ATT_4_Geotechnical_Design_Memorandum_RFP_1291S819R4002.pdf

Bengal Engineering 250 Big Sur Drive Goleta, CA 93117 Phone (805) 563-0788

GEOTECHNICAL DESIGN MEMORANDUM

November 30, 2017, revised February 5, 2018

US Forest Service, Los Padres National Forest 6750 Navigator Way, Suite #150 Goleta, California 93117 ATTN: Ms. Mia Schiattone

SUBJECT: Geotechnical Investigation for Foundation and Pavement Design Los Prietos Warehouse Replacement – Santa Barbara Ranger District

Contract AG-9AB5-C-17-0073 3505 Paradise Road, Santa Barbara, California

This technical memorandum presents the results of our limited geotechnical investigation for the proposed Los Prietos Warehouse Replacement Construction Project, located on the Los Prietos Administrative Site on the Santa Barbara Ranger District of the Los Prietos National Forest.

The Forest Service (FS) project is to consist of the construction of an approximately 3,200 square foot warehouse/fire station building with approximately eighteen (18) adjacent vehicle parking spaces. Our geotechnical scope of work for this project included: limited field exploration, laboratory testing, data analysis and evaluation, development and presentation of geotechnical design parameters and construction considerations for the proposed structure and parking areas, and the preparation of this technical memorandum.

The Santa Barbara Ranger District Office and Los Prietos Administrative Site are located at 3505 Paradise Road. The project site location is shown on the Figure 1 included in Appendix A. The project site coordinates are approximately: Latitude = 34.5452o and Longitude = -119.7939o.

SCOPE OF WORK

Our scope of work in preparing this geotechnical design memorandum included:

Collection and review of available and pertinent regional and local geologic, seismic and geotechnical information.

Conducted a limited field investigation comprised of two (2) hand-dug test pits excavated to depths of approximately five feet (5’) below grade.

Conducted laboratory tests on selected samples obtained during the field investigation.

Performed geotechnical data review, evaluation, analysis, and interpretation to characterize the subsurface conditions and to determine the soil parameters for design.

Performed a site-specific seismic ground motion hazard analysis.

Performed geotechnical analysis and developed geotechnical foundation design and construction considerations.

ATTACHMENT 4

Request for Proposal no. 1291S819R4002 Los Prietos Fire Engine Garage Construction Los Padres National Forest Santa Barbara Ranger District

Geotechnical Design Memorandum November 30, 2017 Los Prietos Warehouse Replacement

pg. 2

Prepared this geotechnical design memorandum report.

REVIEW OF EXISTING INFORMATION

The Forest Service provided Bengal with a limited amount of record information for the Los Prietos/Santa Barbara Ranger District facility, including an as-built site plan (dated 1972) and as-built water and sewer plans (dated 2003). To our knowledge, no previous geologic and/or soils reports are available for the Los Prietos facility.

SITE EXPLORATION

Field Exploration

Our field exploration, which consisted of two (2) hand-dug test pits excavated, logged and sampled on October 20, 2017, was performed to investigate the shallow subsurface soil conditions directly beneath the location of the proposed warehouse replacement and adjacent vehicle parking spaces. The location of the test pits, designated as TP 01 and TP 02, are shown on Plate 1 in Appendix A. The field investigation was performed in accordance with the applicable current ASTM standards.

Within the test pits, soil samples relatively undisturbed ring soil samples were collected using a modified hand sampler lined with an inside diameters of 2.42 inches.

The subsurface soils encountered were visually examined, classified and logged by Bengal’s engineering geologist. The test pit logs are included in Appendix B. The soil descriptions in these boring logs were modified from the field descriptions, when necessary, based on laboratory testing. Soil samples tested in the laboratory and the types of tests performed are indicated on the test pit logs.

Laboratory Testing

All soil samples collected during the field exploration were tested for in-situ moisture content. The ring samples, retrieved using the hand sampler, were tested for in-situ density. Several soil samples were selected for additional laboratory testing. Samples and the types of laboratory tests performed were selected based on the project specific needs. Our sub-consultant, SubSurface Designs, Inc. of Sylmar, CA, performed the assigned laboratory tests. These tests included:

Moisture and Density Tests Atterberg Limits Tests Direct Shear Tests, and

• Chemical Tests

Laboratory tests were performed in accordance with the applicable current ASTM and/or State of California Test Methods. Results of the laboratory testing are included in Appendix C of this memorandum.

pg. 3

SITE CONDITIONS

The proposed warehouse replacement/fire station facility is to be constructed on a relatively flat, graded pad located within the north-central portion of the Los Prietos USFS facility. The USFS-provided 1973 as-built drawing indicate that previously a warehouse building, which FS personnel indicated was demolished approximately two (2) years ago, was situated at the site of the proposed warehouse/fire department structure. The same as-built drawing suggests that a cesspool was located just off the northeast corner of the former building. There are no details available regarding an abandonment of the former cesspool, if this occurred.

The Los Prietos Administrative Site, including the location of the proposed warehouse/fire station, is situated upon a gently sloping to relatively flat alluvial terrace surface at an elevation of approximately 964 to 967 feet above mean sea level. This terrace surface is approximately twenty feet (20’) above the flowline elevation of the Santa Ynez River, located some three hundred seventy-five feet (375’) to the north. Along the southern edge of the Los Prietos facility is a north-facing, oak covered slope which ascends at a roughly 2:1 (h:v) gradient to an older terrace surface roughly sixty feet (60’) higher in elevation.

The presence of a relatively flat terrace surface appears to have required only minor grading or levelling of the pad area on which permanent structures of the site were constructed.

Regional Geology

The project site is located at the extreme southern edge of the Coast Range physiographic province of California. The Santa Ynez River and Santa Ynez Fault form a prominent topographical and geomorphic boundary between the northwest-trending Coast Ranges geomorphic province and the east-west trending Transverse Ranges geomorphic province. The Coast Ranges consist of north-northwest-trending sedimentary, volcanic, and igneous rocks extending from the Transverse ranges to the south into northern California. The Transverse Ranges are a complex series of east-west trending mountain ranges and valleys. The Western Transverse Ranges extends from the Ventura County, west to Point Arguello, and is dominated by the east-west trending Santa Ynez Mountain Range. The structural orientation of this province is transverse to the general north-northwest structural trend of the other geologic provinces in California.

Site Geologic Conditions

Approximately one foot (1’) of earth fill (ef) was encountered in the two (2) test pits, TP 01 and TP

02. Where encountered, the earth fill consists of a gravelly sand (SW) with occasional an small cobble which is light yellow to light tan, dry, and moderately compact to compact.

Native alluvium (Qal) underlies the proposed building site and parking area to an unknown thickness. The alluvium consisted of a sandy silt (ML to silty sand (SM) matrix with occasional to abundant gravel and cobbles. The matrix of sandy silt to silty sand varied in color from light reddish brown to light brown to light yellowish brown, was very slightly to slightly moist at the time of our investigation and is moderately dense. The deposits appear to be medium- to thick-bedded, sub-horizontally stratified, and became coarser-grained with depth with abundant cobbles and occasional boulders (to 24” in dimension).

pg. 4

Bedrock was not encountered in either test pit. Mapping by Dibblee (1987) suggests that relatively tightly folded, Miocene-age Monterey Shale (Tm) underlies the site at depth.

Groundwater Conditions

Groundwater and/or seepage was not encountered in either of the relatively shallow test pit excavations. It should be noted that some fluctuations in groundwater conditions should be expected occur for various reasons and with time. Changes may occur in the groundwater conditions due to seasonal effects and climatic conditions and/or alterations in the existing groundwater recharge area (i.e. surface drainage and surface water infiltration conditions).

CORROSION HAZARDS

Based on the results of chemical tests performed on a soil sample retrieved from the exploratory test pit TP-02 the site soils are not considered corrosive to common construction materials.

SEISMIC HAZARDS AND DESIGN RECOMMENDATIONS

Faulting

The project site is located within a seismically active region of California. The general area is underlain by numerous known faults capable of generating significant ground motions at the site during the service life of the proposed warehouse structure and associated improvements.

Based on geologic mapping by Dibblee (1987), the surface trace of the Santa Ynez Fault is located approximately 2,500 feet to the south. The Santa Ynez fault zone is a major east-west trending fault separating the San Rafael Mountains, north of the fault, from the Santa Ynez Range to the south. The fault extends 90 miles between its westernmost and easternmost ends, and is the longest continuous fault mapped in the western Transverse Ranges. There is conflicting information with regards to Holocene (i.e. an “active” fault) movement on the Santa Ynez Fault.

The County of Santa Barbara’s Seismic Safety Element (1994, 2015) classifies the fault as active.

The State of California’s Fault Evaluation Report for the central segment of the Santa Ynez Fault (1977) did not find enough evidence to delineate an Earthquake Fault Zone (EFZ).

Fault Surface Rupture Hazard

The subject property is not located within the confines of an “Earthquake Fault Zone” as defined by the State of California (CGS), and no zoned faults extend through the site or are in close proximity to the property. Thus, the project site is not considered prone to fault surface rupture hazard.

Design Ground Motion Recommendations

A ground motion hazard analysis was performed using USGS’ US Seismic Design Maps Online Tool (USGS, 2017) to evaluate design ground motion as per California Building Code (CBC, 2016). A default Soil Profile Type D, as defined in ASCE 7 (ASCE, 2010), was assumed for this analysis. The recommended seismic design parameters as this analysis are as follow:

pg. 5

Mapped Short Period (T=0.2 sec) Spectral Acceleration, Ss=2.43 g

Mapped Long Period (T=1.00 sec) Spectral Acceleration, S1=0.901 g

Design Short Period (T=0.2 sec) Spectral Acceleration, SDS=1.625 g

Design Long Period (T=1.00 sec) Spectral Acceleration, SD1=0.901 g

Soil Liquefaction and Other Seismic Hazards

Other seismic hazards associated with earthquakes include soil liquefaction, seismically-induced total as well as differential ground settlement; lateral spreading, slope instability, tsunamis and seiches or flooding.

A soil liquefaction analysis is not included in our scope of work. Similarly, the risk(s) associated with lateral spreading and significant ground settlement, due to strong ground motions, have not been quantified.

Given the site elevation and distance from the coastline, the project site is not considered prone to tsunami hazards.

Seiches are large waves or oscillations of the surface of a lake or reservoir caused by earthquakes, large underwater landslides, or large landslides which fail into the lake or reservoir.

Seiches can cause damage to structures and flooding along the shoreline and can also cause damage or “overtopping” of a dam.

The subject site is located approximately six (6) miles downstream from the 194-foot-high, concrete arch Gibraltar Dam. Given the distance to the dam and the site’s location and elevation above the river floor, it is our opinion that there is some level of risk of flooding due to a seiche, though again quantifying this risk is not included in our scope of work.

GEOTECHNICAL DESIGN AND CONSTRUCTION RECOMMENDATIONS

Based on our limited evaluation, the site soils within the anticipated foundation influence for the proposed improvements, as shown in Figure 3 and 4, consist of about twelve inches (12”) of gravelly sand fill soils underlain by non-plastic sandy silt/silty sand (ML/SM). These soils are not considered expansive or collapsible, or highly compressible in nature. The upper twelve inches (12”) of the gravelly sand soils encountered at the locations of the test pits are considered suitable for use as base course material.

The subsurface soils at the site are considered suitable for construction of the proposed warehouse/fire station and the appurtenant facilities, including concrete aprons and asphalt-concrete (AC) pavements.

Thickened-edge slab or separate spread footing foundations may be used to support warehouse walls and other concentrated loads. Spread footings, if used, should be at least twenty-four inches (24”) in width and founded to a depth of at least three feet (3’) below the adjacent finish grade.

pg. 6

Native soils encountered beneath the gravely sand fill materials are not considered suitable for directly supporting the proposed warehouse slab, concrete apron and AC pavements. We recommend placement of at least twelve inches (12”) of base course material underneath these improvements.

The aggregate base course may consist of crushed aggregate base (CAB). The gradation, R-value, sand equivalent, and percentage wear of the CAB should comply with appropriate specifications contained in the “Greenbook” Standard Specifications for Public Works Construction (BNI, 2015). Class 2 Aggregate Base as defined in and meeting the acceptance requirements of the Caltrans Standard Specifications (Caltrans, 2015) may also be used as aggregate base.

Subgrade surfaces to receive base course or spread footing foundation should be scarified to a depth of at least eight (8) inches, moisture conditioned to within ±2.5 percent of the Optimum Moisture Content and re-compacted to at least 90% percent of the ASTM D-1557 Maximum Dry Density. All subgrade surfaces should be firm, and free of soft or loose spots, organic and foreign materials prior to pouring concrete and/or placing AC.

All compacted base course and exposed subgrade soils should be free of any large gravel (>1.5 inches in size), boulders, and organic or others foreign materials. The surfaces of the base course should be uniform, firm/unyielding and free of any soft spots prior to pouring any concrete and AC.

Base course material should be tested for compliance, placed and compacted in accordance with the applicable requirements of the “Green Book” or Caltrans Standard Specifications (Caltrans, 2015). Aggregate base course should be compacted to at least 95 percent of the ASTM D-1557 Maximum Dry Density. The asphaltic concrete (AC) should be compacted to at least 95 percent of the Marshall Maximum Density, as determined by ASTM D-2726.

Existing foundations, if any, within the footprint of the warehouse should be excavated and removed. All disturbed soils at the bottom and around all removal excavations should be removed; and the excavations backfilled with compacted subgrade and/or base course soils as recommended above. Existing subgrade soils are non-plastic in nature and considered suitable for use as compacted fill below the base course. Imported soils, if any, used as compacted fills should be non-plastic and free draining natural soils.

The following geotechnical design recommendation may be used in the design of the proposed improvements, provided the above recommended subgrade and base course materials and placement recommendations are incorporated in the design and construction:

Total soil unit weight, = 110 pcf

Subgrade soil modulus, ks= 250 lb/in3.

Allowable soil bearing capacity= 2500 psf

Coefficient of soil lateral active earth pressure = 0.33

Coefficient of soil lateral passive resistance = 3.0

Coefficient soil-concrete friction = 0.35

pg. 7

Minimum AC pavement section : 6 inches of AC over 12 inches of base course

In the absence of project specific data, the above recommended minimum AC pavement section is based on anticipated heavy truck loads and R-value <28 for the subgrade soils (CAAP, 2006).

The warehouse floor and stored materials should be protected from damage due to migration of vapor through slab and joints. We recommend placement of an impermeable membrane moisture barrier on the base course materials prior to the placement of concrete.

Positive drainage away for the proposed improvements should be provided to minimize surface water infiltration into the base course and/or subgrade soils. Grading should be performed such that pavement and open ground surfaces have a minimum slope of 2 percent, or 1/4 inch per foot.

LIMITATIONS

Recommendations contained in this memorandum are provided in accordance with generally accepted professional geotechnical engineering principles and practice at this time in Southern California. We make no other warranty, either expressed or implied.

We appreciate this opportunity to be of service. Should you have any questions or comments, please do not hesitate to contact the undersigned at (805) 563-0788, ext. 101.

Very truly yours, Md. Wahiduzzaman, P.E. CEO Bengal Engineering, Inc.

250 Big Sur Drive Goleta, CA 93117

Attachments:

Appendix A: Figures, Plates and Tables Appendix B: Logs of Test Pit Explorations Appendix C: Laboratory Testing Results

Ed Pongracz, C.E.G., Bengal Engineering, Inc.

250 Big Sur Drive Goleta, CA 93117

Shafiq Islam, P.E., G.E.

Bengal Engineering, Inc.

250 Big Sur Drive Goleta, CA 93117

pg. 8

- REFERENCES -

ASCE (2010). ASCE 7-10, Minimum Design Loads for Building and Other Structures, American Society of Civil Engineers, Reston, VA.

ASTM (2015). Annual Books of ASTM Standards, Vol. 04.08, Soils and Rock, American Society of Testing and Materials, Philadelphia, Pennsylvania.

BNI (2015). Standard Specifications for Public Works Construction, BNI Publication, Inc., Vista, California.

California Division of Mines and Geology (1977), Fault Evaluation Report FER-34, dated March 30.

California Geological Survey, Special Report 203A, Sacramento, California.

CALTRANS (2015). Standard Specifications, Sacramento, California.

CAAP (2006). A Guide for the Design and Construction of Asphalt Parking Lots in Colorado, Centennial, CO.

CBC (2016), California Building Code, Title 24, Part 2, Vol. 2, California Building Standards Commission, Sacramento, California.

CGS (2011b). Fault-Rupture Hazard Zones in California, Special Publication No. 42, California Geological Survey (previously California Divisions of Mines and Geology), Sacramento, California.

CGS (2010). Alquist-Priolo Earthquake Fault Zones, California Geological Survey, accessed on November 17, 2017 at http://www.consrv.ca.gov/.

County of Santa Barbara, (2010), Seismic Safety & Safety Element, Santa Barbara County Comprehensive Plan, amended February 2015.

Dibblee, T.W., Jr. (1966), The Geology of the central Santa Ynez Mountains, Santa Barbara County, California Division of Mines and Geology, Bulletin 186, 99 pgs.

Dibblee, T.W., Jr. (1987), Geologic Map of the San Marcos Pass Quadrangle, Santa Barbara County, California, DF-08.

Moore and Taber (1974), Seismic Safety Element, Santa Barbara County Comprehensive Plan, prepared for the County of Santa Barbara, California.

USGS (2017), US Seismic Design Map Online Tool, URL: Accessed on November 16, 2017 at https://earthquake.usgs.gov/designmaps/us/application.php

APPENDIX A

FIGURES AND PLATES

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APPENDIX B

LOGS OF TEST PIT EXPLORATIONS

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Earth Fill (ef) Gravelly Sand with occasional small cobble (SW) - light yellow to light tan, dry, moderately compact to compact

Alluvium (Qal) Sandy Silt (ML) with occasional pebble to small gravel - light reddish brown to light brown, very slightly moist, medium stiff, slightly porous to porous

3.0' - abundant cobbles Fine-grained Silty Sand (matrix) with abundant cobbles and scattered boulders - light yellowish brown to light brown

3.5' - occasional tabular-shaped boulder to 24" across

5.0' - abundant cobbles and occasional boulders, difficult to excavate

5.5' - groundwater and/or seepage not encountered - test pit backfilled with native materials

Bottom of test pit at 5.5 feet.

NOTES

GROUND ELEVATION

LOGGED BY E. Pongracz

EXCAVATION METHOD Hand-Dug Test Pit

EXCAVATION CONTRACTOR Juan's Landscaping GROUND WATER LEVELS:

CHECKED BY

DATE STARTED 10/20/17 COMPLETED 10/20/17

AT TIME OF EXCAVATION ---

AT END OF EXCAVATION ---

AFTER EXCAVATION ---

TEST PIT SIZE 24"x36" inches

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TEST PIT NUMBER TP 01

CLIENT United States Forest Service PROJECT NAME Los Prietos Warehouse Replacement

PROJECT LOCATION Los Prietos Camp, Los Padres National ForestPROJECT NUMBER

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P R

IE

T

O S

.G P

J Bengal Engineering 250 Big Sur Drive Goleta CA 93117 Telephone: (805) 563-0788

MC

GB

MC

MC

Earth Fill (ef) Gravelly Sand with occasional small cobble (SW) - light yellow to light tan, dry, moderately compact to compact

Alluvium (Qal) Sandy Silt (ML) with occasional gravel - light yellowish brown to light brown, very slightly moist, medium stiff, slightly porous

3.0' - abundant cobbles Fine-grained Silty Sand (matrix) with abundant cobbles and scattered small boulders - light yellowish brown to light brown

5.0' - groundwater and/or seepage not encountered - test pit backfilled with native materials

Bottom of test pit at 5.0 feet.

NOTES

GROUND ELEVATION

LOGGED BY E. Pongracz

EXCAVATION METHOD Hand-Dug Test Pit

EXCAVATION CONTRACTOR Juan's Landscaping GROUND WATER LEVELS:

CHECKED BY

DATE STARTED 10/20/17 COMPLETED 10/20/17

AT TIME OF EXCAVATION ---

AT END OF EXCAVATION ---

AFTER EXCAVATION ---

TEST PIT SIZE 24"x36" inches

G R

A P

H

IC

LO

G

B

LO

W C

O U

N T

S (N

V A

LU

E

S A

M P

LE

T

Y P

E N

U M

B E

R

D E

P T

H (f t)

0.0

2.5

5.0

E

LE

V (f

t) MATERIAL DESCRIPTION

U N

D R

A

IN

E D

S H

R S

T R

E N

G T

H ts f)

M O

IS

T

U R

E C

O N

T E

N T

D R

Y U

N

IT

W T

(p cf

LI

Q

U

ID

LI

M

IT

P

LA

S T

IC

LI

M

IT

ATTERBERG

LIMITS

F

IN

E S

C O

N T

E N

T

O T

H E

R T

E S

T S

P

LA

S T

IC

IT

Y

IN

D E

X

TEST PIT NUMBER TP 02

CLIENT United States Forest Service PROJECT NAME Los Prietos Warehouse Replacement

PROJECT LOCATION Los Prietos Camp, Los Padres National ForestPROJECT NUMBER

B E

N G

A L

G E

O T

E C

H B

H V

B E

N G

A L

M O

D G

IN

T

S T

D U

S L

A B

-1

0-

.G D

T

1/

/1

9:

C

:\P R

O G

R A

M F

IL

E

S

X

G

IN

T

\P R

O

JE

C T

S \U

S F

S L

O S

P R

IE

T

O S

.G P

J Bengal Engineering 250 Big Sur Drive Goleta CA 93117 Telephone: (805) 563-0788

APPENDIX C

LABORATORY TESTING RESULTS