Soil Survey and Materials Report - huntsvilleal.gov FIELD PROCEDURE ... This soil survey and...

Soil Survey and Materials Report71-16-TI06

Additional Lanes and Widening on SR-2 (US-72)From West of County Line Road to Crutcher Road

And on County Line Road and Old Railroad Bed RoadIn the City of Huntsville

Grade, Drain, Base, Pave, Signing, and SignalsMadison and Limestone Counties, Alabama

August 16, 2017Terracon Project E1165145

Prepared for:Gonzalez-Strength and Associates, Inc.

Birmingham, Alabama

Prepared by:Terracon Consultants, Inc.

Birmingham, Alabama

Terracon Consul tants, Inc. 110 12th Street North Birmingham, Alabama 35203P [205] 942 1289 F [205] 443 5302 terracon.com

August 16, 2017

Gonzalez-Strength and Associates, Inc.2176 Parkway Lake DriveBirmingham, Alabama 35244

Attn: Mr. Douglas R. Peterson, P.E.

Re: Soil Survey and Materials Report71-16-TI06Additional Lanes and Widening on SR-2 (US-72)From West of County Line Road to Crutcher RoadAnd on County Line Road and Old Railroad Bed RoadIn The City of HuntsvilleGrade, Drain, Base, Pave, Signing, and SignalsMadison and Limestone Counties, AlabamaTerracon Project No. E1165145

Dear Doug:

Terracon is pleased to present this soil survey and materials report for the plannedimprovements on SR-2 (US-72), County Line Road, and Old Railroad Bed Road in Madisonand Limestone Counties, Alabama. Our scope for this project was performed in generalaccordance with our proposal number PE1165145 dated March 31, 2016.

We appreciate the opportunity to be of service to you on this project. If you have any questionsconcerning this report, or if we may be of further service, please contact us.

Sincerely,Terracon Consultants, Inc.

Matthew S. McCullough, P.E. Rick D. Snow, P.E.Project Engineer Senior EngineerAlabama PE No. 31978 Alabama PE No. 18823

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TABLE OF CONTENTSPage

1.0 INTRODUCTION ............................................................................................................. 12.0 SITE AND PROJECT DESCRIPTION ............................................................................. 13.0 FIELD PROCEDURE ...................................................................................................... 24.0 SUBSURFACE CONDITIONS ........................................................................................ 2

4.1 Geology ............................................................................................................... 24.2 Existing Pavement ............................................................................................... 24.3 Subsurface Soil Conditions .................................................................................. 34.4 Groundwater ........................................................................................................ 4

5.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ...................................... 55.1 Earthwork............................................................................................................. 5

5.1.1 Unclassified Excavation ............................................................................ 55.1.2 Shrink/Swell Values .................................................................................. 65.1.3 Borrow ...................................................................................................... 65.1.4 Topsoil ..................................................................................................... 6

5.2 Pavement Design................................................................................................. 75.2.1 Existing Pavement .................................................................................... 75.2.2 Traffic Data ............................................................................................... 75.2.3 Subgrade.................................................................................................. 75.2.4 Design Resilient Modulus ......................................................................... 75.2.5 Recommended Pavement Buildup ........................................................... 75.2.5.1 Resurfacing ............................................................................................ 85.2.5.2 New Pavement ....................................................................................... 95.2.6 RAP Information ..................................................................................... 14

5.3 Miscellaneous .................................................................................................... 15

APPENDIX A – FIGURESExhibit A-1: Site Location MapExhibit A-2: Geologic MapExhibits A-3 to A-6: Boring Location PlanExhibits A-7 to A-10: Pavement Core Photographs

APPENDIX B – LABORATORY TESTINGSoil Classification SummaryResilient Modulus Test Results

APPENDIX C – PAVEMENT DESIGN DATATraffic DataDesign Resilient Modulus SummaryDARWin 3.1 Pavement Design and Analysis DataJob Mix Formula for RAP InformationTypical Details

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TABLE OF CONTENTS (CONTINUED)

APPENDIX D – SOIL BORING DATATest Boring Record Sheets (9)Boring Log Cross Section Sheets (8)

APPENDIX E – PAY ITEM LIST

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SOIL SURVEY AND MATERIALS REPORTADDITIONAL LANES AND WIDENING ON SR-2 (US-72)

FROM WEST OF COUNTY LINE ROAD TO CRUTCHER ROADAND ON COUNTY LINE ROAD AND OLD RAILROAD BED ROAD

IN THE CITY OF HUNTSVILLE GRADE, DRAIN, BASE, PAVE, SIGNING, AND SIGNALS

MADISON AND LIMESTONE COUNTIES, ALABAMATerracon Project No. E1165145

August 16, 2017

1.0 INTRODUCTION

This soil survey and materials report has been completed for the planned improvements on SR-2(US-72), County Line Road, and Old Railroad Bed Road in Madison and Limestone Counties.Twenty-seven (27) soil borings and four (4) asphalt cores were performed within the project limits.The purpose of this geotechnical engineering evaluation is to report the subsurface conditionswithin the project limits and provide recommendations for the planned roadway constructionusing ALDOT design criteria.

2.0 SITE AND PROJECT DESCRIPTION

The project will consist of improvements to SR-2 (US Highway 72), County Line Road, and OldRailroad Bed Road in Huntsville, Alabama. US-72 will be widened and resurfaced from about 700feet west of its intersection with County Line Road (Sta. 107+29.12) to the intersection withCrutcher Road (Sta. 126+29.70). The widening will be on the north side of US-72 and in theexisting median. County Line Road will be widened and resurfaced to the south of US-72 for adistance of about 1,770 feet (Sta. 1+25 to Sta. 119+00), with a portion of the existing roadwayimmediately south of US-72 (between Sta. 15+00 and 19+00) being reconstructed. Old RailroadBed Road will be widened and resurfaced from US-72 extending north about 550 feet (Sta.20+59.95 to 26+00) with a portion of the existing roadway immediately north of US-72 (betweenSta. 20+50.95 to 23+50) being reconstructed. The widening of County Line Road / Old RailroadBed Road will be on both sides of the existing roadways.

New signal poles are also planned at the intersection of SR-2 (US-72) / County Line Road / OldRailroad Bed Road. Terracon’s signal pole foundation report will be presented under a separatecover.

Soil Survey and Materials ReportAdditional Lanes and Widening on SR-2 (US-72) from West of County Line RoadTo Crutcher Road ■ Madison and Limestone Counties, AlabamaAugust 16, 2017 ■ Terracon Project E1165145


3.0 FIELD PROCEDURE

Drilling crews contracted by Terracon conducted soil boring and sampling operations atdesignated locations on the project site using both truck-mounted and ATV track-mounted drillrigs. The drill rigs were fitted with manual hammers. A total of twenty-seven (27) test boringswere performed for this project. Fourteen (14) of the borings were performed in 2012 as part ofa previous project. Thirteen (13) additional borings were performed on February 2, 2017 basedon the updated plans. The borings were performed approximately every 200 to 300 feet nearthe left and right ditch lines along County Line Road and Old Railroad Bed Road, and near theleft ditch line and centerline along SR-2 (US-72). The borings were extended to depths of 5 to10 feet below the existing grades. The soil boring locations are shown on Exhibits A-3 throughA-6 in Appendix A.

Boring logs indicating the location and depth of the drilling and sampling operations wereprepared by the driller in the field. Bagged soil samples from standard penetration testing wererecovered. A Terracon engineer evaluated the recovered soil samples and logged the probablesite stratigraphy. Selected soil samples were tested at the Terracon laboratories in Birmingham.Laboratory test results are included in this report in Appendix B.

4.0 SUBSURFACE CONDITIONS

4.1 Geology

Published maps indicate that the project is underlain by the Fort Payne Chert. This formationcontains very light to light-olive-gray, thin to thick-bedded fine to coarse-grained bioclastic(abundant pelmatozoans) limestone containing abundant nodules, lenses and beds of light todark-grey chert. For more information please see Exhibit A-1: Geologic Map located in AppendixA.

4.2 Existing Pavement

A cursory review of the existing pavement condition was performed as part of our fieldexploration. The existing pavement along SR-2 (US-72) was generally observed to be in goodcondition with only occasional low to moderate-severity longitudinal and transverse crackingobserved. Due to the low severity the cracking is not anticipated to penetrate the existingwearing surface layer.

The pavement along County Line Road was generally observed to be in fair to good condition,with moderate severity transverse and block cracks observed. However, areas near the



intersection with SR-2 (roughly between approximate Station 15+00 and 19+00) had severalpatched areas in poor condition.

The pavement along Old Railroad Bed Road was generally observed to be in fair to goodcondition, with moderate severity transverse cracking observed.

The existing pavement was cored at selected locations along SR-2 (US-72), County Line Road,and Old Railroad Bed Road. The encountered asphalt and base thicknesses are shown in thefollowing table. Photographs of the pavement cores can be seen on Exhibits A-7 through A-10in Appendix A.

Boring No. LocationTotal Thickness

of Asphalt(inches)

Thickness ofBase

(inches)

C-1 Sta. 109+00 / 35’ RT of CLSR-2 (US-72) 13 2*

C-2 Sta. 121+50 / 20’ LT of CLSR-2 (US-72) 7 5*

C-3 Sta. 23+75 / 20’ RT of CLOld Railroad Bed Road 4 4.5

C-4 Sta. 11+00 / 18’ LT of CLCounty Line Road 5 5*

*At Cores C-1, C-2, and C-4, the existing base could not be penetrated by hand-augering

The base material was noted to consist of crushed aggregate. The existing asphalt and basethickness observed at the boring locations correlate to an average in-place Structural Number(SN) of 4.89 for SR-2 (US-72), 2.9 for County Line Road, and 2.39 for Old Railroad Bed Road.

4.3 Subsurface Soil Conditions

Most borings initially encountered between 2 and 4 inches of topsoil. Boring B-35, performed onOld Railroad Bed Road, encountered 4 inches of asphalt and 2 inches of crushed aggregatebase. Below the surface material, the soils encountered at the borings generally consisted oflean clay (CL) and fat clay (CH). A few borings also encountered silt (ML) or silty sand (SM)below about 6 to 8-½ feet. The soils were typically AASHTO Classification A-6 and A-7-6 basedon laboratory testing. The borings were terminated at depths ranging from 5 to 10 feet belowexisting grades.

The soils encountered in the borings had typical SPT N-values ranging from about 4 blows perfoot to about 18 blows per foot, which correlates with soil consistencies of soft to very stiff. At afew locations, the clay soils had consistencies of hard (N-values 31 blows per foot or greater).



Boring B-42 (drilled at Sta. 116+95 of SR-2) encountered very soft soils (N-value of 2 blows perfoot) in the upper 4 feet. For a more detailed description of the subsurface conditionsencountered, please refer to the boring log sheets in Appendix D.

Selected soil samples were tested for properties such as natural moisture content (ASTM D-2216), grain-size distribution (ASTM D-422) and Atterberg Limits (ASTM D-4318). Ourlaboratory test results for the samples tested indicated that the on-site soils have PlasticityIndices (PI’s) ranging from 13 to about 37 percent and Liquid Limits (LL’s) ranging from 33 to 64percent. Laboratory test results are presented in the Soil Classification Summary in AppendixB.

A standard Proctor density test (AASHTO T99) and Laboratory Resilient Modulus (MR) test(AASHTO T 307-99) were performed on one composite bulk sample retrieved from boringsSR2-5 and SR2-6. The results are summarized in the following table.

Station Offset Depth(feet)

MaximumDry

Density(pcf)

OptimumMoistureContent

(%)

AverageMR

(psi)

AASHTOClassification

119+00122+00

25’ Right40’ Right 0-10 94.9 25.5 9,783 A-7-6(22)1

1. Specimen tested at 2.0 psi confining pressure; see Section 5.2.4 for further discussion of theLaboratory Resilient Modulus tests.

4.4 Groundwater

The following table presents the groundwater levels observed in our borings at the time ofdrilling and for the short duration that the borings were allowed to remain open after drillingcompletion.

Station Offset Boring No.

DepthGroundwater

Observed(feet)

ElevationGroundwater

Observed(feet)

109+00 60’ LT SR2-1 6 712.87109+00 CL SR2-2 7 712.79119+00 55’ LT SR2-4 7 729.458+00 40’ RT CL-3 9 715.9814+00 40’ RT CL-5 5 716.6317+00 42’ RT CL-6 9 715.98



No groundwater was noted in any of the other borings performed for this project. A relatively longperiod of time may be necessary for a groundwater level to develop and stabilize in a borehole inthese materials. Long term observations in piezometers or observation wells sealed from theinfluence of surface water are often required to define groundwater levels in materials of this type.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoffand other factors not evident at the time the borings were performed.

5.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

5.1 Earthwork

Fills of up to about 4 feet will be required along the existing median on SR-2 (US-72). Fills of 1to 6 feet will be necessary in widening areas left of centerline along SR-2 (US-72). Fills of 1 to 3feet will be required for the County Line Road and Old Railroad Bed Road widening, left andright of centerline. Minimal cuts will be necessary in the proposed ditch lines.

5.1.1 Unclassified ExcavationThe unclassified materials excavation for this project will primarily consist of removal of a portionof the existing asphalt and crushed aggregate base. Based on the cross-sections provided to usby Gonzalez-Strength and Associates, Inc., and the data retrieved from our pavement cores, wehave estimated an unclassified materials excavation quantity of approximately 1,100 cubicyards for this project. This quantity does not include soft soil undercut (presented below).

Pay Item 210A-000 – Unclassified Excavation – per cubic yard

Based on the results of our borings along the proposed roadway widening areas, undercuttingof soft soils will be necessary in several areas. The table below presents our undercutrecommendations based on the borings. These areas should be further evaluated at the timethey are excavated and further delineation of soft soils may be required at the time ofconstruction. Soils removed during undercutting may be reused as borrow material beyond theedge of pavement.

Location Station Offset Boring(s)

AnticipatedUndercut

Depth(feet)

AnticipatedUndercut

Width(feet)

AnticipatedUndercutVolume

(CY)

SR-2 (US-72)116+00 –118+00

20’ Rightto 35’Right

B-42 4 15 445



Location Station Offset Boring(s)

AnticipatedUndercut

Depth(feet)

AnticipatedUndercut

Width(feet)

AnticipatedUndercutVolume

(CY)

SR-2 (US-72) 120+50 –122+50


SR2-7 3 25 555

County LineRoad 7+50 – 8+50


CL-3 3 25 278

County LineRoad 12+50 – 18+00


CL-5CL-6 3 25 1,528

County LineRoad 15+00 – 17+00 35’ Left to

10’ Left B-33 3 25 556

Old RailroadBed Road 22+50 – 24+00


B-35 3 20 333

5.1.2 Shrink/Swell ValuesWe recommend that a typical shrink value of 20-25% be assumed for on-site soils. This typicalvalue may also be applied to off-site borrow soils if laboratory testing is not available for thesesoils.

5.1.3 BorrowWe anticipate that the fill material for the project will be comprised of off-site soils. No off-siteborrow sources have been identified at the time of this report.

Pay Item No. 210D-000 – Borrow Excavation – per cubic yard

5.1.4 TopsoilBased on our site observations and the results of our borings, there does not appear to beadequate topsoil present at the site for re-use, or an adequate stockpiling area. The followingpay item is recommended for purchase of topsoil.

Pay Item No. 650A-000 – Topsoil – per cubic yard

It will be the responsibility of the contractor to verify the topsoil materials purchased meet therequirements set forth in Section 650.02(a) of the ALDOT Specifications for HighwayConstruction.



5.2 Pavement Design

5.2.1 Existing PavementPavement coring data is presented in Section 4.2 as well as in Appendix A. Based on the corescollected, the average in-place Structural Number (SN) is 4.89 for SR-2 (US-72), 2.9 for CountyLine Road, and 2.39 for Old Railroad Bed Road.

Portions of the existing pavement on US-72, County Line Road, and Old Railroad Bed Road willbe planed and retained throughout the project and will receive an overlay in conjunction with theplanned additional lanes/widening. Portions of the County Line Road and Old Railroad Bedpavement will also be removed and replaced adjacent to the intersection with US-72.

5.2.2 Traffic DataDesign traffic data was provided by GSA, and is included with this report in Appendix C. Theprovided traffic data for this project indicates a maximum 2017 Average Annual Daily Traffic(AADT) of 36,163, a 2037 AADT of 59,257, and a TADT of 3%. Based on these values,maximum project ESALs were calculated to be approximately 4,396,202 (4.4x106) – withinESAL range C/D.

5.2.3 SubgradeThe soils that will comprise the new pavement subgrade will consist of either in-situ soils or newengineered fill. Due to the relatively short length of the project and lateral limits of the plannedwidening, it is our opinion that roadbed processing and/or roadbed stabilization should bewaved.

Plan Note: The upper 6 inches of subgrade should be compacted to 100% of theAASHTO T-99.

5.2.4 Design Resilient ModulusAs previously discussed in Section 4.3, one Resilient Modulus (MR) sample was tested for thisproject by Terracon. Based on the AASHTO soil classification, the sample was tested at aconfining pressure of 2 psi. The sample tested resulted in a design MR value of 9,800 psi. Thisdesign MR will only be utilized for design of the County Line Road and Old Railroad Bed Roadpavements. The laboratory MR results have been included with this report in Appendix B. TheDesign Resilient Modulus (MR) Summary Sheets are included in Appendix C.

5.2.5 Recommended Pavement BuildupThe following sections contain our recommended pavement buildups for this project. Theequivalent buildup method was utilized for design of the widening and resurfacing buildups onSR-2 (US-72). The design Resilient Modulus (MR) of 9,800 psi was utilized for design of thewidening and resurfacing buildups on County Line Road and Old Railroad Bed Road.



5.2.5.1 ResurfacingResurfacing is planned on US-72 for the entire length of the project, on County Line Roadbetween Stations 1+25 to 15+00 and 19+00 to 19+42.84, and on Old Railroad Bed Roadbetween Stations 23+50 to 26+00. The existing pavement in these areas will be planed andretained and overlaid. The recommended resurfacing buildups are presented below:

Section Item Thickness(inches)

SR-2 (US-72) Resurfacing Station 107+29.12 to

126+29.70

Equivalent Buildup Method

424A-360165 lb/yd2 Superpave Bituminous

Concrete Wearing Surface, ½ inchMaximum Aggregate Size Mix, ESAL

Range C/D

1.49

408A-051Planing Existing Pavement

(Approximately 0.00” through 1.0” Thick)(0.5”)

---

Existing Asphalt After Planing 6.5 to 12.5

Existing Crushed Aggregate Base 5.0


TotalThickness(inches)

County Line RoadResurfacing

Station 23+50 to 26+00

Design MR = 9,800 psiDesign SN = 4.23Actual SN = 4.29



Range C/D

1.49

12.29

424B-651255 lb/yd2 Superpave Bituminous

Concrete Upper Binder Layer, 1 inchMaximum Aggregate Size Mix, ESAL

Range C/D

2.3



---

Existing Asphalt After Planing 3.5






Old Railroad Bed RoadResurfacing

Station 1+25 to 15+00Station 19+00 to 19+42.84




Range C/D

1.49

11.54



Range C/D

2.3



---

Existing Asphalt After Planing 3.25


5.2.5.2 New PavementNew pavement will be required in reconstructed areas of County Line Road and Old RailroadBed Road as well as for widening and/or additional lanes on US-72, County Line Road, and OldRailroad Bed Road. The recommended new pavement buildups are presented in the followingtables:





SR-2 (US-72)Eastbound

Widening/Additional Lanes Station 107+29.12 to

126+29.70

Equivalent Buildup MethodDesign SN = 4.89Actual SN = 4.95



Range C/D

1.49

15.81



Range C/D

2.3


Concrete Lower Binder Layer, 1 inchMaximum Aggregate Size Mix, ESAL

Range C/D

3.02

301A-006Crushed Aggregate Base Course, Type

B, Plant Mixed, 4.5” CompactedThickness

4.5



4.5

Falling Weight Deflectometer (FWD) testing performed by ALDOT in 2014 showed an additional1 inch of asphalt was required for the westbound travel lanes. At the request of ALDOT, thisinformation has been considered for the new pavement section on the westbound portion of thisproject presented below.





SR-2 (US-72)Westbound

Widening/Additional Lanes Station 107+29.12 to

126+29.70

Equivalent Buildup MethodDesign SN = 4.89Actual SN = 5.48



Range C/D

1.49

16.79



Range C/D

3.15



Range C/D

3.15



4.5



4.5



The following buildup is recommended for the new pavement on County Line Road.



County Line RoadReconstruction

Station 15+00 to 19+00

Widening/Additional LanesStation 1+25 to 15+00

Station 19+00 to 19+42.84




Range C/D

1.49

12.58



Range C/D

2.3



Range C/D

2.79


B, Plant Mixed, 6” Compacted Thickness6



The following buildup is recommended for the new pavement on Old Railroad Bed Road.



Old Railroad Bed RoadReconstruction

Station 20+50.95 to 23+50

Widening/Additional LanesStation 23+50 to 26+00




Range C/D

1.49

12.27



Range C/D

2.3



Range C/D

2.48


B, Plant Mixed, 6” Compacted Thickness6

It may be necessary to relocate existing private driveways to accommodate the associatedconstruction. The pavement designs shown below may be used for bituminous and concreteresidential driveways without curb and gutter sections. Private drives affected will bereconstructed in kind with similar materials. A plan note will be required for driveway locationsstating the subgrade is to be compacted to the satisfaction of the engineer.



Private Asphalt Driveways

424A-360165 lb/yd2 Superpave Bituminous Concrete

Wearing Surface, ½ inch MaximumAggregate Size Mix, ESAL Range C/D

1.49

3.79424B-651

255 lb/yd2 Superpave Bituminous ConcreteUpper Binder Layer, 1 inch MaximumAggregate Size Mix, ESAL Range C/D

2.3





Private ConcreteDriveways

618B-003Concrete Driveway, 6” thick (Includes Wire

Mesh)6 6

5.2.6 RAP Information

For evaluation with regard to the use of Reclaimed Asphalt Pavement (RAP), The Job MixFormula sheet from the previous resurfacing project on SR-2 (US-72) has been included withthis report in Appendix C. The mix design indicates an asphalt content of 5.5% and the followingaggregate gradation:

Sieve Size % Passing1/2” 1003/8” 98#4 70#8 50

#16 41#30 30#50 13#100 8#200 6

The following table shows the coarse aggregate types utilized in the mix and theircorresponding LA Abrasion values:

Description Source % of Mix LA Abrasion1

3/8” Steel SlagDecatur Mills;

Trinity AL 10 16

#89 Limestone Vulcan Materials;Huntsville, AL 22 27

#810 Limestone Vulcan Materials;Huntsville, AL 6 27

#8 Sandstone Madison Materials;Blountsville, AL 10 53

1. Per ALDOT Materials Sources and Devices with Special AcceptanceRequirements Manual



5.3 Miscellaneous

Typical details for curb and gutter sections as well as open cut details for roadway pipe have beenprovided by Gonzalez-Strength and Associates and are included with this report in Appendix C.

A prime coat should be applied over the crushed aggregate base layer. A tack coat will be requiredfor bituminous concrete overlays and other contact surfaces such as adjacent pavement edges.ALDOT requires that a joint sealant be used during longitudinal and transverse joint construction.

Pay Item No. 401A-000 – Bituminous Treatment A – per square yard

Pay Item No. 405A-000 – Tack Coat – per gallon

Pay Item No. 407B-000 – Joint Sealant for Hot Mix Asphalt Pavement – per mile

A minor amount of patching (approximately 200 tons) of the existing pavement may be necessary.The following pay item is recommended.

Pay Item No. 424B-685 – Superpave Bituminous Concrete Lower Binder Layer, Patching, 1inch Maximum Aggregate Size Mix, ESAL Range C/D – per ton

Leveling pay items will be required for correcting cross slope on US-72, County Line Road, and OldRailroad Bed Road.

Pay Item No. 424B-659 – Superpave Bituminous Concrete Upper Binder Layer, Leveling, 1inch Maximum Aggregate Size Mix, ESAL Range C/D – per ton

Per the ALDOT Guidelines for Operation the recommended minimum placement rate for the binderleveling is 125 pounds per square yard, and the maximum rate is 350 pounds per square yard.

In order to minimize the potential for segregation, we recommend the use of a materials transferdevice.

Pay Item No. 410H-000 – Material Remixing Device – each

Where pavement is being raised more than one inch along shoulder areas and to repair lowshoulders, aggregate surfacing is recommended.

Pay Item No. 430B-043 – Aggregate Surfacing (1” Down, Crusher Run) – per ton



A field laboratory will be required for onsite testing and storage of samples and testingequipment. The following item should be included.

Pay Item 601A-000 – Furnishing Base, Soil and Structures Lab – each

APPENDIX A:FIGURES

SITE LOCATION MAPADDITIONAL LANES AND WIDENING ON SR-2(US-72) FROM WEST OF COUNTY LINE ROAD

TO CRUTCHER ROADMADISON AND LIMESTONE COUNTIES

Huntsville, AL

TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEYQUADRANGLES INCLUDE: CAPSHAW, AL (1/1/1982) and GREENBRIER, AL (1/1/1992).

110 12th St NBirmingham, AL 35203-1537

E1165145Project Manager:

Drawn by:

Checked by:

Approved by:

MSM

RDS

RDS

1”=2,000’

3/3/2017

Project No.

Scale:

File Name:

Date:A-1

ExhibitMSM

SITE

Fort Payne Chert - Very light to light-olive-gray, thin to thick-bedded fine to coarse-grained bioclastic (abundant pelmatozoans)limestone containing abundant nodules,lenses and beds of light to dark-grey chert.

Hartselle Sandstone - Light-colored thick-bedded to massive quartzose sandstone,containing interbeds of dark-gray shale.

GEOLOGIC MAPADDITIONAL LANES AND WIDENING ON SR-2(US-72) FROM WEST OF COUNTY LINE ROAD

TO CRUTCHER ROADMADISON AND LIMESTONE COUNTIES

110 12th St NBirmingham, AL 35203-1537

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND ISNOT INTENDED FOR CONSTRUCTION PURPOSES

E1165145

MSM

RDS

RDS

NTS

3/3/2017

Scale:

A-2

ExhibitProject Manager:

Drawn by:

Checked by:

Approved by:

Project No.

File Name:

Date:

MSM

BORING LOCATION PLANADDITIONAL LANES AND WIDENING ON SR-2 (US-72) FROM

WEST OF COUNTY LINE ROAD TO CRUTCHER ROADMADISON AND LIMESTONE COUNTIES A-3

110 12th Street North Birmingham, Alabama 35203

PH. (205) 942-1289 FAX. (205) 443-5302

E1165145

3/3/2017

MSM

MSM

RDS

RDS

N.T.S.

Project Manager:

Drawn by:

Checked by:

Approved by:

Project No.

Scale:

File Name:

Date:

EXHIBIT

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOTINTENDED FOR CONSTRUCTION PURPOSES

B-39B-40

SR2-1

BORING LOCATION ASPHALT CORE LOCATION

SR2-2

B-41 B-42

SR2-4

SR2-5C-1




PH. (205) 942-1289 FAX. (205) 443-5302

E1165145

3/3/2017

MSM

MSM

RDS

RDS

N.T.S.

Project Manager:

Drawn by:

Checked by:

Approved by:

Project No.

Scale:

File Name:

Date:

EXHIBIT


SR2-6

BORING LOCATION ASPHALT CORE LOCATION

SR2-7

C-2




PH. (205) 942-1289 FAX. (205) 443-5302

E1165145

3/3/2017

MSM

MSM

RDS

RDS

N.T.S.

Project Manager:

Drawn by:

Checked by:

Approved by:

Project No.

Scale:

File Name:

Date:

EXHIBIT


B-29B-28

CL-2 CL-3CL-1

B-27 B-32

BORING LOCATION

B-31

CL-4

B-30

ASPHALT CORE LOCATION

CL-5

C-4




PH. (205) 942-1289 FAX. (205) 443-5302

E1165145

3/3/2017

MSM

MSM

RDS

RDS

N.T.S.

Project Manager:

Drawn by:

Checked by:

Approved by:

Project No.

Scale:

File Name:

Date:

EXHIBIT


B-34 CL-7

CL-6

B-33

BORING LOCATION

B-36B-35

ASPHALT CORE LOCATION

C-3

ASPHALT CORE NO. C-1ADDITIONAL LANES AND WIDENING ON SR-2 (US-72) FROM

WEST OF COUNTY LINE ROAD TO CRUTCHER ROADMADISON AND LIMESTONE COUNTIES

A-7

E1165145MSM

NTS

Project Manager:

Drawn by:

Checked by:

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Scale:

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Date:

Exhibit

DIAGRAM IS FOR GENERAL INFORMATIONONLY, AND IS NOT INTENDED FOR

CONSTRUCTION PURPOSES

MSM


PH. (205) 942-1289 FAX. (205) 443-5302

Approximate Station 109+00, 35’ Right of Centerline SR-2 (US-72)

03/7/2017



A-8

E1145026MSM

NTS

Project Manager:

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Approved by:

Project No.

Scale:

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Exhibit



MSM


PH. (205) 942-1289 FAX. (205) 443-5302

Approximate Station 121+50, 20’ Left of Centerline SR-2 (US-72)

03/7/2017



A-9

E1145026MSM

NTS

Project Manager:

Drawn by:

Checked by:

Approved by:

Project No.

Scale:

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Date:

Exhibit



MSM


PH. (205) 942-1289 FAX. (205) 443-5302

Approximate Station 23+75, 20’ Right of Centerline Old Railroad Bed Road

03/7/2017



A-10

E1145026MSM

NTS

Project Manager:

Drawn by:

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Approved by:

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MSM


PH. (205) 942-1289 FAX. (205) 443-5302

Approximate Station 11+00, 18’ Left of Centerline County Line Road

03/7/2017

APPENDIX B:LABORATORY TESTING

Sheet 1 of 1

Station & Offset Boring Sample Depth Water Liquid Plastic Plasticity % Gravel % Sand % Pass D50 USCS AASHTONo. ID (ft) Content Limit Limit Index 200 (mm) Classification

(%)3+50 / 30' RT of CL CL-1 CL-1-1 1.0 – 2.5 32.3 55 27 28 12.8 11.8 75.4 --- CH A-7-6 (22)8+00 / 40' RT of CL CL-3 CL-3-1 1.0 – 2.5 19.4 34 18 16 6.5 14.7 78.8 --- CL A-6 (11)

14+00 / 40' RT of CL CL-5 CL-5-2 3.5 – 5.0 19.8 33 16 17 5.8 15.1 79.1 --- CL A-6 (12)24+00 / 30' LT of CL CL-7 CL-7-1 1.0 – 2.5 20.8 44 22 22 11.2 12.0 76.8 --- CL A-7-6 (17)

109+00 / 60' LT of CL SR2-1 SR2-1-1 1.0 – 2.5 43.3 62 27 35 7.7 17.3 75.0 --- CH A-7-6 (27)109+00 / CL SR2-2 SR2-2-2 3.5 – 5.0 48.4 64 27 37 26.5 24.3 49.2 0.087 GC A-7-6 (14)

119+00 / 55' LT of CL SR2-4 SR2-4-1 1.0 – 2.5 22.0 37 17 20 7.7 14.4 77.9 --- CL A-6 (14)119+00 / 25' RT of CL122+00 / 40' LT of CL SR2-5/SR2-6 BULK 0.0 – 10.0 --- 54 29 25 5.3 14.4 80.3 --- CH A-7-6 (22)

119+00 / 25' RT of CL SR2-5 SR2-5-2 3.5 – 5.0 25.1 35 22 13 7.3 17.1 75.6 --- CL A-6 (9)

SOIL CLASSIFICATION SUMMARYCity of Huntsville71-16-TI06Additional Lanes on SR-2 (US-72) From West of County Line RoadTo Crutcher Road and on County Line Road and Old Railroad Bed RoadGrade, Drain, Base, Pave, Signing, and SignalsMadison and Limestone Counties

Resilient Modulus of Subgrade Soils and Untreated Base/Subbase Materials(RECOMPACTED / THINWALL TUBE SAMPLES)

LABORATORY: Boudreau Engineering, Inc. PROJECT NAME: US-72 (County Line Rd - Crutcher Rd)Lawrenceville, Georgia PROJECT NO.: Terracon #E1165145

DATE RECEIVED: 02-16-2017 QUANTITY (REPRESENTED): N.A.IDENTIFICATION MARKS: SR-2-5 SOURCE OF MATERIAL: SR-2-5 (0-10ft)

1. SAMPLING DATE: N.R.2. SAMPLE NUMBER: SR-2-53. LAYER TYPE (1 - Subgrade, 2 - Base/Subbase) 14. MATERIAL TYPE (Type 1 or Type 2) 25. APPROX. DISTANCE FROM TOP OF SUBGRADE TO SAMPLE, ft (for tube samples) N/A6. TEST INFORMATION PRECONDITIONING - GREATER THAN 5% PERM. STRAIN? (Y = YES OR N = NO) N TESTING - GREATER THAN 5% PERM. STRAIN? (Y = YES OR N = NO) N TESTING - NUMBER OF LOAD SEQUENCES COMPLETED (0 - 15) 157. SPECIMEN INFO .: SPECIMEN DIAM., inch

TOP 2.9MIDDLE 2.9BOTTOM 2.9AVERAGE 2.9MEMBRANE THICKNESS (1), inch 0.00MEMBRANE THICKNESS (2), inch 0.00

NET DIAM., inch 2.9 HEIGHT OF SPECIMEN, CAP AND BASE, inch 5.61 HEIGHT OF CAP AND BASE, inch 0.0 INITIAL LENGTH, Lo , inch 5.6 INITIAL AREA, Ao , in^2 6.5 INITIAL VOLUME Ao Lo , in^3 36.5 INITIAL WEIGHT , grams (for tube samples) N/A8. SOIL SPECIMEN WEIGHT(for remolded samples) : INITIAL WEIGHT OF CONTAINER AND WET SOIL, grams 1118.45 FINAL WEIGHT OF CONTAINER AND WET SOIL, grams 0.00 WEIGHT OF WET SOIL USED , grams 1118.459. SOIL PROPERTIES .: For Remolded Samples: IN SITU MOISTURE CONTENT (NUCLEAR), % N/A IN SITU WET DENSITY (NUCLEAR), pcf N/A or OPTIMUM MOISTURE CONTENT, % 25.5 MAX. DRY DENSITY, pcf 94.9 For Tube Samples: IN SITU MOISTURE CONTENT , % N/A MOISTURE CONTENT AFTER RESILIENT MODULUS TESTING, % N/A WET DENSITY, pcf N/A DRY DENSITY, pcf N/A10. SPECIMEN PROPERTIES (for remolded samples): COMPACTION MOISTURE CONTENT, % 29.0 MOISTURE CONTENT AFTER RESILIENT MODULUS TESTING, % 28.9 COMPACTION DRY DENSITY, gd, pcf 90.6 TARGET DRY DENSITY, % gd 96 TARGET MOISTURE CONTENT, % 29.0 COMPACTION LEVEL ACHIEVED 95.5%11. QUICK SHEAR TEST STRESS - STRAIN PLOT ATTACHED (Y = YES, N = NO) Y TRIAXIAL SHEAR MAXIMUM STRENGTH (MAX. LOAD/X-SECTION AREA), psi 29 SPECIMEN FAIL DURING TRIAXIAL SHEAR? (Y = YES, N = NO) N12. TEST DATE 02-17-2017

13. GENERAL REMARKS:

TESTED BY RLB DATE 02-17-2017

Report Form X1.2/X1.3

AASHTO T 307-99

1. PROJECT NO(S): Terracon #E1165145 LABORATORY: Boudreau Engineering, Inc.2. PROJECT NAME: US-72 (County Line Rd - Crutcher Rd) Lawrenceville, Georgia3. SOURCE OF MATERIAL: SR-2-5 (0-10ft)4. REMOLDING TARGETS: 96% Maximum Dry Density at 29% Moisture Content

5. LAYER TYPE (1 - subgrade, 2 - base/subbase) 16. MATERIAL TYPE (Type 1 or Type 2) 27. TEST DATE 02-17-20178. RESILIENT MODULUS TESTING

COLUMN # 1 2 3 4 5 6 7 8 9 10 11 12 13 14Chamber Nominal Cycle Actual Actual Actual Actual Actual Actual Recov. Def. Recov. Def. Average Resilient Resilient

Confining Maximum No. Applied Applied Applied Applied Applied Applied LVDT LVDT Recov Def. Strain Modulus

PARAMETER Pressure Axial Max. Axial Cyclic Load Contact Max. Cyclic Contact #1 Reading #2 Reading LVDT 1

Stress Load Load Axial Stress Stress and 2

StressDESIGNATION S3 Scyclic c1 Pmax Pcyclic Pcontact Smax Scyclic Scontact H1 H2 Havg er Mr

UNIT psi psi --- lbs lbs lbs psi psi psi in in in in/in psiPRECISION _ _ _ ._ _ _ _ ._ _ _ _ _ _ ._ _ _ _ ._ _ _ _ ._ _ _ _ ._ _ _ _ ._ _ _ ._ _ ._ _ _ _ _ _ ._ _ _ _ _ _ ._ _ _ _ _ _ ._ _ _ _ _ _ _ _ .

6.0 2.0 96 13.4 12.0 1.4 2.1 1.8 0.2 0.00074 0.00074 0.00074 0.00013 13,992

97 13.3 11.9 1.4 2.1 1.8 0.2 0.00075 0.00074 0.00074 0.00013 13,874

SEQUENCE 1 98 13.4 12.1 1.4 2.1 1.9 0.2 0.00074 0.00075 0.00075 0.00013 13,983

99 13.4 12.1 1.3 2.1 1.9 0.2 0.00075 0.00074 0.00074 0.00013 14,048

100 13.4 12.1 1.4 2.1 1.9 0.2 0.00075 0.00075 0.00075 0.00013 13,965

COLUMN AVERAGE 13.4 12.0 1.4 2.1 1.9 0.2 0.00075 0.00074 0.00074 0.00013 13,972

STANDARD DEV. 0.0 0.1 0.0 0.0 0.0 0.0 0.00000 0.00000 0.00000 0.00000 63

Resilient Modulus of Subgrade Soils and Untreated Base/Subbase MaterialsAASHTO T307-99 REPORT FORM X1.1

Report Form X1.1

Project Name: US-72 (County Line Rd - Crutcher Rd) Identification Marks: SR-2-5 Material Source: SR-2-5 (0-10ft)

6.0 4.0 96 26.0 23.5 2.5 4.0 3.6 0.4 0.00158 0.00157 0.00158 0.00028 12,864

97 26.0 23.6 2.5 4.0 3.6 0.4 0.00157 0.00157 0.00157 0.00028 12,912

SEQUENCE 2 98 26.1 23.6 2.5 4.0 3.6 0.4 0.00157 0.00158 0.00157 0.00028 12,914

99 26.1 23.6 2.5 4.0 3.6 0.4 0.00158 0.00156 0.00157 0.00028 12,947

100 26.1 23.6 2.5 4.0 3.6 0.4 0.00157 0.00157 0.00157 0.00028 12,950

COLUMN AVERAGE 26.1 23.6 2.5 4.0 3.6 0.4 0.00157 0.00157 0.00157 0.00028 12,917

STANDARD DEV. 0.0 0.0 0.0 0.0 0.0 0.0 0.00000 0.00000 0.00000 0.00000 35

6.0 6.0 96 38.3 34.5 3.8 5.9 5.3 0.6 0.00273 0.00273 0.00273 0.00049 10,914

97 38.3 34.5 3.8 5.9 5.3 0.6 0.00272 0.00274 0.00273 0.00049 10,897

SEQUENCE 3 98 38.2 34.4 3.8 5.9 5.3 0.6 0.00273 0.00273 0.00273 0.00049 10,874

99 38.3 34.5 3.8 5.9 5.3 0.6 0.00272 0.00274 0.00273 0.00049 10,904

100 38.3 34.5 3.8 5.9 5.3 0.6 0.00271 0.00274 0.00273 0.00049 10,922

COLUMN AVERAGE 38.3 34.5 3.8 5.9 5.3 0.6 0.00272 0.00274 0.00273 0.00049 10,902

STANDARD DEV. 0.0 0.0 0.0 0.0 0.0 0.0 0.00001 0.00000 0.00000 0.00000 18

6.0 8.0 96 50.1 45.0 5.1 7.7 6.9 0.8 0.00412 0.00412 0.00412 0.00073 9,427

97 50.1 45.0 5.1 7.7 6.9 0.8 0.00411 0.00412 0.00412 0.00073 9,423

SEQUENCE 4 98 50.0 44.9 5.1 7.7 6.9 0.8 0.00410 0.00412 0.00411 0.00073 9,416

99 50.0 44.9 5.0 7.7 6.9 0.8 0.00411 0.00411 0.00411 0.00073 9,422

100 50.1 45.0 5.1 7.7 6.9 0.8 0.00411 0.00412 0.00412 0.00073 9,428

COLUMN AVERAGE 50.0 45.0 5.1 7.7 6.9 0.8 0.00411 0.00412 0.00411 0.00073 9,423

STANDARD DEV. 0.0 0.0 0.0 0.0 0.0 0.0 0.00000 0.00001 0.00000 0.00000 5

6.0 10.0 96 61.3 54.9 6.4 9.4 8.4 1.0 0.00556 0.00557 0.00556 0.00099 8,514

97 61.4 55.1 6.4 9.4 8.5 1.0 0.00556 0.00557 0.00556 0.00099 8,535

SEQUENCE 5 98 61.4 55.0 6.4 9.4 8.5 1.0 0.00555 0.00557 0.00556 0.00099 8,534

99 61.4 55.0 6.4 9.4 8.5 1.0 0.00556 0.00557 0.00556 0.00099 8,536

100 61.4 55.0 6.4 9.4 8.5 1.0 0.00555 0.00556 0.00556 0.00099 8,543

COLUMN AVERAGE 61.4 55.0 6.4 9.4 8.5 1.0 0.00556 0.00557 0.00556 0.00099 8,533

STANDARD DEV. 0.0 0.1 0.0 0.0 0.0 0.0 0.00000 0.00000 0.00000 0.00000 11

Report Form X1.1


4.0 2.0 96 13.7 11.9 1.8 2.1 1.8 0.3 0.00079 0.00080 0.00079 0.00014 12,966

97 13.7 11.9 1.8 2.1 1.8 0.3 0.00080 0.00080 0.00080 0.00014 12,832

SEQUENCE 6 98 13.7 12.0 1.8 2.1 1.8 0.3 0.00079 0.00080 0.00080 0.00014 12,954

99 13.8 12.0 1.7 2.1 1.9 0.3 0.00080 0.00080 0.00080 0.00014 13,003

100 13.7 12.0 1.8 2.1 1.8 0.3 0.00079 0.00080 0.00080 0.00014 12,981

COLUMN AVERAGE 13.7 12.0 1.8 2.1 1.8 0.3 0.00079 0.00080 0.00080 0.00014 12,947

STANDARD DEV. 0.0 0.1 0.0 0.0 0.0 0.0 0.00000 0.00000 0.00000 0.00000 67

4.0 4.0 96 25.8 23.3 2.5 4.0 3.6 0.4 0.00169 0.00171 0.00170 0.00030 11,846

97 25.8 23.3 2.5 4.0 3.6 0.4 0.00169 0.00171 0.00170 0.00030 11,808

SEQUENCE 7 98 25.8 23.3 2.5 4.0 3.6 0.4 0.00169 0.00171 0.00170 0.00030 11,822

99 25.8 23.4 2.5 4.0 3.6 0.4 0.00170 0.00171 0.00171 0.00030 11,792

100 25.9 23.4 2.5 4.0 3.6 0.4 0.00169 0.00171 0.00170 0.00030 11,859

COLUMN AVERAGE 25.8 23.4 2.5 4.0 3.6 0.4 0.00170 0.00171 0.00170 0.00030 11,826

STANDARD DEV. 0.0 0.0 0.0 0.0 0.0 0.0 0.00000 0.00000 0.00000 0.00000 27

4.0 6.0 96 38.2 34.5 3.8 5.9 5.3 0.6 0.00280 0.00281 0.00281 0.00050 10,593

97 38.2 34.5 3.8 5.9 5.3 0.6 0.00280 0.00282 0.00281 0.00050 10,582

SEQUENCE 8 98 38.2 34.5 3.8 5.9 5.3 0.6 0.00279 0.00282 0.00281 0.00050 10,591

99 38.3 34.5 3.7 5.9 5.3 0.6 0.00279 0.00282 0.00280 0.00050 10,613

100 38.2 34.4 3.8 5.9 5.3 0.6 0.00279 0.00282 0.00280 0.00050 10,594

COLUMN AVERAGE 38.2 34.5 3.8 5.9 5.3 0.6 0.00279 0.00282 0.00281 0.00050 10,595

STANDARD DEV. 0.0 0.0 0.0 0.0 0.0 0.0 0.00001 0.00000 0.00000 0.00000 11

4.0 8.0 96 50.1 45.1 5.1 7.7 6.9 0.8 0.00414 0.00416 0.00415 0.00074 9,363

97 50.0 44.9 5.1 7.7 6.9 0.8 0.00414 0.00417 0.00415 0.00074 9,339

SEQUENCE 9 98 50.1 45.0 5.1 7.7 6.9 0.8 0.00414 0.00417 0.00416 0.00074 9,340

99 50.2 45.1 5.1 7.7 6.9 0.8 0.00414 0.00417 0.00415 0.00074 9,368

100 50.1 45.1 5.1 7.7 6.9 0.8 0.00414 0.00417 0.00415 0.00074 9,361

COLUMN AVERAGE 50.1 45.0 5.1 7.7 6.9 0.8 0.00414 0.00417 0.00415 0.00074 9,354

STANDARD DEV. 0.1 0.1 0.0 0.0 0.0 0.0 0.00000 0.00000 0.00000 0.00000 14

Report Form X1.1


4.0 10.0 96 61.4 55.0 6.4 9.4 8.5 1.0 0.00570 0.00572 0.00571 0.00102 8,309

97 61.4 55.1 6.4 9.4 8.5 1.0 0.00569 0.00572 0.00570 0.00102 8,325

SEQUENCE 10 98 61.4 55.1 6.4 9.4 8.5 1.0 0.00570 0.00572 0.00571 0.00102 8,317

99 61.4 55.0 6.4 9.4 8.5 1.0 0.00569 0.00572 0.00571 0.00102 8,318

100 61.5 55.1 6.4 9.5 8.5 1.0 0.00570 0.00570 0.00570 0.00102 8,331

COLUMN AVERAGE 61.4 55.0 6.4 9.4 8.5 1.0 0.00570 0.00571 0.00571 0.00102 8,320

STANDARD DEV. 0.0 0.0 0.0 0.0 0.0 0.0 0.00000 0.00001 0.00000 0.00000 9

2.0 2.0 96 14.1 11.9 2.2 2.2 1.8 0.3 0.00086 0.00086 0.00086 0.00015 11,902

97 14.0 11.9 2.2 2.2 1.8 0.3 0.00087 0.00086 0.00086 0.00015 11,847

SEQUENCE 11 98 14.1 11.9 2.2 2.2 1.8 0.3 0.00086 0.00087 0.00087 0.00015 11,871

99 14.0 11.8 2.2 2.2 1.8 0.3 0.00085 0.00087 0.00086 0.00015 11,892

100 14.1 11.9 2.2 2.2 1.8 0.3 0.00086 0.00086 0.00086 0.00015 11,940

COLUMN AVERAGE 14.1 11.9 2.2 2.2 1.8 0.3 0.00086 0.00086 0.00086 0.00015 11,890

STANDARD DEV. 0.0 0.0 0.0 0.0 0.0 0.0 0.00001 0.00001 0.00000 0.00000 35

2.0 4.0 96 25.8 23.3 2.5 4.0 3.6 0.4 0.00184 0.00185 0.00185 0.00033 10,879

97 25.8 23.3 2.5 4.0 3.6 0.4 0.00184 0.00185 0.00184 0.00033 10,904

SEQUENCE 12 98 25.8 23.3 2.5 4.0 3.6 0.4 0.00184 0.00184 0.00184 0.00033 10,926

99 25.7 23.2 2.5 3.9 3.6 0.4 0.00183 0.00185 0.00184 0.00033 10,853

100 25.8 23.3 2.5 4.0 3.6 0.4 0.00183 0.00185 0.00184 0.00033 10,894

COLUMN AVERAGE 25.8 23.3 2.5 4.0 3.6 0.4 0.00184 0.00185 0.00184 0.00033 10,891

STANDARD DEV. 0.1 0.1 0.0 0.0 0.0 0.0 0.00000 0.00000 0.00000 0.00000 28

2.0 6.0 96 37.9 34.2 3.7 5.8 5.3 0.6 0.00302 0.00304 0.00303 0.00054 9,737

97 38.0 34.2 3.8 5.8 5.3 0.6 0.00301 0.00306 0.00303 0.00054 9,733

SEQUENCE 13 98 38.0 34.2 3.8 5.8 5.3 0.6 0.00302 0.00305 0.00303 0.00054 9,729

99 38.1 34.3 3.8 5.9 5.3 0.6 0.00301 0.00305 0.00303 0.00054 9,768

100 38.1 34.3 3.8 5.9 5.3 0.6 0.00302 0.00305 0.00303 0.00054 9,741

COLUMN AVERAGE 38.0 34.2 3.8 5.8 5.3 0.6 0.00301 0.00305 0.00303 0.00054 9,742

STANDARD DEV. 0.1 0.1 0.0 0.0 0.0 0.0 0.00000 0.00001 0.00000 0.00000 16

Report Form X1.1


2.0 8.0 96 49.6 44.5 5.1 7.6 6.8 0.8 0.00443 0.00448 0.00446 0.00079 8,621

97 49.7 44.6 5.1 7.6 6.9 0.8 0.00443 0.00448 0.00445 0.00079 8,640

SEQUENCE 14 98 49.7 44.6 5.1 7.6 6.9 0.8 0.00443 0.00447 0.00445 0.00079 8,648

99 49.7 44.6 5.1 7.6 6.9 0.8 0.00443 0.00447 0.00445 0.00079 8,643

100 49.6 44.6 5.1 7.6 6.9 0.8 0.00443 0.00448 0.00446 0.00079 8,626

COLUMN AVERAGE 49.7 44.6 5.1 7.6 6.9 0.8 0.00443 0.00448 0.00445 0.00079 8,636

STANDARD DEV. 0.0 0.0 0.0 0.0 0.0 0.0 0.00000 0.00001 0.00000 0.00000 12

2.0 10.0 96 60.7 54.3 6.4 9.3 8.4 1.0 0.00603 0.00608 0.00605 0.00108 7,738

97 60.9 54.5 6.4 9.4 8.4 1.0 0.00603 0.00607 0.00605 0.00108 7,769

SEQUENCE 15 98 60.9 54.5 6.3 9.4 8.4 1.0 0.00605 0.00606 0.00606 0.00108 7,763

99 60.8 54.5 6.4 9.4 8.4 1.0 0.00604 0.00607 0.00606 0.00108 7,754

100 60.8 54.4 6.4 9.4 8.4 1.0 0.00604 0.00607 0.00605 0.00108 7,751

COLUMN AVERAGE 60.8 54.4 6.4 9.4 8.4 1.0 0.00604 0.00607 0.00605 0.00108 7,755

STANDARD DEV. 0.1 0.1 0.0 0.0 0.0 0.0 0.00001 0.00001 0.00000 0.00000 12

TESTED BY RLB DATE 02-17-2017

Report Form X1.1

1. PROJECT NO(S): Terracon #E11651452. PROJECT NAME: US-72 (County Line Rd - Crutcher Rd)3. SOURCE OF MATERIAL: SR-2-5 (0-10ft)4. REMOLDING TARGETS: 96% Maximum Dry Density at 29% Moisture Content

5. LAYER TYPE (1 - subgrade, 2 - base/subbase) 16. MATERIAL TYPE (Type 1 or Type 2) 27. TEST DATE 02-17-2017

MR = K1 (SC)K2 (S3)K5

K1 = 13,940K2 = -0.29437K5 = 0.11726R2 = 0.92

AASHTO T307-99

FIGURE 1 - Logarithmic Plot of Resilient Modulus (MR) vs Cyclic Stress (SC)

100

1,000

10,000

100,000

1 10

Res

ilien

t M

odul

us,

psi

Cyclic Stress, psi

Resilient Modulus QA Plot

S3 = 6 psi

S3 = 4 psi

S3 = 2 psi

1. PROJECT NO(S): Terracon #E11651452. PROJECT NAME: US-72 (County Line Rd - Crutcher Rd)3. SOURCE OF MATERIAL: SR-2-5 (0-10ft)4. REMOLDING TARGETS: 96% Maximum Dry Density at 29% Moisture Content

5. LAYER TYPE (1 - subgrade, 2 - base/subbase) 16. MATERIAL TYPE (Type 1 or Type 2) 27. TEST DATE 02-17-2017

FIGURE 2 - Quick Shear Stress vs Strain

AASHTO T307-99

0

5

10

15

20

25

30

35

0 1 2 3 4 5

Axi

al S

tres

s (p

si)

Axial Strain (%)

APPENDIX C:PAVEMENT DESIGN DATA

Traffic Data SR-2 (US-72)

ADT (2017) 36,163

ADT (2037) 59,257

K 10%

D 70%

TDHV 2%

TADT 3%

SR-2 (US-72) ESALs

ESALs = [C+P]/2*(TADT)*(0.99)*(FDD)*(FLD)*(7,300)

= [36,163 + 59,257]/2*(0.03)*(0.99)*(0.50)*(0.85)*(7,300)= 4,396,202 ESAL Range C/D

Traffic Data County Line Road

ADT (2017) 12,849

ADT (2037) 17,989

TADT 7.6%

County Line Road ESALs


= [12,849 + 17,989]/2*(0.076)*(0.99)*(0.50)*(0.85)*(7,300)= 3,599,290 ESAL Range C/D

Traffic Data Old Railroad Bed Road

ADT (2017) 10,797

ADT (2037) 15,354

TADT 5.9%

Old Railroad Bed Road ESALs


= [10,797 + 15,354]/2*(0.059)*(0.99)*(0.50)*(1.00)*(7,300)= 2,787,651 ESAL Range C/D

Boring No.Station

andOffset

Depth(feet)

AASHTOClassification

DryDensity

(pcf)

MoistureContent

%

%Compaction

MR values at 2 psi confining pressure, psiAve.

Seq11 Seq12 Seq13 Seq14 Seq15SR2-5SR2-6

119+00, 25’ RT122+00, 40' LT

0-10 A-7-6 (22) 94.90 25.5 96 11,890 10,891 9,742 8,636 7,755 9,783

AVG 9,783StDev 1,666

AVG - 2xStDev 6,452AVG + 2xStDev 13,114

Design MR 9,800

MR Calculation Summary Notes:Tests performed at Boudreau Engineering on 2/17/2017

City of Huntsville71-16-TI06Additional Lanes on SR-2 (US-72) FromWest of County Line Road To CrutcherRoad and on County Line Road and OldRailroad Bed RoadGrade, Drain, Base, Pave, Signing, andSignalsMadison and Limestone Counties

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis SystemA Proprietary AASHTOWareComputer Software Product

Flexible Structural Design ModuleCounty Line RoadPlane and Retain

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 2,162,735Initial Serviceability 4.2Terminal Serviceability 3Reliability Level 85 %Overall Standard Deviation 0.49Roadbed Soil Resilient Modulus 9,800 psiStage Construction 3

Calculated Design Structural Number 4.23 in

Rigorous ESAL Calculation

Performance Period (years) 12Two-Way Traffic (ADT) 12,849Number of Lanes in Design Direction 2Percent of All Trucks in Design Lane 85 %Percent Trucks in Design Direction 50 %

VehicleClass

Percentof

ADT

Annual%

Growth

Average InitialTruck Factor

(ESALs/Truck)

Annual %Growth in

TruckFactor

Accumulated18-kip ESALs

over PerformancePeriod

2 92.4 1.7 0.0002 0 4,8615 7.6 1.7 1.0794 0 2,157,874

Total 100 - - - 2,162,735

Growth Compound

Total Calculated Cumulative ESALs 2,162,735

Specified Layer Design

Layer Material Description

StructCoef.(Ai)

DrainCoef.(Mi)

Thickness(Di)(in)

Width(ft)

CalculatedSN (in)

1 Wearing Surface 165 #/sy 0.54 1 1.49 12 0.802 Upper Binder 255 #/sy 0.54 1 2.3 12 1.243 Existing Asphalt (After Milling) 0.44 1 3.5 12 1.544 Existing Crushed Aggregate Base 0.14 1.01 5 12 0.71


StructCoef.(Ai)

DrainCoef.(Mi)

Thickness(Di)(in)

Width(ft)

CalculatedSN (in)

Total - - - 12.29 - 4.29



Flexible Structural Design ModuleCounty Line Road

Widening






VehicleClass

Percentof

ADT

Annual%

Growth


(ESALs/Truck)

Annual %Growth in

TruckFactor



2 92.4 1.7 0.0002 0 4,8615 7.6 1.7 1.0794 0 2,157,874

Total 100 - - - 2,162,735

Growth Compound




StructCoef.(Ai)

DrainCoef.(Mi)

Thickness(Di)(in)

Width(ft)

CalculatedSN (in)

1 Wearing Surface 165 #/sy 0.54 1 1.49 12 0.802 Upper Binder 255 #/sy 0.54 1 2.3 12 1.243 Lower Binder 310 #/sy 0.54 1 2.79 12 1.514 Crushed Aggregate Base 0.14 1.01 6 12 0.85


StructCoef.(Ai)

DrainCoef.(Mi)

Thickness(Di)(in)

Width(ft)

CalculatedSN (in)

Total - - - 12.58 - 4.40



Flexible Structural Design ModuleOld Railroad Bed Road

Plane and Retain






VehicleClass

Percentof

ADT

Annual%

Growth


(ESALs/Truck)

Annual %Growth in

TruckFactor



2 94.1 1.7 0.0002 0 4,8945 5.9 1.7 1.0794 0 1,656,072

Total 100 - - - 1,660,966

Growth Compound




StructCoef.(Ai)

DrainCoef.(Mi)

Thickness(Di)(in)

Width(ft)

CalculatedSN (in)

1 Wearing Surface 165 #/sy 0.54 1 1.49 12 0.802 Upper Binder 255 #/sy 0.54 1 2.3 12 1.243 Existing Asphalt (After Milling) 0.44 1 3.25 12 1.434 Existing Crushed Aggregate Base 0.14 1.01 4.5 12 0.64


StructCoef.(Ai)

DrainCoef.(Mi)

Thickness(Di)(in)

Width(ft)

CalculatedSN (in)

Total - - - 11.54 - 4.11



Flexible Structural Design ModuleOld Railroad Bed Road

Widening






VehicleClass

Percentof

ADT

Annual%

Growth


(ESALs/Truck)

Annual %Growth in

TruckFactor



2 94.1 1.7 0.0002 0 4,8945 5.9 1.7 1.0794 0 1,656,072

Total 100 - - - 1,660,966

Growth Compound




StructCoef.(Ai)

DrainCoef.(Mi)

Thickness(Di)(in)

Width(ft)

CalculatedSN (in)

1 Wearing Surface 165 #/sy 0.54 1 1.49 - 0.802 Upper Binder 255 #/sy 0.54 1 2.3 - 1.243 Lower Binder 275 #/sy 0.54 1 2.48 - 1.344 Crushed Aggregate Base 0.14 1.01 6 - 0.85


StructCoef.(Ai)

DrainCoef.(Mi)

Thickness(Di)(in)

Width(ft)

CalculatedSN (in)

Total - - - 12.27 - 4.23

DESCRIPTIONLEGEND NO.

IN PLACE MATERIALS LEGEND

IN PLACE PAVEMENT (RETAIN AND MILL AS REQUIRED)B

NO

SHEET

1

2467

2.5% OR e

6.8

1"

1

6"

6"

24"

8%

8%

1

246A7

2.5% OR e

6.5

8"

1

6"

6"

24"

8%

8%

1

246B7

2.5% OR e

6.2

7"

1

6"

6"

24"

8%

8%

DETAIL A

SR-2 (US-72)

TYPE C C&G

DETAIL D

OLD RAILROAD BED RD

TYPE C C&G

DETAIL C

COUNTY LINE RD

TYPE C C&G

DESCRIPTIONITEM NO.LEGEND NO.

REQUIRED MATERIALS LEGEND

301A-012

1

4

7

424B-681

2 424A-360

424B-651

6

REQUIRED CRUSHED AGGREGATE BASE COURSE, TYPE B, PLANT MIXED 6" COMPACTED THICKNESS

408A-051 REQUIRED PLANING EXISTING PAVEMENT (APPROXIMATELY 0.00" THRU 1.0" THICK) (ACTUAL DEPTH 0.5")

REQUIRED SUPERPAVE BITUMINOUS CONCRETE WEARING SURFACE LAYER,•" MAXIMUM AGGREGATE SIZE MIX, ESAL RANGE C/D (APPROXIMATELY 165 LBS/YD2)

REQUIRED SUPERPAVE BITUMINOUS CONCRETE UPPER BINDER LAYER, 1" MAXIMUM AGGREGATE SIZE MIX, ESAL RANGE C/D (APPROXIAMATELY 255 LBS/YD2)

REQUIRED SUPERPAVE BITUMINOUS CONCRETE LOWER BINDER LAYER, 1" MAXIMUM AGGREGATE SIZE MIX, ESAL RANGE C/D (APPROXIAMATELY 335 LBS/YD2)

6A 424B-681 REQUIRED SUPERPAVE BITUMINOUS CONCRETE LOWER BINDER LAYER, 1" MAXIMUM AGGREGATE SIZE MIX, ESAL RANGE C/D (APPROXIAMATELY 335 LBS/YD2)

6B 424B-681 REQUIRED SUPERPAVE BITUMINOUS CONCRETE LOWER BINDER LAYER, 1" MAXIMUM AGGREGATE SIZE MIX, ESAL RANGE C/D (APPROXIAMATELY 335 LBS/YD2)

6"

1

1

8"VARIES8"

SLOPE VARIES

DETAIL B

2467

6.8

1"

14"

2

14"

SR-2 (US-72)

W/ RAISED MEDIAN

TYPE N CURB

11

14

13

o r

9

10

9

10

650A-000

654A-001

210A-000

210D-001 REQUIRED BORROW EXCAVATION (LOOSE TRUCKBED MEASUREMENT)

REQUIRED SOLID SODDING (BERMUDA)

OR

REQUIRED UNCLASSIFIED EXCAVATION

REQUIRED TOPSOIL (APPROXIMATELY 4" THICK)

11

13 623B-000

14 614A-000

CONCRETE CURB, TYPE N

SLOPE PAVING (4" THICK)

13

ROUTESHEET TITLE

PROJECT NO

REFERENCE

YEAR

FISCAL

NO

SHEET

2017

(US 72)

SR-2

71-16-TI06

CITY OF HUNTSVILLE

:

EXISTING GROUND

DIAMETER + 7'

B

16

2' 2'

1.5' 1.5'

INSIDE

DIAMETER

SAW CUT DETAIL

BA

EXCAVATION

STRUCTURE

16 305B-077 CRUSHED AGGREGATE, SECTION 825, FOR MISCELLANEOUS USE

A IN PLACE PAVEMENT (REMOVE)

DETAILS

DETAILS

APPENDIX D:SOIL BORING DATA

APPENDIX E:PAY ITEM LIST

List of Pay Items

Hot Mix Asphalt424A-360 – Superpave Bituminous Concrete Wearing Surface, ½ inch MaximumAggregate Size Mix, ESAL Range C/D – per ton

424B-651 – Superpave Bituminous Concrete Upper Binder Layer, 1 inch MaximumAggregate Size Mix, ESAL Range C/D – per ton

424B-659 – Superpave Bituminous Concrete Upper Binder Layer, Leveling, 1 inchMaximum Aggregate Size Mix, ESAL Range C/D

424B-681 – Superpave Bituminous Concrete Lower Binder Layer, 1 inch MaximumAggregate Size Mix, ESAL Range C/D – per ton

424B-685 – Superpave Bituminous Concrete Lower Binder Layer, Patching, 1 inchMaximum Aggregate Size Mix, ESAL Range C/D – per ton

401A-000 – Bituminous Treatment A – per square yard 405A-000 – Tack Coat – per gallon

407B-000 – Joint Sealant for Hot Mix Asphalt Pavement – per mile

Earthwork 210A-000 – Unclassified Excavation – per cubic yard 210D-000 – Borrow Excavation– per cubic yard

Graded Aggregate Base301A-006 – Crushed Aggregate Base Course, Type B, Plant Mixed, 4.5” CompactedThickness – per square yard

301A-012 – Crushed Aggregate Base Course, Type B, Plant Mixed, 6” CompactedThickness – per square yard

430B-043 – Aggregate Surfacing (1” Down, Crusher Run) – per ton

Miscellaneous408A-051 – Planing Existing Pavement (Approximately 0.00” through 1.0” Thick) – persquare yard

408A-052 – Planing Existing Pavement (Approximately 1.10” through 2.0” Thick) – persquare yard

410H-000 – Material Remixing Device – each605A-000 – Topsoil – per cubic yard618B-003 – Concrete Driveway, 6” thick (Includes Wire Mesh) – per square yard

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