SFDB_Final_Pavement_Report.pdf

Pavement Engineering Report Project No. 214-045 Sir Francis Drake Boulevard September 24, 2015 i

Table of Contents

1. PURPOSE AND SCOPE OF STUDY

2. PROJECT UNDERSTANDING

3. SUBSURFACE INVESTIGATION

3.1 FIELD EXPLORATION

3.2 LABORATORY TESTING

4. SITE CONDITIONS

4.1 GEOLOGICAL SETTING

4.2 TERRAIN

4.3 CLIMATE

4.4 SUBSURFACE CONDITIONS

5. PAVEMENT RECOMMENDATIONS

5.1 SUBGRADE STRENGTH

5.2 TRAFFIC LOADING

5.3 PAVEMENT THICKNESS RECOMMENDATIONS

5.4 SOFT SUBGRADE

5.5 DEEP PATCH

5.6 HACP MIX AND BINDER RECOMMENDATIONS

6. LIMITATIONS

7. REFERENCES

List of Plates

Site Plan

Regional Geologic Map

List of Figures

FIGURE 1 - SITE LOCATION MAP

FIGURE 2: LTPP RECOMMENDED BINDER SELECTION

FIGURE 3: WEATHER DATA

List of Tables

TABLE 1: EXISTING PAVEMENT AND BASE

TABLE 2: SUBGRADE R-VALUES

TABLE 3: TRAFFIC LOADING

TABLE 4: PAVEMENT DESIGN PARAMETERS

TABLE 5: PULVERIZATION AND OVERLAY SEGMENTS

TABLE 6: SEGMENTS PROPOSED FOR RECONSTRUCTION

TABLE 7: PAVEMENT THICKNESS RECOMMENDATIONS

ii

List of Appendices

Appendix A Boring Location Plan Sheet and Drilling Photos

Appendix B Boring Logs

Legend for Symbols Used on Borehole Logs

Borings Logs for P-1 through P-26

Appendix C Laboratory Test Results

Summary of Laboratory Test Results

R-value Test Reports

Appendix D Pavement Photos

Appendix E Traffic Loading and Pavement Design Calculations

Count Summary ............................................................................................................................ E-1

R-value Statistics ........................................................................................................................... E-2

ESAL Calculations ................................................................................................................ E-3 and 4

DARWin Outputs ........................................................................................................................... E-5

1. PURPOSE AND SCOPE OF STUDY

Yeh and Associates, Inc., as a sub-consultant to Jacobs

Engineering Group, Denver, Colorado was retained by the Federal Highway

Administration (FHWA), Central Federal Lands

Highway Division (CFLHD) to provide geotechnical and pavement design recommendations for proposed improvements to

Sir Francis Drake Boulevard

(SFDB) at the Point Reyes

National Seashore in Marin

County, California. The road provides access for visitors to Point Reyes and for eight historic ranches (A Ranch through F Ranch and M Ranch), some of which are functioning dairy and poultry operations. The proposed improvements include widening at some locations, replacing existing cattle underpass structures, re-alignment of SFDB to avoid a flood-prone area and rehabilitation of 12 miles of pavement. The project location is shown on Figure 1. This report presents recommendations for pavement design. The results of our geotechnical engineering investigation will be provided in a separate geotechnical report.

2. PROJECT UNDERSTANDING

The proposed improvements are planned for approximately 12 miles of SFDB from Milepost

30.79 (Station 644+62) to Milepost 42.90 (Station 10+00). The design for the road improvements (Jacobs 2015) will have a typical paved width of at least 24 feet with 11-foot lanes and 1-foot paved shoulders. A site plan prepared by Jacobs showing the limits of the improvements and areas of reconstruction is presented on Plate 1. A summary of the main improvements addressed in this report are as follows:

Figure 1 - Site Location Map

• Station 45+46 to 70+00: Minor realignment of SFDB is proposed that will result in widening of existing cut and embankment slopes that are up to about 10 feet in height. The realignment will improve safety and drivability in a section that includes steep grades and sharp curves.

• Station 101+00 to 112+00: SFDB just north of the B Ranch. The improvements will include widening an existing rock cut on the southbound (left) side, and widening and reconstruction of an embankment slope along the northbound (right) side. The existing embankment slope is about 5 feet high and overlies a descending natural slope. The embankment side of the road has evidence of settlement and downslope creep that has required maintenance and patching by the County of Marin.

• Station 375+50 to 387+75 and 382+00 to 391+85: Reconstruction of the road will be performed within these limits to accommodate the replacement of two existing cattle under crossings and 1 to 2-foot increase in the roadway profile above the culverts.

• Station 488+50 to 493+75, Schooner Creek Crossing: Reconstruction of the road will be performed within these limits to accommodate the replacement of two existing corrugated metal culverts at this location with a new precast concrete arch structure. The road improvements will include relatively small horizontal and vertical changes in the alignment and profile to improve a horizontal curve through the site, and a 1 to 2 foot raise of the profile grade over the new crossing.

• Station 499+45 to 533+00: SFDB will be raised and realigned to the south within this flood-prone area. The existing alignment has evidence of subsidence and is prone to flooding, including portions of the roadway that are wet year round. The profile of the road will be raised approximately 1 to 4 feet above the existing roadway profile, and the alignment will be shifted slightly into the hillside along the eastbound (right) side of the alignment. The improvements include widening an existing rock cuts near and beyond Station 506, and placing a new reinforced concrete box culvert on the East Fork of Schooner Creek.

3. SUBSURFACE INVESTIGATION

Yeh and Associates contracted with Cascade Drilling, LP of Richmond, California to drill exploratory borings for the geotechnical and pavement investigations. Traffic control during the drilling operations was provided by Road Safety, Inc. of Rocklin, California.

Field exploration has consisted of two phases of work: an April 2014 program that included drilling 40 borings for both the geotechnical and this pavement evaluation, and a supplemental

July 2015 geotechnical evaluation for the Schooner Creek crossing and a box culvert replacement. A total of 42 borings, six cone penetration test (CPT) soundings, and supporting laboratory testing were performed for this project. Results of the geotechnical investigation will be provided in the Geotechnical Report that is being submitted under separate cover as part of our work for this project. Only the borings and supporting data for the P-series borings are included with this report.

3.1 FIELD EXPLORATION

The borings for the pavement evaluation were drilled between April 14 and April 16, 2014 using a truck-mounted CME 85 drilling rig equipped with hollow-stem auger. Upon completion, the borings were backfilled with auger cuttings and the pavement was patched with Portland cement concrete in compliance with the permit provided by Marin County. The borings were logged by a representative of Yeh and Associates. The locations of the pavement borings and drilling photos are shown on the figures in Appendix A and logs of the borings are provided in

Appendix B.

Samples were obtained from the borings at selected intervals using a 2-inch I.D. modified

California sampler. The sampler was driven into the subsoils with a 140-pound automatic hammer falling 30 inches. The number of blows needed to drive the sampler 12 inches, after seating the sampler 6 inches into the material at the bottom of the hole, constitutes the blow count (N-value) reported on the Boring Logs (Appendix B). The blow count can be used as a relative measure of the material stiffness or density. Bulk samples of auger cuttings were also obtained from the borings at selected intervals.

3.2 LABORATORY TESTING

Samples retrieved during the field exploration were returned to our laboratory for observation by the project geotechnical engineer. An applicable program of laboratory testing was developed to characterize the engineering properties of the subsurface materials encountered. Following the completion of the laboratory testing, the field descriptions were confirmed or modified as necessary and the final boring logs were prepared.

Laboratory tests performed included gradation (ASTM D 421, C 136 and AASHTO T 27), Atterberg limits (AASHTO T 89/T 90), moisture content (AASHTO T 265), density (ASTM D

7263), R-value (ASTM D 2844), 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 limits 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.

Density measurements on relatively undisturbed liner samples provide an estimate of the in-situ unit weight of soil. Tests for soluble sulfate content, pH, chloride content and resistivity are used to evaluate the potential of the soil to be aggressive to concrete and to corrode buried metal. The laboratory test results are presented in Appendix C and noted on the boring logs in

Appendix B.

4. SITE CONDITIONS

4.1 GEOLOGICAL SETTING

The Point Reyes Peninsula is a projection of the Marin County coast that lies west of the San

Andreas Fault. The fault zone trends southeast through Tomales Bay and along the eastern boundary of Point Reyes National Seashore. The bedrock geology consists of Tertiary marine sedimentary rocks that rest on crystalline and granitic basement rocks. Surficial deposits consist of Holocene dune sands, Pleistocene terrace deposits and older aeolian dune sands.

Plate 2 shows the surface geology in the project area as mapped by Clark and Brabb (1997).

The surface geology at the beginning of the project, near A Ranch and the Chimney Rock Road intersection, consists of late Miocene Age Santa Margarita Sandstone. North from A Ranch to near Schooner Bay, the bedrock is the Purisima Formation, consisting of Upper Miocene to

Lower Pliocene marine siltstone, sandstone and mudstone that are locally concealed by dune sand deposits or alluvium is exposed along the alignment to about Station 430+00. An outcrop of the Purisima Formation sandstone is visible in the existing cut near Station 101+00, on the left (west) side of the road. Bedrock, commonly beneath the older dune sands, is exposed from about Station west of Schooner Bay, is the Santa Margarita Sandstone to about Station 430+00.

In the low-lying area east of Schooner Bay, the alignment passes through recent alluvium that overlies Monterey Formation bedrock consisting of marine porcelanite and chert. The contact between the Monterey Formation and Laird Sandstone is near Station 560+00 (near Mount

Vision Road), as isolated outcrops on the granite of the Inverness Ridge, and is the predominate exposed bedrock between Mount Vision Road and the northern project limit at

Pierce Point Road.

4.2 TERRAIN

Terrain along the SFDB alignment from A Ranch to Schooner Bay is rolling to hilly with occasional eroded drainages generally flowing east toward Drake's Estero. Vegetation consists of grasses and shrubs with isolated stands of cedar trees. The area is primarily used as pasture land for dairy cattle.

At Schooner Bay the road crosses a tidal marsh. The valley floor is marshy on both sides of the road and water has ponded in the travel lanes at several locations. Sandstone outcrops are visible at several locations along the slope on the right (east) side of the road. The slope is heavily vegetated with oak trees, poison oak, vines and blackberry.

From about Schooner Bay to Pierce Point Road the alignment follows a narrow valley between sandstone hills as it gradually climbs eastward to the Inverness Ridge. Vegetation consists of grasses, shrubs and cedar, pine and oak trees with willow brush along streams in the valley floor.

4.3 CLIMATE

Climate data is based on available records for Point Reyes Lighthouse from 1914 to 1943.

Other nearby population centers have more recent data but because of the variation in climate between the coast and sites a few miles inland, the limited data for the lighthouse site was deemed to be more accurate for SFDB. The area has a cool climate typical of a coastal environment. The average annual precipitation for the historic period available is 17.05 inches, most of which occurred in the winter months (December through February). The average annual high temperature is 56.7o F and average annual low temperature is 48.1o F. The annual high temperatures occur in September and October and the annual low temperatures occur in

January, February and March. By contrast, the Bear Valley Visitor's Center located on the east side of the Inverness Ridge near Olema normally receives over 60 inches of precipitation annually and has normal annual maximum temperatures about 10o F higher that at the lighthouse.

4.4 SUBSURFACE CONDITIONS

Table 1 presents the pavement and base thicknesses encountered in each pavement boring.

The existing asphalt pavement thicknesses encountered on SFDB ranged from 3 to 10 inches, averaging 6.4 inches based on measurements made at the locations of the borings. An asphalt thickness of at least 5 inches was measured at most locations. The base course encountered below the asphalt had thicknesses ranging from 2 to 8 inches, averaging 5.3 inches; with at least 5 inches encountered at most locations.

Table 1: Existing Pavement and Base

Boring No Station

Base Thickness (inches)

Pavement Thickness (inches)

Boring No Station

Base Thickness (inches)

Pavement Thickness (inches)

P01 11+20 5 6 P14 320+00 6 10

P02 33+00 6 6 P15 349+00 6 4

P03 48+00 2 5 P16 400+00 5 7

P04 65+30 8 7 P17 425+00 4 6

P05 88+80 5 8 P18 450+00 5 5

P06 135+00 7 5 P19 475+00 4 7

P07 160+00 6 7 P20 499+50 6 7

P08 185+00 6 7 P21 520+00 7 8

P09 210+00 7 5 P22 555+50 5 7

P10 220+00 5 9 P23 585+50 6 6

P11 245+00 5 4 P24 593+50 6 6

P12 270+00 3 9 P25 615+00 6 7

P13 294+50 5 3 P26 640+20 3 6

Average 5.3 6.4

Observed asphalt surface distress patterns include severe rutting and shoving, isolated areas of alligator cracking, raveling and potholes. Several areas of significant patching were observed.

The southern segment of the project area has received a recent Hot Asphalt Concrete

Pavement (HACP) overlay. The observed surface conditions indicate pavement distress is generally due to age, insufficient structural section, poor subgrade and inadequate drainage.

Photographs of typical pavement distress are in Appendix D.

Table 2 presents a summary of the subgrade R-value testing. Based on classifications, 24 of the subgrade samples tested consisted of poorly graded sand (SP) to clayey sand (SC). Two samples were lean clay (CL). The AASHTO Classifications varied from A-2-4 (10) to A-7-6 (3).

Field blow count data collected in clayey subgrade soil conditions correlate to medium stiff to hard consistency, and from very loose to very dense relative density in sandy subgrade soil.

Sixteen (16) of the samples driven in sand were very loose to loose in relative density.

Table 2: Subgrade R-values

5. PAVEMENT RECOMMENDATIONS

5.1 SUBGRADE STRENGTH

An R-value of 18 was selected for the subgrade conditions encountered along the route based on the 75th percentile R-value. This percentile represents the R-value at which 75 percent of the soil samples tested are greater than or equal to the design R-value. The spreadsheet calculation for the 75th percentile R-value is presented in Appendix E.

Equations 1 and 2 below from NCHRP Study 128 and the AASHTO 1993 Pavement Design

Guide were used to convert the selected R-value to a subgrade resilient modulus.

S1 = [(R-5)/11.29] + 3 (Eq. 1)

MR = 10[S

+ 18.72)/6.24] (Eq. 2)

Where: MR = resilient modulus (psi) S1 = the soil support value R = the R-value obtained from the Hveem Stabilometer (AASHTO T190)

The calculated resilient modulus used for the pavement design was 4,627 psi. This resilient modulus value was then used in the AASHTO Pavement Thickness Design program DARWin, Version 3.1 to estimate pavement thicknesses for the anticipated traffic loading.

Sample Number

R-value

AASHTO T-199

Bulk Sample Soil Classification

(AASHTO M44)

P-3 21 A-4 (2) CL

P-4 18 A-7-5 (5) SM

P-6 46 A-2-4 (0) SM-SC

P-8 18 A-6 (2) SC

P-10 24 A-2-4 (0) SC

P-14 21 A-7-6 (12) CL

P-16 66 A-3 (0) SP

P-18 76 A-3 (0) SP-SM

P-19 16 A-2-6 (0) SC

P-20 24 A-7-5 (0) SM

P-23 16 A-7-5 (4) SM

P-26 20 A-4 (0) SM-SC

5.2 TRAFFIC LOADING

Marin County put out traffic counters at two locations that collected traffic count data for the period of June 12 through June 29, 2014. The traffic volume estimates for year 2014 and year

2034 projected traffic volumes were provided by Jacobs. The projections are daily volume

(ADT) for 2014 of 1,369 and ADT in 2034 of 1,452.

These traffic projections are based on a data from the traffic counters placed during the summer time, they do not include the winter months (December to April) when the park closes Chimney

Rock Road and runs buses for whale watching. We assumed that one whale watching bus and

2 school buses used the road each day.

The counties count summary included vehicle classifications. The daily design volume was calculated for the design ADT using the 2014 and 2034 volumes with 3 percent trucks and campers, and with most vehicles being cars and pick-ups. No combination trucks were anticipated. The number of 20-year equivalent single axle loads (ESAL) was estimated using the percentage of vehicles in each classification presented in Table 4 and was assumed to represent a typical mix of vehicles on this type of road. The individual classification volumes were then calculated using ESAL loading factors from the Federal Lands Project Development and Design Manual (PDDM), also listed in Table 3. The resulting design 20-Year ESAL is

121,337. Calculation of design ESAL is presented in Appendix E.

Table 3: Traffic Loading

Vehicle Class Vehicle Type ESAL Factor Used

Percent of Volume

Daily Design Volume

2 Passenger Cars 0.0004 80.6 1137

3 Pick Ups 0.004 16 226

4 Buses 1.0 0.4 6

Campers & Trash

Trucks

0.5 3.0 42

9 5-axle Semis 2.0 0.0 0

Total 1,411

Total 20-Year ESAL 121,337

We also reviewed the ESAL’s for the section of SFDB from Drakes Beach Access Road to the intersection with Chimney Rock Road where we understand the National Park Service closes the road during whale watching season and provides weekend bus transportation that consists of 25 buses per day over a total of 20 days. Twenty five (25) buses per day for 20 days equates to an ADT of 1.4. The lower ADT (762), 3% trucks and 6 buses per day, equates in a design 20-year ESAL of about 80,000. Considering the pavement within section of SFDB is in poor condition, we used the higher ESALs presented in Table 3 for the pavement design along the entire route.

5.3 PAVEMENT THICKNESS RECOMMENDATIONS

Table 3 lists the design parameters used to design the recommended minimum thickness of hot asphalt concrete pavement (HACP) for two roadway segments based on strength coefficients from the PDDM.

Table 4: Pavement Design Parameters

Design Parameter Parameter Value Design Parameter Parameter Value

HACP 0.44 /inch Reliability 75%

Initial Serviceability

4.2 Terminal

Serviceability 2.5

Pulverization/New

ABC

0.12/inch Existing ABC

/inch 0.12

R-value 18 Overall Deviation 0.49

Resilient Modulus, psi

4,627 Design ESALs 121,337

From Jacobs plan set dated August 7, 2015 there are two methods proposed for rehabilitating the roadway; pulverization and overlay and reconstruction on new alignment. The following seven (7) segments presented in Table 5 are proposed for pulverization, widening to a consistent 24 foot top width and overlay with a new course of HACP.

Table 5: Pulverization and Overlay Segments

Stationing Length

(ft.)

Length (Miles)

11+61 to 45+46 3,385 0.64

70 +00 to 101+00 3,100 0.59

112+00 to 375+50 26,350 4.99

382+00 to 387+75 575 0.11

391+85 to 488+50 9,665 1.83

493+75 to 499+45 570 0.11

533+00 to 642+75 10,975 2.08

Total 54,620 10.3

The recommended rehabilitation is to excavate the shoulder areas, place 8 inches of imported crushed aggregate base course, then pulverize the existing asphalt and imported aggregate base to a depth of 6 inches. The existing HACP averages 6 inches and the aggregate base course averages 5 inches; 11 inches total (Table 1). In some areas the existing pavement is greater than 6 inches. The pavement should be pulverized full depth in these thicker areas.

After grading, the compacted thickness of the pulverized material and old ABC under the mainline should be at least 8 inches.

The following six (6) segments of SFDB are proposed for reconstruction are presented in Table

6.

Table 6: Segments Proposed for Reconstruction

Stationing Length

Proposed Reconstruction (ft.) (mile)

45+46 to 70+00 2,454 0.46 Realignment

101+00 to 112+00 1100 0.21 Widening and Realignment

375+50 to 382+00 700 0.13 Replace Cattle Undercrossing

387+75 to 391+85 380 0.07 Replace a Cattle Undercrossing

488+50 to 493+75 525 0.1 Replace Schooner Creek Crossing

499+45 to 533+00 3,355 0.63 Horizontal realignment and raised profile grade within the wet and flood prone area

Total 8,514 1.6

Reconstruction areas 45+46 to 70+00, 375+50 to 382+00, and 387+75 to 391+85 will be constructed on native subgrade. The remaining areas will be constructed on imported subgrade with an R-value ≥ 25.

Table 7 presents the recommended pavement thickness for the sections considered.

Table 7: Pavement Thickness Recommendations

Segment

Minimum Compacted Thickness of Pulverized and Existing

Base Material below

HACP

(in)

Minimum new

Aggregate Base Course thickness (in)

Minimum New

HACP

(in)

Required Structural Number

SN

Structural Number

SN

Typical Section for Rehabilitation

8 -- 4 2.69 2.72

Typical Section for

Reconstruction on Native Soil

-- 8 4 2.69 2.72

Typical Section for

Reconstruction on Imported R-

25 or better material

-- 6 4 2.43 2.48

The supporting output from the DARWin pavement thickness design program is presented in

Appendix E.

5.4 SOFT SUBGRADE

Considering the condition of the roadway with observed asphalt surface distress patterns

(severe rutting and shoving, isolated areas of alligator cracking, raveling, areas of significant patching, and potholes), the low relative density encountered in sandy subgrade areas and areas of wet and soft subgrade conditions should be anticipated when recompacting the pulverized material. Photos of typical pavement distress along the route are presented in

Appendix D

The recommended repair for soft areas that are found during construction is as follows:

1. Subexcavate to a depth of 2 feet below the pulverized depth

2. Place a stabilization geotextile conforming to Type III-A on the undisturbed subgrade over the full width of the excavation

3. Backfill with Select Granular Backfill conforming to Section 704.10 of FP-03

4. Following compaction, replace pulverized material or ABC and place new pavement

Soft and wet subgrade conditions should be anticipated within the flood area from about Station

499+45 to 533+00. A general assumption that 5 percent of the roadway will encounter soft spots requiring the stabilization described above should be used for estimating purposes.

5.5 DEEP PATCH

As can be ascertained from the photos there are areas where the oversteepened roadway fill slopes are cracking and failing into the outer lane. The recommended repair for these areas is a deep patch as follows:

1. Excavate to 4-foot depth, to centerline below the pulverized depth.

2. Place a stabilization geotextile conforming to Type III-A full width of the excavation

Backfill with Select Granular Backfill conforming to Section 704.10 of FP-03 to a depth one foot below pulverization depth.

3. Place two stabilization geogrids at 1/3 points between the bottom of the excavation and the pulverization depth. The geogrids placed full width of the excavation should conform to Section 720.04. of the FP-03

4. Following compaction, replace pulverized material or ABC and place new pavement

5.6 HACP MIX AND BINDER RECOMMENDATIONS

Using the Long Term Pavement Performance binder selection program LTPPBind, the recommended 98 percent reliability binder for the five closest weather stations is PG 58-10.

Figures 2 and 3 show the print-outs from the program based on historic weather information.

In addition to the LTPPBind program, Caltrans has published binder recommendations for the entire state of California. Following Caltrans recommendations, this is a North Coast area and the recommended binder is PG 64-16. Because this pavement has a relatively low traffic loading, and the Caltrans recommended PG 64-16 grade meets the required high temperature properties and exceeds the low temperature requirements, we recommend that this project follow the Caltrans recommendations to use PG 64-16. An additional benefit is that HACP mixes with the PG 64-16 binder should be readily available from local suppliers.

The new HACP should be either a nominal 1/2 inch or 3/4 inch mix with the above recommended binder. Grading Designation D or E mix is recommended (as per FP-03). The

Superpave Mix Design system and a 75-gyration mix design are recommended but a local

Hveem design may also be available. The quantity of binder can be estimated at 6 percent by weight of the mix and the unit weight can be estimated at 145 pounds per cubic foot.

The application of tack coat at 0.10 gallons/ per square yard is required on the pulverized base material prior to paving. The tack coat material should be CSS-1, CSS-1h, SS-1, or SS-1h. A tack coat at the above rate should be included between each lift of HACP.

This project is in a relatively remote location and we understand the asphalt batch plant may be at least several miles from the construction site. Loss of temperature and segregation of the hot asphalt mix can occur during long distance transport. We recommend the project specifications require the use of a material transfer device at the point of placement to insure uniform temperatures and prevent segregation of the mix during placement. Use of a material transfer device is especially important if the mix is placed in cool weather.

Figure 2: LTPP Recommended Binder Selection

6. LIMITATIONS

This study was conducted in accordance with generally accepted geotechnical engineering practices in this area for use by the client for design and construction purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from exploratory borings and field review and the proposed type of construction. Subsurface variations across the site are likely and may not become evident until excavation is performed.

If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recommendations may be made. We recommend on-site observation of excavations and pavement subgrade conditions by a representative of the geotechnical engineer.

Figure 3: Weather Data

7. REFERENCES

American Association of State Highway and Transportation Officials (AASHTO), AASHTO

Guide for Design of Pavement Structures, Washington D.C., copyright 1993.

California Department of Transportation (Caltrans), Highway Design Manual, Topic 632.2, Performance Factors, Sacramento, California, issued May 7, 2012.

Clark, J. and Brabb, E., (1997), Geology of the Point Reyes National Seashore and Vicinity, United States Geologic Survey Open File Report 97-456.

Jacobs Engineering Company (Jacobs 2015), 100% signed plans: CA FLAP CR109(1), Sir

Francis Drake Boulevard, Point Reyes National Seashore, County of Marin, Schedule A

Length 1195 miles, Option Y – Concrete Arch and Guardrail, prepared for Federal Highway

Administration, Central Federal Lands Highway Division, 141 Sheets, September 1, 2015.

Jacobs Engineering Company (Jacobs 2012), Federal Highway Administration, Central Federal

Lands Highway Division, County/National Park Scoping Report, Point Reyes National

Seashore, County of Marin, California, CA FTNP 5001 (1), Sir Francis Drake Boulevard, MP30.79 to 42.93, unpublished consultant report prepared for FHWA CFLHD.

Federal Highway Administration (FHWA), 2003, Standard Specifications for Construction of

Roads and Bridges on Federal Highway Projects, FP-03.

Federal Highway Administration (FHWA), Central Federal Lands Division (CFL), Project

Development and Design Manual (PDDM), 2011

Google Earth, 2012

NCHRP Report No. 128, 1972.

PLATEPROJECT NAME:

PROJECT NUMBER: DATE:BASE MAP: Jacobs (2015) 100% plans for Sir Francis Drake Boulevard Improvements.

SIR FRANCIS DRAKE BOULEVARD

Point Reyes National Seashore Marin County, CA

214-045 2015

North

5,0000 feet

SITE PLAN

PLATEPROJECT NAME:

PROJECT NUMBER: DATE:

Es te ro Tr ai l

SIR FRANCIS DRAKE BOULEVARD

END PROJECT

IVERNESSIVERNESS

San Andreas Fault

BEGIN PROJECT

Schooner Creek Bridge CBC 529

Cattle UC379

Cattle UC390

Mt. Vision Rd.

Pierce Rd.

Lighthouse Rd.

Ranch B

Ranch C

Drakes Beach Rd.

POINT REYESPOINT REYES

BASE MAP: Clark and Brabb (1997)“Geology of the Point Reyes National Seashore and Vicinity”

50+00

100+00

150+00

200+00

250+00

300+00

350+00

400+00

450+00 500+00

550+00

600+00

SIR FRANCIS DRAKE BOULEVARD

Point Reyes National Seashore Marin County, CA

214-045 2015

North

1.00 mile

Regional Geologic Map

Appendix A

BORING LOCATION PLAN SHEET

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U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

NO. DATE BY REVISIONS NO. DATE BY REVISIONS

BRIDGE DRAWING DATEDESIGNED BY DRAWN BY CHECKED BY SCALE PROJECT TEAM LEADER DRAWING NO.

of 4S. HOLDER

BORING LOCATION PLAN

MARIN COUNTY, CALIFORNIA

SIR FRANCIS DRAKE BLVD

POINT REYES NATIONAL SEASHORE

SIR FRANCIS DRAKE BLVD

CA FLAP CR109(1)

CA

M. WALZ SEPTEMBER 20141" = 500’

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M W

P r o j e c ts \2

-0

L

S ir

F r a n a k e

B o u le v a r d , P t

R e y e s \D w g \2

-0 r in g

L o c a ti o n

P la n .d g n

REGION STATE PROJECT

SHEET

NO. SHEETS

TOTAL

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

MARIN COUNTY, CALIFORNIA

SIR FRANCIS DRAKE BLVD

POINT REYES NATIONAL SEASHORE

SIR FRANCIS DRAKE BLVD

CA FLAP CR109(1)

CA

M. WALZ SEPTEMBER 20141" = 500’

.8

P

.2

P

.0

P

M A T C H

LIN

E S

T A

M A

T C

H L I N

E S

T A

M A

T C

H L

IN

E S

T A

M A

TC

H

LI

N E S

TA

P-9

P-10

P-11

P-12

P-13 P-14

Boring Location

Page A-2 of 54

0 3

.3

B -1

.9

B -4

.3

B -2

.6

P -1

.4

B -3

.6

P -1

.4

:0

P

M W

P r o j e c ts \2

-0

L

S ir

F r a n a k e

B o u le v a r d , P t

R e y e s \D w g \2

-0 r in g

L o c a ti o n

P la n .d g n

REGION STATE PROJECT

SHEET

NO. SHEETS

TOTAL

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

MARIN COUNTY, CALIFORNIA

SIR FRANCIS DRAKE BLVD

POINT REYES NATIONAL SEASHORE

SIR FRANCIS DRAKE BLVD

CA FLAP CR109(1)

CA

M. WALZ SEPTEMBER 20141" = 500’

0+

15352

69.06 P-16

10413

114.84

20501

116.65 P-17

20630

100.81 P-18

11559

69.01

M A

T C

H L

IN

E S

T A

M A

T C

H L

IN

E S

T A

M A

T C

H L I N

E S

T A

MATCHLIN

E S

TA 4

+00

P-15

B-1

P-16

P-17

P-18

P-14

B-2

B-4

B-3

Boring Location

Page A-3 of 54

:3

A M

W

P r o j e c ts \2

-0

L

S ir

F r a n a k e

B o u le v a r d , P t

R e y e s \D w g \2

-0 r in g

L o c a ti o n

P la n .d g n

REGION STATE PROJECT

SHEET

NO. SHEETS

TOTAL

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

MARIN COUNTY, CALIFORNIA

SIR FRANCIS DRAKE BLVD

POINT REYES NATIONAL SEASHORE

SIR FRANCIS DRAKE BLVD

CA FLAP CR109(1)

CA

M. WALZ SEPTEMBER 20141" = 500’

20331

12.41

20270

11.81

15376

64.84

P-22

21369

30.69

P-21

21262

22.67

R-58FT_O/S

20879

15.21

P-19

21231

20.52

R-4

.0

P -2

.9

.6

P -2

.6

P -2

29001

322.56 P-26

M A

TC

H

LIN

E S

TA

550+

M A T C H

LI

N E S

T A

M A

T C

H L I N

E S

T A

M A T C

H L

IN

E S

T A

P-23

P-24

P-25

Boring Location

P-19

R-5 R-4 P-21

P-22

M A

T C

H L I N

E S

T A

P-26

R-3

R-2R-1

Page A-4 of 54

Drilling Photos Project No. 214-045 Sir Francis Drake Boulevard July 21, 2015

Boring B-1 Boring B-2

Boring B-3 Boring B-4

Page A-50 of 54

Boring R-1 Boring R-2

Boring R-3 Boring R-4

Page A-51 of 54

Boring R-5 Boring W-1

Boring W-2 Boring W-3

Page A-52 of 54

Boring W-4 Boring W-5

Horizontal Hand Auger Cut at 506+00 (6.30.15)

Page A-53 of 54

15B-101 (looking southeast 6.30.15) 15B-102 (looking east 6.30.15)

C-1 (looking northwest 7.8.15) C-2 (looking east 7.8.15)

C-3, C-4 (foreground) (looking northwest 7.8.15)

C-5 (foreground), C-6 (looking east 7.8.15)

Page A-54 of 54

Appendix B

BORING LOGS

Project Number: 214-045

Sir Francis Drake Boulevard

Legend for Symbols Used on Borehole Logs

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

Project:

Lab Test Standards 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

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) CBR California Bearing Ratio (AASHTO T193)Notes

1. "Penetration Resistance" on the Boring Logs refers to the N value for SPT samples only, as per ASTM D1586. For samples obtained with a Modified California sampler, drive depth was 12 inches, and "Penetration Resistance" refers to the sum of all blows. For all sample types, where blow counts were more than 50 for the last increment, the blows and length for the last increment are reported under "Penetration Resistance."

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. The California sampler used to obtain samples has a 3-inch OD, 2.4-inch ID with brass liners, split-barrel sampler with internal liners, as per ASTM D3550. Sampler was driven with a 140-pound hammer dropped 30 inches per blow.

4. "NE" refers to that groundwater was "Not Encountered."

Sample Types

Auger Bulk Sample of auger cutting

California Sampler (3.0 inch OD, 2.4 inch ID)

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

Shelby Tube Standard Penetration Test (2.0 inch OD, 1.4 inch ID, ASTM D1586)

Lithology Symbols

Alluvium Asphalt USCS High Plasticity Clay

USCS Low Plasticity Clay

CLAYSTONE USCS Low Plasticity Sandy Clay

Fill with Gravel as major soil

Fill with Sand as major soil

USCS Sandy Silt Sandstone USCS Clayey Sand USCS Clayey Sand

Siltstone USCS Silty Sand USCS Poorly-graded Sand

USCS Poorly-graded Gravelly Sand

USCS Poorly-graded Sand with Silt

USCS Well-graded Sand

USCS Well-graded Gravelly Sand

(see Boring Logs for complete descriptions)

Page A-7 of 54

15 A-6 (3)

SC

0.0 - 0.8 ft. 10 Inches HMA.

0.8 - 1.3 ft. 5 Inches Base.

1.3 - 13.0 ft. clayey SAND, dark brown, moist to wet, very loose to loose.

Grades to less clayey.

13.0 - 18.0 ft. clayey SAND, gray, moist, medium dense, rust stained.

18.0 - 30.5 ft. SANDSTONE slightly clayey, gray, moist, soft to moderately hard rock, rust stained.

Bottom of Hole at 30.5 ft.

2-1-1

3-3-5

4-5-7

7-14-19

9-18-28

12-20-35

17.0

18.8

111.8

111.4

Logged By: S.Maloney

Final By: J. Blanchard

Symbol Depth Date

14.5 ft 4/15/14

Groundwater Levels:

Weather Notes: Clear

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 4/15/2014

Boring Completed: 4/15/2014

Drilling Method(s): Hollow-Stem Auger

Driller: Cascade Drilling

Drill Rig: CME 85

Hammer Type: Automatic (hydraulic)

Total Depth: 30.5 ft

Ground Elevation: 64.3 ft

Coordinates: Lat.: 2225877.2

Long.: 5853712.7

Location: Cattle Crossing

Project Number: 214-045

Sir Francis Drake Boulevard

Atterberg Limits

P la st ic ity In de x

AASHTO

& USCS

Classifi-cations

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

Boring No.: B1 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

Project Name:

Li qu id Li m it

Field Notes and

Other Lab Tests

PAGE

F in es C on te nt

B O

R

IN

G L

O G

-0

B O

R

IN

G L

O G

S .G

P J

Y E

H A

S S

O C

IA

T

E S

P R

A C

T

IC

E A

.G D

T

L

IB

R A

R Y

.G

LB

/2

/1

Li th ol o gy

Soil Samples

Material DescriptionBlows per 6 in

P en et ra tio n

R es is ta nc e

M oi st ur e C on te nt

D ry

D en si ty

(p cf

Page A-8 of 54

0.0 - 0.8 ft. 10 Inches HMA.

0.8 - 1.5 ft. 8 Inches Base.

1.5 - 5.5 ft. gravelly SAND, dark brown, moist, very loose.

5.5 - 13.0 ft. sandy CLAY, gray, moist, medium stiff.

13.0 - 30.9 ft. SANDSTONE, clayey, brown and gray, moist, soft to moderately hard rock.

Bottom of Hole at 30.9 ft.

2-2-2

4-4-4

13-18-23

10-22-33

9-19-32

20-50:5"

50:5"

22.7

24.7

23.0

20.9

98.0

84.5

83.7

95.8

Logged By: S.Maloney

Final By: J. Blanchard

Symbol Depth Date

16.0 ft 4/14/14

Groundwater Levels:

Weather Notes: Overcast

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 4/14/2014

Boring Completed: 4/14/2014

Drilling Method(s): Hollow-Stem Auger

Driller: Cascade Drilling

Drill Rig: CME 85

Hammer Type: Automatic (hydraulic)

Total Depth: 30.9 ft

Ground Elevation: 64.4 ft

Coordinates: Lat.: 2225914.6

Long.: 5853723.7

Location: Cattle Crossing

Project Number: 214-045

Sir Francis Drake Boulevard

Atterberg Limits

P la st ic ity In de x

AASHTO

& USCS

Classifi-cations

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

Boring No.: B2 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

Project Name:

Li qu id Li m it

Field Notes and

Other Lab Tests

PAGE

F in es C on te nt

B O

R

IN

G L

O G

-0

B O

R

IN

G L

O G

S .G

P J

Y E

H A

S S

O C

IA

T

E S

P R

A C

T

IC

E A

.G D

T

L

IB

R A

R Y

.G

LB

/2

/1

Li th ol o gy

Soil Samples

Material DescriptionBlows per 6 in

P en et ra tio n

R es is ta nc e

M oi st ur e C on te nt

D ry

D en si ty

(p cf

Page A-9 of 54

NP

NP

A-3 (0)

SP

A-2-4 (0)

SM

NV

NV

0.0 - 0.6 ft. 7 Inches HMA.

0.6 - 1.1 ft. 6 Inches Base.

1.1 - 8.5 ft. silty SAND, light brown to dark brown, moist, loose, rust stained.

8.5 - 18.5 ft. Poorly graded SAND, light brown, moist, loose.

18.5 - 31.5 ft. silty SAND, light brown, wet, medium dense.

Bottom of Hole at 31.5 ft.

3-3-5

5-6-7

5-4-6

5-10-11

11-15-14

11-16-18

6.7

16.6

98.6

118.6

Logged By: S.Maloney

Final By: J. Blanchard

Symbol Depth Date

20.5 ft 4/14/14

Groundwater Levels:

Weather Notes: Overcast

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 4/14/2014

Boring Completed: 4/14/2014

Drilling Method(s): Hollow-Stem Auger

Driller: Cascade Drilling

Drill Rig: CME 85

Hammer Type: Automatic (hydraulic)

Total Depth: 31.5 ft

Ground Elevation: 61.5 ft

Coordinates: Lat.: 2226841.6

Long.: 5854326.6

Location: Cattle Crossing

Project Number: 214-045

Sir Francis Drake Boulevard

Atterberg Limits

P la st ic ity In de x

AASHTO

& USCS

Classifi-cations

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

Boring No.: B3 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

Project Name:

Li qu id Li m it

Field Notes and

Other Lab Tests

PAGE

F in es C on te nt

B O

R

IN

G L

O G

-0

B O

R

IN

G L

O G

S .G

P J

Y E

H A

S S

O C

IA

T

E S

P R

A C

T

IC

E A

.G D

T

L

IB

R A

R Y

.G

LB

/2

/1

Li th ol o gy

Soil Samples

Material DescriptionBlows per 6 in

P en et ra tio n

R es is ta nc e

M oi st ur e C on te nt

D ry

D en si ty

(p cf

Page A-10 of 54

NP A-3 (0)

SP-SM

NV6

0.0 - 0.4 ft. 5 Inches HMA.

0.4 - 0.9 ft. 6 Inches Base.

0.9 - 18.5 ft. Poorly graded SAND with silt, blue-gray to dark brown, moist, loose, rust stained.

18.5 - 30.5 ft. silty SAND, blue-gray, wet, dense.

Bottom of Hole at 30.5 ft.

2-4-5

4-4-6

4-4-4

14-19-26

14-17-27

12-23-27

8.4

8.3

12.7

104.1

105.4

112.8

Logged By: S.Maloney

Final By: J. Blanchard

Symbol Depth Date

20.0 ft 4/15/14

Groundwater Levels:

Weather Notes: Clear

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 4/15/2014

Boring Completed: 4/15/2014

Drilling Method(s): Hollow-Stem Auger

Driller: Cascade Drilling

Drill Rig: CME 85

Hammer Type: Automatic (hydraulic)

Total Depth: 30.5 ft

Ground Elevation: 61.9 ft

Coordinates: Lat.: 2226868.4

Long.: 5854358.5

Location: Cattle Crossing

Project Number: 214-045

Sir Francis Drake Boulevard

Atterberg Limits

P la st ic ity In de x

AASHTO

& USCS

Classifi-cations

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

Boring No.: B4 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

Project Name:

Li qu id Li m it

Field Notes and

Other Lab Tests

PAGE

F in es C on te nt

B O

R

IN

G L

O G

-0

B O

R

IN

G L

O G

S .G

P J

Y E

H A

S S

O C

IA

T

E S

P R

A C

T

IC

E A

.G D

T

L

IB

R A

R Y

.G

LB

/2

/1

Li th ol o gy

Soil Samples

Material DescriptionBlows per 6 in

P en et ra tio n

R es is ta nc e

M oi st ur e C on te nt

D ry

D en si ty

(p cf

Page A-11 of 54

19 A-6 (4)

SC3744

0.0 - 0.5 ft. 6 Inches HMA.

0.5 - 0.9 ft. 5 Inches Base.

0.9 - 5.5 ft. clayey SAND, brown, moist to wet, loose to medium dense.

Bottom of Hole at 5.5 ft.

5-7-7 14

26.6

Logged By: S.Maloney

Final By: J. Blanchard

Symbol Depth Date

Groundwater Levels:

Weather Notes: Overcast

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 4/17/2014

Boring Completed: 4/17/2014

Drilling Method(s): Hollow-Stem Auger

Driller: Cascade Drilling

Drill Rig: CME 85

Hammer Type: Automatic (hydraulic)

Total Depth: 5.5 ft

Ground Elevation: 297.4 ft

Coordinates: Lat.: 2195721.6

Long.: 5842818.8

Location:

Project Number: 214-045

Sir Francis Drake Boulevard

Atterberg Limits

P la st ic ity In de x

AASHTO

& USCS

Classifi-cations

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

Boring No.: P01 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

Project Name:

Li qu id Li m it

Field Notes and

Other Lab Tests

PAGE

F in es C on te nt

B O

R

IN

G L

O G

-0

B O

R

IN

G L

O G

S .G

P J

Y E

H A

S S

O C

IA

T

E S

P R

A C

T

IC

E A

.G D

T

L

IB

R A

R Y

.G

LB

/2

/1

Li th ol o gy

Soil Samples

Material DescriptionBlows per 6 in

P en et ra tio n

R es is ta nc e

M oi st ur e C on te nt

D ry

D en si ty

(p cf

Page A-12 of 54

10 A-4 (1)

SC

0.0 - 0.5 ft. 6 Inches HMA.

0.5 - 1.0 ft. 6 Inches Base.

1.0 - 5.0 ft. clayey SAND, brown, moist, loose, rust stained.

Bottom of Hole at 5.0 ft.

3-3-5 8 16.5

Logged By: S.Maloney

Final By: J. Blanchard

Symbol Depth Date

Groundwater Levels:

Weather Notes: Overcast

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 4/17/2014

Boring Completed: 4/17/2014

Drilling Method(s): Hollow-Stem Auger

Driller: Cascade Drilling

Drill Rig: CME 85

Hammer Type: Automatic (hydraulic)

Total Depth: 5.0 ft

Ground Elevation: 377.2 ft

Coordinates: Lat.: 2197259.9

Long.: 5842405.3

Location:

Project Number: 214-045

Sir Francis Drake Boulevard

Atterberg Limits

P la st ic ity In de x

AASHTO

& USCS

Classifi-cations

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

Boring No.: P02 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

Project Name:

Li qu id Li m it

Field Notes and

Other Lab Tests

PAGE

F in es C on te nt

B O

R

IN

G L

O G

-0

B O

R

IN

G L

O G

S .G

P J

Y E

H A

S S

O C

IA

T

E S

P R

A C

T

IC

E A

.G D

T

L

IB

R A

R Y

.G

LB

/2

/1

Li th ol o gy

Soil Samples

Material DescriptionBlows per 6 in

P en et ra tio n

R es is ta nc e

M oi st ur e C on te nt

D ry

D en si ty

(p cf

Page A-13 of 54

8 A-4 (2) CL27 R-Value= 2153

0.0 - 0.4 ft. 5 Inches HMA.

0.4 - 0.6 ft. 2 Inches Base.

0.6 - 5.0 ft. sandy CLAY, dark brown, moist, medium stiff.

Bottom of Hole at 5.0 ft.

3-4-5 9

19.1

Logged By: S.Maloney

Final By: J. Blanchard

Symbol Depth Date

Groundwater Levels:

Weather Notes: Overcast

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 4/17/2014

Boring Completed: 4/17/2014

Drilling Method(s): Hollow-Stem Auger

Driller: Cascade Drilling

Drill Rig: CME 85

Hammer Type: Automatic (hydraulic)

Total Depth: 5.0 ft

Ground Elevation: 334.2 ft

Coordinates: Lat.: 2198080.0

Long.: 5841939.1

Location:

Project Number: 214-045

Sir Francis Drake Boulevard

Atterberg Limits

P la st ic ity In de x

AASHTO

& USCS

Classifi-cations

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

Boring No.: P03 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

Project Name:

Li qu id Li m it

Field Notes and

Other Lab Tests

PAGE

F in es C on te nt

B O

R

IN

G L

O G

-0

B O

R

IN

G L

O G

S .G

P J

Y E

H A

S S

O C

IA

T

E S

P R

A C

T

IC

E A

.G D

T

L

IB

R A

R Y

.G

LB

/2

/1

Li th ol o gy

Soil Samples

Material DescriptionBlows per 6 in

P en et ra tio n

R es is ta nc e

M oi st ur e C on te nt

D ry

D en si ty

(p cf

Page A-14 of 54

20 A-7-5 (5) SM55 R-Value= 1843

0.0 - 0.6 ft. 7 Inches HMA.

0.6 - 1.3 ft. 8 Inches Base.

1.3 - 4.5 ft. silty SAND with some gravel, brown to yellowish brown, moist to wet, medium dense.

4.5 - 10.5 ft. SANDSTONE, yellowish brown, moist, hard, rust stained, clayey, fines classify as "Elastic

SILT (MH)".

Bottom of Hole at 10.5 ft.

14-25-40

10-29-35

31.2

Logged By: S.Maloney

Final By: J. Blanchard

Symbol Depth Date

Groundwater Levels:

Weather Notes: Overcast

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 4/17/2014

Boring Completed: 4/17/2014

Drilling Method(s): Hollow-Stem Auger

Driller: Cascade Drilling

Drill Rig: CME 85

Hammer Type: Automatic (hydraulic)

Total Depth: 10.5 ft

Ground Elevation: 190.1 ft

Coordinates: Lat.: 2200200.3

Long.: 5842691.9

Location:

Project Number: 214-045

Sir Francis Drake Boulevard

Atterberg Limits

P la st ic ity In de x

AASHTO

& USCS

Classifi-cations

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

Boring No.: P04 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

Project Name:

Li qu id Li m it

Field Notes and

Other Lab Tests

PAGE

F in es C on te nt

B O

R

IN

G L

O G

-0

B O

R

IN

G L

O G

S .G

P J

Y E

H A

S S

O C

IA

T

E S

P R

A C

T

IC

E A

.G D

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Material DescriptionBlows per 6 in

P en et ra tio n

R es is ta nc e

M oi st ur e C on te nt

D ry

D en si ty

(p cf

Page A-15 of 54

6 A-2-4 (0)

SM-SC2124

0.0 - 0.7 ft. 8 Inches HMA.

0.7 - 1.1 ft. 5 Inches Base.

1.1 - 5.5 ft. Silty clayey SAND, brown and gray, moist, medium dense, rust stained.

Grades to less clayey.

Bottom of Hole at 5.5 ft.

4-9-18 27

15.4

Logged By: S.Maloney

Final By: J. Blanchard

Symbol Depth Date

Groundwater Levels:

Weather Notes: Overcast

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 4/17/2014

Boring Completed: 4/17/2014

Drilling Method(s): Hollow-Stem Auger

Driller: Cascade Drilling

Drill Rig: CME 85

Hammer Type: Automatic (hydraulic)

Total Depth: 5.5 ft

Ground Elevation: 102.6 ft

Coordinates: Lat.: 2201681.4

Long.: 5844241.1

Location:

Project Number: 214-045

Sir Francis Drake Boulevard

Atterberg Limits

P la st ic ity In de x

AASHTO

& USCS

Classifi-cations

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

Boring No.: P05 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

Project Name:

Li qu id Li m it

Field Notes and

Other Lab Tests

PAGE

F in es C on te nt

B O

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IN

G L

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-0

B O

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Material DescriptionBlows per 6 in

P en et ra tio n

R es is ta nc e

M oi st ur e C on te nt

D ry

D en si ty

(p cf

Page A-16 of 54

5 SM-SC20 R-Value= 4618

0.0 - 0.4 ft. 5 Inches HMA.

0.4 - 1.0 ft. 7 Inches Base.

1.0 - 3.5 ft. Silty clayey SAND, brown and gray, moist, loose.

3.5 - 5.0 ft. SAND, brown, moist, medium dense.

Bottom of Hole at 5.0 ft.

2-2-7 9

15.6

Logged By: S.Maloney

Final By: J. Blanchard

Symbol Depth Date

Groundwater Levels:

Weather Notes: Overcast

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 4/17/2014

Boring Completed: 4/17/2014

Drilling Method(s): Hollow-Stem Auger

Driller: Cascade Drilling

Drill Rig: CME 85

Hammer Type: Automatic (hydraulic)

Total Depth: 5.0 ft

Ground Elevation: 252.1 ft

Coordinates: Lat.: 2205331.7

Long.: 5845569.7

Location:

Project Number: 214-045

Sir Francis Drake Boulevard

Atterberg Limits

P la st ic ity In de x

AASHTO

& USCS

Classifi-cations

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

Boring No.: P06 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

Project Name:

Li qu id Li m it

Field Notes and

Other Lab Tests

PAGE

F in es C on te nt

B O

R

IN

G L

O G

-0

B O

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IN

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S .G

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Material DescriptionBlows per 6 in

P en et ra tio n

R es is ta nc e

M oi st ur e C on te nt

D ry

D en si ty

(p cf

Page A-17 of 54

2 A-2-4 (0)

SM1916

0.0 - 0.6 ft. 7 Inches HMA.

0.6 - 1.1 ft. 6 Inches Base.

1.1 - 5.0 ft. silty SAND, dark brown, moist to wet, loose, trace clay.

Grades to no clay.

Bottom of Hole at 5.0 ft.

5-3-4 7

13.9

Logged By: S.Maloney

Final By: J. Blanchard

Symbol Depth Date

Groundwater Levels:

Weather Notes: Overcast

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 4/17/2014

Boring Completed: 4/17/2014

Drilling Method(s): Hollow-Stem Auger

Driller: Cascade Drilling

Drill Rig: CME 85

Hammer Type: Automatic (hydraulic)

Total Depth: 5.0 ft

Ground Elevation: 219.1 ft

Coordinates: Lat.: 2207775.7

Long.: 5846245.1

Location:

Project Number: 214-045

Sir Francis Drake Boulevard

Atterberg Limits

P la st ic ity In de x

AASHTO

& USCS

Classifi-cations

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

Boring No.: P07 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

Project Name:

Li qu id Li m it

Field Notes and

Other Lab Tests

PAGE

F in es C on te nt

B O

R

IN

G L

O G

-0

B O

R

IN

G L

O G

S .G

P J

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H A

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O C

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Li th ol o gy

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Material DescriptionBlows per 6 in

P en et ra tio n

R es is ta nc e

M oi st ur e C on te nt

D ry

D en si ty

(p cf

Page A-18 of 54

13 A-6 (0) SC34 R-Value= 1842

0.0 - 0.6 ft. 7 Inches HMA.

0.6 - 1.1 ft. 6 Inches Base.

1.1 - 4.0 ft. clayey SAND, dark gray, moist to wet, medium dense.

4.0 - 5.5 ft. SILTSTONE, light brown, moist, firm, rust stained.

Bottom of Hole at 5.5 ft.

7-13-13 26

24.9

Logged By: S.Maloney

Final By: J. Blanchard

Symbol Depth Date

Groundwater Levels:

Weather Notes: Overcast

Inclination from Horiz.: Vertical

Night Work:

Boring Began: 4/17/2014

Boring Completed: 4/17/2014

Drilling Method(s): Hollow-Stem Auger

Driller: Cascade Drilling

Drill Rig: CME 85

Hammer Type: Automatic (hydraulic)

Total Depth: 5.5 ft

Ground Elevation: 158.2 ft

Coordinates: Lat.: 2210056.2

Long.: 5846691.6

Location:

Project Number: 214-045

Sir Francis Drake Boulevard

Atterberg Limits

P la st ic ity In de x

AASHTO

& USCS

Classifi-cations

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

Boring No.: P08 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

Pr…