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PORT MACKENZIE RAIL
EXTENSION SEGMENT 5
CONSTRUCTION
INVITATION TO BID
15-14-203429
FEBRUARY 30, 2015
ALASKA RAILROAD CORPORATION
327 WEST SHIP CREEK AVENUE
ANCHORAGE, ALASKA 99501
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ALASKA RAILROAD CORPORATION
327 W. Ship Creek Avenue
Anchorage, AK 99501
Phone 907-265-2608
Fax 907-265-2439
[email protected]
February 30, 2015
INVITATION TO BID
15-14-203429
PORT MACKENZIE RAIL EXTENSION
SEGMENT 5 CONSTRUCTION
Response Required: This page must be completed and returned ensuring receipt of
future addenda or additional information. Please fax this form to (907) 265-2439. All
addenda will be forwarded to the contact name and number listed below.
Firms that have not returned this cover sheet will not be informed of
addendums and will only be alerted to addendums by checking with the
ARRC procurement officer or by checking ARRC’s internet site:
www.akrr.com, select Suppliers and then Solicitations. Bidders must
acknowledge the receipt of all issued addendums in their proposal/bid
submittal.
Company
______________________________________________________
Address
______________________________________________________
______________________________________________________
Contact
______________________________________________________
Phone
___________________________ Fax _______________________
Email
______________________________________________________
www.AlaskaRailroad.com
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THIS IS NOT AN ORDER
INVITATION NUMBER: 15-14-203429
DATE OF INVITATION: February 30, 2015
INVITATION TO BID
ALASKA RAILROAD CORPORATION
CONTRACTS SECTION
POST OFFICE BOX 107500
ANCHORAGE, ALASKA 99510-7500
ATTENTION: C. LEE THOMPSON (907) 265-2608
FAX NUMBER (907) 265-2439
[email protected]
SEALED BIDS WILL BE RECEIVED AT:
Alaska Railroad Corporation
Attn. C. Lee Thompson, 2nd Floor
327 W. Ship Creek Avenue
Anchorage, Alaska 99501
UNTIL 3:00 PM LOCAL TIME ON March 24, 2015 AT
WHICH TIME BIDS WILL BE PUBLICLY OPENED.
PORT MACKENZIE RAIL EXTENSION
SEGMENT 5 CONSTRUCTION
IMPORTANT
PRE-BID Conference: A Pre-Bid Conference is scheduled for March 12, 2013 at
11:00 AM; the conference will be held at the Port MacKenzie Rail Extension Project
Office, 12900 West Creek Frontage Rd., Wasilla, Alaska. No Pre-Bid-Site Visit shall be
offered. A bidder's failure to attend the pre-bid conference will in no way relieve the
bidder of the responsibility of performing the work in strict compliance with the true
intent and meaning of the terms, conditions and specifications of this ITB.
Your bid must be complete. See instructions and conditions enclosed.
Return your bid in a sealed envelope on which the Solicitation number appears. Bids
received by facsimile transmission will not be considered for award. Bids shall be
submitted on the forms furnished herein. Hand-delivered bids, amendments, or
withdrawals must be received by ARRC's Contracts Section prior to the scheduled time
of bid opening.
Your bid must be complete. See instructions and conditions enclosed.
Contracting Officer: The person authorized to enter into and administer the Contract
on behalf of the Owner. He has authority to make findings, determinations and
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decisions with respect to the Contract and, when necessary, to modify or terminate the
Contract.
An Alaska Business license is not a prerequisite to bid. Bidders who possess an Alaska
Business license and also meet the other criteria of an Alaska Bidder shall receive a
preference per the "Alaska bidder preference”.
ARRC shall not be held responsible for bidder’s lack of understanding of what is
required by this bid. Should a bidder not understand any aspect of this bid, or require
further explanation, or clarification regarding the intent or requirements of this bid, it
shall be the responsibility of the bidder to seek guidance from the ARRC.
ARRC reserves the right to reject any and all bids, or any part thereof, negotiate
changes in bids, accept any bids or any part thereof, waive minor informalities or
defects in any bids, and not to award the proposed contract if it is in the best
interest of the ARRC.
ARRC may award a contract resulting from this solicitation to the responsive offeror
whose offer conforming to this solicitation will be the most advantageous to the ARRC.
ARRC may reject any or all offers if such action is in the best interest of ARRC, and
waives informalities and minor irregularities in offers received. Any resulting contract
from this solicitation shall incorporate the Standard Instructions, and General Terms and
Conditions incorporated in this solicitation.
This solicitation is not to be construed as a commitment of any kind nor does it commit
the ARRC to pay for any costs incurred in the submission of an offer or for any other
incurred cost prior to the execution of a formal contract
BIDDER/VENDOR TERMS AND CONDITIONS: PROSPECTIVE BIDDERS ARE
CAUTIONED TO PAY PARTICULAR ATTENTION TO THIS CLAUSE.
Bidder/contractor imposed terms and conditions which conflict with this Invitation to Bid
terms and conditions are considered counter offers and, as such, will cause the Alaska
Railroad Corporation to consider the bid non-responsive.
ARRC Disadvantaged Business Enterprise (DBE) Program: ARRC is an equal
opportunity corporation that encourages the participation of DBEs as prime contractors
and subcontractors on its contracts funded in whole or in part by the Federal Transit
Administration (FTA) or the Federal Highway Administration (FHWA). The ARRC has a
race neutral DBE Program and does not set DBE goals on individual solicitations.
Nonetheless, the ARRC aspires to achieve an overall DBE participation on federal
contracts of 0.0 % in FY 2012. If this contract is funded in whole or in part by funds
from the FTA or the FHWA, it is imperative that you consult the Federal Terms and
Conditions portion of this solicitation.
For additional information about the ARRC’s DBE program, you may contact Ann
Courtney at (907) 265-2613, [email protected], or (907) 265-2443 (fax).
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ALASKA BIDDER PREFERENCE: Award will be made to the lowest responsive and
responsible bidder after an Alaska bidder preference of five percent (5%) has been
applied. The preference will be given to a person who: (1) holds a current Alaska
business license at the time designated in the invitation to bid for bid opening; (2)
submits a bid for goods or services under the name on the Alaska business license; (3)
has maintained a place of business within the state staffed by the bidder, or an
employee of the bidder, for a period of six months immediately preceding the date of the
bid; (4) is incorporated or qualified to do business under the laws of the state, is a sole
proprietorship and the proprietor is a resident of the state, is a limited liability company
organized under AS 10.50 and all members are residents of the state, or is a
partnership under AS 32.06 or AS 32.11 and all partners are residents of the state; and,
(5) if a joint venture, is composed entirely of ventures that qualify under (1) - (4) of this
subsection.
ALASKA VETERAN PREFERENCE: If a bidder qualifies for the Alaska bidder
preference and is a qualifying entity as defined herein, they will be awarded an Alaska
veteran preference of five percent (5%). The preference will be given to a (1) sole
proprietorship owned by an Alaska veteran; (2) partnership under AS 32.06 or AS 32.11
if a majority of the partners are Alaska veterans; (3) limited liability company organized
under AS 10.50 if a majority of the members are Alaska veterans; or (4) corporation that
is wholly owned by individuals and a majority of the individuals are Alaska veterans, and
may not exceed $5,000. The bidder must also add value by actually performing,
controlling, managing, and supervising the services provided, or for supplies, the bidder
must have sold supplies of the general nature solicited to other state agencies, other
governments, or the general public.
The Alaska Railroad is a member of Green Star (www.greenstarinc.org ARRC
earned an initial Green Star Award in 1994 and a Green Star Air Quality Award in
2007. The Alaska Railroad considers Green Star membership to be a positive
business attribute, and regards a Green Star award as a tangible sign of an
organization’s commitment to environmental stewardship and continual improvement
within its operations.
Please direct all responses and/or questions concerning this ITB to C. Lee
Thompson, Alaska Railroad Corporation, Contracts, 327 Ship Creek Avenue,
Second Floor, Anchorage, AK 99501, telephone number 907-265-2608, fax number
907-265-2439 or at email address [email protected].
Sincerely,
C. Lee Thompson
C. Lee Thompson
Manager, Contacts and Purchasing
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INDEX
APPENDIX A
REQUIRED DOCUMENTS
APPENDIX B
SCOPE OF WORK
APPENDIX C
BIDDERS INSTRUCTIONS & SPECIAL REQUIREMENTS
APPENDIX D
FORMS
Bidders Questionnaire [Form 395-0136]
Construction Contract [Form 395-0122]
Construction Bid Form [Form 395-0121]
Bid Bond [Form 395-0120]
Subcontractors List [Form 395-0131]
Payment Bond [Form 395-0126]
Performance Bond [Form 395-0127]
APPENDIX E
GENERAL CONDITIONS (CONSTRUCTION)
APPENDIX F
SUPPLEMENTAL CONDITIONS
APPENDIX G
CONSTRUCTION QUALITY CONTROL (CQC) PLAN
APPENDIX H
COST SCHEDULE
APPENDIX I
MITIGATION MEASURES
APPENDIX J
BEAR INTERACTION PLAN
APPENDIX K
PROJECT COMMUNICATIONS
APPENDIX L
EROSION and SEDIMENT CONTROL PLAN
APPENDIX M
TECHNICAL SPECIFICATIONS
ATTACHMENTS:
Pamphlet 600 - Issue 29, Effective September 1, 2014
PORT MACKENZIE RAIL EXTENSION SEGMENT 5 PLAN SET
DATED FEBRUARY 14, 2015:
PLN_20150217_Segment_5_100.pdf
PLN_20150217_Segment-5-XS-100.pdf
SEGMENT 5 GEOTECH ENGINEERIGN REPORT; MARCH 2012
REP_20120928_Segment-5-Geotechnical.pdf
PORT MACKENZIE RAIL EXTENSION PROJECT – PERMIT PACKAGE
Issued Permits – PMRE Segment 5
401 Clean Water Cert POA-2007-1586_Sept 2012.pdf
404 POA-2007-1586_Sept 2012
404 POA-2007-1586-M1_Jan 2013
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404 POA-2007-1586-M2_July 2013
404 POA-2007-1586-M3_Feb 2014
Land Use Permit LAS28077_April 2013
PMRE - Invasive Species CMP
PMRE - Moose Mitigation Strategy
PMRE - Reclamation Plan
STB Decision - PMRE EIS ROD
TWUP A2011-53 North_May 2012
TWUP FH 11-IV-0294 to 0302_July 2011
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APPENDIX A
REQUIRED DOCUMENTS
REQUIRED FOR BID Bids may not be considered if the following documents are not
completely filled out and submitted at the time of bidding:
1.
Construction Bid Form - [Form 395-0121]
2.
Bid Bond - [Form 395-0120]
3.
Cost Schedule - Appendix I
4.
Questionnaire - [Form 395-0136]
REQUIRED AFTER NOTICE OF APPARENT LOW BIDDER The apparent low
bidder is required to complete and submit the following documents within five (5)
working days after receipt of written notification:
1.
Subcontractor List - [Form 395-0131]
REQUIRED FOR AWARD In order to be awarded the contract, the successful bidder
must completely fill out and submit the following documents within the time specified in
the intent to award letter:
1.
Certificate of Insurance - [from Insurance Carrier]
2.
Payment Bond - [Form 395-0126]
3.
Performance Bond - [Form 395-0127]
4.
Alaska Contractors and Business Licenses
5.
State of Alaska Department of Labor Notice of Work
6.
Contract
7.
Construction Quality Control (CQC) Plan
8.
Contractor’s Site Health & Safety Plan
9.
Submittal of Bid Escrow Documentation
- [Form 395-0122] and Notice to Proceed (ARRC Generated)
POST AWARD DOCUMENTATION
1.
Weekly Certified Payrolls
2.
Copy of State of Alaska Contractor Letter of Completion
Form 395-0128 (12/99)
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APPENDIX B
SCOPE OF WORK
The Alaska Railroad Corporation (ARRC) is seeking formal bids for the work comprising
all labor, materials and coordination necessary to perform the work defined in the
construction documents.
PROJECT DESCRIPTION
The project is located between Miller’s Reach Road and a private access road off
Horseshoe Lake Road and north of Horseshoe Lake. It is the fifth phase of a larger
project to connect Port MacKenzie to the Alaska Railroad mainline near Houston,
Alaska. The Port MacKenzie Rail Extension (PMRE) Segment 5 project consists of
embankment construction for Segment 5 of the Port MacKenzie Rail Extension.
1.1 PROJECT AREA
Existing infrastructure in the area consists of the gravel roads. The area is undeveloped
and generally covered with vegetation consisting of underbrush and mature birch,
spruce, cottonwood and alder trees.
1.2 SCOPE OF CONSTRUCTION
This project will consist of the construction of approximately 3.5 miles of new railroad
embankment and installing numerous drainage culverts. All construction activities are
expected to be completed before November 1, 2015.
Construction activities will include, but not be limited to:




Clearing and Grubbing
Excavation, embankment and grading for 3.5 miles of new railroad alignment.
Installation of culverts from 36 inch to 54 inch diameters.
Vegetation re-establishment
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APPENDIX C
BIDDERS INSTRUCTIONS & SPECIAL REQUIREMENTS
(CONSTRUCTION)
To be considered for award, Bids must be made in accordance with the following
requirements:
Duty to Seek Clarification: ARRC shall not be held responsible for a Bidder’s lack of
understanding of what is required by the Invitation to Bid. Should a Bidder not
understand any aspect of the Invitation to Bid, or require further explanation or
clarification regarding the intent or requirements of the same, it shall be the
responsibility of the Bidder to seek clarification from ARRC prior to submitting his or her
Bid.
Terms and Conditions: Any resulting contract from this Invitation to Bid shall
incorporate the general terms and conditions contained in this bid package.
Contract Documents: Bidders shall familiarize themselves with the requirements of all
of the Contract Documents which include, but are not limited to the “Bidders Instructions
& Special Requirements", the Invitation to Bid, Bid and Contract Forms, General
Conditions, Special Conditions, Specifications, Drawings, any Addenda issued prior to
the receipt of Bids, and any other documents referenced or incorporated therein.
Examination of Site: Bidders should visit the Project Site(s) and take such other steps
as may be reasonably necessary to ascertain the nature and location of the Work, and
the general and local conditions which may affect the Work and the cost thereof.
Examination and Interpretation of Documents: Each Bidder shall examine the
Contract Documents carefully and shall make written requests to ARRC prior to Bid
submission for interpretation or correction of any ambiguity, inconsistency, discrepancy,
omission, or error therein which the bidder may discover. Any interpretation or
correction will be issued in an Addendum by ARRC. Only a written interpretation or
correction shall be binding. No Bidder shall rely on any interpretation or correction
given by any other method.
Addenda: ARRC may modify the Invitation to Bid prior to the date fixed for opening of
Bids by issuance of an Addendum to all parties who have been furnished the Bid
Package for bidding purposes. Bidders must acknowledge receipt of all Addenda on
the Construction Bid Form [Form 395-0121].
Qualification of Bidders: Pursuant to ARRC Procurement Rule 1600.3, before a Bid is
considered for award, ARRC may request a Bidder to submit information regarding the
Bidder’s capability in all respects to fully perform the contract requirements or the
individual integrity and reliability which will assure good faith performance. Such
information shall include the Bidder’s prior experience in performing comparable Work,
the availability of necessary financing, equipment, facilities, expertise and personnel to
15
perform the Work and whether he or she has ever been terminated or defaulted on
construction work.
Bid Forms: Bids must be submitted on the forms provided by ARRC, completed in all
respects as required by the Bid Forms and other Contract Documents and manually
signed by an authorized official of the Bidder. Bidders may make copies of the Bid
Forms for submission of Bids.
Submission of Bids: Bids must be sealed, marked, and addressed as directed in the
Invitation to Bid and must be delivered to the office designated in the Invitation to Bid
prior to the exact time set for opening bids. Late bids will not be considered.
Modification, Correction, Withdrawal of Bids: Modification, correction or withdrawal
of Bids will be allowed only as provided in ARRC Procurement Rule 1200.8.
Bid Opening: Bids will be opened in public at the time set forth in the Invitation to Bid in
accordance with ARRC Procurement Rule 1200.6. The contents of the Bids will be
open for public inspection after the notice of intent to award a contract is given.
Evaluation of Bids: Bids will be evaluated in accordance with the provisions of ARRC
Procurement Rule 1200.7. Alternative bids, if called for, are intended to provide ARRC
a range of comparative costs which will allow identification of the combinations most
responsive to ARRC's need. The order in which the alternatives are listed or set out in
the Invitation to Bid should not be taken as any indication as to the order in which ARRC
may elect to select the alternatives, if any. Bidders shall submit bid prices for all
alternatives stated in the Invitation to Bid and are advised that the order in which the
alternatives, if any, are chosen by ARRC, may affect which Bidder is the lowest
responsive and responsible Bidder.
Bid Security: In accordance with ARRC Procurement Rule 1200.4, all Bids shall be
accompanied by bid security in the form of a cashier's check or an acceptable Bid Bond,
a form of which is provided herein, in the amount of five percent (5%) of the Bid price.
Rejection of Bids: ARRC reserves the right to waive minor defects or informalities in a
Bid in accordance with the provisions of ARRC Procurement Rule 1200.8, or to reject
any or all Bids in accordance with the provisions of ARRC Procurement Rule 1600.2.
Award of Contract: Unless the solicitation is canceled or all bids are rejected, the
procurement officer shall award a contract based on the solicited bids with reasonable
promptness by written notice to the lowest, responsible and responsive Bidder whose
bid conforms in all material respects to the requirements and criteria set out in the
Invitation to Bid.
Execution of Contract: A written contract must be signed by the Bidder to whom an
award is made and returned to ARRC within ten (10) calendar days, together with all
required performance and payment bonds, and certificate(s) of insurance in the
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amounts required by the Invitation to Bid. The Bidder to whom award is made shall not
be permitted to occupy the project site until he has first obtained the required insurance
and submitted to ARRC proof of such insurance together with a statement certifying that
said insurance conforms to requirements set forth in the Invitation to Bid.
Failure to Execute Contract: If the Bidder to whom the Contract is awarded refuses or
neglects to execute it, or fails to furnish the required bonds and insurance within the
time specified, the amount of his bid security may be retained by ARRC as liquidated
damages.
Government Contract Requirements: If Federal funds will be used to pay for any part
of the project described in the Invitation to Bid, any contract awarded hereunder will
contain provisions requiring the successful Bidder to comply with all pertinent
provisions, agreements, and clauses of the subject federal grant and all pertinent laws,
regulations, Presidential directives, and executive orders to the extent they apply to the
subject matter of the contract.
Drug and Alcohol-Free Workplace: Safety is paramount at ARRC. For that reason,
ARRC maintains an alcohol and drug-free workplace and requires that the Contractor
do the same. At all times during the performance of this contract, the Contractor shall
have in place a written drug and alcohol program that includes, at a minimum, the
following:
a.
a requirement that all applicants present a negative pre-employment drug
screen prior to being hired by the Contractor;
b.
a requirement that employees submit to a "reasonable suspicion" drug and/or
alcohol test when showing signs and symptoms of drug and/or alcohol
influence on duty;
c.
a requirement that employees submit to "reasonable cause/post accident" drug
and alcohol tests following certain accidents or incidents (with the threshold
level triggering testing to be determined by the Contractor);
d.
a provision defining a positive alcohol test as one that reveals a breath alcohol
level of .02 or greater;
e.
a provision defining a positive drug test as one that reveals concentrations at
the levels set forth in 49 C.F.R. § 40.87(b)(screening test) and 49 C.F.R. §
40.87(c)(confirmatory test) or greater;
f.
a provision that outlines the consequences of a positive drug or alcohol test and
the consequences of an employee’s refusal to submit to drug/alcohol testing;
and
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g.
a provision that establishes the conditions under which an employee may return
to work following a positive drug and/or alcohol test, which at a minimum
include an evaluation by a substance abuse professional and compliance with a
recommended treatment program.
The Contractor agrees that at any time during the performance of this contract, if an
ARRC employee reports to the Contractor that an employee of the Contractor or its
subcontractor is showing signs and symptoms of drug/alcohol influence on duty, the
Contractor shall remove the employee from ARRC property immediately and shall have
the employee tested for drug/alcohol influence. If the employee tests positive, the
Contractor shall ensure that the employee is not returned to work on the project until
he/she has met the return to work requirements contained in the Contractor’s written
program.
Offer Acceptance Period: For the purpose of award, offers made in accordance with
this ITB shall be good and firm for a period of thirty (30) days from the date of bid
opening.
Site-Safety Plan Requirement: Before the contractor or any subcontractor begins any
construction related work under this contract including but not limited to mobilization,
equipment setup, storage, etc., taking place on sites under Alaska Railroad Corporation
(ARRC) control, they will submit a site Health and Safety Plan to ARRC for compatibility
acceptance.
The plan must be compatible with ARRC Safety Policies, including On-Track Safety,
ARRC on-site employee safety including safety for Project Managers, Construction
Managers, Flaggers, Visitors, Safety personnel, Quality Assurance staff, vendors, and
the public. The plan must outlines procedures for first aid, emergency response,
chemical exposures, spills, site sign-in requirements for site-safety briefings,
coordination with ARRC dispatch, Section 6.16 (SAFETY AND PROTECTION), Section
6.17 (WORK SAFETY ON RAILROAD PROPERTY), and Section 6.18
(EMERGENCIES), other sections of the contract GENERAL CONDITIONS.
A complete, detailed Site-Safety Plan shall be submitted to the Project Manager at least
10 days prior to commencement of any Work on the Project
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Contractor’s Instructions for Submitting Certified Payroll
To ensure that the federal requirement for the weekly submission of certified payrolls
with social security numbers is met, the following instructions will be given to the prime
contractor by listing them in the contract as follows:
This contract may include work on an Alaska Railroad Corporation (ARRC) construction
project, which is subject to the wage/certified payroll requirements of the Alaska
Department of Labor Workforce Development (DOLWD) and/or it may include work on a
federally funded construction project and be subject to U. S. Department of Labor
Davis-Bacon Act wage/certified payroll requirements.
As part of the contract the following will be required:
1. All contractors on a construction project funded in whole or in part with federal
funds shall pay laborers and mechanics the higher of the two wages listed in this
contract from the U. S. Department of Labor (www.access.gpo.gov/davisbacon/
or http://www.gpo.gov/davisbacon/ak.html) or from the DOLWD
(www.labor.state.ak.us/lss/home.htm). Contractors on an ARRC-funded
construction project shall pay laborers and mechanics the appropriate wage
established by the DOLWD under the Little Davis Bacon Act.
2. All contractors employing laborers and mechanics on the project for must submit
weekly certified payrolls that contain the information listed on the DOLWD
Weekly Certified Payroll Form 07-6058, pages 1 and 2. Page 2 is the “Statement
of Compliance” and must bear an original signature. The prime contractor is
responsible for gathering the certified payrolls from each subcontractor and for
submitting them, along with their own, to ARRC.
3. These weekly certified payrolls must be sent to ARRC within seven days after the
regular “payday” for that certified payroll at the following address:
The Alaska Railroad Corporation
Attn: Lindsey Ruhl
P.O. Box 107500
Anchorage, AK 99510-7500
The contractor and its subcontractors are also responsible for filing certified
payrolls with DOLWD as required.
4. The certified payroll must be completely filled out by the contractor including, but
not limited to:
i.
Contractor’s complete name, including join ventures, Inc., LLC., etc.
ii. Contractor’s license number, also called the contractor’s registration
number, is required in addition to a business license to do construction
work in the state
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iii. Employee’s
a. Name
b. Address (domicile and mailing)
c. Social security number
d. Job classification
e. Hours worked
f. Wages/fringe benefits paid
iv. Contracting agency project number, which is the ARRC
contract/purchase order number and is listed on the DOLWD finalized
Notice of Work. This notice also lists the DOLWD project number,
project name, and location. The prime contractor will supply all of
this information to its subcontractors.
v. Week ending date and payroll numbers. The first week or part of a
week of payroll will be designated as payroll number 1 for the first
week, 2 for the second week, etc. until the final week worked on the
project. If no work is completed during a given week, the contractor
must nonetheless submit a certified payroll for that week, with the
appropriate consecutive payroll number for that week, and write “No
Work Performed” on payroll.
vi. The Statement of Compliance must be completely filled out indicating
how fringe benefits are paid and listing the payroll period. The
Statement of Compliance must be signed, dated, and filed within seven
days of the payment date of the payroll.
vii. Stamp or write “Confidential” on the certified payroll to help insure
the privacy of contractor employees.
Sample copies of DOLWD certified payroll forms with the “Statement of
Compliance are shown in Figures 1 and 2 below.
Failure to timely submit complete and accurately filled out weekly certified payrolls
to ARRC may result in the delay of payment on the contract.
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”CONFIDENTIAL”
Figure 1. Sample Certified Payroll Form with Social Security Numbers
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”CONFIDENTIAL”
Figure 2 Sample Certified Payroll Statement of Compliance
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APPENDIX D
FORMS
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Bidder Questionnaire
Note: Failure to provide the information requested in this questionnaire may be cause for
rejection of your bid or offer on the grounds of non-responsiveness and/or non-responsibility.
Project: ITB 15-14-203429 Port MacKenzie Rail Extension Segment 5 Construction
Name of Your Business: ____________________________________________
Street Address: ___________________________________________________
Mailing Address if Different: ________________________________________
City: _______________________ State: ___________ Mailing Zip: ________
Telephone: _____________ Fax: _______ E-Mail: _______________________
Date Firm Established:
_______________________________________________________
How many years has the business been under the above name? ____________________
Previous business name(s)if any: ___________________________________
Federal Tax ID Number: ___________________________________
Business License Number: __________________________________
Contractor License Number (For Construction): ____________
Bid Acceptance Period __________ Days. (Bids providing less than thirty - 30 calendar
days for acceptance may be considered non-responsive and may be rejected.)
Discount for prompt pay _______ % ___________ days.
The bidder shall list any variations from or exceptions to the Terms, Conditions or
Specifications of the Solicitation:
____________________________________________________________________
____________________________________________________________________
____________________________________________________________________
OVER PLEASE–continued on reverse
25
List the three most recent contracts performed by your company where the commodity
or service requested in this solicitation was the primary commodity or service supplied.
Include the client’s name, contract amount, contract date, person to contact regarding
performance, their telephone, facsimile number and e-mail.
Clients name, Contact person, Contact info. Description of Work and Contract Amount
(Provide: telephone, fax, and email)
List any other business related experience:
Are you acting as a broker or the primary supplier in this transaction?

Broker

Primary Supplier
Business Information (Please check all that apply):

My business is Individual

My business is a Partnership

My business is a Non-Profit

My business is a Joint-Venture

My business is a Corporation incorporated under the laws of the State of ____

My business is full-time

My business is part-time

My business is not a certified Disadvantaged Business (DBE)

My business is a certified DBE

My DBE was certified by State DOTPF

My DBE was certified by the Municipality of Anchorage

My business is an 8(a)/WBE/MBE and is certified by SBA

My business was certified by ____________________________

My DBE Certification # is __________________________
Firms Annual Gross Receipts:

<$500,000

$500,000 - $999,999

$1,000,000 - $4,999,999

$5,000,000 - $9,999,999

$10,000,000 - $16,999,999

>$17,000,000
Completed by: _________________________ Title: _______________________________
Signature: _____________________________ Date: ______________________________
Form 395-0136
Page 2 of 2
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ALASKA RAILROAD CORPORATION
CONSTRUCTION CONTRACT (Sample)
Contract Number: ___________
This CONTRACT, between the ALASKA RAILROAD CORPORATION, herein called ARRC, acting by
and through its Contracting Officer, and Contractors Named Here
a Corporation, incorporated under the laws of the State of Alaska, its successors and assigns, hereinafter
called the Contractor, is effective the date of the signature of the Contracting Officer on this document.
Billing Information: Invoices shall be submitted to Accounts Payable, Alaska Railroad Corporation, PO Box
107500, Anchorage, AK 99510-7500. Please reference your contract number on all invoices and
correspondence.
WITNESSETH: That the Contractor, for and in consideration of the payment or payments herein
specified and agreed to by ARRC, hereby covenants and agrees to furnish and deliver all the materials
and to do and perform all the work and labor required in the construction of the following project: ITB 15-
14-203429 Port MacKenzie Rail Extension Segment 5 Construction at the prices bid by the
Contractor for the respective estimated quantities aggregating approximately the sum of: Bid Amount
dollars and zero/cents ($_____.00) for the Base Bid and such other items as are mentioned in the
original Bid, which Bid and prices named, together with the Contract Documents(Invitation to Bid,
Addenda & Contract) and Contractors Bid are made a part of this Contract and accepted as such, the
project being situated as follows: Port MacKenzie, AK.
It is distinctly understood and agreed that no claim for additional work or materials, done or furnished by
the Contractor and not specifically herein provided for shall be allowed by ARRC, nor shall the Contractor
do any work or furnish any material not covered by this Contract, unless such work is ordered in writing by
ARRC. In no event shall ARRC be liable for any materials furnished or used, or for any work or labor
done, unless the materials, work, or labor are required by the Contract or on written order furnished by
ARRC. Any such work or materials which may be done or furnished by the Contractor without written
order first being given shall be at the Contractor’s own risk, cost, and expense and the Contractor hereby
covenants and agrees to make no claim for compensation for work or materials done or furnished without
any such written order.
The Contractor further covenants and agrees that all materials shall be furnished and delivered and all
labor shall be done and performed, in every respect, to the satisfaction of ARRC, December 12, 2012
.
27
It is expressly understood and agreed that in case of the failure on the part of the Contractor, for any
reason, except with the written consent of ARRC, to complete the furnishing and delivery of materials and
the doing and performance of the work before the aforesaid date, ARRC shall have the right to deduct
from any money due or which may become due the Contractor, or if no money shall be due, ARRC shall
have the right to recover liquidated damages as spelled out in General Conditions, Construction. The
bonds given by the Contractor in the sum of: 100% of Bid Amount $_____.00 Payment Bond, and
100% of Bid Amount _____.00 Performance Bond, to secure the proper compliance with the
terms and provisions of this Contract, are submitted herewith and made a part hereof.
IN WITNESS WHEREOF, the parties hereto have executed this Contract and hereby agree to its terms
and conditions.
CONTRACTOR
______________________________________
Name of Contractor
______________________________________
Signature
__________________________
Date
______________________________________
Name and Title
(Corporate Seal)
ALASKA RAILROAD CORPORATION
______________________________________
Contracting Officer (Signature)
__________________________
Date
______________________________________
Typed or Print Name
Form 395-0122
28
ALASKA RAILROAD CORPORATION
CONSTRUCTION BID FORM of
NAME
_____________________________________________________
ADDRESS
_____________________________________________________
_____________________________________________________
To the CONTRACTING OFFICER, ALASKA RAILROAD CORPORATION:
In compliance with your Invitation to Bid Number, Invitation to Bid 13-02-67142, dated
March 9, 2012, the Undersigned proposes to furnish and deliver all the materials and do all
the work and labor required in the construction of ITB 15-14-203429 Port MacKenzie Rail
Extension Segment 5 Construction. Located at or near Port MacKenzie, AK, according to
the plans and specifications and for the amount and prices named herein as indicated on
the Cost Schedule, which is made a part of this Bid.
The Undersigned declares that he/she has carefully examined the contract requirements
and that he/she has made a personal examination of the site of the work; that he/she
understands that the quantities, where such are specified in the Cost Schedule or on the
plans for this Project, are approximate only and subject to increase or decrease, and that
he/she is willing to perform increased or decreased quantities of work at unit prices bid
under the conditions set forth in the Contract Documents.
The Undersigned hereby agrees to execute the said contract and bonds within Ten (10)
Calendar Days, or such further time as may be allowed in writing by the Contracting
Officer, after receiving notification of the acceptance of this Bid, and it is hereby mutually
understood and agreed that in case the Undersigned does not, the accompanying bid
guarantee shall be forfeited to the Alaska Railroad Corporation as liquidated damages, and
said Contracting Officer may proceed to award the contract to others.
The Undersigned agrees to commence the work within Ten (10) Calendar Days after the
effective date of the Notice to Proceed and to complete the work by
_________________________, unless extended in writing by the Contracting Officer.
The Undersigned proposes to furnish a Payment Bond in the amount of One Hundred
Percent (100%) and a Performance Bond in the amount of One Hundred Percent (100%)
(of the contract), as surety conditioned for the full, complete and faithful performance of this
contract.
The Undersigned acknowledges receipt of the following addenda to the drawings and/or
specifications (give number and date of each).
Addenda No. Date Issued Addenda No. Date Issued Addenda No. Date Issued
___________________
___________________
___________________
___________________
___________________
___________________
___________________
___________________
___________________
29
NON-COLLUSION AFFIDAVIT
The Undersigned declares, under penalty of perjury under the laws of the United States,
that neither he/she nor the firm, association, or corporation of which he/she is a
member, has, either directly or indirectly, entered into any agreement, participated in
any collusion, or otherwise taken any action in restraint of free competitive bidding in
connection with this Bid.
The Undersigned has read the foregoing proposal and hereby agrees to the conditions
stated therein by affixing his/her signature below:
__________________________
Signature
_________________________________
Name and Title of Person Signing
____________________________
Telephone Number
____________________________________
Facsimile Number
Form 395-0121 (12/99)
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ALASKA RAILROAD CORPORATION - BID BOND
BID BOND
for ITB 15-14-203429 Port MacKenzie
Rail Expansion Segment 5 Construction
DATE BOND EXECUTED
TYPE OF ORGANIZATION
PRINCIPAL (Legal name and business address)
INDIVIDUAL
PARTNERSHIP
JOINT VENTURE
CORPORATION
STATE OF INCORPORATION
SURETY(IES) (Name and business address)
A.
B.
C.
DATE OF BID
PENAL SUM OF BOND
We, the PRINCIPAL and SURETY above named, are held and firmly bound to the Alaska Railroad Corporation (ARRC), in the
penal sum of the amount stated above, for the payment of which sum will be made, we bind ourselves and our legal
representatives and successors, jointly and severally, by this instrument.
THE CONDITION OF THE FOREGOING OBLIGATION is that the Principal has submitted the accompanying bid or proposal in
writing, date as shown above, on the following project:
, in accordance with
contract documents filed in the office of the Contracting Officer, and under the Invitation for Bids therefore, and is required
to furnish a bond in the amount stated above.
If the Principal's bid is accepted and he/she is offered the proposed contract for award, and if Principal fails to enter into the
contract, then the obligation to ARRC created by this bond shall be in full force and effect.
If the Principal enters into the contract, then the foregoing obligation is null and void.
PRINCIPAL
Signature(s)
1.
2.
3.
Name(s) &
Titles
[Typed]
1.
2.
3.
Corporate
Seal
CORPORATE SURETY(IES)
Name of
Corporation
S
U
R
E
T
Y
A
State of Incorporation
1.
2.
1.
2.
Signature(s)
Name(s) &
Titles
[Typed]
CORPORATE SURETY(IES)
31
Liability Limit
$
Corporate
Seal
S
U
R
E
T
Y
Name of
Corporation
State of Incorporation
1.
2.
1.
2.
Liability Limit
$
Corporate
Seal
Signature(s)
B
Name(s) &
Titles
[Typed]
CORPORATE SURETY(IES)
S
U
R
E
T
Y
C
Name of
Corporation
State of Incorporation
1.
2.
1.
2.
Signature(s)
Name(s) &
Titles
[Typed]
Liability Limit
$
Corporate
Seal
INSTRUCTIONS
1.
This form shall be used whenever a bid bond is submitted.
2.
Insert the full legal name and business address of the Principal in the space designated. If the Principal
is a partnership or joint venture, the names of all principal parties must be included (e.g., "Smith
Construction, Inc. and Jones Contracting, Inc. dba Smith/Jones Builders, a Joint Venture"). If the
Principal is a corporation, the name of the state in which incorporated shall be inserted in the space
provided.
3.
Insert the full legal name and business address of the Surety in the space designated. The Surety on the
bond may be any corporation or partnership authorized to do business in Alaska as an insurer under AS
21.09. Individual sureties will not be accepted.
4.
The penal amount of the bond may be shown either as an amount (in words and figures) or as a percent
of the contract bid price (a not-to-exceed amount may be included).
5.
The scheduled bid opening date shall be entered in the space marked Date of Bid.
6.
The bond shall be executed by authorized representatives of the Principal and Surety. Corporations
executing the bond shall also affix their corporate seal.
7.
Any person signing in a representative capacity (e.g., an attorney-in-fact) must furnish evidence of
authority if that representative is not a member of the firm, partnership, or joint venture, or an officer of
the corporation involved.
8.
The states of incorporation and the limits of liability of each surety shall be indicated in the spaces
provided.
9.
The date that bond is executed must not be later than the bid opening date.
Form 395-0120
32
ALASKA RAILROAD CORPORATION
SUBCONTRACTOR LIST
[First Tier Subcontractors Only]
The apparent low bidder shall complete this form and submit it so as to be received by the
Contracting Officer prior to the close of business on the Fifth (5th) Working Day after receipt of
written notice from the Alaska Railroad Corporation.
Failure to submit this form with all required information by the due date will result in the bidder being
declared non-responsive and may result in the forfeiture of the Bid Security.
Scope of work must be clearly defined. If an item of work is to be performed by more than one (1)
firm, indicate the portion or percent of work to be done by each.
Check as applicable:
All work on the below-referenced project will be accomplished
without subcontracts greater than ½ of 1% of the contract amount.
Or
Subcontractor List is as follows:
FIRM NAME,
ADDRESS,
TELEPHONE
NUMBER
BUSINESS LICENSE
NUMBER AND
CONTRACTOR’S
REGISTRATION NUMBER
SCOPE OF WORK TO
BE PERFORMED
TOTAL DOLLAR
AMOUNT OF
WORK
[CONTINUE SUBCONTRACTOR INFORMATION ON REVERSE]
I hereby certify that the above-listed licenses and registrations were valid at the time bids
were received for this project. For contracts involving Federal-aid funding, Alaska
Business License and Contractor Registration will be required prior to award of a
subcontract.
_______________________________
COMPANY NAME
________________________________
SIGNATURE BY AND FOR THE BIDDER
_______________________________
COMPANY ADDRESS
________________________________
PRINTED NAME OF BIDDER
_______________________________
COMPANY ADDRESS
________________________________
DATE OF BID
_______________________________
CONTACT PHONE NUMBER
________________________________
CONTACT FAX NUMBER
Form 395-0131
33
FIRM NAME,
ADDRESS,
TELEPHONE
NUMBER
BUSINESS LICENSE
NUMBER AND
CONTRACTOR’S
REGISTRATION NUMBER
34
SCOPE OF WORK TO
BE PERFORMED
TOTAL DOLLAR
AMOUNT OF WORK
ALASKA RAILROAD CORPORATION
PAYMENT BOND
KNOW ALL PERSONS BY THESE PRESENTS:
That__________________________________________________________________________
of: ____________________________________________________________________ as Principal,
and ________________________________________________________________
of: ____________________________________________________________________as Surety,
firmly bound and held unto the Alaska Railroad Corporation in the penal sum of
__________________________________________________________ Dollars ($______________),
good and lawful money of the United States of America for the payment whereof, well and truly to be paid
to the Alaska Railroad Corporation, we bind ourselves, our heirs, successors, executors, administrators,
and assigns, jointly and severally, firmly by these presents.
WHEREAS, the said Principal has entered into a written contract with said Alaska Railroad Corporation,
on the ____________ of _____, 20_____,
for___________________________________________________________, said work to be done
according to the terms of said contract. ARRC Project: ITB 15-14-203429 Port MacKenzie Rail
Extension Segment 5 Construction
NOW, THEREFORE, the conditions of the foregoing obligation is such that if the said Principal shall
comply with all requirements of law and pay, as they become due, all just claims for labor performed and
materials and supplies furnished upon or for the work under said contract, whether said labor be
performed and said materials and supplies be furnished under the original contract, any subcontract, or
any and all duly authorized modifications thereto, then these presents shall become null and void;
otherwise they shall remain in full force and effect.
IN WITNESS WHEREOF, We have hereunto set our hands and seals this _____ day of
_______________, 20_____.
Principal: _________________________________________
Address: _________________________________________
Telephone Number: _________________________________
Contact Name: _____________________________________
By: _____________________________
By: _____________________________
Surety: _____________________________________________
Address: ____________________________________________
Contact Name: ______________________________________
By: __________________________
By: __________________________
The offered bond has been checked for adequacy under the applicable statutes and regulations:
_______________________________
__________________________
Alaska Railroad Corporation [Authorized Representative]
Date
(Instructions on Next Page)
35
INSTRUCTIONS
1.
This form, for the protection of persons supplying labor and material, shall be
used whenever a payment bond is required. There shall be no deviation from
this form without approval from the Contracting Officer.
2.
The full legal name, business address, telephone number, and point of contact of
the Principal and Surety shall be inserted on the face of the form. Where more
than a single surety is involved, a separate form shall be executed for each
surety.
3.
The penal amount of the bond, or in the case of more than one surety the
amount of obligation, shall be entered in words and in figures.
4.
The bond shall be signed by authorized persons. Where such persons are
signing in a representative capacity (e.g., an attorney-in-fact), but is not a
member of the firm, partnership, or joint venture, or an officer of the corporation
involved, evidence of authority must be furnished.
Form 395-0126
36
ALASKA RAILROAD CORPORATION
PERFORMANCE BOND
KNOW ALL PERSONS BY THESE PRESENTS:
That__________________________________________________________________________
of: ____________________________________________________________________ as Principal,
and ________________________________________________________________
of: ____________________________________________________________________as Surety,
firmly bound and held unto the Alaska Railroad Corporation in the penal sum of
_______________________________________________________ Dollars ($________________),
good and lawful money of the United States of America for the payment whereof, well and truly to be paid
to the Alaska Railroad Corporation, we bind ourselves, our heirs, successors, executors, administrators,
and assigns, jointly and severally, firmly by these presents.
WHEREAS, the said Principal has entered into a written contract with said Alaska Railroad Corporation,
on the ____________ of ____________, 20_____,
for_________________________________________________________,
said work to be done according to the terms of said contract. ARRC Project: ITB 15-14-203429 Port
MacKenzie Rail Extension Segment 5 Construction.
NOW, THEREFORE, the conditions of the foregoing obligation is such that if the said Principal shall well
and truly perform and complete all obligations and work under said contract and if the Principal shall
reimburse upon demand of the Alaska Railroad Corporation any sums paid him/her which exceed the
final payment determined to be due upon completion of the project, then these presents shall become null
and void; otherwise they shall remain in full force and effect.
IN WITNESS WHEREOF, We have hereunto set our hands and seals this _____ day of
_______________, 20_____.
Principal:________________________________________________
Address: ______________________________________________
Telephone Number: ______________________________________
Contact Name: __________________________________________
By: __________________________
By: ___________________________
Surety: _________________________________________________
Address: ________________________________________________
Contact Name: ___________________________________________
By: ___________________________
By: ___________________________
The offered bond has been checked for adequacy under the applicable statutes and regulations:
____________________________________
_____________________________
Alaska Railroad Corporation
[Authorized Representative]
Date
(Instructions on Next Page)
INSTRUCTIONS
1.
This form shall be used whenever a performance bond is required. There shall
be no deviation from this form without approval from the Contracting Officer.
2.
The full legal name, business address, telephone number, and point of contact of
the Principal and Surety shall be inserted on the face of the form. Where more
than a single surety is involved, a separate form shall be executed for each
surety.
3.
The penal amount of the bond, or in the case of more than one surety the
amount of obligation, shall be entered in words and in figures.
4.
The bond shall be signed by authorized persons. Where such persons are
signing in a representative capacity (e.g., an attorney-in-fact), but is not a
member of the firm, partnership, or joint venture, or an officer of the corporation
involved, evidence of authority must be furnished.
Form 395-0127
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APPENDIX E
GENERAL CONDITIONS
(CONSTRUCTION)
(Revised 11/14/05)
1. ARTICLE 1 - DEFINITIONS:
Wherever used in the Contract Documents the following terms, or pronouns in place of
them, are used, the intent and meaning, unless a different intent or meaning is clearly indicated,
shall be interpreted as set forth below.
The titles and headings of the Sections, Subsections and Articles herein are intended for
convenience of reference and shall not be considered as having bearing on their interpretation.
Whenever used in the Specifications or other Contract Documents the following terms
have the meaning indicated which are applicable to both the singular and plural thereof.
Working titles which have a masculine gender, are intended to refer to persons of either sex.
Terms not defined below shall have their ordinary accepted meanings within the context
which they are used. "Webster's Third New International Dictionary of the English Language,
Unabridged, Copyright 1961", or subsequent revision thereof, shall provide ordinarily accepted
meanings. Words which have a well-known technical or trade meaning when used to describe
Work, materials or equipment shall be interpreted in accordance with such meaning.
Addenda: All clarifications, corrections, or changes issued graphically or in writing by the
Owner after the Invitation to Bid but prior to the opening of Bids.
Application for Payment: The form provided by the Owner which is used by the Contractor in
requesting progress or Final payments and which is to include such supporting documentation
as is required by the Contract Documents.
Approved or Approval: Means written approval by the Owner or his authorized representative
as defined in paragraph 2.1.
ARRC Procurement Rules: Means the Rules governing the procurement of supplies, services,
professional services and construction adopted by ARRC in accordance with A.S. 36.30.015(e).
Said Rules may be downloaded from ARRC’s web site, www.alaskarailroad.com, under General
Information, Purchasing/Contracts.
A.S.: Initials which stand for Alaska Statute.
Award: The acceptance, by the Owner, of the successful Bid.
Bid: The offer of a Bidder, on the prescribed form to perform the Work in accordance with the
Contract Documents at the prices quoted.
Bid Bond: The security furnished with a Bid to guarantee that the Bidder will enter into a
Contract if his Bid is accepted by the Owner.
Bidder: Any individual, firm, corporation or any acceptable combination thereof, or joint venture
submitting a Bid for the advertised Work.
Calendar Day: Every day shown on the calendar, beginning and ending at midnight.
39
Change Order: A written order by the Owner directing changes to the Contract, within its
general scope.
Conditions of the Contract: Those portions of the Contract Documents which define the rights
and responsibilities of the contracting parties and of others involved in the Work. The
Conditions of the Contract include General Conditions, Supplementary Conditions and other
Conditions specified in the Invitation to Bid.
Contract: The Contract Documents form the Contract between the Owner and the Contractor
for the Work to be performed. The Contract represents the entire and integrated agreement
between the parties hereto and supersedes prior negotiations, representations or agreements,
either written oral.
Contract Documents: The Contract Form, Addenda, the bidding requirements and Contractor's
Bid (including all appropriate bid tender forms), the Bonds, the Conditions of the Contract and all
other Contract requirements, the Specifications, and the Drawings furnished by the Owner to
the Contractor, together with all Change Orders and documents approved by the Contracting
Officer for inclusion, modifications and supplements issued on or after the Effective Date of the
Contract.
Contracting Officer: The person authorized to enter into and administer the Contract on behalf
of the Owner. He has authority to make findings, determinations and decisions with respect to
the Contract and, when necessary, to modify or terminate the Contract.
Contractor: The individual, firm, corporation or any acceptable combination thereof, contracting
with the Owner for performance of the Work.
Contract Amount: The total moneys payable by the Owner to the Contractor under the terms
of the Contract Documents.
Contract Time: The number of Calendar Days or the date specified in the Contract and
authorized time extensions which identify how much time the Contractor is allowed to achieve
Final Completion.
Consultant: A person, firm, agency or corporation retained by the Owner to prepare Contract
Documents, perform construction administration services, or other Project related services.
Defective: An adjective which refers to Work that is unsatisfactory, faulty or deficient, or does
not conform to the Contract Documents, or does not meet the requirements of any inspection,
reference standard, test or Approval referred to in the Contract Documents, or has been
damaged prior to the Owner's Approval of Final payment.
Directive: A written communication to the Contractor from the Owner interpreting or enforcing a
Contract requirement or ordering commencement of an item of Work.
Drawings: The drawings which show the character and scope of the Work to be performed and
which have been furnished by the Owner or the Owner's Consultant and are by reference made
a part of the Contract Documents.
40
Effective Date of the Contract: The date on which the Contract is fully executed by both
Contractor and the Owner.
Final Completion: The Work (or specified part thereof) has progressed to the point that all
Work is complete as determined by the Owner.
General Requirements: Sections of the Contract Documents which contain administrative and
procedural requirements as well as requirements for temporary facilities.
Holidays: The Owner recognizes the following Holidays:
New Years Day - January 1
President's Day - Third Monday in February
Memorial Day - Last Monday in May
Independence Day - July 4
Labor Day - First Monday in September
Columbus Day-Second Monday in October
Veteran's Day - November 11
Thanksgiving Day - Fourth Thursday in November
Christmas Day - December 25
If any Holiday listed above falls on a Saturday, Saturday and the preceding Friday are
both legal Holidays. If the holiday should fall on a Sunday, Sunday and the following Monday
are both legal Holidays.
Install: Means to build into the Work, ready to be used in complete and operable condition and
in compliance with the Contract Documents.
Invitation to Bid: The public announcement, as required by law, inviting Bids for Work to be
performed and/or materials to be furnished.
Notice of Intent to Award: The written notice by the Owner to all Bidders identifying the
apparent successful Bidder and establishing the Owner's intent to execute the Contract when all
conditions required for execution of the Contract are met.
Notice to Proceed: A written notice to the Contractor to begin the Work and establishing the
date on which the Contract Time begins.
Owner: The Alaska Railroad Corporation (“ARRC”) or its authorized representative(s).
Payment Bond: The security furnished by the Contractor and his Surety to guarantee payment
of the debts arising out of performance of the Work.
Performance Bond: The security furnished by the Contractor and his Surety to guarantee
performance and completion of the Work in accordance with the Contract Documents.
Project: The total construction, of which the Work performed under the Contract Documents is
the whole or a part.
Project Manager: The authorized representative of the Owner who is responsible for
administration of the Contract.
41
Regulatory Requirements: All laws, rules, regulations, ordinances, codes and/or orders
applicable to the Work.
Shop Drawings: All Drawings, diagrams, illustrations, schedules and other data which are
specifically prepared by or for the Contractor to illustrate some portion of the Work and all
illustrations, brochures, standard schedules, performance charts, instructions, diagrams and
other information prepared by a supplier and submitted by the Contractor to illustrate material,
equipment, fabrication, or erection for some portion of the Work.
Specifications: Those portions of the Contract Documents consisting of written technical
descriptions of materials, equipment, construction systems, standards and workmanship as
applied to the Work and certain administrative and procedural details applicable thereto.
Subcontractor: An individual, firm, or corporation to whom the Contractor sublets part of the
Contract.
Substantial Completion: Although not fully completed, the Work (or a specified part thereof)
has progressed to the point where, in the opinion of the Owner as evidenced by the Owner's
written notice, it is sufficiently complete, in accordance with the Contract Documents, so that the
Work (or specified part) can be utilized for the purposes for which it is intended. The terms
"Substantially Complete" and "Substantially Completed" as applied to any Work refer to
Substantial Completion thereof.
Supplemental Agreement: A written agreement between the Contractor and the Owner
covering Work that is not within the general scope of the Contract.
Surety: The corporation, partnership, or individual, other than the Contractor, executing a bond
furnished by the Contractor.
Unit Price Work: Work to be paid for on the basis of unit prices.
Work: Work is the act of, and the result of, performing services, furnishing labor, furnishing and
incorporating materials and equipment into the Project and performing other duties and
obligations, all as required by the Contract Documents. Such Work, however incremental, will
culminate in the entire completed Project, or the various separately identifiable parts thereof.
2. ARTICLE 2 - AUTHORITIES AND LIMITATIONS:
2.1
AUTHORITIES AND LIMITATIONS:
2.1.1 The Owner alone, shall have the power to bind the Owner and to exercise the
rights, responsibilities, authorities and functions vested in the Owner by the Contract
Documents, except that the Owner shall have the right to designate in writing authorized
representatives to act for him.
2.1.2 Wherever any provision of the Contract Documents specifies an individual or
organization, whether Governmental or private, to perform any act on behalf of or in the
interests of the Owner that individual or organization shall be deemed to be the Owner's
authorized representative under this Contract but only to the extent so specified.
2.1.3 The Owner may, at any time during the performance of this Contract, vest in any
such authorized representatives additional power and authority to act for the Owner or
designate additional representatives, specifying the extent of their authority to act for the Owner.
A copy of each document vesting additional authority in or removing that authority from an
42
authorized representative or designating an additional authorized representative shall be
furnished to the Contractor.
2.1.4 The Owner reserves the right to appoint a new Project Manager without affecting
any of the Contractor's obligations to the Owner under this Contract.
2.1.5 The Contractor shall perform the Work in accordance with any written order
(including but not limited to instruction, direction, interpretation or determination) issued by an
authorized representative in accordance with the authorized representative's authority to act for
the Owner.
2.1.6 The Contractor assumes all the risk and consequences of performing the Work in
accordance with any order (including but not limited to instruction, direction, interpretation or
determination) of anyone not authorized to issue such order, and of any order not in writing.
2.1.7 Should the Owner or his authorized representative designate Consultant(s) to act
for the Owner as provided for in Paragraph 2.1.1, the performance or nonperformance of the
Consultant under such authority to act, shall not give rise to any Contractual obligation or duty of
the Consultant to the Contractor, any subcontractor, any supplier, or any other organization
performing any of the Work or any Surety representing them.
2.1.8 The term "Owner" when used in the text of these General Conditions or other
Contract Documents following this section shall also mean any duly authorized representative of
the Owner when authorized in accordance with Paragraph 2.1.1.
2.2
EVALUATIONS BY OWNER:
2.2.1 The Owner will decide all questions which may arise as to:
2.2.1.1 Quality and acceptability of materials furnished;
2.2.1.2 Quality and acceptability of Work performed;
2.2.1.3 Compliance with the Schedule of Progress;
2.2.1.4 Interpretation of Contract Documents;
2.2.1.5 Acceptable fulfillment of the Contract on the part of the Contractor.
2.2.2 In order to avoid cumbersome terms and confusing repetition of expressions in
the Contract Documents, whenever the terms "as ordered", "as directed", "as required", "as
approved", or terms of like effect or import are used, or the adjectives "reasonable", "suitable",
"acceptable", "proper" or "satisfactory" or adjectives of like effect or import are used it shall be
understood as if the expression were followed by the words "the Owner".
2.2.3 When such terms are used to describe a requirement, direction, review or
judgment of the Owner as to the Work, it is intended that such requirement, direction, review or
judgment will be solely to evaluate the Work for compliance with the Contract Documents
(unless there is a specific statement indicating otherwise).
2.2.4 The use of any such term or adjective shall not be effective to assign to the
Owner any duty or authority to supervise or direct the furnishing or performance of the Work or
any duty or authority to undertake responsibility contrary to the provisions of paragraphs 2.3 or
2.4.
2.3
MEANS & METHODS:
2.3.1 The means, methods, techniques, sequences or procedures of construction, or
safety precautions and the program incident thereto, and the failure to perform or furnish the
Work in accordance with the Contract Documents are the sole responsibility of the Contractor.
2.4
VISITS TO SITE:
2.4.1 The Owner will make visits to the site, off-site fabrication sites and approved
remote storage sites at intervals appropriate to the various stages of construction to observe the
progress and quality of the executed Work and to determine, in general, if the Work is
proceeding in accordance with the Contract Documents.
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2.4.2 Such observations or the lack of such observations shall in no way relieve the
Contractor from his duty to perform the Work in accordance with the Contract Documents.
3. ARTICLE 3 - CONTRACT DOCUMENTS: INTENT, AMENDING, REUSE:
3.1
INCOMPLETE CONTRACT DOCUMENTS:
3.1.1 The execution of the Contract by the Contractor is considered a representation
that the Contractor examined the Contract Documents to make certain that all sheets and pages
were provided and that the Contractor is satisfied as to the conditions to be encountered in
performing the Work.
3.1.2 The Owner expressly denies any responsibility or liability for a Bid submitted on
the basis of an incomplete set of Contract Documents.
3.2
COPIES OF CONTRACT DOCUMENTS:
3.2.1 The Owner shall furnish to the Contractor up to five copies of the Contract
Documents.
3.2.2 Additional copies will be furnished, upon request, at the cost of reproduction
stated in the Invitation to Bid.
3.3
SCOPE OF WORK:
3.3.1 The Contract Documents comprise the entire Contract between the Owner and
the Contractor concerning the Work.
3.3.2 The Contract Documents are complementary; what is called for by one is as
binding as if called for by all. The Contract Documents will be construed in accordance with the
Regulatory Requirements of the place of the Project.
3.3.3 It is specifically agreed between the parties executing this Contract that it is not
intended by any of the provisions of the Contract to create in the public or any member thereof a
third party benefit, or to authorize anyone not a party to this Contract to maintain a suit pursuant
to the terms or provisions of the Contract.
3.4
INTENT OF CONTRACT DOCUMENTS:
3.4.1 It is the intent of the Contract Documents to describe a functionally complete
Project to be constructed in accordance with the Contract Documents.
3.4.2 Any work, materials or equipment that may reasonably be inferred from the
Contract Documents as being required to produce the intended result will be supplied, without
any adjustment in Contract Amount or Contract Time, whether or not specifically called for.
3.4.3 Reference to standard specifications, manuals or codes of any technical society,
organization or association, or to the Regulatory Requirements of any governmental authority,
whether such reference be specific or by implication, shall mean the edition stated in the
Contract Documents or if not stated the latest standard specification, manual, code or
Regulatory Requirements in effect at the time of advertisement for the Project (or, in the
Effective Date of the Contract if there was no advertisement).
3.4.4 However, no provision of any referenced standard specification, manual or code
(whether or not specifically incorporated by reference in the Contract Documents) shall be
effective to change the duties and responsibilities of the Owner and the Contractor, or any of
their Consultants, agents or employees from those set forth in the Contract Documents, nor
shall it be effective to assign to the Owner or any of the Owner's Consultants, agents or
employees, any duty or authority to supervise or direct the furnishing or performance of the
Work or any duty or authority to undertake responsibility contrary to the provisions of
paragraphs 2.3 or 2.4.
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3.4.5 Unless otherwise specified in the Contract Documents, words which have wellknown technical or construction industry meanings are used in the Contract Documents in
accordance with such recognized meanings.
3.5
DISCREPANCY IN CONTRACT DOCUMENTS:
3.5.1 Before undertaking the Work, the Contractor shall carefully study and compare
the Contract Documents and check and verify pertinent figures, and dimensions shown thereon
and all applicable field measurements.
3.5.2 Work in the area by the Contractor shall imply verification of figures, dimensions
and field measurements.
3.5.3 If, during the above study or during the performance of the Work, the Contractor
finds a conflict, error, discrepancy or omission in the Contract Document, or a discrepancy
between the Contract Documents and any standard specification, manual, code, or regulatory
requirement which affects the Work, the Contractor shall promptly report such discrepancy in
writing to the Owner.
3.5.4 The Contractor shall obtain a written interpretation or clarification from the Owner
before proceeding with any Work affected thereby.
3.5.5 Any adjustment made by the Contractor without this determination shall be at his
own risk and expense.
3.5.6 However, the Contractor shall not be liable to the Owner for failure to report any
conflict, error or discrepancy in the Contract Documents unless the Contractor had actual
knowledge thereof or should reasonably have know thereof.
3.6
DISCREPANCY - ORDER OF PRECEDENCE:
3.6.1 When conflicts, errors, or discrepancies within the Contract Documents exist, the
order of precedence from most governing to least governing will be as follows:
3.6.1.1 Supplementary Conditions
3.6.1.2 General Conditions
3.6.1.3 Technical Specification
3.6.1.4 Drawings
3.6.1.5 Standard Construction Details
3.6.1.6 Standard Specifications
3.6.2 The Contractor shall not take advantage of any apparent error or omission in the
Contract Documents. If the Contractor discovers an error or omission, the Owner shall be
promptly notified. The Owner will make corrections and interpretation as necessary to fulfill the
intent of the Contract. Scaled measurements shall not be used when the dimensions on the
plan are given or can be computed.
3.7
CLARIFICATIONS AND INTERPRETATIONS:
3.7.1 The Owner will issue with reasonable promptness such written clarifications or
interpretations of the requirements of the Contract Documents as the Owner may determine
necessary, which shall be consistent with or reasonably inferable from the overall intent of the
Contract Documents.
3.8
REUSE OF DOCUMENTS:
3.8.1 Neither the Contractor nor any subcontractor, or supplier or other person or
organization performing or furnishing any of the Work under a direct or indirect Contract with the
Owner shall have or acquire any title to or ownership rights in any of the Contract Documents
(or copies thereof) prepared by or for the Owner and they shall not reuse any of the Contract
Documents on extensions of the Project or any other Project without written consent of the
Owner.
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3.8.2 Contract Documents prepared by the Contractor in connection with the Work
shall become the property of the Owner.
4. ARTICLE 4 - LANDS AND PHYSICAL CONDITIONS:
4.1
AVAILABILITY OF LANDS:
4.1.1 The Owner shall furnish as indicated in the Contract Documents, the lands upon
which the Work is to be performed, rights-of-way and easements for access thereto, and such
other lands which are designated for use of the Contractor in connection with the Work.
4.1.2 Easements for permanent structures or permanent changes in existing facilities
will be obtained and paid for by the Owner, unless otherwise provided in the Contract
Documents.
4.1.3 The Contractor shall provide for all additional lands and access thereto that may
be required for temporary construction facilities or storage of materials and equipment.
4.2
VISIT TO SITE:
4.2.1 The execution of the Contract by the Contractor is considered a representation
that the Contractor has visited and carefully examined the site and is satisfied as to the
conditions to be encountered in performing the Work and as to the requirements of the Contract
Documents.
4.3
EXPLORATIONS AND REPORTS:
4.3.1 Reference is made to the Supplementary Conditions for identification of those
reports of explorations and tests of subsurface conditions at the site that have been utilized by
the Owner in preparation of the Contract Documents.
4.3.2 The Contractor may for his purposes rely upon the accuracy of the factual data
contained in such reports, but not upon interpretations or opinions drawn from such factual data
contained therein or for the completeness or sufficiency thereof.
4.3.3 Except as indicated in the immediately preceding sentence and in paragraphs
4.4 and 9.9, Contractor shall have full responsibility with respect to surface and subsurface
conditions at the site.
4.4
UTILITIES:
4.4.1 The horizontal and vertical locations of known underground utilities as shown or
indicated by the Contract Documents are approximate and are based on information and data
furnished to the Owner by the owners of such underground utilities.
4.4.2 The Contractor shall have full responsibility for:
4.4.2.1 Reviewing and checking all information and data concerning utilities.
4.4.2.2 Locating all underground utilities shown or indicated in the Contract
Documents which are affected by the Work.
4.4.2.3 Coordination of the Work with the owners of all utilities during
construction.
4.4.2.4 Safety and protection of all utilities as provided in paragraph 6.16.
4.4.2.5 Repair of any damage to utilities resulting from the Work in accordance
with paragraphs 4.4.4 and 4.5.
4.4.3 If Work is to be performed by any utility owner, the Contractor shall cooperate
with such owner to facilitate the Work.
4.4.4 In the event of interruption to any utility service as a result of accidental breakage
or as a result of being exposed or unsupported, the Contractor shall promptly notify the utility
owner and the Owner.
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4.4.5 If service is interrupted repair Work shall be continuous until the service is
restored.
4.4.6 No Work shall be undertaken around fire hydrants until provisions for continued
service have been approved by the local fire authority.
4.5
DAMAGED UTILITIES:
4.5.1 When utilities are damaged by the Contractor, the utility owner shall have the
choice of repairing the utility or having the Contractor repair the utility.
4.5.2 In the following circumstances, the Contractor shall reimburse the utility Owner
for repair costs or provide at no cost to the utility owner or the Owner, all materials, equipment
and labor necessary to complete repair of the damage:
4.5.2.1 When the utility is shown or indicated in the Contract Documents.
4.5.2.2 When the utility has been located by the utility owner.
4.5.2.3 When no locate was requested by the Contractor for utilities shown or
indicated in the Contract Documents.
4.5.2.4 All visible utilities.
4.5.2.5 When the Contractor could have, otherwise, reasonably been expected
to be aware of such utility.
4.6
UTILITIES NOT SHOWN OR INDICATED:
4.6.1 If, while directly performing the Work, an underground utility is uncovered or
revealed at the site which was not shown or indicated in the Contract Documents and which the
Contractor could not reasonably have been expected to be aware of, the Contractor shall,
promptly after becoming aware thereof and before performing any Work affected thereby
(except in an emergency as permitted by paragraph 6.18) identify the Owner of such
underground facility and give written notice thereof to that owner and to the Owner.
4.6.2 The Owner will promptly review the underground utility to determine the extent to
which the Contract Documents and the Work should be modified to reflect the impacts of the
discovered utility.
4.6.3. The Contract Documents will be amended or supplemented to the extent
necessary through the issuance of a Change Order by the Owner.
4.6.4 During such time, the Contractor shall be responsible for the safety and
protection of such underground utility as provided in paragraph 6.16.
4.6.5 The Contractor may be allowed an increase in the Contract Amount or an
extension of the Contract Time, or both, to the extent that they are directly attributable to the
existence of any underground utility that was not shown or indicated in the Contract Documents
and which the Contractor could not reasonably have been expected to be aware of.
4.7
SURVEY CONTROL:
4.7.1 The Owner will identify sufficient horizontal and vertical control data to enable the
Contractor to survey and layout the Work.
4.7.2 All survey control work shall be performed under the direct supervision of a
registered Land Surveyor.
4.7.3 Upon completion of survey work, all equipment and unused materials shall be
removed and the Owner’s property shall be left in a neat and clean condition satisfactory to the
Owner.
4.7.4 Should the Contractor or its subcontractor fail to comply with the preceding
subparagraph, the Owner may perform the required clean-up. All Owner costs and expenses for
performing this work shall be collected from the Contractor.
5. ARTICLE 5 - BONDS, INSURANCE, AND INDEMNIFICATION:
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5.1
DELIVERY OF BONDS:
5.1.1 When the Contractor delivers the executed Contract to the Owner, the Contractor
shall also deliver to the Owner such bonds as the Contractor may be required to furnish in
accordance with paragraph 5.2.
5.2
BONDS:
5.2.1 The Contractor shall furnish Performance and Payment Bonds, each in an
amount as shown on the Contract as security for the faithful performance and payment of all
Contractor's obligations under the Contract Documents.
5.2.2 These bonds shall remain in effect for one year after the date of Final Completion
and until all obligations under this Contract, except special guarantees as per paragraph 12.7,
have been met.
5.2.3 All bonds shall be furnished on forms provided by the Owner (or copies thereof)
and shall be executed by such Sureties as are authorized to do business in the State of Alaska.
5.2.4 The Owner may at his option copy the Surety with notice of any potential default
or liability.
5.3
REPLACEMENT OF BOND AND SURETY:
5.3.1 If the Surety on any bond furnished in connection with this Contract is declared
bankrupt or becomes insolvent or its right to do business is terminated in any state where any
part of the Project is located or it ceases to meet the requirements of paragraph 5.2, or
otherwise becomes unacceptable to the Owner, or if any such Surety fails to furnish reports as
to his financial condition as requested by the Owner, the Contractor shall within five days
thereafter substitute another bond and Surety, both of which must be acceptable to Owner.
5.4
INSURANCE REQUIREMENTS:
5.4.1 The Contractor shall carry and maintain throughout the life of this Contract, at its
own expense, insurance not less than the amounts and coverage herein specified, and the
Owner shall be named as an additional named insured under the insurance coverage so
specified, with respect to the performance of the Work.
5.4.2 There shall be no right of subrogation against the Owner or its agents performing
work in connection with the Work, and this waiver of subrogation shall be endorsed upon the
policies.
5.4.3 Insurance shall be placed with the companies acceptable to the Owner, and
these policies providing coverage thereunder shall contain provisions that no cancellation or
material changes in the policy shall become effective except upon 30 days prior written notice
thereof to the Owner.
5.4.4 Prior to commencement of the Work, the Contractor shall furnish certificates to
the Owner, in duplicate, evidencing that the insurance policy provisions required hereunder are
in force.
5.4.5 Acceptance by the Owner of deficient evidence of insurance does not constitute
a waiver of Contract insurance requirements.
5.4.6 The Contractor shall furnish the Owner with certified copies of policies upon
request. The minimum coverages and limits required are as follows:
5.4.7 Worker's Compensation insurance in accordance with the statutory coverages
required by the State of Alaska and Employers Liability insurance with limits not less than
$1,000,000 and, where applicable, insurance in compliance with any other statutory obligations,
whether State or Federal, pertaining to the compensation of injured employees assigned to the
Work, including but not limited to Voluntary Compensation, Federal Longshoremen and Harbor
48
Workers Act, Maritime and the Outer Continental Shelf's Land Act and the Federal Employers
Liability Act.
5.4.8 Commercial General Liability with limits not less than $2,000,000 per occurrence
and $2,000,000 aggregate for Bodily Injury and Property Damage, including coverage for
Premises and Operations Liability, Products and Completed Operations Liability, Contractual
Liability, Broad Form Property Damage Liability and Personal Injury Liability. Coverage shall not
contain any exclusions of Explosion, Collapse, or Underground.
5.4.9 Commercial Automobile Liability on all owned, non-owned, hired and rented
vehicles with limits of liability of not less than $1,000,000 Combined Single Limit for Bodily Injury
and Property Damage per each accident or loss.
5.4.10 If Work involves use of aircraft, Aircraft Liability insurance covering all owned and
non-owned aircraft with a per occurrence limit of not less than $5,000,000.
5.4.11 If Work involves use of watercraft, Protection and Indemnity insurance with limits
not less than $5,000,000 per occurrence. Hull and Machinery coverage is to be carried on the
vessel for the full current market value. This coverage requirement may waived at the discretion
of the Owner if the Contractor self-insures the equipment and will waive all rights of recovery
against the Owner in writing.
5.4.12 Where applicable, Professional Liability insurance with limits of not less than
$1,000,000 per claim and $2,000,000 aggregate, subject to a maximum deductible $10,000 per
claim. The Owner has the right to negotiate increase of deductibles subject to acceptable
financial information of the policyholder.
5.4.13 Where applicable, Pollution Liability insurance with a Project limit of not less than
$5,000,000 to include coverage for Asbestos, Hazardous Materials, Lead or other related
environmental hazards.
5.4.14 Builder's Risk Insurance: Coverage shall be on an "All Risk" completed value
basis and protect the interests of the Owner the Contractor and his subcontractors. Coverage
shall include all materials, equipment and supplies that are intended for specific installation in
the Project while such materials, supplies and equipment are located at the Project site and in
transit from port of arrival to jobsite and while temporarily located away from the Project site.
5.4.15 All insurance policies as described above are required to be written on an
"occurrence" basis. In the event occurrence coverage is not available, the Contractor agrees to
maintain "claims made" coverage for a minimum of two years after Project Completion.
5.5
INDEMNIFICATION:
5.5.1 The Contractor shall indemnify, save harmless, and defend the Owner and its
agents and its employees from any and all claims or actions for injuries or damages sustained
by any person or property arising directly or indirectly from the Work or the Contractor's
performance of this Contract; however, this provision has no effect if, but only if, the sole
proximate cause of the injury or damage is the negligence of the Owner or its agents.
6. ARTICLE 6 - CONTRACTOR'S RESPONSIBILITIES:
6.1
SUPERVISION OF WORK:
6.1.1 The Contractor shall supervise and direct the Work competently and efficiently,
devoting such attention thereto and applying such skills and expertise as may be necessary to
perform the Work in accordance with the Contract Documents.
6.1.2 All Work under this Contract shall be performed in a skillful and workmanlike
manner. The Contractor shall be solely responsible for the means, methods, techniques,
sequences and procedures of construction.
6.1.3 The Contractor shall keep on the Work at all times during its progress a
competent resident superintendent. The Owner shall be advised in writing of the
49
superintendent's name, local address, and telephone number. This written advice is to be kept
current until Final Completion.
6.1.4 The superintendent will be the Contractor's representative at the site and shall
have full authority to act and sign documents on behalf of the Contractor.
6.1.5 All communications given to the superintendent shall be as binding as if given to
the Contractor.
6.1.6 The Contractor shall cooperate with the Owner in every way possible.
6.2
CHARACTER OF WORKERS:
6.2.1 The Contractor shall provide a sufficient number of competent, suitable qualified
personnel to survey and lay out the Work and perform construction as required by the Contract
Documents.
6.2.2 The Contractor shall at all times maintain good discipline and order at the site.
6.2.3 The Owner may, in writing, require the Contractor to remove from the Work any
employee the Owner deems incompetent, careless, or otherwise detrimental to the progress of
the Work, but the Owner shall have no duty to exercise this right.
6.3
CONTRACTOR TO FURNISH:
6.3.1 Unless otherwise specified in the Contract Documents, the Contractor shall
furnish and assume full responsibility for all materials, equipment and machinery, tools,
appliances, fuel, power, light, heat, telephone, water, sanitary facilities, temporary facilities and
all other facilities and incidentals necessary for the furnishing, performance, testing, start-up and
completion of the Work.
6.4
MATERIALS AND EQUIPMENT:
6.4.1 All materials and equipment shall be of specified quality and new, except as
otherwise provided in the Contract Documents. If required by the Owner, the Contractor shall
furnish satisfactory evidence (including reports of required tests) as to the kind and quality of
materials and equipment.
6.4.2 All materials and equipment shall be applied, installed, connected, erected, used,
cleaned, and conditioned in accordance with the instructions of the applicable Supplier except
as otherwise provided in the Contract Documents; but no provision of any such instructions will
be effective to assign to the Owner or any of the Owner's Consultants, agents or employees,
any duty or authority to supervise or direct the furnishing or performance of the Work or any
duty or authority to undertake responsibility contrary to the provisions of Paragraphs 2.3 or 2.4.
6.5
ANTICIPATED SCHEDULES:
6.5.1 The construction of this project shall be planned and recorded with a Critical Path
Method ("CPM") schedule. The schedule shall be used for coordination and monitoring of all
work under the contract including all activity of subcontractors, manufacturers, supplies, utility
companies and review activity of the Owner. Within a reasonable time prior to the
preconstruction conference, the Contractor shall submit for Owner’s approval, a detailed initial
CPM schedule. The schedule shall meet the requirements set forth below. The construction
time for the entire project shall not exceed the specified Contract Time. Following the Owner's
review, if revisions to the proposed CPM schedule are required, the Contractor shall do so
promptly. The CPM schedule must be finalized within 30 days of the Notice to Proceed.
6.5.2 The CPM schedule shall be presented as a Precedence Diagram Network
developed in the activity-on-node format and shall include a description of no less than 15 major
project activities, the duration of each of the project activities, the resources required for each of
the project activities, including:
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6.5.2.1 labor, showing workdays per week, holidays, shifts per day, men per
shift, and hours per shift;
6.5.2.2 equipment, including the number of units of each type of equipment; and
6.5.2.3 materials.
6.5.3 Owner reserves the right to adjust or add to the required project activities.
6.5.4 The activity-on-node diagram shall show the sequence and interdependence of
all activities required for complete performance of all items of Work under this Contract,
including shop drawings submittals and reviews and fabrication and delivery activities. No
activity duration shall be longer than 15 working days without the Owner's approval. Owner
reserves the right to limit the number of activities on the schedule.
6.5.5 Before proceeding with any Work on site, the Contractor shall prepare, submit,
and receive the Owner's approval of a 60-Day Preliminary Schedule. The Preliminary Schedule
shall provide a detailed breakdown of activities scheduled for the first 60 days of the project and
summary of activities for Work beyond 60 days. Said schedule shall include mobilization,
submittals, procurement, and construction.
6.5.6 No Work may be pursued at the site without an approved 60-Day Preliminary
Schedule or an approved CPM schedule. A Finalized CPM Schedule with detailed breakdown
of activities for the entire contract period shall be submitted prior to the first progress payment
and accepted prior to application of the second progress payment. The Contractor shall create
a baseline schedule of the Accepted Finalized Schedule.
6.5.7 Within fifteen days after the date of the Notice to Proceed, the Contractor shall
submit to the Owner for review: anticipated schedule of Shop Drawing submissions, and
anticipated Schedule of Values for all of the Work which will include quantities and prices of
items aggregating the Contract Amount and will subdivide the Work into no less than 15 line
item component parts to serve as the basis for progress payments during construction.
6.5.8 Such prices will include an appropriate amount of overhead and profit applicable
to each item of Work which will be confirmed in writing by the Contractor at the time of
submission
6.5.9 The CPM schedule shall be submitted in an MS Project 2000 format. For each
submittal required hereunder, Contractor shall submit one copy in an electronic format and one
hard copy.
6.6
FINALIZING SCHEDULES:
6.6.1 Prior to processing the first Application for Payment, the Owner and the
Contractor will finalize the schedules required by paragraph 6.5.
6.6.2 Acceptance by the Owner of the progress schedule will neither impose on the
Owner nor relieve the Contractor from full responsibility for the progress or scheduling of the
Work.
6.6.3 If accepted, the Finalized Schedule of Shop Drawings and other required
submissions will be acceptable to the Owner as providing a workable arrangement for
processing the submissions. If accepted the Finalized Schedule of Values will be acceptable to
the Owner as an approximation of anticipated value of Work accomplished over the anticipated
Contract Time.
6.6.4 Receipt and acceptance of a schedule submitted by the Contractor shall not be
construed to assign responsibility for performance or contingencies to the Owner or relieve the
Contractor of his responsibility to adjust his forces, equipment, and work schedules as may be
necessary to insure completion of the Work within prescribed Contract Time.
6.6.5 Should the prosecution of the Work be discontinued for any reason, the
Contractor shall notify the Owner at least 24 hours in advance of resuming operations.
6.7
ADJUSTING SCHEDULES:
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6.7.1 Job site progress meetings will be held bi-weekly by the Owner and the
Contractor for the purpose of updating the CPM schedule. Progress will be reviewed to verify
finish dates of completed activities, remaining duration of uncompleted activities, and any
proposed logic and/or time estimate revisions. The Contractor shall submit a reviewed CPM
schedule within seven (7) calendar days after this meeting. The revised schedule shall show
finish dates of completed activities and updated times for the remaining Work, including any
addition, deletion, or revision of activities required by contract modification. In submitting a
revised CPM schedule, the Contractor shall state specifically the reason for the revision and the
adjustments made in this schedule or methods of operation to ensure completion of all Work
within the Contract Time.
6.7.2 The Contract Time will be adjusted only for causes specified in this Contract. As
determined by CPM analysis, only delays in activities, which affect milestones dates or contract
completion dates will be considered for a time extension. It is understood and agreed by the
Owner and the Contractor that float is shared equally. Project float is the time between the
scheduled completion of the Work and Substantial Completion and is a resource available to
both the Owner and the Contractor. Neither owns the float: the Project owns the float. As
such, liability for delay of the Substantial Completion date rests with the party whose actions,
last in time, actually cause delay to the Substantial Completion date.
6.7.3 In addition to the CPM schedule, every week during construction, the Contractor
shall submit a work plan detailing his/her proposed operations for the forthcoming two (2)
weeks. The work plan presented shall be a time scaled Two Week Look Ahead bar chart based
and correlated by activity number to the current schedule. In the event portions of the Work
affecting critical milestone dates or contract completion dates are in danger of being delayed, or
actually are delayed, the Contractor shall develop and present a plan for remedial action. This
plan shall detail the following:
6.7.3.1 work activities;
6.7.3.2 manpower involved by trade;
6.7.3.3 work hours;
6.7.3.4 equipment involved; and
6.7.3.5 the location of the work to be performed.
6.7.4 Preparation and updating of the CPM schedule and Two Week Work Plans will
not be paid for directly. Failure to submit the CPM work schedule and Two Week Work Plans
as specified will result in partial withholding of progress payments.
6.8
SUBSTITUTES OR "OR-EQUAL" ITEMS:
6.8.1 Whenever materials or equipment are specified or described in the Contract
Documents by using the name of a proprietary item or the name of a particular Supplier the
naming of the item is intended to establish the type, function and quality required.
6.8.2 Unless the name is followed by words indicating that no substitution is permitted,
materials or equipment of other Suppliers may be accepted by the Owner only if sufficient
information is submitted by the Contractor which clearly demonstrates to the Owner that the
material or equipment proposed is equivalent or equal in all aspects to that named.
6.8.3 Requests for review of substitute items of material and equipment will not be
accepted by the Owner from anyone other than the Contractor.
6.8.4 If the Contractor wishes to furnish or use a substitute item of material or
equipment, the Contractor shall make written application to the Owner for acceptance thereof,
certifying that the proposed substitute will perform adequately the functions and achieve the
results called for by the general design, be similar and of equal substance to that specified and
be suited to the same use as that specified.
6.8.5 The application will state that the evaluation and acceptance of the proposed
substitute will not delay the Contractor's achievement of Substantial Completion on time,
52
whether or not acceptance of the substitute for use in the Work will require a change in any of
the Contract Documents (or in the provisions of any other direct Contract with the Owner for
Work on the Project) to adapt the design to the proposed substitute and whether or not
incorporation or use of the substitute in connection with the Work is subject to payment of any
license fee or royalty.
6.8.6 All variations of the proposed substitute from that specified will be identified in the
application and available maintenance, repair and replacement service will be indicated.
6.8.7 The application will also contain an itemized estimate of all costs that will result
directly or indirectly from acceptance of such substitute, including costs of redesign and claims
of other contractors affected by the resulting change, all of which shall be considered by the
Owner in evaluating the proposed substitute.
6.8.8 The Owner may require the Contractor to furnish at the Contractor's expense
additional data about the proposed substitute.
6.8.9 The Owner may reject any substitution request which the Owner determines is
not in the best interest of the Owner.
6.9
SUBSTITUTE MEANS AND METHODS:
6.9.1 If a specific means, method, technique, sequence or procedure of construction is
indicated in or required by the Contract Documents, the Contractor may furnish or utilize a
substitute means, method, sequence, technique or procedure of construction acceptable to the
Owner, if the Contractor submits sufficient information to allow the Owner to determine that the
substitute proposed is equivalent to that indicated or required by the Contract Documents.
6.10
EVALUATION OF SUBSTITUTION:
6.10.1 The Owner will be allowed a reasonable time within which to evaluate each
proposed substitute. The Owner will be the sole judge of acceptability, and no substitute will be
ordered, installed or utilized without the Owner's prior written acceptance which will be
evidenced by either a Change Order or a Shop Drawing approved in accordance with
paragraphs 6.19 and 6.20. The Owner may require the Contractor to furnish at the Contractor's
expense a special Performance Bond or other Surety with respect to any substitute.
6.11
DIVIDING THE WORK:
6.11.1 The divisions and sections of the Specifications and the identifications of any
Drawings shall not control the Contractor in dividing the Work among subcontractors or
suppliers or delineating the Work to be performed by any specific trade, except as required by
law.
6.12
SUBCONTRACTORS:
6.12.1 The Contractor may utilize the services of licensed specialty subcontractors on
those parts of the Work which, under normal contracting practices, are performed by licensed
specialty subcontractors, in accordance with the following conditions:
6.12.2 The Contractor shall not award any Work to any subcontractor without prior
written Approval of the Owner. This Approval will not be given until the Contractor submits to the
Owner a written statement concerning the proposed award to the subcontractor which shall
contain required E.E.O. Documents, evidence of insurance, and a copy of the proposed
subcontract executed by the subcontractor.
6.12.3 No acceptance by the Owner of any such subcontractor shall constitute a waiver
of any right of the Owner to reject Defective Work.
6.12.4 The Contractor shall be fully responsible to the Owner for all acts and omissions
of the subcontractors, suppliers and other persons and organizations performing or furnishing
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any of the Work under a direct or indirect Contract with Contractor just as Contractor is
responsible for Contractor's own acts and omissions.
6.12.5 All Work performed for Contractor by a subcontractor will be pursuant to an
appropriate written agreement between Contractor and the subcontractor which specifically
binds the subcontractor to the applicable terms and conditions of the Contract Documents for
the benefit of the Owner and contains waiver provisions as required by paragraph 13.17 and
termination provisions as required by Article 14.
6.12.6 Nothing in the Contract Documents shall create any contractual relationship
between the Owner and any such subcontractor, supplier or other person or organization, nor
shall it create any obligation on the part of the Owner to pay or to see to the payment of any
moneys due any such subcontractor, supplier or other person or organization except as may
otherwise be required by Regulatory Requirements.
6.12.7 The Owner will not undertake to settle any differences between or among the
Contractor, subcontractors, or suppliers.
6.12.8 The Contractor and subcontractors shall coordinate their Work and facilitate
general progress of Work.
6.12.9 Each trade shall afford other trades every reasonable opportunity for installation
of their Work and storage of materials.
6.12.10 If cooperative Work of one trade must be altered due to lack of proper
supervision, or failure to make proper provisions in time by another trade, such conditions shall
be remedied by the Contractor with no change in Contract Amount or Contract Time.
6.12.11 The Contractor shall include on his own payrolls any person or persons working
on the Contract who are not covered by written subcontract, and shall ensure that all
subcontractors include on their payrolls all persons performing Work under the direction of the
subcontractor.
6.13
USE OF PREMISES:
6.13.1 The Contractor shall confine construction equipment, the storage of materials
and equipment and the operations of workers to the Project limits and approved remote storage
sites and lands and areas identified in and permitted by Regulatory Requirements, rights-ofway, permits and easements, and shall not unreasonably encumber the premises with
construction equipment or other materials or equipment.
6.13.2 The Contractor shall assume full responsibility for any damage to any such land
or area, or to the owner or occupant thereof or of any land or areas contiguous thereto, resulting
from the performance of the Work.
6.13.3 Should any claim be made against the Owner by any such owner or occupant
because of the performance of the Work, the Contractor shall defend, indemnify and hold the
Owner and its agents harmless therefrom.
6.14
STRUCTURAL LOADING:
6.14.1 The Contractor shall not load nor permit any part of any structure to be loaded in
any manner that will endanger the structure, nor shall the Contractor subject any part of the
Work or adjacent property to stresses or pressures that will endanger it.
6.15
RECORD DOCUMENTS:
6.15.1 The Contractor shall maintain in a safe place at the site one record copy of all
Drawings, Specifications, Addenda, Field Memos, Work Orders, Change Orders, Supplemental
Agreements, and written interpretations and clarifications issued pursuant to paragraph 3.7 in
good order and annotated to show all changes made during construction.
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6.15.2 Copies of these record documents together with all approved samples and a
counterpart of all approved Shop Drawings shall be provided to the Owner on site.
6.15.3 Upon completion of the Work, the annotated record documents, samples and
Shop Drawings will be delivered to the Owner.
6.15.4 Record documents shall accurately record variations in the Work which vary from
requirements shown or indicated in the Contract Documents.
6.16
SAFETY AND PROTECTION:
6.16.1 The Contractor alone shall be responsible for initiating, maintaining and
supervising all safety precautions and programs in connection with the Work.
6.16.2 The Contractor shall take all necessary precautions for the safety of, and shall
provide the necessary protection to prevent damage, injury or loss to:
6.16.2.1 All employees on the Work and other persons and organizations who may be
affected thereby;
6.16.2.2 All the Work and materials and equipment to be incorporated therein, whether
in storage on or off the site; and
6.16.2.3 Other property at the site or adjacent thereto, including trees, shrubs, lawns,
walks, pavements, roadways, structures, and utilities not designated for removal, relocation or
replacement in the course of construction.
6.16.3 In the performance of this contract, the Contractor shall comply with all applicable
Federal, State, and local laws governing safety, health, and sanitation. The contractor shall
provide all safeguards, safety devices and protective equipment and take any other needed
actions as it determines, or as the Owner may determine, to be reasonably necessary to protect
the life and health of employees on the job and the safety of the public and to protect property in
connection with the performance of the Work covered by the contract.
It is a condition of this contract, and shall be made a condition of each subcontract
entered into pursuant to this contract, that the Contractor and any subcontractor shall not permit
any employee in performance of the contract, to work in surroundings or under conditions which
are unsanitary, hazardous, or dangerous to his/her health or safety, as determined under the
OSHA construction safety and health standards (29 CFR 1926) promulgated by the Secretary of
Labor, in accordance with Section 107 of the Contract Work Hours and Safety Standards Act
(40 U.S.C. 333).
Pursuant to 29 CFR 1926.3, it is a condition of this contract that the Secretary of Labor
or authorized representative thereof, shall have right of entry to any site of contract performance
to inspect or investigate the matter of compliance with the construction safety and health
standards and to carry out the duties of the Secretary under Section 107 of the Contract Work
Hours and Safety Standards Act (40 U.S.C. 333).
6.16.4 The Contractor shall notify owners of adjacent property and utility owners when
prosecution of the Work may affect them, and shall cooperate with them in the protection,
removal, relocation and replacement of their property.
6.16.5 All damage, injury or loss to any property caused, directly or indirectly, in whole
or in part, by the Contractor, any Subcontractor, supplier or any other person or organization
directly or indirectly employed by any of them to perform or furnish any of the Work or anyone
for whose acts any of them may be liable, shall be remedied by the Contractor with no change
in Contract Amount or Contract Time except as stated in paragraph 4.6, except damage or loss
attributable to unforeseeable causes beyond the control of and without the fault or negligence of
the Contractor, including but not restricted to acts of God, or the public enemy or governmental
authorities.
6.16.6 The Contractor's duties and responsibilities for the safety and protection of the
Work shall continue until Final Completion except as otherwise expressly provided in connection
with Substantial Completion.
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6.16.7 The Contractor shall designate a responsible safety representative at the site.
This person shall be the Contractor's superintendent unless otherwise designated in writing by
the Contractor to the Owner.
6.17
WORK SAFETY ON RAILROAD PROPERTY:
6.17.1 The safety of personnel, property, rail operations, and the public is of paramount
importance in the prosecution of the Work pursuant to this contract. As reinforcement and in
furtherance of overall safety measures to be observed by Contractor (and not by way of
limitation), the following special safety rules shall be followed while working on Alaska Railroad
Corporation (“ARRC”) property. Further railroad safety information may be obtained from the
ARRC Safety Office at 907-265-2440. Safety information is also available on the ARRC website
at www.alaskarailroad.com.
6.17.2 In the event Contractor or its subcontractor will be performing construction or
other activities on or in close proximity to a railroad track, the Contractor shall be responsible for
compliance with the Federal Railroad Administration’s Roadway Worker Protection (“RWP”)
regulations (49 CFR 214, Subpart C). Under 49 CFR 214, Subpart C, railroad contractors are
responsible for the training of their employees on these regulations. All RWP related Work shall
be conducted in strict compliance with the RWP safety standards set forth in 49 CFR 214,
Subpart C and the Contractor will be required to submit a Railroad Safety Plan to ARRC to
demonstrate compliance with said safety standards prior to beginning any RWP related Work.
Specific information on Railroad Safety Plans may be obtained from the ARRC Safety Office at
907-265-2440.
6.17.3 In the event Contractor will be performing construction or other activities on a
railroad bridge, the provisions of 49 CFR 214 regarding bridge worker safety shall apply. All
bridge related Work shall be conducted in strict compliance with the bridge worker safety
standards set forth in 49 CFR 214 and the Contractor will be required to submit a Railroad
Safety Plan to ARRC to demonstrate compliance with said safety standards prior to beginning
any bridge related Work.
6.17.4 Contractor shall arrange with ARRC to keep itself informed on the time of arrival
of all trains and shall stop any of Contractor's or Subcontractor's operations which might be or
cause a hazard to the safe passage of the train past the Work site from 10 minutes before the
expected arrival of the train until it has passed or at any other time as directed by the flagman.
6.17.5 ARRC flag protection is required before any activity can occur on or near a
railroad operating facility such as a track, yard, bridge or shop building. For incidental work,
such as surveying or inspection, an ARRC qualified flagman will provide a safety briefing prior to
the commencement of the Work to discuss how and when protection from train traffic is to be
provided For any activity involving a disturbance or potential disturbance to the track, track
embankment, or any railroad facility, ARRC may require a specific Railroad Safety Plan prior to
startup. Projects which involve activities which cross the tracks or are longitudinal to the tracks
will require a specific Railroad Safety Plan and a one hour ARRC provided training course for
Contractor’s project supervisors prior to the initiation of Work on ARRC property.
6.17.6 The Contractor and/or Subcontractor shall arrange for ARRC flag protection
when performing any Work within 20 feet of any track. All Work within 20 feet of the track shall
cease when a train passes and all Contractor and Subcontractor employees shall maintain a
distance of at least 20 feet from the track until the train has safely passed. In addition, any
Work that could come within 20 feet of the track will cease when a train passes. For example,
crane or pile driving activities shall stop when trains pass when the maximum boom and
suspended load radius can come within 20 feet of the tracks. Pile driving shall not be done
when trains are passing the Work site. Vehicles and other construction equipment shall not be
operated or parked closer than 20 feet from any track without ARRC flag protection.
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6.17.7 Track outages require ARRC’s prior approval. Prior to a proposed track outage,
the Contractor shall submit a closure plan to ARRC for approval. The plan will describe the
Work to be accomplished, the equipment, manpower and other resources required, and the
schedule. Once approved by ARRC, the Contractor shall follow the plan. ARRC reserves the
right to assume control of the Work to reestablish rail service if the schedule is not met.
Contractor shall bear all costs and damages which may result from failure to meet the closure
schedule.
6.17.8 Whenever an ARRC flag person is required for performance of the Work, he or
she will be provided by the ARRC at no expense to the Contractor. A minimum of 48 hours
notice is required for ARRC flag protection.
6.18
EMERGENCIES:
6.18.1 In emergencies affecting the safety or protection of persons or the Work or
property at the site or adjacent thereto, the Contractor, without special instruction or
authorization from the Owner, is obligated to act to prevent threatened damage, injury or loss.
6.18.2 The Contractor shall give the Owner prompt written notice if the Contractor
believes that any significant changes in the Work or variations from the Contract Documents is
required because of the action taken in response to an emergency. A change will be authorized
by one of the methods indicated in paragraph 9.2, as determined appropriate by the Owner.
6.19
SHOP DRAWINGS AND SAMPLES:
6.19.1 After checking and verifying all field measurements and after complying with
applicable procedures specified in the Contract Documents, the Contractor shall submit to the
Owner for review and Approval in accordance with the accepted schedule of Shop Drawing
submissions the required number of all Shop Drawings, which will bear a stamp or specific
written indication that the Contractor has satisfied Contractor's responsibilities under the
Contract Documents with respect to the review of the submission. All submissions will be
identified as the Owner may require. The data shown on the Shop Drawings will be complete
with respect to quantities, dimensions, specified performance and design criteria, materials and
similar data to enable the Owner to review the information as required.
6.19.2 The Contractor shall also submit to the Owner for review and Approval with such
promptness as to cause no delay in Work, all samples required by the Contract Documents. All
samples will have been checked by and accompanied by a specific written indication that the
Contractor has satisfied Contractor's responsibilities under the Contract Documents with respect
to the review of the submission and will be identified clearly as to material, Supplier, pertinent
data such as catalog numbers and the use for which intended.
6.19.3 Before submission of each Shop Drawing or sample the Contractor shall have
determined and verified all quantities, dimensions, specified performance criteria, installation
requirements, materials, catalog numbers and similar data with respect thereto and reviewed or
coordinated each Shop Drawing or sample with other Shop Drawings and samples and with the
requirements of the Work and the Contract Documents.
6.19.4 At the time of each submission the Contractor shall give the Owner specific
written notice of each variation that the Shop Drawings or samples may have from the
requirements of the Contract Documents, and, in addition, shall cause a specific notation to be
made on each Shop Drawing submitted to the Owner for review and Approval of each such
variation.
6.19.5 All variations of the proposed Shop drawing from that specified will be identified
in the submission and available maintenance, repair and replacement service will be indicated.
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6.19.6 The submittal will also contain an itemized estimate of all costs that will result
directly or indirectly from acceptance of such variation, including costs of redesign and claims of
other contractors affected by the resulting change, all of which shall be considered by the
Owner in evaluating the proposed variation.
6.19.7 If the variation may result in a change of Contract Time or Amount, or Contract
responsibility, and is not minor in nature, the Contractor must submit a written request for
Change Order with the variation to notify the Owner of his intent.
6.19.8 The Owner may require the Contractor to furnish at the Contractor's expense
additional data about the proposed variation.
6.19.9 The Owner may reject any variation request which the Owner determines is not
in the best interest of the Owner.
6.20
SHOP DRAWING AND SAMPLE REVIEW:
6.20.1 The Owner will review with reasonable promptness Shop Drawings and samples,
but the Owner's review will be only for conformance with the design concept of the Project and
for compliance with the information given in the Contract Documents and shall not extend to
means, methods, techniques, sequences or procedures of construction (except where a specific
means, method, technique, sequence or procedure of construction is indicated in or required by
the Contract Documents) or to safety precautions or programs incident thereto.
6.20.2 The review of a separate item as such will not indicate acceptance of the
assembly in which the item functions.
6.20.3 The Contractor shall make corrections required by the Owner and shall return the
required number of corrected copies of Shop Drawings and submit as required new samples for
review.
6.20.4 The Contractor shall direct specific attention in writing to revisions other than the
corrections called for by the Owner on previous submittals.
6.20.5 The Owner's review of Shop Drawings or samples shall not relieve Contractor
from responsibility for any variation from the requirements of the Contract Documents unless the
Contractor has in writing advised the Owner of each such variation at the time of submission as
required by paragraph 6.19.4.
6.20.6 The Owner, if he so determines, may give written Approval of each such variation
by Change Order, except that, if the variation is minor and no Change Order has been
requested a specific written notation thereof incorporated in or accompanying the Shop Drawing
or sample review comments shall suffice as a modification.
6.20.7 No Approval by the Owner will relieve the Contractor from responsibility for errors
or omissions in the Shop Drawings or from responsibility for having complied with the provisions
of paragraph 6.20.3.
6.20.8 Where a Shop Drawing or sample is required by the Specifications, any related
Work performed prior to the Owner's review of the pertinent submission will be at the sole
expense and responsibility of the Contractor.
6.21
MAINTENANCE DURING CONSTRUCTION:
6.21.1 The Contractor shall maintain the Work during construction and until Substantial
Completion, at which time the responsibility for maintenance shall be established in accordance
with paragraph 13.10.
6.22
CONTINUING THE WORK:
6.22.1 The Contractor shall carry on the Work and adhere to the progress schedule
during all disputes or disagreements with the Owner.
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6.22.2 No Work shall be delayed or postponed pending resolution of any disputes,
disagreements, or claims except as the Contractor and the Owner may otherwise agree in
writing.
6.23
CONSENT TO ASSIGNMENT:
6.23.1 The Contractor shall obtain the prior written consent of the Owner to any
proposed assignment of any interest in, or part of this Contract.
6.23.2 The consent to any assignment or transfer shall not operate to relieve the
Contractor or his Sureties of any of his or its obligations under this Contract or the Performance
Bonds.
6.23.3 Nothing herein contained shall be construed to hinder, prevent, or affect an
assignment of monies due, or to become due hereunder, made for the benefit of the
Contractor's creditors pursuant to law.
6.24
USE OF EXPLOSIVES:
6.24.1 When the use of explosives is necessary for the prosecution of the Work, the
Contractor shall exercise the utmost care not to endanger life or property, including new Work
and shall follow all Regulatory Requirements applicable to the use of explosives.
6.24.2 The Contractor shall be responsible for all damage resulting from the use of
explosives.
6.24.3 All explosives shall be stored in a secure manner in compliance with all
Regulatory Requirements, and all such storage places shall be clearly marked.
6.24.4 Where no Regulatory Requirements apply, safe storage shall be provided not
closer than 1,000 feet from any building, camping area, or place of human occupancy.
6.24.5 The Contractor shall notify each public utility owner having structures in proximity
to the site of his intention to use explosives. Such notice shall be given sufficiently in advance to
enable utility owners to take such steps as they may deem necessary to protect their property
from injury.
6.24.6 However, the Contractor shall be responsible for all damage resulting from the
use of the explosives, whether or not, utility owners act to protect their property.
6.25
CONTRACTOR'S RECORDS:
6.25.1 Records of the Contractor and subcontractors relating to personnel, payrolls,
invoices of materials, and any and all other data relevant to the performance of the Contract,
must be kept on a generally recognized accounting system.
6.25.2 Such records must be available during normal Work hours to the Owner for
purposes of investigation to ascertain compliance with Regulatory Requirements and provisions
of the Contract Documents.
6.25.3 Payroll records must contain the name and address of each employee, his
correct classification, social security number, rate of pay, daily and weekly number of hours of
worked, deductions made, and actual wages paid and any other information required by the
U.S. and/or State Department of Labor.
6.25.4 The Contractor and subcontractors shall make employment records available for
inspection by the Owner and representatives of the U.S. and/or State Department of Labor and
will permit such representatives to interview employees during working hours on the Project.
6.25.5 Records of all communications between the Owner and the Contractor and other
parties, where such communications affected performance of this Contract, must be kept by the
Contractor and maintained for a period of three years from Final Completion.
6.25.6 The Owner or its assigned representative may perform an audit of these records
during normal work hours after written notice to the Contractor.
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6.26
CONSTRUCTION QUALITY CONTROL PLAN:
6.26.1 The Contractor shall establish and maintain an effective quality management
system. The quality management system shall consist of plans, procedures, and the
organization necessary to provide material, equipment, and workmanship to comply with the
requirements of the contract documents. The system shall cover the proposed sequence of the
work including both on-site and off-site operations. To meet this requirement, the Contractor
shall prepare a Construction Quality Control (CQC) plan that addresses all quality control
requirements specified in the contract documents. A complete, detailed CQC plan shall be
submitted to the Project Manager at least 10 days prior to commencement of any Work on the
Project. The CQC must be approved in writing by the Project Manager prior to proceeding with
the Work. The Contractor shall not revise the CQC or the quality staffing levels or replace any
of the key personnel specified therein without prior written approval from the Project Manager.
7. ARTICLE 7 - LAWS AND REGULATIONS:
7.1
LAWS TO BE OBSERVED:
7.1.1 The Contractor shall keep fully informed of all Federal and State Regulatory
Requirements and all Orders and decrees of bodies or tribunals having any jurisdiction or
authority, which in any manner affect those engaged or employed on the Work, or which in any
way affect the conduct of the Work.
7.1.2 The Contractor shall at all times observe and comply with all such Regulatory
Requirements, orders and decrees; and shall defend and indemnify the Owner and its
representatives against claim or liability arising from or based on the violation of any such
Regulatory Requirement, order, or decree whether by the Contractor, subcontractor, or any
employee of either.
7.1.3 Except where otherwise expressly required by applicable Regulatory
Requirements, the Owner shall not be responsible for monitoring Contractor's compliance with
any Regulatory Requirements.
7.2
PERMITS, LICENSES, AND TAXES:
7.2.1 The Contractor shall procure all permits and licenses, pay all charges, fees and
taxes, and give all notices necessary and incidental to the due and lawful prosecution of the
Work. As a condition of performance of this Contract, the Contractor shall pay all Federal, State
and local taxes incurred by the Contractor, in the performance of the Contract. Proof of payment
of these taxes is a condition precedent to Final payment by the Owner under this Contract.
7.2.2 The Contractor's certification that taxes have been paid (as contained in the
Release of Contract) will be verified with the Department of Revenue and Department of Labor,
prior to Final payment.
7.2.3 If any Federal, State or local tax is imposed, charged, or repealed after the date
of Bid opening and is made applicable to and paid by the Contractor on the articles or supplies
herein contracted for, then the Contract shall be increased of decreased accordingly by a
Change Order.
7.3
PATENTED DEVICES, MATERIALS AND PROCESSES:
7.3.1 If the Contractor employs any design, device, material, or process covered by
letters of patent, trademark or copyright, the Contractor shall provide for such use by suitable
legal agreement with the patentee or owner.
7.3.2 The Contractor and the Surety shall, defend, indemnify and save harmless the
Owner and it agents, any affected third party, or political subdivision from any and all claims for
infringement by reason of the use of any such patented design, device, material or process, or
any trademark or copyright, and shall indemnify the Owner for any costs, expenses, and
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damages which it may be obliged to pay by reason of any infringement, at any time during the
prosecution or after the completion of the Work.
7.4
COMPLIANCE OF SPECIFICATION AND DRAWINGS:
7.4.1 If the Contractor observes that the Specification and Drawings supplied by the
Owner are at variance with any Regulatory Requirements, Contractor shall give the Owner
prompt written notice thereof, and any necessary changes will be authorized by one of the
methods indicated in paragraph 9.2. as determined appropriate by the Owner.
7.4.2 If the Contractor performs any Work knowing or having reason to know that it is
contrary to such Regulatory Requirements, and without such notice to the Owner, the
Contractor shall bear all costs arising therefrom; however, it shall not be the Contractor's
primary responsibility to make certain that the Specifications and Drawings supplied by the
Owner are in accordance with such Regulatory Requirements.
7.5
ACCIDENT PREVENTION:
7.5.1 The Contractor shall comply with AS 18.60.075 and all pertinent provisions of the
Construction Code Occupational Safety and Health Standards issued by the Alaska Department
of Labor.
7.6
SANITARY PROVISIONS:
7.6.1 The Contractor shall provide and maintain in a neat and sanitary condition such
accommodations for the use of his employees and Owner representatives in strict accordance
with the requirements of the State and local Boards of Health, OSHA or of other bodies or
tribunals having jurisdiction.
7.7
BUSINESS REGISTRATION:
7.7.1 The Contractor shall comply with AS 08.18.011, as follows: "it is unlawful for a
person to submit a bid or Work as a Contractor until he has been issued a certificate of
registration by the Department of Commerce. A partnership or joint venture shall be considered
registered if one of the general partners or venturers whose name appears in the name under
which the partnership or venture does business is registered."
7.8
PROFESSIONAL REGISTRATION AND CERTIFICATION:
7.8.1 All craft trades, architects, engineers and land surveyors, electrical
administrators, explosive handlers, and welders employed under the Contract shall specifically
comply with applicable provisions of AS 08.18, 08.48, 08.40, 08.52, and 08.99.
7.8.2 Provide copies of individual licenses within seven days following a request from
the Owner.
7.9
LOCAL BUILDING CODES:
7.9.1 The Contractor shall comply with AS 35.10.025 which requires construction in
accordance with applicable local building codes including the obtaining of required permits.
7.10
AIR QUALITY CONTROL:
7.10.1 The Contractor shall comply with all applicable provision of AS 46.03.04 as
pertains to Air Pollution Control.
7.11 ARCHAEOLOGICAL OR PALEONTOLOGICAL DISCOVERIES:
7.11.1 When the Contractor's operation encounters prehistoric artifacts, burials, remains
of dwelling sites, or paleontological remains, such as shell heaps, land or sea mammal bones or
tusks, the Contractor shall cease operations immediately and notify the Owner.
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7.11.2 No artifacts or specimens shall be further disturbed or removed from the ground
and no further operations shall be performed at the site until so directed.
7.11.3 Should the Owner order suspension of the Contractor's operations in order to
protect an archaeological or historical finding, or order the Contractor to perform extra Work,
such shall be covered by an appropriate Contract change document.
7.12
WAGES AND HOURS OF LABOR:
7.12.1 The Contractor shall submit certified payrolls bearing an original signature on a
weekly or biweekly basis to the State Department of Labor as required by law, and shall comply
with all other applicable labor reporting laws. The Contractor shall also submit certified payrolls
bearing an original signature, along with those of its subcontractors, to the Owner on a weekly
basis and shall retain copies of the payrolls for a minimum of three (3) years.
7.12.2 The Contractor shall be responsible for the submission and retention of certified
payrolls of all of its subcontractors.
7.12.3 The certification shall affirm that the payrolls are current and complete, that the
wage rates contained therein are not less than the applicable rates referenced in the Contract
Documents, and that the classification set forth for each laborer or mechanic conforms with the
work he performed.
7.12.4 The Contractor and its subcontractors shall attend all hearings and conferences
and produce such books, papers, and documents all as requested by the Department of Labor.
7.13
THE FOLLOWING LABOR PROVISIONS SHALL ALSO APPLY TO THIS
CONTRACT:
7.13.1 The Contractor and his subcontractors shall pay all employees unconditionally
and not less than once a week. Wages may not be less than those stated in the Invitation to Bid,
regardless of the contractual relationship between the Contractor or Subcontractors and
laborers, mechanics, or field surveyors. The scale of wages to be paid shall be posted by the
Contractor in a prominent and easily accessible place at the site of the Work. The Owner shall
withhold so much of the accrued payments as is necessary to pay laborers, mechanics, or field
surveyors employed by the Contractor or Subcontractors the difference between the rates of
wages required by the Contract to be paid laborers, mechanics, or field surveyors on the Work,
and the rates of wages in fact received by laborers, mechanics or field surveyors.
7.14
OVERTIME WORK HOURS AND COMPENSATION:
7.14.1 Pursuant to 40 U.S.C. 327-330 and AS 23.10.060, the Contractor shall not
require nor permit any laborer or mechanic in any workweek in which he is employed on any
Work under this Contract to work in excess of eight hours in any Calendar Day or in excess of
forty hours in such workweek on work subject to the provisions of the Contract Work Hours and
Safety Standards Act unless such laborer or mechanic receives compensation at a rate not less
than one and one half times his basic rate of pay for all such hours worked in excess of eight
hours in any Calendar Day or in excess of forty hours in such workweek whichever is the
greater number of overtime hours.
7.14.2 In the event of any violation of this provision, the Contractor shall be liable to any
affected employee for any amounts due and penalties and to the Owner for liquidated damages.
Such liquidated damages shall be computed with respect to each individual laborer or mechanic
employed in violation of this provision in the sum of $10.00 for each Calendar Day on which
such employee was required or permitted to be employed on such Work in excess of eight
hours or in excess of the standard workweek of forty hours without payment of the overtime
wages required by this paragraph.
7.15
COVENANT AGAINST CONTINGENT FEES:
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7.15.1 The Contractor warrants that no person or selling agent has been employed or
retained to solicit or secure this Contract upon an agreement or understanding for a
commission, percentage, brokerage, or contingent fee, excepting bona fide employees or bona
fide established commercial or selling agencies maintained by the Contractor for the purpose of
securing business.
7.15.2 For breach or violation of this warranty, the Owner shall have the right to annul
this Contract without liability or, in its discretion, to deduct such improper consideration from the
Contract Amount or otherwise recover the full amount of such commission, percentage,
brokerage, or contingent fee.
7.16
OFFICIALS NOT TO BENEFIT:
7.16.1 No member of or delegate to the U.S. Congress, the State Legislature, or other
State or Owner officials shall be admitted to any share or part of this Contract, nor to any benefit
that may arise there from. However, this provision shall not be construed to extend to this
Contract if made with a corporation for its general benefit.
7.17
PERSONAL LIABILITY OF PUBLIC OFFICIALS:
7.17.1 In carrying out any of the provisions thereof, or in exercising any power or
authority granted to the Owner by the Contract, there will be no liability upon the Owner nor
upon its agents or authorized as its representatives, either personally or as officials of the State
of Alaska, it being always understood that in such matters they act as agents and
representatives of the Owner.
8. ARTICLE 8 - OTHER WORK:
8.1
RELATED WORK AT SITE:
8.1.1 The Owner reserves the right at any time to contract for and perform other or
additional work on or near the Work covered by the Contract.
8.1.2 When separate contracts are let within the limits of the Project, the Contractor
shall conduct his work so as not to interfere with or hinder the work being performed by other
contractors. The Contractor shall join his work with that of the others in an acceptable manner
and shall perform it in proper sequence to that of others.
8.1.3 If the fact that other such work is to be performed is identified or shown in the
Contract Documents, the Contractor shall assume all liability, financial or otherwise, in
connection with this Contract and indemnify and save harmless the Owner and its agents from
any and all damages or claims that may arise because of inconvenience, delay, or loss
experienced by the Contractor because of the presence and operations of other contractors.
8.1.4 If the fact that such other work is to be performed was not identified or shown in
the Contract Documents, written notice thereof will be given to the Contractor prior to starting
any such other work. If the Contractor believes that such performance will require an increase in
Contract Amount or Contract Time, the Contractor shall notify the Owner of such required
increase within fifteen (15) calendar days following receipt of the Owner's notice. Should the
Owner find such increase(s) to be justified, a Change Order will be executed.
8.2
ACCESS, CUTTING, AND PATCHING:
8.2.1 The Contractor shall afford each utility owner and any other contractor who is a
party to such a direct contract with the Owner (or the Owner, if the Owner is performing the
additional work with the Owner's employees) proper and safe access to the site and a
reasonable opportunity for the introduction and storage of materials and equipment and the
execution of such work and shall properly connect and coordinate the Work with the work of
others.
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8.2.2 The Contractor shall do all cutting, fitting and patching of the Work that may be
required to make its several parts come together properly and integrate with such other Work,
the Contractor shall not endanger any Work of others by cutting, excavating or otherwise
altering their Work and will only cut or alter such other Work with the written consent of the
Owner.
8.2.3 The duties and responsibilities of the Contractor under this paragraph are for the
benefit of other contractors to the extent that there are comparable provisions for the benefit of
the Contractor in said direct Contracts between the Owner and other contractors.
8.3
DEFECTIVE WORK BY OTHERS:
8.3.1 If any part of the Contractor's Work depends for proper execution or results upon
the Work of any such other Contractor, utility owner, or the Owner, the Contractor shall inspect
and promptly report to the Owner in writing any delays, defects or deficiencies in such Work that
render it unavailable or unsuitable for such proper execution and results. The Contractor's
failure to so report will constitute an acceptance of the other Work as fit and proper for
integration with Contractor's Work except for latent or nonapparent defects and deficiencies in
the other Work.
8.4
COORDINATION:
8.4.1 If the Owner contracts with others for the performance of other Work at the site,
Owner will have authority and responsibility for coordination of the activities among the various
contractors.
9. ARTICLE 9 - CHANGES:
9.1
OWNER'S RIGHT TO CHANGE:
9.1.1 Without invalidating the Contract and without notice to any Surety, the Owner
may, at any time or from time to time, order additions, deletions or revisions in the Work within
the general scope of the Contract, including but not limited to changes:
9.1.1.1 In the Contract Documents;
9.1.1.2 In the method or manner of performance of the Work;
9.1.1.3 In Owner-furnished facilities, equipment, materials, services, or site;
9.1.1.4 Directing acceleration in the performance of the Work.
9.2
AUTHORIZATION OF CHANGES WITHIN THE GENERAL SCOPE:
9.2.1 Additions, deletions, or revisions in the Work within the general scope of the
Contract as specified in paragraph 9.1 shall be authorized by one or more of the following ways:
9.2.1.1 Directive (pursuant to paragraph 9.3)
9.2.1.2 A Change Order (pursuant to paragraph 9.4)
9.2.1.3 Owner's acceptance of Shop Drawing variations from the Contract
Documents as specifically identified by the Contractor as required by paragraph 6.19.4.
9.3
DIRECTIVE:
9.3.1 The Owner shall provide written clarification or interpretation of the Contract
Documents (pursuant to paragraph 3.7).
9.3.2 The Owner may authorize minor variations in the Work from the requirements of
the Contract Documents which do not involve an adjustment in the Contract Amount or the
Contract Time and are consistent with the overall intent of the Contract Documents.
9.3.3 The Owner may order the Contractor to correct Defective Work or methods which
are not in conformance with the Contract Documents.
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9.3.4 The Owner may direct the commencement or suspension of Work or emergency
related Work (as provided in paragraph 6.18).
9.3.5 Upon the issuance of a directive to the Contractor by the Owner, the Contractor
shall immediately proceed with the performance of the Work as prescribed by such directive.
9.3.6 If the Contractor believes that the changes noted in a directive may cause an
increase in the Contract Amount or an extension of Contract Time, the Contractor shall
immediately provide written notice to the Owner depicting such increases before proceeding
with the directive, except in the case of an emergency.
9.3.7 If the Owner finds the increase in Contract Amount or the extension of Contract
Time justified, a Change Order will be issued.
9.3.8 If however, the Owner does not find that a Change Order is justified, the Owner
may direct the Contractor to proceed with the Work.
9.3.9 The Contractor shall cooperate with the Owner in keeping complete daily records
of the cost of such Work.
9.3.10 If a Change Order is ultimately determined to be justified, in the absence of
agreed prices and unit prices, payment for such Work will be made on a cost of the Work basis
as provided in paragraph 10.4.
9.4
CHANGE ORDER:
9.4.1 A change in Contract Time, Contract Amount, or responsibility may be made for
changes within the scope of the Work only by Change Order.
9.4.2 Upon receipt of an executed Change Order, the Contractor shall promptly
proceed with the Work involved which will be performed under the applicable conditions of the
Contract Documents except as otherwise specifically provided.
9.4.3 Changes in Contract Amount and Contract Time shall be made in accordance
with Articles 10 and 11.
9.5
SHOP DRAWING VARIATIONS:
9.5.1 Variations by Shop Drawings shall only be eligible for consideration under
paragraph 9.4 when the conditions affecting the price, time, or responsibility are identified by the
Contractor in writing and a request for a Change Order is submitted as per paragraph 6.19.7.
9.6
CHANGES OUTSIDE THE GENERAL SCOPE; SUPPLEMENTAL AGREEMENT
9.6.1 Any change which is outside the general scope of the Contract, as determined by
the Owner, must be authorized by the appropriate representatives of the Owner and the
Contractor.
9.7
UNAUTHORIZED WORK:
9.7.1 The Contractor shall not be entitled to an increase in the Contract Amount or an
extension of the Contract Time with respect to any Work performed that is not required by the
Contract Documents as amended, modified and supplemented as provided in this Article 9,
except in the case of an emergency as provided in paragraph 6.18 and except in the case of
uncovering Work as provided in paragraph 12.4.4.
9.8
NOTIFICATION OF SURETY:
9.8.1 If notice of any change affecting the general scope of the Work or the provisions
of the Contract Documents including, but not limited to, Contract Amount or Contract Time is
required by the provisions of any Bond to be given to a Surety, the giving of any such notice will
be the Contractor's responsibility, and the amount of each applicable Bond will be adjusted
accordingly.
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9.9
DIFFERING SITE CONDITIONS:
9.9.1 The Contractor shall promptly, and before such conditions are disturbed (except
in an emergency as permitted by paragraph 6.18), notify the Owner in writing of:
9.9.1.1 subsurface or latent physical conditions at the site differing materially
from those indicated in the Contract, and which could not have been discovered by a careful
examination of the site, or
9.9.1.2 unknown physical conditions at the site, or an unusual nature, differing
materially from those ordinarily encountered and generally recognized as inherent in Work of
the character provided for in this Contract.
9.9.2 The Owner shall promptly investigate the conditions, and if the Owner finds that
such conditions do materially so differ and cause an increase or decrease in the Contractor's
cost of, or time required for, performance of this Contract, an equitable adjustment shall be
made and the Contract modified in writing accordingly.
9.9.3 Any claim for additional compensation by the Contractor under this clause shall
be made in accordance with Article 15 and shall not be allowed unless the Contractor has first
given the notice required by this Contract.
9.9.4 In the event that the Owner and the Contractor are unable to reach an agreement
concerning an alleged differing site condition, the Contractor will be required to keep an
accurate and detailed record which will indicate the actual cost of the Work done under the
alleged differing site condition.
9.9.5 Failure to keep such a record shall be a bar to any recovery by reason of such
alleged differing site conditions. The Owner shall be given the opportunity to supervise and
check the keeping of such records.
9.10
VALUE ENGINEERING PROPOSALS BY THE CONTRACTOR:
9.10.1 Proposals may be submitted to the Owner for modifying the plans,
specifications, or other requirements of the Contract for the sole purpose of reducing the total
costs of construction without impairing in any manner the essential functions or characteristics
of the project, including service life, economy of operations, ease of maintenance, benefits to
the traveling public, desired appearance or design and safety standards. After execution of the
Contract, an initiative may be recommended by the Contractor or, if applicable, sponsoring
governmental agency. The initiative must be identified as a Value Engineering Proposal (VEP),
and may include modifications to the plans or specifications, construction phasing or
procedures, or other contract requirements. Any cost savings generated to the Contract as a
result of VEP offered by the Contractor and approved by Owner will be shared equally between
the Contractor and Owner as specified in paragraph 9.14. Bid prices are not to be based on the
anticipated approval of a VEP. If a VEP is rejected, the Contract shall be completed in
accordance with the original terms of the Contract or as otherwise modified. Any decision
whether to approve or accept a VEP shall be within the sole discretion of Owner. Owner will
bear no liability for any delay in considering a VEP, the refusal to accept or approve such a
proposal, or any other matter connected with a VEP.
9.11
SUBMITTAL & REVIEW OF VEP CONCEPT OR IDEA:
9.11.1 The Contractor shall initially submit a brief letter proposal with graphics to
Owner to illustrate the concept or idea. The Contractor shall indicate whether adequate time is
available in its schedule for formal submittal and review prior to VEP implementation.
9.11.2 Owner will review the concept or idea within ten days of the Contractor’s initial
submittal and inform the Contractor in writing whether the concept or idea has merit and should
be submitted as a formal VEP.
9.11.3 If Owner determines that the time for response is indicated in the Contractor’s
letter proposal is insufficient for review, Owner may choose to evaluate the need for a
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noncompensable time extension to the Contract. Its evaluation will be based on the additional
time needed by the Owner for its review and the effect on the Contractor’s schedule occasioned
by the added time. The need for such a time extension will be evaluated in accordance with
Article 11.
9.12
FORMAL SUBMITTAL OF THE VEP:
9.12.1 Within 30 days after Owner has determined the VEP concept or idea has merit,
the Contractor shall formally submit a proposal. The proposal shall include sufficient data for
Owner to make an informed decision regarding the proposal and shall include, at a minimum,
the following information:
9.12.1.1 A statement that the Proposal is submitted as a VEP.
9.12.1.2 A description of the difference between the existing contract and the
proposed change and the advantages and disadvantages of each, including effects on service
life, economy of operations, ease of maintenance, benefits to the traveling public, desired
appearance and safety.
9.12.1.3 A complete set of plans and specifications showing the proposed
revisions relative to the original contract features and requirements supported by design
computations as necessary for a thorough and expeditious evaluation.
9.12.1.4 A complete analysis indicating the final estimated costs and quantities
to be replaced by the VEP compared to the new costs and quantities generated by the VEP.
9.12.1.5 A statement specifying the date by which a Change Order adopting the
VEP must be executed to obtain the maximum cost reduction.
9.12.1.6 A statement detailing the effect the VEP will have on the time for
completing the Contract.
9.12.1.7 A description of any previous use or testing of the VEP and the
conditions and results. If the VEP was previously submitted on another Owner project, indicate
the date, contract number, and the action taken by Owner.
9.12.1.8 A detailed statement indicating the costs for developing the changes,
along with the costs for preparing the value engineering joint proposal.
9.13
VEP CONDITIONS:
9.13.1 Value Engineering Proposals will be considered only when all of the following
conditions are met:
9.13.1.1 A VEP, approved or not approved by Owner applies only to the contract
on which is it submitted. A submitted VEP becomes the property of Owner. The VEP shall
contain no restrictions imposed by the Contractor on its use or disclosure. Owner has the right
to use, duplicate and disclose in whole or in part any data necessary for the utilization of the
VEP. Owner retains the right to use any accepted VEP or part thereof on other projects without
obligation to the Contractor. This provision is not intended to deny rights provided by law with
respect to patented materials or processes.
9.13.1.2 If Owner is already considering certain revisions to the Contract or has
considered or approved changes in the Contract of a like nature on other contracts which are
subsequently incorporated in a VEP, Owner may reject the VEP and may change the Contract
without obligation to the Contractor.
9.13.1.3 The Contractor shall have no claim for additional costs or delays
resulting from the rejection of a VEP, including development costs, loss of anticipated profits,
increased material or labor costs except as allowed in paragraph 9.14.
9.13.1.4 Owner will determine if a VEP qualifies for consideration and
evaluation. It may reject any VEP that requires excessive time or costs for review, evaluation or
investigation, or that is not consistent with Owner’s design policies and criteria for the project.
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9.13.1.5 Owner will reject all or any portion of work performed under an
approved VEP if unsatisfactory results are obtained. The Owner will direct the removal of
rejected work and require construction to proceed under the original contract requirements
without reimbursement for rejected work performed under the VEP, or for its removal. Where
modifications to the VEP are approved to adjust to field or other conditions, reimbursement will
be limited to the total amount payable for the work at the contract bid prices as if it were
constructed under the original contract requirements. The rejection or limitation of
reimbursement shall not constitute the basis of any claim against Owner for delay or for other
costs.
9.13.1.6 The proposed work shall not contain experimental features but shall
contain features that have been used under similar or acceptable conditions on other projects or
locations acceptable to Owner.
9.13.1.7 VEPs will not be considered if equivalent options are already provided
in the Contract.
9.13.1.8 The savings generated by the VEP must be sufficient to warrant a
review and processing. A savings resulting solely from the elimination or reduction in quantity of
a single bid item will not be considered as a VEP. A savings resulting from the elimination or
reduction in quantity of a bid item specified as part of a VEP will be considered.
9.13.1.9 Additional information needed to evaluate VEPs shall be provided in a
timely manner. Untimely submittals of additional information will result in rejection of the VEP.
Where design changes are proposed, the additional information could include results of field
investigations and surveys, design computations, and field change sheets.
9.13.1.10 The Contractor may submit VEPs for an approved subcontractor.
Reimbursement will be made to the Contractor. Subcontractors may not submit a VEP except
through the Contractor.
9.13.1.11 The Contractor shall ensure the VEP is sealed by an Alaska
Registered Engineer.
9.14
VEP ACCEPTANCE, REJECTION & PAYMENT:
9.14.1 Within 30 days of the Contractor’s formal submission of the VEP, Owner will
accept or reject the VEP.
9.14.2 The Contractor will be notified in writing by the Owner as to whether the
proposal has been accepted. The decision by Owner is final and shall not be subject to the
provisions of Article 15.
9.14.3
If the VEP is rejected, Owner will share equally in the Contractor’s costs for
developing and presenting the proposal, and the Contractor will share equally in the cost to
Owner for investigating and evaluating the proposal. A Change Order will be executed to adjust
the Contract Amount for the net increase or decrease in monies resulting from the Contractor’s
development costs as listed above in paragraph 9.12.1.8, and Owner’s evaluation costs. The
Change Order will terminate Owner’s review of the VEP.
9.14.4
If the VEP is accepted in whole or part, the necessary contract modifications
and contract price adjustments will be made by the execution of a Change Order which will
specifically state that it is executed pursuant to the provisions of this subsection. Owner will be
the sole judge of the acceptability of a VEP and of the estimated net savings in construction
costs from the adoption of all or any part of the VEP.
9.14.5 The Contractor shall continue to perform the Work in accordance with the
requirements of the Contract until a Change Order incorporating the VEP has been executed, or
until the Contractor has been given written acceptance or rejection by the Owner.
9.14.6 The executed Change Order shall incorporate the changes in the plans,
specifications, or other requirements of the Contract which are necessary to permit the VEP, or
such part of it which has been accepted, to be put into effect, and shall include any conditions
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upon which Owner’s approval thereof is based. The executed Change Order shall extend or
decrease the Contract Time if required by Owner.
9.14.7 The executed Change Order shall provide that the Contractor be paid 50% of
the net savings amount as reflected by the difference between the cost of the revised work and
the cost of the related construction required by the original contract computed at contract bid
prices. The net savings will take into account the Contractor’s cost of developing the VEP and
implementing the change, and reducing this amount by Owner’s cost for investigating and
evaluating the VEP, including any ascertainable collateral costs to Owner. Such collateral costs
may include increased costs for maintenance, operation, related work items, additional work
items, or elements of related or additional work items.
9.14.8 The executed Change Order shall also provide for the adjustment of the Contract
Amount. The Contract Amount shall be adjusted by subtracting Owner’s share of the accrued
net savings.
9.14.9 The amount specified to be paid to the Contractor in the executed Change Order
shall constitute full compensation to the Contractor for the VEP and the performance of the work
thereof pursuant to the said Change Order.
10. ARTICLE 10 - CONTRACT AMOUNT; COMPUTATION AND CHANGE:
10.1
CONTRACT AMOUNT:
10.1.1 The Contract Amount constitutes the total compensation (subject to authorized
adjustments) payable to the Contractor for performing the Work. All duties, responsibilities and
obligations assigned to or undertaken by the Contractor shall be at his expense without change
in the Contract Amount. The Contract Amount may only be changed by a Change Order or
Supplemental Agreement.
10.2
CLAIM FOR CHANGE IN CONTRACT AMOUNT:
10.2.1 Any claim for an increase or decrease in the Contract Amount shall be submitted
in accordance with the terms of Article 15, and shall not be allowed unless the notice
requirements of this Contract have been met.
10.3
CHANGE ORDER PRICE DETERMINATION:
10.3.1 The value of any Work covered by a Change Order for an increase or decrease
in the Contract Amount shall be determined in one of the following ways:
10.3.2 Where the Work involved is covered by unit prices contained in the Contract
Documents, by application of unit prices to the quantities of the items involved (subject to the
provisions of paragraph 10.9).
10.3.3 By mutual acceptance of a lump sum price which includes overhead and profit.
10.3.4 When 10.3.1 and 10.3.2 are inapplicable, on the basis of the Cost of the Work
(determined as provided in paragraphs 10.4 and 10.5) plus a contractor’s fee for overhead and
profit (determined as provided in paragraph 10.6).
10.4
COST OF THE WORK:
10.4.1 The term Cost of the Work means the sum of all costs necessarily incurred and
paid by the Contractor in the proper performance of the Work.
10.4.2 Except as otherwise may be agreed to in writing by the Owner, such costs shall
be in amount no higher than those prevailing in the locality of the Project, shall include only the
following items and shall not include any of the costs itemized in paragraph 10.5:
10.4.2.1 Payroll costs for employees in the direct employ of the Contractor in the
performance of the Work under schedules of job classifications agreed upon by the Owner and
the Contractor.
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10.4.2.2 Payroll costs for employees not employed full time on the Work shall be
apportioned on the basis of their time spent on the Work.
10.4.2.3 Payroll costs shall include, but not be limited to, salaries and wages
plus the cost of fringe benefits which shall Include Social Security Contributions,
Unemployment, Excise and Payroll Taxes, Workers' or Workmen's compensation, health and
retirement benefits, bonuses, sick leave, vacation and holiday pay applicable thereto.
10.4.2.4 Such employees shall include superintendents and foremen at the site.
10.4.2.5 The expenses of performing Work after regular working hours, on
Saturday, Sunday or Legal Holidays, shall be included in the above to the extent authorized by
the Owner.
10.4.2.6 Cost of all materials and equipment furnished and incorporated in the
Work, including costs of transportation and storage thereof, and suppliers' field services
required in connection therewith. All cash discounts shall accrue to the Contractor unless the
Owner deposits funds with the Contractor with which to make payments, in which case the cash
discounts shall accrue to the Owner. All trade discounts, rebates and refunds and all returns
from sale of surplus materials and equipment shall accrue to the Owner, and the Contractor
shall make provisions so that they may be obtained.
10.4.2.7 Payments made by the Contractor to subcontractors for Work
performed by subcontractors. If required by the Owner, Contractor shall obtain competitive
quotes from subcontractors or suppliers acceptable to the Contractor and shall deliver such
quotes to the Owner who will then determine which quotes will be accepted. If a subcontract
provides that the subcontractor is to be paid on the basis of Cost of the Work plus a fee, the
subcontractor's Cost of the Work shall be determined in the same manner as the Contractor's
Cost of Work. All subcontracts shall be subject to the other provisions of the Contract
Documents insofar as applicable.
10.4.2.8 Costs of special Consultants (including but not limited to engineers,
architects, testing laboratories, and surveyors) employed for services necessary for the
completion of the Work.
10.4.2.9 Supplemental costs including the following:
10.4.2.9.1 The proportion of necessary transportation, travel and
subsistence expenses of the Contractor's employees incurred in discharge of duties connected
with the Work.
10.4.2.9.2 Cost, including transportation and maintenance, of all
materials, supplies, equipment, machinery, appliances, office and temporary facilities at the site
and hand tools not owned by the workers, which are consumed in the performance of the Work,
and cost less market value of such items used but not consumed which remain the property of
the Contractor.
10.4.2.9.3 Rentals of all construction equipment and machinery and the
parts thereof whether rented from the Contractor or others in accordance with rental
agreements approved by the Owner and the costs of transportation, loading, unloading,
Installation, dismantling and removal thereof - all in accordance with terms of said rental
agreements. The rental of any such equipment, machinery or parts shall cease when the use
thereof is no longer necessary for the Work.
10.4.2.9.4 Sales, consumer, use or similar taxes related to the Work, and
for which the Contractor is liable, imposed by Regulatory Requirements.
10.4.2.9.5 Fees for permits and licenses.
10.4.2.9.6 Losses and damages (and related expenses), not
compensated by insurance or otherwise, to the Work or otherwise sustained by the Contractor
in connection with the performance and furnishing of the Work provided they have resulted from
causes other than the negligence of the Contractor, any subcontractor, or anyone directly or
indirectly employed by any of them or for whose acts any of them may be liable. Such losses
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shall include settlements made with the written consent and Approval of the Owner. No such
losses, damages and expenses shall be included in the Cost of the Work for the purpose of
determining the Contractor's Fee. If, however, any such loss or damage requires reconstruction
and the Contractor is placed in charge thereof, the Contractor shall be paid for services a fee in
accordance with paragraph 10.6.
10.4.2.9.7 The cost of utilities, fuel and sanitary facilities at the site.
10.4.2.9.8 Minor expenses such as telegrams, long distance telephone
calls, telephone service at the site, expressage and similar petty cash items in connection with
the Work.
10.4.2.9.9 Cost of premiums for additional bonds and insurance required
because of changes in the Work and premiums for property insurance coverage within the limits
of the deductible amounts established by the Owner in accordance with Article 5.
10.5
EXCLUDED COSTS:
10.5.1 The term Cost of the Work shall not include any of the following:
10.5.1.1 Payroll costs and other compensation of Contractor's officers,
executives, principles (of partnership and sole proprietorships), general managers, engineers,
architects, estimators, attorneys, auditors, accountants, purchasing and contracting agency,
expediters, timekeepers, clerks and other personnel employed by Contractor whether at the site
or in Contractor's principal or a branch office for general administration of the Work and not
specifically included in the agreed upon schedule of job classifications referred to in paragraph
10.4.2.1 - all of which are to be considered administrative costs covered by the Contractor's
Fee.
10.5.1.2 Expenses of Contractor's principal and branch offices other than
Contractor's office at the site.
10.5.1.3 Any part of Contractor's capital expenses including interest on
Contractor's capital employed for the Work and charges against Contractor for delinquent
payments.
10.5.1.4 Cost of premiums for all bonds and for all insurance whether or not
Contractor is required by the Contract Documents to purchase and maintain the same (except
for the cost of premiums covered by subparagraph 10.4.2.9.9 above).
10.5.1.5 Costs due to the negligence of Contractor, any subcontractor, or
anyone directly or indirectly employed by any of them or for whose acts any of them may be
liable, including but not limited to, the correction of Defective Work, disposal of materials or
equipment wrongly supplied and making good any damage to property.
10.5.1.6 Costs for the use of small tools having a value of five hundred dollars
($500) or less.
10.5.1.7 Other overhead or general expense costs of any kind and the costs of
any item not specifically and expressly included in paragraph 10.4.
10.6
CONTRACTOR'S FEE:
10.6.1 The Contractor's Fee allowed to Contractor for overhead and profit shall be a
mutually agreed upon fixed fee, or if none can be agreed upon, a fee based on the following
percentages of the various portions of the Cost of the Work:
10.6.1.1 For costs incurred under subparagraphs 10.4.2.1 through 10.4.2.6, the
Contractor's Fee shall be 15%;
10.6.1.2 For costs incurred under subparagraphs 10.4.2.7, 10.4.2.8 and
10.4.2.9, the Contractor's Fee shall be 10%; and if a subcontract is on the basis of Cost of the
Work plus a fee, the maximum allowable to the Contractor on account of overhead and profit of
all subcontractors shall be 10%;
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10.6.2 No fee shall be payable on the basis of costs itemized under paragraph 10.5;
10.6.3 The amount of credit to be allowed by the Contractor to the Owner for any such
change which results in a net decrease in cost will be the amount of the actual net decrease
plus a deduction in Contractor's Fee by a mutually agreed upon amount or if none can be
agreed upon, then an amount equal to 5% of the net decrease; and
10.6.4 When both additions and credits are involved in any one change, the adjustment
in Contractor's Fee shall be computed on the basis of the net change in accordance with
subparagraphs 10.6.1.1. and 10.6.1.2.
10.7
COST BREAKDOWN:
10.7.1 Whenever the cost of any Work is to be determined pursuant to paragraphs 10.4
and 10.5, the Contractor will submit in a form acceptable to the Owner an itemized cost
breakdown together with supporting data.
10.8
CASH ALLOWANCES:
10.8.1 It is understood the Contractor has included in the Contract Amount all
allowances so named in the Contract Documents and shall cause the Work so covered to be
done by such subcontractors or suppliers and for such sums within the limit of the allowances
as may be acceptable to the Owner. Contractor agrees that:
10.8.1.1 The allowances include the cost to Contractor (less any applicable
trade discounts) of materials and equipment required by the allowances to be delivered at the
site, and all applicable taxes; and
10.8.1.2 Contractor's cost for unloading and handling on the site, labor,
installation costs, overhead, profit and other expenses contemplated for the allowances have
been included in the Contract Amount and not in the allowances. No demand for additional
payment on account of any thereof will be valid. Prior to Final payment, an appropriate Change
Order will be issued to reflect actual amounts due the Contractor on account of Work covered
by allowances, and the Contract Amount shall be correspondingly adjusted.
10.9
UNIT PRICE WORK:
10.9.1 Where the Contract Documents provide that all or part of the work is to be Unit
Price Work, initially the Contract Amount will be deemed to include for all Unit Price Work an
amount equal to the sum of the established unit prices for each separately identified item of Unit
Price Work times the estimated quantity of each item as indicated in the Contract.
10.9.2 The estimated quantities of items of Unit Price Work are not guaranteed and are
solely for the purpose of comparison of Bids and determining an initial Contract Amount.
10.9.3 Determinations of the actual quantities and classifications of Unit Price Work
performed by the Contractor will be made by the Owner in accordance with paragraph 10.10.
10.9.4 Each unit price will be deemed to include an amount considered by the
Contractor to be adequate to cover the Contractor's overhead and profit for each separately
identified item.
10.9.5 If the "Basis of Payment" clause in the Contract Documents relating to any unit
price in the bid schedule requires that the said unit price cover and be considered compensation
for certain Work or material essential to the item, this same Work or material will not also be
measured or paid for under any other pay item which may appear elsewhere in the Contract
Documents.
10.9.6 Payment to the Contractor shall be made only for the actual quantities of Work
performed and accepted or materials furnished, in conformance with the Contract Documents.
10.9.7 When the accepted quantities of Work or materials vary from the quantities
stated in the bid schedule, or change documents, the Contractor shall accept as payment in full,
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payment at the stated unit prices for the accepted quantities or Work and materials furnished,
completed and accepted, except as provided below:
10.9.7.1 When the quantity of Work to be done or material to be furnished under
any item, for which the total cost of the item exceeds 10% of the total Contract Amount, is
increased by more the 25% of the quantity stated in the bid schedule, or change documents,
either party to the Contract, upon demand, shall be entitled to an equitable unit price adjustment
on the portion of the Work above 125% of the quantity stated in the bid schedule.
10.9.7.2 When the quantity of Work to be done or material to be furnished under
any major item, for which the total cost of the item exceeds 10% of the total Contract Amount, is
decreased by more than 25% of the quantity stated in the bid schedule, or change documents,
either party to the Contract, upon demand, shall be entitled to an equitable price adjustment for
the quantity of Work performed or material furnished, limited to a total payment of not more than
75% of the amount originally bid for the item.
10.10 DETERMINATIONS FOR UNIT PRICES:
10.10.1 The Owner will determine the actual quantities and classifications of Unit Price
Work performed by the Contractor .
10.10.2 The Owner will review with the Contractor preliminary determinations on such
matters before certifying the prices on the Bid Schedule.
10.10.3 The Owner's certification thereon will be final and binding on the Contractor,
unless, within ten days after the date of any such decision, the Contractor delivers to the Owner
written notice of intention to appeal from such a decision.
11. ARTICLE 11 - CONTRACT TIME; COMPUTATION & CHANGE:
11.1
COMMENCEMENT OF CONTRACT TIME; NOTICE TO PROCEED:
11.1.1 The Contract Time will commence to run on the day indicated in the Notice to
Proceed.
11.2
STARTING THE WORK:
11.2.1 No Work on Contract items shall be performed before the effective date of the
Notice to Proceed. The Contractor shall notify the Owner at lease 24 hours in advance of the
time actual construction operations will begin. The Contractor may request a limited Notice to
Proceed after Award has been made, to permit him to order long lead materials which could
cause delays in Project completion. However, granting is within the sole discretion of the Owner,
and refusal or failure to grant a limited Notice to Proceed shall not be a basis for claiming for
delay, extension of time, or alteration of price.
11.3
COMPUTATION OF CONTRACT TIME:
11.3.1 When the Contract Time is specified on a Calendar Days basis, all Work under
the Contract shall be completed within the number of Calendar Days specified.
11.3.2 The count of Contract Time begins on the day following receipt of the Notice to
Proceed by the Contractor, if no starting day is stipulated therein.
11.3.3 Calendar Days shall continue to be counted against Contract Time until and
including the date of Final Completion of the Work.
11.3.4 When the Contract completion time is specified as a fixed calendar date, it shall
be the date of Final Completion.
11.4
TIME CHANGE:
11.4.1 The Contract Time may only be changed by a Change Order or Supplemental
Agreement.
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11.5
EXTENSION DUE TO DELAYS:
11.5.1 The right of the Contractor to proceed shall not be terminated nor the Contractor
charged with liquidated or actual damages because of any delays to the completion of the Work
due to unforeseeable causes beyond the control and without the fault or negligence of the
Contractor, including, but not restricted to the following: acts of God or of the public enemy, acts
of the Owner in contractual capacity, acts of another contractor in the performance of a contract
with the Owner, floods, fires, epidemics, quarantine restrictions, strikes, freight embargoes,
unusually severe weather and delays of subcontractors or suppliers due to such causes.
11.5.2 Any delay in receipt of materials on the site, caused by other than one of the
specifically mentioned occurrences above, does not of itself justify a time extension.
11.5.3 The Owner shall ascertain the facts and the extent of the delay and extend the
time for completing the Work when the findings of fact justify such an extension.
11.6
ESSENCE OF CONTRACT:
11.6.1 All time limits stated in the Contract Documents are of the essence of the
Contract.
11.7
REASONABLE COMPLETION TIME:
11.7.1 It is expressly understood and agreed by and between the Contractor and the
Owner that the date of beginning and the time for Final Completion of the Work described
herein are reasonable times for the completion of the Work.
11.8
DELAY DAMAGES:
11.8.1 Whether or not the Contractor's right to proceed with the Work is terminated, he
and his sureties shall be liable for damages resulting from his refusal or failure to complete the
Work within the specified time. Liquidated damages for delay shall be paid by the Contractor or
his Surety to the Owner in the amount as specified in the Supplementary Conditions for each
Calendar Day the completion of the Work or any part thereof is delayed beyond the Contract
Time required by the Contract, or any extension thereof. If such amount of liquidated damages
is not established by the Contract Documents, then the Contractor and his Surety shall be liable
to the Owner for any actual damages occasioned by such delay.
11.8.2 The Contractor acknowledges that the liquidated damages established herein are
not a penalty but rather constitute an estimate of damages that the Owner will sustain by reason
of delayed completion. These liquidated damages are intended as compensation for losses
difficult to estimate, and include those items enumerated in the Supplementary Conditions.
11.8.3 These damages will continue to run both before and after termination in the event
of default termination. These liquidated damages do not cover excess costs of completion or the
Owner's costs, fees, and charges related to reprocurement.
11.8.4 If a default termination occurs, the Contractor or his Surety shall pay in addition
to these damages, all excess costs and expenses related to completion as provided by Article
14.2.9.
12. ARTICLE 12 - QUALITY ASSURANCE:
12.1
WARRANTY AND GUARANTY:
12.1.1 The Contractor warrants and guarantees to the Owner that all Work will be in
accordance with the Contract Documents and will not be Defective.
12.1.2 Prompt notice of all defects shall be given to the Contractor. All Defective Work,
whether or not in place, may be rejected, corrected or accepted as provided for in this Article.
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12.2
ACCESS TO WORK:
12.2.1 The Owner and the Owner's representatives, testing agencies and governmental
agencies with jurisdiction interests will have access to the Work at reasonable times for their
observation, inspecting and testing. The Contractor shall provide proper and safe conditions for
such access.
12.3 TESTS AND INSPECTIONS:
12.3.1 The Contractor shall give the Owner timely notice of readiness of the Work for all
required inspections, tests or Approvals.
12.3.2 If Regulatory Requirements of any public body having jurisdiction require any
Work (or part thereof) to specifically be inspected, tested or approved, the Contractor shall
assume full responsibility therefor, pay all costs in connection therewith and furnish the Owner
the required certificates of inspection, testing or Approval.
12.3.3 The Contractor shall also be responsible for and shall pay all costs in connection
with any inspection or testing required in connection with Owner's acceptance of a supplier of
materials or equipment proposed to be incorporated in the Work, or of materials or equipment
submitted for Approval prior to the Contractor's purchase thereof for incorporation in the Work.
12.3.4 The cost of all inspections, tests and Approvals in addition to the above which
are required by the Contract Documents shall be paid by the Contractor.
12.3.5 The Owner may perform additional tests and inspections which it deems
necessary to insure quality control. All such failed tests or inspections shall be at the
Contractor's expense.
12.3.6 If any Work (including the Work of others) that is to be inspected, tested or
approved is covered without written concurrence of the Owner, it must, if requested by the
Owner, be uncovered for observation.
12.3.7 Such uncovering shall be at the Contractor's expense unless the Contractor has
given the Owner timely notice of Contractor's intention to cover the same and the Owner has
not acted with reasonable promptness in response to such notice.
12.3.8 Neither observations nor inspections, test or Approvals by the Owner of others
shall relieve the Contractor from the Contractor's obligations to perform the Work in accordance
with the Contract Documents.
12.4
UNCOVERING WORK:
12.4.1 If any Work is covered contrary to the written request of the Owner, it must, if
requested by the Owner, be uncovered for the Owner's observation and replaced at the
Contractor's expense.
12.4.2 If the Owner considers it necessary or advisable that covered Work be observed,
inspected or tested, the Contractor, at the Owner's request, shall uncover, expose or otherwise
make available for observation, inspection or testing as the Owner may require, that portion of
the Work in question, furnishing all necessary labor, material and equipment.
12.4.3 If it is found that such Work is Defective, the Contractor shall bear all direct,
indirect and consequential costs of such uncovering, exposure, observation, inspection and
testing and of satisfactory reconstruction, (including but not limited to fees and charges of
engineers, architects, attorneys and other professional) and the Owner shall be entitled to an
appropriate decrease in the Contract Amount.
12.4.4 If, however, such Work is not found to be Defective, the Contractor shall be
allowed an increase in the Contract Amount or an extension of the Contract Time, or both,
directly attributable to such uncovering, exposure, observation, inspection, testing and
reconstruction.
12.5
OWNER MAY STOP THE WORK:
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12.5.1 If the Work is Defective, or the Contractor fails to supply suitable materials or
equipment, or fails to furnish or perform the Work in such a way that the completed Work will
conform to the Contract Documents, the Owner may order the Contractor to stop the Work, or
any portion thereof, until the cause for such order has been eliminated; however, this right of the
Owner to stop the Work shall not give rise to any duty on the part of the Owner to exercise this
right for the benefit of the Contractor or any other party.
12.6
CORRECTION OR REMOVAL OF DEFECTIVE WORK:
12.6.1 If required by the Owner, the Contractor shall promptly, as directed, either correct
all Defective Work, whether or not fabricated, installed or completed, or, if the Work has been
rejected by the Owner, remove it from the site and replace it with Work which conforms to the
requirements of the Contract Documents. The Contractor shall bear all direct, indirect and
consequential costs of such correction removal (including but not limited to fees and charges of
engineers, architects, attorneys and other professionals) made necessary thereby.
12.7
ONE YEAR CORRECTION PERIOD:
12.7.1 If within one year after the date of Final Completion or such longer period of time
as may be prescribed by Regulatory Requirements or by the terms of any applicable special
guarantee required by the Contract Documents or by any specific provision of the Contract
Documents, any Work is found to be Defective, the Contractor shall promptly, without cost to the
Owner and in accordance with the Owner's written instructions, either correct such Defective
Work, or, if it has been rejected by the Owner, remove it from the site and replace it with
conforming Work.
12.7.2 If the Contractor does not promptly comply with the terms of such instructions, or
in an emergency where delay would cause serious risk of loss or damage, the Owner may have
the Defective Work corrected or the rejected Work removed and replaced, and all direct, indirect
and consequential costs of such removal and replacement (including but not limited to fees and
charges of engineers, architects, attorneys and other professionals) will be paid by the
Contractor.
12.7.3 In special circumstances where a particular item of equipment is placed in
continuous service for the benefit of the Owner before Substantial Completion of all the Work,
the correction period for the item may begin on an earlier date if so provided in the
Specifications or by Change Order.
12.7.4 Provisions of this paragraph are not intended to shorten the Statute of Limitations
for bringing an action.
12.8
ACCEPTANCE OF DEFECTIVE WORK:
12.8.1 Instead of requiring correction or removal and replacement of Defective Work,
the Owner may accept Defective Work, and in this event, the Contractor shall bear all direct,
indirect and consequential costs attributable to the Owner's evaluation of and determination to
accept such Defective Work (costs to include but not be limited to fees and charges of
engineers, architects, attorneys and other professionals).
12.8.2 If any such acceptance occurs prior to Final payment, a Change Order will be
issued incorporating the necessary revisions in the Contract Documents with respect to the
Work and the Owner shall be entitled to an appropriate decrease in the Contract Amount.
12.8.3 If the Owner has already made Final payment to the Contractor, an appropriate
amount shall be paid by the Contractor or his Surety to the Owner.
12.9
OWNER MAY CORRECT DEFECTIVE WORK:
12.9.1 If the Contractor fails within a reasonable time after written notice from the Owner
to proceed to correct Defective Work or to remove and replace rejected Work as required by the
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Owner in accordance with paragraph 12.6, or if the Contractor fails to perform the Work in
accordance with the Contract Documents, or if the Contractor fails to comply with any other
provision of the Contract Documents, the Owner may, after seven days' written notice to the
Contractor, correct and remedy any such deficiency. In exercising the rights and remedies
under this paragraph the Owner shall proceed expeditiously.
12.9.2 To the extent necessary to complete corrective and remedial action, the Owner
may exclude the Contractor from all or part of the site, take possession of all or part of the Work,
and suspend the Contractor's services related thereto, take possession of the Contractor's tool,
appliances, construction equipment and machinery at the site and incorporate in the Work all
materials and equipment stored at the site or approved remote storage sites or for which the
Owner has paid the Contractor but which are stored elsewhere, the Contractor shall allow the
Owner and his authorized representatives such access to the site as may be necessary to
enable the Owner to exercise the rights and remedies under this paragraph.
12.9.3 All direct, indirect and consequential costs of the Owner or its agents in
exercising such rights and remedies will be charged against the Contractor, and a Change
Order will be issued incorporating the necessary revisions in the Contract Documents with
respect to the Work and the Owner shall be entitled to an appropriate decrease in the Contract
Amount.
12.9.4 Such direct, indirect and consequential costs will include but not be limited to
fees and charges of engineers, architects, attorneys and other professionals, all court and
arbitration costs and all cost of repair and replacement of Work of others destroyed or damaged
by correction, removal or replacement of the Contractor's Defective Work.
12.9.5 The Contractor shall not be allowed an extension of the Contract Time because
of any delay in performance of the Work attributable to the exercise by the Owner of the
Owner's rights and remedies hereunder.
13. ARTICLE 13 - PAYMENTS TO CONTRACTOR AND COMPLETION:
13.1
SCHEDULE OF VALUES:
13.1.1 The Schedule of Values established as provided in paragraph 6.6 will serve as
the basis for progress payments and will be incorporated into a form of Application for Payment
acceptable to the Owner. Progress payments on account of Unit Price Work will be based on
the number of units completed.
13.2
PRELIMINARY PAYMENTS:
13.2.1 Upon Approval of the Schedule of Values the Contractor may be paid for direct
costs substantiated by paid invoices and other prerequisite documents required by the Contract
Documents. Direct costs shall include the cost of Bonds, insurance, approved materials stored
on the site or at approved remote storage sites, deposits required by a supplier prior to
fabricating materials, and other approved direct mobilization costs substantiated as indicated
above. These payments shall be included as a part of the total Contract Amount as stated in the
Contract.
13.3
APPLICATION FOR PROGRESS PAYMENT:
13.3.1 The Contractor shall submit to the Owner for review an Application for Payment
filled out and signed by the Contractor covering the Work completed as of the date of the
Application for Payment and accompanied by such supporting documentation as required by the
Contract Documents.
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13.3.2 Progress payments will be made as the Work progresses on a monthly basis.
13.4
REVIEW OF APPLICATION FOR PROGRESS PAYMENT:
13.4.1 Owner will, either indicate in writing a recommendation of payment, or return the
Application for Payment to the Contractor indicating in writing the Owner's reasons for refusing
to recommend payment.
13.4.2 If the latter case, the Contractor may make the necessary corrections and
resubmit the Application for Payment.
13.5
STORED MATERIALS AND EQUIPMENT:
13.5.1 If payment is requested on the basis of materials and equipment not incorporated
in the Work but delivered and suitably stored at the site or at another location agreed to in
writing, the Application for Payment shall also be accompanied by a bill of sale, invoice or other
documentation warranting that the Owner has received the materials and equipment free and
clear of all charges, security interests and encumbrances and evidence that the materials and
equipment are covered by appropriate property insurance and other arrangements to protect the
Owner's interest therein, all of which will be satisfactory to the Owner.
13.5.2 No payment will be made for perishable materials that could be rendered useless
because of long storage periods.
13.5.3 No progress payment will be made for living plant materials until planted.
13.5.4 The payment may be reduced by an amount equal to transportation and handling
cost if the materials are stored offsite, in a remote location, or will require special handling.
13.6
CONTRACTOR'S WARRANTY OF TITLE:
13.6.1 The Contractor warrants and guarantees that title to all Work, materials and
equipment covered by any Application for Payment, whether incorporated in the Project or not,
will pass to the Owner no later than the time of payment free and clear of any claims, liens,
security interests and further obligations.
13.7
WITHHOLDING OF PAYMENTS:
13.7.1 The Owner may withhold or refuse payment for any of the reasons listed below
provided it gives written notice of its intent to withhold and of the basis for withholding:
13.7.2 The Work is Defective, or completed Work has been damaged requiring
correction or replacement, or has been installed without Approval of Shop Drawings, or by an
unapproved subcontractor.
13.7.3 The Contract Amount has been reduced by Change Order.
13.7.4 The Owner has been required to correct Defective Work or complete Work in
accordance with paragraph 12.9.
13.7.5 The Owner's actual knowledge of the occurrence of any of the events
enumerated in subparagraphs 14.2.1.1 through 14.2.1.11 inclusive.
13.7.6 Claims have been made against the Owner or against the funds held by the
Owner on account of the Contractor's actions or inactions in performing this Contract, or there
are other items entitling the Owner to a set off.
13.7.7 Subsequently discovered evidence or the results of subsequent inspections or
tests, nullify any previous payments for reasons stated in subparagraphs 13.7.1 through 13.7.5.
13.7.8 The Contractor has failed to fulfill or is in violation of any of his obligations under
any provision of this Contract.
13.8
RETAINAGE:
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13.8.1 At any time the Owner finds that satisfactory progress is not being made it may in
addition to the amounts withheld under 13.7 retain a maximum amount equal to 10% of the total
amount earned on all subsequent progress payments.
13.8.2 This retainage may be released at such time as the Owner finds that satisfactory
progress is being made.
13.9
REQUEST FOR RELEASE OF FUNDS:
13.9.1 If the Contractor believes the basis for withholding is invalid or no longer exists,
immediate written notice of the facts and Contract provisions on which the Contractor relies,
shall be given to the Owner, together with a request for release of funds and adequate
documentary evidence proving that the problem has been cured.
13.9.2 In the case of withholding which has occurred at the request of the Department of
Labor, the Contractor shall provide a letter from the Department of Labor stating that withholding
is no longer requested.
13.9.3 Following such a submittal by the Contractor, the Owner shall have a reasonable
time to investigate and verify the facts and seek additional assurances before determining
whether release of withheld payments is justified.
13.10 SUBSTANTIAL COMPLETION:
13.10.1 When the Contractor considers the Work ready for its intended use the
Contractor shall notify the Owner in writing that the Work of a designated portion thereof is
substantially complete (except for items specifically listed by the Contractor as incomplete) and
request that the Owner issue a certificate of Substantial Completion.
13.10.2 Within a reasonable time thereafter, the Owner, the Contractor and appropriate
Consultant(s) shall make an inspection of the Work to determine the status of completion.
13.10.3 If the Owner does not consider the Work substantially complete, the Owner will
notify the Contractor in writing giving the reasons therefore. If the Owner considers the Work
substantially complete, the Owner will within fourteen days execute and deliver to the Contractor
a certificate of Substantial Completion with a tentative list of items to be completed or corrected.
13.10.4 At the time of delivery of the certificate of Substantial Completion the Owner will
deliver to the Contractor a written division of responsibilities pending Final Completion with
respect to security, operation, safety, maintenance, heat, utilities, insurance and warranties
which shall be consistent with the terms of the Contract Documents.
13.10.5 The Owner shall be responsible for all Owner costs resulting from the initial
inspection and the first re-inspection, and the Contractor shall pay all costs incurred by the
Owner resulting from re-inspections, thereafter.
13.11 ACCESS FOLLOWING SUBSTANTIAL COMPLETION:
13.11.1 The Owner shall have the right to exclude the Contractor from the Work after
the date of Substantial Completion, but the Owner shall allow Contractor reasonable access to
complete or correct items on the tentative list.
13.12 FINAL INSPECTION:
13.12.1 Upon written notice from the Contractor that the entire Work or an agreed
portion thereof is complete, the Owner will make a Final inspection with the Contractor and
appropriate Consultants and will notify the Contractor in writing of all particulars in which this
inspection reveals that the Work is incomplete or Defective.
13.12.2 The Contractor shall immediately take such measures as are necessary to
remedy such deficiencies.
13.12.3 The Contractor shall pay for all costs incurred by the Owner resulting from reinspections.
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13.13 FINAL APPLICATION FOR PAYMENT:
13.13.1 After the Contractor has completed all such corrections to the satisfaction of the
Owner and delivered all maintenance and operating instructions, schedules, guarantees, bonds,
certificates of payment to all laborers, subcontractors and Suppliers, certificates of inspection,
marked-up record documents and other documents all as required by the Contract Documents,
and after the Owner has indicated that the Work is acceptable (subject to the provisions of
paragraph 13.16), the Contractor may make application for Final payment following the
procedure for progress payments.
13.13.2 The Application for Final Payment shall be accompanied by all certificates,
warranties, guaranties, releases, affidavits, and other documentation required by the Contract
Documents.
13.14 FINAL PAYMENT AND FINAL COMPLETION:
13.14.1 If on the basis of the Owner's observation of the Work during construction and
Final inspection, and the Owner's review of the Application for Final Payment and
accompanying documentation all as required by the Contract Documents, the Owner is satisfied
that the Work has been completed and the Contractor's other obligations under the Contract
Documents have been fulfilled, the Owner will process Application for Final Payment.
13.14.2 Otherwise, the Owner will return the Application for Final Payment to the
Contractor, indicating in writing the reasons for refusing to process Final payment, in which case
the Contractor shall make the necessary corrections and resubmit the Application for Final
Payment.
13.14.3 If, through no fault of the Contractor, Final Completion of the Work is
significantly delayed, the Owner shall, upon receipt of the Contractor's Final Application for
Payment, and without terminating the Contract, make payment of the balance due for that
portion of the Work fully completed and accepted. If the remaining balance to be held by the
Owner for Work not fully completed or corrected is less than the retainage provided for in
paragraph 13.8, and if Bonds have been furnished as required in paragraph 5.1, the written
consent of the Surety to the payment of the balance due for that portion of the Work fully
completed and accepted shall be submitted by the Contractor to the Owner with the application
for such payment.
13.14.4 Such payment shall be made under the terms and conditions governing Final
Payment, except that it shall not constitute a waiver of claims.
13.15 FINAL ACCEPTANCE:
13.15.1 Following receipt of the Contractor's Release with no exceptions, and
certification that laborers, subcontractors and material men have been paid, certification of
payment of payroll and revenue taxes, and Final payment to the Contractor, the Owner will
issue a letter of Final Acceptance, releasing the Contractor from further obligations under the
Contract, except as provided in paragraph 13.16.
13.16 CONTRACTOR'S CONTINUING OBLIGATION:
13.16.1 The Contractor's obligation to perform and complete the Work and pay all
laborers, subcontractors, and material men in accordance with the Contract Documents shall be
absolute.
13.16.2 Neither any progress or Final payment by the Owner, nor the issuance of a
certificate of Substantial Completion, nor any use or occupancy of the Work or any part thereof
by the Owner, nor any act of acceptance by the Owner nor any failure to do so, nor any review
and Approval of a Shop Drawing or sample submission, nor any correction of Defective Work by
the Owner will constitute an acceptance of Work not in accordance with the Contract
80
Documents or a release of the Contractor's obligation to perform the Work in accordance with
the Contract Documents.
13.17 WAIVER OF CLAIMS BY CONTRACTOR:
13.17.1 The making and acceptance of Final payment will constitute a waiver of all
claims by the Contractor against the Owner other than those previously made in writing and still
unsettled.
13.18 NO WAIVER OF LEGAL RIGHTS:
13.18.1 The Owner shall not be precluded or be estopped by any payment,
measurement, estimate, or certificate made either before or after the completion and
acceptance of the Work and payment therefor, from showing the true amount and character of
the Work performed and materials furnished by the Contractor, nor from showing that any
payment, measurement, estimate or certificate is untrue or is incorrectly made, or that the Work
or materials are Defective.
13.18.2 The Owner shall not be precluded or estopped, not with standing any such
measurement, estimate, or certificate and payment in accordance therewith, from recovering
from the Contractor or his Sureties, or both, such damages as it may sustain by reason of
Contractor’s failure to comply with requirements of the Contract Documents.
13.18.3 Neither the acceptance by the Owner, or any representative of the Owner, nor
any payment for or acceptance of the whole or any part of the Work, nor any extension of the
Contract Time, nor any possession taken by the Owner, shall operate as a waiver of any portion
of the Contract or of the power herein reserved, or of any right to damages.
13.18.4 A waiver by the Owner of any breach of the Contract shall not be held to be a
waiver of any other subsequent breach.
13.19 DEDUCTIONS:
13.19.1 The Owner may deduct from the amount of any payment made to the
Contractor any sums owed to the Owner by the Contractor including but not limited to:
13.19.1.1 Past due sales tax,
13.19.1.2 port and harbor fees,
13.19.1.3 property tax or rent.
13.19.2 Before making any such deductions, the Owner shall have provided Contractor
written notice of the amount claimed by the Owner to be due and owing from the Contractor.
14. ARTICLE 14 - SUSPENSION OF WORK, DEFAULT AND TERMINATION:
14.1 OWNER MAY SUSPEND WORK:
14.1.1 The Owner may, at any time suspend the Work or any portion thereof by notice
in writing to the Contractor. If the Work is suspended without cause the Contractor shall be
allowed an increase in the Contract Amount or an extension of the Contract Time, or both,
directly attributable to any suspension if the Contractor makes an approved claim therefore as
provided in Article 15.
14.1.2 However, no adjustment shall be made under this clause for any suspension,
delay, or interruption to the extent that suspension is due to the fault or negligence of the
Contractor, or that suspension is necessary for Contract compliance, or that performance would
have been so suspended, delayed, or interrupted by any other cause, including the fault or
negligence of the Contractor.
14.1.3 In case of suspension of Work, the Contractor shall be responsible for preventing
damage to or loss of any of the Work already performed and of all materials whether stored on
or off the site or approved remote storage sites.
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14.2
DEFAULT OF CONTRACTOR:
14.2.1 If the Contractor:
14.2.1.1 Fails to begin the Work under the Contract within the time specified in
the Contract Documents, or
14.2.1.2 Fails to perform the Work in accordance with the Contract Documents
(including, but not limited to, failure to supply sufficient skilled workmen or suitable materials or
equipment or failure to adhere to the progress schedule established under paragraph 6.6 as
revised from time to time), or
14.2.1.3 Performs the Work unsuitably or neglects or refuses to remove
materials or to correct Defective Work.
14.2.1.4 Discontinues the prosecution of the Work, or
14.2.1.5 Fails to resume Work which has been discontinued within a reasonable
time after notice to do so, or
14.2.1.6 Becomes insolvent or is declared bankrupt, or commits any act of
bankruptcy or insolvency except as prohibited by 11 U.S.C. 363, or
14.2.1.7 Allows any final judgment to stand against him unsatisfied for period of
60 days, or
14.2.1.8 Makes an assignment for the benefit of creditors without the consent of
the Owner, or
14.2.1.9 Disregards Regulatory Requirements of any public body having
jurisdiction, or
14.2.1.10 Otherwise violates in any substantial way any provisions of the
Contract Documents, or
14.2.1.11 For any cause whatsoever, fails to carry on the Work in an acceptable
manner, the Owner may give notice in writing to the Contractor and his Surety of such delay,
neglect, or default.
14.2.2 If the Contractor or Surety, within the time specified in the above Notice of
Default, shall not proceed in accordance therewith, then the Owner may, upon written
notification to the Contractor or Surety of the fact of such delay, neglect or default and the
Contractor's failure to comply with such notice, have full power and authority without violating
the Contract, to take the prosecution of the Work out of the hands of the Contractor.
14.2.3 The Owner may terminate the services of the Contractor, exclude the Contractor
from the site and take possession of the Work and of all the Contractor's tools, appliances,
construction equipment and machinery at the site and use the same to the full extent they could
be used by the Contractor (without liability to the Contractor for trespass or conversion),
incorporate in the Work all materials and equipment stored at the site or for which the Owner
has paid the Contractor but which are stored elsewhere, and finish the Work as the Owner may
deem expedient.
14.2.4 The Owner may enter into an agreement for the completion of said Contract
according to the terms and provisions thereof, or use such other methods that in the opinion of
the Owner are required for the completion of said Contract in an acceptable manner.
14.2.5 The Owner may, by written notice to the Contractor and his Surety or his
representative, transfer the employment of the Work from the Contractor to the Surety, or if the
Contractor abandons the Work undertaken under the Contract, the Owner may, at his option
with written notice to the Surety and without any written notice to the Contractor, transfer the
employment for said Work directly to the Surety.
14.2.6 The Surety shall submit its plan for completion of the Work, including any
contracts or agreements with third parties for such completion, to the Owner for Approval prior
to beginning completion of the Work. Approval of such Contracts shall be in accordance with all
applicable requirements and procedures for Approval of subcontracts as stated in the Contract
Documents.
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14.2.7 Upon receipt of the notice terminating the services of the Contractor, the Surety
shall enter upon the premises and take possession of all materials, tools, and appliances
thereon for the purpose of completing the Work included under the Contract and employ by
contract or otherwise any person or persons to finish the Work and provide the materials
therefore, without termination of the continuing full force and effect of this Contract.
14.2.8 In case of such transfer of employment to the Surety, the Surety shall be paid in
its own name on estimates covering Work subsequently performed under the terms of the
Contract and according to the terms thereof without any right of the Contractor to make any
claim for the same or any part thereof.
14.2.9 If the Contract is terminated for default, the Contractor and the Surety shall be
jointly and severally liable for damages for delay as provided by paragraph 11.8, and for the
excess cost of completion, and all costs and expenses incurred by the Owner in completing the
Work or arranging for completion of the Work, including but not limited to costs of assessing the
Work to be done, costs associated with advertising, soliciting or negotiating for bids or proposals
for completion, and other reprocurement costs.
14.2.10 Following termination the Contractor shall not be entitled to receive any further
balance of the amount to be paid under the Contract until the Work is fully finished and
accepted, at which time if the unpaid balance exceeds the amount due the Owner and any
amounts due to persons for whose benefit the Owner has withheld funds, such excess shall be
paid by the Owner to the Contractor.
14.2.11 If the damages, costs, and expenses due the Owner exceed the unpaid
balance, the Contractor and his Surety shall pay the difference.
14.2.12 If, after notice of termination of the Contractor's right to proceed under the
provisions of this clause, it is determined for any reason that the Contractor was not in default
under the provisions of this clause, or that the delay was excusable under the provisions of this
clause, or that termination was wrongful, the rights and obligations of the parties shall be
determined in accordance with the clause providing for convenience termination.
14.3
RIGHTS OR REMEDIES:
14.3.1 Where the Contractor's services have been so terminated by the Owner, the
termination will not affect any rights or remedies of the Owner against the Contractor then
existing or which may thereafter accrue.
14.3.2 Any retention or payment of moneys due the Contractor by the Owner will not
release the Contractor from liability.
14.4
CONVENIENCE TERMINATION:
14.4.1 The performance of the Work may be terminated by the Owner in accordance
with this section in whole or in part, whenever, for any reason the Owner shall determine that
such termination is in the best interest of the Owner.
14.4.2 Any such termination shall be effected by delivery to the Contractor of a Notice of
Termination, specifying termination is for the convenience of the Owner the extent to which
performance of Work is terminated, and the date upon which such termination becomes
effective.
14.4.3 Immediately upon receipt of a Notice of Termination and except as otherwise
directed by the Owner the Contractor shall:
14.4.3.1 Stop Work on the date and to the extent specified in the Notice of
Termination;
14.4.3.2 Place no further orders or subcontracts for materials, services, or
facilities except as may be necessary for completion of such portion of the Work as is not
terminated;
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14.4.3.3 Terminate all orders and subcontracts to the extent that they relate to
the performance of Work terminated by the Notice of Termination;
14.4.3.4 With the written Approval of the Owner, to the extent he may require,
settle all outstanding liabilities and all claims arising out of such termination of orders and
subcontracts, the cost of which would be reimbursable, in whole, or in part, in accordance with
the provisions of the Contract;
14.4.3.5 Submit to the Owner a list, certified as to quantity and quality, of any or
all items of termination inventory exclusive of items the disposition of which had been directed
or authorized by the Owner;
14.4.3.6 Transfer to the Owner the completed or partially completed record
Drawings, Shop Drawings, information, and other property which, if the Contract had been
completed, would be required to be furnished to the Owner;
14.4.3.7 Take such action as may be necessary, or as the Owner may direct, for
the protection and preservation of the property related to the Contract which is in the possession
of the Contractor and in which the Owner has or may acquire any interest.
14.4.4 The Contractor shall proceed immediately with the performance of the above
obligations.
14.4.5 When the Owner orders termination of the Work effective on a certain date, all
Work in place as of that date will be paid for in accordance with the Basis of Payment clause of
the Contract.
14.4.6 Materials required for completion and on hand but not incorporated in the Work
will be paid for at cost plus 15% with materials becoming the property of the Owner or the
Contractor may retain title to the materials and be paid an agreed upon lump sum.
14.4.7 Materials on order shall be canceled, and the Owner shall pay reasonable factory
cancellation charges with the option of taking delivery of the materials in lieu of payment of
cancellation charges.
14.4.8 The Contractor shall be paid 10% of the cost, freight not included, of materials
canceled, and direct expenses only for Contractor chartered freight transport which cannot be
canceled without charges, to the extent that the Contractor can establish them.
14.4.9 The extra costs due to cancellation of Bonds and insurance and that part of job
start-up and phase-out costs not amortized by the amount of Work accomplished shall be paid
by the Owner.
14.4.10 Charges for loss of profit or consequential damages shall not be recoverable
except as provided above.
14.4.11 The termination claim shall be submitted promptly, but in no event later than 90
days from the effective date of termination, unless one or more extensions in writing are granted
by the Owner upon request of the Contractor made in writing within the 90 day period.
14.4.12 Upon failure of the Contractor to submit his termination claim within the time
allowed, the Owner may determine, on the basis of information available to him, the amount, if
any, due to the Contractor by reason of the termination and shall thereupon pay to the
Contractor so determined.
14.4.13 The Contractor and the Owner may agree upon whole or any part of the amount
or amounts to be paid to the Contractor by reason of the total or partial termination of the Work
pursuant to paragraph 14.4.
14.4.14 The Contract shall be amended accordingly, and the Contractor shall be paid
the agreed amount. In the event of the failure of the Contractor and the Owner to agree in
whole or in part, as provided heretofore, as to the amounts with respect to costs to be paid to
the Contractor in connection with the termination of the Work the Owner shall determine, on the
basis of information available to him, the amount, if any, due to the Contractor by reason of the
termination and shall pay to the Contractor the amount determined as follows:
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14.4.14.1 All costs and expenses reimbursable in accordance with the Contract
not previously paid to the Contractor for the performance of the Work prior to the effective date
of the Notice of Termination;
14.4.14.2 So far as not included above, the cost of settling and paying claims
arising out of the termination of the Work under subcontracts or orders which are properly
chargeable to the terminated portions of the Contract;
14.4.14.3 The reasonable costs of settlement with respect to the terminated
portion of the Contract heretofore, to the extent that these costs have not been covered under
the payment provisions of the Contract.
14.4.15 The Contractor shall have the right of appeal under the Owner's claim
procedures, as defined in Article 15, for any determination made by the Owner, except if the
Contractor has failed to submit his claim within the time provided and has failed to request an
extension of such time, Contractor shall have no such right of appeal. In arriving at the amount
due the Contractor under this section, there shall be deducted:
14.4.15.1 All previous payments made to the Contractor for the performance of
Work under the Contract prior to termination;
14.4.15.2 Any claim for which the Owner may have against the Contractor;
14.4.15.3 The agreed price for, or the proceeds of sale of, any materials,
supplies, or other things acquired by the Contractor or sold pursuant to the provisions of this
section and not otherwise recovered by or credited to the Owner; and,
14.4.15.4 All progress payments made to the Contractor under the provisions of
this section.
14.4.16 Where the Work has been terminated by the Owner said termination shall not
affect or terminate any of the rights of the Owner against the Contractor or his Surety then
existing or which may thereafter accrue because of a default.
14.4.17 Any retention or payment of monies by the Owner due to the Contractor under
the terms of the Contract shall not release the Contractor or his Surety from liability.
14.4.18 Unless otherwise provided for in the Contract Documents, or by applicable
statute, the Contractor, from the effective date of termination and for a period of three years
after final settlement under this Contract, shall preserve and make available to the Owner at all
reasonable times at the office of the Contractor, all its books, records, documents, and other
evidence bearing on the cost and expenses of the Contractor under this Contract and relating to
the Work terminated hereunder.
15. ARTICLE 15 - CLAIMS AND DISPUTES:
15.1
NOTIFICATION:
15.1.1 In addition to the notice requirements set out elsewhere in this Contract, if the
Contractor becomes aware of any act or occurrence which may form the basis of a claim by the
Contractor for additional compensation or an extension of time for performance, or if any dispute
arises regarding a question of fact or interpretation of the Contract, the Contractor shall
immediately inform the Project Manager.
15.1.2 If the matter cannot be resolved by agreement within 7 days, the Contractor
shall, within the next 14 days, submit an Intent to Claim in writing to the Project Manager.
15.1.3 The Claim, if not resolved, shall be presented to the Project Manager, in writing,
within 60 days following receipt of the Intent to Claim.
15.1.4 Receipt of the Claim will be acknowledged in writing by the Project Manager.
15.1.5 The Contractor agrees that unless these written notices are provided, the
Contractor will have no entitlement to additional time or compensation for such act, event or
condition.
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15.1.6 The Contractor shall in any case continue diligent performance of the Contract.
15.2
PRESENTING CLAIM:
15.2.1 The Claim shall be submitted in accordance with ARRC Procurement Rule
1800.12 and shall specifically include the following:
15.2.1.1 The act, event or condition giving rise to the claim.
15.2.1.2 The Contract provisions which apply to the claim and under which relief
is provided.
15.2.1.3 The item or items of Contract Work affected and how they are affected.
15.2.1.4 The specific relief requested, including additional Contract Time if
applicable, and the basis upon which it was calculated.
15.3
CLAIM VALIDITY, ADDITIONAL INFORMATION, & PROJECT MANAGER'S
ACTIONS:
15.3.1 The Claim, in order to be valid, must not only show that the Contractor suffered
damages or delay but that those conditions were actually a result of the act, event or condition
complained of and that the Contract provides entitlement to relief to the Contractor for such act,
event, or condition.
15.3.2 The Project Manager reserves the right to make written request to the Contractor
at any time for additional information which the Contractor may possess relative to the Claim.
15.3.3 The Contractor agrees to provide the Project Manager such additional
information within 30 days of receipt of such a request. Failure to furnish such additional
information may be regarded as a waiver of the Claim.
15.3.4 The Claim, if not resolved by agreement within 60 days of its receipt, will
automatically be forwarded to the Owner for formal written decision.
15.4
OWNER'S DECISION:
15.4.1 The Contractor will be furnished the Owner’s Decision within the next 90 days,
unless additional information is requested by the Owner.
15.4.2 The Owner’s Decision is final and conclusive unless fraudulent as to the Claim.
15.5
NOTICE OF APPEAL:
15.5.1 Within 14 days of receipt of the Owner’s Decision, the Contractor may deliver a
Notice of Appeal to the Owner in accordance with ARRC Procurement Rule 1800.13 and
request a hearing.
15.5.2 The Notice of Appeal shall include specific exceptions to the Owner’s Decision,
including specific provisions of the Contract, which the Contractor intends to rely upon in the
appeal.
15.5.3 General assertions that the Owner’s Decision is contrary to law or to fact are not
sufficient.
15.6
OWNER'S DECISION ON APPEAL:
15.6.1 The decision of the Owner on appeal will be rendered within 90 days after the
conclusion of a hearing conducted under ARRC Procurement Rule 1800.15 or the date of
receipt of the Notice of Appeal, whichever is later.
15.6.2 The time limits given above may be extended by mutual consent.
15.6.3 The decision of the Owner on appeal shall be final and conclusive unless the
Contractor appeals to the superior court in accordance with ARRC Procurement Rule 1800.18.
16. ARTICLE 16 - MISCELLANEOUS:
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16.1
GOVERNING LAW:
16.1.1 This Contract shall be governed by the laws of the State of Alaska and the
provisions of ARRC’s Procurement Rules.
16.2
CONTRACT CLAUSES:
16.2.1 If any contract clause is declared null and void, then all other clauses shall
remain in force.
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APPENDIX F
SUPPLEMENTAL CONDITIONS
SC – 01
Escrow Bid Documentation:
1.
The purpose of this specification is to preserve the bid documents of the
successful bidder (Contractor) for use by the parties in any claims or litigation
between ARRC and Contractor arising out of this contract. The Contractor shall
submit a legible copy of bid documentation used to prepare its bid for this contract
to ARRC. Such documentation shall be placed in escrow with a document
storage facility designated by ARRC and preserved by that facility as specified in
the following sections of this specification. The Contractor is encouraged to
submit the bid documentation in the Contractor’s standard format. It is not the
intention of this specification to cause extra work during the preparation of the
Contractor’s bid, but to ensure that the documentation will be adequate to enable
complete understanding and proper interpretation for the intended use.
2.
Bid Documentation: The term “bid documentation” as used in this specification
means all writings, working papers, computer print outs, charts and all other data
compilations which contain or reflect information, data, and calculations used by
the Contractor to determine each bid item of the bid in bidding for this project. The
term “bid documentation” includes, but is not limited to, Contractor equipment
rates, Contractor overhead rates, labor rates, construction schedules upon which
the bid is based, efficiency or productivity factors, arithmetic extensions, and
quotations from subcontractors and material suppliers, and assumptions to the
extent that such rates, quotations, and assumptions were used by the Contractor
in formulating and determining the amount of the bid. The term “bid
documentation” also includes any manuals, which are standard to the industry,
used by the Contractor in determining the bid for this project. Such manuals may
be included in the bid documentation by reference. Such reference shall include
the name and date of the Publication and the Publisher. The term does not
include bid documents provided by ARRC for use by the Contractor in bidding this
project.
The Contractor shall obtain and furnish in the submission the same level of bid
documentation for each subcontractor with a subcontract exceeding $200,000.00
regardless of tier. Subcontractor bid documentation shall be submitted in a sealed
container as part of the Contractor submission. The subcontractor shall prepare
the affidavit as described below.
3.
Submittal of Bid Documentation: The Contractor shall submit the bid
documentation in a sealed container to the ARRC designated document
depository for safekeeping no later than five (5) calendar days following
notification of intent to award the Contract by ARRC. The container shall be
clearly marked “Bid Documentation” and shall also show on the face of the
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container the Contractor’s name and address, the date of submission, the Project
Name and Project Number. ARRC will not award the contract until the Bid
Documentation has been so deposited.
4.
5.
Affidavit: In addition to the bid documentation, an affidavit, signed under oath by
an individual authorized by the Contractor to execute bidding proposals shall be
submitted directly to the Contracting Officer. The affidavit shall attest the
following:
a)
The affiant has personally examined the bid documentation and
that it includes all documents used to prepare the bid for this project;
b)
The sealed container contains all bid documentation submitted;
c)
The sealed container contains all of the bid documentation used
to determine the bid and no other bid documentation shall be utilized by the
Contractor in litigation brought by Contractor arising out of this contract; and
d)
Should a dispute arise, the Contractor’s rights to use bid
preparation documentation other than those in escrow are waived.
Duration and Use: The bid documentation shall remain in escrow, without access
by either party, until one of the following occurs:
a)
There is a dispute related to a Change Order. With a neutral
observer present, both parties will have joint access to review and copy the bid
documentation.
b)
The Contractor files a written claim or initiates Contract-related
litigation against ARRC. With a neutral observer present, both parties will have
joint access to review and copy the bid documentation.
c)
The Contractor completes the Contract and provides ARRC with
a complete and final release of any claims with no exceptions listed. Such
action is sufficient grounds for Contractor to obtain the release and custody of
the escrowed bid documentation.
6.
Refusal or Failure to Provide Bid Documentation: Failure or refusal to provide bid
documentation renders the Contractor’s bid non-responsive. Failure or refusal to
provide subcontractor bid documentation will result in subcontract disapproval.
These remedies are not exclusive and ARRC may take such other action as is
available to it under the law.
7.
Confidentiality and Bid Documentation: The bid documentation in escrow is, and
will remain, the property of the Contractor and subcontractors. Except as
otherwise provided herein, the escrow materials cannot be released without
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Contractor approval. The escrowed materials will be returned to Contractor once
any litigation is concluded, outstanding claims are resolved, and the final release
has been delivered to ARRC.
8.
Cost and Escrow Instructions: The cost of escrow will be borne by ARRC. ARRC
will provide escrow instructions to the depository consistent with this specification.
9.
Payment: All costs of complying with this specification shall be included in the
overall Contract bid price.
SC – 02
Project Authority:
The Matanuska-Susitna Borough (MSB) and the Alaska Rail Road Corporation
(ARRC) have signed a Memorandum of Agreement to participate in a joint
partnership to develop the Port MacKenzie Rail Extension (PMRE) and Bi-Modal
Bulk Facility (BMBF) projects. The MSB has authorized the ARRC to provide
project management for the environmental permitting, design and construction.
This Contract is being administered by ARRC and the ARRC will have the full
authority of the MSB. Occurrence of “Owner” and “Owner’s Representative” in
the contract documents shall refer to the ARRC, as further defined in SC – 24
ARRC General Construction Requirements.
SC – 03
Project Phasing & Other Contracts:
The Contractor shall cooperate with the adjacent Segment 4 contractor.
Segment 4 is expected to be completed by October 31, 2015.
SC – 04
Notice to Proceed (NTP):
A Limited NTP may be issued allowing the Contractor to begin Mobilization.
Construction surveying, installation of erosion and pollution control measures
may be allowed during the Limited NTP period at the discretion of the Owner’s
Representative. Full NTP is anticipated to be issued on or about April 6th, 2015;
dependent on the Contractor satisfactorily submitting items required by the
Contract Documents and the obtaining of the necessary permits by the Owner.
SC – 05
1.
Time for Completion:
The work which the Contractor is required to perform under this Contract shall
commence within ten (10) calendar days from the date stipulated by the Owner in
the Notice-to-Proceed to the Contractor.
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2.
Substantial Completion of all work shall be before October 1, 2015. Final
completion of all work shall be on or before November 1, 2015.
SC – 06
Liquidated Damages:
Liquidated damages will be assessed in the amount of $2,000.00 per day for
each calendar day of delay beyond the dates of Substantial Completion as stated
in SC-05 Time for Completion or any extension thereof which may be granted
pursuant to the General Conditions.
SC – 07
Minimum Work to be Performed by Contractor:
The Contractor shall perform, with their own organization, not less than 60% of
the original contract base amount.
SC – 08
1.
2.
Construction Schedule:
The following dates have been established by the Owner for the Contractor’s use
of the project site in phasing construction activities. The Contractor’s schedule
shall incorporate and comply with the windows established by the given dates.
a)
Date of
Notice to Proceed through Final Completion: Except for restrictions indicated
herein, the Contractor has the full use of the project limits as indicated in the
construction drawings: Starting on the date of the NTP and ending at the
contract completion date or as modified in accordance with this contract.
Owner operations and vehicular access must be maintained as outlined in
these specifications.
b)
All schedule
submittals made by the Contractor shall be submitted on CD and hard copies
shall be submitted in a color plot on three (3) each 24”X36” and six (6)
11”X17” half sheets. Minimum font size shall be 11 point.
Delete General Condition Section 6.5.1. and 6.5.5. and replace General
Condition Section 6.5.1. with: “ 6.5.1. The construction of the project shall be
planned and recorded with a Critical Path Method (CPM) schedule. The
schedule shall be used for coordination and monitoring of all work under the
contact including all activity of subcontractors, manufacturers, supplies, utility
companies and review activity of the Owner. The Contractor shall submit for
Owner’s approval, a detailed initial CPM schedule a minimum of five (5) days
prior to the preconstruction conference. The schedule shall meet the
requirements set forth below. The construction time for the entire project shall
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not exceed the specified Contract Time. Following the Owner’s review, if
revisions to the proposed CPM schedule are required, the Contractor shall have
three (3) days to make requested revisions. The CPM schedule must be
finalized within ten (10) days after the Notice to Proceed.”
3.
CPM Schedule Submission:
a)
The CPM schedule shall include each major task/bid item as a
summary and include underlying station limits where applicable.
b)
The CPM schedule shall include any anticipated work stoppages
(e.g. holidays that will be observed).
c)
The CPM schedule shall be resource loaded for prime and
subcontractor task/bid items.
d)
The CPM schedule shall include a narrative that explains the basis
for the Contractor’s determination of construction logic and estimated duration
and man-hours. It shall include estimated quantities and production rates,
hours per shift, work days per week, weather allowances, planned holidays,
winter shutdown periods, and types, number, and capacities of major
construction equipment to be used. The narrative shall address the
Contractor’s plan for obtaining and handling the Selected Material, Type A
necessary to meet the requirements of Technical Specifications.
e)
The Owner reserves the right to rely on the accuracy of completed,
current, and future activities depicted in the CPM Schedule.
f)
After all contract work items are complete, the Contractor shall
submit along with the final application for payment, a “record” CPM Schedule
showing actual start and finish dates for all work items.
g)
Under General Conditions Section 6.5.6 change to read: “No Work
shall be pursued at the site without an Owner approved CPM Schedule. The
Contractor shall create a baseline schedule of the Accepted Finalized
Schedule.”
SC- 09
1.
Determination of Delay Impacts:
If the latest completion time for any significant work item does not
fall within the time allowed by the Contract Schedule, the sequence of work
and/or duration shall be revised by the Contractor through concurrent operations,
additional manpower, additional shifts, or overtime, additional equipment or
alternative construction method until the schedule produced indicates that all
significant contract completion, occupancy dates, and milestones shall be met.
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No additional costs will be allowed if such expediting measures are necessary to
meet the agreed completion date or dates, except as provided elsewhere in the
Contract Documents.
2.
The Contractor represents that allowances have been made for all
delays and hindrances incidental to the Work, including delays in securing
materials or workmen, except for excusable delays.
3.
Whenever the Contractor foresees any delay in the prosecution of
the Work or immediately upon the occurrence of any delay which the Contractor
regards as a Compensable or Excusable Delay the Contractor shall:
a)
Give notice to the Owner’s Representative, in writing within
two (2) days, of the event causing the delay.
b)
Take immediate actions, short of acceleration, to prevent the
occurrence or continuance of the delay, or to mitigate the impact of the delay.
c)
Submit a written proposal to the Owner’s Representative
within three (3) days after giving notice of the delay proposing the amount of
adjustment in Contract Price or Contract Time with adequate documentation
to support the proposal.
4.
After the Owner’s Representative is given written notice of delay,
the Owner’s Representative shall determine the length of the delay and the
extent to which the prosecution and completion of the work are being delayed.
5.
The Owner’s Representative will determine whether the delay is to
be considered a compensable, excusable, or non-excusable delay and shall give
notice to the Contractor of its determination, or of any additional information
required to make a determination.
6.
If the delay is a non-excusable delay, the Contractor shall be
responsible for overcoming the delay and complying with the contract time. If the
delay is a compensable or excusable delay, and the Contractor has given proper
notice, the contract time will extended by the amount of the delay’s impact on the
critical path. If the delay is a compensable delay, the contract price will be
adjusted in accordance with the procedures applicable to a Change Order.
Regardless of whether the delay is excusable, non-excusable, or compensable,
the Contractor shall continue performing any portion of the work that is
unaffected by circumstances causing or contributing to the delay.
7.
The Contractor shall make no claim for additional time or
compensation for any delay unless the written notice required by SC 9.3.a), is
provided to the Owner’s Representative.
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8.
The Owner may withhold the granting of any time adjustment until
the impact on the contract time can be determined.
9.
In no event shall the Owner be liable to the Contractor for claims of
additional compensation or damages arising out of, or resulting from, delays
caused by or within the control of the Contractor or delays beyond the control of
both the Owner and the Contractor.
10.
If there are concurrent delays, one or more of which is an
excusable delay and one or more of which is a non-excusable delay, the delay
shall be deemed excusable. If one is compensable and the other is noncompensable, the delay will be non-compensable.
11.
In no event shall a time adjustment be granted for weather
conditions of normal intensity for the locality where work is performed. Time
adjustments for weather delays will only be allowed for unusually severe
weather.
12.
Prosecution of the Work: The Contractor shall prosecute the work
regularly, diligently, and uninterruptedly at such rate of progress as will insure full
completion of the work within the Contract time.
13.
Definitions:
a)
Compensable Delay: A delay entitling the Contractor to a
compensation adjustment if the delay causes an increase in cost and/or a
time adjustment, provided that the notice provisions of the contract
documents are satisfied. A delay shall be Compensable Delay if it results
solely from a change order, a differing site condition, or a breach of obligation
by the Owner.
b)
Compensation Adjustment: An equitable adjustment in accordance
with the contract documents that may either increase or decrease the contract
price.
c)
Excusable Delay: A delay entitling the Contractor to a time
adjustment but not to a compensation adjustment. A delay shall be an
excusable delay if it results from unforeseeable causes beyond the control
and without the fault or negligence of the Contractor, or subcontractor(s)
including, but not restricted to, acts of God, acts of a public enemy, acts of
another contractor in the performance of a contract with the Owner, fires,
epidemics, quarantine restrictions, industry-wide strikes, freight embargos, or
unusually severe weather.
d)
Non-excusable Delay: Any delay that is neither compensable nor
excusable.
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14.
Unusually Severe Weather:
a)
An unusual weather phenomenon shall be determined by
comparing the weather for one calendar month of the Contract Time involved
with the average of the preceding ten (10) year climatic range during the
same time interval based on National Weather Service statistics for the
locality where the Work is performed. The Contractor shall supply such
comparison at its sole cost and expense.
b)
The Contractor will be allowed an extension of time only for
activities delayed for an entire day and the activity is on the critical path
defined by the most current approved CPM update.
c)
During periods when weather or other conditions are
unfavorable for construction, the Contractor shall pursue only such potions of
the work that will not be damaged by the weather conditions and can be
constructed in accordance with the Contract Documents.
SC – 10
1.
Equipment:
Determination of Time and Material Rates:
a)
Within fourteen (14) days of Award of Contract, the Contractor
and Owner’s Representative will meet and determine a schedule of rates for
labor and equipment to be used by the Contractor for potential Change Order
work accomplished on a Time and Materials basis. The resulting schedule of
rates will be approved by the Owner and the Contractor.
b)
For Time and Materials work, the Owner will not pay premium
time for overtime work or holiday work unless it is authorized in advance in
writing by the Owner. The Contractor shall provide certified payroll records
for all labor included in requests for a Time and Materials payment.
2. Provision of equipment: The Contractor shall:
a) Provide compaction equipment appropriate for the material types to obtain the
densities specified in the Contract Documents.
b) Operate and maintain compaction equipment in accordance with the
manufacturer’s instructions and recommendations. If inadequate densities
are obtained at the optimum moisture content of the material, provide larger
and/or different type equipment at no cost to the Owner.
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c) Provide equipment for applying water of a type and quality adequate for the
work, free of leaks and equipped with a distributor bar or other approved
device to ensure uniform application.
d) Provide equipment for mixing and drying of material, such as motor graders,
discs, or other equipment.
e) All equipment shall be cleaned prior to entering the project limits to mitigate
the spread of nonnative invasive plants.
f) Ensure that equipment brought onto the project is kept in good working order.
g) Remove from within the project limits any item of equipment that is not
operational for maintenance reasons or lack of an operator for a period of
seven (7) continuous days. The contractor may apply, with justification, to the
Owner’s Representative for exception to this specification.
SC – 11
Winter Shutdown:
The Contractor shall submit a comprehensive winter shutdown plan to the owner
30 days prior to shutdown. This plan will address issues related to over-wintering
equipment, erosion and pollution control, security, names of contacts, and any
other information requested by the Owner. The Contractor shall make all
necessary changes to the plan requested by the Owner’s Representative and will
be responsible for complete implementation of the shut down plan.
SC – 12
Progress Meetings and Reports.
1.
There shall be a weekly progress meeting, date and time to be
determined, at the Owner’s Job Office location. Attendance at this meeting by
Contractor supervisory personnel is mandatory. Other contractor or subcontractor personnel may be invited to discuss specific issues.
2.
The CPM schedule shall be up-dated bi-weekly (every two weeks)
at this meeting. The updated CPM shall be submitted to the Owner’s
Representative by noon on the preceding Monday to allow review.
3.
The required weekly work plan submission in General Conditions
Section 6.7.3 shall cover the current week and the following two (2) weeks, three
(3) weeks total.
4.
The required weekly work plan submission shall include all active
sub-contract work.
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5.
The Contractor shall give the Owner 7 days notice prior to any
changes in the Contractor’s shifts, hours or days of operation.
6.
The Contractor shall provide 24 hours notice to the Owner’s
Representative to schedule required Quality Assurance testing.
7.
The Contractor shall submit a daily report through Oracle
Primavera Contract Management Version 14 to the Owner’s Representative at
the end of each workday. This report shall cover:
a)
Description of project tasks accomplished that day including work of
each subcontractor by station and type of work accomplished. Include Pay
Item Number for the work performed.
b)
Materials installed.
c)
List of major equipment utilized and hours worked
d)
Estimate of quantities of materials excavated and material hauled.
(Provide copy of load counts)
e)
Personnel who worked on the project and hours worked.
f)
Any major equipment repairs started or underway. Status of repair
and/or removal from Project.
g)
Weather to include amount of precipitation.
h)
SWPPP related activity, inspection, documentation and/or
reporting.
i)
Details of problems encountered.
j)
Next day’s planned activities.
SC – 13
1.
Progress Payments:
The Contractor shall submit monthly pay applications on the forms
provided by the Owner. A digital copy in Microsoft Excel format shall accompany
the hardcopy application.
2.
Monthly pay applications shall be accompanied by:
a)
Monthly record drawings updates.
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b)
c)
Required copies of certified payroll.
Updated CPM schedule that shall include the original baseline and
progress and accompanied with explanations of any indicated delays. Such
updates are required by General Condition Section 6.5 and related
supplementary conditions.
3.
Pay applications shall not be processed until the above documents
are provided to the Owner’s Representative.
4.
The submitted bid schedule of unit values will serve as the
schedule of values for this project. Monthly pay applications will reflect the
schedule of values.
SC – 14
As-Built (Record) Drawings:
1.
Throughout the project, as changes occur to the design shown in the plans and
as new pay items are added to the contract and original items are deleted, the
Contractor shall revise and update the designated set of plans marked up as-built
drawings in the field office on a timely basis. One full-size set of plans is to be
set aside in the Contractor’s field office for recording all of the as-built changes
made to the project during construction.
2.
The contractor personnel associated with the change should enter all corrections,
revisions, or additions to the work on the as-built drawings. New drawings or
sketches should be added to the set as appropriate. The contractor personnel
shall also date and initial each change or addition to the as-built. All changes or
additions to the as-built drawings should be made in the color red.
3.
Certain information on the drawings does not need to be updated, particularly
information of no significance to the finished project like temporary construction
features, staged construction schedules, or temporary traffic control measures.
4.
Update the following information on the as-built drawings: changes in horizontal
or vertical alignment; changes in typical sections or new typical sections; new or
revised utility locations; changes to electrical wiring diagrams and installations;
changes to automated traffic recorders; as-built location and dimensions of all
structures; changes in survey control or right of way/property monuments;
changes in drainage features; as-built data on materials sources including areas
developed and waste areas (if included in the drawings); as-built location and
dimensions of piles, foundation elevations and subsurface structural details;
revisions/substitutions of materials or equipment; estimated quantities should be
revised to final quantities; all change document work. In short, any change made
during construction to a permanent feature of the project, should be correctly
shown on the final as-built drawings.
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SC – 15
Permit Requirements:
1.
Copies of the Owner obtained permits are available at
www.alaskarailroad.com/corporate/Contracting/Solicitations.
2.
The Contractor shall fully comply with all laws, regulations and permits issued by
agencies or the United States and the Owner when working in, over or adjacent
to wetlands, tidelands, anadromous fish streams, eagle nests, navigable waters,
or coastal waters.
3.
The Contractor shall ensure that all work in, over or adjacent to navigable water
is conducted so that free navigation of the waterways is not obstructed and that
existing navigable depths are not impaired, except as allowed by the U.S. Coast
Guard and the U.S. Army Corps of Engineers.
4.
All work performed by the Contractor must conform to the various permit
conditions and stipulations contained therein. The Contractor is responsible for
permits that are required to complete the project that are not acquired by the
Owner.
5.
All work performed by the Contractor must comply to the conditions and
stipulations in the attached APPENDIX K MITIGATION MEASURES
6.
The Contractor must comply to the conditions and stipulation in the attached
APPENDIX L BEAR INTERACTION PLAN
7.
Contractor shall provide the Owner with a copy of all Contractor obtained permits
prior to performing the work associated with the permit.
SC – 16
Archeological Sites:
The Contractors project supervisors (Project Manager and Superintendents) will be
required to attend a class on identifying archeological sites. The class is expected to
take 8 hours. No earth disturbing work including clearing and grubbing may begin prior
to the Contractor’s project supervisors taking the class. Scheduling of the class will be
through the Owner’s Representative.
SC – 17
1.
Additional Information:
A Final Environmental Impact Statement has been issued for the project. The
STB issued its Record of Decision on November 21, 2011.
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2.
A Department of the Army Section 404 Permit (POA-2007-1586, Knik Arm) has
been issued for the project.
SC – 18
Construction Critical Areas:
1.
As part of the environmental requirements for this project, the existing drainage
systems shall be protected during construction. Drainage system protection
encompasses the protection of all existing watersheds, springs, wetlands, and
watercourses (e.g., streams). Wherever possible, a minimum of sixty six (66)
feet of undisturbed natural vegetation and stabilized banks will be retained
adjacent to watercourses and wetlands as a buffer and sediment filter for runoff
from adjacent disturbed areas. Buffers will be identified and flagged adjacent to
streams, drainages, and wetlands prior to any clearing or restoration activities.
2.
The existing drainage of watersheds, springs, wetlands and watercourses (e.g.,
streams) shall be maintained at all times. This is to include locations where
drainage structures (i.e. culverts, bridges) are to be constructed as shown on the
plans.
3.
To the extent practicable, staging areas and temporary construction roads will be
located in upland areas and must be approved by the Owner’s Representative. If
the Contractor believes it is necessary to place temporary fill in wetlands and/or
cross streams a detailed comprehensive plan is required to be submitted to the
Owner’s Representative and approval granted by the Owner prior to beginning
the work. The Contractor shall be responsible for obtaining required permits for
temporary construction roads or staging areas. The following requirements must
be met at a minimum:
a.
The plan shall include a typical section showing fills being placed
on geotextile mats or other suitable materials of sufficient thickness to
facilitate the removal of the fill and the materials when they are no longer
needed for construction.
b.
No natural earthen material will be removed from under the
geotextile mat when the temporary fill has been removed.
c.
Contractor shall stabilize the wetlands against erosion once
construction equipment and protective mats have been removed by reseeding
and revegetating the disturbed areas as necessary. (Type and amount of
seed need will be determined by the Owner’s Representative)
d.
The Contractor shall be required to prepare and follow a Storm
Water Pollution Prevention Plan to minimize impacts to nearby wetlands.
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e.
The Contractor’s belief of the necessity of such fill in wetlands
and/or the submission of a plan as outlined above does not grant or
guarantee the Contractor’s request.
4.
When constructing culverts and bridges in designated wetland areas the
Contractor shall be required to provide a detailed, comprehensive plan to be
submitted to the Owner’s Representative and approval granted by the Owner.
The plan is to thoroughly describe the work and all work must meet the
requirements of the Owner obtained permits and all Local, State and Federal
Laws and Regulatory requirements.
5.
Impacts to wetlands resulting from construction activities, temporary staging or
access areas shall be the responsibility of the Contractor to restore following
construction.
6.
The Contractor shall work within the area permitted under the Section 404
Permit. Permit modifications or additional areas of impact resulting from work
conducted outside of the permitted area shall be the responsibility of the
Contractor. No Work will be allowed outside the Grading Limits.
7.
All staging, fueling, and equipment-servicing operations will be located at least
100 feet away from all streams and wetlands.
8.
All earth working equipment shall be thoroughly cleaned prior entering the project
limits to mitigate and control the spread of nonnative invasive plants.
9.
Spill response equipment will be readily available and construction personnel
should be trained in spill response to contain accidental leaks of oil or fuel from
construction equipment.
SC – 19
1.
Trail Crossing Construction Requirements:
Prior to work within 100 feet of a trail crossing a detailed, comprehensive Traffic
Control Plan is required to be submitted to the Owner’s Representative and
approval granted by the Owner prior to work beginning. The plan must include
the following as a minimum:
a. A site-specific traffic control plan for approval. The public must be allowed to
safely cross the site at trail crossing locations during construction.
b. Any closures that will be required during construction including the duration
and number of closures.
c. Notices to:
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i.
ii.
iii.
Local Media (newspaper, radio, television)
MSB Trail Planner
Owner
d. Detailed schedule showing duration and describing the work to be performed.
2.
Allow one week for the Owner to review the submitted plan. Allow one week for
each subsequent review after corrections.
SC – 20
Navigable Water Crossing Construction Requirements:
1. Prior to work within 100 feet of any navigable water, a detailed, comprehensive
Traffic Control Plan is required to be submitted to the Owner’s Representative and
approval granted by the Owner prior to work beginning. The plan must include the
following as a minimum:
a. A site-specific traffic control plan for approval. The public must be allowed to
safely cross the site at the crossing locations during construction.
b. Any closures that will be required during construction including the duration
and number of closures.
c. Notices to:
i.
ii.
iii.
Local Media (newspaper, radio, television)
MSB Trail Planner
Owner
d. Detailed schedule showing duration and describing the work to be performed.
2.
Allow three weeks for the Owner to review the submitted plan. Allow one week
for each subsequent review after corrections.
SC – 21
Additional Construction Requirements:
1.
Staking shall be done at the planned outside limits of disturbance prior to
construction to ensure that impacts are limited to that area. No disturbance will
be allowed outside the Grading Limits.
2.
No grubbing shall be done outside of the cut or fill footprint.
3.
All Survey notes shall be provided to the Owner.
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4.
Susitna Parkway, West Papoose Twins Road, Horseshoe Lake Road:
a. All trucks must have an escort.
b. Maximum Speed Limit for Contractor’s trucks is 15 mph.
c. Use of these roads as a haul road will not be allowed without permitting by
the Matanuska-Susitna Borough.
SC – 22
Boulders/Erratics:
Even though boulders were not encountered by borings, the Contractor should
plan on encountering boulders in excavations along the alignment because of the
glacial origin of the soils.
SC – 23
Traffic Control:
A traffic control plan shall be required whenever the Contractor, subcontractor or
vendor has equipment entering or exiting a public roadway or crossing an
identified trail crossing. Traffic control plans shall meet the requirements set forth
in Section 643 of the Alaska Department of Transportation and Public Facilities
Standard Specifications for Highway Construction, 2004 edition.
SC – 24
1.
ARRC General Construction Requirements:
Definitions of Terms:
Contracting Officer: The person authorized to enter into and administer the
Contract on behalf of the Owner. He has authority to make findings,
determinations and decisions with respect to the Contract and, when necessary,
to modify or terminate the Contract.
Railroad’s Chief of Engineering Services – The person employed by the ARRC
as head of its Engineering Services Department.
Railroad’s Director of Project Management – The person employed by the ARRC
as head of the Project Management Department (also referred to as Project
Management).
Owner’s Representative – The person authorized to act for the Director of Project
Management and ARRC on site during field operations.
Environmental Site Officer – The person authorized to act for the Director of
Project Management and ARRC on site during field operations for Construction
General Permit compliance and Owner and Contractor obtained permit
104
compliance.
Railroad or ARRC – The Alaska Railroad Corporation, Post Office Box 107500,
Anchorage, Alaska 99510-7500.
Owner – Railroad, ARRC or its authorized representative(s).
AREMA – American Railway Engineering and Maintenance-of-Way Association.
2.
General Requirements:
a) All construction, reconstruction, operation and maintenance on Railroad
property shall be performed in compliance with these specifications. For the
purposes of this contract, the project limits within the existing or new ROWs
shall be considered Railroad property.
b) Personal Protective Equipment (PPE) All contractor employees working on
ARRC property in a field environment are required to wear ANSI Z81.1
approved safety glasses with side shield, hard hats and above the ankle, lace
up boots with a defined heel that meet ASTM F2413-05 standards. Reflective
vests are required to worn by any employees working outside the confines of
an equipment cab or job office as specified by the Owner’s Representative. If
reflective vests are required they must meet or exceed ANSI/ISEA 107-2004,
Class 2 and Level 2 standards or Class 3 and Level 3 standards if working
along a highway. During inclement weather, proper clothing to protect
against frostbite, etc. will be worn. Particular attention to footing and the use
of proper footwear is essential when working in snow or other slippery
conditions. Hearing protection, fall-arrest or fall-protection and respirators will
be worn as required by state and federal regulations.
c) Whenever in the opinion of the Owner’s Representative, the construction may
cause a hazard to the safe operation of the Railroad, he may place at the site
of the work the required number of qualified employees to protect the
Railroad’s operations. All ARRC cost and expense for providing such
additional employees shall be collected from the Contractor.
d) Bridge Worker Safety Standards. The Contractor shall comply with Federal
Railroad Administrations CFR Title 49, Part 214 Railroad Workplace Safety,
Subpart B-Bridge Worker Safety Standards when working on bridges.
3.
Protection of Railroad Traffic and Property
a.
False work and shoring plans must be prepared and stamped by an
engineer licensed in the state where the work is to be done, and will be
forwarded to the Owner’s Representative for final authorization.
105
b.
The Contractor shall follow Federal, State and local governmental
guidelines and suggestions for notification and location of utility locations
before proceeding with work.
c.
The Contractor shall, before entering onto the property of the ARRC or
project limits for the performance of any construction work or work
preparatory thereto, secure permission from the Owner’s Representative for
the occupancy and use of the ARRC property and shall confer with the
Owner’s Representative relative to the requirements for railroad clearances,
operation, Contractor's temporary construction crossing and general safety
regulations.
d.
The Contractor shall, upon the completion of the work, remove from the
property of the ARRC, all machinery, equipment, surplus materials, false
work, rubbish or temporary buildings made necessary by the contract
operations, and to leave said property in a neat condition satisfactory to the
Owner’s Representative.
4.
Access Roads and Construction Roads
a.
No payment will be made to the Contractor by the Owner for any work
done in constructing, improving, using, repairing or maintaining any road or
structure thereon for use in the performance of the work. The Owner
assumes no responsibility for the condition or maintenance of any road or
structure thereon that may be used by the Contractor in performing the work
or in traveling to and from the site of the work.
b.
An approved Traffic Control Plan(s) is required prior to beginning work that
involves entering, exiting or hauling materials on any public roadway.
c.
If no pay item is identified in the Contract Documents then all costs
involved in the development and implementation of the traffic control plan(s),
including but not limited to flagging, signs, and roadway maintenance shall be
borne by the Contractor.
d.
The Contractor shall be responsible for maintaining sight triangles at all
road crossings within the project limits and at any road crossing outside the
project limits that is designated and used as an alternative route for traffic.
Site triangles shall be maintained free of vegetation and other obstructions
within the area designated by the Owners Representative.
e.
No payment will be made to the Contractor by the Owner for any work
done in constructing, improving, repairing or maintaining any road or structure
thereon for use in the performance of the work. The Owner assumes no
responsibility for the condition or maintenance of any road or structure
106
thereon that may be used by the Contractor in performing the work or in
traveling to and from the site of the work.
f.
All haul routes and access roads within the project property shall be
reviewed and approved by the Owner’s Representative.
g.
Existing roads and trails shall be used whenever possible for access to the
work. Construction of steep hillside roads shall be avoided. Construction of
new access roads or use of existing roads shall be subject to approval by the
Owner’s Representative or landowner. Temporary access roads shall be
rehabilitated upon termination of the use of the road. The roads shall be
graded to conform to original topography to the degree possible. Cut slopes
shall be reduced to a grade consistent with adjacent topography, erosion
protected, and revegetated. All cost associated with leasing, using,
maintaining and rehabilitating roads and/or trails shall be at the Contractor’s
expense.
5. Underground Facilities.
a.
Utility Locates: The Contractor or its Subcontractor shall be required to
provide a locate confirmation number from Alaska Digline and identify in the
field, utility locates prior to any ground disturbance activities deeper than 6
inches.
b.
All underground utilities, including culverts, pipelines and underground
power and communication lines, on railroad property shall conform to the
current AREMA specifications.
6. Excavations
a.
No water shall be allowed to stand in open excavations in the track area.
b.
Bridging and shoring shall be adequate to safely carry Railroad traffic.
c.
All open excavations shall be continuously protected by flags, barricades,
or watchmen as directed by the Owner’s Representative.
d.
No excavation shall be left open more than three (3) days, unless
authorized by the Owner’s Representative.
e.
Ditches, culverts and roadways shall be kept clean and free of rock,
gravel, construction debris and equipment at all times.
f.
The Contractor shall obtain an appropriate permit from the state and have
the concurrence of the ESO prior to any dewatering activities.
107
7. Utilities – A water source for gravel operation and dust control shall not be furnished
by the Owner.
8. Personal Injury Reporting
a. Owner is required to report certain injuries as a part of compliance with
Federal reporting requirements.
b.
Any personal injury sustained by a Contractor employee while on ARRC
or MSB property must be reported immediately (by fax or email if unable to
contact in person) to the Owner’s Representative in charge of the project.
The injury report form provided by the Railroad is to be completed and given
to the Owner’s Representative, no later than the close of shift on the date of
injury.
c.
The Contractor shall submit a one page typed report to Owner’s
Representative within seventy-two (72) hours of incident. The report shall be
a brief narrative describing details of the incident, root cause as developed
during injury investigation and corrective measures recommended to prevent
re-occurrences.
d.
Non-Injury Incident Reporting. Any non-injury incident involving a
Contractor employee or equipment while on ARRC or MSB property must be
reported immediately (by fax or email if unable to contact in person) to the
Owner’s Representative in charge of the project. The incident report form
provided by the Railroad is to be completed and given to the Owner’s
Representative, no later than the close of shift on the date of the incident.
SC –25
Additional Modifications to General Conditions
Under General Condition. 4.2 VISIT TO SITE change paragraph 4.2.1 to read:
“The execution of the Contract by the Contractor is considered a representation
that the Contractor is satisfied as the conditions to be encountered in performing
the Work and as to the requirements of the Contract Documents.
Under General Condition 9.9 DIFFERING SITE CONDITIONS change paragraph
9.9.1.1 to read: “Subsurface or latent physical conditions at the site differing
materially from those indicated in the Contract, or”
SC –26
Borrow Sources
General Requirements
1. Prior to beginning work in any leased or approved borrow source, the
Contractor shall be required, in addition to any requirements from the Land
108
Owner, provide a detailed plan to the Owner’s Representative which
includes the following as a minimum:
a) Planned location of permanent and semi permanent structures.
b) Proposed phases of mining activities.
c) An approved Traffic Control Plan to include anticipated routes and traffic
volumes.
d) Detailed description of the work to take place at the borrow source site,
equipment to be used, staging areas and duration of activities.
e) Reclamation plan showing the proposed grades upon completion of the
work in the borrow source site.
f) And any other information the ARRC or MSB may request to assure the
Contractor’s work is in conformance with all Permits and Local, State and
Federal requirements.
2. The Contractor shall be required to provide original and final cross sections
necessary for determination of excavation quantities. Cross sections shall be
taken after clearing and grubbing. Cross section surveying shall be as
outlined in Section 642 Construction Surveying and Monuments. No
excavation may begin until a satisfactory cross section survey has been
submitted and approved. After all work on the borrow source is completed
the contractor shall provide final cross section and compute the yardage of
material removed from the borrow source and provide this information to the
Owner.
3. The Contractor is responsible for clearing, maintaining and protecting the
borrow sources.
4. The Owner shall not provide security of any kind and shall not be liable to
anyone for, or for lack of, security.
5. The Contractor shall maintain the occupied borrow sources to ensure
compliance with the provisions of all erosion and pollution prevention plans,
MSB or the Land Owner’s permits and any Federal, State and/or Local
agency requirements; and shall restore all occupied borrow sources as stated
in applicable permits and/or plans prior to completion of the project. All
debris, contaminated soil, fencing and other objectionable materials shall be
removed, no fueling or similar operations with potential for site contamination
will be allowed without prior approval of the Owner’s Representative. The
basis for such approval shall be an approved SWPPP, as outlined in Section
641 of the Technical Specifications.
109
6. Restoration – as stated in the permits and/or plans allowing the work.
7. Access Roads
a) No payment will be made to the Contractor by the Owner for any work
done in constructing, improving, using, repairing or maintaining any road
or structure thereon for use in the performance of the work. The Owner
assumes no responsibility for the condition or maintenance of any road or
structure thereon that may be used by the Contractor in performing the
work or in traveling to and from the site of the work.
b) All haul routes and access roads within the project property shall be
reviewed and approved by the Owner’s Representative.
c) Existing roads and trails shall be used whenever possible for access to the
work. Construction of steep hillside roads shall be avoided. Construction
of new access roads or use of existing roads shall be subject to approval
by the Owner’s Representative or landowner. Temporary access roads
shall be rehabilitated upon termination of the use of the road. The roads
shall be graded to conform to original topography to the degree possible.
Cut slopes shall be reduced to a grade consistent with adjacent
topography, erosion protected, and revegetated. All cost associated with
leasing, constructing, using, maintaining and rehabilitating roads and/or
trails shall be at the Contractor’s expense.
8. Utilities – A water source for gravel operation and dust control shall not be
furnished by the Owner.
END OF SUPPLEMENTAL CONDITIONS
110
APPENDIX G
CONSTRUCTION QUALITY CONTROL (CQC) PLAN
1. SUBMITTAL AND GENERAL REQUIREMENTS
1.1.
The Contractor shall establish and maintain an effective quality management
system. The quality management system shall consist of plans, procedures,
and the organization necessary to provide material, equipment, and
workmanship that comply with the requirements of the contract documents.
The system shall cover operations both onsite and offsite, and shall be keyed
to the proposed sequence of the work.
1.2.
The Contractor shall prepare a Construction Quality Control (CQC) plan in
conformance with the requirements of this appendix and all other contract
documents. A complete detailed CQC plan shall be submitted to the Owner’s
Representative within 10 days of intent to award and shall be approved in
writing by the Owner’s Representative prior to proceeding with the work.
The Contractor’s CQC plan shall include. The CQC plan shall include detailed
description of how manufactured materials will be stockpiled and protected
prior to incorporation into the project.
1.3.
The CQC plan shall be capable of ensuring that the procurement, shipping,
handling, fabrication, installation, cleaning, inspection, construction, testing,
storage, examination, repair maintenance, and required modifications of all
materials, equipment, and elements of the work comply with the requirements
of the contract documents and that all materials incorporated in the work will
perform satisfactorily for the purpose intended.
1.4.
If Contractor does not provide an acceptable CQC plan, ARRC may, at its
sole discretion, elect to award the contract to others.
2. AUTHORITY AND RESPONSIBILITY
2.1.
Authority: The persons and organizations performing quality control and
quality assurance functions shall have sufficient authority and organizational
freedom to identify quality problems and to initiate, recommend, provide, and
verify implementation of the solution.
2.2.
Changes in Plan or Personnel: The Contractor shall not revise the CQC or
the quality staffing levels or replace any of the key personnel specified herein
without prior written approval from the Owner’s Representative.
2.3.
Contractor’s Responsibility: The Contractor is solely responsible for
achieving project quality and shall have overall responsibility for the quality of
all construction work. The contractor shall conduct quality management
111
activities, which include inspection, materials testing, and other activities
specifically developed and/or chosen by the Contractor.
2.4.
Owner’s Responsibility: ARRC reserves the right to, and will, conduct
inspections, testing, sampling, and evaluation associated with quality
assurance and independent quality assurance. ARRC’s role in construction is
to provide the following.
2.4.1. Quality assurance and independent assurance of construction
activities, inspection, and materials testing. ARRC will do this with
either its staff or a consultant acting as the Owner’s representative.
2.4.2. Oversight of the Contractor’s quality management activities to ensure
adherence to the CQC plan and compliance with the contract
documents.
2.4.3. Notifying the Contractor promptly of irregularities or deficiencies
observed in the work.
2.4.4. Oversight of the Contractor’s construction management, including but
not limited to scheduling, invoicing, shop drawing review, submittal
review and processing, document control, measurement of pay item
quantities, and SWPPP implementation and maintenance and etc.
3. CONSTRUCTION QUALITY CONTROL (CQC) PLAN
3.1.
Objectives: Quality in the construction phase is the program of policies,
procedures, and responsibilities required to provide confidence that the
desired characteristics have been obtained to help ensure the project will
perform its intended function for its design life. Quality control in the
construction phase shall consist of those actions necessary to assess
production and construction processes so as to control the level of quality
being produced in the end project. The Contractor’s quality control actions
shall include examining, checking, and inspecting in-process and completed
work, and materials sampling and testing during production and construction,
as a means of controlling and measuring the characteristics and conformity of
an item, process, or feature to contract requirements.
3.2.
The Contractor’s CQC plan shall be capable of:
3.2.1. Ensuring that the design, procurement, shipping, handling, fabrication,
installation, cleaning, inspection, construction, testing, storage,
examination, repair, maintenance, and required modifications of all
materials, equipment, and elements of the work comply with the
requirements of the contract documents.
3.2.2. Ensuring that all materials incorporated in the work, all equipment, and
all elements of the work will perform satisfactorily for the purpose
intended.
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3.3.
Contents of the CQC Plan: The CQC plan shall delineate the type and
frequency of inspection, sampling, and testing deemed necessary to measure
and control the various properties of material and workmanship of all
construction processes within the tolerances governed by the drawings and
specifications, applicable codes and regulations, permit conditions, and other
contract requirements as contained herein. The CQC plan shall include the
following, at a minimum.
3.3.1. Construction activity and item inspection plans.
3.3.2. Schedule of materials control including materials to be tested, test
methods, and frequency of testing. The CQC Plan shall reference and
match any test methods or frequencies described in the Contract
Documents.
3.3.3. Sampling techniques, and methodology, such as the use of random
number tables, for selecting representative testing and or sampling
locations.
3.3.4. Control of workmanship.
3.3.5. Identification and qualifications of key quality control personnel,
including the quality control manager, inspectors, and technicians.
Include an organization chart with reporting lines.
3.3.6. Name and location of testing laboratories.
3.3.7. Documentation procedures, including inspection and test records;
accuracy and calibration checks; nature, number, and type of
deficiencies found; nature of corrective actions; and quantities of work
tested and sampled.
3.3.8. Inventory of the field and laboratory equipment (along with calibration
certifications) that will be used to perform the testing.
3.3.9. Mandatory inspection points.
3.3.10. Description of the quality control process that will be employed to
ensure that any items manufactured off-site, including but not limited to
multi-plate pipes, piles, bridge girders and structural steel meet
contract requirements. If quality control is performed by
subcontractors, manufacturers, or suppliers, provide their item-specific
quality control processes as part of the CQC plan.
3.3.11. Description of the quality control processes that will be employed to
ensure installation of all structural items, including but not limited to
utility crossings, culverts, multi-plate pipes, piles, structural concrete,
and steel erection results in a product that conforms to contract
requirements.
3.3.12. Description of how and where manufactured materials will be
stockpiled and protected prior to incorporation into the project.
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4. CONSTRUCTION QUALITY ORGANIZATION
4.1.
The construction CQC shall describe the Contractor’s quality management
organization for all of the project construction processes. At a minimum, the
CQC shall identify the following positions.
4.1.1. Construction Manager or Superintendent: The Construction Manager
shall be the individual responsible for the overall project construction,
quality management, and contract administration for this project.
4.1.2. Construction Quality Manager: The Construction Quality Manager may
work directly for the Contractor or may be contracted from an
independent firm or organization. The Construction Quality Manager
shall work under the direct supervision of the Construction Manager.
The Construction Quality Manager and the Construction Manager or
Superintendent shall not be the same person. It shall be the
responsibility of the Construction Quality Manager to perform
workmanship inspections, implement quality planning, oversee quality
control testing, and coordinate with Owner’s QA testing and
independent assurance testing. The Construction Quality Manager
shall also cooperate with the Owner’s Representative in compiling a
statistical correlation of materials and workmanship data. The
Construction Quality Manager shall be responsible for submitting
requested inspection, testing, and other data to the Owner’s
Representative on a daily basis or as determined by the Construction
Quality Manager and ARRC’s field representative.. The Construction
Quality Manager shall have at least two years (within the last five
years) of experience in inspection and materials testing for similar
projects.
4.1.3. Construction Testing Technicians: The construction testing
technicians may work directly for the Contractor or may be contracted
from an independent firm or organization. They shall work under the
direct supervision of the Construction Quality Manager and perform
testing and inspections as indicated in the CQC plan. Each
Construction Testing Technician shall have training and/or technical
certification, as appropriate, for the specific type and level of work that
they will be testing, including sampling methods appropriate to the type
of material being tested. Appropriately trained Construction Testing
Technicians shall perform all contract required tests for excavation and
embankment materials, selected embankment materials, subbase and
base materials, asphalt pavement, concrete, welding, structural steel
bolting, painting and coating, and any other materials or work for which
the Contractor is responsible under the Contractor’s quality
management system.
114
5. PRECONSTRUCTION MEETING: Before the start of construction, the Contractor
shall meet with ARRC or its authorized representative in a pre-construction meeting.
A topic of the pre-construction meeting shall be the Contractor’s proposed quality
management system. During the meeting, a mutual understanding of the system
details shall be developed, including the forms for recording the Contractor’s quality
control operations, control activities, testing, administration of the system for both
onsite and offsite work, and the Contractor’s quality control program. Minutes of the
meeting shall be prepared and signed by both the Construction Manager and the
Owner’s Representative. The minutes shall become a part of the contract file.
Additional conferences may be called at any time to reconfirm mutual
understandings.
6. INSPECTIONS AND TESTS
6.1.
Except where they are specifically indicated to be the Owner’s responsibility,
or are provided by another identified entity, the Contractor shall provide
inspections, tests, and similar quality control services in accordance with the
approved CQC plan. Costs for these services shall be included in the
contract price, whether performed by the Contractor’s personnel or an
independent firm.
6.2.
Associated Services: The Contractor shall cooperate with organizations
performing required inspections, tests, and similar services and shall provide
reasonable auxiliary services as requested. Auxiliary services required
include, but are not limited to:
6.2.1. Providing access to the work and furnishing incidental labor and
facilities necessary to facilitate inspections and tests.
6.2.2. Taking adequate quantities of representative samples of materials that
require testing or assisting the Owner in taking samples.
6.2.3. Providing facilities for storage or curing of test samples, and delivery of
samples to testing laboratories.
6.2.4. Providing the Owner with a proposed mix design for use for each
materials mix that requires control. The mix design shall be for the
current year, and shall be accompanied by current year test results
from a materials testing laboratory with current AASHTO accreditation
in the test methods required for the respective mix design. All source
materials used for preparing the mix design shall be the same as those
materials that will be used for the project.
6.2.5. Security and protection of samples and test equipment at the project
site.
115
6.3.
Coordination: The Contractor, the Owner’s Representative, and any
independent testing agencies shall coordinate the sequence of activities to
accommodate required inspection and testing services with a minimum of
delay. In addition, the Contractor and ARRC shall coordinate activities so that
removing and replacing construction to accommodate inspections and tests
will not be required.
6.4.
The Contractor is responsible for scheduling times for inspections, tests,
taking samples, and similar activities.
6.5.
Mandatory Inspection Documentation Points: Documentation points are
mandatory verification and inspection points that shall be identified in the
CQC plan and the project schedule, and specifically approved by the ARRC.
Documentation points should be points at which critical characteristics are to
be measured and documented by the Construction Quality Manager. It will be
the responsibility of the Construction Quality Manager to certify that the
construction has met the requirements of the plans and specifications and to
sign all inspection documentation. Inspection documentation shall be
submitted to ARRC or its representative when requested. It shall be the
responsibility of the Contractor to determine inspection documentation point
criteria and required documentation.
6.6.
ARRC shall be notified a minimum of 48 hours prior to any mandatory
inspection.
6.6.1. The mandatory inspection points for this project shall be established
through coordination between the contractor and the Owner’s
Representative.
6.7.
Completion Inspection: At the completion of all work or any increment thereof
established by a completion time stated in the schedule or in the CQC plan,
the Construction Quality Manager shall conduct a completion inspection of
the work and develop a punch list of items that do not conform to the contract
documents. Such a list of deficiencies shall be included in the QC
documentation as required herein, and shall include the estimated date by
which the deficiencies will be corrected. The Construction Quality Manager
shall make a second completion inspection to make certain that all
deficiencies noted on the punch list have been corrected and so notify ARRC.
The completion inspections and any deficiency corrections required by this
paragraph shall be accomplished within the time stated for completion of the
entire work or any particular increment thereof if the project is divided into
increments by separate completion dates.
7. DOCUMENTATION
7.1.
The Contractor shall maintain daily records of quality control operations,
activities, and tests performed, including the work of suppliers and
subcontractors. These records shall be on an acceptable form and shall
116
include factual evidence that required activities or tests have been performed,
including, but not limited to, the following.
7.1.1. Type and number of control activities and tests involved.
7.1.2. Results of control activities or tests.
7.1.3. Nature of nonconformance’s, defects, and/or causes for rejection.
7.1.4. Proposed corrective action.
7.1.5. Corrective actions taken.
7.1.6. List of trades and subcontractors working on the project, and the
number of personnel working.
7.1.7. Description and inventory of materials delivered by suppliers for future
incorporation into the work, including identification of supplier.
7.1.8. Description of weather and site conditions encountered any delays,
and acknowledgement of any instructions given by ARRC.
7.2.
The daily quality control report records shall cover both conforming and nonconforming work and shall include a statement that supplies and materials
incorporated in the work and workmanship comply with the contract. The
Construction Quality Manager shall sign the daily quality control report and
furnish legible copies to ARRC by the end of the following workday.
7.3.
Monthly quality control reports that summarize project status, work completed
related to funds expended, any nonconformance, and subsequent corrective
actions shall be provided.
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118
APPENDIX H
COST SCHEDULE
COST SCHEDULE: A Bidder’s failure to provide the information requested in this
Appendix may be cause for rejection of the bid on the basis on non-responsiveness.
Cost shall be bid in accordance to all term, conditions, specifications and drawings
AWARD CRITERIA: A contract award resulting from this solicitation shall be made to
the low, responsive, responsible bidder who meets the requirements as set forth in the
plans and specifications and compliance thereof. Award is contingent on the availability
of ARRC and State of Alaska funds.
Description
Port MacKenzie Rail Extension
Segment 5 Base Bid
Bid
$_____________________ Total
Additive Alternate 1
$_____________________ Total Bid
The Undersigned has read the foregoing ITB and hereby agrees to the terms and
conditions stated therein by affixing his/her signature below.
NON-COLLUSION AFFIDAVIT: The Undersigned declares, under penalty of perjury
under the laws of the United States, that neither he/she nor the firm, association, or
corporation of which he/she is a member, has, either directly or indirectly, entered into
any agreement, participated in any collusion, or otherwise taken any action in restraint
of free competitive bidding in connection with this Bid.
BIDDERS NAME AND ADDRESS
________________________________
COMPANY NAME
_____________________________
SIGNATURE BY AND FOR THE
BIDDER
________________________________
COMPANY ADDRESS
_____________________________
PRINTED NAME OF ABOVE BIDDER
________________________________
_____________________________
DATE OF BID
________________________________
CONTACT PHONE NUMBER
_____________________________
CONTACT FAX NUMBER
119
APPENDIX H
COST SCHEDULE
Contractor hereby offers to perform construction as described in this ITB and
any addenda for the following lump sum prices
ALASKA RAILROAD
CORPORATION PORT
MACKENZIE RAIL EXTENSION
SEGMENT 5, BASE BID
SCHEDULE
The bidder shall insert a unit bid price for each pay item listed below. Type or print legibly.
Pay Item
Number
Pay Item Description
201(1A)
201(2A)
Unit Bid
Price
Pay Units
Quantity
Clearing
Acre
63
$
$
Grubbing
Acre
27
$
$
203(1)
Common Excavation
Cubic
Yard
200,400
$
$
203(4)
Muck Excavation
Cubic
Yard
40,000
$
$
203(5)
Borrow
Cubic
Yard
75,600
$
$
203(5A)
Borrow (Selected
Material, Type A)
Cubic
Yard
163,100
$
$
203(30)
Contaminated Soil /
Material
Contingent
Sum
1
203(31)
Embankment
Stabilization Material
Cubic
Yard
11,000
$
$
203(32)
Obliteration of Trails
Square
Yard
740
$
$
301(2)
Aggregate Base
Course, Grading D-1
Cubic
Yard
170
$
$
603
(17-36)
36 Inch Pipe
Linear
Foot
1,302
$
$
120
Amount Bid
$ 0.00
603
(17-48)
48 Inch Pipe
Linear
Foot
105
$
$
603
(17-54)
54 Inch Pipe
Linear
Foot
152
$
$
603
(20-36)
End Section for 36
Inch Pipe
Each
32
$
$
603
(20-48)
End Section for 48
Inch Pipe
Each
2
$
$
603
(20-54)
End Section for 54
Inch Pipe
Each
2
$
$
607(7)
Access Gate
Each
4
$
$
615(1)
Standard Sign
Square
Foot
112
$
$
618(4)
Seeding Type A/B
Acre
34
$
$
619(3)
Stabilization Seeding
Acre
4
$
$
620(1)
Topsoil
Square
Yard
88,000
$
$
628(1)
Springhead Drain
Linear
Foot
5,000
$
$
628(2)
French Drain
Linear
Foot
5,000
$
$
630(2)
Geotextile
Stabilization
Square
Yard
18,200
$
$
634(1)
Geogrid, Type A
Square
Yard
9,100
$
$
640(1)
Mobilization and
Demobilization
Lump Sum
1
$
Lump Sum
1
$
Lump Sum
1
$
641(1)
641(3)
Erosion, Sediment
and Pollution Control
Administration
Temporary Erosion,
Sediment and
Pollution Control
121
641(4)
641(5)
Temporary Erosion,
Sediment and
Pollution Control
Modification
Erosion, Sediment
and Pollution Control
Price Adjustment
642(1)
Construction
Surveying
642(2)
Three Person Survey
Party
643(2)
Traffic Maintenance
643(12)
Portable Concrete
Barrier
675(1)
Fuel Cost Adjustment
Contingent
Sum
1
Contingent
Sum
1
$ 0.00
Lump Sum
1
$
Hour
40
Lump Sum
1
$
Each
50
$
Contingent
Sum
1
$ 0.00
$
TOTAL
BID =
$ 0.00
$
$
SEGMENT 5, ADDITIVE ALTERNATE 1 BID SCHEDULE
The bidder shall insert a unit bid price for each pay item listed below. Type or print legibly.
Pay Item
Number
Pay Item Description
Pay Units
Quantity
301(2)
Aggregate Base
Course, Grading D-1
Cubic
Yard
24,100
122
Unit Bid
Price
Amount Bid
$
$
TOTAL
BID =
$
APPENDIX I
MITIGATION MEASURES
1: The Applicant shall design project-related rail line and associated facilities in
accordance with engineering criteria related to permafrost, seismic events, and other
geologic hazards to comply with applicable design codes. For example, the Applicant
shall design the project in accordance with the latest applicable seismic codes taking
into account the region’s potential for earthquake activity to mitigate potential damagee
to bridges and tracks. (V)
2: The Applicant shall be subject to Alaska Department of Environmental Conservation
(ADEC) jurisdiction under the Alaska Pollutant Discharge Elimination System (APDES)
for storm water discharges resulting from project-related construction activities.
Requirements that are commonly part of a Stormwater Pollution Prevention Plan
associated with a APDES Stormwater Construction Permit include the following:
•
•
•
•
•

Ground disturbance shall be limited to only the areas necessary for project-related
construction activities.
During earthmoving activities, topsoil shall be reused wherever practicable and
stockpiled for later application during reclamation of disturbed areas.
Appropriate erosion control measures shall be employed to minimize the potential for
erosion of soil stockpiles until they are removed and the area is restored.
Disturbed areas shall be restored as soon as practicable after construction ends along
a particular stretch of rail line, and the goal of restoration shall be the rapid and
permanent reestablishment of native ground cover on disturbed areas to prevent soil
erosion.
The bottom and sides of drainage ditches shall be revegetated using natural
recruitment from the native seed sources in the stockpiled topsoil or a seed mix free of
invasive plant species.
If weather or season precludes the prompt reestablishment of vegetation, temporary
erosion control measures shall be implemented. (V)
3: The Applicant shall obtain Federal permits required by section 404 of the Clean
Water Act and section 10 of the Rivers and Harbors Act from the U.S. Army Corps of
Engineers (USACE) prior to initiation of project-related construction activities in
wetlands and waterbodies. The Applicant also agrees to obtain necessary state
permits and authorizations (e.g., Alaska Department of Fish and Game (ADF&G) Fish
Habitat Permit, Alaska Department of Natural Resources (ADNR) Land Use Permit,
and an Alaska Department of Environmental Conservation section 401 water quality
certification). The Applicant shall incorporate stipulations into construction contract
specifications. (V)
4: The Applicant shall avoid and minimize impacts to waters of the U.S., including
wetlands, to the extent practicable. The Applicant shall provide compensatory
mitigation for unavoidable impacts to wetlands as part of the USACE section 404
permit, to the extent practicable in accordance with the reasonable requirements of the
Clean Water Act. (V)
123
5: The Applicant shall design and construct the proposed rail line in such a way as to
maintain natural water flow and drainage patterns to the extent practicable. This shall
include installing bridges or placing equalization culverts through the embankment as
necessary, preventing impoundment of water or excessive drainage, and maintaining
the connectivity of floodplains and wetlands. (V)
6: The Applicant shall disturb the smallest area practicable around any streams and, as
soon as practicable following project-related construction activities, revegetate
disturbed areas using native vegetation. The Applicant shall disturb the smallest area
practicable around any streams and, as soon as practicable following project-related
construction activities, revegetate disturbed areas using native vegetation. (V)
7: The Applicant shall minimize the number of temporary stream crossings constructed
to provide access for contractors, work crews, and heavy equipment to the extent
practicable. Where needed, temporary structures shall be placed to avoid overly
constricting active channels and shall be removed as soon as practicable after the
crossing is no longer needed. (V)
8: The Applicant shall coordinate with the Matanuska-Susitna Borough (MSB)
Floodplain Administrator to ensure that new project-related stream and floodplain
crossings are appropriately designed. For crossings within the mapped 100-year
floodplain, drainage crossing structures shall be designed to pass a 100-year flood. (V)
9: The Applicant shall evaluate project-related construction water needs in relation to
stream flow rates and groundwater recharge rates, as appropriate, and shall minimize
effects on surface water and groundwater. Water withdrawals shall be subject to prior
written approval by the ADNR Division of Mining, Land and Water, and also from the
ADF&G Division of Habitat for withdrawals from fish-bearing waters. (V)
10: For all project-related crossings of fish-bearing waters that incorporate bridges or
culverts, the Applicant shall design, construct, and maintain the conveyance structures
in accordance with the National Marine Fisheries Service (NMFS) 2008 publication,
“Anadromous Salmonid Passage Facility Design” (National Marine Fisheries Service.
2008. Anadromous Salmonid Passage Facility Design. NMFS, Northwest Region,
Portland, Oregon) or equivalent and reasonable requirements. (V)
11: The Applicant shall time project-related construction in anadromous streams to
minimize adverse effects to salmon during critical life stages when practicable. The
Applicant shall incorporate timing windows (i.e., those time periods when salmon are
least vulnerable to disturbances) as specified by the ADF&G Division of Habitat, into
construction contract specifications for in-stream work. The Applicant shall design and
construct stream crossings so as not to impede fish passage or impair the hydrologic
functioning of the water body. (V)
12: When project-related activities, such as culvert and bridge construction, require
work in stream beds, the Applicant shall conduct activities, to the extent practicable,
during either summer or winter low-flow conditions. (V)
13: The Applicant shall design, construct, and operate the rail line and associated
facilities, including bridge abutments, to maintain existing water patterns and flow
conditions and provide long-term hydrologic stability by conforming to natural stream
gradients and stream channel alignment and avoiding altered subsurface flow to the
extent practicable. Project-related supporting structures (e.g., bridge piers) shall be
designed to minimize scour and increased flow velocity, to the extent practicable.
124
14: Prior to project-related construction, the Applicant shall complete jurisdictional
delineations of wetlands and other surface waters that are subject to section 404 of the
Clean Water Act for all associated facilities proposed outside of the right-of-way.
15: The Applicant shall implement all reasonable best management practices imposed
by the USACE under section 404 of the Clean Water Act to minimize project-related
impacts to waters of the U.S., including wetlands. Standard best management
practices are specified in the USACE Alaska District’s Nationwide Permits General
Best Management Practice Guide (U.S. Army Corps of Engineers, 2007. “Nationwide
Permits: General Best Management Practice.” Alaska District, Regulatory Program.
Online at: http://www.poa.usace.army.mil/reg/NWPs.htm) and could include the
following:
•
•
•
•
•
•
•
Containing sediment and turbidity at the work site by installing diversion or containment
structures.
Disposing of dredge spoils or unusable excavated material not used as backfill at
upland disposal sites in a manner that minimizes impacts to wetlands.
Revegetating wetlands as soon as possible, preferably in the same growing season, by
systematically removing vegetation, storing it in a manner to retain viability, and
replacing it after construction to restore the site.
Using fill materials that is free from fine material.
Stockpiling topsoil and organic surface material, such as root mats, separately from
overburden and returning it to the surface of the restored site.
Dispersing the load of heavy equipment such that the bearing strength of the soil (the
maximum load the soil can sustain) would not be exceeded. Suitable methods could
include, but are not limited to, working in frozen or dry ground conditions, employing
mats when working in wetlands or mudflats, and using tracked rather than wheeled
vehicles.
Using techniques such as brush layering, brush mattressing, live siltation (a
revegetation technique used to trap sediment), jute matting, and coir logs to stabilize
soil and reestablish native vegetation
16: Prior to initiating project-related construction activities, the Applicant shall mark all
stream channels and existing culvert locations in the project construction area before
snowfall obscures their location to avoid damage to these areas.
17: During project-related design, the Applicant shall align road and track crossings of
water bodies perpendicular or near perpendicular to water bodies, where practicable,
to minimize crossing length and potential bank disturbance.
18: During project-related construction, the Applicant shall remove all project-related
construction debris (including construction materials, soil, or woody debris) from water
bodies, including wetlands, as soon as practicable during the open-water period, or
prior to break-up for debris on top of or within ice or snow crossings.
19: The Applicant shall construct project-related water crossings in a manner that
minimizes disturbances to stream beds, stream banks, and flow. Measures to meet
these goals could include installing bridge piers during the winter, and initially
constructing permanent project-related crossing structures, when practicable, to avoid
the need to construct both temporary and permanent crossing structures.
125
20: During project-related construction, the Applicant shall perform all off-road travel
and clearing in a manner that maintains existing surface and subsurface hydrology and
water quality, to the extent practicable. Project-related off-road construction activities
beyond the 200-foot right-of-way shall be approved by the land owner. Project-related
wintertime off-road travel beyond the right-of-way shall be limited to areas where snow
and ice depth are sufficient to protect the ground surface and vegetation. Summertime
off-road travel beyond the right-of-way shall occur only if it can be accomplished
without damaging vegetation or the ground surface, including stream banks that may
be crossed.
21: The Applicant shall design, construct, and use winter roads in performing projectrelated construction so as to avoid degradation of water quality and to protect the road
bed from significant rutting, ground disturbance, or thermal erosion of permafrost
areas.
22: The Applicant shall not mine gravel required for project-related construction within
the limits of ordinary high water of water bodies unless otherwise authorized by the
ADNR, Division of Mining, Land, and Water, and the ADF&G. The Applicant also shall
consult with the USACE prior to conducting these activities. Mine-site development and
restoration within the limits of ordinary high water of waterbodies shall be performed in
accordance with the reasonable requirements of the ADNR, ADF&G, and USACE.
23: The Applicant shall abandon project-related geotechnical boreholes in compliance
with the reasonable requirements of ADEC requirements (Alaska Administrative Code
18 § 80.015(e), Well protection, source water protection, and well decommissioning).
24: The Applicant shall follow all applicable Federal regulations and standard protocols
for transporting hazardous substances and other deleterious compounds to minimize
the potential for a spill occurrence.
25: The Applicant shall comply with the reasonable requirements of the ADEC in the
design, construction, operation, and maintenance of project-related tank storage
facilities.
26: The Applicant shall direct the operators of project-related construction vehicles not
to drive in or cross streams other than at crossing points reasonably established by the
ADEC and USACE and, in the case of fish-bearing streams, the ADF&G.
27: During project-related construction, the Applicant shall minimize to the extent
practicable, the duration and extent of activity at temporary construction facilities, such
as staging areas, and provide surface treatments to minimize soil compaction (e.g.,
break up compacted soils during reclamation to promote infiltration) and promote
vegetation regrowth after the facilities are no longer needed to support construction.
28: The Applicant shall ensure that all project-related culverts and bridges are
sufficiently clear of debris to avoid blockages to free-fish passage (where applicable),
stream-flow alteration, and increased flooding. The Applicant shall inspect all projectrelated bridges and culverts semi-annually (or more frequently, as seasonal flows
dictate) for debris accumulation and remove and properly dispose of debris promptly.
29: The Applicant shall use contaminant-free embankment and surface materials in
project-related construction.
30: The Applicant shall return all project-related stream crossing points to their
preconstruction contours to the extent practicable.
126
31: During project-related construction, the Applicant shall use temporary barricades,
fencing, and/or flagging in sensitive habitats to contain project-related impacts to the
construction area. The Applicant shall locate staging areas in previously disturbed sites
to the extent practicable, rather than in sensitive habitat areas.
32: The Applicant shall restrict its project-related workers from (1) hunting or fishing
while stationed at work camps; (2) harassing wildlife, including winter or calving
concentrations of moose (cows with yearling calves can be particularly defensive); (3)
approaching known occupied bear dens; and (4) feeding wildlife. (V)
33: The Applicant shall obtain project-related state permits and authorizations,
including the ADF&G Fish Habitat Permit. (V)
34: The Applicant shall implement Essential Fish Habitat (EFH) conservation measures
as agreed upon with the NMFS during the EFH consultation process for this project.
(V)
35: The Applicant shall clear vegetation in preparation for project-related construction
before or after the typical migratory bird nesting season as identified by the U.S. Fish
and Wildlife Service (USFWS) (typically May 1 to July 15), to the extent possible to
ensure compliance with the Migratory Bird Treaty Act. If clearing is required during the
nesting season, the Applicant shall conduct a nest survey and consult with the
USFWS, prior to clearing the vegetation, to identify additional appropriate compliance
measures. (V)
36: During the bald eagle nesting season (typically March through August), the
Applicant and its contractor(s) shall use their best efforts to avoid bald eagle
disturbance during project-related construction. Nests shall be protected in accordance
with USFWS guidelines.
37: Subject to consultation with the ADF&G and ADNR, the Applicant shall work with
adjacent land managers to develop alternative preferred habitat away from the
proposed rail line and construct a widened embankment to allow moose a place to
retreat on one side when a train passes in an effort to reduce the potential for moose
strikes. (V)
38: The Applicant shall use appropriate methods to handle, store, and dispose of
waste generated during project-related construction activities. Food and garbage shall
be secured and disposed in a manner to prevent bears from gaining access to such
materials and in accordance with applicable and reasonable Federal, state, and local
regulations. The Applicant shall use appropriate methods to handle, store, and dispose
of waste generated during project-related construction activities. Food and garbage
shall be secured and disposed in a manner to prevent bears from gaining access to
such materials and in accordance with applicable and reasonable Federal, state, and
local regulations. (V)
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39: In conjunction with developing a final engineering design for the project, the
Applicant shall consult with the USFWS and the ADF&G to locate project-related
facilities to minimize the size and degree of impacts to highly sensitive habitat areas.
Disturbed areas shall be restored in accordance with a reclamation plan developed by
the Applicant in cooperation with the USFWS, ADF&G, and/or other appropriate
agency staff. The Applicant shall submit the reclamation plan for areas to be disturbed
by project construction to the Surface Transportation Board’s (Board) Office of
Environmental Analysis (OEA), USFWS, and ADF&G. The reclamation plan shall be
developed in conjunction with final engineering design and clearly designate: (1) areas
to be reclaimed; (2) reclamation materials, methods, and timing; and (3) monitoring
schedule and contingency plans.
40: To reduce potential collision and electrocution impacts to birds resulting from
project-related power lines and communication towers, the Applicant shall:
•
•


•
Consult with the U.S. Fish and Wildlife Service for current guidelines on tower siting,
marking, and guy lines.
Incorporate standard, raptor-proof designs, as outlined in “Suggested Practice for Avian
Protection on Power Lines: The State of the Art in 2006” (Avian Power Line Interaction
Committee. 2006. Edison Electric Institute, APLIC, and the California Energy
Commission. Washington, DC, and Sacramento, CA. Online at http://www.aplic.org/),
into the design of electrical distribution lines in areas of identified bird concerns to avoid
electrocution of eagles, owls, and other smaller raptors, including:
Use of marking techniques such as balls or flappers to increase transmission line
visibility, especially in areas where sandhill cranes and bald eagles are likely to roost,
forage, or nest.
Maintain a minimum 60-inch separation between conductors and/or grounded hardware
and potentially use insulation materials and other applicable measures, depending on
line configuration.
Incorporate standard raptor-proof designs (as outlined in “Avian Protection Plan
Guidelines.” Avian Power Line Interaction Committee and U.S. Fish and Wildlife
Service. 2005. Online at http://www.aplic.org) into the design of the electrical
distribution lines to reduce bird collisions.
41: To the extent practicable, the Applicant shall minimize project-related ground
disturbance, clearing of established vegetation, and removal of wildlife habitats and
riparian vegetation during project-related construction. The Applicant shall also
minimize the reestablishment of vegetation near the rail bed that would be attractive to
moose.
42: Prior to any project-related construction, the Applicant shall consult with the ADNR
and develop and implement a mitigation plan to address the spread and control of
nonnative invasive plants during project-related construction. The Applicant shall
submit this plan to OEA and ADNR. This plan shall designate appropriate: (1) planned
seed mixes; (2) weed prevention and eradication procedures; (3) equipment cleaning
protocols; (4) revegetation methods; and (5) protocols for monitoring revegetation.
43: Unless otherwise approved by the Alaska Department of Fish and Game, projectrelated detonation of explosives within, beneath, or in proximity to fish-bearing waters
shall not result in overpressures exceeding 2.7 pounds per square inch unless the
waterbody, including its substrate, is frozen solid. Peak particle velocity stemming from
explosive detonation shall not exceed 0.5 inch per second during the early stages of
egg incubation.
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44: The Applicant shall comply with the reasonable requirements of Alaska Statutes
(Alaska Stat. § 16.05.841, Fishway Required, and Alaska Stat. § 16.05.871, Protection
of Fish and Game) regarding project-related winter ice bridge crossings and summer
ford crossings of all anadromous and resident fish streams. If necessary for winter ice
bridge crossings, natural ice thickness could be augmented (through snow removal
and water to increase ice thickness, or other techniques) if site-specific conditions,
including water depth, are suitable for a crossing that would protect fish habitat and
maintain fish passage.
45: The Applicant shall not narrow an anadromous waterbody between its mean high
water lines for the project, unless authorized in writing by the ADF&G prior to projectrelated construction.
46: The Applicant shall ensure that project-related culverts in fish-bearing waters (as
identified at the time of final design) function properly and continue to accommodate
fish passage. The Applicant shall inspect all project-related culverts on fish-bearing
waters annually for perched, submerged, or other conditions that could prevent fish
passage. A wetland scientist, fisheries biologist, or other qualified individual shall
perform the inspections. If perched, submerged, or other conditions that prevent fish
passage are identified, the Applicant shall notify the ADNR and ADF&G, and develop
and implement a correction action plan in consultation with ADNR and ADF&G.
47: The Applicant, in consultation with the ADF&G and the ADNR, shall evaluate,
implement, and monitor various aspects of project-related rail design, maintenance,
and operation to document moose mortality from collisions with trains, and to develop
a strategy to reduce the moose-train collision mortality rate. The Applicant shall
document the strategy in a Moose Mitigation Strategy Plan. A draft of the plan shall be
prepared and submitted to ADF&G, ADNR, and OEA for review and comment prior to
completing final design and before the start of project-related construction. The
strategy could include:
•
•
•
•

Maintaining vegetation along the right-of-way in primary (e.g., grasses/sedges) or late
(e.g., old-growth spruce) successional (developmental) stages. If vegetation is allowed
to progress to the secondary successional stage (i.e., shrubs), maintaining it at the
shortest possible height, not to exceed 0.5 meter, encouraging shrubs of non-preferred
moose browse species (e.g., alder, dwarf birch), and minimizing re-growth of willow,
paper birch, and aspen.
Mowing vegetation in late summer before energy stores are transferred to the roots.
In winter, plowing snow back from the track to the outer edge of the trackside clearing
to allow moose easy access away from the tracks when a train approaches.
Developing a plan in conjunction with the ADF&G to catalog all strikes (not just
confirmed or suspected deaths) in a timely manner that shall include, but is not
necessarily limited to: precise location (latitude and longitude), date and time; weather
and other environmental conditions at the time and location of strike; and attributes
associated with the train, such as horn use, speed, and track characteristics.
Designing, constructing, and operating all aspects of the rail line to minimize significant
alteration of moose and other wildlife movement and migration patterns.
48: The Applicant shall prepare and implement a bear interaction plan to minimize
conflicts between bears and humans. In consultation with the ADF&G, the Applicant
shall develop appropriate educational programs and management plans when projectrelated construction and operation plans are being prepared.
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49: The Applicant shall not conduct project-related construction and land clearing
activities within 0.5 mile of known occupied bear dens, unless alternative mitigation
measures are approved by the ADF&G. The Applicant shall obtain a list of known den
sites from the ADF&G Division of Wildlife Conservation prior to commencement of any
project-related construction activities and shall report occupied dens encountered.
50: Prior to initiating project-related construction activities, the Applicant shall consult
with the local offices of the Natural Resource Conservation Service and the Palmer
Plant Center to develop an appropriate plan for restoration and revegetation of
disturbed areas (including appropriate seed mix specifications). This would apply to
areas that cannot be revegetated using natural recruitment from the native seed
sources in the stockpiled topsoil. Development of the plan shall include consideration
of the use of a variety of native grasses and wildflowers appropriate to the surrounding
habitat to provide visual interest in areas where vegetation height must be limited due
to safety or maintenance considerations.
51: The Applicant shall develop protocols to inform and prepare project-related
construction supervisors of the importance of protecting archaeological resources,
graves, and other cultural resources and how to recognize and treat the resources. (V)
52: The Applicant shall comply with the Programmatic Agreement developed through
the section 106 process under the National Historic Preservation Act. (V)
53: To minimize fugitive dust emissions created during project-related construction
activities, the Applicant shall implement appropriate fugitive dust suppression controls,
such as spraying water or other established measures. The Applicant shall also
operate water trucks on haul roads as necessary to reduce dust. (V)
54: To limit project-related construction emissions, the Applicant shall work with its
contractor(s) to ensure that construction equipment is properly maintained and that
required pollution-control devices are in working condition. (V)
55: The Applicant shall work with its construction contractor(s) to minimize, to the
extent practicable, project-related construction noise disturbances near residential
areas. Construction and maintenance vehicles shall be in good working order with
properly functioning mufflers to control noise. (V)
56: The Applicant shall consult with affected communities regarding its planned
construction schedule to minimize, to the extent practicable, project-related
construction noise and vibration disturbances in residential areas during evenings and
weekends. (V)
57: Prior to initiating construction activities, the Applicant shall establish a Community
Liaison to consult with affected communities, landowners, and agencies. Among other
responsibilities, the Community Liaison shall assist communities or other entities with
the process of establishing quiet zones, if requested.(V)
58: The Applicant shall not conduct pile driving associated with bridge construction on
the Mac East Variant Segment during nighttime hours.
59: The Applicant shall not conduct construction activities in the vicinity of West
Holstein Avenue on the Mac East Variant Segment during nighttime hours.
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60: The Applicant shall establish a Diagnostic Team comprised of Applicant staff,
community members, representatives of the Alaska Department of Transportation and
Public Facilities (ADOT&PF) and other appropriate entities regarding project-related
roadway/rail line crossings, in consultation with Federal Railroad Administration safety
officials. This process shall result in appropriate safety measures for every roadway/rail
line crossing. (V)
61: The Applicant shall coordinate with Federal, state and local emergency
management officials in the project area. The Applicant shall provide, upon request,
applicable hazardous-materials training and/or project-related information to enhance
readiness. The Applicant shall incorporate the proposed rail line into its existing
emergency response process and shall update its Oil Spill Contingency Plan to include
the proposed rail line. (V)
62: During construction of project-related tracks across existing roads, the Applicant
shall notify road users of temporary road closings and other construction-related
activities. The Applicant shall provide for detours and associated signage, as
appropriate, or maintain at least one open lane of traffic at all times to allow for the
quick passage of emergency and other vehicles. The Applicant shall display signs
providing the name, address, and telephone number of a contact person onsite to
assist the public in obtaining immediate responses to questions and concerns about
project activities. (V)
63: To the extent practicable, the Applicant shall confine all project-related construction
traffic to project-specific roads within the right-of-way or established public roads.
Where traffic cannot be confined to these roads, the Applicant shall make necessary
arrangements with landowners to gain access. The Applicant shall remove and restore
upon completion of project-related construction any temporary access roads
constructed outside the rail line right-of-way unless otherwise agreed to with the
landowners. (V)
64: The Applicant shall consult with appropriate state and local transportation agencies
to determine the final design and other details of project-related grade crossings and
warning devices. (V)
65: Before the start of project-related operations, the Applicant shall contact
appropriate local, state, and Federal emergency response organizations and shall
provide them with information concerning the proposed operations, schedules, and any
site hazards or restrictions that could impact responders. (V)
66: The Applicant shall obtain a section 9 Bridge Permit from the U.S. Coast Guard for
construction of project-related bridges over navigable rivers. (V)
67: In coordination with the U.S. Coast Guard, the Applicant shall provide adequate
clearances for navigation of recreational boats on navigable rivers. (V)
68: In conjunction with final engineering design, the Applicant shall consult with the
ADNR and the ADF&G and develop and implement a plan to ensure that projectrelated bridges and culverts placed on navigable or public waters are designed and
installed to accommodate: (1) navigation by recreational boat users in a manner that
shall not impede existing uses, to the extent practicable, and (2) public access and use
of the statutory easements as established by the reasonable requirements of Alaska
Statute (Alaska Stat. § 38.05.127, Access to Navigable or Public Water). The Applicant
shall submit the plan to OEA, ADNR, and ADF&G.
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69: The Applicant shall develop a spill prevention, control, and countermeasure plan
for petroleum products and/or response plan for hazardous materials, as required by
applicable Federal and state regulations, prior to initiating any project-related
construction activities. These plans shall address methods for preventing discharges
and spill control, and containment and cleanup should a release occur. Plans shall
include a requirement to conduct weekly inspections of equipment for any fuel, lube oil,
hydraulic, or antifreeze leaks. The plan shall provide that, if leaks are found, the
Applicant shall require the contractor(s) to immediately remove the equipment from
service and repair or replace it. (V)
70: As part of the APDES Stormwater Construction Permit and Stormwater Pollution
Prevention Plan, the Applicant shall:
•
•
•
•
Restore land used for temporary staging areas during project-related construction to
natural conditions if occurring on undeveloped ADNR land or to its former uses if
occurring on private land.
Restore public land areas that were directly disturbed by project-related construction
equipment and not owned by the Applicant (such as temporary access roads, haul
roads, and crane pads) to their original condition, as reasonable and practicable, upon
completion of construction.
In business and industrial areas, store project-related equipment and materials in
established storage areas or on the Applicant’s property. The Applicant shall prohibit
parking of equipment or vehicles, or storage of materials along driveways or in parking
lots, unless agreed to by the property owner.
Prohibit project-related construction vehicles, equipment, and workers from accessing
work areas by crossing business or agricultural areas, including parking areas or
driveways, without advance notice to or permission from the owner. (V)
71: For each of the public grade crossings on the rail line, the Applicant shall provide
permanent signs prominently displaying both a toll-free telephone number and a
unique grade crossing identification number in compliance with Federal Highway
Administration regulations (23 Code of Federal Regulations part 655). The Applicant’s
personnel shall answer the toll-free number 24 hours a day. (V)
72: The Applicant shall continue its ongoing community outreach efforts by maintaining
a Web site about the project throughout the construction period of the rail line. (V)
73: In the event of any damage caused by project-related construction activities, the
Applicant shall work with affected landowners to appropriately redress any damage to
each landowner’s property. (V)
74: The Applicant shall work with affected businesses or farms to appropriately
address project-related construction activity issues affecting any business or farm. (V)
75: To the extent practicable, the Applicant shall ensure that entrances and exits for
businesses are not obstructed by project-related construction activities, except as
required to move equipment. (V)
76: During construction of the crossings over navigable rivers, some short-term
temporary restrictions of watercraft traffic could occur for safety purposes. In that
event, the Applicant shall install warning devices to notify boaters of project-related
bridge construction activities. The Applicant also shall display signs providing the
name, address, and telephone number of a contact person onsite to help waterway
users obtain immediate responses to questions and concerns about project activities.
(V)
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77: The Applicant shall make reasonable efforts to minimize disruptions to utilities by
scheduling project-related construction work and outages to low-use periods. The
Applicant shall notify residents and other utility customers in advance of project-related
construction activities requiring temporary service interruptions. (V)
78: The Applicant shall make reasonable efforts to identify all utilities that are
reasonably expected to be materially affected by the project-related construction within
the right-of-way or that cross the right-of-way. The Applicant shall consult with utility
owners during design and construction so that utilities are protected during projectrelated construction activities. The Applicant shall notify the owner of each such utility
identified prior to project-related construction activities and shall coordinate with the
owner to minimize damage to utilities. (V)
79: The Applicant shall bury all project-related utilities along the200-foot right-of-way
and within the terminal reserve. (V)
80: In accordance with the Applicant’s Oil Spill Contingency Plan and Emergency
Response Plan, the Applicant shall make the required notifications to the appropriate
Federal and state environmental agencies in the event of a reportable hazardous
materials release. The Applicant shall work with the appropriate agencies, such as the
ADEC, the USEPA, and the USFWS, to respond to, and remediate releases. (V)
81: At least one month before initiating construction activities in the area, the Applicant
shall provide the information described below regarding project-related construction of
the rail line, and other information, as appropriate, to fire departments within the project
area, the Federal Emergency Management Agency, and the MSB Emergency
Operations Department:
•
•
•
•
The schedule for construction throughout the project area, including the sequence of
construction of public grade crossings and approximate schedule for these activities at
each crossing;
A 24-hour emergency telephone number to reach the Applicant in the event of an
emergency;
The name and number of the Applicant’s project contact, who shall be available to
answer questions or attend meetings for the purpose of informing emergency-service
providers about the project-related construction and operations; and
Revisions to this information, including changes in construction schedule, as
appropriate. (V)
82: Prior to project-related construction, the Applicant shall consult with Alaska
Department of Natural Resources (ADNR) and other appropriate agencies, including
the Alaska Department of Fish and Game (ADF&G), and user groups to develop a plan
to ensure construction activities occur during the most appropriate timeframe to limit, to
the extent practicable, potential impacts on recreation activities. The plan shall be
developed prior to completion of final engineering plans and following consultation with
the ADNR, the ADF&G, other appropriate government agencies, and user groups to
determine the location of all officially recognized trails that would be crossed by the rail
line. The plan shall designate temporary access points if main access routes must be
obstructed during project-related construction and include an agreed-upon number and
location of access points as determined during consultation with applicable agencies.
(V)
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83: The Applicant shall consult with the appropriate management agencies, including
the ADNR and the ADF&G to ensure that project-related bridges and culverts are
designed, constructed, and maintained to accommodate travel by winter modes of
transportation (snow machine, dog sled, etc.) on streams and rivers used for
recreational access and subject to the provisions of Alaska Statute (Alaska Stat. §
38.05.127, Access to Navigable or Public Water).
84: The Applicant shall consult with resource management agencies, including the
ADNR and the ADF&G, appropriate user groups, and property owners regarding the
location and design of crossings for trail easements that intersect with the proposed rail
line.
84A: At a minimum, the Applicant shall provide at grade-separated or grade-separated
crossings of all officially recognized trails crossed by the proposed rail line. As of the
date of the Final EIS, a total of 8 officially recognized trails had been identified that
intersect the Mac East- Variant Connector 3 Variant- Houston-Houston South
Alternative. This number could change due to various factors including updates to trail
plans, route selection, and final engineering. For the purposes of this mitigation
measure, the Applicant shall adhere to the definition of an officially recognized trail
provided below.
“An officially recognized trail is one that is specifically established within currently
adopted plans by ADNR and/or MSB, or are established within these plans at the time
of construction or right-of-way acquisition by the Applicant or the MSB (whichever
occurs first). In addition, an officially recognized trail is used primarily for recreational
purposes. The locations of officially recognized trails may or may not be provided for
by recorded easements or right-of-way instruments. In some cases, officially
recognized trails may be adopted by or mapped in a recognized trail plan, but a
recorded easement or right-of-way instrument may not exist. The presence of a
recorded easement or right-of-way easement is not sufficient alone to make the
property an officially recognized trail.”
Based on the Applicant's January 2008 inventory of officially recognized trails, the
following recognized trails are crossed by the Mac East Variant- Connector 3 Variant Houston-Houston South Alternative:
•
•
•
•
Crooked Lake Trail
Iditarod National Historic Trail
Houston Lake Loop Trail
Flat Lake Connector Trail
•
•
•
•
Big Lake Trail #1
Big Lake Trail #2
Big Lake Trail #5
Big Lake Trail #14
Based on OEA's analysis, the following additional officially recognized trails are
crossed by the Mac East Variant- Connector 3 Variant - Houston-Houston South
Alternative:
84B: The Applicant shall design each crossing to accommodate existing trail users as
determined at the time of construction, or right-of-way acquisition by the Applicant or
MSB (whichever comes first).
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84C: The Applicant shall provide a sufficient number of at grade or grade-separated
trail crossings to ensure that the average distance between trail crossings over the
length of the rail line is not greater than 3.0 miles (i.e., length of the new rail line
divided by total number of Applicant-supplied, trail crossings). Trail crossings provided
by the Applicant to meet this minimum crossing frequency may be collocated with
project-related stream and road crossings if the collocated trail reasonably and safely
accommodates existing trail users as determined at the time of construction, or rightof-way acquisition by the Applicant or MSB (whichever comes first). Any trails that the
Applicant proposes to combine at one grade-separated trail crossing under mitigation
measure 91 shall count as one trail in calculating the average crossing distance of 3.0
miles. Each grade-separated trail crossing provided by the Applicant under mitigation
measure 92 (i.e., the trails that contribute to the integrity of the Iditarod Sled Dog
Historic District) can be included in the calculation of the average crossing distance of
3.0 miles, regardless of officially recognized status.
84D: If the applicant proposes to construct an at-grade crossing of any officially
recognized trails, the applicant shall submit a report to OEA for review and
concurrence prior to the start of project-related construction of the rail segment
containing the proposed at-grade crossing. The subject report shall address the
following items for each officially recognized trail at which an at-grade crossing is
proposed:
•
•
•
•
•
Identify each officially recognized trail.
Explain why a grade separated crossing is not feasible or appropriate. Specify
engineering constraints or potential environmental impacts of a grade-separated
crossing, as applicable.
Specify the safety controls and devices that would be installed or implemented for the
proposed at-grade crossing.
Identify the current principal users or user groups of the proposed at-grade crossing,
consult with these parties, and summarize their degree of acceptance of the proposed
at-grade crossing and its proposed safety measures.
Explain any substantive objections of the parties to an at-grade crossing or its safety
measures.
85: When project-related construction takes place on state and private land, the
Applicant shall consult with the ADNR Division of Forestry to salvage or dispose of
commercial and personal use timber within the right-of-way in accordance with the
reasonable requirements of the Alaska Forest Resources and Practices Act (Alaska
Stat. § 41.17) and the Susitna Forestry Guidelines.
86: The Applicant shall ensure that field-work contractors engaged in project-related
construction are provided with training for the identification of hazardous materials,
including unexploded ordnance (UXO) that could be encountered during project-related
construction. If unanticipated sources of hazardous or regulated materials, including
UXO, or potentially contaminated areas are encountered during project-related
construction activities, the Applicant shall immediately notify the ADEC and stop all
work in the area until a response plan has been approved by ADEC. Handling,
treatment, and disposal of any hazardous materials shall occur in full compliance with
all Federal, state, and local requirements.
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87: The Applicant shall conduct project-related right-of-way acquisition in conformance
with the Uniform Relocation Assistance and Real Property Acquisition Policies Act of
1970, as amended (42 United States Code § 4601), regulations promulgated pursuant
to that statute (49 Code of Federal Regulations part 24), and all reasonable terms and
conditions of Alaska Statute (Alaska Stat. § 34.60.010 through 34.60.150, Relocation
Assistance and Real Property Acquisition Practices).
88: The Applicant shall consult with local airports in the vicinity of new project-related
communication towers and the ADOT&PF and the Federal Aviation Administration to
ensure that the towers are appropriately sited and that notice has been given to pilots
of the construction and location of the new towers.
89: If the USACE completes a full-scale remedial investigation and feasibility study of
the nature and extent of contamination or explosive hazards for the former Susitna
Gunnery Range, and the USACE’s study area encompasses portions of the projectrelated right-of-way, the Applicant shall observe the findings and recommendations of
the study as approved by ADEC.
90: Prior to initiation of project-related construction activities, and for a period of 1 year
following start-up of operations on the rail line, the Applicant shall establish a
Community Liaison to consult with affected communities, businesses, and appropriate
agencies; develop cooperative solutions to local concerns; be available for public
meetings; and conduct periodic public outreach. The Applicant shall provide the name
and phone number of the Community Liaison to mayors and other appropriate local
officials in each community through which the proposed rail line passes.
91: Project-related construction vehicles, equipment, and workers shall not access
work areas by crossing residential properties without the permission of the property
owners.
92: Prior to completing final project design, the Applicant shall prepare a draft report on
any officially recognized trails that it proposes to relocate rather than provide gradeseparated or at-grade crossings of the trails. The draft report shall address the
rationale for the proposed trail relocations; describe potential impacts to existing trail
users if the trails are relocated rather than being equipped with grade-separated
crossings; and summarize the Applicant’s discussions with user groups and other
interested parties affected by the proposed relocations. The draft report shall identify
all parties consulted with by the Applicant regarding proposed trail relocations. All
consulted parties shall be provided a copy of the draft report for review and comment
for a period not to exceed 30 calendar days. The Applicant shall prepare a final report
and submit the final report to OEA and the parties. In addition to the contents required
in the draft report, the final report shall summarize all substantive comments from the
parties and the Applicant’s comment responses.
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93: Prior to completing final project design, the Applicant shall prepare a draft report
that identifies the location and use of all trails contributing to the Iditarod Dog Sledding
Historic District. The draft report shall identify the contributing trails, state of current use
for dog sledding (if any), and information on sources and parties consulted pertaining
to trail use. OEA and all consulted parties shall be provided a copy of the draft report
for review and comment for a period not to exceed 30 calendar days. The Applicant
shall prepare a final report and submit the final report to OEA and the parties. In
addition to the contents required in the draft report, the final report shall summarize all
substantive comments from the parties and the Applicant’s comment responses.
Based on the final report, all trails that are determined to be contributing to the integrity
of the historic district, are in use for dog sledding, and are necessary to maintain the
connectivity of the district, shall be provided with grade-separated crossings to allow
for continued use.
94: To reduce glare from lighting used during nighttime project-related construction
activities, and during operation of the terminal reserve, the Applicant shall require
construction contractors to direct lighting onto the immediate area under construction
only and to avoid shining lights toward residences, businesses, recreational areas, and
down roadway or trail corridors.
95: To minimize the visual impact of the cleared right-of-way including the terminal
reserve for this project, the Applicant shall minimize clearing at road and trail
crossings, which could be accomplished by leaving a few larger trees and some
smaller trees and shrubs untouched, to reduce visual contrast and mimic natural
clearings in the landscape, where practical and consistent with safety and maintenance
requirements.
96: Where practicable to reduce visual impact in areas of high visibility (such as
residential areas, road and trail crossings, and crossings of the Little Susitna River,
and the areas surrounding the terminal reserve) without increasing the project footprint
and when appropriate given maintenance, access, safety considerations, and natural
vegetation patterns, the Applicant shall:
•
•
•
•
Plant native vegetation along the right-of-way and perimeter of the terminal reserve to
reduce the contrast with line, color, and texture. Plant species that are preferred by
moose as browse shall be avoided to the extent practicable.
Plant native trees and bushes around the base of bridge supports located on land to
reduce the visual prominence of such features and break up the uniform lines, colors,
and smooth textures of the bridge supports. A variety of plant types native and
indigenous to the project area shall be used to provide multiple layers, seasonality, and
reduced susceptibility to disease. Plant species that are preferred by moose as browse
shall be avoided to the extent practicable.
In areas with hill cuts, shape slopes to reflect the natural landscape, where practicable,
and plant with native materials to provide an amorphous and irregular form and rough
texture.
Dispose of excess material in a suitable fill location and not cast on downhill slopes.
97: If there is a material change in the facts or circumstances upon which the Board
relied in imposing specific environmental mitigation conditions, and upon petition by
any party who demonstrates such material change, the Board may review the
continuing applicability of its final mitigation, if warranted.
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98: The Applicant shall submit quarterly reports to the OEA on the progress of,
implementation of, and compliance with all Board-imposed mitigation measures. The
reporting period for these quarterly reports shall begin on the date of a Board Final
Decision authorizing the project until 1 year after the Applicant has completed projectrelated construction activities. The Applicant shall submit copies of the quarterly
reports within 30 days following the end of each quarterly reporting period and
distribute the reports to appropriate Federal and state agencies, as specified by OEA.
99: Within 60 days following a Board decision authorizing the project, the Applicant
shall prepare and submit an annotated outline of the required quarterly report to the
OEA for review and approval.
100: The Applicant shall retain a third-party contractor to assist the OEA in the
monitoring and enforcement of mitigation measures until 1 year after the Applicant has
completed project-related construction.
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APPENDIX J
Bear Interaction Plan
Port MacKenzie Rail Extension Project
1.0 Purpose
Construction and operation of the Port MacKenzie Rail Extension (PMRE) Project will
occur in areas populated by both black bears (Ursus americanus) and brown bears (U.
arctos). Considering this, the Surface Transportation Board’s Office of Environmental
Analysis included the following mitigation measures in the November 21, 2011 PMRE
final decision (Docket No. FD 35095) authorizing the Alaska Railroad Corporation
(ARRC) to construct and operate the new rail line:
Mitigation Measure 48: The Applicant shall prepare and implement a bear
interaction plan to minimize conflicts between bears and humans. In consultation
with the Alaska Department of Fish and Game, the Applicant shall develop
appropriate educational programs and management plans when project-related
construction and operation plans are being prepared.
Mitigation Measure No. 32: The Applicant shall restrict its project-related workers
from (1) hunting or fishing while stationed at work camps; (2) harassing wildlife,
including winter or calving concentrations of moose (cows with yearling calves
can be particularly defensive); (3) approaching known occupied bear dens; and
(4) feeding wildlife.
The purpose of this plan is to comply with these measures and minimize the potential
for human/bear interactions. It provides guidance on educating employees about the
hazards of working in bear country, proper waste management and site cleanliness to
keep from attracting bears, and steps to take in the event of a bear/human incident.
These recommendations were developed with input and technical guidance from the
Alaska Department of Fish and Game (ADF&G) and are intended to advise ARRC and
its contractors during the construction and operation phases of the PMRE Project. This
plan should be readily available to ARRC and contractor employees working in the
PMRE project area.
2.0 Site Description
The PMRE Project will connect Port MacKenzie to the existing ARRC main line near
Houston, Alaska. The route is sparsely populated and provides natural habitat for both
black and brown bears. Several streams supporting anadromous fish populations will
be crossed; these streams provide food for bears and may support higher bear
139
densities during active spawning periods (typically July through October) than
surrounding areas. Areas of dense brush and vegetation also provide abundant cover
opportunities for bears along the route, making it easier for humans to startle bears and
increasing the risk of a dangerous encounter. These habitat features contribute to the
presence of a thriving bear population; PMRE Project staff in the area need to be aware
of and prepared for possible interactions.
3.0 Plan Overview
This plan addresses:

Awareness and Education

Work Site Cleanliness/Waste Management

Incident Response Planning
Together, these components are intended to minimize interactions between bears and
humans, and should an interaction occur, keep it from escalating into a dangerous
situation for either the humans or bears involved. Site supervisors are responsible for
the implementing this plan. This plan may not address every possible hazardous bear
interaction scenario, and may be revised and refined should situations arise that are
outside the realm of those presented.
4.0 Awareness and Education
Bear awareness and safety in bear country training is recommended for all ARRC
personnel and contractors upon their first arrival on the work site. Personnel need a
good understanding of basic principles and practices to properly respond to interactions.
The video Staying Safe in Bear Country (Safety in Bear Country Society, 2004) is
available as a commonly used, industry standard orientation aid. This and any other
commercially available material may be supplemented by site specific procedures,
especially employee awareness of specific high bear-use areas. Regardless of the
materials used, the following subjects are important to cover during training:

General bear behavior relevant to human safety

Identification and avoidance of high bear use areas in and around the project corridor
(e.g. anadromous streams, areas of dense brush, known den locations)

Each employee’s responsibility to take steps to prevent bear encounters (see work-site
cleanliness/waste management)

Emphasis on the processes of human-habituation and food-conditioning and the
detrimental effects of directly or indirectly feeding wildlife

Discussion of how equipment noise won’t necessarily keep bears away; and may
occasionally attract curious individuals

Recognizing signs of bear dens and activity in the work area

How to deal with a bear/human interaction including recognizing a bear’s intent based on
their body language and behavior

Details on the project’s bear conflict response procedures

Procedures for reporting and responding to bear conflicts
140

Sources for further information and suggested reading
In addition to this initial orientation session, work crews may need to regularly address
site-specific bear awareness issues, especially when moving to a new area or working
around anadromous fish streams.
Employees should be aware of the following
considerations as they may apply to specific work sites:

Take extra caution when working around active fish spawning streams, as they are
known feeding areas for bears.

Avoid dense brush, especially near streams, berry patches, and other areas
frequented by bears.

Do not approach known occupied bear dens, and take extra caution in areas with
bears dens.

Do not feed bears (or other wildlife).

Make lots of noise and carry bear spray when working in these areas to warn
bears of your presence if going into these areas.

If deemed necessary by site safety personnel, designate a worker to watch for
bears when working around known habitat areas.

Request a bear watch if you feel it is necessary for your safety.
5.0 Work Site Cleanliness/Waste Management
Work site cleanliness/waste management is an important step in worksite bear safety,
as human food and garbage can be strong attractants to bears, leading to habituation
and increasing the possibility of dangerous interactions with humans. Bears that obtain
food or garbage associated with human activities usually learn to seek these out again,
repeatedly bringing them into contact with humans. This can lead to dangerous
confrontations, and often ends with the destruction of the bear. In addition, construction
site wastes and garbage may contain noxious substances, such as toxic chemicals (e.g.
antifreeze, petroleum lubricants, and diesel fuel), plastic bags, glass, or metal fragments
that could impair the bear’s health (ADF&G 2011). The availability of these and other
potential bear attractants is a major safety concern; and keeping these items secure is
the responsibility of everyone on the work site. Site supervisors should educate
workers about the connections between proper waste containment and minimizing the
potential for bear/human conflicts.
The following recommendations are intended to reduce confrontations between bears
and humans by reducing bears’ access to garbage and food on and around the
worksite:

Dispose of food and non-food wastes in bear-proof garbage cans. (Non-food
wastes include antifreeze, petroleum wastes, and any toxic chemicals that may
be attractants to bears or other wildlife.)

Schedule regular garbage collection, or as often as needed, to prevent
accumulation of bear attractants on-site.
141

Place garbage cans in habitats least used by bears, and avoid placing disposal
sites in traditional movement routes, seasonal concentration areas (such as fish
spawning areas, productive berry patches) and areas of dense cover preferred
by bears.

Store food (including lunches) indoors or in vehicles. Do not leave food outside
unattended.

Keep work sites clean of potential physical hazards to bears such as wire, cable,
tubing, plastic, or other materials that they could become entangled in.

Store petroleum products and all toxic chemicals in bear-proof containment
areas.

Clean up spills of petroleum products and other potentially toxic bear attractants
immediately.
6.0 Incident Response Planning
Despite proper implementation of the recommendations in this plan, a bear/human
interaction may occur. A bear may wander through the work site, take food from a
lunch left unattended, or physically attack a human. The human response is critical, as
it can affect the safety of others working in the bear-affected area. A poorly-chosen
response could escalate the situation into something extremely dangerous to humans
and bears. For this reason, the project must have a protocol for dealing with these
various levels of bear encounters. The protocol recommendations given here draw on
the work of previous industry plans (ConocoPhillips, 2006; ExxonMobil, 2009) as well as
bear experts at the ADF&G (Shideler, Manning, 2011).
A site safety supervisor will be designated. This individual will be responsible for final
implementation of this plan and will be available to direct the handling of bear/human
interactions. Should this supervisor be unavailable, an alternate should be on-site to
take over this responsibility. This person(s) should have advanced training and the
necessary tools to perform bear hazing duties that other employees are not trained to
handle. These duties could range from using bear-spray or even a vehicle to scare
away a problem bear to, in defense of human life, shooting and destroying a bear (see
Alaska regulation 5 AAC 92.410).
For ARRC personnel, having weapons of any kind in the workplace, or on any ARRC
owned or leased property violates the ARRC Code of Conduct. Only the ARRC Chief
Special Agent may authorize employees to have weapons for the performance of their
duties. Should it be decided that safety personnel need advanced training in hazing
techniques and other bear interaction scenarios, a professional trainer may be
employed with consultation from the ADF&G (See Appendix for ADF&G contacts).
The following recommendations apply to the possible event of a bear/human interaction.
They may be built upon or adjusted at the discretion of site safety personnel and
according to the needs of the specific worksite.

Report bear sightings, encounters and interactions of any other kind to the site
safety personnel immediately. If the designated safety personnel are not
available, employees should notify their supervisor immediately.
142

If bears come into the immediate vicinity of the work site, stop work and notify
site safety personnel. Safety personnel should monitor the situation and decide
on the best course of action.

Conduct bear hazing activities using only trained personnel following proper
procedures.

Notify ADF&G immediately of any bear attack, close interactions, or problem
bears (e.g., bears showing unusual or aggressive behavior). Also notify ADF&G
immediately if a bear is killed by vehicle collision or under any other scenario
(See Appendix for contact information).

Follow safe speed limits with vehicles and equipment and yield the right-of-way
to bears and other wildlife to minimize the possibility of collisions with animals
(ConocoPhillips Canada, 2006).

Hold bear awareness meetings scheduled by site safety personnel on an asneeded basis to inform workers about previous or potential interactions and any
changes to the bear safety plan.

In the event of a bear attack on human(s), implement emergency procedures to
deal with the situation quickly and efficiently. Know the location of and have
access to first-aid supplies, and know how to reach professional emergency
personnel at all times (see Appendix for nearby emergency medical facilities).

All bear interactions should be recorded by site safety personnel with as much detail on
the bears involved and the incident chain-of-events as possible. This information may
assist ADF&G in tracking down and dealing with problem bears and may be used to
further refine bear/human interaction practices within the project.
7.0 Conclusions
Site supervisors and managers should implement the recommendations, and look for
ways to improve the plan and adapt it to their work environment. All workers have a
role in keeping the work site safe and minimizing the potential for bear/human
interactions. Supervisors should remain receptive to employee concerns about bear
interactions, and bear safety should be treated with the same seriousness as other
safety issues. Employees should provide feedback about bear safety policies and
procedures without fear of negative repercussions. Should situations arise that are
outside the scope of this plan, revisions may be made to keep the plan applicable and
effective at minimizing the potential for bear/human interactions.
Additional educational resources, local ADF&G contacts and bear safety professional
contacts can be found in the appendix.
8.0 References
Alaska Administrative Code. 5 AAC 92.410. Taking game in defense of life or property.
ConocoPhillips Canada. 2006. Grizzly Bear and Wolverine Protection Plan for the
Parsons Lake Field Development.
ExxonMobil Corporation. 2009. Polar Bear and Wildlife Interaction Plan, Point Thomson
Project, North Slope, Alaska.
143
Manning, E. Personal Communication. Education Specialist, Alaska Department of Fish
and Game, Anchorage, Alaska.
Telephone: 907-267-2168. Email:
[email protected]
Peltier, T. Personal Communication. Wildlife Biologist, Alaska Department of Fish and
Game,
Palmer,
Alaska.
Telephone:
907-746-6327.
Email:
[email protected]
Safety in Bear Country Society. 2001. Staying Safe in Bear Country DVD. Prepared by
the Safety in Bear Country Society in cooperation with the International
Association for Bear Research and Management. Distributed by Kodiak Wildlife
Products (macecanada.com)
Shideler, R. Personal Communication. Wildlife Biologist, Alaska Department of Fish and
Game,
Fairbanks,
Alaska.
Telephone:
907-459-7283.
Email:
[email protected]
144
Appendix – Further Information
ARRC Contacts
ARRC Special Agent
907-265-2462
Local Emergency Medical Centers
Call 911 for all emergency medical situations.
Urgent Care at Lake Lucille
185 E Parks Hwy
Wasilla, AK 99654
907-373-4200
Mat-Su Regional Urgent Care
950 E Bogard Rd Ste 103
Wasilla, AK 99654
907-352-2880
Mat-Su Regional Medical Center
2500 S. Woodworth Loop
Palmer, AK 99645
907-861-6000
ADF&G Contacts
Alaska Department of Fish and Game – Main Palmer Office
1800 Glenn Highway, Suite 2
Palmer, AK 99645
907-746-6300
Tim Peltier, Wildlife Biologist - Bear Incident Reporting, Bear Safety Training
ADF&G; Palmer, AK
907-746-6327
[email protected]
Elizabeth Manning, Education Specialist – Bear Safety Training
ADF&G; Anchorage, AK
907-267-2168
[email protected]
Additional Bear Safety Resources
Kodiak Wildlife Products: Online suppliers of the educational bear safety videos,
Staying Safe in Bear Country (P51414-004 PPR-U) and Working in Bear Country
(P51414-005 PPR-U). Both videos are available in Public Performance Rights versions
for use by business, industry and government as an employee training aid. Online at
http://www.macecanada.com/unitedstates/video.htm
Alaska Department of Fish and Game: Policy on Human Food and Solid Waste
Management
and
Bears
in
Alaska.
Online
at
https://secure.wildlife.alaska.gov/index.cfm?adfg=bears.bearpolicy
Environment Yukon: How you can stay safe in bear country.
Online at http://www.env.gov.yk.ca/pdf/howyoucanstaysafe.pdf
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146
Project Communication Procedures
Port MacKenzie Rail Extension Segment 3 Construction
APPENDIX K
PROJECT COMMUNICATIONS
The following describes the required procedures for submitting Project
Communications, Submittals and RFI’s.
Correspondence and Submittals from the Contractor

Must be addressed to Alaska Railroad Corporation, 327 West Ship Creek
Avenue, Anchorage, AK 99501; Attention David Freese, Resident Engineer
o All Correspondence (i.e. Letters, Submittals, RFI’s, etc…) shall be
submitted electronically into Oracle Primavera Contract Management
Version 14 document repository through a provided web access link.
(License and Access info to be provided by the Owner)
o Samples shall be delivered to the ARRC Job Office at the Port MacKenzie
Facility.
Designated Representatives

Notification of a Project Superintendent and Safety Representative change within
a 24 hour period to the Construction Manager with all relevant certifications,
phone, and email contact information. This information will be provided to the
Projectwise service provider for access to Projectwise.

Field office and cellular telephone number and fax numbers.

Contractor shall have a representative onsite at all times who is fully authorized
to make decisions binding on the Contractor to receive instructions and
information from the Owner’s Representatives.

ARRC will supply Delegation of Authority letters for
o David Kabella - Construction Manager (CM)
o Brian Kovol – Enviromental Site Officer (ESO)
Written Communications

Shall reference the ARRC Contract number and be dated.
147

All letters of correspondence from the Contractor to the RE shall be numbered in
the top right corner as C-RE-XXX starting at 001; CM shall be numbered in the
top right corner as C-CM-XXX starting at 001. All letters of correspondence with
the PM shall be numbered C-PM-XXX starting at 001.

All letters will be serial numbered for document control and ease of reference.

Electronic file names shall contain the following:
o Serial Number, Subject, Contract#, Date;
Example:
C-CM-001_ProjSuperintendents_ContactInfo_62608_010112.pdf
Do not include spaces, but rather use an underscore to separate words.
Refrain from using symbols in file naming. Refrain from using
conjunctions to enhance the search capabilities of the system.

Abbreviation Definitions:
o
C - Contractor
o
CM - Construction Manager
o
RE - Resident Engineer
o
PM - Project Manager
o
CO – Construction Observer
o
ESO – Enviromental Site Officer
Submittals

Shall reference the ARRC Contract number and be dated.

All Submittals shall be identified as such and be serial numbered in sequential
order as submitted.

Submittals shall not be combined. Each submittal shall be submitted separately
and be identified separately.

Re-Submittals shall be identified by a letter following the submittal serial number.
Example: Submittal 001A (would be a first resubmit), Submittal 001B (would be
a second resubmit) and so on.

Electronic file names shall contain the following:
o Document Type,Serial Number, Subject, Contract#, Date;
Example: S001_SWPPP_62608_10112.pdf
o
Resubmit
Example: S001A_SWPPP_62608_10112.pdf
148
RFI’s

Shall reference the ARRC Contract number.

All RFI’s shall be noted on the document and the file name. They shall also be
serial numbered in sequential order as submitted (i.e.
RFI001_ContentSubjectmatter_YYMMDD.

RFI’s shall not be combined. Each RFI shall be submitted separately and be
identified separately with the use of the project RFI form.

Re-submitted RFI’s shall be identified by a letter following the re-submittal serial
number. Example: RFI 001A (would be a first resubmit), RFI 001B (would be a
second resubmit) and so on.

Electronic file names shall contain the following:
o Document Type, Serial Number, Subject, Contract#, Date;
Example: RFI001_SubstitutionofXforY_62608_010112.pdf
o
Resubmit
Example: RFI001A_SubstitutionofXforY_62608_010112.pdf
Other Naming Conventions
Schedules
Daily Report
Project Schedule/Monthly Updates
SCHProj_MMDDYY
2 Week Look Ahead
SCH2wk_MMDDYY
Attachments
DR_ACME_MMDDYY
Density Results
DR_ACME_DensityRes_MMDDYY
Proctors
DR_ACME_Proctor_MMDDYY
Gradations
DR_ACME_Gradations_MMDDYY
Pile driving records
DR_ACME_Piledriving_MMDDYY
Concrete Placement
DR_ACME_Concrete_MMDDYY
Welding Inspection
DR_ACME_Welding_MMDDYY
Other categories and/or naming conventions may be added as needed or
required by the Owner’s Representative.
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150
APPENDIX L
Erosion and Sediment Control Plan
This Erosion and Sediment Control Plan (ESCP) has been prepared for the Port
MacKenzie Rail Extension (PMRE) Segment 5 project as part of the contract documents
to provide bidders a basis for cost estimating and provide the awarded Contractor
information and guidance for developing an acceptable Storm Water Pollution
Prevention Plan (SWPPP). The ESCP is intended to provide assistance in creating a
practicable plan while giving the Contractor enough latitude to develop a sequence of
operations based on site conditions, personnel, and equipment. To accomplish this, the
ESCP specifies required final stabilization measures, but allows interim measures to be
selected in the Contractor’s SWPPP based on their sequence of construction
operations. Sufficient information is supplied on appropriate control measures, problem
areas, timing limitations, and specifications to assist the Contractor in developing an
acceptable SWPPP.
This ESCP was compiled based on the requirements in the Alaska Highway Drainage
Manual (AK DOT&PF, 2006). This document, the Technical Specifications, the Plans,
and permit conditions shall be used by the Contractor to develop an acceptable SWPPP
that is compliant with the Department of Environmental Conservation (ADEC) 2011
Construction General Permit (CGP). The Alaska Highway Drainage Manual (AK
DOT&PF, 2006), the Alaska Storm Water Pollution Prevention Plan Guide (AK
DOT&PF, 2011), ADEC’s Storm Water Guide (2009) and ADEC’s SWPPP template
(www.dec.state.ak.us/water/wnpspc/stormwater/Index.htm) are additional resources the
Contractor may draw from in developing the project SWPPP.
Specific project permit requirements will also need to be considered in SWPPP development
and included in the SWPPP document. Permits currently held by the Owner include the
following:

U.S. Army Corps of Engineers Section 404 Permit;

Alaska Department of Fish and Game Title 16 Fish Habitat Permit;

Alaska Department of Natural Resources, Division of Mining, Land and Water Land Use
Application; and

Alaska Department of Natural Resources, Division of Mining, Land and Water
Temporary Water Use Permit.
Additional Contractor acquired permits will also need to be considered.
SECTION 1 PROJECT DESCRIPTION
The PMRE is comprised of 6 segments, which will connect Port MacKenzie with the
ARRC mainline south of Houston. Segment 5 of the PMRE, shown in Figure 1, begins
151
at an access road to a natural gas pad in Big Lake and then proceeds approximately 3.5
miles northeast to Millers Reach Road.
Along Segment 5 the embankment will have a 44 foot top width and side slopes of 2:1
or 3:1. Additionally three at-grade crossings shall be constructed. Locations of
construction staging areas and unsuitable/excess material disposal areas have not
been established, but must be located in upland areas and included in the SWPPP.
Total project area is approximately 60 acres, the majority of which is anticipated to be
disturbed.
Segment 5 begins with an at-grade crossing to accommodate access to an existing
natural gas pad. 660’ of the existing access will be altered for this crossing. A further 1.7
miles north along the alignment from the natural gas pad access, an at-grade crossing
will be constructed to accommodate the relocation of Big Lake Trail #2 as well as a
future road access. The trail has not been relocated at this time so the 0.2 miles of new
trail will not connect to any trail at the current time. Segment 5 ends once it crosses over
Millers Reach Road and connects with the end of the embankment constructed as a
part of PMRE Segment 6. Approximately 0.1 miles of the road will be reconstructed to
allow for an at-grade rail crossing at Millers Reach Road. Other minor structures to be
constructed under the Segment 5 include 18 local drainage culverts.
1.1 PROJECT AREA
The project area is predominantly undeveloped. Existing infrastructure in the area
consists of gravel roads and a number of formal and informal trails accessed by fourwheelers, snowmachines, and sled-dog teams. The topography can be broken into
three main parts; uplands (hills), lowlands (wetlands and peat bogs), and relatively flatlying areas. The topography along the alignment is generally uplands with occasional
lowlands and bogs. The alignment consists of wetlands and bogs at the southernmost
end and transitions into gently rolling uplands. Total topographic relief along the
alignment is approximately 125 feet. Lowland areas generally consist of wetlands and
peat bogs which are vegetated with grasses and scrub brush. Upland areas are
generally vegetated and thinly forested with birch and spruce trees.
The Segment 5 project area lies entirely within the Little Susitna River watershed, which is
dominated by many small irregular lakes and crosses a variety of wetland complexes and
unnamed tributaries. The Little Susitna River has its headwaters in the Talkeetna Mountains at
Hatcher Pass and flows approximately 122 miles through the MSB and discharges into Cook
Inlet. Smaller sub-watersheds drain from both east and west across the alignment.
Two sections of jurisdictional wetlands are crossed throughout the length of the project. Permits
for placing fill within these wetlands are have been obtained from the U.S. Army Corps of
Engineers. The contractor must verify the conditions of the permit before any such activities
may take place.
Additional wetlands are located adjacent to the project corridor throughout the project area.
These wetlands will not be included in project permits and at no time may they be disturbed.
The Owner’s Representative will install flagging around the project limits that will identify the
boundaries in these areas.
152
There are no impaired waters or waters with approved and final Total Maximum Daily Loads
(TMDLs) in the project area. There have been bald eagle nests observed within and along the
project area of other segments of the PMRE. There are no other known endangered species or
critical habitats in the project area. The Cook Inlet population of beluga whales is listed as
endangered per the National Marine Fisheries Service. However, this project will be constructed
in uplands and no sediment or runoff from this project will enter the waters of the Cook Inlet.
This project will not have an effect on beluga whales. There are no sites eligible for or listed on
the National Register of Historic Places within the Segment 5 project area. A cultural survey will
not be conducted of the project area based on consultation with the State Historic Preservation
Office and the Surface Transportation Board. The Project area is considered to have low
probability of cultural/historical sites. Any discoveries of cultural resources that may occur
during construction will be addressed in accordance with Stipulation VIII of the Programmatic
Agreement (STB Docket No. FD 35095).
1.2 SCOPE OF CONSTRUCTION
All construction activities are expected to begin as early as April, 2015. The project is
anticipated to reach substantial completion by October, 2015, with some final
stabilization activities continuing into the following spring. The sequence of construction
has not been determined, but will include:






Clearing
Grubbing
Removal and disposal or beneficial reuse of topsoil
Excavation and grading
Installation of culverts, and permanent stabilization structures
Vegetation re-establishment
Geotechnical explorations in the embankment area showed a range of soil types from
glacial till to glacial outwash and glaciofluvial deposits to organic material up to 10.3 feet
thick in boggy areas. More detailed information can be found in the project
Geotechnical Engineering Report (Shannon & Wilson, 2012).
Protecting soils from excess moisture is the most important factor for the stability of cuts
and the stability of materials reused in fill areas. Protection measures shall include
avoiding excavation during wet weather, use of temporary moisture protection once
silt/clay layers have been exposed, installation of interceptor drainage trenches at the
crest of cut sections, and maintenance of crowns on fill surfaces and drainage slopes
away from excavation areas.
The contractor should be prepared to handle isolated areas of groundwater in cuts
throughout the project. Soils that will yield the most groundwater will generally consist
of relatively clean sandy soils. If water is encountered in excavations, it will likely be
confined to relatively small, isolated lenses. As a result, these features will likely drain
rapidly and become relatively dry after exposure and before construction of the segment
is complete. The contractor should be prepared to deal with isolated areas of
groundwater released while excavating cut slopes and also to protect fine grained soil
exposures in cut slopes from sheet erosion or rilling. Progressive dewatering may be
153
needed to control excavation slopes and protect cut materials from excess moisture if
thicker layers of water bearing soils are encountered. Progressive dewatering will likely
consist of spring head drains that are installed as excavation progresses. Dewatering
with sumps, pumping equipment, and/or local well points may also be necessary in
excavations. Should the Contractor’s means and methods include additional
dewatering measures in cut sections, sub-excavations, or for construction related water
supply, including the use of sumps, pumping equipment, and/or local well points, then
the Contractor shall be responsible for acquiring any required permits.
SECTION 2 EROSION CONTROL PRACTICES
Erosion control practices are stabilization and erosion control Best Management Practices
(BMPs) to prevent or minimize the loss of soil from land surfaces. Erosion control practices are
the preferred method of control, as they prevent excessive sediment from being produced.
Relevant Technical Specifications are detailed in Sections:



















603 Culverts & Storm Drains
610 Ditch Lining
611 Riprap
618 Seeding
619 Soil Stabilization
628 Springhead & French Drains
630 Geotextile for Embankment Separation & Stabilization
631 Geotextile for Subsurface Drainage and Erosion Control
633 Silt Fence
636 Gabions
641 Erosion, Sediment, & Pollution Control
703 Aggregates
706 Concrete & Plastic Pipe
707 Metal Pipe
712 Miscellaneous
724 Seed
725 Fertilizer
727 Soil Stabilization Material
729 Geosynthetics
2.1 PROJECT PLANNING
The Contractor shall not disturb vegetative cover outside the project area and shall
preserve vegetative cover wherever possible within the project area. The Contractor
will sequence activities to expose the smallest practical area for the shortest possible
duration. Interim control and interim structural practices selected by the contractor shall
be installed on-site as the first step in grading, and shall be functional before upslope
land disturbance takes place. Grading shall be completed as quickly as possible and
permanent control measures installed immediately after grading is complete.
2.2 INTERIM CONTROL PRACTICES
Interim control practices are stabilization and erosion control measures that are utilized before
permanent control measures are able to be installed. The use of these control practices should
154
be minimized if appropriate sequencing is developed and time is minimized between vegetation
clearing and the application of permanent control measures. However, at a minimum, surface
roughening shall be immediately applied to temporarily stabilize all slopes. Additional
appropriate interim control practices include temporary seeding where seasonal and surface soil
conditions are appropriate. Mulching or rolled erosion control products shall also be used where
surface roughening or temporary seeding are insufficient. Beneficial reuse of cleared organic
material for this purpose may be used, on approval from the Owner’s Representative. The
Contractor shall initiate stabilization measures as soon as practicable, but at least within 14
days on all areas of the site where construction activities have temporarily or permanently
ceased. This includes material stockpiles.
2.3 PERMANENT CONTROL MEASURES
Permanent seeding shall be applied as soon as possible after grading is complete. Permanent
seed shall be applied to all disturbed areas, except those with selected material surfacing or
riprap protection.
SECTION 3 STRUCTURAL PRACTICES
Structural practices are used to divert flows away from exposed soils, to store flows, or to limit
runoff and discharges of pollutants from the site. A number of both permanent and interim
structural practices shall be utilized throughout the project area.
3.1 INTERIM STRUCTURAL PRACTICES
The Contractor’s SWPPP shall include perimeter control practices to protect the disturbed area
from off-site runoff and to prevent sedimentation damage to areas downslope of the
construction site. Perimeter controls consist of practices that effectively isolate the construction
site from surrounding properties and control sediment once it is produced to prevent its
transport from the site. Interim perimeter control practices will be removed after construction is
complete. In addition to preserving a well-vegetated buffer strip around the perimeter of all land
disturbances, the Contractor shall select perimeter control BMPs which may include the use of
silt fences, earth dikes, brush barriers, temporary sediment basins, vehicle tracking
entrance/exits, and other perimeter controls as approved by the Owner’s Representative.
In addition to perimeter controls, interim structural practices within the project area shall be
selected to prevent erosion at specific locations where there is a need to reduce velocities or
detain runoff during construction, but where a permanent structure is not required. The
Contractor shall select additional appropriate BMPs to be installed at such locations as required
both prior to construction and as the need arises during construction. Appropriate controls may
include additional interception/diversion ditches and slope drains; temporary check dams;
drainage swales; sediment traps; temporary check dams and other controls as approved by the
Owner’s Representative.
3.2 PERMANENT STRUCTURAL PRACTICES
Several permanent structural practices are required and detailed in the Plans and shown on
Figures 2 through 5. Practices include installation of culverts, outlet protection at culverts,
French drains and spring head drains.
SECTION 4 STORM WATER MANAGEMENT
155
After project completion, storm water management includes measures used to control sediment
and pollutants in storm water discharges that will occur after construction operations. Storm
water within the project area is conveyed through drainage ditches and culverts, directing storm
water in such a way as to approximate existing drainage patterns. Storm water management
will include proper maintenance of permanent control measures and structural practices after
final stabilization is achieved. Permanent control measures and structural practices will be
monitored and maintained to promptly address any erosion issues that may develop. This is the
responsibility of the Owner and will include maintenance of vegetation in erosion susceptible
areas; cleanout of ditches and culverts as necessary; and maintenance of inlet and outfall
protection structures.
SECTION 5 OTHER CONTROLS
The Contractor’s SWPPP shall include a description of any on-site material storage. Good
housekeeping measures will be included to minimize exposure of construction materials to
storm water and for spill prevention and response. A Hazardous Material Control Plan will be
included detailing cleanup methods, materials and equipment on hand during construction. The
Contractor shall also detail dust minimization as part of the SWPPP, detailing dust suppression
techniques, scheduling, water sources and haul routes and BMPs related to dust minimization
and off-site tracking prevention. No outside pollutant sources from areas other than
construction are anticipated for this project, but should such sources exist, the SWPPP shall be
modified and measures taken for their control.
ATTACHMENTS
1. Figures 1 to 5
156
¯
Wasilla
Alaska
Anchorage
MP K31.92
Millers Reach Road
At-Grade Crossing
Project Area
MP K30.19
Big Lake Rec. Trail #2
At-Grade Crossing
MP K28.44
Natural Gas Pad Access
At-Grade Crossing
0
0.125 0.25
0.5
0.75
1
Miles
Legend
EROSION AND SEDIMENT CONTROL PLAN
Project Area
Wetlands
PORT MACKENZIE
RAIL EXTENSION
SEGMENT 5
DRAWN:
JUNE 2014 FILE:
PROJECT AREA
KAD
SEE PATH
FIGURE 1 OF 5
APPENDIX M
TECHNICAL SPECIFICATIONS
REFERENCED STANDARD SPECIFICATIONS. The following sections of the Alaska
Department of Transportation and Public Facilities Standard Specifications for Highway
Construction, 2004 edition, are incorporated into these Specifications as though
physically contained herein. Additional sections referenced by the following sections
shall also apply, except when noted otherwise.
All references to the Alaska Department of Transportation and Public Facilities, the
Department, the State, the Engineer, and similar references shall mean the “Owner” or
“Owner’s Representative”, as defined in the General Conditions and Special Conditions.
DIVISION 100 - GENERAL PROVISIONS
109
Measurement & Payment
DIVISION 200 - EARTHWORK
201
Clearing & Grubbing (completely replaced by modifications)
202
Removal of Structures & Obstructions
203
Excavation & Embankment
204
Structure Excavation for Conduits & Minor Structures
205
Excavation and Fill for Major Structures (completely replaced by modifications)
DIVISION 300 - BASES
301
Aggregate Base & Surface Course
DIVISION 500 - STRUCTURES
501 Concrete for Structures (completely replaced by modifications)
502 Prestressing Concrete (completely replaced by modifications)
503 Reinforcing Steel (completely replaced by modifications)
504 Steel Structures (completely replaced by modifications
505 Piling (completely replaced by modifications)
507 Bridge Barriers and Railing (completely replaced by modifications)
508 Waterproofing Membrane
512 Forms & Falsework (completely replaced by modifications)
514 Bridges
DIVISION 600 - MISCELLANEOUS CONSTRUCTION
602
Structural Plate Pipe
603
Culverts & Storm Drains
605
Underdrains
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606
607
610
611
614
615
618
619
620
628
630
631
633
634
636
640
641
642
643
675
683
Guardrail
Fences
Ditch Lining
Riprap
Concrete Barrier
Standard Signs
Seeding (completely replaced by modifications)
Soil Stabilization (completely replaced by modifications)
Topsoil
Springhead & French Drains
Geotextile for Embankment Separation & Stabilization
Geotextile for Subsurface Drainage and Erosion Control
Silt Fence
Geogrid Soil Reinforcement
Gabions
Mobilization & Demobilization
Erosion, Sediment, & Pollution Control (completely replaced by modifications)
Construction Surveying & Monuments (completely replaced by modifications)
Traffic Maintenance
Fuel cost Adjustment
Utilities
DIVISION 700 - MATERIALS
701
Hydraulic Cement (completely replaced by modifications)
703
Aggregates
706
Concrete & Plastic Pipe
707
Metal Pipe
708
Paints
709
Reinforcing Steel & Wire Rope (completely replaced by modifications)
711
Concrete Curing Materials & Admixtures
712
Miscellaneous
715
Steel for Piles (completely replaced by modifications)
716
Structural Steel
720
Elastomeric Pads (completely replaced by modifications)
721
Prestressing Steel & Fittings
722
Bridge Railing
724
Seed
725
Fertilizer
726
Topsoil
727
Soil Stabilization Material
729
Geosynthetics (completely replaced by modifications)
730
Sign Materials
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MODIFICATIONS TO THE REFERENCED STANDARD SPECIFICATIONS. The
following pages contain modifications to the referenced sections of the Alaska
Department of Transportation and Public Facilities Standard Specifications for Highway
Construction, 2004 edition, listed on the previous page. These modifications are a
combination of the ADOT/PF standard modifications and Special Provisions for this
project.
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SECTION 109
MEASUREMENT AND PAYMENT
109-1.02 MEASUREMENT OF QUANTITIES.
Following item 3.e. Weight, add the following:
f.
Geometric Surface Differencing. When volumes are computed utilizing digital
terrain modeling surface differencing techniques, the differenced surfaces are
required to meet National Map Accuracy Standards for 0.5 foot contours unless
otherwise specified.
Surveys by the contractor to determine elevations for placement of materials or
quantities shall be based on positions derived using survey grade differential GPS
methods.
All Vertical positions shall be based on CORS Station PMAC and National
Geodetic Survey (NGS) Geoid 12 (or 12A).
The horizontal coordinate system is PMRail GRS80.
PMRail GRS80 Projection Parameters:
Coordinate System Name: PMRail GRS80
Projection: Transverse Mercator
Ellipsoid: GRS80
Units: US Survey feet (fts) = 1200 / 3937 meters
False Northing: 500 000
False Easting: 100 000
Origin Latitude: 61°00’00” North
Central Meridian: 150°00’00” West
(Note: Enter this as -150 when using software requiring purely numeric
entries.)
Assigned Project Scale Factor (SF) at Central Meridian = 1.000 004
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SECTION 201
CLEARING AND GRUBBING
Delete this section in its entirety and replace with the following:
201-1.01 DESCRIPTION. Clear, remove and dispose of all vegetation and debris within
designated areas of the project, except objects that are designated to remain or are to
be removed under other sections of these Specifications. Preserve from injury or
defacement all vegetation and objects designated to remain. This work shall consist of
cutting and disposing of all trees, down timber, stubs, brushes, slash and debris in the
construction zone as indicated on the plans.
201-2.01 MATERIALS. None
CONSTRUCTION REQUIREMENTS
201-3.01 GENERAL. The Owner’s Representative will designate the limits of work and
all trees, shrubs, plants and other things to remain. Preserve all things designated to
remain.
Keep erosion potential to a minimum.
Preserve survey stakes, boundary markers, benchmarks, and tie points until such time
as their usefulness has ceased and the Engineer gives permission for their destruction.
The Contractor shall use appropriate erosion control methods, as approved by the
Owner’s Representative, to prevent impact to existing streams, natural drainage ways,
and wetlands.
Damage to vegetation outside the construction limits is prohibited. In the unlikely event
this occurs, the vegetation damaged by the Contractor shall be fenced around,
protected and allowed to recover. Fertilizer shall be applied immediately to encourage
regrowth and recovery using methods appropriate to the location of the damaged
vegetation.
No wetlands may be disturbed outside of the grading limits during the clearing and
grubbing activities. No mechanical land clearing activities resulting in soil disturbance
or fills in wetlands or waters are permissible. If soils are disturbed, the contractor shall
assume responsibility and restore the site to the satisfaction of the Owner's
Representative. The Owner does not assume responsibility for mechanical land
clearing resulting in soil disturbance or fills that result from the clearing and/or grubbing
activities.
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All tree felling and cutting of brush and bushes shall be completed within the time frame
specified by regulatory permits to avoid destruction of active bird nests, eggs, or
nestlings. Tree cutting/felling and cutting of brush and bushes will not be allowed during
the period of May 1st through July 15th, without written authorization from the Owner’s
Representative.
Any vegetation, trees, down timber, stubs, brush, bushes, stumps, tree roots, debris and
other objectionable material left in the construction zone from earlier clearing operations
shall become the property of the Contractor and shall be removed from the project site.
All temporary stockpiles created by the Contractor shall be removed or placed in
designated final disposal areas and the sites re-graded and stabilized prior to
completion of the work.
Upon completion of Clearing, the Contractor shall provide the Owner with a minimum of
48 hours of notice prior to Grubbing to allow the Owner’s Representative to conduct a
survey for nesting birds.
201-3.02 CLEARING. Cut and dispose of all trees, down timber, stubs, slash, brush,
bushes and debris from all areas designated.
Fell trees toward the center of the area to be cleared, in order to minimize damage to
the trees that are to be left standing. Remove and dispose of trees unavoidably falling
outside the specified limits. Cut trees and brush to a height of not more than 6 inches
above the surrounding ground.
Removal and disposal of all trees, down timber, stubs, brush, bushes and debris will not
be allowed during the period of May 1st through July 15th, without written authorization
from the Owner’s Representative.
201-3.03 GRUBBING. Remove and dispose of all stumps, roots, moss, grass, turf,
peat, or debris within excavation limits, and within fill limits where the profile grade is
less than 8 feet above native ground. Remove slash, brush and trees wherever this
material is encountered in the construction zone. In fill limits where the profile grade is
more than 8 feet above native ground stumps may be left but must not be more than 6”
above the surrounding ground. The removal of slash, brush and trees in the
construction zone shall be incidental to clearing and grubbing. Grub all side hill fill areas
where benching will be required per Section 203-3.03. Grub any other areas designated
on the plans or in the Supplemental Conditions. The grubbing shall progress in such a
manner that erosion will be kept to a minimum.
Except in areas to be excavated, backfill stump holes and other holes with suitable
materials and compact according to the Specifications.
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In areas with grubbing material more than 3 feet in depth, the first 3 feet shall be treated
as grubbing and the remaining material will be removed per Section 203-2.01c, Muck
Excavation.
201-3.04 HAND CLEARING. Cut and dispose of all trees, down timber, stubs, brush,
bushes and debris from all areas designated, with minimal disturbance to grass and/or
moss cover. Do not use equipment on wheels or tracks in areas designated as hand
clearing, except as stated below.
Where shown on the Plans, you may use a mechanical brush cutter, provided such
work is performed within the allowed time frame specified in the Special Provisions.
Cut stumps flush with the ground. In areas to be covered by least 8 feet of
embankment fill, stumps may extend up to 6 inches above natural ground, except where
geotextile is specified.
No hand clearing areas have been designated in the ITB.
201-3.05 SELECTIVE TREE REMOVAL. Remove and dispose of selected trees, as
designated by the Owner’s Representative that are located within the Project right of
way and areas defined by temporary construction permits and easements. The
Owner’s Representative may designate trees to be removed under this item at any time
during the Contract life, subject to conditions in Subsection 201-3.04, Hand Clearing.
Cut off designated trees no more than 12 inches above the ground surface.
201-3.06 DISPOSAL. Dispose of all vegetation and debris removed by clearing or
grubbing by chipping or other approved methods at approved upland locations.
Within the clearing limits, the Contractor may chip or mulch clearing debris and slash
less than 5 inches in diameter and trees less than 5 inches in diameter in place. After
chipping or mulching material in place, the chips from chipping or mulching must be 3
inches or less in size and may not accumulate to be more than 6 inches in depth. Some
spreading of the material may be required to maintain a maximum of 6 inches of depth.
In areas adjacent to wetlands or water bodies, the 6 inch depth shall be maximized to
avoid potential impacts following thaw.
Felled or downed trees 5 inches and larger in diameter encountered in the construction
zone shall be removed from the project limits by the Contractor, unless required to be
disposed of in the log storage areas as described elsewhere in this subsection. This
work shall be incidental to the Clearing, Hand Clearing or Selective Tree pay items.
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The contractor shall dispose of trees 5 inches and larger in diameter in the log storage
area as shown in the plans. The logs placed in the log storage area shall be no longer
than ten (10) feet in length. Logs shall be topped, limbed, and stacked no higher than 5
feet. In the event the log storage area does not have adequate storage for all of the
trees 5 inches or greater in diameter, the excess shall be disposed of outside the project
limits by the Contractor. Disposal of logs in the log storage area shall be incidental to
the Clearing, Hand Clearing and Selective Tree Removal pay items.
Fire damaged logs will not be disposed of in the log storage areas and will be disposed
of outside the project limits.
The Contractor shall make all necessary arrangements with property owners for
obtaining suitable disposal locations to dispose of vegetation and debris at upland
locations outside the project limits. The Contractor will be responsible for providing the
Owner’s Representative with a copy of permission documents that contain a waiver of
all claims against the ARRC and MSB for any damage to such land which may result
and a copy of all permits required by law for disposal before commencing work. All
costs involved for obtaining disposal areas; permission from landowners; waivers of
claims; and all applicable permits shall be included in the bid price.
Burning will not be permitted.
201-4.01 METHOD OF MEASUREMENT. Section 109 and the following:
1. Acre. The area acceptably cleared, measured on the ground surface. Only areas
shown on the Plans or staked for clearing will be measured. Area to be cleared
includes all areas within the Project Limits as shown on the project plans, regardless
of vegetation type.
Existing roadways, lakes, ponds, stream beds, and other areas not covered by trees
or brush will not be included for measurement. Other areas which do not require
clearing will be so staked.
2. Each. The number of designated trees acceptably removed, regardless of size.
3. Damaged Vegetation Outside the Construction Limits. Damage to vegetation outside
the construction limits is prohibited. Damaged areas outside the construction limits
and repair to these damaged areas will be subsidiary to “Clearing and Grubbing”.
201-5.01 BASIS OF PAYMENT.
Backfill and compaction of holes left from removal of stumps or other objects are
subsidiary.
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Damaged Vegetation Outside the Clearing Limits. If repair of damaged vegetation is
required, no additional payment will be made for temporary erosion control measures,
construction fencing, seed or fertilizer applied to damaged vegetation areas by the
contractor. Damaged areas outside the clearing limits and repair to these damaged
areas will be incidental to Bid Item 201(1A) Clearing.
Damage to Wetlands. If repair of damaged wetlands is required, no additional payment
will be made for temporary erosion control measures, construction fencing, seed or
fertilizer applied, additional equipment or labor to repair wetland areas by the contractor
to the Owner’s Representative’s satisfaction. Damaged wetland areas and repair to
these damaged areas will be incidental to Bid Item 201(1A) Clearing.
When Item 201(6), Selective Tree Removal, does not appear in the bid schedule, tree
removal is subsidiary.
Payment will be made under:
Pay Item
201(1A) Clearing
201 (2A) Grubbing
201 (4A) Hand Clearing
201(6) Selective Tree Removal
Pay Unit
Acre
Acre
Acre
Each
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SECTION 202
REMOVAL OF STRUCTURES AND OBSTRUCTIONS
202-1.01 DESCRIPTION.
Add the following at the end of the first paragraph: Abandoned pipe, designated on the
plans or at the direction of the Owner’s Representative, shall be filled with Flowable Fill.
202-2.01 Materials.
Add the following:
Portland Cement
Grout
Fine Aggregate
Curing Materials
Chemical Admixtures
Water
Section 701
Section 701
Subsection 703-2.01
Subsection 711-2.01
Subsection 711-2.02
Subsection 712-2.01
202-3.01 GENERAL.
Delete the fourth paragraph, and substitute the following: Burning of debris will not be
permitted. Debris shall be removed from the project and disposed of at location(s) with
the written permission of the property owner on whose property the debris will be
placed.
Add the following: Well decommissioning shall be per American
National Standards Institute/American Water Works Association Standard A100-97,
Water Wells, Appendix H.
Add the following Subsection:
202-3.06 Flowable Fill. Abandoned culvert pipe shown on the plans or designated by
the Owner’s Representative shall be filled with flowable fill. Prior to placing the flowable
fill, the contractor will provide the engineer with a mix design for the flowable fill, and a
work plan to place the flowable fill for approval not less than two weeks prior to
beginning placement.
The work plan will detail the amount of flowable fill required to completely fill the culvert,
the proposed blocking, and any other details required to ensure the flowable fill
completely fills the abandoned culvert.
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202-4.01 METHOD OF MEASUREMENT.
Add the following:
4. Cubic Yard. Length times nominal diameter or end area of abandoned culvert pipe
acceptably filled with flowable fill.
202-5.01 BASIS OF PAYMENT.
Add the following at the end of this section: Item 202(13). Payment includes all work,
materials and equipment to furnish and place flowable fill.
Add the following pay items:
Pay Item
Pay Unit
Cubic Yard
202(13) Flowable Fill
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SECTION 203
EXCAVATION AND EMBANKMENT
203-1.01 DESCRIPTION.
Add the following: This work shall also consist of the removal of contaminated
soil/material.
Add the following: This work shall also consist of Obliteration of Trails.
203-2.01 MATERIALS.
Delete Item 2a and replace with the following:
a. Common Excavation. Any excavation other than Muck.
Delete Item 2c and replace with the following:
c. Muck Excavation. Soils, organic matter, and other material below the design
subgrade surface not suitable for foundation material regardless of moisture content.
Add the following to Item 3, Borrow: Selected Material, Type A, B, or C when required,
shall meet the requirements of Subsection 703-2.07.
Add new Item 6, Embankment Stabilization Material: Selected Material, Type A or B, as
required, shall meet the requirements of Subsection 703-2.07. For embankment
construction over frozen ground as required under Section 203-3.08, Selected Material,
Type A is the only approved material.
203-3.01 GENERAL. Add the following: The Contractor shall submit an Excavation
Plan for review by the Owner’s Representative that outlines their means and methods
for conducting excavation and embankment work for the project. The Owner’s
Representative shall have 7 days after receipt of the plan to review the Excavation Plan.
The Contractor shall not begin earthwork operations until the plan has been reviewed
and returned with either no exceptions taken, or approved as noted. The Excavation
Plan shall include, at a minimum, the equipment that will be used to excavate and haul
material from cut areas, the types of soil material they expect to encounter during
excavation, and how the soil materials will be utilized. The Excavation Plan shall also
describe, in detail, the Contractor’s approach to handling materials during the
excavation, hauling and placement process and protecting soil materials from excess
moisture. The approved Excavation Plan shall be kept on-site during construction. The
Excavation Plan shall be updated at least 7 days prior to any changes in the
Contractor’s means and methods for conducting excavation and embankment. The
Owner’s Representative shall have 3 working days to review each Excavation Plan
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update. The Contractor shall not implement changes to means and methods until the
update has been reviewed and returned with either no exceptions taken, or approved as
noted.
Access along all haul routes shall be maintained by the Contractor. All costs for
maintaining traffic, haul routes and crossings shall be borne by the Contractor.
Requirements for access and haul roads on both MSB and Owner property are
contained in the Supplemental Conditions.
An approved Traffic Control Plan conforming to Section 643 is required prior to
beginning work that involves entering, exiting or hauling materials on public roadways.
The Contractor may dispose of unsuitable material by incorporating it into topsoil as
permitted in Section 726, in upland locations within the right of way as approved by the
Owner’s Representative, and in a stockpile on the north side of Millers Reach Road.
The Contractor shall provide a stockpiling plan for review and approval by the Owner’s
Representative.
Obliteration of Trails consists of scarifying the trail areas identified on the plans inside
the project right of way to remove the trail.
After construction of embankment or excavation, operate tracked equipment in such a
manner as to leave a uniform pattern of grooves perpendicular to the fall of the slope.
The slope tracking is required for both cut and fill slopes, and will be performed prior to
topsoil placement. Additional slope tracking will be required after topsoil placement.
203-3.03 EMBANKMENT CONSTRUCTION. Fourth paragraph, add the following:
Remove all vegetation prior to benching and plow or step the grubbed surface.
Thoroughly mix and compact the new material with the existing material to a horizontal
distance of two feet minimum.
Add the following: Frozen areas, ice lenses, and saturated soils may be encountered
on this project, including material sources. These frozen areas, ice lenses, and
saturated soils are not defined and any such area that may be encountered by the
Contractor in the performance of the contract work will not be considered unforeseeable
within the terms of the contract such as to entitle the Contractor to any adjustment in
contract price or contract time.
Delete the first sentence of the tenth paragraph, and substitute the following: Roadway
embankments shall be placed in horizontal layers not exceeding 8 inches in thickness
measured before compaction. Each layer of classified material shall have its joint offset
from the joint below, longitudinally by one foot and transversely by 20 feet.
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Delete the last sentence of the eleventh paragraph and substitute the following: Do not
place rocks over 6 inches in largest dimension within 2 feet of finish profile grade.
Delete the fourteenth paragraph and substitute the following: When embankments are
to be constructed across wet or swampy ground, which will not support the weight of
heavy hauling and spreading equipment, the Contractor shall choose methods of
embankment construction and use such hauling and spreading equipment that will least
disturb the soft foundation. When soft foundations are encountered, and when approved
by the Owner’s Representative, the lower part of the fill may be constructed by dumping
and spreading successive vehicle loads of material in a uniformly distributed layer of
a thickness not greater than necessary to support the vehicle while placing
subsequent layers. Afterward the remainder of the embankment shall be constructed in
layers and compacted as specified. It is not the policy of the ARRC to allow an increase
in the planned depth of embankment material over soft, wet, or swampy ground for the
sole purpose of providing support for heavy hauling and spreading equipment, unless
the Contractor proves to the satisfaction of the Owner’s Representative that the
planned depth is inadequate to support required vehicles and equipment. . If the use of
smaller hauling vehicles or different methods of embankment construction than
originally planned are necessary to comply with the soft, wet or swampy ground, this
shall not be the basis for a claim for extra compensation. The contract unit price for
the various pay items involved shall be full compensation for all labor, materials,
and equipment necessary to perform the work outlined herein.
In areas where the option of using corduroy is utilized place logs with a minimum
diameter of 4 inches and a minimum length of 10 feet directly on the prepared surface.
All branches and roots must be removed prior to placement. The logs should be as
close together as possible with no more than a 2 inch space between logs (side-by-side
and end-to-end). Lay logs perpendicular to the alignment centerline and across the
entire grading limits. Logs on the edges of the grading limits may be cut shorter than 10
feet to not extend beyond the grading limit boundary. All labor, materials, and
equipment related to corduroy shall be subsidiary to pay item 201(1A).
Delete the sixteenth paragraph and substitute the following: All embankments shall be
constructed with moisture and density control unless the Owner’s Representative
determines that such controls are not feasible.
Add the following: Where the plans call for placement of selected material and
excavation is required, the existing material may be left in place if tests determine that it
will meet the appropriate selected material requirements. Any reduction in excavation or
borrow quantities as a result of this condition shall not constitute a basis for adjustment
in contract unit prices except as provided for in the Contract Documents.
The existing material at the bottom of all roadway excavations shall be proof rolled in
order to provide a firm and unyielding surface for the new roadway section in addition to
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the requirements of 203-3.04.
Add the following: At the direction of the Owner’s Representative, selected material
Type C shall be used in deep fills. Exceptions to this requirement include the top three
(3) feet of the subgrade where fill shall be Type A; areas adjacent to drainage features
as noted on the plans and in the bottom of embankments over boggy areas where
Embankment Stabilization Material shall be used, as shown on the plans or as directed
by the Owner’s Representative.
203-3.04 COMPACTION WITH MOISTURE AND DENSITY CONTROL. Delete this
subsection in its entirety and substitute the following: In all areas unless noted otherwise
on the project plans or specifications, construct embankments with moisture and density
control from specified materials placed and compacted at approximately their optimum
moisture content. Adjust the moisture content of the embankment materials as
appropriate to meet the compaction requirements, and to maintain moisture content to
within 2 percent of the optimum moisture content, after adjusting the optimum moisture
content for oversize material. Compact embankment to not less than 95 percent of the
maximum dry density as determined by AASHTO T 180, or ATM 212.
All embankments within 20 feet of a bridge abutment shall be compacted full width to
not less than 100 percent of the maximum density regardless of depth below subgrade.
All material used within this zone shall be graded to pass the 3-inch sieve.
Quality Assurance
The Owner will accomplish project quality assurance testing using qualified technicians
and a Professional Engineer registered in the State of Alaska.
The Owner’s quality
assurance has final authority on passing or failing material and site work.
Quality Control
The Contractor shall submit a Quality Control Plan for review by the Owner’s
Representative as described in Appendix G – Construction Quality Control Plan (CQC)
Plan. The Contractor shall not begin earthwork operations until the plan has been
reviewed and returned either with no exceptions taken or approved as noted. The
following standards shall be used in the Contractor’s quality control program:
In-place field densities will be determined by ASTM D 2167-08, or WAQTC FOP for
AASHTO T 310 and WAQTC FOP for AASHTO T 224. Sample and test embankment
gradation in accordance with AASHTO T 27 and T 11. Size of sample for gradation
shall be determined by nominal maximum particle size following the Alaska Amendment
to WAQTC FOP for AASHTO T 27 and T 11.
Determine the maximum dry density of free-draining, non-plastic, cohesionless
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materials with less than 10 percent by weight passing the No. 200 sieve by ATM 212.
(For some materials it may be necessary to perform both ATM 212 and AASHTO T 180,
in which case use the highest maximum dry density obtained.) For materials with
greater than 80 percent by weight passing the No. 4 sieve, use AASHTO T 180, Method
A with the plus No. 4 material removed and treated as oversize. Use AASHTO T 180,
Method D for materials with greater than 60 percent by weight passing the ¾-inch sieve
with the plus ¾-inch material removed and treated as oversize.
Perform AASHTO T 180 in accordance with Note 8 (waive the 12-hour stand time if the
sample has not been dried to less than 4 percentage points below the optimum
moisture content). Modify the test method to determine the moisture content of each
trial from the complete specimen and report to the nearest 0.1 percent. For the first test
of material from a given source, and when otherwise deemed necessary, include
specific gravity test results and gradation by WAQTC FOP for AASHTO T 27/T 11 in the
AASHTO T 180 report. Perform bulk specific gravity and absorption of coarse
aggregate testing for material retained on the No. 4 sieve by WAQTC FOP for AASHTO
T 85. Perform apparent specific gravity testing on material passing the No. 4 sieve by
AASHTO T 100. Plot a zero-air-voids curve based on the weighted average specific
gravity in accordance with the Alaska Addendum to WAQTC FOP for AASHTO T 180.
Calculate an adjusted maximum dry density and optimum moisture content in
accordance with the WAQTC FOP for AASHTO T 224 using measured values for
specific gravity. Follow the Alaska Addendum to WAQTC FOP for AASHTO T 224 for
materials that are too coarse to test (TCTT).
The frequency of quality control for embankment materials tests will be as follows:
Standard density
Field Density
Gradation
as required by changes in the material
1 per 1,000 cubic yards
1 per 5,000 cubic yards
These frequencies may be adjusted up or down at the discretion of the Owner’s
Representative as conditions warrant.
203-3.05 COMPACTION WITHOUT MOISTURE AND DENSITY CONTROL. Delete
this subsection in its entirety and substitute the following: The fill should be placed in
regular loose lifts no greater than 12 inches thick. The material should be compacted in
a uniform manner by tracking with equipment, static and/or vibratory rollers, sheeps-foot
rollers, or other methods that the Contractor deems appropriate to maintain a firm,
consistent, stable grade. It shall be the Contractor’s responsibility to ensure that grades
are compacted at all times to a state that allows for access for construction equipment
and all other vehicles used by the Owner and their representatives. The grade surface
will be considered unstable if construction or vehicular traffic on the surface leaves ruts
greater than 3 inches in depth. The fill will also be considered unstable if the
embankment fill slopes are not able to stand at the slope shown on the typical sections.
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Add the following Subsection:
203-3.06 MODIFIED COMPACTION WITH MOISTURE AND DENSITY CONTROL.
Embankment fill material placed lower than 8 feet below profile grade of embankments
and above subgrade preparation fills (over marshy areas) may be placed using modified
compaction criteria. Adjust the moisture content of the embankment materials as
appropriate to meet the compaction requirements, and to maintain moisture content
within 2 percent of the optimum moisture content, after adjusting the optimum moisture
content for oversize material. Compact embankment to not less than 92 percent of the
maximum dry density as determined by AASHTO T 180, or ATM 212.
In addition to the percent compaction requirement, where these modified criteria are
used it shall be the Contractor’s responsibility to ensure that all intermediate and final
grades be maintained at all times to a state that allows access for construction
equipment and all other vehicles used by the Owner and their representatives. The
grade surface will be considered unstable if construction or any vehicular traffic on the
surface leaves ruts greater than 3 inches in depth. The fill will also be considered
unstable if the embankment fill slopes are not able to stand at the slope shown on the
typical sections.
Quality control for fills placed with modified compaction with moisture and density
control shall be accomplished as outlined in Section 203-3.04. The frequency of quality
assurance for embankment materials tests will be as follows:
Standard density
Field Density
Gradation
as required by changes in the material
1 per 2,000 cubic yards
1 per 10,000 cubic yards
These frequencies may be adjusted up or down at the discretion of the Owner’s
Representative, as conditions warrant.
Add the following Subsection:
203-3.07 CONTAMINATED SOIL/MATERIAL. The Contractor shall segregate
contaminated soil/material if encountered during excavation, as determined by the
Owner’s Representative. The Contractor shall transport all designated contaminated
soil/material to specially designed Potentially Contaminated Materials Storage Area
(PCMSA). Locations of PCMSA’s will be identified by the Owner’s Representative in
the directive authorizing the work. These stockpile areas will be located within the
project limits. Soil segregation and transport will be conducted under the supervision of
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the Owner’s Representative.
authority.
The Owner’s Representative shall have stop work
The Contractor will be responsible for construction of Potentially Contaminated
Materials Storage Area (PCMSA). The segregation, transportation, stockpiling, and
disposal of contaminated soil material from the property will be included in this work.
The PCMSA shall be constructed in accordance with the Local, State and Federal
Regulations.
Add the following Subsection:
203-3.08 EMBANKMENT CONSTRUCTION OVER FROZEN GROUND. The
Contractor may construct embankment over frozen ground where the alignment crosses
wet, boggy areas. Embankments may only be constructed over frozen ground with
written approval of the Owner’s Representative. If the contractor chooses to construct
embankments over frozen ground, the contractor shall submit an Embankment Plan that
outlines the type of equipment to be used, the approximate schedule of activities, and
methods to be used to adhere to the requirements in this section.
Prior to placing fill on frozen ground, the entire footprint of the fill shall be prepared by
trimming the vegetation to within 6 inches of the ground surface and snow and ice shall
be cleared such that no more than 1 inch of snow and/or surface ice is present. The
vegetation and snow/ice clearing shall be accomplished such that the surface root
matting of organics is not disturbed or penetrated by equipment tracks or blades greater
than 3 inches below the natural ground surface.
Fill placed over frozen ground shall consist of Embankment Stabilization Material and
shall not contain frozen chunks greater than 4 inches in diameter. The material shall be
dry and it shall be placed in loose lift thicknesses not to exceed 6 inches. The
maximum embankment height to be developed on frozen ground is 4 feet above original
ground. The placement of the geotextile indicated on the plans at the base of the
embankment as shown in the plans shall take place concurrently so that snow and ice
are not allowed to accumulate on top of the geotextile layer.
Compaction shall take place on each lift of fill placed over frozen ground. Compaction
effort shall consist of a minimum of 4 passes with a static grid roller having a minimum
operating weight of 33,000 pounds. The contractor shall accommodate additional
passes with the grid roller upon request of the Owner’s Representative.
Fill placement over frozen ground shall not take place during rain or snow events. If
snow or ice accumulates on the embankment surface, it must be completely removed
prior to continuation of the filling effort. The embankment surface shall be crowned at
all times during the filling process. After the embankment has reached 3 or 4 feet in
height as shown on the plans, the surface shall be sealed for the remainder of the
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winter season with a minimum of 4 passes with a smooth, static drum roller rated at a
minimum operating weight of 33,000 pounds.
Normal embankment construction under thawed conditions (in the summer construction
season) may continue once the snow and ice has melted from the embankment surface
and the upper 2 feet of Embankment Stabilization Material has thawed. To prepare the
surface, the upper 6 inches shall be scarified and compacted with moisture density
control as described in 203-3.06. The top 3 feet of Selected Material Type A in the
embankment shall not be placed until the embankment fill and subgrade soils under the
embankment have thawed.
It is possible that in some areas, the embankment surface may be submerged after the
spring thaw occurs. In these areas, Embankment Stabilization Material or crushed rock
aggregate shall be placed by bulking in fill from upland alignment areas adjacent to the
submerged areas. Once the embankment surface is above the surrounding bog
elevation, geogrid fabric shall be placed on the grade and the remainder of the
embankment shall be constructed.
203-4.01 METHOD OF MEASUREMENT. Add the following:
9. Item 203(31). The volume measured in original position.
Muck Excavation will only be measured below the design grade as directed by the
Owner’s Representative. Removal and replacement of Muck Excavation as determined
by the Owner’s Representative will be measured after excavation and prior to backfill
placement. Backfill of muck excavations shall meet the compaction requirements of the
Contract Documents and Technical Specification 203-3.04.
The construction of Potentially Contaminated Storage Stockpile Areas and
Contaminated Soil/Material Removal will be measured under Section 109 and as
specified in the contract or directive authorizing the work.
For contaminated soils generated by contractor activities: Construction of containment
storage areas for purposes of contractor vehicle maintenance, wash-down activities,
etc. that may be required under the Contractor’s Hazardous Materials Control Plan will
be the responsibility of the Contractor and will not be measured for payment.
No measurement will be made for traffic control, flagging, haul routes and/or haul route
maintenance but will be considered subsidiary to Excavation or Borrow items.
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203-5.01 BASIS OF PAYMENT. Add the following:
No payment will be made for excavation that is embanked outside the limits of the lines
and slopes described in the typical sections and cross sections as defined in the plans
and contract documents.
No payment will be made for traffic control, flagging, or haul routes and/or haul route
maintenance but will be considered subsidiary to relevant Excavation or Borrow items.
Excavation and removal or re-compaction of already placed embankment material that
does not meet the compaction requirements will be conducted by the Contractor at no
extra cost to the Owner. The Owner will only remit payment for soil fill in its final resting
place that meets the requirements of the Contract Documents. The Owner will not pay
for material that is placed and then excavated to repair areas that do not meet the
compaction requirements.
Muck Excavation payment will be determined by the Owner’s Representative in
accordance with the contract unit price for Muck Excavation. Muck Excavation
replacement will be at the contract unit price for the type of Borrow specified by the
Owner’s Representative. Payment for Borrow used will be for all labor, equipment and
materials to place the Borrow to the requirements specified in Section 203.
Payment for item 203(30) Contaminated Soil/Material Removal will be at the prices
specified in the directive authorizing the work and shall be full compensation for
construction of Potentially Contaminated Storage Areas and Contaminated Soil/Material
Removal.
No payment will be made under 203(1) Common Excavation for material excavated and
placed on the grade as 203(5A) Borrow (Selected Material, Type A) or 203(5B) Borrow
(Selected Material, Type B).
Add the following pay items:
Pay Item
Pay Unit
203(5A) Borrow (Selected Material, Type A)
Cubic Yard
203(5B) Borrow (Selected Material, Type B)
Cubic Yard
203(30) Contaminated Soil/Material Removal
Contingent Sum
203(31) Embankment Stabilization Material
203(32) Obliteration of Trails
Cubic Yard
Square Yard
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SECTION 204
STRUCTURE EXCAVATION FOR CONDUITS
AND MINOR STRUCTURES
204-3.01 CONSTRUCTION REQUIREMENTS. In first sentence of paragraph four,
delete: “bedding and”
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SECTION 205
EXCAVATION AND FILL
FOR MAJOR STRUCTURES
Delete this section in its entirety and replace with the following:
205-1.01 DESCRIPTION. Excavate and backfill for bridges, retaining walls, concrete
box culverts, and other major structures.
Furnish all resources to place and remove cribbing or cofferdams. Perform all required
sheeting, bracing, bailing, pumping, draining, and grouting.
Replace unsuitable material encountered below the elevation of the bottom of footings.
205-2.01 MATERIALS. Use materials that conform to the following:
Portland Cement
Blended Hydraulic Cement
Fly Ash
Silica Fume
Fine Aggregate
Porous Backfill Material
Structural Fill
Chemical Admixtures
Water
Section 701
Section 701
Section 701
Section 701
Subsection 703-2.01
Subsection 703-2.10
Subsection 703-2.13
Subsection 711-2.02
Subsection 712-2.01
CONSTRUCTION REQUIREMENTS
205-3.01 EXCAVATION.
1. General. Clear and grub prior to starting excavation according to the requirements of
Section 201.
Cut all rock or other hard foundation material to a firm surface, either level, stepped,
or serrated, as directed, and remove all loose material.
Do not disturb material below the bottom of spread footings, unless otherwise noted
in the Contract.
Excavate to the bottom of footing prior to driving piles. Do not excavate below the
footing elevation unless otherwise noted in the Contract. When swell results from
driving piles, excavate the footing area, to the elevation of the bottom of the footing,
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as shown on the Plans. When subsidence results from driving piles, backfill with
structural fill material, to the elevation of the bottom of the footing, as shown on the
Plans.
Dispose of all necessary excavated material as provided in Subsection 203-3.01.
Do not alter streambed channel and do not place excavated materials in natural
stream channels, unless shown on the Plans or approved in writing.
Give the Engineer in writing no less than 15 days advance notice prior to beginning
excavation for spread footings to allow for inspection of the excavated surface. With
this notification, identify the location and specify a time period of no less than two
days for the Department to inspect the excavated surface. Dewater and remove all
debris from the surface prior to the Department's inspection. Obtain the Engineer’s
approval of the excavated surface prior to the placement of any formwork or
foundation materials. Account for the time required by the Department to perform the
inspection in the progress schedule submitted under Subsection 108-1.03.
Suspension of work to allow for inspection is not a suspension of work per
Subsection 108-1.06 and additional contract time will not be allowed.
2. Foundations on Bedrock. Excavate for footings founded on bedrock, to the neat lines
of the footings. Fill overbreak areas outside the neat lines of footings, with Class A
concrete, at no additional cost to the Department.
3. Cofferdams. Use suitable cofferdams as necessary wherever water-bearing strata
are encountered above the elevation of the excavation. Construct foundation seals
according to the requirements of Section 501.
Submit detailed drawings, designed and sealed by a professional engineer proficient
in structural design and registered in the State of Alaska, showing proposed method
of cofferdam construction. The details and clearance of cofferdams, which affect the
character of the finished work, is subject to approval but other details of the design
are your responsibility. Submit drawings at least 3 weeks in advance of cofferdam
construction.
Extend cofferdams to the required depth or to bedrock. Adequately brace
cofferdams and make them as watertight as practical. Provide sufficient clearance
inside cofferdams to permit construction of forms and permit pumping outside of the
forms.
Right or enlarge cofferdams which are tilted or moved out of position by any cause
during the sinking process, to provide the necessary clearance and proper pier
location.
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When no foundation seal is shown on the Plans and the cofferdam cannot be
dewatered, place a seal if the Engineer approves seal placement in writing.
Foundation seals, when shown on the Plans, may be eliminated as directed if the
cofferdams can be dewatered without the seals when the excavation has been
carried to the elevation of the bottom of the footing.
Construct cofferdams to protect concrete against damage from a sudden rising of
the water and to prevent damage by erosion by venting cofferdams at low water or
by other means that limit differential hydrostatic head.
No timber may extend into the completed substructure.
After substructure completion, remove sheet piling and other temporary structural
materials in such a manner as to avoid disturbing the finished structure. Steel or
concrete sheeting or bracing may be permitted to remain in the completed structure,
subject to approval.
205-3.02 STRUCTURAL FILL. Remove material that is unsuitable for supporting
foundations, from the bottom of the footing to the depth as shown on the Plans. Remove
material that is unsuitable for approach slabs shown on the Plans. Place Structural Fill
in 6-inch layers, compacted to meet Subsection 205-3.05. Place Structural Fill as
uniformly as possible on all sides of structural units as shown on the Plans. Avoid
unbalanced loading of Structural Fill material which could damage the structure. When
placed against concrete, place Structural Fill in accordance with Section 501.
Controlled Low-Strength Material may be used as an alternative source for Structural
Fill if approved by the Engineer.
205-3.03 BACKFILL. Unless otherwise noted, reuse excavated material for backfill
where shown on the Plans. If additional backfill is required, use material meeting
Selected Material, Type C (Subsection 703-2.07), or as approved by the Engineer.
Place backfill material in layers, and compact to the satisfaction of the Engineer. Bench
slopes within the area to be filled.
Place underwater backfill in natural stream channels without compaction or layer
requirements.
Place backfill as uniformly as possible on all sides of structural units. Avoid unbalanced
loading of backfill which could damage the structure. When placed against concrete,
place backfill according to the requirements of Section 501.
No ponding or jetting of backfill is allowed.
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205-3.04 POROUS BACKFILL. Place porous backfill material continuously within a
vertical plane 1 foot behind retaining walls and abutments, unless otherwise shown on
the Plans.
Where weep holes are shown on the Plans or required by the Specifications, place not
less than 1 cubic foot of Porous Backfill material in the fill at each hole, securely tied in a
burlap bag, or wrapped with an acceptable geotextile fabric. Extend the wrapped
Porous Backfill material at least 6 inches above the hole.
205-3.05 COMPACTION. Compact material in conformance with the following, using
moisture and density control unless the Engineer determines that such controls are not
feasible.
1. Compaction With Moisture and Density Control. The maximum density will be
determined by WAQTC FOP for AASHTO T 180 or ATM 212.
Water or aerate as necessary to provide the approximate optimum moisture content
for compaction. Compact each layer to not less than 98% of the maximum density.
Acceptance densities will be determined by WAQTC FOPs for AASHTO T 310 and T
224.
2. Compaction Without Moisture and Density Control. Compact by routing construction
equipment and/or rollers uniformly over the entire surface of each layer before the
next layer is placed. Compact until the material does not rut under the loaded
hauling equipment.
Keep dumping and rolling areas separate. Do not cover any lift by another until the
Engineer has determined the required compaction is obtained.
205-3.06 CONTROLLED LOW-STRENGTH MATERIAL. Provide Controlled LowStrength Material (CLSM) that is self compacting, cementitious, flowable material
requiring no subsequent vibration or tamping to achieve consolidation. Provide a job mix
design in writing to the Engineer on Form 25D-203. Do not place CLSM until the
Engineer approves the mix design.
Design CLSM to have 28-day compressive strength between 100 psi minimum to 300
psi maximum as determined by ASTM D 4832 and a flowable consistency within a
slump range of 3 to 10 inches as determined by WAQTC FOP for AASHTO T 119.
Calculate the water-cement ratio on the total weight of cementitious material. The
following are considered cementitious materials: Portland cement, blended hydraulic
cement, fly ash, and silica fume. Use admixtures in accordance with the manufacturer’s
recommendations. Do not use admixtures containing calcium chloride.
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Mix and batch CLSM in accordance with Subsection 501-3.01 to Subsection 501-3.03.
Do not place CLSM on frozen ground, in standing water, or during wet weather
conditions. Place CLSM only if the air temperature is 40 °F minimum and rising. Ensure
the material temperature is at least 50 °F while being placed.
Do not apply loads to the CLSM until the compressive strength reaches 50 psi.
Acceptance will be based on a Certificate of Compliance. Provide a Certificate of
Compliance for each batch of CLSM in accordance with Subsection 106-1.05.
205-4.01 METHOD OF MEASUREMENT. Section 109 and the following:
1. Excavation. By the actual volume of material removed, excluding the following:
a. Material removed prior to measurement of the original ground surface.
b. Material outside of the vertical planes 18 inches outside of and parallel to the
neat lines of the footings, except that the limit will be vertical planes coinciding
with the neat lines of the seals when seals are shown on the Plans.
c. Material outside of vertical planes coinciding with the neat lines of footings
excavated in solid rock.
d. Embankment material placed above the elevation of the bottom of footings.
e. Material within the staked limits of other types of excavation for which payment is
otherwise provided.
2. Structural Fill. By the actual volume of material accepted in final position.
3. Porous Backfill Material. By the actual volume of material accepted in final position.
4. Backfill. Material for Backfill will not be measured for payment.
5. Controlled Low-Strength Material. By the actual volume of material accepted in final
position.
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205-5.01 BASIS OF PAYMENT. Material for backfill is subsidiary.
grubbing within the excavation limits is subsidiary.
Clearing and
Porous Backfill Material includes all materials and construction operations for making
weep holes. When Item 205(4), Porous Backfill Material, does not appear in the bid
schedule, Porous Backfill is subsidiary.
Excavation, removal, and disposal of material unsuitable for Structural Fill are
subsidiary.
Excavation for footings ordered by the Engineer, at a depth greater than 3 feet below
the bottom of such footings shown on the Plans will be paid for as extra work under
Subsection 109-1.05.
Where a bid item for cofferdams does not appear in the bid schedule, the work
necessary to protect the excavation and control water is subsidiary.
When Controlled Low-Strength Material is used as an alternative to Structural Fill,
Controlled Low-Strength Material is paid for at the Contract price for Structural Fill.
Payment will be made under:
Pay Item
205(1) Excavation for Structures
205(2) Cofferdam
205(3) Structural Fill
205(4) Porous Backfill Material
205(5) Controlled Low-Strength Material
Pay Unit
Cubic Yard
Lump Sum
Cubic Yard
Cubic Yard
Cubic Yard
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SECTION 301
AGGREGATE BASE AND SURFACE COURSE
301-3.03 SHAPING AND COMPACTION.
In the first paragraph, delete: “AASHTO T 180 or”
In the second paragraph, delete the third sentence and replace with: Compact each
layer to a density of not less than 95% of the maximum density.
In the second paragraph, add the following: Sample and test aggregate base gradation
in accordance with AASHTO T 11 and T 27. Size of sample for gradation shall be
determined by nominal maximum particle size following the Alaska Amendment to
WAQTC FOP for AASHTO T 11 and T 27. Determine the maximum dry density by ATM
212.
Add Subsections 301-3.04 and 301-3.05:
301-3.04 QUALITY ASSURANCE. The Owner will accomplish project quality
assurance testing using qualified technicians and a Professional Engineer registered in
the State of Alaska. The Owner’s quality assurance has final authority on passing or
failing material and site work.
301-3.05 QUALITY CONTROL. The Contractor shall submit a Quality Control Plan for
review by the Owner’s Representative as described in Appendix G – Construction
Quality Control (CQC) Plan. The Contractor shall not begin earthwork or aggregate
operations until the plan has been reviewed and returned with no exceptions taken or
approved as noted. This quality control plan shall incorporate the standards shown in
Subsection 301-3.03. Quality control testing frequencies shall be consistent with the
requirements described in Appendix G. However, these frequencies may be adjusted
up or down at the discretion of the Owner’s Representative as conditions warrant.
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SECTION 501
CONCRETE FOR STRUCTURES
Delete this section in its entirety and replace with the following:
501-1.01 DESCRIPTION. Furnish, place, finish, and cure Portland cement concrete for
structure construction. Use the class of concrete noted on the Plans unless otherwise
specified.
CLASSES OF CONCRETE
Class A:
Class A-A:
Class P:
Class DS:
General use concrete
Concrete where improved strength and durability is required
Concrete where strength in excess of 5000 psi is required
Concrete for drilled shaft foundations
501-1.02 DEFINITIONS.
ADMIXTURE. A material other than water, aggregate, hydraulic cement, pozzolan, and
fiber reinforcement, added to the batch before or during mixing, used as an ingredient of
a cementitious mixture to modify its freshly mixed, setting, or hardened properties.
AIR-ENTRAINING ADMIXTURE. An admixture causing the development of a
system of microscopic air bubbles in concrete, mortar, or cementitious material
paste during mixing, usually to improve its workability and resistance to damage by
freezing and thawing.
SET-ACCELERATING ADMIXTURE. An admixture causing an increase in the rate
of hydration of the hydraulic cement and shortens the time of setting, increases the
rate of strength development, or both.
SET-RETARDING ADMIXTURE. An admixture causing a decrease in the rate of
hydration of the hydraulic cement and lengthens the time of setting, decreases the
rate of strength development, or both.
WATER-REDUCING ADMIXTURE. An admixture either increasing slump of freshly
mixed mortar or concrete without increasing water content or maintaining slump with
a reduced amount of water, due to factors other than air entrainment.
AGITATION. The process of providing motion in mixed concrete just sufficient to
prevent segregation or loss of plasticity.
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BLEED WATER. The autogenous flow of water emerging from newly placed concrete,
and caused by the settlement of the solid materials within the mass. The relative
quantity of mix water that will bleed can be estimated by AASHTO T 158.
CAMBER. For prestressed concrete members, camber is the net upward deflection of
an eccentrically prestressed concrete member due to the combined loads, shrinkage,
creep, and eccentricity of the prestress force. For non-prestressed members, camber is
a deflection intentionally built into a structural element or form to improve appearance or
to nullify the deflection of the element under the effects of loads, shrinkage, and creep.
CEMENT. A binding material that sets and hardens by hydration and is capable of doing
so underwater, sometimes called hydraulic cements
CEMENTITIOUS MATERIAL. Hydraulic cements and pozzolans with cementing
properties.
CHAMFER. A beveled edge or corner formed into finished concrete.
COMPRESSIVE STRENGTH, (fc). The measured maximum resistance of a concrete or
mortar specimen to axial compressive loading; expressed as force per unit crosssectional area; or the specified resistance used in design calculations.
SPECIFIED COMPRESSIVE STRENGTH, (f’c). The 28-day compressive strength
used in structural design and specified in the Contract documents.
REQUIRED AVERAGE COMPRESSIVE STRENGTH, (f’cr). The 28-day
compressive strength, used as the basis for selection of concrete proportions in the
mix design process, sufficiently greater than the Specified Compressive Strength to
ensure the acceptance criteria are met.
COMPRESSIVE STRENGTH TEST. The average strength test of concrete, from at
least two 6.0 x 12.0 inch or at least three 4.0 x 8.0 inch compressive strength test
cylinders sampled according to AASHTO T 141, cured according to AASHTO R 39 or
WAQTC FOP for AASHTO T 23, and tested according to AASHTO T 22 or sampled,
cured, and tested to equivalent ASTM test methods. Unless otherwise noted, tested at
an age of 28 days.
The average strength test of grout, from at least three specimens from a batch and
tested according to WAQTC TM 12, AASHTO T 106, or ASTM C 109.
CONCRETE ANCHOR. Cast-in-place or post-installed fastening device installed in the
concrete for the purpose of transferring loads to the concrete. See ASTM E 2265 for
standard terminology.
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CONSOLIDATION. The process of inducing a closer arrangement of the solid particles
in freshly mixed concrete during placement by the reduction of voids, usually by
vibration, rodding, tamping, or some combination of these actions.
CONSTRUCTION JOINT. The surface where two successive placements of concrete
meet.
CURING. Action taken to maintain moisture and temperature conditions in a freshly
placed cementitious mixture to allow hydraulic cement hydration and (if applicable)
pozzolanic reactions to occur so the desired properties of the mixture develop.
CURING PERIOD. The length of time in which continuous curing operations are
maintained thereby allowing the concrete to properly hydrate and develop its required
strength and durability.
INITIAL CURING PERIOD. The time period between placement and implementation
of final curing methods in which deliberate action is taken to reduce the loss of
moisture from the surface of the concrete.
FINAL CURING PERIOD. The time period after the concrete achieves final set in
which deliberate action is taken, without damaging or marring the concrete surface,
to maintain satisfactory moisture content and temperature in concrete.
CURING COMPOUND. A liquid applied as a coating to the surface of newly placed
concrete to retard the loss of water and, in the case of pigmented compounds, reflects
heat to provide an opportunity for the concrete to develop its properties in a favorable
temperature and moisture environment.
DURABILITY. The ability of concrete to resist weathering action, chemical attack,
abrasion, and other conditions of service.
EVAPORATION RATE REDUCER. A material generating a continuous thin film when
spread over water on the surface of fresh concrete to retard the evaporation of bleed
water.
FIELD TEST RECORD. A record of compressive strength test results from concrete
used on prior projects and produced by the concrete production facility.
INFORMATIONAL FIELD TEST. A compressive strength test, determined by the
Engineer, from field test cylinders cured on the site under temperature and moisture
conditions similar to the concrete in the structure; except, the compressive strength test
may consist of one 6.0 x 12.0 inch or one 4.0 x 8.0 inch compressive strength test
cylinder.
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KEYWAY. A recess or groove in one lift or placement of concrete and filled with
concrete of the next lift or grout, giving shear strength to the joint.
LAITANCE. A layer of weak material derived from cementitious material and aggregate
fines either: 1) carried by bleeding to the surface or to internal cavities of freshly placed
concrete; or 2) separated from the concrete and deposited on the concrete surface or
internal cavities during placement of concrete underwater.
MORTAR. A mixture of cementitious material paste and fine aggregate occupying the
space between particles of coarse aggregate.
RETEMPER. To add water and remix concrete or mortar to restore workability to a
condition in which the mixture is placeable or usable.
ROCK POCKET. A porous, mortar-deficient portion of hardened concrete consisting
primarily of coarse aggregate and open voids.
SCREED. To strike off concrete lying beyond the desired plane or shape. A tool for
striking off the concrete surface, sometimes referred to as a strikeoff.
SET. The condition reached by a cementitious material paste, mortar, or concrete that
has lost plasticity to a degree of stiffening generally stated as the time in hours and
minutes required for cementitious material paste to stiffen sufficiently to resist the
penetration of a weighted test needle as prescribed by AASHTO T 197,
INITIAL SET. The first stiffening of concrete.
FINAL SET. Attainment of significant rigidity in which rainfall, foot traffic, and curing
materials contacting the concrete surface do not damage or mare the concrete
surface and do not alter the properties of the finished surface.
TREMIE. A pipe or tube with a hopper for filling at its upper end through which concrete
is deposited.
501-2.01 MATERIALS. Use materials conforming to the following:
1. Cementitious Materials
Portland Cement
Blended Hydraulic Cement
Fly Ash
Ground Granulated Blast-Furnace Slag
Silica Fume
Section 701
Section 701
Section 701
Section 701
Section 701
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2. Aggregate Materials
Fine Aggregate
Coarse Aggregate
Aggregate for Abrasive Finish
Subsection 703-2.01
Subsection 703-2.02
Subsection 703-2.14
3. Water, Admixtures and Curing Materials
Curing Materials
Chemical Admixtures
Water and Ice
Subsection 711-2.01
Subsection 711-2.02
Subsection 712-2.01
4. Anchors and Inserts
Concrete Anchor Inserts and Bolts
Utiliduct, HDPE
Utiliduct, Steel
Structural Steel
Asphalt Felt
Subsection 712-2.20
Subsection 706-2.08
Section 716
Section 716
ASTM D 226, Type I (No. 15 Asphalt Felt)
5. Grout and Epoxy
Grout
Epoxy Adhesive for Crack Sealing
Epoxy Adhesive for Crack Injection
Low-Viscosity Resin
Epoxy Bonding Agents
Subsection 701-2.03
AASHTO M 235, Type IV, Grade 3
AASHTO M 235, Type IV, Grade 1
Subsection 712-2.19
AASHTO M 235, Type V
501-2.02 COMPOSITION OF MIXTURE - JOB MIX DESIGN. Provide a Job Mix
Design, for each required class of concrete and Specified Compressive Strength (f'c),
which meets the requirements of this Subsection and provides workability and
consistency so the concrete can be worked readily into the forms and around
reinforcement without segregation or bleeding. Determine proportions using the
absolute volume method according to ACI 211.1.
1. Water-Cement Ratio and Cementitious Materials. Provide a Job Mix Design meeting
the water-cement ratio requirements in Table 501-1.
Calculate the water-cement ratio based on the total weight of cementitious material.
The following are considered cementitious materials: Portland cement, blended
hydraulic cement, fly ash, ground granulated blast-furnace slag, and silica fume.
Fly ash, ground granulated blast-furnace slag, silica fume, and combinations of
these materials may be used as a substitute for Type I and II Portland cement
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provided the quantity meets the limits of Table 501-2 and the total quantity of
combined fly ash, ground granulated blast-furnace slag, and silica fume does not
exceed 40 percent of the total cementitious material by weight. Do not use fly ash
with Type III Portland cement.
TABLE 501-1
WATER-CEMENT RATIO REQUIREMENTS
Class
Water-Cement
of
Ratio, maximum
Concret
lbs/lbs
e
A
0.45
A-A
0.40
P
0.35
DS
0.45
TABLE 501-2
SUPPLEMENTARY CEMENTITIOUS MATERIAL LIMITS
Cementitious Material
Percent of Total
Cementitious
Material by
Weight1
Maximum
1
Fly Ash
35%
Ground Granulated Blast-Furnace
Slag
40%
10%
Silica Fume
The maximum percent includes initial quantities in blended
hydraulic cement plus additional supplementary cementations
materials.
2. Aggregate Gradations. Provide a Job Mix Design meeting the fine aggregate
gradation requirements in Subsection 703-2.01 and the coarse aggregate gradation
requirements in Table 501-3
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TABLE 501-3
COARSE AGGREGATE GRADATION REQUIREMENTS
Class
of
Concret
e
Coarse Aggregate Size
Number
A
No. 57 or 67
A-A
No. 57 or 67
P
No. 67
DS
No. 7 or 8
AASHTO M 43
3. Air Content. Provide a Job Mix Design with a total air content of 6.0 percent. The
total air content for Class P concrete having a water/cement ratio less than 0.33 may
be reduced 3.0 percent. Air-entrained concrete is required only for the deck portion
of prestressed precast concrete members. Air-entrained concrete is not required for
Class DS concrete.
4. Slump. Provide a Job Mix Design meeting the slump requirements in Table 501-4.
TABLE 501-4
SLUMP REQUIREMENTS
Condition
Slump
Concrete without a water-reducing
admixture
4" max.
Concrete with a Type A, D, or E waterreducing admixture
6" max.
Concrete with a Type F or G high-range
water-reducing admixture
9" max.
Class DS concrete, wet-shaft process
7" min.
9" max.
Class DS concrete, dry-shaft process
6" min.
9" max.
5. Chloride Ion Content. For Class A-A and P Concrete, provide a Job Mix Design with
a total water soluble chloride ion content of the concrete that does not exceed 0.06
percent by weight of cementitious material for precast concrete members or 0.08
percent by weight of cementitious material for other concrete, tested according to
ASTM C 1218.
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6. Required Averaged Compressive Strength. Provide a Job Mix Design meeting a
Required Average Compressive Strength (f'cr) established from either the Empirical
Method or the Statistical Method.
If the Specified Compressive Strength (f'c) is not designated on the Plans, use a
Specified Compressive Strength listed in Table 501-5.
TABLE 501-5
COMPRESSIVE STRENGTH REQUIREMENTS
Class
of
Concret
e
Specified Compressive
Strength (f'c)
A
4000
A-A
5000
P
8000
DS
4000
(psi)
a. Empirical Method. Establish the Required Average Compressive Strength from
the following equations:
f'cr = f'c + 1200
for f'c ≤ 5000 psi
f'cr = 1.1f'c + 700
for f'c > 5000 psi
Where:
f'cr = Required Average Compressive Strength, psi
f'c = Specified Compressive Strength, psi
b. Statistical Method. If the production facility has field test records of compressive
strength tests, establish the Required Average Compressive Strength based on
the calculated standard deviation of the field test records and using the largest
result of the following the equations:
f'cr = f'c + 1.34ks
for all f'c
or,
f'cr = f'c + 2.33ks – 500
for f'c ≤ 5000 psi,
f'cr = 0.90f'c + 2.33ks
for f'c > 5000 psi,
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Where: f'cr =
Required Average Compressive Strength, psi
f'c = Specified Compressive Strength, psi
k = 1.16 if 15 total tests are considered
1.08 if 20 total tests are considered
1.03 if 25 total tests are considered
1.00 if 30 or more total tests are considered
s = standard deviation, psi
Linear interpolation to determine k for intermediate number of tests is acceptable.
Use field test records performed within the past 12 months and spanning a
period of more than 60 days for a class of concrete within 1000 psi of the
Specified Compressive Strength. Use field test records from concrete produced
at the production facility, which represent materials, quality-control procedures,
and climatic conditions similar to those expected in the work. Do not use field test
records from concrete in which acceptance requirements for materials or
concrete proportions were more closely restricted than those in the proposed
work. Use field test records meeting one of the following:
(1) One Group of Field Test Records. Use field test records representing a group
of at least 15 consecutive compressive strength tests in which all concrete
was produced using the same mixture proportions. Calculate the standard
deviation using the following equation:
s=
Where:
n
Xi
X
∑n
i = 1 (Xi -X)
2
(n-1)
s=
standard deviation, psi
= number of compressive strength test results considered
= individual compressive strength test result, psi
= average of n compressive strength test results, psi
(2) Two Groups of Field Test Records. Use field test records representing two
groups of consecutive compressive strength tests totaling at least 30 tests.
Ensure each group is comprised of at least 10 consecutive compressive
strength tests, and all concrete in each group was produced using the same
mixture proportions. Calculate the standard deviation using the following
equation:
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s=
2
n1 -1 s2
1 + n2 -1 s2
n1 +n2 -2
Where:
s = standard deviation for the two groups combined, psi
s1, s2 = standard deviation for groups 1 and 2, respectively, calculated
according to Subsection 501-2.02.6.b.(1), psi
n1, n2 = number of test results in groups 1 and 2, respectively
7. Job Mix Design Verification.
a. Required Average Compressive Strength. Verify the Job Mix Design satisfies the
Required Average Compressive Strength by meeting at least one of the following
requirements:
(1) Field Test Records. Use field test records that:
(a) use materials of the same brand and type and from the same
manufacturer as the materials used in the work;
(b) were from concrete produced at the production facility;
(c) use quality-control procedures, and had climatic conditions similar to those
expected in the work; and
(d) encompass a period of not less than 60 days.
Do not use field test records from concrete in which acceptance requirements
for materials or concrete proportions were more closely restricted than those
in the proposed work.
For a single group of at least 10 consecutive compressive strength tests for
one mixture, verify the average of the compressive strength tests equals or
exceeds the Required Average Compressive Strength.
For two groups, each having at least 10 consecutive compressive strength
tests, for two mixtures representing classes of concrete within 1000 psi of the
Specified Compressive Strength, plot the average strength of each group
versus the water-cementitious material ratio of the corresponding mixture
proportions and interpolate between them to determine the compressive
strength corresponding to the water-cementitious material ratio of the Job Mix
Design. Verify the interpolated compressive strength equals or exceeds the
Required Average Compressive Strength.
(2) Laboratory Trial Mixtures. Use materials and material combinations for trial
mixtures of the same brand and type and from the same manufacturer as the
materials used in the work.
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Record the temperature of the freshly mixed concrete according to AASHTO
T 309 and ensure the temperature is within 10°F of the intended maximum
temperature of the concrete as mixed and delivered.
For each trial mixture, make and cure at least two 6.0 x 12.0 inch or at least
three 4.0 x 8.0 inch compressive strength test cylinders for each test age
according to AASHTO R 39. Test for compressive strength according to
AASHTO T 22 at test ages of 7, 14 and 28 days.
For a single trial mixture, verify the compressive strength test equals or
exceeds the Required Average Compressive Strength.
For a group of trial mixtures, make at least three trial mixtures with each
mixture having a different cementitious material content. Select water-cement
ratios producing a range of compressive strengths encompassing the
Required Average Compressive Strength. From the results of the 28-day
compressive strength tests, plot a curve showing the relationship between
water-cement ratio and compressive strength. From the curve of watercement ratio versus compressive strength, determine the compressive
strength corresponding to the water-cementitious material ratio of the Job Mix
Design. Verify the compressive strength equals or exceeds the Required
Average Compressive Strength.
b. Flowability Requirements for Class DS Concrete (Wet-Shaft Process). Verify the
Job Mix Design satisfies the concrete flowability requirements of Subsection 5013.05.6.a.1. Develop a slump loss table showing the slump at 1 hour intervals
since batching until the concrete takes initial set.
c. Plasticity Requirements for Class DS Concrete (Dry-Shaft Process). Verify the
Job Mix Design satisfies the concrete plasticity requirements of Subsection 5013.05.6.b.1. Ensure initial set occurs after placement operations are complete.
8. Job Mix Design Submittal. Submit a written mix design, signed and sealed by a
Professional Engineer registered in the State of Alaska, for each specified class of
concrete and for each Specified Compressive Strength, to the Engineer at least 45
days prior to scheduled production. Submit the mix design on Form 25D-203.
Include the following:
a. Job Mix Design Proportions and Test Results. Submit concrete mixture
proportions per cubic yard and test results for the proposed Job Mix Design.
Include the following information:
(1)
Weights of cementitious materials
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(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
Weights of aggregates in saturated surface dry condition
Volume or weight of each admixture.
Weight of water
Water-cement ratio
Percentage of air by volume
Total water soluble chloride ion content
Wet unit weight
Expected slump
Expected 7, 14, and 28 day compressive strength
Slump loss table for flowability requirements of Class DS concrete (if
applicable)
(12) Time of initial set for plasticity requirements of Class DS concrete (if
applicable)
b. Materials Documentation. Submit the following:
(1) For each cementitious material, include:
(a) Type/Class
(b) Brand
(c) Producer
(d) Plant location
(e) Certified test reports confirming the cementitious material meets these
Specifications.
(2) For aggregates, include:
(a) Pit or quarry location(s)
(b) Bulk dry specific gravity, bulk saturated surface dry specific gravity, and
apparent specific gravity
(c) Absorption values
(d) AASHTO size number for coarse aggregates
(e) Gradations for aggregates
(3) For each admixture, include:
(a) Type
(b) Manufacturer
(c) Manufacturer's product data sheet giving the procedure for admixture use
and confirming the admixture meets these Specifications.
(d) The batching process step and mixing instructions when each admixture is
added.
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(e) When using two or more admixtures in the same Job Mix Design, provide
manufacturer’s certifications showing the admixtures are compatible and if
they can be added simultaneously.
(4) Include the source of supply for water and ice.
c. Materials Samples. The Engineer may require samples of aggregate,
cementitious materials, and admixtures to verify the mix design. If requested,
furnish representative samples (330 pounds each) of both coarse and fine
aggregates, 94 pounds of each cementitious material, and enough admixture to
allow for Job Mix Design verification testing. Ensure the Department receives
these samples at least 45 days before the mixture’s scheduled production for the
project.
d. Basis of Required Average Compressive Strength. If the Statistical Method is
used, submit the following for each field test record:
(1) Compressive strength test results of the tested concrete.
(2) Standard test method used for determining compressive strength.
(3) Date the compressive strength tests were performed
(4) Aggregate source used for the tested concrete.
(5) Specified strength of the tested concrete.
(6) Batched weights of constituent materials for the concrete used for each
compressive strength test.
e.
Documentation of Required Average Compressive Strength. Submit
documentation indicating the proposed concrete proportions will produce an average
compressive strength equal to or greater than the Required Average Compressive
Strength meeting one of the following requirements:
(1) Field Test Records. If field test records were used to verify the Required
Average Compressive Strength, submit the following for each field test
record:
(a) Compressive strength test results of the tested concrete.
(b) Standard test method used for determining compressive strength.
(c) Date the compressive strength tests were performed
(d) Aggregate source used for the tested concrete.
(e) Specified strength of the tested concrete.
(f) Batched weights of constituent materials for the concrete used for each
compressive strength test.
(2) Trial Mixtures. If a single or group of trial mixtures were used to verify the
Required Average Compressive Strength, submit concrete mixture
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proportions per cubic yard and test results for each trial mixture. Include the
following information:
(a) Weights of cementitious materials
(b) Weight of aggregates in saturated surface dry condition
(c) Volume or weight of each admixture
(d) Weight of water
(e) Water-cement ratio
(f) 7-day, 14-day, and 28-day compressive strength test results
(g) Percentage of air by volume
(h) Wet unit weight
9. Changes. A change in the approved Job Mix Design proportions, materials,
aggregate gradation, or aggregate quality requires a new Job Mix Design; except, a
change in Type A, D, E, F, and G admixture proportions, or the addition of a Type A,
D, E, F, and G admixture, does not require a new Job Mix Design.
10. Approval. Obtain the Engineer’s approval of each mix design prior to use. Approval
of the Job Mix Design does not constitute acceptance of produced concrete and will
not obligate the Department to accept or pay for concrete that does not meet the mix
acceptance requirements of Subsection 501-3.03.
CONSTRUCTION REQUIREMENTS
501-3.01 BATCHING. Batch concrete, in proportioned amounts, according to the
approved Job Mix Design.
1. Certification and Calibration. Batch concrete using a certified batch plant. Obtain
plant certification meeting the requirements in this Subsection. Use and maintain
calibrated weighing and measuring devices for concrete batching equipment,
including measuring devices for adding material on-site, meeting the requirements of
this Subsection. Submit documentation required for plant certification and weighing
and measuring device calibration meeting the requirements of this Subsection
before commencing concrete work.
a. Plant Certification by the National Ready Mix Concrete Association. Certification
may be obtained from the National Ready Mix Concrete Association (NRMCA).
Information concerning NRMCA certification may be obtained from the NRMCA
at 900 Spring Street, Silver Springs, MD 20910 or online at www.nrmca.org. The
NRMCA certification is valid for 2 years from the date of inspection.
b. Plant Certification by a Professional Engineer. Certification may be obtained by
an independent inspection and evaluation by a Professional Engineer registered
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in the State of Alaska using and completing the NRMCA Plant Certification
Check List. Correct deficiencies to the satisfaction of the Professional Engineer.
The Professional Engineer must sign and seal the completed NRMCA Plant
Certification Check List certifying all applicable items have been met. The
certification by a Professional Engineer is valid for 2 years from the date of
inspection.
c. Calibration of Weighing and Measuring Devices. Use weighing and measuring
devices meeting the requirements of the National Institute of Standards and
Technology Handbook 44: Specifications, Tolerances, and other Technical
Requirements for Weighing and Measuring Devices, and are calibrated by a
commercial scale service or certified by the DOT&PF Division of Measurement
Standards & Commercial Vehicle Enforcement. Calibrate weighing and
measuring devices using equipment traceable to the Alaska State Standards of
Weight and Measure as adopted by AS 45.75.020.
Calibrate weighing and measuring devices:
(1) no more than 12 months before commencing concrete work,
(2) after each relocation,
(3) at least once every 12 months until the work is completed, and
(4) when, in the opinion of the Engineer, there is a question as to the accuracy or
adequacy of the device.
d. Certification and Calibration Submittals. If the Plant Certification is by the
NRMCA, submit a copy of the NRMCA Certificate of Conformance. If the Plant
Certification is by a Professional Engineer, submit a copy of the completed
NRMCA Plant Certification Check List and associated Fleet Inspection Reporting
Spreadsheet.
Submit copies of the calibration worksheets for weighing and measuring devices
including the most recent date of inspection and the calibrated accuracy for each
weighing and measuring device.
Submit copies of updated calibration
worksheets for each additional calibration required according to 501-3.01.1.c.
2. Measuring Materials.
a. Cementitious Materials. Use cementitious materials of the same brand, type, and
from the same plant of manufacture as the cementitious materials used to verify
the approved Job Mix Design according to Subsection 501-2.02.7. Ensure the
quantity of the Portland cement and the cumulative quantity of Portland cement
plus other cementitious materials is proportioned in amounts required by the Job
Mix Design and meets the mix acceptance requirements.
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Measure cementitious materials by weight. When other cementitious materials,
including fly ash, ground granulated blast-furnace slag, or silica fume, are
specified in the concrete proportions, the material may be cumulatively weighed
with the Portland cement. Weigh cementitious materials on a weighing device
that is separate and distinct from those used for other materials. Weigh the
Portland cement before other cementitious materials.
Portland cement is permitted to be measured in bags of standard weight (94
pounds). Do not use a fraction of a bag of cementitious materials unless its
weight has been determined by calibrated weighting devices.
b. Aggregates. Use aggregates from the same sources and having the same size
ranges as the aggregates used in the trial mixtures or field test records used to
verify the required average compressive strength. Ensure the quantity of the
aggregates is proportioned in amounts required by the Job Mix Design.
Measure aggregates by weight. Establish batch weight measurements on dry
materials and adjust the actual scaled weight for the required dry materials
weight plus the total weight of moisture, both absorbed and surface, contained in
the aggregate.
c. Water. The total quantity of mixing water includes water added to the batch, ice
added to the batch, and water occurring as surface moisture on the aggregates.
Measure the added water by weight or volume. Measure added ice by weight.
Discharge the flush water (wash water) prior to loading the next batch of
concrete. Do not use flush water (wash water) as a portion of the mixing water.
d. Admixtures. Use concrete admixtures according to the manufacturer's
instructions and the approved Job Mix Design. Type A, D, E, F, and G
admixtures not included in the approved Job Mix Design may be added
according to Subsection 501-2.02.9.
Measure powdered admixtures by weight. Measure paste or liquid admixtures by
weight or volume.
3. Materials Storage and Handling.
a. Cementitious Materials. Keep cementitious materials dry and free from
contaminants. Do not use cementitious materials which have become partially
hydrated or which contain lumps of caked cementitious material.
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b. Aggregates. Do not allow segregation of the aggregates or contamination with
foreign materials. Separate aggregate to prevent intermixing of specified
gradations.
Drain aggregate so the moisture content is uniform and is accounted for during
the batching process.
Do not use aggregates that contain ice, are frozen, or have been heated directly
by combustible materials. Use direct steam, steam-coil, or water-coil heating
when heating aggregates. When direct steam is used to thaw aggregate piles,
drain aggregates to uniform moisture content before batching.
c. Admixtures. Protect admixtures from contamination, evaporation, or damage.
Store admixtures according to the manufacturer’s instructions. Protect liquid
admixtures from freezing and from temperature changes affecting the
admixture’s performance.
501-3.02 MIXING AND DELIVERY. Mix concrete, in proportioned amounts, according
to the approved Job Mix Design. Mix ingredients into a thoroughly intermingled uniform
mixture. Do not retemper concrete mixtures. Do not use concrete that has developed
initial set prior to placement.
1. Addition of Water. Additional water may be added on-site provided the following are
met:
a. The volume of concrete in the mixer after the additional water is added does not
exceed the maximum mixing capacity.
b. The water measuring device is calibrated according to Subsection 501-3.01.1.c.
c. The Water-cement ratio for the batch as established by the approved Job Mix
Design is not exceeded. Account for the actual volume of concrete remaining in
the mixer.
d. Water additions are completed within 30 minutes after the introduction of the
mixing water to the cementitious materials.
The addition of water is not prohibited from being several distinct additions of water.
Inject additional water into the mixer under pressure and direction of flow to allow for
proper distribution within the mixer. Provide additional mixing to ensure a thoroughly
intermingled uniform mixture is attained.
2. Time for Placement. Discharge the concrete within 1.5 hours of the following:
a. after adding the mixing water to the cementitious materials, and
b. after adding the cementitious materials to the aggregates.
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The time to complete discharging the concrete may be extended 2 minutes for every
degree of temperature at which the concrete is discharged below 70°F, to a
maximum total time of 2 hours. The Engineer may increase the time to discharge
requirement provided the concrete can be placed before initial set occurs and
without the addition of water.
501-3.03 EVALUATION OF MATERIAL FOR ACCEPTANCE. All concrete in the work
will be evaluated for acceptance.
The Engineer may reject a batch or load of concrete failing to meet the requirements for
proportions, slump, total air content, or temperature. Prior to sampling, the Engineer
may reject a batch or load of concrete that appears defective in composition.
1. Sampling. The Department will take samples at the discharge point of the placement
system, except Class DS concrete will be sampled at the truck discharge.
Provide adequate and representative fresh concrete for sampling and testing as
directed by the Engineer. The Engineer will sample the concrete after a minimum of
1/2 cubic yard of concrete has discharged from the placement system. Do not add
water or admixtures to the mix after the concrete has been sampled for acceptance
testing.
The Engineer will determine aggregate gradation for acceptance based on random
samples taken at the plant.
2. Sampling and Test Methods. The Department will sample and test according to the
following:
WAQTC TM 2
Sampling Freshly Mixed Concrete
WAQTC FOP for AASHTO T 309
Temperature of
Cement Concrete
AASHTO T 22
Compressive Strength of Cylindrical Concrete
Specimens
Freshly
Mixed
Portland
WAQTC FOP for AASHTO T 27/T 11 Sieve Analysis of Fine and Coarse Aggregates,
and Materials Finer Than No. 200 Sieve in
Mineral Aggregate by Washing
WAQTC FOP for AASHTO T 23
Method of Making and Curing Concrete Test
Specimens in the Field
WAQTC FOP for AASHTO T 119
Slump of Hydraulic Cement Concrete
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WAQTC FOP for AASHTO T 121
Density (Unit Weight), Yield, and Air Content
(Gravimetric) of Concrete
WAQTC FOP for AASHTO T 152
Air Content of Freshly Mixed Concrete by the
Pressure Method
AASHTO T 231
Capping Cylindrical Concrete Specimens
WAQTC FOP for AASHTO TP 83
Field Sampling and Fabrication of 50-mm (2-in)
Cube Specimens using Grout (Non-Shrink) and
or Mortar
3. Batch Tickets. Provide a ticket with each batch of concrete delivered to the project.
Include the following information:
a.
b.
c.
d.
e.
f.
g.
h.
i.
j.
k.
l.
m.
n.
o.
p.
Manufacturer plant (batching facility)
Department contract number
Date
Time cementitious material added to batch
Truck number
Quantity (quantity batched this load)
Batch facility mix identification number
Weights of every type of cementitious material
Weights of each aggregate
Weight or volume of each admixture
Weight or volume of water added at the plant
Total moisture and absorption percentage for each aggregate
Maximum weight or volume of water that may be added in the field
Weight or volume of water added in the field
Time discharge completed
Signature of Contractor’s representative, affirming the accuracy of the
information provided
4. Proportion Requirements. Meet the proportion requirements of the approved Job Mix
Design within the following proportion tolerances:
a.
b.
c.
d.
e.
f.
Total Cementitious Material, weight
±1%
Aggregates, weight
±2%
Total Water, weight or volume
+3%
Air-Entraining Admixtures, weight or volume
manufacturer's limits
Type S Admixture, weight or volume
±3%
Type A, B, C, D, E, F, G Admixtures, weight or volume
manufacturer's
limits
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If the total cementitious material weight is made up of different components, keep
the component weights within the following tolerances:
(1) Portland Cement
(2) Fly Ash
(3) Ground Granulated Blast-Furnace Slag
(4) Silica Fume
±1%
±5%
±5%
±10%
Proportion tolerance will be calculated using consistent units for MJMD and MA as
follows:
P=
MA -MJMD
∙ 100
MJMD
Where:
P=
Proportion tolerance, percentage
Weight or Volume of component according the approved Job
MJMD =
Mix Design
MA = Weight or Volume of actual batched component
5. Slump Requirements. Do not exceed 9” slump for Class A, A-A, P, and DS concrete.
For Class DS concrete, meet the following slump tolerances:
a. Using the wet-shaft process: 7 inches minimum, 9 inches maximum
b. Using the dry-shaft process: 6 inches minimum, 9 inches maximum
6. Total Air Content Requirements. Meet the total air content percentage within a
tolerance of ±1.5 of the approved Job Mix Design percentage.
7. Temperature Requirements. Unless otherwise noted, ensure the concrete
temperature is between 50°F and 90°F when placed in the forms.
8. Compressive Strength Requirements. Meet the strength requirements for the
Specified Compressive Strength. Concrete of the approved Job Mix Design will be
considered to meet the Specified Compressive Strength requirements when both of
the following conditions are met:
a. The lowest individual compressive strength test result is not less than the
Specified Compressive Strength minus 500 psi, or 90.0 percent of the Specified
Compressive Strength, whichever is lower.
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b. The lowest averaged result of three consecutive individual compressive strength
tests meets or exceeds the Specified Compressive Strength.
501-3.04 PREPARATION FOR CONCRETE PLACEMENT. Allow time for inspection
prior to concrete placement.
Remove debris, concrete splatter, oil, paint, and other foreign substances from the
surfaces of forms and reinforcing steel, against which the concrete is to be placed.
Remove soil and other debris from pipe piles to the bottom of concrete elevation shown
on the Plan.
Prepare foundations according to Section 205.
Moisten foundations and forms with water before the concrete is placed. Remove
standing water on the foundation, in the pile, and in the forms before placing concrete.
501-3.05 PLACING CONCRETE. Do not begin concrete placement without the
Engineer's authorization. Place concrete conforming to the approved Job Mix Design.
Place and consolidate each layer within 30 minutes and before the preceding layer
takes initial set.
If concrete placement operations are delayed so initial set occurs before placement of
the succeeding section or layer, place a joint according to Subsection 501-3.11. The
resulting joint will be considered a construction joint. If, in the opinion of the Engineer,
the location of the construction joint will affect the strength or durability of the concrete,
the Engineer may reject the concrete, the structure, or a portion of the structure.
Place concrete in a sequence to obtain a well-consolidated concrete and to prevent
cracks. Place concrete as near as possible to final position. Prevent segregation of the
mix, displacement of reinforcing steel, and spattering of mortar on the reinforcing steel
and forms above the elevation of the layer being placed. Do not deposit a large quantity
of concrete at any point and run or work the concrete along the forms. Do not allow
concrete to slide down the sides of the forms.
Regulate concrete placement so the pressures do not exceed the load capacity of the
forms. Limit layer thickness to no more than 2.5 feet, or the capacity of the vibrators to
consolidate and merge the concrete with the previous layer, whichever is less.
Unless otherwise specified, use a tremie, tube, or other such device to limit the free-fall
height to less than 5.0 feet when placing operations would otherwise allow concrete to
drop more than 5.0 feet. When using a tremie to place concrete, use a watertight tremie
with an inside diameter of at least 10 inches. When using a concrete pump to place
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concrete, use concrete pump lines that are watertight with an inside diameter of at least
5 inches.
Concrete placed in piles or in dry-shaft process may free-fall more than 5 feet without
use of tremie, tube or other such device, provided the falling concrete does not contact
rebar or other objects before reaching the top surface of the placed concrete. When
free-falling concrete more than 5 feet, use a drop chute at least 3 feet long.
After initial set, prevent movement of forms, projecting ends of reinforcing steel, and
other embedded items.
Do not use aluminum components in contact with fresh concrete.
Place concrete in the superstructure only after substructure forms are removed and the
substructure has been inspected.
1. Concrete Placement Plan. Submit a concrete placement plan to the Engineer, for
concrete decks and drilled shafts. Submit each concrete placement plan to the
Engineer, at least 30 days before placing concrete. Do not place concrete until after
the Engineer has approved the plan. Include the following in each concrete
placement plan:
(1) concrete placement sequence,
(2) schedule of concrete placement and curing,
(3) estimated concrete volume of each section,
(4) placement rate and duration,
(5) description of finishing equipment,
(6) placement procedure,
(7) name of the concrete foreman,
(8) curing materials, equipment, and procedure.
2. Pre-concreting Conference. Hold a pre-concreting conference for concrete decks
and Drilled Shafts, at least 5 working days before placing concrete. Include the
Engineer, the Superintendent and foremen in charge of placing reinforcing steel,
placing concrete, finishing concrete, and curing operations. Discuss construction
procedures, personnel, and equipment to be used.
If the project includes more than one concrete placement operation, and if key
personnel change between concreting operations, hold additional conferences to
include replacement personnel before placing successive concrete sections.
3. Pumping Concrete. Use a pump producing a continuous stream of concrete without
air pockets. When pumping is completed, the concrete remaining in the pipeline, if
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used, must eject without contaminating the concrete or separating the ingredients.
Discard concrete contaminated by priming or cleaning the pump.
4. Conveying Concrete. Concrete may be conveyed if the equipment will handle the
class of concrete, with the slump and air content specified and without segregation
of the aggregate, and no equipment vibrations will damage freshly placed concrete
or reinforcing steel. Limit the length of conveyor belts to prevent aggregate
segregation or 300 feet, whichever is less. Cover the belt to protect the concrete
from heat, evaporation, precipitation, or when the Engineer determines precipitation
is likely.
5. Piles. Do not place concrete underwater in piles.
6. Drilled Shaft Foundations. Place concrete following either the wet-shaft process or
dry-shaft process, as applicable.
The dry-shaft process may be used where the ground water level and soil and rock
conditions are suitable to permit construction of the shaft in a relatively dry
excavation, and where the sides and bottom of the shaft can be visually inspected
by the Engineer prior to placing the concrete. Relatively dry excavation conditions
exist when excavation fluids have been removed from the shaft and the rate of water
intrusion is less than 6 inches of water accumulating above the base in a 1-hour
period without pumping or other methods to drain or remove water. Suitable soil and
rock conditions exist when the sides and bottom of the hole remain stable without
caving, sloughing, or swelling between completion of excavation and concrete
placement; and loose material and water can be satisfactorily removed prior to
inspection and concrete placement. Do not begin concrete placement if there is
more than 1 inch of water in the bottom of the shaft excavation. Use wet-shaft
process if the requirements for dry-shaft process cannot be satisfied.
Provide process control testing during concrete placement. Test total air content and
slump before placing each batch of concrete in the drilled shaft. Perform sampling
and testing according to Subsection 501-3.03.2 using a WAQTC qualified concrete
testing technician or ACI certified concrete field testing technician. Test every batch
of concrete before placement. Record the time when each sample is collected.
Submit test results to the Engineer within 72 hours of completing each test.
a. Wet-Shaft Process. Place concrete using a tremie or concrete pump. Place
concrete continuously until good quality concrete, as determined by the
Engineer, is evident at top of the shaft or nearest construction joint. Good quality
concrete is considered concrete of the same consistency, appearance, and
quality as the concrete being delivered and meeting the applicable mix
acceptance requirements. Remove a sufficient volume of concrete to ensure
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elimination of contaminated concrete at the top of shaft before continuing with
subsequent construction operations.
Remove concrete laitance during or immediately after concrete placement
operations have ended.
Do not allow water, fluids, drilling aids, or concrete from the top of the shaft to
enter streams or other waterways.
Construct the discharge end of the tremie or pump line to prevent water intrusion
and permit the free flow of concrete during concrete placement. Use caps,
bottom plates, pigs, or other such devices inserted into or attached to discharge
pipe to separate the concrete from the excavation fluid during initial charging of
the discharge pipe. Ensure the discharge pipe has sufficient length and weight to
rest on the shaft base before starting concrete placement.
When using a tremie, provide adequate support so the tremie can be raised to
increase the discharge of concrete and lowered to reduce the discharge of
concrete. Do not shake, vibrate, or rapidly raise or lower the tremie to increase
the discharge of the concrete.
Maintain a positive head of concrete inside the tremie or pump line relative to the
excavation fluid level. Position the discharge orifice within one pipe diameter of
the shaft base. Do not re-position the discharge pipe until the orifice is at least 8
feet below the concrete surface. Maintain at least 8 feet of concrete above the
discharge orifice during concrete placement. Monitor the concrete level during
placement to ensure the tremie or pump line discharge orifice remains at least 8
feet below the concrete surface throughout placement.
If the discharge orifice rises above the concrete surface before concrete
placement is complete, the shaft will be considered defective. Immediately
terminate concrete placement operations and notify the Engineer.
(1) Concrete Flowability Requirements. Ensure concrete placed in the shaft
remains flowable throughout placement operations by maintaining a slump of
at least 6 inches until placement is completed. Collect samples from the first
batch of concrete. Test slump from the first batch of concrete at the beginning
of the concrete placement operations and immediately after concrete
placement operations are complete. Record the time when samples are
collected and when tests are performed. Submit test results to the Engineer
within 72 hours of completing each test.
b. Dry-Shaft Process. Place concrete continuously until concrete is evident at top of
the shaft or nearest construction joint. Concrete may be permitted to free-fall into
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place if the concrete does not contact the sides of the shaft, reinforcing steel, or
other objects while free falling.
Remove concrete laitance during or immediately after concrete placement
operations have ended.
(1) Concrete Plasticity Requirements. Ensure concrete placed in the shaft
remains plastic throughout placement operations by completing placement
operations before initial set occurs.
7. Concrete Decks and Approach Slabs. Before placing concrete, operate the finishing
machine over the entire length of the deck to check screed deflection, reinforcing
steel clearance, and concrete thickness.
Limit the rate of placing concrete to what can be finished before initial set.
a. Placement Sequence. Place the concrete deck in the sequence shown on the
Plans. The Engineer may approve a revised placement sequence for casting the
concrete deck continuously from one end to the other provided the following:
(1) Do not use Type III Portland cement.
(2) Stockpile the materials necessary to complete the placement and have the
equipment, incidentals, and workers on the site before beginning concrete
placement operations.
(3) Ensure the continuous concrete placement and finishing operation proceeds
at a minimum rate of 30 feet per hour, measured longitudinally along the axis
of the span.
(4) The Engineer determines the revised placement sequence will not reduce the
stability during construction and will not reduce the quality, capacity, or
durability of the completed structure.
If the Engineer approves the proposal for a continuous concrete placement
operation, the Department will observe and evaluate performance to the first
planned construction joint in the sequence. At this point, the Engineer may
authorize you to proceed with the continuous concrete placement operation or
suspend the placement and install a construction joint. The Engineer's decision
will be based on whether the concrete can be produced, delivered, and finished
at a continuous rate permitting the structure to accommodate final dead load
deflections while the concrete is plastic.
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If the Engineer suspends the continuous concrete placement operations after the
first sequential placement, submit modifications for improving the continuous
concrete placement operations, beginning at the other end of the deck. If a
second attempt at continuous concrete placement is authorized, the placement
will be evaluated and allowed or terminated based on the same criteria as the
first sequential placement.
If the Engineer suspends the continuous concrete placement operation after the
second attempt, additional attempts will not be permitted. Follow the deck placing
sequence shown on the Plans.
501-3.06 CONSOLIDATION OF CONCRETE. Consolidate concrete to make a dense
homogeneous mass free of voids and rock pockets. Consolidate each layer to leave a
compact, dense, and impervious concrete with smooth faces on exposed surfaces with
no visible line of separation between adjoining layers.
Consolidate concrete, except underwater or other exempted placements, by mechanical
vibration at the point of deposit. Use vibrators capable of visibly affecting concrete with
a 1-inch slump for a distance of at least 18 inches from the vibrator.
Use vibrators and regulate placement in order to consolidate the fresh concrete within
15 minutes of placement and before initial set. Effectively vibrate the full depth of each
layer.
For immersion-type vibrators, insert vibrators vertically to a depth penetrating into the
previous layer. Withdraw vibrators slowly to avoid segregation or grout pockets. Vibrate
in a uniform pattern spaced less than 1.5 times the radius of visible effectiveness.
Avoid vibration of initially set layers and reinforcing steel below the succeeding
placement. Do not hold vibrators against reinforcing steel or use them to flow or spread
the concrete into place. Manipulate vibrators to produce concrete free of voids, with
proper texture on exposed faces, and maximum consolidation. Do not allow the
concrete to segregate, form pools of mortar, or form laitance on the surface.
When immersion-type vibrators are used to consolidate concrete around epoxy-coated
reinforcing steel, use rubber or nonmetallic vibrator heads that will not damage epoxy
coatings.
Concrete may be placed directly into drilled shaft foundations and piles without
mechanical vibration; except, vibrate the top 5 feet of concrete. For drilled shaft
foundations, consolidate the top 5 feet of concrete after good quality concrete is evident
at the top of the shaft and after water, slurry, drilling aids, and other materials other than
concrete have been removed.
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501-3.07 FINISHING CONCRETE SURFACES. After the concrete is consolidated and
prior to the application of curing materials, strike-off unformed concrete surfaces to the
required elevation and slope. Finish the surface by floating the surface to remove local
irregularities and leave sufficient mortar to seal the concrete surface. Do not use mortar
topping for concrete surfaces. Do not use aluminum finishing equipment.
Complete initial floating operations before bleed water or excess moisture is present on
the surface and before the concrete takes initial set. Complete final finishing before final
set occurs. Do not use finishing aids or additional water to assist in finishing concrete
surfaces. Do not finish concrete surfaces if bleed water, excess moisture, or curing
materials are present.
Provide formed concrete surfaces with an ordinary finish unless otherwise noted.
1. Ordinary Finish. An ordinary finish is the finish left on a surface after removing the
forms, filling the holes left by the form ties, and repairing defects. Ensure the surface
is true and even and free from rock pockets and depressions or projections.
Immediately after removing the forms, remove the metal devices holding the forms in
place and passing through the body of the concrete, or cut them back at least 1 inch
beneath the surface of the concrete. Remove fins of mortar and irregularities caused
by form joints.
Patch cavities produced by form ties, depressions, holes, and voids greater than 1/4
inch. Fill the cavity with stiff mortar composed of one part of Portland cement to two
parts of fine aggregate. Proportion the mortar by loose volume with only enough
water to form a small ball when squeezed gently by hand. Clean the cavity and
saturate the concrete with water before filling the cavity. Thoroughly tamp the
mixture into place. Float the surface of the mortar before initial set to make the
surface neat in appearance. Cure the patch according to Subsection 501-3.08.
Do not repair concrete with rock pockets, cracks, or other defects until the concrete
is inspected by the Engineer. Concrete repaired prior to inspection by the Engineer
may be rejected. If, in the opinion of the Engineer, the defect will affect the strength
or durability of the concrete, the Engineer may reject the concrete, the structure, or
portion of the structure. If the defect is greater than 3/4 inch in depth, submit a repair
plan including complete details of the method, materials, and equipment proposed
for use in repairing the concrete. Obtain the Engineer's approval of the repair plan
before repairing the defect. A repair plan is not required if the defect is less than 3/4
inch in depth.
Repair broken corners and edges, rock pockets, and other defects. If the defect is
greater than 3/4 inch in depth, repair the defect according to the approved repair
plan. If the defect is less than 3/4 inch in depth, chip away coarse or broken material
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according to Subsection 501-3.16 to obtain a dense, uniform surface of concrete
exposing solid coarse aggregate. Cut feathered edges to form faces perpendicular
to the surface. Apply an epoxy bonding agent to the concrete mating surfaces
according the manufacturer's instructions. Patch the repaired area with stiff mortar
composed of one part of Portland cement to two parts of fine aggregate. Proportion
the mortar by loose volume with only enough water to form a small ball when
squeezed gently by hand.
Perform repairs prior to releasing falsework, prestressing, or applying additional
loads to the concrete.
2. Rubbed Finish. Provide a rubbed finish at locations shown on the Plans. When
forms can be removed, wet the surface and then rub with a wooden float until
irregularities and form marks are removed and the surface is covered with a lather
composed of cement and water. A thin grout composed of one part Portland cement
and one part fine aggregate may be used. Allow this lather to set for at least 5 days.
Then, smooth the surface by lightly rubbing with a fine carborundum stone.
If the concrete has hardened before being rubbed, use a medium coarse
carborundum stone to finish the surface at least 4 days after placing the concrete.
Spread a thin grout composed of one part Portland cement and one part fine
aggregate over a small area of the surface. Immediately rub the surface with the
stone until form marks and irregularities are removed and the surface is covered with
a lather. Allow this lather to set for at least 5 days. Then, smooth the surface by
rubbing lightly with a fine carborundum stone.
Complete ordinary finish work before applying the rubbed finish.
3. Concrete Decks and Approach Slabs. Obtain a smooth riding surface of uniform
texture, true to the required grade and cross section.
Use a self-propelled mechanical finishing machine:
a. capable of forward and reverse movement,
b. with a rotating cylindrical single or double drum screed,
c. with necessary adjustments to produce the required cross-section, line, and
grade,
d. allowing screeds to be raised and lowered, and
e. with an upper vertical limit of screed travel permitting the screed to clear the
finished concrete surface.
When placing concrete abutting previously placed concrete, equip the finishing
machine to travel on the existing concrete.
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The Engineer may approve hand-operated motorized roller screeds (friction screeds)
where jobsite conditions prohibit the use of conventional configuration finishing
machines described above, for small areas less than 12 feet wide, and on approach
slabs in which conventional configuration finishing machines are not used to finish
the concrete deck. Do not use vibratory screeds.
Use equipment capable of striking off the full placement width without intermediate
supports or rails. Use rails resting on adjustable supports that can be removed with
the least disturbance to the concrete. Place the supports on structural members or
on forms rigid enough to resist deflection. Use supports that are removable to at
least 2 inches below the finished surface. If possible, place rails outside the finishing
area. If not possible, place them above the finished surface.
Use rails (with their supports) that are strong and stiff enough for operation of the
equipment without excessive deflection. Place and secure rails for the full length of
the deck before placing concrete. Set the rails to the proper grade and elevations to
ensure the required profile is provided.
After placing and consolidating the concrete, carefully strike off the concrete surface.
Correct imperfections left on the deck. Provide a float finish to surfaces receiving a
waterproof membrane. Texture other surfaces with a heavy-broom finish
perpendicular to the direction of traffic.
Do not place finishing machines or other loads on the screed rail supports or on
features supporting fresh concrete after the concrete has initially set and before the
concrete attains at least 80 percent of the Specified Compressive Strength.
Do not release falsework or wedges supporting concrete on either side of a joint until
each side has cured as specified.
4. Curb, Sidewalk, and Concrete Barrier Surfaces. Finish exposed faces of curbs,
sidewalks, and concrete barriers to true surfaces and provide a broom finish. Broom
finish sidewalks perpendicular to the direction of traffic.
5. Sandblasted Finish. Sandblast the cured concrete surface with hard, sharp abrasive
media to produce an even fine-grained surface in which the mortar has been cut
away, leaving the aggregate exposed.
6. Trowel Finish. Trowel the surface smooth and free of trowel marks.
501-3.08 CURING CONCRETE. Maintain a satisfactory moisture content and
temperature in the concrete immediately after finishing operations are completed.
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1. Initial Curing Period. Before final curing, ensure the surface of the concrete is kept
moist. Concrete surface is beginning to dry when no bleed water is present and the
surface color changes. If the concrete surface begins to dry before the final curing
method can be applied, prevent further loss of moisture by one or more of the
following methods:
a. Fog Spray. Use equipment producing a fog spray from an atomizing nozzle with
sufficient velocity to cover the entire concrete surface. Direct the atomized water
spray above the concrete surface to allow the fog to drift down to the concrete
surface. Do not apply the discharge of the atomized water spray directly at the
concrete surface. Continue fogging to maintain the reflective appearance of the
damp concrete. Do not allow the surface to dry, or to undergo cycles of drying
and wetting. Keep the concrete surface damp, but do not accumulate water until
after final set has occurred. Use water meeting the requirements of Subsection
712-2.01.
b. Evaporation Rate Reducer. Apply a monomolecular film intended specifically as
an evaporation rate reducer to entrap bleed water or excess moisture on the
concrete surface. Apply the evaporation rate reducer according to the
manufacturer’s written instructions. Do not use the evaporation rate reducer
during finishing operations or as a finishing aid. Do not use evaporation rate
reducers on concrete surfaces receiving a waterproofing membrane such as
concrete decks, approach slabs, end diaphragms and decked precast concrete
members.
2. Final Curing Period. Unless otherwise noted, employ the final curing method
immediately following finishing operations.
Use wet curing on construction joints, concrete with a mix design water-cement ratio
less than 0.40, and concrete decks, approach slabs, and concrete surfaces subject
to tire contact in the completed structure. For other concrete, use wet curing, liquid
membrane-forming curing, forms-in-place curing, or a combination of these curing
methods.
Do not use liquid membrane-forming curing compounds on concrete surfaces to
which other materials will be cast against or bonded such as concrete and
waterproofing membranes.
In addition to the requirements in this section, precast concrete members may use
accelerated curing.
a. Wet Curing. Until the end of the curing period, provide continuous moisture by:
(1) watering a covering of heavy burlap blankets or quilted cotton mats,
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(2) keeping concrete surfaces wet with water continuously,
(3) wetting the outside surfaces of wood forms.
Wait to install curing materials until the concrete has sufficiently hardened to
permit such operations without damaging the concrete or marring the finish.
While waiting to employ curing materials, maintain the concrete surface moisture
as specified for the initial curing period.
Uniformly distribute absorbent materials across the entire concrete surface.
Apply water in a manner that will not displace the curing materials or erode the
concrete surface. Keep the concrete surfaces continuously wet. Do not allow
concrete surfaces to dry or alternate with wetting and drying cycles. Cover the
concrete, wooden forms and absorbent material with impermeable sheeting. Use
white reflective impermeable sheeting if direct sunlight is present, or if the
Engineer determines direct sunlight may be present during the curing period.
Do not use absorbent materials containing harmful substances such as sugar or
fertilizer, or materials that may discolor the concrete.
b. Liquid Membrane-Forming Curing Compounds. Apply liquid membrane-forming
compounds immediately after final finishing and as soon as the free water has
disappeared, no water sheen is visible, and bleeding has essentially ceased.
Apply two coats of liquid membrane-forming compound with the second coat at
right angles to the first. Apply both coats of liquid membrane-forming compounds
uniformly until the original color of the concrete is obscured. Apply liquid
membrane-forming compound according to the manufacturer’s instructions.
Do not apply the liquid membrane-forming compound to dry concrete surfaces.
Moisten the concrete surface, without standing water, before applying the liquid
membrane-forming compound. Protect the membrane from damage for the
duration of the curing period. Re-apply the liquid membrane-forming compound if
the membrane is cracked or damaged during the curing period.
c. Forms-In-Place Curing. Formed concrete surfaces may be cured by retaining the
forms in place for the entire curing period. Keep the forms moisture tight. Do not
loosen forms. For wooden forms, keep the forms wet as required for wet curing.
If gaps develop between the forms or between the forms and concrete:
(1) remove the forms and implement another curing method
(2) keep the gaps continuously filled with water for the remainder of the curing
period.
d. Accelerated Curing. Accelerated curing may be used only on Class P Concrete
with a water-cement ratio of less than 0.35.
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During the curing period, keep the concrete in a saturated curing atmosphere
until the concrete achieves the required release strength.
The curing period may be accelerated by using saturated low-pressure steam,
convection-heat, or radiant-heat in a suitable curing chamber to contain the live
steam or heat. Provide at least 3 inches of clearance between the enclosure and
forms to allow adequate circulation.
If accelerated curing methods are used, embed at least one temperaturerecording device in the concrete to verify concrete temperatures are within the
specified limits. Install one temperature-recording device, accurate to ±5°F, near
the member’s midpoint, 6 to 8 inches from the top or bottom, and along the
member’s centerline. Monitor the concrete temperature with the temperaturerecording device sensor arranged and calibrated to continuously record, date,
and identify the concrete temperature throughout the heating cycle. Begin
recording temperatures once concrete is placed in the forms. Stop recording
temperatures after the heating cycle is complete and when the concrete
temperature is within 20°F of the air temperature to which the concrete will be
exposed. Upon request, submit the temperature record to the Engineer for each
precast concrete member.
While waiting to begin the heating cycle, maintain the concrete temperature
between 50°F and 90°F and maintain concrete surface moisture as specified for
the initial curing period. Do not apply steam, convection-heat or radiant-heat prior
to initial set except to maintain the concrete temperature. Determine the time of
initial set according to AASHTO T 197.
Begin the heating cycle immediately after the initial set. Prevent hot air and
steam from blowing directly onto the concrete or forms. Increase the concrete
temperature at an average rate not exceeding 40°F per hour until the curing
temperature is reached. Limit curing temperature within the concrete to 175°F
maximum. Decrease the concrete temperature not more than 40°F per hour until
reaching a temperature 20°F above the temperature of the air to which the
concrete will be exposed.
Apply radiant heat by pipes circulating steam, hot oil, or hot water, or by electric
heating elements.
3. Curing Temperature. To achieve adequate curing, maintain the concrete
temperature at or above 50°F during the curing period. Add one additional day of
curing for each day or portion of a day the concrete temperature falls below 50°F
during the curing period.
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4. Ending Curing Operations. Continue curing operations uninterrupted until the
required concrete properties, strength, and durability have developed or until there is
reasonable assurance these properties will be achieved after the curing operations
have been terminated.
Curing operations may be terminated after both of the following are satisfied:
a. The concrete has cured for:
(1) at least 7 days.
(2) at least 10 days when fly ash or ground granulated blast furnace slag in
excess of 10 percent by weight of the Portland cement are used in the
mix.
b. The compressive strength from informational field tests reaches the following:
(1) 70 percent of the Specified Compressive Strength if post curing concrete
temperature is expected to remain at or above 50°F until 100 percent of
the Specified Compressive Strength is attained.
(2) 100 percent of the Specified Compressive Strength, if post curing
conditions are expected to allow the concrete temperature to fall below
50°F before 100 percent of the Specified Compressive Strength is
attained.
501-3.09 PROTECTION OF CONCRETE. Protect concrete from damage. Do not apply
loads to the concrete for at least 7 days, until curing operations are completed, and until
the Engineer determines the concrete has attained sufficient strength to safely carry the
applied loads without damage. Unless otherwise noted, sufficient strength is attained
when the concrete has a compressive strength, determined from informational field
tests, of at least 80 percent of the Specified Compressive Strength.
Release forms and falsework according to Section 512.
During the curing period, protect concrete from damaging mechanical disturbances.
Protect concrete surfaces from damage by construction traffic, equipment, materials,
rain or running water, and other adverse weather conditions. Meet the vibration limits
during pile driving of Section 505.
Do not backfill against concrete structures until the end of the curing period and until the
concrete has attained a compressive strength, determined from informational field tests,
of at least 80 percent of the Specified Compressive Strength.
Obtain authorization from the Engineer before driving vehicles or equipment, or storing
materials on the structure. Keep the structure closed to traffic until the concrete has
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been accepted. Obtain authorization from the Engineer before opening the structure to
traffic.
1. Rain Protection. Provide materials and equipment on site to protect concrete until
final set. During precipitation, or when the Engineer determines precipitation is likely
before final set, employ materials and equipment to protect the concrete until final
set occurs. Do not expose the concrete to rain or flowing water before final set
occurs.
2. Cold Temperature Protection. When air temperatures are expected to be below 35°F
during concrete placement or the curing period, have materials and equipment in
place to prevent the concrete temperature from falling below 35°F. Implement the
cold temperature concreting plan when the air temperature in the shade, away from
artificial heat, is less than 35°F or, in the opinion of the Engineer, is likely within 24
hours.
a. Submittals. Submit a cold temperature concreting plan at least 5 days before
placing concrete when the air temperature is expected to be below 35°F during
the concrete placement or during the curing period. Submit detailed procedures
for the production, transport, placement, protection, curing, and temperature
monitoring of concrete during cold weather for each concrete placement. Include
procedures for abrupt changes in weather conditions and equipment failures.
b. Preparation. Remove snow, ice, and frost from surfaces that will touch the
concrete. Before beginning concrete placement, thaw the subgrade to at least 2
feet below the concrete to be placed. Do not place concrete around or adjacent
to forms, embedded items, concrete, steel, or other materials unless such items
are preheated and maintained at a temperature above 35°F.
c. Temperature of Concrete Before Placement. Ensure concrete is between 50°F
and 70°F during placement. Obtain these temperatures by heating the mixing
water and/or aggregate. Heat mixing water to no more than 150°F.
When the temperature of the water or aggregate exceeds 100°F, mix them
together so temperature of the combined ingredients does not exceed 80°F when
the cementitious materials are added.
d. Temperature of In-place Concrete. Protect the concrete from damage due to cold
weather immediately after concrete placement and ensure adequate curing
conditions are maintained as required in Subsection 501-3.08.
If the minimum curing temperature cannot be maintained, do not allow the
concrete temperature to drop below 35°F. Provide extra protection in areas
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especially vulnerable to temperatures below 35°F such as exposed top surfaces,
corners and edges, thin sections, and concrete placed against steel.
Maintain the concrete temperature using methods such as insulated forms,
enclosures, and indirect heat. When using combustion heaters, vent flue gases
to the outside of the enclosure. Prevent overheating areas of concrete or drying
during the curing period by directing heaters and ducts away from the concrete
surface. Do not expose the concrete surface to air with a temperature more than
90°F, unless higher values are allowed according to the curing method.
Protection may be terminated when the air temperature in the shade, away from
artificial heat is rising, above 35°F, and is expected to remain above 35°F until
the end of the curing period. At the end of the protection period, remove the
protection so the concrete surface drops in temperature gradually at a rate not
more than 1.25°F per hour until the concrete temperature is within 20°F of the air
temperature in the shade, away from artificial heat. If water curing is used,
terminate the addition of water to the surface and allow the concrete surface to
dry prior to exposure of the concrete to freezing temperatures.
3. Hot Temperature Protection. When air temperatures are expected to exceed 90°F
during concrete placement, have materials and equipment in place to prevent the
concrete temperature from exceeding 90°F before final set and exceeding 150°F
during the final curing period. Implement the hot temperature concreting plan when
the air temperature in direct sunlight is greater than 90°F.
a. Submittals. Submit a hot temperature concreting plan at least 5 days before
placing concrete when the air temperature is expected to exceed 90°F during the
concrete placement. Submit detailed procedures for the production, transport,
placement, protection, curing, and temperature monitoring of concrete during hot
temperature for each concrete placement. Include procedures for abrupt changes
in temperature conditions or equipment failures.
b. Preparation. Prior to placing concrete, plan to minimize the exposure of the
concrete to hot temperatures and direct sunlight. Cool surfaces that will touch the
concrete to less than 90°F.
Do not sprinkle fine aggregate piles with water. If sprinkling coarse aggregates,
monitor the moisture content and adjust the mixing water for the free water in the
aggregate.
If replacing all or part of the mixing water with crushed ice, then ensure the ice is
completely melted and thoroughly mixed with the other concrete materials before
concrete placement commences.
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c. Temperature of Concrete Before Placement. Ensure concrete being placed in
forms is between 50°F and 90°F. Obtain these temperatures by cooling the
mixing water and/or aggregate.
d. Temperature of In-place Concrete. Protect the concrete from damage due to hot
weather immediately after concrete placement and ensure adequate curing
conditions are maintained as required in Subsection 501-3.08.
Provide extra protection in areas especially vulnerable to temperatures above
90°F such as exposed top surfaces, corners and edges, thin sections, and
concrete placed against steel.
Protection may be terminated when the air temperature in direct sunlight drops
below 90°F and is expected to remain below 90°F for at least 24 hours.
501-3.10 TOLERANCES. Produce concrete elements conforming to the following
tolerances:
1. Length: ±3/4 inch for members 100’ and shorter.
100’
±1 inch for members longer than
2. Cross-sectional Dimensions:
a. For dimensions 6 inches or less: -1/8 inch to +1/4 inch.
b. For dimensions over 6 inches but not over 18 inches: -1/8 inch to +3/8 inch.
c. For dimensions over 18 inches: -1/4 inch to +3/8 inch.
3. Distortion of Cross-section: Limit the slope with respect to the specified surface,
plane, or line to less than ±1/16 inch per foot, but not to exceed ±1/4 inch measured
perpendicular to the long axis of member.
4. Surface Irregularities (deviation from a 10-foot straight edge):
a. For surfaces receiving a topping or are buried: ±1/4 inch.
b. For surfaces not receiving a topping or are visible in the completed work: ±1/8
inch.
5. Camber: Do not vary from the approved camber more than ±1/8 inch per 10 feet of
length, but not to exceed 1 inch. In addition, the camber of each girder may not differ
from the camber or the other girders by more than 1 inch.
6. Lateral Sweep (deviation from a straight line parallel to centerline of member):
a. For member length 40 feet or less: ±1/4 inch.
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b. For member length over 40 feet but not over 60 feet: ±3/8 inch.
c. For member length over 60 feet: ±1/2 inch.
7. Deck Width (measured out-to-out): Zero to +2 inches, except not more than +1/2
inch where more precision is dictated by the substructure details such as anchor
bolts, parallel wing walls, etc.
8. Position and Alignment:
a.
b.
c.
d.
Bottom of footing elevation: ±0.1 feet.
Profile grade: ±0.05 feet.
Lateral position: ±0.1 feet.
Skew: ±0.05 degrees.
9. Bearing Seats:
a. Elevation: ±0.01 feet
b. Variation between bearing seats: Do not vary from a straight line coincident with
the centerline of bearings and parallel to the surface of the bottom flanges more
than 0.01 feet.
c. Grade and cross slope: ±0.005 feet per foot.
10. Openings:
a. Size of opening: ±1/4 inch.
b. Location of centerline of opening: ±1/2 inch.
11. Embedded Items:
a. Bolts: ±1/4 inch.
b. Utility hangers: ±1/2 inch.
c. Weld Plates: ±1/2 inch measured along the length of the member, ±1/8 inch
measured perpendicular to the length of the member.
d. Inserts: ±1 inch.
e. Rail post anchor plates: ±1/4 inch.
f. Expansion joints: ±1/8 inch.
g. Electrical conduits: ±1/2 inch.
h. Deck drains: ±1/2 inch.
i. Other embedded items: ±1/2 inch.
501-3.11 CONSTRUCTION JOINTS. Unless otherwise noted, locate construction joints
where specified in the Contract documents. Obtain approval before adding, deleting, or
relocating construction joints specified in the Contract documents. Make requests for
such changes in writing, accompanied by a drawing depicting the joint. The Engineer
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will evaluate the proposed construction joint to determine if the joint will affect the
strength or durability of the concrete. Joints noted as "permissible" do not need the
Engineer's approval before deleting. When permitted, place the joints where they will
not be exposed to view in the finished structure.
At horizontal construction joints, place gage strips 1-1/2 inches thick inside the forms
along exposed faces to give the joints straight lines.
Do not use wire mesh forming material.
If the Plans require a roughened surface on the joint, create grooves at right angles to
the length of the member. Make grooves that are 1/2 to 1 inch wide, 1/4 to 1/2 inch
deep, and spaced equally at twice the width of the groove. Terminate the grooves within
1-1/2 to 2 inches from the edges of the joint.
If the Plans require a smooth surface on the joint, provide a trowel finish.
Include shear keys at the joint when the Contract documents do not require a
roughened surface or a smooth surface. Make shear keys of formed depressions with
slight beveling to ensure ready form removal. Do not use raised shear keys. Make shear
keys that meet the following:
1. For tops of beams, at the tops and bottoms of boxed girder webs, in diaphragms,
and in crossbeams, use shear keys 1-1/2 inches deep, 8 inches long, and spaced at
16 inches.
2. In other locations, use shear keys at least 1-1/2 inches deep and 1/3 of the joint
width.
Terminate the shear keys within 1-1/2 to 2 inches of the joint edge.
Clean construction joints of surface laitance and other foreign materials before fresh
concrete is placed against the surface of the joint. Flush construction joints with water
and allow the joint to dry to a surface-dry condition immediately prior to placing
concrete.
501-3.12 FORMS AND FALSEWORK. Use forms and falsework designed and
constructed according to Section 512.
501-3.13 PRECAST CONCRETE MEMBERS. In addition to the requirements listed in
this Section, conform to Section 502 when fabricating prestressed concrete members.
1. Shop Drawings. Provide shop drawings for precast concrete members. Include
details not provided in the Plans for the construction and erection of the members.
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Cast members only after shop drawings are approved. Use precast methods for
cast-in-place elements when approved. Submit shop drawings, showing construction
joint details and other required information.
2. Manufacture. Prestressed concrete according to Section 502. Fabricate and install
reinforcing steel according to Section 503.
Unless otherwise noted, use Class P concrete for precast concrete members
meeting the Specified Compressive Strength noted on the Plans.
3. Storage and Handling. Handle and move precast concrete members without
damage. Store and transport precast concrete members in an upright position with
the directions of the support reactions on the member during storage or transport as
if in the final position. Locate support points during transport and storage within 30
inches of their final position, or as shown on approved shop drawings. Ship only
after the member has cured at least 7 days and has a compressive strength not less
than 100 percent of the Specified Compressive Strength.
4. Erection. Maintain member stability during transport, lifting, and erection operations.
Limit concrete tension stresses due to transport, lifting, and erection operations to
less than 500 psi.
Set interchangeable precast concrete members so the initial difference between the
top surfaces of the edges of adjacent precast concrete members is no more than 1/2
inch at midspan and no more than 1/4 inch at the bearings.
Set and securely brace precast concrete members within a span before making
shear connections. Secure the member to the structure, and provide temporary
braces necessary to resist wind or other loads immediately after erecting each
precast concrete member.
Provide and use forcing devices as shown in the Plans or as recommended by the
precast concrete member manufacturer. Use devices maintaining the top edges of
adjacent members at the same elevation while casting or welding diaphragms,
welding shear connector plates, and while placing and curing grout in the shear
keys.
Make field welds according to Section 503 and Section 504.
Install cast-in-place diaphragms within 2 weeks after setting precast concrete
members on their bearings.
If cast-in-place diaphragms cannot be placed within the prescribed time limit, ensure
the members are adequately braced to resist movement and rotation. Submit a
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bracing plan including complete details and substantiating calculations, sealed by a
Professional Engineer registered in the State of Alaska.
Erect and place precast deck panels so the mating surfaces do not allow grout
leakage. Seal joints where grout leakage may occur.
When the Plans require filling keyways between adjacent concrete members with
grout, place grout according to the manufacturer's written instructions. Clean joints of
surface laitance and other foreign material before placing grout. Do not place loads
on the grouted members until the grout compressive strength has reached 5000 psi.
Tightly pack and rod the grout in the keys and spaces. Keep the grout surface
smooth and neat. Ensure the grout surface meets the member edges throughout
their lengths and matches the surface elevation of the members with a tolerance of
±1/8 inch.
501-3.14 PLACING ANCHOR BOLTS. Secure anchor bolt assemblies where shown on
the Plans.
When casting anchor bolts in concrete, secure anchor bolts before placing concrete in
the forms. Do not disturb anchor bolts after concrete has been placed.
When installing anchor bolts in pipe sleeves, pre-cast holes, cored holes, or drilled
holes, completely fill the cavity with grout. Do not allow water to freeze in the cavity. Do
not allow foreign material in the cavity.
501-3.15 UTILIDUCTS, PIPES, CONDUITS, DUCTS, AND UTILITY HOLES. When
utiliducts, pipes, conduits, and ducts will be encased in concrete, install them in the
forms before placing the concrete. Support the utiliducts, pipes, conduits, and ducts to
prevent displacement during concrete placement.
Install utiliducts and utility holes parallel to the roadway centerline unless noted
otherwise. Prevent bond between the utiliducts and concrete by tightly wrapping the
utiliducts with at least two layers of asphalt felt.
501-3.16 REMOVING CONCRETE. Do not damage other portions of the structure
remaining in place when removing concrete.
Determine and delineate the extent of removal area. Outline the area with a 3/4-inch
deep saw cut to form faces perpendicular to the surface prior to the removal of
concrete. Do not cut or damage existing reinforcing steel or prestressing steel. During
the course of removal, the Engineer may suspend removal or may require additional
removal and outline saw cut.
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Use any combination of mechanical methods, water-blast cleaning, or abrasive-blast
cleaning to remove coarse or broken concrete until a dense, uniform surface of concrete
exposing solid coarse aggregate is obtained. When using mechanical methods for
removal of concrete, meet the following:
1. Use impact tools weighing less than 15 lbs.
2. Operate impact tools at an angle less than 45 degrees relative to the surface of the
concrete being removed.
3. Use hand tools such as hammers and chisels or small air chisels, water blast
cleaning, or abrasive blast cleaning to remove final particles of unsound concrete.
During the removal operation do not damage existing reinforcing steel, prestressing
steel, or concrete to remain in place.
Before applying the repair material, clean the surface according to ASTM D 4258 within
24 hours of applying the repair material.
Use water meeting the requirements of Subsection 712-2.01 for removal operations.
501-3.17 CRACK EVALUATION. The Engineer will evaluate concrete that is cracked
during execution of the Contract. Measure cracks at their widest point.
For concrete decks and approach slabs, allow the Engineer to inspect any surface
cracking immediately after termination of concrete curing operations, before
prestressing (if applicable), and before releasing falsework. If any 500 square foot
portion of the concrete deck or approach slab has cracks, whose width exceeds 0.020
inches and combined lengths total more than 16 feet, treat the surface by performing
low-viscosity resin crack repair.
For other concrete, cracks will be evaluated based on the crack width.
1. For crack widths equal to and greater than 0.060 inches, the concrete will be
considered unacceptable.
2. For cracks widths equal to and greater than 0.013 inches but less than 0.060 inches,
the Engineer will evaluate the cracked concrete for structural adequacy and
durability. If the Engineer determines the crack may affect structural adequacy or
durability, the Engineer may reject the concrete, the structure, or a portion of the
structure. If the Engineer determines the cracked concrete is acceptable, repair the
crack by performing low-pressure crack repair according to 501-3.18.
3. For cracks widths less than 0.013 inches wide, the crack will be considered
acceptable with no additional evaluation or repairs required.
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501-3.18 CRACK REPAIR. Perform crack repairs and replace unacceptable concrete at
no cost to the Department. No contract time extension will be given for repairing,
removing, and replacing unacceptable material.
1. Low-Pressure Crack Repair. Repair cracked concrete according to the following
requirements:
a. Crack Repair Plan. Submit a crack repair plan to the Engineer. Do not repair the
crack until the Engineer has approved the crack repair plan. Include the following
in the crack repair plan:
(1) Experience of the injection equipment technicians
(2) Evaluation of the crack width and the recommended epoxy viscosity allowing
the epoxy to achieve and maintain the penetration requirements
(3) Material information including manufacturer's product data sheets
(4) Equipment
(5) Crack preparation, injection procedures, and injection sequence
(6) Cleanup procedures
b. Experience. Provide epoxy injection technicians who have a minimum of 2 years
experience in performing repairs using the methods and materials of the selected
system.
c. Materials. Use epoxy adhesive for crack sealing meeting the requirements of
Subsection 501-2.01.5 and capable of containing the crack injection epoxy. Use
epoxy adhesive for crack injection meeting the requirements of Subsection 5012.01.5 and of viscosity capable of filling at least 90 percent of the crack volume.
d. Equipment. Use positive displacement plural component pumps, specifically
designed to meter, mix, and to inject epoxy, and capable of filling at least 90
percent of the crack volume.
e. Surface and Crack Preparation. Remove contaminants and other foreign material
reducing the effectiveness of the surface seal and repaired crack. Allow
adequate time for drying. If cleaning solutions are used, perform trial tests to
verify the contaminants can be removed. Prepare the surface and crack
according to the epoxy manufacturer’s instructions.
f. Entry and Venting Ports. Install entry/venting ports spaced equal to the thickness
of the concrete member along one face of the crack. Acceptable types of
entry/venting ports are fittings inserted into drilled holes, bonded flush fittings,
and gasket devices covering unsealed portions of interrupted seals, allowing
injection of epoxy directly into the crack without leaking epoxy.
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g. Mixing Epoxy for Crack Sealing. Mix the epoxy adhesive for crack sealing to the
volume ratio prescribed by the manufacturer.
h. Surface Sealing. Seal the surface of the crack with epoxy adhesive for crack
sealing.
i.
Mixing Epoxy for Crack Injection. Mix the epoxy adhesive for crack injection to
the volume ratio prescribed by the manufacturer.
j. Epoxy Injection. Assure the crack seal is cured and capable of containing the
crack injection epoxy. Inject the epoxy according to the epoxy manufacturer’s
instructions. Do not inject epoxy until the air, substrate, and epoxy are within the
manufacturer's application temperature range. Limit injection pressure to prevent
propagation of the crack, prevent additional damage, and injection pressure in
excess of 50 psi.
Inject the epoxy in the sequence noted in the approved crack repair plan. Ensure
at least 90 percent of the crack volume is filled.
Maintain the epoxy temperature within the manufacturer's application
temperature range during injection operations and until the epoxy is cured.
k. Finishing and Cleanup. After the injected epoxy is cured, remove ports and
surface seal flush with the concrete surface. Do not damage the injected epoxy
and do not heat the surface seal to aid in removal.
2. Low-Viscosity Resin Crack Repair. When concrete deck or approach slab crack
repair is required, the Engineer will define the repair area with the following
boundary limits:
a. Beginning and ending on straight lines perpendicular to the direction of traffic and
extending across the entire width of the concrete deck or approach slab, between
the concrete barriers or curbs.
b. Beginning and ending at least 5 feet beyond the furthest opposing cracks,
measured from where the crack widths exceeds 0.020 inches
If grinding is required, treat the concrete before grinding.
Before treatment, ensure the concrete surface is clean, sound and free of foreign
materials that may reduce the effectiveness of the repaired cracks. If the concrete
surface becomes contaminated before placing the resin, repeat the cleaning
process.
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Apply low-viscosity resin to the repair area. Protect barriers, railing, joints, and
drainage facilities to prevent contamination by the treatment material.
Completely cover the deck surface with resin so the resin penetrates and fills cracks.
Ensure the relative humidity is less than 80 percent, the prepared area is dry, and
the surface temperature is at least 50°F and not more than 90°F when the resin is
applied. Apply the resin and distribute excess material within the manufacturer's
listed pot life. For textured surfaces, including grooved surfaces, remove excess
material from the texture indentations.
For concrete decks and approach slabs not receiving a waterproofing membrane,
apply aggregate for abrasive finish within 20 minutes of resin application and before
setting occurs. Broadcast the aggregate for abrasive finish evenly over the entire
treated area at a rate of 1.5 to 2.5 pounds per square yard.
501-3.19 CLEANUP. Remove concrete splatter, paint marks, laitance, rust staining,
chamfer strips, and other material not providing a uniform texture and color to the
concrete surface.
501-4.01 METHOD OF MEASUREMENT. Section 109 and the following:
Structural concrete, reinforcing steel and other items included in cast-in-place structures
and in precast concrete members will not be measured for payment.
501-5.01 BASIS OF PAYMENT.
Payment for structural concrete, reinforcing steel and other items included in cast-inplace structures and in precast concrete members is subsidiary to pay items in Section
514.
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SECTION 502
PRESTRESSING CONCRETE
Delete this section in its entirety and replace with the following:
502-1.01 DESCRIPTION. Prestress precast or cast-in-place concrete by furnishing,
placing, tensioning, and bonding prestressing steel by using either pretensioning or
post-tensioning methods or a combination of the two methods according to the Contract
documents.
For pretensioning, this work also includes furnishing and installing the materials and
equipment necessary to prestress concrete as designated in the Contract documents.
For post-tensioning, this work includes furnishing and installing all post-tensioning
systems and other pertinent items necessary for the particular prestressing system
used, including but not limited to ducts, anchorage assemblies, supplementary
reinforcement, and grout used for pressure grouting ducts.
502-1.02 DEFINITIONS.
ANCHORAGE. An assembly of various hardware components that secure a tendon at
its ends after it has been stressed imparting the tendon force into the concrete.
ANTICIPATED SET. The set that was assumed to occur in the design calculation of the
post-tensioning forces immediately after load transfer.
BEARING PLATE. Hardware that transfers the prestressing force directly into concrete.
BLEED. The autogenous flow of mixing water within or its emergence from newly
placed grout caused by the settlement of the solid materials within the mass and filtering
action of strands.
DUCT. Material forming a conduit to accommodate prestressing steel installation and
provide an annular space for the grout that protects the prestressing steel.
FLUIDITY. A measure of time, expressed in seconds, necessary for a stated quantity of
grout to pass through the orifice of a flow cone.
GROUT. A mixture of cementitious materials and water with or without admixtures
proportioned to produce a pumpable consistency without segregation of the constituents
when injected into the duct to fill the space around the prestressing steel.
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GROUT CAP. A device that contains the grout and forms a protective cover sealing the
post-tensioning steel at the anchorage.
POST-TENSIONING. A method of prestressing in which the tendons are tensioned after
the concrete has reached a specified strength.
POST-TENSIONING SCHEME OR LAYOUT. The pattern, size and locations of posttensioning tendons.
POST-TENSIONING SYSTEM. An assembly of proprietary post-tensioning hardware,
including but not limited to anchorage assembly, local zone reinforcement, wedge plate,
wedges, bearing plate, prestressing steel, duct, duct connections, vents and grout cap,
used to construct a tendon of a particular size and type.
PRESTRESSING STEEL. The steel element of a post-tensioning tendon, which is
elongated and anchored to provide the necessary permanent prestressing force.
SET (Also Anchor Set or Wedge Set). The total movement of a point on the strand
outside the anchoring wedges during load transfer from the jack to the permanent
anchorages. Set movement is the sum of slippage of the wedges with respect to the
anchorage head and the elastic deformation of the anchor components.
STRAND. An assembly of several high-strength steel wires wound together. Strands
usually have six outer wires helically wound around a single straight wire of a similar
diameter.
STRAND COUPLER. An assembly by which the prestressing force may be transmitted
from one partial length prestressing tendon to another. (Strand couplers are not
permitted.)
TENDON. A single or group of prestressing steel elements and their anchorage
assemblies that imparts prestress to a structural member. Also, included are ducts,
grouting attachments, grout and corrosion protection filler materials or coatings.
TENDON SIZE. The number of individual strands of a certain strand diameter.
THIXOTROPIC. The material property exhibited by certain grouts that enable material
to stiffen, achieve a higher viscosity, in a short time while at rest, but to become liquid,
acquire a lower viscosity, when mechanically agitated.
VENT. Tubing or pipe used for injection of grout into the duct and to allow escape of air,
water, grout and bleed water from the duct.
WEDGE. A conically shaped device that anchors the strand in the wedge plate.
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WEDGE PLATE. The hardware that holds the wedges of a multi-strand tendon and
transfers the tendon force to the anchorage assembly.
502-2.01 MATERIALS. Use materials that conform to the following:
Concrete
Water
Reinforcing steel
Epoxy-Coated Reinforcing Steel
Prestressing Steel and Fittings
Post-tension Grout
Zinc-Rich Paint
Epoxy Bonding Agents
Section 501
Subsection 712-2.01
Subsection 709-2.01
Subsection 709-2.01
Section 721
Section 701
Subsection 708-2.01.1
AASHTO M 235, Type V
CONSTRUCTION REQUIREMENTS
502-3.01 PRETENSIONING METHODS. Select a pretensioning method that provides
the magnitude and distribution of prestressing force specified in the Contract
documents.
1. Shop Drawings. Before casting members to be prestressed, submit for approval
shop drawings including complete details and substantiating calculations of the
method, materials, and equipment proposed for use in the prestressing operations,
any additions or rearrangement of reinforcing steel, and any revision in concrete
dimensions.
Include an outline of the method and sequence of stressing, complete specifications
and details of the prestressing steel and anchoring devices to be used, anchoring
stresses, strand release sequence, and other data pertaining to the prestressing
operations, including the proposed arrangement of the prestressing units in the
members.
Compute the anticipated camber at the time of prestressing force transfer and at
other significant times. Show the values on the shop drawings as a time/deflection
curve, subject to approval.
Include on shop drawings embedded items such as reinforcing steel, lifting devices,
coil anchors, anchor bolts, drainage systems, utility conduits and other such items.
Ensure there will be no conflict between the planned positions of any embedded
items and that concrete cover will be adequate.
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2. Quality Control Plan. Submit for approval a quality control plan that verifies that all
materials and workmanship incorporated into the prestressed concrete members
conform to the requirements.
Perform pretensioning operations under the direct supervision and control of a
qualified pretensioning technician. Provide a pretensioning technician, skilled in the
prestressing method, to aid and instruct in using the prestressing equipment and in
installing the materials to obtain required results.
3. Protection of Prestressing Steel. Protect prestressing steel and anchor assemblies
against physical damage and corrosion. Keep prestressing steel and anchor
assemblies clean and free of deleterious material such as grease, oil, wax, paint, or
other foreign materials. The Engineer will reject prestressing steel that has at any
time sustained physical damage. The Engineer will reject prestressing steel that has
developed visible rust pitting or other results of corrosion, other than rust stain.
Protect prestressing steel and anchorage assemblies against physical damage and
corrosion during shipping and storage by packaging the prestressing steel and
anchorage assemblies in containers or shipping forms. Place a corrosion inhibitor in
the package or form, incorporate a corrosion inhibitor carrier-type packaging
material, or apply a corrosion inhibitor directly to the steel. Do not use corrosion
inhibitors that have deleterious effect on the steel or concrete or bond strength of
steel to concrete. Immediately replace packaging or forms damaged from any cause
or restore packaging to original condition.
Clearly mark the shipping package or form with a statement that the package
contains high-strength prestressing steel, and the type of corrosion inhibitor used,
including the date packaged.
4. Prestressing Equipment. Use hydraulic jacks to tension prestressing steel strands so
the force in the prestressing steel will not be less than the value specified in the
Contract documents or as approved by the Engineer.
Equip each jack used to stress strands with either:
a. two calibrated pressure gages, or
b. one calibrated pressure gage and one calibrated load cell
In the event that any uncertainty exists regarding jack calibration, pressure gage
usage, strand elongation or any other prestressing strand tensioning issue, provide
and use a calibrated load cell when prestressing steel strands.
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Permanently mark the jack body with the ram area. Ensure each pressure gage is
fully functional, calibrated and has an accurately reading dial at least 6 inches in
diameter.
Calibrate the jack and each gage, used to stress strands, as a unit within 6 months
prior to use and after each repair. If used, provide a load cell calibrated within the
past 12 months with an indicator that may be used to determine the prestressing
force in the strand. The range of the load cell shall be such that the lower 10 percent
of the manufacturer's rated capacity will not be used in determining the jacking
stress.
Use the following calibration procedure; Perform three calibration test cycles with the
cylinder extension of the jack in various positions (i.e. 2 inch, 4 inch, 8 inch stroke).
At each pressure increment, average the forces from each test cycle to obtain an
average force. Perform the calibration with the equipment setup in the same
configuration that will be used at the job site. Use load cells calibrated within the past
12 months to calibrate stressing equipment.
For each jack and gauge unit used on the project, provide certified calibration curves
prior to the start of the work and every 6 months thereafter, or as requested by the
Engineer. If used, supply documentation denoting the load cell calibration date prior
to the start of the work and every 6 months thereafter. Furnish certified calibration
charts prior to stressing.
Recalibrate jacks requiring repair, such as replacing seals or changing the length of
the hydraulic lines. No extra compensation will be allowed for the initial or
subsequent calibrations.
5. Placing Reinforcing Steel and Prestressing Steel. Place reinforcing steel according
to Section 503, except as modified by this Section.
Place prestressing steel in the position required in the Contract documents or on the
approved shop drawings.
6. Girder Inserts. Provide threaded inserts, coil anchors, or approved equal in the
girder as required in the Contract documents.
With the written approval of the Engineer, additional inserts in the girder may be
provided to accommodate diaphragm forms or other construction related
requirements.
Provide holes in the girder web as indicated on the plans to accommodate
reinforcing steel. Verify that the hole size is sufficient to accommodate reinforcement
placement procedures.
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7. Pretensioning. Stress strands to the magnitude specified in the Contract documents
by either single strand stressing or multiple strand stressing. Prior to applying full
pretensioning, bring all strands to be stressed in a group (multiple strand stressing)
to a uniform initial tension that is sufficient to eliminate all slack and equalize the
stresses in the strands. Limit the strand stress in pretensioned members before
seating (jacking stress) to 70 percent of the minimum breaking strength (0.70 fpu) of
the prestressing steel.
Ensure that the tension load indicated by the gauge(s) is within 5 percent of the
calculated tension load based on elongation measurements for each strand.
Use approved low-friction devices at points of change in slope of strand trajectory
when tensioning harped strands.
Tension harped strands from both ends of the bed if the prestressing force, as
determined by elongation measurements, is less than 95 percent of that indicated by
the jack gauges. Ensure the computed load from the sum of elongation at both ends
is within 5 percent of that indicated by the jack gauges.
When splicing strands, locate splices outside of the prestressed units. Account for
additional elongation due to the splice when verifying the tension load based on
elongation measurements.
Keep the temperature of the strands during tensioning and concrete placement
within 25 °F of the concrete temperature during placement. During the interval
between tensioning and concrete placement, do not let temperature changes alter
the stress level in the strands more than 5 percent of the jacking stress, nor cause
the stress in the strand to exceed 75 percent of the minimum breaking strength.
8. Placing Concrete. Produce and place concrete according to the requirements of
Section 501, except as modified by this section.
Before depositing concrete in the forms, obtain an inspection of the reinforcing steel,
enclosures, anchorages, and prestressing steel by an authorized Department
representative.
Consolidate the concrete using any combination of internal and external vibration
that does not displace the reinforcing steel or other items embedded in the concrete.
9. Release. Do not release prestressing strands or transfer prestressing forces to the
member until concrete cylinder tests, manufactured according to AASHTO T 23 and
tested according to AASHTO T 22 using the same concrete and maintained in the
same curing conditions as the member, indicate that the concrete has attained the
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minimum initial compressive strength (release strength, f'ci) as indicated in the
Contract documents.
Cut or release the elements in an order that minimizes the lateral eccentricity of the
pre-stress. Cut all prestressing strands to a depth of at least 1 inch from the concrete
surface. Fill the recess with cement mortar and finish flush to the concrete surface.
Alternatively, cut all prestressing strands flush with the end of the member. Clean
and paint the exposed ends of the strand and a 1-inch strip of adjoining concrete.
Use a wire brush or abrasive blast cleaning to remove all dirt and residue not firmly
bonded to the metal or concrete surfaces. Cover the surfaces with a thick application
of zinc-rich paint. Thoroughly mix the paint at the time of application and work it into
any voids in the strands. Apply two applications to surfaces that are not covered by
concrete or mortar.
If the member's curing is accelerated according to Section 501, transfer the stressing
force to the concrete immediately after the heating cycle has been discontinued,
while the concrete is still moist, and before the temperature of the concrete drops
below 100°F.
502-3.02 POST-TENSIONING METHODS. Select a post-tensioning system that
provides the magnitude and distribution of prestressing force specified in the Contract
documents.
For box girders, distribute the prestressing steel so the force in each girder stem does
not vary more than 5 percent from the required force per girder stem and the required
total force in the superstructure is obtained and distributed symmetrically about the
centerline of the typical section.
Do not exceed 75 percent of the minimum breaking strength of the prestressing steel for
maximum temporary tensile stresses (jacking stresses) in prestressing steel. Do not
exceed 70 percent of the minimum breaking strength of the prestressing steel at
anchorages after anchor set.
Working force and working stress will be considered as the force and stress remaining
in the prestressing steel after all losses (e.g., creep and shrinkage of concrete, elastic
compression of concrete, creep of steel, losses in post-tensioned prestressing steel due
to sequence of stressing, friction and take up of anchorages and all other losses
peculiar to the method or system of prestressing) have taken place or have been
accommodated. Calculate loss of prestress using industry recognized methods. The
calculation and analysis methods are subject to approval by the Engineer.
1. Shop Drawings and Calculations. Before casting members to be prestressed, submit
shop drawings and supporting calculations of the prestressing system for approval
no less than 45 days prior to the placement of bridge concrete. Submit four sets of
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the drawings for initial review. After the initial submittal has been reviewed and all
comments from the Engineer have been received and implemented, submit
additional drawings for approval and for use during construction according to
Subsection 105-1.02.
Provide complete details on the shop drawings of the prestressing system and
substantiating calculations of the method, materials, and equipment to be used in
the prestressing operations, including any additions or rearrangement of reinforcing
steel and any revision in concrete dimensions from that shown on the Plans. Outline
in sufficient detail the method and sequence of stressing. Include complete
specifications and details of the prestressing steel and anchoring assemblies,
working stresses, anchoring stresses, type of ducts, initial prestress losses, final
prestress losses and all other data pertaining to the prestressing operation. Show
tendon geometry and locations complying with the plans and the limitations of the
selected post-tensioning system. Show all vent locations, high point outlet inspection
details, anchorage inspection details and grout caps, protection system materials
and application limits. Include on the shop drawing the location of the anchorages,
vents, and duct enclosures at 2-foot (maximum) intervals along the length of the
member.
Submit calculations for the anticipated camber at the time of prestressing force
transfer and at other significant times. Show the values on the shop drawings as a
time/deflection curve.
Submit calculations for the anticipated tendon elongation. Utilize the modulus of
elasticity, based on nominal area, as furnished by the prestressing steel
manufacturer for the lot of steel being tensioned. Show a typical tendon force
diagram, after friction, wobble and anchor set losses, on the shop drawings based
upon the expected friction curvature and wobble coefficients and values for the posttensioning system used. Show the coefficients and values on the shop drawings.
Provide shop drawings, calculation, and procedures related to post-tensioning,
prepared and sealed by a Professional Engineer, registered in the State of Alaska
who specializes in post-tensioning concrete. Bear the signature and seal of the
Professional Engineer who specializes in post-tensioning construction on all
calculations, drawings, and procedures.
Include post-tensioning system certification(s) conforming to Section 721.
2. Post-tensioning Technician. Perform post-tensioning field operations under the direct
supervision of a qualified post-tensioning technician. Provide a post-tensioning
technician with at least 5 years of experience in construction of post-tensioned
prestressed concrete structures. Provide a technician, skilled in the prestressing
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method, to aid and instruct in using the prestressing equipment and in installing the
materials to obtain required results.
Perform grouting under the direct supervision of a certified grouting technician.
Provide a technician skilled in various aspects of grouting whom the American
Segmental Bridge Institute certifies as an "ASBI Certified Grouting Technician".
Ensure the post-tensioning technician is present at all times during duct installation,
tendon tensioning, and grouting operations and provides close observation and
control of all post-tensioning and grouting operations, as necessary for compliance
with the Contract. Submit the name of the post-tensioning technician and proof of
certification no less than 30 days before the start of bridge concrete placement
operations.
3. Protection of Prestressing Steel and Anchorages. Protect prestressing steel and
anchor assemblies against physical damage and corrosion. Keep prestressing steel
and anchor assemblies clean and free of deleterious material such as grease, oil,
wax, paint, or other foreign materials. The Engineer will reject prestressing steel that
has at any time sustained physical damage. The Engineer will reject prestressing
steel that has developed visible rust pitting or other results of corrosion, other than
rust stain.
Protect prestressing steel and anchorage assemblies against physical damage and
corrosion during shipping and storage by packaging the prestressing steel and
anchorage assemblies in containers or shipping forms. Place a corrosion inhibitor in
the package or form, incorporate a corrosion inhibitor carrier-type packaging
material, or apply a corrosion inhibitor directly to the steel. Do not use corrosion
inhibitors that have deleterious effect on the steel or concrete or bond strength of
steel to concrete. Immediately replace packaging or forms damaged from any cause
or restore packaging to original condition.
Clearly mark the shipping package or form with a statement that the package
contains high-strength prestressing steel, and the type of corrosion inhibitor used,
including the date packaged.
If prestressing steel is installed in ducts but not tensioned and grouted within the 7
days, perform Nondestructive Examination (NDE) by either videoscoping the entire
length of the prestressing steel inside the ducts or visually inspecting the
prestressing steel upon removing the prestressing steel from the duct for corrosion.
Perform NDE inspection at least once every 7 days until the prestressing steel is
tensioned and grouted. Perform NDE inspection to the satisfaction of the Engineer.
Provide a report of the tendon condition following each NDE inspection for each
tendon installation.
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If corrosion is not found on the prestressing steel upon completion of NDE
inspection, the Engineer may require protecting prestressing steel corrosion by
means of a corrosion inhibitor placed in the ducts. Do not place a corrosion inhibitor
inside the duct if prestressing steel installation, tensioning, and grouting is performed
within 7 days. Do not use corrosion inhibitors that have deleterious effect on the
steel or concrete or bond strength of steel to concrete. Submit for approval the
name, manufacturer, and type of corrosion inhibitor to be used in the ducts at least 7
days before installation of any prestressing steel. Prior to grouting, flush the
corrosion inhibitor from the ducts using a solution of quick lime (calcium oxide) or
slaked lime (calcium hydroxide) in the amount of 0.1 lbs/gal. Use compressed air
that is oil free to blow out ducts and remove flush water.
Cover and protect the anchorages against corrosion at all times from installation of
the prestressing steel to placement of the concrete pour-backs.
Do not weld on or near prestressing steel, ducts, anchorages, or other assemblages.
Protect prestressing steel and hardware from weld spatter or other damage. Once
the prestressing steel has been installed, do not make welds or grounds for welders
on the forms, reinforcing steel, or adjacent steel members.
4. Prestressing Equipment. Use hydraulic jacks to tension prestressing steel tendons
so that the force in the prestressing steel will not be less than the value specified in
the Contract documents or as approved by the Engineer. Do not use monostrand
jacks to stress multi-strand tendons.
Equip each jack used to stress tendons with either:
a. two pressure gages
b. one pressure gage and one load cell
In the event that any uncertainty exists regarding jack calibration, pressure gage
usage, strand elongation or any other prestressing strand tensioning issue, provide
and use a calibrated load cell when prestressing steel tendons.
Permanently mark the jack body with the ram area. Ensure each pressure gage is
fully functional, calibrated and has an accurately reading dial at least 6 inches in
diameter.
Calibrate the jack and each gage used to stress tendons as a unit within 6 months
prior to use and after each repair. If used, provide a load cell calibrated within the
past 12 months with an indicator that may be used to determine the prestressing
force in the tendon. The range of the load cell shall be such that the lower 10
percent of the manufacturer's rated capacity will not be used in determining the
jacking stress.
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Use the following calibration procedure; Perform three calibration test cycles with the
cylinder extension of the jack in various positions (i.e. 2 inch, 4 inch, 8 inch stroke).
At each pressure increment, average the forces from each test cycle to obtain an
average force. Perform the calibration with the equipment setup in the same
configuration that will be used at the job site. Use load cells calibrated within the past
12 months to calibrate stressing equipment.
For each jack and gauge unit used on the project, provide the Engineer with certified
calibration curves prior to the start of the work and every 6 months thereafter, or as
requested by the Engineer. If used, supply documentation denoting the load cell
calibration date prior to the start of the work and every 6 months thereafter. Furnish
certified calibration charts prior to stressing.
5. Enclosures for Post-Tensioning. Accurately place enclosures (anchorages, ducts,
and vents) for prestressing reinforcing according to the Plans or approved shop
drawings.
Set and hold the anchorage assemblies and block-out templates for anchorages so
their axis coincides with the axis of the tendon and the wedge plates are normal in
all directions to the tendon. Securely fasten anchorages and block-outs to prevent
displacement during concrete placement. Unless otherwise specified in the Contract
documents or shown on the approved shop drawings, recess the anchoring
assemblies in formed block-outs so that the ends of the prestressing steel and all
parts of the anchoring assemblies will be at least 3 inches inside of the end surface
of the member. Construct block-outs in leak proof forms that create neat lines with
the end surface of the member.
Securely fasten ducts at the proper locations in the forms by ties to reinforcing steel
that are adequate to prevent displacement during concrete placement. Use
supplementary support bars where needed to maintain proper alignment of the duct.
Use hold-down ties to prevent displacement due to duct buoyancy in the fluid
concrete. Fasten ducts at 2-foot maximum intervals along the member.
Do not damage the ducts during installation. Do not crimp, flatten, or dent the ducts.
Do not perforate the ducts or provide openings in the ducts except at locations
designated in the Contract documents or shop drawings. After duct installation,
inspect all ducts for damage. The Engineer will reject ducts with unintentional holes
or openings and ducts that are dented, crimped, or flattened. Repair duct sections to
the satisfaction of the Engineer at no additional cost to the Department and no
adjustment in Contract time.
After installation in the forms, cover the ends of the ducts and anchorages at all
times to prevent the entry of water or debris.
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Prior to placing forms for closing slabs of box girder cells, demonstrate that the ducts
are unobstructed.
6. Location of Grout Vents. Place grout vents at locations designated in the Contract
documents and shop drawings. Equip grout vents with positive shut-off devices.
Extend grout tubes with sufficient distance out of the concrete member to allow for
proper closing of the valves.
7. Placing Reinforcing Steel and Prestressing Steel. Place reinforcing steel according
to the requirements of Section 503 and as modified by this Section.
Place prestressing steel in the position as designated in the Contract documents or
on the approved shop drawings. Install the prestressing steel in the enclosures by
pushing or pulling the total number of strands in a tendon individually or as a unit.
For strands that are pushed, round off the end of the strand and fit the end of the
strand with a smooth protective cap.
For strands that are pulled, use a special steel wire sock or other device attached to
the end strands to pull the assembled tendon through the duct. Do not weld the ends
of the strands together for this purpose. Round the end of the pre-assembled tendon
for smooth passage through the duct. Cut strands using an abrasive saw or equal.
Do not flame cut strands.
Immediately prior to installing the prestressing steel, demonstrate that the ducts are
free of water, debris, and obstructions by passing a torpedo through the ducts. Use a
torpedo having the same cross-sectional shape as the duct and is 1/4 inch smaller
all around than the clear, nominal inside dimensions of the duct. Make no deductions
to the torpedo section dimensions for tolerances allowed in the manufacture or fixing
of the ducts. For straight ducts, use a torpedo at least 2 feet long. For curved ducts,
determine the length so that when both ends touch the outermost wall of the duct,
the torpedo is 1/4 inch clear of the innermost wall. If the torpedo will not travel
completely through the duct, the Engineer will reject the member, unless a workable
repair can be made to clear the duct. Ensure the torpedo passes through the duct
easily, by hand, without resorting to excessive effort or mechanical assistance.
If the strands do not easily pass through the duct or an obstruction is encountered,
do not force strands through the duct.
Do not install the prestressing steel in the duct prior to placing and curing of the
concrete.
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Straighten prestressing steel strands that are to be stressed simultaneously or when
necessary to ensure proper positioning in the ducts.
8. Placing Concrete. Produce and place concrete according to the requirements of
Section 501 and as modified by this section.
Before depositing concrete in the forms, obtain an inspection and approval of the
placement of reinforcing, enclosures, anchorages, and prestressing steel. Vibrate
the concrete internally, externally, or both, as directed by the Engineer. Vibrate
carefully to avoid displacing the reinforcing steel, anchorages, ducts, grout vents, or
other items embedded in the concrete.
9. Post-tensioning. Do not begin tensioning operations until concrete cylinder tests,
manufactured according to AASHTO T 23 and tested according to AASHTO T 22
using the same concrete and maintained in the same curing conditions as the
member, indicate that the concrete has attained the minimum initial compressive
strength (release strength, f'ci) indicated in the Contract documents. Do not begin
tensioning operations until after the Engineer approved patches or repairs have
been satisfactorily completed. Do not tension the prestressing steel until all concrete
in the member has been placed.
Perform stressing of tendons in conformance with the sequence shown on the
approved shop drawings. Stress tendons in such a sequence that lateral eccentricity
of prestress and loss of prestress will be a minimum. Stress tendons symmetrically
about the center of the typical section so no more than one tendon is eccentric about
the centerline at any one time. Sequence the stressing of the tendons so the
individual tendon force does not exceed the tendon force in other tendons by more
than 50 percent of the final jacking force of the tendon.
Stress strands in each tendon simultaneously. Stress tendons by jacking from only
one end of the member unless otherwise approved by the Engineer.
Conduct the tensioning process so that tension being applied and the elongation of
the prestressing steel may be measured at all times. Measure elongation to the
nearest 1/16 inch. Tension tendons to a preliminary force between 5 and 25 percent
of the final jacking force to eliminate any wedge slip or take-up in the tensioning
system before elongation measurements are started. Record the preliminary force
so that it can be used in the elongation measurement. Mark at least 25 percent of
the strands in each tendon prior to final stressing to permit measurement of
elongation and to ensure the anchor wedges are set properly.
For the required tendon force, ensure the observed elongation agrees within 5
percent of the theoretical tendon elongation. In the event the observed elongation is
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tensioning operation to the satisfaction of the Engineer before proceeding. Do not
overstress the tendon to achieve the theoretical elongation. No claim for damages or
additional compensation or adjustment in Contract time resulting from revisions to
the post-tensioning operation will be made or allowed.
Multi-strand post-tensioning tendons having wires that fail, by breaking or slippage
during stressing, will be rejected.
Cut post-tensioning steel with an abrasive saw within 1 to 2 inches from the
anchoring device. Do not flame cut prestressing steel.
Provide a record of the post-tensioning operation following each tendon installation
including, but not limited to, the following:
a.
b.
c.
d.
e.
f.
g.
h.
i.
j.
k.
l.
m.
n.
o.
p.
q.
Project name and bridge number;
Contractor and / or subcontractor name;
Tendon location, size, type;
Date and time tendon was first installed in the duct;
Reel number for strands;
Tendon cross-sectional area;
Modulus of elasticity;
Date and time tendon was stressed;
Jack and gage numbers per end of tendon;
Required jacking force;
Gauge pressure;
Elongation (theoretical and actual);
Anchor set; (anticipated and actual);
Stressing sequence (i.e. tendons stressed before and after);
Stressing mode (one end/ two ends/ simultaneous);
Witnesses to stressing operation (signature); and
Date grouted.
Cover ends of tendons and anchorages immediately after stressing in accordance
with Subsection 502-3.02.3.
502-3.03 CAMBER. Camber is the upward deflection that occurs in prestressed
concrete flexural members due to the combination of stressing forces and dead load. It
does not include dimensional inaccuracies from manufacturing errors.
Form girders so the roadway surface conforms to the indicated grade line with an
allowance for 1/2 inch of positive camber at midspan. Form girders to adjust for the
predicted long-term camber from loss of prestress and from dead load deflection. When
estimating this adjustment, assume that future paving will be applied 3 years after
erection.
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Control the concrete properties and the placing, curing, curing times, tensioning
procedures, and the storage of precast prestressed beam sections. Control these
elements so that the shape and amplitude of the deflection curves for all girders will be
within specified tolerances and as nearly alike as possible.
Measure camber with the girder supported at bearing points only. When it is impractical
to support the girder on its bearing points, you may use alternative support points.
Obtain approval of the alternative supports and submit calculations of the effects of the
supports on girder camber. Measure actual camber during prestressing force transfer
and compare it with computed values and tolerances.
502-3.04 TOLERANCES. Produce prestressed concrete members conforming to the
following dimensional tolerances:
1. Camber: Do not vary from approved camber more than ±1/8 inch per 10 feet of
length, but not to exceed 1 inch. In addition, the camber of any girder may not differ
from that of any other girder by more than 1 inch.
2. Position of Strands: ±1/4 inch (±1/2 inch where harped strands exit the member).
3. Longitudinal Position of Deflection Point for Harped Strands: ±12 inches.
4. Position of Ducts and Anchorages: ±1/4 inch
5. Position of Local Zone Reinforcement: Center reinforcement on the duct and start
within 1/2 inch of the back of the bearing plate.
6. Position of Weld Plates: ±1 inch measured along joint. ±1/8 inch transverse to joint.
502-3.05 BONDING AND GROUTING. Conform to the following:
1. General. Bond post-tensioned prestressing steel to the concrete by completely filling
the entire void space between the duct and the tendon with grout. Grout tendons
according to the procedures set forth in the approved grouting operation plan. Grout
empty ducts.
2. Personnel Qualifications. Carry out grouting operations by workers trained for and
experienced in the tasks required. Perform grouting under the immediate control of
the post-tensioning technician as described in Subsection 502-3.02.
3. Grouting Operation Plan. No less than 30 days prior to the initiation of production
grouting, submit a grouting operation plan for approval. Devise the grouting
procedures to ensure the ducts will be completely filled by grout. As a minimum,
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address and provide procedures for the following items in the grouting operation
plan:
a. Type, quantity, and brand of materials used in the grouting including all material
certifications;
b. Type of equipment furnished, including capacity in relation to demand and
working condition, as well as back-up equipment and spare parts;
c. Types and locations of vents;
d. Types and sizes of grout hoses and connections;
e. Theoretical grout volume calculations;
f. General grouting procedure;
g. Duct cleaning method prior to grouting;
h. Mixing and pumping procedures;
i. Type and frequency of quality control production tests;
j. Direction of grouting;
k. Sequence of use of the vents;
l. Method to be used to control the rate of flow and pressure within the ducts;
m. Procedures for handling blockages, including flushing of ducts;
n. Procedures for possible post grouting repair; and
o. Names of the persons in charge and the other personnel who will perform the
grouting operation, including their relevant certification, experience, and skill.
Do not commence production grouting until the Engineer provides written approval
of the grouting operation plan.
Before initiation of production grouting, conduct a joint meeting with the grouting
technician, subcontractors, grouting crew, and the Engineer to discuss the grouting
operation plan, required testing, corrective procedures, and other relevant issues.
4. Grout Storage. Store all grout materials in a dry enclosure or building that is
convenient to the work site. Limit on site storage of grout to a maximum period of
one month.
5. Grout Production Tests. Carry out the minimum number of production grout tests as
follows:
a. Grout Strength Test. Prepare grout cube specimens according to ASTM C 942.
Perform a minimum of one strength test per day during grouting operations.
Submit strength test results within 24 hours of test completion.
b. Fluidity test. Perform the modified version of ASTM C 939 test specified in
Subsection 701-2.08. Repeat testing at least every 2 hours of grouting
operations. Submit fluidity test results within 24 hours of test completion.
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6. Field Trial Test. Demonstrate to the satisfaction of the Engineer that the grouting
equipment, methods, and procedures are appropriate. Conduct field trial tests at
least 7 days prior to initiation of production grouting or as specified by the Engineer.
Perform batching and testing with the same materials, personnel, and equipment
used in production grouting. Furnish all materials and labor at no cost to the
Department.
7. Preparation of Enclosures. If a corrosion inhibitor or any other material other than
prestressing steel is inside the duct, flush the ducts using a solution of quick lime
(calcium oxide) or slaked lime (calcium hydroxide) in the amount of 0.1 lbs/gal.
Blow duct with oil free compressed air to remove water and debris blockages that
may interfere with the injection of grout.
Inspect valves to be sure that they can be opened and closed properly. Check that
the grout hose connections and inlets are free of dirt.
8. Equipment. Provide grouting equipment consisting of measuring devices for water, a
high-speed shear colloidal mixer, a storage hopper (holding reservoir) and a pump
with all the necessary connecting hoses, valves, and pressure gauge. Provide
grouting equipment with sufficient capacity to ensure that the post-tensioning ducts
to be grouted can be filled and vented without interruption in less than 20 minutes.
Provide an air compressor, flushing equipment, and hoses with sufficient output to
perform the required functions.
At the direction of the Engineer, provide vacuum grouting equipment (volumetric
measuring type) in the event that voids are encountered after the grouting operation
is complete. No additional compensation will be made in the event that vacuum
grouting equipment is required.
Provide the following equipment:
a. Mixing Equipment. Provide a high speed shear colloidal mixer capable of
continuous mechanical mixing producing a homogeneous and stable grout free
of lumps and un-dispersed cement. Use only colloidal grout machinery that has
separate charging and storage tanks. Equip the charging tank with a high shear
colloidal mixer and fit the storage tank with an agitator to keep the grout moving
continuously before it is pumped into the duct. Use grouting equipment with a
gravity feed to the pump inlet from the storage tank.
Include a screen having clear openings of 1/8 inch maximum size to screen the
grout prior to its introduction into the grout pump or storage hopper. Locate the
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screen between the charging tank and the storage tank so that the screen is
easily accessible for inspection and cleaning.
Keep the holding tank agitated and at least 1/4 full at all times during the
pumping operation to prevent air from being drawn into the post-tensioning duct.
Periodically inspect the screen during grouting operations. Do not use grout if
lumps of cement remain on the screen.
Add water during the initial mixing by use of a calibrated flow meter or calibrated
water reservoir with a measuring accuracy equal to one percent of the total water
volume. Where water is not supplied through the public water supply system,
provide a water storage tank of sufficient capacity.
b. Grout Injecting Equipment. Provide pumping equipment capable of continuous
operation with little variation of pressure that includes a system for circulating the
grout when actual grouting is not in progress.
Use positive displacement type grout pumps that provide a continuous flow of
grout and will be able to maintain a discharge pressure of at least 145 psi. Use
grout pumps with adequate capacity so that an optimal rate of grouting can be
achieved. Ensure pumps are constructed to have seals adequate to prevent oil,
air or other foreign substances entering the grout and to prevent loss of grout or
water.
Use equipment capable of maintaining pressure on completely grouted ducts and
fitted with a valve that can be closed off without loss of pressure in the duct.
Install a pressure gauge having a full-scale reading of no more than 290 psi at
the duct inlet. If hoses in excess of 100 feet total length are used, place and use
two gauges, one at the pump and one at the inlet.
Use grout hoses with sufficient diameter, rated pressure capacity and that are
compatible with the pump output. Install a sampling tee with stopcock that
minimizes the number of bends, valves, and changes in diameter. Firmly connect
grout hoses to pump outlets, pipes, and duct inlets.
Do not use compressed air to aid the pumping of grout.
c. Air Compression. Provide equipment to supply oil-free and water-free
compressed air to blow out excess water and to check the free passage of the
ducts.
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d. Flushing Equipment. Provide standby flushing equipment using a potable water
supply to facilitate complete removal of grout from the duct if difficult grouting
conditions exist. This equipment is in addition to the grouting equipment. Utilize a
different power source than the grouting equipment. Furnish equipment that is
capable of delivering a pressure of at least 290 psi to flush out partially grouted
enclosures.
e. Vacuum Grouting Equipment. At the direction of the Engineer, provide vacuum
grouting equipment. Use volumetric measuring type vacuum grouting equipment
with the ability to measure a void and supply a measured volume of grout to fill
the void.
f. Standby Equipment. During grouting operations, provide a standby grout mixer
and pump.
9. Mixing of Grout. Mix grout using the entire contents of each bag in accordance with
the manufacturer’s recommendations and using a metered amount of water. Mix the
materials thoroughly to produce a homogeneous grout without excessive
temperature increase or loss of properties. Do not mix grout longer than the
manufacturer’s recommended duration. Continuously agitate the grout until grouting
is complete.
Check the fluidity of the grout in accordance with Subsection 701-2.08. Do not
commence grout pumping until fluidity requirements are satisfied.
Do not add water to increase fluidity that has decreased by delayed use of the grout.
10. Injection of Grout. Use a method of injecting grout that will ensure complete filling of
the ducts and complete encasement of the prestressing steel.
Open grout vents before commencing grouting operations, unless otherwise
approved by the Engineer.
Perform grouting in one operation, maintaining a continuous, one-way flow of grout.
Grout tendons from the lowest vent in an uphill direction. Unless approved otherwise
by the Engineer, pump grout at a rate of 15 feet to 50 feet of duct per minute to
avoid air entrapment, segregation of the grout, and to ensure complete filling of the
duct. Conduct normal grouting operations at a pressure range of 10 psi to 75 psi
measured at the grout inlet. Do not exceed the maximum pumping pressure of 145
psi at the grout inlet.
Pump grout through the duct and continuously discharge grout from the first and
subsequent outlets until residual water and entrapped air have been removed and
the consistency of the grout is equivalent to that of the grout being pumped into the
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inlet. Discharge at least 1/2 gallon of grout from each outlet prior to closing the vent.
Close all outlet vents in a similar manner one after another in the direction of flow
except that at intermediate crests, close outlet vents placed a short distance
downstream of the crest before closing their associated high point vent. Discarded
grout does not represent additional cost to the Department.
Pump grout through the duct and continuously discharge grout, to the satisfaction of
the Engineer, at the anchorage and grout cap outlets until all free water and air are
discharged and the consistency of the grout is equivalent to that of the grout being
pumped into the inlet. Close the anchorage outlet vent and discharge a minimum of
1/2 gallon of grout from the grout cap. Close the grout cap outlet.
After the outlets have been bled and sealed, bleed the grout pressure to 5 psi and
wait a minimum of ten minutes for entrapped air to flow to the high points. After ten
minutes, increase the pressure as needed and discharge grout at each high point
outlet to eliminate all entrapped air or water. Complete the process by locking a
pressure of 30 psi into the tendon prior to closing the inlet vent.
If the actual grouting pressure exceeds the maximum allowed, close the inlet vent
and pump grout at the next outlet, which has just been or is ready to be closed, as
long as one-way flow is maintained. Do not pump grout into a succeeding outlet vent
from which grout has not yet flowed. If this procedure is used, equip the new inlet
vent with a positive shut-off and pressure gage.
11. Temperature Considerations. Do not grout if the ambient air temperature exceeds
100°F. Do not grout if the ambient air temperature is expected to be less than 40°F
within 48 hours. Ensure grout temperature upon mixing is between 50°F and 90°F.
If the ambient air temperature is below 32°F, keep ducts free of water to avoid
damage due to freezing. Do not warm ducts with steam. Blow dry air (60% humidity
or less) through the ducts to extract trapped water. Ensure ducts are free of frost and
ice before commencing grouting operations.
12. Post-Grouting Inspection. Do not remove or open vents until the grout has cured for
at least 24 hours. After the grout has cured, remove outlets and grout caps located
at anchorages and high points along the tendon to facilitate inspection. If voids are
suspected or if duct grouting operations were prematurely terminated prior to
completely filling the duct, explore the voided area inside the duct with an
endoscope, borescope, videoscope, or other visual means approved by the
Engineer. Probing is not allowed. Determine the location and extent of all voided
areas.
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Depending on the location of the void, drilling may be required to penetrate the inner
surface of the anchorage or duct. Use drilling equipment that will automatically shutoff when steel is encountered.
13. Repairing and Filling Voids. Repair and fill voids that occur in the ducts after the
grouting operation is complete. If voids are found, submit a grouting repair plan for
review and approval that describes the location and extent of the void and the
method of repairing and filling the void. If the extent and location of the void is such
that complete filling of the void is not possible using the grout injection equipment,
repair and fill the void using a volumetric measuring vacuum grouting process
utilizing the vacuum grouting equipment specified in Subsection 502-3.05.8.
14. Finishing. Remove valves, caps and pipes for each vent to a depth at least 1 inch
below the surface of the concrete. Fill the void left by the vent pipe according to
Subsection 501-3.10.1. Do not remove or open vents until the grout as set for at
least 24 hours.
15. Protection of End Anchorages. Within 7 days upon completion of the grouting,
permanently protect the anchorage of post-tensioning tendons to prevent access of
water or other aggressive agents.
Immediately before casting the concrete pour-backs (within 24 hrs.), mechanically
clean and roughen the mating concrete surfaces to remove any laitance and to
expose small aggregate. Use abrasive blast cleaning or water blasting with a
pressure washer capable of at least 10,000 psi nozzle pressure at all elevations to
clean the concrete surfaces. Keep the nozzle tip no more than 12 inches from the
surface during all phases of water blasting. Flush the surface with water and blow
dry. Ensure surfaces are clean, sound and without standing water.
Unless otherwise specified in the Contract documents or shown on the approved
shop drawings, ensure the prestressing steel and all parts of the anchoring
assemblies are at least 3 inches inside of the end surface of the member. Apply an
epoxy bonding agent to the concrete mating surfaces according the manufacturer's
instructions. Fill the recess with concrete and finish the concrete surface to true lines
according to the Contract requirements.
16.
Record of Grouting Operation. Submit a written report within 72 hours after
grouting. Include in this report:
a.
b.
c.
d.
e.
the date of grouting;
the number of days from tensioning to grouting;
the tendons grouted;
the quantities and types of materials used;
the volume of grout pumped into the duct
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f. a summary of problems encountered during grouting and steps taken to resolve
them;
g. the maximum pumping pressure at the inlet;
h. the temperature measurement of the air, water, prepackaged material, mix grout,
and concrete member in the duct.
i. the results of quality control testing.
502-4.01 METHOD OF MEASUREMENT.
Prestressing concrete and all associated work specified in this section will not be
measured for payment.
502-5.01 BASIS OF PAYMENT. All work required for prestressing and post tensioning
is subsidiary to pay items in Section 514.
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SECTION 503
REINFORCING STEEL
Delete this section in its entirety and replace with the following:
503-1.01 DESCRIPTION. Furnish and place reinforcing steel for reinforced concrete
structures.
503-1.02 DEFINITIONS.
BAR SIZE / DIAMETER. Nominal dimensions equivalent to those of a circular area
having the same weight per foot as the AASHTO/ASTM designated bar.
COVER. The minimum distance between the surface of embedded reinforcing steel and
the outer surface of the concrete.
HOOK. A bend in the end of a bar.
HOOP. A one-piece closed tie or continuously wound tie, with hooked or welded ends,
enclosing the longitudinal reinforcing steel.
LATERAL REINFORCING STEEL. Reinforcing steel perpendicular to the length of a
concrete member.
LONGITUDINAL REINFORCING STEEL. Reinforcing steel parallel to the length of a
concrete member.
LOT. A defined quantity.
SPIRAL. Continuously wound reinforcing steel in the form of a cylindrical helix.
STIRRUP. Lateral reinforcing steel formed of individual or paired units, open or closed,
used to resist shear and diagonal tension stresses in a structural member.
TIE. Reinforcing steel with hooked ends tied at right angles to and enclosing the other
reinforcing steel, and used to provide confinement.
503-2.01 MATERIALS.
Reinforcing Steel Bars
Epoxy-Coated Reinforcing Steel Bars
Headed Reinforcing Steel Bars
Epoxy Coating Patch Material
Subsection 709-2.01
Subsection 709-2.01
Subsection 709-2.01
Subsection 709-2.01
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Bar Supports
Epoxy for Bonding Dowels
Subsection 709-2.03
Subsection 712-2.21
CONSTRUCTION REQUIREMENTS
503-3.01 PLACING DRAWINGS. Submit placing drawings, detailed according to ACI
315, Chapter 3.
Do not substitute reinforcing steel bars of different size, material, coating, or grade
without prior approval of the Engineer. When substituting epoxy-coated reinforcing steel
for uncoated reinforcing steel, protect and repair epoxy-coated bars according to
Subsection 503-3.02.
503-3.02 PROTECTION OF MATERIALS. Protect reinforcing steel from damage.
Before placing reinforcing steel in the work, ensure that the reinforcing steel is free of
salt and foreign substances that may affect the performance of the reinforcing steel.
Do not weld or tack weld reinforcing steel, unless otherwise noted.
Do not field cut reinforcing steel unless approved by the Engineer. Do not flame cut
reinforcing steel.
Do not drop or drag the epoxy-coated reinforcing steel bars or bundles.
Store epoxy-coated reinforcing steel off the ground.
Protect epoxy-coated reinforcing steel from sunlight, salt spray, and weather exposure.
The Engineer may reject epoxy-coated reinforcing steel when the cumulative
environmental exposure time, including uncovered storage time after coating application
to full embedment in concrete, exceeds 2 months.
The Engineer may reject epoxy-coated reinforcing steel when the extent of damaged
coating exceeds 2 percent of the surface area in any 1-foot length of bar. When the
extent of damaged coating does not exceed 2 percent of the surface area in any 1-foot
length of bar, repair damaged coating. Coating damage includes cracks, abrasions,
chips, bond loss (the coating can be removed with a peeling action by the finger), and
exposed steel areas visible to a person with normal or corrected vision. Repair coating
damage before visible oxidation appears on the steel surface.
Protect mechanical splice assemblies, headed bar assemblies, and connecting
elements (including bar ends) against physical damage, corrosion, and coating damage.
Keep assemblies and connecting elements clean and free of foreign materials that
adversely affect the performance of the assembly.
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1. Repairing Damaged Epoxy-Coating. Clean and remove disbonded areas of coating.
Remove loose and deleterious materials. The Engineer may reject epoxy-coated
reinforcing steel when the removed coating exceeds 2 percent in any 1-foot length of
bar or if the weight, dimensions, cross-sectional area, or tensile properties are less
than the minimum requirements of the applicable specification.
Use an approved epoxy coating patch material according to the material
manufacturer's recommendations. Apply patching material according to the patching
material manufacturer's instructions. Allow the patching material to cure before
placing concrete. The Engineer may reject epoxy-coated reinforcing steel when the
surface area covered by patching material exceeds 5 percent in any 1-foot length of
bar.
Rejected epoxy-coated reinforcing steel may not be substituted for uncoated
reinforcing steel or used as bar supports.
503-3.03 FABRICATION. Fabricate reinforcing steel to the size and dimension shown
on the Plans. Reinforcing steel dimensions shown are out-to-out of bar, unless
otherwise noted.
Meet fabrication tolerances in ACI 117, Section 2.1.
Weld reinforcing steel according to AWS D1.4.
1. Bends. Bend bars when the bar temperature is above 45°F and less than 150°F.
Bend bars to the diameter shown on the Plans. If the bend diameter is not shown,
bend the bar with inside diameters as shown in Table 503-1. The Engineer may
reject reinforcing steel bent with an inside diameter less than the minimum diameter
shown in Table 503-1.
Do not re-bend or straighten bars without approval by the Engineer.
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TABLE 503-1
BEND DIAMETER
BAR SIZE
STIRRUPS AND
TIES
No. 3
No. 4
No. 5
No. 6
No. 7
No. 8
No. 9
No. 10
No. 11
No. 14
No. 18
1½"
2"
2½"
4½"
5¼"
6"
-
STANDARD
HOOKS AND
OTHER BENDS
2¼"
3"
3¾"
4½"
5¼"
6"
9½"
10¾"
12"
18¼"
24"
Fabricate bar end hooks meeting the following requirements:
a. Stirrup and Tie Hooks.
(1) 90° Hook: 90° bend plus:
(a) For No. 5 bar and smaller, a 6.0 nominal bar diameter extension at the
free end of the bar.
(b) For No 6, No. 7, and No. 8 bars, a 12.0 nominal bar diameter extension at
the free end of the bar.
(2) 135° Hook: 135° bend plus a 6.0 nominal bar diameter extension, but not less
than 2.5 inches, at the free end of the bar.
b. Standard Hooks.
(1).
Std 180° Hook: 180° bend plus a 4.0 nominal bar diameter extension, but
not less than 2.5 inches, at the free end of the bar.
(2).
Std 90° Hook: 90° bend plus a 12.0 nominal bar diameter extension at the
free end of the bar.
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2. Bar Repairs. The Engineer will evaluate improperly bent bars and bars bent at
locations not required by the Plans for structural adequacy and durability. Do not
repair improperly bent bars until the bars are inspected by the Engineer and the
Engineer approves repairing the bar. Bars repaired prior to inspection by the
Engineer may be rejected. If, in the opinion of the Engineer, the bend is of such
extent or character as to affect the strength or durability of the bar, the Engineer may
reject the bar. Otherwise, the bar may be re-bent or straightened by means meeting
the requirements of this Section and in a manner that will not damage the material,
coating, or concrete.
If the Engineer approves repairing the bar, preheat the reinforcing steel before
bending. Apply heat by any method that does not damage the reinforcing steel or
concrete. Preheat the reinforcing steel at least 5.0 nominal bar diameters in each
direction from the center of the bend but do not extend preheating below the surface
of the concrete. Insulate concrete within 6 inches of the heated bar area. Do not
allow the temperature of the reinforcing steel at the concrete interface to exceed
500°F. Preheat the reinforcing steel to at least 1100°F. Ensure the maximum
reinforcing steel temperature never exceeds 1200°F. Maintain a uniform temperature
throughout the thickness of the bar by using at least 2 heat tips simultaneously at
opposite sides of bars larger than No. 6. Maintain the preheat temperature of the
reinforcing steel until bending or straightening is complete. Make the bend gradually
with smooth continuous application of force. When straightening, move a bender
progressively around the bend. When bending or straightening is complete,
gradually reduce the temperature of the reinforcing steel to the ambient air
temperature. Do not artificially cool the bars with water, forced air, or any other
means.
503-3.04 PLACING AND FASTENING. Place reinforcing steel in the position as shown
on the Plans. Secure the reinforcing steel to prevent movement during concrete
placement. Do not place bars in addition to those shown on the Plans without prior
approval of the Engineer. Do not place bars of different size, material, or grade without
prior approval of the Engineer. Space reinforcing steel evenly unless noted otherwise.
Provide 2 inches of concrete clear cover, measured from the surface of the reinforcing
steel to the outside surface of the concrete, unless noted otherwise.
Do not place bars on layers of fresh concrete or adjust bars while placing concrete.
1. Fastening Requirements. Tie the bars with No. 14 or No.16 gauge steel wire. When
the spacing between bars is 1 foot or more, tie the bars at all intersections. When
the bar spacing is less than 1 foot, tie every other intersection. If the Plans require
bundled bars, tie bundled bars together at not more than 6-foot centers. Tie all
intersections of epoxy-coated reinforcing steel in the top mat of concrete decks and
approach slabs. Use wire coated with plastic, epoxy, or similar non-conductive
material when tying epoxy-coated reinforcing steel. Obtain the Engineer’s written
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authorization before welding reinforcing steel. Provide at least 1 inch clear cover to
the tie wire by turning the tie wire away from concrete surfaces.
For slip-formed concrete, tie reinforcing steel at all intersections. Provide additional
reinforcing steel cross bracing to keep the cage form moving during concrete
placement. Place cross bracing both longitudinally and transversely.
2. Bar Supports. Maintain distances from the forms using approved precast mortar
blocks, metal supports, or plastic supports strong enough to resist permanent
movement under construction loads. If supports extend to exposed concrete
surfaces, use metal or plastic supports. To support and fasten epoxy-coated
reinforcing steel, use plastic supports or metal supports coated with plastic, epoxy,
or similar non-conductive material. Do not use wooden or aluminum supports.
Place supports at frequent intervals to maintain the cover between the reinforcing
and the surface of the concrete. Space supports under concrete deck reinforcing
steel and approach slab reinforcing steel not more than 4 feet apart in each
direction.
503-3.05 SPLICING. Splice reinforcing steel bars at locations shown on the Plans and
specified in this Section. Obtain the written approval of the Engineer before splicing bars
at other locations. The Engineer will evaluate splices at locations not designated in the
Contract documents for structural adequacy.
Splice reinforcing steel bars using lap splicing, welded butt joints, welded lap splicing,
mechanical butt splicing, or mechanical lap splicing, unless noted otherwise. Do not
splice reinforcing steel bars at locations where splices in the reinforcing steel are not
allowed.
Splices will not be permitted in bars 40 feet or less in plan length, unless otherwise
noted in the Contract documents. For bars exceeding 40 feet in plan length, ensure the
distance center-to-center of splices is not less than 30 feet, with no individual bar length
less than 10 feet. Stagger splices in adjacent bars, unless otherwise noted. Stagger lap
splices a distance greater than the lapped splice length. Stagger butt splices at least 2
feet.
Reinforcing steel may be continuous at locations where splices are noted in the
Contract documents.
Do not use lap splicing for No. 14 or No. 18 bars.
Do not lap splice spiral reinforcing steel. Anchor each end unit of reinforcing steel spiral
by lapping the free end of the spiral to the continuous spiral and using either a welded
lap splice or a mechanical lap splice.
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Do not field weld epoxy-coated reinforcing steel bars.
1. Lap Splicing.
a. General. Place reinforcing steel bars in contact and securely tie the bars
together. Provide a minimum clear distance of 2 inches between the spliced bars
and the nearest adjacent bar. Do not reduce the minimum clearance to the
surface of the concrete.
Use lapped splices meeting the minimum lengths as shown in Table 503-2,
unless otherwise noted:
TABLE 503-2
LAPPED SPLICE LENGTH
BAR SIZE
No. 3
No. 4
No. 5
No. 6
No. 7
No. 8
No. 9
No. 10
No. 11
UNCOATED
1' - 4"
1' - 9"
2' - 2"
2' - 7"
3' - 5"
4' - 6"
5' - 9"
7' - 3"
8' - 11"
EPOXY-COATED
1'- 11"
2' - 7"
3' - 3"
3' - 10"
5' - 2"
6' - 9"
8' - 7"
10' - 10"
13' - 4"
b. Qualifications and Submittals. No qualifications apply when lap splicing.
c. Testing/Inspection. Field verify lap splice length.
2. Welded Butt Joints.
a. General. Use complete joint penetration (CJP) groove welds conforming to the
requirements in AWS D1.4 except as noted below.
Use the joint details and dimensions as shown in Figure 3.2 (A) (B) (D) and (E),
"Direct Butt Joints" of AWS D1.4. Do not use split pipe backing.
Do not deviate the bar alignment at a welded splice more than 1/8 inch per 10foot length.
Use electrodes classified as "Nickel-Steel" as referenced in AWS A5.5, A5.28, or
A5.29.
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Protect welding areas from precipitation and wind velocities in excess of 5 mph.
Do not weld or tack brackets, clips, shipping devices or other material not
required by the Contract documents to the reinforcing steel, unless shown on the
working drawings and approved by the Engineer.
b. Qualifications and Submittals. Perform welds using qualified welders and
qualified Welding Procedure Specifications (WPS) meeting AWS D1.4. The
operator and procedure qualification tests may be performed simultaneously.
Perform quality control inspection necessary to ensure the materials and
workmanship meets the requirements of the Contract documents using an
inspector currently certified as an AWS Certified Welding Inspector (CWI)
according to the provisions of AWS QC1.
Perform nondestructive testing other than visual testing as required in the
Contract documents using personnel currently qualified for NDT Level II or NDT
Level I working directly under the NDT Level II according to the provisions of the
American Society for Nondestructive Testing's Recommended Practice No. SNTTC-1A.
Submit a welding plan stamped and signed by the CWI responsible for quality
control and consisting of the following documents:
(1) Quality control inspector qualifications including CWI number.
(2) Welding Procedure Specifications (WPS).
(3) Procedure Qualification Records (PQR) and test results.
(4) Welder Performance Qualification Records (WPQR) with documentation of
current welder certification.
(5) Type and extent of Nondestructive Examination (NDE) to be conducted, as
required in the specifications.
(6) Nondestructive testing personnel qualifications.
(7) Methods of protecting the welding area.
(8) Certified test report(s).
Submit quality control inspection documents and test results.
c. Testing/Inspection.
(1) Shop Welds. Perform job control tests consisting of the fabrication, under
conditions used to produce the splice, and tensile testing of 6 sample splices
for each lot of splices. The Engineer will designate when samples for job
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control tests are to be fabricated and will determine the limits of the lot
represented by each job control test.
A lot of shop produced complete joint penetration welded butt joints is defined
as no more than 150 splices of the same type of welds used for each
combination of bar size and bar deformation pattern that is used in the work.
Make splice samples using the same splice materials, position, equipment,
and following the same procedures as used to make splices in the work.
Make splice samples at least 5 feet long with the splice at mid-length. Shorter
sample splice bars may be used if approved by the Engineer.
Perform job control tests in the presence of the Engineer. Splices tested in
the absence of the Engineer may be rejected. Notify the Engineer, in writing,
at least 48 hours prior to performing testing.
Identify sample splices with weatherproof markings prior to shipment to the
testing laboratory.
Test each sample according to ASTM A 370, including Appendix A9. Tensile
test each sample until partial or total fracture of the parent bar material or
weld occurs.
All splices in the lot represented by a test will be considered to meet the
tensile strength requirements when both of the following conditions are met:
(a) The average tensile strength of the sampled splices is not less than 80000
psi, based on the nominal bar area.
(b) The individual tensile strength of at least 5 sample splices have a
minimum tensile strength of at least 80000 psi, based on the nominal bar
area.
(2) Field Welds. Perform radiographic testing on a random sample, selected by
the Engineer, of at least 25 percent of the total number of direct butt joint
welds.
Perform tests in the presence of the Engineer. Welds tested in the absence of
the Engineer may be rejected. Notify the Engineer, in writing, at least 48
hours prior to performing radiographic testing.
Perform nondestructive examination using radiographic testing according to
AWS D1.4.
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Make 2 exposures for each complete joint penetration direct butt joint. For
each of the exposures, center the radiation source on each bar to be
radiographed. Make the first exposure with the radiation source placed at
zero degrees from the top of the weld and perpendicular to the weld root and
identify with a station mark of "0". Make the second exposure at 90 degrees
to the "0" station mark and identify with a station mark of "90".
Clearly identify each direct butt joint on each radiograph. Establish the
radiograph identification and marking system with the Engineer before
radiographic inspection begins. Identify film using lead numbers and letters.
Do not use etching, flashing or writing to identify film. Legibly mark each piece
of film with identification information including, as a minimum, the following
information:
(a) Contractor's name
(b) Date
(c) Name of nondestructive testing firm
(d) Initials of radiographer
(e) Weld number
Identify a repaired weld by placing the letter "R" followed by the weld repair
number on the radiographic film using lead numbers and letters.
Record the results of radiographic interpretations on a signed certification.
Keep a copy of the certification with the film packet.
If more than 10 percent of the tested welds do not meet AWS D1.4, test a
second random sample from untested welds, selected by the Engineer, of at
least 25 percent of the total number of welds. If more than 10 percent of the
tested welds in the second sample do not meet AWS D1.4, perform
radiographic testing on remaining untested welds.
Repair weld defects according to the requirements of AWS D1.4.
3. Welded Lap Splicing.
a. General. Use direct lap joint welds conforming to the requirements in AWS D1.4
except as noted below.
Use the joint details and dimensions as shown in Figure 3.4 (A), "Direct Lap Joint
with Bars in Contact" of AWS D1.4.
Use electrodes classified as "Nickel-Steel" as referenced in AWS A5.5, A5.28, or
A5.29.
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b. Qualifications and Submittals. Perform welds using qualified welders and
qualified Welding Procedure Specifications (WPS) meeting AWS D1.4. The
operator and procedure qualification tests may be performed simultaneously.
Perform quality control inspection necessary to ensure the materials and
workmanship meets the requirements of the Contract documents using an
inspector currently certified as an AWS Certified Welding Inspector (CWI)
according to the provisions of AWS QC1.
Submit a welding plan stamped and signed by the CWI responsible for quality
control and consisting of the following documents:
(1) Quality control inspector qualifications including CWI number.
(2) Welding Procedure Specifications (WPS).
(3) Procedure Qualification Records (PQR) and test results.
(4) Welder Performance Qualification Records (WPQR) with documentation of
current welder certification.
(5) Type and extent of Nondestructive Examination (NDE) to be conducted, as
required in the specifications.
(6) Nondestructive testing personnel qualifications.
(7) Methods of protecting the welding area.
(8) Certified test report(s).
Submit quality control inspection documents, test results, and required test
assemblies.
c. Testing/Inspection. Perform inspection according to AWS D1.4.
4. Mechanical Butt Splices.
a. Types. Use one of the following types of mechanical butt splices:
(1) Sleeve-Threaded Mechanical Butt Splices. Use a sleeve-threaded
mechanical butt splice consisting of a steel splice sleeve with tapered interior
threads that joins the bars with matching tapered threads.
(2) Sleeve-Swaged Mechanical Butt Splices. Use a sleeve-swaged mechanical
butt splice consisting of a seamless steel sleeve applied over the ends of the
reinforcing steel bars and swaged to the bars by means of a hydraulic press.
(3) Sleeve-Lock Shear Bolt Mechanical Butt Splices. Use a sleeve-lock shear bolt
mechanical butt splice consisting of a seamless steel sleeve with serrated
steel strips welded to the inside of the sleeve, center hole with centering pin,
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and bolts tightened until the bolt heads shear off and the bolt ends are
embedded in the reinforcing steel bars.
(4) Two-Part Sleeve-Forged Ends Mechanical Butt Splices. The two-part sleeveforged ends bar type of mechanical butt splices consists of a shop machined
two-part threaded steel sleeve coupling forged ends of the reinforcing steel
bar.
b. General. Conform to the manufacturer's instructions when splicing.
Cut the reinforcing steel bars perpendicular to the long axis of the bar.
Provide a clear cover of not less than 1-1/2 inches measured from the surface of
the concrete to the outside of the splice sleeve. Adjust stirrups, ties and other
reinforcing steel if necessary to provide clear cover.
For epoxy-coated bars, use epoxy-coated mechanical splices.
Mark each splice with the lot, heat, or batch number that identifies the splice.
c. Qualifications and Submittals. A splice will be considered qualified if the splice
can develop a minimum tensile strength of 80000 psi, based on the nominal bar
area, and the bars within the splice do not exceed a total slip, after loading in
tension to 29000 psi and relaxing to 2900 psi, of 10 mils for bars smaller than a
No. 18 bar or 30 mils for No. 18 bar when tested according to ASTM A 370,
including Appendix A9.
Submit the following information:
(1) the manufacturer's name;
(2) the name of the product or assembly;
(2) the lot, heat, or batch number that identifies the splice;
(3) the bar grade and size number to be spliced by the material;
(4) a complete description of the splice and installation procedure; and,
(5) test results indicating the splice, used according to the manufacturer's
procedures, complies with the minimum tensile strength requirements and the
total slip requirements.
d. Testing/Inspection. Perform job control tests consisting of the fabrication, under
conditions used to produce the splice, and tensile testing of 6 sample splices for
each lot of splices. The Engineer will designate when samples for job control
tests are to be fabricated and will determine the limits of the lot represented by
each job control test.
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A lot of mechanical butt joints is defined as no more than 150 splices of the same
type of mechanical butt splice used for each combination of bar size and bar
deformation pattern that is used in the work.
Make splice samples using the same splice materials, position, equipment, and
following the same procedures as used to make splices in the work. Make splice
samples at least 5 feet long with the splice at mid-length. Shorter sample splice
bars may be used if approved by the Engineer.
Perform job control tests in the presence of the Engineer. Splices tested in the
absence of the Engineer may be rejected. Notify the Engineer, in writing, at least
48 hours prior to performing testing.
Identify sample splices with weatherproof markings prior to shipment to the
testing laboratory.
Test each sample according to ASTM A 370, including Appendix A9. Tensile test
each sample until partial or total fracture of the parent bar material, mechanical
splice material, or bar-to-splice connection.
All splices in the lot represented by a test will be considered to meet the tensile
strength requirements when the minimum individual tensile strength of the
sampled splices is not less than 80000 psi, based on the nominal bar area.
5. Mechanical Lap Splices.
a. General. Conform to the manufacturer's instructions when splicing.
Provide a clear cover of not less than 1-1/2 inches measured from the surface of
the concrete to the outside of the splice sleeve. Adjust stirrups, ties and other
reinforcing steel if necessary to provide clear cover.
For epoxy-coated bars, use epoxy-coated mechanical splices.
Mark each splice with the lot, heat, or batch number that identifies the splice.
b. Qualifications. A splice will be considered qualified if the splice can develop a
minimum tensile strength of 75000 psi, based on the nominal bar area, when
tested according to ASTM A 370, including Appendix A9.
Submit the following information:
(1) the manufacturer's name;
(2) the name of the product or assembly;
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(2) the lot, heat, or batch number that identifies the splice;
(3) the bar grade and size number to be spliced by the material;
(4) a complete description of the splice and installation procedure; and,
(5) test results indicating the splice, used according to the manufacturer's
procedures, complies with the minimum tensile strength requirements.
c. Testing/Inspection. Perform job control tests consisting of the fabrication, under
conditions used to produce the splice, and tensile testing of 6 sample splices for
each lot of splices. The Engineer will designate when samples for job control
tests are to be fabricated and will determine the limits of the lot represented by
each job control test.
A lot of mechanical butt joints is defined as no more than 150 splices of the same
type of mechanical butt splice used for each combination of bar size and bar
deformation pattern that is used in the work.
Make splice samples using the same splice materials, position, equipment, and
following the same procedures as used to make splices in the work. Make splice
samples at least 5 feet long with the splice at mid-length. Shorter sample splice
bars may be used if approved by the Engineer.
Perform job control tests in the presence of the Engineer. Splices tested in the
absence of the Engineer may be rejected. Notify the Engineer, in writing, at least
48 hours prior to performing testing.
Identify sample splices with weatherproof markings prior to shipment to the
testing laboratory.
Test each sample according to ASTM A 370, including Appendix A9. Tensile test
each sample until partial or total fracture of the parent bar material, mechanical
splice material, or bar-to-splice connection.
All splices in the lot represented by a test will be considered to meet the tensile
strength requirements when the minimum individual tensile strength of the
sampled splices is not less than 75000 psi, based on the nominal bar area.
503-3.06 HEADED BAR REINFORCING STEEL. Use Headed bar reinforcing steel
consisting of deformed reinforcing steel bars with a head attached to one or both ends.
Attachment can be accomplished through welding or forging of heads onto the bar
ends, by internal threads in the head mating to threads on the bar end or by a separate
threaded nut to secure the head to the bar. Heads may be forge formed, machined from
bar stock, or cut from plate.
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Perform production control tests consisting of the installation, using the same procedure
as used in the work, and tensile testing of 3 sample splices for each lot of heads.
A production lot of headed bar reinforcing steel is defined as no more than 150 splices
of the same bar size, with heads of the same size and type, and manufactured by the
same method, produced from bar material of a single heat number and head material of
a single heat number. For bars having heads on both ends, the bar will be counted as 2
reinforcing steel bars for the purposes of establishing and testing production lots.
Test each sample according to ASTM A 970.
All splices in the lot represented by a test will be considered to meet the tensile strength
requirements when the minimum individual tensile strength of the sampled splices
meets the tensile strength requirements of ASTM A 970.
503-3.07 DRILLING AND BONDING DOWELS. Install dowels at locations shown on
the Plans or as authorized by the Engineer. Drill holes by methods that do not shatter or
damage the concrete adjacent to the holes. Do not damage reinforcing steel or
prestressing steel when drilling through reinforced concrete members, unless approved
by the Engineer. The Engineer will evaluate holes in which reinforcing steel or
prestressing steel is encountered during drilling for structural adequacy and durability.
Drill each hole to the diameter and depth recommended by the manufacturer to develop
the ultimate strength of the dowel or to the depth shown on the Plans, whichever is
greater.
Prepare each hole according to the manufacturer’s instructions before placing the epoxy
and the dowels. Fill the hole with epoxy and install the dowel according to the
manufacturer's instructions. Completely fill drilled holes with epoxy using a method that
will not trap air or create voids. Support dowels and prevent movement during curing.
Do not disturb the dowels until the epoxy has cured.
Do not use dowels made from epoxy-coated reinforcing steel, except as noted on the
Plans.
503-3.08 PLACEMENT TOLERANCES. When placing reinforcing steel, do not reduce
the total number of bars specified. Place reinforcing steel within the following
tolerances:
1. Clear Cover: +1/4 inch, -3/8 inch, but not reducing the clear cover to less than 1
inch.
2. Placement of Reinforcing Steel: ±1/2 inch.
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3. Spacing of Reinforcing Steel: ± One-quarter of the specified spacing, but not to
exceed 1 inch.
4. Spacing for Bundled Reinforcing Steel: 1 inch or 2 times the individual nominal bar
diameter between bundles, whichever is greater.
5. Embedment Length and Length of Lap Splices: -1 inch for No. 3 through No. 11
bars, -2 inches for No. 14 and No. 18 (embedment only).
6. Location of Bends in Bars and Ends of Bars: ±2 inch.
503-4.01 METHOD OF MEASUREMENT.
Reinforcing steel and all associated work specified in this section will not be measured
for payment.
503-5.01 BASIS OF PAYMENT.
Payment for work in this section is subsidiary to pay items in Section 514.
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SECTION 504
STEEL STRUCTURES
Delete this section in its entirety and replace with the following:
504-1.01 DESCRIPTION. Construct steel structures and the structural metal portions of
composite structures according to the Plans.
Furnish, fabricate, erect, and coat structural metals shown on the Plans, including
structural steel of all grades, bolts and fasteners, stud shear connectors, welding,
special and alloy steels, metallic electrodes, steel forgings and castings, and iron
castings. Furnish, fabricate, and install incidental metal construction and elastomeric
material not otherwise provided for, according to the Contract.
504-2.01 MATERIALS. Use materials that conform to the following:
Paint
Structural Steel
Arc Welding Electrodes
Fasteners
Steel Grid Floors
Steel Pipe
Galvanizing
Steel Forgings
Steel Pins & Rollers
Castings
Subsection 708-2.01
Section 716
Section 716
Section 716
Section 716
Section 716
Section 716
Section 718
Section 718
Section 719
With written approval, substitute a grade of steel, for that specified, for a particular
application where it is desired. Substituted steel must be equal or superior in both
physical and chemical properties.
CONSTRUCTION REQUIREMENTS
504-3.01 FABRICATION.
1. Shop Inspection. Furnish 30 days notice of when work will begin at the fabrication
shop to allow for an inspection.
Furnish 4 signed copies of mill reports covering all steel used on the project.
2. General. Fabricate steel members, except for rolled shapes, at a plant certified
under the American Institute of Steel Construction (AISC) Quality Certification
Program as “Major Steel Bridge,” with endorsement “F.”
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Provide workmanship and finish that equal the best general practice in modern
bridge shops. Neatly finish portions of the work exposed to view. Carefully and
accurately perform shearing, flame cutting, and chipping.
All fabrication of railroad bridges shall be in accordance with Chapter 15, Part 3, of
the 2012 edition of AREMA Manual for Railway Engineering and as specified in the
special provisions and on the plans. In the event of a conflict between this
specification and AREMA, the more stringent document shall govern.
Protect structural steel from corrosion, dirt, grease, or other foreign matter. Store
structural steel at least 12 inches above the ground.
Ensure that rolled material is straight before being laid off or worked. If straightening
is necessary, use methods that will not injure the metal. Do not use material with
sharp kinks or bends.
Steel or wrought iron may be flame cut provided a mechanical guide is used to
secure a smooth surface. Flame cut by hand only where approved, and smooth the
surface by planing, chipping, or grinding. Manipulate the cutting flame to avoid
cutting beyond the prescribed lines. Fillet re-entrant cuts to a radius of at least 3/4
inch.
Ensure that finished members are true to line and free from twists, bends, and open
joints.
Plane sheared edges of plates more than 5/8 inch thick and carrying calculated
stresses to a depth of 1/4 inch deep. Fillet re-entrant cuts before cutting.
Make sure the surface finish of bearing and base plates and other bearing surfaces
that will contact each other or concrete meets the surface roughness requirements
as defined in ANSI/ASME B-46.1, surface roughness, waviness and lay, Part I:
Steel slabs
ANSI 2,000
Heavy Plates in contact
In shoes to be welded
ANSI 1,000
Milled ends of compression
members, stiffeners, and fillers
ANSI 500
Bridge rollers and rockers
ANSI 250
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Pins and pin rockers
ANSI 125
Slide bearings
ANSI 125
Face and bring to an even bearing abutting joints in compression members and
girder flanges, and in tension members where specified on the drawings. Where
joints are not faced, keep the opening at 1/4 inch or less.
Build floor beams, stringers, and girders with end construction angles to the exact
length shown on the Plans, as measured between the heels of the connection
angles. The permissible tolerance is plus 0 inch to minus 1/16 inch. Where continuity
is required, face end connections.
Cold bend load-carrying rolled-steel plates per AREMA Chapter 15, Part 3.1.18
Web plates shall be cut to provide for the camber of the girder.
Fit up and attach end and intermediate stiffeners as shown on the Plans. Do not
weld ends of stiffeners and other attachments to flanges unless shown on the Plans.
Submit shop drawings in one complete submittal package. Partial or incomplete
submittals will not be reviewed or considered. Partial or incomplete submittals will
be rejected. No additional contract time will be permitted due to partial, incomplete,
or inadequate submittals.
Where called for on the Plans, stress relieve welded members according to the
requirements of the AWS specifications.
Steel members must not be gouged, scratched, dented, or allowed to rub against
other members that would result in damage to the blast cleaned profile of the steel.
Members shall be handled using softeners and slings instead of chokers and chains.
Store members in the fabrication shop and on the project site in such a manner as to
be kept free and clean of all foreign substances such as grease, oil, mortar and
concrete, splatter, chalk and crayon marks, paint, and dirt. All storage must be
above ground and sloped to allow free drainage of melted snow, rainwater, and dew.
If the members are stored for periods longer than three months, the members must
be placed on metal supports or wood capped with steel plates such that only the
steel comes into contact with the member. For periods of storage up to three
months, members may be placed on clean, untreated, wood timbers.
Store plate girders and rolled beams with the web in the upright position. The
members may be stacked provided metal or wood supports, as noted above,
separate individual members. Under no circumstances shall members be nested
together or bundled.
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Do not allow treated lumber or treated timber to contact steel members. Contact
with clean, untreated lumber or timber will not damage the steel members
After fabrication of weathering steel structures and while the structure is waiting to
be shipped, the fabricator shall completely wet the structure with water once daily to
start the weathering process.
All materials shall be carefully loaded so as to avoid injury in transit. Members
weighing more than 3 tons shall have the weight marked thereon. All loose parts
such as bolts, pins, washers, and small connection plates shall be packed in
containers, of adequate strength. The contents of each unit shall be plainly marked
on the top of each container.
Girders shall be shipped in an upright position and adequately blocked and braced
to prevent damage during shipping. The Fabricator shall submit girder loading
diagrams for approval fourteen (14) days in advance of the anticipated shipping
date. These diagrams shall include proposed blocking, bracing and tie-down details.
All weathering steel bridge components that are shipped through salt-laden air shall
be cleaned with pressurized water upon arrival to the site.
Extraordinary care shall be taken in the handling of material designated as fracture
critical members (FCM’s). Lifting dogs, tongs, grippes, chains, cables, or other lifting
devices placed in direct contact with the FCM which may gouge, scratch, score,
scrape, or otherwise damage the surface, edges, or corners of FCM’s shall not be
used. Procedures for handling FCM’s using lifting straps, timber cushions or other
protective devices shall be developed, submitted to the Engineer, and receive
written approval by the Engineer before handling any material for movement,
designated as FCM.
3. Shop Splices. Indicate all splices on the shop drawings. These splices shall be in
accordance with the plans and are subject to approval and are subject to the
following limitations:
Make splices complete penetration butt welds. Grind flange and web splices flush on
both sides. Grind parallel to the longitudinal axis of the girder.
Place all splices as far from the center of the span as feasible. Use tension flange
splices only as shown on the Plans or as approved.
Completely weld each element of a girder, such as flange or web, before attaching it
to another element.
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Make all splices at least 24 inches from the nearest stiffener plate. Offset web and
flange splices at least 24 inches.
4. Bolt Holes. Either drill or punch bolt holes. Make finished bolt holes 1/16 inch larger
than the nominal diameter of the bolt. Ensure holes are clean cut and without burrs
or ragged edges. Material with poorly matched holes will be rejected.
When material forming parts of a member is composed of not more than 5
thicknesses of metal, and whenever the thickness of the metal is not greater than
3/4 inch for structural carbon steel or 5/8 inch for alloy steel, either punch or drill the
holes to full size.
When there are more than 5 thicknesses or when any of the main material is thicker
than 3/4 inch in carbon steel, or 5/8 inch in alloy steel, or when required under
paragraph 7 below, subpunch or subdrill the holes 3/16 inch smaller. After
assembling, ream them to size or drill them from the solid to full size.
For punched holes, the diameter of the die must not exceed the diameter of the
punch by more than 1/16 inch. Ream any holes that must be enlarged to admit bolts.
Ream holes cylindrical and perpendicular to the member. Direct reamers
mechanically, where practicable.
Ream and drill using twist drills. Assemble connecting parts requiring reamed or
drilled holes and securely hold them while reaming or drilling them. Match mark
them before disassembling.
Subpunch (or subdrill if required) holes for field connections and field splices of arch
members, continuous beams, towers (each face), bents, plate girders, and rigid
frames while assembled in the shop. Obtain approval of the assembly, including
camber, alignment, and accuracy of holes and milled joints before beginning
reaming.
Subpunch and ream holes for floor beam and stringer field end connections to a
steel template, or ream them while assembled. When partial assembly is permitted
ream holes for web member connections with steel templates.
When using templates to ream field connections of web members of an arch, bent or
tower, mill or scribe at least one end of each web member normal to the long axis of
the member. Accurately set the templates at both ends from this milled or scribed
end.
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Ream or drill the full size of the field connection through templates after carefully
locating the templates as to position and angle and firmly bolting them. Use exact
duplicate templates used to ream matching members or the opposite faces of one
member. Accurately locate templates for connections that duplicate so that like
members are duplicates and require no matchmarking.
Accurately punch holes full-size, subpunch them, or subdrill them so that after
assembling (before reaming), a cylindrical pin 1/8 inch smaller in diameter than the
nominal size of the punched hole may be entered perpendicular to the face of the
member, without drifting, in at least 75% of the contiguous holes in the same plane.
If the requirement is not fulfilled, the badly punched pieces will be rejected. If any
hole will not pass a pin 3/16 inch smaller in diameter than the nominal size of the
punched hole, the material will be rejected.
Ream or drill holes so that 85% of the holes in any contiguous group after being
reamed or drilled show no offset greater than 1/32 inch between adjacent
thicknesses of metal.
Provide in steel templates hardened steel bushings in holes accurately dimensioned
from the center lines of the connection as inscribed on the template. Use the center
lines to locate accurately the template from the milled or scribed ends of the
members.
5. Shop Assembling. Except as modified below, 100% assemble in the shop each
bridge span. Completely shop assemble each bridge span structure, including
diaphragms, bracing and floor systems.
Clean metal surfaces in contact before assembling them. Assemble, pin well, and
firmly draw together the parts of a member with bolts before beginning drilling. Take
apart assembled pieces, if necessary, to remove burrs and shavings. Keep the
members free of twists, bends, and other deformities.
Make the drilled holes no more than 1/16 inch larger than the nominal diameter of
the bolts. Undersized bolts shall not be used during 100% shop assembly.
Secure end connection angles, stiffeners, and similar parts using shipping bolts to
prevent damage in shipment and handling.
Furnish a camber diagram showing the camber for each girder web. Take the
camber from actual measurement.
Allow holes to drift during assembly only as needed to position the parts, and not
enough to enlarge the holes or distort the metal.
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Match mark connecting parts assembled in the shop to allow for reaming holes in
field connections. Furnish to the Engineer a diagram showing the marks.
6. Bolted Connections, High-Strength Bolts. Determine bolt lengths by adding the
values given in Table 504-1 to the total thickness of connected material. These
values compensate for thickness of nut, bolt point, and washers. Add 5/32 inch to
the grip length per each additional flat washer. Adjust the total length to the next
longer 1/4 inch increment up to a 5 inch length and to the next longer 1/2 inch
increment for lengths over 5 inches.
Fit bolted parts solidly together when assembling them and do not separate them by
gaskets or other interposed compressible material. Place hardened washers under
the turned element.
TABLE 504-1
BOLT LENGTH DETERMINATION
Bolt
Diameter
(inches)
1/2
5/8
3/4
7/8
1
1-1/8
1-1/4
Added Length
(inches)
11/16
7/8
1
1-1/8
1-1/4
1-1/2
1-5/8
Keep assembled joint surfaces, including those adjacent to washers, free of scale
except tight mill scale. Clean off dirt, loose rust, burrs, and other defects that would
prevent the parts from seating. Keep contact surfaces free of oil, paint, or lacquer.
When the outer face of the bolted parts has a slope of more than 1:20, use a smooth
beveled washer in contact with the sloped surface.
Tighten fasteners to give at least the required minimum tension values shown in
Table 504-2 when the joint is completed. Use bolts and nuts made by the same
manufacturer in a connection.
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TABLE 504-2
REQUIRED BOLT TENSION
Bolt Size
(inches)
3/4
7/8
1
Required Minimum
Tension
(pounds)
28,400
39,250
51,500
Use zinc coated load indicating washers per ASTM F 959 or the Turn-Of-Nut
method. Demonstrate the suitability of the device by testing a representative sample
of at least three devices for each diameter and grade of fastener used in the
structure. Test with a calibration device capable of indicating bolt tension. Include in
the test assembly flat, hardened washers, if required in the actual connection,
arranged as those in the actual connection to be tensioned. Demonstrate with the
calibration test that the device indicates a tension at least 5% greater than that
required by Table 504-2. Follow manufacturer's installation procedures when
installing bolts in the calibration device and in all connections. Be careful to properly
install flat, hardened washers when using load indicating devices with bolts installed
in oversized or slotted holes and when using the load indicating devices under the
turned element. The load indicating device will count as one washer for the purpose
of determining bolt length.
Place the load indicating device under the bolt head and turn only the nut when
tightening the bolt. The device must indicate full tensioning of the bolt when the
opening reaches zero.
Install bolts in all holes of the connection and bring them to a snug tight condition.
Snug tight is defined as the tightness that exists when the plies of the joint are in firm
contact. This may be attained by a few impacts of an impact wrench or the full effort
of a man using an ordinary spud wrench. The installer shall verify that the load
indicating washer protrusions have not been compressed to a gap that is less than
the job inspection gap during the snug tightening of the connection, and if this has
occurred, then the load indicating washer shall be removed and replaced. Then,
tighten fasteners, progressing systematically from the most rigid part (usually near
the center) of the connection to the free edges, or as directed. Keep previously
tightened fasteners from relaxing. Multiple systematic tightening cycles may be
required. The installer shall verify that the load indicating washer protrusions have
been compressed to a gap that is less than the job inspection gap.
Turn-of-Nut Tightening is an approved bolt tightening method. A representative
sample of not less than three bolts and nuts of each diameter, length and grade to
be used in the work shall be checked at the start of work in a device capable of
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indicating bolt tension (Skidmore-Wilhelm Bolt Calibrator or equal). The test shall
demonstrate that the method of estimating the snug tight condition and controlling
turns from snug tight to be used by the bolting crews develops a tension not less
than 5 percent greater than the tension required by Table 504-2.
After all bolts in a connection have been brought to snug tightness, each nut, bolt
shank, and the structural base metal shall be match marked with a line of white or
yellow ink or paint that is not water soluble. Additionally, the structural base metal
shall be marked to indicate the applicable amount of nut rotation specified in Table
504-3. All bolts in the joint shall then be tightened additionally by the applicable
amount of nut rotation specified in Table 504-3 with tightening progressing
systematically from the most rigid part of the joint to its free edges. During this
operation there shall be no rotation of the part not turned by the wrench. To ensure
compliance with this article, the match mark on the bolt shank and the initial mark on
the structural base metal shall remain aligned. Additionally, the match mark on the
nut and the mark representing the specified amount of nut rotation shall be aligned
after tightening.
TABLE 504-3
NUT ROTATION FROM SNUG TIGHT CONDITION
Disposition of Outer Face of Bolted Parts
Bolt length
(Under side of
head to end of
bolt)
Up to and
including 4
diameters
Over 4
diameters but
not exceeding 8
diameters
Over 8
diameters but
not exceeding
12 diameters
Both faces
normal to
bolt axis
One face normal
to bolt axis and
other face sloped
not more than
1:20 (beveled
washer not used)
Both faces sloped
not more than 1:20
from normal to the
bolt axis (beveled
washer not used)
1/3 turn
½ turn
2/3 turn
½ turn
2/3 turn
5/6 turn
2/3 turn
5/6 turn
1 turn
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Nut rotation is relative to bolt regardless of the element (nut or bolt) being turned.
For bolts installed by ½ turn and less, the tolerance should be plus or minus 30
degrees; for bolts installed by 2/3 turn and more, the tolerance should be plus or
minus 45 degrees
Do not reuse high-strength bolts. Remove previously fully tightened bolts that
were loosened by tightening adjacent bolts. Replace them with new bolts,
nuts, and load indicating devices.
7. Welding. Perform all welding and Nondestructive Examination (NDE) in accordance
with Chapter 15, Part 3 of the AREMA Manual for Railway Engineering, as specified
herein, or as shown on the Plans. Conform to the ANSI/AASHTO/AWS Bridge
Welding Code D1.5 when welding new steel bridge girders, beams, stringers and
bearings. Conform to the Structural Welding Code AWS D1.1 when welding all other
steel structures. Refer to Table 504-4 for NDE of field welds.
TABLE 504-4
NONDESTRUCTIVE TESTING OF FIELD WELDS
Element
Rolled beam
to sole plate
Deck plate
Weld Type
Fillet
Welding
Code
AWS D1.5
Fillet
AWS D1.5
Pile splice
CJP
AWS D1.1
Pile to cap
Fillet
AWS D1.1
Pile to cap
Reinforcement
Butt Splice
CJP
CJP
AWS D1.1
AWS D1.4
Nondestructive
Testing
Magnetic
Particle
Magnetic
Particle
Ultrasonic
Magnetic
Particle
Ultrasonic
Radiographic
Minimum
Amount
Tested
10%
10%
100%
10%
10%
1 in 25
All weld metal must be equivalent to the base metal in strength, corrosion resistance
and weathered appearance. Field welding of construction accessories to the beams
will not be permitted. All shop and field welding shall be either SMAW or SAW
unless approved by the engineer.
The use of recycled flux will not be permitted. All flux used in the welding of Fracture
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Critical Members (FCM) shall be new freshly deposited in the flux dispensing system
only from undamaged packages. Flux for FCM’s shall not be previously used,
reused recycled, reprocessed or picked up off of the working surface by any method
and re-deposited back into the dispensing system.
At least 30 days before welding, submit for approval a welding plan that has been
signed and stamped by a Certified Welding Inspector (CWI) responsible for Quality
Control (QC) and consisting of the following documents.
a. Quality Control personnel qualifications listing CWI number;
b. Welding Procedure Specifications (WPS) using forms in AWS D1.5 or D1.1,
Sample Welding Forms;
c. Procedure Qualification Records (PQR) when applicable, using forms in AWS
D1.5 or D1.1, Sample Welding Forms;
d. Welder Performance Qualification Records (WPQR) using forms in AWS D1.5 or
D1.1, Sample Welding Forms with documentation of current welder certification
e. Sample daily inspection sheet; and
f. Type and extent of NDE to be conducted, as required in the specifications.
Perform all Quality Control inspection necessary to ensure the materials and
workmanship meet the requirements of the Contract documents. Use a CWI for
welding inspection.
Correct all deficiencies in materials and workmanship revealed by Quality Control
and Quality Assurance inspections without additional compensation.
Furnish all completed Quality Control inspection documents on a weekly basis to the
Engineer and to the Quality Assurance representative designated by the Owner
(when designated).
Meet Charpy V-notch impact test requirements as shown on the Plans, and
according to Sections 715 and 716, except that the impact energy values for filler
metals must not be less than that of the base metals to be joined, when tested at the
same temperature as the base metal.
Do not weld or tack brackets, clips, shipping devices or other material not required
by the Contract documents to the permanent structure, unless shown on the working
drawings and approved by the Engineer.
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504-3.02 ERECTION.
1. General. Provide the falsework and all tools, machinery, and appliances, including
driftpins and fitting-up bolts, needed to perform the work efficiently. Erect the
structural steel, remove the temporary construction, and do the work to complete the
structure, as required by the Contract and according to these Plans and
Specifications and in accordance with Chapter 15, Part 4 of the AREMA Manual for
Railway Engineering. In the event of a conflict between this specification and
AREMA, the more stringent document shall govern. Make temporary field welds to
structural steel according to the procedures required by these Specifications. Field
welding of construction accessories to the beams will not be permitted without the
approval of the Engineer. Steel with sharp kinks or bends will be rejected. Heat
straightening of A 514 or A 517 steel will be governed by special provision when
used.
2. Handling and Storing Materials. Store material on skids above the ground. Keep it
clean and properly drained. Place girders and beams upright and shore them.
Adequately support long members, such as columns and chords, on skids to prevent
injury from deflection.
3. Falsework. Use falsework according to Section 512.
4. Method and Equipment. Before starting erection work, inform the Engineer of the
proposed erection method and the proposed amount and character of the
equipment.
Follow handling and erection procedures so as to avoid inducing critical buckling
stresses in the girders.
Submit plans thirty days in advance for approval showing the erection method.
The above methods and equipment are subject to the Engineer’s approval.
However, even with this approval, maintain responsibility for the safety of the
method or equipment and complete the work according to the Plans and
Specifications. Obtain approval before doing any work.
Do not induce buckling or other instabilities at any time during shipping, handling or
erection.
Submit changes needed to accommodate the erection plan for approval. Do not
submit shop drawings until the Engineer has approved the erection plan.
Submit plans and calculations for the erection plan in one complete submittal
package. Partial or incomplete submittals will not be reviewed or considered.
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Partial or incomplete submittals will be rejected. No additional contract time will be
permitted due to partial, incomplete, or inadequate submittals.
Do not deviate from the approved erection plan without the written permission of the
Engineer.
Maintain responsibility for the safety of the method or equipment and complete the
work according to the Contract Documents.
5. Assembling Steel. Accurately assemble the parts as shown on the Plans and follow
match-marks. Handle the material carefully to avoid bending, breaking, or otherwise
damaging the parts. Do not hammer if doing so will injure or distort the members.
Clean bearing surfaces and surfaces to be in permanent contact before assembling
the members.
6. Attachment of Formwork. When approved, use 1-inch maximum diameter holes in
steel girder webs for attaching formwork. Place holes 6 inches minimum clear
distance from all horizontal or vertical welds and space them at least 4 feet center to
center. Drill or subpunch and ream holes. They may be left open.
Include in the request enough detail of the formwork for determining the stresses
that will be imposed on the girder.
7. Setting Shoes and Bearings. Place shoes, bearing plates, and elastomeric bearing
pads set directly on concrete surfaces on properly finished bearing areas. Float the
concrete surfaces on a level plane that varies no more than 1/16 inch from a
straightedge placed in any direction across the area. Limit the variation of the
finished surface to 1/8 inch from the elevation shown on the Plans. Set the shoes,
elastomeric bearing pads, and bearing plates as shown on the Plans in exact
position with full and even bearing.
Place under masonry plates grout that meets Subsection 701-2.03. Mix and place
grout according to the manufacturer’s written recommendations. Clean concrete
areas that will contact the grout. Remove loose or foreign matter that would prevent
the bond between the mortar and the concrete surfaces.
Tightly pack the grout under the masonry plates to provide full bearing. After placing,
cover exposed surfaces of grout pads with a heavy thickness of burlap saturated
with water for 3 days. Do not place a load on the grout until it has attained a
compressive strength of 5000 psi.
Locate the anchor bolts in relation to the slotted holes in the expansion shoes to
correspond with the temperature during erection. Adjust the nuts on anchor bolts at
the expansion ends of spans to permit the span to move freely.
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Apply epoxy adhesive, meeting AASHTO M 235, to the bottom surface of the
elastomeric bearing pads before placing them. Do not move the pad until the epoxy
has cured and full adhesion is achieved.
504-3.03 PAINTING. (Not Used.)
504-3.04 CLEANUP. Upon completion and before final acceptance of the structure,
remove falsework and falsework piling down to 2 feet below the finished ground line.
504-4.01 METHOD OF MEASUREMENT. Section 109 and as follows:
Structural steel measured by weight, will include castings, forgings, alloy steels, steel
plates, high-strength bolts and nuts, anchor bolts and nuts, stud shear connectors,
shoes, rockers, rollers, pins and nuts, expansion dams, roadway drains and scuppers,
weld metal, and structural shapes for expansion joints and pier protection.
The weight of the metal in the completed structure will be computed, based on the
following:
1. Unit Weights, pounds per cubic foot:
Aluminum, cast or rolled
173
Bronze or copper alloy
536
Copper sheet
558
Iron, cast
445
Iron, malleable
470
Lead, sheet
707
Steel, cast or rolled, including alloy,
copper bearing, and stainless
490
Zinc
450
2. Shapes, Plates, Railing and Flooring. By their nominal weights and dimensions as
shown on the contract drawings, deducting for copes, cuts and open holes,
exclusive of bolt holes. The weights of plates more than 36 inches wide will include
an estimated overrun computed as one-half the “permissible variation in thickness
and weight” as tabulated in ASTM A 6.
The weight of railing will be included as structural steel unless the bid schedule
contains a pay item for bridge railing under Section 507.
The weight of steel grid flooring will be computed separately.
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3. Castings. From the dimensions shown on the Plans, deducting for open holes. To
this weight will be added 5% for fillets and overruns. Scale weights may be used for
castings of small complex parts, since it would be difficult to compute their weight
accurately.
4. Welds. From the following for shop and fillet welds:
Size of weld (inches)
1/4
5/16
3/8
1/2
5/8
3/4
7/8
1
Pounds per linear foot
0.20
0.25
0.35
0.55
0.80
1.10
1.50
2.00
The weight of other welds will be computed on the basis of the theoretical volume
from dimensions of the welds, adding 50% to the weight to allow for overrun.
5. High-Strength Bolts. From the following for bolt heads and nuts for high-strength
bolts:
Bolt Diameter (inches)
5/8
3/4
7/8
1
1-1/8
Pounds per 100 Heads or Nuts
15
25
37
50
75
6. Excluded Items. The weight of the following will not be measured: erection bolts,
shop and field paint, galvanizing; boxes, crates, and other containers used for
shipping; together with sills, struts, and rods used for supporting members during
transportation; and bridge hardware connectors used for joining timber members.
504-5.01 BASIS OF PAYMENT. If no pay item is included in the bid schedule for
structural steel, the quantities of metal drains, scuppers, conduits, ducts and structural
shapes for expansion joints and pier protection measured as provided above, will be
subsidiary to pay items in Section 514.
Payment for the structural steel, waterproofing, elastomeric pads and other bearings for
the bridge are subsidiary to pay items in Section 514.
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The quantities of cast-in-place concrete pile and structural sheet piles included in the
bridges will be measured for payment as described for the items involved.
No additional payment will be made for increases in structural steel quantities due to
your erection method.
Structural steel for precast or prestressed concrete bridges is subsidiary.
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SECTION 505
PILING
Delete this section in its entirety and replace with the following:
505-1.01 DESCRIPTION. Furnish and drive piles, including test piles, as specified.
Furnish piles sufficient in length to obtain the required ultimate bearing capacity and to
extend to the minimum tip elevation as shown on the Plans.
Drive additional test piles, make borings, or make other investigations needed to
determine pile lengths required without extra compensation.
505-2.01 MATERIALS. Use materials that conform to the following:
Concrete
Reinforcing Steel
Timber Piles
Preservatives for Timber
Steel Shell
Steel Pipe
Structural Steel Piles
Sheet Piles
Section 501
Section 709
Section 713
Section 714
Section 715
Section 715
Section 715
Section 715
CONSTRUCTION REQUIREMENTS
505-3.01 TEST PILES. (Not used.)
505-3.02 LOAD TESTS. (Not used.)
505-3.03 PILE BEARING VALUES. Drive piles to the required ultimate bearing
capacity. The required ultimate bearing capacity is indicated on the Plans. The ultimate
capacity and acceptance criteria shall be developed as described in this specification
under the following steps.
1. The Engineer will develop preliminary pile driving criteria using the Wave Equation
Analysis of Pile-Driving (WEAP) program for each pier and abutment. The first pile at
each abutment pile cap and pier shall be considered a Test Pile. Driving acceptance
criteria for the group shall be developed based on the Test Pile.
2. The Contractor’s Dynamic Testing Consultant shall take pile driving analyzer (PDA)
measurements during driving and at the beginning of restrike on the Test Pile at
each structure. Restrike should be completed no sooner than 10 days following
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completion of driving on the Test Pile. The opposite pile in the group could be driven
during this waiting time, but driving on the other adjacent piles shall be avoided until
the restrike is complete. The PDA measurements will give an indication of driving
stresses in the steel, and a preliminary estimate of the ultimate compressive
capacity at that time (drive or restrike). Driving stresses shall be limited to 0.8 of the
yield strength of the steel.
3. The Contractor’s Dynamic Testing Consultant shall complete a Case Pile Wave
Analysis Program (CAPWAP) analysis of the PDA measurements for both the end of
driving and start of restrike to determine the load transfer around the pile. CAPWAP
results shall include the ultimate unit skin friction as a function of depth, ultimate end
bearing, and dynamic parameters such as damping and quake values for the WEAP
analysis. The CAPWAP results shall be in a format that allow evaluation of the shaft
friction within the scour zone, and include results for both driving and restrike.
4. The Contractor’s Dynamic Testing Consultant and/or the Engineer shall calibrate the
WEAP analysis using the results of field PDA testing and CAPWAP analysis.
5. The Engineer will calculate a reduced ultimate capacity to account for lost skin
friction and end bearing during localized scour and reduced effective stress for longterm scour using CAPWAP analysis results.
6. The Owner’s Representative will compare the calculated capacity to the minimum
required ultimate design capacity for acceptance. When a pile doesn’t meet the
driving criteria minimum required ultimate design capacity, potential options include
driving the pile deeper or allowing the soil to set-up and restriking. The anticipated
increase in capacity may be on the order of 10 percent after set-up; however,
without testing, it is uncertain.
7. Using the results from Steps 4 and 5, the Owner’s Representative will modify the
WEAP analysis from Step 3 to develop pile-driving resistance acceptance criteria for
the remaining piles in the group.
8. The remaining piles in the group shall be driven to the acceptance criteria.
The Contractor shall provide a Dynamic Testing Consultant qualified to perform the
testing and analyses described above. Dynamic driving analysis shall be provided at the
frequency described above. Thirty days before pile-driving is scheduled to begin, the
Contractor shall submit a pile-driving plan to the Engineer for approval. The plan shall
include, at a minimum, the following information: pile-driving hammer, hammer cushion,
drive head, pile cushion, and other appurtenances. The plan shall explain the
Contractor’s method of performing PDA measurements and CAPWAP analyses, and
include a list of previous projects where the Dynamic Testing Consultant provided
dynamic testing services. The plan shall also include a proposed driving schedule.
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During pile-driving operations, the approved system shall be used. Any change in the
driving equipment shall only be considered after the contractor has submitted a revised
pile-driving plan to the Owner’s Representative. The Owner’s Representative will
maintain an installation record for each pile during the pile driving operation. At a
minimum, the record will include: the number of blows required for each foot of pile
penetration, ram stroke, type and energy rating of the hammer, and blows per minute
near full penetration.
For all but the first Test Pile, steps 1-3 will be accomplished in 24 hours after restrike
and steps 4-6 in another 24 hours. The contractor shall anticipate a 72-hour turnaround
time for the first 24-inch Test Pile driven on the project.
505-3.04 JETTED PILES. Do not use jets during the test blows when determining the
safe bearing values of jetted piles.
505-3.05 MINIMUM PENETRATION. Drive each pile to the minimum desirable tip
elevation and to the desired bearing, as shown on the Plans and in accordance with the
requirements of in Subsection 505-3.09.
505-3.06 CAST-IN-PLACE CONCRETE PILES. Build cast-in-place concrete piles to
the design shown on the Plans. Drive steel shells or pipes and fill with Class A
Concrete.
Use the type of steel shell or closed-end pipe and the minimum thicknesses of material
shown on the Plans.
Do not allow water to freeze in cylinder-type piles.
Before placing concrete, inspect the shells for damage or distortion. Furnish a suitable
light for this purpose.
Do not fill shells or pipe with concrete until all adjacent shells, pipes, or piles within a
radius of 5 feet or 4.5 times the average pile diameter, whichever is greater, have been
driven to the required resistance.
Place concrete as follows:
1. Remove all foreign material from pipe to bottom of pile to top of soil plug. Top of soil
plug must be at least 1 foot below the bottom of the reinforcement cage.
2. One optional construction joint may be placed 1 foot below the bottom of the
reinforcement cage. Concrete shall be placed in one continuous operation from the
bottom of the pile or top of soil plug to the construction joint and in accordance with
Subsection 501-3.08.7.
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3. Place the concrete above the optional construction joint in one continuous operation
from bottom to top. Concrete may be discharged directly into the pile and permitted
to free-fall into place.
4. Use interior reinforcement where shown on the Plans.
5. Vibrate the top 20 feet of concrete in the reinforced section.
6. After filling a shell or pipe with concrete, do not drive any shell, pipe, or pile within 20
feet for at least 7 days after filling.
505-3.07 EXTENSIONS, SPLICES, AND BUILD-UPS. When necessary, make
extensions, splices, and build-ups as shown on the Plans and according to the
following:
1. Piles. If the length of a steel pile is not sufficient to obtain the required axial capacity
or penetration, splice an additional length to it. Use additions with cross sections
identical to the pile cross sections.
Make splices with complete penetration butt welds over the entire cross section. If
approved, piles may be spliced using pile cut-offs and short pieces if no piece used
is less than 10 feet long.
2. Welding. Perform all welding and Nondestructive Examination (NDE) in accordance
with Chapter 15, Part 3 of the AREMA Manual for Railway Engineering, as specified
herein, or as shown on the Plans. Conform to the Structural Welding Code AWS
D1.1. Pile splices are to be made using complete joint penetrating welds and shall
undergo 100% ultrasonic examination testing.
All weld metal must be equivalent to the base metal in strength, corrosion resistance
and weathered appearance. Field welding of construction accessories to the beams
will not be permitted. All shop and field welding shall be either SMAW or SAW
unless approved by the engineer.
505-3.08 TIMBER PILE BENTS. (Not used.)
505-3.09 DRIVING PILES. Size the pile driving equipment to drive the piles to the
required minimum depth and ultimate bearing capacity without damage. Use the
approved hammer and pile cushions recommended in the hammer manufacturer’s
guidelines. Limit the compressive driving stresses as indicated by a wave equation
analysis to 80% of the pile yield stress.
Submit a pile driving plan at least 30 days before driving piles. Include a completed Pile
Driving Equipment Data (Form 25D-098) and any attachments necessary to describe all
pile driving equipment and techniques to be used. The ARRC will base approval of the
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pile driving equipment on a wave equation analysis and the Owner’s Representative’s
recommendations. Submit changes to the approved pile driving plan on a revised Pile
Driving Equipment Data form with necessary attachments. Allow at least 5 working days
for the Owner Representative’s approval.
Steel piles when placed in the leads must not exceed the camber and sweep permitted
by allowable mill tolerance. Piles bent or otherwise injured will be rejected.
Drive all piles as shown on the Plans or as ordered in writing. Drive abutment piles and
pier piles within an allowed variation as to direction of pile of not more than 1/4 inch per
foot. Place exposed pile bents within 1/2 inch of the plan position at cut-off elevation
and within 3 inches of the plan position at the original ground line elevation. Limit the
rotation of such steel piles about their longitudinal axis to 15 degrees from the plan
position.
Install piles in groups starting from the center of the group and proceed outward in
either direction.
Provide driving heads, mandrels, or other devices according to the manufacturer’s
recommendations so that the pile may be driven without damage. Use cast steel
combination driving heads and pilots with suitable cushion blocks. Ensure that the
driving heads closely fit the top of a steel H-pile or steel pipe pile, and cut the steel piles
squarely. Provide a driving cap to hold the axis of the pile in line with the axis of the
hammer.
Use full-length piles where practical. Where splices are required, follow the provisions of
Subsection 505-3.07.
Downtime for driving a single pile (for splicing or other interruptions) shall not exceed 12
hours. If driving interruptions greater than 12 hours occur and sufficient setup has
occurred to prevent further driving prior to achieving the minimum tip elevation,
additional effort to remobilize the pile to continue driving will not be paid for.
Use conical pile points, metal shoes or reinforced tips of the design shown on the Plans
or as ordered in writing.
Use impact hammers or a combination of hammers to drive piles. Determination of
bearing capacity and required penetration is based on the requirements of Subsection
505-3.03. Remove inefficient hammers from the work. Additional pile length to be used
as production pile, that meets the requirements of Section 715 and is properly spliced
shall not be considered a follower.
When using pile driving leads, ensure that leads allow the hammer to move freely. To
ensure rigid lateral support to the pile during driving, hold the pile driver leads in position
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at the top and bottom by using guys or steel braces or by securely fastening them to the
ground. Except where piles are driven through water, use leads that are long enough to
avoid using a follower. The design of the leads must permit proper placing of batter
piles.
If you cannot obtain the desirable penetration shown on the Plans by using the specified
driving methods and equipment, or if the Owner’s Representative believes structural
damage to the piling is likely to result from continuing these methods, attempt other
methods (as approved in writing) to obtain penetration. These methods may include, but
are not necessarily limited to:
1.
2.
3.
4.
5.
Pre-boring
Blasting
Spudding
Jetting
Using a heavier or faster striking hammer
After exhausting all practicable means to obtain the desired penetration but without
success, the Owner’s Representative may consider accepting the piling at a lesser
penetration if the Engineer believes the adequacy and safety of the resulting structure
will not be jeopardized by such acceptance.
Obtain written approval before employing any alternative methods of pile driving or
variations from the desirable tip elevation.
When driving piles through new embankment and the depth of the embankment at the
pile location is in excess of 5 feet, drive the pile in a hole made through the
embankment to the original ground surface elevation. Make the hole diameter not larger
than the nominal size of the pile. After driving the pile, fill the annular space around the
pile with dry sand or pea gravel. Dispose of excess excavated material as provided in
Subsection 203-3.01.
505-3.10 DEFECTIVE PILES. Use a pile driving method which does not subject the
piles to excessive and undue abuse producing crushing and spalling of the concrete,
injurious splitting, splintering, and brooming of the wood or deformation of the steel. Do
not manipulate the piles to force them into proper position. Correct damaged or
improperly driven piles by one of the following approved methods:
1. Withdraw and replace the pile with a new and, when necessary, longer pile.
2. Drive a second pile adjacent to the defective pile.
3. Splice or build up the pile as provided in Subsection 505-3.07, or extend a sufficient
portion of the footing to properly imbed the pile. Do not splice timber piles without
specific permission.
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4. Check all piles for possible heave prior to cutoff by surveying the elevation of each
pile butt after a pile is driven within the group. The heave data should be provided to
the Owner’s Representative to determine if redrive is required. In general, if the
heave is greater than 0.25 inch, the pile should be redriven to the original tip
elevation.
505-3.11 CUTTING OFF PILES. Cut off the piles at the elevations indicated on the
Plans. Ensure that all injured material is removed. All piles connecting to a common
precast cap must be cut off at the same elevation so that the maximum gap between
the highest and lowest pile is 1/8”. This is to ensure that the top of each pile has full
contact with embedded pile plate to allow for proper welding.
505-3.12 PROTECTING TREATED TIMBER PILES. (Not used.)
505-3.13 COATING OF STEEL PILES AND SHELLS. Steel piles and pile shells do not
require galvanizing.
505-4.01 METHOD OF MEASUREMENT.
Furnish Piles. The sum of the lengths of the piles in place in the completed structure,
conforming to the Contract, measured along the centerline of piles from the tip of pile to
the intersection with the cut-off elevation shown on the Plans.
Drive Piles. The number of piles driven in place in the completed structure conforming
to the Contract.
Test Piles. The number of test piles driven, as required in the bid schedule or ordered in
writing, which are not included in the finished structure as service piles.
Load Tests. The number of load tests completed, as required in the bid schedule or
ordered in writing.
Sheet Piles. The projected area of furnished and driven sheet piles remaining in place in
the permanent structure as called for on the Plans, measured in final position will be
measured by the square foot from tip elevation to cut off elevation.
505-5.01 BASIS OF PAYMENT.
Furnish Piles The contract price includes pile materials delivered to the site; pile crew
time, including payroll and administrative additives; and equipment rental for the driving
crane, leads and hammer. All other costs associated with pile work are paid under Drive
Piles.
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Drive Piles. The contract price includes all items related to pile work that are not
included in Furnish Piles, including but not limited to: equipment movements, pile
splices, cutoffs, templates, crane or work platforms, pile cleanout, jetting or drilling to
specified depths, reinforcing steel, concrete fill, and other fixed or variable items. This
pay item is independent of pile length and, therefore, will not change with variations
from estimated pile tip elevations. No adjustment in the contract unit price for Drive
Piles, will be made as a result of revisions ordered to the pile tip elevations.
Sheet Piles. Sheet piles used as temporary shoring for excavation, whether removed or
left in place at your option with permission of the Engineer, are subsidiary.
Pile shoes, reinforced tips, and splices are subsidiary.
Payment will be made under:
Pay Item
505(7) Furnish Cast-In-Place Concrete Piles
505(8) Drive Cast-In-Place Concrete Piles
505(9) Structural Steel Sheet Piles
Pay Unit
Linear Foot
Each
Square Foot
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SECTION 507
BRIDGE BARRIERS AND RAILING
Delete this section in its entirety and replace with the following:
507-1.01 DESCRIPTION. Construct concrete, timber, or steel bridge railing, pedestrian
railing and safety railing as shown on the Plans. Furnish and install bridge number
plates as shown on the Plans.
507-2.01 MATERIALS. Use materials that conform to the following:
Steel Railing
Section 722
Timber Railing
Section 506
Concrete
Section 501
Epoxy-Coated Reinforcing Bars
Subsection 709
Grout
Section 701
Cable
Use ¼ inch galvanized wire rope with a minimum
breaking force of 7,000 pounds.
Bronze
ASTM B98, UNS Alloys C65100 or C65500
CONSTRUCTION REQUIREMENTS
507-3.01 CONSTRUCTION REQUIREMENTS.
1. General. Construct railing to the line and grade shown on the Plans. Ensure that the
rail does not reflect any unevenness of the bridge structure. Set rail posts plumb.
Place railing after all falsework is removed and the span is self-supporting. Do not
paint bridge railing.
Furnish and install concrete curbing, associated reinforcing steel, and the approach
rail transition bracket for steel bridge railing.
2. Steel. Erect steel railing in conformance with Section 504, except do not use load
indicating washers. Weld in conformance with Section 504. Complete welding before
galvanizing the railing.
3. Timber. Fabricate and install timber railing according to Section 506.
4. Concrete. Construct concrete barriers to meet applicable requirements of Sections
501 and 503. Use Class A concrete with a specified compressive strength of 4000
psi. Apply a rubbed finish to exposed surfaces of concrete.
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507-4.01 METHOD OF MEASUREMENT.. Bridge railing and all associated work
specified in this section will not be measured for payment.
507-5.01 BASIS OF PAYMENT. All work required for the bridge railing including rail
elements, rail posts, brackets, spacers, fastenings and anchors required to attach the
railing to the structure; concrete and associated reinforcing steel included or partially
contained within the limits of the concrete rail section or within the limits of the concrete
curb for the steel bridge rail section; and bridge number plates. is subsidiary to the
structure.
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SECTION 512
FORMS AND FALSEWORK
Delete this section in its entirety and replace with the following:
512-1.01 DESCRIPTION. Design, construct, maintain and remove forms and falsework
used to form or temporarily support structural concrete until the structure is self
supporting.
512-1.02 DEFINITIONS.
COMPRESSIVE STRENGTH. See definitions in Section 501.
FALSEWORK. A temporary structure erected to support the permanent structure, in the
process of construction, until the permanent structure attains adequate strength to
become self-supporting and capable of supporting other imposed loads.
FORMS. Also know as formwork, are a temporary structure or mold used to retain the
plastic concrete in its designated shape while the concrete is curing and gaining
sufficient strength to maintain its designated shape.
HAUNCH. A thickened portion of a concrete deck filling the space between the top of
the girder and the bottom of the roadway slab.
INFORMATIONAL FIELD TEST. See definitions in Section 501.
512-2.01 MATERIALS. As specified or approved.
DESIGN AND CONSTRUCTION REQUIREMENTS
512-3.01 SUBMITTALS.
1. Falsework Plan. When complete details for falsework are not shown on the Plans,
prepare and submit a falsework plan, prepared and sealed by a Professional
Engineer registered in the State of Alaska. When the structure is not open to traffic
and is not over or adjacent to railroads or roadways, a falsework plan and
independent design check are not required.
Include detailed working drawings, material specifications, and supporting
calculations to allow for complete review of the falsework plan. For manufactured or
proprietary falsework components, include the manufacturer's information, technical
bulletins, design data, and other necessary information used in the calculations.
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Include an independent design check to verify that the design satisfies the Contract
requirements. Perform the independent design check by a Professional Engineer
registered in the State of Alaska. Independent means the Professional Engineer
performing the independent design check is not associated as a subordinate,
subsidiary, employee, or member of the business employing the Professional
Engineer sealing the falsework design.
Submit an independent design check letter, sealed by the Professional Engineer
performing the independent design check, certifying the falsework plan meets the
AASHTO Design specifications and the requirements of this Section. Include the
independent design check letter with the falsework plan submittal.
2. Falsework Inspection Verification. Prior to placing reinforcing steel or other loads,
perform a falsework inspection by the Professional Engineer sealing the falsework
design. Do not place reinforcing steel until a written verification, signed by the
Professional Engineer sealing the falsework design, stating that the falsework meets
the design and construction requirements is provided to the Engineer.
3. Concrete Deck Haunch Dimensions. Prior to placing falsework, submit the girder
elevations, required haunch dimensions, and supporting calculations for review.
Ensure the haunch dimensions meet the requirements of Subsection 512-3.05.
512-3.02 FALSEWORK DESIGN. Design falsework according to the AASHTO Guide
Design Specifications for Bridge Temporary Works and these specifications. When the
structure is supported by falsework and is open to traffic, also design the falsework for
highway loads according to the AASHTO Standard Specifications for Highway Bridges.
1. Falsework Foundations. Where spread footing type foundations are used, determine
the bearing capacity of the soil and include the bearing capacity on the plans.
Design and construct pile type foundation according to this specification and Section
505.
2. Falsework Over Or Adjacent to Roadways. Provide a minimum vertical clearance of
16.5 feet through falsework, unless otherwise shown on the Plans. Install advance
warning devices and vertical clearance signs at falsework openings according to
Section 643. When the vertical clearance is less than 17 feet, post a CW12-2P low
clearance sign with a vertical clearance as 3 inches less than the minimum
clearance.
3. Falsework Over Or Adjacent to Railroads. Meet the clearance requirements of the
American Railway Engineering and Maintenance-of-Way Association Manual for
Railway Engineering.
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512-3.03 FALSEWORK CONSTRUCTION. Construct falsework to conform to the
approved falsework plan. Do not begin falsework construction without an approved
falsework plan. Do not modify or alter the structure to accommodate falsework unless
otherwise noted or authorized by the Engineer.
When welding falsework, meet the welding requirements of Section 504.
Build camber into the falsework to compensate for falsework deflection and anticipated
structure deflection. Camber shown on the Plans or specified by the Engineer is for
anticipated structure deflection only.
Do not modify or alter the structure to attach falsework unless otherwise noted or
authorized by the Engineer.
512-3.04 FORMS. For surfaces that are exposed in the completed work, use plywood
forms meeting the requirements of the American Plywood Association (APA) grade High
Density Overlaid (HDO) Plyform Class I or other approved material that will produce an
equivalent smooth and uniform concrete surface. For other surfaces, use plywood forms
meeting the requirements of the American Plywood Association (APA) grade B-B
Plyform Class I. Use only form panels in good condition free of defects on surfaces in
contact with concrete.
Furnish and place form panels for exposed surfaces in uniform widths of not less than 3
feet and in uniform lengths of not less than 6 feet except where the width of the member
formed is less than 3 feet.
Arrange form panels in symmetrical patterns conforming to the general lines of the
structure. Place panels for vertical surfaces with the long dimension horizontal and with
horizontal joints level and continuous. For walls with sloping footings that do not abut
other walls, placement of panels with the long dimension parallel to the footing is
permitted.
Follow the manufacturer’s written recommendations when using form liners.
Increase the thickness of concrete members that receive an architectural finish to
maintain the specified cover to reinforcing steel.
Bevel exposed corners and edges with 3/4 inch chamfers built into the forms.
Do not modify or alter the structure to attach forms unless otherwise noted or authorized
by the Engineer. Form ties, anchors, and other devices may be cast into the concrete
for supporting forms or for lifting precast members. Ensure form ties and anchors can
be removed without damaging the concrete surface. Do not use driven devices or
anchors coated with materials that will stain the concrete for supporting forms.
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Construct metal ties or anchorages within the forms to permit their removal to a depth of
at least 1 inch from the concrete surface without damage to the concrete.
Construct concrete forms mortar-tight. Clean the inside surfaces of forms free of
contaminants that affect the concrete finish. When forms are supported by existing
concrete, ensure the forms fit tightly against the existing concrete and mortar will not
pass through the joint.
Forms may be omitted when the sides of a footing excavation is in rock. If the
excavation is larger than the plan dimensions, any additional concrete placed will be at
the Contractor’s expense.
Coat forms to be removed with form release agent prior to use. Use a commercial
quality product, designed specifically to release forms, and that will not discolor the
concrete surfaces.
512-3.05 FORMS AND FALSEWORK FOR CONCRETE DECKS. Use forms and
falsework that span between adjacent girders without altering or damaging the
supporting girders. Hangers may be cast into the concrete for supporting deck
falsework. Do not use driven devices or materials that will stain the concrete to support
the falsework. Construct hangers to permit their removal to a depth of at least 1 inch
from the concrete surface without damage to the concrete.
Adjust the falsework haunch dimensions to accommodate the camber and elevation of
the installed girders. Measure the installed girder elevations along the centerline of the
girders at locations shown on the Plans after erection but before installing falsework,
forms, reinforcing steel, or applying other loads. Determine the required haunch
dimensions accounting for the variations in the girder elevations and anticipated
deflection due to additional dead loads.
Prestressed concrete girder elevations shown on the Plans are based on estimated
girder deflections at 40 and 120 days after release of the prestressing strands. The
girder elevations shown in the Plans are intended to advise the Contractor as to the
expected range of girder deflection at the time of deck forming.
Construct falsework supporting concrete work on steel structures so that loads applied
to girder webs are applied within 6 inch of the flange or stiffener. Construct Falsework to
distribute loads so that local distortion of the web is not produced.
1. Forms. Do not use permanent forms including metal, wood, or precast concrete for
concrete deck construction, unless otherwise noted. Provide concrete deck forms
meeting the following requirements:
a. Maintain the deck thickness despite irregularities in and between the girders.
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b. Accommodate haunch variation along the length and between the girders.
2. Haunches. Limit haunch dimensions to meet the following requirements:
a. 1/2 inch maximum embedment of the top flange into the deck measured at the
edge of the flange.
b. 2-1/2 inch minimum clearance between the top of deck and shear stud or shear
stirrup.
c. 2 inch minimum penetration of shear stud or shear stirrup into the deck.
d. 4 inch maximum haunch measured at the centerline of the girder.
512-3.06 REMOVAL OF FORMS AND FALSEWORK. Remove forms and falsework
without damaging the concrete member.
Forms may be removed after the concrete has cured for at least 24 hours, will not be
damaged, and has a compressive strength of at least 1400 psi as determined from
informational field test cylinders cured on the site under temperature and moisture
conditions similar to the concrete in the structure. Protect exposed concrete surfaces
from damage. Maintain curing operations according to Section 501 if forms are removed
before curing operations may be terminated.
Completely remove forms, including the roadway deck forms, from cells of box girders
which have permanent access. Unless otherwise shown in the Plans, the roadway slab
interior forms in cells where no permanent access is available may be left in place.
Falsework may be removed after the concrete has a compressive strength, determined
from informational field test cylinders cured on the site under temperature and moisture
conditions similar to the concrete in the structure, as specified in Table 512-1. If
informational field test cylinders are not available, meet the minimum number of curing
days specified in Table 512-1.
Do not release falsework for cast-in-place prestressed portions of structures until the
prestressing steel has been tensioned.
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TABLE 512-1
FALSEWORK RELEASE CRITERIA
Structural Element
1
(a) Concrete decks
(b) Simple span girders, slab bridges, cross
beams, pier caps, struts, and top slabs of concrete
box culverts
(c) Box girders
(d) Continuous span girders
(e) Other elements
Cured according to Section 501.
Percent of
Specified 28Day Strength
(f ’c), min.
70
80
Curing
Days,
min.1
90
90
80
21
21
14
10
14
512-3.07 CLEANUP. Upon completion of the structure and before final acceptance,
leave the structure and entire site in a clean and orderly condition. Remove temporary
structures, equipment, unused materials, debris, forms, and falsework. Remove
falsework piling at least 2 feet below the finished ground line, unless noted otherwise.
512-4.01 METHOD OF MEASUREMENT. Forms and Falsework will not be measured
for payment.
512-5.01 BASIS OF PAYMENT. All work required for forms and/or falsework is
subsidiary to pay items in Section 514.
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Add new section:
SECTION 514
BRIDGES
514-1.01 DESCRIPTION. Construct or reconstruct bridges.
514-2.01 MATERIALS. Use materials that conform to the following:
Structural Concrete
Prestressing Concrete
Reinforcing Steel
Steel Structures
Bridge Railings
Forms and Falsework
Section 501
Section 502
Section 503
Section 504
Section 507
Section 512
514-3.01 CONSTRUCTION REQUIREMENTS.
1. General. Construct or reconstruct bridges to the lines, grades and details as shown
in the plans and in conformance with Sections, 501, 502, 503, 504, 507 and 512.
514-4.01 METHOD OF MEASUREMENT.
Section 109.
514-5.01 BASIS OF PAYMENT. All work required for bridge construction, including
materials, labor and supplies, with the exception of Structural Excavation, Piles, Porous
Backfill, Borrow and Riprap, shall be subsidiary to Section 514 pay items.
Borrow shall be paid for under Section 203.
Structural Excavation and Porous Backfill shall be paid for under Section 205.
Riprap shall be paid for under Section 611.
Piles (Cast-In-Place Concrete Piles and Structural Steel Sheet Piles) is paid for under
Section 505.
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SECTION 602
STRUCTURAL PLATE PIPE
Delete this section in its entirety and replace with the following:
602-1.01 DESCRIPTION. Construct galvanized corrugated steel plate or aluminum alloy plate
pipes, at the locations shown on the Plans.
602-2.01 MATERIALS. Use materials that conform to the following:
Pipe Subsection 707-2.04
Bedding and backfill Subsection 204-2.01
Aggregates Subsection 703-2.13
602-3.01 CONSTRUCTION REQUIREMENTS. Lay field-assembled plate pipes in conformance
to the lines and grades approved by the Engineer. Excavation, grading, and backfill must
conform to Subsection 204-3.01. During backfilling operations, only small tracked construction
equipment (such as a D-4 dozer or smaller) shall be near the structure as fill progresses above
the crown and to the minimum height of cover. After adequate cover and compaction is
achieved, live loads may increase, if approved by the Engineer.
Repair damage to the zinc coating according to AASHTO M 36.
Pre-shape bedding material to fit the lower portion of the pipe. Pre-shape to a depth of onetenth of the pipe height and wide enough to permit compaction under the haunches. Strutting is
not permitted.
When elongated pipes are specified, form the plate sections at the factory so that the pipe’s
vertical dimension is increased by 5% of the specified diameter.
Provide the Engineer with a copy of the manufacturer's recommendations and instructions and
comply with them.
The structure shall be installed in accordance with the plans and specifications, the
manufacturer’s recommendations, and the AASHTO Standard Specifications for Highway
Bridges, Section 26.
The structure shall be assembled in accordance with the approved shop drawings and plate
layout provided by the manufacturer. Bolts shall be tightened using an applied torque of
between 100 and 300 ft-lbs.
602-4.01 METHOD OF MEASUREMENT.
Not used.
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602-5.01 BASIS OF PAYMENT. Payment for the excavation, dewatering, geotextile, crushed
aggregate fill, geogrid, backfill, multiplate steel pipe, fill inside the pipe, aggregate for the pipe
ends, guard rail, and clearance signs, and all incidental labor and material necessary to
complete the construction of multiplate steel pipe as required by the Contract Documents are
subsidiary to the Contract price for the Trail Crossing Structure.
Payment will be made under:
Pay Item
602(4) Trail Crossing 18' Diameter Multi-Plate
Pay Unit
Lump Sum
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SECTION 603
CULVERTS & STORM DRAINS
603-2.01 MATERIALS. Add the following to the list of materials:
Delete the paragraph following the materials list and replace with:
When Item 603(17), Pipe, or Items 603(17-___), ___ Inch Pipe, are listed in the bid
schedule, furnish either Polymer Coated Corrugated Steel Pipe, or Galvanized
Corrugated Steel Pipe. End Sections for Pipe must be of the same material as the pipe.
Add the following paragraph: All materials shall be in accordance with American
Railway Engineering and Maintenance-of-Way Association (AREMA) specifications. All
culverts shall be adequate for E-80 loads.
603-3.01 GENERAL. Delete the first paragraph and replace with the following:
Excavation, bedding, and backfill must conform to the requirements of Subsections 2042.01 and 204-3.01, and the details on the Plans and is subsidiary to culvert installation.
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SECTION 605
UNDERDRAINS
605-2.01 MATERIALS. Add the following:
Non-Perforated PVC Pipe
Sand Blanket
Drain Rock
Subsection 706-2.06
Subsection 703-2.12
Subsection 703-2.13
605-3.01 PIPE INSTALLATION. Delete the second sentence of the first paragraph and
replace with the following. Place and compact a bedding layer of drain rock for
perforated pipe or sand blanket material for non-perforated pipe, as shown in the Plans,
in the bottom of the trench for its full width and length.
Delete the fourth paragraph and replace with the following. After the pipe installation
has been inspected and approved, place the remainder of the bedding material in
uniform layers not more than 6 inches deep and compacted to meet Subsection 2033.04 to the required height. Fill the trench above the bedding material with specified
material.
605-4.01 METHOD OF MEASUREMENT. Delete the second paragraph.
605-5.01 BASIS OF PAYMENT. Delete the first three sentences and replace with the
following: Excavation, bedding, rodent screen and/or sand blanket material, drain rock,
and backfill are subsidiary.
Add the following pay items:
Pay Item
605(8) 6 Inch Non-Perforated PVC Pipe for Underdrains
Pay Unit
Linear Foot
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SECTION 607
FENCES
607-1.01 DESCRIPTION. Add the following at the end of the first paragraph:
Install concrete barriers adjacent to access gates as shown on the plans.
607-2.01 MATERIALS. Add the following to the list of materials:
Selected Material, Type A
Subsection 703-2.07
Add the following Subsections:
607-2.02 STRUCTURAL STEEL. Structural steel shall conform to the requirements of
ASTM Specification A 36 (Standard Specification for Carbon Structural Steel).
607-2.03 GALVANIZING.
Conform to AASHTO M111/ASTM A123 (Standard
Specification for Zinc [Hot-Dip Galvanized] Coatings on Iron and Steel Products), or
AASHTO M232/ASTM A153 (Standard Specification for Zinc Coating [Hot-Dip] on Iron
and Steel Hardware). Repair damaged galvanizing by using low melting point zinc
repair rods in conformance with ASTM A780-00 (Standard Practice for Repair of
Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings).
607-2.04 FASTENERS. Provide commercial quality fasteners as required to securely
hold all members in place in accordance with ASTM A307. All fasteners shall be
corrosion resistant.
607-2.05 PAINT. Unless otherwise specified, use the following paint types and colors,
or approved equals:
1. Metal Primer Paint. As recommended by enamel paint manufacturer.
2. Enamel Paint. Exterior alkyd base gloss enamel. Color to be bright yellow, a
sample of which shall be approved by the Owner’s Representative.
Paint that has been frozen or is out of date shall be replaced at no additional cost to the
Owner.
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607-2.06 ACCESS GATE. Access gates shall be designed and constructed as per the
project plans The Contractor shall submit shop drawings for approval by the Owner’s
Representative prior to fabrication. High intensity reflective sheeting for gates shall
match 3M Scotchlite Reflective Sheeting #3820 and have alternating red and white 4
inch wide stripes sloping downward at an angle of 45 degrees. Provide two standard
padlocks for each gate.
607-3.01 CONSTRUCTION REQUIREMENTS. Add the following paragraph: The
access gate shall be installed at the locations shown in the plans, per the shop
drawings, as approved by the Owner’s Representative, and in accordance with the
recommendations of the manufacturer or fabricator.
Add the following subsections:
607-3.02 EXCAVATION AND BACKFILL. Conform to the requirements of Section
204.
607-3.03 CONCRETE. Conform to the requirements of Section 501 for Class W.
607-3.04 STRUCTURAL STEEL. Welding to conform to American Welding Society
(AWS) D1.1.
607-3.05 PAINT. Deliver in sealed containers with labels legible and intact. Remove
dirt, grease, oil and other construction debris prior to painting. Insure that surfaces to
be painted are even, smooth, sound, clean, dry, and free from defects affecting proper
application. Metal surfaces to receive paint shall be corrosion free. Prime and paint all
exposed metal. Apply per manufacturer's recommendations. Apply paint material
evenly without runs, sags, or other defects. Work each coat into the material being
coated at an average rate of coverage recommended by the manufacturer. Cover
surfaces completely to provide uniform color and appearance. Remove all paint, stain,
or other finish material where it has spilled or spattered.
607-5.01 BASIS OF PAYMENT. Add the following: The payment for Access Gate will
be made for the completely furnished and installed gate in place.
Add the following pay item:
Pay Item
Pay Unit
Each
607(7) Access Gate
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SECTION 611
RIRAP
611-1.01 DESCRIPTION. Add the following: This work shall also consist of furnishing
and placing riprap at culvert outfalls for energy dissipation and erosion control.
611-2.01 MATERIALS.
Add the following after the first sentence:
Apparent specific gravity will be determined by WAQTC FOP for AASHTO T85.
Add the following to the list of materials:
Geotextile, Erosion Control
729-2.02
611-3.01 CONSTRUCTION REQUIREMENTS. Add the following paragraphs:
Prepare surface for geotextile by the removal of stumps, brush, boulders, and sharp
objects. Fill holes and large ruts with material approved by the Owner’s Representative.
Unroll geotextile directly onto the prepared surface. Stretch geotextile to remove any
creases or wrinkles. Do not expose geotextiles to the elements for longer than 5 days
after removal of protective covering. Join geotextile by overlapping, with the upgrade
geotextile lying over the downgrade geotextile. Overlapped sections shall overlap a
minimum of 3 feet.
During placing and spreading of riprap on geotextile, do not drive construction
equipment directly on the geotextile or on any riprap in place on the geotextile. For
geotextile repair, overlay torn area with geotextile with a minimum 3 foot overlap around
the edges of the torn area. Ensure that the patch remains in place when material is
placed over the affected area.
611-5.01 BASIS OF PAYMENT. Add the following: Surface preparation, excavation,
furnishing and placing geotextile, and finishing riprap at culvert outfalls shall be
subsidiary.
Pay Item
Pay Unit
Cubic Yard
611(1A) Riprap, Class I
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SECTION 615
STANDARD SIGNS
615-1.01 DESCRIPTION. Add the following: Standard metal signs shall be placed as
shown on the plans to discourage public access and subsequent trespass.
Signs shall be standard ARRC sign colors, and sign lettering shall comply with Alaska
Railroad Corporation signage requirements and specifications. Each sign shall be
attached to a galvanized steel post inserted into a perforated steel post. The bottom of
the metal sign shall be 5 feet above finished grade.
615-2.01 MATERIALS. Delete the first sentence of Item 2, and sub-items a, b, and c
and replace with the following:
2. Sign Fabrication. Use Type IV reflective sheeting (for lettering, symbols, borders,
and background) on sheet aluminum panels for all signs except the following:
a. Orange Background Signs. Use Type IX fluorescent orange reflective sheeting
placed on sheet aluminum panels
615-3.01 CONSTRUCTION REQUIREMENTS. Add the following: Steel tube posts
shall be placed in excavated holes. Depth of embedment shall be as shown on the
plans unless otherwise directed. The space around the posts shall be backfilled to the
finished ground with selected soil or sand, free of rocks or deleterious material, placed
in layers approximately 6 to 12 inches thick, and thoroughly compacted. Surplus
excavated material shall be disposed of along the adjacent ROW as directed.
615-3.02 SIGN PLACEMENT AND INSTALLATION. Add the following: Prior to
mounting the sign panel, the Contractor shall mark the date of installation on the back of
the sign. Installation dates shall be written in the format of month/day/year, using a
black permanent marker. The numbers will be a minimum of 3 inches in height, to be
readable from the roadside after installation.
615-4.01 METHOD OF MEASUREMENT. Add the following: Metal trapezoidal
channel posts with red button reflectors will not be measured for payment but will be
considered subsidiary.
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SECTION 618
SEEDING
Delete entire section and replace with the following:
618-1.01 DESCRIPTION. Establish a living vegetative cover in conformance with the
Plans and Specifications. This work consists of soil preparation, seeding, establishing
and maintaining vegetation-covered areas.
618-2.01 MATERIALS. Use materials that conform to the following:
Water
Use water for irrigating trees, plants, and seeded
areas that is free of elements harmful to plant growth.
Seed Type A, B, or C
Section 724 (Modification)
Fertilizer
(20-20-10) Section 725
Soil Stabilization Material Subsection 727-2.01
618-3.01 SOIL PREPARATION. Clear all areas to be seeded of stones 4” and larger
in diameter and of all weeds, plant growth, sticks, stumps and other debris or
irregularities which may interfere with the seeding, establishment, and maintenance of
the vegetated areas.
Prior to the application of seed, prepare slopes using one or more of the following
methods:
1.
Manual Raking – Requires manual labor with landscaping rakes to
produce a uniform pattern of grooves perpendicular to the fall of the slope.
2.
Mechanical Raking - Requires the use of a scarifying slope board to
produce grooves with an approximate width of 1” x 1” depth and no more
than 6” apart. The resultant indentations shall leave a uniform pattern of
grooves perpendicular to the fall of the slope.
3.
Mechanical Track Walking - Requires operating tracked equipment in such
a manner as to leave a uniform pattern of grooves perpendicular to the fall
of the slope.
The top and bottom of slopes may be rounded to facilitate tracking or raking. Do not
disrupt drainage flowlines.
Where the fill is adjacent to wetlands, the equipment performing slope preparation shall
be kept entirely on the fill slope and shall not encroach on the wetlands.
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618-3.02 SEEDING SEASON. Perform seeding after the ground is free of snow; within
14 days of cessation of local ground disturbing activity; and no sooner than June 1 and
no later than August 15, unless approved by the Owner’s Representative. Should the
construction schedule or weather preclude seeding during the fall season, the
Contractor shall be required to perform seeding as soon as climatic and ground
conditions permit in the following spring, at the direction of the Owner’s Representative.
Do not seed when windy conditions, climatic conditions, or ground and soil conditions
would hinder seeding establishment. Do not apply on saturated soils. Do not apply if
precipitation is anticipated within 24 to 48 hours.
618-3.03 APPLICATION METHOD. Use the Hydraulic Method unless given approval
for Mechanical Method by the Owner’s Representative.
Hydraulic Method:
1. Seeding by the hydraulic method consists of furnishing and placing a slurry of
dye, seed, fertilizer, mulch and water. Strictly comply with product and
equipment manufacturer’s instructions and recommendations. Apply the slurry
mixtures in such a manner, and at a rate of application, that results in an even
distribution of all materials.
2. An appropriate dye mix shall be used to change the color to dark green for the
purpose of increased solar heat absorption and assisting in application visibility.
3. Do not place seed in the slurry prior to 30 minutes before application. Add the
proportionate amount of seed to the water slurry in the hydraulic seeder last,
after the proportionate amounts of mulch and fertilizer have been added. Apply
the slurry mixture in such a manner, and at a rate of application, that results in an
even distribution of all materials. Apply seed, fertilizer, and mulch together in one
application.
4. Hydraulic seeding equipment must be capable of maintaining continuous slurry
agitation so that a homogeneous, uniform mixture is applied throughout the
complete tank load. The pump must be capable of producing sufficient pressure
to maintain a continuous, non-fluctuating spray capable of reaching the
extremities of the seeding area with the pump & nozzle unit located on the
roadbed. Provide sufficient hose to reach areas not practical to seed from the
pump & nozzle unit situated on the road bed. Strictly comply with product and
equipment manufacturer’s instructions and recommendations for slurry mixing.
Confirm loading rates with equipment manufacturer.
5. The slurry shall be applied to a damp soil surface (sprinkled down) using a 50314
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degree tip, fan-type nozzle and shall include applying the slurry back up over the
top of slope cuts, merging with the existing vegetation interface, and shall be
applied from two opposite directions for complete and uniform ground cover.
Mechanical Method:
1.
Use mechanical spreaders, seed drills or other approved mechanical
seeding equipment when seed and fertilizer are to be applied in dry form.
2.
Water seeding area both prior to and after the application of fertilizer.
3.
Spread fertilizer separately from seed.
4.
Lightly harrow or cover seed to incorporate.
618-3.04 APPLICATION RATE. Apply seed, fertilizer, and mulch at the rates specified
in the table below.
APPLICATION RATE
PER ACRE
MATERIALS
TYPE
Seed*
As specified in Subsection 724-2.02
Total
80 lb**
500 lb
3000 lb
Fertilizer
20-20-10
Mulch with Tackifier***
Wood Fiber with Guar Tackifier
*Do not remove the required tags from the seed containers.
**On approval by the Owner’s Representative, minimally disturbed wetland areas may
be seeded at half the application rate specified.
***Mulch is not required for mechanical seeding. Application rate may be as per
manufactures recommendation on approval by Owner’s Representative.
618-3.05 MAINTENANCE. Protect seeded areas against erosion and sedimentation.
Protect seeded areas against traffic by approved warning signs or barricades. Provide
adequate water in a non-erosive manner throughout the seeded area to establish a
living vegetative mat. Contractor is responsible for identifying, retracking, reseeding,
refertilizing and remulching damaged areas and areas not showing evidence of
satisfactory growth within 3 weeks of seeding. A second application of fertilizer is not
required.
Maintain seeded areas in a satisfactory condition until either Project Completion or the
Owner’s Representative accepts the seeding, whichever is sooner.
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618-3.06 PERIOD OF ESTABLISHMENT. The establishment period extends until a
living vegetative mat equivalent to 70% of background cover density is established.
The Owner’s Representative may, but is not required to, determine the Project is
complete except for the Period of Establishment, and issue a certificate of Substantial
Completion. After Substantial Completion, work or materials due under this subsection
during any remaining Period of Establishment are considered warranty obligations that
continue to be due prior to Final Project Completion.
618-3.07 ACCEPTANCE. During visual inspection, each station and each side of the
road will be considered a separate area. The Owner’s Representative will accept
seeding when a living vegetative mat equivalent to 70% of background cover density is
established in the inspection area. The Contractor shall reseed areas that are not
acceptable to the Owner’s Representative, and those actions and materials are
subsidiary.
618-4.01 METHOD OF MEASUREMENT. Section 109 and as follows:
Measurement for seeding is within the project grading limits. Seeding of additional
disturbed areas, including any disturbed wetlands, is subsidiary and will not be
measured for payment. Soil preparation, seed, fertilizer, mulch, dye, and all water,
labor, and equipment, used in this work including identifying, retracking, reseeding, and
remulching damaged areas, is subsidiary and will not be measured directly for payment.
Seeding Type A/B by the Acre. By the plan area of ground surface acceptably seeded
and maintained.
618-5.01 BASIS OF PAYMENT. The accepted quantity will be paid for at the contract
price, per unit of measurement, for the pay items listed below that appear on the bid
schedule. No payment will be made until a living vegetative mat with 70% of
background cover density has been established.
Payment will be made under:
Pay Item
618(4) Seeding Type A/B
Pay Unit
Acre
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SECTION 619
SOIL STABILIZATION
Delete entire section and replace with the following:
619-1.01 DESCRIPTION: Establish a living vegetative cover in conformance with the
Plans and Specifications. This work consists of soil preparation and seeding with highperformance flexible growth medium (HP-FGM) to establish and maintain vegetationcovered areas.
619-2.01 MATERIALS. Use materials that conform to the following:
Water
Seed Type A/B
Fertilizer
HP-FGM
Use water for irrigating trees, plants, and seeded
areas that is free of elements harmful to plant growth.
Section 724 (Modification)
Section 725
Subsection 727-2.01
619-3.01 SOIL PREPARATION. Clear all areas to be seeded of stones 4” and larger in
diameter and of all weeds, plant growth, sticks, stumps and other debris or irregularities
which may interfere with the seeding, establishment, and maintenance of the vegetated
areas.
Prior to the application of seed, prepare slopes using one or more of the following
methods:
1.
Manual Raking – Requires manual labor with landscaping rakes to
produce a uniform pattern of grooves perpendicular to the fall of the slope.
2.
Mechanical Raking - Requires the use of a scarifying slope board to
produce grooves with an approximate width of 1” x 1” depth and no more
than 6” apart. The resultant indentations shall leave a uniform pattern of
grooves perpendicular to the fall of the slope.
3.
Mechanical Track Walking - Requires operating tracked equipment in such
a manner as to leave a uniform pattern of grooves perpendicular to the fall
of the slope.
The top and bottom of slopes may be rounded to facilitate tracking or raking. Do not
disrupt drainage flowlines.
Where the fill is adjacent to wetlands, the equipment performing slope preparation shall
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be kept entirely on the fill slope and shall not encroach on the wetlands.
619-3.02 SEEDING SEASON. Perform stabilization seeding after the ground is free of
snow; within 14 days of cessation of local ground disturbing activity; and no sooner than
June 1 and no later than Aug 15, unless approved by the Owner’s Representative.
Should the construction schedule or weather preclude seeding during the fall season,
the Contractor shall be required to perform seeding as soon as climatic and ground
conditions permit in the following spring, at the direction of the Owner’s Representative.
Do not seed when windy conditions, climatic conditions, or ground and soil conditions
would hinder seeding establishment. Stabilization seeding may be applied to saturated
soils and does not require a curing period. Avoid installing during a high intensity
rainfall event.
619-3.03 APPLICATION METHOD.
1. Stabilization seeding consists of furnishing and placing slurries of dye, seed,
fertilizer, HP-FGM and water in two steps. Strictly comply with product and
equipment manufacturer’s instructions and recommendations. Apply the slurry
mixtures in such a manner, and at a rate of application, that results in an even
distribution of all materials. Confirm loading rates with equipment manufacturer.
a. Step 1: Apply fertilizer and 50% of seed with a small amount of HP-FGM
for visual metering
b. Step 2: Mix balance of seed and apply HP-FGM at a rate of 50 lb per 125
gallons of water over freshly seeded surfaces. Do not leave seeded
surfaces unprotected, especially if precipitation is imminent.
2. An appropriate dye mix shall be used to change the color to dark green for the
purpose of increased solar heat absorption and assisting in application visibility.
3. Do not place seed in the slurries prior to 30 minutes before application. Add the
proportionate amount of seed to the water slurries in the hydraulic seeder last,
after the proportionate amounts of HP-FGM and fertilizer have been added.
4. Hydraulic seeding equipment must be capable of maintaining continuous slurry
agitation so that a homogeneous, uniform mixture is applied throughout the
complete tank load. The pump must be capable of producing sufficient pressure
to maintain a continuous, non-fluctuating spray capable of reaching the
extremities of the seeding area with the pump and nozzle unit located on the
roadbed. Provide sufficient hose to reach areas not practical to seed from the
pump and nozzle unit situated on the roadbed. Strictly comply with product and
equipment manufacturer’s instructions and recommendations for slurry mixing.
5. The slurries shall be applied to a damp soil surface (sprinkled down) using a 50degree tip, fan-type nozzle and shall include applying the slurry back up over the
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top of slope cuts, merging with the existing vegetation interface, and shall be
applied from two opposite directions for complete and uniform ground cover.
619-3.04 APPLICATION RATE.
specified in the table below.
Apply seed, fertilizer, and HP-FGM at the rates
APPLICATION RATE
PER ACRE
MATERIALS
TYPE
Seed*
As specified in Subsection 724-2.02
Total
80 lb
500 lb
3500 lb
Fertilizer
20-20-10
HP-FGM**
As specified in Subsection 727-2.01
*Do not remove the required tags from the seed containers.
**Application rate may be as per Manufacturer’s recommendations for ground
conditions, on approval by Owner’s Representative
619-3.05 MAINTENANCE. Protect seeded areas against erosion and sedimentation.
Protect seeded areas against traffic by approved warning signs or barricades. Provide
adequate water in a non-erosive manner throughout the seeded area to establish a
living vegetative mat. Contractor is responsible for identifying, retracking and reseeding
damaged areas and areas not showing evidence of satisfactory growth within 3 weeks
of seeding. A second application of fertilizer is not required.
Maintain seeded areas in a satisfactory condition until either Project Completion or the
Owner’s Representative accepts the seeding, whichever is sooner.
619-3.06 PERIOD OF ESTABLISHMENT. The establishment period extends until a
living vegetative mat equivalent to 70% of background cover density is established.
The Owner’s Representative may, but is not required to, determine the Project is
complete except for the Period of Establishment, and issue a certificate of Substantial
Completion. After Substantial Completion, work or materials due under this subsection
during any remaining Period of Establishment are considered warranty obligations that
continue to be due prior to Final Completion.
619-3.07 ACCEPTANCE. During visual inspection, each station and each side of the
road will be considered a separate area. The Owner’s Representative will accept
seeding when a living vegetative mat equivalent to 70% of background cover density is
established in the inspection area. The Contractor shall reseed areas that are not
acceptable to the Owner’s Representative, and those actions and materials are
subsidiary.
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619-4.01 METHOD OF MEASUREMENT. Section 109 and as follows:
Measurement for stabilization seeding is within the project grading limits. Seeding of
additional disturbed areas, is subsidiary and will not be measured for payment. Soil
preparation, seed, fertilizer, mulch, dye, and all water, labor, and equipment, used in
this work including identifying, retracking, reseeding, refertilizing and remulching
damaged areas, is subsidiary and will not be measured directly for payment.
Stabilization Seeding by the Acre.
seeded and maintained.
By the plan area of ground surface acceptably
619-5.01 BASIS OF PAYMENT. The accepted quantity will be paid for at the contract
price, per unit of measurement, for the pay items listed below that appear on the bid
schedule. No payment will be made until a living vegetative mat with 70% of
background cover density has been established.
Payment will be made under:
Pay Item
619(3) Stabilization Seeding
Pay Unit
Acre
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SECTION 628
SPRINGHEAD & FRENCH DRAINS
628-1.01 DESCRIPTION. Construct Springhead and French Drains to the lines and
grades shown on the Plans and/or at the Owners’ Representatives direction.
628-2.01 MATERIALS.
Geotextile, Subsurface Drainage
Drain Rock
Selected Material, Type A
Subsection 729-2.02
Subsection 703-2.13
Subsection 703-2.07
628-3.01 GENERAL.
Excavation, bedding, and backfill must conform to the
requirements of Subsections 204-2.01 and 204-3.01, and the details in the Plans.
628-3.02 SPRINGHEAD FRENCH DRAIN CONSTRUCTION.
All work shall be in accordance with AREMA standards for general practices and
procedures.
Springhead Drains
Springhead Drains shall be installed where cut slopes exposes seepage, as directed
by the Owner’ Representative. A trench shall be installed extending from the spring
area directly down the slope to end in the bottom of the ditch at the toe of the slope.
The top, or spring end, of the Springhead Drains shall connect to a “Y” or “L”
horizontal trench drain feature that follows the contact with the seepage area. The
trenches shall be filled with three (3) feet of drain rock.
French Drains.
French Drains shall be installed as per the Plans and in areas where seepage is
apparent at the existing toe of slope, at locations directed by the Owner’s
Representative. A three (3) foot by three (3) foot rounded square of drain rock
completely wrapped with geotextile fabric shall be installed as shown in the plans or
at field identified locations by the Owner’s Representative. French Drains shall
begin at the seepage of the existing slope and running along the existing drainage
pattern to the edge of the proposed fill limit as directed by the Owner’s
Representative. When piping is required it shall be installed as per 605-3.01 and as
shown on the plans.
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628-4.01 METHOD OF MEASUREMENT.
The Springhead Drains will be measured for payment by linear foot, complete in place.
The drain rock, geotextile fabric, required ditching, backfilling, dewatering, installation
and associated work shall be subsidiary to “Springhead Drain”.
The French Drains will be measured for payment by linear foot, complete in place. The
drain rock, geotextile fabric and required ditching, backfilling, dewatering, installation
and associated work shall be subsidiary to “French Drain”.
628-5.01 BASIS OF PAYMENT.
Springhead and French Drains will be paid for at the contract unit prices, per linear foot
for the pay items shown in the bid schedule, furnished and completed in place.
This price shall be full compensation for furnishing all labor, materials, tools, equipment,
supplies, supervision, hauling, ditching, dewatering, placing, compacting, and all other
items required to complete the work in accordance with the Contract Documents.
Payment will be made under:
Pay Item
Pay Unit
Linear Foot
Linear Foot
628(1) Springhead Drain
628(2) French Drain
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SECTION 630
GEOTEXTILE FOR EMBANKMENT
SEPARATION AND STABILIZATION
630-3.01 CONSTRUCTION. Delete the numbered paragraph 1. Surface Preparation
and replace with the following:
1.
Surface Preparation. Prepare the surface by removing sharp objects and cutting
all vegetation to within 6 inches of the ground surface, leaving the organic mat
intact. Fill holes and large ruts with material shown on the Plans or as approved.
630-5.01 BASIS OF PAYMENT.
Add the following pay item:
Pay Item
630(3) Geotextile, Stabilization (Woven)
Pay Unit
Square Yard
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SECTION 633
SILT FENCE
633-2.01 MATERIALS
Replace specification for “Posts” with:
Posts
2 inch x 2 inch wood, 3 inch diameter wood, #19 rebar with
PVC sleeves, iron pipe, or other posts capable of supporting
the installation, as approved by the Owner’s Representative.
633-5.01 BASIS OF PAYMENT. Replace entire subsection with: Provision of geotextile,
posts, and mesh support; placement, maintenance, removal and disposal of fence; and
seeding shall be subsidiary to the pay items listed in Section 641.
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SECTION 634
GEOGRID SOIL REINFORCEMENT
634-1.01 DESCRIPTION. Remove and replace with the following:
Furnish and install geogrid at locations shown on the Plans.
634-3.02 SURFACE PREPARATION. Delete the numbered paragraph 1. Soft Ground
(CBR 1-3) in its entirety
630-3.03 GEOGRID PLACEMENT. Delete the section in its entirety and substitute the
following:
1. Placement. Overlap geogrid panels at all joints a minimum of 2 feet in the
direction that fill will be placed. If overlap is not able to be maintained during fill
placement, tie panels together securely with manufacturer-recommended pins or
bars. Hand-tension geogrid and stake to the ground at the edges, overlaps, and
in the center of each roll, at 30 foot intervals.
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SECTION 640
MOBILIZATION AND DEMOBILIZATION
640-1.01 DESCRIPTION Add the following:
6. Comply with the Alaska Department of Labor and Workforce Development (DOLWD)
requirements for Worker Meals and Lodging, or Per Diem; as described in their May
10, 2013 memo WHPL #197 (A4) and the State Laborer’s and Mechanic’s Minimum
Rates of Pay (current issue).
Ensure subcontractors comply with the DOLWD requirements.
Ensure facilities meet the Alaska Administrative Code 8 AAC 61.1010 and 8 AAC
61.1040 Occupational Safety and Health Standards, 18 AAC 31 Alaska Food Code,
and U. S. Code of Federal Regulations 29 CFR Section 1910.142 Temporary Labor
Camps.
Do not consider the cost of Meals and Lodging, or Per Diem in setting wages for the
worker or in meeting wage requirements under AS 23.10.065 or AS 36.05.
640-4.01 METHOD OF MEASUREMENT. Delete the numbered paragraph 3 and
substitute the following:
3. The remaining balance of the amount bid for Mobilization and Demobilization will be
paid after all submittals required under the Contract are received and approved.
Add the following:
4. Progress payments for Worker Meals and Lodging, or Per Diem will be computed as
equivalent to the percentage, rounded to the nearest whole percent, of the original
contract amount earned.
640-5.01 BASIS OF PAYMENT. Add the following pay item:
Pay Item
640(4) Worker Meals and Lodging, or Per Diem
Pay Unit
Lump Sum
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SECTION 641
EROSION, SEDIMENT, AND POLLUTION CONTROL
Delete Section 641 in its entirety and replace with:
641-1.01 DESCRIPTION.
Provide project administration and Work relating to control of erosion, sedimentation,
and discharge of pollutants, according to this section and applicable local, state, and
federal requirements, including the Construction General Permit.
641-1.02 DEFINITIONS. These definitions apply only to Section 641
Alaska Certified Erosion and Sediment Control Lead (AK-CESCL). A person who
has completed training, testing, and other requirements of and has received certification
as an AK-CESCL from an AK-CESCL Training Program, which satisfies the
requirements for a "qualified personnel" required by the CGP. An AK-CESCL must be
recertified every three years.
Alaska Owner of Environmental Conservation (ADEC). The state agency authorized
by EPA to administer the Clean Water Act's National Pollutant Discharge Elimination
System.
Alaska Pollutant Discharge Elimination System (APDES). A system Administered by
ADEC that issues and tracks permits for storm water discharges.
Best Management Practices (BMPs). Temporary or permanent structural and nonstructural devices, schedules of activities, prohibition of practices, maintenance
procedures, and other management practices to prevent or minimize the discharge of
pollutants to waters of the United States. BMPs also include, but are not limited to,
treatment requirements, operating procedures, and practices to control plant site runoff,
spillage or leaks, sludge or waste disposal, or drainage from material storage.
Clean Water Act (CWA). Federal Water Pollution Control Amendments of 1972, as
amended (33 U.S.C. 1251 et seq.).
Construction Activity. Physical activity and support activity by the Contractor,
subcontractor or utility company in the Project Zone; that may result in erosion,
sedimentation, or a discharge of pollutants in storm water. Construction Activity
includes, but is not limited to, soil disturbing activities (e.g. clearing, grading,
excavating); and construction materials or equipment storage or maintenance (e.g.
material piles, borrow area, concrete truck washdown, fueling); and other industrial
storm water directly related to the construction process (e.g. concrete or asphalt batch
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plants).
Construction General Permit (CGP). Authorizes storm water discharges from
construction activities where those discharges enter surface waters of the United States
or a municipal separate storm water system leading to surface waters of the United
States subject to the conditions set forth in the permit.
Electronic Notice of Intent (eNOl & NOI). Submitted to ADEC to obtain coverage
under the CGP. Make submittals in electronic form; provide paper copy only where
specified herein or requested.
Electronic Notice of Termination (eNOT & NOT). Submitted to ADEC to end
coverage under the CGP.
Erosion and Sediment Control Plan (ESCP). The project specific document that
illustrates measures to control erosion and sediment on the project. The ESCP provides
bidders with the basis for cost estimating and guidance for developing an acceptable
Storm Water Pollutant Prevention Plan (SWPPP).
Final Stabilization. As defined in the CGP.
Hazardous Material Control Plan (HMCP). The Contractor's detailed project specific
plan for prevention of pollution from storage, use, transfer, containment, cleanup, and
disposal of hazardous material (including, but are not limited to, petroleum products
related to construction activities and equipment). The HMCP is included as an
appendix to the SWPPP.
Inspection. An inspection required by the CGP or the SWPPP, usually performed
together by the Contractor’s SWPPP Manager and Owner’s Stormwater Inspector.
Multi-Sector General Permit (MSGP). The Alaska Pollutant Discharge Elimination
System General Permit for storm water discharges associated with industrial activity.
Operator(s). The party or co-parties associated with a regulated activity that has
responsibility to obtain storm water permit coverage. "Operator" for the purpose of the
CGP and in the context of storm water associated with construction activity, means any
party associated with a construction project that meets either of the following two
criteria:
1. The party has operational control over construction plans and specifications,
including the ability to make modifications to those plans and specifications; or
2. The party has day to day operational control of those activities at a project which
are necessary to ensure compliance with a SWPPP for the site or other permit
conditions (e.g. they are authorized to direct workers at a site to carry out
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activities required by the SWPPP or comply with other permit conditions).
Pollutant. Any substance or item meeting the definition of pollutant contained in 40
CFR 122.2. A partial listing from this definition includes: dredged spoil, solid waste,
sewage sludge, chemical wastes, biological materials, wrecked or discarded equipment,
rock, sand, cellar dirt and industrial or municipal waste.
Project Zone. The physical area provided for Construction. The Project Zone includes
the area of construction, project staging and equipment areas, areas of utility work
associated with the project, and material and disposal sites; when those areas, routes,
and sites are provided by the contract and are directly related to the Contract.
Material sites, material processing sites, disposal sites, haul routes, staging and
equipment storage areas that are furnished by the Contractor or a commercial operator
are not included in the Project Zone.
Records. Any record, report, information, document, or photograph required to be
created or maintained pursuant to the requirements of, the CGP, the CGP storm water
requirements of the Clean Water Act; or applicable local, state, and federal laws and
regulations regarding document preservation.
Spill Prevention, Control and Countermeasure Plan (SPCC Plan). The Contractor's
detailed plan for petroleum spill prevention and control measures, which meet the
requirements of 40 CFR 112.
Spill Response Field Representative. The Contractor's representative with authority
and responsibility for managing, implementing, and executing the HMCP and SPCC
Plan, and other applicable federal, state, and local laws and regulations related to
hazardous materials.
Storm Event. A rainfall event that produces more than 0.5 inch of precipitation in 24
hours and that is separated from the previous storm event by at least 3 days of dry
weather.
Storm Water Pollution Prevention Plan (SWPPP). The Contractor's detailed project
specific plan to minimize erosion and contain sediment within the Project Zone, and to
prevent discharge of pollutants that exceed applicable water quality standards. The
SWPPP includes, but is not limited to, amendments, records of activities, inspection
schedules and reports, qualifications of key personnel, and all other documentation,
required by the CGP and this specification, and other applicable local, state, and federal
laws and regulations.
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Subcontractor Spill Response Coordinator. The Subcontractor's representative with
authority and responsibility for coordinating the subcontractor's activities in compliance
with the HMCP and SPCC.
Subcontractor SWPPP Coordinator. The Subcontractor's representative with authority
to direct the subcontractor's work, and who is responsible for coordination with the
Superintendent and SWPPP Manager, and for the Subcontractor's compliance with the
SWPPP.
Superintendent. The Contractor's duly authorized representative in responsible charge
of the work. The Superintendent has responsibility and authority for the overall
operation of the Project and for Contractor furnished sites and facilities directly related
to the Project.
SWPPP Amendment. A revision or document that adds to, deletes from, or modifies
the SWPPP.
SWPPP Manager. The Contractor's qualified representative who conducts Inspections
and has authority to suspend work and to implement corrective actions required for
CGP compliance.
SWPPP Preparer. The Contractor's qualified representative who is responsible for
developing the initial SWPPP.
Utility Spill Response Coordinator. The Utility’s representative with authority and
responsibility for coordinating the Utility’s activities in compliance with the HMCP and
SPCC Plan.
Utility SWPPP Coordinator. The Utility’s representative with authority to direct the
Utility’s work, and who is responsible for coordination with the Superintendent and
SWPPP Manager, and for the Utility’s compliance with the SWPPP.
641-1.03 PLAN AND PERMIT SUBMITTALS. Partial and incomplete submittals will
not be accepted for review. Any submittal that is re-submitted or revised after
submission, but before the review is completed, will restart the submittal review timeline.
No additional Contract time or additional compensation will be allowed due to delays
caused by partial or incomplete submittals, or required re-submittals.
1.
Hazardous Material Control Plan and Spill Prevention, Control and
Countermeasure Plan.
Submit two signed copies and one electronic copy of the HMCP to the
Owner’s Representative for approval. Submit one signed copy and one
electronic copy of the SPCC Plan (if required under Subsection 641-2.03)
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to the Owner’s Representative. Deliver these documents to the Owner’s
Representative at least 7 calendar days before the preconstruction
conference.
The Owner will review the HMCP submittals within 7 calendar days after
they are received. HMCP Submittals will be returned to the Contractor,
and marked as either requiring modification or as approved by the Owner.
The Owner will keep the SPCC Plan as a record document.
2.
Storm Water Pollution Prevention Plan.
a.
For all projects:
Submit two signed copies and one electronic copy of your SWPPP
to the Owner’s Representative for approval. Deliver these
documents to the Owner’s Representative at least 7 calendar days
before the preconstruction conference.
The Owner will review the SWPPP submittals within 7 calendar
days after they are received. Submittals will be returned to the
Contractor, and marked as either requiring modification or as
approved by the Owner.
b.
Following approval of the SWPPP and prior to beginning
Construction Activity, submit an eNOl with the required fee to
ADEC for coverage under the Construction General Permit (CGP).
Submit a copy of the eNOl to the Owner’s Representative when the
eNOl is submitted to ADEC. Construction Activity shall not begin
until the conditions listed in 641-3.01.1 are completed.
The Owner’s Representative will provide the Contractor with a copy
of the Owner's eNOl. Include the Owner's eNOl in the SWPPP.
The Contractor must sign and certify the approved SWPPP
according to the Construction General Permit requirements,
Appendix G, before the Contractor submits the SWPPP to DEC.
The certification statement cannot be amended or edited.
c.
Additional submittal requirements:
Obtain the Owner's eNOl from the Owner’s Representative and
submit a copy of the Owner-approved, signed and certified
SWPPP, and copies of the Contractor's eNOl and the Owner's
eNOI, with the required permit fee to the ADEC Storm Water
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Coordinator. Transmit proof of your ADEC submission to the
Owner’s Representative. Transmit a copy of the ADEC acceptance
letter to the Owner’s Representative.
3.
CGP Coverage.
The Contractor is responsible for permitting of Contractor and
subcontractor Construction Activities related to the Project. The Contractor
cannot use the SWPPP for construction activities outside the Project Zone
where the Owner is not an operator.
4.
Ending Construction General Permit Coverage.
Within 30 days after the Owner’s Representative has determined that you
may end SWPPP activities according to Subsection 641-3.01.4, submit
your eNOT to EPA and send a copy of the eNOT to the Owner’s
Representative. Within 30 days of the Owner’s Representative's
determination, the Owner will submit their own eNOT to the EPA, and will
terminate the Construction General Permit coverage.
5.
ADEC SWPPP Review. When CGP, Part 5.13 requires ADEC SWPPP
review:
a. Transmit a copy of the Department-approved SWPPP to ADEC using
delivery receipt confirmation;
b. Transmit a copy of the delivery receipt confirmation to the Owner’s
Representative within seven days of receiving the confirmation; and
c. Retain a copy of delivery receipt confirmation in the SWPPP.
6.
Local Government SWPPP Review. When CGP, Part 5.13 requires local
government review:
a. Transmit a copy of the Owner’s approved SWPPP to local government,
with the required fee using delivery receipt confirmation;
b. Transmit a copy of the delivery receipt confirmation to the Owner’s
Representative within seven days of receiving the confirmation;
c. Transmit a copy of any comments by the local government to the Owner’s
Representative within seven days of receipt;
d. Amend the SWPPP as necessary to address local government comments
and transmit SWPPP Amendments to the Engineer within seven days of
receipt of the comments; and
e. Include a copy of local government SWPPP review letter in the SWPPP.
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7.
Modifying Contractor’s eNOI. When required by The CGP Part 2.7, modify
your eNOI to update or correct information. Reasons for modification include
a change in start or end dates, small changes in number of acres to be
disturbed, change in decision to use or not use treatment chemicals, or
change in location of SWPPP Records.
The Contractor must submit an eNOT and then submit a new eNOI instead
of an eNOI modification when: the operator has changed, the original eNOI
indicates disturbed area less than five acres and the project will disturb
more than five acres, or a project over five disturbed acres grows by more
than 50%.
641-1.04 PERSONNEL QUALIFICATIONS AND SUBMITTALS. Document
qualifications of the proposed SWPPP Preparer, SWPPP Manager and SWPPP
Representative, in the SWPPP submittal.
The SWPPP Preparer must meet one of the following qualifications:
 Current certification as a Certified Professional in Erosion and Sediment Control
(CPESC)
 Current certification as AK-CESCL, and at least two years experience in erosion
and sediment control, as a SWPPP Manager or SWPPP writer, or equivalent.
Provide documentation including project names, project timelines, and work
responsibilities demonstrating the experience requirement.
 Professional Engineer registered in the State of Alaska with current certification
as AK-CESCL
The Superintendent must meet all the following qualifications:
 current certification as Alaska Certified Erosion and Sediment Control Lead (AKCESCL)
 a duly authorized representative of the person defined in the Construction
General Permit.
The SWPPP Manager must have current certification as AK-CESCL and must meet the
CGP experience, training, and authority requirements identified for the Storm Water
Lead and Storm Water Inspector positions as defined in the CGP, Appendix C, Qualified
Person.
641-1.05 SIGNATURE/CERTIFICATION REQUIREMENTS AND DELEGATIONS.
1. eNOl and eNOT. The eNOl and eNOT must be signed and certified by a
responsible corporate officer according to CGP. Signature and certification
authority for the eNOl and eNOT cannot be delegated.
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2. Delegation of Signature Authority for Other SWPPP Documents and Reports.
Delegate signature authority and certification authority to the Superintendent
position, according to CGP, for the SWPPP.
3. Inspection reports and other reports required by the CGP. The Owner’s
Representative will provide the Owner's delegation, which the Contractor must
include in the SWPPP.
4. Subcontractor Certification. Subcontractors must certify that they have read and
will abide by the CGP and the conditions of the project SWPPP.
641-1.06 RESPONSIBILITY FOR STORM WATER PERMIT COVERAGE.
1. The Owner and the Contractor are jointly responsible for permitting and permit
compliance within the Project Zone.
2. The Contractor is responsible for permitting and permit compliance outside the
Project Zone. The Contractor has sole responsibility for compliance with ADEC,
COE and other applicable federal, state, and local requirements, and for securing
all necessary clearances, rights, and permits. The General Conditions describe
the requirements to obtain permits, and to provide permit documents to the
Owner’s Representative.
3. An entity that owns or operates, a commercial plant or material source or
disposal site outside the Project Zone, is responsible for permitting and permit
compliance. The Contractor has sole responsibility to verify that the entity has
appropriate permit coverage. Subsection 107-1.02 describes the requirement to
obtain permits, and to provide permit documents to the Owner’s Representative.
4. The Owner is not responsible for permitting or permit compliance, and is not
liable for fines resulting from noncompliance with permit conditions:
a. For areas outside the Project Zone;
b. For Construction Activity and Support Activities outside the Project Zone;
and
c. For commercial plants, commercial material sources, and commercial
disposal sites.
641-1.07 UTILITY.
Relocation Coverage. A Utility company is not an Operator when utility relocation is
performed concurrently with the Project. The Owner maintains operational control over
the Utility’s plans and specifications for coordination with project construction elements,
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and the Contractor has day-to-day control over the various utility construction activities
that occur in support of the Project. A Utility company is considered a subcontractor for
concurrent relocation.
After the Contractor has an active NOI for the Project, a Utility Company performing
advance relocation work under a separate SWPPP no longer has Operator status and
files the NOT for the Utility Company’s SWPPP covering only the completed utility work.
Remaining utility relocation work is included in and performed under the Project
SWPPP.
641-2.01 STORM
REQUIREMENTS.
1.
WATER
POLLUTION
PREVENTION
PLAN
(SWPPP)
SWPPP Preparer and Pre-Construction Site Visit.
The SWPPP shall be prepared by a SWPPP preparer that is qualified according
to the requirements of this specification. The SWPPP shall include the SWPPP
Preparer's name, qualifications (including the expiration date of any
certifications), title and company name.
The SWPPP Preparer must conduct a pre-construction inspection at the Project
site before Construction Activity begins. The SWPPP Preparer must be
accompanied by the Contractor and Owner’s Representative. Give the Owner at
least seven days notice of the site visit, so that the Owner may participate.
During the pre-construction inspection, the SWPPP Preparer shall identify, or if a
draft of the SWPPP has already been prepared, verify that the SWPPP fully
addresses and describes:
a. Opportunities to phase construction activities;
b. Appropriate BMPs and their sequencing; and
c. Sediment controls that must be installed prior to beginning Construction
Activities.
Document the SWPPP Preparer's pre-construction inspection in the SWPPP PreConstruction Site Visit form, including the names of attendees and the date.
2.
Developing the SWPPP.
Use the provided ESCP and other Contract documents as a starting point for
developing the SWPPP. The approved SWPPP replaces the ESCP.
Develop the SWPPP according to the EPA's SWPPP Template for Authorized
States with additional information as required.
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Compile the SWPPP in three ring binders with tabbed and labeled dividers for
each section and appendix.
When using the EPA's SWPPP template:

In Section 3 (Good Housekeeping), add a subsection to describe dedicated
asphalt plants and/or dedicated concrete plants, give their locations and identify
the BMPs that will be used to minimize pollutants from them. If there are no
dedicated asphalt or concrete plants, then state that in the SWPPP.

Include the following appendices:
o
o
o
o
o
o
o
o
o
o
o
o

Appendix A - General Location Map
Appendix B - Site Maps
Appendix C - Construction General Permit
Appendix D - NOI(s) and Acknowledgement Letter from State (Including
both Owner’s and Contractor’s)
Appendix E -Inspection Reports
Appendix F - Corrective Action Log
Appendix G - SWPPP Amendment Log
Appendix H - Subcontractor Certifications/Agreements
Appendix I - Grading and Stabilization Activities Log
Appendix J - Training Log
Appendix K - Delegation of Authority (Including both Owner’s and
Contractor’s)
Appendix L - Additional Information (i.e. Owner acquired permits,
Contractor acquired permits)
Add appendices for:
o Appendix M- Endangered Species Act and historic preservation
documents (Use the documents obtained by the Owner, see SWPPP
Considerations and Contents below)
o Appendix N - HMCP
o Appendix O - BMP Descriptions/Drawings
o Appendix P - SWPPP Preparer's Site Visit
o Appendix Q - Personnel qualification & training certifications for:
 Superintendent
 SWPPP Preparer
 SWPPP Manager
 Owner’s Representative and Storm Water Inspector
 Qualified personnel must be described in a list with names and
dates in positions
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o Appendix R - Rainfall logs
o Appendix S - Correspondence with ADEC and local government including:
 ADEC delivery receipt of SWPPP
 ADEC SWPPP review letter when required
 ADEC non-domestic wastewater plan review non-objection letter
when required (use the letter obtained by the Owner)
 Local SWPPP review letter when required
o Appendix T - NOT forms
3.
SWPPP Considerations and Contents.
The SWPPP must provide erosion and sediment control measures for all
Construction Activity within the Project Zone. Construction activity outside the
Project Zone must have permit coverage, using separate SWPPP’s and separate
Contractor Inspections.
The SWPPP must consider the activities of the Contractor and all subcontractors
and utility companies performing work for the Project. The SWPPP must describe
the roles and responsibilities of the Contractor, subcontractors, utility companies,
and the Owner with regard to implementation of the SWPPP. The SWPPP must
identify all operators for the Project, and identify the areas:
a. Over which each operator has operational control; and
b. Where the Owner and Contractor are co-operators.
For work outside the Project Zone the SWPPP must identify the entity that has
stormwater permit coverage, the operator, and the areas that are:
a. Dedicated to the Project and where the Owner is not an operator; and
b. Not dedicated to the project, but used for the project.
Develop the SWPPP according to the requirements of the CGP and this
specification. Account for the Contractor’s construction methods and phasing.
Identify the amount of mean annual precipitation.
Comply with the CGP Part 1.4 .2 Allowable Non-Storm Water Discharges. List
locations where authorized non-storm water will be used, including the types of
water that will be used on-site.
There are special requirements in the CGP Part 3.2, for storm water discharges
into an impaired water body, and they may include monitoring of storm water
discharges. For Projects meeting the permit criteria, the initiate a monitoring
program for the storm water within the Project Zone, and provide the required
information and reports for inclusion in the SWPPP. The Contractor is
responsible for monitoring and reporting outside the Project Zone.
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Preserve natural topsoil unless infeasible. Delineate the site according to CGP
Part 4.1. Use stakes, flags, or silt fence, etc. to identifying areas where land
disturbing activities will occur and areas that will be left undisturbed. Minimize the
amount of soil exposed during Construction activity according to CGP Part 4.1.2.
Comply with CGP Part 4.3, requirements for dewatering for trenches and
excavations.
The SWPPP must identify specific areas where potential erosion, sedimentation,
or pollution may occur. The potential for wind erosion must be addressed. The
potential for erosion at drainage structures must be addressed.
Describe methods and time limits, to initiate temporary or permanent soil
stabilization. For areas with mean annual precipitation of:
a.
40 inches or less, initiate stabilization as soon as practicable and
within 14 days; or
b.
Greater than 40 inches, initiate stabilization as soon as practicable
and within seven days.
Within seven days of initiating final stabilization, either complete final stabilization
or continue maintenance of work until final stabilization is complete.
Include in the “Stabilize Soils” section of the SWPPP, a description of how you
will minimize the amount of disturbed and unstabilized ground in the fall season.
Identify anticipated dates of fall freeze-up and spring thaw. Describe how you will
stabilize areas when it is close to or past the seasonal time of snow cover or
frozen conditions, and before the first seasonal thaw. Include a plan for final
stabilization.
Plans for Active Treatment Systems must be submitted to DEC for review at least
14 days prior to their use and the Operator of the ATS identified in the SWPPP.
Any use of treatment chemicals must be identified on the NOI.
The SWPPP must provide designated areas for equipment and wheel washing,
equipment fueling and maintenance, chemical storage, staging or material
storage, waste or disposal sites, concrete washouts, paint and stucco washouts,
and sanitary toilets. These activities must be done in designated areas that are
located, to the extent practicable, away from drain inlets, conveyance channels,
and waters of the US. No discharges are allowed from concrete washout, paint
and stucco washout; or from release oils, curing compounds, fuels, oils, soaps,
and solvents. Equipment and wheel washing water that doesn’t contain detergent
may be discharged on-site if it is treated before discharge.
Design temporary BMPs for a 2 year 24 hour precipitation amount. Describe
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BMPs in the SWPPP and in SWPPP Amendments, including source controls,
sediment controls, discharge points, and temporary and permanent stabilization
measures. Describe the design, placement, installation, and maintenance of
each BMP, using words, and drawings as appropriate. Describe the design
capacity of sediment basins (including sediment ponds and traps). Provide a
citation to the BMP Manual or publication used as a source for the BMP,
including the title of the BMP Manual or publication, the author (individual or
agency), and date of publication. If no published source was used to select or
design a BMP, then the SWPPP or SWPPP amendment must state that “No
BMP manual or publication was used for this design.”
Describe the sequence and timing of activities that disturb soils and of BMP
implementation and removal. Phase earth disturbing activities to minimize
unstabilized areas, and to achieve temporary or final stabilization quickly.
Whenever practicable incorporate final stabilization work into excavation,
embankment, and grading activities.
Identify the inspection frequency in the SWPPP:
•
For areas where the mean annual precipitation is 15 inches or less,
inspect at least once every 14 days during construction and within 24
hours of the end of a storm event that resulted in a discharge.
•
For areas where the mean annual precipitation is between 15 to 40
inches, inspect once every seven days.
•
For areas where the mean annual precipitation is 40 inches or greater,
inspect twice every seven days.
Linear Project Inspections, described in CGP Part 6.5, are not applicable to this
project.
The SWPPP must cite and incorporate applicable requirements of the Project
permits, environmental commitments, COE permit, and commitments related to
historic preservation. Make additional consultations or obtain permits as
necessary for Contractor specific activities which were not included in the
Department’s permitting and consultation.
The SWPPP is a dynamic document. Keep the SWPPP current by noting
installation, modification, and removal of BMPs, and by using amendments,
SWPPP amendment logs, Inspection Reports, corrective action logs, records of
land disturbance and stabilization, and any other records necessary to document
storm water pollution prevention activities and to satisfy the requirements of the
CGP and this specification. See Subsection 641-3.03 for more information.
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4.
Recording Personnel and Contact Information in the SWPPP.
Include in the SWPPP copies of the AK-CESCL cards for the Superintendent and
SWPPP Manager, and for any acting Superintendent and acting SWPPP
Managers. If the Superintendent or SWPPP Manager is replaced permanently or
temporarily, by an acting Superintendent or acting SWPPP Manager; record in
the SWPPP the names of the replacement personnel, the date of the
replacement, and for temporary personnel their beginning and ending dates.
Provide 24 hour contact information for the Superintendent and SWPPP
Manager. The Superintendent and SWPPP Manager must have 24 hour contact
information for all Subcontractor and Utility SWPPP Coordinators.
The Owner will provide Records of AK-CESCL cards for the Owner’s
Representative and the SWPPP Inspectors, and names and dates they are
acting in that position. Include the Owner's Records in the SWPPP.
641-2.02 HAZARDOUS MATERIAL CONTROL PLAN (HMCP) REQUIREMENTS.
Prepare the HMCP for prevention of pollution from storage, use, containment, cleanup,
and disposal of all hazardous material, including petroleum products related to
construction activities and equipment. Include the HMCP as an appendix to the
SWPPP. Compile Material Safety Data Sheets in one location and reference that
location in the HMCP.
Designate a Contractor’s Spill Response Field Representative with 24 hour contact
information. Designate a Subcontractor Spill Response Coordinator for each
subcontractor. The Superintendent and Contractor’s Spill Response Field
Representative must have 24 hour contact information for each Subcontractor Spill
Response Coordinator and the Utility Spill Response Coordinator.
List and give the location and estimated quantities of hazardous materials (Including
materials or substances listed in 40 CFR 117 and 302, and petroleum products) to be
used or stored on the Project. Hazardous materials must be stored in covered storage
areas. Include secondary containment for all hazardous material storage areas.
Identify the locations where fueling and maintenance activities will take place, describe
the activities, and list controls to prevent the accidental spillage of petroleum products
and other hazardous materials.
Use secondary containment under all stationary equipment (equipment that does not
have a seat for driving) that contains petroleum products. Use secondary containment
under pumps, compressors, and generators.
List the types and approximate quantities of response equipment and cleanup materials
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available on the Project. Include a list and location map of cleanup materials, at each
different work site and readily available off site (materials sources, material processing
sites, disposal sites, staging areas, etc). Spill response materials must be stored in
sufficient quantity at each work location, appropriate to the hazards associated with that
site.
Describe procedures for containment and cleanup of hazardous materials. Describe a
plan for the prevention, containment, cleanup, and disposal of soil and water
contaminated by spills. Describe a plan for dealing with contaminated soil and water
encountered during construction.
Describe methods of disposing of waste petroleum products and other hazardous
materials generated by the Project, including routine maintenance. Identify haul
methods and final disposal areas. Assure final disposal areas are permitted for
hazardous material disposal.
Describe methods of complying with the requirements of AS 46.04.010-900, Oil and
Hazardous Substances Pollution Control, and 18 AAC 75. Include contact information
for reporting hazardous materials and petroleum product spills to the Owner’s
Representative and reporting to federal, state and local agencies.
641-2.03 SPILL PREVENTION, CONTROL AND COUNTERMEASURE (SPCC) PLAN
REQUIREMENTS.
Prepare and implement a SPCC Plan required by 40 CFR 112 when both of the
following are true:
1.
Oil or petroleum products from a spill may reach navigable waters (as
defined in 40 CFR 112); and
2.
Total above ground storage capacity for oil and any petroleum products is
greater than 1,320 gallons (not including onboard tanks for fuel or hydraulic fluid
used primarily to power the movement of a motor vehicle or ancillary onboard oilfilled operational equipment, and not including containers with a storage capacity
of less than 55 gallons)
Comply with 40 CFR 112 and address the following issues in the SPCC Plan:
1.
Operating procedures that prevent petroleum spills;
2.
Control measures installed to prevent a spill from reaching navigable
waters; and
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3.
Countermeasures to contain, clean up, and mitigate the effects of a
petroleum spill.
If the project requires a SPCC Plan, reference the SPCC Plan in the SWPPP.
The SPCC Plan may be self-certified if total above ground petroleum storage capacity is
10,000 gallons or less, and you meet all the requirements for self-certification of 40 CFR
112. Otherwise the SPCC Plan must be sealed, signed and dated by a Professional
Engineer registered in the State of Alaska.
641-2.04 RESPONSIBILITY AND AUTHORITY OF THE SUPERINTENDENT AND
SWPPP MANAGER. The Superintendent is responsible for the overall operation of the
Project and all Contractor furnished sites and facilities directly related to the Project.
The Superintendent shall sign and certify the SWPPP, Inspection reports, and other
reports required by the CGP, except the NOI and NOT. The Superintendent may not
delegate the task or responsibility of signing and certifying the SWPPP submitted under
641-1.03.1, Inspection reports, and other reports required by the CGP.
The Superintendent may assign certain duties to the SWPPP Manager; those duties
may include:
1. Ensuring Contractor's compliance with the SWPPP and CGP;
2. Ensuring the control of erosion, sedimentation, or discharge of pollutants;
3. Directing and overseeing installation, maintenance, and removal of BMPs;
4. Performing Inspections; and
5. Updating the SWPPP including adding amendments and forms.
The Superintendent and SWPPP Manager shall be knowledgeable in the requirements
of this section, the SWPPP, CGP, BMPs, HMCP, SPCC Plan, environmental permits,
environmental commitments, and historic preservation commitments.
The Superintendent and SWPPP Manager shall have the Contractor's complete
authority to suspend Construction Activities that do not conform to the SWPPP or CGP.
641-2.05 MATERIALS. Use materials suitable to withstand hydraulic, wind, and soil
forces, and to control erosion and trap sediments according to the requirements of the
CGP and the Specifications.
Use the temporary seed mixture specified by special provision, or use annual rye grass
if no temporary seed mix is specified.
Use soil stabilization material as specified in Section 727.
Straw must be certified as free of noxious and invasive weeds by the United States
Department of Agriculture, Natural Resources Conservation Service, Local Soil and
Water Conservative District, Alaska Weed Free Forage Certification Program. Hay may
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not be substituted for straw.
Silt fence must conform to Subsections 633-2.01 and 729-2.04.
Construct temporary rock check dams with clean, well-graded stone.
Temporary seed must consist of annual rye grass, or the specified seed mixture, and be
free of noxious or invasive plant species.
Use Oregon Scientific RGR126 wireless rain gauge with temperature, or Taylor 2751
Digital Wireless Rain Gauge with Thermometer, or approved equivalent.
CONSTRUCTION REQUIREMENTS
641-3.01 GENERAL. Comply with the requirements of the SWPPP and CGP.
1. Before Construction Activity may Begin.
 The SWPPP Preparer must visit the Project, the visit must be documented in
the SWPPP, and the SWPPP must be developed (or amended) with findings
from the visit
 The SWPPP must be approved by the Owner’s Representative
 The Contractor must be authorized to begin construction activity by the
Owner’s Representative
 The Project eNOls for the Owner and for the Contractor, as well as any other
eNOls if there are additional operators, must be listed as Active Status on the
ADEC website.
 Submit the Owner approved SWPPP to ADEC and Local Government (when
required).
Post notices containing the following information:



Copy of all eNOls related to this project
Name and phone number of SWPPP Manager
Where the SWPPP is located
Post notices on the outside wall of the Contractor's project office, and near the
main entrances of the construction project. Protect postings from the weather
and locate so the public can read them without obstructing construction activities
(for example, at an existing pullout). Do not use retroreflective signs for the
SWPPP posting. Do not locate SWPPP signs in locations where the signs may
be confused with traffic control signs or devices.
Keep a copy of the SWPPP, HMCP, and SPCC available for inspection at the
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Project Site.
Install an outdoor rain gauge in an approved and readily accessible location on
the Project.
Install sediment controls and other BMPs that must be placed prior to the
initiation of Construction Activity.
2. During Construction.
Before subcontractors or utility companies begin soil disturbing activities, provide
to them copies of applicable portions of the SWPPP, and require them to sign a
SWPPP Subcontractor Certification. Include SWPPP Subcontractor Certifications
as an appendix to the SWPPP. Ensure subcontractors and utility companies
understand and comply with the SWPPP and the CGP. Inform subcontractors
and utility companies of SWPPP amendments that affect them in a timely
manner. Coordinate with subcontractors and utility companies doing work in the
Project Zone so BMPs, including temporary and permanent stabilization are
installed, maintained, and protected from damage.
Provide on-going training to employees and subcontractors, on control measures
at the site and applicable storm water pollution prevention procedures. Training
must be specific to the installation, maintenance, protection, and removal of
control measures. Training must be given at a frequency that will be adequate to
ensure proper implementation and protection of control measures, and no less
frequently than once a month during construction activity. Document on the
SWPPP Training Log, the dates, and attendees to these trainings. Include the
SWPPP Training Log as an appendix to the SWPPP.
Notify the Owner’s Representative immediately if the actions of any utility
company or subcontractor do not comply with the SWPPP and the CGP.
Concrete washout must be fully contained.
Fuel the equipment in designated areas. Place absorbent pads or other suitable
containment under fill ports while fueling, under equipment during maintenance
or repairs, and under leaky equipment.
Comply with requirements of the HMCP and SPCC Plan, and all local, state, and
federal regulations that pertain to the handling, storage, containment, cleanup,
and disposal of petroleum products or other hazardous materials.
Keep the SWPPP and HMCP current (refer to Subsection 641-2.01.3, SWPPP
Considerations and Contents).
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3. Pollutant and Hazardous Materials Reporting Requirements.
If there has been an incident of non-compliance with the CGP that may endanger
health or the environment, immediately report the incident to ADEC according to
the CGP. Notify the Owner’s Representative immediately and to the extent
possible coordinate reports to ADEC with the Owner’s Representative. The
report must include:




A description of the noncompliance and its causes
The exact dates and times of noncompliance
If not yet corrected the anticipated time the project will be brought back into
compliance
The corrective action taken or planned to reduce, eliminate and prevent
reoccurrence
Report spills of petroleum products or other hazardous materials to the Owner’s
Representative and as required by law. Use the HMCP and SPCC Plan (if
available) for contact information to report spills to regulatory agencies.
4. Corrective Action and Maintenance of BMPs.
Implement maintenance as required by the CGP, SWPPP, and manufacturer’s
specifications, whichever is more restrictive.
Implement corrective action:
a) If an incident of non-compliance with the SWPPP or CGP is identified;
b) If an Inspection or the Engineer identifies the SWPPP or any part of the
SWPPP is ineffective in preventing erosion, sedimentation or the
discharge of pollutants;
c) If a required BMP was not installed according to the SWPPP schedule or
phasing, or was installed incorrectly, or was not installed according to the
CGP Part 4.0;
d) If a BMP is not operating as intended, has not been maintained in an
effective operation condition, or is unable to effectively perform the
intended function;
e) If a prohibited discharge of pollutants, as specified in CGP Part 4.6, is
occurring or will occur; or
f) If there is accumulation of sediment or other pollutants, that is in or near
any storm water conveyance channels, or that may enter a discharge
point or storm sewer system. If there is accumulation of sediment or other
pollutants that is being tracked outside the project zone.
Implement corrective actions so that they comply with the following time
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requirements:
a) For conditions that are easily remedied (i.e. removal of tracked sediment,
maintenance of control measure, or spill clean-up), initiate corrective
action within 24 hours and complete as soon as possible;
b) For all other conditions, meet both requirements:
a. Corrective action is completed in time to protect water quality; and
b. Corrective action is completed no later than the Complete-by-Date
that was entered in an Inspection Report (see Subsection 6413.03.2 for more information).
If a corrective action is not implemented within the time requirements of this
section, document the situation in the SWPPP, notify the Engineer, and
implement corrective action as soon as possible.
If a corrective action could affect a subcontractor, notify the subcontractor within
three days of taking the corrective action. Require in your written subcontract,
that subcontractors must notify the Contractor within 24 hours of becoming aware
of a condition that requires a corrective action.
5. Stabilization.
Stabilization may be accomplished using temporary or permanent measures.
Initiate stabilization of disturbed soils, erodible stockpiles, disposal sites, and of
erodible aggregate layers so that all of the following conditions are satisfied:
a.
As soon as practicable;
b.
As soon as necessary to avoid erosion, sedimentation, or the discharge of
pollutants; and
c.
As identified in the SWPPP.
Land may be disturbed and stabilized multiple times during a project. Coordinate
work to minimize the amount of disturbed soil at any one time. Do not disturb
more soil than you can stabilize with the resources available.
Temporarily stabilize from wind and water erosion portions of disturbed soils,
portions of stockpiles, and portions of disposal sites, that are not in active
construction. Temporary stabilization measures may require a combination of
measures including but not limited to vegetative cover, mulch, stabilizing
emulsions, blankets, mats, soil binders, non-erodible cover, dust palliatives, or
other approved methods.
When temporary or permanent seeding is required, provide a working hydro
seeding equipment located within 100 miles of the project by road; with 1,000
gallon or more tank capacity, paddle agitation of tank, and the capability to reach
the seed areas with an uniform mixture of water, seed, mulch and tackifier. If the
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project is located in an isolated community, the hydro-seeder must be located at
the project.
Before applying temporary or permanent seeding, prepare the surface to be
seeded to reduce erosion potential and to facilitate germination and growth of
vegetative cover. Apply seed and maintain seeded areas. Reseed areas where
growth of temporary vegetative cover is inadequate to stabilize disturbed ground.
Apply permanent seed according to Sections 618 and 724, within the time
periods allowed by the CGP and the contract, at locations where seeding is
indicated on the plans and after land-disturbing activity is permanently ceased.
When installing a culvert or other drainage structure where stream bypass is not
used, install temporary or permanent stabilization concurrently or immediately
after placing the culvert or drainage structure in a manner that complies with the
SWPPP, applicable project permits and prevents discharge of pollutants. Install
temporary and permanent stabilization:
a.
At the culvert or drainage structure inlet and outlet; and
b.
In the areas upstream and downstream, that may be disturbed by the
process of installing the culvert, culvert end walls, culvert end sections, or
drainage structure.
Before deactivating a stream bypass or stream diversion used for construction of
a bridge, culvert, or drainage structure, install permanent stabilization:
a.
At the inlet and outlet of the culvert, drainage structure, or bridge;
b.
In the area upstream and downstream of the culvert, drainage structure, or
bridge, that is disturbed during installation or construction of the culvert,
drainage structure, or bridge; and
c.
Under the bridge.
Within seven days of initiating final stabilization, either complete final stabilization
or continue maintenance of work until final stabilization is complete.
6. Ending SWPPP Activities and SWPPP Maintenance.
The Owner’s Representative will determine SWPPP activities have ended when
all of the following requirements are met:



Land disturbing activities have ceased
Final Stabilization has been achieved (including at Owner furnished material
sources, disposal sites, staging areas, equipment areas, etc.)
Temporary BMPs have been removed
The Contractor is responsible for ending permit coverage within the Project Zone,
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by submitting an eNOT to ADEC within 30 days of meeting the conditions for
ending CGP coverage. The Contractor is responsible for BMP maintenance and
SWPPP updates until permit coverage is ended.
Submit eNOT after written notice from the Owner’s Representative and according
to Subsection 641-1.03.5.
The Owner will provide a copy of its eNOT to the contractor for inclusion in the
SWPPP.
The Contractor is responsible for coordinating local government inspections of
work and ending permit coverage with local government. See Subsection 6411.03.5 for more information.
7. Transmit final SWPPP.
Transmit one copy of the final SWPPP, including all amendments and
appendices, to the Owner’s Representative when the project eNOTs are filed, or
within 30 days of the Owner’s eNOT being filed, whichever is sooner. Transmittal
must be by both electronic and hard copy.
641-3.02 SWPPP DOCUMENTS, LOCATION ON-SITE AND RECORD RETENTION.
The SWPPP and related documents maintained by the Contractor are the Record for
demonstrating compliance with the CGP. Copies of SWPPP documents transmitted to
the Owner under the requirements of this specification are informational and do not
relieve the Contractor’s responsibility to maintain complete records as required by the
CGP and this specification. Keep the approved SWPPP, HMCP and SPCC Plan at the
on-site project office. If there is not an on-site project office, keep the documents at a
locally available location approved by the Owner’s Representative. Transmit to the
Owner’s Representative one copy of all Records current at the time the eNOT is filed.
Transmittal must be both electronic and hard copy. Retain Records and a copy of the
SWPPP, for at least three years after the date of eNOT. If EPA or ADEC inspects the
project, issues a Notice of Violation (NOV), or begins investigation for a potential NOV
before the retention period expires, retain the SWPPP and all Records related to the
SWPPP and CGP until at least three years after EPA and/or ADEC has determined all
issues related to the investigation are settled.
641-3.03 SWPPP INSPECTIONS, REPORTS AND AMENDMENTS.
Perform
Inspections, prepare Inspection reports, and prepare SWPPP amendments in
compliance with the SWPPP and the CGP. Update SWPPP Corrective Action Log,
SWPPP Amendment Log, SWPPP Grading and Stabilization Logs, and SWPPP Daily
Record of Rainfall forms.
1.
Joint Inspections during Construction. Conduct joint site inspections during
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construction.
The SWPPP Manager and the Owner’s Representative shall conduct joint
inspections at the following times, unless impracticable. For this
paragraph, “impracticable” means when both inspectors must fly to a
remote area in the winter or when one inspector is sick or unable to travel
to the site due to weather. When this is the case, the Operator who
conducts the Inspection must provide a copy of the Inspection Report to
the other Operator within three days of the Inspection date and document
the date of the report transmittal.
2.
a.
Before starting construction. Discuss implementation of the
SWPPP, and dates of BMP installations in relation to the progress
schedule.
b.
At least once every seven days during construction.
c.
Before winter shutdown, to ensure that the site has been
adequately stabilized and BMP devices are functional.
d.
At project completion, to verify final stabilization of the project and
that temporary BMPs that are required to be removed are removed.
Temporary BMPs that are biodegradable and are specifically
designed and installed with the intent of remaining in place until
they degrade, may remain in place after project completion.
Seasonal Suspension of Work Site Inspections.
Conduct an Inspection before seasonal suspension of work to confirm
BMPs are installed, functioning and Project Zone is 100% temporarily
stabilized, according to the requirements of the SWPPP and CGP.
Conduct Inspections according to the inspection schedule indicated in the
approved SWPPP. Any change in inspection frequency must be approved
by the Owner’s Representative, and beginning and ending dates
documented as an amendment to the SWPPP.
Inspection frequency during winter work or seasonal suspension of work
may be reduced to at least one Inspection every month if approved by the
Owner’s Representative and either of the following requirements is met:


The entire site is temporarily stabilized, or
Runoff is unlikely due to winter conditions (e.g. the site is covered
with snow, ice or the ground is frozen, and water flow or seepage is
not likely to occur)
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The Owner’s Representative may waive winter monthly Inspection
requirements until one month before thawing conditions are expected to
result in a discharge, if all the following requirements are met:


Frozen conditions are anticipated to continue for more than one
month
Land disturbance activities have been suspended
Historical weather information is available at:
http://www.wrcc.drLedu/summary/climsmak.html
The Owner’s Representative may waive requirements for updating the
Grading and Stabilization Activities Log and Daily Record of Rainfall
during seasonal suspension of work. If so, resume collecting and
recording weather data on the Daily Record of Rainfall form one month
before thawing conditions are expected to result in runoff. Resume
recording land disturbance and stabilization activities on the Grading and
Stabilization Activities Log when Construction Activity resumes.
Construction Activities within the Project Zone must be stabilized with
appropriate BMPs prior to seasonal thaw. Seasonal thaw is the annual
(first) recurrence of snow and ice melting after a prolonged period of
freezing conditions.
3.
Items and Areas to Inspect. Conduct Inspection of the areas required by
the CGP and SWPPP.
4.
Inspection Reports.
Prepare inspection reports on approved Construction Inspection Report
forms. N/A is not an acceptable answer to any of the questions on the
form.
Unless otherwise directed or approved by the Owner’s Representative,
insert as the date each corrective action will be completed by the date that
is (1) six calendar days after the date of the Inspection, or (2) a date that
complies with the time requirements listed in 641-3.01.4, whichever is
sooner. The Superintendent must provide the report to the Owner’s
Representative the same day.
Prior to the Owner’s Representative certifying the report, of the Owner’s
Representative will review the SWPPP Inspection Report, Working Site
Maps/Plan Sheets, SWPPP Amendment Log, SWPPP Amendments since
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the last Inspection, SWPPP Corrective Action Log, SWPPP Grading and
Stabilization Logs, and SWPPP Daily Record of Rainfall. As directed by
the Owner’s Representative, correct all items and complete certification
with the signature of the Superintendent within one (1) working day. The
Owner’s Representative will review and certify the report and return the
original to the Contractor.
5.
SWPPP Amendments and Amendment Log.
The SWPPP Manager shall keep the Contractor's SWPPP current at all
times. The Superintendent and the SWPPP Manager are the only
persons authorized to amend the SWPPP and update the SWPPP
Amendment Log. The Superintendent or the SWPPP Manager must sign
amendments to the SWPPP and updates to the SWPPP Amendment Log.
SWPPP Amendments must be approved by the Owner’s Representative.
Amendments must occur:
 Whenever there is a change in design, construction operation, or
maintenance at the construction site that has or could cause
erosion, sedimentation or the discharge of pollutants that has not
been previously addressed in the SWPPP
 If an Inspection identifies that any portion of the SWPPP is
ineffective in preventing erosion, sedimentation, or the discharge of
pollutants
 Whenever an Inspection identifies a problem that requires
additional or modified BMPs
 Whenever a BMP is added, removed, or modified
 If the Inspection frequency is modified (note beginning and ending
dates)
 When there is a change in personnel who are named in the
SWPPP, according to 641-2.01.4
Amend the SWPPP narrative as soon as practicable after any change or
modification, but in no case, later than seven (7) calendar days following
identification of the need for an amendment. Every SWPPP Amendment
must be dated. Cross-reference the amendment number with the
Corrective Action Log or SWPPP page number, as applicable. When a
BMP is modified or added, describe the BMP according to 641-2.01.3.
Keep the SWPPP Amendment Log current. Prior to performing each
scheduled Inspection, submit to the Owner’s Representative a copy of the
pages of the Amendment Log that contain new entries since the last
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submittal. Include copies of any documents amending the SWPPP.
Keep the SWPPP Amendment Log as an appendix to the SWPPP.
6.
Submit to Owner’s Representative. Submit inspection reports within three
working days of the inspection. Submit copies of other records within three
working days of recording them in the SWPPP. Submit copies of SWPPP
amendments within three working days from date they were initialed.
7.
Site Maps. Document planned SWPPP activities such as installation and
removal of BMPs, by making notes in the SWPPP Site Maps. Include the
date and the recording person's initials by these notes. Identify areas
where Construction Activities begin, areas where Construction Activities
temporarily or permanently cease, and areas that are temporarily or
permanently stabilized.
8.
Corrective Action Log.
The Superintendent and SWPPP Manager are the only persons
authorized to make entries on the SWPPP Corrective Action Log.
Modification or replacement of a BMP, installation of a new BMP, or
overdue maintenance (after a sediment trap exceeds 50% of design
capacity) is a corrective action and must be documented on the Corrective
Action Log. Do not record removal of BMPs on the Corrective Action Log.
Within 24 hours of discovery, update the Corrective Action Log with the
date of discovery and proposed corrective action. If discovered during an
inspection, update log with inspection date and proposed corrective
actions noted on the Inspection Report.
After each Inspection report has been signed and certified, update the
corrective action log to include all corrective actions noted on the
inspection report.
After the corrective action has been accomplished, note the action taken,
and date and initial the entry.
Keep the Corrective Action Log current and submit a copy to the Owner’s
Representative prior to performing each scheduled SWPPP Inspection.
Keep the Corrective Action Log as an appendix to the SWPPP.
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9.
Grading and Stabilization Log.
The Superintendent and SWPPP Manager are the only persons
authorized to date and initial entries on the SWPPP Grading and
Stabilization Activities Log. Use the SWPPP Grading and Stabilization
Activities Log, to record land disturbance and stabilization activities.
Keep the Grading and Stabilization Activities Log current and submit a
copy to the Owner’s Representative prior to performing each scheduled
SWPPP Inspection.
Keep the Grading and Stabilization Activities Log as an appendix to the
SWPPP.
10.
Daily Record of Rainfall.
Use SWPPP Daily Record of Rainfall to record weather conditions at the
Project. Update the form daily and include the initials of the person
recording each day's entry. Submit a copy to the Owner’s Representative
prior to performing each scheduled Inspection.
Keep the Daily Record of Rainfall as an appendix to the SWPPP.
641-3.04 NON-COMPLIANCE. The Owner’s Representative has authority to suspend
work and withhold monies, for an incident of non-compliance with the CGP or SWPPP.
If the suspension is to protect workers, the public, or the environment from imminent
harm, the Owner’s Representative may orally order the suspension of work. Following
an oral order of suspension, the Owner’s Representative will promptly give written
notice of suspension. In other circumstances, the Owner’s Representative will give the
Contractor written notice of suspension before suspension of work. A notice of
suspension will state the defects or reasons for a suspension, the corrective actions
required to stop suspension, and the time allowed to complete corrective actions. If the
Contractor fails to take the corrective action within the specified time, the Owner’s
Representative may:
1. Suspend the work until corrective action is completed;
2. Withhold monies due the Contractor until corrective action is completed;
3. Employ others to perform the corrective action and deduct the cost from the
Contract amount.
4. Withhold monies due the Contractor to recoup fines levied against the Owner for
Permit Violations.
5. Assess a permanent price adjustment of $500 per day for each day of non-action
under Item 641(5) Erosion, Sediment and Pollution Control Price Adjustment.
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Reasons for the Owner’s Representative to take action under this section include but
are not limited to failure to:
 Obtain appropriate permits before Construction Activities occur
 Perform duties according to the requirements of this Section 641
 Meet requirements of the CGP, SWPPP, or other permits, laws, and
regulations related to erosion, sediment, or pollution control and perform the
duties according to the requirements of Section 641 including but not limited
to:
 Perform SWPPP Administration
 Perform timely Inspections
 Update the SWPPP
 Transmit SWPPP, Inspection reports, and other SWPPP forms that are
updated weekly to the Owner’s Representative
 Maintain effective BMPs to control erosion, sedimentation, and pollution in
accordance with the SWPPP, the CGP, and applicable local, state, and
federal requirements
Price Adjustment for an incident of non-compliance that results in violation, as
determined by the Owner’s Representative, will be withheld from the pay estimate
pending billing from the Owner to the Contractor.·
Regulatory agencies may separately penalize or fine the Contractor and/or the Owner
for Permit violations (for example federal penalties may be up to $37,500 per day per
violation and state penalties may be up to $100,000 per violation). The Contractor is
responsible for the payment of any and all penalties and fines levied against the Owner
or Contractor by other entities (including agencies). Fines against the Owner will be
deducted under the Price Adjustment.
No additional Contract time or additional compensation will be allowed due to delays
caused by the Owner’s Representative's suspension of work under this subsection.
641-3.05 ACCESS TO WORK.
The Project, including any related off-site areas or support activities, must be made
available for inspection, or sampling and monitoring, by the Owner and other regulatory
agencies. See CGP Part 6.6.
641-4.01 METHOD OF MEASUREMENT. Section 109 and as follows:
Items 641 (1), (3) and (4) will be measured as specified in the Contract or directive
authorizing the work. Items 641 (5) will be measured and deductions determined by the
Owner.
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641-5.01 BASIS OF PAYMENT.
1.
Item 641(1) Erosion, Sediment and Pollution Control Administration. At the
contract lump sum price for administration of all work under this Section.
Includes, but is not limited to, SWPPP and HMCP and SPCC Plan
preparation, agency fees for SWPPP reviews, SWPPP amendments,
inspections, monitoring, reporting and record keeping and retention. Work
required by the HMCP and SPCC Plan including hazardous material
storage, containment, removal, cleanup and disposal, are subsidiary to
Pay Item 641 (1) Erosion, Sediment and Pollution Control Administration.
Duties of the SWPPP Manager are subsidiary.
2.
Item 641(3) Temporary Erosion, Sediment and Pollution Control. At the
contract lump sum price for all labor, supervision, material, equipment and
incidentals to install, maintain, remove and dispose of temporary erosion,
sedimentation, and pollution control measures required to complete the
project as shown in the plans at the time of bidding using the approved
SWPPP and HMCP, as amended according to 641-2.01 and 641-3.02.
3.
Item 641(4) Temporary Erosion Sediment and Pollution Control
Modification. At the prices specified in the Directive authorizing work for all
additional labor, supervision, material, equipment and incidentals to install,
maintain, remove and dispose of temporary erosion, sedimentation, and
pollution control measures made necessary due to a change to the plans
by change order. All work paid under this ltem will be shown as
amendments to the original approved SWPPP or HMCP.
4.
Item 641(5) Erosion, Sediment and Pollution Control Price Adjustment.
This is a price adjustment equal to any penalties and fines levied against
the Owner by local, state or federal agencies for pollutant violations,
including violations of the Clean Water Act, Clean Air Act, and the
Construction General Permit. An amount equal to the maximum possible
penalties and fines for the violation will be withheld temporarily until the
actual cost of the penalties and fines is known. The Contractor is also
responsible for the payment of penalties and fines levied against the
Contractor.
Subsidiary Items. Temporary erosion, sediment and pollution control measures that are
required outside the Project Zone, including, but not limited to, at material sources and
disposal sites, at fuel and material storage areas, and at equipment and material
staging areas, are the responsibility of the Contractor, and are subsidiary. Work
required by the HMCP and SPCC, including but not limited to, hazardous material
storage, containment, removal, cleanup and disposal, are subsidiary.
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Work under other pay items. Work that is paid for directly or indirectly under other pay
items will not be measured and paid for under this Section 641. This work includes but
not limited to dewatering, shoring, bailing, installation and removal of temporary work
pads, temporary accesses, temporary drainage pipes and structures, diversion
channels, settling impoundment, filtration, etc.
Permanent erosion, sediment and pollution control measures will be measured and paid
for under other Contract items, when shown on the bid schedule.
Work at the Contractor’s Expense. Temporary erosion, sediment and pollution control
measures that are required due to carelessness, negligence, or failure to install
temporary or permanent controls as scheduled or ordered by the Owner’s
Representative, or for the Contractor’s convenience, are at the Contractor’s expense.
It is the responsibility of the Contractor to minimize temporary disturbance to wetlands.
Seeding of any disturbed wetland areas is subsidiary to Item 641(3) Temporary Erosion,
Sediment and Pollution Control.
Failure to install and maintain effective BMPs:
If the Contractor fails to install and maintain effective BMPs that (a) minimize erosion,
(b) control sedimentation, and (c) prevent or minimize the discharge of pollutants; the
Owner’s Representative may suspend earthwork operations and withhold monies due
on current estimates for such earthwork items, until the BMPs are corrected and are
working in an effective manner, as determined by the Owner’s Representative.
The Owner’s Representative may, after giving the Contractor written notice, perform
BMP work and deduct the cost thereof, including project engineering costs, from your
progress payments if you fail to:
1.
Pursue work required by the approved SWPPP; or
2.
Respond to inspection recommendations or deficiencies in the SWPPP; or
3.
Implement erosion and sedimentation controls identified by the Owner’s
Representative; or
4.
Provide deliverables listed in Subsection 641-3.02.
Failure to perform SWPPP Administration:
If the Contractor fails to (a) perform timely inspections, (b) keep the SWPPP updated, or
(c) transmit updates to the Owner’s Representative, the Owner’s Representative may
suspend earthwork operations and withhold monies due on current estimates for such
earthwork items, until the listed items are corrected, as determined by the Owner’s
Representative.
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Payment will be made under:
Pay Item
641(1) Erosion, Sediment and Pollution Control
Administration
641(3) Temporary Erosion, Sediment and Pollution
Control
641(4) Temporary Erosion, Sediment and Pollution
Control Modification
641(5) Erosion, Sediment and Pollution Control Price
Adjustment
Pay Unit
Lump Sum
Lump Sum
Contingent Sum
Contingent Sum
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SECTION 642
CONSTRUCTION SURVEYING AND MONUMENTS
Delete Section 642 in its entirety and substitute the following:
642-1.01 DESCRIPTION. Perform surveying and staking essential for the completion of
the project and perform the necessary calculations required to accomplish the work in
conformance with the Plans and Specifications and standard engineering and survey
practice. Under this contract grade checker/grade hop work shall be included under
Construction Surveying and Monuments specifications.
Furnish and install survey monuments and monument cases in conformance with the
Plans or as directed.
Adjust existing monuments and monument cases to conform to the new elevations.
The Owner’s Representative will stake clearing limits in the field prior to the beginning of
clearing operations.
642-1.02 DEFINITIONS.
1. Monument: A fixed physical object marking a point on the surface of the earth;
used to commence or control a survey; mark the boundaries of a parcel of land;
or the centerline of a right-of-way corridor. Monuments will be Primary or
Secondary, as shown on the Plans.
2. Point: An identified spot located on the surface of the earth. For purposes of this
definition, a point can be a PK nail, wooden hub, rebar, large nail or other
structure capable of being utilized as a marker.
3. Witness Corner: A material mark or point usually placed on a property or survey
line, at a known distance from a property corner or other survey point. A witness
corner is employed to witness the location of a corner/point that cannot be
monumented at its true location.
4. Reference Monument: A material mark or point placed at a known distance and
direction from a property corner or other survey point, usually not on a property
or survey line. A reference monument is employed to perpetuate a corner/point
that cannot be monumented at its true location or where the corner monument is
subject to destruction.
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5. Surveyor: The Contractor’s Professional Land Surveyor, currently registered in
the State of Alaska.
6. Accepted Survey Methods: Methods which meet the current National Society of
Professional Surveyors – Model Standards of Practice.
642-2.01 MATERIALS.
1. Monument Cases: Use castings meeting AASHTO M 105, Class No. 30A. Coat
castings with a bituminous damp-proof coating. Use tops that bear evenly on the
frames.
2. Primary Monument: A minimum 2-inch diameter nonferrous pipe at least 30
inches long, with a minimum 4-inch flange at the bottom and having magnets
attached at the top and bottom. A minimum 2-3/8 inch diameter nonferrous metal
cap must be permanently attached to the top. Mark the cap around the outside
edge with the words “PORT MACKENZIE RAIL EXTENSION". Permanently
stamp every monument with the Surveyor’s registration number, the year set,
and the point/corner identification. Orient cap so that the data may be read when
the reader is facing north, except for centerline monuments that will be oriented
to be read facing upstation.
3. Secondary Monument: A minimum 5/8 inch x 30 inches rebar with a 2-inch
aluminum cap attached to the top. Permanently stamp every secondary
monument with the Surveyor’s registration number, the point/corner identification,
and the year set.
642-2.02 EQUIPMENT. It will be up to the discretion of the staking contractor to use the
appropriate equipment to ensure required accuracies are met for each item. The staking
contractor must decide what equipment to use.
All equipment shall be maintained and calibrated before fieldwork. These calibration
results shall be recorded in the field books as a matter of record.
All electronic measurements, including checks, shall be recorded electronically (this
requirement does not preclude written documentation in field books).
Each day prior to commencing any GPS work, the Contractor shall verify the function of
each GPS receiver by measuring and recording the position of two points shown on the
Survey Control Sheet (SCS) in the Plans. The Owner’s Representative may provide
additional check points that have been established by the Owner’s Professional Land
Surveyor. At the completion of each day’s survey activities the Contractor shall verify
the function of each GPS receiver by measuring and recording the position of two
approved check points. The results of these checks shall be included in the hardbound
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field books.
If GPS is used for stakeout of any element containing a vertical component GEOID12 or
12A must be used to derive orthometric elevations.
Gravity based methods are required (differential levels or total stations; GPS is not
permitted) when establishing grades for drainage features.
642-2.03 ELECTRONIC FILES. The plans have been developed electronically. All
review and quality control has been performed on the printed plan set. The electronic
plans are NOT suitable for staking activities. It is the contractor’s responsibility to use
the current approved printed, sealed, signed plans, specifications, and addendums to
generate any electronic data used for construction surveying activities. This work will be
performed under Subsection 642-3.04.
All electronic files used in the course of construction surveying activities shall be
provided to the Owner in their native format per the field book requirements and as
requested by the Owner. These files shall become the property of the Owner.
CONSTRUCTION REQUIREMENTS
642-3.01 GENERAL. Use competent, qualified personnel and suitable equipment for
the layout work required and furnish traffic control, stakes, templates, straight-edges
and other devices necessary for establishing, checking and maintaining the required
points, lines and grades.
Furnish computer services to accomplish the work. Check data received from the
computer for completeness and accuracy. As soon as practical after completion of the
work, and in no case later than acceptance of the project, deliver field books, computer
forms and computer output data to the Owner’s Representative. This data becomes the
property of the Owner.
Supervise construction surveying personnel. Correct errors resulting from the
operations of said personnel at your expense. The Contractor is responsible for the
accuracy of the work.
Work classified as Land Surveying under AS 08.48, and work involving the location,
control, and monumentation of construction centerline and right-of-way, must be
performed by or under the responsible charge of a Professional Land Surveyor.
Except where superseded in this document, follow the Owner’s designated Construction
Surveying Requirements: State of Alaska DOT/PF “Alaska Construction Surveying
Requirements (US Customary Units)” These requirements can be found on the internet
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at: http://www.dot.state.ak.us/stwddes/dcsconst/pop_surveyman.shtml
The Owner will provide sufficient horizontal and vertical control data to establish the
planned lines, grades, shapes, and structures. The Contractor shall provide all
additional survey work to maintain control during the project. All coordinate
computations and survey work performed shall be in the PMRail GRS80 coordinate
system. The vertical datum shall be GEOID12 or 12A referenced to the values shown
on the Survey Control Sheet (SCS).
Keep field notes in standard hardbound all-weather field books in a clear, orderly, and
neat manner consistent with Owner’s designated procedures, including titles,
numbering, and indexing. Make field books available for inspection by the Owner’s
Representative at any time. Store the field books in the Project Office during periods of
non-use.
Perform the following:
Cross sections necessary for determination of excavation and embankment quantities,
including intermediate and/or remeasure cross sections as needed. Take cross sections
after clearing and grubbing has been completed. Alternatively the contractor may
perform topographic surveys to produce digital surfaces as valid triangular irregular
networks – TINs which are equal or greater in accuracy to cross sections. The TINs
shall be based on accepted topographic surveying and modeling methods.
1. Slope staking.
2. Staking of signs, culverts, minor drainage structures and other appurtenances,
including the necessary checking to establish the proper location and grade to
best fit the conditions on site.
3. Bridge staking
4. Setting finishing stakes.
5. Measurement of pay quantities that require measurement.
6. Staking of right-of-way and material source limits.
7. Staking, referencing and other actions required to preserve or restore land
monuments and property corners.
8. As-built survey all surfaces completed under this contract.
9. Other surveying and staking necessary to complete the project.
When the project centerline points have been established as a part of the Owner’s
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Preconstruction surveys, the Owner will furnish the Contractor with copies of the
reference field books or control sheets depicting reference point information. Recover
these control points and independently verify these references. Reestablish missing
points from the Owner’s references before clearing, grubbing, or excavation.
When the Owner has not established the project centerline points but the survey control
points were established as a part of the Owner’s Preconstruction surveys (as detailed
on the project Survey Control Sheet) recover these points and use them as the basis for
establishing the project centerline. Verify the position of these points and establish new
points where required to replace missing points, before clearing, grubbing, or
excavation.
Notify the Owner’s Representative immediately if an Owner-established reference point
is discovered to be in error or a reset point is not in harmonious relationship to the
adjacent centerline points.
Furnish a notekeeper to record field survey notes, including documentation for quantity
computations for payment. Ensure that the notekeeper is thoroughly familiar with
generally accepted standards of good survey notekeeping practice and the “Alaska
Construction Surveying Requirements (US Customary Units)”.
The Owner’s Representative may randomly spot check surveying, staking and
computations. After the survey or staking has been completed, provide the Owner’s
Representative with a minimum of 72 hours notice before performing work, and furnish
the appropriate data, to allow for random spot checking. The Owner assumes no
responsibility for the accuracy of the work.
642-3.02 CROSS-SECTION SURVEYS. When required, obtain right-angle cross
sections to the construction centerline at the interval detailed in the “Alaska
Construction Surveying Requirements (US Customary Units)”. Alternatively the
contractor may perform topographic surveys to produce digital surfaces as valid
triangular irregular networks – TINs which are equal or greater in accuracy to cross
sections. The TINs shall be based on accepted topographic surveying and modeling
methods.
The Owner will supply following:
1. Construction Plans and Specifications
2. State of Alaska Land Survey Monument Record forms
3. “Alaska Construction Surveying Requirements (US Customary Units)” (one copy)
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Perform the following:
1. Furnish hardbound field books (Level, Cross-Section, Slope Stake, etc.). Use
“Rite-in-the- Rain” or similar weather resistant books. Field books become the
property of the Owner upon completion of the work.
2. Label the books and number the pages. Make a heading in the appropriate book
(date, weather, names and duties of crew members) at the beginning of each
day's work.
3. Update the index of the appropriate book at the end of each day's work.
4. Reduce, check, and adjust level notes.
5. The notekeeper shall compute the cross-section level notes and slope stake
catches and a different crew member shall check the computation on a continual
basis in the field.
6. Enter the grade data, shoulder width and/or ditch distance, stationing, slope, etc.,
in the slope stake books.
7. Maintain the position and identifying marks of slope stakes and reference points
until used for their intended purpose. Do not remove slope stakes without
permission of the Owner’s Representative.
8. Correct errors by drawing a line through them and writing the correct entry
directly above. Erasures are not allowed.
9. Return field books or copies of the field books to the Project office at the end of
each work day or as directed.
10. Provide copies of grade sheets and temporary bench mark elevations to the
Owner’s Representative 48 hours before beginning work on unclassified
excavation or embankment.
11. Ensure that survey crews comply with approved traffic control plans. Coordinate
crews’ activities with the Worksite Traffic Supervisor.
12. Keep a daily survey Party Chief diary, and give a copy of the diary to the Owner’s
Representative each day. The Party Chief diary shall be a hard bound “Rite in
the Rain” field book, specific to the project. The diary shall contain the following
information:
a.
b.
c.
d.
Date
Weather
Crew members’ names and duties
Type and location of work performed
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e. Hours worked
f. Type of equipment used (brand) and date equipment was double centered or
“peg” test was performed. Provide date calibrated for all electronic
equipment.
g. Signature of person in responsible charge
13. Submit the survey field notes and corresponding electronic files for the specific
area, relating to monument referencing, before beginning clearing, grubbing, or
excavation.
642-3.03 MONUMENTS. Install primary and secondary monuments, as called for in the
Plans, at the positions determined by the Owner. Reference property markers/corners,
monuments, or accessories that may be disturbed or buried during construction.
Prepare and record Monument Record Forms in the appropriate Recorder’s Office
before disturbing monuments. Monument Record Forms may be obtained from the
Owner’s Representative. Reestablish monuments in their original position before
completion of the project. Prepare and file a Monument Record Form for each
reestablished monument. Keep records and report to the Owner’s Representative
evidence that a monument has been disturbed and is no longer reliable or cannot be
located and is presumed to be lost or obliterated. Establish a minimum of two in-line
reference points, or three swing-tie reference points in situations where inline
referencing is not desirable. Set reference points outside of the construction limits.
Measure distances from the monument to the nearest 0.01 foot. Record referencing of
monuments in a separate field book stamped by the Surveyor.
RTK GPS methods are not acceptable for establishing reference marks used to
perpetuate monuments.
Replace existing monuments disturbed by construction with Primary or Secondary
Monuments meeting the requirements of subsection 642-2.01. When it is impractical to
establish a monument in its original position, install a witness corner (WC). Place the
WC to a property corner on the property line when the other property corner that defines
said line is existing or there has been sufficient retracement to define said line. In other
cases, place a reference monument (RM) perpendicular to the cadastral/property line at
the original position and at a distance from the original position.
Replacing monuments not shown on the Plans will be considered additional work and
paid by 642(2), Three Person Survey Party. Those monuments found that are not
shown on the Plans will be recognized by the Owner’s Representative when the
Surveyor provides timely field notes identifying type and location of the monument, and
a description of the point the monument marks, with the reason to preserve its location.
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The Surveyor must complete and stamp a State of Alaska Land Survey Monument
Record form for each primary and secondary monument removed, installed, relocated,
or replaced. Provide the required survey information on the form in accordance with
statutory requirements, including section, township, and range. Meet requirements for
recording at the District Recorder’s Office in which the project is located for each
monument record. Deliver conforming copies of the recorded forms to the Owner’s
Representative before monument removal or disturbance and after setting any final
monuments requiring monument records.
Set each monument and monument case accurately to lines established at the required
location and in a manner as to ensure being held firmly in place. Set existing
monuments and monument cases to be adjusted to new elevations in the manner and
at the elevations directed.
642-3.04 OFFICE ENGINEERING. Calculate finish grades for the roadway as specified
according to Plans and/or Specifications. Use information available in the field, on asbuilts, or as provided by the Owner’s Representative. Perform the work by, or under the
responsible charge of, a person registered in the State of Alaska as a Professional Land
Surveyor or a Professional Engineer.
642-3.05 FINAL TRAVERSE. Within 30 days after the Owner receives from the
Contractor a letter which states that all construction activities that may disturb the
monuments have ceased, the Surveyor shall run a final traverse to verify the positional
accuracy of installed survey monuments. This traverse will begin and end at different
Owner provided control points. The primary and secondary monuments placed or
replaced and any undisturbed Owner provided control points shall be tied to the
traverse. Under no circumstance shall the final traverse run more than 2.5 miles without
a tie to an Owner provided monument/control point. All traverse points established
during this work shall meet the requirements of a secondary monument. The Surveyor
shall sign and stamp a letter which lists each monument and its coordinates. The letter
shall certify that the monuments are each located within 0.10 foot of their proposed
position based on the project survey control points provided by the Owner. Deliver the
certification letter and field notes for this work to the Owner.
642-4.01 METHOD OF MEASUREMENT.
If staking for extra, additional or unanticipated work is performed by a two person survey
party, payment will be made at 75 percent of the unit price under Item 642(2), Three
Person Survey Party. If a single person is required for additional office computations or
other work requiring only one person, payment will be made at 32 percent of the unit
price of Item 642(2).
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642-5.01 BASIS OF PAYMENT.
642(2) Three Person Survey Party will be full compensation for all labor, equipment,
and materials required to accomplish the work as specified in the directive(s)
authorizing the work.
Payment for all work described in this section will be made under:
Pay Item
642(1) Construction Surveying
642(2) Three Person Survey Party
Pay Unit
Lump Sum
Hour
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SECTION 643
TRAFFIC MAINTENANCE
Delete Subsection 643-1.04 WORKSITE TRAFFIC SUPERVISOR and replace with the
following:
643-1.04 WORKSITE TRAFFIC SUPERVISOR. Provide a Worksite Traffic Supervisor
responsible for maintaining 24-hour traffic operations.
1.
Qualifications. The Worksite Traffic Supervisor shall be knowledgeable and
experienced regarding the requirements of the ATM and the implementation of
those requirements. The Worksite Traffic Supervisor shall be familiar with the
Plans, the Specifications, your proposed operations, and certified as one of the
following:
a.
b.
Traffic Control Supervisor, American Traffic Safety Services Association
(ATSSA)
Work Zone Safety Specialist, International Municipal Signal Association
(IMSA)
Certify that the Worksite Traffic Supervisor is competent and capable, and has the
authority to perform the duties and responsibilities in accordance with this section.
Worksite Traffic Supervisors shall maintain current certification and be able to
show their certification anytime they are on the project.
2.
Duties.
a. Prepare the TCPs and public notices and coordinate traffic control operations
between the Project Superintendent and the Owner’s Representative.
b. Physically inspect the condition and position of all traffic control devices used on
the project at least once each day and once each night. Ensure that traffic control
devices work properly, are clean and visible, and conform to the approved TCP.
Complete and sign a detailed written report of each inspection on the form
provided by the Owner’s Representative within 24 hours.
c. Supervise the repair or replacement of damaged or missing traffic control
devices.
d. Review and anticipate traffic control needs. Make available proper traffic control
devices necessary for safe and efficient traffic movement.
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e. Review work areas, equipment storage, and traffic-safety material handling and
storage.
f. Hold traffic safety meetings with superintendents, foremen, subcontractors, and
others as appropriate before beginning construction, prior to implementing a new
TCP, and as directed. Invite the Owner’s Representative to these meetings.
g. Supervise all traffic control workers, flaggers, and pilot car drivers.
h. Certify that all flaggers are certified as required by Subsection 643-3.04.4.
Submit a copy of all flagger certifications to the Engineer.
3. Authority. The Worksite Traffic Supervisor shall have the Contractor’s authority to
stop work and implement immediate corrective action to unsafe traffic control in
locations where unsafe traffic control is present.
Delete Subsection 643-2.01 MATERIALS and replace with the following:
643-2.01 MATERIALS. Provide traffic control devices meeting the following
requirements:
1.
Signs. Use signs, including sign supports, that conform to Section 615, the ATM,
and ASDS.
a. Construction Signs: Regulatory, guide, or construction warning signs
designated in the ASDS.
b. Permanent Construction Signs: As designated on the Plans or an approved
TCP.
c. Special Construction Signs: All other signs are Special Construction Signs.
Neatly mark the size of each sign on its back in 3-inch black numerals.
2.
Portable Sign Supports. Use wind-resistant sign supports with no external
ballasting. Use sign supports that can vertically support a 48 X 48 inch traffic
control sign at the height above the adjacent roadway surface required by the
ATM.
3.
Barricades and Vertical Panels. Use barricades and vertical panel supports that
conform to the ATM. Use Type III Barricades at least 8 feet long. Use reflective
sheeting that meets AASHTO M 268 Type II or III.
4.
Portable Concrete and Steel F Shape Barriers. Use Portable Concrete and Steel
F Shape Barriers that conform to the Plans. For each direction of traffic, equip
each barrier section with at least two side-mounted retroreflective reflectors or a
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continuous 4-inch wide horizontal retroreflective stripe mounted 6 inches below
the top of the barrier. Place the individual reflectors 2-foot or less from each end
and space not more than 10-foot apart. Use yellow reflectors or stripe if you use
barriers at centerline. Use white reflectors or stripe if you use barriers on the
roadway shoulder. Use reflective sheeting that meets AASHTO M 268 Type III,
IV or V.
Portable concrete barriers placed in line with gates used for access control as
shown in the Plans shall not have retroreflective reflectors or stripes.
5.
Warning Lights. Use Type A (low intensity flashing), Type B (high intensity
flashing) or Type C (steady burn) warning lights that conform to the ATM.
6.
Drums. Use plastic drums that conform to the requirements of the ATM. Use
reflective sheeting that meets AASHTO M 268 Type II or III.
7.
Traffic Cones and Tubular Markers. Use reflectorized traffic cones and tubular
markers that conform to the requirements of the ATM. Use traffic cones and
tubular markers at least 28 inches high. Use reflective sheeting that meets
AASHTO M 268 Type II or III.
8.
Interim Pavement Markings. Apply markings according to Section 670 and the
manufacturer's recommendations. Use either:
a. Paint meeting Subsection 708-2.03 with glass beads meeting Subsection
712-2.08,
b. Preformed Marking Tape (removable or non-removable) meeting Subsection
712-2.14, or
c. Temporary Raised Pavement Markers meeting Subsection 712-2.15 or 7122.16, as appropriate.
9.
High-Level Warning Devices. Use high-level warning devices that conform to the
ATM.
10.
Temporary Crash Cushions. Must have FHWA Acceptance letter for National
Cooperative Highway Research Program (NCHRP) 350 or Manual for Assessing
Safety Hardware (MASH), Test Level 3. Use reflective sheeting that meets
AASHTO M 268 Type III, IV or V. Application of crash cushion must be
appropriate for the intended use and be installed per manufacturer's
recommendation. Temporary crash cushions used as rail or barrier end
treatments must be redirective. Temporary crash cushions that are barrels or
barricade filled with sand or water are considered nonredirective and may only be
used when the forecasted temperature during their use is above 32 degrees
Fahrenheit.
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11.
Sequential Arrow Panels. Use Type A (24 X 48 inch), Type B (30 X 60 inch) or
Type C (48 X 96 inch) panels that conform to the ATM.
12.
Portable Changeable Message Board Signs. Use truck or trailer mounted
portable changeable message board signs with a self contained power supply for
the sign and with the following features:
a. Message sign panel large enough to display 3 lines of 9 inch high characters
b. Eight character display per message line
c. Fully programmable message module
d. The capacity to create, preview, and display new messages and message
sequences
e. A waterproof, lockable cover for the controller keyboard
f. An operator’s manual, a service manual, and a wiring diagram
g. Quick release attachments on the display panel cover
h. Variable flash and sequence rates
i. Manual and automatic dimming capabilities on lamp bulb matrix models
j. Locate the bottom of the sign panel at least 7 feet above the pavement
k. Operate with a battery pack a minimum of 2 hours under full load
13.
Plastic Safety Fence. Use 4 foot high construction orange fence manufactured by
one of the following companies, or an approved equal:
a. “Safety Fence” by Services and Materials Company, Inc., 2200 South “J”
Street, Elwood, Indiana, 46036. Phone (800) 428-8185.
b. “Flexible Safety Fencing” by Carsonite, 1301 Hot Springs Road, Carson City,
Nevada, 89706. Phone (800) 648-7974.
c. “Warning Barrier Fence” by Plastic Safety Systems, Inc. P.O. Box 20140,
Cleveland, Ohio, 44120. Phone (800) 662-6338.
14.
Temporary Sidewalk Surfacing. Provide temporary sidewalk surfacing as
required by an approved TCP and the following:
a. Use plywood at least 1/2 inch thick for areas continuously supported by
subgrade. Use plywood at least 1 inch thick for areas that are not continuously
supported.
b. Do not use unsupported 1-inch plywood longer than 30 inches.
c. Use plywood with regular surfaces. Do not overlap plywood joints higher than
1 inch.
d. Use a method that will withstand 25 mph wind velocities to hold temporary
surfacing in place.
15.
Temporary Guardrail. Use temporary guardrail that meets Section 606, except
that posts may require placement under special conditions, such as in frozen
ground.
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16.
Flagger Paddles. Use flagger paddles with 24 inches wide by 24 inches high sign
panels, 8 inch Series C lettering (see ASDS for definition of Series C), and
otherwise conform to the ATM. Use reflective sheeting that meets AASHTO M
268 Type VIII or IX. Use background colors of fluorescent orange on one side
and red on the other side.
17.
Truck Mounted Attenuator, TMA. The TMA shall be mounted on a vehicle with a
minimum weight of 15,000 pounds and a maximum weight per the
manufacturer’s recommendations. The TMA complies with NCHRP 350 Test
Level 3 requirements.
Delete Subsection 643-2.02 CRASHWORTHINESS and replace with the following:
643-2.02 CRASHWORTHINESS. Submit documentation, by the method indicated, that
the following devices comply with the requirements of National Cooperative Highway
Research Program (NCHRP) Report 350 or the Manual for Assessing Safety Hardware
(MASH) (Test Level 3) on the given schedule. Submit documentation of compliance to
the Owner’s Representative before installing devices on the project.
Work Zone Traffic Control Device Compliance with NCHRP 350 or MASH
Category Devices
Method of Documentation
1
Cones, candles, drums w/o attachments,
delineators
2
Barricades, portable sign supports,
drums w/lights, other devices weighing
less than 100 pounds but not included in
category 1
3
Truck mounted attenuators, redirective
and nondirective temporary crash
cushions
Manufacturer's Certification for
devices exceeding height and
weight limits
FHWA acceptance letter
indicating acceptance at Test
Level 3 (when not test level is
specified in the letter; it is implied
that the tests were run for Test
Level 3),
FHWA acceptance letter
indicating acceptance at Test
Level 3 (when no test level is
specified in the letter; it is implied
that the tests were run for Test
Level 3),
FHWA acceptance letter
specifying the Test Level
required in the Plans or
Specifications.
Portable concrete barriers
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Category 1 devices that exceed the following weights and heights require certification
that they meet the evaluation criteria of NCHRP Report 350 or MASH, Test Level 3.
This certification may be a one-page affidavit signed by the vendor. Documentation
supporting the certification (crash tests and/or engineering analysis) must be kept on file
by the certifying organization. No certification is required for devices within the weight
and height limitations.
Device
Cones
Composition
Rubber
Plastic
Candles
Rubber
Plastic
Drums
Hi Density Plastic
Lo Density Plastic
Delineators Plastic or Fiberglass
Weight
20 lb.
20 lb.
13 lb.
13 lb.
77 lb.
77 lb.
N/A
Height
36 in.
48 in.
36 in.
36 in.
36 in.
36 in.
48 in.
643-3.01 GENERAL CONSTRUCTION REQUIREMENTS. Add the following:
Immediately notify the Owner’s Representative of any traffic related accident that occurs
within the project limits as soon as you, an employee, or a subcontractor becomes
aware of the accident.
Delete Subsection 643-3.03 PUBLIC NOTICE and replace with the following:
643-3.03 PUBLIC NOTICE. Make sure the Worksite Traffic Supervisor gives a minimum
of 3 days notice before major changes, delays, lane restrictions, or road closures to
local officials and transportation organizations, including but not necessarily limited to:
•
•
•
•
•
•
•
•
•
•
•
•
•
Alaska Carriers Association
Alaska Trucking Association
Alaska State Troopers
Division of Measurement Standards
Local Police Department
Local Fire Department
Local Government Traffic Engineer
School and Transit Authorities
Local Emergency Medical Services
Local Media (newspapers, radio, television)
Railroads (where applicable)
U.S. Postal Service
Major Tour Operators
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Provide local traffic enforcement and maintenance agencies 24 hour notice before
shutting down a traffic signal system. Provide notice as required by utility companies
before repairing or replacing a utility.
Provide the Alaska State Troopers, local police and fire department with the radio
frequencies used on the project and the 24-hour telephone numbers of the Worksite
Traffic Supervisor and the Project Superintendent. Tell them to use these numbers to
alert you when emergency vehicles must pass through the project. When notified of
emergencies, use all equipment and make every necessary effort to expedite rapid
passage.
Additional notices may be given through the Navigator System for selected projects.
Check the special provisions for those requirements.
Delete Subsection 643-3.04 TRAFFIC CONTROL DEVICES and replace with the
following:
643-3.04 TRAFFIC CONTROL DEVICES. Before starting construction, erect permanent
and temporary traffic control devices required by the approved TCPs. Use traffic control
devices only when they are needed. The Owner’s Representative will determine
advisory speeds when necessary.
For lane closures on multilane roadways, use sequential arrow panels. During hours of
darkness when required by the approved TCP use flashing warning lights to mark
obstructions or hazards and steady-burn lights for channelization.
Use only one type of traffic control device in a continuous line of delineating devices,
unless otherwise noted on an approved TCP. Use drums or Type II barricades for lane
drop tapers.
During non-working hours and after completing a particular construction operation,
remove all unnecessary traffic control devices. Store all unused traffic control devices in
a designated storage area which does not present a nuisance or visual distraction to
traffic. If sign panels are post mounted and cannot be readily removed, cover them
entirely with either metal or plywood sheeting. Completely cover signal heads with bags.
Keep signs, drums, barricades, and other devices clean at all times.
Use only traffic control devices that meet the requirements of the “Acceptable” category
in ATSSA (American Traffic Safety Services Association) “Quality Guidelines for
Temporary Traffic Control Devices” and meet crashworthiness requirements per Section
643-2.02.
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Immediately replace any devices provided under this Section that are lost, stolen,
destroyed, inoperable or deemed unacceptable while used on the project. Stock repair
parts for each Temporary Crash Cushion used on the project. Repair damaged crash
cushions within 24 hours.
Maintain pre-existing roadside safety hardware at an equivalent or better level than
existed prior to project implementation until the progress of construction necessitates
removing the hardware. All existing hazards that are currently protected with roadside
safety hardware or new hazards which result from project improvements shall be
protected or delineated as required in the plans, specifications, and approved TCPs
until permanent roadside safety hardware is installed. All temporary roadside safety
hardware shall meet NCHRP 350 or MASH Test Level 3 unless otherwise noted.
All items paid under this Section remain your property. Remove them after completing
the project.
1.
Embankments. Install portable concrete barrier, plastic drums, barricades, tubular
markers, plastic safety fence, and cones as specified on the Plans or TCPs to
delineate open trenches, ditches, other excavations and hazardous areas when
they exist along the roadway for more than one continuous work shift.
2.
Adjacent Travel Lane Paving. Limit pavement-edge and lane-edge drop-offs as
specified in Section 401. When paving is deeper than 2 inches and you cannot
finish paving adjacent travel lanes or paved shoulders to the same elevation before
the end of the paving shift, install one of the following, as appropriate: CW24-1
(Uneven Lanes), CW8-9A (Low Shoulder), CW14-3 (No Passing Zone), R4-1 (Do
Not Pass), and R4-2 (Pass with Care). If the section is longer than 1/2 mile, place
additional signs every 1500 feet.
3.
Fixed Objects. Use flashing warning lights on all vehicles when they are working
within 15 feet of the edge of traveled way. Use emergency flashers, flashing
strobes or rotating beacons.
Locate private vehicles, idle construction equipment, construction material
stockpiles and other items deemed by the Owner’s Representative to be fixed
objects at least 30 feet from the edge of traveled way at all times. Do not park
equipment in medians.
If you cannot meet the preceding restrictions because of land features or lack of
right-of-way, park equipment as far away as practical but at least 15 feet from the
edge of traveled way, as approved by the Owner’s Representative. Use drums or
Type II barricades with flashing warning lights to delineate parked equipment.
These traffic control devices are subsidiary.
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4.
Flagging. Furnish trained and competent flaggers and all necessary equipment,
including lighting of the flagging position during nighttime operations, to control
traffic through the traffic control zone. The Engineer will approve each flagging
operation before it begins and direct adjustments as conditions change.
Flaggers must be certified as one of the following:
a.
b.
c.
d.
e.
Flagging Level I Certification by IMSA (International Municipal Signal
Association)
Flagger Certification by ATSSA (American Traffic Safety Services
Association)
Traffic Control Supervisor, ATSSA
Work Zone Safety Specialist, IMSA
ATSSA Flagging Instructor
Flaggers shall maintain current flagger certification. Flaggers must be able to show
their flagger certification anytime they are on the project.
Flaggers must maintain their assigned posts at all times, unless another qualified
flagger relieves them, or the approved traffic control plan terminates the flagging
requirements. Remove, fully cover, or lay down flagger signs when no flagger is
present. Keep the flaggers’ area free of encumbrances, such as parked vehicles,
so that flaggers can be seen easily.
Provide approved equipment for two-way radio communications between flaggers
when flaggers are not in plain, unobstructed view of each other.
Obtain the Engineer’s written approval before flagging signalized intersections.
When you flag a signalized intersection, either turn off and cover the traffic signal
or place it in the All-Red Flash mode. Coordinate changing traffic signal modes and
turning off or turning on traffic signals with the agency responsible for signal
maintenance and operation and the Owner’s Representative. Get their written
approval in advance. Only uniformed police officers are permitted to direct traffic in
an intersection with an operating traffic signal.
5.
Pilot Cars. You may use pilot cars if the route through a traffic control zone which
is particularly hazardous, involved, or frequently altered to preclude adequate
signing, or if the Owner’s Representative deems one-way traffic necessary. Do not
use pilot cars to avoid localized traffic control at several locations.
Organize construction operations so the total of all stoppages experienced by a
vehicle traveling through a project does not exceed 20 minutes. However, this
does not imply that you may allow 20 minutes in all cases. Coordinate multiple
pilot-car operations within a project or adjoining projects to minimize inconvenience
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to the traveling public. You may use two or more pilot cars to provide two-way
traffic through the traffic control zone to reduce the waiting period. The flagger or
pilot car operator must record each pilot car’s departure time in a bound field book
furnished by the Owner’s Representative. Whenever practical, the flagger should
tell the motorist the reason for and approximate length of the delay. Make every
reasonable effort to yield right-of-way to the public and prevent excessive delay.
Use an automobile or pickup as the pilot car, with your company logo prominently
displayed. Equip the pilot car with a two-way radio for contact with flaggers and
other pilot cars. Mount a G20-4 sign (Pilot Car Follow Me) on the rear at least 5
feet above the driving surface. Identify the last vehicle in the column.
When pilot cars are authorized, use them before beginning work and continue until
no longer necessary or until you have properly placed and checked functioning of
all traffic control devices required for non-working hours.
6.
Street Sweeping and Power Brooming. Keep free of loose material all paved
portions of the roadway and haul routes open to the public, including sections of
roadway off the project where your operations have deposited loose material. Use
a power broom that can eject the material outside the traveled way. Use a street
sweeper that can collect the material.
7.
Watering. Furnish, haul, and place water for dust control and pavement flushing,
as directed. Use water trucks that can provide a high-pressure water stream to
flush the pavement and a light-water spray to control dust. If the flushing
operations contaminate or fill adjacent catch basins, clean and restore them to
their original condition. This requirement includes sections of roadway off the
project where flushing is required. The Owner’s Representative will control water
application.
If you take water from a lake, stream, or other natural water body, first obtain a
water removal permit from the Alaska Department of Natural Resources. Comply
with the Alaska Department of Fish and Game screening requirements for all water
removal operations.
8.
Portable Changeable Message Board Signs. Furnish Changeable Message
Signs when approved on a TCP. Display only messages approved on the TCP.
Follow application guidelines in the ATM.
9.
Truck Mounted Attenuator, TMA. TMAs are mounted on the rear of work
vehicles. Impact attenuators are defined by NCHRP 350 as a category III device.
TMA shall be mounted on a vehicle with a minimum weight of 15,000 pounds and
a maximum weight in accordance with the manufacturer’s recommendations.
TMA shall have an adjustable height so that it can be placed at the correct
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elevation during usage and to a safe height for transporting. Approach ends of
TMAs shall have impact attenuator markings in accordance with the MUTCD. Do
not use a damaged attenuator in the work. Replace at your expense, an
attenuator damaged from an impact during work.
Delete Subsection 643-3.06 TRAFFIC PRICE ADJUSTMENT and replace with the
following:
643-3.06 TRAFFIC PRICE ADJUSTMENT. A Traffic Price Adjustment, under Item
643(23), will be assessed for unauthorized lane closures or reductions.
Authorized lane closures and/or lane reductions are those shown in the Contract, an
approved TCP, or authorized in writing. Unauthorized lane reductions include
unacceptable driving surfaces, such as severe bumps, ruts, washboarding, potholes,
excessive dust or mud, and non-conforming or out of place traffic control devices. They
shall include when temporary crash cushions required to protect motorists from
incomplete guardrail installations, as described in Section 606-5.01 are not installed.
The Owner’s Representative will make the sole determination as to whether the
roadway is acceptable for full unimpeded use by the public.
Adjustment Rates are listed in Table 643-1. These rates are liquidated damages which
represent highway user costs, based on Average Daily Traffic (ADT). The Engineer will
use the rate shown for the current ADT for this project, as published in the Regional
Traffic Volume Report prepared by the Department's Planning Section.
TABLE 643-1
ADJUSTMENT RATES
Published ADT
Less than 1,000
1,000-4,999
5,000-9,999
10,000+
Dollars/Minute of Delay/Lane
$2
$10
$30
$40
Add the following new Subsection:
643-3.11 HIGH VISIBILITY GARMENTS. Ensure all workers within project limits wear
outer garments that are highly visible and comply with the following requirements:
1. Standards.
Use high visibility garments conforming to the requirements of ANSI/ISEA 107-2004,
Class 2 for tops or Class E for bottoms, and Level 2 retroreflective material.
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2. Labeling.
Use garments labeled in conformance with Section 11.2 of ANSI/ISEA 107-2004;
except you may use previously purchased garments labeled in conformance with
ANSI/ISEA 107-1999 until 1/1/08.
3. Tops.
Wear high visibility vests, jackets, or coverall tops at all times.
4. Bottoms.
Wear high visibility pants or coverall bottoms during nighttime work (sunset to
sunrise). Worksite traffic supervisors, employees assigned to traffic control duties,
and flaggers wear high visibility pants or coverall bottom at all times.
5. Outer Raingear.
Wear raingear tops and bottoms conforming to the requirements of this Subsection
643-3.11.
6. Exceptions.
When workers are inside an enclosed compartment of a vehicle, they are not
required to wear high visibility garments.
7. Condition.
Furnish and maintain all vests, jackets, coveralls, rain gear, hard hats, and other
apparel in a neat, clean, and presentable condition. Maintain retroreflective material
to Level 2 standards.
Payment for high visibility garments for workers is subsidiary to other traffic contract
items.
643-4.01 METHOD OF MEASUREMENT.
Delete item number 4 and replace with:
4.
Portable Concrete Barrier. By each nominal 12’-6” section placed for access control
as shown in the Plans. Portable Concrete Barrier placed to protect or channelize
traffic will not be measured.
Add new item number 16:
16. Steel F Shaped Barrier. Shall be measured and paid for by the linear foot.
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643-5.01 BASIS OF PAYMENT.
Delete item number 4 and replace with:
4.
Portable Concrete Barrier. The contract price includes all resources required to
provide and install each barrier placed for access control as shown in the Plans.
Portable Concrete Barrier placed to protect or channelize traffic is subsidiary to Pay
Item 643(2).
Add new item number 16:
16. Steel F Shaped Barrier. The contract price includes all resources required to
provide, install, maintain, move and remove each barrier
643(29) Steel F Shaped Barrier
Linear Foot
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SECTION 675
FUEL COST ADJUSTMENT
675-1.01 DESCRIPTION. Fuel cost adjustment is intended to limit the risk to the
Contractor from potentially unstable fuel prices that might occur during the contract.
The adjustment provided by this provision shall not obligate the Owner for any costs
due solely to changes in fuel costs beyond the amount adjusted by this provision.
1. This provision is not intended to estimate actual quantities of fuel used in
construction operations or compensate for actual price variations experienced by the
Contractor.
2. The Owner determines adjustments under the provisions of this section.
3. The Owner does not guarantee that fuel will be available at the base fuel cost or
monthly fuel cost.
4. No additional adjustments will be made for rates of fuel consumption or actual fuel
types that differ from those specified for the purpose of determining the adjustment.
5. This provision becomes effective at NTP and it remains in effect for the duration of
the contract.
6. The fuel index to be used at time of submission of the Bid and for
month or portion thereof, during construction, will be the OPIS
(¢/gallon) for the preceding month for the Ultra Low Sulfur Distillate
for Flint Hills as reported by Oil Price Information Service (OPIS)
Alaska http://www.opisnet.com/
each calendar
average price
fuel rack price
for Anchorage
675-2.01 QUALIFIED WORK. The Schedule Of Values (SOV) work items that qualify
for the fuel cost adjustment are:
Table 675-1
SOV Items Products Eligible for Fuel Cost Adjustment
SOV ITEM
SOV ITEM DESCRIPTION
203(1), 203(5), 203(5A),
203(5B)
Excavation and Borrow
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675-3.01 GENERAL.
1. Current Fuel Index (CFI): The OPIS average price (¢/gallon) for the Ultra Low Sulfur
Distillate rack price, as an average of each calendar month, as reported by OPIS
http://www.opisnet.com/. The CFI will be calculated for each calendar month.
2. Base Fuel Index (BFI): The contract base fuel index is the OPIS average price
(¢/gallon) for the Ultra Low Sulfur Distillate rack price, for the month prior to the Bid
Opening, as reported by OPIS http://www.opisnet.com/.
3. For months May through September inclusive the Ultra Low Sulfur Distillate No. 2
diesel price will be used in determining the current or base fuel index.
4. For months October through April inclusive the Ultra Low Sulfur Distillate No. 1
diesel price will be used in determining the current or base fuel index.
5. Fuel Cost Adjustment (FCA):
accordance with this article.
The fuel cost adjustment in dollars determined in
675-3.02 DETERMINING FUEL COST ADJUSTMENT.
1. FCA will be made when fuel cost fluctuates more than 10% from the BFI. FCA may
be positive, negative, or nonexistent depending on the circumstances. Payments or
deductions will only be calculated on that portion of the fuel cost fluctuation that
exceeds the 10% specified above.
2. FCA applies only to accepted Work performed on qualified SOV work items
identified above.
3. FCA applies to work added by change order as determined in the change order in
accordance with General Condition Article 9.4.
4. No fuel cost adjustment will be applied to Work performed after the expiration of
contract time and approved time extensions.
5. The FCA will be calculated by the 7th of each month for use on that month’s Pay
Request submission.
675-4.01 METHOD OF MEASUREMENT. The FCA for the current estimate will be
computed according to the following formula. When FCA is positive, Contractor is
reimbursed this amount; when FCA is negative, Owner is reimbursed this amount:
FCA = (CFI – BFI) x Q
Where:
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FCA
=
Fuel Cost Adjustment
BFI
=
Base Fuel Index
CFI
=
Current Fuel Index
Q
=
Total calculated gallons of fuel for period being calculated.
Use the Gal/unit factors identified in Table
675-1 to calculate
Q.
Q is the summation of the calculated fuel
consumption
for accepted quantities of each individual SOV item during the
pay period for which
the FCA is being calculated.
Table 675-2
Qualified Items for Fuel Cost Adjustment
SOV Item
203(1), 203(5),
203(5A), 203(5B)
SOV Item Description
Excavation and Borrow
SOV Unit
Calculated
Gal per SOV
unit
Cubic Yard
0.27
1. No adjustments will be made if the average monthly fuel cost is within 10% of the
BFI.
2. No adjustments will be made for work performed after the authorized Time for
Completion.
675-5.01 BASIS OF PAYMENT.
The Contractor shall be liable to the Owner for decreased compensation adjustments
and the Owner may deduct the amount thereof from any monies due or that may
become due the Contractor.
Payment shall be made under:
Pay Item
675(1) Fuel Cost Adjustment
Pay Unit
Contingent Sum
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SECTION 683
UTILITIES
Add new section:
683-1.01 DESCRIPTION. Relocate utilities within the project limits where directed by
the Owner’s Representative.
683-2.01 MATERIALS. None
683-3.01 CONSTRUCTION REQUIREMENTS. None
683-4.01 METHOD OF MEASUREMENT.
Section 109.
683-5.01 BASIS OF PAYMENT.
Payment will be made under:
Pay Item
Pay Unit
683(1) Utility Relocation
Contingent Sum
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SECTION 701
HYDRAULIC CEMENT AND SUPPLEMENTARY CEMENTITIOUS MATERIALS
Delete this section in its entirety and replace with the following:
701-1.01 GENERAL. Meet the following general requirements for all cementitious
materials furnished:
Before using, retest Portland cement stored longer than 3 months in bags or 6 months
in bulk for compressive strength, time of setting, and loss on ignition according to
AASHTO M 85. Store separately different types or brands of cementitious materials, or
cementitious materials from different mills.
Protect cementitious materials from dampness during shipment and storage. Do not use
partially set cement or cement which contains caked lumps. Do not use cement
salvaged from discarded or used bags.
701-2.01 PORTLAND CEMENT. Meet AASHTO M 85, Type I, II, or III including the lowalkali cement requirement shown in Table 2.
701-2.02 BLENDED HYDRAULIC CEMENT. Meet AASHTO M 240, Type IP, or Type
IS. Report the weight of pozzolan and ground granulated blast furnace slag as percent
of weight of the total cementitious material. Do not vary the pozzolan and ground
granulated blast furnace slag constituent content from the certified value more than ±5
percent by weight of the total cementitious material. Limit pozzolan in Type IP to fly ash.
Meet the replacement limits in Table 701-1
TABLE 701-1
BLENDED HYDRAULIC CEMENT LIMITS
Cement
Type
Constituent
Percent of Total
Cementitious
Material by
Weight
Maximum
Type IP
Fly Ash
35%
Type IS
Slag cement
40%
701-2.03 GROUT. Non-shrink, non-corrosive, non-metallic, cement-based grout
meeting ASTM C 1107, except develop a 28-day compressive strength of at least 9,000
psi when tested according to AASHTO T 106 or ASTM C 109.
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701-2.04 FLY ASH. Meet AASHTO M 295, Class C or Class F, including optional
chemical requirements as set forth in Table 2.
701-2.05 GROUND GRANULATED BLAST-FURNACE SLAG. Meet AASHTO M 302,
Grade 100 or Grade 120.
701-2.06 SILICA FUME. Meet AASHTO M 307.
701-2.07 DS GROUT. Use drilled shaft (DS) grout conforming to the following
requirements:
1. Portland Cement Type I or Type II cement meeting the requirements of Subsection
701-2.01.
2. Fine Aggregate: Use fine aggregate meeting Subsection 703-2.01, except 100
percent passing the No. 4 sieve.
3. Potable Water: Use water meeting the requirements of Subsection 712-2.01.
4. Proportioning: Mix grout in proportions using at least 564 lbs/yd3 of Portland cement,
fine aggregate, and with enough water to produce a flowable mixture. Do not
exceed 67 gal/yd3 of water.
Thoroughly mix DS grout to a uniform consistency before injecting into soil surrounding
drilled shaft casing and filling CSL tubes.
701-2.08 POST-TENSION GROUT. Use pre-packaged thixotropic grout formulated
specifically for bonded post-tensioned concrete structures in aggressive exposures.
Ship grout in weather proof packages, plainly marked with the name, weight, and
volume of the grout, together with the lot number, date of manufacture, mixing
instructions, and the name and address of the manufacturer.
Protect grout against dampness. Do not use grout that has become partially set or
which contains lumps of caked grout. Do not use grout salvaged from discarded or used
bags. Do not use grout with a total time from manufacture to usage in excess of 6
months unless the manufacturer tests and certifies the product meets the requirements
in Table 701-2.
Batch grout using the entire contents of each bag in accordance with all of the
manufacturer’s written recommendations and instructions.
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1. Materials. Use grout that conforms to the following requirements:
a. Portland Cement. Type I or Type II cement meeting the requirements of
Subsection 701-2.01.
b. Potable Water. Use water meeting the requirements of Subsection 712-2.01.
c. Fly Ash. Class C or Class F fly ash meeting the requirements of Subsection 7112.03. Limit fly ash content to a maximum of 20% by weight of Portland cement.
d. Ground Granulated Blast Furnace Slag. Grade 120 slag conforming to
Subsection 701-2.05. Limit blast furnace slag content to a maximum of 40% of
the weight of Portland cement.
e. Silica Fume. Silica fume conforming to Subsection 701-2.06. Limit silica fume
content to a maximum of 15% of the weight of Portland cement.
f. Set Control and Water-Reducing Admixtures. Type D, Type F, and Type G
admixtures conforming to AASHTO M 194. Limit Type F and Type G admixtures
to 45 oz. per 100 pounds of Portland cement.
g. Air Entraining Admixtures. Do not use grout with air entraining admixtures.
h. Expansion Causing Admixtures. Do not use grout with expansive cement or
expansion causing admixtures that contain aluminum powder or components that
produce hydrogen, carbon dioxide or oxygen gas.
i.
Corrosion Inhibitor Admixtures. Do not use grout with corrosion inhibitor
admixtures.
j. Pumping Aid Admixtures. Do not use pumping aid admixtures.
2. Physical Properties. Use grout that satisfies the requirements in Table 701-2.
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TABLE 701-2
POST TENSION GROUT
Property
Total Chloride Ions
Setting Time
Strength
Permeability @ 28
days
Volume Change
Expansion
Fluidity
Wick Induced
Bleed
Wet Density
Requirements
Max. 0.08% by weight of
cementitious materials
Min. 3 hours
Max. 12 hours
Min 3000 psi after 7 days
Min 5000 psi after 28 days
Max. 2500 Coulombs at 30 V
after 6 hours
Maximum 0.0% after 24 hours
Maximum +0.2% after 28 days
≤ 2.0 % for up to 3 hours
a) Immediately after mixing:
Min. 9 sec.
Max. 20 sec.
b) 30 minutes after mixing:
Max. 30 sec.
Max 0.0%
Test Method
ASTM C 1152
ASTM C 953
ASTM C 942
ASTM C 1202
ASTM C 1090
(modified)*
ASTM C 940
ASTM C 939
(modified)**
ASTM C 940
(modified)***
ASTM C 185
Report maximum and minimum
obtained test value in pounds per
cubic foot
* Modify ASTM C1090 to include verification at both 24 hours and 28 days.
** Modify the ASTM C 939 test by filling the flow cone to the top instead of to the
standard level. The efflux time is the time to fill a one liter container placed directly
under the flow cone.
*** Modify ASTM C940 to conform with the wick induced bleed test as follows:
(a) Use a wick made of a 20-inch length of ASTM A416 seven-wire 1/2 inch
diameter strand. Wrap the strand with 2-inch wide duct or electrical tape at
each end prior to cutting to avoid splaying of the wires when it is cut.
Degrease (with acetone or hexane solvent) and wire brush to remove any
surface rust on the strand before temperature conditioning.
(b) Condition the dry ingredients, mixing water, prestressing strand and test
apparatus overnight at 65° F to 75° F.
(c) Mix the conditioned dry ingredients with the conditioned mixing water and
place 800 ml of the resulting grout into the 1,000 ml graduate cylinder.
Measure and record the level of the top of the grout.
(d) Completely insert the strand into the graduated cylinder. Center and fasten
the strand so it remains essentially parallel to the vertical axis of the cylinder.
Measure and record the level of the top of the grout.
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(e) Store the mixed grout at the temperature range listed above in (b).
(f) Measure the level of the bleed water every 15 minutes for the first hour and
hourly for two successive readings thereafter.
(g) Calculate the bleed water, if any, at the end of the three hour test period and
the resulting expansion per the procedures outlined in ASTM C940, with the
quantity of bleed water expressed as a percent of the initial grout volume.
Note if the bleed water remains above or below the top of the original grout
height. Note if any bleed water is absorbed into the specimen during the test.
701-2.09 CERTIFICATION. Furnish 5 copies of a Certified Test Report from the
manufacturer or an independent testing laboratory containing a list of dimensional,
chemical, metallurgical, electrical, physical, and other required test results of the
specified material certifying that the product or assembly has passed all specified
tests. Include the following:
1.
2.
3.
4.
5.
6.
7.
the project name and number;
the manufacturer's name;
the name of the product or assembly;
a complete description of the material;
country of origin;
the lot, heat, or batch number that identifies the material;
all required test results for the specified material from the same lot, heat, or batch
defined in Subsection 701-2.09.6;
8. a statement, signed by a person having legal authority to act for the manufacturer
or the independent testing laboratory, that the test results show that the product
or assembly to be incorporated into the project has been sampled and tested and
the samples have passed all specified tests.
Tag, stencil, stamp, or otherwise mark all materials or assemblies furnished under
certification to the project with the lot number, heat number, batch number, or other
appropriate identification, which can be readily recognized and legible, and is
identical to the accompanying Certified Test Report.
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SECTION 703
AGGREGATES
703-2.03 AGGREGATE FOR BASE AND SURFACE COURSE. In Table 703-1, in the
Base Course Column, Fracture Row, after “70, min.” add the following: (2 Faces)
703-2.07 SELECTED MATERIAL. Delete item 2. Type B and substitute the following:
2. Type B. Aggregate containing no muck, frozen material, roots, sod or other
deleterious matter and with a plasticity index not greater than 6 as tested by WAQTC
FOPs for AASHTO T 89 and T 90. Meet the following gradation as tested by
WAQTC FOP for AASHTO T 27/T11:
Sieve Size
Percent Passing
No. 4
20-55%
No. 200
0-10% determined on the minus 3-inch portion of the sample
Add the following Subsections:
703-2.13 STRUCTURAL FILL. Aggregate containing no muck, frozen material, roots,
sod or other deleterious matter and with a plasticity index not greater than 6 as tested
by WAQTC FOPs for AASHTO T 89 and T 90. Meet the following gradation as tested by
WAQTC FOP for AASHTO T 27/T 11:
TABLE 703-9
REQUIREMENTS FOR GRADING FOR STRUCTURAL FILL MATERIAL
SIEVE
3 in.
3/4 in.
No. 4
No. 50
No. 200
PERCENT PASSING BY WEIGHT
100
75-100
35-65
0-30
0-6
703-2.14 DRAIN ROCK. The Contractor shall supply drain rock consisting of screened
or washed rock. The drain rock shall meet the following general guidelines:
Sieve Size
Percent Passing
5 inches
100
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2.5 inches
90 to 100
1.5 inches
25 to 60
3/4 inch
10 to 25
1/4 inch
0 to 5
#200
0 to 0.3
The rock shall have a percentage wear of not more than 60, as determined by AASHTO
T 96. Only rock that is free draining and uncontaminated with fines shall be placed in
trench subdrains. Ballast shall be considered an acceptable alternative to drain rock.
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SECTION 706
CONCRETE AND PLASTIC PIPE
706-2.06 PLASTIC PIPE. Delete the first sentence and replace with: Perforated, nonperforated, semi-rigid, smooth-wall pipe meeting the following:
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SECTION 707
METAL PIPE
Delete Subsection 707-2.07 and replace with the following:
707-2.07 GALVANIZED STEEL WATER CONDUIT. Meet the following:
Galvanized Pipe
ASTM A 53 or ASTM A 120, galvanized per AASHTO M 111
Galvanized Fittings ASTM A 234 galvanized per AASHTO M 232
Add the following Subsection:
707-2.08 Polymer Coated Corrugated Steel Pipe, Pipe Arches, and Underdrains.
Meet the applicable requirements of AASHTO M 245 and M 246 for conduits and
coupling bands. Meet the specified sectional dimensions, gages, and type of polymeric
coating. Fully coat coupling bands with polymeric material.
Use the same gage of steel for special sections, such as flared end sections, as the
conduit to which they are joined. Meet the requirements of AASHTO M 245 and M 246.
Use the type of coating and invert paving specified.
Meet the specified minimum size of perforations after coating.
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SECTION 709
REINFORCING STEEL AND WIRE ROPE
Delete this section in its entirety and replace with the following:
709-2.01 REINFORCING STEEL.
1. Reinforcing Steel Bars. Furnish deformed reinforcing steel bars of the type,
grade, and size as specified. For steel reinforcing bars used in bridge structures,
use bars meeting ASTM A 706, Grade 60. For all other structures, use bars
meeting AASHTO M 31, Grade 60.
2. Headed Reinforcing Steel Bars. Furnish headed reinforcing steel bars meeting
the requirements of ASTM A 970, Class HA. Use reinforcing steel meeting
Section 709-2.01.1 unless otherwise noted.
3. Epoxy-Coated Reinforcing Steel Bars. Furnish epoxy-coated steel bars meeting
the requirements of ASTM 775. Coat epoxy-coated reinforcing steel in an epoxy
coating applicator plant certified in accordance with the Concrete Reinforcing
Steel Institute (CRSI) Voluntary Certification Program. Use reinforcing steel
meeting Section 709-2.01.1 unless otherwise noted.
4. Steel Wire. Furnish plain steel wire of the size specified that meets the
requirements of AASHTO M 32.
5. Steel Bar Mats. Furnish deformed steel bar mats of the type, grade, size, and
spacing as specified. Unless otherwise noted, furnish steel bar mats meeting the
requirements of AASHTO M 54, Grade 60.
6. Steel Welded Wire Fabric. Furnish plain steel welded wire fabric of the size and
spacing specified that meets the requirements of AASHTO M 55.
7. Epoxy-Coating Patch Material. Furnish epoxy-coating patch material meeting the
requirements of ASTM D 3963.
8. Certification. Furnish 5 copies of a Certified Test Report from the manufacturer or
an independent testing laboratory containing a list of dimensional, chemical,
metallurgical, electrical, physical, and other required test results of the specified
material certifying that the product or assembly has passed all specified tests.
Include the following:
a. the project name and number;
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b.
c.
d.
e.
f.
g.
the manufacturer's name;
the name of the product or assembly;
a complete description of the material;
country of origin;
the lot, heat, or batch number that identifies the material;
all required test results for the specified material from the same lot, heat, or
batch defined in Subsection 709-2.01.8.f; and,
h. a statement, signed by a person having legal authority to act for the
manufacturer or the independent testing laboratory, that the test results show
that the product or assembly to be incorporated into the project has been
sampled and tested and the samples have passed all specified tests.
Tag, stencil, stamp, or otherwise mark all materials or assemblies furnished
under certification to the project with the lot number, heat number, batch number,
or other appropriate identification, which can be readily recognized and legible,
and is identical to the accompanying Certified Test Report.
709-2.02 WIRE ROPE OR WIRE CABLE. Meeting AASHTO M 30, 3/4 inch Type 1,
Class A.
709-2.03 BAR SUPPORTS.
1. Precast Mortar Blocks. Provide mortar blocks meeting the following:
a. Ensure the mortar blocks have compressive strength at least equal to the
strength of the concrete in which the mortar blocks are embedded. Sample and
test the mortar for compressive strength according to AASHTO T 106. Each test
will be considered to represent no more than 2,500 mortar blocks made of the
same mortar and cured under the same conditions.
b. Ensure the bearing area of the mortar block is less than 2 inches in each
dimension.
c. Secure to the reinforcing steel with either a grooved top that will hold the bar in
place or a protruding embedded wire that is tied to the reinforcing steel.
2. Metal Supports. Provide metal supports meeting at least one of the following:
a. Galvanized after fabrication according to AASHTO M 232 Class D,
b. Stainless steel meeting the requirements of ASTM A 493, Type 302, or
c. Plastic coated using coatings that do not react chemically with the concrete, have
a minimum thickness of 3/32 inch where the support touches the form, do not
crack at or above -5°F, and do not deform enough to expose the metal at or
below 200°F.
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3. Plastic Supports. Provide plastic supports meeting the following:
a.
b.
c.
d.
e.
f.
Non-porous.
Chemically inert in concrete.
Have rounded seats.
Do not deform under load during normal temperatures.
Do not shatter or crack under impact loading in cold weather.
Have at least 25 percent of their gross area perforated.
Do not use plastic supports that prevent complete concrete consolidation in and
around the support or require supports less than 1 foot apart along the length of the
bar.
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SECTION 711
CONCRETE CURING MATERIALS
AND ADMIXTURES
Delete Subsection 711-2.01 and replace with the following:
711-2.01 CURING MATERIALS.
Burlap Cloth made from Jute or Kenaf AASHTO M 182, Class 4
Sheet Materials for Curing Concrete ASTM C171
Liquid Membrane-Forming
Compounds for Curing Concrete
ASTM C309, Type 1-D Class B, except do
not use compounds containing linseed oil.
Delete Subsection 711-2.02 and replace with the following:
711-2.02 CHEMICAL ADMIXTURES.
Air-Entraining Admixtures
AASHTO M 154
Water-Reducing Admixtures
AASHTO M 194, Type A
Set-Retarding Admixtures
AASHTO M 194, Type B
Set-Accelerating Admixtures
AASHTO M 194, Type C
Water-Reducing and Set-Retarding Admixtures
AASHTO M 194, Type D
Water-Reducing and Set-Accelerating Admixtures AASHTO M 194, Type E
Water-Reducing Admixtures
AASHTO M 194, Type F
High Range Water-Reducing and Set-Retarding Admixtures AASHTO M 194,
Type G
Specific Performance Admixtures
ASTM C 494, Type S
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SECTION 712
MISCELLANEOUS
712-2.06 FRAMES, GRATES, COVERS, AND LADDER RUNGS. In Gray iron
castings, delete text and replace with: AASHTO M 306 and AASHTO M 105, Class
35B.
Add the following subsections:
712-2.19 LOW-VISCOSITY RESIN. Meet AASHTO M 235, Type IV, Grade 1, with the
following revisions:
Amend Table 1 as follows:
Replace "2.0[20]" with "0.105[1.05]" in the row labeled "Grade 1, max".
712-2.20 CONCRETE ANCHORS.
1. Anchor Bolts. Use galvanized anchor bolts meeting ASTM A 307, Grade A or ASTM
F1554, Grade 36. Hot-dip galvanize anchor bolts in conformance with AASHTO M
232.
2. Coil Anchor Inserts. Use 1-inch diameter galvanized inserts with a minimum safe
working load of 7,500 pounds. Hot-dip galvanize anchors according to AASHTO M
111 or AASHTO M 232.
3. Threaded Anchor Inserts. Use 1 inch diameter galvanized ferrule inserts with a
minimum safe working load of 6,500 pounds. Hot-dip galvanize anchors according
to AASHTO M 111 or AASHTO M 232.
712-2.21 EPOXY FOR BONDING DOWELS. Use an epoxy cartridge system
appropriate for the service temperature and ambient concrete temperature at the time of
installation.
Use epoxy cartridge systems that meet the requirements of the “Acceptance Criteria for
Adhesive Anchors in Masonry Elements,” AC58, by the International Code Council
Evaluation Service (ICC-ES) including the suitability requirements for creep, in-service
temperature, dampness, freezing and thawing, and seismic tests.
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SECTION 715
STEEL FOR PILES
Delete this section in its entirety and replace it with the following:
715-2.01 SCOPE. Steel used for Structural Steel Piling, Steel Shells for Cast-in-Place
Concrete Piles, and Sheet Piling.
715-2.02 GENERAL REQUIREMENTS. Furnish steel piles of the dimensions, weights,
cross-sections, and grades specified. Satisfy the impact test requirements of Subsection
716-2.02. Meet the following:
1. Structural Steel HP Piling. Furnish "HP" shape piles meeting ASTM A 709, Grade
50T3.
2. Structural Steel Pipe Piling. Furnish pipe piles meeting one of the following:
a. American Petroleum Institute (API) 5L X52 PSL2.
b. ASTM A 709, Grade 50T3 fabricated and monogrammed according to API 2B
3. Pile Tip Reinforcing. Use pile tip reinforcement conforming to the requirements of
ASTM A 27 Grade 65-35 or ASTM A 148 Grade 90-60. Make each pile tip in one
piece of cast steel. Weld tip reinforcing to the piles in conformance with the
manufacturer's written directions.
4. Structural Steel Sheet Piling. Furnish sheet piles meeting AASHTO M 202.
715-2.03 CERTIFICATION. Furnish 5 copies of a certified test report from the
manufacturer or an independent testing laboratory containing a list of dimensional,
chemical, metallurgical, electrical, physical, and other required test results of the
specified material certifying that the product or assembly has passed all specified tests.
Include the following:
1.
2.
3.
4.
5.
6.
7.
the project name and number
the manufacturer's name
the name of the product or assembly
a complete description of the material
country of origin
the lot, heat, or batch number that identifies the material
all required test results for the specified material from the same lot, heat, or batch
defined in Subsection 715-2.03.6 and
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8. a statement, signed by a person having legal authority to act for the manufacturer or
the independent testing laboratory, that the test results show that the product or
assembly to be incorporated into the project has been sampled and tested and the
samples have passed all specified tests.
For pipe manufactured to API 5L, submit an inspection certificate with test results
according to API 5L 10.1.3.
715-2.04 MARKING. Tag, stencil, stamp, or otherwise mark all materials or assemblies
furnished under certification to the project with the lot number, heat number, batch
number, or other appropriate identification, which can be readily recognized and legible,
and is identical to the accompanying certified test report.
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SECTION 716
STRUCTURAL STEEL
Delete this section in its entirety and replace it with the following:
716-2.01 SCOPE. Structural steel for highway bridges and other structural purposes.
716-2.02 GENERAL REQUIREMENTS. Meet the following:
1. General requirements for delivery of rolled steel plates,
shapes, sheet piling, and bars for structural use
ASTM A 6
2. Structural Steel
ASTM A 709
3. Filler Metal for Applicable Arc-Welding Electrodes
AWS Specifications
4. Stud Shear Connectors
ASTM A 108
Gr. 1015, or 1020
5. Raised Pattern Plate. Where raised pattern plate is shown on the Plans, use plates
with a raised pattern surface meeting the following requirements:
a. Use diagonal type pattern, with the intersecting diagonals at right angles to one
another. Use the same material for the raised portions of the pattern as the base
metal of the plate. The raised pattern must be an inherent part of the plate. The
pattern must be continuous throughout the surface of the plate and the
projections along any diagonal must be spaced alternately with the projections
along the normal diagonals.
b. Use plate with projections that are self-draining and self-cleaning and provide a
skid-resistant surface from all angles of approach. The projections must have flat
tops and be designed not to chip, crack, split, or buckle at their intersection with
the base metal.
6. Impact Test Requirements. Use structural steel and filler metal for applicable arcwelding electrodes meeting the following requirements:
a. For structural steel, meet the impact testing requirements and marking
requirements of ASTM A 709 for the specified grade, type of component, and
impact testing temperature zone. If the grade is not specified, use Grade 36
steel. If the type of component is not specified, use steel grades marked with
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suffix T. If the impact testing temperature zone is not specified, use steel marked
for Zone 3.
b. For filler metal for applicable arc-welding electrodes, meet the minimum average
energy values of the base metals to be joined when tested at or below the
temperature corresponding to the specified impact testing temperature zone of
the base metal. Perform impact tests according to ASTM A 370.
716-2.03 FASTENERS. Meet the following:
1.
2.
3.
4.
High Strength Bolts
Nuts
Hardened Steel Washers
Zinc Coated Load Indicating Washers
ASTM A 325
ASTM A 563
ASTM F 436
ASTM F 959 Type 325
716-2.04 STEEL GRID FLOORS. Meet ASTM A 709, Grade 36. If the material is not
galvanized, ensure the steel has a copper content of 0.2% minimum.
Unless painting of floors is specified in the Special Provisions, open type floors must be
galvanized.
716-2.05 MACHINE BOLTS. Meet ASTM A 307.
716-2.06 STEEL PIPE. Meet ASTM A 53 Grade B.
716-2.07 GALVANIZING. Hot-dip galvanize structural steel shapes, plates, bars and
their products according to AASHTO M 111. Galvanize tubes and piles on inside and
outside surfaces.
Hot-dip galvanize steel poles, mast arms, pedestals, and posts, according to AASHTO
M 111. Submerge each component in the galvanizing kettle in one dip. Use only the dry
kettle method of fluxing for high tower poles.
Hot-dip galvanize all anchor bolts, nuts, washers, tie-rods, clamps, and other
miscellaneous ferrous parts in conformance with AASHTO M 232. After galvanizing,
ensure that the bolt threads accept galvanized standard nuts without requiring tools or
causing removal of protective coatings.
Galvanize rigid metal conduit in conformance with AASHTO M 232.
Repair damaged coatings according to ASTM A 780 Annex A1 or Annex A3, except as
described herein. Clean the damaged area according to SSPC-SP 2, Near-White Blast
Cleaning for repairs meeting Annex A1 and SSPC-SP 5, White Metal Blast Cleaning for
repairs meeting Annex A3. Extend the cleaned area 1/2 inch to 3/4 inch into the
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undamaged section of the coating. Keep the cleaned area dry and free of rust and
soiling. Within 24 hours of cleaning, coat the cleaned section with zinc to a thickness of
not less than 10 mils. Taper the thickness of the repair coating to match the original
coating thickness at the edges of the cleaned section. Where zinc coating is to be
metallized, use zinc wire containing not less than 99.98 percent zinc.
716-2.08 CERTIFICATION. Furnish 5 copies of a Certified Test Report from the
manufacturer or an independent testing laboratory containing a list of dimensional,
chemical, metallurgical, electrical, physical, and other required test results of the
specified material certifying that the product or assembly has passed all specified tests.
Include the following:
1.
2.
3.
4.
5.
6.
7.
the project name and number
the manufacturer's name
the name of the product or assembly
a complete description of the material
country of origin
the lot, heat, or batch number that identifies the material
all required test results for the specified material from the same lot, heat, or batch
defined in Subsection 716-2.08.6
8. an affidavit, signed by a person having legal authority to act for the manufacturer or
the independent testing laboratory, that the test results show that the product or
assembly to be incorporated into the project has been sampled and tested and the
samples have passed all specified tests.
Tag, stencil, stamp, or otherwise mark all materials or assemblies furnished under
certification to the project with the lot number, heat number, batch number, or other
appropriate identification, which can be readily recognized and legible, and is identical
to the accompanying Certified Test Report.
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SECTION 720
ELASTOMERIC PADS
Delete this section in its entirety and replace with the following:
720-2.01 Shall meet the AREMA 2010 specification. Specifically Chapter 15, Part 10 –
Bearing Design and Part 11 – Bearing Construction. Material type and grade shall be
as noted in the plans.
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SECTION 722
BRIDGE RAILING
722-2.01 BRIDGE RAILING. Replace the fifth item and last item with the following:
High strength bolts, nuts and washers
ASTM A 325 and Subsection 716-2.03
Galvanize steel portions of railing
after fabrication.
AASHTO M 111 or M 232 and Subsection
716-2.07
Add the following:
Anchor bolts
AASHTO M 314, Grade 105; ASTM F 1554,
Grade 105; or ASTM A 449, Type 1
Add the following Subsection:
722-2.02 CERTIFICATION. Furnish 5 copies of a certified test report from the
manufacturer or an independent testing laboratory containing a list of dimensional,
chemical, metallurgical, electrical, physical, and other required test results of the
specified material certifying that the product or assembly has passed all specified tests.
Include the following:
1.
2.
3.
4.
5.
6.
7.
the project name and number
the manufacturer's name
the name of the product or assembly
a complete description of the material
country of origin
the lot, heat, or batch number that identifies the material
all required test results for the specified material from the same lot, heat, or batch
defined in Subsection 722-2.02.6
8. a statement, signed by a person having legal authority to act for the manufacturer or
the independent testing laboratory, that the test results show that the product or
assembly to be incorporated into the project has been sampled and tested and the
samples have passed all specified tests.
Tag, stencil, stamp, or otherwise mark all materials or assemblies furnished under
certification to the project with the lot number, heat number, batch number, or other
appropriate identification, which can be readily recognized and legible, and is identical
to the accompanying certified test report.
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SECTION 724
SEED
724-2.02 MATERIALS. Delete Table 724-1 and replace with: Unless directed otherwise
by the Owner’s Representative, seed shall be as follows:
Red Fescue (Arctared)
40%
Minimum
Percent
Sproutable Seed
(pure live seed)
78%
Slender Wheatgrass (Wainwright)
50%
88%
Annual Ryegrass (Lolium)
10%
76%
Seed Type A/B
% of Total Mix
*Sproutable Seed is the mathematical product of Germination and Purity.
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SECTION 725
FERTILIZER
725-2.02 MATERIALS. Add the following: Successful seed germination shall be
enhanced through the use of a low-release nitrogen, phosphorus, and potassium (N-PK) fertilizer (20-20-10) that will be applied at a rate of 450 pounds per acre using a
hydraulic hydroseeding method.
Fertilizer shall be mixed into the hydroseed slurry for areas receiving hydroseeding.
Fertilizer shall be broadcast by hand in areas where machinery use is not
recommended and wherever the dry seeding method is used.
Dry fertilizer shall be applied shortly before a rainfall or watered after application
whenever possible.
An application of 8-32-16 fertilizer at a rate of 5 pounds per thousand square feet shall
be applied to areas where vegetation has been damaged by construction immediately
after vacating site.
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SECTION 727
SOIL STABILIZATION MATERIAL
727-2.01 MULCH. Add the following:
3. Wood Fiber with Guar Tackifier. Submit manufacturer’s product data and installation
instruction. Provided certification by the manufacturer that the product meets or
exceeds all requirements
Processed wood fiber with the following characteristics:
a. Wood shall be composed of long strand, thermally refined (within a pressure
vessel) wood fibers that have been pressure treated to 80-85 psi with steam and
heat treated for 15 minutes at 380-440 degrees Fahrenheit. The commercial
product EcoFibreTM is acceptable but other products may be used on approval by
the Owner’s Representative.
b. Contains no germination- or growth-inhibiting factors.
c. Will remain in uniform suspension in water under agitation and will blend with
grass seed, fertilizer and other additives to form a homogeneous slurry.
d. Will form a blotter-like ground cover on application, having moisture absorption
and percolation properties and the ability to cover and hold grass seed in contact
with soil.
e. Dyed dark green for the purpose of increased solar heat absorption and to
facilitate inspection of its placement.
Ship the mulch material in packages of uniform weight (plus or minus 5%) and
bearing the name of the manufacturer and the air-dry weight content
Use a commercial guar based tackifier on all slopes in the following proportions:
Wood Fiber: 85% +- 3%
Guar Based Tackifier: 3% +- 1%
Moisture Content: 12%+- 3%
4. High-Performance Flexible Growth Medium (HP-FGM). Submit manufacturer’s
product data and installation instruction. Provided certification by the manufacturer
that the product meets or exceeds all requirements.
Processed wood and man-made fibers, mineral activators, crosslinked biopolymers
and water absorbants with the following characteristics:
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a. Wood fibers shall be thermally processed for 5 minutes at 380 degrees
Fahrenheit at a pressure greater than 50 psi.
b. Crimped, man-made biodegradable interlocking fibers shall contain a minimum of
50 million fibers per bag
c. Mineral activators shall contain a minimum of 80 million particles per bag.
d. Is phytosanitized, and contains no germination- or growth-inhibiting factors.
e. HP-FGM shall conform to the following property values when uniformly applied at
a rate of 3500 pounds per acre under laboratory conditions.
Property
Physical
Mass Per Unit Area
Thickness
Wet Bond Strength
Ground Cover
Water Holding Capacity
Material Color
Test Method
Req. Value (English)
Req. Value (SI)
ASTM D65661
ASTM D65251
ASTM D68181
ASTM D65671
ASTM D7367
Observed
12 oz/yd2 minimum
0.22 inch minimum
9 lb/ft
99% minimum
1600% minimum
Green
405 g/m2 minimum
5.6 mm. minimum
131 N/m
99% minimum
1600% minimum
Green
Large Scale Testing4
Large Scale Testing4
Observed
ASTM D73221
Calculated
0.01 maximum
99 % minimum
0 - 2 hours
800 % minimum
2.6 minimum
0.01 maximum
99 % minimum
0 - 2 hours
800 % minimum
2245 minimum
Calculated
2.0 minimum
734 minimum
ASTM D5338
EPA 2021.0
Large Scale Testing4
ASTM D5338
> 12 months
96-hr LC50 > 100%
100 NTU maximum
100% minimum
> 12 months
96-hr LC50 > 100%
100 NTU maximum
100% minimum
Performance
Cover Factor2
% Effectiveness3
Cure time
Vegetation Establishment
Yield5
Kinetic Energy Absorption
Potential6
Environmental
Functional Longevity7
Ecotoxicity
Effluent Turbidity
Biodegradability
1. ASTM test methods developed for Rolled Erosion Control Products and have been modified to accommodate HydraulicallyApplied Erosion Control Products.
2. Cover Factor is calculated as soil loss ratio of treated surface versus an untreated control surface.
2. % Effectiveness = One minus Cover Factor multiplied by 100%.
4. Data to be provided from Utah Water Research Laboratory only (with the following minimum parameters: 2.5H:1V slope,
Sandy Loam Soil, 4 mm average raindrops, 5 in/hr event for 60 minutes) .
5. Yield = (Mass per Unit Area)*(Thickness)*(Ground Cover Percentage)
6. Kinetic Energy Absorption Potential = (Wet Bond Strength)*(Thickness)
7. Functional Longevity is the estimated time period, based upon ASTM D5338 testing and field observations, that a material
can be anticipated to provide erosion control and agronomic benefits as influenced by composition, as well as site-specific
conditions, including; but not limited to – temperature, moisture, light conditions, soils, biological activity, vegetative
establishment and other environmental factors.
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Mix the HP-FGM components in the following proportions. No chemical additives
with the exception of fertilizer, soil pH modifiers, extended-term dyes and
biostimulant material should be added.
Thermally Processed Wood Fiber: 80% +- 3%
Crosslinked Biopolymers and Water Absorbents: 10% +- 1%
Crimped, Man-made Biodegradable Interlocking Fibers: 5% +- 1%
Mineral Activators: 5%+- 1%
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SECTION 729
GEOSYNTHETICS
Delete this section in its entirety and replace with the following:
729-2.01 GEOTEXTILE, SEPARATION AND STABILIZATION.
1. Separation and Stabilization. Shall be a woven geotextile material and meet the
physical requirements in Table 729-1.
729-2.02 GEOTEXTILE, SUBSURFACE DRAINAGE AND EROSION CONTROL.
1. Subsurface Drainage. Meet AASHTO M 288 for Subsurface Drainage.
2. Erosion Control. Meet AASHTO M 288 for Permanent Erosion Control except that
the minimum permeability of the fabric shall be 0.002 cm/sec.
729-2.03 PAVING FABRIC. Meet AASHTO M 288 for Paving Fabric.
729-2.04 SILT FENCE. Meet AASHTO M 288 for Temporary Silt Fence except that the
minimum permeability of the fabric shall be 0.002 cm/sec.
729-2.05 GEOGRID. Biaxial or Triaxial polymer grid, specifically fabricated for use as a
soil reinforcement, having high tensile strength, modulus, and stiffness in both
principal directions (for biaxial grid) or in three directions (for triaxial grid). Use a
single-layered, integrally-formed grid structure. Use either extruded or
punched and drawn polypropylene or high density polyethylene. Geogrid must be
UV-stabilized, chemically inert, and meet the physical requirements in Table 729-2
(biaxial grid) or Table 729-3 (triaxial grid).
Package, label, handle, and store geogrid material according to ASTM D 4873.
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TABLE 729-1
GEOTEXTILE, SEPARATION AND STABILIZATION MINIMUM AVERAGE ROLL
VALUES
Non-woven geotextile
Apparent Opening Size by ASTM D4751
Puncture by ASTM D6241
Trapezoidal Tear by ASTM D4533
Grab Tensile/Elongation by ASTM D4632
US Sieve 80
525 lb
80 lb
205 lb/50 percent
Woven geotextile
Apparent Opening Size by ASTM D4751
Tensile Modulus @ 2% strain (CD) ASTM
D4595
Factory Seam Strength ASTM D4884
UV Resistance ASTM D4355
US Sieve 40
90,000 lbs/ft
3000 lbs/ft
80 (% retained)
TABLE 729-2
BIAXIAL GEOGRID MINIMUM AVERAGE ROLL VALUES
Aperture Dimension
Minimum Rib Thickness
True Initial Modulus in Use
True Tensile Strength @ 2% Strain by ASTM D6637-01
True Tensile Strength @ 5% Strain by ASTM D6637-01
Junction Efficiency by GRI-GG2-01
Flexural Stiffness by ASTM D5732-95
Aperture Stability by COE-Kinney, 2001
1 in.
0.05 in.
27,420 lb/ft
410 lb/ft
810 lb/ft
93 percent
4.2 lb-in
6.5 degrees
TABLE 729-3
TRIAXIAL GEOGRID MINIMUM AVERAGE ROLL VALUES
Rib Pitch
Mid-Rib Depth
Mid-Rib Width
Rib Shape
Aperture Shape
Longitudinal
1.6 in.
Diagonal
1.6 in.
0.08 in.
0.04 in.
Transverse
General
0.06 in.
0.05 in.
Rectangle
Triangle
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SECTION 730
SIGN MATERIALS
Delete Subsection 730-2.01 SHEET ALUMINUM and replace with the following:
730-2.01 SHEET ALUMINUM. Use alloy 6061-T6, 5052-H36, 5052-H38, or recycled
aluminum meeting alloy 3105, as specified in ASTM B 209. Meet the thickness of
aluminum sheet designated on the Plans. Verify alloy and temper designations by mill
certification.
Before January 1, 2011, treat the aluminum base metal sheets with chromate
conversion coating for aluminum to meet ASTM B 449, Class 2.
After January 1, 2011, treat the aluminum base metal sheets with a rinsed nonhexavalent chromium conversion coating for aluminum and aluminum alloys that meets
ASTM B 921, class one. Handle the cleaned and coated base metal only by a
mechanical device or by operators wearing clean cotton or rubber gloves. After cleaning
and coating operations, protect the panels at all times from contact or exposure to
greases, oils, dust or other contaminants.
Make each sign panel a continuous sheet for all lengths 72 inches or less in the
horizontal direction. Use no more than one vertical splice for signs up to 144 inches in
length and 48 inches or less in height.
Meet the panel dimensions specified with a tolerance of 1/16 inch. Furnish metal panels
that are cut to size and shape and free of buckles, warp, dents, cockles, burrs and any
other defects resulting from fabrication. Complete all possible fabrication, including
shearing, cutting and punching of holes prior to the base metal preparation.
730-2.04 SIGN POSTS. Under item 1., Metal Pipe Posts, add the following to
paragraph a.: Posts conforming to ASTM A 53 shall be either Type E grade B, or Type
S grade B.
Under Item 2., a., replace the second sentence with the following: Sheets for post
fabrication shall be zinc coated in accordance with ASTM A 525, coating designation G
90. (7/2/93)M57
Delete Item 4., Wide Flange Posts , and substitute the following:
4.
Wide Flange Posts.
a.
Steel for wide flange posts shall conform to AASHTO A 36.
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b.
Post sizes shall be as designated on the plans.
c.
Posts shall be hot dip galvanized in a manner conforming to AASHTO M
111 after fabrication. Any cutting of metal posts after hot dip galvanizing
shall be accomplished with minimum damage to the zinc coating and all
exposed surfaces shall be protected by treating the exposed area in the
same manner as if it were abraded or damaged.
d.
2.
Galvanized surfaces that are abraded or damaged at any time after the
application of the zinc coating shall be repaired in accordance with the
applicable provisions of AASHTO M 36.
Structural Tubing and W Shape Beams.
a.
Structural tubing shall conform to either ASTM A500, grade B, or ASTM
A501. The tubing shall be square and of the dimensions called for in the
Plans with 3/16-inch thick walls. 7/16-inch diameter holes shall be drilled
as required to permit mounting of the sign.
b.
W shape beams shall conform to ASTM A36.
c. Structural tubing and W shape beams shall be hot dip galvanized in
accordance with 1.c. of this subsection. Damaged and abraded tubes and
beams shall be repaired in accordance with 1.d. of this subsection.
END OF TECHNICAL SPECIFICATIONS
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APPENDIX N
Pamphlet 600 - Issue 29, Effective September 1, 2014
162
Laborers’ &
Mechanics’
Minimum
Rates of Pay
Effective September 1, 2014
Issue 29
Title 36. Public Contracts
AS 36.05 & AS 36.10
Wage & Hour Administration
Pamphlet No. 600
Department of Labor and
Workforce Development
Office of the Commissioner
Post Office Box 111149
Juneau, Alaska 99811
Main: 907.465.2700
fax: 907.465-2784
September 1, 2014
TO ALL CONTRACTING AGENCIES:
At the Alaska Department of Labor and Workforce Development, our goal is putting Alaskans to work. This
pamphlet is designed to help contractors awarded public construction contracts understand the most significant laws
of the State of Alaska pertaining to prevailing wage and resident hire requirements.
This pamphlet identifies current prevailing wage rates and resident hire classifications for public construction
contracts (any construction projects awarded by the State of Alaska or its political subdivisions, such as local
governments and certain non-profit organizations).
Because these rates may change, this publication is printed in the spring and fall of every year, so please be sure you
are using the appropriate rates. The rates published in this edition become effective September 1, 2014.
All projects with a final bid date of September 11, 2014, or later, must pay the prevailing wage rates contained in this
pamphlet. As the law now provides, these rates will remain stable during the life of a contract or for 24 calendar
months, whichever is shorter. The date the prime contract is awarded is the date from which the 24 months
will be counted. Upon expiration of the initial 24-month period, the latest wage rates issued by the department shall
become effective for a subsequent 24-month period or until the original contract is completed, whichever occurs first.
This process shall be repeated until the original contract is completed.
The term “original contract”, as used herein, means the signed contract that resulted from the original bid and any
amendments, including changes of work scope, additions, extensions, change orders, and other instruments agreed to
by the parties that have not been subject to subsequent open bid procedures.
If a higher federal rate is required due to partial federal funding or other federal participation, the higher rate must be
paid.
For additional copies of this pamphlet, contact the nearest office of the Division of Labor Standards and Safety, Wage
and Hour office or visit the Internet site at:
http://labor.state.ak.us/lss/pamp600.htm
For questions regarding prevailing wage or resident hire requirements, please contact the nearest Wage and Hour
office. These offices are listed on Page xi.
Sincerely,
Dianne Blumer
Commissioner
Table of Contents
Excerpts from Alaska Law
Sec. 36.05.005. Applicability........................................................................................................................... .iii
Sec. 36.05.010. Wage rates on public construction. ......................................................................................... iii
Sec. 36.05.040. Filing schedule of employees, wages paid and other information .......................................... iii
Sec. 36.05.045. Notice of work and completion; withholding of payment ...................................................... iii
Sec. 36.05.060. Penalty for violation of this chapter ........................................................................................ iv
Sec. 36.05.070. Wage rates in specifications and contracts for public works .................................................. iv
Sec. 36.05.080. Failure to pay agreed wages .................................................................................................... iv
Sec. 36.05.090. Payment of wages from withheld payments and listing contractors who violate contracts .... iv
Sec. 36.05.900. Definition.. ................................................................................................................................v
Additional Information
Laborer Classification Clarification .....................................................................................................................v
Accommodations and Per Diem ..........................................................................................................................v
Apprentice Hiring Requirements ....................................................................................................................... vi
Apprentice Rates ................................................................................................................................................ vi
Fringe Benefit Plans.......................................................................................................................................... vii
Special Prevailing Wage Rate Determination................................................................................................... vii
Request for Notice of Proposed Change of Labor Standards Regulations ...................................................... viii
Alaska Hire Employment Preference................................................................................................................. ix
Debarment List .................................................................................................................................................. xi
Wage Rates ............................................................................................................................... Pages 1-25
Note to Readers: The statutes and administrative regulations listed in this publication were taken from the
official codes, as of the effective date of the publication. However, there may be errors or omissions that
have not been identified and changes that occurred after the publication was printed. This publication is
intended as an informational guide only and is not intended to serve as a precise statement of the statutes and
regulations of the State of Alaska. To be certain of the current laws and regulations, please refer to the official
codes.
ii
EXCERPTS FROM ALASKA LAW
(The following statute (36.05.005) applies to projects bid on or after October 20, 2011)
Sec. 36.05.005. Applicability.
This chapter applies only to a public construction contract that exceeds $25,000.
Sec. 36.05.010. Wage rates on public construction.
A contractor or subcontractor who performs work on a public construction contract in the state shall pay not less
than the current prevailing rate of wages for work of a similar nature in the region in which the work is done. The
current prevailing rate of wages is that contained in the latest determination of prevailing rate of wages issued by
the Department of Labor and Workforce Development at least 10 days before the final date for submission of bids
for the contract. The rate shall remain in effect for the life of the contract or for 24 calendar months, whichever is
shorter. At the end of the initial 24-month period, if new wage determinations have been issued by the
department, the latest wage determination shall become effective for the next 24-month period or until the
contract is completed, whichever occurs first. This process shall be repeated until the contract is completed.
Sec. 36.05.040. Filing schedule of employees, wages paid, and other information.
All contractors or subcontractors who perform work on a public construction contract for the state or for a
political subdivision of the state shall, before the Friday of every second week, file with the Department of Labor
and Workforce Development a sworn affidavit for the previous reporting period, setting out in detail the number
of persons employed, wages paid, job classification of each employee, hours worked each day and week, and
other information on a form provided by the Department of Labor and Workforce Development.
Sec. 36.05.045. Notice of work and completion; withholding of payment.
(a) Before commencing work on a public construction contract, the person entering into the contract with a
contracting agency shall designate a primary contractor for purposes of this section. Before work
commences, the primary contractor shall file a notice of work with the Department of Labor and
Workforce Development. The notice of work must list work to be performed under the public
construction contract by each contractor who will perform any portion of work on the contract and the
contract price being paid to each contractor. The primary contractor shall pay all filing fees for each
contractor performing work on the contract, including a filing fee based on the contract price being paid
for work performed by the primary contractor’s employees. The filing fee payable shall be the sum of all
fees calculated for each contractor. The filing fee shall be one percent of each contractor’s contract price.
The total filing fee payable by the primary contractor under this subsection may not exceed $5,000. In
this subsection, “contractor” means an employer who is using employees to perform work on the public
construction contract under the contract or a subcontract.
(b) Upon completion of all work on the public construction contract, the primary contractor shall file with the
Department of Labor and Workforce Development a notice of completion together with payment of any
additional filing fees owed due to increased contract amounts. Within 30 days after the department’s
receipt of the primary contractor’s notice of completion, the department shall inform the contracting
agency of the amount, if any, to be withheld from the final payment.
(c) A contracting agency
(1) may release final payment of a public construction contract to the extent that the agency has
received verification from the Department of Labor and Workforce Development that
(A) the primary contractor has complied with (a) and (b) of this section;
(B) the Department of Labor and Workforce Development is not conducting an
investigation under this title; and
(C) the Department of Labor and Workforce Development has not issued a notice of
a violation of this chapter to the primary contractor or any other contractors
working on the public construction contract; and
iii
(2) shall withhold from the final payment an amount sufficient to pay the department’s estimate of
what may be needed to compensate the employees of any contractors under investigation on this
construction contract, and any unpaid filing fees.
(d) The notice and filing fee required under (a) of this section may be filed after work has begun if
(1) The public construction contract is for work undertaken in immediate response to an emergency;
and
(2) The notice and fees are filed not later than 14 days after the work has begun.
(e) A false statement made on a notice required by this section is punishable under AS 11.56.210.
Sec. 36.05.060. Penalty for violation of this chapter.
A contractor who violates this chapter is guilty of a misdemeanor and upon conviction is punishable by a fine of
not less than $100 nor more than $1,000, or by imprisonment for not less than 10 days nor more than 90 days, or
by both. Each day a violation exists constitutes a separate offense.
Sec. 36.05.070. Wage rates in specifications and contracts for public works.
(a) The advertised specifications for a public construction contract that requires or involves the employment
of mechanics, laborers, or field surveyors must contain a provision stating the minimum wages to be
paid various classes of laborers, mechanics, or field surveyors and that the rate of wages shall be
adjusted to the wage rate under AS 36.05.010.
(b) Repealed by §17 ch 142 SLA 1972.
(c) A public construction contract under (a) of this section must contain provisions that
(1) the contractor or subcontractors of the contractor shall pay all employees unconditionally and not
less than once a week;
(2) wages may not be less than those stated in the advertised specifications, regardless of the
contractual relationship between the contractor or subcontractors and laborers, mechanics, or field
surveyors;
(3) the scale of wages to be paid shall be posted by the contractor in a prominent and easily accessible
place at the site of the work;
(4) the state or a political subdivision shall withhold so much of the accrued payments as is necessary
to pay to laborers, mechanics, or field surveyors employed by the contractor or subcontractors the
difference between
(A) the rates of wages required by the contract to be paid laborers, mechanics, or field surveyors
on the work; and
(B) the rates of wages in fact received by laborers, mechanics, or field surveyors.
Sec. 36.05.080. Failure to pay agreed wages.
Every contract within the scope of AS 36.05.070 shall contain a provision that if it is found that a laborer,
mechanic, or field surveyor employed by the contractor or subcontractor has been or is being paid a rate of wages
less than the rate of wages required by the contract to be paid, the state or its political subdivision may, by written
notice to the contractor, terminate the contractor’s right to proceed with the work or the part of the work for which
there is a failure to pay the required wages and to prosecute the work to completion by contract or otherwise, and
the contractor and the contractor’s sureties are liable to the state or its political subdivision for excess costs for
completing the work.
Sec. 36.05.090. Payment of wages from withheld payments and listing contractors who violate contracts.
(a) The state disbursing officer in the case of a state public construction contract and the local fiscal officer
in the case of a political subdivision public construction contract shall pay directly to laborers,
mechanics, or field surveyors from accrued payments withheld under the terms of the contract the wages
due laborers, mechanics, or field surveyors under AS 36.05.070.
(b) The state disbursing officer or the local fiscal officer shall distribute to all departments of the state
government and to all political subdivisions of the state a list giving the names of persons who have
disregarded their obligations to employees. A person appearing on this list and a firm, corporation,
iv
partnership, or association in which the person has an interest may not work as a contractor or
subcontractor on a public construction contract for the state or a political subdivision of the state until
three years after the date of publication of the list. If the accrued payments withheld under the contract
are insufficient to reimburse all the laborers, mechanics, or field surveyors with respect to whom there
has been a failure to pay the wages required under AS 36.05.070, the laborers, mechanics, or field
surveyors have the right of action or intervention or both against the contractor and the contractor’s
sureties conferred by law upon persons furnishing labor or materials, and in the proceedings it is not a
defense that the laborers, mechanics, or field surveyors accepted or agreed to accept less than the
required rate of wages or voluntarily made refunds.
Sec. 36.05.900. Definition.
In this chapter, “contracting agency” means the state or a political subdivision of the state that has entered into a
public construction contract with a contractor.
ADDITIONAL INFORMATION
LABORER CLASSIFICATION CLARIFICATION
The laborer rates categorized in class code S1201-S1206 apply in one area of Alaska; the area that is south of N63
latitude and west of W138 Longitude. The laborer rates categorized in class code N1201-N1206 apply in two
areas of Alaska; the Alaska areas north of N63 latitude and east of W138 longitude. The following graphic
representations should assist with clarifying the applicable wage rate categories:
S1201S1206
N1201N1206
ACCOMMODATIONS AND PER DIEM
The Alaska Department of Labor and Workforce Development has adopted a per diem requirement for
blocklayers, bricklayers, carpenters, dredgemen, heat & frost insulators/asbestos workers, ironworkers, laborers,
operative plasterers & cement masons, painters, piledrivers, power equipment operators, roofers, surveyors, truck
v
drivers/surveyors, and tunnel workers. This per diem rate creates an allowable alternative to providing board and
lodging under the following conditions:
Employer-Provided Camp or Suitable Accommodations
Unless otherwise approved by the Commissioner, the employer shall ensure that a worker who is employed
on a project that is 65 road miles or more from the international airport in either Fairbanks, Juneau or
Anchorage or is inaccessible by road in a 2-wheel drive vehicle and who is not a domiciled resident of the
locality of the project shall receive meals and lodging. Lodging shall be in accordance with all applicable
state and federal laws. In cases where the project site is not road accessible, but the employee can
reasonably get to the project worksite from their permanent residence within one hour, the Commissioner
may waive these requirements for that employee upon a written request from the employer.
The term “domiciled resident” means a person living within 65 road miles of the project, or in the case of a
highway project, the mid-point of the project, for at least 12 consecutive months prior to the award of the
project. However, if the employer or person provides sufficient evidence to convince the department that a
person has established a permanent residence and an intent to remain indefinitely within the distance to be
considered a “domiciled resident,” the employer shall not be required to provide meals and lodging or pay
per diem.
Where the employer provides or furnishes board, lodging or any other facility, the cost or amount thereof
shall not be considered or included as part of the required prevailing wage basic hourly rate and cannot be
applied to meet other fringe benefit requirements. The taxability of employer provided board and lodging
shall be determined by the appropriate taxation enforcement authority.
Per Diem
Employers are encouraged to use commercial facilities and lodges; however, when such facilities are not
available, per diem in lieu of meals and lodging must be paid at the basic rate of $75.00 per day, or part
thereof, the worker is employed on the project. Per diem shall not be allowed on highway projects west of
Livengood on the Elliott Highway, at Mile 0 of the Dalton Highway to the North Slope of Alaska, north of
Mile 20 on the Taylor Highway, east of Chicken, Alaska, on the Top of the World Highway and south of
Tetlin Junction to the Alaska-Canada border.
The above-listed standards for room and board and per diem only apply to the crafts as identified in Pamphlet
600, Laborers’ and Mechanics’ Minimum Rates of Pay. Other crafts working on public construction projects
shall be provided room and board at remote sites based on the department’s existing policy guidelines. In the
event that a contractor provides lodging facilities, but no meals, the department will accept payment of $36 per
day for meals to meet the per diem requirements.
APPRENTICE HIRING REQUIREMENTS
On July 24, 2005, Administrative Order No. 226 established a 15 percent goal for hiring apprentices in certain job
categories on highway, airport, harbor, dam, tunnel, utility or dredging projects awarded by the Alaska
Department of Transportation and Public Facilities that exceed $2.5 million. This Order will apply to all projects
in the referenced categories that are advertised after September 1, 2005. On these projects, the hours worked by
apprentices will be compared to the hours worked by journeyman level workers to determine if the 15 percent
goal has been met. This on-the-job training goal is critical to ensure that the Alaska work force is prepared for the
future. For additional details, contact the nearest Wage and Hour office at the address listed on Page xi of this
publication. Administrative Order No. 226 may be viewed in its entirety on the Internet at
http://www.gov.state.ak.us/admin-orders/226.html or call any Wage and Hour office to receive a copy.
vi
APPRENTICE RATES
Apprentice rates at less than the minimum prevailing rates may be paid to apprentices according to an apprentice
program which has been registered and approved by the Commissioner of the Alaska Department of Labor and
Workforce Development in writing or according to a bona fide apprenticeship program registered with the U.S.
Department of Labor, Office of Apprenticeship. Any employee listed on a payroll at an apprentice wage rate
who is not registered as above shall be paid the journeyman prevailing minimum wage in that work
classification. Wage rates are based on prevailing crew makeup practices in Alaska and apply to work performed
regardless of either the quality of the work performed by the employee or the titles or classifications which may
be assigned to individual employees.
FRINGE BENEFIT PLANS
Contractors/subcontractors may compensate fringe benefits to their employees in any one of three methods. The
fringe benefits may be paid into a union trust fund, into an approved benefit plan, or paid directly on the paycheck
as gross wages.
Where fringe benefits are paid into approved plans, funds, or programs including union trust funds, the payments
must be contributed at least monthly. If contractors submit their own payroll forms and are paying fringe benefits
into approved plans, funds, or programs, the employer’s certification must include, in addition to those
requirements of 8 AAC 30.020(c), a statement that fringe benefit payments have been or will be paid at least
monthly. Contractors who pay fringe benefits to a plan must ensure the plan is one approved by the Internal
Revenue Service and that the plan meets the requirements of 8 AAC 30.025 (eff. 3/2/08) in order for payments to
be credited toward the prevailing wage obligation.
SPECIAL PREVAILING WAGE RATE DETERMINATION
Special prevailing wage rate determinations may be requested for special projects or a special worker
classification if the work to be performed does not conform to traditional public construction for which a
prevailing wage rate has been established under 8 AAC 30.050(a) of this section. Requests for special wage rate
determinations must be in writing and filed with the Commissioner at least 30 days before the award of the
contract. An applicant for a special wage rate determination shall have the responsibility to support the necessity
for the special rate. An application for a special wage rate determination filed under this section must contain:
(1) a specification of the contract or project on which the special rates will apply and a description of the
work to be performed;
(2) a brief narrative explaining why special wage rates are necessary;
(3) the job class or classes involved;
(4) the special wage rates the applicant is requesting, including survey or other relevant wage data to
support the requested rates;
(5) the approximate number of employees who would be affected; and
(6) any other information which might be helpful in determining if special wage rates are appropriate.
Requests made pursuant to the above should be addressed to:
Director
Alaska Department of Labor and Workforce Development
Labor Standards & Safety Division
Wage and Hour Administration
P.O. Box 111149
Juneau, AK 99811-1149
-or-
Email: [email protected]
vii
LABOR STANDARDS REGULATIONS
NOTICE REQUEST
If you would like to receive notices of proposed changes to regulations for Wage and Hour or Mechanical
Inspection, please indicate below the programs for which you are interested in receiving such notices, print your name
and email or mailing address in the space provided, and send this page to:
Alaska Department of Labor and Workforce Development
Labor Standards & Safety Division
Wage and Hour Administration
1251 Muldoon Road, Suite 113
Anchorage, AK 99504-2098
Email: [email protected]
For REGULATIONS information relating to any of the following:
ˆ Wage and Hour Title 23 Employment Practices
ˆ Wage and Hour Title 36 Public Works
ˆ Employment Agencies
ˆ Child Labor
ˆ Employment Preference (Local Hire)
ˆ Plumbing Code
ˆ Electrical Code
ˆ Boiler/Pressure Vessel Construction Code
ˆ Elevator Code
ˆ Certificates of Fitness
ˆ Recreational Devices
Request any of the following PUBLICATIONS by checking below:
ˆ Wage and Hour Title 23 Employment Practices
ˆ Minimum Wage & Overtime Poster
ˆ Child Labor Poster
ˆ Public Construction Pamphlet
ˆ Public Construction Wage Rates
ˆ Child Labor Pamphlet
PLEASE NOTE: DUE TO INCREASED MAILING AND PRINTING COSTS, ONLY ONE OF EACH
PUBLICATION REQUESTED WILL BE MAILED TO YOU. IF YOU WISH TO RECEIVE ADDITIONAL
COPIES OR SUBSEQUENT PUBLICATIONS, PLEASE CONTACT OUR OFFICE AT (907) 269-4900.
Name:
______________________________________________________
Mailing Address:
______________________________________________________
______________________________________________________
______________________________________________________
______________________________________________________
Email Address:
__________________________________________________________
viii
EMPLOYMENT PREFERENCE INFORMATION
(EFFECTIVE August 16, 2013)
By authority of AS 36.10.150 and 8 AAC 30.064, the Commissioner of Labor and Workforce Development
has determined the 15 boroughs and census areas listed below to be Zones of Underemployment. A
Zone of Underemployment requires that Alaska residents who are eligible under AS 36.10.140 be given
a minimum of 90 percent employment preference on public works contracts throughout the state in
certain job classifications. This hiring preference applies on a project-by-project, craft-by-craft or
occupational basis and must be met each workweek by each contractor/subcontractor.
For additional information about the Alaska resident hire requirements, contact the nearest
Wage and Hour Office in Anchorage at (907) 269-4900, in Fairbanks at (907) 451-2886 or in Juneau at
(907) 465-4248.
The following classifications qualify for a minimum of 90 percent Alaska resident hire preference:
Aleutians East Borough: Plumbers and Pipefitters
Aleutians West Borough: Painters
Bethel Census Area: Culinary Workers, Foremen and Supervisors, Mechanics, Painters, Surveyors, Tug
Boat Workers
Denali Borough: Carpenters
Dillingham Census Area: Carpenters, Culinary Workers, Electricians, Equipment Operators, Foremen and
Supervisors, Laborers, Mechanics, Truck Drivers, Tug Boat Workers
Hoonah-Angoon Census Area: Carpenters, Culinary Workers, Electricians, Equipment Operators,
Foremen and Supervisors, Laborers, Mechanics, Painters, Truck Drivers
Nome Census Area: Carpenters, Culinary Workers, Electricians, Equipment Operators, Foremen and
Supervisors, Laborers, Mechanics, Surveyors, Truck Drivers, Tug Boat Workers, Welders
Northwest Arctic Borough: Carpenters, Culinary Workers, Electricians, Equipment Operators, Foremen
and Supervisors, Plumbers and Pipefitters, Surveyors, Truck Drivers, Tug Boat Workers, Welders
Petersburg Borough: Culinary Workers, Engineers and Architects, Foremen and Supervisors, Laborers
Prince of Wales-Hyder Census Area: Carpenters, Culinary Workers, Electricians, Equipment Operators,
Foremen and Supervisors, Laborers, Mechanics, Surveyors, Truck Drivers, Welders
Skagway: None
Southeast Fairbanks Census Area: Carpenters, Culinary Workers, Equipment Operators, Laborers,
Painters, Truck Drivers
Wade Hampton Census Area: Carpenters, Electricians, Engineers and Architects, Mechanics, Roofers
Yakutat: None
Yukon-Koyukuk Census Area: Culinary Workers, Electricians, Foremen and Supervisors, Painters,
Plumbers and Pipefitters, Surveyors, Truck Drivers, Tug Boat Workers, Welders
This determination is effective August 16, 2013, and remains in effect until June 30, 2015.
The first person on a certified payroll in any classification is called the "first worker" and is not required to
be an Alaskan resident. However, once the contractor adds any more workers in the classification, then
all workers in the classification are counted, and the 90 percent is applied to compute the number of
required Alaskans to be in compliance. To compute the number of Alaskan residents required in a
workweek in a particular classification, multiply the number of workers in the classification by 90 percent.
The result is then rounded down to the nearest whole number to determine the number of Alaskans that
must be employed.
ix
If a worker works in more than one classification during a week, the classification in which they spent the
most time would be counted for employment preference purposes. If the time is split evenly between two
classifications, the worker is counted in both classifications.
If you have difficulty meeting the 90 percent requirement, an approved waiver must be obtained before a
non-Alaskan resident is hired who would put the contractor/subcontractor out of compliance
(8 AAC 30.081 (e) (f)). The waiver process requires proof of an intensive search for qualified Alaskan
workers. To apply for a waiver, contact the nearest Wage and Hour Office for instructions.
Here is an example to apply the 90 percent requirement to four carpenter workers. Multiply four workers
by 90% and drop the fraction (.90 X 4 = 3.6 - .6 = 3). The remaining number is the number of Alaskan
resident carpenters required to be in compliance in that particular classification for that week.
The penalties for being out of compliance are serious. AS 36.10.100 (a) states "A contractor who violates
a provision of this chapter shall have deducted from amounts due to the contractor under the contract the
prevailing wages which should have been paid to a displaced resident, and these amounts shall be
retained by the contracting agency." If a contractor/subcontractor is found to be out of compliance,
penalties accumulate until they come into compliance.
If you have difficulty determining whether a worker is an Alaska resident, you should contact the nearest
Wage and Hour Office. Contact Wage and Hour in Anchorage at (907) 269-4900, in Fairbanks at
(907) 451-2886, or in Juneau at (907) 465-4842.
x
Alaska Department of Labor and Workforce Development
Labor Standards & Safety Division
Wage and Hour Administration
Web site: http://labor.state.ak.us/lss/pamp600.htm
Anchorage
Juneau
1251 Muldoon Road, Suite 113
Anchorage, Alaska 99504-2098
Phone: (907) 269-4900
1111 W. 8th Street, Suite 302
Juneau, Alaska 99801
Phone: (907) 465-4842
Email:
[email protected]
Email:
[email protected]
Fairbanks
Regional State Office Building
675 7th Ave., Station J-1
Fairbanks, Alaska 99701-4593
Phone: (907) 451-2886
Email:
[email protected]
DEBARMENT LIST
AS 36.05.090(b) states that “the state disbursing officer or the local fiscal officer shall distribute to all
departments of the state government and to all political subdivisions of the state a list giving the names of persons
who have disregarded their obligations to employees.”
A person appearing on the following debarment list and a firm, corporation, partnership, or association in which
the person has an interest may not work as a contractor or subcontractor on a public construction contract for the
state or a political subdivision of the state for three years from the date of debarment.
Company Name
Date of Debarment
No companies are currently debarred.
xi
Debarment Expires
Laborers' & Mechanics' Minimum Rates of Pay
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Boilermakers
A0101 Boilermaker (journeyman)
44.01 8.57 15.34 0.75
VAC
3.00
SAF
0.34 72.01
39.03 9.53 8.50 0.55
L&M
0.15
na
0.37 58.13
39.03 9.53 8.50 0.55
L&M
0.15
na
0.37 58.13
33.27 9.53 8.50 0.55
L&M
0.15
na
0.37 52.37
37.14 9.53 8.50 0.55
L&M
0.15
na
0.37 56.24
37.34 9.78 12.86 0.70
L&M
0.10
SAF
0.15 60.93
35.69 7.24 11.80 0.85
L&M
0.10
na
0.00 55.68
Bricklayers & Blocklayers
**See note on last page if remote site
A0201 Blocklayer
Bricklayer
Marble or Stone Mason
Refractory Worker (Firebrick, Plastic, Castable, and Gunite Refractory
Applications)
Terrazzo Worker
Tile Setter
A0202 Tuck Pointer Caulker
Cleaner (PCC)
A0203 Marble & Tile Finisher
Terrazzo Finisher
A0204 Torginal Applicator
Carpenters, Statewide
**See note on last page if remote site
A0301 Carpenter (journeyman)
Lather/Drywall/Acoustical
Cement Masons, Region I (North of N63 latitude)
**See note on last page if remote site
N0401 Group I, including:
Application of Sealing Compound
Application of Underlayment
Building, General
Cement Mason (journeyman)
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Issue 29, Effective September 1, 2014
Page 1
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Cement Masons, Region I (North of N63 latitude)
**See note on last page if remote site
N0401 Group I, including:
35.69 7.24 11.80 0.85
L&M
0.10
na
0.00 55.68
35.69 7.24 11.80 0.85
L&M
0.10
na
0.00 55.68
35.69 7.24 11.80 0.85
L&M
0.10
na
0.00 55.68
35.69 7.24 11.80 0.85
L&M
0.10
na
0.00 55.68
35.94 7.24 11.80 0.85
L&M
0.10
na
0.00 55.93
Concrete
Concrete Paving
Curb & Gutter, Sidewalk
Curing of All Concrete
Grouting & Caulking of Tilt-Up Panels
Grouting of All Plates
Patching Concrete
Screed Pin Setter
Spackling/Skim Coating
N0402 Group II, including:
Form Setter
N0403 Group III, including:
Concrete Saw (self-powered)
Curb & Gutter Machine
Floor Grinder
Pneumatic Power Tools
Power Chipping & Bushing
Sand Blasting Architectural Finish
Screed & Rodding Machine Operator
Troweling Machine Operator
N0404 Group IV, including:
Application of All Composition Mastic
Application of All Epoxy Material
Application of All Plastic Material
Finish Colored Concrete
Gunite Nozzleman
Hand Powered Grinder
Tunnel Worker
N0405 Group V, including:
Plasterer
Cement Masons, Region II (South of N63 latitude)
**See note on last page if remote site
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Page 2
Issue 29, Effective September 1, 2014
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Cement Masons, Region II (South of N63 latitude)
**See note on last page if remote site
S0401 Group I, including:
35.44 7.24 11.80 0.85
L&M
0.10
na
0.00 55.43
35.44 7.24 11.80 0.85
L&M
0.10
na
0.00 55.43
35.44 7.24 11.80 0.85
L&M
0.10
na
0.00 55.43
35.44 7.24 11.80 0.85
L&M
0.10
na
0.00 55.43
35.69 7.24 11.80 0.85
L&M
0.10
na
0.00 55.68
Application of Sealing Compound
Application of Underlayment
Building, General
Cement Mason (journeyman)
Concrete
Concrete Paving
Curb & Gutter, Sidewalk
Curing of All Concrete
Grouting & Caulking of Tilt-Up Panels
Grouting of All Plates
Patching Concrete
Screed Pin Setter
Spackling/Skim Coating
S0402 Group II, including:
Form Setter
S0403 Group III, including:
Concrete Saw (self-powered)
Curb & Gutter Machine
Floor Grinder
Pneumatic Power Tools
Power Chipping & Bushing
Sand Blasting Architectural Finish
Screed & Rodding Machine Operator
Troweling Machine Operator
S0404 Group IV, including:
Application of All Composition Mastic
Application of All Epoxy Material
Application of All Plastic Material
Finish Colored Concrete
Gunite Nozzleman
Hand Powered Grinder
Tunnel Worker
S0405 Group V, including:
Plasterer
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Issue 29, Effective September 1, 2014
Page 3
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Culinary Workers * See note on last page
A0501 Baker/Cook
25.17 5.92 5.73 0.00
LEG
0.05
na
0.00 36.87
A0503 General Helper
22.12 5.92 5.73 0.00
LEG
0.05
na
0.00 33.82
A0504 Head Cook
25.72 5.92 5.73 0.00
LEG
0.05
na
0.00 37.42
A0505 Head Housekeeper
22.54 5.92 5.73 0.00
LEG
0.05
na
0.00 34.24
38.51 9.35 10.00 1.00
L&M
0.10
na
0.00 58.96
A0602 Assistant Mate (deckhand)
37.35 9.35 10.00 1.00
L&M
0.10
na
0.00 57.80
A0603 Fireman
37.79 9.35 10.00 1.00
L&M
0.10
na
0.00 58.24
A0605 Leverman Clamshell
41.04 9.35 10.00 1.00
L&M
0.10
na
0.00 61.49
A0606 Leverman Hydraulic
39.28 9.35 10.00 1.00
L&M
0.10
na
0.00 59.73
A0607 Mate & Boatman
38.51 9.35 10.00 1.00
L&M
0.10
na
0.00 58.96
A0608 Oiler (dredge)
37.79 9.35 10.00 1.00
L&M
0.10
na
0.00 58.24
39.82 11.06 12.59 0.95
L&M
0.20
LEG
0.15 64.77
Housekeeper
Janitor
Kitchen Helper
Head Kitchen Help
Dredgemen
**See note on last page if remote site
A0601 Assistant Engineer, including:
Craneman
Electrical Generator Operator (primary pump/power barge/dredge)
Engineer
Welder
Electricians
A0701 Inside Cable Splicer
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Page 4
Issue 29, Effective September 1, 2014
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Electricians
38.79 11.06 12.81 0.95
L&M
0.20
LEG
0.15 63.96
A0703 Power Cable Splicer
51.52 11.06 16.62 0.95
LML
0.35
SAF
0.50 81.00
A0704 Tele Com Cable Splicer
47.45 11.06 14.57 0.95
L&M
0.20
LEG
0.15 74.38
A0705 Power Journeyman Lineman, including:
49.77 11.06 16.56 0.95
LML
0.35
SAF
0.50 79.19
45.70 11.06 14.52 0.95
L&M
0.20
LEG
0.15 72.58
A0707 Straight Line Installer - Repairman
45.70 11.06 14.52 0.95
L&M
0.20
LEG
0.15 72.58
A0708 Powderman
47.77 11.06 16.50 0.95
LML
0.35
SAF
0.50 77.13
A0710 Material Handler
26.28 10.26 4.54 0.15
L&M
0.15
LEG
0.15 41.53
A0712 Tree Trimmer Groundman
26.67 11.06 9.45 0.15
L&M
0.15
LEG
0.15 47.63
A0713 Journeyman Tree Trimmer
35.34 11.06 9.71 0.15
L&M
0.15
LEG
0.15 56.56
A0714 Vegetation Control Sprayer
38.79 11.06 9.81 0.15
L&M
0.15
LEG
0.15 60.11
A0715 Inside Journeyman Communications CO/PBX
38.07 11.06 12.54 0.95
L&M
0.20
na
0.15 62.97
A0802 Elevator Constructor
35.29 12.73 13.46 0.60
L&M VAC
0.30
3.21 65.59
A0803 Elevator Constructor Mechanic
50.42 12.73 13.46 0.60
L&M VAC
0.30
5.59 83.10
A0702 Inside Journeyman Wireman, including:
Technicians
Power Equipment Operator
Technician
A0706 Tele Com Journeyman Lineman, including:
Technician
Tele Com Equipment Operator
Elevator Workers
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Issue 29, Effective September 1, 2014
Page 5
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Heat & Frost Insulators/Asbestos Workers
**See note on last page if remote site
A0902 Asbestos Abatement-Mechanical Systems
36.18 8.84 9.51 0.60
SAF
0.12
na
0.00 55.25
A0903 Asbestos Abatement/General Demolition All Systems
36.18 8.84 9.51 0.60
SAF
0.12
na
0.00 55.25
A0904 Insulator, Group II
36.18 8.84 9.51 0.60
SAF
0.12
na
0.00 55.25
A0905 Fire Stop
36.18 8.84 9.51 0.60
SAF
0.12
na
0.00 55.25
36.25 7.58 18.00 0.97
L&M
0.46
IAF
0.10 63.36
37.25 7.58 18.00 0.97
L&M
0.46
IAF
0.10 64.36
32.75 7.58 17.75 0.97
L&M
0.46
IAF
0.10 59.61
33.49 7.58 17.75 0.97
L&M
0.46
IAF
0.10 60.35
L&M
0.20
LEG
0.15 52.87
IronWorkers
**See note on last page if remote site
A1101 Ironworkers, including:
Bender Operators
Bridge & Structural
Machinery Mover
Ornamental
Reinforcing
Rigger
Sheeter
Signalman
Stage Rigger
Toxic Haz-Mat Work
Welder
A1102 Helicopter
Tower (energy producing windmill type towers to include nacelle and
blades)
A1103 Fence/Barrier Installer
Guard Rail Installer
A1104 Guard Rail Layout Man
Laborers (The Alaska areas north of N63 latitude and east of W138 longitude)
**See note on last page if remote site
29.24 7.24 14.84 1.20
N1201 Group I, including:
Asphalt Worker (shovelman, plant crew)
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Page 6
Issue 29, Effective September 1, 2014
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Laborers (The Alaska areas north of N63 latitude and east of W138 longitude)
**See note on last page if remote site
N1201 Group I, including:
29.24 7.24 14.84 1.20
L&M
0.20
LEG
0.15 52.87
30.24 7.24 14.84 1.20
L&M
0.20
LEG
0.15 53.87
Brush Cutter
Camp Maintenance Laborer
Carpenter Tender or Helper
Choke Setter, Hook Tender, Rigger, Signalman
Concrete Labor (curb & gutter, chute handler, grouting, curing,
screeding)
Crusher Plant Laborer
Demolition Laborer
Ditch Digger
Dumpman
Environmental Laborer (hazard/toxic waste, oil spill)
Fence Installer
Fire Watch Laborer
Flagman
Form Stripper
General Laborer
Guardrail Laborer, Bridge Rail Installer
Hydro-seeder Nozzleman
Laborer, Building
Landscaper or Planter
Laying of Mortarless Decorative Block (retaining walls, flowered
decorative block 4 feet or less - highway or landscape work)
Material Handler
Pneumatic or Power Tools
Portable or Chemical Toilet Serviceman
Pump Man or Mixer Man
Railroad Track Laborer
Sandblast, Pot Tender
Saw Tender
Slurry Work
Stake Hopper
Steam Cleaner Operator
Steam Point or Water Jet Operator
Tank Cleaning
Utiliwalk & Utilidor Laborer
Watchman (construction projects)
Window Cleaner
N1202 Group II, including:
Burning & Cutting Torch
Cement or Lime Dumper or Handler (sack or bulk)
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Issue 29, Effective September 1, 2014
Page 7
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Laborers (The Alaska areas north of N63 latitude and east of W138 longitude)
**See note on last page if remote site
N1202 Group II, including:
30.24 7.24 14.84 1.20
L&M
0.20
LEG
0.15 53.87
31.14 7.24 14.84 1.20
L&M
0.20
LEG
0.15 54.77
Choker Splicer
Chucktender (wagon, air-track & hydraulic drills)
Concrete Laborer (power buggy, concrete saws, pumpcrete nozzleman,
vibratorman)
Culvert Pipe Laborer
Cured Inplace Pipelayer
Environmental Laborer (asbestos, marine work)
Foam Gun or Foam Machine Operator
Green Cutter (dam work)
Gunite Operator
Hod Carrier
Jackhammer or Pavement Breaker (more than 45 pounds)
Laser Instrument Operator
Laying of Mortarless Decorative Block (retaining walls, flowered
decorative block over 4 feet - highway or landscape work)
Mason Tender & Mud Mixer (sewer work)
Pilot Car
Pipelayer Helper
Plasterer, Bricklayer & Cement Finisher Tender
Powderman Helper
Power Saw Operator
Railroad Switch Layout Laborer
Sandblaster
Scaffold Building & Erecting
Sewer Caulker
Sewer Plant Maintenance Man
Thermal Plastic Applicator
Timber Faller, Chainsaw Operator, Filer
Timberman
N1203 Group III, including:
Bit Grinder
Camera/Tool/Video Operator
Guardrail Machine Operator
High Rigger & Tree Topper
High Scaler
Multiplate
Plastic Welding
Slurry Seal Squeegee Man
Traffic Control Supervisor
Welding Certified (in connection with laborer's work)
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Page 8
Issue 29, Effective September 1, 2014
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Laborers (The Alaska areas north of N63 latitude and east of W138 longitude)
**See note on last page if remote site
N1204 Group IIIA
34.42 7.24 14.84 1.20
L&M
0.20
LEG
0.15 58.05
18.81 7.24 14.84 1.20
L&M
0.20
LEG
0.15 42.44
35.25 7.24 14.84 1.20
L&M
0.20
LEG
0.15 58.88
L&M
0.20
LEG
0.15 52.87
Asphalt Raker, Asphalt Belly Dump Lay Down
Drill Doctor (in the field)
Driller (including, but not limited to, wagon drills, air-track drills,
hydraulic drills)
Licensed Powderman
Pioneer Drilling & Drilling Off Tugger (all type drills)
Pipelayers
N1205 Group IV
Final Building Cleanup
Permanent Yard Worker
N1206 Group IIIB
Federally Licensed Powderman (Responsible Person in Charge)
Grade Checking (setting or transferring of grade marks, line and grade)
Laborers (The area that is south of N63 latitude and west of W138 longitude)
**See note on last page if remote site
29.24 7.24 14.84 1.20
S1201 Group I, including:
Asphalt Worker (shovelman, plant crew)
Brush Cutter
Camp Maintenance Laborer
Carpenter Tender or Helper
Choke Setter, Hook Tender, Rigger, Signalman
Concrete Labor (curb & gutter, chute handler, grouting, curing,
screeding)
Crusher Plant Laborer
Demolition Laborer
Ditch Digger
Dumpman
Environmental Laborer (hazard/toxic waste, oil spill)
Fence Installer
Fire Watch Laborer
Flagman
Form Stripper
General Laborer
Guardrail Laborer, Bridge Rail Installer
Hydro-seeder Nozzleman
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Issue 29, Effective September 1, 2014
Page 9
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Laborers (The area that is south of N63 latitude and west of W138 longitude)
**See note on last page if remote site
S1201 Group I, including:
29.24 7.24 14.84 1.20
L&M
0.20
LEG
0.15 52.87
30.24 7.24 14.84 1.20
L&M
0.20
LEG
0.15 53.87
Laborer, Building
Landscaper or Planter
Laying of Mortarless Decorative Block (retaining walls, flowered
decorative block 4 feet or less - highway or landscape work)
Material Handler
Pneumatic or Power Tools
Portable or Chemical Toilet Serviceman
Pump Man or Mixer Man
Railroad Track Laborer
Sandblast, Pot Tender
Saw Tender
Slurry Work
Stake Hopper
Steam Cleaner Operator
Steam Point or Water Jet Operator
Tank Cleaning
Utiliwalk & Utilidor Laborer
Watchman (construction projects)
Window Cleaner
S1202 Group II, including:
Burning & Cutting Torch
Cement or Lime Dumper or Handler (sack or bulk)
Choker Splicer
Chucktender (wagon, air-track & hydraulic drills)
Concrete Laborer (power buggy, concrete saws, pumpcrete nozzleman,
vibratorman)
Culvert Pipe Laborer
Cured Inplace Pipelayer
Environmental Laborer (asbestos, marine work)
Foam Gun or Foam Machine Operator
Green Cutter (dam work)
Gunite Operator
Hod Carrier
Jackhammer or Pavement Breaker (more than 45 pounds)
Laser Instrument Operator
Laying of Mortarless Decorative Block (retaining walls, flowered
decorative block over 4 feet - highway or landscape work)
Mason Tender & Mud Mixer (sewer work)
Pilot Car
Pipelayer Helper
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Page 10
Issue 29, Effective September 1, 2014
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Laborers (The area that is south of N63 latitude and west of W138 longitude)
**See note on last page if remote site
S1202 Group II, including:
30.24 7.24 14.84 1.20
L&M
0.20
LEG
0.15 53.87
31.14 7.24 14.84 1.20
L&M
0.20
LEG
0.15 54.77
34.42 7.24 14.84 1.20
L&M
0.20
LEG
0.15 58.05
18.81 7.24 14.84 1.20
L&M
0.20
LEG
0.15 42.44
35.25 7.24 14.84 1.20
L&M
0.20
LEG
0.15 58.88
Plasterer, Bricklayer & Cement Finisher Tender
Powderman Helper
Power Saw Operator
Railroad Switch Layout Laborer
Sandblaster
Scaffold Building & Erecting
Sewer Caulker
Sewer Plant Maintenance Man
Thermal Plastic Applicator
Timber Faller, Chainsaw Operator, Filer
Timberman
S1203 Group III, including:
Bit Grinder
Camera/Tool/Video Operator
Guardrail Machine Operator
High Rigger & Tree Topper
High Scaler
Multiplate
Plastic Welding
Slurry Seal Squeegee Man
Traffic Control Supervisor
Welding Certified (in connection with laborer's work)
S1204 Group IIIA
Asphalt Raker, Asphalt Belly Dump Lay Down
Drill Doctor (in the field)
Driller (including, but not limited to, wagon drills, air-track drills,
hydraulic drills)
Licensed Powderman
Pioneer Drilling & Drilling Off Tugger (all type drills)
Pipelayers
S1205 Group IV
Final Building Cleanup
Permanent Yard Worker
S1206 Group IIIB
Federally Licensed Powderman (Responsible Person in Charge)
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Issue 29, Effective September 1, 2014
Page 11
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Laborers (The area that is south of N63 latitude and west of W138 longitude)
**See note on last page if remote site
35.25 7.24 14.84 1.20
L&M
0.20
LEG
0.15 58.88
A1251 Millwright (journeyman)
35.74 9.78 10.51 1.00
L&M
0.25
na
0.15 57.43
A1252 Millwright Welder
36.33 9.78 10.51 1.00
L&M
0.25
na
0.15 58.02
30.96 7.69 11.10 0.83
L&M
0.07
na
0.00 50.65
31.48 7.69 11.10 0.83
L&M
0.07
na
0.00 51.17
37.07 7.69 10.96 0.80
na
0.05
na
0.00 56.57
S1206 Group IIIB
Grade Checking (setting or transferring of grade marks, line and grade)
Millwrights
Painters, Region I (North of N63 latitude)
**See note on last page if remote site
N1301 Group I, including:
Brush
General Painter
Hand Taping
Hazardous Material Handler
Lead-Based Paint Abatement
Roll
N1302 Group II, including:
Bridge Painter
Epoxy Applicator
General Drywall Finisher
Hand/Spray Texturing
Industrial Coatings Specialist
Machine/Automatic Taping
Pot Tender
Sandblasting
Specialty Painter
Spray
Structural Steel Painter
Wallpaper/Vinyl Hanger
N1304 Group IV, including:
Glazier
Storefront/Automatic Door Mechanic
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Page 12
Issue 29, Effective September 1, 2014
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Painters, Region I (North of N63 latitude)
**See note on last page if remote site
N1305 Group V, including:
29.65 7.69 5.02 0.83
na
0.07
na
0.00 43.26
29.20 7.69 10.85 0.83
L&M
0.07
na
0.00 48.64
30.45 7.69 10.85 0.83
L&M
0.07
na
0.00 49.89
30.55 7.69 10.85 0.83
L&M
0.07
na
0.00 49.99
37.07 7.69 10.21 0.83
L&M
0.07
na
0.00 55.87
29.65 7.69 5.02 0.83
L&M
0.07
na
0.00 43.26
Carpet Installer
Floor Coverer
Heat Weld/Cove Base
Linoleum/Soft Tile Installer
Painters, Region II (South of N63 latitude)
**See note on last page if remote site
S1301 Group I, including :
Brush
General Painter
Hand Taping
Hazardous Material Handler
Lead-Based Paint Abatement
Roll
Spray
S1302 Group II, including :
General Drywall Finisher
Hand/Spray Texturing
Machine/Automatic Taping
Wallpaper/Vinyl Hanger
S1303 Group III, including :
Bridge Painter
Epoxy Applicator
Industrial Coatings Specialist
Pot Tender
Sandblasting
Specialty Painter
Structural Steel Painter
S1304 Group IV, including:
Glazier
Storefront/Automatic Door Mechanic
S1305 Group V, including:
Carpet Installer
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Issue 29, Effective September 1, 2014
Page 13
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Painters, Region II (South of N63 latitude)
**See note on last page if remote site
29.65 7.69 5.02 0.83
L&M
0.07
na
0.00 43.26
37.34 9.78 12.86 0.70
L&M
0.10
IAF
0.15 60.93
A1402 Piledriver-Welder/Toxic Worker
38.34 9.78 12.86 0.70
L&M
0.10
IAF
0.15 61.93
A1403 Remotely Operated Vehicle Pilot/Technician
41.65 9.78 12.86 0.70
L&M
0.10
IAF
0.15 65.24
A1404 Diver (working) ***See note on last page
81.45 9.78 12.86 0.70
L&M
0.10
IAF
0.15 105.04
A1405 Diver (standby) ***See note on last page
41.65 9.78 12.86 0.70
L&M
0.10
IAF
0.15 65.24
A1406 Dive Tender ***See note on last page
40.65 9.78 12.86 0.70
L&M
0.10
IAF
0.15 64.24
A1407 Welder (American Welding Society, Certified Welding Inspector)
42.90 9.78 12.86 0.70
L&M
0.10
IAF
0.15 66.49
40.96 7.40 12.70 1.10
L&M
1.10
S&L
0.00 63.26
S1305 Group V, including:
Floor Coverer
Heat Weld/Cove Base
Linoleum/Soft Tile Installer
Piledrivers
**See note on last page if remote site
A1401 Piledriver
Assistant Dive Tender
Carpenter/Piledriver
Rigger
Sheet Stabber
Skiff Operator
Single Atmosphere Suit, Bell or Submersible Pilot
Plumbers, Region I (North of N63 latitude)
N1501 Journeyman Pipefitter
Plumber
Welder
Plumbers, Region II (South of N63 latitude)
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Page 14
Issue 29, Effective September 1, 2014
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Plumbers, Region II (South of N63 latitude)
S1501 Journeyman Pipefitter
39.21 8.67 10.82 1.50
L&M
0.20
na
0.00 60.40
37.02 12.47 11.00 2.50
L&M
0.24
na
0.00 63.23
39.28 9.35 10.00 1.00
L&M
0.10
na
0.00 59.73
Plumber
Welder
Plumbers, Region IIA (1st Judicial District)
X1501 Journeyman Pipefitter
Plumber
Welder
Power Equipment Operators
**See note on last page if remote site
A1601 Group I, including:
Asphalt Roller: Breakdown, Intermediate, and Finish
Back Filler
Barrier Machine (Zipper)
Beltcrete with Power Pack & similar conveyors
Bending Machine
Boat Coxswain
Bulldozer
Cableways, Highlines & Cablecars
Cleaning Machine
Coating Machine
Concrete Hydro Blaster
Cranes (45 tons & under or 150 feet of boom & under (including jib &
attachments))
(a) Hydralifts or Transporters, (all track or truck type)
(b) Derricks
Crushers
Deck Winches, Double Drum
Ditching or Trenching Machine (16 inch or over)
Drag Scraper, Yarder, and similar types
Drilling Machines, Core, Cable, Rotary and Exploration
Finishing Machine Operator, Concrete Paving, Laser Screed, Sidewalk,
Curb & Gutter Machine
Helicopters
Hover Craft, Flex Craft, Loadmaster, Air Cushion, All-Terrain Vehicle,
Rollagon, Bargecable, Nodwell, & Snow Cat
Hydro Ax, Feller Buncher & similar
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Issue 29, Effective September 1, 2014
Page 15
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Power Equipment Operators
**See note on last page if remote site
A1601 Group I, including:
39.28 9.35 10.00 1.00
L&M
0.10
na
0.00 59.73
41.04 9.35 10.00 1.00
L&M
0.10
na
0.00 61.49
Licensed Line & Grade
Loaders (2 1/2 yards through 5 yards, including all attachments):
(a) Forklifts (with telescopic boom & swing attachment)
(b) Front End & Overhead, (2-1/2 yards through 5 yards)
(c) Loaders, (with forks or pipe clamp)
(d) Loaders, (elevating belt type, Euclid & similar types)
Mechanic, Welder, Bodyman, Electrical, Camp & Maintenance Engineer
Micro Tunneling Machine
Mixers: Mobile type with hoist combination
Motor Patrol Grader
Mucking Machine: Mole, Tunnel Drill, Horizontal/Directional Drill
Operator and/or Shield
Operator on Dredges
Piledriver Engineer, L.B. Foster, Puller or similar paving breaker
Plant Operator (Asphalt & Concrete)
Power Plant, Turbine Operator 200 k.w & over (power plants or
combination of power units over 300 k.w.)
Remote Controlled Equipment
Scraper (through 40 yards)
Service Oiler/Service Engineer
Shot Blast Machine
Shovels, Backhoes, Excavators with all attachments, and Gradealls (3
yards & under)
Sideboom (under 45 tons)
Spreaders, Blaw Knox, Cedarapids, Barber Greene, Slurry Machine
Sub Grader (Gurries, Reclaimer & similar types)
Tack Tractor
Truck Mounted Concrete Pump, Conveyor & Creter
Unlicensed Off-Road Hauler
Wate Kote Machine
A1602 Group IA, including:
Camera/Tool/Video Operator (Slipline)
Certified Welder, Electrical Mechanic, Camp Maintenance Engineer,
Mechanic (over 10,000 hours)
Cranes (over 45 tons or 150 feet including jib & attachments)
(a) Clamshells & Draglines (over 3 yards)
(b) Tower Cranes
Licensed Water/Waste Water Treatment Operator
Loaders (over 5 yards)
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Page 16
Issue 29, Effective September 1, 2014
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Power Equipment Operators
**See note on last page if remote site
A1602 Group IA, including:
41.04 9.35 10.00 1.00
L&M
0.10
na
0.00 61.49
38.51 9.35 10.00 1.00
L&M
0.10
na
0.00 58.96
37.79 9.35 10.00 1.00
L&M
0.10
na
0.00 58.24
Motor Patrol Grader, Dozer, Grade Tractor, Roto-Mill/Profiler (finish:
when finishing to final grade and/or to hubs, or for asphalt)
Power Plants (1000 k.w. & over)
Quad
Scrapers (over 40 yards)
Screed
Shovels, Backhoes, Excavators with all attachments (over 3 yards)
Sidebooms (over 45 tons)
Slip Form Paver, C.M.I. & similar types
A1603 Group II, including:
Boiler - Fireman
Cement Hogs & Concrete Pump Operator
Conveyors (except those listed in Group I)
Hoists on Steel Erection, Towermobiles & Air Tuggers
Horizontal/Directional Drill Locator
Licensed Grade Technician
Loaders (i.e., Elevating Grader & Material Transfer Vehicle)
Locomotives, Rod & Geared Engines
Mixers
Screening, Washing Plant
Sideboom (cradling rock drill, regardless of size)
Skidder
Trenching Machines (under 16 inches)
Water/Waste Water Treatment Operator
A1604 Group III, including:
"A" Frame Trucks, Deck Winches
Bombardier (tack or tow rig)
Boring Machine
Brooms, Power
Bump Cutter
Compressor
Farm Tractor
Forklift, Industrial Type
Gin Truck or Winch Truck (with poles when used for hoisting)
Grade Checker & Stake Hopper
Hoists, Air Tuggers, Elevators
Loaders:
(a) Elevating-Athey, Barber Greene & similar types
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Issue 29, Effective September 1, 2014
Page 17
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Power Equipment Operators
**See note on last page if remote site
37.79 9.35 10.00 1.00
L&M
0.10
na
0.00 58.24
31.58 9.35 10.00 1.00
L&M
0.10
na
0.00 52.03
A1701 Roofer & Waterproofer
42.95 7.43 2.91 0.81
L&M
0.10
na
0.02 54.22
A1702 Roofer Material Handler
30.07 7.43 2.91 0.81
L&M
0.10
na
0.02 41.34
45.68 8.80 10.34 1.32
L&M
0.25
na
0.00 66.39
A1604 Group III, including:
(b) Forklifts or Lumber Carrier (on construction job sites)
(c) Forklifts, (with tower)
(d) Overhead & Front End, (under 2-l/2 yards)
Locomotives: Dinkey (air, steam, gas & electric) Speeders
Mechanics, Light Duty
Oil, Blower Distribution
Posthole Digger, Mechanical
Pot Fireman (power agitated)
Power Plant, Turbine Operator, (under 200 k.w.)
Pumps, Water
Roller (other than Asphalt)
Saws, Concrete
Skid Hustler
Skid Steer (with all attachments)
Straightening Machine
Tow Tractor
A1605 Group IV, including:
Crane Assistant Engineer/Rig Oiler
Drill Helper
Parts & Equipment Coordinator
Spotter
Steam Cleaner
Swamper (on trenching machines or shovel type equipment)
Roofers
**See note on last page if remote site
Sheet Metal Workers, Region I (North of N63 latitude)
N1801 Sheet Metal Journeyman
Air Balancing and duct cleaning of HVAC systems
Brazing, soldering or welding of metals
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Page 18
Issue 29, Effective September 1, 2014
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Sheet Metal Workers, Region I (North of N63 latitude)
N1801 Sheet Metal Journeyman
45.68 8.80 10.34 1.32
L&M
0.25
na
0.00 66.39
40.49 8.80 11.42 1.18
L&M
0.33
na
0.00 62.22
Demolition of sheet metal HVAC systems
Fabrication and installation of exterior wall sheathing, siding, metal
roofing, flashing, decking and architectural sheet metal work
Fabrication and installation of heating, ventilation and air conditioning
ducts and equipment
Fabrication and installation of louvers and hoods
Fabrication and installation of sheet metal lagging
Fabrication and installation of stainless steel commercial or industrial
food service equipment
Manufacture, fabrication assembly, installation and alteration of all
ferrous and nonferrous metal work
Metal lavatory partitions
Preparation of drawings taken from architectural and engineering plans
required for fabrication and erection of sheet metal work
Sheet Metal shelving
Sheet Metal venting, chimneys and breaching
Skylight installation
Sheet Metal Workers, Region II (South of N63 latitude)
S1801 Sheet Metal Journeyman
Air Balancing and duct cleaning of HVAC systems
Brazing, soldering or welding of metals
Demolition of sheet metal HVAC systems
Fabrication and installation of exterior wall sheathing, siding, metal
roofing, flashing, decking and architectural sheet metal work
Fabrication and installation of heating, ventilation and air conditioning
ducts and equipment
Fabrication and installation of louvers and hoods
Fabrication and installation of sheet metal lagging
Fabrication and installation of stainless steel commercial or industrial
food service equipment
Manufacture, fabrication assembly, installation and alteration of all
ferrous and nonferrous metal work
Metal lavatory partitions
Preparation of drawings taken from architectural and engineering plans
required for fabrication and erection of sheet metal work
Sheet Metal shelving
Sheet Metal venting, chimneys and breaching
Skylight installation
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Issue 29, Effective September 1, 2014
Page 19
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Sprinkler Fitters
42.89 8.52 13.05 0.45
L&M
0.25
na
0.00 65.16
A2001 Chief of Parties
42.31 8.78 9.99 1.25
L&M
0.10
na
0.00 62.43
A2002 Party Chief
40.72 8.78 9.99 1.25
L&M
0.10
na
0.00 60.84
A2003 Line & Grade Technician/Office Technician
40.12 8.78 9.99 1.25
L&M
0.10
na
0.00 60.24
A2004 Associate Party Chief (including Instrument Person & Head Chain
Person)
38.00 8.78 9.99 1.25
L&M
0.10
na
0.00 58.12
A2005 Stake Hop/Grademan
35.07 8.78 9.99 1.25
L&M
0.10
na
0.00 55.19
A2006 Chain Person (for crews with more than 2 people)
33.66 8.78 9.99 1.25
L&M
0.10
na
0.00 53.78
39.09 8.78 9.99 1.25
L&M
0.10
na
0.00 59.21
A1901 Sprinkler Fitter
Surveyors
**See note on last page if remote site
Truck Drivers
**See note on last page if remote site
A2101 Group I, including:
Air/Sea Traffic Controllers
Ambulance/Fire Truck Driver (EMT certified)
Boat Coxswain
Captains & Pilots (air & water)
Deltas, Commanders, Rollagons, & similar equipment (when pulling
sleds, trailers or similar equipment)
Dump Trucks (including rockbuggy & trucks with pups) over 40 yards
up to & including 60 yards
Helicopter Transporter
Lowboys, including attached trailers & jeeps, up to & including 12 axles
(over 12 axles or 150 tons to be negotiated)
Material Coordinator and Purchasing Agent
Ready-mix (over 12 yards up to & including 15 yards) (over 15 yards to
be negotiated)
Semi with Double Box Mixer
Tireman, Heavy Duty/Fueler
Water Wagon (250 Bbls and above)
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Page 20
Issue 29, Effective September 1, 2014
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Truck Drivers
**See note on last page if remote site
A2102 Group 1A including:
40.36 8.78 9.99 1.25
L&M
0.10
na
0.00 60.48
37.83 8.78 9.99 1.25
L&M
0.10
na
0.00 57.95
37.01 8.78 9.99 1.25
L&M
0.10
na
0.00 57.13
36.43 8.78 9.99 1.25
L&M
0.10
na
0.00 56.55
Dump Trucks (including rockbuggy & trucks with pups) over 60 yards
up to & including 100 yards (over 100 yards to be negotiated)
Jeeps (driver under load)
A2103 Group II, including:
All Deltas, Commanders, Rollagons, & similar equipment
Boom Truck/Knuckle Truck (over 5 tons)
Construction and Material Safety Technician
Dump Trucks (including rockbuggy & trucks with pups) over 20 yards
up to & including 40 yards
Gin Pole Truck, Winch Truck, Wrecker (truck mounted "A" frame
manufactured rating over 5 tons)
Lowboys (including attached trailers & jeeps up to & including 8 axles)
Mechanics
Partsman
Ready-mix (over 7 yards up to & including 12 yards)
Stringing Truck
Super Vac Truck/Cacasco Truck/Heat Stress Truck
Turn-O-Wagon or DW-10 (not self loading)
A2104 Group III, including:
Batch Trucks (8 yards & up)
Boom Truck/Knuckle Truck (up to & including 5 tons)
Dump Trucks (including rockbuggy & trucks with pups) over 10 yards
up to & including 20 yards
Expeditor (electrical & pipefitting materials)
Gin Pole Truck, Winch Truck, Wrecker (truck mounted "A" frame
manufactured rating 5 tons & under)
Greaser - Shop
Oil Distributor Driver
Thermal Plastic Layout Technician
Traffic Control Technician
Trucks/Jeeps (push or pull)
A2105 Group IV, including:
Air Cushion or similar type vehicle
All Terrain Vehicle
Buggymobile
Bull Lift & Fork Lift, Fork Lift with Power Boom & Swing Attachment
(over 5 tons)
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Issue 29, Effective September 1, 2014
Page 21
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Truck Drivers
**See note on last page if remote site
A2105 Group IV, including:
36.43 8.78 9.99 1.25
L&M
0.10
na
0.00 56.55
35.67 8.78 9.99 1.25
L&M
0.10
na
0.00 55.79
Bus Operator (over 30 passengers)
Combination Truck-Fuel & Grease
Compactor (when pulled by rubber tired equipment)
Dump Trucks (including Rockbuggy & trucks with pups up to &
including 10 yards)
Dumpster
Expeditor (general)
Fire Truck/Ambulance Driver
Flat Beds, Dual Rear Axle
Foam Distributor Truck Dual Axle
Front End Loader with Fork
Grease Truck
Hydro Seeder, Dual Axle
Hyster Operators (handling bulk aggregate)
Loadmaster (air & water operations)
Lumber Carrier
Ready-mix, (up to & including 7 yards)
Rigger (air/water/oilfield)
Semi or Truck & Trailer
Tireman, Light Duty
Track Truck Equipment
Vacuum Truck, Truck Vacuum Sweeper
Warehouseperson
Water Truck (Below 250 Bbls)
Water Truck, Dual Axle
Water Wagon, Semi
A2106 Group V, including:
Batch Truck (up to & including 7 yards)
Buffer Truck
Bull Lifts & Fork Lifts, Fork Lifts with Power Boom & Swing
Attachments (up to & including 5 tons)
Bus Operator (up to 30 passengers)
Farm Type Rubber Tired Tractor (when material handling or pulling
wagons on a construction project)
Flat Beds, Single Rear Axle
Foam Distributor Truck Single Axle
Fuel Handler (station/bulk attendant)
Gear/Supply Truck
Gravel Spreader Box Operator on Truck
Hydro Seeders, Single axle
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Page 22
Issue 29, Effective September 1, 2014
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Truck Drivers
**See note on last page if remote site
35.67 8.78 9.99 1.25
A2106 Group V, including:
L&M
0.10
na
0.00 55.79
Pickups (pilot cars & all light-duty vehicles)
Rigger/Swamper
Tack Truck
Team Drivers (horses, mules, & similar equipment)
Tunnel Workers, Laborers (The Alaska areas north of N63 latitude and east of W138 longitude)
**See note on last page if remote site
N2201 Group I, including:
32.16 7.24 14.84 1.20
L&M
0.20
LEG
0.15 55.79
33.26 7.24 14.84 1.20
L&M
0.20
LEG
0.15 56.89
34.25 7.24 14.84 1.20
L&M
0.20
LEG
0.15 57.88
37.86 7.24 14.84 1.20
L&M
0.20
LEG
0.15 61.49
38.78 7.24 14.84 1.20
L&M
0.20
LEG
0.15 62.41
Brakeman
Mucker
Nipper
Topman & Bull Gang
Tunnel Track Laborer
N2202 Group II, including:
Burning & Cutting Torch
Concrete Laborer
Jackhammer
Laser Instrument Operator
Nozzlemen, Pumpcrete or Shotcrete
Pipelayer Helper
N2203 Group III, including:
Miner
Retimberman
N2204 Group IIIA, including:
Asphalt Raker, Asphalt Belly Dump Lay Down
Drill Doctor (in the field)
Driller (including, but not limited to wagon drills, air-track drills,
hydraulic drills)
Licensed Powderman
Pioneer Drilling & Drilling Off Tugger (all type drills)
Pipelayer
N2206 Group IIIB, including:
Federally Licensed Powderman (Responsible Person in Charge)
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Issue 29, Effective September 1, 2014
Page 23
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Tunnel Workers, Laborers (The Alaska areas north of N63 latitude and east of W138 longitude)
**See note on last page if remote site
L&M
0.20
LEG
0.15 62.41
32.16 7.24 14.84 1.20
L&M
0.20
LEG
0.15 55.79
33.26 7.24 14.84 1.20
L&M
0.20
LEG
0.15 56.89
34.25 7.24 14.84 1.20
L&M
0.20
LEG
0.15 57.88
37.86 7.24 14.84 1.20
L&M
0.20
LEG
0.15 61.49
38.78 7.24 14.84 1.20
L&M
0.20
LEG
0.15 62.41
38.78 7.24 14.84 1.20
N2206 Group IIIB, including:
Grade Checking (setting or transferring of grade marks, line and grade)
Tunnel Workers, Laborers (The area that is south of N63 latitude and west of W138 longitude)
**See note on last page if remote site
S2201 Group I, including:
Brakeman
Mucker
Nipper
Topman & Bull Gang
Tunnel Track Laborer
S2202 Group II, including:
Burning & Cutting Torch
Concrete Laborer
Jackhammer
Laser Instrument Operator
Nozzlemen, Pumpcrete or Shotcrete
Pipelayer Helper
S2203 Group III, including:
Miner
Retimberman
S2204 Group IIIA, including:
Asphalt Raker, Asphalt Belly Dump Lay Down
Drill Doctor (in the field)
Driller (including, but not limited to wagon drills, air-track drills,
hydraulic drills)
Licensed Powderman
Pioneer Drilling & Drilling Off Tugger (all type drills)
Pipelayer
S2206 Group IIIB, including:
Federally Licensed Powderman (Responsible Person in Charge)
Grade Checking (setting or transferring of grade marks, line and grade)
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Page 24
Issue 29, Effective September 1, 2014
Class
Code
Classification of Laborers & Mechanics
BHR H&W PEN TRN Other Benefits THR
Tunnel Workers, Power Equipment Operators
**See note on last page if remote site
A2207 Group I
43.21 9.35 10.00 1.00
L&M
0.10
na
0.00 63.66
A2208 Group IA
45.14 9.35 10.00 1.00
L&M
0.10
na
0.00 65.59
A2209 Group II
42.36 9.35 10.00 1.00
L&M
0.10
na
0.00 62.81
A2210 Group III
41.57 9.35 10.00 1.00
L&M
0.10
na
0.00 62.02
A2211 Group IV
34.74 9.35 10.00 1.00
L&M
0.10
na
0.00 55.19
* A remote site is isolated and relatively distant from the amenities of civilization, and usually far from the employee's home. As
a condition of employment, the workers must eat, sleep, and socialize at the worksite and remain there for extended periods.
** This classification must receive board and lodging under certain conditions. A per diem option of $75 is an alternative to
providing meals and lodging. See Page v for an explanation.
*** Work in combination of classifications: Employees working in any combination of classifications within the diving crew
(working diver, standby diver, and tender) in a shift are paid in the classification with the highest rate for a minimum of 8 hours
per shift.
Wage benefits key: BHR=basic hourly rate; H&W=health and welfare; IAF=industry advancement fund; LEG=legal fund; L&M=labor/management fund;
LML=labor/management fund & LEG combined; ONT=overnight; PEN=pension fund; SAF=safety; SUI=supplemental unemployment insurance;
S&L=SUI & LEG combined; TRN=training; THR=total hourly rate; VAC=vacation
Issue 29, Effective September 1, 2014
Page 25
ATTACHMENTS
PORT MACKENZIE RAIL EXTENSION SEGMENT 5 PLAN SET DATED
FEBRUARY 14, 2015:
PLN_20150217_Segment_5_100.pdf
PLN_20150217_Segment-5-XS-100.pdf
SEGMENT 5 GEOTECH ENGINEERIGN REPORT; MARCH 2012
REP_20120928_Segment-5-Geotechnical.pdf
PORT MACKENZIE RAIL EXTENSION PROJECT – PERMIT PACKAGE
Issued Permits – PMRE Segment 5
401 Clean Water Cert POA-2007-1586_Sept 2012.pdf
404 POA-2007-1586_Sept 2012
404 POA-2007-1586-M1_Jan 2013
404 POA-2007-1586-M2_July 2013
404 POA-2007-1586-M3_Feb 2014
Land Use Permit LAS28077_April 2013
PMRE - Invasive Species CMP
PMRE - Moose Mitigation Strategy
PMRE - Reclamation Plan
STB Decision - PMRE EIS ROD
TWUP A2011-53 North_May 2012
TWUP FH 11-IV-0294 to 0302_July 2011
10