CA_FLAP_MER_337(1)_Pavement_Report_-_signed.pdf

CA FLAP MER 337(1)

Wolfsen Road

PAVEMENT Report

March 2018

CA FLAP MER CR337(1)

iii

TABLE OF CONTENTS

I. INTRODUCTION

II. CLIMATE

III. EXISTING PAVEMENT

IV. EXPLORATION

V. TESTING RESULTS

VI. RECOMMENDATIONS & DISCUSSION

APPENDICES

A – Location Map B – Laboratory Test Results C – Photographs D – Pavement Design Calculations

I. INTRODUCTION

During the week of October 25th 2016, a pavement and subgrade soil investigation was completed at CA FLAP MER 337(1) Wolfsen Road project. The purpose of the pavement investigation was to determine current pavement and base thickness, as well as the classify the soil below.

CA FLAP MER 337(1) Wolfsen Road project that access to the San Luis National Wildlife Refuge, two California Department of Fish and Wildlife (CDFW) wildlife areas, and private agricultural land. The project stationing begins at the east side of SR 165 and extends easterly toward the San Luis National Wildlife Refuge (NWR). The existing width of CR337 is approximately 22ft, with pavement depths averaging from 1”-2” with some areas of 4”.

11 bore holes were drilled through the existing pavement on the project route. See Table 1 for a summary of layer thicknesses and soil description. Materials testing reports and photos are shown in the Appendix.

II. CLIMATE

Climate

The CA FLAP 337(1) experiences warm and dry weather for a majority of the year. Average temperatures during the summer range from 61°F to 95°F. During the winter, the temperatures ranges from 38°F to 54°F. Spring and fall the temperatures range from 45°F to 75°F. Most months are typically dry with a rainy season in December through March.

III. EXISTING PAVEMENT

Existing Pavement

The existing pavement on CR 337 is asphalt pavement on schedule A, and aggregate base on option X.

On Schedule A, the major distress in the pavement throughout the roads is alligator cracking and pot-holes. The prominent distress at the beginning of the project appears to be to surrounding wetlands area. Large potholes are found throughout the route and are patched on occasion with cold patch. Because of this it is necessary to pulverize or remove the existing asphalt and base layer and construct a new pavement surface.

On Option X, the existing surface is an unknown depth of aggregate base on subgrade. No exploration was performed on the surface aggregate or the subgrade on option x.

IV. EXPLORATION

On October 24th, 2016, a three-person crew from Technicon, Inc. from Fresno, CA was on-site with CFL staff to conduct the drilling. Technicon supplied two additional people for traffic control. A truck-mounted drill rig was used to auger drill 11 locations. The borings were drilled to a depth of approximately 5 feet. All borings were drilled within the roadway. The holes were recorded by CFL. The pavement thickness and base thickness can be found in the results table below. Most of the samples appeared to be sandy/silty-clay soils. The majority of soils classified as A-4/A-6 with some areas of A-7-6 material using the AASHTO Soil Classification system. See Tables 1 for a summary of the soils.

V. TEST RESULTS

Table 1 provides a summary of the drill locations and soil properties.

Investigation Sampling & Request for Laboratory Tests

Project: CA FLAP MER CR337(1) Account Number:

15A6060337001 M10.PE.15G0.06 1606000000

Submitted By: Mike Voth Sampled By: Mike Voth Date Submitted:

1-Nov-16

Pavement Investigation - Shallow Borings

Sample Number

Station or Location

Offset (from c/l)

Date Sampled

Depth of Bore

Container Type

Boring Observations (grey = sample depth)

Testing Requested R Value

B-1 MP 0.1 5'LT 10/24/2016 5' 5-gal bucket

0 to 4" asphalt 1,2,3,4 on Bulk bucket sample.

AASHTO T265 on baggy sample

4" to 2' Sandy Gravel

2' to 5' Fat Clay 5

B-2 MP 0.25 6'RT 10/24/2016 5' 5-gal bucket

0 to 1.75"" asphalt 1,2,3

1.75" to 14" Sandy Gravel

14" to 5' Charcoal Clay

B-3 MP 0.5 5'RT 10/24/2016 5' 5-gal bucket

0 to 2" asphalt 1,2,3,4 on Bulk bucket sample.

AASHTO T265 on baggy sample

2" to 2' Sandy Gravel 29

2' to 5' Charcoal Clay

B-4 MP 0.7 4'RT 10/24/2016 5' 5-gal bucket

0 to 2.5" asphalt No Sample

2.5" to 2' Sandy Gravel

2' to 5' Charcoal Clay

B-5 MP 1.0 5'LT 10/24/2016 5' 5-gal bucket

0 to 1.75" asphalt 1,2,3

1.75" to 2' Sandy Gravel

2' to 3' Charcoal Clay

3' to 5' Sandy Clay

B-6 MP 1.1 5'RT 10/24/2016 5' 5-gal bucket

0 to 2" asphalt No Sample

2" to 2' Sandy Gravel

2' to 3' Sandy gravel with clay

3' to 4' Charcoal Clay

4' to 5' Sandy Clay

B-7 MP 1.3 6'RT 10/24/2016 5' 5-gal bucket

0 to 1" asphalt No Sample

1" to 1' Sandy gravel with cobbles

1' to 5' Charcoal Clay

B-8 MP 1.5 5'LT 10/24/2016 5' 5-gal bucket

0 to 1.5" asphalt 1,2,3,4

1.5" to 16" Sandy Gravel

16" to 5' Charcoal Clay 5

B-9 MP 1.7 4'RT 10/24/2016 5' 5-gal bucket

0 to 1.25" asphalt No Sample

1.25" to 1' Sandy Gravel

1' to 4' Charcoal Clay

4' to 5' Fat Clay

B-10 MP 2.0 5'LT 10/24/2016 5' 5-gal bucket

0 to 1.25" asphalt 1,2,3

1.25" to 16" Sandy Gravel

16" to 5' Charcoal Clay

B-11 MP 2.3 4'RT 10/24/2016 5' 5-gal bucket

0 to 2" asphalt No Sample

2" to 18" Sandy Gravel

18" to 5' Charcoal Clay

VI. PAVEMENT RECOMMENDATIONS AND DISCUSSION

The structural sections were designed using the 1993 AASHTO Pavement Design DARWin Pavement Design and Analysis System program. The traffic on this road is low and composed of cars, personal trucks, SUV’s, and some RV’s. The design period is 20 years, A reliability level of 85% was used to calculate the soil support value for each road. Each road was designed using traffic data from the refuge for the specific road. Those values can be found in the appendix.

The design R-Value was converted to a soil resilient modulus (Mr) using the following equation:

29.11

)5( 1 +

ValueRS

= 24.6 72.181

S rM

1) CR 337 Schedule A: The resilient modulus, Mr, for design is 17,095 psi, corresponding to a R-value of 29. The Mr and the traffic data equates to a required structural number (SN) of 2.35 based on DARWin program. The recommended structural section is 3” of hot mix asphalt concrete pavement (HACP) over 6” of Pulverized Pavement base on top of the existing subgrade, see figure 1:

Schedule A

3" of HACP

6" of Pulverized Pavement & Base

Existing Subgrade

Figure 1 – Flexible Pavement Design

2) CR 337 Option X: The recommended structural section is 3” of hot mix asphalt concrete pavement (HACP) over 6” of roadway reconditioned aggregate. After roadway reconditioning, if the 6” aggregate material is not obtainable for a base layer, it is recommended to supplement the roadway reconditioned material with 302 aggregate base to obtain a 6” Roadway Reconditioned layer/aggregate base layer. If mixing is needed, please submit a plan to the CO on how the mix will be homogeneously mixed and placed.

Option X

3" of HACP

6" of Roadway Recondition

Existing Subgrade

Figure 1 – Flexible Pavement Design

Drainage, Subexcavation, and other Issues

During the pavement investigation, silty clay soils were observed. MP 0.0 to approx. MP 0.7 also had some saturated clays approximately 2 feet below existing subgrade. The saturated clay is below approximately 2 feet of sandy gravel. Sub-excavation may be necessary in spot locations if approved by contracting officer in field.

Pavement Materials Recommendations:

Use 40301-0100, Asphalt Concrete Pavement (HACP) Type II. The design unit weight for estimating HACP is 145.2 lb/ft3. The HACP should be placed in 2 lifts.

LTPP Bind recommends the asphalt cement a PG 64-10. The approved 403 mix should use asphalt from local source.

A fog seal, bid item 40601-1000, should be included in the contract. For determining quantities use an application rate of 0.10 gal/yd2. The emulsion type can be a CSS-1, CSS-1h, SS-1, or SS-1h.

A prime coat should be applied on the base course material prior to paving. Bid Item 41102-1000. For determining quantities use an application rate of 0.30 gal/yd2.

41201-0000, Tack coat (at 0.10 gal.yd2) is required between each lift and should either be a CSS-1. CSS-1h, SS-1, or SS-1h emulsified asphalt.

An item for blotter material, Bid Item 41105-0000 should be included at 14.75 lb/yd2.

Recommended pulverizing depth will be 6-inches. Use Bid Item 30401-5300 by the Mile. Do not begin until the asphalt mix design has been approved.

Depending on estimated aggregate base quantities, use a 302 bid item if the quantity is less than 5000 tons and a 301 Bid Item if the quantity is greater than 5,000 tons.

The design unit weight for aggregate base is 139.0 lb/ft3

Recommended Roadway Reconditioning item is 30303-3000 by the SQYD, at a depth of 6”.

APPENDICES

A – Location Map

B – Laboratory Test Results

C – Photographs

D – Pavement Design Calculations

APPENDIX A

LOCATION MAP

APPENDIX B

LABORATORY TEST RESULTS

APPENDIX C

PHOTOGRPAHS

Existing Roadway Bore #3 (2” HACP, 2”-24” of sandy/gravel, 24” to 60” Charcoal Clay)

Existing Roadway Bore #7 (1” HACP, 1”-12” of sandy/gravel with cobble, 12” to 60” Charcoal Clay)

Existing Roadway Bore #11 (2” HACP, 2”-18” of sandy/gravel, 18” to 60” Charcoal Clay)

APPENDIX D

PAVEMENT DESIGN CALCULATIONS

AASHTO Flexible Pavement Design

Design Parameters:

Standard Normal Deviate -1.037

Combined Standard Error 0.45

Design Serviceability Loss 1.70

Desired Level of Reliability (percent) 85.00

Asphalt Concrete Layer Coefficient 0.40

FDR-Pulverized Pavement Layer Coefficient 0.12 FDR-Pulverized Pavement Drainage Coefficient 0.90

Subbase Layer Drainage Coefficient 0.80

Subbase Base Drainage Coefficient 0.80

Flexible Pavement Structural Design:

Allowable 18-kip ESAL Repetitions 823,785

Resilient Modulus (psi) 17,095

Asphalt Concrete Thickness (inches) 3

FDR-Pulverized Pavement Thickness (inches) 6

Subbase Thickness (inches) 6

Design Structural Number 2.35

Required Structural Number 2.34

Design Life (years) 20.00

Asphalt Concrete Thickness (inches) 3.00

FDR-Pulverized Pavement Thickness (inches) 6.00

Subbase Thickness (inches) 6.00

Distribution