ATT 1 - Resolution — Mountain View City Council, June 25, 2024 (part 2 of 2)

side (planned new Abutment 2) of the existing Bridge #25 . CPT -3 was done on the south side (planned new Abutment 1) of the exiting Bridge #25. CPT-2 and GP-2 were done on the north side of existing Bridge #27 as additional reference . Note that CPT -1, GP -1 and CPT -3 data were the basis for designing of the subject bridge (replacement of Bridge #25). The exploration location map is attached in Appendix II.

The CPTs were pushed to 100 feet below grade . The Geoprobes were pushed to 30 feet below grade. The CPT soundings collected continuous data from tip /side resistance and pore pressure data through the depth for in terpretation of soil strength and properties. The Geoprobes retrieved continuous soil samples in plastic sleeves for the 30 feet depth for further examination and testing in the laboratory
The drilling subcontractor was GeoEx Exploration from Dixo n, CA . The Geoprobe samples were sealed and transported to our laboratory for further evaluation and testing. The field investigation was conducted under the supervision of our field engineer who observed the field operation and prepared the samples for subsequent laborato ry testing and evaluation. The existing grades at two end of the existing Bridge #25 are at about Elev. 1 3 to 1 4 feet based on the General Plan dated July 21, 2022.

The boring logs were prepared from the samples retrieved from the Geoprobes , which were edited after visual re-examination of the soil samples in the laboratory and results of classification tests on selected soil samples as indicated on the logs. The abrupt stratum changes shown on these logs may be gradual and relatively minor changes in soil types within a stratum may not be noted on the logs due to field limitations. Both the CPT report (by GeoEx) and Geoprobe Boring logs are attached in Appendix II.

Such variations, when encountered, generally require additional engineering services to attain a properly constructed project. It is, therefore, recommended that a contingency fund be provided to accommodate any additional charges resulting from techni cal services that may be required during construction.

5.0 LABORATORY TESTING PROGRAM
Laboratory tests were performed on selected samples in the laboratory to evaluate the physical and engineering properties of the subsoils. The tests performed for the study include the BCA
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following: Laboratory determination of Moisture -Density (ASTM D 2216), Atterberg Limits (ASTM D 4318), Grain Size Analysis (ASTM D 422), and Corrosion Test (California Test Method 643). The laboratory test results are attached in Appendix II.

6.0 SITE GEOLOGY AND SUBSURFACE CONDITIONS

6.1 Site Geology
The project is located within the Coast Ranges Geomorphic Province and adjacent to the southern San Francisco Bay. Geologic unit extents and descriptions have been derived from Witter et al., (2006), “Maps of Quaternary Deposits and Liquefaction Susceptibility in the Central San Francisco Bay Region, California, USGS OF-06-1037”.

Project site geology is shown on Plate 2 and indicates the site is underlain by artificial fill over estuarine mud (afem). The unit is described as fill deposited over sediments along the margins of San Francisco Bay and other estuarine deposits mapped in the Sacramento/San Joaquin delta. The fill may be engineered and/or non -engineered material and each may occur with in the same area. This mapped artificial fill overlies estuarine sediment and was placed to form new land. The thickness of the fill overlying estuarine sediment is typically five to twenty feet.

Depth to bedrock was not revealed during this investigatio n, however a well drilled about 6,000 feet south -east of the project site (Well # 24340) did not intersect bedrock to a maximum depth of about 750 feet below surface. Geologic and elevation data relative to the site does not indicate the presence of geolog ic hazards such as landslides, slope failure, rockfalls, or debris flows.

An artificial lake is located adjacent to the Project site and covers an area about 6.2 acres.

Historical aerial photography and topographic maps indicate the Project area was occup ied by marshland, agricultural land, and partly by a shallow perennial artificial lake that was mostly infilled prior to 1939.

6.2 Subsurface Conditions
The exploration data indicate that the subsoils consist predominantly of fine -grained cohesive soils of medium plasticity. The consistency generally is medium stiff to stiff. CPT-1, at Abutment 2, encountered two sand layers/lenses at approx. 25 and 50 feet deep. CPT-3, BCA
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at Abutment 1, did not encounter sand layers through 100 feet depth . Sand pockets/lenses could be sporadic and intermixed in the clay stratigraphy.

Groundwater is at shallow depth as the site is next to the pond. Filed observation indicated that the water may be just a couple feet below grade. The CPT data interpretation appears to indicate that the groundwater level could be at ground surface. Groundwater may vary with the passage of time due to seasonal groundwater fluctuation, local irrigation practice, surface and subsurface flows, ground surface run -off, and other factors that may not be present at the time of investigation.

Due to limitations inherent in geotechnical investigations, it is neither uncommon to encounter unforeseen variations in the soil condition s during construction nor is it practical to determine all such variations during an acceptable program of drilling and sampling for a project of this scope. Such variations, when encountered, generally require additional engineering services to attain a p roperly constructed project. We, therefore, recommend that a contingency fund be provided to accommodate any additional charges resulting from technical services that may be required during construction.

7.0 AS-BUILT FOUNDATION DATA
It is our understanding that the existing “Bridge #25” is just a culvert leading the path to Fairway 1.

The existing culvert has suffered damage from settlement and pavement cracking. There is no data regarding how the culvert was constructed.

8.0 SCOUR EVALUATION
The proposed bridge crosses a pond within the golf course. We are not aware of design concern due to scour at the site. The abutment locations were selected behind the water edge , and the footings are buried in the soil with FG gently sloping away from the footings per the General Plan.

9.0 CORROSION EVALUATION
The corrosion investigation for this project was performed on selected samples in general accordance with the provisions of California Test Method 643. A summary of the corrosion test results is presented in the following table. For structural elements, Caltrans Corrosion Guidelines (May 2021) consider a site to be corrosive if one or more of the following conditions exist for the representative soil/water samples at the site: Chlorid e concentration is 500 ppm or greater; Sulfate concentration is 1500 ppm or greater; or the pH value is 5.5 or less.

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Table 9.1 – Corrosion Test Results
Boring
No.

Depth
(ft) pH Minimum Resistivity
(ohms-cm)
Chloride
Content (ppm)
Sulfate
Content (ppm)
GP-1 0 - 5 7.59 830 137.82 982

Based on the test results, the on -site material is considered non-corrosive according to the Corrosion Guidelines by Caltrans Division of Engineering Services. The guidelines presented in the California Amendments to the AASHTO LRFD Bridge Design Specifications (BDS, 2012), Article

5.12.3, for a minimum cement factor and cover thickness may be used for the substructure.

The corrosion test results are presented in Appendix II.

10.0 SEISMIC RECOMMENDATIONS

10.1 Seismic Sources
The project site is located in a seismically active part of northern California. Santa Clara County and the rest of the Bay Area are in one of the most active seismic regions in the United States. Many active faults exist in the regional area and can produce earthquakes that may cause strong ground shaking at the project site. Each year, low - and moderate - magnitude earthquakes occurring within or near the Bay Area are felt by residents. Since the mid-nineteenth century, hundreds of earthquakes have been fel t in Santa Clara County. The “Loma Prieta Earthquake” of October 17, 1989, originated within the San Andreas Fault Zone and caused severe damage throughout much of the Bay Area. The major fault zones of the San Andreas Fault System (including the Hayward a nd Calaveras faults) have been the source of other earthquakes and are expected to be a source of future earthquakes. A fault map showing the active faults within about sixty miles of the Project site is shown in Plate No. 3.

10.2 Seismic Hazards

10.2.1 Fault Rupture
A review of the Mountain View Alquist -Priolo Earthquake Fault Zone Map indicates the project is not located within an Alquist -Priolo Earthquake Fault Zone. The USGS Quaternary Fault and Fold Database shows that the project is not locat ed within 1,000 feet of an unzoned fault that is Holocene/Latest Pleistocene (15,000 years) or younger in age. In assessing seismic risks, we consider that surface fault rupture does not contribute to the seismic hazards at the site during the useful life of the project.

The preceding statements do not make inferences on the potential for aseismic BCA
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surface cracking.

10.2.2 Liquefaction Potential
Liquefaction is a phenomenon that saturated cohesionless soils are subject to a temporary but essentially total loss of shear strength under the reversing, cyclic shear stresses associated with earthquake shaking. Submerged cohesionless sands and silts of low relative density are the type of soils, which usually are susceptible to liquefaction. Clays are generally not susceptible to liquefaction.

The liquefaction potential was evaluated in accordance with the methods proposed by Youd, et al. (2001), using the boring data obtained in 2012. As indicated in soil liquefaction engineering (Bray, 2006) , for soils with sufficient fines content to separate the coarser particles and control behavior, liquefaction appears to occur in soils where these fines are either non -plastic or are low plasticity silts and/or silty clays (PI<12%, and LL<37%), and with high water content relative to their liquid limit (w> 0.85LL). Further research based on EERI MNO-12 (Idriss and Boulanger, 20 08) indicated that fine -grained soil s with PI of 7% of more tend to exhibit “clay-like” material behavior during seismic loading.

The project site is located in an area where has very high liquefaction susceptibility according to the Maps of Quaternary Deposits and Liquefaction Susceptibility in the Central San Francisco Bay Region, California; USGS in Coope ration with the California Geological Survey; Open -File Report 06 -1037; by Robert C. Witter, et al. 2006. A Liquefaction Susceptibility Map for the site is attached as Plate No. 4.

Based on the exploration data at site, the subsoils are primarily cohesiv e soils. There are isolated pockets and lenses of medium dense sand and gravel in the clayey deposits. These locally encountered sand and gravel pockets are relatively thin and not continuous. In our opinion, liquefaction triggering potential exists at the site, but it is considered to have relatively insignificant impact on foundation design of the planned bridge replacement.

10.3 Seismic Design Criteria
The site may be subject to stron g ground motions from nearby earthquake sources during the design life of the bridge. Based on available subsurface information and standard soil BCA
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strength correlations for determining shear wave velocity per Caltrans guidelines , the average shear wave vel ocity (V S30m) for the upper 100 feet of soil is estimated to be about 195 m/sec based on the CPT data.

The development of the acceleration response spectrum (ARS) followed the current Caltrans procedure based on the Caltrans Seismic Design Criteria (SDC V. 2.0) by using Caltrans ARS Online V . 3.0.2. The Design Spectrum is based on the USGS 975 -year uniform hazard spectrum which is based on the 2014 National Hazard Map. We have generated the preliminary spectrum based on the site location and the parameters , as summarized below.

The recommended ARS curve is presented in Appendix I with backup data . The sit e soil is categorized as Soil Type “S2” per Caltrans SDC V. 2.0.

Table 10.3 – Recommended Ground Motion Parameters for Geotechnical Design Site Parameters Design Ground Motion Parameters
(Return Period = 975 years)
Locations Shear-Wave
Velocity
VS30m, m/sec
Horizontal
Peak Ground
Acceleration
(HPGA) (1), g
Mean
Earthquake (1)
M, Moment
Magnitude
Mean Site-to-
Fault/ Rupture
Surface
Distance (2)
Rrup, km
Latitude,
degrees
Longitude,
degrees

37.429986 -122.084612 195 0.62 7.10 16.3
Note: (1) Based on the Caltrans web tool ARS Online (Version 3.0.2)

11.0 PRELIMINARY GEOTECHNICAL RECOMMENDATIONS

11.1 General
This report was prepared specifically for the proposed project described in Section 2.0.

Normal procedures were assumed for constru ction of the bridge structure throughout our analysis and represent the basis of the recommendations presented herein. The design criteria provided are based on the materials encountered in our test borings at the site.

Therefore, this office should be not ified if changed subsurface conditions are encountered , so that we are provided an opportunity to modify or amend our recommendations , if needed.

11.2 Bridge Structure Foundations
For selection of foundation type for the project, we have considered the site constraints and noise and vibration effect for the area. Per our discussion with the designer, Cast -in-Drilled- Hole (CIDH) concrete pile is the preferred foundation support system.

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The plans indicate minimum fill at the approaches , and the bridge is a prefabricated steel truss structure. The CIDH pile design (vertical and lateral) follow s Caltrans standard guidelines and the AASHTO LRFD specifications with California Amendments (8th edition, 2017). A minimum pile spacing of 3 x Diameter is recommended.

Vertical Design. The pile capacities of the CIDH piles were estimated in general accordance with the procedures outlined in Section 10.8.3.5 of AASHTO LRFD BDS 8 th Edition (2017) with California Amendments. For clay soils, the procedure utilizes a  factor for cohesive materials, where  is a function of the undrained shear strength of the clayey material. For granular soils, the β method is commonly adopted and accepted by Caltrans for design, where the β factor is a function of depths.

The pile capacity of the CIDH pile was derived o nly from frictional resistance along the pile shafts, and end bearing capacity was not included when estimating the pile capacity.

Computer program “SHAFT” (by ENSOFT, Inc.) was used for calculation purpose.

Based on discussion with the designer, we have considered pile sizes of 2 , 2.5 and 3 feet to show ultimate pile shaft capacity v s. pile length fo r information. Note that per Caltrans Memo to Designers (MTD) 3 -1, the ma ximum pile length t o diameter ratio should be kept under 30:1 from construction aspect. Th e pile capacity plot is attached in Appendix III. The foundation design is typically governed by the Strength Limit State design of the AASHTO LRFD Specifications. For pile sizes of 2, 2.5 and 3 feet, the pile embedment lengths are limited to 60, 75 and 90 feet, respectively. The designer may select appropriate pile diameter and length for foundation support.

Lateral Design. It is our understanding that the designer will perform lateral design of the abutment piles using LPILE program. Fo r LPILE analysis, the recommended geotechnical parameters are presented in the following table.

Table 11.1 – Recommended LPILE PARAMETERS
Approx.

Depth (ft.)
Generalized Soil
Profile
LPILE
Soil Type Soil Strength K
(pci)
E50
(in/in)
Effective
Unit Wt.
(pcf)
0 to 5 Sand and Silt Sand  = 30 Default Default 120
5 to 10 Clay, trace sand Clay, stiff (without free water) C = 1000 psf Default Default 57.6 10 to 20 Lean Clay Clay, stiff (without free water) C = 800 psf Default Default 57.6 BCA
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Approx.

Depth (ft.)
Generalized Soil
Profile
LPILE
Soil Type Soil Strength K
(pci)
E50
(in/in)
Effective
Unit Wt.
(pcf)
20 to 30 Lean Clay Clay, stiff (without free water) C = 1500 psf Default Default 57.6 30 to 40 Lean Clay Clay, stiff (without free water) C = 1750 psf Default Default 57.6 40 to 45 Lean Clay Clay, stiff (without free water) C = 1000 psf Default Default 57.6 45 to 55 Lean Clay Clay, stiff (without free water) C = 1250 psf Default Default 57.6 55 to 65 Lean Clay Clay, stiff (without free water) C = 2000 psf Default Default 57.6 65 to 100 Lean Clay Clay, stiff (without free water) C = 1250 psf Default Default 57.6 Default values can be used for ε50 and K.

Depth “0” is existing roadway grade at ~ Elev. 13 ft. Design groundwater level at ~ 5 ft below grade.

Refer to the California Amendments to AASHTO LRFD Spec – 8th ed. (Table 10.7.2.4-1), “Pile P-Multipliers, Pm for Multiple Row Shading ,” to account for group effect in longitudinal and transverse directions.

11.3 Lateral Earth Pressures
The bridge abutment backfill material should consist of Caltrans standard Structure Backfill.

Proper drainage should be provided.

Active Condition 36 pcf (drained condition),
80 pcf (undrained condition with water pressure)

At-Rest Condition 55 pcf (drained condition),
90 pcf (undrained condition with water pressure)

Passive Resistance For the longitudinal stiffness and passive resistance, the abutment walls should be designed based on the bilinear model per Sect . 6.3.1 of the Caltrans SDC v2.0. The bilinear model is based on experimental and calibrated analytical models using engineered structural backfill to relative compaction of at least 95%.

For seismic design, the recommended kh is 50% PGA per AASHTO. Per Caltrans ARS V. 3.0, the PGA at site is 0.62 g, and kh is 0.31. Per AASHTO LRFD Specifications, the recommended total Kae is 0.50 (Kae = 0.50, DKae = 0.50-Ka= 0.50-0.28 = 0.22 where Ka = 0.28 for Structure Backfill with f=34 deg). Use total unit weight of 125 pcf for Structure Backfill. The seismic lateral earth pressure is distributed as a regular triangular shape per AASHTO specifications.

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11.4 Pavement Design
Based on the exploration data, the native upper material at anticipated pavement subgrade appear to consist of silts with fine sands. We believe a R -value of 5 would be on the conservative side for design. For any import material for engineer ing use, we recommend a maximum PI of 15 for the import.

The anticipated traffic is from golf carts, occasional maintenance trucks and foot traffics. It is our understating th at an exact Traffic Index (TI) is not available for design. For budgeting purpose, t he following pavement sections may be considered , and the City/designer may determine the applicable Traffic Index (TI).

• TI = 5 8 inches full depth HMA, or 3 inches HMA over 10.5 inches AB • TI = 6 9 inches full depth HMA, or 4 inches HMA over 13.0 inches AB

Follow Caltrans standard specifications. HMA: Type A, Aggregate Base (Class 2, R =78). The subgrade should be prepared and compacted to min. 95% compaction.

12.0 CONSTRUCTION OF CIDH CONCRETE PILES
Caltrans standard specifications (2018) for “Cast -in-Place Concrete Piling” should be used for construction of the CIDH concrete piles. Access tubes for acceptance testing should be provided in all CIDH concrete piles that are 24 inches in diameter or lar ger for construction quality control, except when the holes are dry or when the holes are dewatered without the use of temporary casing to control groundwater. The acceptance test should include Gamma -Gamma Logging and

1.0 I f I I I
'
I
I I 0.8 I
' I I I I I I
/ V I r
J
'
C,V.H-0.00

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-c,y .H-0.05
.} 0.50
/ ./ ./ / / / I
C,V.H-0.10

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,,. / V / V V
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~
✓
/ / .,....

0.0 0 0.1 0.2 0 .3 0.4 0.5 0.6 0.7 0.8 0 .9 1
k•(g)
t-~lgure A 11 .3.2~3 e.ismfc: Acl1ve Earth Pressure Coernclent r~ - soil cohe.~lon, y• !lloil unit weight, and H • relaining wall height)
BCA
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may also include cross -hole sonic lo gging for verification. Gamma -Gamma Logging should be performed in accordance with California Test 233 Standard (CT233) to check the homogeneity of CIDH concrete piles. Anomalies detected should be evaluated by the designers for their significance and potential impact on design and to see if mitigation plans are required.

Due to the presence of granular pockets and lenses, raveling or caving may be anticipated, which may require additional drilling and cleaning effort and may increase the concrete volume for the piles. It is prudent to make the contractor aware of these conditions so that appropriate steps can be taken to comply with the standards and maintain the integrity of the CIDH concrete pile. The contractor should be prepared if temporary steel casing is required for pile installation.

It is recommended that the specifications set certain criteria for qualifications and previous work experience requirements to pre -qualify the potential contractors. The intent is to help select qualified contractors to redu ce construction issues. Mitigation and repair procedures for CIDH anomaly should be anticipated. All pile excavations should be observed by a geotechnical engineer prior to the placement of reinforcement and concrete so that if conditions differ from those anticipated, appropriate recommendations can be made.

13.0 INVESTIGATION LIMITATION
Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices and are based on our site reconnaissance and the assumption that the subsurface conditions do not deviate from observed conditions. All work done is in accordance with generally accepted geotechnical engineering principles and practices. No warranty, expressed or implied, of merchantability or fitness, is made or intended in connection with our work or by the furnishing of oral or written reports or findings.

The scope of our services did not include any environmental assessment or investigation for the presence or absence of hazardous or toxic materials in structures, soil, surface water, groundwater or air, below or around this site . Unanticipated soil conditions are commonly encountered and cannot be fully determined by taking soil samples and excavating test borings; different soil conditions may require that additional expenditures be made during construction to attain a properly constructed project. Some contingency fund is thus recommended to accommodate these possible extra costs.

BCA
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This report has been prepared for the proposed project as described earlier, to assist the engineer in the design of this project. In the event any c hanges in the design or location of the facilities are planned, or if any variations or undesirable conditions are encountered during construction, our conclusions and recommendations shall not be considered valid unless the changes or variations are reviewed, and our recommendations modified or approved by us in writing.

This report is issued with the understanding that it is the designer's responsibility to ensure that the information and recommendations contained herein are incorporated into the project and that necessary steps are also taken to see that the recommendations are carried out in the field.

The findings in this report are valid as of the present date. However, changes in the subsurface conditions can occur with the passage of time, whether they are due to natural processes or to the works of man, on this or adjacent properties. In addition, changes in applicable or appropriate standards occur, whether they result from legislation or from the broadening of knowledge.

Accordingly, the findings in this report might be invalidated, wholly or partially, by changes outside of our control.

Respectfully submitted,
PARIKH CONSULTANTS, INC.

Y. David Wang, Ph.D., P.E. 52911 Gary Parikh, P.E., G.E. 666 Senior Engineer Project Manager

JOB NO.: 2021-139-GEO PLATE NO.: 1
SHORELINE GOLF LINKS - BRIDGE (#25) REPLACEMENT

CITY OF MOUNTAIN VIEW, CALIFORNIA
2000 ft
Project Location Map
Approximate Project Location
Los Altos
NORTH

LOS ALTOS

MONTALOMA
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Shoreliri" Amphitheatre
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af
af
af
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NShorelineBlvd
Landings
Dr CharlestonRd
Garcia
Ave
Bill
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Stierlin Ct
Crittenden LnN
Shoreline
Blvd
Amphitheatre
Pkwy
Charleston Rd
N
Sho
reline
Blvd
0 2,000
Feet GEOLOGIC MAP
³
Mountain View Slough
Scale: 1:10,000
280
Redwood City
Palo Alto
Sunnyvale
Santa Clara
Legend
Holocene, alluvial fans, fine faciesQhf f
Holocene, San Francisco Bay MudQhbm
Artificial stream channelac
Artificial levee fillalf
Artificial fill over estuarine mudafem
Artificial fillaf
Geologic Data Source:

Witter, et al. 2006. Maps of Quaternary Deposits and
Liquefaction
Susceptibility in the Central San
Francisco Bay Region
Map
Location
Approx. Project
Location
SHORELINE GOLF LINKS - BRIDGE (#25) REPLACEMENT

CITY OF MOUNTAIN VIEW, CALIFORNIA
Job No. 2021-139-GEO Plate No. 2

FAULT MAP
0 30
Miles
Sc ale: 1:1,100,000
³

MAP LOCATION
California
USGS & CGS. Quaternary Fault and Fold Database
for the United States. Accessed 4/28/2019.

Fault data source:

Legend
60 mile radius
60 mile radius
60 mile radius
San Andreas-Nth Coast
Hayward Nth
Hayward Sth
San Gregorio
San Andreas-Peninsula
Greenville-Arroyo MochoCalaveras-Central
Calaveras Nth
Pleasanton
Concord
Project
Loc
ation
Monte Vista-
Calaveras-Central
Shannon
60 m
ile radius
Quien Sabe
Hayward-SE Ext
Sargent-NW
San Gregorio
Sargent-SE Calaveras Sth
Ortigalita-Cottonwood ArmSan Andreas-
Ortigalita-Los Banos
Santa Cruz Mtns
San Andreas-CreepingCalaveras-Paicines
Monterey Bay- TularcitosSan Gregorio-Sur Region
Greenville
Clayton
Green V.

Fault trace
Fault name
Cascade
Historic
<150 yrs
Latest Quaternary <15,000 yrs
Quaternary <1.6 million yrs
SHORELINE GOLF LINKS - BRIDGE (#25) REPLACEMENT

CITY OF MOUNTAIN VIEW, CALIFORNIA
Job No. 2021-139-GEO Plate No. 3
Gabllc,
Range
~ E8JSJ~!jl-----------r--------l
H2O
H2O
H2O
M o
u
n
t a
in V i e w
S l o u g h
NShore
line
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Landings Dr
Charleston Rd
Garcia
Ave
Bill
Graham
Pkwy
Stierlin Ct
Crittenden Ln
N
Shoreline
Blvd
Amphitheatre
Pkwy
Charleston Rd
N
Sho
reline
Blvd
0 2,000
Feet
³
Mountain View Slough
Scale: 1:10,000
280
Redwood City
Palo Alto
Sunnyvale
Santa Clara
Map
Location

LIQUEFACTION SUSCEPTIBILITY
Liquefaction Susceptibility
Witter et al., Maps of Quaternary Deposits and Liquefaction Suscep
tibility in the Central San Francisco Bay Region CA.

USGS, OF 06-1037
Data source and for comprehensive description of
methods used to determine liquefaction susceptibility see - Very High
Moderate
Approx. Project
Location
SHORELINE GOLF LINKS - BRIDGE (#25) REPLACEMENT

CITY OF MOUNTAIN VIEW, CALIFORNIA
Job No. 2021-139-GEO Plate No. 4
/
0 0

APPENDIX I
Site Information Recommended Response Spectrum
Latitude: 37.429986
Longitude -122.084612
VS30 (m/s) = 195 0.0 0.62 1 1 0.620

0.1 1 1 1 1.000

7.10 0.2 1.37 1 1 1.370

0.3 1.6 1 1 1.600

0.5 1.65 1 1 1.650

16.3 0.75 1.43 1.09 1 1.560

1.0 1.25 1.17 1 1.460

2.0 0.78 1.17 1 0.920

3.0 0.53 1.17 1 0.630

4.0 0.38 1.17 1 0.450

5.0 0.29 1.17 1 0.340
Source:

1. Caltrans ARS Online tool (V.3.0.2, https://arsonline.dot.ca.gov/) Project No.: 2021-139-GEO
Period
(sec)
Spectral
Acceleration
(2014) (g)
Adjusted for Near
Fault Effect
Adjusted For
Basin Effect
Design Spectral
Acceleration
(2014) (g)

SHORELINE GOLF LINKS

CITY OF MOUNTAIN VIEW, CALIFORNIA
Mean Magnitude
(for PGA)
Near Fault Factor,
Derived from USGS
Unified Hazard Site
(km) =

2. Caltrans SDC 2.0 was adopted September 1, 2019. Design Spectrum is based on the USGS 975 year uniform hazard spectrum only.

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Spectral Acceleration, Sa (g)
Period (sec)

RECOMMENDED ACCELERATION RESPONSE SPECTRUM
(5% Damping)
12/2/2021 ARS Curve_Vs_195
https://parikhnet.sharepoint.com/sites/projects2/Ongoing_Projects/2021/2021-139-GEO BCA_Mtn View Citywide Br. Rehab/Calculations/ARS Curve/ /0 /1 /2 □ /4 /5 /6 /7 /5 /8 □ /9 /10 /11 /12 /11 /13
/14 /15 /16 /17 /18 □ /20 /21 /22 □ /20 /23 /23 /24 /25 □ /26 /27 /28 /29 /30 /31 /32 □ /34 /35 /36 /30 /36 /37 /38 /28 □ /35 /39 /38 □ /34 /40 /39 /41 /30 /36 /37 /38 /28 □ /30 /39 □ /38 /28 /29 /30 /42 /35 /34 □ /38 /28 /41 /43 /28 /28 /44 □ /30 /39 □ /36 /45 /28 □ /30 /39 /27 /37 /36 □ /46 /40 /47 /28 /44 □ /46 /28 /34 /40 /48 /49 /50 /34 /36 /28 /43 /39 /35 /36 /30 /51 /28 /34 /32 /52 □ /53 /23 /23 /18 /24 /22 □ /54 /55 /56 /15 □ /29 /35 /39 □ /46 /28 □ /37 /44 /28 /38 □ /36 /40 □ /31 /30 /39 /38 □ /36 /45 /28 □ /44 /30 /36 /28 □ /34 /40 /29 /35 /36 /30 /40 /39 /49 □ /26 /27 /28 /29 /30 /31 /32 □ /36 /45 /28 □ /36 /30 /42 /28 /57 /35 /51 /28 /43 /35 /41 /28 /38 /44 /45 /28 /35 /43 /57 /48 /35 /51 /28 □ /51 /28 /34 /40 /29 /30 /36 /32 □ /30 /39 □ /36 /45 /28 □ /37 /27 /27 /28 /43 □ /58 /59 /42 □ /60 /61 /44 /58 /59 /62 □ /30 /39 □ /36 /45 /28 □ /30 /39 /27 /37 /36 □ /46 /40 /47 /49 □ /50 /31 /36 /28 /43 □ /44 /37 /46 /42 /30 /36 /36 /30 /39 /41 □ /36 /45 /28 □ /38 /35 /36 /35 /52 □ /36 /45 /28 /63 /26 /64 /26 □ /65 /59 /66 /67 □ /45 /35 /68 /35 /43 /38 □ /38 /35 /36 /35 □ /31 /40 /43 □ /35 □ /69 /70 /71 /57 /32 /28 /35 /43 □ /43 /28 /36 /37 /43 /39 □ /27 /28 /43 /30 /40 /38 □ /48 /30 /34 /34 □ /46 /28 □ /43 /28 /27 /40 /43 /36 /28 /38 □ /35 /34 /40 /39 /41 □ /48 /30 /36 /45 □ /35 /38 /72 /37 /44 /36 /42 /28 /39 /36 /31 /35 /29 /36 /40 /43 /44 □ /43 /28 /73 /37 /30 /43 /28 /38 □ /46 /32 □ /74 /35 /34 /36 /43 /35 /39 /44 □ /26 /28 /30 /44 /42 /30 /29 □ /75 /28 /44 /30 /41 /39 □ /74 /43 /30 /36 /28 /43 /30 /35 □ /60 /26 /75 /74 /62 □ /61 /65 /49 /59 /49 /76 /55 /20 /16 /20 /77 /78 /22 /25 □
/58 /70 /49 /67 /65 /69 /69 /79 /80□ /76 /23 /17 /18 /16 /20 /77 /78 /22 /25 □ /57/66 /65 /65 /49 /59 /79 /67 /80 /66 /65□ /81 /15 /82 /83 □ /84 /85 /86 /15 /87 /25 □ /66 /69 /71 □ /26 /37 /46 /42 /30 /36
/88 /89 /90 /91 /92 /89 /93 /94 □ /96 /97 /94 /98 /99 /93 □ /100 /101 /97 /102 /91 /92 /103 /104 □ /105 /106 /107 □ /108 /89 /104 /101 /98 /93 /99 /109 /110 /22 /111
/16 /23 /78 /84 /15 /87/112 /55/113 /83 /83 /114/84 /18 /87 /112 /55/113 /83 /115 /116/84 /18 /87 /117 /55 /15 /16 /17/113 /83 /83 /114/117 /55 /15 /16 /17/113 /83 /115 /116 /118 /22 /55 /111 □ /119 /55 /77 /24 /20
/120 /85 /56
/121 /22 /15 /16 /18 /17
/112 /55/113 /83 /83 /114/84 /18 /87
/121 /22 /15
/16 /18 /17
/112 /55/113 /83 /115 /116/84 /18 /87
/122 /64 /50
/59 /49 /71 /79 /59 /49 /80 /65 /66 /66 /66 /59 /49 /71 /79 /59 /49 /80 /65 /59 /49 /66 /59 /59 /49 /69 /79 /66 /66 /66 /66 /59 /49 /69 /79 /66 /59 /49 /65 /59 /66 /49 /65 /58 /66 /49 /58 /70 /66 /66 /66 /66 /49 /65 /58 /66 /49 /58 /70 /59 /49 /58 /59 /66 /49 /65 /70 /66 /49 /80 /66 /66 /66 /66 /49 /65 /70 /66 /49 /80 /59 /49 /71 /59 /66 /49 /66 /80 /66 /49 /80 /71 /66 /66 /66 /66 /49 /66 /80 /66 /49 /80 /71 /59 /49 /70 /71 /66 /49 /59 /66 /66 /49 /67 /58 /66 /66 /66 /49 /59 /69 /66 /49 /59 /69 /66 /49 /71 /80 /66 /49 /59 /59 /49 /79 /70 /66 /49 /65 /71 /66 /66 /66 /49 /66 /70 /66 /49 /59 /65 /66 /49 /67 /80 /65 /49 /59 /59 /49 /71 /80 /59 /49 /70 /79 /66 /66 /66 /49 /66 /70 /59 /49 /80 /80 /59 /49 /69 /65 /58 /49 /59 /59 /49 /58 /70 /59 /49 /71 /58 /66 /66 /66 /49 /66 /70 /59 /49 /67 /67 /59 /49 /80 /58 /67 /49 /59 /59 /49 /65 /70 /59 /49 /58 /79 /66 /66 /66 /49 /66 /70 /59 /49 /58 /65 /59 /49 /67 /71 /71 /49 /59 /59 /49 /65 /65 /59 /49 /65 /69 /66 /66 /66 /49 /66 /70 /59 /49 /65 /80 /59 /49 /58 /67 /74 /40 /27 /32 □ /36 /35 /46 /34 /28□
/121 /22 /55
/18 /18 /111 /22 /18 /55 /20 /16 /23 /17 □ /84 /123 /55 /15 /22 /78 □ /23 /17 □ /113 /83 /115 /116 □ /21 /55 /124 /55 /111 /78 /87 /42 /28 /35 /39 □ /42 /35 /41 /39 /30 /36 /37 /38 /28 □ /60 /31 /40 /43 □ /122 /64 /50 /62 /70 /49 /66 /42 /28 /35 /39 □ /44 /30 /36 /28 /57 /44 /40 /37 /43 /29 /28 □ /38 /30 /44 /36 /35 /39 /29 /28 □ /60 /125 /42 /52 □ /31 /40 /43 □ /26 /35 □ /35 /36 □ /66 /44 /62 /66 /80 /49 /58 /126 /101 /91 /98 /127 /93 /128 □ /92 /97 /102 /89 /90 /102 /103 /90 /89 /91 /97 □ /129 /97 /89 /92 □ /130 /89 /103 /90 /91 □ /89 /104 /101 /90 /98 /131 /98 /102 /89 /91 /98 /127 /93 □ /132 /98 /91 /133 □ /103 /94 /97 /92 □ /94 /101 /97 /102 /98 /131 /98 /97 /108 □ /108 /98 /94 /91 /89 /93 /102 /97 /112 /16 /20 /22 /134 /15 /23 /77 /111 /135 /22 □ /78 /16 /15 /20 /55 /17 /135 /22 □ /84 /136 /85 /87 /25 □ /66 /80 /49 /58 □ /63 /27 /38 /35 /36 /28
.GOV

APPENDIX II
CPT-1 &
Geoprobe GP-1
CPT-2 &
Geoprobe GP-2
Br. #25
(current
project)
Br. #27
A Cone Penetration Test (CPT}

SHORELINE GOLF LINKS - BRIDGE REPLACEMENT

CITY OF MOUNTAIN VIEW, CALIFORNIA
JOB NO.: 2021-139-GEO PLATE NO.: 2

CPT Data Report

Geo-Ex Subsurface Exploration
Dixon, CA

Date: October 12, 2021

CPT Report 021-004-12

CPT Report 021-004-12 CPT Data Report Page 2 of 15

1. Introd uction

This report has been prepared by Geo-Ex Subsurface Exploration on October 12, 2021. It contains the data of 3 cone penetration tests at the Parikh Shoreline in Mountainview, CA. using the CPeT-it software (version 3.2.1.7).

Geo-Ex Subsurface Exploration is a registered California Small Business Enterprise (Micro Business), located in Dixon, CA, providing among others CPT services to the geotechnical, environmental and construction industries.

Our corporate goal is to provide quality services as well as innovative solutions for our clients ever changing needs. We are also committed to providing cost-effective solutions, quality project management, schedule control and ensuring that all services are in compliance with all applicable regulatory requirements.

For more information, including a more complete listing of the services we can provide, please visit our website (www.geoexsubsurface.com) and for clarifications or additional information please contact our offices:

Tom Scott
Geo-Ex Subsubsurface Exploration
1510 Madera Dr.

Dixon, CA 95620

Ph: (916) 799-8198

WARNING:

Geo-Ex Subsubsurface Exploration uses a commercial CPT interpretation and plotting software CPeT-IT (https://geologismiki.gr/products/cpet-it/). The software takes the CPT data and performs basic interpretation in terms of soil behavior type (SBT) and various geotechnical parameters using current published empirical correlations based on the comprehensive review by Lunne, Robertson and Powell (1997) and updated by Robertson and Cabal (2015). The interpretation is presented in tabular format. The interpretations are presented only as a guide for geotechnical use and should be carefully reviewed. Geo-Ex Subsubsurface does not warranty the correctness or the applicability of any of the geotechnical parameters interpreted by the software and does not assume any liability for any use of the results in any design or review. The user should be fully aware of the techniques and limitations of any method used in the software.

CPT Report 021-004-12 CPT Data Report Page 3 of 15

2. Project Location

Geo-Ex Subsubsurface Exploration has performed 3 cone penetration tests at the Parikh Shoreline in Mountainview, CA.

y
Palo Alto
r
Byxb<,., Park
~,. Goll Clui.>ft
at Mof'ett Fie d Y

CPT Report 021-004-12 CPT Data Report Page 4 of 15

3. General Proj ect Information

Operator name (or initials) Nicholas Maher
Project designation Parikh Shoreline, Mountainview, CA
Ground surface elevation 0 ft
Ground water surface elevation this was not confirmed during the testing; therefore all plots have been generated
assuming an elevation of 0 ft;
Sounding locations CPT-1, CPT-2 and CPT-3
Sounding date October 4, 2021,

Equipment Used
Cone manufacturer Hogentogler
Cone type used 10 cm2 piezocone
Cone serial number 5583.101
Type of thrust machine 20 kN pusher
Method used to provide reaction force vehicle dead weight Location and type of friction reduction system none
Calibration data see section 5

Any special difficulties or other observations concerning performance of the equipment none
Information on other sensing devices used during the sounding N/A
Any observations concerning the quality of the recorded data N/A

CPT Report 021-004-12 CPT Plots Page 5 of 15

4. CPT Plots

Project: Parikh Shoreline
Geo-Ex Subsurface
Geotechnical - Environmental
Dixon, CA
http://www.geoexsubsurface.com
Total depth: 99.90 ft, Date: 10/4/2021
Surface Elevation: 0.00 ft
Mountainview, CA
Coords: X:0.00, Y:0.00
Cone Type:

Cone Operator:

CPT: CPT-1
Location:

SBT Index
Ic SBT
4321
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBT IndexCone resistance qt
Tip resistance (tsf)
400200
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance qt Pore pressure u
Pressure (psi)
150100500
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Pore pressure u
Diss.

Diss.

SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
Friction ratio
Rf (%)
10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
18 16 14 12 10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Soil Behaviour Type
Sand & silty sand
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay
Clay & silty clay
Clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay
Clay & silty clay
Clay
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Silty sand & sandy silt
Clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay & silty clay
Clay & silty clay
CPeT-IT v.3.5.3.3 - CPTU data presentation & interpretation software - Report created on: 10/12/2021, 9:16:53 PM 6 Project file:
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Project: Parikh Shoreline
Geo-Ex Subsurface
Geotechnical - Environmental
Dixon, CA
http://www.geoexsubsurface.com
Total depth: 99.90 ft, Date: 10/4/2021
Surface Elevation: 0.00 ft
Mountainview, CA
Coords: X:0.00, Y:0.00
Cone Type:

Cone Operator:

CPT: CPT-1
Location:

CPTU
Borehole
Depth
(ft) (t50)0.50 t50
(s)
t50
(years) G/Su
ch
(ft2/s)
ch
(ft 2/year)
T a b u l a r r e s u l t s
Dissipation Tests Results
Dissipation tests consists of stopping the piezocone penetration and observing porepressures (u) with elapsed time (t).

The data are automatic recorded by the field computer and should take place until a minimum of 50% dissipation.

The porepressures are plotted as a function of square root of (t). The graphical technique suggested by Robertson and Campanella (1989), yields a value for t50, which corresponds to the time for 50% consolidation.

The value of the coefficient of consolidation in the radial or horizontal direction c h was then calculated by Houlsby and Teh's (1988) theory using the following equation:
50 5 . 0
r
2 h
t
I r Tc  
where:

T: time factor given by Houlsby and Teh's (1988) theory corresponding to the porepressure position r: piezocone radius
Ir: stiffness index, equal to shear modulus G divided by the undrained strength of clay (Su). t50: time corresponding to 50% consolidation
Dissipation tests
Permeability estimates based on dissipation test
The dissipation of pore pressures during a CPTu dissipation test is controlled by the coefficient of consolidation in the horizontal direction (c h) which is influenced by a combination of the soil permeability (k h) and compressibility (M), as defined by the following:
/M γ c kw h h
where: M is the 1-D constrained modulus and γw is the unit weight of water, in compatible units.

M
(tsf)
kh
(ft/s)
CPT-1 30.02 0.0 0 0.00E+000 454775.75 0.00E+000 0 335.84 -1.00E+004 CPT-1 87.27 0.0 0 0.00E+000 901501.56 0.00E+000 0 86.43 -1.00E+004 7 Project file:

CPeT-IT v.3.5.3.3 - CPTU data presentation & interpretation software - Report created on: 10/12/2021, 9:16:53 PM This software is licensed to: Eijkelkamp North America CPT name: CPT-1 Piezocone Dissipation Test: CPT-1
Depth: 30.02 (ft)
t^0.50 (s^0.50)
20151050
Porepressure u2 (psi)
29 28
27 26
25 24
23 22
21 20
19 18
17 16
15 14
13 Piezocone Dissipation Test: CPT-1
Depth: 30.02 (ft)
u0 = 13.02 (psi)
Pore pressure
Pressure (psi)
0 Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Legend
u2 penetration
Initial dissipation
End of dissipation (extrapolated)
Initial estimated at t=0
Pore pressure
8 Project file:

CPeT-IT v.3.5.3.3 - CPTU data presentation & interpretation software - Report created on: 10/12/2021, 9:16:53 PM I
·"~ M\l'\YAM.
~v.
w'
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WV'
r'
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This software is licensed to: Eijkelkamp North America CPT name: CPT-1 Piezocone Dissipation Test: CPT-1
Depth: 87.27 (ft)
t^0.50 (s^0.50)
55 50 45 40 35 30 25 20 15 10 5 0
Porepressure u2 (psi)
110
105
100
95 90
85 80
75 70
65 60
55 50
45 40
Piezocone Dissipation Test: CPT-1
Depth: 87.27 (ft)
u0 = 37.84 (psi)
Pore pressure
Pressure (psi)
0 Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Legend
u2 penetration
Initial dissipation
End of dissipation (extrapolated)
Initial estimated at t=0
Pore pressure
9 Project file:

CPeT-IT v.3.5.3.3 - CPTU data presentation & interpretation software - Report created on: 10/12/2021, 9:16:54 PM J,~~k
I '~ I '\ i
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\. .,
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1-.. -
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•l=C' ~
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1- ____
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Project: Parikh Shoreline
Geo-Ex Subsurface
Geotechnical - Environmental
Dixon, CA
http://www.geoexsubsurface.com
Total depth: 99.90 ft, Date: 10/4/2021
Surface Elevation: 0.00 ft
Mountainview, CA
Coords: X:0.00, Y:0.00
Cone Type:

Cone Operator:

CPT: CPT-2
Location:

SBT Index
Ic SBT
4321
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBT IndexCone resistance qt
Tip resistance (tsf)
3002001000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance qt Pore pressure u
Pressure (psi)
150100500
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Pore pressure u
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
Friction ratio
Rf (%)
10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
18 16 14 12 10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Soil Behaviour Type
Clay & silty clay
Sand & silty sand
Organic soil
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay & silty clay
Clay & silty clay
Clay
Clay & silty clay
Sand & silty sand
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Clay & silty clay
Clay
Sand & silty sand
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay & silty clay
Clay
Clay & silty clay
CPeT-IT v.3.5.3.3 - CPTU data presentation & interpretation software - Report created on: 10/12/2021, 9:16:55 PM 10 Project file:
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Project: Parikh Shoreline
Geo-Ex Subsurface
Geotechnical - Environmental
Dixon, CA
http://www.geoexsubsurface.com
Total depth: 99.90 ft, Date: 10/4/2021
Surface Elevation: 0.00 ft
Mountainview, CA
Coords: X:0.00, Y:0.00
Cone Type:

Cone Operator:

CPT: CPT-3
Location:

SBT Index
Ic SBT
4321
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBT IndexCone resistance qt
Tip resistance (tsf)
10050
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance qt Pore pressure u
Pressure (psi)
100500
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Pore pressure u
SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

SANDY lean to fat CLAY (CL/CH); black; dry; medium
to high plasticity fines; fine SAND (Fill).

Grades light olive brown and black.

No recovery (3.3 to 5.0 feet).

SANDY lean CLAY with GRAVEL (CL); very stiff;
yellowish brown; brownish gray and black; moist; low
to medium plasticity fines; fine SAND; subangular fine
gravel (Fill).

SANDY lean to fat CLAY (CL/CH); very stiff; yellowish
brown; moist; medium to high plasticity fines; fine to
coarse SAND; subangular fine gravel (Native soil /
Alluvium).

PP=3.3 tsf.

SANDY lean CLAY (CL); very stiff; yellowish brown to
light olive brown and light gray; moist; medium
plasticity fines; fine and few coarse SAND (Alluvium)
(LL=39, PI=20).

PP=2.7 tsf.

Grades with dark gray subrounded coarse SAND and
fine gravel (13.2 - 15 feet).

PP=2.2 tsf.

SANDY fat CLAY (CH); stiff to very stiff; black; moist; high plasticity fines; fine to coarse SAND; few
subangular fine gravel
(LL=50, PI=31).

PP=2.0 tsf.

PP=1.5 tsf.

PP=1.8 tsf.

CR, PI
PI

SPT HAMMER TYPE

DRILL RIG
Direct Push Rig

BOREHOLE BACKFILL AND COMPLETION
Boring backfilled with cement grout

DRILLING CONTRACTOR
Geo-Ex Subsurface Exploration

LOGGED BY
Mark McKee

BEGIN DATE
10-4-21

COMPLETION DATE
10-4-21

TOTAL DEPTH OF BORING

30.0 ft

BOREHOLE DIAMETER
BOREHOLE LOCATION (Offset, Station, Line)
.SAMPLER TYPE(S) AND SIZE(S) ID
Direct push-pneumatic

AFTER DRILLING (DATE)

SURFACE ELEVATION

14.0 ft

DRILLING METHOD
Geoprobe

GROUNDWATER

READINGS
BOREHOLE LOCATION (Lat/Long or North/East and Datum)
37° 25' 48.71" / -122° 5' 5.15"

HOLE ID
GP-1

DURING DRILLING
HAMMER EFFICIENCY, ERi
A-1A
Drilling Method
RQD (%)
Recovery (%)
Moisture
Content (%)
Dry Unit Weight
(pcf)
Job No.: 2021-139-GEO
Sample Depth
Sample Number
ELEVATION (ft)

12.00 10.00

8.00 6.00

4.00 2.00

0.00 -2.00
-4.00
DEPTH (ft)

DESCRIPTION
UC/UU in Shear. Str.
(tsf)

LOG OF TEST BORING
Date: 10/26/2021 Boring ID: GP-1
Remarks
Blows per 6 in.

Material
Graphics
Blows per foot
Casing Depth
Plate:This log is part of the report prepared by Parikh Consultants, Inc. for the named project and should be read together with that report for complete interpretation. This summary applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered.

SHORELINE GOLF LINKS

MOUNTAIN VIEW, CALIFORNIA
PCI-CT 5 BR 2021-139-GEO.GPJ TEMPLATE 7-22-11.GDT 11/2/21 (continued)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 = = - -- -
- -- -- -- -
i~
----
- --
~~
--
--
=~ --
=~ --
~~
--
--
~~
--
-~~ - ---
::// --
=~
--
-~~~ - ---
=~ ~ -- -
~~
--
--
~~
--
-~~
---
~~ -- --
~~
-
--
~~
--
-
=~
---
=~ ---
~~
-
--
~~
--
--
~~
-
-
-
=~
---
--
~l:6J~l~Jj I
100
130
19 20
17 22
5A
5B
5C
6 SANDY lean CLAY (CL); medium stiff to stiff; olive
gray; wet; fine SAND; some clayey sand pockets.

PP>0.8 tsf.

SANDY lean CLAY (CL); stiff; light olive brown and
gray; moist; low plasticity fines; fine SAND; (LL=26,
PI=11).

PP=1.0 tsf.

SILTY SAND (SM); medium dense; gray to olive gray;
wet; fine SAND; weakly cemented.

Poorly graded SAND with SILT (SP-SM); loose to
medium dense; wet; fine SAND; uncemented trace
coarse SAND; (+#4 = 4.7%, -#200 = 9.3%).

Trace subangular fine gravel.

Bottom of borehole at 30.0 ft bgs/Elev. -16.0 ft
Groundwater depth 5.7 feet below ground surface
based on hand-level measurement from adjacent lake
This Boring Record was developed in accordance with
the Caltrans Soil & Rock Logging, Classification, and
Presentation Manual (2010) except as noted on the
Soil or Rock Legend or below.

PI
PA
A-1B
Drilling Method
RQD (%)
Recovery (%)
Moisture
Content (%)
Dry Unit Weight
(pcf)
Job No.: 2021-139-GEO
Sample Depth
Sample Number
ELEVATION (ft)
-8.00
-10.00
-12.00
-14.00
-16.00
-18.00
-20.00
-22.00
-24.00
-26.00
-28.00
DEPTH (ft)

DESCRIPTION
UC/UU in Shear. Str.
(tsf)

LOG OF TEST BORING
Date: 10/26/2021 Boring ID: GP-1
Remarks
Blows per 6 in.

SHORELINE GOLF LINKS

MOUNTAIN VIEW, CALIFORNIA
PCI-CT 5 BR 2021-139-GEO.GPJ TEMPLATE 7-22-11.GDT 11/2/21 20 21
22 23
24 25
26 27
28 29
30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 61
35 72
93 14
38 81
20 47
24 28
1 1A
1B
1C
1D
2 2A
2B
3 4A
4B
SANDY SILT (ML); brown; moist; fine to coarse
SAND; trace angular fine gravel (Fill).

SANDY fat CLAY (CH); black; moist; high plasticity
fines; fine SAND; few coarse SAND (Fill).

SANDY SILT (ML); brownish gray; moist; low plasticity
fines; fine SAND.

No recovery (3.0-5.0 feet).

Grades fiberous, trace paper; plastic and wood
(2.2-3.0 feet) (Fill).

Lean CLAY with SAND (CL); stiff; dark greenish gray;
wet; low plasticity fines; fine SAND; trace subangular
fine gravel (Fill)
(LL=32, PI=12).

PP=1.2 tsf.

No recovery (6.7-10.0 feet).

PEAT (PT); black; moist; fiberous; sandy lean organic
clay; paper; glass; wood debris (Fill).

More black organic clay (13.0-13.6 feet).

SANDY lean CLAY (CL); very stiff; moist; medium
plasticity fines; fine to medium SAND (Native soil)
(LL=36, PI=20).

PP=2.5 tsf.

Stiff; gray; wet; low plasticity fines; fine SAND; trace subangular fine gravel.

PP=1.0 tsf.

PI
CR, PI

SPT HAMMER TYPE

DRILL RIG
Direct Push Rig

BOREHOLE BACKFILL AND COMPLETION
Boring backfilled with cement grout

DRILLING CONTRACTOR
Geo-Ex Subsurface Exploration

LOGGED BY
Mark McKee

BEGIN DATE
10-5-21

COMPLETION DATE
10-5-21

TOTAL DEPTH OF BORING

30.0 ft

BOREHOLE DIAMETER
BOREHOLE LOCATION (Offset, Station, Line)
.SAMPLER TYPE(S) AND SIZE(S) ID
Direct push-pneumatic

AFTER DRILLING (DATE)

SURFACE ELEVATION

11.0 ft

DRILLING METHOD
Geoprobe

GROUNDWATER

READINGS
BOREHOLE LOCATION (Lat/Long or North/East and Datum)
37° 25' 51.61" / -122° 4' 54.18"

HOLE ID
GP-2

DURING DRILLING
HAMMER EFFICIENCY, ERi
A-2A
Drilling Method
RQD (%)
Recovery (%)
Moisture
Content (%)
Dry Unit Weight
(pcf)
Job No.: 2021-139-GEO
Sample Depth
Sample Number
ELEVATION (ft)

9.00 7.00

5.00 3.00

1.00 -1.00
-3.00
-5.00
-7.00
DEPTH (ft)

DESCRIPTION
UC/UU in Shear. Str.
(tsf)

LOG OF TEST BORING
Date: 10/26/2021 Boring ID: GP-2
Remarks
Blows per 6 in.

SHORELINE GOLF LINKS

MOUNTAIN VIEW, CALIFORNIA
PCI-CT 5 BR 2021-139-GEO.GPJ TEMPLATE 7-22-11.GDT 11/2/21 (continued)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 -- -- -- -- -
~ ✓ .. "' -r -
= i\ --- -
- -- - -- -- -- -
- -- -- -- -- -
- -- -- -- -- -
- - -- -- -
=V/
--
-~~
--
--
~~ ---
-
~~
-
--
-
~~
--
--
=V/'/'.'.
--- / -,,,,,, ---- -
= ', t!!t ---ilil -
~ 1,ilt --
- ,11,,1,, ---- -_ ,, il t -
~ilil --= ', il t -
-
-t!!il -
~ ',tf!t --
- ,11,,1,, -=1:--il-t --
-,11,,1 ,,
---- -_,, il t -
=ilil -
-
=V/ ---
~~
--
--
~~
---
-~~
----
~~ - ----
~~
-
--
-
=½ --
--
~l:6J~l~Jj I
100
73 27
25 19
12 5A
5B
6A
6B
No recovery (19.8-20.0 feet).

SANDY lean CLAY (CL); very stiff; moist; medium
plasticity fines; fine to medium SAND (Native soil)
(LL=36, PI=20). layer description continued from
previous page
Gray to light olive brown; moist; medium plasticity
fines; fine SAND; trace subangular fine gravel;
(LL=48, PI=24).

SANDY lean CLAY (CL) (continued).

PP=1.7 tsf.

PP=2.7 tsf.

Lean CLAY (CL); stiff to very stiff; gray to olive gray; moist; low to medium plasticity fines; trace fine SAND.

PP=1.4 tsf.

PP=2.3 tsf.

PP=2.5 tsf.

Stiff; PP=1.6 tsf.

CLAYEY SAND (SC); yellowish brown; moist; (+#4 =

3.9%, -#200 = 21.3%).

No recovery (28.7-30.0 feet).

Bottom of borehole at 30.0 ft bgs/Elev. -19.0 ft
Groundwater not encountered during sampling (wet
below ~ 5 feet)
This Boring Record was developed in accordance with
the Caltrans Soil & Rock Logging, Classification, and
Presentation Manual (2010) except as noted on the
Soil or Rock Legend or below.

PI
PA
A-2B
Drilling Method
RQD (%)
Recovery (%)
Moisture
Content (%)
Dry Unit Weight
(pcf)
Job No.: 2021-139-GEO
Sample Depth
Sample Number
ELEVATION (ft)
-11.00
-13.00
-15.00
-17.00
-19.00
-21.00
-23.00
-25.00
-27.00
-29.00
-31.00
DEPTH (ft)

DESCRIPTION
UC/UU in Shear. Str.
(tsf)

LOG OF TEST BORING
Date: 10/26/2021 Boring ID: GP-2
Remarks
Blows per 6 in.

SHORELINE GOLF LINKS

MOUNTAIN VIEW, CALIFORNIA
PCI-CT 5 BR 2021-139-GEO.GPJ TEMPLATE 7-22-11.GDT 11/2/21 20 21
22 23
24 25
26 27
28 29
30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 GP-1 1A 0.0 ML - -
GP-1 1B 1.9 CL/CH - -
GP-1 1C 3.0 CL/CH - -
GP-1 2A 5.0 CL 14.2 -
GP-1 2B 7.5 CL - -
GP-1 2C 8.5 CL/CH - -
GP-1 2D 9.5 CL/CH - -
GP-1 3A 10.0 CL 14.3 -
GP-1 3B 10.3 CL 20.2 - 39 19 20
GP-1 3C 13.2 CL 15.0 -
GP-1 4A 15.2 CL 20.1 -
GP-1 4B 16.0 CH 24.6 - 50 19 31
GP-1 5A 20.0 CL 19.5 -
GP-1 5B 23.0 CL 19.7 - 26 15 11
GP-1 5C 24.5 SM 16.5 -
GP-1 6 25.0 SM 22.1 -
GP-1 26.0 SM - - 4.7 9.3
GP-2 1

0.0 ML - -
GP-2 1A 0.1 ML - -
GP-2 1B 0.9 CH - -
GP-2 1C 1.2 ML 14.4 -
GP-2 1D 2.2 ML 37.6 -
GP-2 2 5.0 ML - -
GP-2 2A 5.1 ML 81.1 -
GP-2 2B 5.5 CL 19.9 - 32 20 12
GP-2 3 10.0 - 46.6 -
GP-2 4A 15.0 CL 23.9 - 36 16 20
GP-2 4B 18.0 CL 27.7 -
GP-2 5A 20.0 CL 27.1 - 48 24 24
GP-2 5B 23.0 CL 24.9 -
GP-2 6A 25.0 CL 18.9 -
GP-2 6B 28.0 SC 12.3 - 3.9 21.3
% <
Sieve 200
% >
Sieve 4
Plasticity
Index
Plastic
Limit
Water
Content
Classi-
ficationDepth Liquid
Limit
Dry
Density
Sample
NumberBorehole
Shear
Strength
(tsf)
JOB NO: 2021-139-GEO PLATE NO: B-1

MOUNTAIN VIEW, CALIFORNIA

SHORELINE GOLF LINKS
~E6,BJ~!J I
0 5
10 15
20 25
30 35
40 45
50 55
60 65
70 75
80 85
90 95
100

0.0010.010.1110100

12.5 9.5
D60
20 406

BORING DEPTH

PERCENT FINER BY WEIGHT

50 GRAIN SIZE DISTRIBUTION
PI Cc CuLL PL
1/2
HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 1403 4 101.5 8 143/4 3/86 603 1002 4 16 301 200

COBBLES GRAVEL SAND

GRAIN SIZE IN MILLIMETERS
coarse fine coarse SILT OR CLAYfinemedium

86.0 74.8
%Sand

4.7 3.9
%Gravel

0.083
D10

0.322

0.891
D30

0.176

0.178
Classification
Poorly graded SAND with SILT

CLAYEY SAND
D100 %Silt %Clay

1.16 3.90

9.3 21.3
B-3
GP-1
GP-2
GP-1
GP-2
6B
SAMPLE #
SAMPLE #
6B

26.0 28.0

26.0 28.0
PLATE NO:JOB NO: 2021-139-GEO

MOUNTAIN VIEW, CALIFORNIA

SHORELINE GOLF LINKS
-I II I T ,Jhi'. : I I I I I
r---.r--.il
I I I
\
4 '
I\
: \ I
I\
\ a
\
,.

I
I I
•
IJI
•
IJI
0 10
20 30
40 50
60 70
80 0 20 40 60 80 100

PLASTICITY
B-2

10.3 16.0

23.0 5.5

15.0 20.0
PLATE NO:JOB NO: 2021-139-GEO

LIQUID LIMIT

P
L
A
S
T
I
C
I
T
Y
I
N
D
E
X

CL-ML MH
CL
ML
CH

BOREHOLE DEPTH
19 19
15 20
16 24
PI PL LLClassificationFines
20 31
11 12
20 24
39 50
26 32
36 48
SANDY lean CLAY
SANDY fat CLAY
SANDY lean CLAY
Lean CLAY with SAND
SANDY lean CLAY
SANDY lean CLAY
SAMPLE #
GP-1
GP-1
GP-1
GP-2
GP-2
GP-2
3B
4B
5B
2B
4A
5A

MOUNTAIN VIEW, CALIFORNIA

SHORELINE GOLF LINKS
0 0
/
/~
/ V
/
V
r.~
0 /
~ -
~
~ -~ */ ...
~
,_
0 0
•
IZI
•
*
0 0
~E6,BJ~!J I
Sunland Analytical
To: Do Nguyen
Parikh Consultants, Inc.
1497 N.Milpitas Blvd
11419 Sunrise Gold Circle, #10
Rancho Cordova, CA 95742
(916) 852-8557
Milpitas, CA 95035
From: Gene Oliphant, Ph.D. \ Randy Horne~
General Manager \ Lab Manager\
Date Reported
Date Submitted
06/22/2022
06/15/2022
The reported analysis was requested for the following location:

Location 2021-139-GEO SHORE. Site ID: GP-1@ 0-5.

Thank you for your business.
* For future reference to this analysis please use SUN# 87586-182166.

EVALUATION FOR SOIL CORROSION
Soil pH 7.59
Minimum Resistivity
Chloride
Sulfate

METHODS

0.83 ohm-cm (xl000)
137.8 ppm

98.0 ppm

00.01378 %

00.00980 %
pH and Min.Resistivity CA DOT Test #643
Sulfate CA DOT Test #417, Chloride CA DOT Test #422m

APPENDIX III
Ultimate Skin Friction (tons)
Bridge No. 25, CIDH Pile Option (24", 30" & 36" dia.)
Depth (ft)
0 50 100 150 200 250 300 350 400
05101520253035404550556065707580859095100
Dia=2 ft
Dia=2.5 ft
Dia=3 ft
CLAY
CLAY
CLAY
CLAY
CLAY
CLAY
CLAY
CLAY
OG
Assumed Footing
Level/Pile Top
Limits of Pile Tip for 24", 30"
& 36" dia. CIDH Piles per 30:1
Ratio, Caltrans MTD 3-1
Bridge No. 25 Replacement
Shoreline Golf Links, Mountain View

1. Pile capacity is based on skin friction only

2. Min. pile spacing = 3 x dia.

3. Max. pile length is limited to 30:1 ratio
(length to dia.) per Caltrans MTD 3-1
Appendix III-a
~

I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I - ---,,,
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& v" \ \ \
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-----
- r--- •
~ ' \
-
t----
.,. -
---
0 10
20 30
40 50
60 70
80 90
100
0 500 1000 1500 2000 2500 3000 3500 4000
Depth (ft)
Strength (psf)
Strength vs Depth
CPT‐1
CPT‐3
Min. Value
Bridge No. 25 Replacement
Shoreline Golf Links, Mountain View
Appendix III-b
► ►
~ I \ 11 / '> I . l I IIT ·w\.L t JV \..111 J I ~.Lt I I I JgtJ ..ti tH T LI~ I fll !> '>
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19 ~ '> ~ ► '> !" '> ► ►
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~ '> '>
I '> ►
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-1
Location:

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
Friction ratio
Rf (%)
10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
18 16 14 12 10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Soil Behaviour Type
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay
Clay & silty clay
Clay
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay & silty clay
Clay & silty clay
Clay
Clay & silty clay
Clay & silty clay
Clay & silty clay
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:11 PM 7 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Appendix III-c
Geo tee l\n , ca l Sofcwar@
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Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-1
Location:

Norm. cone resistance
Qtn
800600400200 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. cone resistance Norm. pore pressure ratio
Bq

10.50 Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. pore pressure ratioNorm. friction ratio
Fr (%)
10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. friction ratio SBTn Index
Ic
4321
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Index Norm. Soil Behaviour Type
SBTn (Robertson, 1990)
18 16 14 12 10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Very dense/stiff soil
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Clay
Clay & silty clay
Clay
Clay & silty clay
Sand & silty sand
Sand
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:11 PM 8 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
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I
'-_?
;,
~
■
■
■
■
□
□
□
□
□
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-1
Location:

Norm. cone resistance
Qtn
800600400200 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. cone resistance Norm. pore pressure ratio
U2
10 8 6 4 2 0 -2
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. pore pressure ratioNorm. friction ratio
Fr (%)
10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. friction ratio Mod. SBTn I(B)
IB
10100
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Mod. SBTn I(B)
2232
Mod. Norm. SBTn
Mod. SBTn (Robertson 2016)
18 16 14 12 10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Mod. Norm. SBTn
Sand like - Dilative
Transitional - Dilative
Clay-like - Dilative
Transitional - Dilative
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Contractive
Transitional - Dilative
Sand like - Dilative
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Clay-like - Dilative
Transitional - Dilative
Sand like - Dilative
Transitional - Dilative
Transitional - Dilative
Clay-like - Contractive
Clay-like - Contractive
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Transitional - Dilative
Clay-like - Contractive
Clay-like - Contractive - Sensitive
Mod. SBTn legend

1. CCS: ClayLike - Contractive, Sensitive

2. CC: Clay-like - Contractive

3. CD: Clay-Like: Dilative

4. TC: Transitional - Contractive

5. TD: Transitional - Dilative

6. SC: Sand-like - Contractive

7. SD: Sand-like - Dilative
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:11 PM 9 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
r ---?
~
>
\.....
5' -
~
'-I>
-~
,
=-
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~
,
I
I
~
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l
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■
■
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□
■
□
□
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-1
Location:

Cone resistance qt
Tip resistance (tsf)
400200
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance qt SBTn Index
Ic
4321
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn IndexNorm. cone resistance
Qtn
2000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. cone resistance Clean sand equivalent
Qtn,cs
200
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Clean sand equivalent Residual strength ratio
Su(r)/σ'vo
10 Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Residual strength ratio
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:12 PM 15 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
? -
$
Ii
..
~
~
?
I
~
"""--.__
.. =-----r
~
,.__
~
f
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-1
Location:

Permeability
Ksbt (ft/s)1x10
-9
1x10
-6
1x10
-3
1x10
+0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Permeability Young's modulus
Es (tsf)
1,0000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Young's modulusSPT N60
N60 (blows/ft)
50 40 30 20 10 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SPT N60 Relative density
Dr (%)
100 80 60 40 20 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Relative density
Calculation parameters
Relative density constant, CDr: 350.0Permeability: Based on SBTn SPT N60: Based on Ic and qt
Young’s modulus: Based on variable alpha using Ic (Robertson, 2009) Phi: Based on Kulhawy & Mayne (1990)
Friction angle
φ (degrees)
5045403530
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction angle
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:12 PM 11 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
? ~ z
, ~
-.~ <"" •
◄ i'?
L L
I~ .(_
==--~ """~
~ . - -<' <
a
< < I>
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.
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:Iii
t. ~
1 ~ ~
?
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-1
Location:

Constrained Modulus
M(CPT) (tsf)
2,0000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Constrained Modulus Shear strength
Su (tsf)
6420
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Su peak
Su remolded
Shear strengthShear modulus
Go (tsf)
2,0000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Shear modulus Undrained strength ratio
Su/σ',vo
4 3 2 1 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Undrained strength ratio OCR
OCR
201510 5 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
OCR
Calculation parameters
Undrained shear strength cone factor for clays, Nkt: 14 OCR factor for clays, Nkt: 0.33
Go: Based on variable alpha using Ic (Robertson, 2009)
Constrained modulus: Based on variable alpha using Ic and Qtn (Robertson, 2009) Flat Dilatometer Test data
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:12 PM 12 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
-
.. i- C
Ir-
-------
~ J
~ .....,
> > , ~
'1 '1 - -
- -
~ ~
? l
7 L
l l -
L l
~
~
~
l
~
1 J I
,-==:
-
~ ~
----
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-1
Location:

Shear Wave velocity
Vs (ft/s)
1,0005000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Shear Wave velocity In-situ stress ratio
Ko
3 2.5 2 1.5 1 0.5 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
In-situ stress ratioState parameter
ψ

0.10-0.1-0.2
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
State parameter Soil sensitivity
St
10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Soil sensitivity Effective friction angle
Peak φ (degrees)
4035302520
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Effective friction angle
Calculation parameters
Soil Sensitivity factor, NS: 7.00
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:12 PM 13 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
~
t
L
~
I
--
~
\ -
"' 1 _,
' ~ IC
~
---... -
-
-c ~ --
~
"C > -i--
= l~
-
ir ) ·~
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►
=-
~
,
;~ ==:: -
'
\ .. K ...
r-- ~~ - 17
:-= <' ~~
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-1
Location:

Bulk unit weight
γ (pcf)
120100
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Bulk unit weight Void ratio
e

10.50 Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Void ratioWater content
w(%)
40200
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Water content Dry unit weight
γ(dry) (pcf)
100500
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Dry unit weight Porosity
n
1 0.8 0.6 0.4 0.2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Porosity
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:12 PM 14 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
<I)
I
)
,kl r
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t
f ., ,
~
-jj
)
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\
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~?

4...,
1)......}
R
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 11.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-2
Location:

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
Friction ratio
Rf (%)
10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
18 16 14 12 10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Soil Behaviour Type
Clay & silty clay
Clay & silty clay
Clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay & silty clay
Clay & silty clay
Clay
Clay & silty clay
Sand & silty sand
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Clay & silty clay
Clay
Silty sand & sandy silt
Clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay & silty clay
Clay
Clay & silty clay
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:13 PM 22 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
s ~--
~
--~--t 5t,
-~
r==--- ·--'""'--
I.C.....
-;z - ~ -..
---
l
l ,r -.. =- ~ --
------ ~
.... ----
'
""'1!: --~ .. =--<
Iii :.,
' "---
• I
.. ~~
(" 13=
\ f2,-
,> ~
>
) '~
,.,
►
~
-
-,:
~
11 ..
i?-
,.e>
::=.
"I
~~t
,.......--
' 11=..
iilt..~
s: --,
~
- ~
--
~
,~
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__:111.
i,,=:::::::-
■
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■
■
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□
□
□
□
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 11.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-2
Location:

Norm. cone resistance
Qtn
800600400200 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. cone resistance Norm. pore pressure ratio
Bq

10.50 Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. pore pressure ratioNorm. friction ratio
Fr (%)
10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. friction ratio SBTn Index
Ic
4321
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Index Norm. Soil Behaviour Type
SBTn (Robertson, 1990)
18 16 14 12 10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. Soil Behaviour Type
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Clay
Clay
Clay & silty clay
Clay
Clay
Silty sand & sandy silt
Clay
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Clay & silty clay
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Clay & silty clay
Clay & silty clay
Clay & silty clay
Clay
Organic soil
Clay
Organic soil
Clay
SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:13 PM 23 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
fa -l
I,
,
I
>
' {
~
~ -... !, .--
>
~-
"!iii ...
--___,,.~
~ ~
-t?'
ic,;_
~--I= --l
r
~ -~
-~
-~ -

1..25 =-
~ -J !-
--;;;;
~ .. .. ~ ..;
-""""'2
~
■
■
■
■
□
□
□
□
□
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 11.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-2
Location:

Norm. cone resistance
Qtn
800600400200 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. cone resistance Norm. pore pressure ratio
U2
10 8 6 4 2 0 -2
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. pore pressure ratioNorm. friction ratio
Fr (%)
10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. friction ratio Mod. SBTn I(B)
IB
10100
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Mod. SBTn I(B)
2232
Mod. Norm. SBTn
Mod. SBTn (Robertson 2016)
18 16 14 12 10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Mod. Norm. SBTn
Sand like - Dilative
Transitional - Dilative
Sand like - Dilative
Clay-like - Dilative
Transitional - Dilative
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Transitional - Dilative
Clay-like - Dilative
Sand like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Transitional - Dilative
Transitional - Dilative
Sand like - Dilative
Transitional - Dilative
Transitional - Contractive
Sand like - Dilative
Sand like - Dilative
Transitional - Dilative
Clay-like - Dilative
Transitional - Dilative
Clay-like - Contractive
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Clay-like - Dilative
Clay-like - Contractive
Mod. SBTn legend

1. CCS: ClayLike - Contractive, Sensitive

2. CC: Clay-like - Contractive

3. CD: Clay-Like: Dilative

4. TC: Transitional - Contractive

5. TD: Transitional - Dilative

6. SC: Sand-like - Contractive

7. SD: Sand-like - Dilative
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:13 PM 24 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
fa -
.. ,,!!L
l "!Iii!...

I, ---l-,,,,11'-
~ ~
' I -~
> ic::;_
'
<~ -
{ j:
~
-~ f
Ir
'3 I~
---C
~
-
~
>
~
-
-re;; -

1..25 -~ ---:; ~
--:;;
~ .. . ~ ..;
-~
~
i:;:::= ~
(,
.~
•:" -
\
C r-::=~
,. ~
c:·
~
t--:
(
,---
~
'
~
h.
-~
~
-~
ll
~~
,....
.it
~
-~
I,.
.. -~ ~
k1
■
■
■
□
■
□
□
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 11.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-2
Location:

Cone resistance qt
Tip resistance (tsf)
3002001000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance qt SBTn Index
Ic
4321
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn IndexNorm. cone resistance
Qtn
3002001000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. cone resistance Clean sand equivalent
Qtn,cs
300200100
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Clean sand equivalent Residual strength ratio
Su(r)/σ'vo

10.50 Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Residual strength ratio
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:14 PM 30 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
-i ~
~ ~
l ~
i, ~
\. (
f
'2.-...~ z.............
-'~
IF
~
'-;!: ' ~
~ ~
f" r
-=
......:;:
~~ ---:::; L
-cc - -II..
i.
!,
!,
.._
~ 1
~
1~
?
,
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 11.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-2
Location:

Permeability
Ksbt (ft/s)1x10
-9
1x10
-6
1x10
-3
1x10
+0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Permeability Young's modulus
Es (tsf)
1,0000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Young's modulusSPT N60
N60 (blows/ft)
50 40 30 20 10 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SPT N60 Relative density
Dr (%)
100 80 60 40 20 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Relative density
Calculation parameters
Relative density constant, CDr: 350.0Permeability: Based on SBTn SPT N60: Based on Ic and qt
Young’s modulus: Based on variable alpha using Ic (Robertson, 2009) Phi: Based on Kulhawy & Mayne (1990)
Friction angle
φ (degrees)
5045403530
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction angle
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:14 PM 26 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
,&. C:
~ ~- """: -=-
~ ..... ....
~ ~~
I~ (_
t ~-• , --- .,,.
\.
~
f--
. . . .

I~ .. ~ ~ -~ ~ , -► ... ~ ~
, ✓
I___:::$ - ~ -r-a::_ - IS ,s:-
,i. --: ~ -:it. ~ . ..
- ~
- 1-
- -
i--
-.-....
> '1
.
• >
~
... ~
r ~
'/llr'
~ '"> > <;n
~
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 11.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-2
Location:

Constrained Modulus
M(CPT) (tsf)
2,0001,0000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Constrained Modulus Shear strength
Su (tsf)
420
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Su peak
Su remolded
Shear strengthShear modulus
Go (tsf)
2,0001,0000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Shear modulus Undrained strength ratio
Su/σ',vo
4 3 2 1 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Undrained strength ratio OCR
OCR
201510 5 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
OCR
Calculation parameters
Undrained shear strength cone factor for clays, Nkt: 14 OCR factor for clays, Nkt: 0.33
Go: Based on variable alpha using Ic (Robertson, 2009)
Constrained modulus: Based on variable alpha using Ic and Qtn (Robertson, 2009) Flat Dilatometer Test data
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:14 PM 27 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
-- 1-- -- .,..._
-~ ~ -
~
~ .... ' ,,E_ -'---- £ .... ,,____
~ -.. ~-- --w
-I'-. "'-.
; ✓
-
~

1. .... +-- -i--
- -7 7
l. I
' -
'
,)
>
:ii:' ..._ ~
s--- r ....
"> '>
~ ~
~ )
-----
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 11.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-2
Location:

0.10-0.1-0.2
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
State parameter Soil sensitivity
St
10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Soil sensitivity Effective friction angle
Peak φ (degrees)
4035302520
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Effective friction angle
Calculation parameters
Soil Sensitivity factor, NS: 7.00
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:14 PM 28 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
~
'l
~ -
t ~->
_,, .,, -- )
"""'
~
..r
✓ .... .l.s
-_._
~
■
.. ..... -,_
- r-•
7 ? - ~
t • ~
- ~
l l
~
I
• L7
i!
~ =~
-
p
;ii '':I, ~
1""-r- ◄• )
-..
-
~
,i.
),
~
-i:;:::a
'- ' > -
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 11.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-2
Location:

Bulk unit weight
γ (pcf)
120100
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Bulk unit weight Void ratio
e

10.50 Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Void ratioWater content
w(%)
40200
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Water content Dry unit weight
γ(dry) (pcf)
100500
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Dry unit weight Porosity
n
1 0.8 0.6 0.4 0.2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Porosity
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:14 PM 29 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
1, t,
)
}
"" ~
'i,.J
~
~
-J
'
,_
1((
?
l
(
lj
IR
k' r,
IJ
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-3
Location:

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
Friction ratio
Rf (%)
10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
18 16 14 12 10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Soil Behaviour Type
Silty sand & sandy silt
Clay
Organic soil
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay & silty clay
Clay
Clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:15 PM 37 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
~
~
-
►
-I
=-
5"
~~
•11, >
>
~
--
, ...... ;3-
r-..... ~ -,.""= =-
• ~ -
~
_..
.is-
""l. .__
....ii:
-r- -
--=
... -
1 ~
== ,_
~
.....-
■
■
■
■
□
□
□
□
□
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-3
Location:

Norm. cone resistance
Qtn
800600400200 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. cone resistance Norm. pore pressure ratio
Bq

10.50 Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. pore pressure ratioNorm. friction ratio
Fr (%)
10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. friction ratio SBTn Index
Ic
4321
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Index Norm. Soil Behaviour Type
SBTn (Robertson, 1990)
18 16 14 12 10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. Soil Behaviour Type
Sand & silty sand
Clay & silty clay
Clay & silty clay
Clay & silty clay
Clay
Clay & silty clay
Clay & silty clay
Clay
Clay & silty clay
Clay & silty clay
Clay
Organic soil
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Organic soil
Clay
Organic soil
Organic soil
Clay & silty clay
Clay
Organic soil
Clay
Clay
Organic soil
SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:15 PM 38 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
r ,,,,---
,>
...
>--
I
I
t
'lo
•
>
,._
l._ i-,,._
,_
~
~
~
-~ -.,£
~~
-~
•!!iiiio
- !Ii-
:..
-ct...._ ...
? -
-
-1'
r
... ... ..,._
~
-._
l -I
~
..
t
■
■
■
■
□
□
□
□
□
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-3
Location:

Norm. cone resistance
Qtn
800600400200 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. cone resistance Norm. pore pressure ratio
U2
10 8 6 4 2 0 -2
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. pore pressure ratioNorm. friction ratio
Fr (%)
10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. friction ratio Mod. SBTn I(B)
IB
10100
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Mod. SBTn I(B)
2232
Mod. Norm. SBTn
Mod. SBTn (Robertson 2016)
18 16 14 12 10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Mod. Norm. SBTn
Sand like - Dilative
Clay-like - Dilative
Clay-like - Dilative
Transitional - Dilative
Clay-like - Dilative
Sand like - Dilative
Clay-like - Dilative
Clay-like - Dilative
Clay-like - Dilative
Transitional - Dilative
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Clay-like - Contractive
Transitional - Dilative
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Clay-like - Contractive
Clay-like - Dilative
Clay-like - Contractive
Mod. SBTn legend

1. CCS: ClayLike - Contractive, Sensitive

2. CC: Clay-like - Contractive

3. CD: Clay-Like: Dilative

4. TC: Transitional - Contractive

5. TD: Transitional - Dilative

6. SC: Sand-like - Contractive

7. SD: Sand-like - Dilative
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:15 PM 39 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
,,-.,- "'\,, ._
t--..
~ ,_
L.
>--
~
I -E
~
-~ ----.,£ 19:...~
-~
~ ,!!;ii;
•!!lij;
~
• -ch ...
? -
-
-1'
j,:"'
!IL
""r--... ...

Lr
~ -,.
.l -I
!lo
~
- •
J
"5;:. ..
<S ;;;:~
~
<5"'
~~
...
~
~i,.._,
1§.
,_µ.
~~
"C
~
-=-
~~
,. l?
l L.
.. ~
r.:it...
·i
-
J:s:" ;J
J,...:s I-I
-,v-;.......,
<
i-,11'
,..._
I?
■
■
■
□
■
□
□
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-3
Location:

Cone resistance qt
Tip resistance (tsf)
10050
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance qt SBTn Index
Ic
4321
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn IndexNorm. cone resistance
Qtn
4002000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Norm. cone resistance Clean sand equivalent
Qtn,cs
400200
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Clean sand equivalent Residual strength ratio
Su(r)/σ'vo
210
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Residual strength ratio
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:16 PM 45 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
-..,,,,,--
c >-
I?
~
◄
>
)
•
.....
>
~
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-3
Location:

Permeability
Ksbt (ft/s)1x10
-9
1x10
-6
1x10
-3
1x10
+0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Permeability Young's modulus
Es (tsf)
1,0000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Young's modulusSPT N60
N60 (blows/ft)
50 40 30 20 10 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SPT N60 Relative density
Dr (%)
100 80 60 40 20 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Relative density
Calculation parameters
Relative density constant, CDr: 350.0Permeability: Based on SBTn SPT N60: Based on Ic and qt
Young’s modulus: Based on variable alpha using Ic (Robertson, 2009) Phi: Based on Kulhawy & Mayne (1990)
Friction angle
φ (degrees)
5045403530
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction angle
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:15 PM 41 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
7 ~
-
..,- ::tr
< -r ..... "-
.JI .. - __.
1-c{"'" - ~ -- -
.l .>
,:. -I >
'> ..... I> ,.

I) ....
.J
\ \ . -1.~ ,,-J•
1,_, .,:_
lo
)
I )
I\ I\ s . . Ls'" , ..
-
.... ,IL-
~ h
l e ;:=- -r
'
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-3
Location:

Constrained Modulus
M(CPT) (tsf)
1,0000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Constrained Modulus Shear strength
Su (tsf)
50 Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Su peak
Su remolded
Shear strengthShear modulus
Go (tsf)
2,0000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Shear modulus Undrained strength ratio
Su/σ',vo
4 3 2 1 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Undrained strength ratio OCR
OCR
201510 5 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
OCR
Calculation parameters
Undrained shear strength cone factor for clays, Nkt: 14 OCR factor for clays, Nkt: 0.33
Go: Based on variable alpha using Ic (Robertson, 2009)
Constrained modulus: Based on variable alpha using Ic and Qtn (Robertson, 2009) Flat Dilatometer Test data
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:15 PM 42 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
~ -~ - -- --
...... ~ --= ~
IL-.
_,r
:I
=-I~
~ ~
'--- '
~ _,,
-:::• ~
~ \ --> _.:-
I I
&;; .. '~ ., )·
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-
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·~ ·~
~
""' ,r I
~ ~ ..... .....
,il ,il
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-----
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-3
Location:

0.10-0.1-0.2
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
State parameter Soil sensitivity
St
10 8 6 4 2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Soil sensitivity Effective friction angle
Peak φ (degrees)
4035302520
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Effective friction angle
Calculation parameters
Soil Sensitivity factor, NS: 7.00
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:16 PM 43 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
--- -- - ---- - ----
~
- .-..
... -c....
-
I '-
1 - :I
~
' - J -... } --
'{ '\ - ~
.- ~
-
~ ~-.. ""'a -• ----- ., -i
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s 1~ > -
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~ 1____.:::::.
f\..

I-
1:::- --= ;::-
---Ir !
~
'-,,,...
,1
~
,..-.
--\_ { ~
Project: SHORELINE GOLF LINKS
Total depth: 99.90 ft, Date: 11/2/2021
Surface Elevation: 14.00 ft

MOUNTAIN VIEW
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-3
Location:

Bulk unit weight
γ (pcf)
120100
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Bulk unit weight Void ratio
e

10.50 Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Void ratioWater content
w(%)
40200
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Water content Dry unit weight
γ(dry) (pcf)
100500
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Dry unit weight Porosity
n
1 0.8 0.6 0.4 0.2 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Porosity
CPeT-IT v.3.6.2.6 - CPTU data presentation & interpretation software - Report created on: 11/8/2021, 2:30:16 PM 44 Project file: C:\Users\engineer\Parikh Consultants Inc\Projects - Ongoing_Projects\2021\2021-139-GEO BCA_Mtn View Citywide Br. Rehab\Calculations\CPT\Cpet-it calculations -SW.cpt Geo tee l\n , ca l Sofcwar@
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')
,R.

C
~
~
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t
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< V
n.

APPENDIX IV

CITY OF MOUNTAIN VIEW, CALIFORNIA

PUBLIC WORKS DEPARTMENT
500 CASTRO STREET, MOUNTAIN VIEW, CA 94041

REVISIONS
NO. DATE DESCRIPTION APPROVED
SCALE: DATE: SHEET:DESIGNED BY:

DRAWN BY: AS NOTED
Prepared by: BIGGS CARDOSA ASSOCIATES INC.

STRUCTURAL ENGINEERS
865 THE ALAMEDA
SAN JOSE, CA 95126-3133
PHONE: 408-296-5515
FAX: 408-296-8114

GOLF CART BRIDGE REPLACEMENT AT
F. CASTILLO
S. HICKEY
'\f f '.:IV 11
S-1 +00
PROFILE GRADE * NO SCALE
''VI\/'' I I I\ -
[;S:IISJl"'ll"Jl"'ll"ll'Sll/11711/IVll/lVlZJ"~
.--------------f
4 J
r< HHI -
4 l
f
Fr:CF
--,

ELEVATION
1" = 1 O'
- - I ---
1 [x "I
t- . --
I -
-
.,...,.--------------,---,---- - -
L'L
PLAN /~.,~/\
1" = 1 O' v
• • :==:===:==================:===::::-= a.
f V

TYPICAL SECTION
PLAN CHECK SET /NOT FOR CONSTRUCTION (7 /21 /22)
CITY OF MOUNTAIN VIEW SHORELINE GOLF LINKS 1st FAIRWAY

GENERAL PLAN
12/13/2021 S1

PIN XXXX-XX

Mountain View City CouncilJune 25, 2024

Mountain View City Council
June 25, 2024