1. business and industrial
2. construction

INVITATION FOR BIDS
CCK-2000-15
DAIRY BARN
ADDENDUM # 1
1-8-15
ATTENTION: This is not an order. Read all instructions, terms and conditions carefully.
IMPORTANT: BID AND ADDENDUM MUST BE RECEIVED BY 1-14-15 @ 3:00 P.M. LEXINGTON, KY TIME
Bidder must acknowledge receipt of this and any addendum as stated in the Invitation for Bids.
Please see the enclosed for clarifcations.
OFFICIAL APPROVAL
UNIVERSITY OF KENTUCKY
SIGNATURE
________________________________________
________________________________________
________________________________________
Contracting Officer / (859) 257-5406.
Typed or Printed Name
University of Kentucky
Purchasing Division
322 Peterson Service Building
411 South Limestone
Lexington, KY 40506-0005
An Equal Opportunity University
UK Dairy Housing Research
And Teaching Facility
A/E Commission No. 2014.081
ADDENDUM NO. 01
Page-1
ADDENDUM NO. 01
Date Issued:
January 6, 2015
*******************************
The following REVISIONS are made to the construction documents:
DRAWINGS
Sheet S1.1
REVISE saw cut control joint notes on Foundation Plan to reference details 11/S2.1 and
12/S2.1.
REVISE note at feed aisle posts to reference detail 6/S2.1
REVISE notes at piers located at grids intersections F-1.5 and F-2 to reference detail
2/S2.1.
REVISE notes at piers located at grid intersections A-1.5, A-3.5, and F-3.5 to reference
detail 14/S2.1. The 14x14 piers shall be reinforced with 4) #6 vertical bars and #3 Ties at
8” oc as shown.
Sheet S2.1
REVISE detail 8/S2.1 to reference detail 6/S2.1 for pipe mounting information.
ADD detail 14/S2.1, 14” PIER.
QUESTION RESPONSES
The following responses to contractor questions are incorporated into this contract as follows:
1. The foundation plan calls out pier detail section(s) on sheet 2/S4.1. However, that sheet is not in
the set? Is this an oversight and should the cut section read; see 2/S2.1 instead? If so, then we will
need clarification as to what is in the 18"x18" as opposed to the 14" x 14" pier(s). Point me in the
right direction if I am in fact looking at the drawing wrong also?
a. The drawings have been revised as noted above.
2. What is the thickness of the Concrete Pavement supposed to be as shown as keynote “8” on C1.1?
a. The owner provided paving will be 6” thick.
3. Were there any projected start and finish dates for this project?
a. Contractor is encouraged to start promptly after award. This project must be
substantially complete by August 15, 2015
4. Are we required to provide fencing?
a. Owner will modify the existing cattle fencing to provide an open construction site.
737 South Third Street
Louisville, KY 40202 (502) 585-4181
UK Dairy Housing Research
And Teaching Facility
A/E Commission No. 2014.081
ADDENDUM NO. 01
Page-2
ADDENDUM NO. 01
5. What MEP work or coordination is required?
a. Owner will provide MEP work for water lines to waterer, French drains along eaves,
electric service, fans, power distribution, and communications. Owner’s work will run
concurrent with work of this contract. Contractor shall coordinate with Owner.
6. Is a CAD file available of the site?
a. The site CAD file may be downloaded by clicking the following link http://files.luckettfarley.com/getfile.php?file=adb88f this CAD file is provided as a convenience and
does not relieve the Contractor of site coordination with existing conditions.
SOIL REQUIREMENTS
The Report of Geotechnical Exploration dated May 22, 2014 by S&ME is attached.
The requirements of the geotechnical report are incorporated into this contract and specific attention is
called to the following:
1. Top soil is approximately 6-inches deep and silty clay is approximately 12-inches deep below the
top soil. Both are to be removed and stock piled on site.
2. Stiff lean clay was found to be approximately 18-inches below the surface and is to be used as
bearing strata for concrete slabs.
3. Rock is approximately 4 feet below existing grade.
4. Column foundations are to be excavated to rock. Lean concrete fill is to be used to backfill the
rock excavation to the indicated bottom of footing elevations.
5. Lean stiff clay may be borrowed from the site adjacent to the barn by removing topsoil, silty clay
and replacing top soil.
END OF ADDENDUM NO. 01
737 South Third Street
Louisville, KY 40202 (502) 585-4181
Report of Geotechnical Exploration
for
UNIVERSITY OF KENTUCKY
COLLEGE OF AGRICULTURE
DAIRY HOUSING RESEARCH
AND TEACHING FACILITY
Lexington, Kentucky
Project No. 1183-14-026
May 22, 2014
Prepared For
University of Kentucky CPMD
411 South Limestone Street
#222 Peterson Service Building
Lexington, Kentucky 40506
Prepared by
S&ME, Inc.
2020 Liberty Road, Suite 105
Lexington, Kentucky 40505
© S&ME™, Inc., All Rights Reserved
REPORT OF GEOTECHNICAL EXPLORATION
UNIVERSITY OF KENTUCKY COLLEGE OF AGRICULTURE
DAIRY HOUSING RESEARCH AND TEACHING FACILITY
LEXINGTON, KENTUCKY
S&ME Project No. 1183-14-026
TABLE OF CONTENTS
1.0 INTRODUCTION.................................................................................................................... 1
2.0 SITE DESCRIPTION / PROJECT INFORMATION ............................................................. 1
3.0 SITE GEOLOGY ..................................................................................................................... 1
4.0 EXPLORATION METHODS ................................................................................................. 2
4.1 Field Exploration .................................................................................................................. 2
4.2 Laboratory Testing ................................................................................................................ 2
5.0 SUBSURFACE CONDITIONS............................................................................................... 3
6.0 CONCLUSIONS AND RECOMMENDATIONS .................................................................. 3
GENERAL DISCUSSION.............................................................................................................. 3
RECOMMENDATIONS ................................................................................................................ 4
Stripping / Site Preparation.......................................................................................................... 4
Structural Fill Placement ............................................................................................................. 4
Foundation / Floor Slab Recommendations ................................................................................ 5
7.0 FOLLOW-UP SERVICES ....................................................................................................... 6
8.0 LIMITATIONS OF REPORT .................................................................................................. 7
Appendices
Appendix A
Appendix B
Appendix C
Site Location Plan
Test Pit Location Plan
Test Pit Logs
Field Testing Procedures
Laboratory Data
Laboratory Testing Procedures
REPORT OF GEOTECHNICAL EXPLORATION
UNIVERSITY OF KENTUCKY COLLEGE OF AGRICULTURE
DAIRY HOUSING RESEARCH AND TEACHING FACILITY
LEXINGTON, KENTUCKY
S&ME Project No. 1183-14-026
1.0 INTRODUCTION
S&ME, Inc. has completed the geotechnical exploration for the new Dairy Housing Research and
Teaching Facility (DHRTF) at the University of Kentucky College of Agriculture Complex on
Georgetown Road in Lexington, Kentucky. The purpose of this exploration was to obtain
subsurface data at the site pursuant to construction of the new barn. We conducted this project in
general accordance with our proposal 11-140029P, dated March 12, 2014, authorized under the
University of Kentucky Purchasing Division purchase order PO7500032628 dated May 13, 2014.
This report explains our understanding of the project, documents our findings, and presents our
conclusions and engineering recommendations.
2.0 SITE DESCRIPTION / PROJECT INFORMATION
The university is planning to construct a new barn structure at the dairy complex on Georgetown
Road in Lexington, Kentucky. Figure 1 in Appendix A shows the approximate site location. The
proposed building area is currently a grass pasture. Existing site elevations noted on the
provided site plan indicate the proposed barn is located on a slight knoll with elevations sloping
downhill to the north, south, east and west. Elevations noted on the plan indicate about two to
three feet of relief within the barn footprint. UK staff staked the approximate building corners
prior to beginning our exploration.
The new barn will have a footprint of 140 feet (N/S side) by 150 feet (E/W side). The barn will
consist of three bays with the long axis oriented in an East/West direction. The floor of the north
and south bays will be compacted soil while the center bay will be a 6 inch thick reinforced
concrete slab. The building structure will consist of steel framing.
3.0 SITE GEOLOGY
A review of the USGS geologic map of the Lexington West Quadrangle (1967) indicates the
project site is underlain by the Tanglewood Member of the Lexington Limestone Formation of
the Middle Ordovician Geologic Age.
The Tanglewood Member is described as limestone and shale. The limestone portion is light to
medium dark gray, fine to coarse grained and occurs in beds generally less than six inches thick.
UK Dairy Housing Research and Teaching Facility / Lexington, Kentucky
S&ME Project No. 1183-14-026
May 22, 2014
Page 2
The shale is medium gray and occurs as thin beds between the limestone beds. The formation
weathers to a yellowish brown silty clay.
All areas underlain by potentially soluble rock (i.e. – limestone or dolomite) are at some risk due
to sinkhole activity. Although no closed depressions were observed during our site visit, there
are several sinkholes mapped within one mile of the site. The Kentucky Geological Survey
(KGS) defines this area of Fayette County as having a moderate to high potential for Karst
activity. Positive site drainage should be maintained at all times, especially during site
development.
For more detailed descriptions of the data obtained from our test pits, please refer to our Test Pit
Logs in Appendix B and the Laboratory Test Data in Appendix C. Regional dip is downhill to
the northwest at about 10 feet per mile. The significance of the regional dip is that the dip
generally corresponds to the direction of subsurface water flow.
4.0 EXPLORATION METHODS
The procedures used by S&ME for field and laboratory sampling and testing are in general
accordance with ASTM procedures and established engineering practice. Appendix B contains
brief descriptions of the procedures used in this exploration.
4.1 Field Exploration
S&ME originally proposed to perform a series of soil test borings for the proposed barn.
However, due to the project schedule and drill availability, Mr. Robert Brashear with the
university requested S&ME observe the excavation of test pits as a backhoe and operator could
be provided by the university. As such, Mr. Andy Fiehler, PE with S&ME observed the
excavation of four test pits, one near each proposed building corner. The test pits were labeled as
TP-1 through TP-4. The approximate locations are noted on the Test Pit Location Plan included
in the appendix.
During excavation of the test pits, Mr. Fiehler obtained representative soil samples for laboratory
testing. Exploration of the refusal materials by coring rock was beyond the scope of this
exploration. The stratification lines shown on the test pit logs represent the approximate
boundaries between soil or rock types. The transitions may be more gradual than shown.
4.2 Laboratory Testing
The recovered samples were sealed in storage bags and returned to our laboratory. All soil
samples were visually classified by the geotechnical engineer according to the Unified Soil
UK Dairy Housing Research and Teaching Facility / Lexington, Kentucky
S&ME Project No. 1183-14-026
May 22, 2014
Page 3
Classification System (ASTM D2487). Moisture content determinations and Atterberg limits
tests of representative on-site samples were performed. We also performed a standard Proctor
test on a bulk soil sample obtained during excavation. The laboratory data is included in
Appendix C.
5.0 SUBSURFACE CONDITIONS
The following is a general description of the materials encountered in our test pits. The
individual test pit logs are included in Appendix B.
From the existing ground surface, the test pits initially penetrated six inches of topsoil and
rootmat. Beneath the topsoil, we encountered about one foot of silty clay that graded to residual
clay about one and a half feet below the ground surface. The residual clay generally graded from
low plasticity (lean) clay (CL) to high plasticity (fat) clay (CH) with depth. The residual clay
extended to bedrock which was encountered between three and a half and four and a half feet
below the ground surface.
For more detailed descriptions, please refer to our Test Pit Logs in Appendix B and laboratory
data in Appendix C.
The test pits were dry (no free water) upon the completion of excavation. All of the test pits
were backfilled by the operator with the excavated soils before we left the site due to safety
concerns for the cattle.
6.0 CONCLUSIONS AND RECOMMENDATIONS
Our conclusions and recommendations are based on the design information furnished to us, the
data obtained from the previously described geotechnical exploration, and our past experience.
They do not reflect variations in the subsurface conditions which may exist between our test pits
and in unexplored areas of the site. If such variations become apparent during construction, it
will be necessary for us to re-evaluate our conclusions and recommendations based upon on-site
observation of the conditions.
GENERAL DISCUSSION
We identified the following key issues to the development of this site:
• Shallow Bedrock
• Site Degradation During Construction
UK Dairy Housing Research and Teaching Facility / Lexington, Kentucky
S&ME Project No. 1183-14-026
May 22, 2014
Page 4
Shallow Bedrock – The test pits encountered bedrock between three and a half and four and a
half feet below the existing ground surface. This shallow depth appears to be shallow enough to
make bedrock supported foundations feasible while limiting the likelihood of requiring rock
excavation for utility installation.
Site Degradation During Construction – The silty lean clay and lean clay are sensitive to
changes in moisture content. If grading operations are performed during periods of wet weather,
these materials will not perform satisfactorily with regard to site access and stability. If soft, wet
soils are encountered during construction, we recommend S&ME be retained to send an Engineer
to the site to assess the area and make recommendations for remediation. At the discretion of the
S&ME Engineer, a proofroll may be requested, based on the observed conditions at the time of
construction. To reduce, but not eliminate, access problems associated with the on-site soils, we
recommend that this earthwork and foundation construction be performed during the warm, dry
summer months of the year.
RECOMMENDATIONS
Stripping / Site Preparation
Prior to construction, remove the surface topsoil from the construction area. Since a compacted
clay floor is planned for two thirds of the barn, we also recommend removing the silty clay
horizon. The removed topsoil can be utilized in the landscape areas only. Organic material
should not be utilized as structural fill material.
It is important that an S&ME representative observes all site stripping. Previously unexplored or
unknown conditions could become evident during these operations to assess that adequate (but not
excessive) material has been stripped. We must judge whether the recommendations in this report
should be modified in view of the conditions encountered. Once the topsoil and silty clay horizons
are removed, an S&ME Engineer should observe a proofroll of the exposed clay grade prior to
placing fill. Once the proofroll has been observed, place and compact structural fill to the design
subgrade elevations.
Structural Fill Placement
Structural soil fill is defined as inorganic natural soil with a maximum particle size of 3 inches
and maximum dry density of at least 90 pounds per cubic foot (pcf) when tested by the standard
Proctor method (ASTM D698) and a plasticity index (PI) of less than 30 percent. The results of
our limited laboratory testing indicate that the residual clay tested classified at fat clay with a
maximum dry density of 91.7 pcf at an optimum moisture content of 29.8 percent. The tested
UK Dairy Housing Research and Teaching Facility / Lexington, Kentucky
S&ME Project No. 1183-14-026
May 22, 2014
Page 5
sample had a plasticity index of 31 percent. While the tested sample might be considered
borderline, it is common throughout central Kentucky. Preferably, any borrow material will be
from the upper layer of clay just beneath the topsoil/silty clay horizon. This upper clay layer is
typically lower plasticity clay which is preferred for use as structural fill.
It is imperative that, during construction, standard Proctor testing and additional Atterberg limits
testing of fill soils should be performed by S&ME for compliance with the project specifications
before they are used as fill material. We anticipate that structural fill will be obtained from
nearby on the farm property. We recommend that the soils be tested for conformance with the
project specifications before being transported to the site. Please realize that the laboratory
conformance testing usually takes three to four business days to complete. Therefore, the
Contractor should plan accordingly.
Soil fill placement should occur in relatively thin (6 to 8-inch) layers and be compacted to at least
98 percent of the standard Proctor maximum dry density. The moisture content of the fill should
be maintained within the range of the soil’s optimum moisture content required to achieve the
specified percent of compaction as determined by the standard Proctor test.
In-place density testing must be performed on structural fill as a check that the previously
recommended compaction criteria have been achieved. This allows our project engineer to monitor
the quality of the fill construction and assess that the design criterion is being achieved in the field.
We further recommend that these tests be performed on a full-time basis by S&ME. The testing
frequency for density tests performed on a full-time basis can be determined by our personnel based
on the area to be tested, the grading equipment used, and construction schedule. Tests should be
performed at vertical intervals of 8-inches or less (the recommended lift thickness) as the fill is
being placed.
Foundation / Floor Slab Recommendations
We understand that a preliminary foundation design was performed using a presumed allowable
soil bearing pressure of 2,000 psf. It is our opinion that the residual clay is capable of supporting
the presumed allowable bearing pressure of 2,000 psf. Ideally foundations for a structure will
bear on a consistent material (i.e.- either all on soil or bedrock). Based on the relatively shallow
depth bedrock encountered in the test pits, we anticipate that some of the foundation excavations
may encounter bedrock above the planned bearing elevation. As such, we recommend
considering excavating all of the foundations to bear directly on bedrock. Where overexcavation is required, lean concrete, flowable fill, or foundation concrete can be placed to re-
UK Dairy Housing Research and Teaching Facility / Lexington, Kentucky
S&ME Project No. 1183-14-026
May 22, 2014
Page 6
establish the foundation bearing elevation. Crushed stone should not be placed on bedrock
beneath foundations.
Foundations in Fayette County, Kentucky require a 24 inch frost depth embedment below the
exterior finished grade. If bedrock is encountered above 24 inches below grade in foundation
excavations, it is not necessary to remove bedrock for frost protection of the foundations. Air
entrained concrete should be used in such a scenario. The reinforcing steel should be clean and
dry and all loose material should be removed from the excavation prior to concrete placement.
Between completion of grading and floor slab construction, subgrades are often disturbed by
weather, utility line installation, and other construction activities. For this reason, the subgrade
should be evaluated by an S&ME engineer immediately prior to constructing the floor slab. If the
subgrade is not evaluated by an S&ME engineer prior to concrete placement, S&ME must be held
harmless for any claims due to poor performance.
The current seismic design procedures outlined in the NEHRP (National Earthquake Hazard
Reduction Program) guidelines mandate structural design loads to be based on the seismic
coefficients of the site. Based on the results of our exploration and the geology of the area, we
recommend a site seismic classification of “B” for this project site. This classification is further
defined in Table 1613.5.2 in the 2012 Kentucky Building Code.
7.0 FOLLOW-UP SERVICES
Our services should not end with the submission of this geotechnical report. S&ME should be
kept involved throughout the design and construction process to maintain continuity and to verify
that our recommendations are properly interpreted and implemented. To achieve this, we should
be retained to review project plans and specifications with the designers to see that our
recommendations are fully incorporated. We also should be retained to monitor and test the site
preparation, foundation and building construction. If we are not allowed the opportunity to
continue our involvement on this project, we cannot be held responsible for the recommendations
in this report.
This project will be governed by the 2012 Kentucky Building Code. Foundation construction
will be a critical aspect of this project. Our familiarity with the site and with the foundation
recommendations will make us a valuable part of your construction quality assurance team. In
addition, a qualified engineering technician should observe and test all structural concrete and
steel. Only experienced, qualified persons trained in geotechnical engineering and familiar with
UK Dairy Housing Research and Teaching Facility / Lexington, Kentucky
S&ME Project No. 1183-14-026
May 22, 2014
Page 7
foundation construction should be allowed to monitor and test foundations. Normally, full-time
monitoring of the site work and foundation installation is appropriate.
8.0 LIMITATIONS OF REPORT
This report has been prepared for the exclusive use of the University of Kentucky for specific
application to this project. Our conclusions and recommendations have been prepared using
generally accepted standards of geotechnical engineering practice in the Commonwealth of
Kentucky. No other warranty is expressed or implied. S&ME is not responsible for the
conclusions, opinions, or recommendations of others based on this data.
Our conclusions and recommendations are based on the design information furnished to us, the
data obtained from the geotechnical exploration, and our experience. They do not reflect
variations in the subsurface conditions that are likely to exist between our test pits, and in
unexplored areas of the site due to the inherent variability of the subsurface conditions in this
geologic region. If such variations are found during construction, re-evaluating our conclusions
and recommendations will be necessary.
If changes are made in the overall design, elevations, structural loads, or location of the
buildings, the recommendations contained in this report will not be considered valid unless our
firm has reviewed the changes and modified or verified our recommendations in writing. You
should retain S&ME to review the foundation plans and the applicable portions of the project
specifications when the designers complete the design. This review will allow us to check
whether these documents are consistent with the intent of our recommendations. The Test Pit
Logs present our interpretation of the subsurface conditions at specific test pit locations at the
time of our exploration. The stratification lines represent the approximate boundary between soil
types. The actual transitions may be more gradual than implied.
For more information on the use and limitations of this report, please read the ASFE document
that follows this page.
APPENDIX A
SITE LOCATION/TOPOGRAPHIC MAP
TEST PIT LOCATION PLAN
SITE
SCALE:
1" = 2000'
DATE:
5/19/2014
DRAWN BY:
LHR
PROJECT NO:
1183-14-026
FIGURE NO.
WWW.SMEINC.COM
2020 LIBERTY ROAD, SUITE 105
LEXINGTON, KENTUCKY 40505
PHONE: 859-293-5518
VICINITY MAP
UNIVERSITY OF KENTUCKY
LEXINGTON, KENTUCKY
1
TP-2
TP-1
TP-4
TP-3
LEGEND
Test Pit Location
SCALE:
1" = 30'
DATE:
5/19/2013
DRAWN BY:
LHR
PROJECT NO:
1183-14-026
FIGURE NO.
WWW.SMEINC.COM
2020 LIBERTY ROAD, SUITE 105
LEXINGTON, KENTUCKY 40505
PHONE: 859-293-5518
TEST PIT LOCATION PLAN
UNIVERSITY OF KENTUCKY
LEXINGTON, KENTUCKY
2
APPENDIX B
TEST PIT LOGS
TEST PIT LOG
JOB NAME
JOB NUMBER
TEST PIT NUMBER
UK DHRTF
1183-14-026
TP-1
DEPTH (FEET)
FROM
TO
LOGGED BY
DATE LOGGED
AVG. SURFACE ELEV.
STRATUM DESCRIPTION
0
1/2
Topsoil – 6 inches
1/2
1½
Lean Clay (CL) silty, firm, dark brown, moist
1½
4
4
Lean Clay (CL) stiff, brown to light brown, moist
Bedrock
Andy Fiehler, PE
5/14/14
Approx. 942
TEST PIT LOG
JOB NAME
JOB NUMBER
TEST PIT NUMBER
UK DHRTF
1183-14-026
TP-2
DEPTH (FEET)
FROM
TO
LOGGED BY
DATE LOGGED
AVG. SURFACE ELEV.
Andy Fiehler, PE
5/14/14
Approx. 941
STRATUM DESCRIPTION
0
1/2
Topsoil – 6 inches
1/2
1½
Lean Clay (CL) silty, firm, dark brown, moist
1½
4½
Lean Clay (CL) to Fat Clay (CH) stiff, brown to light brown, moist
4½
Bedrock
TEST PIT LOG
JOB NAME
JOB NUMBER
TEST PIT NUMBER
UK DHRTF
1183-14-026
TP-3
DEPTH (FEET)
FROM
TO
LOGGED BY
DATE LOGGED
AVG. SURFACE ELEV.
Andy Fiehler, PE
5/13/14
Approx. 941
STRATUM DESCRIPTION
0
1/2
Topsoil – 6 inches
1/2
1½
Lean Clay (CL) silty, firm, dark brown, moist
1½
3½
Lean Clay (CL) to Fat Clay (CH) stiff, brown to light brown, moist
3½
Bedrock
TEST PIT LOG
JOB NAME
JOB NUMBER
TEST PIT NUMBER
UK DHRTF
1183-14-026
TP-4
DEPTH (FEET)
FROM
TO
LOGGED BY
DATE LOGGED
AVG. SURFACE ELEV.
STRATUM DESCRIPTION
0
1/2
Topsoil – 6 inches
1/2
1½
Lean Clay (CL) silty, firm, dark brown, moist
1½
3
Lean Clay (CL) stiff, brown to light brown, moist
3
4
Weathered Bedrock with clay seams
4
Bedrock
Andy Fiehler, PE
5/14/14
Approx. 941
APPENDIX C
SUMMARY OF LABORATORY TEST DATA
LABORATORY TESTING PROCEDURES
Liquid Limit, Plastic Limit, and Plasiticity Index of Soils
(ASTM D4318)
PROJECT NAME:
SAMPLE RECEIVED:
TEST DATE:
METHOD:
Sample ID / Location
TP-1
TP-2
TP-3
TP-4
UK College of Agriculture Compost Barn
05/14/14
05/20/14
Multipoint
PROJECT NO.: 1183-14-026
TECHNICIAN: CP
REVIEWED BY: JF
REPORT DATE: 05/21/14
Depth
LL
PL
PI
NMC,
%
Est. %
retained
on No. 40
sieve
3.0 - 4.0
2.0 - 3.0
1.0 - 3.0
2.0 - 3.0
48
57
60
44
24
25
29
22
24
32
31
22
27.1
25.7
29.8
23.5
10
5
<5%
10
Classification - Description
CL - Brown Lean clay with sand
CH - Brown Fat clay
CH - Brown Fat clay
CL - Brown Lean clay with sand
60
50
PLASTICITY INDEX (PI)
CH or OH
40
30
20
MH or OH
CL or OL
10
CL-ML
ML or OL
0
0
10
20
30
40
50
60
70
80
90
100
110
LIQUID LIMIT (LL)
TP-1 Depth 3.0 - 4.0
TP-2 Depth 2.0 - 3.0
TP-3 Depth 1.0 - 3.0
TP-4 Depth 2.0 - 3.0
Form No. TR-D698-2
Revision No. : 0
Revision Date: 11/21/07
Moisture - Density Report
Quality Assurance
S&ME, Inc. - Lexington 2020 Liberty Road Suite 105 Lexington, KY 40505
S&ME Project #:
Report Date:
05/21/14
1183-14-026
Project Name:
UK College of Agriculture Compost Barn
Test Date(s):
05/20/14
Client Name:
University of Kentucky
Client Address:
222 Peterson Service Building, Lexington, KY 40506
Boring #:
TP-3
Sample #:
P-1
Sample Date:
5/14/2014
2.0 - 3.0
Location:
Offset:
Depth (ft.):
Sample Description:
Brown Fat clay
CH
Maximum Dry Density
91.7
PCF.
Optimum Moisture Content
29.5%
ASTM D 698 - - Method A
Soil Properties
Moisture-Density Relations of Soil and Soil-Aggregate Mixtures
Natural
Moisture
Content
Specific
Gravity of
Soil (D854)
Liquid Limit
Plastic Limit
Plastic Index
110.0
105.0
Dry Density (PCF)
100.0
29.8%
60
29
31
% Passing
3/4"
3/8"
#4
#10
#40
#60
#200
95.0
90.0
85.0
Oversize Fraction
Bulk Gravity
% Moisture
20.0
25.0
30.0
35.0
% Oversize
<5%
Moisture Content (%)
MDD
Opt. MC
Moisture-Density Curve Displayed:
Fine Fraction ⌧
Corrected for Oversize Fraction (ASTM D 4718) Sieve Size used to separate the Oversize Fraction:
#4 Sieve ⌧
3/8 inch Sieve 3/4 inch Sieve Mechanical Rammer
Manual
Rammer
Moist
Preparation
Dry
Preparation
⌧
⌧
80.0
15.0
References / Comments / Deviations:
ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
Stephen Bennett
Location Coordinator
Technical Responsibility
Signature
Position
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME,Inc. - Corporate
3201 Spring Forest Road
Raleigh, NC. 27616
5/21/2014
Date
1183-14-026 Proctor TP-3 1-3 P-1.xls
Page 1 of 1
LABORATORY TESTING PROCEDURES
Soil Classification: Soil classifications provide a general guide to the engineering properties of various soil types and enable the engineer to apply
past experience to current problems. In our investigations, samples obtained during drilling operations are examined in our laboratory and visually
classified by an engineer. The soils are classified according to consistency (based on number of blows from standard penetration tests), color and
texture. These classification descriptions are included on our "Test Boring Records."
The classification system discussed above is primarily qualitative and for detailed soil classification two laboratory tests are necessary: grain size
tests and plasticity tests. Using these test results the soil can be classified according to the AASHTO or Unified Classification Systems (ASTM D
2487). Each of these classification systems and the in-place physical soil properties provides an index for estimating the soil's behavior. The soil
classification and physical properties obtained are presented in this report.
Compaction Tests: Compaction tests are run on representative soil samples to determine the dry density obtained by a uniform compactive effort
at varying moisture contents. The results of the test are used to determine the moisture content and unit weight desired in the field for similar
soils. Proper field compaction is necessary to decrease future settlements, increase the shear strength of the soil and decrease the permeability
of the soil.
The two most commonly used compaction tests are the Standard Proctor test and the Modified Proctor test. They are performed in accordance
with ASTM D 698 and D 1557, respectively. Generally, the Standard Proctor compaction test is run on samples from building or parking areas
where small compaction equipment is anticipated. The Modified compaction test is generally performed for heavy structures, highways, and other
areas where large compaction equipment is expected. In both tests a representative soil sample is placed in a mold and compacted with a
compaction hammer. Both tests have four alternate methods.
Test
Method
Hammer Wt./Fall
Mold Diam.
Standard
A
5.5 lb./12"
4"
D 698
B
5.5 lb./12"
C
Test
Run on Matl. Finer
Than
No. of
Layers
No. of
Blows/Lay
er
No. 4 sieve
3
25
4"
3/8" sieve
3
25
5.5 lb./12"
6"
3/4" sieve
3
56
Method
Hammer Wt./Fall
Mold Diam.
No. of
Layers
No. of
Blows/Lay
er
Modified
A
10 lb./18"
4"
No. 4 sieve
5
25
D 1557
B
10 lb./18"
4"
3/8" sieve
5
25
C
10 lb./18"
6"
3/4" sieve
5
56
Run on Matl. Finer
Than
The moisture content and unit weight of each compacted sample is determined. Usually 4 to 5 such tests are run at different moisture contents.
Test results are presented in the form of a dry unit weight versus moisture content curve. The compaction method used and any deviations from
the recommended procedures are noted in this report.
Atterberg Limits: Portions of the samples are taken for Atterberg Limits testing to determine the plasticity characteristics of the soil. The plasticity
index (PI) is the range of moisture content over which the soil deforms as a plastic material. It is bracketed by the liquid limit (LL) and the plastic
limit (PL). The liquid limit is the moisture content at which the soil becomes sufficiently "wet" to flow as a heavy viscous fluid. The plastic limit is
the lowest moisture content at which the soil is sufficiently plastic to be manually rolled into tiny threads. The liquid limit and plastic limit are
determined in accordance with ASTM D 4318.
Moisture Content: The Moisture Content is determined according to ASTM D 2216.
APPENDIX D
ACI 302.1R-96
GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION
302.1R-66
ACI COMMITTEE REPORT
ADDENDUM
GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION
(302.1R-96)
Vapor Retarder Location
The report of ACI Committee 302, “Guide for Concrete
Floor and Slab Construction (ACI 302.1R-96)” states in
section 4.1.5 that “if a vapor barrier or retarder is required
due to local conditions, these products should be placed
under a minimum of 4 in. (100 mm) of trimable, compactible,
granular fill (not sand).” ACI Committee 302 on Construction
of Concrete Floors, and Committee 360 on Design of Slabs on
Ground have found examples where this approach may have
contributed to floor covering problems.
As a result of these experiences, and the difficulty in adequately protecting the fill course from water during the construction process, caution is advised on the use of the
granular fill layer when moisture-sensitive finishes are to be
applied to the slab surface.
Based on the review of the details of problem installations,
it became clear that the fill course above the vapor retarder
can take on water from rain, wet-curing, wet-grinding or cutting, and cleaning. Unable to drain, the wet or saturated fill
provides an additional source of water that contributes to
moisture-vapor emission rates from the slab well in excess of
the 3 to 5 lb/1000 ft2/24 h (1.46 to 2.44 kg/100 m2/24 h)
recommendation of the floor covering manufacturers.
Each proposed installation should be independently evaluated by considering the moisture sensitivity of subsequent
floor finishes, anticipated project conditions and the potential effects of slab curling and cracking.
The committees believe that when the use of a vapor retarder
or barrier is required, the decision whether to locate the
retarder or barrier in direct contact with the slab or beneath a
layer of granular fill should be made on a case-by-case basis.
The following chart can be used to assist in deciding where to
place the vapor retarder. The anticipated benefits and risks associated with the specified location of the vapor retarder should be
reviewed with all appropriate parties before construction.
CONCRETE FLOOR AND SLAB CONSTRUCTION
ADDENDUM
GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION
(302.1R-96)
Flow Chart for Location of Vapor Retarder/Barrier
302.1R-67
Topsoil
Silty Clay
Lean Clay
E.5
FOUNDATION NOTES:
152' - 0"
31' - 0"
30' - 0"
16' - 0"
15' - 0"
30' - 0"
15' - 0"
15' - 0"
5' - 0"
T/ WALL
4' - 0"
15' - 0"
A2.1
15' - 0"
31' - 0"
15' - 0"
10' - 0"
T/ FTG
-1' - 0"
1
30' - 0"
15' - 0"
10' - 0"
2
18"X18" PIER, TYP.
MATCH T/ WALL EL.
S2.1
1.
REFERENCE ELEVATION (EL = 0' - 0") IS DEFINED AS TOP OF CLAY SUBBASE AT GRID "K". REFER TO CIVIL
WORK FOR EXACT ELEVATION.
2.
THE FOUNDATIONS HAVE BEEN DESIGNED BASED ON AN ASSUMED ALLOWABLE BEARING PRESSURE OF
2,000 PSF. CONTRACTOR SHALL PROVIDE GEOTECHNICAL ENGINEER IN FIELD TO VERIFY PROPER SITE
PREPARATION.
3.
FOUNDATIONS SHALL BEAR ON PROPERLY PREPARED AND COMPACTED SOILS.
4.
PROTECT EXISTING UTILITIES AND STRUCTURES (OVERHEAD OR UNDERGROUND) WITHIN THE WORK
AREA AS WELL AS ANY EXISTING FOUNDATION SYSTEM(S). THE CONTRACTOR IS RESPONSIBLE FOR
ANY SHORING OR BRACING OF SUCH COMPONENTS.
5.
ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHIND RETAINING WALLS
BEFORE CONCRETE OR GROUT HAS ATTAINED FULL DESIGN STRENGTH. CONTRACTOR SHALL BRACE OR
PROTECT ALL BUILDINGS AND PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHING
FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL DESIGN STRENGTH. CONTRACTOR SHALL
PROVIDE FOR DESIGN, PERMITS (AS REQ'D) AND INSTALLATION OF SUCH BRACING.
6.
FOUNDATIONS SHALL BE PLACED ACCORDING TO THE DEPTHS SHOWN ON THE DRAWINGS. SHOULD SOIL
ENCOUNTERED AT THESE DEPTHS NOT BE APPROVED BY THE INSPECTOR OR SOILS ENGINEER,
FOUNDATION ELEVATIONS/DIMENSIONS MAY NEED TO BE MODIFIED BY THE ENGINEER. NOTIFY THE
ENGINEER OF RECORD IF THIS IS THE CASE.
TYP.
T/ WALL
4' - 0"
S2.1
TYP.
1
16' - 0"
5' - 0"
S2.1
TYP.
15' - 0"
TYP.
2
FOOTING AND PIER
CENTERED ON
PEMB COLUMN, TYP.
1
1' - 4"
S2.1
1
TYP.
13
S2.1
T/ FTG
T/ FTG
-1' - 6"
-2' - 0"
7
A1.1
7' - 0"
6' - 6"
T/ SLAB = 2' - 0"
6' - 8"
3' - 0"
4' - 0"
11' - 4"
8"
10' - 0"
5' - 0"
11' - 4"
6' - 6"
7
14' - 4"
3
1'-0"
CURB,
TYP.
S2.1
4' - 0"
S2.1
CMU WALL, TYP. SLOPE
ENDWALL BOND BEAM.
4' - 0"
4
TYP. @
OPENING
S2.1
TYP. @ COL.
SLOPE
SAW CUT CONTROL JOINT AT
GRIDLINES, TYP. SEE 11/S2.1 &
12/S2.1 FOR DETAILS.
8"
4' - 0"
6"
Foundation
Slab
(KRAIBURG
8
RUBBER)
4' - 0"
T/ FTG
-1' - 6"
FINISHED FLOOR EL = VARIES
10"
8"
T/ WALL = 8' - 8"
S2.1
T/ SLAB = 6"
7
1
S2.1
3' - 8 3/4"
2' - 6"
T/ SLAB
= 2' - 5"
3' - 3 1/4"
9' - 0"
5' - 3 1/4"
8 3/4"
8' - 3 1/4"
9' - 0"
SLOPE
SAW CUT CONTROL JOINT AT
GRIDLINES, TYP. SEE 11/S2.1 &
12/S2.1 FOR DETAILS.
FINISHED FLOOR EL = VARIES
6" CONCRETE SLAB W/ #4 BARS @ 18" OC
EACH WAY OVER 6" STONE OVER PROPERLY
COMPACTED SUBGRADE. REFER TO
GEOTECHNICAL REPORT FOR REQUIREMENTS.
2' - 3 1/4"
6' - 8 3/4"
9' - 0"
1' - 8 3/4"
7' - 3 1/4"
2' - 0"
SAW CUT CONTROL JOINT AT
GRIDLINES, TYP. SEE 11/S2.1 &
12/S2.1 FOR DETAILS.
1' - 3 1/4"
9' - 0"
4' - 3 1/4"
3 1/4"
9' - 0"
6"
7' - 0"
2' - 3 1/2"
8' - 11 3/4"
7' - 2 3/4"
SLOPE
T/ WALL = 8' - 0"
R1
7
S2.1
3' - 8 3/4"
5' - 3"
800S200-54 CONT. ALONG OUTSIDE
EDGE OF PERIMETER WALL. FASTEN
TO CMU BOND BEAM W/ 3/8" Ø HILTI
HUS-EZ @ 24" OC. EMBED 3 1/4" MIN.
T/ SLAB = 0'
1' -- 11"
0"
10' - 9"
END OF CONCRETE CURB
T/ SLAB = 1' - 0"
SAW CUT CONTROL JOINT AT
GRIDLINES, TYP. SEE 11/S2.1 &
12/S2.1 FOR DETAILS.
7
1
S2.1
T/ FTG
-1' - 6"
S2.1
SLOPE
10
4
T/ FTG
2' - 2 1/4"
3
TYP. @
WATERER
S2.1
8
6" CONCRETE SLAB W/ #4 BARS @ 18" OC
EACH WAY OVER PROPERLY COMPACTED
SUBGRADE. REFER TO GEOTECHNICAL
REPORT FOR REQUIREMENTS.
1' - 8 1/2"
S2.1
-1' - 0"
FINISHED FLOOR EL = VARIES
8
1
S2.1
SIM.
T/ SLAB = 6"
COOORDINATE SUPPORT
POLE SPACING WITH OWNER
PRIOR TO FABRICATION AND
INSTALLATION, TYP.
7
4" 6"
14' - 4"
T/ SLAB = 2' - 0"
S2.1
1
SAW CUT CONTROL JOINT AT
GRIDLINES, TYP. SEE 11/S2.1 &
12/S2.1 FOR DETAILS.
1' - 3 1/2"
S2.1
T/ SLAB = 6"
2
2
A2.1
10"
5"
3"
8" X 16 GA. CHANNEL. FASTEN
TO CMU BOND BEAM W/ 3/8" Ø HILTI
HUS-EZ @ 24" OC. EMBED 3 1/4" MIN.
3
T/ SLAB = 2' - 0"
T/ FTG
-1' - 6"
45' - 4"
6' - 8"
11' - 4"
3' - 0"
5' - 0"
10' - 0"
8' - 4"
6' - 8"
3' - 0"
11' - 4"
8"
10' - 0"
5' - 0"
15' - 0"
11' - 4"
8"
3' - 0"
5' - 4"
7' - 0"
A3.1
T/ FTG = -2' - 0"
W
3'-0" X 3'-0" X 1'-0"
FOOTING W/ 4) #4
EW, BOTTOM
5
ELECTRIC ROOM ROOF FRAMING PLAN
SCALE: 1/4" = 1'-0"
4"
14"X14" PIER. SEE
14/S2.1 FOR DETAILS
T/ PIER = 3' - 8"
3' - 4"
8"
1
T/ FTG = -6"
3.5
7' - 0"
WALL ELEVATIONS SYMETRIC ABOUT
BUILDING CENTERLINE, U.N.O.
6X
2
BP 5
2
20' - 10"
17' - 4"
T/ FTG
-2' - 0"
ENDWALL COLUMN
PER PEMB SUPPLIER
1"
EOD
4" Ø STD PIPE POST, TYP. SEE DETAIL
6/S2.1 FOR BASE CONNECTION. VERIFY
SPACING WITH OWNER PRIOR TO
FABRICATION & INSTALLATION.
6' - 10"
8"
T/ SLAB = 2' - 6"
1' - 8 3/4"
2' - 3 1/4"
1
39' - 0"
4' - 8 3/4"
800S200-54 @ 2'-0" OC MAX.
ATTACH TO CMU BOND BEAM
W/ 2) 3/8" Ø HILTI HUS-EZ
EA. WALL. EMBED 3 1/4" MIN.
6' - 5 1/2"
SAW CUT CONTROL JOINT AT
GRIDLINES, TYP. SEE 11/S2.1 &
12/S2.1 FOR DETAILS.
2' - 3 1/4"
SLOPE
7' - 8 3/4"
10' - 0"
T/ SLAB = 1' - 0"
1
SLOPE
T/ SLAB = 2' - 6"
3"
1
8"
S2.1
5"
10' - 0"
T/ SLAB = 6"
7
6" CONCRETE SLAB W/ #4 BARS @ 18" OC
EACH WAY OVER PROPERLY COMPACTED
SUBGRADE. REFER TO GEOTECHNICAL
REPORT FOR REQUIREMENTS.
10' - 0"
18' - 0"
ENDWALL COLUMN
PER PEMB SUPPLIER
1.5
18"X18" PIER. SEE
2/S2.1 FOR DETAILS.
T/ PIER EL. = 4' - 0".
-2' - 0"
T/ FTG
4' - 0"
T/ CONC. WALL
1' - 10"
4"
10"
4' - 0"
1' - 8 1/2"
2' - 2 1/4"
1
T/ SLAB = 2' - 0"
138' - 8"
141' - 4" OUTSIDE OF COLUMN TO OUTSIDE OF COLUMN
2.8
F
1" EOD
2
2.4
8" X 16 GA. CHANNEL. FASTEN
TO CMU BOND BEAM W/ 3/8" Ø HILTI
HUS-EZ @ 24" OC. EMBED 3 1/4" MIN.
4' - 4"
6' - 6"
T/ FTG
-2' - 0"
6' - 6"
8" TYP.
15' - 0"
© 2010
1' - 4"
1
14"X14" PIER. SEE
14/S2.1 FOR DETAILS
3'-0" X 3'-0" X 1'-0"
FOOTING W/ 4) #4
EW, BOTTOM
T/ PIER = 3' - 8"
ELECTRICAL ROOM ROOF FRAMING NOTES
1.
REFERENCE ELEVATION (EL = 0' - 0") IS DEFINED AS TOP OF CLAY SUBBASE AT GRID "K". REFER TO CIVIL WORK FOR
EXACT ELEVATION.
2.
PROVIDE CONTINUOUS SUPPORT FOR DECK EDGES, WHETHER SHOWN OR NOT, UNLESS OTHERWISE NOTED.
3.
CONTRACTOR SHALL VERIFY & COORDINATE ALL ROOF OPENING LOCATIONS W/ ARCHITECTURAL, MECHANICAL,
ELECTRICAL, & PLUMBING WORK.
4.
SEE DECK SCHEDULE BELOW FOR DECK FASTENING REQUIREMENTS. DECK ENDS SHALL BEAR A
MINIMUM OF 2" AT SUPPORTS & SHALL HAVE LAP JOINTS.
DAIRY HOUSING RESEARCH AND TEACHING FACILITY
10' - 0"
S2.1
COLLEGE OF AGRICULTURE FOOD
AND ENVIRONMENT DAIRY COMPLEX
6' - 6"
8' - 0"
8" TYP.
4' - 0"
11' - 4"
9
1' - 8"
6' - 8"
3' - 4"
7' - 0"
2' - 9"
17' - 4"
8"
4' - 0"
2' - 4"
-1' - 0"
8"
-2' - 0", TYP.
3' - 4"
20' - 10"
T/ FTG
-1' - 6"
T/ FTG
S2.1
SM
5
NOTE:
FOUNDATION SIZES, SECTIONS, AND ANCHOR ROD EMBEDMENT DEPTH SHOWN ARE APPROXIMATE AND
SUBJECT TO CHANGE BASED ON ASSUMED BUILDING LOADS. CONTRACTOR MUST SUBMIT PRE-ENGINEERED
METAL BUILDING DETAILS AND REACTIONS FOR ENGINEER'S APPROVAL PRIOR TO CONSTRUCTION OR
SHOP DRAWING PREPARATION. ALLOW TWO WEEKS FOR FOUNDATION REVIEW AND REVISIONS IF REQUIRED.
FINAL SIZES AND EMBEDMENT DEPTHS WILL BE PROVIDED AFTER EVALUATION.
4" SLAB ON GRADE ON
ASTM E1745 VAPOR RETARDER.
T/ SLAB ELEVATION = 0' - 0". SLOPE
TOWARDS DOOR 1/8":1'-0"
6' - 8"
3'-0" X 3'-0" X 1'-0"
FOOTING W/ 4) #4
EW, BOTTOM
T/ CMU WALL
8' - 8"
0"
[smart design]
8"
1' - 2"
10' - 0"
T/ CMU WALL
8'
8"- 8"
T/ PIER = 3' - 8"
C E NS ED
G
IO NA L E N
18"X18" PIER. SEE
2/S2.1 FOR DETAILS.
T/ PIER EL. = 3'-8"
T/ CONCRETE WALL
8" , TYP.
14"X14" PIER. SEE
14/S2.1 FOR DETAILS
45' - 4"
1
1" EOD
COMPACTED CLAY SUBBASE
1
T / FTG = -6"
1.5
SS
-1' - 6"
12' - 4"
24' - 6"
T/ FTG
-1' - 0"
T/ FTG
-2' - 0"
T/ FTG
23151
KYLE S.
BEASLEY
F
1853
E
Design Build | Building Commissioning | Special Inspections
D.5
FE
PRO
Master Planning | Architecture | Engineering | Interior Design
D
502-585-4181 502-587-0488 Fax www.luckett-farley.com
C.5
737 South Third Street, Louisville, Kentucky 40202-2100
C
LI
U
O F K E NT
TE
A
B.5
ST
B
R
A.5
EE
A
Y
IN
CK
METAL DECK PROFILE,
DEPTH x THICKNESS
4
PLAN
NORTH
FOUNDATION PLAN
1
2
2
TYP.
A3.2
S2.1
TYP.
5' - 0"
10' - 0"
18"X18" PIER, TYP.
MATCH T/ WALL2EL.
S2.1
2
TYP.
TYP.
A3.2-AG
10' - 0"
#12 TEK SCREWS AT 12" OC
#10 TEK @ 12" OC
1
S2.1
S2.1
3-SPAN
SUPPORT FASTENING
SIDE LAP FASTENING
13
5' - 0"
S2.1
T/ CLAY SUBBASE
= 0' - 0"
8" TYP.
WEST BAY TO BE DESIGNED
TO ALLOW FOR FUTURE
EXPANSION (30 FT BAYS)
T/ CLAY SUBBASE
= 1' - 6"
T/ WALL
4' - 0"
ANCHOR ROD EMBEDMENT SCHEDULE
ANCHOR DIAMETER
REQUIRED EMBEDMENT
1/2" Ø
10 INCHES
3/4" Ø
12 INCHES
1" Ø
16 INCHES
1 1/4" Ø
20 INCHES
*NOTE: ANCHOR ROD SIZE AND LAYOUT TO BE
PROVIDED BY PEMB SUPPLIER
SCALE: 1/8" = 1'-0"
1
#
1/6/2015 3:02:27 PM
C:\Users\jbeaudette\Documents\2014.081 Struct - VE PEMB_jbeaudette.rvt
1' - 4"
TYP.
SPAN CONDITION
1 1/4" PBR
ROOF x 26 GA
1/6/2015
ROOF DECK
4' - 0"
R1
Addendum 01
T/ FTG
-1' - 0"
ROOF DECK SCHEDULE
PLAN MARK
Description
T/ FTG
-1' - 6"
REVISIONS
T/ FTG
-1' - 0"
T/ WALL
T/ FTG
-2' - 0"
T/ FTG
-2' - 0"
T/ FTG
-1' - 6"
Date
24' - 6"
COMPACTED CLAY SUBBASE
COMM. NO.
2014.081
MADE BY
CHECKED
JB
KSB
DATE
11/14/14
FOUNDATION PLAN
100% CONSTRUCTION DOCUMENTS
0
1/2"
1"
SCALE SHOWN TO ENSURE REPRODUCTION ACCURACY
DRAWING NO.
S1.1
BID PKG.
C ENS ED
G
IO NA L E N
23151
KYLE S.
BEASLEY
SS
TE
LI
U
O F K E NT
R
2
1' - 4"
Y
EE
OUTSIDE FACE OF
PEMB COLUMN
CK
IN
1
FE
ST
PRO
A
PEMB COLUMN
PER PEMB SUPPLIER
1
FINISH GRADE
FINISH GRADE
1'VARIES
- 1 3/8"
1' - 6"
TOP OF CLAY
SUBBASE
1/2" ISOLATION JOINT
3 RUNS, #5 HORINZONTAL BARS
T/ SCRAPE
ALLEY
1' - 9 1/4"
CLAY SUBBASE
RUBBER FLOORING
(NIC)
VARIES
VARIES
11"
CLAY SUBBASE
3 RUNS, #5 HORIZONTAL
BARS, EA. FACE
SLAB ON GRADE
PER PLAN
1853
Design Build | Building Commissioning | Special Inspections
#3 TIE SETS @ 8" OC
CLAY SUBBASE
#5 VERTICAL DOWELS
@ 24" OC W/ STD HOOK
SLAB ON GRADE
PER PLAN
T/ CURB
2'VARIES
- 3 1/4"
EMBED 12" MIN.
T/ WALL
4' - 0"
RUBBER FLOORING
(NIC)
Master Planning | Architecture | Engineering | Interior Design
CONCRETE WALL
BEYOND
18"X18" CONCRETE PIER
8" WALL
1/2" ISOLATION JOINT
4"
6"
#3 TIE SETS
@ 8" OC
4 RUNS, #5 HORIZONTAL BARS
4"
#4 U-BAR W/
24" LEG, MIN. @
EA. COLUMN
502-585-4181 502-587-0488 Fax www.luckett-farley.com
4"
8) #6 VERTICAL DOWELS
W/ STD HOOK (3 EA. FACE)
#5 VERTICAL DOWELS
@ 24" OC W/ STD HOOK
1' - 0" MIN.
EMBED.
2
3) #3 TIES SETS @ 2" OC
2" 2"
8" CONCRETE WALL
1' - 6"
4' - 0"
1' - 0"
T/ PILASTER
4' - 0"
T/ WALL
6"
8"
BASEPLATE & ANCHOR
ROD LAYOUT PER
PEMB SUPPLIER
8) #6 VERTICAL
1' - 6"
1 1/2" CLR
TYP.
737 South Third Street, Louisville, Kentucky 40202-2100
PEMB COLUMN PER
PEMB SUPPLIER
T/ SCRAPE ALLEY
1'VARIES
- 4 7/8"
1' - 0"
7) #5 LONG WAY, TOP
ATLERNATE HOOKS
1' - 2"
#4 @ 12" OC SHORT WAY,
TOP AND BOTTOM
#5 @ 24" OC
3 RUNS, #5 HORINZONTAL BARS
6'-0" x 6'-0" FOOTING.
T/ FTG TO MATCH TOP
OF WALL FTG, TYP.
1' - 0"
2) #5 CONT.
10"
T/ FOOTING
SEE-1'
PLAN
- 0"
2"
3"
CLR
T/ FOOTING
- 0"
SEE-1'PLAN
1' - 0"
#5 @ 12" OC
12'-0" x 7'-0" FOOTING.
T/ FTG TO MATCH TOP
OF WALL FTG, TYP.
#5 @ 24" OC
6) #6 EW, BTM
#4 @ 12" OC
3' - 0"
T /FTG
SEE-1'
PLAN
- 6"
4) #4 CONT.
1' - 0"
2' - 0"
1' - 6"
1' - 0"
A2.1
SCALE: 3/4" = 1'-0"
TYP. COL. @ PERIMETER WALL
3
A2.1
SCALE: 3/4" = 1'-0"
SCRAPE ALLEY WALL @ OPENING
4
A2.1
SCALE: 3/4" = 1'-0"
TYP. COL. @ SCRAPE ALLEY WALL
SCALE: 3/4" = 1'-0"
3
PEMB COLUMN
PER PEMB SUPPLIER
2.4
3/8" BASEPLATE
POST
1/4
4"
6"
2' - 0"
8
A2.1
SCALE: 3/4" = 1'-0"
TYPICAL FEED ALLEY WALL
9
S1.1
SCALE: 3/4" = 1'-0"
#5 @ 12" OC
POUR-THROUGH @ DOOR
10
TYPICAL WATERER
SCALE: 3/4" = 1'-0"
A2.1
SCALE: 1/2" = 1'-0"
FOR SLAB REINFORCING
SEE PLAN
CONTROL JOINT IN
CONCRETE WALL TYP.
@ EA. STEP CONDITION
1' - 2"
7"
CONCRETE WALL
FOOTING PER DETAIL
2' - 0"
11
TYPICAL SLAB ON GRADE CONTROL JOINT
SCALE: 3/4" = 1'-0"
12
TYPICAL SLAB ON GRADE CONSTRUCTION JOINT
13
STEPPED WALL FOOTING
SCALE: 3/4" = 1'-0"
S1.1
SCALE: 3/4" = 1'-0"
4) #6 VERTICAL
14
14" PIER
SCALE: 1 1/2" = 1'-0"
1
Addendum 01
NOTE: CONTRACTOR TO VERIFY THE COMPOSITION
OF THE SOIL SUBSTRATE AND ITS PREPARATION
WITH THE GEOTECHNICAL REPORT.
1/6/2015
1' - 0"
CRUSHED STONE SUBBASE
SEE PLAN FOR THICKNESS
Date
1' - 0"
6"
7"
#3 TIES @ 8" OC.
SEE 2/S2.1 FOR MORE
INFORMATION
1
FOR SLAB REINFORCING
SEE PLAN
7"
#
BARS TO MATCH SIZE
AND SPACING OF WALL
FOOTING REINFORCEMENT
REVISIONS
CONCRETE SLAB
CRUSHED STONE SUB BASE
SEE PLAN FOR THICKNESS
5) #5 CONT.
1/4"x t/4 CONTINUOUS SAW
CUT AND FILL W/ SEALANT
AFTER 28 DAY CURING PERIOD
EQ EQ
t
5' - 9"
3' - 0"
#5 @ 12" OC
TYPICAL TURNED-DOWN SLAB
1/4" x t/4 CONTINUOUS SAW-CUT
AND FILL WITH SEALANTAFTER
28 DAY CURING PERIOD
#4 CONT. @ 16" OC
WEEP HOLE
T/ FOOTING
SEE-1'PLAN
- 6"
CONT. #4 @ 12" OC
#4 x 2'-0" BAR W/
PLASTIC EXPANSION SLEEVE
@ 1'-6" OC
CONCRETE SLAB
1' - 0"
NOTE:
OMIT CONCRETE CURB AND
VERTICAL DOWELS AT SIM.
4) #4 CONT.
8"
1' - 2"
7"
S1.1
SCALE: 3/4" = 1'-0"
2' - 5"
#5 VERTICAL DOWELS
@ 18" OC W/ STD HOOK
-2' - 0"
#4 VERTICAL DOWEL
@ 12" OC W/ STD. HOOK
8"
10"
1' - 2"
7
4"
6" SLAB ON GRADE
W/ RUBBER FLOORING
PER PLAN
#5 VERTICAL DOWELS
@ 16" OC W/ STD HOOK
3) #4 CONT.
6" CRUSHED STONE
1' - 0"
#4 VERTICAL DOWEL
@ 12" OC W/ 36" LONG
LEG @ TOP
8"
TYPICAL CMU STEM WALL
VARIES
8"
DAIRY HOUSING RESEARCH AND TEACHING FACILITY
CLAY SUBBASE
T/ FTG
4) #4 CONT.
#5 @ 12" OC
COLLEGE OF AGRICULTURE FOOD
AND ENVIRONMENT DAIRY COMPLEX
FINISH GRADE
SEE
1' - 8 PLAN
1/2"
4"
2' - 6" MIN.
FINISH
GRADE
-2' - 0"
3" CLR
1' - 0"
3' - 0"
1/6/2015 3:02:29 PM
C:\Users\jbeaudette\Documents\2014.081 Struct - VE PEMB_jbeaudette.rvt
SLAB ON GRADE
PER PLAN
VARIES
2' - 6"
8"
#57 GRAVEL FILL
6" SLAB ON GRADE
PER PLAN
SLAB ON GRADE
PER PLAN
#4 CONT. HORIZ.
@ 12" OC MAX.
6" SLAB ON GRADE
PER PLAN
#5 VERTICAL DOWELS
@ 18" OC W/ STD HOOK
STOOP, SEE CIVIL
2) RUNS, #4 CONT.
A
LOCATE JOINT
UNDER THRESHOLD
6"
0"
SEE PLAN
F
8" CONCRETE CURB
1
SCALE: 1" = 1'-0"
SLAB ON GRADE
PER PLAN
CLAY SUBBASE
POST BASEPLATE
1' - 2"
T/ WALL = 8"
#4 CONT. @ 16" OC
MOUNT PIPE PER
DETAIL 6/S2.1
3" CLR
6
1/2" ISOLATION JOINT
3" Ø STANDARD PIPE
SUPPORT @ 15" OC. MAX
6" MIN.
5"
2' - 2" LAP
8"
#4 VERTICAL DOWELS
@ 32" OC W/ STD HOOK.
6' - 6"
2) 1/2" Ø ANCHOR
RODS. ATTACH TO
CONCRETE WALL
W/ HILTI HIT-HY 200
ADHESIVE. (EMBED 4" MIN.)
3" CLR
WALL
8" CMU WALL
S1.1
8"
T/ WALL
#4 @ 32" OC
5
2' - 5"
Description
S1.1
2
3' - 0"
© 2010
TYPICAL PERIMETER WALL
1
3' - 0"
[smart design]
12' - 0"
SM
3"
CLR
7) #7 LONG WAY, BTM
COMM. NO.
2014.081
MADE BY
CHECKED
JB
KSB
DATE
11/14/14
FOUNDATION
SECTIONS &
DETAILS
100% CONSTRUCTION DOCUMENTS
0
1/2"
1"
SCALE SHOWN TO ENSURE REPRODUCTION ACCURACY
DRAWING NO.
S2.1
BID PKG.