1. business and industrial
2. construction

P.O. Box 422 ▪ Mapleton, OR 97453
Community  Economy  Environment
www.siuslaw.org
541-268-3044
[email protected]
Invitation to Provide Proposal and Bid Culvert Removal and Replacement with a Railroad Bridge –
including Driven Piling, Precast Concrete End Bents and Wing-walls, Pre-stressed Concrete Double
Cell Spans and associated track work on Coos Bay Rail Link at Cleveland Creek in Tide, Oregon
Project Description
The Siuslaw Watershed Council is advertising for bids for a complete replacement of the existing
Cleveland Creek Culvert at milepost 699.3 of the Coos Bay Rail Link railroad in Lane County, Oregon.
The existing 5.5'-diameter by 92'-long corrugated metal pipe culvert carries Cleveland Creek under the
railroad tracks and an unnamed paved roadway. The existing culvert is a barrier to fish passage. The
culvert will be removed and replaced with a railroad bridge consisting of pre-cast concrete end bent
caps and wing-walls, supported on driven steel H-piles, with pre-stressed concrete double cell ballast
deck spans.
The Siuslaw Watershed Council (also listed as the SWC, Council, or Agency within the bid documents
and specifications) invites qualified and experienced construction companies to review the drawings
and specifications for the following tasks. See drawings and specifications for detailed description.
1. Provide plan for dewatering and spill prevention and containment prior to excavation. ODFW will
provide fish removal and block nets at construction area.
2. Construct Railroad Bridge within 12-hour daily work windows and one 60-hour track closure window
per-week:
2a. Shift ties as necessary to install driven steel H-piles and cut-off below bottom of rail if driven
before the 60-hour work window.
2b. Remove rail and track ties from track in bridge area.
2c. Excavate as needed, being careful to not damage H-pile if driven earlier, remove and dispose of
the existing Cleveland Creek Railroad Culvert and install, concrete end bent caps, pre-stressed
concrete double cell spans, and pre-cast wing walls according to drawings and specifications.
2d. Install ballast, rail and ties on completed bridge and end bent backfill and surface track in work
area per drawings and specifications.
3. After bridge construction:
3a. Work within railroad right-of-way and any work that will be within 20-feet of the track
centerline needs to be coordinated with Coos Bay Rail Link and allowable train free work
windows.
3b. Install waterway enhancement materials, provide temporary bank stabilization to disturbed
areas, and take measures to limit the introduction of invasive plant species.
3c. Complete work per the drawings and specifications and in the established timelines.
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Invitation to Bid: Cleveland Creek Railroad Bridge 2015
General Information
All bids shall be submitted using the Bid Packet provided. No bid for a construction contract shall be
received or considered unless the bidder is registered with the Construction Contractors Board as
required by ORS Chapter 701.
The Siuslaw Watershed Council (Council) reserves the right to in whole or in part, to waive
irregularities not affecting substantial rights, and award a contract to a responsible and qualified
bidder; to postpone the acceptance of the proposal and the award of the contract for a period not to
exceed thirty (30) days; or to reject any and all bids received and further advertise the project for bids.
The SWC shall enter into a contract with the firm whose proposal/bid appears to best serve the
interest of the SWC in terms of qualifications, services to be provided, timeliness and cost.
The work proposed is subject to Oregon’s prevailing wage rate law. ORS 279C.800-279C.870. This
law requires that entities using public funds for public works must pay not less than the prevailing
rate of wage for an hour’s work, including fringe benefits, in the same trade in the locality where
the work is performed. Prevailing wage rates are provided by BOLI at no cost at
www.oregon.gov/boli.
When the project is awarded, the successful bidder shall promptly execute a contract for the
proposed work with the Council. All bidders agree to comply with the project schedule listed in
Table 1 below.
Qualified firms are expected to review the drawings and specifications and provide a bid for the
project.
Scope of Work
The scope of work includes working within daily and weekend track closure windows. Work within the
active channel is subject to in-water-work window provisions. Tasks include, but are not limited to:
tree removal, initial removal of rail and ties to allow bridge construction; removal and disposal of the
existing Cleveland Creek Railroad Culvert; providing a plan for dewatering and spill prevention and
containment prior to excavation; driving steel H-pile; furnishing and installing pre-cast concrete bridge
components; installation of ballast, rail and ties on railroad over the new bridge and end bent
approaches; removal of existing culvert; channel grading; streambed enhancement; installation of riprap; providing temporary bank stabilization to disturbed areas; and taking measures to limit the
introduction of invasive plant species according to the drawings and specifications. Complete work to
specifications within established timelines. Keep permit copies on-site.
The Contractor will not be responsible for the following tasks associated with the project:
· The Council will secure all fill and removal permits related to the project. Contractor is
responsible for notifying Oregon Department of Forestry of the operation.
· Oregon Department of Fish and Wildlife will provide fish removal and aquatic block nets.
· Coos Bay Railway will provide rail, ties, joint bars, track bolts, spikes, tie plates and Other Track
Material for contractor’s use in replacing track.
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Invitation to Bid: Cleveland Creek Railroad Bridge 2015
See Staging Areas Map for available staging areas. Shed staging area is behind a locked gate.
Contractors are to provide their own lock.
Reasonably Implied Work and Incidental Items
Any part of the work that is not mentioned in the above scope of work, but is shown on the plan
set or specifications package, or any part not shown on the plan set or specifications package, but
described in the above scope of work, or any part not shown on the plan set or specifications nor
described in the above scope of work which is necessary or normally required as a part of such
work, or is necessary or required to make such installation satisfactorily and legally operable, shall
be performed by the Contractor as incidental work without extra cost to the Council.
Table 1. Project Timeline
Task
Contractor site visit and meeting
Proposals due to Council
Contractor selected, develop contract
Begin work
Finish Construction
Timeframe
April 28, 2015
May 14, 2015
May 28, 2015
No later than,
July 1, 2015
September 15,
2015
Site Visit
An optional site visit will be conducted on April 28, 2015 at 9:30 AM with all contractors interested in
submitting proposals to the Council. Please contact the SWC Office (541-268-3044) by 12pm April 27 if
you would like to attend the site visit. The meeting will provide an opportunity for contractors to view
the site and to ask any questions they may have.
Bidding Process
Interested contractors will present the Council with a written bid/proposal by 3 p.m. on May 14, 2015
in accordance with these bidding provisions. The proposal should include a complete bid packet (Items
I-IV).
The Council will review proposals and notify bidders within 9 days of submittal. The Council may
propose modifications to the selected contractor before finalizing contract. The Council will award the
contract based on the qualifications, experience, and price offered by each contractor.
Inspection & Quality Control
The Contractor is expected to abide by the specifications outlined above, in the plan set and
specifications package provided by the engineer, and by the procedures outlined within their Councilapproved proposal. The Contractor shall not make any changes to the procedures outlined within the
proposal without approval from the Council. The Council Project Manager, Engineer, and Coos Bay Rail
Link officials may inspect work at any time during the course of the contract. The Council will conduct a
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Invitation to Bid: Cleveland Creek Railroad Bridge 2015
final inspection within three business days of the Contractor’s request. This final inspection will be to
ensure that all tasks have been conducted to the satisfaction of the Council. The Council shall give
written notice to the Contractor stating acceptance of work and absolving contractor of further duty.
Railroad and Track Safety
Contractor shall, at a minimum, perform work in accordance with Coos Bay Rail Link Track and Bridge
Worker Safety Rules and track standards and FRA 49 CFR Part 213, Track Safety Standards and 214,
Railroad Workplace Safety. Contractor shall designate a supervisor who is qualified under FRA 49 CFR
Part 213 to be in charge of the Project’s track work. Contractor shall coordinate all track outages with
Coos Bay Rail Link’s designated representative and shall restore safe track condition to allow train
operations within agreed upon track outage time-frames.
Contractor’s Supervisor
The Contractor shall provide an on-site working supervisor to be physically present whenever contract
work is being performed. The supervisor shall speak fluent English in order to be able to communicate
clearly with the Council, Engineer, and Coos Bay Rail Link. This individual shall be responsible for the
overall management and coordination of this contract and shall act as the central point of contact with the
Council. The Contractor’s Supervisor shall check-in by phone or in person with the PM each day work is
performed. The Supervisor shall also attend any meetings with the Council that specifically pertains to the
Supervisor’s duties and all performance evaluation meetings.
Weekly Work Plan
The Contractor shall provide a written schedule for the Project Manager’s and Railroad’s review and
approval. The schedule shall show hours and days to be worked, what tasks will be undertaken, and the
estimated crew size for each day. The Contractor will notify the PM and Railroad when there are changes
to this schedule.
Contractor Furnished Items
The Contractor shall furnish all equipment, repair parts, and materials/supplies to perform contract work
according to the required specifications. All equipment shall be in safe and good operating condition and
free of weed seeds. Equipment includes but is not limited to:
· Petroleum, oils, and lubricants
· Trucks and trailers for transporting equipment and materials
· Heavy equipment
· Hand tools
· Hand-operated, power-driven equipment
· Equipment repair parts
· Personnel clothing, safety equipment
· Spill Containment Kit (see below)
· Traffic signs (see below)
· Submittals for materials used in project
Public Safety
The Contractor shall exercise due caution and care when operating to prevent undue conflict with
public users of roads, trails, and project sites. The Contractor shall post signs at both ends of any roads
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Invitation to Bid: Cleveland Creek Railroad Bridge 2015
that are blocked by work in progress and at both ends of the waste material haul route. Signs shall be
of a color, size, and number of which are acceptable to the Project Manager, ODOT (if required), and
Coos Bay Rail Link.
Fire Precautions
All State of Oregon fire laws shall be followed. Specific requirements for fire equipment may vary by
local fire district. Fire restrictions may result in limited hours of equipment operation at the work site,
including the use of gasoline powered vehicles and power tools. Contractor is required to obtain a
work permit from the Oregon Department of Forestry and furnish any equipment required. Smoking
or flaming materials are not allowed on project site or nearby areas with significant fuel loads during
fire season.
Environmental Protection
Contractor shall adhere to all applicable Federal, State, and local environmental protection laws and
regulations. Any maintenance work, equipment repairs, and refueling of equipment shall be at fueling
areas located in parking lots or existing gravel roads. Equipment furnished shall be free from any
leakage of petroleum products. Excessive leakage shall be a basis for issuing an immediate shutdown
of the operation.
Contractor shall exercise care to minimize damage (including cutting, trampling, and removal) to
established native trees and shrubs. Work on the project shall be continually monitored to verify that
native plants are protected in this manner. If excessive damage to native vegetation is found, work
shall be stopped until Contractor can demonstrate techniques that will not result in excessive damage.
Hazardous Material Containment/Cleanup
The Contractor is required to develop a spill prevention, control, and countermeasure (SPCC) plan. The
SPCC plan will be reviewed and accepted by the Project Manager prior to initiating project work. The
SPCC plan shall, as a minimum, contain the following information:
1) Response priorities
2) Contractor representative in charge
3) Duties of Contractor personnel
4) Contractor emergency response procedures
5) Contents of spill containment kit (SCK)
6) Spill response diagram
The Contractor is required to have a SCK as described in the SPCC on-site during any operation and
provide training to employees on how components of the SCK are used. The SCK must be designed for
use with petroleum products and must contain, as a minimum, the following items:
1) Four bales (8 booms/bale, of 8 inch x 10-foot absorbent booms)
2) Two bales (100 pads/bale, of absorbent pads, minimum of 17 inch x 19 inch x ¼ inch pads)
3) One absorbent sweep (minimum of 18 inches x 100 feet x 3/8 inches)
4) Two 30-50 gallon garbage cans
In the event of a release as defined in Oregon Administrative Rules (OAR), PART 340, DIVISION 108,
HAZARDOUS WASTE MANAGEMENT, the Contractor shall immediately implement the SPCC plan and
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Invitation to Bid: Cleveland Creek Railroad Bridge 2015
notify the project manager. The Project Manager will coordinate with Coos Bay Rail Link staff. The
Contractor will be responsible for the cleanup and any liability associated with a spill.
Indemnity
Contractor shall indemnify, defend, save and hold harmless the Indemnified Parties (defined below)
from and against any and all liability, demands, claims, losses, costs (including but not limited to
attorneys' fees and, in the case of item (b) below, royalty payments) and expenses arising from or in
connection with:
1) Claims for personal injury (including death) and/or property loss or damage to whomsoever or
whatsoever occurring or arising in any manner out of or in connection with:
(a) The Work, this Contract, or any act or omission of Contractor, its directors, officers, agents
or employees, or the presence of Contractor, its directors, its officers, agents or employees
upon or about the property, premises or right-of-way of the Oregon International Port of Coos
Bay (hereinafter “Port”), whether or not negligence on the part of any Indemnified Party may
have caused or contributed to such injury, death, loss or damage; provided, however, that if,
under the law applicable to enforcement of this Contract, an agreement to indemnify against
the indemnities’ own negligence is invalid, then in that event Contractor's obligation to
indemnity Port under this section shall be reduced in proportion to the negligence of Port, if
any, which proximately contributed to such injury, death, loss or damage;
(b) Any claim of infringement of patent rights arising from the use of any of the articles,
materials, equipment or designs furnished in connection with the Work or named in this
Contract; and
(c) Any claims, fines, penalties or other charge or loss arising from any alleged violation of any
statute, code, or ordinance or regulation of the United States or of any state, county or
municipal government that results in whole or in part, directly or indirectly, from the activities
of Contractor's officers, agents, employees or subcontractors related in any way to this
Contract, or from any act or omission of Contractor, its officers, agents, employees or
subcontractors contributing to such violation, regardless of whether such activities, acts or
omissions are intentional or negligent, and regardless of any specification by Port without
actual knowledge that it might violate any such statute, code, ordinance or regulation (these
laws, ordinances and regulations, include, without limitation, all laws, ordinances and
regulations relating to air, water, noise, solid waste and other forms of environmental
protection, contamination or pollution, as well as all laws, ordinances and regulations relating
to discrimination on the basis of disability).
As used in this Contract, the terms "Indemnified Parties" and "Indemnified Party" shall mean and
include, collectively and singularly, (i) The Oregon International Port of Coos Bay and the Coos Bay
Railroad Operating Company, LLC dba Coos Bay Rail Link (hereinafter CBR), (ii) any direct or indirect
subsidiary of Port or CBR (iii) any officer, director, Commissioner, employee, shareholder or agent of
Port or CBR or of any of their direct or indirect subsidiaries, (iv) The Siuslaw Watershed Council, Inc.
(hereinafter SWC), (v) any direct or indirect subsidiary of SWC (vi) any officer, director, Commissioner,
employee, shareholder or agent of SWC or of any of their direct or indirect subsidiaries.
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Invitation to Bid: Cleveland Creek Railroad Bridge 2015
Insurance
Contractor shall, at its expense, obtain and maintain during the period of this Contract, in a form and
with companies satisfactory to Siuslaw Watershed Council (hereinafter SWC), the following insurance
coverage:
1. The Contractor, its sub-contractors, if any, and all employers working under this Contract are subject
employers under the Oregon Worker's Compensation Law and shall comply with ORS 656.017 which
requires them to provide workers' compensation coverage for all their subject workers, applicable in
connection with the death, disability or injury of Contractor's officers, agents, servants or employees
arising directly or indirectly out of the performance of this contract; or shall provide documentation to
SWC establishing to their satisfaction that Contractor is exempt from Workers’ Compensation coverage
pursuant to ORS Chapter 656. Each policy required by this section shall be endorsed to provide a
waiver of subrogation in favor of SWC, the Oregon International Port of Coos Bay, Oregon and the Coos
Bay Railroad Operating Company, LLC, dba Coos Bay Rail Link.
2. Employers' Liability Insurance with Limits of not less than One Million Dollars ($1,000,000) each
accident, One Million Dollars ($1,000,000) policy limit for disease, and One Million Dollars ($1,000,000)
each employee for disease per occurrence. Each policy required by this section shall be endorsed to
provide a waiver of subrogation in favor of, SWC, the Port and the Coos Bay Railroad Operating
Company, LLC, dba Coos Bay Rail Link.
3. Commercial General Liability Insurance with a limit of not less than One Million Dollars ($1,000,000)
per occurrence and an aggregate limit of Two Million Dollars ($2,000,000) for injury to or death of
persons and damage to or loss or destruction of property. Such policy shall be endorsed to provide
products and completed operations coverage and contractual liability coverage for liability assumed
under this Contract and Per Project Aggregate coverage shall apply. The contractual liability coverage
shall be of a form that does not deny coverage for operations conducted within fifty (50) feet of any
railroad hazard (CG 2417 10 01 Contractual Liability – Railroads Endorsement). In addition, said
policies shall be endorsed (by CG 2010 11 85, or its equivalent) to name SWC, Davidson Industries, Inc.,
the Port of Coos Bay, and the Coos Bay Railroad Operating Company, LLC, dba Coos Bay Rail Link, and
their divisions, directors, officers and employees as an additional insured and shall include a
“severability of interests” provision. All coverage shall be on an occurrence basis and not on a claim
made basis. Each policy required by this section shall be endorsed to provide a waiver of subrogation
in favor of SWC, Davidson’s Industries, Port, and the Coos Bay Railroad Operating Company, LLC, dba
Coos Bay Rail Link.
4. Automobile Liability Insurance with a combined single limit of not less than One Million Dollars
($1,000,000) each occurrence for injury to or death of persons and damage to or loss or destruction of
property. Said policy or policies shall be endorsed to name SWC, the Port and the Coos Bay Railroad
Operating Company, LLC, dba Coos Bay Rail Link and their divisions, directors, officers and employees
as additional insured’s and shall include a “severability of interests” provision. Each policy required by
this section shall be endorsed to provide a waiver of subrogation in favor of SWC, Port, and the Coos
Bay Railroad Operating Company, LLC, dba Coos Bay Rail Link.
5. A separate umbrella policy with a limit of Four Million Dollars ($4,000,000). This policy shall be
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Invitation to Bid: Cleveland Creek Railroad Bridge 2015
endorsed to name SWC, the Port, and the Coos Bay Railroad Operating Company, LLC, dba Coos Bay
Rail Link and their divisions, directors, officers, Commissioners, employees, shareholders, as an
additional insured and shall include a severability of interest provision. Each policy required by this
section shall be endorsed to provide a waiver of subrogation in favor of SWC, the Port, and the Coos
Bay Railroad Operating Company, LLC, dba Coos Bay Rail Link.
6. If Contractor cannot obtain a Commercial General Liability policy that does not deny coverage for
operations conducted within fifty (50) feet of any railroad hazard, the Contractor shall obtain Railroad
Protective Liability insurance naming only Railroad as the insured with coverage of at least Two Million
Dollars ($2,000,000) per occurrence and an aggregate limit of Six Million Dollars ($6,000,000). The
policy must be issued on a standard ISO form CG 00 35 12 07 and include the following:
1. Endorsed to include the Limited Seepage and Pollution Endorsement
2. Endorsed to remove any exclusion for punitive damages
3. No other endorsements restricting coverage shall be added
4. The original policy shall be provided to Port prior to performing work
under this Contract.
7. Contractor shall furnish certificates of insurance to SWC's Project Manager, (PO Box 422, Mapleton,
OR 97453, fax 541.268.3044), certifying the existence of such insurance. Contractor shall require all
subcontractors who are not covered by the insurance carried by Contractor to maintain the insurance
coverage described in this Section. Each insurance policy required by this clause shall be endorsed to
state that coverage shall not be suspended, voided, canceled, or reduced in coverage or not renewed
without 30 days advanced written notice to SWC, Davidson Industries, Inc., and the Port and the Coos
Bay Railroad Operating Company, LLC, dba Coos Bay Rail Link.
8. The insurance required by 3, 4 and 5 above shall be primary and without right of contribution from
other insurance that may be in effect and without subordination. A company licensed in the state
where work is to be performed, and carry a minimum Best’s rating of “A-VI or better must underwrite
the insurance policies. Contractor shall furnish the SWC with certificates of insurance showing
compliance with these insurance provisions within seven (12) days of the Notice of Award and no later
than five (5) days prior to commencement of the Work. SWC shall furnish the Port with copies of the
certificates of insurance when they are received from Contractor.
9. The coverage provided by the policies required by sections 3, 4 and 5, above shall be primary and
any other insurance carried by SWC, the Port of CBR is excess. Contractor shall be responsible for any
deductible amounts payable under all policies of insurance. In the event a dispute arises between SWC
and Contractor for which Contractor has obtained insurance, the maximum amount, which may be
withheld by SWC for all such claims, shall be no more than the amount of the applicable insurance
deductible.
10. Proof of Insurance as described above shall be required before a bid is awarded and shall be
subsequently provided to SWC upon request throughout the term of the Project.
11. Contractor shall maintain coverage throughout the term of the Project and shall give SWC four
weeks notice before any required insurance coverage is set to expire.
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Invitation to Bid: Cleveland Creek Railroad Bridge 2015
The insurance coverage required herein shall in no way limit the Contractor's liability under this
Contract.
Bonds
Contractor shall at the time of the execution and delivery of this Contract and before the taking effect
of same in other respects, furnish and deliver to SWC a Performance and Labor and Material Payment
Bond or Bonds in the amount(s) of one hundred percent (100%) of the Contract price, with surety
thereon, to ensure the faithful performance by Contractor of all the covenants and agreements on the
part of Contractor contained in this Contract. Said bond(s) and surety shall be subject to the approval
of SWC and Contractor shall pay the premium of said bond(s). Said bond(s) shall remain in force and
effect for the full amount or in a lesser or increased amount as may at any time be specified by SWC
during the term of this Contract and any extensions thereof and during any period of warranty or
guaranty as to workmanship, material and/or equipment elsewhere provided in this Contract.
All bonds required by this Agreement to be purchased and maintained by Contractor shall be obtained
from a surety licensed or authorized in the State of Oregon to issue such bonds for the limits and
coverages required herein.
Contractor shall also name the Port and the Coos Bay Railroad Operating Company, LLC, dba Coos Bay
Rail Link as additional obligees on said bonds. Duel obligee riders are required for both the Port and
the Coos Bay Railroad Operating Company, LLC, dba Coos Bay Rail Link.
Payments
The Contractor may invoice the Council for the agreed upon bid amount once work is complete. The
total amount charged for this project will not exceed available funding for the project. All invoices
must be submitted no later than October 15, 2015. Payments will be made within 45 days of the
invoice receipt from contractor, pending Council receipt of payment from funder. This agreement
constitutes a subcontract whereby payment to contractor may be contingent upon reimbursement of
invoiced amounts from funder.
Payments for Extra Work Based on Time and Materials
Any work required to carry out the intent of this contract by changes not clearly indicated in the
document, or which cannot be reasonably implied from the intent and meaning of the contract and
which cannot be classified under any of the items for which a lump sum price is listed in the
Contractor’s proposal shall be paid on a unit price, lump sum or force account basis.
If the method of payment cannot be agreed upon prior to beginning work, and the Project Manager
directs that the work be done on a force account basis, then the Contractor shall furnish labor,
equipment, and materials necessary to complete the work in a satisfactory manner and within a
reasonable period of time. For the work performed, payment will be made for the documented actual
cost of labor, materials, rental expenses, and additional insurance expenses.
Labor: Non-direct labor costs, including superintendence, shall be considered part of the mark up set
out in the Standards, General Requirements, Section II.09.H.c. The time to be paid for labor on the
work site shall be the time the worker is in productive operation of the extra work being performed.
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Invitation to Bid: Cleveland Creek Railroad Bridge 2015
Equipment: The Contractor will be paid for the use of equipment at the rental rate listed for such
equipment specified in the current edition of the following reference publication: “Rental Rate Blue
Book” as published by Dataquest (a company of Dunn and Bradstreet Corporation), 1290 Ridder Park
Drive, San Jose, CA 95131. The time to be paid for equipment on the work site shall be the time the
equipment is in productive operation of the extra work being performed.
Materials: The cost of materials reported shall be at invoice or the lowest current price at which
materials are locally available and delivered to the job in the quantities involved, plus the cost of
freight, delivery and storage. If, in the opinion of the Project Manager, the cost of materials is
excessive or the Contractor does not furnish satisfactory evidence of the cost of such material, then
the cost shall be deemed to be the lowest current wholesale price for the quantity concerned delivered
to the work site less trade discount.
The work descriptions given below are not comprehensive and only give a cursory description of work
items for bidding purposes only; however, the total bid shall be for all ancillary items to complete the
stream structure modifications. The Contractor must include adequate provisions in each bid item to
account for incidentals, final cleanup, and other items required to complete the project and meet the
intent of the project Specifications and Drawings.
The SWC shall enter into a contract with the firm whose proposal/bid appears to best serve the
interest of the SWC in terms of qualifications, services to be provided, timeliness and cost.
Drawings and specifications are available at the SWC website (www.siuslaw.org/announcements).
If you have questions or would like to schedule a site visit please see contact persons information
below.
Contractors have until 3pm, May 14, 2015 to respond by providing a written sealed bid to the mailing
address below.
Contact Person:
John Sanchez
SWC Contracted Cleveland Creek Project Manager
Cutthroat Country Consulting
541-961-7313
[email protected]
Issued By
Siuslaw Watershed Council
PO Box 422
Mapleton, OR 97453
(Mailing address)
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Physical address location
Siuslaw Watershed Council
Mapleton School District Campus
10868 East Mapleton Road
Mapleton, OR 97453 (Not Mailing address)
541-268-3044
Invitation to Bid: Cleveland Creek Railroad Bridge 2015
This project is made possible with grants from the Oregon Watershed Enhancement Board (OWEB),
Oregon Department of Fish and Wildlife R&E Board, United States Forest Service,
and the United States Fish and Wildlife Service.
"In accordance with Federal law and U.S. Departments of Interior and Agriculture policy, this institution
is prohibited from discriminating on the basis of race, color, national origin, sex, age, or disability.(Not all
prohibited bases apply to all programs.) USDI and USDA are equal opportunity providers and employers."
Siuslaw Watershed Council Mission Statement
The Siuslaw Watershed Council supports sound economic, social and environmental uses of natural and
human resources in the Siuslaw River Basin. The Council encourages cooperation among public and
private watershed entities to promote awareness and understanding of watershed functions by
adopting and implementing a total watershed approach to natural resource management and
production.
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Invitation to Bid: Cleveland Creek Railroad Bridge 2015
I. Bidder Information
BIDDER: _______________________________________________________________
ADDRESS: _____________________________________________________________
PHONE: _________________ FAX: __________________ DATE: ________________
The undersigned, hereinafter called the Bidder, declares that the only person(s) interested in this Bid
are those named herein; that the Bid is in all respects fair and without fraud; and, that it is made
without any connection or collusion with any other person making a bid on this project.
The Bidder further declares that he/she has carefully examined the Plans, Specifications, and Contract
Documents, hereinafter referred to as the Document, for the construction of the proposed project
improvement; has personally inspected the site; is satisfied as to the type and quantities of materials,
the types of equipment, the conditions of and the work involved, including the fact that the description
of and the quantities of work and materials, the types of equipment, the conditions of and the work
involved as included herein, is brief and is intended only to indicate the general nature of the work and
to identify the said quantities with the detailed requirements of the Document; and, that this Bid is
made in accordance with the provisions and the terms of the Contract and included in the Document.
The Bidder agrees that if this Bid is accepted he/she will within five (5) working
days, not including Saturdays, Sundays and legal holidays, after notification of acceptance execute the
Contract with the Siuslaw Watershed Council in the form of the Contract included in the Document.
The Bidder further agrees, to the extent of this Bid, to furnish all machinery, tools, apparatus, and
other means of construction and do the work and furnish all of the materials necessary to complete
the work in the manner, in the time, and according to the methods as specified in the Document and
required by the Engineer.
The Bidder further agrees to begin work by July 1, 2015 and to complete all construction by September
15, 2015. Work will not be allowed to commence until the Siuslaw Watershed Council receives a signed
Contract.
The Bidder further agrees to accept as payment for the work proposed under this project, as herein
specified and under the provisions included in the Contract Documents, the unit prices included on the
Bid Form. The Bidder further represents a true measure of the labor and materials required to perform
the work including all allowances for overhead and profit for each type of work called for in the Plan
Set and Bid Form.
The Bidder further agrees to accept, as payment for “on-call” services, unit bid prices for items listed
below. On-call services are meant to fairly compensate the contractor for performance of work that
may be necessary for completion of work, and of which quantities are limited but of unknown extent.
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Invitation to Bid: Cleveland Creek Railroad Bridge 2015
II. Schedule of Items
Description
Pay Unit
Quantity
1
Mobilization
Lump Sum
1
2
Temporary Signs
SQFT
124
3
Temporary Barricades, Type III
Each
7
4
Temporary Water Management Facility at
Station 15+30
Lump Sum
1
5
Erosion Control
Lump Sum
1
6
Pollution Control Plan
Lump Sum
1
7
Construction Survey Work
Lump Sum
1
8
Removal of Structures and Obstructions
Lump Sum
1
9
Clearing and Grubbing
Lump Sum
1
10
General Excavation
Lump Sum
1
11
Structure Excavation
Lump Sum
1
12
Granular Structure Backfill
Lump Sum
1
13
HP 14x89 Piling, Furnished/Driven
LF
120
14
Reinforced Pile Tips
Each
6
15
Precast Concrete Wingwall CPW2
Each
4
16
Precast Concrete End Cap CPC4
Each
2
17
30" x 7'-0" Double Box Beam
LF
66
18
Wood Sign Posts
FBM
171
19
Type "R" Signs in Place
SQFT
50
20
Type "W1" Signs in Place
SQFT
10
21
Type "Y1" Signs in Place
SQFT
13
22
Waterway Enhancements
Lump Sum
1
23
Reconstruct Railroad Track
Lump Sum
1
24
Unit Price
Up to Total
The enclosed schedule of items, contract specifications and engineering drawings provides the detail sufficient
for project orientation and conducting cost estimates.
13
Invitation to Bid: Cleveland Creek Railroad Bridge 2015
III.
Bidder Railroad Culvert/Bridge Replacement Project History and References
Bidders with experience performing similar stream enhancement work involving railroads will be
favored when proposals are evaluated. Please fill out the following table with your most relevant work
or attach a resume/work history with references.
Name of Client, Project
Location
14
Description of Work Completed Contact Name/Phone Number
Invitation to Bid: Cleveland Creek Railroad Bridge 2015
IV. Bidder Certification
The name of the Bidder submitting this Bid Proposal is:
________________________________________________________________________
doing business at__________________________________________________________
which is the address to which all communications concerned with the Bid and with the Contract shall
be sent.
(If Corporation)
In witness whereof the undersigned Corporation has caused this instrument to be executed and its seal
affixed by its duly authorized officers this _____day of_________________________, 2015.
____________________________________________________
NAME OF CORPORATION
By:___________________________________________________
______________________________________________________
Title
Attest:_________________________________________________
Secretary
(If Partnership)
In witness whereof the undersigned Partnership has caused this instrument to be executed by its duly
authorized officer(s) this ________ day of ____________________, 2015.
_____________________________________________________
NAME OF PARTNERSHIP
By:__________________________________________________
_____________________________________________________
Title
Attest:________________________________________________
Secretary
(If Sole Proprietor)
In witness whereof the undersigned has set his hand and caused this instrument to be
executed this___________ day of _______________________________, 2015.
________________________________________________
SIGNATURE OF BIDDER
Attest:___________________________________________
15
Invitation to Bid: Cleveland Creek Railroad Bridge 2015
A Complete Bid Packet Shall Include the Following:
Items I-IV
Documents provided to Potential Bidders:
Invitation to Bid (includes Items I-IV)
Final Plans: Plan, Profile, and Cross-sectional Drawings by HDR, Inc.
ODOT Standard Drawings for Reference
Project Specifications
Field Rail Weld Record
Staging Areas Map
16
Invitation to Bid: Cleveland Creek Railroad Bridge 2015
General Installation Notes:
Primary Sign
a. Signing details shown on this sheet are
intended to convey "typical" conditions only.
Individual locations may require installation
different from those shown.
Primary Sign
For guidance regarding unique installations
or exceptions call the Project Sign Designer
or Region Traffic Section.
TM200.dgn
Secondary Sign
7’-0" Min.
See Notes (4) (6).
Note:
Verify minimum clearance
on both sides of post.
b. Locate breakaway supports away from ditches
to avoid problems with erosion, corrosion,
debris, maintenance and breakaway performance.
See Dwg. No. TM635 for more information.
7’-0" min.
See Note (6).
7’-0" min.
See Note (4) (6).
7’-0" min. See Note (5).
Treat complex
route assemblies
as a single sign
for vertical clearance
Sign(s)
( If present)
7’-0" min.
See Note (6).
1-6-2012
7’-0" min. See Note (5).
Secondary
Note:
Verify minimum clearance
on both sides of post.
c. For wood post support details see Dwg. No. TM670.
d. For perforated steelsquare tube support details see
Dwg. No. TM681.
e. For triangular base breakaway support details see
Dwg. No. TM602.
Pavement Elevation
Pavement Elevation
f. For multi-post breakaway support details see Dwg.
No. TM600.
g. Mounting heights should not be more than 3 inches more
than the minimum heights shown, where practical.
MOUNTING HEIGHT
All Other Signs
MOUNTING HEIGHT
Guide Sign
h. 2" vertical spacing between all signs.
Notes:
12’-0" min.
See Notes (1),(2).
1’-0" min.
1’-0" min.
1). 6’ minimum if behind barrier.
2). 2’ minimum if restricted R/W.
6’-0" min.
See Note (2).
6’-0" min.
See Note (2).
3). 20’ for ramp terminals.
4). 8’ minimum if bicycle path underneath.
R/W line
R/W line
5). 8’ minimum if secondary signs attached.
6). 5’ minimum if outside clearzone, in rural
areas and no pedestrians underneath.
7). For multi-post installations measure distance
from post closest to roadway.
CALC. BOOK NO.
Fog Line
Edge of
shoulder, curb
or guardrail.
Fog Line
Edge of
shoulder, curb
or guardrail.
N/A
BASELINE REPORT DATE
NOTE:
01/06/2012
All material and workmanship shall be in accordance with
the current Oregon Standard Specifications
OREGON STANDARD DRAWINGS
SIGN INSTALLATION DETAILS
TM200
30’-0" typ. See Note (3) (7).
2008
DATE
LATERAL OFFSET
All Other Signs
LATERAL OFFSET
Guide Signs
F:\mgk\Traffic\Standard Drawings\2012_July_Update\plotfile_TM200s_500s.dgn :: Default
7/6/2012
3:50:36 PM
REVISION DESCRIPTION
12-10-09
Sheet Completely Revised
12-30-11
Added note (7) explaining lateral offset for multi-post signs
hwyr20m
Effective Date: December 1, 2012 - May 31, 2013
TM200
o
o
3
3
o
3
More than
10’
o
3
Edge of Shoulder, Curb
or Guardrail
10’
or less
Fog line
o
1-6-2012
90
o
End of Bridge Handrail
90
Guardrail
TM201.dgn
5’-0"
Top of
pavement
SIGN PLACEMENT
7’-0"
6’-0"
Sign
6’-0"
Gore "EXIT" Sign
ELEVATION
4’-
0"
PLAN
SIGN LOCATION FOR FREEWAY OVERCROSSING
(MINIMUM VALUES)
EX
IT
Edge of pavement
RAM
4’-0"
P
CALC. BOOK NO.
N/A
BASELINE REPORT DATE
NOTE:
12-10-09
All material and workmanship shall be in accordance with
the current Oregon Standard Specifications
OREGON STANDARD DRAWINGS
TYPICAL "EXIT" SIGN INSTALLATION
MISCELLANEOUS SIGN
TM201
PLACEMENT DETAILS
2008
DATE
F:\mgk\Traffic\Standard Drawings\2012_July_Update\plotfile_TM200s_500s.dgn :: Default
7/6/2012
3:50:42 PM
REVISION DESCRIPTION
07-01-09
Updated Drawings To Fit Given Dimensions
12-10-09
Updated Drawings To Fit Given Dimensions For Typical Exit
hwyr20m
Effective Date: December 1, 2012 - May 31, 2013
TM201
3/8 " bolt
(1" long for aluminum signs) -stainless steel
(2" long for wood signs) -galvanized
1/4 " R
7/8 " O.D., 3/8 " I.D., 1/16 " thick
flat washer.
3"
7/8 " O.D., 3/8 " I.D., 1/16 " thick
nylon washer.
18"
1 1/4 "
3/4 "
>
H
1 1/2 "
H/2
1/2 " x 2" Slot for 3/8 " bolt
with flat and nylon washers.
Place one flat and one lock washer on
back of slot.
1/2 "
Sign Width
Sign Width
Sign
Sign Width
2"
(1 1/2 " x 1/4 " Aluminum Strap)
H/4
2 1/2 "
YIELD SIGNS
Elevation
> >
1-6-2012
18" H 48"
DETAIL OF BRACE SLOT
H/4
{
Brace
3/8 " nut.
For sign attachment see
Standard Drawing TM676
Sign Panel
Sign Width
TM206.dgn
Sign Width
Varies
7/8 " O.D., 3/8 " I.D., 1/16 " thick
lock washer.
7/8 " O.D., 3/8 " I.D., 1/16 " thick
flat washer.
H/4
1 1/4 "
(Typ.)
Brace
Slot
2 1/2 "
2 1/2 "
BOLT, NUT AND WASHER
H/2
H/2
INSTALLATION DETAIL
1’-4" (2’-4" *)
1’-4" (2’-4" *)
H >48"
Wood post:
3/8 " x 3" galvanized lag bolt with
flat and nylon washers.
Place nylon washer against
aluminum brace.
1 1/2 " x 1/4 " Aluminum Strap
H/4
Steel post:
Use manufacturer-recommended bolts
and washers.
Note: * For sign width 60" and over
Plan
SIGN BRACING
STOP SIGN
OTHER SIGNS
WARNING SIGNS
NOTES:
1. Sign braces are only installed when specified in the contract plans, in the
special provisions, or by the engineer.
2. When attaching bolts to brace slot, hold bolt head in place and turn nut
on opposite side.
3. Use nylon washer against both sides of aluminum brace when using
galvanized hardware.
TYPICAL LOCATION OF BRACING
(Adjust location of bracing so that bolts will miss legend)
CALC. BOOK NO.
N/A
BASELINE REPORT DATE
NOTE:
BRACE LENGTHS **
POST SIZE
SIGN WIDTH
>
>60"
(Steel)
32 1/2 "
56 1/2 "
2 1/2 " X 2 1/2 " (Steel)
32 1/2 "
56 1/2 "
4" X 4"
(Wood)
33 1/2 "
57"
4" X 6"
(Wood)
35"
57 1/2 "
TM206
6" X 6"
6" X 8"
(Wood)
(Wood)
35 1/2 "
37 1/2 "
All material and workmanship shall be in accordance with
the current Oregon Standard Specifications
60"
2" X 2"
12-10-09
OREGON STANDARD DRAWINGS
** Verify lengths before bending and
attaching to sign and post.
SIGN BRACING DETAIL
2008
58"
DATE
REVISION DESCRIPTION
07-01-09
Added Sign Brace Details, Added Table And Bolt, Nut And Washer Detail
12-10-09
Sheet Completely Revised
59 "
F:\mgk\Traffic\Standard Drawings\2012_July_Update\plotfile_TM200s_500s.dgn :: Default
7/6/2012
3:50:50 PM
hwyr20m
Effective Date: December 1, 2012 - May 31, 2013
TM206
X
B
X
B
B
B
3"
1.
B
3"
Sign Area Center
Y
B
Y
B
B
B
B
B
B
B
B
2.
Material shall be Douglas Fir No. 1 and according to Section 02110.40.
3.
For horizontal and vertical clearances of permanent signs refer to TM200 and of
temporary signs refer to TM821.
4.
B
B
B
B
Center
4"B
18"
B
B
4"B
18"
B
Z
Z
B
b
Temporary signing uses an Ir = 0.45 for a recurrence interval of 1.5 years.
A
A
(Typ.)
b
B
11. 4" x 4" posts should not be used in snow plow areas.
B
B
Permanent signing uses an Ir = 0.71 for a recurrence interval of 10 years.
9.
B
4"
B
Post Embedment Installation:
"D" (Typ.)
"D" (Typ.)
B
B
B
B
"D"
B
* - 0.6*X when X >= 12’.
B
B
B
B
B
B
** - 0.35*X when X >= 20’.
- 7’ when 15’ < = X < 20’.
1.
compaction equipment.
B
B
ELEVATION
No scale
( X * Y * Z ) in ft
3
Field
Post
Drilled
Embedment
Hole
Depth
Diameters
"D"
Excavate the hole at least 12" larger in diameter than the diagonal dimension of the
post. Maintain at least 6" of space around the edges of the post to accomodate
B
tm670.dgn
18"
B
B
18"
18"
4"
B
B
B
note 10)
4"
diameters. (See
B
B
B
See Tables for
B
08-JAN-2010
A
(Typ.)
The sign width to sign height or sign height to sign width ratio shall not exceed 5.0.
8.
10. Posts protected by barrier or guardrail do not require field drilled holes.
(See note 10)
A
B
(See note 10)
Field Drilled Holes.
B
B
B
diameters. (Typ.)
b
B
B
diameters. (Typ.)
7.
B
B
Z
See Tables for
B
B
B
B
b
See Tables for
General design parameters are Kz = 0.87, SIF (duration factor) = 1.6, Cd (sign) = 1.20,
and G = 1.14.
b
B
A
b
Use the 3 second gust wind speeds shown on TM671 for the site specific sign location.
6.
B
B
B
Field Drilled Holes.
Larger Posts
A
B
B
for 4"x6" and
Field Drilled Holes.
B
B
(Typ.)
5.
(Typ.)
*
7’-0" Min.
6" Min.
B
B
6" Min.
Signals.
**
7’-0" Min.
**
7’-0" Min.
Wood post design in accordance with the 5th Edition 2009 AASHTO Standard
Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic
B
B
B
Y
Wood posts are available in the following commercial lengths: 12’, 14’, 16’, 18’, 20’,
22’, 24’, 26’.
Sign Area Center
Sign Area
Y
General Notes:
B
5’-6" Min.
B
B
B
5’-3" Max.
X
B
15’-0" Min.
B
B
3"
X
2.
Align the post in the hole to a vertical position.
3.
The space around the wood post shall be backfilled to finished ground surface.
4.
Backfill with selected general backfill meeting the requirements of 00330.13.
5.
Place in layers not greater than 6 inches.
6.
Solidly ram and tamp the layers into the excavation area around the post.
7.
Dampen during placement if too dry to compact properly.
8.
Replace and finish the surface around the post to match the surrounding surface.
3 Second Gust Wind Speed (TM671)
Number of Posts
Number of Posts
Number of Posts
b
B
B
105 and 110 MPH
B
95 MPH
B
85 MPH
Field Drilled
3
*
3
*
X=15’
X>=20’
1
2
3
*
3
*
X=15’
X>=20’
1
2
3
*
3
*
X=15’
X>=20’
Holes. See Tables
d
/
2
2
for diameters.
231
62
124
132
186
56
120
168
Not Req’d
4’ - 0"
347
486
130
260
278
390
117
234
112
250
351
1 1/2 "
5’ - 0"
6" x 6"
270
540
578
810
216
432
462
648
195
390
417
585
2"
5’ - 0"
6" x 8"
494
988
1058
1482
395
790
846
1185
356
712
762
1068
3"
7’ - 0"
**
* - Linear Interpolate X*Y*Z 3 post values for
signs greater than 15’ and less than 20’.
** - See note 8
( X * Y * Z ) in ft
3
Field
Post
Drilled
Embedment
Hole
Depth
Diameters
"D"
3 Second Gust Wind Speed (TM671)
85 MPH
95 MPH
105 and 110 MPH
Number of Posts
Number of Posts
Number of Posts
B
PERMANENT WOOD POST TABLE
d
165
324
{
154
162
B
77
4" x 6"
Direction of Travel
4" x 4"
B
b x d
B
POST SIZE
1
B
Face of post
that the sign is attached.
SECTION A-A
CALC. BOOK NO.
5850
No scale
BASELINE REPORT DATE
08-JAN-2010
ACCOMPANIED BY DWGS.
SHEET
TM200, TM671, TM821
1 OF 1
NOTE:
All material and workmanship shall be in accordance with
b x d
TM670
POST SIZE
the current Oregon Standard Specifications
3
*
3
*
1
2
3
*
1
2
X=15’
X>=20’
4" x 4"
122
244
261
366
98
196
4" x 6"
257
514
550
771
205
410
6" x 6"
426
852
912
1278
341
682
6" x 8"
779
1558
1669
2337
624
1248
1337
3
*
1
2
3
*
3
OREGON STANDARD DRAWINGS
*
X=15’
X>=20’
X=15’
X>=20’
210
294
88
176
188
264
Not Req’d
4’ - 0"
439
615
185
370
396
555
1 1/2 "
5’ - 0"
730
1023
308
616
660
924
2"
5’ - 0"
1872
563
1126
1206
1689
3"
7’ - 0"
TEMPORARY WOOD POST TABLE
**
* - Linear Interpolate X*Y*Z 3 post values for
signs greater than 15’ and less than 20’.
** - See note 9
WOOD POST
SIGN SUPPORTS
2008
DATE
REVISION DESCRIPTION
09
01/
Revised 100 mph and 110 mph X*Y*Z values.
10
01/
Updated all X*Y*Z values for Douglas Fir No. 1 material, changed 6" x 8" D from 5’ to 7’, and
added 3 post X*Y*Z values for signs greater than 15’ and less than 20’.
Effective Date: December 1, 2012 - May 31, 2013
TM670
Reflective sheeting
sign face
Nylon washer, nom. 3/8 " I.D.
7/8 " O.D., 1/16 " thick
tm676.dgn
05-JAN-2009
Hold bolt head in place and
turn nut on opposite side,
Except for Lag Bolts
7/8 " O.D. min. Double Stainless steel
ASTM 316 flat washers*
Note:
1)When signs are placed on opposing sides
of post, 3/8 " x 3" lag bolts can be used
instead of through bolt.
2) Use nylon and stainless steel washers when
signs are placed on both sides of post.
3) Burr threads at junction with nut
when locknuts are not used.
4) Post bolts to extend beyond the tightened
nuts within the limits of 1/4 " to 1".
Wood Post, C channel, or
Square Tube (Wood Post Shown)
Nut w/ nylon locking feature **
3/8 " ł Galvanized steel bolt
inside 7/16 " ł mounting hole
(length as required by support)
7/8 " O.D. min. ASTM 316
Stainless steel flat washer *
* Stainless steel washer with neoprene
layer is an acceptable substitue
** Acceptable substitute
for nylon locking nuts:
ANCO PIN-LOC
TRI-LOC
R
R
Top Lock Locknut
SIGN ATTACHMENT DETAIL
CALC. BOOK NO.
BASELINE REPORT DATE
ACCOMPANIED BY DWGS.
SHEET
1 OF 1
NOTE:
All material and workmanship shall be in accordance with
the current Oregon Standard Specifications
OREGON STANDARD DRAWINGS
SIGN ATTACHMENTS
TM676
2008
DATE
REVISION DESCRIPTION
Effective Date: December 1, 2012 - May 31, 2013
TM676
X
X
B
B
X
B
B
B
X
B
GENERAL NOTES:
B
Standard Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic
B
B
1. Perforated Steel Square Supports are designed in accordance with the AASHTO
Sign Area Center
B
B
Sign Area Center
Signals 4th Edition, 2001, 2002, 2003, and 2006 interim revisions.
Y
Y
TM671.
B
B
B
Sign Area
B
Y
2. The design basic wind speed (3 second gust) shall be according to the wind map shown on
Center
B
B
3. Material grade for base hardware connection shall be according to the manufacturer’s
recommendation and based on crash testing.
B
B
4. Use 7/16 " diameter holes at 1" spacing on each of the 4 sides.
B
5. Steel post shall have a minimum yield stress of 50 ksi.
B
6. Steel shall be galvanized according to ASTM A653 with coating designation G140.
Y
7. General design parameters are Kz = 0.87, Cd (sign) = 1.20, and G = 1.14.
B
9’-0" Max.
Z
Z
B
Z
B
B
9’-0" Max.
9. Temporary signing uses an Ir = 0.45 for a recurrence interval of 1.5 years.
10. The sign width to sign height or sign height to sign width ratio shall not exceed 5.0.
11. For horizontal and vertical clearances of permanent signs refer to TM200 and of
B
temporary signs refer to TM821.
See Base
Requirments
for base type
12. Posts protected by barrier or guardrail do not require slip bases.
B
B
B
4" Max.
B
B
B
4" Max.
4" Max.
See Base
Requirments
for base type
B
B
B
06-JAN-2012
3’-0" Max.
(Typ.)
8. Permanent signing uses an Ir = 0.71 for a recurrence interval of 10 years.
2’-0" Min.
B
See Base
Requirments
for base type
tm681.dgn
B
B
9’-0" Max.
2’-0" Min.
B
B
3’-0" Max.
(Typ.)
B
See Note 4
for hole
requirements.
(Typ.)
0.15X Min.
B
2’-0" Min.
B
0.15X Min.
SINGLE POST ELEVATION
TWO POST ELEVATION
No scale
No scale
THREE POST ELEVATION
2 1/4 " - 12 ga.
Perforated Steel
( X * Y * Z ) in ft
3
No scale
Square Tube
B
3 Second Gust Wind Speed (TM671)
85 MPH
95 MPH
105 or 110 MPH
Number of Posts
Number of Posts
Number of Posts
2 1/2 " - 12 ga.
Perforated Steel
B
Square Tube Size
1
2"-12 ga.
2
3
1
2
3
1
2
Square Tube
3
79
158
237
63
126
189
57
114
171
2 1/2 "-12 ga.
136
272
408
109
218
327
98
196
294
2 1/2 "-10 ga.
165
330
495
132
264
396
119
238
357
2 1/4 " & 2 1/2 "-12 ga. *
231
462
693
185
370
555
167
334
501
2 1/4 " - 12 ga. PSST to extend entire
length inside of the 2 1/2 " - 12 ga. PSST.
2 1/4 " & 2 1/2 " - 12 GA. DETAIL
No scale
PERMANENT PERFORATED STEEL SQUARE TUBE TABLE
( X * Y * Z ) in ft
3
Number of Posts
3 Second Gust Wind Speed (TM671)
85 MPH
Square Tube Size
95 MPH
2"-12 ga.
105 or 110 MPH
2 1/2 "-12 ga.
Number of Posts
Square Tube Size
1
2"-12 ga.
125
2
250
Number of Posts
3
375
1
100
2
200
1
2
3
Anchor
Anchor
N/A
Anchor
Slip
300
1
90
2
180
BASELINE REPORT DATE
ACCOMPANIED BY DWGS.
SHEET
5752
06-JAN-2012
TM200, TM671, TM687, TM688, TM775
1 OF 3
Slip
Number of Posts
3
CALC. BOOK NO.
NOTE:
3
2 1/2 "-10 ga.
Slip
Slip
Slip
2 1/4 " & 2 1/2 "-12 ga. *
Slip
Slip
Slip
270
All material and workmanship shall be in accordance with
the current Oregon Standard Specifications
OREGON STANDARD DRAWINGS
1. Anchor - See Drawing TM687 for PSST anchor
TM681
2 1/2 "-12 ga.
215
430
645
172
344
516
155
310
465
2 1/2 "-10 ga.
261
522
783
209
418
627
189
378
567
2 1/4 " & 2 1/2 "-12 ga. *
364
728
1092
292
584
876
263
526
789
PERFORATED STEEL
SQUARE TUBE (PSST) SIGN
SUPPORT INSTALLATION
foundation details.
2. Slip - See Drawing TM688 for PSST slip base
foundation details.
3. N/A - Do not use this option.
TEMPORARY PERFORATED STEEL SQUARE TUBE TABLE
BASE REQUIREMENTS
2008
DATE
* - See 2 1/4 " & 2 1/2 " - 12 ga. detail.
REVISION DESCRIPTION
09
01/
Added multiple posts, slip bases, and X*Y*Z values.
11
01/
Changed TM775 to TM821.
12
01/
Added Baseline Report Date.
Effective Date: December 1, 2012 - May 31, 2013
TM681
2 1/2 "x2 1/2 "x12 ga.
Outside PSST
3/8 "‘ bolt w/ flatwasher and
lockwasher under nut and
flatwasher under head each way.
Material grade for base hardware connection shall be according to the
manufacturer’s recommendation and based on crash testing.
Anchor steel shall be hot dipped galvanized or approved equal.
1"
Footing concrete shall be Commercial Grade Concrete (fc = 3000 psi) per
Specification 00440. The CGC mixture may be accepted at the site of
4" M
axim
um
placement according to 00440.14.
Inside PSST
2’ - 9 1/4 "
3’ - 0" Outside Tube
4" M
axim
um
1’ - 6" Minimum
2 3/4 "
3/4 "
1"
2 3/4 "
Tube
1’ - 6"
Outside
PSST
2’ - 0" Minimum
B
B
Inside
1.
3.
B
2’ - 9 1/4 "
General Notes:
Inside PSST
2.
B
4.
The estimated concrete volume is .09 cubic yards.
2 1/2 "x2 1/2 "x7 ga.
Outside Tube
2 1/4 "x2 1/4 "x12 ga.
Middle PSST
B
6 "
tm687.dgn
6 "
06-JAN-2012
3’ - 0" Middle PSST
2"x2"x12 ga.
3/8 "‘ bolt w/ flatwasher and
lockwasher under nut and
flatwasher under head each way.
B
Inside PSST
3/4 "
2"x2"x12 ga.
B
Well compacted
granular material
1’ - 0"
Perforated Steel
Square Tube Sign
Support
1’ - 0"
2" OPTIONAL ANCHOR DETAIL
B
Bolt shall be
Anchor
B
perpendicular
2" ANCHOR DETAIL
No scale
to major or critical
B
B
Well compacted
granular material
B
traffic flow.
B
No scale
3/8 "‘ bolt w/ flatwasher and
lockwasher under nut and
flatwasher under head each way.
3/4 "
2 1/2 "x2 1/2 "x12 ga.
Sign Face
Inside PSST
B
4" M
a
xim
of Travel
Direction
1"
um
1’ - 6" Minimum
Inside PSST
2’ - 9 1/4 "
No scale
B
B
3’ - 0" Outside Tube
2 3/4 "
B
PLAN
B
3"x3"x7 ga.
Outside Tube
CALC. BOOK NO.
5752
BASELINE REPORT DATE
06-JAN-2012
ACCOMPANIED BY DWGS.
SHEET
TM681, TM688
2 OF 3
NOTE:
All material and workmanship shall be in accordance with
the current Oregon Standard Specifications
OREGON STANDARD DRAWINGS
6 "
PERFORATED STEEL
SQUARE TUBE (PSST)
Well compacted
granular material
2008
B
TM687
ANCHOR FOUNDATION
B
1’ - 0"
B
2 1/2 " ANCHOR DETAIL
DATE
REVISION DESCRIPTION
11
01/
Moved bolts, added 3/4 " dimensions, and added two direction arrow.
12
01/
Added Baseline Report Date.
No scale
Effective Date: December 1, 2012 - May 31, 2013
TM687
NOTES:
Use Pre-Construction Posted Speed to Select
the Correct Design Speed from the Tables below:
NOTES:
NOTES:
Install PCMS beyond the outside shoulder, when possible.
When paved shoulders adjacent to excavations are less than
four feet wide protect abrupt edge as shown.
Install Flagger Station Lighting beyond the
outside shoulder, when possible.
Use the appropriate type of barricade panels for PCMS location.
Right shoulder, use Type B(III)R
Left shoulder, use Type B(III)L
Use aggregate wedge when abrupt edge is 2 inches or greater.
Use six tubular markers in shoulder taper
on 10’ spacing.
Use six drums in shoulder taper on 20’ spacing.
CONCRETE BARRIER FLARE RATE TABLE
SPEED (mph)
8:1
9:1
10:1
12:1
14:1
16:1
18:1
19:1
30
35
40
45
50
55
60
65
01-JUL-2012
Detail as shown is also used for
Portable Traffic Signal installation and
Portable Traffic Management System.
MINIMUM FLARE RATE
Extg. pavement
2" or Greater
100’
50’
Sl. 1
:3
40’
Portable changeable
message sign (PCMS)
Flagger Station
Lighting
8’ B(III)R
Temp. Plastic Drums
10’
28" Tubular
Markers
Shoulder or
aggregate base rock
tm800.dgn
MINIMUM
LENGTHS
*TAPER "L" (ft)
W = Width being closed. (Lane or Shoulder)
Speed (mph)
W
25
30
35
40
45
50
55
60
65
W = 12
125
180
245
320
540
600
660
720
780
10
105
150
205
265
450
500
550
600
650
W = 14
145
210
285
375
630
700
770
840
910
W = 16
165
240
325
430
720
800
880
960
1040
TABLE
BUFFER "B" (ft)
75
100
125
150
180
210
250
285
325
PORTABLE CHANGEABLE MESSAGE SIGN
(PCMS) INSTALLATION DETAIL
EXCAVATION ABRUPT EDGE
GENERAL NOTES FOR ALL TCP DRAWINGS:
NOTES:
Abrupt edges may be created by paving, operations, excavations or other
roadway work. Use abrupt edge signing for abrupt edges of 1 inch or greater.
Signs and other Traffic Control Devices (TCD)
shown are the minimum required.
If the excavation is located on left side of traffic, replace the
8’ B(III)R barricades with 8’ B(III)L barricades and replace the
"RIGHT" (CW21-8C-18) riders with "LEFT" (CW21-8A-18) riders.
Place Temporary Sign Support (TSS)
approx. 10’ behind barricade.
*
>
For Lane or Shoulder closure where W
10’ , Use "L" value for W = 10’
Use 1000 feet for freeway lane closure taper lengths,
See Drgs. TM860, TM861, and TM862
panelStyle:construction_warning.ssi
constructPanels:36|24|18
constructPanelMode:0
panelRoundCorners:0
panelStation:none
panelHeightLock:0
panelWidthLock:0
legendMaterial:0
panelMounting:0
panelName:name
panelQuantity:1
panelMaterial:0
marginAlign:9
panelSizes:
LEFT
TRAFFIC CONTROL DEVICES (TCD) SPACING TABLE
Sign Spacing (ft)
Speed (mph)
A
20 - 30
100
B
100
C
100
20
36x18
(As noted)
350
350
350
20
45 - 55
500
500
500
40
Freeway
1000
CENTER
32x11
48x48
LEFT
35 - 40
EDGE
EDGE
Max. Channelizing
Device Spacing (ft)
For work duration of greater than 3 days, remove or
cover existing pavement markings, as directed.
32x11
ABRUPT
OR
UNDER CONSTRUCTION
Place sequential arrow approx. 40’ behind
barricade for posted speeds 45 mph or greater.
panelStyle:construction_warning.ssi
constructPanels:36|24|18
constructPanelMode:0
panelRoundCorners:0
panelStation:none
panelHeightLock:0
panelWidthLock:0
legendMaterial:0
panelMounting:0
panelName:name
panelQuantity:1
panelMaterial:0
marginAlign:9
panelSizes:
ABRUPT
UNDER TRAFFIC
Place sequential arrow approx. 20’ behind
barricade for posted speeds less than 45 mph.
If roll-up signs are used, attach the correct (CW21-9-11)
plaques to the sign face using hook and loop fasteners.
Place roll-up signs in advance of barricades.
Temp. Plastic Drums
See TCD Spacing Table
for max. spacing.
28" Tubular Markers
See TCD Spacing Table
for max. spacing.
Place Portable Changeable Message Sign
(PCMS) approx. 40’ behind barricade.
Continue signing and other traffic control devices
throughout excavation area at spacings shown.
NOTE:
FLAGGER STATION
LIGHTING DELINEATION
Arrows shown in roadway are not pavement legends,
but directional arrows to indicate traffic movements.
panelStyle:regulatory.ssi
constructPanels:36|24|18
constructPanelMode:0
panelRoundCorners:0
panelStation:none
panelHeightLock:1
legendMaterial:0
panelWidthLock:1
panelMounting:0
panelName:name
panelMaterial:0
panelQuantity:1
marginAlign:9
panelSizes:
RIGHT
42x18
(As needed)
(Mount on TSS)
48x48
(As needed)
(Roll-up sign)
RIGHT
32x11
All signs are type "O4" flourescent orange, unless
otherwise shown.
To be accompanied by Drg. Nos. TM820 & TM821
CALC. BOOK NO.
Abrupt edge
TM09-01
01-JUL-2012
BASELINE REPORT DATE
NOTE:
All material and workmanship shall be in accordance with
the current Oregon Standard Specifications
1500
2640
40
NOTE:
OREGON STANDARD DRAWINGS
2 - 8’ B(III)R
TM800
TABLES, ABRUPT EDGE AND
PCMS DETAILS
2 - 8’ B(III)R
Place traffic control devices on 10 ft. spacings for intersection and access radii.
1/4 mi.
1/4 mi.
1/4 mi.
2008
When necessary, sign spacing may be adjusted to fit site conditions.
Limit spacing adjustments to 20% of the "A" dimension for speeds 45 mph.
Limit spacing adjustments to 10% of the "A" dimension for speeds 45 mph.
DATE
01-01-2010
TYPICAL ABRUPT EDGE DELINEATION
\\wpdotclrl004\hwye05m\ODOT_DATA\projects\Std Drawings\2012_JULY\TM800\PTM800.dgn :: Default
6/26/2012
10:36:50 AM
REVISION DESCRIPTION
REVISED DRAWING AND NOTES
01-01-2011
REVISED NOTES
07-01-2011
REVISED AND ADDED NOTES
01-01-2012
REVISED NOTES AND ADDED DRAWING
07-01-2012
REVISED DRAWING AND NOTES
hwye05m
Effective Date: December 1, 2012 - May 31, 2013
TM800
4’ min. - 8’ max.
24" min.
C
L
GENERAL NOTES FOR ALL DETAILS:
^
45
45^
C
L
Var.
12"
C
L
TYPE I
20"
For rails less than 36" long,
4" wide stripes shall be used.
Rails must be 8" min. to 12" max. in height.
Use barricades from ODOT
Qualified Products List (QPL).
C
L
12"
Var.
45^
White and orange
encapsulated lens
sheeting on rail
36" min.
20"
6"
min.
6"
Extg. ground
Extg. ground
tm820.dgn
White and orange
encapsulated lens
sheeting on rail
min.
Var.
01-JUL-2011
36" Min.
C
L
White and orange
encapsulated lens
sheeting on rail
Sandbags (approximately 25 lb sack
filled with sand) may be placed on lower
frame to provide additional ballast.
60" min.
6"
20"
6"
24" min. - 48" max.
min.
6"
Extg. ground
TYPE II
Use 4’ Type III barricades where horizontal
space is limited.
min.
6"
min.
All non-reflectorized surfaces shall be white.
TYPE III
BARRICADE RAIL LAYOUT
NOTES:
Markings for barricade rails shall slope downward
at an angle of 45^ in the direction traffic is to pass.
C
L
Where a barricade extends entirely across a roadway,
it is desirable that the stripes slope downward in the
direction toward which traffic must turn in detouring.
C
L
Traffic
Traffic
Barricade
Barricade type
Indicates barricade placement
on the roadway
Where both right and left turns are provided for,
slope the chevron striping downward in both
directions from the center of the barricade.
For full roadway closures, the C or LR barricade
may be used. Extend barricades completely
across roadway unless access is required for
local road users.
B(III)R
LT. SIDE - L
RT. SIDE - R
(For approaching traffic)
(For approaching traffic)
BARRICADE NOTATION
C
L
C
L
CALC. BOOK NO.
N/A
BASELINE REPORT DATE
NOTE:
Traffic
01-JUL-2011
All material and workmanship shall be in accordance with
the current Oregon Standard Specifications
Traffic
OREGON STANDARD DRAWINGS
TEMPORARY BARRICADES
TM820
CLOSED - C
(For approaching traffic)
LT. / RT. - LR
2008
(For approaching traffic)
DATE
REVISION DESCRIPTION
07-01-2011 REVISED AND ADDED DRAWINGS AND NOTES
DIAGRAM FOR BARRICADE PLACEMENT AND SLOPE MARKING
\\wpdotclrl004\hwye05m\ODOT_DATA\projects\Std Drawings\2012_JULY\TM820\PTM820.dgn :: Default
6/26/2012
10:49:37 AM
hwye05m
Effective Date: December 1, 2012 - May 31, 2013
TM820
NOTES:
48"x 48"
sign (typ.)
2 - 3/8" dia. bolts
per support (typ.)
NOTES:
Use Double Post TSS for a total
sign area of 40 sq. ft. or less.
3/4 "x 5 1/2 "x 37"
Use Single Post TSS for a total
sign area of 9 sq. ft. or less.
Position double post TSS 10’ behind an 8’
(4’ - where space is limited) Type (III)
barricade, unless otherwise shown.
Position single post TSS 10’ behind an 8’
(4’ - where spce is limited) Type (III)
barricade, except for installation of
"BUSINESS ACCESS" signs.
36"x 36"
sign (typ.)
2 - 3/8 " dia. bolts
4"x 4"x 12’
2 - 3/8 "x 3" lag screws
per support (typ.)
2 - 3/8" dia. bolts
per support (typ.)
2 - 2"x 4" @ 45^ angle
Sandbags
(25 lb. max./sack)
(as needed)
2"x 6"x 37"
1 - 3/8 "x 3" lag
screw per side (typ.)
1 - 3/8 "x 3"
lag screw
per side (typ.)
01-JUL-2012
40"
36"
2 - 3/8 " dia. bolts
per side (typ.)
4"x 4"x 10’
DO NOT TIP OVER TSS.
When not in use, locate TSS a minimum of 30’ from
the roadway and turn away from traffic; or, turn or cover
sign and retain the Type (III) barricade for delineation.
2 - 3/8 "x 3" lag screws
2"x 4"x35" @ 45^ angle
Sandbags
(25 lb. max./sack)
(as needed)
Use either Douglas Fir or Hem Fir, which is surfaced
four sides (S4S) and free of heart center (FOHC).
2"x 4"x 6"
2 - 3/8 "x 3" lag screws
4 - 3/8 "x 4" lag screws
4 - 3/8 "x 4"
lag screws
See "Temporary Sign Placement" detail
for sign installation heights.
4 - 2"x 6"
1- 2"x 4"
1 - 3/8 " dia. bolts
40"
1 - 3/8 " dia. bolts
2 - 3/8 " dia. bolts
1 - 4"x 4"x 4"
1 - 3/8 " dia. bolts
60"
72"
2 - 2"x 4"
1 - 4"x 4"x 4"
tm821.dgn
2 - 4"x 4"x 5 1/2 "
1 - 2"x 4"
DOUBLE POST
SINGLE POST
TEMPORARY SIGN SUPPORT (TSS)
TEMPORARY SIGN SUPPORT (TSS)
NOTE:
NOTES:
Avoid locating sign supports in areas designated for bicycle
or pedestrian traffic. When TSS or post mounted signs are
located on or over a sidewalk or bicycle facility, install secondary
sign (rider) at a minimum height of 7’-0" from top of sidewalk or
bicycle facility to bottom of rider.
10"
6" max.
6"
2"
2"
Use for supporting a maximum
9 sq. ft. of total sign area.
1/4
Weld steel according to American
Welding Society (AWS) D.1.1.
16 1/2 "
Conc. Barrier
Do not use clipped signs.
4’-0" min.
9
6
d
eg
15 1/2 "
7’-0" min.
Edge of pavement
Place support at connection between
two concrete barrier sections.
2 1/2 " Sch. 40 pipe
18 1/2 "
6’-0" min.
7’-0" min.
2" Sch. 40 pipe
48"
L 2 1/2 "x 2 1/2 "x 5/16 "
1/4
Curb
Support fits both 32" and 42" tall "F" barrier.
9 1/2 "
1/4 " dia. pin wth
head and clip
6’ - 12’
All structural steel shall conform to ASTM A36.
36" x 36" sign
(max. 9 sq. ft. of
total sign area)
6"
3"
3"
1/4
1/4
L 2 1/2 "x 2 1/2 "x 5/16 "
2’ (min.)
Drill additional holes so sign can be rotated
90 degrees and pinned when not in use.
2 1/2 " Sch. 40 pipe
CALC. BOOK NO.
N/A
BASELINE REPORT DATE
NOTE:
01-JUL-2012
All material and workmanship shall be in accordance with
the current Oregon Standard Specifications
1’ min.
R/W
OREGON STANDARD DRAWINGS
L 2-1/2"x 2-1/2"x 5/16"
TEMPORARY SIGN SUPPORTS
TM821
13 1/8 "
URBAN AREAS WITH CURB
URBAN AREAS - NO CURB
RURAL AREAS - CURB OR NO CURB
TEMPORARY SIGN PLACEMENT
\\wpdotclrl004\hwye05m\ODOT_DATA\Projects\Std Drawings\2012_JULY\TM821\PTM821.dgn :: Default
2008
DATE
CONCRETE BARRIER SIGN SUPPORT
8/8/2012
10:50:47 AM
REVISION DESCRIPTION
01-01-2010
REVISED NOTES
01-01-2011
REVISED DRAWING AND NOTES
07-01-2011
REVISED DRAWING AND NOTES
01-01-2012
REVISED DRAWING
07-01-2012
REVISED NOTES
hwyr30c
Effective Date: December 1, 2012 - May 31, 2013
TM821
` 1‚ " B-17
2'-2"
10"
6'-6"
D1101b
A
A1A1
6'-8"
D100 (EF)
5'-6"
D911b
D1101b
` OF 8-TON SWIFT LIFT ANCHOR
D911b
DO NOT USE THIS
D807b
D202 (EF)
FOR LIFTING
D205 (EF)
D807b
4'-6ƒ "
D701b (TYP.)
2 @ 6• "
D903b
SWIFT LIFT ANCHOR
8‚ "
CU.YD.
1
LOT
REINFORCING STEEL (PER SCHEDULE, THIS SHEET)
2
EA.
EMBED PLATE •x8 x 2'-0" (PER DETAIL, PLAN NO. 501000, SHEET C2)
1
EA.
EMBED PLATE ƒx28 x 14'-0" (PER DETAIL, PLAN NO. 501000, SHEET C2)
8
EA.
1‚" B-17 DOUBLE FLARED COIL LOOP INSERT
3
EA.
8-TON SWIFT LIFT ANCHOR
D701b
5"
` OF LIFTING
ANCHORS
2" DIA. HOLE (TYP.)
FLARED COIL
6-F1802
LOOP INSERT
REINFORCING SCHEDULE
2 @ 9• "
D1802 (EF)
` 1‚" B-17
4000 P.S.I. CONCRETE (PER SPECIFICATIONS, PLAN NO. 501000, SHEET C2)
5"
ADDITIONAL 8-TON
DESCRIPTION
(QUANTITY PER CAP)
REQ'D
MARK
SIZE
LENGTH
4
D100
#5
1'-0"
4
D106
#5
1'-6"
4
D202
#5
2'-2"
4
D205
#5
2'-5"
4
D209
#5
2'-9"
2
D401b
#5
4'-1"
26
D701b
#5
7'-1"
2
D807b
#5
8'-7"
2
D903b
#5
9'-3"
2
D911b
#5
9'-11"
2'-0"
1'-5† "
2'-0"
6"
D106 (EF)
D903b
DOUBLE
5.8
D209 (EF)
5"
ALL OUTSIDE CORNERS
UNIT
6'-6ƒ "
ƒ" x ƒ" CHAMFER
(QUANTITY PER CAP)
REQ'D
1'-0ƒ "
1'-5"
B
A1A1
9'-3"
BILL OF MATERIAL
2'-0"
7'-11"
DOUBLE FLARED
` OF CAP (SYMMETRICAL)
1'-4"
COIL LOOP INSERT
18'-6"
2" CLR.
(TYP.)
SHAPE
` DRAIN
1'-0"
1'-0"
E800b
6"
D401b
D401b
1'-6"
1'-6"
2'-0"
6-D1802
4
D1101b
#5
11'-1"
12
D1802
#5
18'-2"
72
E800b
#6
8'-0"
6
E1802
#6
18'-2"
6
F1802
#7
18'-2"
6-E1802
EMBED PLATE
E800b (TYP.)
•x8 x 2'-0" PER
DETAIL, PLAN NO.
EMBED PLATE ƒx28 x 14'-0"
501000, SHEET C2
PER DETAIL, PLAN NO.
3'-6"
` 1‚" B-17 DOUBLE FLARED
501000 SHEET C2
6"
2'-1"
5"
EST. WT. OF REINFORCING STEEL FOR CAP = 1,993 LB.
COIL LOOP INSERT
2'-3"
7'-0"
3"
12 SPA. @ 6" = 6'-0"
6"
4 SPA.@ 6ƒ"=2'-3"
26 E800b ON EACH SIDE OF 13 D701b
3"
3'-0"
10 E800b
BENDING DIAGRAM
D911b
D903b
D1101b
D807b
4'-6"
C708b
C1304b
6'-2ƒ "
D701b
C608b
3'-8• "
4'-2"
C508b
9"
LIFT ANCHOR
CORNERS ƒ" x ƒ"
5'-5"
5"
4• "
` 8-TON SWIFT
CHAMFER ALL
4'-10"
10"
11
3'-5"
4• "
DETAILS AND NOTES.
5"
6"
8'-6"
2'-10" (HOLD)
D701b D807b D903b
C608b C708b C1304b
D911b D1101b
` 8-TON SWIFT
LIFT ANCHOR
135° STD.
HOOK
1'-0"
D701b
3ƒ "
` 8-TON SWIFT
LIFT ANCHOR
1'-8"
1'-0"
C310b C408b C508b
9"
` 1" DIA. HOLES
3'-6"
3"
9
4'-10"
1'-4"
2'-0"
2" DIA. HOLES
3'-8"
2'-6•"
D401b
C703 (EF)
C408b
2'-0"
2'-6ƒ "
BY THE LETTER "b" IF BENT. BAR SIZES ARE REPRESENTED BY
(QUANTITY PER WINGWALL)
C310b
1'-0"
C1304b
1.2
CU.YD.
LOT
3
3"
8"
4 SPA. @ 9" =3'-0"
4 SPA. @ 9" = 3'-0"
2
2@8"=1'-4"
2'-1"
FILE NAME:
SCALE:
HARDWARE CLOTH
1
EA.
8-TON SWIFT LIFT ANCHOR
5
EA.
STEEL WASHER MK. W100, GALVANIZED (PER DETAIL, PLAN NO. 502000, SHEET 1)
5
EA.
1‚" DIA. x 13" COIL BOLT, DAYTON-RICHMOND B-14
ANCHORED FIRMLY
REINFORCING SCHEDULE
3"
ƒ"=1'-0"
THIS IS A COMBINED BNSF-UP ELEMENT.
2
3
4
5
6
7
8
SIZE #
C
4
AND INCHES WITH THE FIRST DIGIT(S)
D
5
INDICATING FEET AND THE LAST TWO
E
6
DIGITS INDICATING INCHES.
F
7
EST. WT. PRECAST CAP CPC4 = 24,500 LB. (12.3 TONS)
4"
2'-4"
10
11
12
4"
3'-0"
REQ'D
MARK
SIZE
LENGTH
1
C310b
#4
3'-10"
SHAPE
2
C405
#4
4'-5"
8
C406
#4
4'-6"
1
C408b
#4
4'-8"
2
C500
#4
5'-0"
1
C508b
#4
5'-8"
2
C601
#4
6'-1"
1
C608b
#4
6'-8"
DATE
LTR.
A
SECTION
SCALE: ƒ"=1'-0"
A
A1A1
REVISIONS
2
C703
#4
7'-3"
1/13
1
C708b
#4
7'-8"
/
6
C802
#4
8'-2"
/
7
C1304b
#4
13'-4"
/
EST. WT. OF REINFORCING STEEL FOR WINGWALL = 170 LB.
9
LETTER
18. BAR LENGTHS ARE GIVEN IN FEET
EACH DRAIN
/
/
1
SPONDING TO BAR NUMBERS 2 THROUGH
TO CONCRETE AT
(QUANTITY PER WINGWALL)
SHIP WITH 5-W100 WASHERS AND 5-1‚" DIA. x 13" COIL BOLTS.
INCHES
THE LETTERS A THROUGH L CORRE-
EST. WT. PRECAST WINGWALL CPW2 = 4,900 LB. (2.5 TONS)
PRECAST WINGWALL CPW2
1
#4 WIRE MESH
REINFORCING STEEL (PER SCHEDULE, THIS SHEET)
2" DIA. HOLES
4'-5"
SQUARE ALUMINUM
4000 P.S.I. CONCRETE (PER SPECIFICATIONS, PLAN NO. 501000, SHEET C2)
5 C1304b
2'-0"
A 2% SLOPE WITH 4"
DESCRIPTION
2'-0"
UNIT
3"
6"
(EF)
REQ'D
1
6'-6ƒ "
2'-5"
C508b
4 SPA. @ 9" = 3'-0"
C708b
C601 (EF)
2'-0"
BAR DESIGNATIONS CONSIST OF BAR SIZE AND LENGTH FOLLOWED
BILL OF MATERIAL
3-C802 (EF)
C500 (EF)
6
4
E800b
1"
2" DIA. DRAIN WITH
C608b
5
1'-8"
4-C406 (EF)
3@6" = 1'-6"
4"
2'-0"
C405 (EF)
2@9" = 1'-6"
7
1'-0ƒ "
2'-1ƒ "
8
P:\dgn\std\bnsf_upcaps_std.dgn
3'-2• "
THIS IS A COMBINED BNSF-UP ELEMENT.
2. SEE PLAN NO. 531010 FOR BEARING PAD
10
C408b
ƒ"=1'-0"
2'-8• "
SCALE:
CONSTRUCTION NOTES.
C310b
DETAIL OF STEEL EMBED PLATES AND
(DIMENSIONS ARE OUT TO OUT)
2'-2• "
PRECAST CAP CPC4
1.SEE PLAN NO. 501000, SHEET C2, FOR
12
SCALE: ƒ"=1'-0"
B
A1A1
1'-9• "
VIEW
NOTES:
DESCRIPTION
RAILWAY
DESIGN BY: UPRR DRAWN BY: HDR
CHECKED BY: HDR
BRIDGE STANDARDS
APPROVED:
CONCRETE BEAM BRIDGES
REVISED EMBED PLATE
BNSF - ASSISTANT DIRECTOR STRUCTURES DESIGN
4-17-2007
UPRR - MGR SPECIAL PROJECTS STRUCTURES DESIGN
30" DOUBLE CELL BOX BEAM
PRECAST CONCRETE END CAP
FRAMING & REINFORCING
FILE OWNER: UPRR
PLAN NO.: 501000
Copyright c 2007 by Union Pacific Railroad
DATE:
SHEET:
PLOTTED: 1/18/2013
A1
4:52:29 PM
All concrete materials, placement and workmanship shall be in accordance
with Part 1, Chapter 8 of the current AREMA Manual for Railway Engineering.
Compressive strength - 4000 Lb. per square inch at 28 days.
8"
2"
CONCRETE:
2" = 4"
PL•x8 x 2'-0"
2 SPA. @
PRECAST CONCRETE NOTES:
Exposed surfaces shall be formed in a manner which will produce a smooth
and uniform appearance without rubbing or plastering. Exposed edges of 90
degrees or less are to be chamfered ƒ" x ƒ". Top surface to have a smooth
2"
1•"
4 SPA. @ 5‚"
finish, free of all float or trowel marks.
1•"
Concrete shall be proportioned such that the water - cement ratio (by
= 1'-9"
weight) does not exceed 0.45. Concrete must contain a minimum of 6•
sacks of cement per cubic yard of concrete.
2'-0"
ƒ" DIA. x 2'-0" DEFORMED
Cement shall be Type I, Type II or Type III Portland Cement.
BAR ANCHOR (ASTM A496)
(3 TOTAL)
Coarse aggregate shall be size No. 67.
•" DIA. x 6"
Fine aggregate shall be natural sand.
END WELDED
STUD (4 TOTAL)
Air content shall be between 5% and 7% (by volume).
1
Admixtures shall not be used without approval by Engineer.
1
Curing shall be accomplished by wet curing or the application of a Type 2
membrane.
The fabricator shall stencil the fabricator's name, date of fabrication,
bridge number, and piece mark at location shown.
EMBED PLATE •x8 x 2'-0"
Production procedures for the manufacture of precast members shall be in
SCALE:
accordance with the AREMA Manual for Railway Engineering and the
ƒ"=1'-0"
Prestressed Concrete Institute's Manual MNL 116-77 for Quality Control.
EST. WT. = 37.8 LB.
Dimensional tolerances governing the manufacture of precast members shall
conform to Division VI, Section 6.4.6 of the Precast Concrete Institute's
Manual MNL 116-77 for Quality Control. Tolerance for location of lifting
devices shall be +•".
The fabricator will be responsible for loading and properly securing all
precast concrete members for shipment. All concrete components shall be
inspected, by the Railroad, at the fabricators plant prior to shipment.
4‚" x 4‚" CHAMFER,
8" T-BAR ANCHOR
REINFORCING STEEL:
(TYP. FOUR TOP CORNERS)
Reinforcing steel shall be deformed, new billet bars per current ASTM A615
Specifications and to meet grade 60 requirements.
Welding of reinforcing steel shall conform to AWS D1.4. Welding shall be
performed by a certified welder.
Fabrication of reinforcing steel shall be per Chapter 7 of the CRSI Manual
of standard practice. Dimensions of bending details are out to out of
bar.
Reinforcing steel is to be blocked to proper location and securely wired
12
against displacement. Tack welding of reinforcing is prohibited. Minimum
DETAIL
SCALE:
NONE
concrete cover on reinforcement shall meet current AREMA Specifications.
A
C1 C2
STRUCTURAL STEEL:
Steel plate shall conform to ASTM A36 OR A709-Grade 36 Specifications.
11
Studs shall be C1015, C1017 or C1020 cold drawn steel which conform to
ASTM A108 Specifications.
LIFTING ANCHORS:
Swift lift anchors shall be Dayton Richmond P-52SL Anchors or approved
14'-0"
alternate, with a minimum safe working load of 12,200 lb. per anchor with
10
1'-6" edge distance. The safe working load shall provide a minimum safety
` ‡" DIA. x 4"
3"
6 SPA. @ 1'-0" = 6'-0"
1'-6"
6 SPA. @ 1'-0" = 6'-0"
3"
factor of 4.
END WELDED STUD
MISCELLANEOUS HARDWARE:
3"
(42 TOTAL)
8" T-Bar Anchors as manufactured by Burke Company, or approved alternate.
2'-4"
11"
11"
9
3"
8
` ‡" DIA. x 8"
9"
6 SPA. @ 1'-0" = 6'-0"
6"
6 SPA. @ 1'-0" = 6'-0"
9"
END WELDED STUD
7
(42 TOTAL)
14'-0"
6
‡" DIA. x 8"
‡" DIA. x 4"
END WELDED STUD
END WELDED STUD
(TYP.)
(TYP.)
5
PLƒx28 x 14'-0"
EMBED PLATE ƒx28 x 14'-0"
SCALE:
3
RAILWAY
2
REVISIONS
DATE
LTR.
1/13
A
DESCRIPTION
DESIGN BY: HDR
DRAWN BY: HDR
CHECKED BY: HDR
BRIDGE STANDARDS
APPROVED:
NOTE:
CONCRETE BEAM BRIDGES
REVISED EMBED PLATE
DO NOT PAINT OR GALVANIZE PLATES.
/
1
/
FILE NAME:
P:\dgn\std\bnsf_upcaps_std.dgn
•"=1'-0"
EST. WT. = 1,087 LB.
4
BNSF - ASSISTANT DIRECTOR STRUCTURES DESIGN
/
/
/
INCHES
1
2
3
4
5
6
7
8
9
10
11
12
4-17-2007
UPRR - MGR SPECIAL PROJECTS STRUCTURES DESIGN
PRECAST CONCRETE
PILE CAP
SHEET 2 OF 2
FILE OWNER: UPRR
PLAN NO.: 501000
Copyright c 2007 by Union Pacific Railroad
DATE:
SHEET:
PLOTTED: 1/18/2013
C2
4:50:40 PM
"
7"
"
4"
8"
4"
8"
"
4"
7"
4"
"
4"
4"
8"
3" 4"
3" 4"
PLx2 x 0’-3"
2"
PLx7 x 0’-8"
PLx2 x 0’-8" (TYP.)
9"
PLx2 x 0’-8" (TYP.)
PLx2 x 0’-8" (TYP.)
2"
9"
PLx2 x 0’-3"
PLx7 x 0’-8"
PLx8 x 6’-11"
PLx8 x 7’-2"
PLx8 x 7’-2"
TYP.
4"
4"
TYP.
4"
6’ -5"
4"
TYP.
4"
6’ -5"
DECK PLATE MK. CDP1
DECK PLATE MK. CDP2
DECK PLATE MK. CDP4
SCALE:
SCALE:
SCALE:
1"=1’-0"
4"
6’ -11"
1"=1’-0"
1"=1’-0"
EST. WT. = 83.6 LB. EA.
EST. WT. = 77.6 LB. EA.
EST. WT. = 77.0 LB. EA.
GALVANIZE AFTER FABRICATION
GALVANIZE AFTER FABRICATION
GALVANIZE AFTER FABRICATION
NOTES:
1. Material shall conform to the following requirements:
Rolled shapes & plates
ASTM A36
2. Design, fabrication, and erection per the AREMA Manual
12
5"
1"
4"
5"
for Railway Engineering, Chapter 15, Steel Structures.
6"
4"
3. Welding requirements:
8"
2"
PLx2 x 0’-3"
4"
A. All welding shall be with the SAW or SMAW process.
2"
B. All welding per AWS D1.1, Structural Welding Code.
PL1x6 x 0’-10"
"
4"
C.
11
"
PLx4 x 0’-4"
with ASTM A123. After galvanizing, all elements shall be
surface defects.
2"
TYP.
PLx2 x 0’-8"
5
free of fins, abrasions, rough or sharp edges, and other
4"
5
2"
Washer W100 to be galvanized after fabrication in accordance
9
5"
Welders must possess valid certification.
4. Deck Plate assemblies CDP1, CDP2, CDP3, and CDP4 and
"
1
L6x4x (TYP.)
10
1" DIA. HOLE
1’
BEAM STOP MK. GS-2
-7
PLx8 x 2’-0"
"
SCALE:
1"=1’-0"
EST. WT. = 34.5 LB. EA.
9
WASHER MK. W100
SCALE:
3"=1’-0"
EST. WT. = 2.7 LB. EA.
10"
GALVANIZE AFTER FABRICATION
"
8
4"
4"
2"
DECK PLATE MK. CDP3
1"=1’-0"
" GUSSET PLATE
EST. WT. = 23.0 LB. EA.
GALVANIZE AFTER FABRICATION
"
SCALE:
7
4
L6x4x
6
BEAM STOP MK. GS-3
SCALE:
1"=1’-0"
"
"
1"
"
" x "
(TYP.)
3"
1"
"
1"
CLIP
" x "
" x "
1"
(TYP.)
Formerly Plan No. 530010 (UPRR Only), Sheet 1
"
1
"
1
3"
1"
CLIP
(TYP.)
"
"
"
3"
1"
CLIP
1
"
"
"
4
1’ -2"
BAR 1" DIA. x 6"
7"
"
11"
"
"
3
RAILWAY
BAR 1" DIA. x 6"
BAR 1" DIA. x 6"
PLx3 x 0’-7"
PLx3 x 0’-11"
2
REVISIONS
PLx3 x 1’-2"
1
SEISMIC STRAP MK. SS-I
FILE NAME:
P:\dgn\!standards\Bridges (Concrete)\bnsf_uphardware_std.dgn
EST. WT. = 18.6 LB. EA.
5
SCALE:
SEISMIC STRAP MK. SS-EB
1"=1’-0"
SCALE:
SEISMIC STRAP MK. SS-ES
1"=1’-0"
EST. WT. = 8.3 LB. EA.
SCALE:
EST. WT. = 7.0 LB. EA.
1"=1’-0"
EST. WT. = 5.3 LB. EA.
DATE
LTR.
9 /07
A
ADDED SEISMIC STRAPS
5 /10
B
CHANGE WASHER MK. W100 TO SQUARE
/
1
2
3
4
5
6
7
8
9
10
11
12
DESIGN BY: MLM
DRAWN BY: MLM
CHECKED BY:
BRIDGE STANDARDS
APPROVED:
CONCRETE BEAM BRIDGES
BNSF - ASSISTANT DIRECTOR STRUCTURES DESIGN
/
/
/
INCHES
DESCRIPTION
4-17-2007
UPRR - MGR SPECIAL PROJECTS STRUCTURES DESIGN
DECK PLATES
AND BEAM STOPS
STEEL DETAILS
FILE OWNER: UPPR
PLAN NO.: 502000
Copyright c 2007 by Union Pacific Railroad
DATE:
SHEET:
PLOTTED: 6/17/2013
1
3:12:53 PM
END CAP
BENT #1
BENT #2
BENT #3
BENT #"N"
BENT #"N"+1
BENT #1
BENT #2
BENT #3
BENT #"N"
BENT #"N"+1
INTERIOR CAP (TYP.)
A
A
SPAN 2
INTERIOR SPANS
SPAN "N"
(L) + 2" = (GL) + 4"
(L) = (GL) + 2"
(L) (TYP. FOR ALL
(L) = (GL) + 2"
6’-9
"
RIGHT
SPAN 1
(FIRST SPAN ONLY)
A
SPAN 1
SPAN 2
INTERIOR SPANS
SPAN "N"
RIGHT
A
‘ BRIDGE
A
‘ BRIDGE
A
INTERIOR SPANS)
FACE OF BEAM STOPS
B
BEAM STOP MK.
GS-2 (TYP.) B
(L)+2" TO
(L) TO FAR FACE
BACKWALL (FIRST
B BEAM STOP MK. GS-3
B
NEXT MK. GS-2
B
NOT SHOWN FOR CLARITY
TIGHT AGAINST
SPAN ONLY)
B
C
EXPANSION JOINT FILLER
CORNER OF BEAM
B
BEAM STOP
STEP 1
STEP 4
BEAM STOP
1" GAP NOM.
TIGHT AGAINST
CORNER OF BEAM
EXPANSION JOINT FILLER
NOT SHOWN FOR CLARITY
BENT #1
BENT #2
BENT #3
BENT #"N"
BENT #"N"+1
BENT #1
BENT #2
BEAM STOP MK. GS-2
BENT #3
D
BENT #"N"
BENT #"N"+1
B
C
A
‘ BRIDGE
SPAN 2
INTERIOR SPANS
SPAN "N"
RIGHT
SPAN 1
SPAN 1
SPAN 2
INTERIOR SPANS
SPAN "N"
RIGHT
JOINT FILLER
JOINT FILLER)
EXPANSION
6’-4"
12
(TYPICAL FOR
4"
‘ BRIDGE
A 4 PLIES EXPANSION
2" NOM.
11
C
STEP 5
10
STEP 2
B
MK. GS-3
BENT #1
1.
BENT #2
BENT #3
BENT #"N"
A
form straight line exactly 6’-9" from centerline of bridge.
end with beam placement in either order; modify instructions to suit.
BENT #"N"+1
Drive piles and place all caps, including end caps if possible.
B Weld all beam stops on right side of caps. Place beam stops to
placed before left beams. Construction may actually proceed from either
D BEAM STOP
A
RECOMMENDED CONSTRUCTION SEQUENCE:
For illustration purposes, construction sequence based on assumptions that
construction starts at Bent #1 (end cap) and that right beams will be
B
9
GENERAL NOTES:
Center
MK. GS-3 on end cap. Locate far face of MK. GS-2 to provide
Construction sequence may be varied due to site or project constraints.
guide for placement of beam (see Step 4.B).
C
Slab beams shown in details; box beam installation sequence is
2.
identical.
8
Install handrail assembly on each beam before lifting into place.
‘ BRIDGE
INTERIOR SPANS
3.
Install " elastomeric pads.
A
Place expansion joint filler against left side of backwall.
B Place Span 1 left beam tight against and lined up with right beam.
SPAN "N"
RIGHT
7
proper beam spacing.
SPAN 2
Place expansion joint filler against right side of backwall.
B
C Place Span 1 right beam tight against pad.
Adjust number of plies of expansion joint filler as required to maintain
SPAN 1
A
C
LIFTING LOOP REMOVAL:
Install " elastomeric pads.
D Weld left side Beam Stop MK. GS-3 on end cap, tight against pad.
After each beam is set and in final position, remove lifting loops flush
4.
with concrete surface.
A
Place expansion joint filler against Span 1 right side beam,
notching around Beam Stop MK. GS-2 as needed.
B
6
Install " elastomeric pads.
C Place Span 2 right beam; seat corner firmly against both faces of
Bent #2 Beam Stop MK. GS-2, leaving a gap at Bent #3 MK. GS-2.
5.
A
Place expansion joint filler against Span 1 left side beam, cutting
notch for Beam Stop MK. GS-2 (to be placed later).
B Place Span 2 left beam tight against and lined up with right beam.
C
Install " elastomeric pads.
D Place Bent #2 left side Beam Stop MK. GS-2 tight against corner of
CONSTRUCTION SEQUENCE
SCALE:
STEP 3
Span #2 beam (leaving gap to Span #1 beam). Weld in place.
6.
"=1’-0"
Repeat steps 4 and 5 for all remaining spans. Place Beam Stop MK. GS-3
on left side of end bent after placement of final beam.
4
Each wingwall may be placed at any time after corresponding end span and
" x 7" x 1’-2"
Beam Stop MK. GS-3 have been installed.
ELASTOMERIC
BEARING PAD
" x 7" x 0’-7" ELASTOMERIC
BACKWALL
BEARING PAD (TYP.)
GLUE BEARING PAD TO
3
BEAM OR BEAM STOP WITH
GLUE BEARING PAD TO
BEAM OR BEAM STOP WITH
PL-400 CONSTRUCTION
ADHESIVE OR APPROVED EQUAL
PL-400 CONSTRUCTION
ADHESIVE OR APPROVED EQUAL
CAP
2
CAP
P/S CONC.
BEAM (TYP.)
BEAM STOP
P/S CONC.
MK. GS-2
BEAM (TYP.)
BEAM STOP
REVISIONS
DATE
LTR.
9 /07
A
DESCRIPTION
DESIGN BY:UPRR
DRAWN BY: UPRR CHECKED BY: HDR
BRIDGE STANDARDS
APPROVED:
CONCRETE BEAM BRIDGES
GENERAL UPDATE
MK. GS-3
AT END BENTS
AT INTERIOR BENTS
1
/
CONSTRUCTION SEQUENCE &
BEAM STOP INSTALLATION
/
FILE NAME:
P:\dgn\!standards\Bridges (Concrete)\bnsf_upgenarr_std.dgn
5
BEAM STOP INSTALLATION DETAIL
SCALE:
1"=1’-0"
/
/
/
INCHES
1
2
3
4
5
6
7
8
9
10
11
12
4-17-2007
UPRR - MGR SPECIAL PROJECTS STRUCTURES DESIGN
FILE OWNER: UPRR
PLAN NO.: 530000
Copyright c 2007 by Union Pacific Railroad
DATE:
SHEET:
PLOTTED: 6/17/2013
A1
3:32:14 PM
PILE LAYOUT FOR END BENTS
8" BALLAST UNDER
TIMBER TIES
(FOR END BENTS - TONS)
bays on bridges longer than 200 ft. See Sheets A6 & A7.
3-PILE BENT
EQUILIBRIUM
END BENTS
BEAM DEPTH
Longitudinal bracing between bents required in selected
3-PILE BENT
INSIDE PILE PLUMB
END BENTS
GENERAL NOTES:
MAXIMUM PILE LOAD
PILE LAYOUT FOR END BENTS
12" BALLAST UNDER
CONCRETE TIES
ON INSIDE PILE
SPAN L
SUPERELEVATION
BEAM DEPTH
3:12 FORWARD BATTER
4-PILE BENT
4-PILE BENT
INSIDE PILES PLUMB
SPAN L
Pile capacities:
3:12 FORWARD BATTER
For required driven pile capacities, see "Maximum Pile Load"
ON INSIDE PILES
SPAN L
table.
SPAN L
Steel:
yENDCAP
X
X2
Z
yENDCAP
X
X2
Z
34’
32’
30’
28’
34’
32’
30’
28’
34’
32’
30’
28’
34’
32’
30’
28’
14"
4’-6"
5’-8"
4’-2"
1’-1"
14"
4’-11"
5’-8"
4’-2"
1’-3"
0"
82
79
76
72
113
112
111
110
--
--
--
--
--
--
--
--
16"
4’-8"
5’-8"
4’-2"
1’-2"
16"
5’-1"
5’-9"
4’-3"
1’-3"
2"
89
86
82
79
113
112
111
110
--
--
--
--
--
--
--
--
18"
4’-10"
5’-8"
4’-2"
1’-2"
18"
5’-3"
5’-9"
4’-3"
1’-4"
3"
92
89
85
81
113
112
111
110
--
--
--
--
--
--
--
--
20"
5’-0"
5’-9"
4’-3"
1’-3"
20"
5’-5"
5’-9"
4’-3"
1’-4"
4"
--
--
--
--
--
--
--
--
75
72
69
67
100
95
90
86
30"
5’-10"
5’-10"
4’-4"
1’-5"
30"
6’-3"
5’-11"
4’-5"
1’-7"
7"
--
--
--
--
--
--
--
--
85
82
78
75
109
104
99
94
Piles - ASTM A588
Pile splices - ASTM A572 Gr. 50 or A588
Bracing - ASTM A588
Shop paint:
None
Welding:
Use shielded metal arc welding (SMAW) or flux core arc welding
(FCAW) process per AWS D1.5. Acceptable filler metal is E7018
electrode for SMAW and E70T-1 or E70T-5 electrode for FCAW.
For other acceptable electrodes, refer to AWS D1.5.
Splices:
Splices shall be made a sufficient distance above the
‘ BRIDGE
ground or water (not less than one foot) so that the
4’-10"
splice can be observed during driving. The number of
‘ CAP
splices shall be kept to a minimum.
1’-6"
permitted.
B/RAIL
B/RAIL
BACKFILL DRILLED
HOLES WITH
FLOWABLE FILL
OR SAND
NOTE:
Z
FOR SUPERELEVATED TRACK,
HP14x89 PILE
TOP OF
B/RAIL REFERS TO LOW RAIL.
w/ TIP
COMPETENT
yENDCAP
Splicing cut-offs or
short pieces to make a main bearing pile is not
3’-4"
ROCK
The pile shall be driven so that the upper
splice is at least 10 feet below the ground surface.
Tip reinforcement:
Pile tip reinforcement shall be used where piles may be
damaged by driving through heavy gravel, cobbles,
boulders or formations known to contain obstructions.
Tip reinforcement shall also be used when the pile will
bear on rock.
CONCRETE
Driving tolerances:
Variations greater than inch per foot from vertical or
X
batter line shall not be allowed.
The deviation of the
top of piles in a bent shall not exceed one inch from the
6’-0"
1’-6"
X2
plan location.
Rotation of pile about its centerline
BOTTOM OF
shall not exceed 5 degrees from its orientation as shown
PILE CAP
in plans.
Piles not meeting tolerance requirements or
out of line as to impair usefulness, or piles that are
5’-0" MIN.
damaged in driving as to impair structural capacity,
INSIDE
PILE(S)
shall be pulled and redriven or an additional pile shall
be driven to provide added support. If any numbered
pile cannot be driven to their capacity, notify the
Structures Design Group, Office of AVP Engineering
Design.
* 3:12 FORWARD BATTER
TYP.
ON INSIDE PILE(S)
12
2
*3
BENT DESIGN NOTES:
OUTSIDE
TIMBER TIES:
PILES
Selection of pile configuration and maximum heights
yCAP IS BASED ON 1" TIE PLATE, 7" TIE,
AND 8" BALLAST DEPTH UNDER TIE.
12
HP14x89 PILE
based on equilibrium superelevation (regardless of actual
12
superelevation installed). Refer to UPRR Track Standards
(TYP.)
yCAP IS BASED ON " RAIL PAD, 8" TIE,
AND 12" BALLAST DEPTH UNDER TIE.
(FOR yCAP DIMENSION OUTSIDE DEFINED
RANGE, ADJUST PILE LATERAL LOCATION
DIMENSIONS AT B/RAIL.)
10
3 PILE END BENT
ELEVATION
*NOTE:
SIDE VIEW
DRIVE PILE
TO SEAT
Preferred pile configuration is with 2:12 transverse pile
batter on interior bents and all plumb pile for end bents.
Standard design is valid for minimum pile penetration of
10’ if geotechnical investigation demonstrates that piles
can be firmly seated in hard rock or shale; otherwise
minimum pile penetration of 25’ required. If these
2" DIA.
values cannot be achieved, piles shall be socketed
BORE HOLE
into rock per detail on this sheet. For any other
conditions, special design is required.
FORWARD BATTER ON INSIDE PILE(S) NOT REQUIRED FOR
BRIDGES COMPOSED ENTIRELY OF CONCRETE BEAM SPANS.
9
4 PILE END BENT
Book, Std. Dwg. 0020 latest revision.
2’-6" DIA.
(MIN.)
CONCRETE TIES:
2 SOCKET DIAMETERS
11
END BENT PILE LAYOUT
For span lengths less than 28’, use values shown for
SCALE:
28’ spans.
"=1’-0"
Bent shall be driven per requirements of longer span
length supported. For example, for a bent supporting
28’ and 34’ spans, drive per 34’ span requirements.
H-PILE
PILE SOCKET DETAIL
8
SCALE:
Maximum track offset (from bridge centerline) is 6"
with this bent standard.
"=1’-0"
EST. VOLUME OF CONCRETE = 0.9 CU. YD. PER 5’ SOCKET DEPTH
NOTCH PILE
IN FIELD TO FIT
UPPER HP14x89
UPPER HP14x89
SPLICE SPACER
PILE
PILE
7
DFP TUFTIP MODEL
PILE SOCKET NOTES:
H-777 OR APF
HARD-BITE POINT
TYP.
TYP.
1. SEE BENT DESIGN NOTES TO DETERMINE WHEN PILE
MODEL HP-77600-B
H-PILE SPLICE (GR 50)
SOCKETING IS REQUIRED.
2. PILING SHALL BE SEATED IN PREDRILLED HOLES IN THE
6
TYP.
NOTE:
TYP.
ROCK AND ENCASED IN CONCRETE WITHIN THE BEDROCK
(SEE DETAIL).
BEVEL ONE PILE ONLY.
TYP.
3. MINIMUM DEPTH OF PILE SOCKET SHALL BE 5’-0" INTO ROCK.
LOWER HP14x89
LOWER HP14x89
PILE
PILE
ROCK SOCKET AND DRIVEN TO ACHIEVE REQUIRED CAPACITY.
5. SEATED PILE SHALL BE ENCASED IN ROCK SOCKET WITH
CONCRETE.
1. FIT POINT ONTO SQUARE CUT PILE.
INSTALLATION INSTRUCTIONS:
ALTERNATE PILE SPLICE DETAIL
(NOTE: SPLICE IS SHOWN INSTALLED ON UPPER
SCALE:
PILE SECTION FIRST. ALTERNATIVELY, SPLICE
4
1"=1’-0"
2. WELD POINT TO THE PILE IN EITHER FLAT OR
6. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE
VERTICAL POSITION.
4000 LB. PER SQUARE INCH AT 28 DAYS.
3. FILL THE AREA ACROSS BOTH FLANGES WITH
7. BORE 2" DIA. HOLE IN CENTER OF PILE SEAT TO A
WELD.
MAY BE INSTALLED ON BOTTOM SECTION FIRST.)
MINIMUM DEPTH OF 2 SOCKET DIAMETERS.
1. NOTCH THE END OF H-PILE SECTION TO
RECEIVE SPLICE FIRST (NOTCH TO
ACCOMMODATE THE SPLICE SPACER BAR).
3
PILE TIP DETAIL
2. FIT SPLICE OVER NOTCHED END OF H-PILE
SCALE:
1"=1’-0"
AND FILLET WELD SPLICE END TO PILE
WEB AS SHOWN.
3. PLACE THE UPPER H-PILE SECTION INTO
POSITION ONTO THE LOWER SECTION.
2
REVISIONS
4. COMPLETE FILLET WELD ALONG SPLICE EDGES.
5. WELD FLANGE JOINT BETWEEN UPPER AND
LOWER PILE SECTIONS.
DATE
LTR.
9 /07
A
DESCRIPTION
DESIGN BY:UPRR DRAWN BY:UPRR CHECKED BY: HDR
BRIDGE STANDARDS
APPROVED:
CONCRETE BEAM BRIDGES
REVISED SOCKET NOTES & GEN. UPDATE
H-PILE AND BRACING LAYOUT
END BENT LAYOUT AND PILE LOADS
PILE INSTALLATION DETAILS AND NOTES
BENT DESIGN AND GENERAL NOTES
(SHEET 1 OF 4)
/
1
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P:\dgn\!standards\Bridges (Concrete)\bnsf_upgenarr_std.dgn
4. PILING WITH TIP REINFORCEMENT SHALL BE PLACED INTO
TIP REINFORCEMENT
INSTALLATION INSTRUCTIONS:
5
PILE SPLICE DETAIL
/
SCALE:
/
1"=1’-0"
/
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4-17-2007
UPRR - MGR SPECIAL PROJECTS STRUCTURES DESIGN
FILE OWNER: UPRR
PLAN NO.: 530000
Copyright c 2007 by Union Pacific Railroad
DATE:
SHEET:
PLOTTED: 6/17/2013
A2
3:32:55 PM
B/RAIL (CONCRETE TIES)
PRECAST
WINGWALL
B/RAIL (TIMBER TIES)
CPW2
END CAP
CPC4
TOP OF SUBGRADE
3’-8"
1’-6"
"
MK. SS-EB
1
5’-10
5’-4
"
5’-9
6’-3
"
"
SEISMIC STRAP
1" DIA. x 13" COIL BOLT,
" x 7" x 1’-2"
ELASTOMERIC PAD
1
BEAM STOP
DAYTON/RICHMOND B-14 OR
MK. GS-3
EQ., w/ WASHER MK. W100
(SHIPS WITH WINGWALL)
1’-4"
6"
6"
1"
30" BOX BEAM
BOTTOM OF CAP
END BENT
FILL BEHIND END BENT
6"
WITH WELL-GRADED
1
1" MAXIMUM SIZE
CRUSHED ROCK
2
WINGWALL TO END CAP DETAIL
HEAD OF BANK DETAILS
SCALE:
SCALE:
"=1’-0"
"=1’-0"
" x 7" x 0’-7"
ELASTOMERIC PAD
12
SEISMIC STRAP
30" BOX
11
MK. SS-I (TYP.)
BEAM (TYP.)
‘ BENT
BEAM STOP
MK. GS-2
2"
1"
10
TYP.
1"
2"
30" BOX BEAM (TYP.)
DECK PLATE
DECK PLATE
30" BOX BEAM (TYP.)
MK. CDP3
INTERIOR BENT
MK. CDP3
SEISMIC STRAP DETAIL
9
SCALE:
"=1’-0"
DECK PLATE MK.
CDP1 OR CDP2
NOTE:
8
DECK PLATE MK.
FILL GAP BETWEEN ENDS OF
SEISMIC STRAPS TO BE USED ONLY
CDP1 OR CDP2
BEAMS WITH 4 @ " x 28" x 6’-4"
WHEN REQUIRED BY THE DESIGN DRAWINGS.
PLIES OF PREMOLDED JOINT FILLER
FILL GAP BETWEEN END OF
7
BEAM AND END CAP BACKWALL
WITH 4 @ " x 28" x 6’-4"
" x 7" x 0’-7"
" x 7" x 1’-2"
PLIES OF PREMOLDED JOINT
ELASTOMERIC PAD
FILLER
ELASTOMERIC PAD
6
4
BEAM STOP
BEAM STOP
MK. GS-2
MK. GS-3
" ELASTOMERIC
FIELD CUT 7" H x 6" W NOTCH
" ELASTOMERIC
IN CORNER OF JOINT FILLER AS
BEARING PAD (TYP.)
BEARING PAD (TYP.)
REQ’D TO CLEAR BEAM STOP
8"
9"
8"
‘ BEARING
‘ BEARING
‘ BEARING
3
INTERIOR BENT
END BENT
2
REVISIONS
BEARING DETAILS
SCALE:
1"=1’-0"
(HANDRAILS & WINGWALLS
1
NOT SHOWN FOR CLARITY)
FILE NAME:
P:\dgn\!standards\Bridges (Concrete)\bnsf_upgenarr_std.dgn
5
DATE
LTR.
9 /07
A
DESCRIPTION
DESIGN BY:UPRR DRAWN BY:UPRR CHECKED BY: HDR
BRIDGE STANDARDS
APPROVED:
CONCRETE BEAM BRIDGES
ADDED SEISMIC STRAP & GEN. UPDATE
PRESTRESSED CONCRETE
30" BOX BEAM SPANS
MISCELLANEOUS DETAILS
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4-17-2007
UPRR - MGR SPECIAL PROJECTS STRUCTURES DESIGN
FILE OWNER: UPRR
PLAN NO.: 530000
Copyright c 2007 by Union Pacific Railroad
DATE:
SHEET:
PLOTTED: 6/17/2013
B3
3:44:25 PM
15’-0"
10"
8"
1’-11"
1’-2"
1’-11"
8"
8"
8"
BEARING PAD SPECIFICATIONS:
1’-11"
1’-2"
1’-11"
8"
10"
Bearing pads shall be Random Oriented Fiber elastomeric material comprised of
high-quality ozone-resistant virgin elastomer and synthetic fibers.
Pads shall
10" 5"
‘ PILE CAP
conform to the following minimum material properties:
80 +
- 5
Tensile Strength, psi (ASTM D412, Die C)
1000 +
- 100
Ultimate Elongation, minimum %
40
10" 6"
Heat Aging (ASTM D573, 70 Hrs. @ noted temperature):
Durometer, 212 F, maximum point change
+
- 10
+
- 25
+
- 25
Tensile Strength, 158 F, maximum % change
5"
Ultimate Elongation, 212 F, maximum % change
" THICK BEARING PAD (TYP.)
15’-0" PILE CAP
Hardness (Shore A, ASTM D2240)
Compression, minimum ultimate strength, psi
8000
Apparent Shear Modulus (GA), psi, based on tests conduted at
230 +
- 30
70 F to 80 F under uniform compressive stresses of 500, 1000,
and 1500 psi and at applied horizontal shear plus slip strain of
BEARING PAD PLACEMENT DETAIL - BOX BEAM
50%.
GA is constant in all directions parallel to the bearing
plane.
SCALE:
"=1’-0"
Bearing pads shall be Voss Engineering, Inc., "Fiberlast" expansion bearing
pads or approved equal.
14’-0"
Cutting of the pads shall be done so that the edges have no tears or other
4"
8"
1’-11"
1’-2"
1’-11"
8"
8"
8"
1’-11"
1’-2"
1’-11"
jagged areas.
8" 4"
Permissible tolerances of the pad shall be as stated in Section 11.5.6, Chapter
15 of the 2012 AREMA Manual.
following procedure: clean pads according to manufacturer’s recommendations;
10" 5"
‘ PILE CAP
The cap fabricator shall fasten the bearing pads to the cap by using the
prime contact surface and glue to cap with Sikadur 31 Hi-Mod Gel (1:1 mix ratio)
or approved equal.
10"
6"
18’-6"
END CAP CPC4
5"
" THICK BEARING PAD
4"
" THICK BEARING PAD (TYP.)
14’-0" PILE CAP
BEARING PAD PLACEMENT DETAIL - BOX BEAM
"=1’-0"
1’-0"
10"
SCALE:
12
15’-0"
2’-7"
11"
6’-2"
10"
6’-2"
8"
1’-11"
1’-2"
1’-11"
8"
8"
8"
1’-11"
1’-2"
1’-11"
8"
2’-7"
11"
11
10" 6"
"=1’-0"
5"
10
10" 5"
‘ PILE CAP
BEARING PAD PLACEMENT DETAIL- BOX BEAM
SCALE:
9
" THICK BEARING PAD (TYP.)
15’-0" PILE CAP
BEARING PAD PLACEMENT DETAIL - SLAB BEAM
SCALE:
"=1’-0"
8
14’-0"
5"
6’-2"
10"
6’-2"
5"
6"
5"
10"
6
10" 5"
‘ PILE CAP
7
5
" THICK BEARING PAD (TYP.)
14’-0" PILE CAP
BEARING PAD PLACEMENT DETAIL - SLAB BEAM
SCALE:
"=1’-0"
4
This drawing supplements Plan No. 501000,
3
2
REVISIONS
DATE
LTR.
11/12
A
DESCRIPTION
DESIGN BY: MLM
DRAWN BY: MLM
CHECKED BY:
BRIDGE STANDARDS
APPROVED:
CONCRETE BEAM BRIDGES
CHANGED PAD GLUE SPEC’S.
PRECAST CONCRETE
PILE CAP
BEARING PADS (UPRR)
/
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Sheets A1, C1 & C2.
/
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4-17-2007
UPRR - MGR SPECIAL PROJECTS STRUCTURES DESIGN
FILE OWNER: UPRR
PLAN NO.: 531010
Copyright c 2007 by Union Pacific Railroad
DATE:
SHEET:
PLOTTED: 11/7/2012
1
2:35:40 PM
Cleveland Creek Railroad Culvert Replacement
Contractor Requirements
Project Specifications
APPLICABLE SPECIFICATIONS
The Specification that is applicable to the Work on this Project is the 2008 edition of the "Oregon
Standard Specifications for Construction". All number references in these Special Provisions shall
be understood to refer to the Sections and subsections of the Standard Specifications and
Supplemental Specifications bearing like numbers and to Sections and subsections contained in
these Special Provisions in their entirety.
Bridge components are designed to UPRR Standards using UPRR Standard Bridge Notes and
Bridge Standards including Standard Drawings. Provisions in the UPRR Bridge Notes, Bridge
Standards and Standard Drawings shall take precedence over these specifications in the case of
a conflict.
1
Special Provisions
Table of Contents
00180
00210
00245
00280
00290
00305
00310
00320
00330
00390
00443
00510
00520
00550
00582
00910
00940
01050
01091
02001
02010
02015
02020
02030
02040
02110
02210
02320
02510
02520
02560
02630
02690
02910
03020
04300
Contractor Requirements (Railroad)
Prosecution and Progress
Mobilization
Temporary Water Management
Erosion and Sediment Control
Environmental Protection
Construction Survey Work
Removal of Structures and Obstructions
Clearing and Grubbing
Earthwork
Riprap Protection
Rapid Setting Controlled Low Strength Materials
Structure Excavation and Backfill
Driven Piles
Precast Prestressed Concrete Members
Bridge Bearings
Wood Sign Posts
Signs
Fences
Waterway Enhancements
Concrete
Portland Cement
PCC Repair
Water
Modifiers
Chemical Admixtures
Posts, Blocks, and Braces
Coating Materials for Timber and Concrete
Geosynthetics
Reinforcement
Steel and Concrete Piles
Fasteners
Base Aggregate
PCC Aggregate
Sign Materials
Erosion Materials
Reconstruct Railroad Track
2
3
CONTRACTOR REQUIREMENTS (RAILROAD)
1.01 General
1.01.01 The Contractor shall cooperate with Coos Bay Rail Link hereinafter referred to as
"Railway" where work is over, under, on, or adjacent to Railway property and/or right-of-way,
hereafter referred to as "Railway Property", during the construction of Cleveland Creek Culvert
Replacement.
1.01.02 The Contractor shall plan, schedule and conduct all work activities so as not to
interfere with the movement of any trains on Railway Property.
1.01.03 The Contractor is subject to the absolute right of Railway to cause the Contractor's
work above Railway Property to cease if, in the opinion of Railway, the Contractor's activities
create a hazard to Railway Property, employees, and/or operations.
1.01.04 The Contractor shall notify the Agency Project Manager and notify the Railway's
General Manager, Duke Rodley at 541-391-2530, at least 30 working days before
commencing any work on Railway Property. The Contractors notification to Railway, shall
refer to Cleveland Creek Culvert Replacement.
1.01.05 Subject to the movement of Railway's trains, Railway will cooperate with the
Contractor such that the work may be handled and performed in an efficient manner. The
Contractor shall have no claim whatsoever for any type of damages or for extra or additional
compensation in the event Contractor’s work is delayed by the Railway.
1.02 Railway Requirements
1.02.01 The Contractor shall take protective measures as necessary to keep Railway
facilities, including track ballast, free of sand, debris, and other foreign objects and materials
resulting from Contractor’s operations. Any damage to Railway facilities resulting from the
Contractor's operations will be repaired or replaced by Railway and the cost of such repairs or
replacement shall be paid for by the Contractor.
1.02.02 The Contractor shall submit for Right-of-Entry permit to IMG Rail Services. Access
may be found on Railway website at: www.coosbayraillink.com under Applications.
1.03 Protection of Railway Facilities and Railway Flagger Services
1.03.01 The Contractor shall give a minimum of 7 working days notice to the General
Manager, Duke Rodley at 541-391-2530, in advance of when flagging services will be
required.
1.03.02 Railway flagger services will be required, but not limited thereto for the following
conditions:
1.03.02a When in the opinion of the Railway representative it is necessary to safeguard
Railway Property, employees, trains, engines and facilities.
4
1.03.02b When any excavation is performed below the bottom of tie elevation, if, in the
opinion of Railway representative, track or other Railway facilities may be subject to
movement or settlement.
1.03.02c When work in any way interferes with the safe operation of trains at timetable
speeds or will be occurring within 20-feet of the centerline of track.
1.03.02d When any hazard is presented to Railway track, communications, signal,
electrical, or other facilities either due to persons, material, equipment or blasting in the
vicinity.
1.03.02e Special permission shall be obtained from the Railway before moving heavy or
cumbersome objects or equipment which might result in making the track impassable.
1.03.03 Flagging services shall be performed by qualified Railway flaggers.
1.03.03a Flagging crew generally consists of one employee. However, additional
personnel may be required to protect Railway Property and operations, if deemed
necessary by the Railway representative.
1.03.03b Each time a flagger is called, the minimum period for billing shall be the eight
hour basic day.
1.03.03c The cost of flagger services provided by the Railway, when deemed necessary
by the Railway representative, will be borne by the Railway.
1.04 Working on Railway Property
1.04.01 Each Contractor that will perform work within 20 feet of the centerline of a track must
develop and implement a Roadway Worker Protection/On Track Safety Program and work
with Railway Project Representative to develop an on track safety strategy as described in the
guidelines listed in the on track safety portion of the Safety Orientation. This Program must
provide Roadway Worker protection/on track training for all employees of the Contractor, its
subcontractors, agents or invitees. This training is reinforced at the job site through job safety
briefings. Additionally, each Contractor must develop and implement the Safety Action Plan,
as provided for on the web site www.contractororientation.com, which will be made
available to Railway prior to commencement of any work on Railway Property. During the
performance of work, the Contractor must audit its work activities. The Contractor must
designate an on-site Project Supervisor who will serve as the contact person for the Railway
and who will maintain a copy of the Safety Action Plan, safety audits, and Material Safety
Datasheets (MSDS), at the job site.
1.04.02 Workers must not work within 20 feet of the centerline of any track without an on
track safety strategy approved by the Railway’s Project Representative. When authority is
provided, every contractor employee must know: (1) who the Railway flagger is, and how to
contact the flagger, (2) limits of the authority, (3) the method of communication to stop and
resume work, and (4) location of the designated places of safety. Persons or equipment
entering flag/work limits that were not previously job briefed, must notify the flagger
immediately, and be given a job briefing when working within 25 feet of the center line of
track.
5
1.04.03 Work in the proximity of railway track(s) is potentially hazardous where movement of
trains and equipment can occur at any time and in any direction. All work performed by
contractors within 20 feet of any track must be in compliance with FRA Roadway Worker
Protection Regulations.
1.04.04 Before beginning any task on Railway Property, a thorough job safety briefing must be
conducted with all personnel involved with the task and repeated when the personnel or task
changes. If the task is within 20 feet of any track, the job briefing must include the Railway's
flagger, as applicable, and include the procedures the Contractor will use to protect its
employees, subcontractors, agents or invitees from moving any equipment adjacent to or
across any Railway track(s).
SECTION 00180 - PROSECUTION AND PROGRESS
Comply with Section 00180 of the Standard Specifications modified as follows:
00180.21(d) Terms of Subcontracts - Replace this subsection, except for the subsection
number and title, with the following:
Subcontracts shall provide that work performed under the subcontract shall be conducted and
performed according to the terms of the Contract. All subcontracts, including Contractor's with the
first-tier Subcontractors and those of the first-tier Subcontractors with their subcontractors, and
any other lower tier subcontracts shall contain a clause or condition that if the Contractor or a
Subcontractor fails, neglects, or refuses to make payment to an Entity furnishing labor or
Materials in connection with the Contract, the Entity may file a complaint with the Construction
Contractors Board, unless payment is subject to a good-faith dispute as defined in
ORS 279C.580. Additionally, according to the provisions of ORS 279C.580, subcontracts shall
include:
(1) A payment clause that obligates the Contractor to pay the first-tier Subcontractor for
satisfactory performance under the subcontract within 10 Calendar Days out of amounts the
Agency pays to the Contractor under the Contract.
(2) A clause that requires the Contractor to provide the first-tier Subcontractor with a standard
form that the first-tier Subcontractor may use as an application for payment or as another
method by which the Subcontractor may claim a payment due from the Contractor.
(3) A clause that requires the Contractor, except as otherwise provided in this subsection, to
use the same form and regular administrative procedures for processing payments during the
entire term of the subcontract. The Contractor may change the form or the regular
administrative procedures the Contractor uses for processing payments if the Contractor:
• Notifies the Subcontractor in writing at least 45 Calendar days before the date on which
the Contractor makes the change; and
• Includes with the written notice a copy of the new or changed form or a description of the
new or changed procedure.
(4) An interest penalty clause that obligates the Contractor, if the Contractor does not pay the
first-tier Subcontractor within 30 Calendar Days after receiving payment from the Agency, to
6
pay the first-tier Subcontractor an interest penalty on amounts due in each payment the
Contractor does not make in accordance with the payment clause included in the subcontract
under 00180.21(d-1). The Contractor or first-tier Subcontractor is not obligated to pay an
interest penalty if the only reason that the Contractor or first-tier Subcontractor did not make
payment when payment was due is that the Contractor or first-tier Subcontractor did not
receive payment from the Agency or the Contractor when payment was due. The interest
penalty applies to the period that begins on the day after the required payment date and ends
on the date on which the amount due is paid; and shall be computed at the rate specified
in 00170.10(c).
(5) A clause that requires the Contractor's first-tier Subcontractor to include a payment clause
and an interest penalty clause that conform to the standards of ORS 279C.580
(see 00180.21(d-1) and 00180.21(d-4)) in each of the first-tier Subcontractor's subcontracts
and to require each of the first-tier Subcontractor's subcontractors to include such clauses in
their subcontracts with each lower-tier subcontractor or Material supplier.
These payment clauses shall require the Contractor to return all retainage withheld from the
Subcontractor, whether held by the Contractor or the Agency, as specified in 00195.50(d).
As required by ORS 279C.800 through ORS 279C.870, subcontracts shall include:
• A provision requiring the subcontractor to have a public works bond filed with the
Construction Contractors Board before starting Work on the Project, unless exempt.
• A provision requiring that the workers shall be paid not less than the specified minimum
hourly rate of wage.
Add the following subsection:
00180.21(g) Mentor-Protégé Agreement - If the Contractor enters into a subcontract with an
Emerging Small Business (ESB) subcontractor, the Agency may offer the Contractor and its ESB
subcontractor an opportunity to enter into a project specific Mentor-Protégé Agreement.
The project specific Mentor-Protégé Agreement will be paid for and specified by Change Order.
Add the following subsection:
00180.40(c) Specific Limitations - Limitations of operations specified in these Special
Provisions include, but are not limited to, the following:
Limitations
Subsection
Cooperation with Utilities ......................................... 00150.50
Railway Work ....................................................... 00170.01(e)
Contract Completion Time ................................... 00180.50(h)
In-water Work Restrictions ................................... 00290.34(a)
Be aware of and subject to schedule limitations in the Standard Specifications that are not listed
in this subsection.
7
00180.41 Project Work Schedules - After the paragraph that begins "Contractor's activity…"
add the following paragraphs:
The Contractor shall submit a supplemental "look ahead" Project Work schedule each week to the
Engineer. The "look ahead" Project Work schedule is supplemental to the Type A, B, or C
schedule specified below. The supplemental "look ahead" Project Work schedule shall:
• Identify the sequencing of activities and time required for prosecution of the Work.
• Provide for orderly, timely, and efficient prosecution of the Work.
• Contain sufficient detail to enable both the Contractor and the Engineer to plan, coordinate,
analyze, document, and control their respective Contract responsibilities.
The supplemental "look ahead" Project Work schedule shall be written in common terminology
and show the planned Work activities broken down into logical, separate activities by area, stage,
and size and include the following information:
• The resources the Contractor, subcontractors, or services will use.
• The locations of each activity that will be done including the limits of the work by mile posts,
stations, or other indicators.
• The time frames of each activity by Calendar Days, shifts, and hours.
• All anticipated shoulder, lane, and road closures.
At a minimum, the Contractor shall prepare a bar chart that:
• Shows at least three weeks of activity including the week the bar chart is issued.
• Uses a largest time scale unit of one Calendar Day. Smaller time scale units may be used if
needed.
• Is appropriate to the activities.
• Identifies each Calendar Day by month and day.
Include the Contract name, Contract number, Contractor's name, and date of issue on each page
of the bar chart.
The Contractor shall submit the supplemental "look ahead" Project Work schedule starting at First
Notification and continuing each week until Second Notification has been issued and all punch list
items and final trimming and clean up has been completed. The Contractor shall meet with the
Engineer each week to review the supplemental "look ahead" Project Work schedule. If the
Engineer or the Contractor determines that the current supplemental "look ahead" Project Work
schedule requires changes or additions, either notations can be made on the current schedule or
the Engineer may require the submittal of a revised supplemental "look ahead" Project Work
schedule. Review of the current and subsequent supplemental "look ahead" Project Work
schedules does not relieve the Contractor of responsibility for timely and efficient execution of the
Contract.
Add the following subsection:
00180.50(h) Contract Time - There are two Contract Times on this Project as follows:
(1) Track Outage Time - Railroad track may be taken out of service for 12-hour daily work
windows (7:00 a.m. to 7:00 p.m. Monday through Thursday) and one 60-hour work window
per week (Friday 7:00 a.m. to Sunday 7:00 p.m.). Contractor must return the track, in a safe
8
condition to run trains, by the end of the daily or 60-hour work window. Contractor may make
other arrangements with the railroad. Such modified arrangements need to be in writing,
signed by the railroad and Contractor with copies provided to the Engineer.
(2) Complete all Work to be done under the Contract, except for seeding establishment, not
later than September 15, 2015.
00180.85(b) Liquidated Damages - Add the following paragraph:
The liquidated damages for failure to complete the Work on time for each work window required
by 00180.50(h)(1) will be $1000.00 per Calendar Day *.
* Calendar Day amounts are applicable when the Contract time is expressed on the Calendar
Day or fixed date basis.
SECTION 00210 – MOBILIZATION
Comply with Section 00210 of the Standard Specifications.
SECTION 00245 - TEMPORARY WATER MANAGEMENT
Section 00245, which is not a Standard Specification, is included in this Project by Special
Provision.
Description
00245.00 Scope - This work consists of furnishing, installing, operating, maintaining, and
removing temporary water management facilities in regulated work areas.
The Agency Temporary Water Management Plan consists of installing an upstream dam,
pumping the water through a pipe around the work zone, and discharging downstream of the work
in a controlled manner such that erosion and turbidity are not caused. Pipe may be placed
between railroad ties beyond the section of track to be removed.
00245.02 Definitions:
Temporary Water Management Facility - A facility that conveys water around work areas,
removes water from work areas, and treats and discharges water at locations outside work areas.
00245.03 Temporary Water Management Plan - The Agency Temporary Water Management
Plan (TWMP) is a concept plan. 28 Calendar Days before beginning work in regulated work
areas, submit stamped working drawings of a Contractor-developed TWMP, according to
00150.35, based on either the Agency’s concept plan or an independent plan that meets water
quality and environmental guideline requirements and does not affect neighboring properties or
water rights.
Include at least the following information:
• The sequence and schedule for dewatering and re-watering.
9
• How the work area will be isolated from the active stream flow upstream, through, and
downstream.
• How the stream flow will be routed and conveyed around or through the isolated work area.
• How the isolated area will be de-watered.
• How the pumped water will be treated before it is discharged downstream.
• Discuss all construction stages.
• A list of on-site backup materials and equipment
• Calculations of water withdraw pumps capacity.
Obtain the Engineer's written approval before beginning work in in-water work areas.
Materials
00245.10 Materials - Furnish materials meeting the following requirements:
Pipe ..................................................................... 00445.11
Plastic Sheeting ............................................... 00280.14(a)
Sandbags ........................................................ 00280.15(a)
Water Intake Screening.................................... 00290.34(c)
Furnish pumps that are:
• Self priming.
• Equipped with a variable speed governor.
• Equipped with a power source.
• Able to pump water that contains soft and hard solid.
Construction
00245.40 Fish Removal - The Agency or ODFW biologists will remove fish and aquatic life from
the isolation work areas. Allow them access into the isolation work areas before and after
installation of the temporary water management facilities as follows:
• Before Installation of Facilities - Before installing temporary water management facilities
they will remove fish and aquatic life within the proposed isolated work area.
• After Installation of Facilities - After installing temporary water management facilities
begin reducing the water level through the isolated work area. They will remove all fish and
aquatic life as the water level is reduced. Do not de-water the isolation area until all fish and
aquatic life have been removed.
00245.41 Installation - During installation of the temporary water management facility, maintain
a downstream water flow rate of at least 50 percent of the upstream water flow rate.
00245.42 Operation - Operate temporary water management as follows:
• Protect fish and fish habitat according to 00290.34.
10
• Maintain and control water flow downstream of the isolated work area for the duration of the
diversion to prevent downstream de-watering.
• Clean and repair water intake screening to maintain adequate flow and protection of aquatic
life.
00245.43 Maintenance - Monitor water turbidity according to 00290.30(a-8).
00245.44 Removal - Remove the temporary water management facility and rewater and restore
the stream flow when approved by the Engineer. Maintain downstream water flow during removal
of the facility.
Measurement
00245.80 Measurement - No measurement of quantities will be made for temporary water
management facilities.
Turbidity monitoring will be measured according to 00290.80.
Payment
00245.90 Payment - The accepted quantities of temporary water management facilities will be
paid for at the Contract lump sum amount for the item "Temporary Water Management Facility".
Payment will be payment in full for furnishing and placing all materials, and for furnishing all
equipment, labor, and incidentals necessary to complete the work as specified.
Turbidity monitoring will be paid according to 00290.90.
No separate or additional payment will be made for designing, maintaining, operating, moving,
and removing the facility.
SECTION 00280 - EROSION AND SEDIMENT CONTROL
Comply with Section 00280 of the Standard Specifications modified as follows:
00280.30 Erosion and Sediment Control Manager - Replace the paragraph and corresponding
six bullets that begins: Designate and provide…" with the following paragraph:
Designate and provide an ESCM that possesses a valid ODOT ESCM certificate.
In the bullet that begins "Inspect erosion control BMP…", replace the value "5/8 inch" with
"1/2 inch".
00280.80(d) Area Basis - Replace the paragraph that begins "Area basis items..." with the
following paragraph:
11
Area basis items will be measured on the area basis along the ground surface, and computed to
the square yard or acre as appropriate.
SECTION 00290 - ENVIRONMENTAL PROTECTION
Comply with Section 00290 of the Standard Specifications modified as follows:
00290.20(c-2) Clean
"OAR 340-093-0030".
Fill - In
the
paragraph,
replace
"OAR 340-093-0030(13)"
with
00290.20(c-3) Reuse, Recycle, and Dispose of Materials - Replace the bullet that begins
"Reuse demolition…" with the following bullet:
• Reuse demolition debris.
00290.20(c-3-d) Concrete and Masonry - Replace the paragraph that begins "Concrete and
masonry…" with the following paragraph:
Concrete and masonry, that is not recycled and does not contain hazardous substances, may be
reused to fill basements or be buried in embankments on-site, provided that the materials are
broken into pieces not exceeding 15 inches in any dimension, and placed so that:
00290.20(d) Hazardous Waste Management - In the paragraph that begins "In addition to
current Laws…", replace the two bullets that begin "If the quantity of hazardous waste projected to
be…" with the following three bullets:
• If the quantity of hazardous waste projected to be generated meets the requirements for a
LQG, prepare a full Hazardous Waste Contingency Plan according to 40 CFR 265
Subpart D. Maintain a copy of the Contingency Plan on-site at all times during construction
activities, readily available to employees and inspectors.
• If the quantity of hazardous waste projected to be generated meets the requirements for a
SQG, prepare a modified Hazardous Waste Contingency Plan according to
40 CFR 262.34(d)(5) and 40 CFR 265 Subpart C. Maintain a copy of the modified
Contingency Plan on-site at all times during construction activities, readily available to
employees and inspectors.
• If the quantity of hazardous waste projected to be generated meets the requirements for a
CEG, follow the contingency planning and storage requirements of the SQG unless the only
potentially hazardous waste is aerosol cans smaller than 20 ounces. Limit storage to
180 days and 2,200 pounds. Prepare a modified Hazardous Waste Contingency Plan and
keep a copy on-site with emergency response procedures and contact information.
00290.20(g) Spills and Releases - In the paragraph that begins "Obtain a response
agreement…", replace the term "29 CFR 1920.120" with the term "29 CFR 1910.120".
Replace the lead-in paragraph that begins "In the event…", with the following lead-in paragraph:
12
In the event of a spill or release of a hazardous substance or hazardous waste or the release of
any other material that has the potential to harm human health or the environment, do the
following:
00290.30(a) Pollution Control Measures - Add the following subsections and bullets:
(7) Water Quality:
• Do not discharge contaminated or sediment-laden water, including drilling fluids and
waste, or water contained within a work area isolation, directly into any waters of the
State or U.S. until it has been satisfactorily treated (for example: bioswale, filter,
settlement pond, pumping to vegetated upland location, bio-bags, dirt-bags). Treatment
shall meet the turbidity requirements below.
• Do not cause turbidity in waters of the State or U.S. greater than 10% above background
reading (up to 100 feet upstream of the Project), as measured 100 feet downstream of
the Project.
• During construction, monitor in-stream turbidity and inspect all erosion controls daily
during the rainy season and weekly during the dry season, or more often as necessary,
to ensure the erosion controls are working adequately meeting treatment requirements.
• If construction discharge water is released using an outfall or diffuser port, do not exceed
velocities more than 4 feet per second, and do not exceed an aperture size of 1 inch.
• If monitoring or inspection shows that the erosion and sediment controls are ineffective,
mobilize work crews immediately to make repairs, install replacements, or install
additional controls as necessary.
• Underwater blasting is not allowed.
• Implement containment measures adequate to prevent pollutants or construction and
demolition materials, such as waste spoils, fuel or petroleum products, concrete cured
less than 24 hours, concrete cure water, silt, welding slag and grindings, concrete saw
cutting by-products and sandblasting abrasives, from entering waters of the state or U.S.
• End-dumping of riprap within the waters of the state or U.S. is not allowed. Place riprap
from above the bank line.
• Cease project operations under high flow conditions that may result in inundation of the
project area, except for efforts to avoid or minimize resource damage.
• The Project Manager retains the authority to temporarily halt or modify the Project in
case of excessive turbidity or damage to natural resources.
00290.34 Protection of Fish and Fish Habitat - Add the following paragraph:
Meet with an Agency Biologist, Resource Representative, and SWC Project Manager before
moving equipment on-site or beginning any work, to ensure that all parties understand the
locations of sensitive biological sites and the measures that are required to be taken to protect
them.
00290.34(a) Regulated Work Areas - Add the following to the end of this subsection:
The regulated work area is the area within the ordinary high water (OHW) elevation that is shown
on the plans.
• For this Project, the regulated work area is the area at or below 69.5 feet elevation at creek
station 14+17 and 74.8 feet elevation at creek station 15+37.
13
• Perform work within the regulated work area only during the in-water work period. The inwater work period is from July 1 to September 15.
Submit a schedule to complete all work within the regulated work area within the in-water work
period at least 10 days prior to the preconstruction conference.
00290.34(b) Prohibited Operations - Add the following bullets to the end of this subsection:
• Allow equipment to enter or work in or on the water.
Add the following subsection:
00290.34(c) Fish Protection Measures Required by Environmental Permits:
(1) General Equipment Requirements - Use heavy equipment as follows:
• Choice of equipment must have the least adverse effects on the environment (for
example: minimally sized, low ground pressure).
• Before operations begin and as often as necessary during operation, steam clean all
equipment that will be used below the regulated work area until all visible oil, grease,
mud, and other visible contaminants are removed. Complete all cleaning in approved
staging areas.
• Secure absorbent material around all stationary power equipment ( for example:
generators, cranes, drilling equipment) operated within 150 feet of wetlands, waters of
the State and U. S., drainage ditches, or water quality facilities to prevent leaks, unless
suitable containment is provided to prevent spills from entering waters of the state and
U.S.
• Do not cross directly through a stream for construction access, unless shown or
approved.
• Do not install fish ladders (for example: pool and weirs, vertical slots, fishways) or fish
trapping systems.
• The volume of material filled or discharged into waters of the state or U.S. plus the
volume excavated shall not exceed 212 cubic yards.
• Do not apply surface fertilizer within 50 feet of any stream channel.
(2) Work Area Isolation - Provide work isolation according to Section 00245.
(3) Water Intake Screening - Install, operate, and maintain fish screens on each water intake
used for project construction, including pumps used to isolate an in-water work area. When
drawing or pumping water from any stream, protect fish by equipping intakes with screens
having a minimum 27% open area and meeting the following requirements:
• Perforated plate openings shall be 3/32 inch or smaller.
• Mesh or woven wire screen openings shall be 3/32 inch or smaller in the narrowest
direction.
• Profile bar screen or wedge wire openings shall be 1/16 inch or smaller in the narrow
direction.
Choose size and position of screens to meet the following criteria:
14
Type
Ditch Screen
Approach
Velocity 1
(Ft./Sec.)
≤ 0.4
Sweeping
Velocity 2
(Ft./Sec.)
Divide max.
Shall exceed
water flow rate
approach
(cfs) by
velocity
0.4 fps
Screen with
proven selfcleaning system
≤ 0.4
–
Screen with no
cleaning system
other than manual
≤ 0.2
–
1
2
Wetted Area of
Screen
(Sq. Ft.)
Divide max.
water flow rate
(cfs) by
0.4 fps
Divide max.
water flow rate
(cfs) by
0.2 fps
Comments
If screen is
longer than 4
feet, angle
45° or less to
stream flow
–
Pump rate 1 cfs
or less
Velocity perpendicular to screen face at a distance of approximately 3 inches
Velocity parallel to screen
Provide ditch screens with a bypass system to transport fish safely and rapidly back to the
stream.
(4) Special Aquatic Habitats - The following exploration or construction activities are not
allowed in special aquatic habitats:
• Use of pesticides and herbicides.
• Use of short pieces of plastic ribbon to determine flow patterns.
• Temporary roads or drilling pads built on steep slopes, where grade, soil type, or other
features suggest a likelihood of excessive erosion or slope failure.
• Exploratory drilling in estuaries that cannot be conducted from a work barge, or an
existing bridge, dock, or wharf.
• Installation of a fish screen on any permanent water diversion or intake that is not
already screened.
• Projects that require in-water installation of hollow steel piling greater than 24 inches in
diameter, or use of H-pile larger than designation HP24.
• Drilling or sampling in an EPA-designated Superfund Site, a state-designated clean-up
area, or the likely impact zone of a significant contaminant source, as identified by
historical information or U. S. Army Corps of Engineer representative.
(5) Site Restoration - Restore damaged streambanks to a natural slope, pattern, and profile
suitable for establishment of permanent woody vegetation unless precluded by pre-project
conditions (for example: natural rock substrate):
• Replant all damaged streambanks outside of project limits before the first April 15
following construction.
• If use of large wood, native topsoil, or native channel material is required for the site
restoration according to the roadside development plans, stockpile all large wood, native
vegetation, weed-free topsoil, and native channel material displaced by construction.
Cut trees or large wood and trees into pieces of no less than 20 feet in length, or as
15
shown on the roadside development plans or as directed. Stockpiled native wood and
vegetation remain the property of the Agency.
• Stabilize all disturbed soils, including obliteration of temporary access roads, following
any break in work unless construction will resume in 4 Calendar Days.
(6) Surface Water Diversions - Surface water may be diverted to meet construction needs
other than work area isolation, consistent with Oregon law, only if water from sources that are
already developed, such as municipal supplies, small ponds, reservoirs, or tank trucks, is
unavailable or inadequate, and meeting the following conditions:
• When alternative surface sources are available, divert from the stream with the greatest
flow.
• Install, operate, and maintain a temporary fish screen.
• Do not exceed a pumping rate and volume of 10% of the available flow. For streams with
less than 5 cubic feet per second, do not exceed drafting of 18,000 gallons per day. Do
not use more than one pump for each site.
(7) Hydro-Acoustic - Hollow steel piling 24 inches in diameter or smaller and H-pile
designated as HP24 or smaller may be installed below the ordinary high water as follows:
• Minimize the number and diameter of pilings, as feasible.
• Repairs, upgrades, and replacement of existing pilings consistent with these conditions
are allowed. In addition, up to five single pilings or one dolphin consisting of three to five
pilings may be added to an existing facility.
• Whenever feasible, use vibratory hammer for piling installation. Otherwise, use the
smallest drop or hydraulic impact hammer necessary to complete the job, and set the
drop height to the minimum necessary to drive the piling.
• When using an impact hammer to drive or proof steel pile, one of the following sound
attenuation devices must be used to reduce sound pressure levels by 20 dB.
• Place a block of wood or other sound dampening material between the hammer and
the piling being driven.
• If water velocity is 1.7 miles per hour or less, surround the piling being driven by an
unconfined bubble curtain that will distribute small air bubbles around 100% of the
piling perimeter for the full depth of the water column. Contract the Project Manager
for guidance on how to deploy an effective, economical bubble curtain.
• If water velocity is greater than 1.7 miles per hour, surround the piling being driven by
a confined bubble curtain (for example: a bubble ring surrounded by a fabric or metal
sleeve) that will distribute air bubbles around 100% of the piling perimeter for the full
depth of the water column.
• Written approval of an alternative sound attenuation plan may be requested to the U.
S. Army Corps of Engineers through the Project Manager, provided the plan will
maintain sound pressure levels below 150dB rms (1 micro Pascal) for a minimum of
50% of the driver strikes, and peak sound pressure levels below 180 dB rms (1 micro
Pascal) for all strikes.
(8) Drilling, Boring, or Jacking - If drilling, boring, or jacking is used, the following conditions
apply:
• Design, build, and maintain facilities to collect and treat all construction and drilling
discharge water using the best available technology applicable to site conditions.
16
•
•
•
•
•
Provide treatment to remove debris, nutrients, sediment, petroleum hydrocarbons,
metals, and other pollutants likely to be present. An alternate to treatment is collection
and proper disposal offsite.
Isolate drilling operations from wetted stream to prevent drilling fluids from contacting
waters of the state and U.S.
Use casing to prevent loss of drilling fluid to the subsurface formation. Do not drill open
hole.
If it is necessary to drill through an over-water bridge deck, use containment measures to
prevent drilling debris from entering the stream channel.
If drilling fluid or waste is released to surface water, wetland or other sensitive
environment, cease all drilling pending written approval from appropriate regulatory
agencies through the Project Manager to resume drilling.
Recover all waste and spoils if precipitation is falling or imminent. Recover, recycle, or
dispose of all drilling fluids and waste to prevent entry into flowing water.
• Recycle drilling fluids using a tank instead of drill recovery/recycling pits, whenever
feasible.
• When drilling is completed, make attempts to remove the remaining drilling fluid from
the sleeve (for example: by pumping) to reduce turbidity when the sleeve is removed.
(9) Treated Wood - Do not use lumber, pilings, or other wood products that are treated or
preserved with pesticidal compounds below the ordinary high water (OHW) or as part of an inwater or over-water structure, except as described below:
• Store treated wood shipped to the Project out of contact with standing water and wet soil,
and protected from precipitation.
• Visually inspect each load and piece of treated wood. Reject for use in or above aquatic
environments if visible residues, bleeding of preservative, preservative-saturated
sawdust, contaminated soil, or other matter is present.
• Pilings treated with ammoniacal copper zinc arsenate, chromated copper arsenate, or
creosote may be installed below OHW provided that no more than 50 piles are used. No
other use for treated wood or preservative type is allowed below or over the OHW.
• Use pre-fabrication to the extent feasible. When field fabrication is necessary, all cutting
and drilling of treated wood, and field preservative treatment of wood exposed by cutting
and drilling, shall occur above the OHW. Use tarps, plastic tubs, or similar devices to
contain the bulk of any fabrication debris, and wipe off any excess field preservative.
• All treated wood structures, including pilings, shall have design features to avoid or
minimize impacts and abrasion by livestock, pedestrians, vehicles, vessels, and floats.
• Treated wood may be used to construct a bridge, over-water structure or an in-water
structure, provided that all surfaces exposed to leaching by precipitation, overtopping
waves, or submersion are coated with a water-proof seal or barrier are maintained.
Apply and contain coatings and paint-on field treatment to prevent contamination.
Surfaces that are not exposed to precipitation or wave attack, such as parts of a timber
bridge completely covered by the bridge deck, are exempt from this requirement.
• During demolition of treated wood, ensure that no treated wood debris falls into the
water. If treated wood debris does fall into the water, remove it immediately.
• Store removed treated wood debris in appropriate dry storage areas, at least 150 feet
away from the regulated work area.
(10) Piling Removal - If a temporary or permanent piling will be removed, the following
conditions apply:
17
• Dislodge the piling with a vibratory hammer, whenever feasible.
• Once loose, place the piling onto the construction barge or other appropriate dry storage
site.
• Ensure remaining treated wood piling is broken, cut, or pushed at least 3 feet below the
sediment surface and covered with a cap of clean, native substrates that match
surrounding streambed materials.
• Fill holes left by each piling with clean, native sediments whenever feasible.
(11) Ditch and Culvert Cleaning - Complete ditch cleaning, culvert and trash rack cleaning
by working from the top of bank, unless work area isolation would result in less habitat
disturbance.
• Do not work more than 20 feet upstream or downstream the culvert or trash rack.
• Remove only the minimum amount of wood, sediment, or other natural debris necessary
to maintain the facility’s function, without disturbing spawning gravel or changing the
configuration of the original ditch, unless the new configuration is part of the project
design.
• Place all large wood, cobbles, and gravels recovered from during culvert and trash rack
cleaning downstream from the structure.
• Complete drift removal in the following priority, as directed:
• Pull and release whole logs or trees downstream.
• Pull whole logs and trees and place in the riparian area, as directed.
• Remove whole logs or trees only if roadside development plans have been developed
for replacement in-kind.
• Pull, cut only as necessary, and release logs and trees downstream.
(12) Floating Structures - The following types of over-water or in-water structures are not
allowed:
•
•
•
•
•
•
•
•
•
•
boat house
boat ramp made of asphalt
buoy or float in an active anchorage or fleeting area
covered moorage
floating storage unit
houseboat
marine
pier
non-water related facilities (including staging areas) inside riparian management areas
any other over-water structure more than 6-feet wide unless otherwise approved in
writing by appropriate regulatory agencies through the Project Manager
The following conditions apply to floatation structures:
• Concrete boat ramps that consist of pre-cast concrete slabs below the ordinary high
water elevation, and higher elevation portions that are completed in the dry so that no
wet concrete that has cured less than 24 hours is allowed to contact any wetland or
waters of the state and U.S.
18
• Rock may be used to construct a boat ramp footing, or other protection necessary to
prevent scouring, down-cutting, or failure of the boat ramp, provided that the rock does
not extend further than 4 feet from the edge of the ramp in any direction.
• Any replacement roof, wall, or garage door for covered moorages and boat houses must
be made of translucent materials or skylights. In addition, each side, except the door, of
the boat house shall have windows at least 4 feet wide installed the length of the boat
house, subject to breaks only for structural support.
• An existing marina may be modified within the existing footprint of the moorage, or in the
water more than 50 feet from the shoreline and more than 20 feet deep, except that
structures may not be placed in areas that support aquatic vegetation or areas where
boat operations may damage aquatic vegetation.
• Fit all pilings, mooring buoys, and navigational aides with devices to prevent perching by
piscivorous birds.
• Permanently encapsulate all synthetic flotation material to prevent breakup into small
pieces and dispersal in water.
• Install small temporary floats less than 7 Calendar Days before a scheduled event,
remove them five days after a scheduled event is concluded, and do not leave them in
place longer than 21 Calendar Days.
• Install mooring buoys and temporary floats (for example: shellfish traps) more than
300 feet from native submerged aquatic vegetation, more than 50 feet from the
shoreline, and in water deeper than 20 feet deep at all times, or as necessary to ensure
that gear does not ground out unnecessarily, and boats do not prop wash the bottom.
Add the following subsection:
00290.36(c) Avoid Nesting - Comply with Migratory Bird Treaty Act (16 U.S.C. 703-712).
Submit a migratory bird protection plan for review and approval at least 10 Calendar Days before
the pre-construction conference. Include the following:
• Describe measures to avoid disturbance to migratory bird nesting habitat (vegetation,
structures) from March 1 to September 1 of each year.
• Do not begin work until the migratory bird protection plan is approved.
• In the event the nesting birds or bats are encountered during construction, the Engineer
may suspend the work according to 00180.70
SECTION 00305 - CONSTRUCTION SURVEY WORK
Section 00305, which is not a Standard Specification, is included for this Project by Special
Provision.
Description
00305.00 Scope - Provide construction survey work according to the current edition on the date
of Advertisement, of the ODOT "Construction Surveying Manual for Contractors". This manual is
available on the web at:
http://www.oregon.gov/ODOT/HWY/GEOMETRONICS/documents.shtml
Measurement
19
00305.80 Measurement - No measurement of quantities will be made for construction survey
work.
Payment
00305.90 Payment - The accepted quantities of construction survey work will be paid for at the
Contract lump sum amount for the item "Construction Survey Work".
Payment will be payment in full for furnishing all material, equipment, labor, and incidentals
necessary to complete the work as specified.
No separate or additional payment will be made for all temporary protection and direction of traffic
measures including flaggers and signing necessary for the performance of the construction survey
work.
No separate or additional payment will be made for preparing surveying documents including but
not limited to office time, preparing and checking survey notes, and all other related preparation
work.
Progress payments will not be in excess of the reasonable value of the surveying work estimated
by the Engineer.
Costs incurred caused by survey errors will be at the Contractor's expense. These costs include
price adjustments for failure to meet requirements of the "Construction Surveying Manual for
Contractors", repair or removal and replacement of deficient product, and over-run of material.
SECTION 00310 - REMOVAL OF STRUCTURES AND OBSTRUCTIONS
Comply with Section 00310 of the Standard Specifications modified as follows:
00310.41(a) General - Replace this subsection, except for the subsection number and title, with
the following:
Where an abutting structure or part of a structure is to be left in place, make clean, smooth,
vertical cuts with a saw or other approved cutting device. Avoid operations that may damage any
portion of the remaining structure.
SECTION 00320 - CLEARING AND GRUBBING
Comply with Section 00320 of the Standard Specifications modified as follows:
00320.40(b) Preserving and Trimming Vegetation - Add the following to the end of this
subsection:
20
(4) Trees To Be Saved - The Engineer will identify and mark trees to be saved. Provide and
place orange plastic mesh fencing, from the QPL, around critical root zones of marked trees or
tree groups as directed. Do not begin construction activity or move equipment into existing
tree areas until the plastic mesh fencing is in place.
Do not work within the critical root zone of marked trees unless written approval is obtained
from the Engineer. Be responsible for all damage to or for removal of marked trees. Tree
damage will be determined by a certified arborist selected by the Engineer.
00320.42 Ownership and Disposal of Matter - Replace this subsection with the following
subsection:
00320.42 Disposal of Matter - Dispose of all matter and debris according to 00290.20.
00320.90 Payment - Add the following after the first paragraph of this subsection:
No separate or additional payment will be made for plastic mesh fencing.
SECTION 00330 - EARTHWORK
Comply with Section 00330 of the Standard Specifications modified as follows:
00330.03 Basis of Performance - Add the following paragraph to the end of this subsection:
Perform all earthwork under this Section on the excavation basis.
00330.20 Tamping Foot Rollers - In the paragraph, replace "115 tons" with "15 tons".
00330.41(a-5) Waste Materials - Replace this subsection, except for the subsection number and
title, with the following:
Unless otherwise specifically allowed and subject to the requirements of 00280.03, dispose of
materials, classed as waste materials in 00330.41(a-3) and 00330.41(a-4), outside and beyond
the limits of the Project and Agency controlled property according to 00290.20. Do not dispose of
materials on wetlands, either public or private, or within 300 feet of rivers or streams.
00330.71 Daily Progress Reports - Delete this subsection.
00330.92 Kinds of Incidental Earthwork - Delete the bullet that reads "If shown on the plans.".
Add the following bullet:
• Saw cutting of pavement
SECTION 00390 - RIPRAP PROTECTION
Comply with Section 00390 of the Standard Specifications modified as follows:
21
00390.11(b) Test Requirements - Under the "Material Test" column next to "Degradation"
replace (ODOT TM 208A) with (ODOT TM 208). Under the "Requirement" column next to
"Sediment Height" replace 8" with 8.0".
00390.44(b) Loose Riprap - Replace the bullet that begins "According to 00350.43…" with the
following bullet:
• According to 00350.41(d), if riprap is placed on geotextile.
SECTION 00443 - RAPID SETTING CONTROLLED LOW STRENGTH MATERIALS
Section 00443, which is not a Standard Specification, is included in this Project by Special
Provision.
Description
00443.00 Scope - This work consists of furnishing and placing rapid setting controlled
low-strength materials (RSCLSM) in lieu of placing a backing plate and compacting granular
structural backfill under the end bent caps.
00443.01 Definition - RSCLSM is flowable mixture of sand, cementitious materials, water, and
additives.
Materials
00443.10 Materials - Furnish materials meeting the following:
Admixtures ..............................................................
Modifiers .................................................................
Portland Cement .....................................................
Water ......................................................................
02040
02030
02010
02020
00443.11 Fine Aggregates - Furnish fine aggregates that are commercial quality concrete sand.
00443.12 RSCLSM Mixture - Provide a RSCLSM mixture that achieves at least 500 psi,
measured by concrete pocket penetrometer, within 5 hours of placement and at least 50 psi within
1 hour of placement. Placement of granular structural backfill may commence when RSCLSM can
be walked on without indenting more than 1-inch.
00443.13 Submittals - Furnish the following to the Engineer, before using RSCLSM:
• Mix design showing all proportions and additives.
• Time and unconfined compressive strength data using concrete pocket penetrometer from a
trial batch or from a previous installation that used a RSCLSM mixture of similar
proportioning.
00443.14 Acceptance - Acceptance will be based on the Engineer's review of the mix design
and checked by visual observation and concrete pocket penetrometer after placement.
22
Measurement
00443.80 Measurement - No measurement of quantities will be made for RSCLSM.
Payment
00443.90 Payment - No separate or additional payment will be made for RSCLSM. Payment will
be included in payment made for the appropriate items under which this work is required.
SECTION 00510 - STRUCTURE EXCAVATION AND BACKFILL
Comply with Section 00510 of the Standard Specifications modified as follows:
00510.80(b-1) Structure Excavation (Lump Sum) - Add the following to the end of this
subsection:
The estimated quantity of structure excavation is:
Location
End Bent 1
End Bent 2
Structure Excavation
(Cubic Yard)
32
32
00510.80(c-1) Structure Excavation Below Elevations Shown (Lump Sum) - In the first bullet,
replace "00190.10(f)" with "00190.10(h)".
00510.80(d) Granular Wall/Structure Backfill - Replace this subsection, except for the
subsection number and title, with the following:
No measurement of quantities will be made for granular wall backfill or granular structure backfill.
The estimated quantity of granular wall backfill or granular structure backfill is:
Location
End Bent 1
End Bent 2
Granular Structure Backfill
(Cubic Yard)
20
20
00510.90(c-1) Structure Excavation Below Elevations Shown (Lump Sum) - In the sentence
that begins "For excavation 0 to 3 feet…", replace "00190.10(f)" with "00190.10(h)".
00510.90(d) Granular Wall/Structure Backfill - Replace this subsection, except for the
subsection number and title, with the following:
Granular structure backfill will be paid for at the Contract lump sum amount for the items
"Granular Wall Backfill" or "Granular Structure Backfill", as applicable.
23
Rapid set controlled low strength material in accordance with 00443 may be substituted for
Granular Structure Backfill and placement of the ⅜” x 24” steel plate in the area beneath precast
concrete end bent caps and wingwalls.
24
SHORING DESIGN CHECKLIST
Instructions - This shoring design checklist was developed to facilitate the design, review, and
erection of shoring to be used for ODOT bridge construction projects. This checklist is intended to
act as a reminder to design or check for specific important aspects of this construction. It is not a
substitute for plan and/or design criteria or specification requirements.
The Checklist is to be completed and signed by the shoring design engineer. Answer every
question. Attach to the Checklist an explanation of any negative responses.
Submit the Checklist according to 00510.04.
A.
NO
N/A
Are the shoring plans prepared, stamped, and signed by an
engineer registered to practice in Oregon?
____
____
____
Have three copies (five copies if railroad approval is
required) of the complete design calculations accompanied
the shoring drawings submittal?
____
____
____
Are shoring plans in compliance with the requirements of
the construction plans general notes and the AREMA
Manual for Railway Engineering Chapter 8 if supporting
railway track?
____
____
____
Are shoring plans in compliance with contract plan
structural details?
____
____
____
Are shoring plans in compliance with the requirements of
the Oregon Standard Specifications for Construction,
subsection 00150.35?
____
____
____
Are all existing, adjusted or new utilities in proximity with
the proposed shoring shown on the shoring plans and is
protection of these utilities addressed?
____
____
____
Are clearance requirements satisfied and shown on the
shoring plans?
____
____
____
Are the magnitude and location of all loads, equipment and
personnel that will be supported by the shoring shown or
noted on the shoring plans?
____
____
____
Are design loads and material properties used to determine
design stresses shown for each different shoring member
shown on the shoring plans?
____
____
____
Does the shoring design assume water saturated soil
____
____
____
Contract Plans, Specifications, Permits, etc.
1.
2.
3.
4.
5.
6.
7.
B.
YES
Loads
1.
2.
3.
25
pressure acts on the full height of the shoring?
4.
C.
2.
2.
____
Have the design loads used for shoring design of all
members been noted in the design calculations?
____
____
____
Are the allowable stress and the calculated stress listed in
the summary for each different shoring member?
____
____
____
Are timber grades consistent with material to be delivered
to the construction site and noted on shoring drawings and
in accompanying calculations for all timber shoring
material?
____
____
____
If "rough" lumber is specified for shoring by the shoring
designer are the actual lumber dimensions used in
calculations shown?
____
____
____
Are steel structural shapes and plates identified by ASTM
number on the shoring plans and in the calculations?
____
____
____
Have steel beams been checked for bending, shear, web
crippling and buckling of the compression flange?
____
____
____
Has general buckling been evaluated for all compression
members?
____
____
____
Has bracing been provided at all points of assumed support
for compression members?
____
____
____
Is bracing strength and stiffness sufficient for the intended
purpose?
____
____
____
Have all connections been designed and detailed?
____
____
____
Steel Construction
1.
2.
F.
____
Timber Construction
1.
E.
____
Allowable Stresses
1.
D.
Has percolation into the excavation been addressed?
Compression Members, Bracing, Members and Connections
1.
2.
3.
4.
_________________________
Designer's Signature
_______________
Date
26
SECTION 00520 - DRIVEN PILES
Comply with Section 00520 of the Standard Specifications modified as follows:
00520.11 Engineer's Estimated Length List - Add the following to the end of this subsection:
The Engineer's estimated lengths of steel piling are:
Location
No.
Length (Feet)
End Bent 1
End Bent 2
3
3
20
20
Kind
HP 14x89
HP 14x89
00520.20(d)(2) Standard Evaluation Method – Replace Table 00520-1 Pile Hammer
Requirements with the following:
Nominal Pile Bearing Resistance (Kips) 180
Minimum Field Energy (foot-pounds)
30,000
In using the FHWA Gates Equation, a minimum Factor of Safety of 2 for the Rn value shall be
obtained if practical refusal cannot be reached.
00520.43(d) Reinforced Pile Tips - Add the following sentence to the end of this subsection:
For steel pipe piling, provide (inside) (outside) fit, open end cutting shoes meeting the
requirements of 02520.10(e).
00520.44(c) Strength Before Driving - Replace "00550.12(d)" with "00550.12(c)".
Add the following subsection:
00520.50 Pile Driving Inspection and Records:
Contractor shall provide record of pile driving for each pile on the Pile Driving Record form
included in this section. In addition the final tip elevation and bearing value shall be included in
red-lined record plans for submittal to the Engineer and Railway.
00520.80(b) (1) Steel Piles - Replace this subsection, except for the subsection number and
title, with the following:
Steel piles will be the length of each pile in place, prior to abutment excavation, from pile tip to
initial cut-off at or below bottom of rail. Final cut-off elevation to be at bottom of end bent cap.
00520.90 Payment - Replace this subsection, except for the subsection number and title, with the
following:
The accepted quantities of work performed under this Section will be paid for at the Contract unit
price, per unit of measurement, for the following items:
27
Pay Item
Unit of Measurement
HP14x89 Piling, Furnished/Driven ……………………….. Foot
Reinforced Pile Tips ……………………………………… Each
Partial payments will be made as follows:
• When driving piles is complete and equipment has been removed from site.........75%
• When welds to pile cap have been approved………………………………………….25%
Payment will be payment in full for furnishing and placing all materials including reinforced pile
driving tips, and for furnishing all equipment, labor, and incidentals necessary to complete the
work as specified.
No separate or additional payment will be made for furnishing or maintaining pile driving
equipment.
No separate or additional payment will be made for furnishing, driving, cutting, or welding of piles
or welding of pile driving tips to the piles.
No separate or additional payment will be made for welding inspection performed according to
00520.43(g-2).
28
PILE DRIVING RECORD
PROJECT ________________________________________________
DATE __________________________________________
PILE NO. ________________________________________________
LOCATION _____________________________________
CONTRACTOR ___________________________________________
FOREMAN _______________________________________________
GROUND ELEVATION ___________________________
OBSERVER ______________________________________________
PILE TIP ELEVATION ____________________________
CUTOFF ELEVATION ____________________________
HAMMER TYPE/SIZE _____________________________________
PILE TYPE/SIZE _________________________________
CAP/HELMET/CUSION ____________________________________
LENGTH _______________________________________
RAM WEIGHT ____________________________________________
BATTER ________________________________________
THROTTLE SETTING _____________________________________
Depth
ft
0-1
1-2
2-3
3-4
4-5
5-6
6-7
7-8
8-9
9-10
10-11
11-12
12-13
13-14
14-15
15-16
16-17
17-18
18-19
19-20
20-21
21-22
22-23
23-24
24-25
Blows
foot
Stroke
Depth
ft
25-26
26-27
27-28
28-29
29-30
30-31
31-32
32-33
33-34
34-35
35-36
36-37
37-38
38-39
39-40
40-41
41-42
42-43
43-44
44-45
45-46
46-47
47-48
48-49
49-50
Blows
foot
Stroke
Depth
ft
50-51
51-52
52-53
53-54
54-55
55-56
56-57
57-58
58-59
59-60
60-61
61-62
62-63
63-64
64-65
65-66
66-67
67-68
68-69
69-70
70-71
71-72
72-73
73-74
74-75
Blows
foot
Stroke
Depth
ft
75-76
76-77
77-78
78-79
79-80
80-81
81-82
82-83
83-84
84-85
85-86
86-87
87-88
88-89
89-90
90-91
91-92
92-93
93-94
94-95
95-96
96-97
97-98
98-99
99-100
Blows
foot
Stroke
REMARKS: ______________________________________________________________________________________________________
_________________________________________________________________________________________________________________
_________________________________________________________________________________________________________________
_________________________________________________________________________________________________________________
_________________________________________________________________________________________________________________
_________________________________________________________________________________________________________________
_________________________________________________________________________________________________________________
_________________________________________________________________________________________________________________
TIME OF START ____________________________________
TIME OF STOP _________________________________
29
SECTION 00550 - PRECAST PRESTRESSED CONCRETE MEMBERS
Comply with Section 00550 of the Standard Specifications modified as follows:
00550.00 Scope – Add the following to this subsection:
This work also consists of the manufacture, storage, transportation and installation of precast
concrete wingwalls and end bent caps.
00550.11 Materials - Replace the Concrete Coating line with the following:
Concrete Coating .................................................... 02210
In the list of materials, add the following line:
PCC Repair Material ................................................ 02015
00550.47 Surface Finish - In the paragraph that begins "Provide a roadway finish…", replace
the sentence that begins " Provide a roadway finish …" with the following two sentences:
Provide a roadway finish on the tops of members that do not have an asphalt concrete wearing
surface. Provide a light broom finish on the tops of members that have an asphalt concrete
wearing surface.
00550.47(a) General Surface Finish - In the paragraph that begins “Remove all metal form…”,
replace the sentence that begins “Repair air pockets…” with the following sentence:
Repair air pockets over 1/2 inch in depth, all form tie removals, rock pockets and unsound
concrete, and fill resulting holes or depressions with concrete or PCC repair material.
00550.47(b) Class 1 Surface Finish (Ground and Coated) - In the bullet that begins
"Thoroughly saturate the surface…", replace "02210.30(c)" with "02210.30".
00550.50 Tie Rods - In the third bullet, replace the sentence that begins "Install compressible
washer…" with the following sentence:
Install compressible washer type direct tension indicators under the turned nuts and tighten the
nuts as recommended by the manufacturer until the gaps in the indicators are nil or as shown.
00550.80 Measurement – Replace this subsection, except for the subsection number and title,
with the following:
The quantities of precast wingwalls and precast end bent caps will be measured on the unit basis
of each member installed. The quantities of precast prestressed beams will be measured on the
length basis, and will be the sum of the horizontal lengths shown for each type and size of
member. Field measurement of each member length will not be made. The quantities will be
30
determined by calculating the theoretical horizontal length shown, added together for a total for
each type and size, then rounded to the nearest foot.
The estimated quantity of miscellaneous steel is 445 pounds.
00550.90 Payment - Replace this subsection, except for the subsection number and title, with the
following:
The accepted quantities of work performed under this Section will be paid for at the Contract unit
price, per unit of measurement, for the following items:
Pay Item
Unit of Measurement
Precast Concrete Wingwall CPW2………………………….Each
Precast Concrete End Cap CPC4…………………………..Each
30" x 7'-0" Double Box Beam…….………………………….Foot
Payment will be payment in full for furnishing and placing all materials, and for furnishing all
equipment, labor, and incidentals necessary to complete the work as specified.
No separate or additional payment will be made for embedded steel plates and appurtenances,
deck plates, beam stops, attachments, inserts, or hardware.
SECTION 00582 - BRIDGE BEARINGS
Comply with Section 00582 of the Standard Specifications modified as follows:
00582.00 Scope - Replace this subsection, except for the subsection number and title, with the
following:
This work consists of furnishing and installing elastomeric bridge bearings for bridges as shown,
specified, or directed.
Add the following subsection:
00582.03 Design - Design and fabricate elastomeric bridge bearings according to the latest
edition of the AREMA Manual for Railway Engineering, Chapter 15, Part 5 Bearing Design and
Construction.
00582.10 Materials - Replace this subsection, except for the subsection number and title, with
the following:
Furnish elastomeric bridge bearings from the QPL in the thickness, sizes and hardness shown on
the plans and meeting the requirements of Section 02571.
SECTION 00910 - WOOD SIGN POSTS
Comply with Section 00910 of the Standard Specifications modified as follows:
31
00910.10 Materials - Replace the sentence that begins "Furnish wood posts…" with the following
sentence:
Furnish Douglas fir wood posts meeting the following requirements:
00910.80 Measurement - In the paragraph that begins “The quantities of wood…”, replace the
first sentence with the following sentence:
The quantities of wood sign posts will be measured on the volume basis in units of foot board
measure (FBM).
SECTION 00940 - SIGNS
Comply with Section 00940 of the Standard Specifications modified as follows:
00940.03 Drawings - Replace the sentence that begins “The ODOT sign policy…” with the
following sentence:
The ODOT sign policy is available on the ODOT Traffic-Roadway Section web site.
00940.46 Inspection - Replace the sentences that begin "Inspection will…" and "Testing for…"
with the following sentence:
Inspection will be for conformance to the plans and Specifications, and for conformance to
nighttime visibility.
SECTION 01050 - FENCES
Comply with Section 01050 of the Standard Specifications.
SECTION 01091 - WATERWAY ENHANCEMENTS
Section 01091, which is not a Standard Specification, is included in this Project by Special
Provision.
Description
01091.00 Scope - This work consists of constructing waterway enhancements such as rocks,
streambed material, and other types of waterway items as shown or directed.
Based on the existing conditions of this project, the following recommendations should be
considered for this project:
32
•
•
•
Temporary roadways or entry ways created as a means of access to the stream channel
shall leave minimal damage to the existing stream banks. Haul road shall not be cut in the
stream channel slopes.
Provide for specialized excavation equipment that will minimize impacts to the stream
banks.
Methods that will further minimize impacts to the stream such as craning, daisy chaining
with additional excavators, or similar processes shall be used to transport material into the
channel. Pushing materials down the stream banks with machinery will not be allowed.
Material delivery methods and excavation methods for the stream channel shall be pre-approved
by the Engineer before construction begins.
Materials
1091.10 Material - Provide materials meeting the following requirements:
(a)
Waterway Enhancement Rocks –Rounded rock consisting of clean, hard, durable
material meeting the gradation requirements of Class 200 Riprap Section 00390.11(c).
Furnish rock satisfying the testing requirements of Section 00390.11(b). Waterway
Enhancement Rock will be accepted pending visual inspection from the Engineer.
(b)
Waterway Enhancement Filter Blanket – Gravel material meeting the requirement of
Section 00390.13 for Class 200 Riprap
(c)
Waterway Enhancement Streambed Material – Streambed material will consist of a
mixture of large and small cobbles, gravel, and fine material. Streambed material shall
consist of the following gradation:
Percent Passing
by weight
100
85-100
50-85
15-50
Diameter
(inches or sieve size)
10 inches
4 inches
1.5 inches
0.5 inches
10-15
No. 20
Waterway streambed enhancement material shall consist of round clean, hard, durable
material that is well graded from the maximum size to the minimum size. Waterway
Enhancement Streambed Material will be accepted pending visual inspection from the
Engineer.
Waterway streambed enhancement material can be the native material excavated from
the streambed during construction. If the Contractor prefers to reuse excavated
streambed material, care must be taken to keep this material separated from other general
excavation during excavation, removal, storage, and placement. Water Enhancement
Streambed Materials obtained from excavation may be used upon visual inspection from
the Engineer. Material obtained from the project excavation shall be used on the top lift.
33
(d)
Waterway Enhancement Sand - Sand material shall consist of clean material satisfying
Section 00360.10 – Sand Drainage Blanket.
Construction
01091.40 General: Unless otherwise directed, place the riprap protection as the embankment
is constructed. Its placement shall lag behind embankment construction only as
necessary to allow proper embankment construction and prevent mixture of embankment
and riprap material.
(a)
Waterway Enhancement Rocks – Place rocks on the prepared area as shown in the
project plans for construction of sediment retention sills and along disturbed stream bank
areas:
•
•
•
•
•
•
With a clam-shell, orange-peel bucket, skip or similar approved device which will contain
the riprap material to its final destination. Do not open the bucket until it has been lowered
to the slope on which the material is being placed.
To its full course thickness in one operation.
By methods that do not cause segregation of riprap or displace the underlying material.
To produce a compact riprap protection in which all sizes of material are placed in their
proper proportion.
With some hand placing, or rearranging of individual stones by mechanical equipment, or
some other approved means to provide a smooth finished surface.
Without causing any damage to the railroad bridge structure.
(b)
Waterway Enhancement Filter Blanket – Place filter blanket on the prepared area to the
full specified thickness in one operation, using methods which will not cause segregation.
The surface of the finished layer shall be reasonably even.
(c)
Waterway Enhancement Streambed Material – Mix cobbles, gravel and fine mixture onsite to assure well graded mixture. Place mixture in a series of lifts with no lift exceeding a
depth of 1.5 feet. Each lift shall be compacted well through the use of the excavator and
bucket. The final lift shall incorporate, to the maximum extent possible, materials obtained
from the excavation of the streambed.
(d)
Waterway Enhancement Sand - Place 2 inches of clean sand over waterway streambed
enhancement material and hydrowash with high pressure water to force the fines to fill the
void spaces and further compact the streambed material. Apply water until it pools briefly.
Avoid overwatering and causing turbidity downstream or subsurface flow. Only imported
water is to be used.
Maintenance
01091.60 General - Maintain the riprap protection until accepted.
displaced by any cause at no additional cost to the Agency.
Replace any material
Measurement
34
01091.80
Section.
General - No measurement of quantities will be made for work performed under this
The estimated quantities of Waterway Enhancements are:
Waterway Enhancement Rock
Waterway Enhancement Filter Blanket
Waterway Enhancement Streambed Materials
Waterway Enhancement Sand
200 Cubic Yard
300 Square Yard
86 Cubic Yard
12 Cubic Yard
Payment
01091.90 General - Payment for waterway enhancement work will be paid for at the Contract
lump sum amount for the item “Waterway Enhancements”.
Payment will be payment in full for furnishing and placing all materials and for furnishing all
equipment, labor, and incidentals necessary to complete the work as specified.
SECTION 02001 - CONCRETE
Comply with Section 02001 of the Standard Specifications modified as follows:
02001.02 Abbreviations and Definitions - Replace the "Modifiers" line with the following:
Modifiers - Pozzolans, ground granulated blast furnace slag, and latex.
Replace the "Pozzolans" line with the following:
Pozzolans - Fly ash, silica fume, and metakaolin.
02001.20 Concrete Properties, Tolerances, and Limits – replace paragraphs (a), (b) and (c)
with the following:
Precast Concrete, using a ¾” aggregate, shall have minimum compressive strength, f’c, of 4000
psi at 28 days and a maximum water/cement ratio of 0.45. The minimum cement content shall be
611 pounds per cubic yard. Air entrainment for precast concrete using ¾” aggregate, as
measured prior to placement, shall be plus or minus 1 percent of 6%. Slump as measured prior to
placement without the use of water reducing admixtures shall be plus or minus 1-inch from 3inches.
Precast, Prestressed concrete, using a ¾” aggregate, shall have a minimum compressive
strength, f’c, of 5000 psi at release and 7000 psi at 28 days with a maximum water/cement ratio of
0.40. The minimum cement content shall be 658 lbs. per cubic yard. Air entrainment for precast,
prestressed concrete using ¾” aggregate, as measured prior to placement, shall be plus or minus
1 percent of 6%. Fabricator may use a high range water reducing admixture to increase the
slump greater than 3-inches but must be less than 9-inches.
Curb concrete placed on precast, prestressed concrete members shall meet the requirements of
Precast Concrete.
35
Segregation of aggregates is not allowed with the use of water reducing admixtures or high range
water reducing admixtures.
02001.30 Concrete Mix Design - In the paragraph that begins “Submit new or current…”,
replace the sentence that begins “Allow 14 calendar days…” with the following sentence:
Allow 21 calendar days for the review.
Replace the paragraph that begins "High performance concrete..." with the following paragraph
and bullets:
High performance concrete (HPC) mix designs shall contain any of the following:
• Cementitious material with 81% portland cement, 15% fly ash, and 4% silica fume.
• Cementitious material with modifiers proportioned according to 02001.31(c) and with trial
batches performed to demonstrate that the proposed alternate mix design provides a
maximum of 1,000 coulombs at 90 days when tested according to AASTHO T 277.
• Cementitious material with modifiers and with trial batches performed to demonstrate that
the proposed alternate mix design provides a maximum of 1,000 coulombs at 90 days when
tested according to AASTHO T 277.
02001.31(b) Pozzolans - Replace this subsection, except for the subsection number and title,
with the following:
Pozzolans or GGBFS may be used separately or in combinations up to 15% of the total
cementitious materials content.
02001.31(c) Modifiers - Replace this subsection, except for the subsection number and title, with
the following:
Modifiers may be used separately or in combinations as approved by the Engineer. Alternate
HPC proportions may be:
Fly Ash
12% - 18%
GGBFS
20% - 35%
Silica Fume 3% - 5%
For alternate HPC mix designs do not replace more than 15% of total cementitious material with
modifiers.
When silica fume is added to truck mixed concrete, mix the batch a minimum of 100 revolutions at
the mixing speed specified by the manufacturer before leaving the batch plant.
02001.31(f) Aggregate - Replace the paragraph that begins "If the nominal... and the three
bullets with the following paragraph and bullets:
If the nominal maximum size of the coarse aggregate is not included as a part of the class of
concrete, or shown on the plans, any size from 1 1/2 inch to 3/8 inch nominal maximum size
aggregate may be used according to the ACI guidelines except:
36
• Use 3/4 inch nominal maximum size or larger aggregates in bridge deck, precast and
precast-prestressed concrete.
• Use 1 1/2 inch nominal maximum size aggregates in paving concrete unless otherwise
indicated.
• Use 3/8 inch nominal maximum size aggregates in drilled shafts unless otherwise indicated.
02001.32(b) Plastic Concrete - Add the following to the bottom of the test and test method list:
Length Change
Permeability
ASTM C 157
AASHTO T 277
Add the following subsections:
02001.32(d) Length Change Tests - For all HPC mix designs, make at least three specimens
from the trial batch for length change testing. Test samples according to ASTM C 157. Wet cure
the samples until they have reached an age of 14 days, including the period in the molds. Store
and measure samples according to ASTM C 157, section 11.1.2. Report length change results at
4, 7, 14, 28, and 56 day time intervals.
02001.32(e) Permeability Tests - For alternate HPC mix designs, make at least three
specimens for permeability testing. Prepare, cure, dry and test according to AASHTO T 277.
Report permeability in coulombs at 90 days.
Permeability tests are not required when HPC mix designs contain cementitious material with
66% portland cement, 30% fly ash, and 4% silica fume.
02001.34 Current Mix Designs - Add the following paragraphs to the end of this subsection:
For HPC mix designs, test according to the following and submit results:
Test
Length Change
Permeability
Test Method
ASTM C 157
AASHTO T 277
Acceptance Value
−
1,000 coulombs (max.) at 90 days
Add the following subsections:
02001.34(a) Length Change Tests - For all HPC mix designs make at least three specimens for
length change testing. Test samples according to ASTM C 157. Wet cure the samples until they
have reached an age of 14 days, including the period in the molds. Store and measure samples
according to ASTM C 157, section 11.1.2. Report length change results at 4, 7, 14, 28, and
56 day time intervals.
02001.34(b) Permeability Tests - For alternate HPC mix designs make at least three specimens
for permeability testing. Prepare, cure, dry and test according to AASHTO T 277. Report
permeability in coulombs at 90 days.
Permeability tests are not required when HPC mix designs contain cementitious material with
66% portland cement, 30% fly ash, and 4% silica fume.
37
SECTION 02010 - PORTLAND CEMENT
Comply with Section 02010 of the Standard Specifications modified as follows:
02010.10(b) Specifications - Replace the bullet that begins "Cement used west…” with the
following bullet:
• Cement shall have a total alkali content (sodium and potassium oxide calculated as Na2O +
0.658 K2O) not exceeding 0.60%.
02010.20 Blended Hydraulic Cement - Replace the paragraph that begins “Blended hydraulic
cement…” with the following paragraph:
Blended hydraulic cement shall be either Type IS-Portland blast-furnace slag cement,
Type IP-Portland-pozzolan cement, or Type IT-ternary blended cement according to
AASHTO M 240, modified as follows:
Add the following paragraph to the end of this subsection:
Furnish blended hydraulic cement from the QPL.
SECTION 02015 - PCC REPAIR
Section 02015, which is not a Standard Specification, is included in this Project by Special
Provision.
Description
02015.00 Scope - This Section includes the requirements for PCC Repair materials.
Materials
02015.10 Materials - All PCC repair materials are acceptable for structural applications when
used according to the manufacturer’s recommendations.
02015.20 PCC Repair - Furnish PCC repair material from the QPL.
02015.30 PCC Repair, Polymer Modified - Furnish polymer modified PCC repair material from
the QPL.
02015.40 PCC Repair, High Performance - Furnish High Performance PCC repair material from
the QPL.
SECTION 02020 - WATER
38
Comply with Section 02020 of the Standard Specifications modified as follows:
02020.10 Water - Replace this subsection, except for the subsection number and title, with the
following:
(a) General - Water used in mixing or curing concrete, mortar, grout, and in mixing
cement-treated base shall be reasonably clean, and free of oil, sugar, organic matter, or other
substances injurious to the finished product.
(b) Potable - Potable water may be used without testing if the Contractor provides a quality
compliance certificate verifying that the water has met the limits and ranges of ASTM C 1602,
according to tests made within the last two years.
Water approved for public use by the Oregon Health Division may be accepted for use without
testing.
(c) Non-Potable, Unknown Quality, or Suspected Quality - Non-potable, Unknown Quality, or
Suspected Quality water shall be tested at no additional cost to the Agency. Test according to
ASTM C 114 and ASTM C 1603. Water from concrete production operations is considered
Unknown Quality. Results of testing shall comply with the limits and ranges of ASTM C 1602 and
shall be available for review upon request.
SECTION 02030 - MODIFIERS
Comply with Section 02030 of the Standard Specifications modified as follows:
02030.10 Fly Ash - Replace this subsection with the following subsection:
02030.10 Fly Ash - Furnish Class C, Class F, or Class N fly ash from the QPL and conforming to
AASHTO M 295 (ASTM C 618).
02030.20(a) Types - Replace the sentence that begins “The silica fume portion…” with the
following two sentences:
The silica fume portion shall conform to AASHTO M 307. Total alkalis, as equivalent Sodium
Oxide (Na2O), shall be 1.5 percent maximum.
Add the following subsection:
02030.50 Metakaolin - Provide metakaolin from the QPL and conforming to AASHTO M 295
(ASTM C 618) Class N.
SECTION 02040 - CHEMICAL ADMIXTURES
Comply with Section 02040 of the Standard Specifications modified as follows:
39
02040.10 Materials - Replace the table with the following:
Admixture
Specification
Air-entraining
Type A - Water-reducing
Type B - Retarding
Type C - Accelerating
Type D - Water-reducing and Retarding
Type E - Water-reducing and Accelerating
Type F - Water-reducing, High Range
Type G - Water-reducing, High Range and Retarding
Type S - Specific Performance
AASHTO M 154 (ASTM C 260)
AASHTO M 194 (ASTM C 494)
AASHTO M 194 (ASTM C 494)
AASHTO M 194 (ASTM C 494)
AASHTO M 194 (ASTM C 494)
AASHTO M 194 (ASTM C 494)
AASHTO M 194 (ASTM C 494)
AASHTO M 194 (ASTM C 494)
AASHTO M 194 (ASTM C 494)
Admixtures shall not have any chloride content.
SECTION 02110 - POSTS, BLOCKS, AND BRACES
Comply with Section 02110 of the Standard Specifications modified as follows:
02110.40 Wood Sign Posts - Replace the sentence that begins "Fabricate wood sign posts…"
with the following sentence:
Fabricate wood sign posts from Douglas fir, surfaced four sides (S4S) and free of heart center
(FOHC).
02110.40(a) Grading - Replace the Douglas Fir and Hem-Fir grading requirements with the
following grading requirements:
Species
Douglas Fir
4" x 4"
4" x 6"
6" x 6"
and Larger
No. 1
124-b WCLIB
42.11 WWPA
No. 1
123-b WCLIB
62.11 WWPA
No. 1
131-b WCLIB
80.11 WWPA
SECTION 02210 - COATING MATERIALS FOR TIMBER AND CONCRETE
Comply with Section 02210 of the Standard Specifications modified as follows:
02210.10 General - Replace this subsection with the following subsection:
02210.10 General:
(a) Manufacturing - Furnish coating material meeting the following requirements:
• All coats in the coating system shall be from the same manufacturer.
40
• Multi -component coating materials shall be proportioned by the manufacturer with each
component in its correct proportion and furnished in separate containers ready for field
mixing.
• Be homogeneous, free of contamination, and of a consistency suitable for the specified
use.
• Not vary in composition without prior notice by the manufacturer and approval of the
Engineer.
• The coating material is not reformulated.
Use the coating material before expiration of the manufacturer's recommended shelf life.
(b) Packaging - Package the material in containers meeting the following requirements:
• Be new steel or plastic of not more than 6 gallon capacity.
• Meet U.S. Department of Transportation's Hazardous Material Shipping Regulations.
• Be original and unopened.
• Be labeled with the following:
• Manufacturer's name
• Exact title of coating material
• Manufacturer's batch number
• Date of manufacture
SECTION 02320 - GEOSYNTHETICS
Comply with Section 02320 of the Standard Specifications modified as follows:
02320.10(a-1) Geotextiles - Replace the bullet that begins "Meet or exceed…" with the following
bullet:
• Meet or exceed the properties specified in 02320.20.
02320.10(c-2) Level B - Manufacturer's Quality Compliance Certificate - In the paragraph
that begins "If the brochure…" replace the words "in Table 02320-1" with the words "in 02320.20".
02320.20 Geotextile Property Values - Replace Table 02320-1 with the following tables:
41
Table 02320-1 Geotextile Property Values for Drainage Geotextile *
Geotextile Property Requirements
ASTM
Test Method
Unit
s
Grab Tensile Strength
(minimum) Machine
and Cross Machine
Directions
D 4632
Grab Failure Strain
(minimum) Machine
and Cross Machine
Directions
Geotextile Property
Type 1
Type 2
Wove
n
Nonwove
n
Wove
n
Nonwove
n
lb
180
115
250
160
D 4632
%
< 50
≥ 50
< 50
≥ 50
Tear
Strength (minimum)
D 4533
lb
67
40
90
56
Puncture Strength
(minimum)
D 6241
lb
370
220
495
310
Apparent Opening Size
(AOS) (maximum)
U.S. Standard Sieve
D 4751
—
40
40
40
40
Permittivity (minimum)
D 4491
sec-1
0.5
0.5
0.5
0.5
D 4355
(at 500 hours)
%
50
50
50
50
Ultraviolet Stability
Retained
Strength (minimum)
* Woven slit film geotextiles (geotextiles that are made from yarns of a flat, tape-like
character) are not acceptable.
Table 02320-2 Geotextile Property Values for Riprap Geotextile *
Geotextile Property Requirements
ASTM
Test Method
Unit
s
Grab Tensile Strength
(minimum) Machine
and Cross Machine
Directions
D 4632
Grab Failure Strain
(minimum) Machine
and Cross Machine
Directions
Tear
Strength (minimum)
Geotextile Property
Type 1
Type 2
Wove
n
Nonwove
n
Wove
n
Nonwove
n
lb
250
160
315
200
D 4632
%
< 50
≥ 50
< 50
≥ 50
D 4533
lb
90
56
110
80
42
Puncture Strength
(minimum)
D 6241
lb
495
310
620
430
Apparent Opening Size
(AOS) (maximum)
U.S. Standard Sieve
D 4751
—
40
40
40
40
Permittivity (minimum)
D 4491
sec-1
0.5
0.5
0.5
0.5
D 4355
(at 500 hours)
%
70
70
70
70
Ultraviolet Stability
Retained
Strength (minimum)
* Woven slit film geotextiles (geotextiles that are made from yarns of a flat, tape-like
character) are not acceptable.
43
Table 02320-3 Geotextile Property Values for Sediment Fence
Geotextile Property Requirements
Geotextile Property
ASTM
Units
Test Method
Supported
Unsupported
—
Elongation
*
≥ 50%
Elongation
*
≤ 50%
Grab Tensile Strength
(minimum) Machine
and Cross Machine
Directions
D 4632
lb
90
90
120
100
120
100
Apparent Opening Size
(AOS) (maximum)
U.S. Standard Sieve
D 4751
—
30
30
30
Permittivity (minimum)
D 4491
sec-1
0.05
0.05
0.05
D 4355
(at 500 hours)
%
70
70
70
Ultraviolet Stability
Retained
Strength (minimum)
* Measured according to ASTM D 4632.
Table 02320-4 Geotextile Property Values for Subgrade Geotextile
(Separation)
Geotextile Property
ASTM
Units
Test Method
Geotextile Property
Requirements
Woven
Nonwoven
Grab Tensile Strength
(minimum) Machine and
Cross Machine
Directions
D 4632
lb
180
113
Grab Failure Strain
(minimum) Machine and
Cross Machine
Directions
D 4632
%
< 50
≥ 50
Tear
Strength (minimum)
D 4533
lb
68
41
Puncture Strength
(minimum)
D 6241
lb
371
223
Apparent Opening Size
(AOS) (maximum)
U.S. Standard Sieve
D 4751
—
30
30
Permittivity (minimum)
D 4491
sec-1
0.05
0.05
D 4355
(at 500 hours)
%
50
50
Ultraviolet Stability
Retained
Strength (minimum)
44
Table 02320-5 Geotextile Property Values for Embankment Geotextile
ASTM
Test Method
Units
Grab Tensile Strength
(minimum) Machine and
Cross Machine
Directions
D 4632
Grab Failure Strain
(minimum) Machine and
Cross Machine
Directions
Geotextile Property
Geotextile Property
Requirements
Woven
Nonwoven
lb
315
200
D 4632
%
< 50
≥ 50
Tear
Strength (minimum)
D 4533
lb
110
80
Puncture Strength
(minimum)
D 6241
lb
620
430
Apparent Opening Size
(AOS) (maximum)
U.S. Standard Sieve
D 4751
—
30
30
Permittivity (minimum)
D 4491
sec-1
0.02
0.02
D 4355
(at 500 hours)
%
50
50
Ultraviolet Stability
Retained
Strength (minimum)
Table 02320-6 Geotextile Property Values for Pavement Overlay
Geotextile
Geotextile Property
Requirements
ASTM
Test Method
Units
Grab Tensile Strength
(minimum) Machine
and Cross Machine
Directions
D 4632
lb
100
Grab Failure Strain
(minimum) Machine
and Cross Machine
Directions
D 4632
%
≥ 50
Asphalt Retention
(minimum)
D 6140
oz./sq.ft.
2.8
Melting
Point (minimum)
D 276
°F
300
Geotextile Property
Nonwoven
45
SECTION 02510 - REINFORCEMENT
Comply with Section 02510 of the Standard Specifications modified as follows:
02510.10 Deformed Bar Reinforcement - Replace the sentence that begins "Unless
otherwise specified…" with the following sentence:
Unless otherwise specified or shown, all reinforcing bars shall be Grade 60.
02510.20 Mechanical Splices - Replace the bullet that begins “Provide mechanical splices…”
with the following bullet:
• Provide mechanical splices from the QPL that develop at least the specified tensile strength
or 135% of the specified minimum yield strength of the reinforcing bars in tension,
whichever is less. Where bars of different sizes or strengths are connected, the governing
strength shall be the strength of the smaller or weaker bar.
Add the following subsection:
02510.25 Headed Bar Reinforcement - Furnish Class HA headed steel bar from the QPL for
concrete reinforcement. The headed steel bar shall develop the specified minimum tensile
strength of the reinforcing bars, according to ASTM A 970. Ferrous-filler coupling sleeves,
forged headed steel bars, and welded headed steel bars are not allowed for concrete
reinforcement.
02510.40 Welded Wire Fabric - Replace this subsection with the following subsection:
02510.40 Welded Wire Reinforcement - Welded wire reinforcement shall conform to
AASHTO M 55 (ASTM A 185).
Deformed welded wire reinforcement shall conform to
AASHTO M 221 (ASTM A 497).
SECTION 02520 - STEEL AND CONCRETE PILES
Comply with Section 02520 of the Standard Specifications modified as follows:
02520.10(c) Steel H-Piles - Replace the sentence that begins "Steel shall conform to..." with
the following sentence:
Steel shall conform to the requirements of ASTM A 588 or ASTM A 572, Grade 50.
02520.10(e) Reinforced Pile Tips – Replace the sentence that begins “Provide reinforced
tips…” with the following:
Reinforced pile tips shall be DFP TUFTIP H-777 or APF Hard-Bite Point Model HP-776000-B or
approved equal.
46
SECTION 02560 - FASTENERS
Comply with Section 02560 of the Standard Specifications modified as follows:
02560.30 Tie Rods and Anchor Bolts - Replace this subsection with the following subsection:
02560.30 Tie Rods, Anchor Bolts, and Anchor Rods:
(a) Steel Tie Rods, Anchor Bolts, and Anchor Rods - Steel tie rods, anchor bolts, and
anchor rods shall conform to: AASHTO M 314, Grade 36 or 55; ASTM F 1554, Grade 36 or
55.
(b) High-Strength Tie Rods, High-Strength Anchor Bolts, and High-Strength Anchor
Rods - High-strength tie rods, high-strength anchor bolts, and high-strength anchor rods
shall conform to: AASHTO M 314, Grade 105; ASTM F 1554, Grade 105; or ASTM A 449,
Type 1.
(c) Nuts - Nuts for tie rods, anchor bolts, and anchor rods shall conform to the requirements
of the following, or equivalent:
Plain Steel Tie Rods, Anchor Bolts, and Anchor Rods:
• All - Heavy Hex AASHTO M 291 (ASTM A 563), Grade A
Galvanized Steel Tie Rods, Anchor Bolts, and Anchor Rods:
• All - Heavy Hex AASHTO M 291 (ASTM A 563), Grade A, C, D, or DH
02560.40 Galvanizing and Coating of Fasteners, Tie Rods, and Anchor Bolts - Replace
this subsection title with the title "Galvanizing and Coating:"
02560.40(a) Galvanizing of Fasteners, Tie Rods, and Anchor Bolts - Replace this
subsection with the following subsection:
02560.40(a) Galvanizing of Fasteners, Tie Rods, Anchor Bolts, and Anchor Rods - Hot-dip
galvanize fasteners, tie rods, anchor bolts, anchor rods, nuts, and washers according to
AASHTO M 111 (ASTM A 123) or AASHTO M 232 (ASTM A 153) as appropriate to the product.
When specified, mechanically galvanize fasteners according to ASTM B 695, Class 50, Type 1.
Match galvanized bolts, tie rods, anchor bolts, and anchor rods with appropriate galvanized nuts
for assembly. Ship nuts in the same container consisting of bolts, tie rods, anchor bolts, or
anchor rods.
Overtap nuts for galvanized fasteners, galvanized tie rods, galvanized anchor bolts, and
galvanized anchor rods according to AASHTO M 291 (ASTM A 563).
Measure the zinc thickness on the wrench flats or top of bolt head of galvanized bolts and on
the wrench flats of galvanized nuts.
47
02560.60(a) Rotational Capacity Test - In the paragraph that begins "Test all high-strength
fasteners…", replace the first sentence with the following sentence:
Test all high-strength fasteners, except high-strength tie rods, high-strength anchor bolts, and
high-strength anchor rods, according to Method 1 or 2 below, as applicable.
02560.60(b) Other Test Requirements - Replace the two paragraphs that begin "Provide
three extra high strength bolt assemblies…" and "Provide three extra high strength tie rod
and…" with the following two paragraphs:
Provide three high-strength bolt assemblies per size per lot for check testing.
Provide one high-strength tie rod assembly, one high-strength anchor bolt assembly, and one
high-strength anchor rod assembly per size per lot for check testing.
02560.70 Lubricating Fasteners - Replace this subsection, except for the subsection number
and title, with the following:
Furnish all galvanized and coated fasteners with a factory applied commercial water-soluble
wax that contains a visible dye of a color that contrasts with the color of galvanizing or coating.
Black fasteners shall be "oily" to the touch when installed.
Field lubricate galvanized bolts in tapped holes, galvanized anchor rods, and galvanized tie rods
with a lubricant from the QPL. Apply lubricant to threads and to bearing surfaces that will turn
during installation.
Protect fasteners from dirt and moisture at the job site. Clean, relubricate with a lubricant from
the QPL, and retest fasteners that do not pass the field rotational capacity test. Obtain the
Manufacturer's approval before relubricating tension control fasteners that are designed to
automatically provide the tension.
Coat the outer surface of the collar in lock-pin and collar fasteners with an approved
Manufacturer lubricant.
SECTION 02571 – ELASTOMERIC BEARING PADS
Revise Section 02571, Elastomeric Bearing Pads to include the following:
02571.00 Scope – This section includes the requirements for plain, laminated and random
oriented fiber elastomeric bearing pads.
02571.13 Random Oriented Fiber Bearing Pads for Railroad Bridges - shall conform to the
following minimum material properties:
Test or Property
Criteria
Shore A Hardness (ASTM D2240)
80, +/- 5
Tensile Strength, psi (ASTM D412, Die C)
1000 +/- 100
48
Test or Property
Criteria
Ultimate Elongation, minimum %
40
Heat Aging (ASTM D573, 70 hours @
noted temperature):
+/- 10
+/- 25
+/- 25
Durometer, 212° F, maximum point change)
Tensile Strength, (58° F, maximum)
Ultimate Elongation, 212° F, maximum %
change
Compression, minimum ultimate strength,
psi
Apparent shear modulus (GA), psi, based
on tests conducted at 70° F under uniform
compressive stress of 500, 1000 and 1500
psi and at applied horizontal shear plus slip
strain of 50%. GA is constant in all
directions parallel to the bearing plane.
8000
230 +/- 30
2571.23 Manufacturing requirements - Random oriented fiber elastomeric bearing pads
Random oriented fiber elastomeric bearing pads shall be Voss Engineering, Inc., “Fiberlast”
expansion bearing pads or approved equal. Thickness and size of the pads shall be as shown
in the drawings. Cutting of the pads shall be done so that the edges have no tears or other
jagged areas. Permissible tolerances of the pad shall be as stated in AREMA Manual for
Railway Engineering, Chapter 15, Part 5 Bearing Design and Construction.
02571.28 Installation Requirements:
The contractor shall fasten the bearing pads to the top surface of the end bent cap by using the
following procedure:
1. Clean pads according to manufacturer’s recommendations;
2. Prime contact surface and glue to the top surface of the end bent cap in positions
shown in the standard plans with an approved epoxy.
SECTION 02630 - BASE AGGREGATE
Comply with Section 02630 of the Standard Specifications modified as follows:
02630.10(a) Grading - In Table 02630-01, add the following sieve size line before the No. 10
sieve size line and add the following footnote at the end to the table:
No. 4 *
−
−
−
−
−
* Report percent passing sieve when no grading requirements are listed
02630.10(b) Fracture of Rounded Rock - In the sentence that begins "Fracture of rounded
rock…", replace "AASHTO TP 61" with "AASHTO T 335".
49
02630.11(b) Fracture of Rounded Rock - In the sentence that begins "Fracture of rounded
rock…", replace "AASHTO TP 61" with "AASHTO T 335".
SECTION 02690 - PCC AGGREGATE
Comply with Section 02690 of the Standard Specifications modified as follows:
02690.20(e-1) Fracture - In the sentence that begins "Provide aggregate…", replace
"AASHTO TP 61" with "AASHTO T 335".
SECTION 02910 - SIGN MATERIALS
Comply with Section 02910 of the Standard Specifications modified as follows:
02910.02 Types of Signs - Add "O6", "O8", "W12", and "YW" sign types and replace the "B2",
"B3", "C1", "C2", "F1", "G1", "G2", "G3", "G4", "O3", "O4", "O5", "R1","W9", "W11", and "Y7"
sign types with the following:
"B2"
Blue Type III or Type IV sheeting background with white Type IX permanent removable
legend.
"B3"
Blue Type IX sheeting background with white Type IX permanent or removable legend
or white Type IX sheeting overlaid with blue transparent paste background, with
retroreflective silver-white screened legend.
"C1"
Brown Type III or Type IV sheeting background with white Type IX permanent or
removable legend.
"C2"
Brown Type IX sheeting background with white Type IX permanent or removable
legend or white Type IX sheeting overlaid with brown transparent paste background,
with retroreflective silver-white screened legend.
"F1"
White Type IX sheeting background overlaid with red and blue transparent paste
background with white Type IX permanent legend.
"G1"
Green Type III or Type IV sheeting background with white Type IX removable legend.
"G2"
Green Type III or Type IV sheeting background with white Type IX permanent legend.
"G3"
Green Type IX sheeting background with white Type IX permanent legend, or white
Type IX sheeting background overlaid with green transparent paste background with
retroreflective silver-white screened legend.
"G4"
Green Type IX sheeting background with white Type IX removable legend.
50
"O3"
Fluorescent orange Type VIII, or Type IX sheeting background with black nonreflective
permanent legend and red retroreflective symbol (Stop or Yield Ahead Symbol Sign).
"O4"
Fluorescent orange Type VIII or Type IX sheeting background with black nonreflective
permanent legend.
"O5"
Fluorescent orange Type VIII or Type IX sheeting background with black nonreflective
removable legend.
"O6"
Fluorescent orange Type VIII or Type IX sheeting background with black nonreflective
permanent legend and red, yellow, and green Type VIII and Type IX circles. (Signal
Ahead Symbol Sign)
"O8"
Fluorescent orange Type VIII or Type IX sheeting background with black nonreflective
screened or cut-out permanent legend and silver-white Type VIII or Type IX symbol.
(Speed Reduction Symbol Sign)
"R1"
White Type IX sheeting background overlaid with red transparent paste background
with white Type IX permanent legend.
"W9"
Silver-white Type III or Type IV sheeting background with blue nonreflective screened
or cut-out permanent legend.
"W11" Silver-white Type III or Type IV sheeting background with black nonreflective screened
or cut-out permanent legend with red Type III or Type IV symbol.
"W12" Silver-white Type III or Type IV sheeting background with transparent green screened
legend or green Type III or Type IV cut-out permanent legend with blue Type III or
Type IV symbol.
"Y7"
Fluorescent yellow Type IX sheeting background with black nonreflective screened or
cut-out permanent legend and red Type IX symbol. (Stop or Yield Ahead Symbol Sign)
"YW"
Yellow Type III or Type IV sheeting background with black nonreflective screened or
cut-out permanent legend, and white Type III or Type IV sheeting background with
black nonreflective screened or cut-out permanent legend and red Type III or Type IV
symbol.
02910.10 Aluminum - In the paragraph that begins "Fabricate sheet...", replace the sentence
that begins "Fabricate sheet aluminum..." with the following two sentences:
Fabricate sheet aluminum signs from aluminum alloy 6061-T6, 5052-H38, 5154-H38, or
approved equal. Give a chromate treatment conforming to ASTM B 449, Class 2 or a titaniumbased coating according to ASTM B 921.
02910.20(a) General - Replace the sentence that begins "Use reflective sheeting…" with the
following sentence:
Use reflective sheeting Type I and retroreflective sheeting Type III, Type IV, Type VIII, and
Type IX from the QPL and the following:
51
02910.32(b) Retroreflective Sheeting Legend - In the paragraph that begins "The silver-white
or…", replace the sentence that begins "The white retroreflective sheeting…" with the following
sentence:
The white retroreflective sheeting shall consist of Type IX sheeting conforming to 02910.20.
02910.75 Manufacturer's Warranty - Replace the paragraph that begins "For retroreflective
Type III…" with the following paragraph:
For retroreflective Type III and Type IV sheeting used for permanent signs, provide a Warranty,
for a Warranty period of 10 years, for restoring sign panels and replacing sheeting if the
sheeting has failed as defined below.
In the paragraph that begins "For purposed of the Warranty…", replace the bullet that begins
"70% of minimum coefficient…", with the following bullet:
• 70% of minimum coefficient of retroreflection for designated sheeting or cuttable film
according to ASTM D 4956 for the remaining 3 years of the Warranty period for Type III
and Type IV sheeting and remaining 5 years of the Warranty period for Type IX sheeting.
SECTION 03020 - EROSION MATERIALS
Section 03020, which is not a Standard Specification, is included in this Project by Special
Provision.
Description
03020.00 Scope - This Section includes the requirements for erosion control materials.
Materials
03020.10 Commercially
compost that:
Manufactured
Compost - Furnish
commercially
manufactured
• Is processed through thermophilic composting meeting the EPA's definition of "Process to
Further Reduce Pathogens".
• Is from a commercial compost facility that holds a current DEQ composting permit or is
registered with DEQ as a composting facility.
• Meets the requirements of the US Composting Council (USCC) and it's Seal of Testing
Assurance (STA) program.
• Contains a minimum 65% by volume of the following recycled plant waste:
• Source-separated yard and garden wastes
• Wood wastes
• Agricultural crop residues
• Wax-coated cardboard
52
• Preconsumer vegetative food wastes
• Other similar source-separated materials that the DEQ has determined to have a
comparable low level of risk in hazardous substances, human pathogens, and physical
contaminants.
• Manure or biosolids based composts when approved.
• Meets the following compost particle size and media parameters:
Compost Particle Size
Compost Type
Sieve Size
Fine*
Medium*
Coarse**
Percent Passing (By Dry Weight)
3"
100
100
100
1"
100
95-100
90-100
3/4"
100
95-100
70-100
5/8"
100
90-100
70-100
1/2"
100
90-100
70-100
1/4"
100
50-60
30-50
* maximum 3 inch particle length
** maximum 6 inch particle length
Media Parameters
Test
Test Method
Requirements
Physical Contaminants*
TMECC** 03.08-A
Less than 1.0%
Organic Matter
TMECC** 05.07-A
35% (Minimum)
pH
TMECC** 04.11-A
6.0 to 8.5
Soluble Salt Concentration
TMECC** 04.10-A
5 dS/m (Maximum)
Total Carbon
Total Nitrogen
TMECC** 04.02-D
TMECC** 04.02-D
Carbon/Nitrogen Ratio
Fine
Medium & Coarse
<25:1
<30:1
Stability
TMECC** 05.08-B
5 to 7
Maturity
TMECC** 05.05-A
80% or Greater
Moisture Content
TMECC** 03.09-A
35-60% (Wet Weight)
* Man-made Inert
** Test Methods for Evaluation of Compost and Composting
03020.90 Acceptance - Acceptance of commercially manufactured compost material will be
the following:
• Quality compliance certification according to 00165.35.
• Copies of STA lab analysis.
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• Copy of DEQ permit or registration of the compost producer.
SECTION 04300 - RECONSTRUCT RAILROAD TRACK
Section 04300, which is not a Standard Specification, is included in this Project by Special
Provision.
Description
04300.00 Scope - The Contractor shall furnish all required materials, labor, and equipment to:
(a) Remove a sufficient length of railroad track, ties, and ballast to complete the project.
(b) Replace and compact the track subgrade and subballast.
(c) Furnish and place new railroad ballast rock within the limits of track reconstruction.
(d) Re-construct track using the removed rail and OTM, or use new rail and OTM provided by
CBR, on 8.5-foot timber crossties provided by CBR. (See later sections on material
allowed to be reused.)
(e) Furnish and place sufficient ballast and then surface, line, and dress the track to meet the
requirements of the Contract Documents for alignment, profile, and geometry.
(f) Restore the timber plank crossing surface, if damaged by contractor’s operations, using
like materials.
04300.02 Submittals (a) Optimum soil moisture content and post-compaction density test results per ASTM
D1557.
(b) Rail temperature record
(c) Rail anchoring record
(d) Manufacturer certificates of compliance for Contractor-furnished materials.
(e) Rail installation plan
(f) For ballast, Contractor shall submit current laboratory certification with “Certificates of
Compliance” for the ballast for review and approval by the Engineer. No ballast shall be
delivered to the job site without prior approval by Engineer.
(g) Contractor shall submit scale tickets for ballast loads delivered on the day of delivery.
Materials
04300.10 Salvaged Track Materials - The Contractor may salvage and re-use the following
track materials subject to prior inspection by the Engineer and Railroad: the existing rails that
were removed, tie plates, and rail anchors. Salvaged materials that are deemed defective by
Engineer shall not be replaced in the track. All other materials required to complete the Work
shall be furnished by the Railroad except for ballast.
04300.11 Track Spikes (a) All track spikes shall be new.
(b) Track spikes shall be 5/8 inch x 6 inch long prime spikes with reinforced throats.
(c) New track spikes shall conform to the requirements of the AREMA Manual, Chapter 5;
Part 2, Section 2.1, “Specifications for Soft Steel Track Spikes”.
(d) New track spikes shall conform to the dimensions specified in the AREMA Manual,
Chapter 5, Part 2, Section 2.2, “Design of Cut Track Spike”.
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04300.12 Tie-plug - Chemical plugging shall be done with a 2-part poly urethane such as that
manufactured by Encore Rail Systems, Willamette Valley Company, or approved equal.
04300.13 Track Bolts, Nuts, and Washers (a) All bolts, nuts, and washers shall be new.
(b) Track bolts and nuts shall conform to the dimensions specified in the AREMA Manual,
Chapter 4, Part 3, Section 3.3, “Rail Drillings, Bar Punchings, and Bolts,” and Section 3.5,
“Specifications for Heat Treated Carbon Steel Track Bolts and Carbon Steel Nuts.”
(c) The washers shall be AREMA patterned spring washers that conform to the requirements
of AREMA Manual, Chapter 4, Part 3, Section 3.6, “Specifications for Spring Washers”,
and Section M12, “Spring Washers” of the AREMA Portfolio, Plan No. 100,
“Specifications for Special Trackwork.”
(d) Track bolts shall be of the correct length and diameter for the bars to which they are
applied.
(e) The spring washers shall be of the correct diameter for the bolts to which they are
applied.
04300.14 Rail Anchors – New rail anchors shall be one-piece “drive-on” and should be
correctly sized to fit the rails to which they are supplied.
04300.15 Tie plates (a) Tie plates may be relayed but may not be broken, cracked, warped, bent, have worn
shoulders or rounded spike holes.
(b) Tie plates shall be of similar size and dimensions as the existing tie plates within the
project limits. The thickness at the seat shall be equal to the existing tie plates so as not
to create a rail surface mis-match between plates. The plates shall be designed to
support the rails.
(c) Tie plates shall have a spike hole pattern that supports the existing spiking pattern. The
shouldering of the tie plates shall match the existing tie plates.
(d) Tie plates shall be canted and the seat area shall be free of pitting or excessive section
loss.
04300.16 Treated Timber Crossties (a) Timber crossties shall be new Grade 5 oak.
(b) Timber cross ties should be 7-inch grade ties as defined by the AREMA Manual, Chapter
30, Part 3, Section 3.1; “Timber Crossties”. They should be sawn to 7 inches deep x 9
inches wide x 8 feet 6 inches in length. New timber crossties will not be less than ½ inch
than the length required with a horizontal measurement of not less than 8 ½ inches and a
vertical measurement of not less than 6 ½ inches.
(c) Seasoning shall conform to the requirements of AREMA Manual, Chapter 30; Part 3,
Section 3.6.3 “Conditioning Prior to Treatment”.
(d) All timber cross ties shall be pressure treated in accordance with the AREMA Manual
Chapter 30, Part 3, Section 3.6; “Wood Preserving” by the empty cell process with a
50/50 creosote/petroleum solution to a minimum retention of 8 pounds per cubic foot of
wood.
(e) All timber cross ties shall be equipped with anti-splitting devices on each end. Those
devices shall be galvanized steel multi-nail plates with 4-5 teeth per square inch. The
plates shall be structural type Grade “C” steel, ASTM-A 653 or better and galvanized per
ASTM-A 924 G60 coating.
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(f) Anti-splitting devices shall conform to the AREMA Manual, Chapter 30, Part 3, Section
3.1.6, “Specifications for Devices to Control the Splitting of Wood Ties”.
(g) Anti-splitting devices shall be applied in accordance with the AREMA Manual, Chapter
30, Part 3; Section 3.1.7 “Application of Anti-splitting Devices”.
(h) The multi-nail plates shall be marked with the year and the name of the manufacturer.
They shall be installed so that the heartwood is down when the writing is upright.
(i) Timber cross ties shall be straight and sawn so that the top and bottom are parallel to
each other and the sides are parallel to each other. The following tie conditions are not
acceptable: heartwood exposed on the surface of the tie, bark, bark seams, wane,
slanting grain, and excessive knots. The Engineer has the right to reject any ties deemed
as not meeting these specifications and such ties shall be replaced at Contractor’s sole
expense and effort.
04300.17 Railroad Ballast (a) Contractor shall furnish suitable No. 4 AREMA railroad ballast that complies with the
gradation table below.
Ballast
Size No.
4
Percent Passing
2"
1 ½"
1"
100
90-100
20-55
¾"
0-15
½"
-
⅜"
0-5
No.4
-
(b) Be clean and free of contamination, organic materials, or other deleterious matter.
(c) Be 100% crushed natural stone (no slag) with a minimum of 90% fractured faces.
(d) Comply with the property requirements of the table below:
Property
Percent passing No. 200 sieve
Minimum
-
Maximum
1.0 percent
Bulk specific gravity - Rock
Absorption - Rock
Clay lumps and friable particles
Degradation
Soundness - Sodium Sulfate 5 cycles
Flat or elongated particles
2.6
-
2.0 percent
0.5 percent
35 percent
5 percent
Test Method
ASTM C136
ASTM C117
ASTM C127
ASTM C127
ASTM C142
ASTM C535
ASTM C88
-
5 percent
ASTM D4791
04300.18 Railroad Subballast (a) Subballast shall be crushed gravel or crushed stone meeting the quality and material
characteristics shown in the table below.
1. Crushed gravel shall consist of material obtained by crushing gravel particles which
results in a minimum of 75% of the crushed gravel that is produced having at least
two fractured faces as determined in accordance with ASTM D 5821. Upon approval
of the Engineer, the gradation specified for Type 1 Subballast below may be obtained
by blending.
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2. Crushed Stone shall be the angular fragments resulting from crushing by mechanical
means the following types of rocks quarried from undisturbed, consolidated deposits:
granite and similar phanerocrystalline igneous rocks; limestone; dolomite; sandstone;
massive metamorphic quartzite, or similar rocks.
QUALITY AND MATERIAL CHARACTERISTICS
Coarse Aggregate Portion (Fraction retained on a No. 10
Sieve)
AASHTO
T104
Na2So4 Soundness (5 cycles)
Los Angeles Abrasion
AASHTO T96
Fine Aggregate Portion (Fraction passing a No. 40 Sieve)
Plasticity Index, Max.
Liquid Limit, Max
AASHTO T90
AASHTO T 89
Max. % Loss =
10%
Max. % Loss =
45%
10%
35%
(b) Type 1 (pervious) subballast shall be well graded and shall meet the following gradation
requirements:
TYPE 1 SUBBALLAST GRADATION REQUIREMENTS*
Sieve Size
Percent Passing
2”
1”
¾”
No. 4
No. 10
No. 40
100
90-100
50-84
35-65
26-50
12-30
0-8**
No. 200
0-5***
* Subballast material samples shall be obtained in accordance with ASTM D-75 with
sieve analyses performed in accordance with ASTM C-136 using the wet sieving
technique. All percentages specified are as determined by sampling from the flowing
aggregate streams, conveyor belt, or stockpile at the final production/blending site.
** Requirement for subballast material manufactured from crushed gravel, granite,
quartzite, and trap rock.
*** Percent passing the No. 200 sieve is 0% to 5% for limestone subballast.
04300.19 All other track materials – Other track materials necessary for completion of the
work shall meet the appropriate AREMA standard, UPRR/BNSF Common Standard, or ASTM
standard.
Construction
04300.40 Remove Existing Track -
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(a) Contractor shall remove existing timber plank crossing only to the extent required to
complete the track work. Contractor shall maintain the crossing during construction such
that it is passable to vehicular traffic.
(b) Contractor shall take care to not damage or disturb track beyond the limits of the Work or
Engineer’s field marks. Damage to such track shall be repaired at Contractor’s sole
expense and effort.
(c) Contractor shall remove track materials per the Contract Drawings in a manner that
prevents undue damage to the materials.
(d) Contractor shall return unused joint bars to Owner.
(e) All other removed track materials, including timber crossties, shall become the property of
the Contractor if the Railroad or Owner does not want them. The Contractor shall remove
such materials from the Project Area and dispose of them in a lawful manner.
04300.41 Prepare Track Roadbed (a) Place and compact subgrade per 00330.
(b) Place and compact subballast per 00330.
(c) Store ballast only at locations marked or approved by the Engineer.
(d) Excessive dumped ballast is to be picked up and redistributed at the Contractor’s
expense.
(e) Ballast that is mixed with soil or fouled during handling or distribution shall be removed,
disposed of, and replaced at the Contractor’s expense.
(f) Prior to tamping, place sufficient ballast to ensure that the tamper spades do not "run
dry."
(g) Compact the first lift of ballast prior to placing crossties. Use a steel vibratory compactor
with a roller drum at least 48 inches wide, or approved equal.
04300.42 Crosstie Preparation for Crossties Left in Place - Spike holes in crossties left in
place at rail tie-in locations shall be plugged with 2-part poly-urethane plugging compound prior
to spiking. Top of crosstie is to be cleared of foreign material that may interfere with full bearing
between the tie plate and crossties. Adzing crossties is not permitted.
04300.43 New Timber Crosstie Installation (a) New crossties shall be handled to avoid damage in accordance with the AREMA Manual,
Chapter 30, Part 3, Section 3.5; “The Handling of Ties from the Tree into the Track”.
Crossties damaged by Contractor’s actions will be rejected by Engineer and replaced by
Contractor at no expense to Owner.
(b) Crossties shall be installed at right angles to the rail and centered between neighboring
ties and centered between the rails. Unless otherwise indicated by Engineer, ties shall be
placed within 0.5 inches of perpendicular to the opposite rail.
(c) Crossties shall not be spaced less than 19 inches nor more than 20 inches on center.
(d) Care shall be taken in handling ties so as to not damage them with picks, machines, or
other tools. Ties shall be lifted and supported during storage, transportation, and placed
in such a manner as to prevent damage. Ties shall not be dropped to the roadbed. Tie
tongs, lining bars, other suitable tools or tie spacing equipment shall be used.
(e) Place wood ties with heartwood face down. If ties are bowed, place the tie with the bow
facing up, regardless of heartwood.
(f) Ties shall be fiddle marked on the side designated by the Engineer and be uniform within
0.5 inches.
(g) New ties requiring more than 25% of the spikes removed and re-spiked will be replaced
at Contractor’s expense and sole effort. Up to this limit, new ties will be plugged with the
approved polyurethane plugging material.
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(h) New and existing ties damaged as a result of improper handling or installation by the
Contractor shall be rejected by the Engineer and shall be removed and replaced with new
ties at Contractor’s expense.
04300.44 Tie Plates - The Contractor shall place one tie plate per rail on each crosstie. The tie
plate shall be oriented to cant the rail inward. Single-shoulder tie plates shall be positioned so
the shoulder falls on the field side of the rail. All tie plates should be positioned so that the rail
base fully seats against the field-side shoulder. Tie plates should be centered longitudinally on
the tie. The plates may be positioned up to ¾ inch off the longitudinal center of the tie to avoid
slot spiking or spiking into an existing tie split.
04300.45 Rail Placement - The rail base and tie plate seat area shall be cleaned to remove
foreign material that may interfere with the full bearing contact with the base of the rail. Rails
shall be placed base down, parallel with track, avoiding excessive bending or damage, using
suitable mechanical equipment.
Rail shall be handled carefully. Bumping or striking rail will not be acceptable. Minor damage
may be repaired as approved by the Engineer. Rail gouged, nicked, hammer-marked, and/or
bent during Installation shall be removed and replaced by the Contractor at no expense to
Owner. Care shall be taken to avoid placing rails on any structure that could be susceptible to
damage.
Contractor shall prepare a rail installation plan and submit it to Engineer prior to start of
construction, indicating rail lengths, and location of proposed rail joints and adjacent existing
joints. Where a rail joint is installed, it shall be laid and gapped per AREMA Volume 1, Chapter
5, Part 5, Section 5.3.1. Each rail shall be carefully placed on the ties with ends square and
inserting expansion shims between the ends of adjacent rails to allow for expansion. Shims
shall remain in place after all joint bolts are tightened. The thickness of the shims depends on
the field-measured temperature of the rail per the following table:
Table: Required Rail Shim Thicknesses
33-Foot or Less Rail
Temp.
Shim
(Fahrenheit)
Thickness
< -10
5/16”
-10 to 14
1/4"
15 to 34
3/16”
35 to 59
1/8”
60 to 85
1/16”
> 85
No shim
39-Foot Rail
Temp.
Shim
(Fahrenheit)
Thickness
<6
5/16”
6 to 25
1/4"
26 to 45
3/16”
46 to 65
1/8”
66 to 85
1/16”
> 85
No shim
78-Foot Rail
Temp.
Shim
(Fahrenheit)
Thickness
< 35
5/16”
35 to 47
1/4"
48 to 60
3/16”
61 to 73
1/8”
74 to 85
1/16”
> 85
No shim
The Contractor shall prepare and submit a rail temperature record form. The temperature of the
rail shall be determined using the following procedure: Rail temperature readings shall be taken
on the base of the rail, as close to the web as possible, on the shady side of the rail. A minimum
of two readings shall be taken within the limits of track work and not less than one reading per
hour. Two readings shall be taken or two thermometers shall be used. If the two temperatures
are within 3 degrees Fahrenheit, the average shall be used. If they vary by more than 3 degree
Fahrenheit, continue to spot check until a stable temperature is measured. Magnetic
59
thermometers must be left on the rail for five minutes to assure that they have equalized to the
rail temperature before recording the temperature.
04300.46 Joining Rails By Joint Bars - Rails shall be joined by means of traditional joint bars
unless otherwise indicated on the Contract Drawings or as authorized by the Engineer. Rail
joints made up of joint bars shall be installed as follows:
Bolt assemblies shall be installed in all joint bar holes. Joint bolts shall be tightened before
spiking rail. Bolts shall be placed with the nuts alternatively on the inside and outside of the rail.
Nuts must be placed with the flat side toward the rail. Bolts shall be torqued per AREMA Volume
1, Chapter 5, Part 5, Section 5.5, starting from the center working out. Track bolts, joint bars and
finishing surfaces of rails at joint bars shall be swabbed with oil. Do not drill inside holes at
future field weld locations. Before bolted joints are considered final, they shall be retightened to
the specified torque. Contractor shall perform the final joint tightening within 60 days of relaying
rail and applying all OTM.
Install insulated joint bars and all fasteners per the manufacturer’s instructions and best
practices. If insulated joints are not installed as suspended joints, Contractor shall furnish and
install appropriate insulated tie plates as part of this work item.
04300.47 Track Cut Spikes - The number of spikes and spiking pattern shall be consistent with
the typical number and pattern of the track within the project limits. Proper gage shall be verified
immediately prior to spiking. Spikes shall be started vertically, square to the base of rail and
driven straight. The shank of rail-holding spikes shall have full bearing against the base of the
rail.
Care shall be taken not to strike rail or fastenings when driving spikes. Spikes shall not be overdriven. Spikes should be driven as to lightly contact the top of the base on the rail. Partially
driven or bent spikes will be replaced at Contractor’s expense.
Driving track spikes in the middle of a tie for jacking or other purposes is not allowed.
Do not place rail-holding spikes less than 2½ inches from the end of the nearest joint bar. Do
not slot-spike joint bars.
04300.48 Rail Anchors - Rail anchors shall be placed in accordance with manufacturer’s
recommendations and in accordance with AREMA Volume 1, Chapter 5, Part 7. Install four rail
anchors per each tie to be anchored (two per rail on each side of crosstie). Do not install rail
anchors on joint ties.
Rail anchors shall be set with full bearing against the side of the tie and typically installed on
gauge side of the rail. Drive rail anchors square to the base of rail and so that they “snap” on to
base of rail and are not over-driven. Fractured or spread rail anchors will be replaced at
Contractor’s expense. The amount of anchors for jointed track placed temporarily in service may
be reduced as directed by Engineer. An approved rail anchoring recording form shall be used to
record the required information when the track is anchored.
The record shall be provided to the Engineer on the approved form for each segment. It shall
contain the following data:
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1. Date and time
2. Track number and rail (East or West)
3. Station location
4. Weather, air and base of rail temperature
5. Type of fastener
6. Nominal Lengths and gaps of rail being anchored
04300.50 Drilling Rails - The drilling of rails is not anticipated but may be authorized by
Engineer. If so, Contractor shall drill rails to accept joint bars where necessary and it shall be
incidental to the work. Tools used for drilling rails shall be approved rail drills. A maximum
variation of 1/16 inch in size and location of bolt holes will be allowed. Holes shall be drilled
using a solid clamped template or spacing device for horizontal alignment and drill mounted
“shoes” for specific rail section for vertical alignment. Any additional holes in rail will be sufficient
cause for rejection. Drilling through joint bars is prohibited.
04300.51 Ends of Rails - Tools used for field cutting shall be approved rail saws. Rail shall be
cut with a rail saw to a tolerance of 1/16 inch from square. All burrs shall be removed and ends
made smooth.
Battered or severely mismatched ends must be cut off or ground off to conform to minimum
tolerance of 1/16 inch on top and gage side to adjoining rail. Relay rail must not vary more than
1/16 inch in either plane for jointed rail.
Torch-cutting of rails and joint bars is not allowed.
04300.52 Tamping and Dressing Ballast (a) Ballast shall be compacted with a 16-tool vibrating squeeze-type mechanical tamper
equipped with lights or laser to control line or other device as approved by the Engineer.
(b) Both ends of tie shall be tamped simultaneously.
(c) Tampers shall be started from a nearly vertical position and worked downward past the
bottom of the tie, after which the tool should be slanted toward the tie to force ballast
under the tie.
(d) Contractor shall make a minimum of two insertions per lift per crosstie.
(e) Ballast shall be thoroughly tamped within a space from 13 inches inside either rail to the
ends of the crossties.
(f) Tamp simultaneously under each rail. Tamping is not permitted at the center of the tie
except within limits of turnouts and crossings where the center of the ties shall be lightly
tamped, with no more than one insertion per 2 inches of lift, unless prevented by
trackwork.
(g) Do not exceed 4 inches in a single lift. Tamp the ballast after each lift.
(h) Do not exceed one (1) inch of horizontal movement in the final alignment adjustment. The
track will be in good alignment before the last pass of the tamper.
(i) Ties that pull loose during tamping or surfacing shall be re-seated, holes plugged, spiked,
and re-tamped.
(j) Do not tamp when snow is present or ballast is frozen.
(k) After tamping and surfacing, a tie that has less than 2/3 of the side of the tie covered by
ballast will not be considered tamped.
(l) Dress the ballast with a 9-inch minimum shoulder off the ends of the ties. Ballast side
slopes should not be steeper than 1 ½ horizontal to 1 vertical (1 ½ H: 1 V). The finished
shoulders and slopes should be uniform.
(m) Be sure the top of the ties, tie plates, and rail base are clean and free of rock.
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04300.53 Track Geometry Requirements - All work affecting the gage, surface, alignment,
cross-level, superelevation, or profile of railroad track shall meet the following requirements:
(a) Track Gage: Standard gage shall be 56 1/2 inches as measured per 49 CFR Part
213.53(a). Allowable variation on tangent track is from zero to plus 1/8 inch.
(b) Cross-Level: Tangent track shall have zero cross-level within a tolerance of +/- 1/4 inch.
The difference in cross-level between any two points within a 25 foot length of track
(tangent or curved) may not differ by more than +/- 1/4 inch.
(c) Profile Run-Off (tangent track): Where a run-off is required on tangent track, the run-off
shall be uniform, not exceeding 1 inch over 31 feet. Final runoff shall not deviate from
uniformity by more than 1/2 inch on either rail at the mid-ordinate of a 62-foot chord.
(d) Line: In both tangent and curved track, the maximum line deviation shall not be more than
3/4 inches on either rail at the mid-ordinate of a 62-foot chord. Points of curve or tangent
shall not be moved without permission of the Engineer.
(e) Contractor shall be responsible to return the affected track to its original alignment and
profile.
(f) All activities required to achieve track geometry requirements shall be considered
incidental to the work.
Measurement
04300.80 Measurement - No measurement of quantities will be made for reconstruction of
railroad track.
Payment
04300.90 Payment – Reconstruction of railroad track will be paid for at the Contract lump sum
amount for “Reconstruct Railroad Track”.
Payment will be payment in full for furnishing and placing all materials, and for furnishing all
labor, equipment, and incidentals necessary to complete the work as specified.
End of Special Provision
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Staging Area Map: Cleveland Creek Railroad Culvert