2017-03-30_Final_Pavement_Report_Buchanan_Rd_and_Fish_Hatchery_Rd_update.pdf

Buchanan Rd and Fish

Hatchery Rd CA PFH 190-1(1) and 191-1(1)

PAVEMENTS Report

Report # CA-02 22

Pavements Services Branch February 2010

SIGNATURE SHEET

Report prepared by: __________________________________________

Eric Ross P.E., ETI Pavements Engineer

Report reviewed and updated by: _______________________________

Roxannie Gonzalez

Approved for distribution by: __________________________________

Mike Voth, Pavements and Materials Team Leader

Date

Distribution Project Management Tech Services – Files Project Files

3-30-17

Eric Ross and Steve Deppmeier wrote the original report, but did not finalize and sign. At the time of the project "unshelving" neither of them worked for CFLHD. Report was minimally updated to include map, current specifications/pay items, and CFT recommendations.

CA PFH 191-1(1) Buchanan Rd CA PFH 190-1(1) Fish Hatchery Rd ii

TABLE OF CONTENTS

I. INTRODUCTION

II. CLIMATE, EXISTING PAVEMENT, and GEOLOGY & SOILS

III. EXPLORATION

IV. TESTING RESULTS

V. RECOMMENDATIONS & DISCUSSION

APPENDICES

A – Location Map B – Laboratory Test Results C – Photographs D – Pavement Design Calculations E – Field Data Summary

Figure 1 -Route Location Map (N.T.S.) Figure 2 – Route map.

I. INTRODUCTION

The project corridor consists of minor Collectors CA PFH 191 Buchanan Road and CA PFH 190 Fish Hatchery Road. This route lies within the Stanislaus National Forest and is shown in the project location map. (Fig 1 & 2)

PROJECT LOCATION:

Forest Highway 191, Buchanan Road, begins at Carter Street (MP 0.0) in Tuolumne, CA and traverses in a northeasterly direction to a junction with Forest Highway 190 at MP

2.5. Forest Highway 191 then traverses in a southeasterly direction to MP 9.92 where it terminates at Hunter Creek.

Forest Highway 190, Fish Hatchery Road, begins at Forest Highway 191 (MP 2.5) and traverses in a northeasterly direction for 1.8 miles to where County maintenance ends and Forest Highway 190 designation ends.

II. CLIMATE AND THE EXISTING PAVEMENT, SOILS, &

GEOLOGY

Climate

Sonora has cool, wet winters and hot, mostly dry summers. Average January temperatures are a maximum of 54.5 °F and a minimum of 33.5 °F. Average July temperatures are a maximum of 94.6 °F and a minimum of 58.8 °F. There is an average of 75.5 days annually with highs of 90 °F (32 °C) or higher and an average of 52.2 days annually with lows of 32 °F (0 °C) or lower.

Average annual rainfall is 32.07 inches. There is an average of 60 days annually with measurable precipitation. Most of the rainfall falls from November through April.

Average annual snowfall is only 4.7 inches.

Existing Pavement

MP 0.0 to MP 0.57 (Ca FH 191 Buchanan Road) – Rehabilitate the existing 20-24-foot wide segment. The existing route’s surface is in poor condition with extensive cracking, rutting, and other local failures.

MP 0.57 to MP 2.5 (CA FH 191 Buchanan Road) – Reconstruct the existing 18-20-foot wide segment to a 22-foot travelway. The existing surface is in poor condition with extensive cracking, rutting, and other local failures.

MP 0.0 to MP 1.8 (CA FH 190 Fish Hatchery Road) – The existing 26-foot wide bituminous surface is in poor condition to fair condition with moderate cracking, rutting, and other local failures. At a few locations along the route, next to the Tuolumne River, the fill slope has fallen away from the edge of the roadway.

Geology & Soils

The project site lies between the Central Valley of California and the Sierra Nevada mountain range, very near the Mother Lode gold belt. The geologic units that lie within the vicinity of the project include volcanic rocks that have been strongly metamorphosed, namely granite, gneiss, and schist. These units can be heavily fractured, due to the turbulent nature in which they were formed. These units can be characterized as strong, competent rock in their unweathered states, but when heavily weathered and decomposed, they can behave very similarly to soil.

III. EXPLORATION

In 2006 a pavement and subgrade soil investigation was completed along Buchanan Road and Fish Hatchery Road for CA PFH 191-1(1) and CA PFH 190-1(1).

Buchanan Rd

13 bore holes were drilled through the existing pavement and underlying materials. Four subgrade samples were taken from the 2.5 miles of pavement which were evaluated for pavement recommendations. See Tables 1 and 2 for a summary of layer thicknesses and soil description. Materials testing report and photos are in the Appendix.

Fish Hatchery Road

11 bore holes were drilled through the existing pavement and underlying materials and one test pit. Two subgrade samples were taken from the 1.8 miles of pavement which were evaluated for pavement recommendations. See Tables 3 and 4 for a summary of layer thicknesses and soil description. Materials testing report and photos are in the Appendix.

IV. TEST RESULTS

Buchanan Rd

Tables 1 and 2 provide a summary of the core locations soil properties. The field data summary and the testing reports are in Appendix B. Appendix E contains several charts, which provide layer depths of the existing pavement structural sections.

Table 1 – Buchanan Rd Summary of Core Location Core Hole

Station HACP (inches)

B-2 23+00 5.5

B-3 36+46 7

B-4 44+30 3

B-5 47+00 1.5

B-6 49+50 2.25

B-7 62+80 6.5

B-8 76+10 4.5

B-9 89+00 2.5

B-10 102+40 3.75

B-11 115+59 3

B-12 128+92 3

B-13 138+50 10

B-14 36+00 0.5

Average* 3.9

*Does not include B-13 or B-14. B-14 is located in a pullout and is not indicative of the roadway structural section. B-13 is believed to be a patch and is not representative of the existing conditions

Table 2 - Buchanan Rd Test Pit Summary and Soil Classification

Hole

Station AASHTO Soil Classification

Plasticity Index

R-value

MC

B-4 44+30 A-1-b 1 74 3.30%

B-8 76+10 A-1-b 2 72 2.40%

B-12 128+92 A-2-6 12 25 9.20%

B-14 36+00 A-4 8 35 5.90%

The existing pavement thickness is 3.9 inches. The underlying subgrade material varied from A-4 to A-1-b. R-values range from 25-75. The sample plasticity index ranges from 1-12. The test results are in Appendix B.

Bedrock was encounter three times during drilling, the locations are as follows:

Station 44+30 at 4 feet Station 62+80 at 6.5 inches (pavement is placed directly on bedrock Station 115+59 at 4.5 feet

This information should be conveyed to potential bidders.

Fish Hatchery Rd

Tables 3 and 4 provide a summary of the core locations soil properties. The field data summary and the testing reports are in Appendix B. Appendix E contains several charts, which provide layer depths of the existing pavement structural sections.

Table 3 – Fish Hatchery Rd Summary of Core Location

Hole

Station HACP (inches)

C-1 205+00 5.5

C-3 226+25 10

C-4 240+00 9

C-5 252+80 8

C-6 266+00 7

C-7 279+09 6

C-8 292+40 6

C-9 306+00 7

C-10 312+00 6

C-11 240+91 6

TP-1 292+00 6

Average 7.5

Table 4 - Fish Hatchery Rd Test Pit Summary and Soil Classification

Hole

Station AASHTO Soil Classification

Plasticity Index

R-value

MC

C-4 240+00 A-4 3 64 3.70%

TP-1 292+00 A-2-4 6 44 -

The existing pavement thickness is 7.5 inches. The underlying subgrade material varied from A-4 to A-2-4. R-values range from 25-75. The sample plasticity index ranges from 3-6. The test results are in Appendix B.

Bedrock was encounter three times during drilling, the locations are as follows:

Station 279+09 at 2 feet Station 292+40 at 21 inches Station 306+00 at 2 feet

This information should be conveyed to potential bidders.

Table 5 is a summary of the R-value per location; see Appendix D for the calculations of the Resilient Modules and R-value.

Table 5-Resilient Modules

V. PAVEMENT RECOMMENDATIONS AND DISCUSSION

The pavement recommendations are based on an ADT of 400 provided by the County of Tuolumne. No vehicular classification breakdown was provided, but based on observations of one day and CFL traffic counts that provide vehicle lengths, it was assumed that 85% of the traffic was passenger, 5% was recreational vehicles, 5% either FHWA Class 6 or 8, and 5% FHWA Class 9. This works out to 543,933 ESALs over the design life of the pavement. This traffic loading may be conservative, but it will be used for design purposes unless a more detailed traffic study is completed.

BUCHANAN ROAD

Two designs are recommended depending upon whether the roadway will be rehabilitated or reconstructed. Note the station ranges are approximate. The following is the recommended pavement structural sections:

Stations 10+00 to 138+56

Reconstruction (Sta 42+00 to 138+56) Rehabilitation (Sta 10+00 to 42+00) 4 inches HACP 4 inches HACP 7 inches Base Course 8 inches FDR - Pulverize

Location R-value Resilient Modules

10+00 to 138+56, Buchanan Road

35 8200

Fish Hatchery

Road 50 13,170

Some cost saving, roughly $175,000 can be realized if project conditions allow the existing pavement to be salvaged. The existing pavement can either be milled or pulverized, contractor’s discretion, and then placed as the lower half of the base course depth. An area for stockpiling material will need to be identified. Note: At Station 62+80, the existing pavement was placed directly on bedrock, and this information should be conveyed to potential bidders. Other bedrock depths were encounter at 4 feet.

Cost estimates are for paving items only, using $140 per ton for HACP, $13 per ton for salvaging, and $35 per ton for base course.

FISH HATCHERY ROAD

The following two options are suggested for the pavement structural section:

Option 1: Recommended 4 inches HACP 8 inches FDR – Pulverize Cost Estimate = $616,000 per mile

Option 2:

3 inches HACP 8 inches FDR – Cement Cost Estimate = $600,000 per mile

Cost estimates are for paving items only, using $140 per ton for HACP, $6 per sq yd for pulverizing, and $200 per ton for cement at an application rate of 6%. Option 4 will involve a cure time for the cement and hence, a higher traffic control costs.

Drainage, Subexcavation, and other Issues

During the field there were no major water or drainage problems that were evident concerning the roadbed. Although no subexcavation locations were noted it is however recommended to include an estimated 500 cy yard if needed.

Typical subexcavation should be 1 to 2 feet of over excavating; placement of a geotextile separation fabric, and placement of 1 to 2 feet of select borrow or the native road cut material if available on top of the fabric. Pavement structural section should then match the mainline typical section. A positive drainage system such as daylighting the select borrow out to the foreslope or an edge drain system should be included.

The Pavements Section can be contacted for further details if subexcavating an area becomes necessary (720-963-3734).

Pavement Materials Recommendations:

Asphalt concrete pavement should be 40101-5600. Estimate at 145.2 lb/ft3. Type

III-B roughness should be specified for Buchanan Road and Fish Hatchery Road.

For antistrip additive to be used with Item 401, use Item 40105-3000 Antistrip

Additive, Type 3 (Hydrated Lime) at 1% by weight of mix.

Asphalt binder grade will be PG 64-16.

ACP shall be placed in two lifts with a Tack Coat between lifts. Use an emulsion

CSS-1, CSS-1h, SS-1, or SS-1h at 0.1 gal/yd2. Item 41201-1000 Include a Fog Seal. Use an emulsion CSS-1, CSS-1h, SS-1, or SS-1h at 0.1 gal/yd2. Item 40601-1000 Include a Prime Coat, method 1 to be applied to the base course and Pulverized material prior to paving. Use bid Item 41102-1000 at 0.27 gal/yd2.

An item for blotter control, 41105-0000 should be included at 14.75 lb/ft2.

APPENDICES

A – Location Map

B – Laboratory Test Results

C – Photographs

D – Pavement Design Calculations

E – Field Data Summary

APPENDIX A

LOCATION MAP

Location Map

Route Location Map

APPENDIX B

LABORATORY TEST RESULTS

Number

Greater Than or Equal To

Percent Equal to or Greater

Than

Test Value in

Desending

Order

1 0.00% 74

2 66.67% 72

Selection of Design Subgrade Resistance Value

Buchanan Rd 10+00 to 124+00

29.11

)5(

ValueR S

24.6

72.181

S rM

3 100.00% 35

90%

95%

100%

R‐Value Selection

45%

50%

55%

60%

65%

70%

75%

80%

85%

90%

95%

100%

P e rc e n ti le

R‐Value Selection

0%

5%

10%

15%

20%

25%

30%

35%

40%

45%

50%

55%

60%

65%

70%

75%

80%

85%

90%

95%

100%

P e rc e n ti le

R‐Value Selection

Design Percentile= 75

Design R‐Value = 45

0%

5%

10%

15%

20%

25%

30%

35%

40%

45%

50%

55%

60%

65%

70%

75%

80%

85%

90%

95%

100%

16 19 22 25 28 31 34 37 40 43 46 49 52 55 58 61 64 67 70 73 76

P e rc e n ti le

R‐Value

R‐Value Selection

Mr= 11183

29.11 rM or Equal To

Percent Equal to or Greater

Than

Test Value in

Desending

Order

1 0.00% 25

2 66.67% 25

3 100.00% 25

Selection of Design Subgrade Resistance Value

Buchanan Rd 124+00 to 138+56

29.11

S rM

3 100.00% 25

70%

75%

80%

85%

90%

95%

100%

R‐Value Selection

25%

30%

35%

40%

45%

50%

55%

60%

65%

70%

75%

80%

85%

90%

95%

100%

P er ce n ti le

R‐Value Selection

0%

5%

10%

15%

20%

25%

30%

35%

40%

45%

50%

55%

60%

65%

70%

75%

80%

85%

90%

95%

100%

16 19 22 25 28 31 34 37 40 43 46 49 52 55 58 61 64 67 70 73 76

P er ce n ti le

R‐Value

R‐Value Selection

Design Percentile= 75

Design R‐Value = 25

Mr= 5816

0%

5%

10%

15%

20%

25%

30%

35%

40%

45%

50%

55%

60%

65%

70%

75%

80%

85%

90%

95%

100%

16 19 22 25 28 31 34 37 40 43 46 49 52 55 58 61 64 67 70 73 76

P er ce n ti le

R‐Value

R‐Value Selection

29.11

S rM3 29.11 or Equal To

Percent Equal to or Greater

Than

Test Value in

Desending

Order

1 0.00% 64

2 100.00% 44

Selection of Design Subgrade Resistance Value

Fish Hatchery Rd 200+00 to 313+32

29.11

S rM

75%

80%

85%

90%

95%

100%

R‐Value Selection

30%

35%

40%

45%

50%

55%

60%

65%

70%

75%

80%

85%

90%

95%

100%

P e rc e n ti le

R‐Value Selection

0%

5%

10%

15%

20%

25%

30%

35%

40%

45%

50%

55%

60%

65%

70%

75%

80%

85%

90%

95%

100%

16 19 22 25 28 31 34 37 40 43 46 49 52 55 58 61 64 67 70 73 76

P e rc e n ti le

R Value

R‐Value Selection

0%

5%

10%

15%

20%

25%

30%

35%

40%

45%

50%

55%

60%

65%

70%

75%

80%

85%

90%

95%

100%

16 19 22 25 28 31 34 37 40 43 46 49 52 55 58 61 64 67 70 73 76

P e rc e n ti le

R‐Value

R‐Value Selection

29.11

S rM

Design Percentile= 75

Design R‐Value = 50

Mr= 13168

29.11

APPENDIX C

PHOTOGRAPHS

Bore Hole 2

Bore Hole at pull off

Fatigue cracking at B‐4

Localized failure at B‐12

APPENDIX D

PAVEMENT DESIGN CALCULATIONS

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

CFLHD

Flexible Structural Design Module

FDR-Cement

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 522,996 Initial Serviceability 4.2 Terminal Serviceability 2.5 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 13,170 psi Stage Construction 1

Calculated Design Structural Number 2.29 in

Rigorous ESAL Calculation

Performance Period (years) 20 Two-Way Traffic (ADT) 400 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 60 %

Vehicle Class

Percent of

ADT

Annual

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance Period

2 85 2 0.0008 0 1,419 5 5 2 0.7 0 73,021 6 5 2 2 0 208,631 9 5 2 2.3 0 239,925

Total 100 - - - 522,996

Growth Simple

Total Calculated Cumulative ESALs 522,996

Specified Layer Design

Layer

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in)

1 HACP 0.44 1 3 - 1.32

2 CAB 0.15 1 8 - 1.20

Total - - - 11.00 - 2.52

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

CFLHD

Flexible Structural Design Module

FDR-Pulverize

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 522,996 Initial Serviceability 4.2 Terminal Serviceability 2.5 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 13,170 psi Stage Construction 1

Calculated Design Structural Number 2.29 in

Rigorous ESAL Calculation

Performance Period (years) 20 Two-Way Traffic (ADT) 400 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 60 %

Vehicle Class

Percent of

ADT

Annual

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance Period

2 85 2 0.0008 0 1,419 5 5 2 0.7 0 73,021 6 5 2 2 0 208,631 9 5 2 2.3 0 239,925

Total 100 - - - 522,996

Growth Simple

Total Calculated Cumulative ESALs 522,996

Specified Layer Design

Layer

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in)

1 HACP 0.44 1 4 - 1.76

2 CAB 0.12 1 8 - 0.96

Total - - - 12.00 - 2.72

APPENDIX E

FIELD DATA SUMMARY

CA PFH 190/191-1(1) BUCHANAN FISH HATCHERY

191 -1 (1) Buchanan Road Project begins at Station 10+00; intersection with Carter Street Ends at 138+57; bridge to be replaced

BUCHANAN

CORING STATIONING LANE MP

B-1 10+00 Right 0.0 B-2 23+20 Right 0.25 B-3 36+40 Left 0.5 B-4 44+30 Right 0.65 B-5 47+00 Left 0.70 B-6 49+60 Right 0.75 B-7 62+80 Left 1.0 B-8 76+00 Right 1.25 B-9 89+20 Left 1.5 B-10 102+40 Right 1.75 B-11 115+60 Left 2.0 B-12 128+80 Left 2.25 B-13 142+00 Right 2.5 B-14 see plans West Side Trailhead Parking Area B-15 see plans West Side Trailhead Parking Area

190 - 1 (1) Fish HatcheryRoad Project begins at Station 200+00 to 313+32

FISH HATCHERY

CORING STATIONING LANE MP

C-1 205+00 Right 0.0 C-2 213+20 Left 0.25 C-3 226+40 Right 0.5 C-4 239+60 Right 0.75 C-5 252+80 Right 1.0 C-6 266+00 Left 1.25 C-7 279+20 Right 1.5 C-8 292+40 Left 1.75 C-9 305+60 Left 1.8 C-10 312+00 Right 2.1 C-11 241+00 Pullout

Questions = 720-963-3504 or cell #720-244-5857 steve.deppmeier@fhwa.dot.gov

BUCHANAN ROAD

PAVEMENT COURSE THICKNESSES

N

IN

C H

ES

D

EP

TH

IN

23+00 36+00 36+46 44+30 47+00 49+50 62+80 76+10 89+00 102+40 115+59 128+92 138+50

B‐2 B‐14 B‐3 B‐4 B‐5 B‐6 B‐7 B‐8 B‐9 B‐10 B‐11 B‐12 B‐13

BORE HOLE (B)

AC Subgrade

FISH HATCHERY ROAD

PAVEMENT COURSE THICKNESSES

N

IN

C H

ES

D

EP

TH

IN

205+00 226+25 240+00 252+80 266+00 279+09 292+40 306+00 312+00 240+91 292+00

C‐1 C‐3 C‐4 C‐5 C‐6 C‐7 C‐8 C‐9 C‐10 C‐11 TP‐1

BORE HOLE (C)

AC Subgrade

APPENDIX F

PAVEMENTS MEMORANDUM

Subject: CA PFH 191-1(1) BUCHANAN ROAD and

CA PFH 190-1(1) FISH HATCHERY ROAD

PRELIMINARY PAVEMENT

RECOMMENDATION

From: Steve Deppmeier, Pavements Engineer

To: Bernardo Bustamante, Project Manager

Mike Daigler, Design Team Leader Mike Smith, Designer

BUCHANAN ROAD

The pavement recommendations are based on an ADT of 400 provided by the County of Tuolumne. No vehicular classification breakdown was provided, but based on observations of one day and CFL traffic counts that provide vehicle lengths, it was assumed that 85% of the traffic was passenger, 5% was recreational vehicles, 5% either FHWA Class 6 or 8, and 5% FHWA Class 9. This works out to 543,933 ESALs over the design life of the pavement. This traffic loading may be conservative, but it will be used for design purposes unless a more detailed traffic study is completed.

Buchanan Road is approximately 2.5 miles and will under go reconstruction. Pavement depths ranged from 2.5 inches to 10 inches, averaging 3.9 inches. No base course was present; instead the existing pavement lay on native silty gravels. Subgrade soils varied, from A-4 to A-1-b. R- Values were 25 to 75. Two designs are recommended due to the variability of both the soils and existing pavement thickness. The following is the recommended pavement structural section:

Stations 10+00 to 124+00 Option 1 4 inches HACP 7 inches Base Course Cost Estimate = $662,000 per mile

Stations 124+00 to 138+56 Option 2 4 inches HACP 10 inches Base Course Cost Estimate = $762,000 per mile

Memorandum

Date: 11-14-06

Some cost saving, roughly $175,000 can be realized if project conditions allow the existing pavement to be salvaged. The existing pavement can either be milled or pulverized, contractor’s discretion, and then placed as the lower half of the base course depth. An area for stockpiling material will need to be identified. Note: At Station 62+80, the existing pavement was placed directly on bedrock, and this information should be conveyed to potential bidders. Other bedrock depths were encounter at 4 feet and will be noted in the pavement report.

Cost estimates are for paving items only, using $140 per ton for HACP, $13 per ton for salvaging, and $35 per ton for base course.

FISH HATCHERY ROAD

Fish Hatchery Road project is approximately 2 miles long and will under go rehabilitation. The same traffic loading on Buchanan Road was used on Fish Hatchery Road. Pavement depths ranged from 5.5 inches to 10 inches with an average of 7.5 inches. No base course was present either. Soils were still variable, from A-4 to A-2-4, with R-Values of 44 and higher. The following is the recommended pavement structural section:

Stations 200+00 to 313+32 Option 3: Recommended 4 inches HACP 8 inches FDR – Pulverize Cost Estimate = $616,000 per mile

Option 4 3 inches HACP 8 inches FDR – Cement Cost Estimate = $600,000 per mile

Cost estimates are for paving items only, using $140 per ton for HACP, $6 per sq yd for pulverizing, and $200 per ton for cement at an application rate of 6%. Option 4 will involve a cure time for the cement and hence, a higher traffic control costs.

Pavement Materials to Use:

HACP should be 40201-3800 Hveem, Class B, Grading E. Estimate at 145.2 lb/ft3. Type I smoothness should be specified for Buchanan Road and Type II smoothness specified for Fish Hatchery Road.

Antistrip will be Type III (Hydrated Lime) at 1%.

Asphalt cement will be PG 64-16. Estimate at 6.5% by weight of mix.

HACP shall be placed in two equal lifts with a Tack Coat between lifts. Use an emulsion

CSS-1, CSS-1h, SS-1, or SS-1h at 0.1 gal/yd2.

Include a Fog Seal. Use an emulsion CSS-1, CSS-1h, SS-1, or SS-1h at 0.1 gal/yd2.

Include a Prime Coat to be applied to the base course and Pulverized material prior to paving. Use bid Item 41101-0000 at 0.27 gal/yd2. An item for blotter control, 41105- 0000 should be included at 14.75 lb/ft2.

Include a Materials Transfer Vehicle (MTV) as the haul time for HACP is expected to be long.

CC: Mike Voth, Pavements FDL Leo De Paula, COE Mike Peabody, Materials Engineer Richard Duval, QA Engineer

Attachment: DARWin Pavement Calculations Cost Estimate Log Summary