CA.FLAP.SR36(13).State_Road_36_Humboldt_County.GDR.2014.pdf

136595/CSP14R0134 Page i of iv January 23, 2014 Copyright 2014 Kleinfelder

GEOTECHNICAL DATA REPORT

STATE ROAD 36, HUMBOLDT COUNTY, CALIFORNIA

CA FLAP SR36(13)

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

TASK ORDER NUMBER: DTFH68-12-D-00013/T-13-014

JANUARY 23, 2014

All Rights Reserved

ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS

DOCUMENT AND ONLY FOR THE SPECIFIC PROJECT FOR WHICH THIS REPORT WAS

PREPARED.

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136595/CSP14R0134 Page iii of iv January 23, 2014

TABLE OF CONTENTS

SECTION PAGE

1 INTRODUCTION

1.1 PURPOSE AND OBJECTIVE

1.2 SCOPE OF SERVICES

1.3 PROJECT LOCATION AND DESCRIPTION

1.4 PREVIOUS INVESTIGATIONS

2 GEOLOGY

2.1 REGIONAL GEOLOGY

2.2 LOCAL GEOLOGY

2.3 GROUNDWATER

3 GEOTECHNICAL EXPLORATIONS

3.1 GENERAL

3.2 EXPLORATIONS

Soil and Rock Borings ..................................................................... 6 3.2.1

3.2.1.1 Sampling and Classification

Piezometers .................................................................................. 11 3.2.2

4 LABORATORY RESULTS

4.1 GENERAL

5 SUBSURFACE CONDITIONS

5.1 FILL

5.2 NATIVE SOIL

5.3 ROCK

6 GEOTECHNICAL INSTRUMENTATION

6.1 GENERAL

6.2 TIME DOMAIN REFLECTOMETRY THEORY

6.3 TIME DOMAIN REFLECTOMETRY CABLE INSTALLATION

6.4 INITIAL TIME DOMAIN REFLECTOMETRY READINGS

7 LIMITATIONS

REFERENCES

ACRONYMS DEFINED

136595/CSP14R0134 Page iv of iv January 23, 2014

TABLES

Table 3.1 Summary of Explorations Without Piezometers Table 3.2 Summary of Piezometer Installations Table 4.1 Summary of Lab Testing Program Table 6.1 Summary of TDR Instrumentation Installations

PLATES

Plate 1 Site and Vicinity Map Plates 2 - 15 Boring Location Plans

APPENDICES

A Boring Logs B Laboratory Test Results C Site and Rock Core Photos D Time Domain Reflectometer Data

136595/CSP14R0134 Page 1 of 21 January 23, 2014

1 INTRODUCTION

1.1 PURPOSE AND OBJECTIVE

The purpose of this State Road 36 Humboldt County CA FLAP SR36 (13) (Project) Geotechnical Data Report (GDR) is to provide a summary of geotechnical data obtained from the recent explorations in the project area. This data includes information obtained from soil and rock borings, installation of piezometers and Time Domain Reflectometer (TDR) instruments, as well as results of laboratory testing of the soil and rock materials encountered. This information will be utilized by the Central Federal Lands Highway Division (CFLHD) to facilitate their efforts in the design and construction of this roadway realignment project. The geotechnical data provided in this report is subject to provisions outlined in Section 7, Limitations.

The objective of our geotechnical explorations was to collect site specific geotechnical information. This information was used to characterize the subsurface stratigraphy, groundwater conditions, and soil and rock conditions as well as providing laboratory properties of the materials associated with the proposed improvements and realignment of State Road 36.

1.2 SCOPE OF SERVICES

The scope of services performed for this project included the following:

• Development of a final geotechnical field investigation plan

• Subsurface field investigation preparation, coordination, and execution

• Installation of geotechnical instrumentation

• Laboratory testing of soil and rock samples

• Preparation of interim geotechnical memorandums as necessary to discuss preliminary boring logs, instrument installation, and laboratory testing

• Preparation of this geotechnical data report

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1.3 PROJECT LOCATION AND DESCRIPTION

The Central Federals Lands Highway Division (CFLHD) of Federal Highway Administration (FHWA) in cooperation with Six Rivers National Forest has proposed a realignment and improvement of State Road 36. The proposed project is along approximately 4.4 miles of existing highway, from Post Mile (PM) 36.1 to PM 40.5, in Humboldt County, California. In addition to the roadway alignment, a portion of land beyond the road alignment is being evaluated as a potential borrow source for the project. This use of land would likely result in a wetland area due to the relatively shallow groundwater elevation. This portion of the project is referred herein as the Wetland Mitigation Site.

State Road 36 (SR 36) is maintained by the California Department of Transportation (Caltrans) and connects U.S. Highway 101 near Fortuna along the coast to Red Bluff along Interstate 5 in the interior; passing through and providing access to Six Rivers National Park. The project area is along the north and west facing slopes above the Van Duzen River near Dinsmore. Project elevations range from 2,300 and 2,900 feet in a moderately wooded area. Residences and access to recreational areas and timber and grazing land, require exits to numerous paved and unpaved roads along the project alignment. In addition, the road provides routes for school buses, mail delivery, and commercial traffic. A vicinity map of the roadway realignment area is provided in Plate 1.

SR 36 is an alternating one to two lane road with variable width. The road has multiple sharp turns, steep cuts, limited guardrails and shoulders, and an intermittent centerline.

The existing cuts have slopes of 1.5H:1V (Horizontal:Vertical) to near vertical, and existing fills have slopes of 1H:1V or flatter and are up to 40 feet high. Much of the current and proposed new alignment is on both active and dormant landslides, and many of the fill slopes have slumps/potholing that will require re-grading and remediation such as buttresses, slope dewatering, and reinforced earth for roadway realignment. The current state of the roadway requires constant repaving and maintenance due to damage from creeping soils, landslide events, water infiltration, and poor subgrade conditions.

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The proposed realignment of SR 36 is 3.9 miles, which is 0.5 miles shorter than the existing alignment. Modifications and improvements to SR 36 included in this project include:

• Widening the roadway to 24 feet

• Improvements to roadway alignment and geometry

• Relocation of utilities, which run along the roadway

• Drainage improvements

• New road cuts, embankments, and right-of-way acquisition

• Mechanically Stabilized Earth (MSE) walls and reinforced soil slopes (RSS) to support new embankments, as well as rock bed drains, armament, and/or buttresses

• Anchors, mesh, buttresses, and/or rock inlays for new cut slopes

Much of the land adjacent to the alignment is private and Caltrans has limited right-of-way.

In addition to the roadway alignment is the Wetland Mitigation Site, which is being evaluated as a potential borrow site. This area is located south of SR 36, as indicated in Plate 2. The site is owned by the Forest Service. We understand that the fill came from past highway work and that contamination is not anticipated.

1.4 PREVIOUS INVESTIGATIONS

The following report includes previous field explorations. The applicable field and laboratory information are presented in this report:

• Federal Highway Administration - Central Federal Lands Highway Division Geotechnical Services Branch (2013). State Road 36 Humboldt County CA FLAP SR36(13) Preliminary Geotechnical Recommendations. Report # CA-FX- 0036-13-01. July, 2013.

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2 GEOLOGY

2.1 REGIONAL GEOLOGY

The project area is located in eastern Humboldt County and western Trinity County in the Coast Range Geomorphic Province of Northern California. The site is underlain by the Franciscan Complex, which consists of three northwest-southeast trending belts of accretionary wedge material from the subduction margin between the North American Plate to the east and the former Farallon Plate to the west. The Franciscan Complex is composed of oceanic basalt and sedimentary rocks that have been highly deformed and metamorphosed during emplacement on the overriding North American Plate. This complex is aged between the Late Jurassic and Cretaceous (approximately 151-66 million years old).

The project site is located within the Central belt of the Franciscan Complex.

2.2 LOCAL GEOLOGY

The project is located in the Garberville Quadrangle and has been mapped by McLaughlin and others (2009). McLaughlin and others (2009) have defined the belt as a mélange of interlayered slabs and blocks of broken and folded sandstones and shale turbidities. The project site is underlain by three northwest-southeast trending geologic units referred to as the Broken formation, mélange, and Metagraywacke of Hammerhorn Ridge.

Borings B-101 to B-124 (See Plates A-6 to A-28) are underlain by the Broken formation, which extends past the alignment to the south and ends to the north at PM 37.6 (approximate Station 1973+00). The Broken formation consists of bedded to massive units of rarely conglomeratic metasandstone and meta-argillite. The unit is thickly bedded to massive and is found locally folded with minor amounts of highly sheared rock.

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Borings B-125 to B-145 and B-159 (See Plates A-29 to A-50 and A-64) are underlain by the mélange and is found between PM 37.6 to the south and PM 39.0 to the northeast (approximately Station 2053+00). The Mule Ridge Fault Zone bounds this area to the northeast. Mélange also outcrops from Station 2098+00 at the eastern extent of the alignment. The mélange consists of penetratively sheared meta-argillite with less abundant blocks of metasandstone.

Borings B-151 to B-158 (See Plates A-55 to A-63) are underlain by the Metagraywacke of Hammerhorn Ridge of the Yolla Bolly terrane, which extends from the Mule Ridge Fault Zone at PM 39.0 to an unnamed fault at PM 40.3. The unit consists of predominately quartzo-feldspathic metagraywacke with abundant basal layers of metachert. According to McLaughlin and others (2009), it outcrops near the ground surface as sharp-crested ridges and steep colluvial slopes, and is overlain by dormant and active landslide debris.

Borings P-101 to P-108 (See Plates A-65 to A-72) for the potential borrow area/wetland mitigation site are underlain by Quaternary alluvial units and miscellaneous fill at the surface along the northern bank of the Van Duzen River.

2.3 GROUNDWATER

Eight piezometers were installed in the potential wetland mitigation site (see Plate 2).

According to the data from these piezometers, the ground water level in this area is located approximately 11.6 to 15.5 feet below the ground surface.

Water levels observed during the drilling of boring locations along the roadway alignment ranged from 10.5 to 44.0 feet below ground surface, with an average groundwater depth of 26.5 feet below ground surface. In certain borings, groundwater was not measured due to auger refusal and a change to mud rotary drilling methods prior to reaching adequate depths to record groundwater elevations.

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3 GEOTECHNICAL EXPLORATIONS

3.1 GENERAL

The geotechnical field investigation began on September 24, 2013 and was completed on November 1, 2013. This section provides a summary of the soil borings, rock cores, and piezometer installations completed as part of this project. Locations of the explorations are presented on Plates 2 through 15.

3.2 EXPLORATIONS

Soil and Rock Borings 3.2.1

A total of 65 soil and/or rock borings were drilled during the geotechnical investigation.

Of these borings, 57 (designated B-101 through B-159) were drilled along the project alignment and eight (designated P101 through P-108) where drilled in the potential wetland mitigation site and had piezometers installed. In addition, TDR cables were installed in 7 borings. More details on TDR instrumentation is provided in the Section 6 of this report.

Three borings, B-114, B-127, and B-150 were not drilled due to problems accessing the drilling location. Permission to enter these parcels was never obtained. To make up for these cancelled borings, B-151a and B-159 were added to the exploration program, and B-148 was deepened and had a TDR installed. B-151a was drilled after B-151 to obtain a continuous core of the asphalt section.

Borings were drilled by Pitcher Drilling Company of East Palo Alto, CA. Of the 65 total borings, 34 were drilled with a CME-75 truck rig and 31 with a CME-850 track rig. In general, the borings were drilled to provide subsurface information for the construction of minor cuts and fills, special rock embankments, and reinforcement structures such as RSS, rock buttresses, paved ditches, soil nail walls, MSE walls, and rockfall protection systems. A summary of the boring explorations (not including piezometer installations) is presented in Table 3.1.

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Table 3.1 - Summary of Explorations Without Piezometers

Exploration ID Station6

Ground Surface

Elevation (ft)4

Northing4 Easting4 Total Depth

(ft)

Depth to Groundwater

(ft)1, 2, 3

B-101 1906+57, 6'

RT 2599.30 2052914.79 6101626.59 16.5 NFWE

B-102 1911+30, 35' L 2622.86 2053392.25 6101670.81 16.5 NFWE

B-103 1916+50, 11' L 2663.13 2053862.61 6101872.11 92 18

B-104 1919+58, 12' L 2693.84 2054127.96 6101992.33 81 21.5

B-105 1922+94, 13' RT 2715.09 2054452.72 6101958.42 31.5 NFWE

B-106 1926+24, 6'

RT 2747.84 2054758.78 6102020.81 61 NFWE

B-107 1928+01, 6'

RT 2764.58 2054888.06 6102151.89 61.5 40

B-108 1930+67, 9'

RT 2780.87 2055073.47 6102341.82 98.5 NM

B-109 1934+25, 6'

L 2825.69 2055362.18 6102515.74 60.2 NFWE

B-110 1937+80, 6'

L 2857.06 2055650.63 6102346.81 76 NM

B-111 1943+42, 5'

RT 2900.91 2056135.61 6102091.40 30.7 NFWE

B-112 1944+40, 150' L 2832.07 2056108.16 6101921.24 31.2 NFWE

B-113 1944+83, 6'

RT 2907.14 2056244.33 6102007.66 81.5 28

B-1147 - - - - - -

B-115 1950+55, 10' RT 2936.54 2056703.86 6101743.81 51.5 44

B-116 1951+96, 4'

LT 2927.23 2056840.56 6101727.65 51.5 NM

B-117 1954+92, 11' LT 2910.82 2057135.41 6101672.62 31.5 21.5

B-118 1957+45, 100' LT 2843.13 2057391.02 6101619.28 36.5 NFWE

B-119 1960+30, 94' LT 2829.82 2057600.25 6101633.47 25.5 20

B-120 1963+94, 2'

RT 2846.55 2057967.53 6101548.84 16.5 NFWE

B-121 1964+40, 110' RT 2903.11 2057975.94 6101655.53 71 NFWE

B-122 1966+80, 8'

RT 2826.54 2058194.32 6101694.74 16.5 NFWE

B-123 1968+30, 30' RT 2812.84 2058324.02 6101825.96 100.2 28

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Exploration ID Station6

Ground Surface

Elevation (ft)4

Northing4 Easting4 Total Depth

(ft)

Depth to Groundwater

(ft)1, 2, 3

B-124 1969+40, 35' RT 2804.77 2058432.52 6101843.60 59.9 32.7

B-125 1975+55, 6'

L 2747.70 2059002.72 6101556.92 30.4 NFWE

B-126 1979+75, 8'

L 2730.05 2059355.64 6101346.77 31.5 NFWE

B-1277 - - - - - -

B-1288 1983+55, 8' L 2705.68 2059714.78 6101366.26 81.25 15

B-129 1984+00, 110' L 2666.52 2059795.84 6101273.81 76.4 NM

B-130 1993+29, 5'

RT 2655.76 2060669.88 6101347.23 16.5 10.5

B-131 1998+20, 22' L 2624.86 2061119.72 6101535.15 50.5 32

B-132 1999+30, 5'

L 2617.16 2061203.66 6101609.09 46.5 NM

B-133 2001+00, 7'

L 2602.10 2061343.05 6101711.93 31.5 NFWE

B-134 2003+00, 70' L 2585.84 2061524.21 6101757.04 31.5 NFWE

B-135 2007+30, 9'

RT 2557.30 2061952.70 6101783.44 31.5 NFWE

B-136 2011+14, CL 2522.42 2062319.10 6101665.45 16.5 NFWE

B-137 2013+70, 50' L 2509.09 2062510.01 6101596.94 100.5 NM

B-138 2014+50, 30' L 2503.60 2062658.90 6101691.54 100.5 NM

B-1398 2017+30, 95' RT 2544.27 2062666.99 6101973.04 101.5 NM

B-140 2018+30, 50' L 2503.36 2062887.47 6102027.69 31.5 30

B-141 2020+83, 15' RT 2502.60 2062921.44 6102268.46 50.5 24

B-1428 2027+73, 5'

RT 2496.98 2063585.13 6102400.48 81.5 23.5

B-143 2032+21, 2'

RT 2500.88 2063956.45 6102522.58 60.5 NM

B-144 2034+45, 2'

L 2510.53 2063976.56 6102744.56 15.5 NFWE

B-145 2036+64, 35' L 2499.51 2063990.75 6102958.38 16.5 NFWE

B-1468 2040+05, 10' L 2534.16 2064116.49 6103254.14 81 NFWE

B-147 2042+00, 120' RT 2581.47 2064094.43 6103433.49 61.5 NFWE

B-1488 2043+65, 6'

L 2544.61 2064215.02 6103605.50 80.3 NFWE

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Exploration ID Station6

Ground Surface

Elevation (ft)4

Northing4 Easting4 Total Depth

(ft)

Depth to Groundwater

(ft)1, 2, 3

B-1498 2047+80, 20' RT 2546.37 2064313.19 6104000.35 101.5 NM

B-1507 - - - - - -

B-151 2057+64, 27' L 2540.67 2064738.82 6104863.72 31.5 18

B-151a9 2057+10, 30' L 2536.52 2064756.74 6104801.46 15.5 NFWE

B-1528 2058+50, 90' RT 2579.47 2064583.41 6104902.54 90 NM

B-153 2060+95, 5'

RT 2545.09 2064580.31 6105152.66 50.25 NFWE

B-154 2063+93 1'

RT 2523.83 2064546.33 6105448.57 47 15

B-155 2069+85, 12' L 2479.06 2064542.87 6106020.04 31.1 NFWE

B-156 2077+92, 9' L 2422.64 2064408.29 6106779.29 31.5 16

B-157 2088+59, 23' L 2355.57 2064510.44 6107768.18 31.5 16

B-158 2092+55, 7'

L 2359.83 2064868.93 6107917.89 36 NM

B-159 2100+85, 18' L 2374.005 2065492.535 6108492.675 31.5 26.3

1. Depth to groundwater was measured during drilling.

2. NM = Groundwater was not measured due to change to mud rotary.

3. NFWE = No free water was encountered in the boring.

4. Surveyed coordinates and elevations. Coordinate system is in U.S. Survey Feet in NAD 83

California State Plane Zone 1. Survey information was provided by CFLHD.

5. Coordinates and elevations estimated by Kleinfelder. Coordinate system is in U.S. Survey Feet in NAD 83 California State Plane Zone 1.

6. Stations estimated from 15% plans dated 2013, provided by CFLHD.

7. Planned borings that were not drilled because permission was never granted for those parcels.

8. TDR instrumentation installed.

9. B-151a was added to make up for the cancelled borings mentioned in note 7. B-151 had already been drilled, so B-151a was added to obtain a continuous core of the asphalt section.

Borings where drilled using an 8-inch diameter hollow-stem auger (HSA) and/or mud rotary drilling methods. Boring depths along the project range from 15.5 to 101.5 feet below ground surface. In eight roadway borings along the project, HSA drilling was changed to triple tube wire line coring methods and HQ3 (2.50-inch core diameter) drill rod to obtain detailed geotechnical data of existing asphalt and/or underlying bedrock.

Logs of borings are shown in Appendix A. Photo documentation of boring locations and rock core samples is included in Appendix C.

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3.2.1.1 Sampling and Classification

A Kleinfelder staff engineer or geologist logged the borings by visually identifying and field classifying soils in general accordance with ASTM International Standard D 2488 and the Unified Soil Classification System (USCS). Upon completion of laboratory testing, soil classifications were further evaluated in general accordance with ASTM D 2487 and are presented on the boring logs in Appendix A. A key to the boring logs is presented in Appendix A.

Soil samples in the borings were typically collected at 5 foot intervals to the anticipated termination of the hole if rock coring was not used. Disturbed soil samples were obtained from the borings using either a Modified California type sampler (2.5-inch outer diameter and 1.9375-inch inner diameter), or a Standard Penetration Test (SPT) Split Spoon sampler (2-inch outer diameter and 1 3/8-inch inner diameter). The sampler was driven 18-inches (unless otherwise noted) into undisturbed soil using an automatic hammer having the equivalent energy of 140 pounds free falling 30-inches. Blow counts were recorded at 6-inch intervals for each sample attempt and are reported on the boring logs in terms of uncorrected blows per 6-inches of penetration. Soil samples obtained from the borings were packaged and sealed in the field to reduce moisture loss and disturbance, and sent out for laboratory testing. After completion of drilling, the borings were backfilled with neat cement grout and/or auger cuttings. Hammer efficiency for the CME-75 truck rig was 86.6 percent and the CME-850 track rig was estimated at 80 percent based on typical values as proposed by Robertson and Wride (1997) and Rogers (2006). Hammer efficiencies are shown on the logs presented in Appendix A.

In order to correlate between SPT split Spoon sampler and Modified California type sampler blow counts, the following equation is used as proposed by Rogers (2006):

N* = 0.8451 NR Eq. 3.1

Where N* is the equivalent SPT blow count, and NR is the raw Modified California blow count. This equation may be used for cohesionless (sand/silt) soils as well as stiff to hard cohesive (clay) soils.

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To correlate blow counts to a (N1)60 values to correct for both overburden and different field procedures and apparatuses, the following equation is proposed by Robertson and Wride (1997):

N1)60 = N CN CE CB CR CS Eq. 3.2

Where:

• N is the raw SPT blow-count value

• CN = �1 σ′o⁄ is a correction for effective overburden stress and o σ′o is the effective overburden pressure in US tons/ft2 (Liao and Whitman, 1986)

• CE = ER/60% is the correction for rod energy o ER is the energy ratio of the drill rig used expressed as a percent

• CB is the borehole diameter correction

• CR is the drill rod length correction

• CS is the sampling method correction

Piezometers 3.2.2

A total of eight explorations were drilled at the potential wetland mitigation area and subsequently had piezometers installed. The piezometers were installed to depths ranging from 25.0 to 26.5 feet below ground surface. The ground water level was read after the piezometer was installed, including 10 days after installation, and again on 12/19/2013. The piezometer installations and groundwater readings are summarized in Table 3.2.

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Table 3.2 - Summary of Piezometer Installations

Exploration

ID

Ground Surface

Elevation (ft)3

Northing3 Easting3 Total Depth

(ft)

Initial Depth to

Groundwater (ft)1

Depth to Groundwater

(10-Day Measurement)

(ft)2

Depth to Groundwater (12/19/2013)

(ft)

Groundwater Elevation

(12/19/2013) (ft)

P-101 2425 2061781.42 6123262.03 26.5 18.5 12.2 12.3 2412.7 P-102 2425 2061886.48 6123032.16 26.5 20 15.5 15.3 2409.7 P-103 2425 2062297.07 6122730.18 26.5 17.5 13.2 13.6 2411.4 P-104 2425 2062191.64 6122960.31 26.5 15 15.1 15.1 2409.9 P-105 2430 2062086.21 6123190.17 25.5 - 14.1 11.0 2419 P-106 2430 2062393.78 6122963.95 25.5 - 11.6 14.2 2415.8 P-107 2435 2062287.33 6123271.13 26 15 14 13.9 2421.1 P-108 2430 2062391.00 6123118.31 25 - 13.5 14.6 2415.4

1. Depth to groundwater was measured during drilling.

2. Depth to groundwater was measured 10 days after drilling.

3. Coordinates and elevations estimated by Kleinfelder. Coordinate system is in U.S. Survey Feet in NAD 83 California State Plane Zone 1.

136595\C

SP14R

January 23, 2014 C opyright 2014 K leinfelder

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4 LABORATORY RESULTS

4.1 GENERAL

Laboratory testing was conducted on materials collected from the subsurface borings during the field investigation. The intent is to run classification and strength tests on representative materials encountered. The type and number of laboratory tests were reviewed and approved by CFLHD personnel.

Table 4.1 summarizes the number of tests performed. Laboratory results are presented in Appendix B. Select lab results are also shown on the boring logs in Appendix A.

Table 4.1 – Summary of Lab Testing Program

Test ASTM/AASHTO/CTM No.

Number of Tests

Sieve Analysis Coarse and Fines AASHTO T 27 85

Atterberg Limits AASHTO T 90 63

Moisture Content AASHTO T 255 36

Moisture/Density

AASHTO T 255/

ASTM D 7263

Hveem/R-Value ASTM D 2844/CTM 301 8

LA Abrasion ASTM C 131/CTM 211 2 Unconsolidated Undrained Triaxial

Compression

ASTM D 2850 2

Unconfined Compressive Strength AASHTO D 7012-10 2 Consolidated Undrained Triaxial

Compression (TXCU-Staged)

ASTM D 4767 1

pH ASTM D 4972 9

Resistivity ASTM G 57 9

Water Soluble Chlorides ASTM D 4327 9

Water Soluble Sulfates ASTM D 4327 9

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5 SUBSURFACE CONDITIONS

The following description of the subsurface conditions encountered in the 65 borings that made up our exploration program has been simplified for ease of report presentation. A more detailed description of the subsurface conditions encountered along both the proposed mainline alignment and at the proposed mitigation area is presented on the boring logs in Appendix A.

5.1 FILL

The fill encountered along the mainline project area is predominantly coarse grained;

typically poorly graded gravel to clayey gravel with variable percentages of fines, sand, gravel, and cobble/boulders. The average depth of fill along the mainline alignment is approximately 5 to 6 feet however fills of over 10 feet were encountered in multiple borings. Asphalt concrete along the existing roadway was typically approximately 6 to 12 inches thick with a total pavement section of approximately 18 inches (asphalt concrete and aggregate base). Pavement sections did vary significantly along the existing alignment. At borings B-123 and B-124 the asphalt concrete section was measured at approximately 3 to 4 feet, and at borings B-151 and B-151a the asphalt concrete section was approximately 10 to 12 feet thick. Fill soils encountered were primarily dry to moist and medium dense. Locally moist to wet, porous, and/or loose, fill materials were encountered. Occasionally roots and wood fragments were encountered in the fill material or at the transition from fill to native material.

5.2 NATIVE SOIL

The native soils encountered during our exploration consist of colluvial, residual soil, and/or active/dormant landslide deposits. As with the fill material, the native soil encountered during our exploration was predominately coarse grained. Poorly graded gravel to clayey and silty gravel as well as clayey sand and silty sand with varying amounts of gravel content were encountered throughout the project area. Fine grained, cohesive, material was normally encountered in the near surface soils (lean clay and low plasticity silt was observed in the upper 10 to 15 feet of borings B-105 through B-

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109) and in areas of observed or potential slope instability (borings that received TDR installations contained higher percentages of lean and fat clay when compared to the borings where instrumentation was not installed). Over the entire mainline project area the average depth to rock was approximately 30 feet below the ground surface. From boring B-101 to B-110, with the exception of B-103 and B-104, bedrock was encountered within 10 to 15 feet of the existing ground surface. Over the remainder of the alignment rock was encountered between depths of approximately 15 and 60 feet, and on average at a depth of about 35 feet.

5.3 ROCK

As discussed in Section 2.2 of this report the proposed mainline project area has been separated into three sections based upon the Franciscan Complex geologic units which underlie them (McLaughlin and others (2009)). These three units consist of the Broken formation, a mélange unit, and Metagraywacke of Hammerhorn Ridge. Franciscan Complex sandstone, meta-sandstone, meta-shale, and meta-greywacke bedrock was encountered during our exploration. The meta-greywacke encountered along the alignment is similar in composition and appearance to the meta-sandstone encountered. Greywackes themselves are considered a variety of sandstone and considering their similarity, the rock types were not differentiated on the boring logs. The bedrock encountered is generally moderately to slightly weathered, extremely weak to weak, intensely fractured and pervasively sheared. However, strong, high RQD, bedrock blocks were encountered locally. As discussed above, the average depth to rock was approximately 30 to 35 feet below the ground surface and ranged in minimum and maximum from approximately 8 to 60 feet, respectively. A more detailed description of the materials and the depths at which they were encountered can be found on the boring logs in Appendix A.

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6 GEOTECHNICAL INSTRUMENTATION

6.1 GENERAL

Time Domain Reflectometry cables were installed at predetermined locations of suspected slope instability along the mainline project area. A total of 7 TDR cables were installed to depths of 86.6 to 106.7 feet below ground surface to determine depth of movement for correlation with data from slope inclinometers installed by CFLHD in March of 2013. TDR locations and depths were selected by CFLHD prior to beginning the exploration program and confirmed or adjusted by Kleinfelder, with direction from CFLHD, during drilling. Table 6.1 summarizes the specific TDR installation locations and depths as well as additional boring and installation information. A TDR was originally planned to be installed in B-150. However, access problems to this boring location led to the cancellation of this boring. The previously drilled boring, B-148, was subsequently deepened and the TDR meant for B-150 was installed.

Table 6.1 - Summary of TDR Instrumentation Installations

Exploration ID Stations3

Ground Surface

Elevation (ft)2

Northing2 Easting2 Total Depth of Boring

(ft)

Total Length of TDR Cable

(ft)

B-128 1983+55, 8' L 2705.68 2059714.78 6101366.26 81.25 86.6

B-139 2017+30, 95' RT 2544.27 2062666.99 6101973.04 101.5 106

B-142 2027+73, 5'

RT 2496.98 2063585.13 6102400.48 81.5 87.5

B-146 2040+05, 10' L 2534.16 2064116.49 6103254.14 81 87.5

B-1481 2043+65, 6' L 2544.61 2064215.02 6103605.50 80.3 86.5

B-149 2047+80, 20' RT 2546.37 2064313.19 6104000.35 101.5 106.7

B-152 2058+50, 90' RT 2579.47 2064583.41 6104902.54 90 99.5

1. The TDR from the cancelled boring B-150 was installed in B-148.

2. Surveyed coordinates. Coordinate system is in U.S. Survey Feet in NAD 83 California State

Plane Zone 1.

3. Stations estimated from 15% plans dated 2013, provided by CFLHD.

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6.2 TIME DOMAIN REFLECTOMETRY THEORY

TDR is a technology used in various fields to determine the position and nature of discontinuities along electrical lines, circuit boards, or any other electrical path. When used for the purpose of identifying slope movement the electrical line consists of a coaxial cable, of known propagation velocity (Vp), grouted in a borehole that extends through the suspected plane or planes of movement. By introducing positive-going incident waves in the cable and measuring the magnitude and transit time of reflected waves the location and nature of discontinuities in the line, and therefore the depths of planes of movement, can be detected. TDR instruments where installed instead of inclinometers because large movements were anticipated. Larger scale movements tend to shear inclinometers, while TDR instruments are more flexible and can therefore provide information for larger movements over longer periods of time.

6.3 TIME DOMAIN REFLECTOMETRY CABLE INSTALLATION

Borings with TDR cable installations were drilled and sampled using the same methodology as borings where instrumentation was not installed. General project drilling procedures are described in detail in Section 3.2.1 of this report. Prior to installation, a length of Heliax FSJ4-50B, ½ inch coaxial cable, equal to the boring depth plus approximately 10 to 15 feet was cut and measured. The down-hole end of the cable was terminated with a PVC cap, self-sealing silicone tape, and liquid electrical tape to protect it from damage during the installation process and to prevent the intrusion of water into the cable system. Cable termination details are shown in Appendix D on Plate D-1, TDR Cable Termination Detail. Installation of the TDR cable in the borehole was performed by fixing the coaxial cable to 10 foot sections of 1 inch threaded PVC pipe and lowering the PVC/cable assembly into the borehole. The TDR cable was secured to the PVC guide with duct or electrical tape at approximate 10 foot intervals and lowered slowly inside the drill tooling. Care was taken throughout the entire process to avoid crimping or damaging the cable. Once the full length of cable and PVC guide pipe had been lowered into the borehole the boring was backfilled with a bentonite and cement grout to the full depth. Grout was placed by tremie pipe through the drill tooling to ensure the cable was fully encapsulated by the grout and to reduce the risk of caving. Following removal of the drill tooling any grout settlement was topped off and the installation was finished with a 12-inch-diameter, traffic rated, flush-mount

136595/CSP14R0134 Page 18 of 21 January 23, 2014 well box. The top of the TDR cable was fitted with a female N-type connector and protected with self-sealing silicone tape and a removable PVC cap to help protect the connector from damage.

6.4 INITIAL TIME DOMAIN REFLECTOMETRY READINGS

Initial TDR readings were performed between October 29 and November 1, 2013, and a second set of readings were performed on December 19, 2013. All readings were performed using a Campbell Scientific TDR100 Time Domain Reflectometer and a laptop computer running version 2.08 of PCTDR. Readings were performed a minimum of two times at each location; the waveform generated from each reading was saved as an ASCII text file. Details regarding the initial TDR readings including termination details, connection details, cable properties, and PCTDR input parameters can be found in Appendix D on Plates D-1 through D-3. Plots of the initial TDR readings can also be found in Appendix D on Plates D-4 through D-10.

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7 LIMITATIONS

The purpose of this Geotechnical Data Report is to transmit subsurface information, laboratory test results, and information in regards to instrumentation that was installed as part of this project. Geotechnical design and construction recommendations were not part of this scope of services.

This work was performed in a manner consistent with that level care and skill ordinarily exercised by other members of Kleinfelders’ profession practicing in the same locality, under similar conditions and at the date the services are provided. The data and information provided in this report is based on a limited number of observations and data. It is possible that conditions could vary between or beyond the data evaluated.

Kleinfelder makes no other representation, guarantee, or warranty, express or implied, regarding the services, communication (oral or written), report, opinion, or instrument of service provided.

This report may be used only by the Client and the registered design professional in responsible charge and only for the purposes stated for this specific engagement within a reasonable time from its issuance, but in no event later than two (2) years from the date of the report.

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REFERENCES

ASTM International. (2009) Annual Book of ASTM Standards.

Federal Highway Administration - Central Federal Lands Highway Division Geotechnical

Services Branch (2013). State Road 36 Humboldt County CA FLAP SR36(13) Preliminary Geotechnical Recommendations. Report # CA-FX-0036-13-01. July, 2013.

Liao, S. S. C., and Whitman, R. V., 1986, Overburden correction factors for SPT in sand: Journal Geotechnical Engineering, v. 112, no.3, pp. 373-377.

McLaughlin, R. J., Blake, M. C., Jr., Sliter, W. V., Wentworth, C. M., and Graymer, R.

W., 2009, The Wheatfield Fork terrane: a remnant of Siletzia accreted to coastal belt of the Franciscan Complex, northern California [abs.]: Geological Society of America Abstracts with Programs, v. 41, no. 7, p. 519.

Robertson, P. K., and Wride, C. E., 1997, Cyclic Liquefaction and its evaluation based on the SPT and CPT. Proceedings of the NCEER Workshop on the Evaluation of Liquefaction Resistance of Soils: Technical Report NCEER-97-0022: National Center for Earthquake Engineering Research, Buffalo, N.Y., pp. 41-87.

Rogers, J. D., 2006, Subsurface Exploration Using the Standard Penetration Test and the Cone Penetrometer Test. Environmental and Engineering Geoscience, v. 12, no.2, pp 161-179.

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ACRONYMS DEFINED

AASHTO American Association of State Highway and Transportation Officials

ASTM American Society for Testing and Materials International

CFLHD Central Federal Lands Highway Division

FHWA Federal Highway Administration

GDR Geotechnical Data Report

HSA Hollow Stem Auger

H:V Horizontal to Vertical

MSE Mechanically Stabilized Earth

PM Post Mile

RSS Reinforced Soil Slopes

SPT Standard Penetration Test

TDR Time Domain Reflectometer

USCS Unified Soil Classification System

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PLATES

The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

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USGS THE NATIONAL MAP VIEWER

DATE CREATED 11/20/13

The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

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FHWA-CFLHD

Humboldt County, California

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FHWA-CFLHD

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FHWA-CFLHD

Humboldt County, California

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State Road 36, Humboldt County, CA FLAP SR36(13)

FHWA-CFLHD

Humboldt County, California

PAF

SS

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The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document.

The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

PLATE

DRAWN BY

DATE:

PROJECT NO.

CHECKED BY

REVISED:

LEGEND

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BORING LOCATION

SCALE IN FEET

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SCALE: 1" = 100'

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APPENDIX A

Boring Logs

PLATE

State Road 36, Humboldt County

CA FLAP SR36(13)

FHWA-CFLHD

Humboldt County, California

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