Pavement Design Report

Pavement Design Report US 27 – 1.59 Miles South of SR 67 to 1.00 Miles North of SR 67

Jay County Des. No. 1700811

May 23, 2019

Prepared For:

Indiana Department of Transportation 100 N. Senate Avenue Indianapolis, IN 46204

Prepared By:

Parsons 101 W. Ohio Street

Suite 2121 Indianapolis, IN 46204

Designed By: Checked By: ___________________ Matt Taylor, PE Tim Kent, PE

2

US 27 Pavement Preventive Maintenance Des # 1700811 Jay County

TABLE OF CONTENTS

Executive Summary ........................................................................................................................................................................... 3

Project Information ............................................................................................................................................................................ 4

DESIGN CRITERIA ........................................................................................................................................................... 4

Pavement History and Condition ...................................................................................................................................................... 4

HISTORY.......................................................................................................................................................................... 4

EXISTING PAVEMENT CONDITION ................................................................................................................................. 5

FWD DATA ....................................................................................................................................................................... 5

EXISTING IRI AND RUT DATA .......................................................................................................................................... 5

GEOTECHNICAL EVALUATION ........................................................................................................................................ 6

EXISTING DRAINAGE CONDITIONS ................................................................................................................................ 6

BINDER SELECTION ....................................................................................................................................................... 6

PAVEMENT ME INPUT VALUES ...................................................................................................................................... 7

Recommendations ............................................................................................................................................................................ 7

PATCHING ....................................................................................................................................................................... 7

PREVENTIVE MAINTENANCE ......................................................................................................................................... 8

Construction Considerations ............................................................................................................................................................. 8

Maintenance Considerations ............................................................................................................................................................ 8

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Executive Summary

Detailed in this report is the proposed pavement design for US 27. Refer to the Pavement History and Condition

section of this report for a detailed description of the project conditions. The proposed pavement design is as follows:

PATCHING:

Full Depth HMA Patching for US 27:

Saw cut existing pavement and remove, then

HMA Patching, Type D consisting of:

440 #/SYS QC/QA-HMA, 4, 70, Intermediate, 19.0 mm Type D on

1100 #/SYS Average (Match Existing Pavement Thickness) QC/QA-HMA, 4, 64, Base, 25.0 mm Type D on

Subgrade Treatment Modified Type IC, as necessary (9 inches of #53 aggregate on 3 inches of #5 or #2

aggregate)

Partial Depth HMA Patching for US 27:

Milling, Asphalt, 4.0”, then



Existing Pavement

PREVENTIVE MAINTENANCE:

US 27 Mainline and Shoulders 4’ or less wide:

Milling, Asphalt, 1.5” then

165 #/SYS QC/QA-HMA, 4, 70, Surface, 9.5 mm on

Existing Pavement

US 27 Shoulders wider than 4’ and On Street Parking Area:

Milling, Asphalt, 1.5” then

165 #/SYS QC/QA-HMA, 2, 64, Surface, 9.5 mm on

Existing Pavement

The Pavement Patching Table depicts the anticipated locations of patching. Refer to IDM Figure 304-21CC and for a

patching detail. The project designer shall incorporate the patching detail into the construction plans.

4


Project Information

Route Number: US 27

County: Jay

Des No.: 1700811

RFC Date: 02/05/2020

Project Cost: $1,456,000

Route Functional Classification: Principal Arterial

Total Project Length: 2.59 mi.

Net Project Length: 2.55 mi.

Project Location: US 27 from 1.59 Miles South of SR 67 to 1.00 Miles North of SR 67

DESIGN CRITERIA

The pavement design criteria for this project were established based on the Indiana Design Manual (IDM). Table 1

depicts the design criteria that were utilized throughout the project. Traffic data was provided for various sections of

the project. For conservatism, the “worst-case” traffic data was used for the entire length of the project.

Table 1: Design Criteria

Functional Classification Urban Arterial

Operational Speed (mph) 30-55 (30 for ME)

Construction Year 2020

Design Year 2029

AADT (2020) 9,753

Growth Rate 0%

% Trucks 22.3%

Trucks – AADTT (2020) 2,175

Number of Travel Lanes 2-4

Travel Lane Width (ft) 12

Minimum Required Design Life 9 years (single-lift HMA over AC)

*8 years (single-lift HMA over

PCCP Preventative Maintenance)

Surface Area of New Pavement 62,496 SYS

Life Cycle Cost Analysis Completed

*Used 9 years to match HMA over AC

Pavement History and Condition

HISTORY

The original construction date of this pavement is unknown. Existing plans from 1933 indicate HMA on concrete on

brick. The pavement has been repaired several times since its original construction, most recently with an HMA

overlay project and preventive maintenance project in 2012. The existing pavement surface is now entirely asphalt.

Most of the existing pavement is full depth asphalt, though some is composite. About 40% of the pavement cores

were composite. The composite pavement includes both asphalt on concrete and asphalt on brick. Separate

Pavement ME analyses were performed with all three different existing sections.

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EXISTING PAVEMENT CONDITION

The existing pavement condition is as follows:

Existing Pavement Type: Full-depth HMA, HMA on PCC, HMA on Brick

Overall Thickness: 16”

Travel Lanes: 2-4 at 11-12' Width

Turn Lanes: 12’ wide turn lanes at various points throughout the project limits

Existing Shoulder: 2-10’, or curb and gutter

Posted Speed Limit: 30-55 mph

Number of Stop Conditions: 7 (signalized intersections)

The roadway appears to be in good structural condition. Some of the noted distresses are low-severity and surficial

in nature, but many are moderate- to high-severity and will require structural repairs. Distresses include longitudinal

cracking, deterioration at existing manholes, age cracking, fatigue cracking, rutting.

FWD DATA

An FWD analyses was performed in October 2018. Table 2 summarizes the results of the FWD testing. The average

modulus of resilience of the asphalt pavement obtained from FWD testing was rounded and input into the Pavement

ME analysis for the existing concrete and brick layers of the composite sections. Other results of the FWD testing

were used for reference only and were not directly input into Pavement ME. Generally, the pavement performed

within the acceptable thresholds for FWD. However, surface deflections were markedly higher south of State Route

67 than they were to the north. South of State Route 67, surface deflections exceed the acceptable threshold at

several points. Subgrade deflections were generally acceptable for the entire project length. Refer to Appendix B for

the full FWD results.

Table 2: Falling Weight Deflectometer Testing Results

Northbound Southbound

Elastic Modulus of Asphalt

(psi)

431,292 454,129

Structural Number 4.78 4.46

Modulus of Resilience of

Subgrade Soil (psi)

7,636 7.025

CBR of Subgrade Soil (%) 4.96 4.64

EXISTING IRI AND RUT DATA

Existing IRI and Rut data is summarized in Table 3 below:

Table 3: IRI and Rut Information

IRI Rut Depth

Minimum 47 0.05

Maximum 269 0.19

Average 123

0.08

Std Dev 55 0.03

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GEOTECHNICAL EVALUATION

Table 4 depicts the existing soil conditions and recommended values for use in analysis.

Table 4: Geotechnical information

Natural Subgrade (critical used

unless otherwise noted)

A-6

Resilient Modulus of Natural

Subgrade

4,500 psi

Resilient Modulus of Treated

Subgrade

9,000 psi

Subgrade Treatment Type Modified IC (9 inches of #53 Aggregate on

3 inches of #5 or #2 Aggregate)

Depth to Water Table > 6.0 ft (6 ft used for Pavement ME)

Percent Passing #200 Sieve 61.1

Percent Silt 38.7

Liquid Limit 33.7

Plasticity Index 16.2

Natural Density of Natural Subgrade 129

Percent Moisture of Natural Subgrade 19.1

EXISTING DRAINAGE CONDITIONS

Roadside drainage is conveyed via curb cuts, open storm drains, and closed storm sewer systems. The storm sewer

inlets are generally in good condition and appear to be well-maintained. However, several of the curb cuts are

damaged and have weeds growing along the curb line, potentially inhibiting drainage at these locations. In general,

water appears to be adequately draining from the pavement structure but is ponding in several locations along the

gutters and crossroad apron joints. This is likely due to deep, wide distresses at the apron joints and possible

distresses along the gutters. About 160 feet at the south end of the project have open ditches in lieu of curb and

gutter. The open ditches are in good condition and appear to be well maintained. The adjacent land use is primarily

urban and heavily built-up, with numerous homes and businesses throughout the project length.

Methodology & Computations

The proposed pavement design was analyzed using AASHTO's Pavement ME software for adherence to the

performance criteria stated in Chapter 304 of the Indiana Design Manual. The sections of roadway adjacent to this

project consist of HMA pavement.

BINDER SELECTION

The proposed binder was selected using LTPPBind software which predicted that PG70-28 was appropriate for the

surface and intermediate layers. The recommended binder is PG70-22, in compliance with INDOT policies.

Utilizing the traffic data above and IDM Figure 304-15A, ESAL category 4 is required.

See Appendix E for the full LTPPBind Output.

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PAVEMENT ME INPUT VALUES

Table 5 illustrates the input values used for this project that differ from standard or values recommended in the

INDOT provided data, the default or given data is shown in italics.

Table 5: Pavement ME Inputs

Input Parameter Value Used Reference

Existing Construction 1967 Assumed; original construction

year unknown

Existing Pavement Section – HMA on

PCC

12” HMA on 7” Crushed Stone PCC modeled as crushed stone;

Based on pavement cores

Existing Pavement Section – HMA on

Brick

7” HMA on 4” Crushed Stone Brick modeled as crushed stone;

Based on pavement cores

Recommendations

PATCHING

Full depth HMA patching for asphalt sections shall consist of:

Saw cut existing pavement and remove, then



1100 #/SYS Average (Match Existing Pavement Thickness) QC/QA-HMA, 4, 64, Base, 25.0 mm Type D on

Subgrade Treatment Modified Type IC, as necessary (9 inches of #53 aggregate on 3 inches of #5 or #2

aggregate)

4-inch partial depth HMA patching, where required, shall consist of:

Milling, Asphalt, 4.0”, then



Existing Pavement

The Pavement Patching Table depicts the anticipated locations of patching. Refer to IDM Figure 304-21CC for a

patching detail. The project designer shall incorporate patching details into the construction plans.

Modified Subgrade Treatment Type IC shall be in accordance with 207.04 except that the subgrade treatment shall

consist of 9.0 inches of coarse aggregate No. 53 over 3.0 inches of coarse aggregate No.5. or No.2 with a Geotextile

Type 2A in accordance with ISS 918.02(c) Type 2A placed at the bottom of the aggregate. Air-cooled blast furnace

slag shall not be used.

8


PREVENTIVE MAINTENANCE

US 27 Mainline and Shoulders 4’ or less wide: Milling, Asphalt, 1.5” then 165 #/SYS QC/QA-HMA, 4, 70, Surface, 9.5 mm on Existing Pavement US 27 Shoulders wider than 4’ and On Street Parking Area:

Milling, Asphalt, 1.5” then 165 #/SYS QC/QA-HMA, 2, 64, Surface, 9.5 mm on Existing Pavement Pavement ME Analysis Based Life: 25 years Functional (IRI), >50 years Structural (Rutting)

Practical Engineering Based Life: 15 years Functional (IRI), 50 years Structural (Rutting)

Estimated Construct Cost: $1,062,755 Cost of Ownership: Cost/Lane-Mile/Year (over service life) = $23,623/ln-mi/yr

See maintenance considerations for schedule of activities that are particular to this project.

Construction Considerations

Joint Adhesive shall be applied per standard specification 401.15. A 24-inch wide liquid asphalt sealant

shall be placed centered on all longitudinal joints that have joint adhesive installed as per standard specification 401.15.

After milling the existing pavement surface any visible crack which is ¼” wide or wider shall be sealed before the tack coat is applied. The material used to fill the crack shall be PG64-22, no emulsion shall be used. The sealed cracks should not be overbanded.

Existing traffic signal loops, that are disturbed by milling, shall be replaced, prior to completion of the project.

Existing storm sewer structures, within the pavement area, shall be adjusted to the final grade of the pavement, as necessary.

Maintenance Considerations

The US 27 pavement section has a functional life expectancy of 9 years. This life expectancy depends on the following preventive maintenance schedule:

Joint/Crack Seal, at Years 3, 25% Longitudinal Joint Seal, inspect and clean storm drains Joint/Crack Seal, at Year 6, 50% Longitudinal Joint Seal, inspect and clean storm drains Preventive Maintenance expected at around Year 9, inspect and clean storm drains

Pt. ID RP Lane Station Alignment WIDTH LENGTH AREA (SYS) DEPTH WIDTH LENGTH AREA (SYS) DEPTH SB NB

BEGIN 1+10

M0080 Driving 19+11 A 4 10 4 Left Wheel Path

M0067 Driving 20+53 A 4 111 49 4 10.9 Begin 4' Wide Patch, Left Wheel Path (to M0068)

M0068 Driving 21+64 A 4 4 End 4' Wide Patch, Left Wheel Path (from M0067)





M0075 Driving 24+17 A 4 51 4 Begin 4' Wide Patch, Right Wheel Path (to M0076)

M0076 Driving 24+68 A 4 4 End 4' Wide Patch, Right Wheel Path (from M0075)

M0113 Driving 52+21 A 4 31 4 Begin 4' Wide Patch, Left Joint (to M0112)

M0112 Driving 52+51 A 4 4 End 4' Wide Patch, Left Joint (from M0113)

M0010 Driving 88+75 A 4 81 36 4 7.9 Begin 4' Wide Patch, Left Joint (to M0011)




M0091 Driving 92+90 A 4 15 4 Left Joint



VIRB0099 Driving 105+15 A 4 20 9 4 2.0 Joint at Approach Apron

M0017 Driving 111+53 A 4 70 31 4 6.8 Begin 4' Wide Patch, Left Joint (to M0018)



VIRB0097 Driving 117+32 A 6 10 7 4 1.5 Left Wheel Path

VIRB0096 Driving 127+86 A2 4 20 9 4 2.0 Right Wheel Path

M0019 Driving 129+44 A2 6 91 61 4 13.4 Begin 6' Wide Patch, Right Wheel Path (to M0020)

M0020 Driving 130+35 A2 6 4 End 6' Patch, Right Wheel Path (from M0019)

M0022 Driving/Right Turn 133+38 A2 4 152 68 4 14.9 Begin 4' Wide Patch, Joint (to M0023)

M0023 Driving/Right Turn 134+90 A2 4 4 End 4' Wide Patch, Joint (from M0022)

VIRB0093 Driving 138+26 A2 4 64 28 4 6.3 Joint at Approach Apron

END 138+88

SUBTOTAL 197 196 43 43

UNDISTRIBUTED AMOUNT 20% 39 39 9 9

TOTAL PARTIAL DEPTH HMA PATCHING (TONS) 236 104

PAVEMENT PATCHING TABLE - PARTIAL DEPTHUS 27 - Des. No. 1700811

FROM 1.59 MILES SOUTH OF SR 67 TO 1.00 MILES NORTH OF SR 67

Partial Depth

RP 63.48 to 66.06

Location Quantity (Tons)

Notes

SB Lanes NB Lanes

HMA Depth (in) QuantityPt. ID RP Lane Station Alignment WIDTH LENGTH WIDTH LENGTH SB NB TONS

BEGIN 1+10

M0116 Driving 15+87 A 6 10 7 16 5.9 Right Wheel Path

M0115 Driving 15+97 A 6 20 13 16 11.7 Left Wheel Path


VIRB0068 Driving 16+53 A 12 20 27 16 23.5

VIRB0069 Driving 18+17 A 12 20 27 16 23.5

M0079 Driving 19+41 A 14 16 25 16 21.9

VIRB0070 Driving 19+93 A 12 6 8 16 7.0

M0065 Driving 20+23 A 14 16 25 16 21.9



M0074 Driving 24+17 A 14 6 9 16 8.2

M0077 Driving 24+68 A 14 172 267 16 235.4 Begin 14' Wide Patch, Right Wheel Path (to M0078)

VIRB0071 Driving 26+18 A 6 10 7 16 5.9

VIRB0072 Driving 26+32 A 12 20 27 16 23.5


M0062 Driving 29+34 A 14 6 9 16 8.2











VIRB0073 Driving 32+72 A 12 20 27 16 23.5


VIRB0074 42+10 A Begin Pavement Break for Railroad (South)

VIRB0075 42+53 A Railroad

VIRB0116 43+06 A Begin Pavement Break for Railroad (North)


M0110 Driving 52+81 A 12 6 8 16 7.0

VIRB0077 52+90 A Begin Bridge Exception (South)


VIRB0078 54+05 A End Bridge Exception (North)



M0003 Driving 54+23 A 6 16 End 6' Wide Patch, Left Wheel Path (from M0001)M0053 Driving 54+63 A 14 16 End 14' Wide Patch, Right Wheel Path (from M0054)M0052 Driving 54+63 A 6 72 48 16 42.2 Begin 6' Wide Patch, Right Wheel Path (to M0050)M0051 Driving 54+74 A 6 6 4 16 3.5 Existing ManholeM0050 Driving 55+35 A 6 16 End 6' Wide Patch, Right Wheel Path (from M0052)VIRB0114 Passing 55+97 A 6 6 4 16 3.5 Existing ManholeM0109 Passing 59+00 A 6 6 4 16 3.5 Left Wheel PathM0083 Driving 63+51 A 11 6 7 16 6.5

M0049 Passing 63+91 A 11 71 87 16 76.6 Begin 11' Wide Patch, Right Wheel Path (to M0047)M0048 Driving 64+12 A 11 6 7 16 6.5

M0047 Passing 64+62 A 11 16 End 11' Wide Patch, Right Wheel Path (from M0049)M0046 Passing 64+62 A 6 30 20 Begin 6' Wide Patch, Right Wheel Path (to M0045)M0045 Passing 64+92 A 6 End 6' Wide Patch, Right Wheel Path (from M0046)

SB Lanes NB Lanes Area (sys)LocationNotes

PAVEMENT PATCHING TABLE - FULL DEPTHUS 27 - Des. No. 1700811


Full Depth

RP 63.48 to 66.06

Full Depth





Full Depth

RP 63.48 to 66.06

Full Depth

M0043 Passing 65+12 A 11 102 125 16 109.7 Begin 11' Wide Patch, Right Wheel Path (to M0039)





M0039 Passing 66+14 A 11 16 End 11' Wide Patch, Right Wheel Path (from M0043)

M0038 Passing 66+74 A 6 6 4 16 3.5 Existing Manhole

M0037 Passing 70+39 A 6 6 4 16 3.5 Existing Manhole



M0036 Passing 77+17 A 11 12 15 16 12.9






M0033 Passing 77+97 A 11 6 7 16 6.5


M0032 Driving 79+00 A 11 6 7 16 6.5




M0084 Passing 80+91 A 6 10 7 16 5.9 Right Wheel Path


M0086 Passing 81+01 A 6 10 7 16 5.9 Right Wheel Path




M0108 Passing 83+25 A 4 20 9 Begin 4' Wide Patch, Right Wheel Path (to M0107)

M0107 Passing 83+45 A 4 End 4' Wide Patch, Right Wheel Path (from M0108)

M0106 Passing 83+85 A 11 6 7 16 6.5

M0105 Driving 84+86 A 11 20 24 16 21.5

M0104 Passing 85+51 A 12 20 27 16 23.5

VIRB0105 Driving 86+02 A 6 12 8 16 7.0 Approach Apron

M0103 Driving 87+33 A 6 6 4 16 3.5 Existing Manhole

VIRB0104 Driving 89+45 A 12 12 16 16 14.1 Existing Manhole

VIRB0103 Driving 91+43 A 6 6 4 16 3.5 Existing Manhole

VIRB0102 Driving 92+06 A 6 6 4 16 3.5 Existing ManholeVIRB0101 Driving 94+84 A 6 6 4 16 3.5 Existing ManholeM0012 Driving 98+06 A 6 71 47 16 41.8 Begin 6' Wide Patch, Left Wheel Path & Left Joint (to M0014)M0013 Driving 98+36 A 6 6 4 16 3.5 Right Wheel PathM0014 Driving 98+77 A 6 16 End 6' Wide Patch, Left Wheel Path & Left Joint (from M0012)VIRB0084 Driving 103+66 A 12 12 16 16 14.1

M0015 Driving 107+38 A 6 61 41 16 35.8 Begin 6' Wide Patch, Left Wheel Path (to M0016)VIRB0085 Driving 107+47 A 12 6 8 16 7.0

M0016 Driving 107+99 A 6 16 End 6' Wide Patch, Left Wheel Path (from M0015)M0094 Driving 108+58 A 6 20 13 16 11.7 Left Wheel Path & Left JointM0102 Driving 113+24 A 11 6 7 16 6.5

VIRB0088 Driving 121+99 A2 6 13 9 16 7.6 Right Wheel PathVIRB0089 Driving 122+12 A2 6 16 Right Wheel PathM0095 Driving 122+15 A2 6 15 10 16 8.8 Right Wheel PathM0096 Driving 122+35 A2 4 91 40 16 35.6 Begin 4' Wide Patch, Right Wheel Path (to M0097)M0097 Driving 123+26 A2 4 16 End 4' Wide Patch, Right Wheel Path (from M0096)





Full Depth

RP 63.48 to 66.06

Full Depth

VIRB0090 Driving 129+04 A2 6 12 8 16 7.0 Right Wheel PathM0098 Driving 129+13 A2 4 6 3 16 2.3 Right Wheel PathM0021 Driving 130+35 A2 12 6 8 16 7.0

M0027 Driving 132+77 A2 6 122 81 16 71.6 Begin 6' Wide Patch, Right Wheel Path (to M0026)M0026 Driving 133+99 A2 6 16 End 6' Wide Patch, Right Wheel Path (from M0027)M0101 Driving 135+20 A2 6 15 10 16 8.8 Right Wheel PathM0099 Right Turn 136+01 A2 6 71 47 Begin 6' Wide Patch, Left Wheel Path (to M0100)M0100 Right Turn 136+72 A2 6 End 6' Wide Patch, Left Wheel Path (from M0099)M0025 Driving 137+73 A2 6 41 27 16 24.2 Begin 6' Wide Patch, Right Wheel Path (to M0024)M0024 Driving 138+14 A2 6 16 End 6' Wide Patch, Right Wheel Path (from M0025)END 138+88

SUBTOTAL 1303 489 1510UNDISTRIBUTED AMOUNT 20% 261 98 302

PROJECT LENGTH (MILES)TOTAL PROJECT AREA - (SYS) % of Project AreaTOTAL FULL DEPTH PATCHING - (SYS) 3.44%TOTAL FULL DEPTH PATCHING - (TONS) TOTAL PARTIAL DEPTH PATCHING - (SYS) 0.38%TOTAL PARTIAL DEPTH PATCHING - (TONS)

TOTAL HMA PATCHING (SYS)TOTAL HMA PATCHING (TONS)

Length 2.59 Miles

23871916

2.5962,49621511812236104

HMA for Patching, Type D Match Existing Thickness

Intermediate and Base Mixes

Top of Existing Asphalt Surface

Patch Length as Specified In Patching Tables

For Subsequent Overlay Mill, Overlay with HMA Surface Course

----------------- -----------------

Existing Pavement

FULL DEPTH HMA PATCH (NOT TO SCALE)

Existing Pavement

, Modified

ncosenza

Text Box

D

Figure 304-21CC

PARTIAL-DEPTH HMA PATCH

2’-0

2’-0

2’-0

as SpecifiedPatch Depth

Concrete

Top of Existing

Surface

Top of Existing Asphalt

over crack

Center patch

Crack

Type ____

HMA Patching,

Surface

Top of Existing Asphalt

Concrete

Top of Existing

as SpecifiedPatch Depth

Type ____

HMA Patching,

joint or crack

Center patch over

Joint or Crack

Type ____

HMA Patching, joint or crack

Center patch over

Joint or Crack

HMA Overlay Required

CONCRETE PAVEMENT

COMPOSITE PAVEMENT

ASPHALT PAVEMENT

D

Max. 1/3 D

3" or

ncosenza

Text Box

ncosenza

Text Box

4'-0 Min

ncosenza

Typewritten Text

D

ncosenza

Text Box

4'-0 Min

ncosenza

Typewritten Text

D

SUBGRADE TREATMENT TYPE IC, MODIFIED The Standard Specifications are revised as follows:

SECTION 207, AFTER LINE 8, INSERT AS FOLLOWS:

207.02 Materials Materials shall be in accordance with the following.

Coarse Aggregate, Class D or Higher, Size No. 5,8,11, 12, 53, or 73 ....................................... 904

Geotextile for Pavement and Subgrade .................................... 918.02(c)

Section 207, AFTER LINE 34, INSERT AS FOLLOWS:

(e) Geotextile in accordance with 214 placed under aggregate No. 5, 8, and 53 in accordance with 301.

SECTION 207, AFTER LINE 88, INSERT AS FOLLOWS:

1. Type IC, Modified; 9 in. thick of the subgrade constructed with coarse aggregate No. 53 over 3 in of coarse aggregates No. 5, or No. 8. A layer of geotextile for subgrade Type 2A shall encapsulate the bottom 3 inches of coarse aggregates. Air cooled blast furnace slag shall not be used.

SECTION 207, AFTER LINE 140, INSERT AS FOLLOWS: 207.05 Method of Measurement Subgrade treatment will be measured in both cut and fill areas by the square yard per type.

Chemicals for modification, excavation, aggregates, and geotextile materials will not be measured.

SECTION 207, AFTER LINE 163, INSERT AS FOLLOWS: The cost of subgrade treatments including testing, sampling, aggregates for cut or at-grade

areas, chemicals for modification, geotextile, geogrid, water, and the excavation required for the methods chosen by the Contractor shall be included in the cost of the pay item for subgrade treatment, type.

Documents

Pavement Design Report