SITE - County of Santa Barbara

PROJECT 15-7159

PREPARED BY: PREPARED FOR:

GSI SOILS INC. ERIC VASQUEZ524 EAST CHAPEL STREET VAQUERO ENERGYSANTA MARIA, CA 93454 PETROROCK LLC(805) 349-0140

CAT CANYON, SANTA BARBARA COUNTY

UCCB PRODUCTION PLANTGEOTECHNICAL INVESTIGATION

September 14, 2015SECTION 14 & 23, T9N/R33W

MATERIALS ENGINEERING MATERIALS TESTING GEOTECHNICAL ENGINEERING

SITE

TABLE OF CONTENTS 1.0 INTRODUCTION ............................................................................................................... 1 2.0 PURPOSE AND SCOPE ................................................................................................... 2 3.0 SUBSURFACE SOIL CONDITIONS ................................................................................. 2 4.0 SEISMIC CONSIDERATIONS ........................................................................................... 3

4.1 Seismic Coefficients ............................................................................................ 3 4.2 Liquefaction Analysis .......................................................................................... 3 4.3 Lateral Spreading .................................................................................................. 4 4.4 Slope Stability ....................................................................................................... 4

5.0 CONCLUSIONS AND RECOMMENDATIONS ................................................................. 4

5.1 Clearing and Stripping ........................................................................................ 5 5.2 Site Preparation .................................................................................................... 6 5.3 Structural Fill ........................................................................................................ 7 5.4 Foundations .......................................................................................................... 7 5.5 Reatining Walls .................................................................................................. 11 5.6 Pavement Design ............................................................................................... 13 5.7 Underground Facilities Construction .............................................................. 14 5.8 Surface and Subsurface Drainage ................................................................... 14 5.9 Temporary Excavations and Slopes ................................................................ 16 5.10 Percolation Testing ............................................................................................. 16 5.11 Geotechnical Observation & Testing ............................................................... 17

6.0 LIMITATIONS AND UNIFORMITY OF CONDITIONS .................................................... 18 FIGURES

Site Location Map Site Plan

APPENDIX A

Soil Classification Chart Log of Exploratory Borings

APPENDIX B Moisture-Density Tests

Direct Shear Test R-Value Test

Expansion Index Tests

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GEOTECHNICAL INVESTIGATION

UCCB PRODUCTION PLANT SECTION 14 & 23, T9N/R33W

CAT CANYON, SANTA BARBARA COUNTY, CA PROJECT 15-7159 1.0

INTRODUCTION

This report presents the results of our geotechnical investigation for the proposed oil production

plant to be constructed at Section 14 & 23, T9N/R33W, north and east of Dominion Road in the

Cat Canyon area of Santa Barbara County, California. A site location map is presented in

Figure 1.

The project site is located approximately 1-1/2 miles east and 1/2-mile north of Dominion Road

and is surrounded by vacant land, oil service roads and agricultural land. The site is relatively

level to slightly sloping with elevations varying from approximately 700 feet above mean sea

level (MSL) on the north side of the property to 720 feet above MSL in the southeast corner. At

the time of our field exploration the site was mostly void of vegetation. Based on available aerial

photographs, the property previously contained oil services equipment, a pond and soil berms.

Grading activities were also evident over the past 10 years.

It is our understanding that construction will include eighteen (18) tanks, heater-treater &

knockout vessels, separators, scrubber towers, oil well pumping units, office & operator

buildings and related facilities. For the purpose of this report, continuous and isolated footing

loads of 3.0 kips per square foot and 100 kips respectively have been assumed.

The project description is based on a site reconnaissance performed by a GSI Soils, Inc.,

engineer and information provided by Vaquero Energy. The plan provided forms the basis for

the "Site Plan", Figure 2.

In the event that there is change in the nature, design or location of improvements, or if the

assumed loads are not consistent with actual design loads, the conclusions and

recommendations contained in this report should be reviewed and modified, if required.

Evaluations of the soils for hydrocarbons or other chemical properties are beyond the scope of

the investigation.

September 14, 2015 Project 15-7159

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2.0 PURPOSE AND SCOPE The purpose of this study was to explore and evaluate the surface and subsurface soil

conditions at the site and to develop geotechnical information and design criteria for the

proposed project. The scope of this study included the following items.

1. A review of available soils information for this area of Santa Barbara County.

2. A field study consisting of a site reconnaissance and an exploratory boring

program to formulate a description of the subsurface conditions.

3. A laboratory testing program performed on representative soil samples collected

during our field study.

4. Engineering analysis of the data gathered during our field study, laboratory

testing, and literature review. Development of recommendations for site

preparation and grading, and geotechnical design criteria for foundations.

5. Preparation of this report summarizing our findings, conclusions, and

recommendations regarding the geotechnical aspects of the project site.

3.0 SUBSURFACE SOIL CONDITIONS The near surface soils encountered in our exploratory borings generally consisted of clayey and

silty sands to a depth of 2 to 3 feet. These materials were encountered in a slightly moist state

and in a medium dense condition. Sandy clays were found below the near surface materials to

a depth of 4 to 5 feet. These materials were encountered in a slightly moist to moist state and in

a firm to stiff condition. Clayey sand (hardpan) materials in a very dense condition were found

below the sandy clays.

Ground water was not encountered in our borings. However, very moist soils can be anticipated

at the site in the upper 2 to 4 feet in wet winter months. A more detailed description of the soils

encountered is presented graphically on the "Exploratory Boring Logs", B-1 through B-4,

Appendix A. An explanation of the symbols and descriptions used on the logs are presented on


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the "Soil Classification Chart”.

The soil profile described above is generalized; therefore, the reader is advised to consult the

boring logs (Appendix A) for soil conditions at specific locations. Care should be exercised in

interpolating or extrapolating subsurface conditions between or beyond the borings. On the

boring logs we have indicated the soil type, moisture content, grain size, dry density, and the

applicable Unified Soil Classification System Symbol.

The location of our exploratory borings, shown on Site Plan, Figure 2, was approximately

determined from features at the site. Hence, accuracy can be implied only to the degree that

this method warrants. Surface elevations at the boring locations were not determined.

4.0 SEISMIC CONSIDERATIONS

4.1 The project site was positioned on the USGS Seismic Hazard Maps for a 2%

probability of exceedance in 50 years to determine the maximum considered

earthquake spectral response accelerations. The design seismic parameters are

provided in the following table. A site class D (stiff soils) should be used of

design of the structures.

SEISMIC PARAMETERS Mapped Value

(g) Site Class D Adjusted

Values (g) Design Value

(g) Seismic

Parameter Value (g)

Seismic Parameter

Value (g)

Seismic Parameter

Value (g)

SS 1.071 SMS 1.148 SDS 0.765 S1 0.410 SM1 0.652 SD1 0.435

Latitude, degrees 34.855680 Longitude, degrees -120.322640 Risk Category I/II/III

4.2 Liquefaction Analysis

Liquefaction is described as the sudden loss of soil shear strength due to a rapid

increase of pore water pressures caused by cyclic loading from a seismic event.

In simple terms it means that the soil acts more like a fluid than a solid in a

liquefiable event. In order for liquefaction to occur, the following are generally

needed; granular soils (sand, silty sand and sandy silt), groundwater and low


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density (very loose to medium dense) conditions. A liquefaction study was not

part of our scope for this project, however an opinion can be provided based the

borings performed and on our experience in this area of Santa Barbara County.

Clayey sand (Orcutt sand) soils were predominately encountered in the borings

below a depth of 4 to 5 feet. These soils were in a very dense condition and

would be considered hardpan. In addition, based on our experience in this area,

groundwater depths are anticipated to exceed 50 feet below existing grades.

Based on this information the potential for liquefaction would be negligible.

However, this is a preliminary assessment and a detailed liquefaction study would

be required to fully investigate the potential for liquefaction.

4.3 Lateral Spreading

An estimate of lateral spread displacement to occur at the site was made using

equations developed by Youd, Hansen and Bartlett. The parameters used in the

equation included data from the San Luis Range Fault, average fines content and

a mean grain size. The result of this preliminary analysis indicates lateral

displacements should be minimal. This is primarily due to the site being relatively

level terrain and the lack of liquefiable soil zones.

4.4 Slope Stability

The pad area is located in relatively level terrain. Based on our visual

observations there is no visual evidence of overall slope instability at the site.

The potential for slope movements to influence the proposed construction would

be low to negligible.

5.0 CONCLUSIONS AND RECOMMENDATIONS

1. The site is suitable for the proposed oil production facilities and related

construction provided the recommendations presented in this report are

incorporated into the project plans and specifications.

2. All grading and foundation plans should be reviewed by GSI Soils Inc., hereinafter

described as the Geotechnical Engineer, prior to contract bidding. This review


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should be performed to determine whether the recommendations contained

within this report are incorporated into the project plans and specifications.

3. The Geotechnical Engineer should be notified at least two (2) working days

before site clearing or grading operations commence, and should be present to

observe the stripping of deleterious material and provide consultation to the

Grading Contractor in the field.

4. Field observation and testing during the grading operations should be provided by

the Geotechnical Engineer so that a decision can be formed regarding the

adequacy of the site preparation, the acceptability of fill materials, and the extent

to which the earthwork construction and the degree of compaction comply with

the project geotechnical specifications. Any work related to grading performed

without the full knowledge of, and under direct observation of the Geotechnical

Engineer, may render the recommendations of this report invalid.

5.1 Clearing and Stripping

1. All surface and subsurface deleterious materials should be removed from the

proposed tank battery and disposed of off-site. This includes, but is not limited to

any buried utility lines, loose fills, septic systems, debris, building materials, and

any other surface and subsurface structures. Voids left from site clearing, should

be cleaned and backfilled as recommended for structural fill.

2. Once the site has been cleared, the exposed ground surface should be stripped

to remove surface vegetation and organic soil. The surface may be disced,

rather than stripped, if the organic content of the soil is not more than three

percent by weight. If stripping is required, depths should be determined by a

member of our staff in the field at the time of stripping. Strippings may be either

disposed of off-site or stockpiled for future use in landscape areas if approved by

the landscape architect.


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5.2 Site Preparation

1. The intent of these recommendations is to moisture condition and recompact the

soils in the upper 3 to 4 feet and support the plant equipment foundations on

compacted soil.

2. The equipment (tanks, pumps, vessels, towers, generators & related pads) and

building pad areas should be overexcavated to a depth of three (3) feet below

existing grade or to a depth of 2 feet below the bottom of the deepest footing,

whichever is greater. Due to the potential for fill materials to be encountered, the

final depth of overexcavation would be determined by Geotechnical Engineer at

the time of grading. The exposed surfaces should then be scarified to a depth of

12 inches, wetted to above optimum moisture (1% to 3%) and compacted to at

least ninety (90) percent of maximum dry density (ASTM D1557-02). The native

soils can then be placed and similarly compacted, however, the pad area should

be capped with select import soil such as decomposed granite, Class II/III base or

equivalent. The select import should extend a minimum of 18 inches below finish

pad grade or 1 foot below the bottom of the footings, whichever is deeper. The

lateral limits of excavation, scarification and fill placement should be at least 5

feet beyond the perimeter building and footing lines.

3. If soft or unstable soils are encountered at the bottom of the excavation, these

soft areas should be further excavated (18-inches minimum) and a layer of

stabilization fabric (Mirafi HP370 or equivalent) and Class II/III Base placed prior

to placing fill. The base should be compacted to 90 percent of ASTM D1557.

The removed material can then be replaced and similarly compacted to a

minimum of 90 percent.

4. In order to help minimize potential settlement problems associated with structures

supported on a non-uniform thickness of compacted fill, the soils engineer should

be consulted for specific site recommendations during grading. In general, all

proposed construction should be supported by a uniform thickness of compacted

soil.


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5. The above grading is based on the strength characteristics of the materials under

conditions of normal moisture that would result from rain water and do not take

into consideration the additional activating forces applied by seepage from

springs or subsurface water. Areas of observed seepage should be provided with

subsurface drains to release the hydrostatic pressures.

6. All final grades should be provided with a positive drainage gradient away from

foundations. Final grades should provide for rapid removal of surface water

runoff. Ponding of water should not be allowed on the pads or adjacent to

foundations.

5.3 Structural Fill

1. On-site soils silty sands and clayey sands free of organic and deleterious material

are suitable for use as structural fill. Structural fill should not contain rocks larger

than 3 inches in greatest dimension, and should have no more than 15 percent

larger than 1.5 inches in greatest dimension.

2. Select Import should be free of organic and other deleterious material and should

have a very low expansion potential with a plasticity index of 10 or less and a

sand equivalent greater than 30. Before delivery to the site, a sample of the

proposed import should be tested in our laboratory to determine its suitability for

use as structural fill.

3. Structural fill using on-site inorganic soil or approved import should be placed in

layers, each not exceeding eight inches in thickness before compaction. On-site

inorganic or imported soil should be conditioned with water, or allowed to dry, to

produce a soil water content at approximately optimum value, and should be

compacted to at least 90 percent relative compaction based on ASTM D1557-02.

5.4 Foundations

1. Above ground vessels (heater-treater, knockout & related vessels) should be

supported on individual pad footings (inverted T footings) while buildings can be

located on conventional continuous perimeter footings with concrete slabs-on-


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grade. Pumps, generators and heavy equipment should be supported on

structural mat slabs and tanks should supported on standard AWWA gravel

foundations with a concrete curb or steel ring containment or structural mat slabs.

Pipe racks can be supported on deepened spread footings or shallow drilled

piers.

2. Individual pad footings for vessels should be a minimum of 3 feet wide and

extend the full width or diameter of the vessel and bear a minimum of 2 feet

below lowest adjacent grade. The footings should also be designed with

sufficient mass to minimize the potential for overturning in an earthquake. For

this configuration an allowable dead plus live load bearing pressure of 2500 psf

may be used. For each addition one-foot of footing width and depth the bearing

pressure can be increased by 100 psf and 400 psf respectively up to a maximum

allowable bearing pressure of 4000 psf. Total settlements on the order of 1 to 1.5

inches are anticipated with differential settlements being on the order of 1 inch

over a distance of 50 feet.

3. For lightly loaded buildings, perimeter footings should be at least 12 inches wide

and embedded 18 inches below pad grade or below lowest adjacent finished

grade, whichever is lower. Isolated spread footings should be similarly

embedded and be a minimum of 2 feet square. The reinforcement for the

footings and grade beams should be designed by the structural engineer;

however, a minimum of one (1) No. 5 rebar should be provided both top and

bottom for continuous footings. An allowable dead plus live load bearing

pressure of 2000 psf may be used. Total settlements of less than 1-inch are

anticipated, and differential settlement should be 50 percent of this value.

4. Structural mat slabs may be more appropriate for support of equipment such as

generators, pumps, heavy equipment etc. Mats should be at least 10 to 12

inches thick with a thickened edge extending at least 18 inches below lowest

adjacent grade. The reinforcement for footings and structural mats should be

designed by the structural engineer. A modulus of subgrade reactions (Kv) of 150

pci can be used. An allowable dead plus live load bearing pressure of 2500 psf


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may be used. Total settlements on the order of 1-inch are anticipated with

differential settlements being 50 percent of this value over 30 feet.

5. Tanks can also be supported on structural mat slabs (see recommendations

above) where total settlements of less than 1-inch are desired. Alternatively, the

tanks could be supported on a minimum 12-inch leveling and drainage course of

open graded, 1-inch by No. 4 crushed rock on the compacted tank pad. The

crushed rock should be increased to a minimum thickness of 24 inches at the

perimeter of the tank pad. This thickened section should be a minimum of 5 feet

inside the tank perimeter and extend 5 feet beyond the perimeter. The transition

from 1 to 2 feet should be made on a slope of 1½ horizontal to 1 vertical. The

crushed rock should be compacted to 95 percent of the maximum dry density as

determined by ASTM D1557. The rock outside the tank should be contained by a

concrete curb or steel ring with weep holes to facilitate drainage. Total

settlements on the order of 1 to 1-1/2 inches should be anticipated with

differential settlements being in the range of ½ to 3/4 inches depending on the

height and diameter of the tank. The tank pads should be graded with a crown of

at least ½ to 1 inch at the center of the tank to compensate for greater settlement

anticipated near the center and to ultimately provide sufficient slope for cleaning

of the tank.

6. Pipe racks and related equipment could be supported on piers drilled into the

underlying competent clayey sands. The piers should extend a minimum of 3 feet

into competent materials approved by the geotechnical engineer. Minimum pier

depths of 6 to 7 feet should be anticipated. However, depths of 10+ feet should

be anticipated if the disturbed fill or native soils are encountered. In addition, the

structural engineer should determine the actual depth based on vertical, lateral

and uplift loads. To accommodate for variability in the materials and to adjust the

pier lengths accordingly, a representative of GSI Soils should be continuously on-

site to monitor drilling, rebar placement and concrete placement.

7. Drilled piers should have a minimum diameter of 18 inches. Allowable bearing

capacity and skin friction values of 3000 psf and 500 psf may be used for


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downward loads in competent native materials or engineered fill. For uplift loads

a skin friction value of 300 psf and the foundation weight may be used. Skin

friction should be neglected in the upper native soils (3 to 4 feet) for both

downward and uplift loads. Concrete should have a minimum compressive

strength of 3,000 psi or as specified by the Project Structural Engineer. A higher

concrete compressive strength may be required for structural considerations. For

concrete placed in dry excavations a 4 to 6-inch slump would be appropriate. For

concrete placed by the tremie method a 7 to 9-inch slump is recommended. The

shaft(s) should contain steel reinforcement as determined by the Project

Structural Engineer in accordance with applicable UBC or ACI Standards.

8. Alternatively, deepened footings could be used to support the pipe racks. These

footings should extend a minimum of 2 feet into competent native soils or

engineered fill. The excavations should be approved by the geotechnical

engineer, penetrate through the upper disturbed soils and have a minimum

overall depth of 4 feet below existing grades. The footing should be at least 2

feet square and 36 inches thick. An allowable bearing pressure of 2500 psf could

be used with a one-third increase for short term wind and seismic loads

9. Allowable bearing capacities may be increased by one-third (⅓) when transient

loads such as winds or seismicity are included.

10. During foundation construction, care should be taken to minimize evaporation of

water from excavations. Foundation excavations should be observed by this firm

prior to the placing of reinforcing steel or concrete. Concrete should be placed

only in excavations that have been kept moist, are free of cracks and contain no

loose or soft soil or debris.

11. Lateral forces on structures may be resisted by passive pressure acting against

the sides of shallow footings and/or friction between the soil and the bottom of the

footing. For resistance to lateral loads, a friction factor of 0.35 may be utilized for

sliding resistance at the base of the spread footings in undisturbed native

materials or engineered fill. A passive resistance of 350 pcf equivalent fluid


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weight may be used against the side of shallow footings. If friction and passive

pressures are combined, the lesser value should be reduced by 33 percent.

5.5 Retaining Walls

1. Retaining walls should be designed to resist lateral pressures from adjacent soils

and surcharge loads applied behind the walls (see Table below).

Lateral Pressure and Condition (Compacted Fill)

Equivalent Fluid Pressure, pcf

Unrestrained Wall

Rigidly Supported

Wall

Active Case, Drained

Level-native soils 45 --

Level-granular backfill 30 --

At-Rest Case, Drained

Level-native soils -- 65

Level-sand backfill 50

Passive Case, Drained

Level 2:1 Sloping Down

350 200 --

For sloping backfill add 1 pcf for every 2 deg. (Active case) and 1.5 pcf for every 2 deg. (At-rest case)

2. Isolated retaining wall foundations should extend a minimum depth of 24 inches

below lowest adjacent grade. An allowable toe pressure of 2,500 psf is

recommended for footings supported on 12 inches of soils compacted to 90%. A

coefficient of friction of 0.35 may be used between subgrade soil and concrete

footings. If friction and passive pressures are combined, the lesser value should

be reduced by 33%.

3. For retaining walls greater than 6 feet, as measured from the top of the

foundation, a seismic horizontal surcharge of 10H² (pounds per linear foot of wall)

may be assumed to act on retaining walls. The surcharge will act at a height of

0.6H above the wall base (where H is the height of the wall in feet). This

surcharge force shall be added to an active design equivalent fluid pressure of 45

pounds per square foot of depth for the seismic condition.


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4. In addition to the lateral soil pressure given above, the retaining walls should be

designed to support any design live load, such as from vehicle and construction

surcharges, etc., to be supported by the wall backfill. If construction vehicles are

required to operate within 10 feet of a wall, supplemental pressures will be

induced and should be taken into account through design.

5. The above-recommended pressures are based on the assumption that sufficient

subsurface drainage will be provided behind the walls to prevent the build-up of

hydrostatic pressure. To achieve this we recommend that a filter material be

placed behind all proposed walls. The blanket of filter material should be a

minimum of 12 inches thick (wrapped in Mirafi 140n or eq.) and should extend

from the bottom of the wall to within 12 inches of the ground surface. The top 12

inches should consist of water conditioned, compacted, native soil. A 4-inch

diameter drain pipe should be installed near the bottom of the filter blanket with

perforations facing down. The drain pipe should be underlain by at least 4 inches

of filter type material. Adequate gradients should be provided to discharge water

that collects behind the retaining wall to an adequately controlled discharge

system with suitably projected outlets. The filter material should conform to Class

I, Type B permeable material as specified in Section 68 of the California

Department of Transportation Standard Specifications, current edition. A typical

1" x #4 concrete coarse aggregate mix approximates this specification.

6. For hydrostatic loading conditions (i.e. no free drainage behind retaining wall), an

additional loading of 45 pcf equivalent fluid weight should be added to the above

soil pressures. If it is necessary to design retaining structures for submerged

conditions, allowed bearing and passive pressures should be reduced by 50

percent. In addition, soil friction beneath the base of the foundations should be

neglected.

7. Precautions should be taken to ensure that heavy compaction equipment is not

used immediately adjacent to walls, so as to prevent undue pressure against, and

movement of, the walls.


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5.6 Pavement Design

1. The table below provides pavement sections based on an estimated R-Value of

25 for the near surface silty sand soils encountered at the site.

RECOMMENDED MINIMUM ASPHALT CONCRETE PAVEMENT SECTIONS DESIGN THICKNESS

T.I. A.C.-in. A.B.-in.

4.5

2.5

6.0

5.0

2.5

7.5

5.5

3.0

8.5

6.0

3.0

9.5

T.I. = A.C. =

A.B. =

Traffic Index Asphaltic Concrete - must meet specifications for Caltrans Type A Asphalt Concrete Aggregate Base - must meet specifications for Caltrans Class II Aggregate Base (R-Value = minimum 78) *All-weather roads should conform to the requirements for ¾” maximum Class II Base with increased binder. The amount passing the #30 and #200 sieves should vary between 15 to 30 and 7 to 11 percent respectively.

2. All-weather roads should have a minimum section of 12 inches of Class II Base

with sufficient binder as indicated in the table. The upper 12 inches of subgrade

for all-weather sections should be compacted to a minimum relative compaction

of 95 percent based on ASTM D1557-02 and should be crowned for good

drainage.

3. R-value samples should be obtained and tested at the completion of rough

grading and the pavement sections confirmed or revised. All asphaltic concrete

pavement sections and all sections should be crowned for good drainage. All

asphalt pavement construction and materials used should conform with Sections

26 and 39 of the latest edition of the Standard Specifications, State of California,

Department of Transportation. Aggregate bases and sub-bases should also be

compacted to a minimum relative compaction of 95 percent based ASTM D1557-

02.


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5.7 Underground Facilities Construction

1. The attention of contractors, particularly the underground contractors, should be

drawn to the State of California Construction Safety Orders for "Excavations,

Trenches, Earthwork". Trenches or excavations greater than 5 feet in depth

should be shored or sloped back in accordance with OSHA Regulations prior to

entry.

2. For purposes of this section of the report, bedding is defined as material placed in

a trench up to 1 foot above a utility pipe and backfill is all material placed in the

trench above the bedding. Unless concrete bedding is required around utility

pipes, free-draining sand should be used as bedding. Sand proposed for use as

bedding should be tested in our laboratory to verify its suitability and to measure

its compaction characteristics. Sand bedding should be compacted by

mechanical means to achieve at least 90 percent relative compaction based on

ASTM Test D1557-02.

3. On-site inorganic soil, or approved import, may be used as utility trench backfill.

Proper compaction of trench backfill will be necessary under and adjacent to

structural fill, building foundations, concrete slabs and vehicle pavements. In

these areas, backfill should be conditioned with water (or allowed to dry), to

produce a soil water content of about 2 to 3 percent above the optimum value

and placed in horizontal layers each not exceeding 8 inches in thickness before

compaction. Each layer should be compacted to at least 90 percent relative

compaction based on ASTM Test D1557-02. The top lift of trench backfill under

vehicle pavements should be compacted to the requirements given in report

section 5.3 for vehicle pavement subgrades. Trench walls must be kept moist

prior to and during backfill placement

5.8 Surface and Subsurface Drainage

1. Concentrated surface water runoff within or immediately adjacent to the site

should be conveyed in pipes or in lined channels to discharge areas that are

relatively level or that are adequately protected against erosion.


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2. Surface drainage gradients should be planned to prevent ponding and promote

drainage of surface water away from foundations and edges of pavements. For

soil areas we recommend that a minimum of five (5) percent gradient be

maintained.

3. Careful attention should be paid to erosion protection of soil surfaces adjacent to

the edges of roads, and in other areas where "hard" edges of structures may

cause concentrated flow of surface water runoff. Erosion resistant matting such

as Miramat, or other similar products, may be considered for lining drainage

channels.

4. The on-site soils are susceptible to erosion. Erosion control measures that could

be considered include.

a. Construction of lined interceptor ditches or diversion dikes above fill slopes.

Construction of slope drains to safely direct concentrations of surface water

runoff to a more suitable location downslope.

b. Hydroseeding or planting a surface cover of protective vegetation on all

surfaces. In addition, an erosion control blanket should be placed over the

slopes to protect the vegetation while it becomes established. For permanent

erosion protection the berms should be lined with lean mix concrete or

suitable fabric such as North American Green C350 or equivalent.

5. It should be expected that, even with the construction of carefully planned and

designed erosion control measures, some erosion will occur during the first few

wet seasons after the project is completed. Site grading should be inspected,

particularly after heavy, prolonged rainfall, to identify erosion areas at an early

stage. Maintenance work should be done as soon as practical to repair these

areas and prevent their enlargement.


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5.9 Temporary Excavations and Slopes

1. Conventional earth moving equipment should be adequate to excavate the soils

at the site.

2. We recommend that temporary excavations in the surface clays (greater than 5

feet deep) be sloped at an inclination of 1.5:1 (horizontal:vertical). The actual

temporary slope to be constructed should be observed by the geotechnical

engineer during excavation. During the rainy season, or where soft or loose

sediments, or perched water conditions are found, flatter slopes are more likely.

3. It should be noted that it is the Contractor's responsibility to maintain safe cut

slopes based on actual field conditions and according to OSHA requirements.

The slopes presented are those we expect will be used in project design and we

have assumed that in general the slopes will not be open for more than 2 to 3

days. In some geologic units, perched water may be present locally. The stability

of the slopes may be compromised somewhat where these conditions exist due

to softening or piping of the saturated materials.

4. Where the temporary trench slopes are inclined as described above, no shoring

is required. However, where adjacent features may influence establishment of

appropriate slopes, the Contractor may elect to use shoring and retain the slopes

with a tie back system. In no case should personnel enter trenches with vertical

sidewalls greater than 5 feet deep without proper shoring. Design and installation

of the shoring should be the responsibility of the Contractor and should be

performed according to OSHA requirements.

5.10 Percolation Study

1. Shallow percolation borings (P-1 through P-3) were drilled to assess the

absorption rates of the underlying soil at a depth of 4 to 5 feet below grade for the

proposed leach field. Silty sands and sandy clays were encountered at the

locations drilled. The percolation tests were conducted in general conformance

with U.S. Department of Health, Education and Welfare Manual of Septic Tank

Practice Guidelines. The results are summarized in the following table.


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Test No.

Depth (feet)

Soil Description

Percolation Rate

P-1 4 Sandy Clay (CL) 45 min/in

P-2 4 Sandy Clay (CL) 43 min/in

P-3 4 Silty Sand (SM) 12 min/in

5.11 Geotechnical Observation and Testing

1) Field exploration and site reconnaissance provides only a limited view of the

geotechnical conditions of the site. Substantially more information will be

revealed during the excavation and grading phases of the construction.

Stripping & clearing of vegetation, overexcavation, scarification, fill and backfill

placement and compaction should be reviewed by the geotechnical

professional during construction to evaluate if the materials encountered during

construction are consistent with those assumed for this report.

2) Special inspection of grading should be provided in accordance with California

Building Code Section 1705.6 and Table 1705.6. The special inspector should

be under the direction of the engineer. As indicated in the table below periodic

inspection should suffice for this project.

CBC TABLE 1705.6 REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK LISTED

PERIODIC DURING TASK LISTED

1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity

X

2. Verify excavations are extended to proper depth and have reached proper material

X

3. Perform classification and testing of compacted fill

X

4. Verify use of proper materials, densities and lift thicknesses during placement and compaction of compacted fill

X

5. Prior to placement of compacted fill, observe subgrade and verify that site has been prepared properly.

X


18

3) The validity of the recommendations contained in this report are also dependent

upon a prescribed testing and observation program. Our firm assumes no

responsibility for construction compliance with these design concepts and

recommendations unless we have been retained to perform on-site testing and

review during all phases of site preparation, grading, and foundation/slab

construction. The Geotechnical Engineer should be notified at least two (2)

working days before site clearing or grading operations commence to develop a

program of quality control.

6.0 LIMITATIONS AND UNIFORMITY OF CONDITIONS

1. It should be noted that it is the responsibility of the owner or his/her

representative to notify GSI Soils Inc. a minimum of 48 hours before any

stripping, grading, or foundation excavations can commence at this site.

2. The recommendations of this report are based upon the assumption that the soil

conditions do not deviate from those disclosed during our study. Should any

variations or undesirable conditions be encountered during grading of the site,

GSI Soils Inc. will provide supplemental recommendations as dictated by the

field conditions.

3. This report is issued with the understanding that it is the responsibility of the

owner or his/her representative to ensure that the information and

recommendations contained herein are brought to the attention of the architect

and engineer for the project, and incorporated into the project plans and

specifications. The owner or his/her representative is responsible for ensuring

that the necessary steps are taken to see that the contractor and subcontractors

carry out such recommendations in the field.

4. As of the present date, the findings of this report are valid for the property studied.

With the passage of time, changes in the conditions of a property can occur

whether they be due to natural processes or to the works of man on this or

adjacent properties. Legislation or the broadening of knowledge may result in

changes in applicable standards. Changes outside of our control may find this


19

report to be invalid, wholly or partially. Therefore, this report should not be relied

upon after a period of three (3) years without our review nor is it applicable for any

properties other than those studied.

5. Validity of the recommendations contained in this report is also dependent upon

the prescribed testing and observation program during the site preparation and

construction phases. Our firm assumes no responsibility for construction

compliance with these design concepts and recommendations unless we have

been retained to perform continuous on-site testing and review during all phases

of site preparation, grading, and foundation/slab construction.

Thank you for the opportunity to have been of service in preparing this report. If you have any

questions or require additional assistance, please feel free to contact the undersigned at (805)

349-0140.

Sincerely,

GSI SOILS INC.

Rick Armero Ronald J. Church Project Manager GE #2184

Ronald Church

Rons Sig

Owner

New geo Stamp

Owner

Text Box

FIGURES

Figure No.

115-7159

Project No.

UCCB PRODUCTION PLANTSECTION 14 & 23, T9N/R33W

SITE MAP


SITE

Figure No.

215-7159

Project No.

UCCB PRODUCTION PLANTSECTION 14 & 23, T9N/R33W

SITE PLAN


Boring Location

B-2

B-1

B-3

B-4

P-2 P-3

P-1

APPENDIX A Field Investigation Key to Boring Logs Boring Logs


FIELD INVESTIGATION

Test Hole Drilling The field investigation was conducted on August 28, 2015. Four (4) exploratory borings were

drilled at the approximate locations indicated on the Site Plan, Figure 2. The locations of the

borings were approximated in the field.

Undisturbed and bulk samples were obtained at various depths during test hole drilling. The

undisturbed samples were obtained by driving a 2.4-inch inside diameter sampler into soils.

Bulk samples were also obtained during drilling.

Logs of Boring A continuous log of soils, as encountered in the borings was recorded at the time of the field

investigation, by a Staff Engineer. The Exploration Boring Logs are attached.

Locations and depth of sampling, in-situ soil dry densities and moisture contents are tabulated in

the Boring Logs.

UNIFIED SOIL CLASSIFICATION SYSTEMSMAJOR DIVISION PLASTICITY CHART

GW USED FOR CLASSIFICATION OF FINE GRAINED SOILSGP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

HIGHLY ORGANIC CLAYS Pt

SAMPLE DRIVING RECORDBLOWS PER FOOT

2550/7"Ref/3"

NOTE: TO AVOID DAMAGE TO SAMPLING TOOLS, DRIVING IS LIMITED TO 50 BLOWS PER 6 INCHES DURING OR AFTER SEATING INTERVAL

KEY TO TEST DATABag Sample CONS Consolidation (ASTM D2435)

Drive, No Sample Collected DS Cons. Drained Direct Shear (ASTM D3080)

2 1/2" O.D. Mod. California Sampler, Not Tested PP Pocket Penetrometer

2 1/2" O.D. Mod. California Sampler, Tested GSD Grain Size Distribution (ASTM D422)

Standard Penetration Test CP Compaction Test (ASTM D1557)

Sample Attempted with No Recovery EI Expansion Index (ASTM D4829)

Water Level at Time of Drilling LL Liquid Limit (in percent)

Water Level after Drilling PI Plasticity Index

PROJECT NO.:

DATE DRILLED:

FIGURE NO.

A-1UCCB PRODUCTION PLANT


15-71598/28/2015 AND BORING LOG LEGEND

POORLY GRADED SANDS, GRAVELLY SANDS

SILTY SANDS, POORLY GRADED SAND-SILT MIXTURES

CLAYEY SANDS, POORLY GRADED SAND-CLAY MIXTURES

WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES

POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES

SILTY GRAVELS, POORLY GRADED GRAVEL-SAND-SILT MIXTURES

CLAYEY GRAVELS, POORLY GRADED GRAVEL-SAND-CLAY MIXTURES

SYMBOLS TYPICAL NAMES

FINECOARSE

INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS

ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS

PEAT AND OTHER HIGHLY ORGANIC SOILS

INORGANIC SILTS, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY, SANDY, OR SILTY CLAYS, LEAN CLAYS

WELL GRADED SANDS, GRAVELLY SANDS

DESCRIPTION

INORGANIC SILTS , MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS

50 BLOWS DROVE SAMPLER 3 INCHES DURING OR AFTER INITIAL 6 INCHES OF SEATING

COARSE MEDIUM FINE

25 BLOWS DROVE SAMPLER 12 INCHES, AFTER INITIAL 6 INCHES OF SEATING

50 BLOWS DROVE SAMPLER 7 INCHES, AFTER INITIAL 6 INCHES OF SEATING

OVER 32

SOIL GRAIN SIZE

ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY

SOIL CLASSIFICATION CHART

2 - 4

4 - 8

8 - 16

16 - 32

HARD

0 - 1/4

OVER 4

FIRM

STIFF

VERY STIFF

1/2 - 1

1 - 2

2 - 4

BLOWS/FOOT

RELATIVE DENSITY

VERY LOOSE 0 - 2

RELATIVE DENSITY

LOOSE

VERY SOFT

SOFT

STRENGTHSANDS, GRAVELS, AND NON PLASTIC SILTS

BLOWS/FOOT

0 - 4

4 - 10

CLAYS AND PLASTIC SILTS

1/4 - 1/2

10 - 30

30 - 50

OVER 50

MEDIUM DENSE

DENSE

VERY DENSE

FIN

E G

RA

INE

D S

OIL

S O

ver 5

0% <

#20

0 si

eve

GRAVELS Over 50% > #4 sieve

CO

AR

SE

GR

AIN

ED

SO

ILS

Ove

r 50%

> #

200

siev

e

SANDS Over 50% < #4 sieve

SILTS AND CLAYS Liquid limit < 50

SILTS AND CLAYS Liquid limit > 50

CLEAN GRAVELS WITH LITTLE OR NO FINES

GRAVELS WITH OVER 12% FINES

CLEAN SANDS WITH LITTLE OR NO FINES

SANDS WITH OVER 12% FINES

60 40 20 0 80 100 120 0

20

40

60

80

A-LINE

MH & OH

CL

CH

ML & OL

LIQUID LIMIT

PLAS

TIC

ITY

IND

EX

B

BOULDERS COBBLES GRAVEL SAND

SILT CLAY

U.S. STANDARD SIEVE

SOIL GRAIN SIZE IN MILLIMETERS

150 75 19 4.75 2.0 0.425 0.075 0.002

6" 3" 3/4" 4 10 40 200

JM DRILL RIG:

716'E

LEV

ATI

ON

(FT)

DE

PTH

(FT)

GR

AP

HIC

LO

G

SOIL

TYP

E

SA

MP

LE

CO

NV

. SP

T B

LOW

CO

UN

T

WA

TER

C

ON

TEN

T (%

)

DR

Y D

EN

SIT

Y

(PC

F)

LIQ

UID

LIM

IT

PLA

SIT

. IN

DE

X

UN

C. C

OM

P.

STR

EN

GTH

(PS

F)

16.3

29 10.1

57 7.8

5.9

50/6" 8.4

9.3

EXPLORATORY BORING LOGS

UCCB PRODUCTION PLANTSANTA BARBARA COUNTY, CALIFORNIA

PROJECT NO. DATE FIGURE NO.15-7159 September-15 A-2

696 20

697 19

698 18

699 17

700 16

701 15

702 14

703 13

704 12

705 11

706 10

707 9

708 8

709 7

710 6

711 5

712 4

713 3

714 2

715 1

GROUNDWATER DEPTH (FT):

GEOTECHNICAL DESCRIPTION COMMENTS AND ADDITIONAL TESTS

LOGGED BY: Simco 2400 BORING NO.: B-1

ELEVATION: BORING DIAMETER (INCH): 5 DATE DRILLED: 28 August 2015

Sandy Clay: brown, moist, fine to medium grained, trace gravel, firm to very stiff

CL

B

B

Boring terminated at 15 feet

Clayey Sand: brown, moist, fine to medium grained, some silt & gravel, dense to very dense (hardpan)

SC

very dense

B

B

SC- SM

Clayey Silty Sand: light brown, slightly moist, fine to medium grained, some gravel, medium dense

JM DRILL RIG:

716'E

LEV

ATI

ON

(FT)

DE

PTH

(FT)

GR

AP

HIC

LO

G

SOIL

TYP

E

SA

MP

LE

CO

NV

. SP

T B

LOW

CO

UN

T

WA

TER

C

ON

TEN

T (%

)

DR

Y D

EN

SIT

Y

(PC

F)

LIQ

UID

LIM

IT

PLA

SIT

. IN

DE

X

UN

C. C

OM

P.

STR

EN

GTH

(PS

F)

22 18.3

50/6" 10.4





715 1

714 2

713 3

712 4

711 5

710 6

709 7

708 8

707 9

706 10

705 11

704 12

703 13

15

702 14

700 16

701

699 17

698 18

697 19

696 20





CL

B

Boring terminated at 6 feet

Clayey Sand: brown, moist, fine to medium grained, some silt & gravel, very dense (hardpan)

SC


SC- SM

JM DRILL RIG:

712'E

LEV

ATI

ON

(FT)

DE

PTH

(FT)

GR

AP

HIC

LO

G

SOIL

TYP

E

SA

MP

LE

CO

NV

. SP

T B

LOW

CO

UN

T

WA

TER

C

ON

TEN

T (%

)

DR

Y D

EN

SIT

Y

(PC

F)

LIQ

UID

LIM

IT

PLA

SIT

. IN

DE

X

UN

C. C

OM

P.

STR

EN

GTH

(PS

F)

19.2

13.2

LOGGED BY: Hand Auger BORING NO.: B-3




711 1

710 2

709 3

708 4

707 5

706 6

705 7

704 8

703 9

702 10

701 11

700 12

699 13

15

698 14

696 16

697

695 17

694 18

693 19

692 20





CL

B

Boring terminated at 5.5 feet

Clayey Sand: brown, moist, fine to medium grained, some silt & gravel, dense to very dense (hardpan)

SC- CL


SC- SM

B

B

JM DRILL RIG:

705'E

LEV

ATI

ON

(FT)

DE

PTH

(FT)

GR

AP

HIC

LO

G

SOIL

TYP

E

SA

MP

LE

CO

NV

. SP

T B

LOW

CO

UN

T

WA

TER

C

ON

TEN

T (%

)

DR

Y D

EN

SIT

Y

(PC

F)

LIQ

UID

LIM

IT

PLA

SIT

. IN

DE

X

UN

C. C

OM

P.

STR

EN

GTH

(PS

F)

17.3

50/4" 15.9





704 1

703 2

702 3

701 4

700 5

hard

699 6

698 7

697 8

696 9

695 10

694 11

693 12

692 13

15

691 14

689 16

690

688 17

687 18

686 19

685 20





CL

B


Silty Sand: light brown, slightly moist, fine to medium grained, some gravel, trace to some clay, medium dense

SM- SC

B

JM DRILL RIG:

712'E

LEV

ATI

ON

(FT)

DE

PTH

(FT)

GR

AP

HIC

LO

G

SOIL

TYP

E

SA

MP

LE

CO

NV

. SP

T B

LOW

CO

UN

T

WA

TER

C

ON

TEN

T (%

)

DR

Y D

EN

SIT

Y

(PC

F)

LIQ

UID

LIM

IT

PLA

SIT

. IN

DE

X

UN

C. C

OM

P.

STR

EN

GTH

(PS

F)

17.3

28 August 2015

P-1 & 2LOGGED BY: Hand Auger BORING NO.:

ELEVATION: BORING DIAMETER (INCH): 4 DATE DRILLED:



711 1

710 2

709 3

708 4

707 5

706 6

705 7

704 8

703 9

702 10

701 11

700 12

699 13

15

698 14

696 16

697

695 17

694 18

693 19

692 20




Sandy Clay: brown, slightly moist, fine to medium grained, trace gravel, firm to stiff

CL

B



SM- SC

B

JM DRILL RIG:

712'E

LEV

ATI

ON

(FT)

DE

PTH

(FT)

GR

AP

HIC

LO

G

SOIL

TYP

E

SA

MP

LE

CO

NV

. SP

T B

LOW

CO

UN

T

WA

TER

C

ON

TEN

T (%

)

DR

Y D

EN

SIT

Y

(PC

F)

LIQ

UID

LIM

IT

PLA

SIT

. IN

DE

X

UN

C. C

OM

P.

STR

EN

GTH

(PS

F)

5.8

LOGGED BY: Hand Auger BORING NO.: P-3




711 1

710 2

709 3

708 4

707 5

706 6

705 7

704 8

703 9

702 10

701 11

700 12

699 13

15

698 14

696 16

697

695 17

694 18

693 19

692 20




B



SM- SC

B

APPENDIX B Laboratory Testing Direct Shear Test R-Value Test

Expansion Index Test


LABORATORY TESTING

Moisture-Density Tests

The field moisture content, as a percentage of the dry weight of the soil, was determined by

weighing samples before and after oven drying. Dry densities, in pounds per cubic foot, were

also determined for the undisturbed samples. Results of these determinations are shown in the

Exploration Drill Hole Logs.

Direct Shear Test

Direct shear tests were performed on undisturbed samples, to determine strength characteristics

of the soil. The test specimens were soaked prior to testing. Results of the shear strength tests

are attached.

Resistance (R) Value Test

An R-Value was estimated based on the gradation and plasticity index of a bulk sample obtained

from boring B-4. The results indicate that the silty sand soils have an R-Value of at least 25.

Expansion Index Tests

Expansion indices of 0 and 36 were obtained for the near surface silty sands and underlying

sandy clays, respectively. The test procedure was performed in accordance with ASTM D4829.

Project: Project No.

Sample Location: Initial Dry Density (pcf)

Soil Description: Initial Moisture (%)

Sample Type: Peak Shear AngleCohesion (psf)

DIRECT SHEAR TEST

ASTM D3080-11 (Modified for unconsolidated-undrained conditions)

310

10.1

98.4

26

B-1 @ 3 Feet

Sandy Clay

UCCB PRODUCTION PLANT 15-7159

0

1000

2000

3000

4000

0 1000 2000 3000 4000

Shea

r Str

ess,

psf

Normal Stress, psf

Shear Strength Diagram

Remolded

Ring

Documents

SITE - County of Santa Barbara