Exhibit D_25693_Geotech-Pavement Report.pdf

Geotechnical Engineering and Pavement Design Report

Federal Parkway, 120th Avenue to 122nd Avenue

Westminster, Colorado

Yeh Project No.: 218-006

August 29, 2018

Prepared for:

Martin and Martin Consulting Engineers

12499 West Colfax Avenue Lakewood, Colorado 80215

Attn: John Eddy, P.E.

Prepared by:

Yeh and Associates, Inc.

2000 Clay Street, Suite 200

Denver, Colorado 80211

Phone: 303-781-9590 Fax: 303-781-9583 i

Table Of Contents

1. PURPOSE AND SCOPE OF STUDY

2. PROPOSED CONSTRUCTION

3. SITE CONDITIONS

4. REGIONAL GEOLOGY

5. SUBSURFACE INVESTIGATION

5.1 SAMPLING

5.2 Pavement and SUBSURFACE CONDITIONS

5.2.1 Existing Pavement…………………………………….…………………….….3

5.2.2 Subgrade…………………………………………………………...……………4

6. LABORATORY TESTING

7. PAVEMENT DESIGN

7.1 Traffic Loading

7.2 Pavement Design Program

7.3 Recommended Pavement Thickness

8. HMA MIX AND BINDER

9. DRAINAGE CONSIDERATIONS

10. SITE GRADING

11. LIMITATIONS………………………………………………………………………………………..9

12 REFERENCES……………………………………..…………………..………………………….10

i i

List Of Figures

FIGURE 1. SITE LOCATION MAP

List Of Tables

TABLE 1. SUMMARY OF PAVEMENT THICKNESS

TABLE 2. SUMMARY OF OBSERVED SWELL POTENTIALS

TABLE 3. HMA PAVEMENT DESIGN PARAMETERS

TABLE 4. RECOMMENDED NEW CONSTRUCTION AND OVERLAY PAVEMENT THICKNESS

List of Appendices

APPENDIX A – BORING LOCATION PLAN………..……………………….….….……..……..……..............A

APPENDIX B – CORE AND PAVEMENT PHOTOGRAPHS.…………………..…………….…………………..B

APPENDIX C – BORING LEGEND AND LOGS………………………………….……………………………...C

APPENDIX D - SOIL TEST RESULTS……………………………..…….…….…………………………….…D

APPENDIX E - PAVEMENT DESIGN OUTPUTS..…………………….………….…………….…………..…...E

Geotechnical Engineering and Pavement Design Report YA Project No. 218-006 Federal Parkway, 120th Avenue to 122nd Avenue August 29, 2018

1. PURPOSE AND SCOPE OF STUDY

This report presents the results of the Yeh and Associates, Inc. (Yeh) geotechnical investigation and pavement design recommendations for the widening of Federal Parkway between 120th

Avenue and 122nd Avenue in Westminster, Colorado. As presented in Figure 1, Federal

Parkway will be widened from the current 2 lane configuration to a continuous 4 lane roadway.

Figure 1. Site Location Map

A portion of the project was widened earlier but is still functioning as a two lane facility. This project will complete the widening to provide a 4 lane facility between 120th Avenue and 122nd

Avenue.

A field exploration program consisting of pavement cores and soil borings was conducted in

June 11, 2018 and included eight pavement cores to determine pavement thickness and current condition and nine soil borings to be used for both pavement subgrade information.

The scope of this investigation included the following tasks:

• Conduct a subsurface investigation addressing both the existing pavement and the subgrade soils.

• Perform laboratory tests on samples obtained during the subsurface investigation to help determine engineering characteristics of on-site soils.

Project Location

Westminster

• Prepare a geotechnical engineering report that summarizes the results of the field investigation and laboratory test results as well as providing hot mix asphalt (HMA) pavement design recommendations addressing widening of the areas where needed, and a proposed mill and fill overlay treatment of the existing pavement.

2. PROPOSED CONSTRUCTION

The proposed construction is to widen Federal Parkway to provide a four lane facility between

120th and 122nd Avenues in Westminster, Colorado

3. SITE CONDITIONS

The terrain surrounding the project site is hilly with commercial and residential development on the east side of the roadway, and the Big Dry Creek Open Space on the west side.

4. REGIONAL GEOLOGY

The geology of the area is comprised of windblown sediments which overlay claystone bedrock.

This rock has been mapped as the Laramie Formation, Late Cretaceous in age (approximately

80 million years ago), and consists of shale and claystone with coal seams and sandstone lenses.

5. SUBSURFACE INVESTIGATION

Yeh performed the subsurface investigation which included a total of 9 soil borings and 8 pavement cores. The cores and borings were drilled on June 11, 2018 by Unlimited Access

Drilling of Strasburg as a subcontractor to Yeh and traffic control was supplied by Colorado

Barricade Inc. of Denver, Colorado. The borings were drilled using a truck mounted Simco

2400 drill rig with a 4 inch diameter solid stem auger. A representative from Yeh staked the boring locations coordinated the utility locates and was on-site to observe drilling operations, log the encountered subsurface conditions and obtain pavement cores and subgrade soil samples.

The approximate boring locations are shown on the boring location plan in Appendix A.

Sampling

Soil samples were collected from all of the borings during drilling and cores were taken from 8 locations. For the borings bulk soil samples were collected at depths from 2 to 5 feet and at intermittent depths a 2.5 inch O.D. "Modified California" (MC) sampler was used. The MC samplers were advanced by a 140-lb hammer with a 30-inch drop height controlled by the cathead and rope method. The MC penetration resistance value (NMC) was recorded as the total number of blows required to advance the MC sampler the final two 6-inches of penetration, generally following ASTM D1586, “Standard Test Method for Standard Penetration Test (SPT) and Split Spoon Barrel Sampling of Soils.” The MC penetration resistance (NMC) is identified as

“Penetration Resistance (N)” on the boring logs.

Pavement and Subsurface Conditions

5.2.1 Existing Pavement

Pavement thickness was measured at 8 locations. Cores P-1A and P-5A were taken inside the edge of pavement with the soil borings taken at the edge of pavement. Borings P-8NB and P-

8SB were taken through the pavement to compare the pavement thickness of the existing old and new HMA. Table 1 lists the HMA pavement thickness measured during the geotechnical investigation. Appendix A presents a Google Map with approximate boring locations.

Table 1. Summary of Pavement Thickness

Boring HMA Pavement Thickness (in.)

Boring Lane Direction

P-1A 10.25 Northbound

P-3 11.75 Southbound

P-5A 11.25 Northbound

P-6 13.25 Southbound

P-7 12.75 Northbound

P-8 NB 12.25 Northbound

P-8 SB 12.0 Southbound

P-9 12.5 Northbound

Average 12.0 -

The old pavement has received maintenance in the form of crack filling and a fairly recent chip seal coat. Visible distresses are some moderate severity transverse cracks and some low severity block cracking. No severe rutting was noted in this section of Federal Parkway. The only distress on the new sections is some cracking near the curb believed to be caused by settlement.

Future maintenance will require that the joint between the curb and gutter be filled to prevent water entering the subgrade. This will be very important where the new curb and gutter is added to the existing pavement.

The cores labeled from the southbound lane are from the older roadway section and with the exception of core P-1A, the remainder were taken from the more recent pavement section. We believe that core P-1A represents the pavement widening associated with the reconstruction of the intersection of 120th Avenue and Federal Boulevard. None of the cores show stripping or other distresses in the lower pavement layers. The core photographs show that the lower lifts on most of the older southbound lane was constructed using a large aggregate Grading G mix and that the lower lifts on the newer southbound lanes were constructed using a Grading S mix.

Appendix B contains core photographs and also photographs of some of the conditions in the existing pavement and the areas to be widened.

5.2.2 Subgrade

Most of the subgrade sample tests from deeper layers show a clay subgrade beneath the pavement with classifications of A-6 and A-7-6 soils. There is also one location with A-2 soil which is believed to be imported fill since much of the existing pavement was constructed on fill.

The boring logs are presented in Appendix C.

6. LABORATORY TESTING

Laboratory tests were performed on selected samples from the borings in general accordance with the American Association of State Highway and Transportation Officials (AASHTO) and

American Society of Testing and Materials (ASTM) procedures. Laboratory tests performed on

California samples of soil included gradation (ASTM D 421, C 136 and AASHTO T 27), Atterberg limits (AASHTO T 89/T 90), moisture content (AASHTO T 265), swell/consolidation

(ASTM D4546), sulfate content (AASHTO T290), pH (ASTM D 4972/AASHTO T 289), chloride ion content (ASTM D 4327) and soil resistivity (AASHTO T 288). Gradation and Atterberg limit test results were used to classify the soils in accordance with the AASHTO classification system and the Unified Soil Classification System (USCS). Moisture content provides an estimate of the moisture conditions of the subgrade and underlying materials.

Soil Classifications: Most of the samples, when tested in accordance with AASHTO M45, were classified as either A-6 or A-7-6; Clay (CL), Clayey Sand (SC) or highly plastic clay (CH) in accordance with the Unified Soil Classification System.

Samples from Borings P-4 and P-6 were classified as A-2 soils, Clayey Sand (SC) or Silty Sand

(SM). These may be imported fill soils.

R-value: An R-value of 9 was measured on the bulk sample from boring P-5 in accordance with

AASHTO M190. This value was used to calculate the resilient modulus for the pavement design model input.

Sulfate Resistance: Soluble sulfate concentrations were measured on two samples with results of 0.025 percent and 0.090 percent. These values provide a Severity of Sulfate

Exposure of Class 0 in accordance with Section 601.04 of the 2017 CDOT Standard

Specifications for Road and Bridge Construction. . Because of the unknown sulfate concentrations in any imported soils, all concrete mixes should have a Resistance to Sulfate

Attack Class 2 and any imported fill should also pass a Class 2 Resistance to Sulfate Attack.

Corrosion Potential: In addition to the soluble sulfate content, pH, chloride content and resistivity were measured on two bulk soil samples taken from borings P-1 and P-5 at depths of

0 to 4+ feet. The pH results for the subgrade samples were 7.6 and 7.7, soluble chloride concentrations were 0.1118 percent to 0.0946 percent and resistivity was measured as 284 ohm-cm to 246 ohm-cm. These values should be used in conjunction with the CDOT Culvert

Material Selection Guidelines to evaluate the potential of the soil to be aggressive to concrete and to corrode buried metal. These values are presented in with the summary of soil testing in

Appendix D.

Swell/Consolidation: Swell/consolidation properties were measured by applying a surcharge of 200 pounds per square foot (psf.) for the California tube samples taken at 2 feet and 400 psf.

for samples taken at 4 feet below the surface. Swell/consolidation test results are presented in

Appendix C and are summarized in Table 2 below. A summary listing all of the soil test results is presented in Table 2 and complete test data is presented in Appendix D. \

Table 2. Summary of Observed Swell Potentials

Boring No.

Sample Depth

(ft.)

% Swell (+) / Consolidation (-)

CLASSIFICATION

AASHTO USCS Load (psf)

P-1 2 2.2 A-7-6(18) CL 200

P-2 4 1.3 A-7-6(19) CL 400

P-6 2 3.7* A-2-6(2) SC 200

P-7 4 1.3 A-7-6(26) CH 200

P-9 2 0.4 A-6(7) SC 200

*May be in sandstone or claystone based on boring data

Additional Testing: Westminster standards state that if the plastic indices (PI) is more than 15, or the R-value is less than 10, the subgrade should be stabilized. Measurements for pH were taken on soils from immediately below borings P-1 and P-5 with pH values measured of 9.5 and

8.3 respectively. These values are higher that the pH values measured on bulk samples from other borings, but lower than would be expected for stabilization using lime. The higher pH values could be a result of treatment with fly ash or the pH of imported soils. The amount of area to be widened on this project is quite small and stabilization of the existing soil would not be easily completed, so we recommend replacement of the existing as described below.

On this project, the subgrade soils in the widening area have values that would require stabilization. Because of the relatively small area planned for widening and based on visual observations, much of the widening area will require fill material to meet future elevations, we recommend that the existing soil be removed and replaced such that there is at least three feet of imported material or moisture treated soil between the existing subgrade and the bottom of the new pavement. We also recommend that the imported material have a minimum R-value of

10 and a PI less than 15.

Since the three feet of imported material will be compacted at optimum plus or minus 2 percent moisture content, it will meet the criteria for moisture treatment to address swell in soils with PIs ranging from 20 to 30 and will not require stabilization. The replacement soil will also address potential swell problems presented in Table 2. Note that the borings P-6, P-7 and P-8 are from beneath the existing pavement.

dalvarado Highlight we recommend that the existing soil be removed and replaced such that there is at least three feet of imported material or moisture treated soil between the existing subgrade and the bottom of the new pavement. We also recommend that the imported material have a minimum R-value of 10 and a PI less than 15.

dalvarado Highlight 2 percent moisture content, it will meet the criteria for moisture treatment to address swell in soils with PIs ranging from 20 to 30 and will not require stabilization.

7.0 PAVEMENT DESIGN

7.1Traffic Loading

No current traffic loading data was available, so the pavement design is based on the minimum traffic loading from the Westminster Standards which state that for arterials the minimum design loading will be 1,460,000 equivalent single axle loads (ESAL). This value was used to represent the 20-Year traffic loading for Federal Parkway.

7.2 Pavement Design Program

In accordance with Westminster Standards, the pavement designs were performed using the

AASHTO Pavement Design Program DARWin 3.0. This program follows the AASHTO 1993

Pavement Design Guide and uses the same equations as presented in the Westminster

Standards. Using the R-value of 9 to calculate a resilient modulus of 3,448 psi, and the traffic loading as presented above, the resulting minimum structural number is 4.89.

Table 3 presents the input data used in the DARWin program. The resulting structural number is the same as would be determined using the nomograph method in the standards. Design program printouts are presented in Appendix E.

Table 3. HMA Pavement Design Parameters

Design Parameter

Parameter Value

Design Parameter

Parameter Value

Widening Design Period

HMA Structural Layer

Coefficient 0.44

20-Year ESAL 1,460,000 Design Reliability, % 95

Subgrade R-value 9 Subgrade Resilient Modulus psi (MR

3,448

7.3 Recommended Pavement Thickness

Thickness recommendations for reconstruction are presented for widening using full depth HMA to match the existing pavement condition and a functional mill and fill overlay for the existing pavement. Table 4 presents the recommended minimum thickness for widening and overlay.

Table 4. Recommended New Construction and Overlay Pavement Thickness Pavement Section

Pavement Type

Minimum Thickness (inches)

Top Mat

SX(100) PG 76-28

Lower Mat S(75)

PG 64-22

Widening HMA 11.5 2.0 9.5 Overlay HMA 2.0 2.0 -

8.0 HMA MIX AND BINDER

Based on the data from the Long Term Pavement Performance Program (LTPPBind) using the data from the five closest weather stations, PG 64-28 is the 98% reliability binder for top lifts and

PG 64-22 is the 98% reliability binder for lifts more than 2 inches below the surface. The output from the LTPPBind program is presented in Appendix D following the pavement design output.

Following the Westminster guidelines, we recommend that HMA for the lower lifts, patching and leveling courses use either an S(75) or an SG (75) mix containing PG 64-22 asphalt binder. PG

64-22 is recommended by the Westminster Guidelines and meets the recommended low temperature requirements for the lower lifts and exceeds the high temperature requirements.

Allowing either the SG or S mix will allow the contractor to choose the most cost effective lower lift mix for this project.

For the top lift two inch lift, we recommend that the mix meet the requirements for SX(100) with

PG 76-28 asphalt binder. PG 76-28 meets the low temperature requirements and exceeds the high temperature requirements based on the LTPPBind recommendations. Additionally, SX mixes using PG 76-28 are readily available in the greater Denver area and mixes with this binder are recommended in the Westminster Standards for arterial streets.

All mixes shall meet the requirements in accordance with the 2017 CDOT Standard

Specifications for Road and Bridge Construction.

9.0 DRAINAGE CONSIDERATIONS

Collecting and diverting water away from all structures and paved areas is extremely important to their performance. Proper drainage should be installed such that no ponding water will occur on or immediately adjacent to structures and pavement areas. Landscape sprinklers should be frequently checked for leaks and maintained in good working order. Surface water should be captured and directed away from the structures and pavements. Surface features that could retain water in areas adjacent to the structures and paved areas should be sealed or eliminated.

10.0 SITE GRADING

All site excavation and embankment grading should be in accordance with Section 203 of the

CDOT Standard Specifications. Cut slopes should be protected from surface water runoff to prevent erosion and slope failure. Good surface drainage should be provided around all permanent cuts and fills to direct surface runoff away from the slope faces. Proper design of drainage should include prevention of ponding of water on or immediately adjacent to pavement structures.

Cut and fill slopes should be constructed with slopes at 3H:1V or flatter.

The required percent of relative compaction and moisture content for various types of subgrade soils and embankment materials are presented in Section 203.07 of the CDOT Standard

Specifications.

11.0 LIMITATIONS

This geotechnical engineering and pavement design report was prepared for the exclusive use of our clients. Within the limitations of the scope, schedule, and budget, the work presented in this report was performed in accordance with generally accepted principles and practices in this area at the time this report was prepared. We make no other warranty, either express or implied.

The classifications, conclusions, and recommendations submitted in this report are based upon the data obtained from the exploratory borings, laboratory testing, field reconnaissance, aerial photographs, and our understanding of the proposed type of construction. Our recommendations assume that these exploratory borings are representative of the subsurface conditions throughout the site. Our conclusions and recommendations are based on our understanding of the project as described in this report and the site conditions as interpreted from the field explorations. This data may not necessarily reflect variations in the subsurface conditions and water levels occurring at other locations.

The nature and extent of subsurface variations across the site may not become evident until excavation is performed. Variations in the data may also occur with the passage of time. If during construction, fill, soil, rock, or water conditions appear to be different from those described in this report, this office should be advised at once so re-evaluation of the recommendations may be made. If there is a substantial lapse of time between the submission of this report and the start of work at the site, or if site conditions have changed because of natural forces or construction operations at or adjacent to the site, we recommend that this report be reviewed to determine the applicability of the conclusions and recommendations concerning the changed conditions or time lapse. We recommend on-site observation of excavations and foundation bearing strata, by a representative of the geotechnical engineer.

1 0

The scope of work of this investigation did not include hazardous materials sampling or environmental sampling, investigation, or analyses. In addition, we did not evaluate the site for potential impacts to natural resources, including wetlands, endangered species, or environmentally critical areas.

12.0 REFERENCES

Colorado Department of Transportation, Standard Specifications for Road and Bridge

Construction (2017), Denver, Colorado.

Colorado Department of Transportation, M & S standards, July 2012, Denver, Colorado.

Tweto, Ogden 1979, Geologic Map of Colorado: U.S. Geological Survey Special Geologic Map, 1:500,000.

CDOT 2014 Pavement Design Manual, CDOT, July 1, 2013.

1993 AASHTO Pavement Design Guide, October 1993

Westminster Design Standards

1 1

Appendix A- Boring Location Plan

Federal Parkway, 120th to 122nd Yeh No. 218-006

Boring Locations

1 2

Appendix B- Core and Pavement Photographs

Yeh No. 218-006 Pavement Core Photographs

P-1A – 10.25 inches - Northbound P-3 – 11.75 inches - Southbound

P-5A – 11.25 inches - Northbound P-6 – 13.25 inches - Southbound

Yeh No. 218-006 Pavement Core Photographs

P-8SB – 12 inches - Southbound P-8NB – 12.25 inches - Northbound

P-7 – 12.75 Inches Northbound P-9 – 12.5 inches - Northbound

Site Conditions

Photo 1 – Widening area near P-5

Photo 2 – Widening area near P-4 – Note water

Photo 3 – Typical new pavement section

Photo 4 – Typical old pavement section

Photo 5 – Moderately deteriorated cracks in old pavement - Age

Photo 6 – Cracking in new pavement section. – Settlement

1 3

Appendix C- Boring Legend and Logs

Project Number: 218-006

Westminster Federal Parkway Widening

Lithology Symbols (see Boring Logs for complete descriptions)

Claystone Sandstone Interbedded claystone and sandstone Siltstone

Weathered Bedrock

Asphalt USCS Low Plasticity Clay

USCS Low Plasticity Sandy Clay

Fill with Clay as major soil

Fill with Gravel as major soil

Fill with Sand as major soil USCS Clayey Gravel USCS Poorly-graded

Sandy Gravel

USCS Silt USCS Clayey Sand USCS Silty Sand USCS Poorly-graded Sand

USCS Poorly-graded Gravelly Sand

Lab Test Standards Other Lab Test Abbreviations pH Soil pH (AASHTO T289-91) S Water-Soluble Sulfate Content (AASHTO T290-91, ASTM D4327)

Chl Water-Soluble Chloride Content (AASHTO T291-91, ASTM D4327)

S/C Swell/Consolidation (ASTM D4546) UCCS Unconfined Compressive Strength (ASTM D2166) R-Value Resistance R-Value (ASTM D2844) DS (C) Direct Shear cohesion (ASTM D3080) DS (phi) Direct Shear friction angle (ASTM D3080) Re Electrical Resistivity (AASHTO T288-91) PtL Point Load Strength Index (ASTM D5731)

Notes

Moisture Content ASTM D2216 Dry Density ASTM D7263 Sand/Fines Content ASTM D421, ASTM C136, ASTM D1140

Atterberg Limits ASTM D4318 AASHTO Class. AASHTO M145, ASTM D3282

USCS Class. ASTM D2487 (Fines = % Passing #200 Sieve Sand = % Passing #4 Sieve, but not passing #200 Sieve)

Auger Cuttings Bulk Sample of auger/odex cuttings Rock Core

Modified California Sampler (2.5 inch OD, 2.0 inch ID)Standard Penetration

Test

(ASTM D1586)

Sample Types Legend for Symbols Used on Borehole Logs

Project:

Yeh and Associates, Inc.

C o n s u l t i n g E n g i n e e r s & S c i e n t i s t s

1. "Penetration Resistance" on the Boring Logs refers to the uncorrected N value for SPT samples only, as per ASTM D1586. For samples obtained with a Modified California sampler, drive depth is 12 inches, and "Penetration Resistance" refers to the sum of all blows. Where blow counts were > 50 for the 3rd increment (SPT) or 2nd increment (MC), "Penetration Resistance" combines the last and 2nd-to-last blows and lengths; for other increments with > 50 blows, the blows for the last increment are reported.

2. The Modified California sampler used to obtain samples is a 2.5-inch OD, 2.0-inch ID (1.95-inch ID with liners), split-barrel sampler with internal liners, as per ASTM D3550. Sampler is driven with a 140-pound hammer, dropped 30 inches per blow.

3. "ER" for the hammer is the Reported Calibrated Energy Transfer Ratio for that specific hammer, as provided by the drilling company.

A-7-6 (18) CL67 3045 pH=7.6

S=0.025% Chl=0.1118% Re=284ohm·cm

S/C=2.2%

31214.0

17.3 104.67-5

7-6

5-9

0.0 - 10.0 ft. sandy CLAY FILLwith occasional claystone and gravel, brown-gray, medium plasticity, moist, stiff.

Bottom of Hole at 10.0 ft.

Total Depth: 10.0 ft

Ground Elevation:

Coordinates: N: E:

Location:

Groundwater Levels: Not Observed

Logged By: K. Asay

Final By: K. Asay

Symbol Depth Date

Weather Notes: Sunny, warm

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 6/11/2018

Boring Completed: 6/11/2018

Drilling Method(s): Coring

Driller: Unlimited Access

Drill Rig: Simco 2400 PTC

Hammer: Cathead and rope, ER: %

Project Name:

PAGE

AASHTO

& USCS

Classifi-cations

F in es C on te nt

P la st ic ity In de x

Project Number: 218-006 C o n s u l t i n g E n g i n e e r s & S c i e n t i s t s

Li qu id Li m it

Field Notes and

Other Lab Tests

Westminster Federal Parkway Widening

Atterberg Limits

Boring No.: P-1

Yeh and Associates, Inc.

E le va tio n

(f ee t)

D ep th (f ee t)

S am pl e

T yp e/ A dv an ce m en t M et ho d

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-0

G

IN

T

N

E W

T E

M P

LA

T

E .G

P J

Y

E H

A S

S O

C

IA

T E

S T

E M

P

LA

T E

.G D

T

L

IB

R A

R Y

.G

LB

/2

5/

S an d C on te nt

G ra ve l C on te nt

M oi st ur e C on te nt

D ry

D en si ty

(p cf

)Blows per 6 in Li th ol og y

Soil Samples

Material Description

P en et ra tio n

R es is ta nc e

0.0 - 0.9 ft. ASPHALT.

0.9 - 1.4 ft. sandy GRAVEL BASE COURSE.

Bottom of Hole at 1.4 ft.

Total Depth: 1.4 ft

Ground Elevation:

Coordinates: N: E:

Location:

Groundwater Levels: Not Observed

Logged By: K. Asay

Final By: K. Asay

Symbol Depth Date

Weather Notes: Sunny, warm

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 6/11/2018

Boring Completed: 6/11/2018

Drilling Method(s): Coring /

Solid-Stem Auger (4" OD)

Driller: Unlimited Access

Drill Rig: Simco 2400 PTC

Hammer: Cathead and rope, ER: %

Project Name:

PAGE

AASHTO

& USCS

Classifi-cations

F in es C on te nt

P la st ic ity In de x

Project Number: 218-006 C o n s u l t i n g E n g i n e e r s & S c i e n t i s t s

Li qu id Li m it

Field Notes and

Other Lab Tests

Westminster Federal Parkway Widening

Atterberg Limits

Boring No.: P-1A

Yeh and Associates, Inc.

E le va tio n

(f ee t)

D ep th (f ee t)

S am pl e

T yp e/ A dv an ce m en t M et ho d

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-0

G

IN

T

N

E W

T E

M P

LA

T

E .G

P J

Y

E H

A S

S O

C

IA

T E

S T

E M

P

LA

T E

.G D

T

L

IB

R A

R Y

.G

LB

/2

5/

M oi st ur e C on te nt

D ry

D en si ty

(p cf

)Blows per 6 in Li th ol og y

Soil Samples

Material Description

P en et ra tio n

R es is ta

A-7-6 (21)

CL73 3149

S/C=1.3%

23415.2

16.4 112.4

5-5

7-12

7-13

0.0 - 10.0 ft. sandy CLAY FILLwith occasional claystone and gravel, brown-gray, high plasticity, moist, stiff to very stiff.

Bottom of Hole at 10.0 ft.

Total Depth: 10.0 ft

Ground Elevation:

Coordinates: N: E:

Location:

Groundwater Levels: Not Observed

Logged By: K. Asay

Final By: K. Asay

Symbol Depth Date

Weather Notes: Sunny, warm

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 6/11/2018

Boring Completed: 6/11/2018

Drilling Method(s): Solid-Stem Auger (4" OD)

Driller: Unlimited Access

Drill Rig: Simco 2400 PTC

Hammer: Cathead and rope, ER: %

Project Name:

PAGE

AASHTO

& USCS

Classifi-cations

F in es C on te nt

P la st ic ity In de x

Project Number: 218-006 C o n s u l t i n g E n g i n e e r s & S c i e n t i s t s

Li qu id Li m it

Field Notes and

Other Lab Tests

Westminster Federal Parkway Widening

Atterberg Limits

Boring No.: P-2

Yeh and Associates, Inc.

E le va tio n

(f ee t)

D ep th (f ee t)

S am pl e

T yp e/ A dv an ce m en t M et ho d

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-0

G

IN

T

N

E W

T E

M P

LA

T

E .G

P J

Y

E H

A S

S O

C

IA

T E

S T

E M

P

LA

T E

.G D

T

L

IB

R A

R Y

.G

LB

/2

5/

S an d C on te nt

G ra ve l C on te nt

M oi st ur e C on te nt

D ry

D en si ty

(p cf

)Blows per 6 in Li th ol og y

Soil Samples

Material Description

P en et ra tio n

R es is ta

A-6 (4)

SC41 2338441515.9

0.0 - 1.0 ft. ASPHALT.

1.0 - 1.5 ft. clayey SAND FILLwith occasional gravel, brown-gray, medium plasticity, moist.

Bottom of Hole at 1.5 ft.

Total Depth: 1.5 ft

Ground Elevation:

Coordinates: N: E:

Location:

Groundwater Levels: Not Observed

Logged By: K. Asay

Final By: K. Asay

Symbol Depth Date

Weather Notes: Sunny, warm

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 6/11/2018

Boring Completed: 6/11/2018

Drilling Method(s): Coring /

Solid-Stem Auger (4" OD)

Driller: Unlimited Access

Drill Rig: Simco 2400 PTC

Hammer: Cathead and rope, ER: %

Project Name:

PAGE

AASHTO

& USCS

Classifi-cations

F in es C on te nt

P la st ic ity In de x

Project Number: 218-006 C o n s u l t i n g E n g i n e e r s & S c i e n t i s t s

Li qu id Li m it

Field Notes and

Other Lab Tests

Westminster Federal Parkway Widening

Atterberg Limits

Boring No.: P-3

Yeh and Associates, Inc.

E le va tio n

(f ee t)

D ep th (f ee t)

S am pl e

T yp e/ A dv an ce m en t M et ho d

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-0

G

IN

T

N

E W

T E

M P

LA

T

E .G

P J

Y

E H

A S

S O

C

IA

T E

S T

E M

P

LA

T E

.G D

T

L

IB

R A

R Y

.G

LB

/2

5/

S an d C on te nt

G ra ve l C on te nt

M oi st ur e C on te nt

D ry

D en si ty

(p cf

)Blows per 6 in Li th ol og y

Soil Samples

Material Description

P en et ra tio n

R es is ta

A-2-4 (0)

SM-SC22 52276217.0

2-3

1-1

3-4

0.0 - 2.0 ft. sandy CLAY, brown, low plasticity, moist, medium stiff.

2.0 - 10.0 ft. clayey SAND silty, tan-brown, low plasticity, wet, very loose.

Bottom of Hole at 10.0 ft.

Total Depth: 10.0 ft

Ground Elevation:

Coordinates: N: E:

Location:

Groundwater Levels:

Logged By: K. Asay

Final By: K. Asay

Symbol Depth Date

Weather Notes: Sunny, warm

Inclination from Horiz.: Vertical

1.5 ft 6/11/18

2.7 ft 6/11/18

Night Work:

Boring Began: 6/11/2018

Boring Completed: 6/11/2018

Drilling Method(s): Solid-Stem Auger (4" OD)

Driller: Unlimited Access

Drill Rig: Simco 2400 PTC

Hammer: Cathead and rope, ER: %

Project Name:

PAGE

AASHTO

& USCS

Classifi-cations

F in es C on te nt

P la st ic ity In de x

Project Number: 218-006 C o n s u l t i n g E n g i n e e r s & S c i e n t i s t s

Li qu id Li m it

Field Notes and

Other Lab Tests

Westminster Federal Parkway Widening

Atterberg Limits

Boring No.: P-4

Yeh and Associates, Inc.

E le va tio n

(f ee t)

D ep th (f ee t)

S am pl e

T yp e/ A dv an ce m en t M et ho d

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-0

G

IN

T

N

E W

T E

M P

LA

T

E .G

P J

Y

E H

A S

S O

C

IA

T E

S T

E M

P

LA

T E

.G D

T

L

IB

R A

R Y

.G

LB

/2

5/

S an d C on te nt

G ra ve l C on te nt

M oi st ur e C on te nt

D ry

D en si ty

(p cf

)Blows per 6 in Li th ol og y

Soil Samples

Material Description

P en et ra tio n

R es is ta

A-7-6 (15)

CL66 264332211.2

14.0 117.69-22

16-32

4-5

0.0 - 9.0 ft. sandy CLAY, brown, medium plasticity, moist.

9.0 - 10.0 ft. clayey SAND silty, tan-brown, low plasticity, dry to moist, loose.

Bottom of Hole at 10.0 ft.

Total Depth: 10.0 ft Ground Elevation:

Coordinates: N: E:

Location:

Groundwater Levels: Not Observed

Logged By: K. Asay

Final By: K. Asay

Symbol Depth Date

Weather Notes: Sunny, warm

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 6/11/2018

Boring Completed: 6/11/2018 Drilling Method(s): Coring /

Solid-Stem Auger (4" OD)

Driller: Unlimited Access

Drill Rig: Simco 2400 PTC

Hammer: Cathead and rope, ER: %

Project Name:

PAGE

AASHTO

& USCS

Classifi-cations

Fi ne s C on te nt

Pl as tic ity

In de x

Project Number: 218-006C o n s u l t i n g E n g i n e e r s & S c i e n t i s t s

Li qu id Li m it

Field Notes and

Other Lab Tests

Westminster Federal Parkway Widening

Atterberg Limits

Boring No.: P-5 Yeh and Associates, Inc.

El ev at io n (fe et

D ep th (fe et

Sa m pl e

Ty pe

Ad va nc em en t M et ho d

BO

R

IN

G

L O

G

- S

PT

C D

O T

ST

YL

E

-0

G

IN

T

- N

EW

T

EM

PL

AT

E.

G

PJ

YE

H

A

SS

O C

IA

TE

S

TE

M

PL

AT

E.

G D

T

LI

BR

AR

Y.

G

LB

/2

5/

Sa nd

C on te nt

G ra ve l C on te nt

M oi st ur e C on te nt

D ry D en si ty (p cf )Blows per 6 in Li th ol og y

Soil Samples

Material Description

Pe ne tra tio n R es is ta nc e pH=7.7 S= 0.09% Chl= 0.0946% R-Value= 9 Re=246 ohm·cm

0.0 - 0.9 ft. ASPHALT.

0.9 - 1.5 ft. sandy CLAY, brown, medium plasticity, moist.

Bottom of Hole at 1.5 ft.

Total Depth: 1.5 ft

Ground Elevation:

Coordinates: N: E:

Location:

Groundwater Levels: Not Observed

Logged By: K. Asay

Final By: K. Asay

Symbol Depth Date

Weather Notes: Sunny, warm

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 6/11/2018

Boring Completed: 6/11/2018

Drilling Method(s): Coring /

Solid-Stem Auger (4" OD)

Driller: Unlimited Access

Drill Rig: Simco 2400 PTC

Hammer: Cathead and rope, ER: %

Project Name:

PAGE

AASHTO

& USCS

Classifi-cations

F in es C on te nt

P la st ic ity In de x

Project Number: 218-006 C o n s u l t i n g E n g i n e e r s & S c i e n t i s t s

Li qu id Li m it

Field Notes and

Other Lab Tests

Westminster Federal Parkway Widening

Atterberg Limits

Boring No.: P-5A

Yeh and Associates, Inc.

E le va tio n

(f ee t)

D ep th (f ee t)

S am pl e

T yp e/ A dv an ce m en t M et ho d

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-0

G

IN

T

N

E W

T E

M P

LA

T

E .G

P J

Y

E H

A S

S O

C

IA

T E

S T

E M

P

LA

T E

.G D

T

L

IB

R A

R Y

.G

LB

/2

5/

M oi st ur e C on te nt

D ry

D en si ty

(p cf

)Blows per 6 in Li th ol og y

Soil Samples

Material Description

P en et ra tio n

R es is ta

A-6 (8)

CL55 2138

S/C=3.7%

43215.4

14.6

14.0

114.2

110.2

7-11:5"

16-28

7-8

50:7"

0.0 - 1.1 ft. ASPHALT.

1.1 - 2.0 ft. sandy CLAY slightly weathered, gray-rust, medium plasticity, moist, very stiff.

2.0 - 7.0 ft. SANDSTONE INTERBEDDED WITH CLAYSTONE, gray-rust, residuum to medium hard.

7.0 - 9.6 ft. brown rust, hard to very hard, silty.

Bottom of Hole at 9.6 ft.

18:11"

50:7"

Total Depth: 9.6 ft

Ground Elevation:

Coordinates: N: E:

Location:

Groundwater Levels: Not Observed

Logged By: K. Asay

Final By: K. Asay

Symbol Depth Date

Weather Notes: Sunny, warm

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 6/11/2018

Boring Completed: 6/11/2018

Drilling Method(s): Coring /

Solid-Stem Auger (4" OD)

Driller: Unlimited Access

Drill Rig: Simco 2400 PTC

Hammer: Cathead and rope, ER: %

Project Name:

PAGE

AASHTO

& USCS

Classifi-cations

F in es C on te nt

P la st ic ity In de x

Project Number: 218-006 C o n s u l t i n g E n g i n e e r s & S c i e n t i s t s

Li qu id Li m it

Field Notes and

Other Lab Tests

Westminster Federal Parkway Widening

Atterberg Limits

Boring No.: P-6

Yeh and Associates, Inc.

E le va tio n

(f ee t)

D ep th (f ee t)

S am pl e

T yp e/ A dv an ce m en t M et ho d

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-0

G

IN

T

N

E W

T E

M P

LA

T

E .G

P J

Y

E H

A S

S O

C

IA

T E

S T

E M

P

LA

T E

.G D

T

L

IB

R A

R Y

.G

LB

/2

5/

S an d C on te nt

G ra ve l C on te nt

M oi st ur e C on te nt

D ry

D en si ty

(p cf

)Blows per 6 in Li th ol og y

Soil Samples

Material Description

P en et ra tio n

R es is ta

A-7-6 (31)

CH90 2958

S/C=1.3%

23.8

17.0

100.0

3-5:5"

4-6

7-11

13-27

0.0 - 1.1 ft. ASPHALT.

1.1 - 3.5 ft. sandy CLAY Slightly Weathered, brown-gray, medium plasticity, moist, stiff.

3.5 - 10.0 ft. SANDSTONE

INTERBEDDED WITH CLAYSTONE,

olive-tan and gray, residuum to hard.

Bottom of Hole at 10.0 ft.

8:11"

Total Depth: 10.0 ft

Ground Elevation:

Coordinates: N: E:

Location:

Groundwater Levels: Not Observed

Logged By: K. Asay

Final By: K. Asay

Symbol Depth Date

Weather Notes: Sunny, warm

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 6/11/2018

Boring Completed: 6/11/2018

Drilling Method(s): Coring /

Solid-Stem Auger (4" OD)

Driller: Unlimited Access

Drill Rig: Simco 2400 PTC

Hammer: Cathead and rope, ER: %

Project Name:

PAGE

AASHTO

& USCS

Classifi-cations

F in es C on te nt

P la st ic ity In de x

Project Number: 218-006 C o n s u l t i n g E n g i n e e r s & S c i e n t i s t s

Li qu id Li m it

Field Notes and

Other Lab Tests

Westminster Federal Parkway Widening

Atterberg Limits

Boring No.: P-7

Yeh and Associates, Inc.

E le va tio n

(f ee t)

D ep th (f ee t)

S am pl e

T yp e/ A dv an ce m en t M et ho d

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-0

G

IN

T

N

E W

T E

M P

LA

T

E .G

P J

Y

E H

A S

S O

C

IA

T E

S T

E M

P

LA

T E

.G D

T

L

IB

R A

R Y

.G

LB

/2

5/

S an d C on te nt

G ra ve l C on te nt

M oi st ur e C on te nt

D ry

D en si ty

(p cf

)Blows per 6 in Li th ol og y

Soil Samples

Material Description

P en et ra tio n

R es is ta

A-7-6 (16)

CL60 315031911.65-7

5-8

6-8

6-9

0.0 - 1.0 ft. ASPHALT.

1.0 - 7.0 ft. sandy CLAY with gravel, brown-dark brown and rust, high plasticity, moist, stiff.

7.0 - 10.0 ft. sandy CLAY, brown, low to medium plasticity, moist, very stiff.

Bottom of Hole at 10.0 ft.

Total Depth: 10.0 ft

Ground Elevation:

Coordinates: N: E:

Location:

Groundwater Levels: Not Observed

Logged By: K. Asay

Final By: K. Asay

Symbol Depth Date

Weather Notes: Sunny, warm

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 6/11/2018

Boring Completed: 6/11/2018

Drilling Method(s): Coring /

Solid-Stem Auger (4" OD)

Driller: Unlimited Access

Drill Rig: Simco 2400 PTC

Hammer: Cathead and rope, ER: %

Project Name:

PAGE

AASHTO

& USCS

Classifi-cations

F in es C on te nt

P la st ic ity In de x

Project Number: 218-006 C o n s u l t i n g E n g i n e e r s & S c i e n t i s t s

Li qu id Li m it

Field Notes and

Other Lab Tests

Westminster Federal Parkway Widening

Atterberg Limits

Boring No.: P-8 N/B

Yeh and Associates, Inc.

E le va tio n

(f ee t)

D ep th (f ee t)

S am pl e

T yp e/ A dv an ce m en t M et ho d

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-0

G

IN

T

N

E W

T E

M P

LA

T

E .G

P J

Y

E H

A S

S O

C

IA

T E

S T

E M

P

LA

T E

.G D

T

L

IB

R A

R Y

.G

LB

/2

5/

S an d C on te nt

G ra ve l C on te nt

M oi st ur e C on te nt

D ry

D en si ty

(p cf

)Blows per 6 in Li th ol og y

Soil Samples

Material Description

P en et ra tio n

R es is ta

0.0 - 1.0 ft. ASPHALT.

1.0 - 1.5 ft. sandy CLAY with gravel, brown, medium plasticity, moist, very stiff.

Bottom of Hole at 1.5 ft.

Total Depth: 1.5 ft

Ground Elevation:

Coordinates: N: E:

Location:

Groundwater Levels: Not Observed

Logged By: K. Asay

Final By: K. Asay

Symbol Depth Date

Weather Notes: Sunny, warm

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 6/11/2018

Boring Completed: 6/11/2018

Drilling Method(s): Coring /

Solid-Stem Auger (4" OD)

Driller: Unlimited Access

Drill Rig: Simco 2400 PTC

Hammer: Cathead and rope, ER: %

Project Name:

PAGE

AASHTO

& USCS

Classifi-cations

F in es C on te nt

P la st ic ity In de x

Project Number: 218-006 C o n s u l t i n g E n g i n e e r s & S c i e n t i s t s

Li qu id Li m it

Field Notes and

Other Lab Tests

Westminster Federal Parkway Widening

Atterberg Limits

Boring No.: P-8 S/B

Yeh and Associates, Inc.

E le va tio n

(f ee t)

D ep th (f ee t)

S am pl e

T yp e/ A dv an ce m en t M et ho d

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-0

G

IN

T

N

E W

T E

M P

LA

T

E .G

P J

Y

E H

A S

S O

C

IA

T E

S T

E M

P

LA

T E

.G D

T

L

IB

R A

R Y

.G

LB

/2

5/

M oi st ur e C on te nt

D ry

D en si ty

(p cf

)Blows per 6 in Li th ol og y

Soil Samples

Material Description

P en et ra tio n

R es is ta

A-6 (9)

CL59 2138

S/C=0.4%

40114.1

16.9 112.0

4-6

3-4

5-8

6-9

0.0 - 1.0 ft. ASPHALT.

1.0 - 10.0 ft. sandy CLAY silty, brown-dark brown, medium plasticity, moist, medium stiff to stiff.

Bottom of Hole at 10.0 ft.

Total Depth: 10.0 ft

Ground Elevation:

Coordinates: N: E:

Location:

Groundwater Levels: Not Observed

Logged By: K. Asay

Final By: K. Asay

Symbol Depth Date

Weather Notes: Sunny, warm

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 6/11/2018

Boring Completed: 6/11/2018

Drilling Method(s): Coring /

Solid-Stem Auger (4" OD)

Driller: Unlimited Access

Drill Rig: Simco 2400 PTC

Hammer: Cathead and rope, ER: %

Project Name:

PAGE

AASHTO

& USCS

Classifi-cations

F in es C on te nt

P la st ic ity In de x

Project Number: 218-006 C o n s u l t i n g E n g i n e e r s & S c i e n t i s t s

Li qu id Li m it

Field Notes and

Other Lab Tests

Westminster Federal Parkway Widening

Atterberg Limits

Boring No.: P-9

Yeh and Associates, Inc.

E le va tio n

(f ee t)

D ep th (f ee t)

S am pl e

T yp e/ A dv an ce m en t M et ho d

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-0

G

IN

T

N

E W

T E

M P

LA

T

E .G

P J

Y

E H

A S

S O

C

IA

T E

S T

E M

P

LA

T E

.G D

T

L

IB

R A

R Y

.G

LB

/2

5/

S an d C on te nt

G ra ve l C on te nt

M oi st ur e C on te nt

D ry

D en si ty

(p cf

)Blows per 6 in Li th ol og y

Soil Samples

Material Description

P en et ra tio n

R es is ta

1 4

Appendix D -Soil Test Results

Project No: Federal Parkway- 120th to 122nd Date: 6/20/2018

Gradation Atterberg

Chloride

P-1 0-4 Bulk 14.0

2 31 67 45 15 30 7.6 0.025 284 0.1118

A-7-6 ( 18 ) CL

P-1 0.85-1.4 Bulk

9.5

P-1 2 CA 17.3 104.6 1 29 70 45 17 28

2.2 (0.2 ksf)

A-7-6 ( 18 ) CL

P-2 0-4 Bulk 15.2

4 23 73 49 18 31

A-7-6 ( 21 ) CL

P-2 0.94-1.4 Bulk

8.3

P-2 4 CA 16.4 112.4 5 21 74 44 17 27

1.3 (0.4 ksf)

A-7-6 ( 19 ) CL

P-3 0.98-1.5 Bulk 15.9

15 44 41 38 15 23

A-6 ( 4 ) SC

P-4 2-4 Bulk 17.0

2 76 22 22 17 5

A-2-4 ( 0 ) SM-SC

P-5 0-5 Bulk 11.2

2 32 66 43 17 26 7.7 0.090 246 0.0946

9 A-7-6 ( 15 ) CL

P-5 2 CA 14.0 117.6 0 37 63 46 20 26

A-7-6 ( 14 ) CL

P-6 1.1-2 Bulk 15.4

2 43 55 38 17 21

A-6 ( 8 ) CL

P-6 2 CA 14.6 114.2 0 65 35 39 21 18

3.7 (0.2 ksf)

A-2-6 ( 2 ) SC

P-6 4 CA 14.0 110.2 2 83 17 NV NP NP

A-2-4 ( 0 ) SM

P-7 4 CA 23.8 100.0 0 12 88 54 27 27

1.3 (0.4 ksf)

A-7-6 ( 26 ) CH

P-7 5-9 Bulk 17.0

0 10 90 58 29 29

A-7-6 ( 31 ) CH

P-8 1.04 - 7 Bulk 11.6

9 31 60 50 19 31

A-7-6 ( 16 ) CL

P-9 1.06-7 Bulk 14.1

1 40 59 38 17 21

A-6 ( 9 ) CL

P-9 2 CA 16.9 112.0 8 43 49 39 16 23

0.4 (0.2 ksf)

A-6 ( 7 ) SC

Water

Soluble

Sulfate %

Resistivity ohm.cmPI

AASHTO USCS

% Swell (+)

/ Consoli-dation (-)

CLASSIFICATION

R-value Gravel

> #4

Sand

Fines <

#200

PH

LL PL

YEH & ASSOCIATES, INC

Summary of Laboratory Test Results

218-006 Project Name:

Sample Location Natural

Moisture

Content

Natural

Dry

Density

(pcf)

Boring No. Depth (ft) Sample

Type

Rev 2 - 8/02

YEH AND ASSOCIATES, INC

R-Value Test Report

Project Number: 218-006 Project Name:

P-5 Depth (ft): 0-5

Location: Martinez Project Number: A-7-6 (15) / CL

Date Sampled: 6/19/18 Date Tested: 6/21/18

R-Value at 300 psi exudation pressure = 9

Test Compact. Density Moist. Horizont. Sample Exud. R R

No. Press. (pcf) (%) Pressure Height Pressure Value Value

(psi) (psi)'@ 160 psi (in). (psi) Correct.

1 300 100.5 25.0 127 2.51 552 14 16

2 300 99.9 27.0 132 2.59 397 10 11

3 300 99.6 29.0 141 2.57 238 7 8

Sampled by: Tested by: M.AichioueneLev Bekker Checked by:M.A

Rev.2-2/2011

RFL

Federal Parkway-120th to 122nd

Martinez Sample ID:

100200300400500600700800

R -V al u

Exudation Pressure (psi)

Drawn By: M.A

Date: 06/16/18

Sieve

Size

Passing

Checked By: RFL

3"

2 ½"

2"

⅜"

#4

#10

#40

1 ½"

1"

Sample

Description:

A-7-6 (18) / CL

Project No.: 218-006

Figure No.: -

Fines (%) 67 PI 30

Federal Parkway-120th to

122nd Project Name:

Sample ID: P-1

Sample

Depth (ft.):

0-4

Gravel (%)

Sand (%)

LL

PL

¾ "

½"

#200 67

Yeh & Associates, Inc.

Geotechnical Engineering Consultants

SIEVE ANALYSIS

0.010.11101001000

P e rc e n t P a s s in g

Particle Size (mm)

20040103/8" 41/2"3/4"3"12" 6" 1" 30 508 16

Sieve Analysis Hydrometer Analysis

Sieve Opening in Inches U.S. Standard Sieves Size of Particles in mm

The image part with relationship ID rId2 was not found in the file.

2"

Revised 04/27/2004

Date: 06/20/18

¾ "

½"

#200 73

Yeh & Associates, Inc.

Geotechnical Engineering Consultants

SIEVE ANALYSIS

Gravel (%)

Sand (%)

LL

PL

Federal Parkway-120th to

122nd Project Name:

Sample ID: P-2

Sample

Depth (ft.):

0-4

Sample

Description:

A-7-6 (21) / CL

Project No.: 218-006

Figure No.: -

Fines (%) 73 PI 31

Sieve

Size

Passing

Checked By: RFL

3"

2 ½"

2"

⅜"

#4

#10

#40

1 ½"

1"

0.010.11101001000

P e rc e n t P a s s in g

Particle Size (mm)

20040103/8" 41/2"3/4"3"12" 6" 1" 30 508 16

Sieve Analysis Hydrometer Analysis

Sieve Opening in Inches U.S. Standard Sieves Size of Particles in mm

The image part with relationship ID rId2 was not found in the file.

Sieve

Size

Passing

Checked By: RFL

3"

2 ½"

2"

⅜"

#4

#10

#40

1 ½"

1"

Sample

Description:

A-6 (4) / SC

Project No.: 218-006

Figure No.: -

Fines (%) 41 PI 23

Federal Parkway-120th to

122nd Project Name:

Sample ID: P-3

Sample

Depth (ft.):

0.98-1.5

Gravel (%)

Sand (%)

LL

PL

¾ "

½"

#200 41

Yeh & Associates, Inc.

Geotechnical Engineering Consultants

SIEVE ANALYSIS

0.010.11101001000

P e rc e n t P a s s in g

Particle Size (mm)

20040103/8" 41/2"3/4"3"12" 6" 1" 30 508 16

Sieve Analysis Hydrometer Analysis

Sieve Opening in Inches U.S. Standard Sieves Size of Particles in mm

The image part with relationship ID rId2 was not found in the file.

¾ "

½"

#200 22

Yeh & Associates, Inc.

Geotechnical Engineering Consultants

SIEVE ANALYSIS

Gravel (%)

Sand (%)

LL

PL

Federal Parkway-120th to

122nd Project Name:

Sample ID: P-4

Sample

Depth (ft.):

2-4

Sample

Description:

A-2-4 (0) / SM-SC

Project No.: 218-006

Figure No.: -

Fines (%) 22 PI 5

Sieve

Size

Passing

Checked By: RFL

3"

2 ½"

2"

⅜"

#4

#10

#40

1 ½"

1"

0.010.11101001000

P e rc e n t P a s s in g

Particle Size (mm)

20040103/8" 41/2"3/4"3"12" 6" 1" 30 508 16

Sieve Analysis Hydrometer Analysis

Sieve Opening in Inches U.S. Standard Sieves Size of Particles in mm

The image part with relationship ID rId2 was not found in the file.

Sieve

Size

Passing

Checked By: RFL

3"

2 ½"

2"

⅜"

#4

#10

#40

1 ½"

1"

Sample

Description:

A-7-6 (15) / CL

Project No.: 218-006

Figure No.: -

Fines (%) 66 PI 26

Federal Parkway-120th to

122nd Project Name:

Sample ID: P-5

Sample

Depth (ft.):

0-5

Gravel (%)

Sand (%)

LL

PL

¾ "

½"

#200 66

Yeh & Associates, Inc.

Geotechnical Engineering Consultants

SIEVE ANALYSIS

0.010.11101001000

P e rc e n t P a s s in g

Particle Size (mm)

20040103/8" 41/2"3/4"3"12" 6" 1" 30 508 16

Sieve Analysis Hydrometer Analysis

Sieve Opening in Inches U.S. Standard Sieves Size of Particles in mm

The image part with relationship ID rId2 was not found in the file.

¾ "

½"

#200 55

Yeh & Associates, Inc.

Geotechnical Engineering Consultants

SIEVE ANALYSIS

Gravel (%)

Sand (%)

LL

PL

Federal Parkway-120th to

122nd Project Name:

Sample ID: P-6

Sample

Depth (ft.):

1.1-2

Sample

Description:

A-6 (8) / CL

Project No.: 218-006

Figure No.: -

Fines (%) 55 PI 21

Sieve

Size

Passing

Checked By: RFL

3"

2 ½"

2"

⅜"

#4

#10

#40

1 ½"

1"

0.010.11101001000

P e rc e n t P a s s in g

Particle Size (mm)

20040103/8" 41/2"3/4"3"12" 6" 1" 30 508 16

Sieve Analysis Hydrometer Analysis

Sieve Opening in Inches U.S. Standard Sieves Size of Particles in mm

The image part with relationship ID rId2 was not found in the file.

Sieve

Size

Passing

Checked By: RFL

3"

2 ½"

2"

⅜"

#4

#10

#40

1 ½"

1"

Sample

Description:

A-7-6 (31) / CH

Project No.: 218-006

Figure No.: -

Fines (%) 90 PI 29

Federal Parkway-120th to

122nd Project Name:

Sample ID: P-7

Sample

Depth (ft.):

5-9

Gravel (%)

Sand (%)

LL

PL

¾ "

½"

#200 90

Yeh & Associates, Inc.

Geotechnical Engineering Consultants

SIEVE ANALYSIS

0.010.11101001000

P e rc e n t P a s s in g

Particle Size (mm)

20040103/8" 41/2"3/4"3"12" 6" 1" 30 508 16

Sieve Analysis Hydrometer Analysis

Sieve Opening in Inches U.S. Standard Sieves Size of Particles in mm

The image part with relationship ID rId2 was not found in the file.

¾ "

½"

#200 60

Yeh & Associates, Inc.

Geotechnical Engineering Consultants

SIEVE ANALYSIS

Gravel (%)

Sand (%)

LL

PL

Federal Parkway-120th to

122nd Project Name:

Sample ID: P-8

Sample

Depth (ft.):

1.04-7

Sample

Description:

A-7-6 (16) / CL

Project No.: 218-006

Figure No.: -

Fines (%) 60 PI 31

Sieve

Size

Passing

Checked By: RFL

3"

2 ½"

2"

⅜"

#4

#10

#40

1 ½"

1"

0.010.11101001000

P e rc e n t P a s s in g

Particle Size (mm)

20040103/8" 41/2"3/4"3"12" 6" 1" 30 508 16

Sieve Analysis Hydrometer Analysis

Sieve Opening in Inches U.S. Standard Sieves Size of Particles in mm

The image part with relationship ID rId2 was not found in the file.

Sieve

Size

Passing

Checked By: RFL

3"

2 ½"

2"

⅜"

#4

#10

#40

1 ½"

1"

Sample

Description:

A-6 (9) / CL

Project No.: 218-006

Figure No.: -

Fines (%) 59 PI 21

Federal Parkway-120th to

122nd Project Name:

Sample ID: P-9

Sample

Depth (ft.):

1.06-7

Gravel (%)

Sand (%)

LL

PL

¾ "

½"

#200 59

Yeh & Associates, Inc.

Geotechnical Engineering Consultants

SIEVE ANALYSIS

0.010.11101001000

P e rc e n t P a s s in g

Particle Size (mm)

20040103/8" 41/2"3/4"3"12" 6" 1" 30 508 16

Sieve Analysis Hydrometer Analysis

Sieve Opening in Inches U.S. Standard Sieves Size of Particles in mm

The image part with relationship ID rId2 was not found in the file.

Applied Normal Pressure, ksf

Job No:

M.A

Boring Number Depth, ft

I-Ping

YEH & ASSOCIATES, INC

218-006 Project Name: Federal Parkway- 120th to 122nd Checked By:

P-1 104.6 17.3% 2.2 A-7-6 (18) / CL Drawn By:

Natural

Dry

Density, pcf

Moisture

Content, Consolidation(-)

/Swell(+), % Soil Classification

SWELL /

CONSOLIDATION

GRAPH

-8.0

-6.0

-4.0

-2.0

0.0

2.0

4.0

6.0

8.0

0.1 1 10 100

C o n so li d a ti o n

S w el l(

WATER ADDED

Job No:

M.A

Boring Number Depth, ft

I-Ping

YEH & ASSOCIATES, INC

218-006 Project Name: Federal Parkway- 120th to 122nd Checked By:

P-2 112.4 16.4% 1.3 A-7-6 (19) / CL Drawn By:

Natural

Dry

Density, pcf

Moisture

Content, Consolidation(-)

/Swell(+), % Soil Classification

SWELL /

CONSOLIDATION

GRAPH

-8.0

-6.0

-4.0

-2.0

0.0

2.0

4.0

6.0

8.0

0.1 1 10 100

C o n so li d a ti o n

S w el l(

Job No:

Consolidation(-)

/Swell(+), % Soil Classification

SWELL /

CONSOLIDATION

GRAPH

114.2 14.6% 3.7 A-2-6 (2) / SC Drawn By:

Natural

Dry

Density, pcf

Moisture

Content, M.A

Boring Number Depth, ft

I-Ping

YEH & ASSOCIATES, INC

218-006 Project Name: Federal Parkway- 120th to 122nd Checked By:

P-6

-8.0

-6.0

-4.0

-2.0

0.0

2.0

4.0

6.0

8.0

0.1 1 10 100

C o n so li d a ti o n

S w el l(

Job No:

M.A

Boring Number Depth, ft

I-Ping

YEH & ASSOCIATES, INC

218-006 Project Name: Federal Parkway- 120th to 122nd Checked By:

P-7 100.0 23.8% 1.3 A-7-6 (26) / CH Drawn By:

Natural

Dry

Density, pcf

Moisture

Content, Consolidation(-)

/Swell(+), % Soil Classification

SWELL /

CONSOLIDATION

GRAPH

-8.0

-6.0

-4.0

-2.0

0.0

2.0

4.0

6.0

8.0

0.1 1 10 100

C o n so li d a ti o n

S w el l(

Job No:

Consolidation(-)

/Swell(+), % Soil Classification

SWELL /

CONSOLIDATION

GRAPH

112.0 16.9% 0.4 A-6 (7) / SC Drawn By:

Natural

Dry

Density, pcf

Moisture

Content, M.A

Boring Number Depth, ft

I-Ping

YEH & ASSOCIATES, INC

218-006 Project Name: Federal Parkway- 120th to 122nd Checked By:

P-9

-8.0

-6.0

-4.0

-2.0

0.0

2.0

4.0

6.0

8.0

0.1 1 10 100

C o n so li d a ti o n

S w el l(

1 5

Appendix E- Pavement Design Outputs

Federal Parkway Yeh No.218-006

LTPPBind Asphalt Recommendations

Asphalt Binder for Lower Lift => USE PG 64-22 => Meets low temperature requirements and exceeds high temperature requirements

Federal Parkway Yeh No.218-006

LTPPBind Asphalt Recommendations

Asphalt Binder for Top Lift => USE PG 76-28 =>

Meets low temperature requirements and exceeds high temperature requirements