ATTACHMENT C - sccgov.org€¦ · 23/04/2015 · The Berrocal Fault Zone is not considered an...

ATTACHMENT C

GEOTECHNICAL REPORT FOR THE EXPANSION OF POND 30 Permanente Quarry, Lehigh Hanson Southwest Cement

Submitted To: Lehigh Hanson Southwest Cement 24001 Stevens Creek Boulevard Cupertino, CA 95014

Submitted By: Golder Associates Inc. 425 Lakeside Drive Sunnyvale, CA 94085 USA

Distribution: Lehigh Hanson (PDF e-file)

February 2015 Project No.1417878

Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation

Golder Associates

·- February 2015 Project No. 1417878

Table of Contents

1.0

2.0

INTRODUCTION ..... ·················· 1

SITE SETIING AND GEOLOGIC CONDITIONS .......................................................................... 2

2.1 Topography......................................... . .................................................................................. 2

2.2 Regional Geologic Setting..................................................... .. ................... . ........................ 2

2.3 Seismic Setting.................................................. ................. ........................................... . ........ 3

2.3.1 Structural and Tectonic Setting............................................................... . .................. 3

2.3.2 ················ ... 3

2.4

3.0

3.1

Geologic Hazards...... . ....................................................................................................... 4

INVESTIGATION FOR POND 30 ........................................................... . ... 5

Review of Aerial Photos .................. . .................................................................................... 5

3.2 Golder Field Exploration and Subsurface Conditions ............................ . . ........................... 5

3.3 Laboratory Testing .................................. . . .................. 6

3.3.1 Test Methods ..................................... . . .......................................................................... 6

3.3.2 Summary of Lab Test Results............. ................. ................. . ............................ 6

4.0 SLOPE STABILITY ANALYSIS.................. . ....................................................................... 8

4.1 Methodology.... . . ..... .. . .. .. .. . .. . . . . . .. . ... . . . .. . .. . ... . . . ..... .. ... . . .. ... . ... ... .. ... . . . .. . .. . . .. . . ............... 8

4.1.1 Static Analysis ....................................................................................................................... 8

4.1.2 Seismic Analysis. . ........... 8

4.1.3 Critical Cross Section Analyzed .......................................................................... . .... 8

4.2

4.3

Material Parameters ................................................... .

Slope Stability under Static Conditions .................................................................... .

. ........... 8

. ... 9

4.4 Slope Stability under Seismic Conditions .................................................. . ................. 9

4.4.1 Yield Coefficient for Seismic Slope Stability Analysis.............. ...................................... . .... 9

4.4.2 Seismically Induced Permanent Slope Displacement ......................................................... 10

5.0 CONCLUSIONS AND RECOMMENDATIONS ........................................................................... 11

5.1

5.2

6.0

7.0

8.0

Conclusions ............................................. .

General Recommendations ..................... .

USE OF THIS REPORT..

CLOSING ........... .

REFERENCES ...................................................... .

List of Tables

.. 11

............. ·········································· .. 11

......................................................... 13

..... 14

....................... ················ .15

Table 1 Table 2

Summary of Material Parameters Used in the Stability Analyses Summary of Static and Seismic Slope Stability Analyses Results

List of Figures

Figure 1 Location Map

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l'IAl Golder ~Associates

Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7

February 2015

Conceptual Layout - Pond 30 Expansion Geologic Map and Locations of Test Borings Geologic Cross Section A-A'

ii Project No. 1417878

Results of Static Slope Stability Analysis, Trial Surface Terminating at the Pond Results of Static Slope Stability Analysis, Surficial Trial Surface within Existing Slope Results of Pseudo-Static Slope Stability Analysis to Estimate Yield Acceleration

List of Appendices

Appendix A Appendix B Appendix C Appendix D Appendix E

Estimation of PGA and Acceleration Spectra for Maximum Credible Earthquake Test Boring Logs Laboratory Test Results Slope Stability Analysis Results Estimation of Seismically Induced Permanent Displacement

lehigh hanson_pond-30_geotech-report_final v1_wlf.docx

February 2015 Project No. 1417878

1.0 INTRODUCTION

Golder Associates Inc. (Golder) is submitting this geotechnical report for the proposed expansion of Pond

30 at Lehigh Hanson's Permanente Quarry located in Cupertino, California (Figure 1). This report

summarizes the results of our field investigation, laboratory testing, and slope stability analyses.

The location of the proposed existing Pond 30 and the proposed grading for its expansion are shown in

Figure 2. The pond is located along the southeast margin of the East Material Storage Area. Review of

historical aerial photos show that the proposed pond expansion site is located on a level bench graded for

construction of industrial buildings associated with the former Kaiser Aluminum Plant. The buildings were

demolished in 2002, and the pad was used for an equipment lay-down and staging area, stockpile for

aggregate materials, as well as for storm drainage management (i.e., existing pond 30 and associated

inlet channel). The expanded pond has a surface area of approximately 1.5 acres with a storage depth

of approximately 13 feet. The pond will be constructed entirely in excavation below existing ground

surface. The approximate storage capacity of the pond is - 7 Y, acre-feet. The conceptual design of the

pond includes a geomembrane liner to prevent infiltration.

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February 2015 2 Project No. 1417878

2.0 SITE SETTING AND GEOLOGIC CONDITIONS

The following sections summarize the regional topographic, geologic, and seismic setting; and describe

the specific geologic conditions in the area of Pond 30.

2.1 Topography

The Permanente Quarry and Cement Plant are situated in the foothills of the rugged, northwest-trending

Santa Cruz Mountains segment of the California Coast Ranges. Topography in the area consists of

moderately to steeply-sloped terrain with rounded ridges and drainages. Relief at the project site ranges

from about 2000 feet along the higher ridge crests to less than 500 feet mean sea level (msl) along the

eastern portions of Permanente Creek. Average natural slope angles are typically around 25". The

steepest natural slopes are on the order of 40° over smaller slope heights (100-200 feet) and generally

correspond to limestone outcrops.

At the Pond 30 expansion area, the topography is a flat and level bench (el. -560 feet amsl) created by

excavation of a cutslope to the north, and placement of fill along the outboard edge of the pad. The pad

was graded to accommodate construction of the former Kaiser Aluminum plant in the 1940's. The

building were demolished in 2002. The pad is long and narrow (-2500 feet long by -200 feet wide) and

the alignment of the pad is parallel to the alignment of Permanente Creek.

2.2 Regional Geologic Setting

The majority of the subject property is underlain by complexly deformed and faulted rocks of the

Franciscan Assemblage (Golder, 2011). The eastern portion of the site, is underlain in locations by Plio

Pleistocene rocks of the Santa Clara Formation. Overlying the bedrock are modern alluvial deposits

associated with Permanente Creek (restricted to the eastern portion of the property), and relatively

shallow surficial deposits comprised of soil and colluvium.

The Santa Clara Formation overlies the Franciscan Assemblage rocks in the central and eastern portion

of the property including the EMSA area where it occurs as remnant patches of terrane overlying the

Franciscan Assemblage and is locally in fault contact along the Sargent Berrocal fault. (Golder, 2011 ).

The Santa Clara Formation is a continental fluvial and alluvial deposit that is composed of unconsolidated

to slightly consolidated conglomerate, sandstone, siltstone, and claystone (Vanderhurst, 1981). Uplift of

the Coast Ranges during this time resulted in increased erosion of the mountains and deposition of the

Santa Clara Formation. The contact between the Franciscan rocks and Santa Clara Formation is

considered to be unconformable, with the Santa Clara Formation deposited on an eroded Franciscan

terrain (Rogers and Armstrong, 1973). Subsequent uplift of the nearby foothills along the Monte Vista

fault, which lies along the margin of the valley floor to the east of the Quarry, has resulted in deformation

of the Santa Clara Formation.

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Golder Associates


2.3 Seismic Setting

2.3.1 Structural and Tectonic Setting

The San Andreas Fault zone is located approximately 2 miles southwest of the quarry (Golder, 2011 ).

The Sargent-Berrocal Fault Zone (SBFZ), part of the Santa Cruz Mountains front-range thrust fault

system, parallels the San Andreas to the east and forms the eastern-most structural boundary to the

Permanente Terrain.

Near the Permanente Site, the SBFZ consists of two northwest-trending, sub-parallel faults, namely the

northeastern-most Monta Vista Fault Zone and the southwestern-most Berrocal Fault Zone (Sorg and

Mclaughlin, 1975). The combined fault zone is located in a complex contractional system of generally

northeastward-vergent thrust and reverse faults that bound the northeastern side of the Santa Cruz

Mountains (Mclaughlin and others, 1997). This thrust system has been described as an eastward

propagating half-flower structure that roots toward the San Andreas fault zone.

The Monte Vista strand ol the fault zone is located approximately 800 feet to the northeast of the

proposed Pond 30 expansion area. A strand of the Berrocal Fault Zone runs through the central portion

of site and about 3100 feet west of the Pond 30 area (Sorg and Mclaughlin, 1975). This fault forms a

structural boundary between Franciscan basement rocks to the west, and Franciscan rocks overlain by

Santa Clara formation rocks to the east. The Berrocal Fault Zone is not considered an active fault by the

California Geologic Survey, it is classified as older than 1.6 million years (CGS, 2010). However,

mapping of the Berrocal and Monte Vista faults following the 1989 Loma Prieta earthquake documented

minor distributed coseismic contractional deformation in the Cupertino foothills to the northeast of the

Permanente site (Hitchcock, et al, 1994).

2.3.2 Seismicity

The Permanente Site is located within the San Francisco Bay Area, which is a region characterized by

relatively high seismicity. Golder evaluated potential seismic impacts for the project resulting from a

maximum credible earthquake (MCE) on the San Andreas Fault. The MCE is defined as "the maximum

earthquake that appears capable of occurring under the presently known tectonic framework." The MCE

would be a moment magnitude (Mw) 8 event along the San Andreas Fault, which is assumed to be slightly

higher than the Mw 7.9 San Francisco earthquake of 1906.

lehigh hanson_pond-30_geotech-report_final v1_wlt.docx

Golder .Associates

February 2015

Golder estimated the peak ground

acceleration

acceleration

using the

(PGA) and the

spectra for the MCE

Next Generation

Attenuation (NGA) relationships

developed by Abrahamson and Silva

(2008), Boore and Atkinson (2008),

Chiou and Youngs (2008), and

Campbell and Bozorgnia (2008).

The computed values from the four

relationships were equally weighted

(0.25 each) to estimate spectral

accelerations as a function of

magnitude, source-to-site distance,

and fault geometry and for an

average shear wave velocity in the

upper 30 meters (100 feet) of the soil

4 Project No. 1417878

5%-Damped Pseudo-AbsOlute Median Acceleration Response Spectrum

10

0.1

{),01

0.001 0.01

~~

0.1 10 Period{s)

column (V,30 ) equal to 760 meters per second (2,500 feet per second). The calculations are presented

in Appendix A. Golder estimates that the design PGA is 0.48g for the site. The median acceleration

spectrum is included here for reference.

2.4 Geologic Hazards

The geologic hazards evaluated for the proposed project include the potential for ground rupture, slope

instability, liquefaction and lateral spreading, consolidation settlement, and potential flooding associated

with the proposed project. The geologic hazards that could impact the proposed pond expansion are

limited to ground shaking and slope instability.

The risk associated with ground rupture is considered negligible since the project site is not situated on a

known Holocene fault. Liquefaction is not considered a hazard because of the presence of significant

fines (silts and clays) in the soil underlying the proposed project site, and the relatively shallow depth to

bedrock. Consolidation settlement is not considered a risk since the pond will be excavated and therefore

the site will be unloaded and not subject to induced settlement. The site is located approximately 35 feet

above the 100-year flood plain for Permanente Creek and therefore the risk associated with flooding is

considered low. Tsunami and Seiche are not hazards due to the site location and elevation.

Slope instability, and the relative risk to the project, is discussed in more detail in Section 4.



3.0 INVESTIGATION FOR POND 30

3.1 Review of Aerial Photos

A review of various stereoscopic aerial photographs and Google Earth images dating back to 1948 was

conducted to: (1) evaluate the past grading and development activities in the area, (2) prepare a geologic

map of surficial deposits and bedrock, and (3) identify any obvious signs of ground distress related to

slope instability.

The earliest set of aerial photographs (1948) show the Kaiser Aluminum buildings present on a graded

pad. There are three buildings in the general area of the proposed Pond 30 expansion. There is

relatively tall cutslope visible behind the northern two buildings. There is earthwork and grading activities

associated with development of roads up to the buildings. The slope below the pad to the north, and the

hillside above the buildings are covered with orchard and are native ground. Site conditions remain

similar until late 2002 when the buildings were demolished and the land use changed to material

stockpiles and equipment lay down. No evidence of slope instability was observed in the hillside terrain

above or below the proposed pond expansion area.

3.2 Golder Field Exploration and Subsurface Conditions

On January 8-9, 2015, Golder performed a subsurface exploration consisting of four test borings at the

proposed Pond 30 expansion site. The test borings are designated as B-1, B-2, B-3, B-4, and B-Pilot,

the locations of which are shown in Figure 3.

The borings were advanced with a truck-mounted, CME 85 drill rig turning a continuous flight, 8-inch

diameter, hollow-stem auger. During the drilling process, disturbed, but representative, soil samples were

obtained at 5-foot intervals. The samples were obtained by using a 1.5-inch (ID) Standard Penetration

Sampler and a California Modified Sampler driven by a 140-pound hammer falling freely for 30-inches.

The number of hammer blows required to drive the sampler 18-inches were recorded in 6-inch intervals.

The number of blows required to drive the sampler the final 12-inches is designated as the penetration

resistance or "blow count." The blow counts as recorded in the field are presented on the boring logs.

The samples were retained in 1.5-inch and 2.5-inch diameter by 6-inch long brass tubes contained within

the sampler. The samples were visually classified in the field by a geologist working under the direction

of a California Professional Geologist (PG). The samples were retained in the tubes, placed in a sealed

plastic bag inside a cooler, and transported to our office for sample review and selection of samples for

laboratory testing.

All samples were classified in accordance to the Unified Soil Classification System. Pertinent information

including depths, stratigraphy, soil engineering characteristics, and groundwater occurrence were



recorded. Stratigraphic contacts indicated on the logs represent approximate boundaries between soil

types. The soil and groundwater conditions are those recorded for the dates indicated, and may not

necessarily represent those of other times or locations.

Test borings B-1 and B-2 were extended to depths of 26.5 below ground surface (bgs) and B-3 and B-4

were drilled to 20 feet bgs. B-Pilot was drilled first to establish the general subsurface conditions and

depth to bedrock. Representative bulk samples were obtained from this boring. Borings B-1 through B-4

were sampled using standard geotechnical procedures with Standard Penetration Test (SPT) drive

samples and California Modified samples alternating every five feet.

The B-Pilot boring encountered highly weathered greenstone bedrock at approximately 30 feet below

ground surface. Water was encountered at approximately 18 - 20 feet below ground surface although

this water was possibly perched in this location. The upper four to five feet of the soil profile was

described as Clayey Gravel (GW) and was interpreted as artificial fill. The remaining profile was

described as Clayey Sand (SC) with gravel comprised of well graded, subrounded sand and gravel with

iron oxidation. The material was compact and moist. This material is interpreted as colluvium overlying

heavily weathered greenstone although it may be a mixture of artificial fill and colluvium as these earth

materials are very similar in appearance and composition.

The remaining borings encountered the same general stratigraphic profile with minor variations in the

interpreted depth of fill ranging up to about seven to eight feet in thickness. Bedrock was encountered at

approximately 15 feet in Boring B-4. Groundwater was encountered at approximately 26 feet in Boring B-

2. Logs of the test borings are included in Appendix B.

3.3 Laboratory Testing

3.3.1 Test Methods

Selected soil samples were transported to Cooper Testing Laboratories in Palo Alto, California for further

classification and geotechnical testing. This testing included the following:

Ill Particle Size Analyses (ASTM 0422)

II Atterberg Limits (ASTM 04318)

1111 Modified Proctor test (ASTM 01557)

Ill Direct shear test (ASTM 03080)

Laboratory test results are included in Appendix C.

3.3.2 Summary of Lab Test Results

The above laboratory tests were performed mainly on the colluvium samples. The colluvium classifies

generally as Lean Clayey SAND with Gravel. The particle size analysis on a composite sample from


Golder Associates


depth 3 to 25 feet from test boring B-1shows19.9% gravel, 48% sand, and 32.1% fines. The modified

Proctor test on this sample shows a maximum dry density of 135.8 pounds per cubic foot (pct) and an

optimum moisture content of 8.1 %.

The four Atterberg limit tests performed on four samples from various depths of the four borings show low

plasticity with the liquid limit (LL) ranging from 28 to 37, the plastic limit (PL) ranging from 13 to 19, and

the plasticity index (Pl) ranging from 14 to 18.

The three consolidated drained direct shear strength tests show significantly large effective friction angles

for the colluvium likely due to the presence of gravel. Because of the small size of the shear box relative

to the size of the gravels, the measured shear strength appears to be affected by the gravel. Therefore,

the direct shear test results are considered unconservative for the project.

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4.0 SLOPE STABILITY ANALYSIS

4.1 Methodology

4. 1. 1 Static Analysis

The computer program SLOPEIW (2012 version) which uses two-dimensional, limit equilibrium method,

was used to compute the factors of safety (FS) against potential slope failure at the site. This program

allows both circular and noncircular sliding surfaces to be either defined manually or generated

automatically to search for the lowest FS values. The Morgenstern-Price method was used to compute

factors of safety.

Based on traditional geotechnical practice, a minimum FS of 1.5 is considered acceptable under static

conditions.

4.1.2 Seismic Analysis

Golder performed a rigorous seismic slope stability analysis which included estimation of yield coefficient

for the slope and estimating the seismically induced permanent displacement using a predictive model

developed by Bray and Travasarou (2007). The yield coefficient is the seismic coefficient that results in

pseudo-static FS of 1.

Based on the sate-of-practice for seismic design of earthen slopes (Duncan and Wright, 2005), 3 feet is

considered as the maximum allowable permanent of displacement during the MCE event. To be

conservative, a seismically induces permanent displacement of 1 foot (12 inches) is assumed as the

maximum allowable limit in this report.

4. 1.3 Critical Cross Section Analyzed

Based on a review of the topography of the site and interpreted subsurface conditions at the Pod 30 site,

Golder identified the most critical cross section (A-A') to analyze for stability of exiting slopes adjacent to

the pond expansion. The location of this cross section is shown Figure 3. The geologic profile along

cross section A-A' is shown in Figure 4.

4.2 Material Parameters

As shown in Figure 4, the subsurface profile along cross section A-A' consists of waste rock/artificial fill,

fill/colluvium, and greenstone. The shear strength parameters for waste rock and greenstone were

selected based on Golder's previous slope stability analyses for the East Material Storage Area in

Appendix 11 of Golder (2011). For the fill/colluvium, Golder has assumed a conservative friction angle of

28 degrees, based on the type of materials encounters (i.e., Lean Clayey SAND with GraveD and our

engineering judgment. Table 1 below summarizes the parameters used in the slope stability analyses.



Table 1: Summary of Material Parameters used in the Slope Stability Analyses

Unit Weight Shear Strength Parameters

Material (pcf) Cohesion Friction Angle

(psi) (degrees)

Waste Rock/Artificial Fill1 125 0 35

Fill/Colluvium2 120 0 28

Greenstone 1 165 1,440 23 Notes:

1 Based on Golder (2011) 2 Conservatively assumed value

4.3 Slope Stability under Static Conditions

The slope stability analysis was performed for two conditions using the SLOPE/W computer program.

Because the pond will he lined with a geomembrane, the analyses assume that there would be

groundwater recharge from the pond and would not raise the water table level or lead to seepage forces

on the existing slopes located to the west of the pond.

The first slope stability condition analyzed is the potential for deep-seated slope failure surfaces that

initiate near the toe of existing slope located to the west of the pond and terminating at the pond. The

result of this analysis is shown in Figure 5. The analysis shows a FS of 1.82, which is greater than the

minimum acceptable value of 1.5.

The second condition analyzed the potential for surficial sloughing of the relatively steep existing slopes

located to the west of the pond. The result of this analysis is shown in Figure 6, which shows an

acceptable FS of 1.54.

The results of SLOPE/W analyses are presented in Appendix D.

4.4 Slope Stability under Seismic Conditions

4.4. 1 Yield Coefficient for Seismic Slope Stability Analysis

The yield coefficient (or yield accelerations) for each of the two conditions discussed in Section 4.3 were

estimated from an iterative pseudo-static slope stability analysis using SLOPE/W by varying the input

seismic coefficient. The result of the final iteration for deep-seated slope failure surfaces in shown is

Figure 7, which shows an yield coefficient of 0.215g (where, g is the acceleration due to gravity).

Similarly, the result of the final iteration for surficial sloughing is shown in Figure 8, which shows a yield

coefficient of 0.17g.

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:= February 2015 10 Project No. 1417878

The results of pseudo-static slope stability analyses are also presented in Appendix D.

4.4.2 Seismically Induced Permanent Slope Displacement

The likely magnitude of permanent displacement was estimated using the Bray and Travasarou (2007)

method. The permanent displacement calculations are presented in Appendix E. The calculations for

deep-seated failure surface estimated a permeant displacement of 9.3 inches during the magnitude 8

MCE. Similarly, for surficial sloughing, the estimated permanent displacement is 4.3 inches. Both of

these values are less than the allowable limit of 12 inches discussed in Section 4.1.2.

Table 2 below presents a summary of the static and seismic slope stability analyses.

Table 2: Summary of Static and Seismic Slope Stability Analyses Results

Estimated Permanent Condition Analyzed Static FS

Yield Displacement Coefficient

(inches)

Deep-Seated Failure 1.82 0.215g 9.3

Surficial Sloughing 1.54 0.170g 4.3

lehigh hanson_pond-30 _geotech-report_final v1_ wlf.docx


5.0 CONCLUSIONS AND RECOMMENDATIONS

5.1 Conclusions

It is Golder's opinion that the site is suitable for development of the proposed Pond 30 expansion project.

The results of the static and seismic slope stability analyses discussed in this report show that the

expansion of Pond 30 will not adversely impact stability of the existing slopes either above or below the

ponds. For the pond expansion itself, the static slope stability analysis shows a factor of safety of greater

than the acceptable minimum values of 1.5 for a slip circle intercepting the pond liner. Similarly, the

seismic slope stability analyses estimated seismically induced permanent displacement of less than the

maximum allowable limit of 12 inches.

Based on the encountered soil types and relatively shallow depth to bedrock, there is a low risk of

potential liquefaction. The site is situated approximately 35 feet above the 100-year flood plain for

Permanente Creek so there is a low risk offloading. Although currently deeper, there is the potential that

groundwater could rise to the proposed depth of the pond excavation (-20 feet) and should be accounted

for in the final design for the project with appropriate recommendations for underdrains.

5.2 General Recommendations

The following provide general recommendations based on our investigation and the conceptual plan for

the project. Golder will provide more detailed geotechnical recommendations and specifications in

conjunction with preparation of final designs and construction plans for the project as necessary.

Ill Construction Observation: All earthworks should be observed and tested by a qualified geotechnical engineering company. Construction observation and testing services may include, but not be limited to, foundation subgrade verification, and verification that the placement and compaction of engineered fill complies with recommendations and specifications.

1111 Site Preparation: Prior to excavation and placement of artificial fill, the project area should be stripped to remove the existing vegetation. Golder anticipates that the depth of stripping will be 4- to 6-inches or less. Stripped soils may be stockpiled for re-use as vegetative layer soils.

1111 Earthworks Grading: Site grading is anticipated to primarily consist of the excavation of site soils to create the pond expansion, with more limited placement of engineered fills to achieve desired site grades. The subgrade should be prepared to achieve a firm and unyielding condition. All exposed soil surfaces that will receive fill or pavements should be moisture conditioned as needed and compacted prior to fill placement or surfacing application. Scarification of near-surface soils may be necessary for moistureconditioning, but in no case should scarification extend deeper than 12 inches. Soil should be compacted to the densities provided in the specifications for the project.

Care should be taken to avoid disturbing subgrade soils and foundation soils that will remain in place. Areas which become softened or disturbed during construction should be moisture conditioned and recompacted or removed and replaced with properly placed



and compacted structural fill. Prior to fill placement, fill subgrades should be proof-rolled with a loaded water truck or dump truck to identify yielding conditions. Yielding soils should be moisture-conditioned and recompacted, or excavated and replaced with structural fill.

1111 Fill Materials and Placement: Engineered fill derived from on-site sources may be used to construct the proposed site earthworks. Engineered Fill materials should consist of well graded soils with a maximum particle size of 4 inches and free of organic material, trash or other deleterious materials. Based on the existing laboratory data, the local borrow soils will generally meet the requirements for Engineered Fill.

Engineered Fill materials should be placed in a maximum 6-inch loose thick lift thickness and be compacted to a maximum relative compaction of at least 90 percent and at a moisture content of between -1 and +4 percent of the optimum moisture content in accordance with ASTM D 1557 (Modified Proctor moisture-density relationship).

If density tests taken in the Engineered Fill indicate that compaction is not being achieved due to high or low moisture content, then the fill should be scarified, moistureconditioned, and recompacted. If the required densities cannot be met then the material should be over-excavated and replaced with a suitable material, or if the soils are excessively wet, a soil admixture used to dry the soil.

Earthwork construction during wet weather may significantly increase costs associated with off-site disposal of unsuitable excavated soils, increased control of water, and increased problems with subgrade disturbance and need for soil admixtures, geotextiles, rock working mats, or other stabilization measures to address unsuitable soil conditions. It is therefore recommended that the project earthwork be completed during the dry season (i.e., prior to November 1 annual onset of the rainy season).

Ill Temporary and Permanent Slopes: Golder recommends that permanent Engineered Fill slopes be 2.5H:1V or flatter. Proposed permanent cutslopes should be 2H:1V or flatter.

Permanently exposed slopes should be seeded with an appropriate species of vegetation or covered with an appropriate armoring to reduce erosion and improve stability of the surficial layer of soil. Slopes may experience erosion or sloughing if not well vegetated or covered. In the event that the cuts and fills exceed 20 feet in height, Golder should be contacted so that we can review and revise our recommendations if necessary.

The inclination of temporary slopes is dependent on several variables, including the height of the cut, the soil type and density, the presence of groundwater seepage, construction timing, weather, and surcharge loads from adjacent structures, roads and equipment. In no case should excavation slopes be greater than the limits specified in local, state (Cal-OSHA), and federal (OSHA) safety regulations. Safe temporary slopes are the responsibility of the contractor and should comply with all applicable OSHA and state standards.

Ill Pond Lining: To minimize the potential for damage to the geomembrane liner and consequent leakage, it is recommended that a 0.5-foot-thick bedding layer consisting of soil having particle size no greater than 4.76 millimeters (0.19 inches) be used below the geomembrane. The geomembrane should be tested for leaks and repaired if damage is detected. Underdrains should be considered for the final design as groundwater could be encountered at 20 feet bgs or less.

lehigh hanson_pond-JO_geotech-report_final v1_wlf.docx

Golder ssodates


6.0 USE OF THIS REPORT

This report has been prepared for the exclusive use of Lehigh Hanson Southwest Cement Company for

specific application to the proposed expansion of Pond 30. Golder is not responsible for any

unauthorized use of this report.

The findings, conclusions, and recommendations presented in this report were prepared in accordance

with generally accepted geotechnical engineering practice that exists within the area at the time of the

work. No other warranty, expressed or implied, is made.

The analyses and recommendations contained in this report are based on data obtained from the results

of previous subsurface explorations by others as well as the site reconnaissance and explorations

conducted by Golder. The methods used generally indicate subsurface conditions at the time and

locations explored and sampled. In addition, groundwater conditions can vary with time.

lehigh hanson_pond-30_geotech-report_fimtl v1_wlf.docx


7.0 CLOSING

We appreciate the opportunity to support the Lehigh Hanson Southwest Cement Company on this project

Please call Bill Fowler at (408) 220-9239 if you have any questions, or require clarification of our findings

and recommendations.

GOLDER ASSOCIATES INC.

Nagesh Koragappa, P.E., G.E. Senior Consultant


William L. Fowler, P.G., C.E.G. Principal/Practice Leader


8.0 REFERENCES

Abrahamson, N. A. and Silva W. (2008). Summary of the Abrahamson and Silva NGA Ground-Motion Relations, Earthquake Spectra, Vol. 24, No. 1, pp. 67-98.

Bedrossian, T.L., 1980, Berrocal fault, northern segment: California Division of Mines and Geology Fault Evaluation Report FER-98, microfiche copy in California Division of Mines and Geology Open-File Report 90-11, scale 1 :24,000.

Blake, T.F. Hollingsworth, RA, and Stewart, J.P. (2002). Recommended Procedures for Implementing CDMG Special Publication 117 - Guidelines for Analyzing and Evaluating Seismic Hazards in California: Committee organized through ASCE, Los Angeles Section Geotechnical Group, Published by the Southern California Earthquake Center, 101 p.

Boore, D. and Atkinson, G. (2008). "Ground-Motion Prediction Equations for the Average Horizontal Component of PGA, PGV, and 5%-Damped PSA at Spectral Periods between 0.01 s and 10.0 s," Earthquake Spectra, vol. 24, no. 1, pp. 99-138.

Bray, J.D. and Travasarou, T. (2007). "Simplified Procedure for Estimating Earthquake-Induced Deviatoric Slope Displacements," Journal of Geotechnical and Environmental Engineering, ASCE, Vol. 133, No. 4, pp. 381-392.

California Geological Survey (2008). Special Publication 117, Guidelines for Evaluation and Mitigating Seismic Hazards in California, Revised September.

Campbell, K., Bozorgnia, Y. (2008). NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA, PGV, PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.01to10 s, Earthquake Spectra, vol. 24, No. 1, pp. 139-172.

Chiou, B., Youngs, R. (2008). An NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra. Earthquake Spectra, vol. 24, no. 1, pp. 173-215.

Duncan, J.M. and Wright, S.G. (2005). Soil Strength and Slope Stability, John Wiley & Son, Inc.

Golder Associates Inc. (2011). "Geotechnical Evaluations and Design Recommendations (Revised), Permanente Quarry Plan Update, Santa Clara County, California," November 2011.

Hitchcock, C.S., Kelson, K.I., and Thompson, S.C., 1994, Geomorphic investigations of deformation along the northeastern margin of the Santa Cruz Mountains: U.S. Geological Survey Open-File Report 94-187, 50 p.

Mclaughlin, R.J., 1974, The Sargent-Berrocal fault zone and its relation to the San Andreas fault system in the southern San Francisco Bay region and Santa Clara Valley, California: U.S. Geological Survey Journal of Research, v. 2, no. 5, p. 593-598.

Haugerud, R.A., and Ellen, S.D., 1990, Coseismic ground deformation along the northeast margin of the Santa Cruz Mountains, in Schwartz, D.P., and Ponti, D.J., eds., Field guide to neotectonics of the San Andreas fault system, Santa Cruz Mountains, in light of the Loma Prieta earthquake: U.S. Geological Survey Open-File Report 90-274, p. 32-37.

Hitchcock, C.S., and Kelson, K.I., 1999, Growth of late Quaternary folds in southwest Santa Clara Valley, San Francisco Bay area, California: Implications of triggered slip for seismic hazard and earthquake recurrence: Geology, v. 27, no. 5, p. 391-394.

lehlgh hanson_pond-30_geotech-report_final v1_wlf.docx


Hitchcock, C.S., Kelson, K.I., and Thompson, S.C., 1994, Geomorphic investigations of deformation along the northeastern margin of the Santa Cruz Mountains: U.S. Geological Survey Open-File Report 94-187, 50p.

Langenheim, V.E., Schmidt, K.M., and Jachens, R.C., 1997, Coseismic deformation during the 1989 Loma Prieta earthquake and range-front thrusting along the southwestern margin of the Santa Clara Valley, California: Geology, v. 25, no. 12, p. 1091-1094.

Mclaughlin, RJ., 1974, The Sargent-Berrocal fault zone and its relation to the San Andreas fault system in the southern San Francisco Bay region and Santa Clara Valley, California: U.S. Geological Survey Journal of Research, v. 2, no. 5, p. 593-598.

Mclaughlin, R.J., Langenheim, V.E., Jachens, R.C., Jayko, A.S., Stanley, RG., and Valin, Z.C., 1997, Neogene transpressional range-front deformation, southwestern Silicon Valley, San Francisco Bay region, California [abs.]: EOS, Transactions of the American Geophysical Union, 1997 Annual Fall Meeting, v. 78, no. 46, p. F436.

Mclaughlin, RJ., Sorg, DH, and Helley, E.J., 1996, Constraints on slip histories of thrust faults of the southwestern San Francisco Bay area from geologic mapping investigations: U.S. Geological Survey Open-File Report 96-267, 65-70 p.

Petersen, M.D., Bryant, WA, Cramer, CH, Cao, T., Reichle, M.S., Frankel, AD., Lienkaemper, J.J., McCrory, PA, and Schwartz, D.P., 1996, Probabilistic seismic hazard assessment for the State of California: California Department of Conservation, Division of Mines and Geology Open-File Report 96-08 (also U.S. Geological Open-File Report 96-706), 33 p.

Rogers, TH., and Armstrong, C.F., 1971, Environmental geologic analysis, Santa Cruz Mountains study area, Santa Clara County, California: California Division of Mines and Geology Open-File Report 72-21, scale 1:24,000.

Rogers, TH, and Williams, J.W., 1974, Potential seismic hazards in Santa Clara County: California Division of Mines and Geology Special Report 107, 39 p., scale 1:62,500.

Sorg, D.H., and Mclaughlin, R.J., 1975, Geologic map of the Sargent-Berrocal fault zone between Los Gatos and Los Altos Hills, Santa Clara County, California: U.S. Geological Survey Miscellaneous Field Studies Map MF-643, scale 1 :24,000.


Golder ssodates

Golder Associates

Golder Associates Inc. 425 Lakeside Drive

Sunnyvale, CA 94085 USA Tel: (408) 220-9223 Fax: (408) 220-9224

Golder, Golder Associatss and the GA globe design are trademarks of Golder Associates Corporation

NOTES 1, TOPOGRAPHIC MAP OBTAINED FROM THE USGS NATIONAL MAP (www.nationalrnap.org}

2. IMAGE NOT TO SCALE.

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Pond 30 Information Pond 30 Capacity Information Pond Floor Elevation 542.10 ft amsl Title 27 Freeboard 0.00 7.55 7.55 551.00 551.00 543.00 Downstream Toe Elevation 550.03 ft amsl Dam Freeboard 0.00 10.28 10.28 553.00 553.00 543.00 Spillway Invert Elevation 553.00 ft amsl Spillway Crest 0.00 10.28 10.28 553.00 553.00 543.00 Embankment Crest Elevation 555.00 ft amsl Embankment Crest 0.00 13.32 13.32 555.00 555.00 543.00

Sta• e-Storage Curve Information Elevation Pond Surface Area Capacity I, POND 30 STAGE-STORAGE CURVE

If!\ lsauare-ft\ I acres\ lacre-ft\ ~ 557 ' ' ' ' ' ' ' ' ' 542.10 328 0.01 0.00 y = -5E-05:x6 + 0.0023x5 -0.0388x4 + 0.3132x3 -1.2817x2 + 3.4181x + 542.44 [

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K:\2014 Projects\1417878 Lehigh Pond 30\CIVlL 30\IN PROGRESS (TEMPORARY)\CDJ\20150113_Pond30.xlsx/Stage-Storage Curve Golder Associates

1/13/2015 1417878

Pond 30 (EMSAl catchment parameters

Area Area Curve lft2 l (acres) Number

s 4,454,059 102.3 70 4.29

Month Average Unit Runoff, Incremental Runoff Cumulative Runoff Pond Stage

Precip1 (in) Q (in) Volume (ac-ft) Volume (ac-ft) (ft)

October 0.89 0.00 0.00 0.00 542.45

November 2.92 0.67 5.71 5.71 549.46

December 4.25 1.50 12.77 18.49 Overflow

January 3.37 0.93 7.91 26.40 Overflow

February 5.59 2.48 21.16 47.57 Overflow

March 2.90 0.66 5.62 53.18 Overflow

April 1.68 0.13 1.13 54.31 Overflow

May 0.46 0.04 0.35 54.66 Overflow

June 0.08 0.17 1.47 56.13 Overflow

July 0.00 0.00 0.00 56.13 Overflow

August 0.01. 0.21 1.78 57.91 Overflow

September 0.06 0.18 1.55 59.46 Overflow

Notes:

1 Average annual precipitation data from Los Altos Hills weather station (1999-2006 & 2009).

K:12014 Projects\1417878 Lehigh Pond 301c1v1L 30\IN PROGRESS (TEMPORARY)ICDJ120150113_Pond30.x1sx1storm season Filling (Simple) Golder ASSOCiates

'"-'L=ab~o'-'-r=at=o-'-'r1=·es==L-=-=-n=c.-----1ll~V~. ______________ _ Environmental Testing Laboratory Since 1949

Date of Report: 02/26/2015

George Wegmann

Golder Associates

425 Lakeside Drive Sunnyvale, CA 94085

Client Project:

BCL Project:

BCL Work Order:

Invoice ID:

063-7109-916

Lehigh NPDES

1503204

8196722

Enclosed are the results of analyses for samples received by the laboratory on 2/9/2015. If you have any questions concerning this report, please feel free to contact me.

Sincerely,

Contact Person: Vanessa Sandoval

Client Service Rep

Authorized Signature

Certifications: CA ELAP #1186; NV #CA00014; OR ELAP #4032-001; AK UST101

711e results in this report apply lo rhe samples analyzed in accordance with the chain of cus1ody docume11/. This a11a!ytical report must be reproduced in its entirely. All results listed in this report are for the exclusive use of the submitting party. BC LabGratorics, Inc. assumes no responsibility for report alteration, separation, detachment or third party interpretation

Report ID: 1000328743 4100 Atlas Court Bakersfield, CA 93308 (661) 327-4911 FAX (661) 327-1918 www.bclabs.com Page 1 of27

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GEOTECHNICAL REPORT FOR THE EXPANSION OF POND 30 Permanente Quarry, Lehigh Hanson Southwest Cement

Submitted To: Lehigh Hanson Southwest Cement 24001 Stevens Creek Boulevard Cupertino, CA 95014

Submitted By: Golder Associates Inc. 425 Lakeside Drive Sunnyvale, CA 94085 USA

Distribution: Lehigh Hanson (PDF e-file)



(!/)1 Golder Associates


Table of Contents

1.0

2.0

2.1

2.2

2.3

INTRODUCTION ............................................................................................................................ 1

SITE SETTING AND GEOLOGIC CONDITIONS .......................................................................... 2

2.3.1

2.3.2

Topography ................................................................................................................................ 2

Regional Geologic Setting............................ . ............................................................. 2

Seismic Setting.......... ................ . ..................................... 3

Structural and Tectonic Setting ..................... . . ........................................................... 3

Seismicity ............................................................................................................................... 3

2.4 Geologic Hazards ......................................................................................................................... 4

3.0 INVESTIGATION FOR POND 30 .................................................................................................... 5

3.1 Review of Aerial Photos ............................................................................................................... 5

3.2 Golder Field Exploration and Subsurface Conditions ................................................................. 5

3.3 Laboratory Testing................... .................... ..... ................. ............. . .............. 6

3.3.1 Test Methods................................................................................... .............. .. 6

3.3.2 Summary of Lab Test Results.............. ................ . ............................................................. 6

4.0 SLOPE STABILITY ANALYSIS............. ..................... .... ......... ............. . .. 8

4.1 Methodology ............................................................................................................................... 8

4.1.1 Static Analysis............................ . ....................................................................... 8

4.1.2 Seismic Analysis ...................................................................................................................... 8

4.1.3 Critical Cross Section Analyzed ............................................................................................... 8

4.2 Material Parameters ...................................... . ......................................................... 8

4.3 Slope Stability under Static Conditions ........................................................................................ 9

4.4 Slope Stability under Seismic Conditions .................................................................................... 9

4.4.1 Yield Coefficient for Seismic Slope Stability Analysis .............................................................. 9

4.4.2 Seismically Induced Permanent Slope Displacement ........................................................... 10

5.0 CONCLUSIONS AND RECOMMENDATIONS .............................................................................. 11

5.1 Conclusions ................................................................................................................................ 11

5.2 General Recommendations ...................................................................................................... 11

6.0 USE OF THIS REPORT ................................................................................................................. 13

7.0 CLOSING ...................................................................................................................................... 14

8.0 REFERENCES ............................................................................................................................... 15

List of Tables

Table 1 Table 2

Summary of Material Parameters Used in the Stability Analyses Summary of Static and Seismic Slope Stability Analyses Results

List of Figures

Figure 1 Location Map

le high hanson_pond-30_geotech-report_final v1_wlf .docx • lflA; Golder 'BAssociates

---------------------·----•) Y--- ---·-·---·--~ .- ---~--~~:---=-=---=--~-----=-

February 2015

Conceptual Layout - Pond 30 Expansion Geologic Map and Locations of Test Borings Geologic Cross Section A-A'

ii Project No. 1417878

Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7

Results of Static Slope Stability Analysis, Trial Surface Terminating at the Pond Results of Static Slope Stability Analysis, Surficial Trial Surface within Existing Slope Results of Pseudo-Static Slope Stability Analysis to Estimate Yield Acceleration

List of Appendices

Appendix A Appendix B Appendix C Appendix D Appendix E

Estimation of PGA and Acceleration Spectra for Maximum Credible Earthquake Test Boring Logs Laboratory Test Results Slope Stability Analysis Results Estimation of Seismically Induced Permanent Displacement


.Golder .Associates


1.0 INTRODUCTION

Golder Associates Inc. (Golder) is submitting this geotechnical report for the proposed expansion of Pond

30 at Lehigh Hanson's Permanente Quarry located in Cupertino, California (Figure 1). This report

summarizes the results of our field investigation, laboratory testing, and slope stability analyses.

The location of the proposed existing Pond 30 and the proposed grading for its expansion are shown in

Figure 2. The pond is located along the southeast margin of the East Material Storage Area. Review of

historical aerial photos show that the proposed pond expansion site is located on a level bench graded for

construction of industrial buildings associated with the former Kaiser Aluminum Plant. The buildings were

demolished in 2002, and the pad was used for an equipment lay-down and staging area, stockpile for

aggregate materials, as well as for storm drainage management (i.e., existing pond 30 and associated

inlet channel). The expanded pond has a surface area of approximately 1.5 acres with a storage depth -·· ---·-"-·----- •"'-"''"'-'' ________ ,, _________ _

of approximately 13 feet. The pond will be constructed entirely in excavation below existing ground -----------~-------

surface. The approximate storage capacity of the pond is - 7_Y, acre-feet. The conceptual design of the

pond incl~des a geomembrane liner to prevent i~ltratio~. , , yt L I ( _,' 7 c /) ,, ,.7 I""' L ' 7 t c '

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7

<JI' Golder Associates


2.0 SITE SETTING AND GEOLOGIC CONDITIONS

The following sections summarize the regional topographic, geologic, and seismic setting; and describe

the specific geologic conditions in the area of Pond 30.

2.1 Topography

The Permanente Quarry and Cement Plant are situated in the foothills of the rugged, northwest-trending

Santa Cruz Mountains segment of the California Coast Ranges. Topography in the area consists of

moderately to steeply-sloped terrain with rounded ridges and drainages. Relief at the project site ranges

from about 2000 feet along the higher ridge crests to less than 500 feet mean sea level (msl) along the

eastern portions of Permanente Creek. Average natural slope angles are typically around 25'. The

steepest natural slopes are on the order of 40' over smaller slope heights (100-200 feet) and generally

correspond to limestone outcrops.

At the Pond 30 expansion area, the topography is a flat and level bench (el. -560 feet amsl) created by

excavation of a cutslope to the north, and placement of fill along the outboard edge of the pad. The pad

was graded to accommodate construction of the former Kaiser Aluminum plant in the 1940's. The

building were demolished in 2002. The pad is long and narrow (-2500 feet long by -200 feet wide) and

the alignment of the pad is parallel to the alignment of Permanente Creek.

2.2 Regional Geologic Setting

The majority of the subject property is underlain by complexly deformed and faulted rocks of the

Franciscan Assemblage (Golder, 2011 ). The eastern portion of the site, is underlain in locations by Plio

Pleistocene rocks of the Santa Clara Formation. Overlying the bedrock are modern alluvial deposits

associated with Permanente Creek (restricted to the eastern portion of the property), and relatively

shallow surficial deposits comprised of soil and colluvium.

The Santa Clara Formation overlies the Franciscan Assemblage rocks in the central and eastern portion

of the property including the EMSA area where it occurs as remnant patches of terrane overlying the

Franciscan Assemblage and is locally in fault contact along the Sargent Berrocal fault. (Golder, 2011).

The Santa Clara Formation is a continental fluvial and alluvial deposit that is composed of unconsolidated

to slightly consolidated conglomerate, sandstone, siltstone, and claystone (Vanderhurst, 1981). Uplift of

the Coast Ranges during this time resulted in increased erosion of the mountains and deposition of the

Santa Clara Formation. The contact between the Franciscan rocks and Santa Clara Formation is

considered to be unconformable, with the Santa Clara Formation deposited on an eroded Franciscan

terrain (Rogers and Armstrong, 1973). Subsequent uplift of the nearby foothills along the Monte Vista

fault, which lies along the margin of the valley floor to the east of the Quarry, has resulted in deformation

of the Santa Clara Formation.


c Golder Associates


2.3 Seismic Setting

2.3.1 Structural and Tectonic Setting

The San Andreas Fault zone is located approximately 2 miles southwest of the quarry (Golder, 2011 ).

The Sargent-Berrocal Fault Zone (SBFZ), part of the Santa Cruz Mountains front-range thrust fault

system, parallels the San Andreas to the east and forms the eastern-most structural boundary to the

Permanente Terrain.

Near the Permanente Site, the SBFZ consists of two northwest-trending, sub-parallel faults, namely the

northeastern-most Monta Vista Fault Zone and the southwestern-most Berrocal Fault Zone (Sorg and

Mclaughlin, 1975). The combined fault zone is located in a complex contractional system of generally

northeastward-vergent thrust and reverse faults that bound the northeastern side of the Santa Cruz

Mountains (Mclaughlin and others, 1997). This thrust system has been described as an eastward

propagating half-flower structure that roots toward the San Andreas fault zone.

The Monte Vista strand of the fault zone is located approximately 800 feet to the northeast of the

proposed Pond 30 expansion area. A strand of the Berrocal Fault Zone runs through the central portion

of site and about 3100 feet west of the Pond 30 area (Sorg and Mclaughlin, 1975). This fault forms a

structural boundary between Franciscan basement rocks to the west, and Franciscan rocks overlain by

Santa Clara formation rocks to the east. The Berrocal Fault Zone is not considered an active fault by the

California Geologic Survey, it is classified as older than 1.6 million years (CGS, 2010). However,

mapping of the Berrocal and Monte Vista faults following the 1989 Loma Prieta earthquake documented

minor distributed coseismic contractional deformation in the Cupertino foothills to the northeast of the

Permanente site (Hitchcock, et al, 1994).

2.3.2 Seismicity

The Permanente Site is located within the San Francisco Bay Area, which is a region characterized by

relatively high seismicity. Golder evaluated potential seismic impacts for the project resulting from a

maximum credible earthquake (MCE) on the San Andreas Fault. The MCE is defined as "the maximum

earthquake that appears capable of occurring under the presently known tectonic framework." The MCE

would be a moment magnitude (Mw) 8 event along the San Andreas Fault, which is assumed to be slightly

higher than the Mw 7.9 San Francisco earthquake of 1906.


(I"\ Golder Associates

February 2015

Golder estimated the peak ground

the acceleration

acceleration

using the

(PGA) and

spectra for the MCE

Next Generation

Attenuation (NGA) relationships

developed by Abrahamson and Silva

(2008), Boore and Atkinson (2008),

Chiou and Youngs (2008), and

Campbell and Bozorgnia (2008).

The computed values from the four

relationships were equally weighted

(0.25 each) to estimate spectral

accelerations as a function of

magnitude, source-to-site distance,

and fault geometry and for an

average shear wave velocity in the

upper 30 meters (100 feet) of the soil

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4 Project No. 1417878

5%-Ilamp-ed Pseudo-Absolute Median Acceleration Response Spectrum

10 . ..

~

0.1

0.01

0.001 0.01

' i .

I

0.1

I .

.. I

.....

.

Period (s)

column (V,30 ) equal to 760 meters per second (2,500 feet per second). The calculations are presented

in Appendix A. Golder estimates that the design PGA is 0.48g for the site. The median acceleration

spectrum is included here for reference.

2.4 Geologic Hazards

The geologic hazards evaluated for the proposed project include the potential for ground rupture, slope

instability, liquefaction and lateral spreading, consolidation settlement, and potential flooding associated

with the proposed project. The geologic hazards that could impact the proposed pond expansion are

limited to ground shaking and slope instability.

The risk associated with ground rupture is considered negligible since the project site is not situated on a

known Holocene fault. Liquefaction is not considered a hazard because of the presence of significant

fines (silts and clays) in the soil underlying the proposed project site, and the relatively shallow depth to

bedrock. Consolidation settlement is not considered a risk since the pond will be excavated and therefore

the site will be unloaded and not subject to induced settlement. The site is located approximately 35 feet

above the 100-year flood plain for Permanente Creek and therefore the risk associated with flooding is

considered low. Tsunami and Seiche are not hazards due to the site location and elevation.

Slope instability, and the relative risk to the project, is discussed in more detail in Section 4.


Golder · Associates


3.0 INVESTIGATION FOR POND 30

3.1 Review of Aerial Photos

A review of various stereoscopic aerial photographs and Google Earth images dating back to 1948 was

conducted to: (1) evaluate the past grading and development activities in the area, (2) prepare a geologic

map of surficial deposits and bedrock, and (3) identify any obvious signs of ground distress related to

slope instability.

The earliest set of aerial photographs (1948) show the Kaiser Aluminum buildings present on a graded

pad. There are three buildings in the general area of the proposed Pond 30 expansion. There is

relatively tall cutslope visible behind the northern two buildings. There is earthwork and grading activities

associated with development of roads up to the buildings. The slope below the pad to the north, and the

hillside above the buildings are covered with orchard and are native ground. Site conditions remain

similar until late 2002 when the buildings were demolished and the land use changed to material

stockpiles and equipment lay down. No evidence of slope instability was observed in the hillside terrain

above or below the proposed pond expansion area.

3.2 Golder Field Exploration and Subsurface Conditions

On January 8-9, 2015, Golder performed a subsurface exploration consisting of four test borings at the

proposed Pond 30 expansion site. The test borings are designated as B-1, B-2, B-3, B-4, and B-Pilot,

the locations of which are shown in Figure 3.

The borings were advanced with a truck-mounted, CME 85 drill rig turning a continuous flight, 8-inch

diameter, hollow-stem auger. During the drilling process, disturbed, but representative, soil samples were

obtained at 5-foot intervals. The samples were obtained by using a 1.5-inch (ID) Standard Penetration

Sampler and a California Modified Sampler driven by a 140-pound hammer falling freely for 30-inches.

The number of hammer blows required to drive the sampler 18-inches were recorded in 6-inch intervals.

The number of blows required to drive the sampler the final 12-inches is designated as the penetration

resistance or "blow count." The blow counts as recorded in the field are presented on the boring logs.

The samples were retained in 1.5-inch and 2.5-inch diameter by 6-inch long brass tubes contained within

the sampler. The samples were visually classified in the field by a geologist working under the direction

of a California Professional Geologist (PG). The samples were retained in the tubes, placed in a sealed

plastic bag inside a cooler, and transported to our office for sample review and selection of samples for

laboratory testing.

All samples were classified in accordance to the Unified Soil Classification System. Pertinent information

including depths, stratigraphy, soil engineering characteristics, and groundwater occurrence were

lehigh hanson_pond-30_geotech-report_final v1_wlf,docx

<ft Golder Associates


recorded. Stratigraphic contacts indicated on the logs represent approximate boundaries between soil

types. The soil and groundwater conditions are those recorded for the dates indicated, and may not

necessarily represent those of other times or locations.

Test borings B-1 and B-2 were extended to depths of 26.5 below ground surface (bgs) and B-3 and B-4

were drilled to 20 feet bgs. B-Pilot was drilled first to establish the general subsurface conditions and

depth to bedrock. Representative bulk samples were obtained from this boring. Borings B-1 through B-4

were sampled using standard geotechnical procedures with Standard Penetration Test (SPT) drive

samples and California Modified samples alternating every five feet.

The B-Pilot boring encountered highly weathered greenstone bedrock at approximately 30 feet below

ground surface. Water was encountered at approximately 18 - 20 feet below ground surface although

this water was possibly perched in this location. The upper four to five feet of the soil profile was

described as Clayey Gravel (GW) and was interpreted as artificial fill. The remaining profile was

described as Clayey Sand (SC) with gravel comprised of well graded, subrounded sand and gravel with

iron oxidation. The material was compact and moist. This material is interpreted as colluvium overlying

heavily weathered greenstone although it may be a mixture of artificial fill and colluvium as these earth

materials are very similar in appearance and composition.

The remaining borings encountered the same general stratigraphic profile with minor variations in the

interpreted depth of fill ranging up to about seven to eight feet in thickness. Bedrock was encountered at

approximately 15 feet in Boring B-4. Groundwater was encountered at approximately 26 feet in Boring B-

2. Logs of the test borings are included in Appendix B.

3.3 Laboratory Testing

3.3.1 Test Methods

Selected soil samples were transported to Cooper Testing Laboratories in Palo Alto, California for further

classification and geotechnical testing. This testing included the following:

Ill Particle Size Analyses (ASTM 0422)

Ill Atterberg Limits (ASTM 04318)

Ill Modified Proctor test (ASTM 01557)

Ill Direct shear test (ASTM 03080)

Laboratory test results are included in Appendix C.

3.3.2 Summary of Lab Test Results

The above laboratory tests were performed mainly on the colluvium samples. The colluvium classifies

generally as Lean Clayey SANO with Gravel. The particle size analysis on a composite sample from

lehigh hanson_pond-30 _geotech-report_final v1_wlf.docx

(fjjtGolder .Associates


depth 3 to 25 feet from test boring B-1 shows 19.9% gravel, 48% sand, and 32.1% fines. The modified

Proctor test on this sample shows a maximum dry density of 135.8 pounds per cubic foot (pcf) and an

optimum moisture content of 8.1%.

The four Atterberg limit tests performed on four samples from various depths of the four borings show low

plasticity with the liquid limit (LL) ranging from 28 to 37, the plastic limit (PL) ranging from 13 to 19, and

the plasticity index (Pl) ranging from 14 to 18.

The three consolidated drained direct shear strength tests show significantly large effective friction angles

for the colluvium likely due to the presence of gravel. Because of the small size of the shear box relative

to the size of the gravels, the measured shear strength appears to be affected by the gravel. Therefore,

the direct shear test results are considered unconservative for the project.

lehfgh hanson_pond-30_geotech-report_final v1_wlf.docx

.Golder Associates


4.0 SLOPE STABILITY ANALYSIS

4.1 Methodology

4. 1. 1 Static Analysis

The computer program SLOPE/W (2012 version) which uses two-dimensional, limit equilibrium method,

was used to compute the factors of safety (FS) against potential slope failure at the site. This program

allows both circular and noncircular sliding surfaces to be either defined manually or generated

automatically to search for the lowest FS values. The Morgenstern-Price method was used to compute

factors of safety.

Based on traditional geotechnical practice, a minimum FS of 1.5 is considered acceptable under static

conditions.

4.1.2 Seismic Analysis

Golder performed a rigorous seismic slope stability analysis which included estimation of yield coefficient

for the slope and estimating the seismically induced permanent displacement using a predictive model

developed by Bray and Travasarou (2007). The yield coefficient is the seismic coefficient that results in

pseudo-static FS of 1.

Based on the sate-of-practice for seismic design of earthen slopes (Duncan and Wright, 2005), 3 feet is

considered as the maximum allowable permanent of displacement during the MCE event. To be

conservative, a seismically induces permanent displacement of 1 foot (12 inches) is assumed as the

maximum allowable limit in this report.

4.1.3 Critical Cross Section Analyzed

Based on a review of the topography of the site and interpreted subsurface conditions at the Pod 30 site,

Golder identified the most critical cross section (A-A') to analyze for stability of exiting slopes adjacent to

the pond expansion. The location of this cross section is shown Figure 3. The geologic profile along

cross section A-A' is shown in Figure 4.

4.2 Material Parameters

As shown in Figure 4, the subsurface profile along cross section A-A' consists of waste rock/artificial fill,

fill/colluvium, and greenstone. The shear strength parameters for waste rock and greenstone were

selected based on Golder's previous slope stability analyses for the East Material Storage Area in

Appendix 11 of Golder (2011). For the fill/colluvium, Golder has assumed a conservative friction angle of

28 degrees, based on the type of materials encounters (i.e., Lean Clayey SAND with Grave~ and our

engineering judgment. Table 1 below summarizes the parameters used in the slope stability analyses.

lehigh hanson_pond-30_geotech-report_flnal v1_wlf.docx

Golder Associates


Table 1: Summary of Material Parameters used in the Slope Stability Analyses

Unit Weight Shear Strength Parameters

Material (pcf) Cohesion Friction Angle

{psi) (degrees)

Waste Rock/Artificial Fill1 125 0 35

Fill/Colluvium2 120 0 28

Green stone 1 165 1,440 23 Notes:

1 Based on Golder(2011) 2 Conservatively assumed value

4.3 Slope Stability under Static Conditions

The slope stability analysis was performed for two conditions using the SLOPE/W computer program.

Because the pond will be lined with a geomembrane, the analyses assume that there would be

groundwater recharge from the pond and would not raise the water table level or lead to seepage forces

on the existing slopes located to the west of the pond.

The first slope stability condition analyzed is the potential for deep-seated slope failure surfaces that

initiate near the toe of existing slope located to the west of the pond and terminating at the pond. The

result of this analysis is shown in Figure 5. The analysis shows a FS of 1.82, which is greater than the

minimum acceptable value of 1.5.

The second condition analyzed the potential for surficial sloughing of the relatively steep existing slopes

located to the west of the pond. The result of this analysis is shown in Figure 6, which shows an

acceptable FS of 1.54.

The results of SLOPE/W analyses are presented in Appendix D.

4.4 Slope Stability under Seismic Conditions

4.4.1 Yield Coefficient for Seismic Slope Stability Analysis

The yield coefficient (or yield accelerations) for each of the two conditions discussed in Section 4.3 were

estimated from an iterative pseudo-static slope stability analysis using SLOPE/W by varying the input

seismic coefficient. The result of the final iteration for deep-seated slope failure surfaces in shown is

Figure 7, which shows an yield coefficient of 0.215g (where, g is the acceleration due to gravity).

Similarly, the result of the final iteration for surficial sloughing is shown in Figure 8, which shows a yield

coefficient of 0.17g.

lehigh hanson_pond-30_geotech-report_final v1_wlf.docx:

--~-

1'141 Golder '2.:i'Associates

February 2015 10 Project No. 1417878 -- - - - ------

:: -::- ::::_':C::::_·:'::::::::::C':=-·::c:_ -- - - - - - -- - -- - ---

The results of pseudo-static slope stability analyses are also presented in Appendix D.

4.4.2 Seismically Induced Permanent Slope Displacement

The likely magnitude of permanent displacement was estimated using the Bray and Travasarou (2007)

method. The permanent displacement calculations are presented in Appendix E. The calculations for

deep-seated failure surface estimated a permeant displacement of 9.3 inches during the magnitude 8

MCE. Similarly, for surficial sloughing, the estimated permanent displacement is 4.3 inches. Both of

these values are less than the allowable limit of 12 inches discussed in Section 4.1.2.

Table 2 below presents a summary of the static and seismic slope stability analyses.

Table 2: Summary of Static and Seismic Slope Stability Analyses Results

Condition Analyzed Static FS

Deep-Seated Failure 1.82

Surficial Sloughing 1.54


Yield Coefficient

0.215g

0.170g

Estimated Permanent Displacement

(inches)

9.3

4.3

Golder Associates


5.0 CONCLUSIONS AND RECOMMENDATIONS

5.1 Conclusions

It is Golder's opinion that the site is suitable for development of the proposed Pond 30 expansion project.

The results of the static and seismic slope stability analyses discussed in this report show that the

expansion of Pond 30 will not adversely impact stabUi!Y of the existing slopes either above or below the -- -··------------------"""--~··- --" -- -,,-·-------~------------------------.

ponds. For the pond expansion itself, the static slope stability analysis shows a factor of safety of greater

than the acceptable minimum values of 1.5 for a slip circle intercepting the pond liner. Similarly, the

seismic slope stability analyses estimated seismically induced permanent displacement of less than the

maximum allowable limit of 12 inches.

Based on the encountered soil types and relatively shallow depth to bedrock, there is a low risk of

potential liquefaction. The site is situated approximately 35 feet above the 100-year flood plain for

Permanente Creek so there is a low risk of flooding. Although currently deeper, there is the potential that

groundwater could riseio tlie proposed depth of the pond excavation (-20 feet) and should be accounted

for in the final design for the project with appropriate recommendations for underdrains.

5.2 General Recommendations

The following provide general recommendations based on our investigation and the conceptual plan for

the project. Golder will provide more detailed geotechnical recommendations and specifications in

conjunction with preparation of final designs and construction plans for the project as necessary.

II Construction Observation: All earthworks should be observed and tested by a qualified geotechnical engineering company. Construction observation and testing services may include, but not be limited to, foundation subgrade verification, and verification that the placement and compaction of engineered fill complies with recommendations and specifications.

Ill Site Preparation: Prior to excavation and placement of artificial fill, the project area should be stripped to remove the existing vegetation. Golder anticipates that the depth of stripping will be 4- to 6-inches or less. Stripped soils may be stockpiled for re-use as vegetative layer soils.

Ill Earthworks Grading: Site grading is anticipated to primarily consist of the excavation of site soils to create the pond expansion, with more limited placement of engineered fills to achieve desired site grades. The subgrade should be prepared to achieve a firm and unyielding condition. All exposed soil surfaces that will receive fill or pavements should be moisture conditioned as needed and compacted prior to fill placement or surfacing application. Scarification of near-surface soils may be necessary for moistureconditioning, but in no case should scarification extend deeper than 12 inches. Soil should be compacted to the densities provided in the specifications for the project.

Care should be taken to avoid disturbing subgrade soils and foundation soils that will remain in place. Areas which become softened or disturbed during construction should be moisture conditioned and recompacted or removed and replaced with properly placed

lehigh hanson_pond-30__geotech-report_final v1_wlf.docx

{fj~Golder .Associates

-::_c'c;:·-,-.~~-:~

.;'.._,;~t~;·:-:?:;,;:::--- February 2015 12 Project No. 1417878

and compacted structural fill. Prior to fill placement, fill subgrades should be proof-rolled with a loaded water truck or dump truck to identify yielding conditions. Yielding soils should be moisture-conditioned and recompacted, or excavated and replaced with structural fill.

1111 Fill Materials and Placement: Engineered fill derived from on-site sources may be used to construct the proposed site earthworks. Engineered Fill materials should consist of well graded soils with a maximum particle size of 4 inches and free of organic material, trash or other deleterious materials. Based on the existing laboratory data, the local borrow soils will generally meet the requirements for Engineered Fill.

Engineered Fill materials should be placed in a maximum 6-inch loose thick lift thickness and be compacted to a maximum relative compaction of at least 90 percent and at a moisture content of between -1 and +4 percent of the optimum moisture content in accordance with ASTM D 1557 (Modified Proctor moisture-density relationship).

If density tests taken in the Engineered Fill indicate that compaction is not being achieved due to high or low moisture content, then the fill should be scarified, moistureconditioned, and recompacted. If the required densities cannot be met then the material should be over-excavated and replaced with a suitable material, or if the soils are excessively wet, a soil admix1ure used to dry the soil.

Earthwork construction during wet weather may significantly increase costs associated with off-site disposal of unsuitable excavated soils, increased control of water, and increased problems with subgrade disturbance and need for soil admixtures, geotextiles, rock working mats, or other stabilization measures to address unsuitable soil conditions. It is therefore recommended that the project earthwork be completed during the dry season (i.e., prior to November 1 annual onset of the rainy season).

1111 Temporary and Permanent Slopes: Golder recommends that permanent Engineered Fill slopes be 2.5H:1V or flatter. Proposed permanent cutslopes should be 2H:1V or flatter.

PeITTlanently exposed slopes should be seeded with an appropriate species of vegetation or covered with an appropriate armoring to reduce erosion and improve stability of the surficial layer of soil. Slopes may experience erosion or sloughing if not well vegetated or covered. In the event that the cuts and fills exceed 20 feet in height, Golder should be contacted so that we can review and revise our recommendations if necessary.

The inclination of temporary slopes is dependent on several variables, including the height of the cut, the soil type and density, the presence of groundwater seepage, construction timing, weather, and surcharge loads from adjacent structures, roads and equipment. In no case should excavation slopes be greater than the limits specified in local, state (Cal-OSHA), and federal (OSHA) safety regulations. Safe temporary slopes are the responsibility of the contractor and should comply with all applicable OSHA and state standards.

1111 Pond Lining: To minimize the potential for damage to the geomembrane liner and consequent leakage, it is recommended that a 0.5-foot-thick bedding layer consisting of soil having particle size no greater than 4.76 millimeters (0.19 inches) be used below the geomembrane. The geomembrane should be tested for leaks and repaired if damage is detected. Underdrains should be considered for the final design as groundwater could be encountered at 20 feet bgs or less.


_Golder Associates


6.0 USE OF THIS REPORT

This report has been prepared for the exclusive use of Lehigh Hanson Southwest Cement Company for

specific application to the proposed expansion of Pond 30. Golder is not responsible for any

unauthorized use of this report.

The findings, conclusions, and recommendations presented in this report were prepared in accordance

with generally accepted geotechnical engineering practice that exists within the area at the time of the

work. No other warranty, expressed or implied, is made.

The analyses and recommendations contained in this report are based on data obtained from the results

of previous subsurface explorations by others as well as the site reconnaissance and explorations

conducted by Golder. The methods used generally indicate subsurface conditions at the time and

locations explored and sampled. In addition, groundwater conditions can vary with time.

lehigh hanson_pond-3D_geotech-report_final v1_wlf.docx

(jtGolder .Associates


7.0 CLOSING

We appreciate the opportunity to support the Lehigh Hanson Southwest Cement Company on this project.

Please call Bill Fowler at (408) 220-9239 if you have any questions, or require clarification of our findings

and recommendations.

GOLDER ASSOCIATES INC.

Nagesh Koragappa, P.E., G.E. Senior Consultant


sioNAL Gt: y_,S 0(

(;- 00 ({ WILLIAM L. FOWLER °0,

William L. Fowler, P.G, C.E.G. Principal/Practice Leader

Golder Associates


8.0 REFERENCES

Abrahamson, N. A. and Silva W. (2008). Summary of the Abrahamson and Silva NGA Ground-Motion Relations, Earthquake Spectra, Vol. 24, No. 1, pp. 67-98.

Bedrossian, T.L., 1980, Berrocal fault, northern segment: California Division of Mines and Geology Fault Evaluation Report FER-98, microfiche copy in California Division of Mines and Geology Open-File Report 90-11, scale 1:24,000.

Blake, T.F. Hollingsworth, R.A., and Stewart, J.P. (2002). Recommended Procedures for Implementing CDMG Special Publication 117 - Guidelines for Analyzing and Evaluating Seismic Hazards in California: Committee organized through ASCE, Los Angeles Section Geotechnical Group, Published by the Southern California Earthquake Center, 101 p.

Boore, D. and Atkinson, G. (2008). "Ground-Motion Prediction Equations for the Average Horizontal Component of PGA, PGV, and 5%-Damped PSA at Spectral Periods between 0.01 s and 10.0 s," Earthquake Spectra, vol. 24, no. 1, pp. 99-138.

Bray, J.D. and Travasarou, T. (2007). "Simplified Procedure for Estimating Earthquake-Induced Deviatoric Slope Displacements," Journal of Geotechnical and Environmental Engineering, ASCE, Vol. 133, No. 4, pp. 381-392.

California Geological Survey (2008). Special Publication 117, Guidelines for Evaluation and Mitigating Seismic Hazards in California, Revised September.

Campbell, K., Bozorgnia, Y. (2008). NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA, PGV, PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.01 to 10 s, Earthquake Spectra, vol. 24, No. 1, pp. 139-172.

Chiou, B., Youngs, R. (2008). An NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra. Earthquake Spectra, vol. 24, no. 1, pp. 173-215.

Duncan, J.M. and Wright, S.G. (2005). Soil Strength and Slope Stability, John Wiley & Son, Inc.

Golder Associates Inc. (2011). "Geotechnical Evaluations and Design Recommendations (Revised), Permanente Quarry Plan Update, Santa Clara County, California," November 2011.


Mclaughlin, R.J., 1974, The Sargent-Berrocal fault zone and its relation to the San Andreas fault system in the southern San Francisco Bay region and Santa Clara Valley, California: U.S. Geological Survey Journal of Research, v. 2, no. 5, p. 593-598.

Haugerud, R.A., and Ellen, S.D., 1990, Coseismic ground deformation along the northeast margin of the Santa Cruz Mountains, in Schwartz, D.P., and Ponti, D.J., eds., Field guide to neotectonics of the San Andreas fault system, Santa Cruz Mountains, in light of the Loma Prieta earthquake: U.S. Geological Survey Open-File Report 90-274, p. 32-37.

Hitchcock, C.S., and Kelson, K.I., 1999, Growth of late Quaternary folds in southwest Santa Clara Valley, San Francisco Bay area, California: Implications of triggered slip for seismic hazard and earthquake recurrence: Geology, v. 27, no. 5, p. 391-394.


(j'Golder Associates

.. _,,,<~\'----

:;:.:f::_~~:i~:f'L~Yj)E :::!.~::~;~:;~~~~_;~~~~~; ==~~;1~:_4i~~~i~~~:;;;;_;;::::-~~~-~;~~-;;;~



Langenheim, V.E., Schmidt, K.M., and Jachens, R.C., 1997, Coseismic deformation during the 1989 Loma Prieta earthquake and range-front thrusting along the southwestern margin of the Santa Clara Valley, California: Geology, v. 25, no. 12, p. 1091-1094.

McLaughlin, R.J., 1974, The Sargent-Berrocal fault zone and its relation to the San Andreas fault system in the southern San Francisco Bay region and Santa Clara Valley, California: U.S. Geological Survey Journal of Research, v. 2, no. 5, p. 593-598.

McLaughlin, R.J., Langenheim, V.E., Jachens, R.C., Jayko, A.S., Stanley, R.G., and Valin, Z.C., 1997, Neogene transpressional range-front deformation, southwestern Silicon Valley, San Francisco Bay region, California [abs.]: EOS, Transactions of the American Geophysical Union, 1997 Annual Fall Meeting, v. 78, no. 46, p. F436.

McLaughlin, R.J., Sorg, D.H., and Helley, E.J., 1996, Constraints on slip histories of thrust faults of the southwestern San Francisco Bay area from geologic mapping investigations: U.S. Geological Survey Open-File Report 96-267, 65-70 p.

Petersen, M.D., Bryant, WA, Cramer, C.H., Cao, T., Reichle, M.S., Frankel, AD., Lienkaemper, J.J., McCrory, PA, and Schwartz, D. P., 1996, Probabilistic seismic hazard assessment for the State of California: California Department of Conservation, Division of Mines and Geology Open-File Report 96-08 (also U.S. Geological Open-File Report 96-706), 33 p.

Rogers, T.H., and Armstrong, C.F., 1971, Environmental geologic analysis, Santa Cruz Mountains study area, Santa Clara County, California: California Division of Mines and Geology Open-File Report 72-21, scale 1 :24,000.

Rogers, T.H., and Williams, J.W., 1974, Potential seismic hazards in Santa Clara County: California Division of Mines and Geology Special Report 107, 39 p., scale 1:62,500.

Sorg, D.H., and McLaughlin, R.J., 1975, Geologic map of the Sargent-Berrocal fault zone between Los Gatos and Los Altos Hills, Santa Clara County, California: U.S. Geological Survey Miscellaneous Field Studies Map MF-643, scale 1 :24,000.


Golder Associates Inc. 425 Lakeside Drive

Sunnyvale, CA 94085 USA Tel: (408) 220-9223 Fax: (408) 220-9224


NOTES

TOPOGRAPHIC MAP OBTAINED FROM THE USGS NATIONAL MAP (www.nationalmap.org)_

2. IMAGE NOT TO SCALE.

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Pond 30 Information Pond 30 Capacity Information Pond Floor Elevation 542.10 ft ams I Title 27 Freeboard 0.00 7.55 7.55 551.00 551.00 543.00 Downstream Toe Elevation 550.03 ft amsl Dam Freeboard 0.00 10.28 10.28 553.00 553.00 543.00 Spillway Invert Elevation 553.00 ft amsl Spillway Crest 0.00 10.28 10.28 553.00 553.00 543.00 Embankment Crest Elevation 555.00 ft amsl Embankment Crest 0.00 13.32 13.32 555.00 555.00 543.00

Stage-Storage Curve Information POND 30 STAGE-STORAGE CURVE Elevation Pond Surface Area Capacity

(ft) (s<1uare-ftl (acres) (acre-ft) 557 ' 542.10 328 0.01 0.00 y = -5E-05x6 + 0.0023x5 - 0.0388x4 + 0.3132x3 - 1.2817x2 + 3.4181x + 542.441

w = 0.9987 543.00 8,814 0.20 0.09 544.00 22,784

555 0.52 0.46 v

545.00 37,258 0.86 1.15 ~ 546.00 40,220 0.92 2.04 ~

- 553' I .. --------- --· -----

547.00 43,252 0.99 2.99 ;:. l/ z ,!./ 548.00 46,351 1.06 4.02 0 549.00 49,520 1.14 5.12 ~ 551

550.00 52,757 1.21 6.30 > ~ ... w 551.00 56,063 1.29

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552.00 59,438 ffi 549 1.36 8.87 .

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POND STORAGE VOLUME (acre-ft)

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-e-Stage-Storage Curve Information --Log. (Stage-Storage Curve Information) --Power (Stage-Storage Curve Information) --Poly. (Stage-Storage Curve Information)

K:\2014 Projects\1417878 Lehigh Pond 30\CIVIL 30\IN PROGRESS (TEMPORARY)\CDJ\20150113_Pond3D.xlsx/Stage-Storage Curve Golder Associates

1/13/2015 1417878

Pond 30 (EMSA) catchment parameters Area Area Curve s lft2l (acres) Number

4,454,059 102.3 70 4.29

Month Average Unit Runoff, Incremental Runoff Cumulative Runoff Pond Stage

Precip1 (in) Q (in) Volume (ac-ft) Volume (ac-ft) (ft)

October 0.89 0.00 0.00 0.00 542.45 November 2.92 0.67 5.71 5.71 549.46 December 4.25 1.50 12.77 18.49 Overflow

January 3.37 0.93 7.91 26.40 Overflow

February 5.59 2.48 21.16 47.57 Overflow

March 2.90 0.66 5.62 53.18 Overflow

April 1.68 0.13 1.13 54.31 Overflow

May 0.46 0.04 0.35 54.66 Overflow

June 0.08 0.17 1.47 56.13 Overflow

July 0.00 0.00 0.00 56.13 Overflow

August 0.01 .. . 0.21 '

. 1J8 ... 57.91 Overflow

September 0.06 0.18 1.55 59.46 Overflow

Notes:

1 Average annual precipitation data from Los Altos Hills weather station (1999-2006 & 2009).

K:\2014 Projects\1417878 Lehigh Pond 30\CIVIL 3D\tN PROGRESS (TEMPORARYJ\CDJ\201so113_Pond30.xlsx/Storm season Filling (Simple) Golder ASSOC iates

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