Therefore, we should be engaged to observe footing excavations to check the excavations are bottomed on suitable bearing material and to observe site grading and perform field density testing to confirm the recommended compaction is achieved. These services will allow us to confirm the subsurface conditions are consistent with those encountered during our investigation and allow us to make changes in our recommendations, if deemed necessary.
We appreciate the opportunity to provide our services to you on this project. If you have any questions, please call.
Sincerely,
ROCKRIDGE GEOTECHNICAL, INC.
Craig Shields, P.E., G.E.
P r i n c i p a l G e o t e c h n i c a l E n g i n e e r Enclosure
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TABLE OF CONTENTS
1.0 INTRODUCTION ...............................................................................................................1
2.0 SCOPE OF SERVICES .......................................................................................................1
3.0 FIELD INVESTIGATION ..................................................................................................2
3.1 Test Borings .............................................................................................................3
3.2 Cone Penetration Tests ............................................................................................4
3.3 Infiltration Tests .......................................................................................................4
3.4 Laboratory Testing ...................................................................................................6
3.5 Seismic Refraction Survey .......................................................................................6
4.0 SUBSURFACE CONDITIONS AND SITE GEOLOGY ...................................................7
5.0 SEISMIC CONSIDERATIONS ..........................................................................................8
5.1 Regional Seismicity and Faulting ............................................................................8
5.2 Geologic Hazards ...................................................................................................10
5.2.1 Ground Shaking .........................................................................................11
5.2.2 Liquefaction and Associated Hazards ........................................................11
5.2.3 Cyclic Densification ...................................................................................11
5.2.4 Fault Rupture .............................................................................................12
6.0 DISCUSSION AND CONCLUSIONS .............................................................................12
6.1 Foundations and Settlement ...................................................................................12
6.2 Construction Considerations ..................................................................................13
6.3 Soil Corrosivity ......................................................................................................13
7.0 RECOMMENDATIONS ...................................................................................................14
7.1 Site Preparation and Grading .................................................................................14
7.1.1 Fill Materials and Compaction Criteria .....................................................15
7.1.2 Utility Trench Excavations and Backfill ....................................................16
7.1.3 Drainage and Landscaping .........................................................................17
7.1.4 Exterior Concrete Flatwork........................................................................18
7.2 Spread Footings .....................................................................................................18
7.3 Concrete Slab-on-Grade Floor ...............................................................................19
7.4 Retaining Walls ......................................................................................................20
7.5 Pavement Design ...................................................................................................21
7.5.1 Flexible (Asphalt Concrete) Pavement Design ..........................................21
7.5.2 Rigid (Portland Cement Concrete) Pavement ............................................23
7.6 Pavers .....................................................................................................................23
7.6.1 Non-Permeable Concrete Pavers ...............................................................24
7.6.2 Permeable Concrete Pavers ........................................................................24
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7.7 Seismic Design.......................................................................................................27
7.7.1 Site-Specific Ground Motion Hazard Analysis .........................................28
7.7.2 Prescriptive Mapped Values ......................................................................29
8.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION ........................................30
9.0 LIMITATIONS ..................................................................................................................30
REFERENCES
FIGURES
APPENDIX A – Cone Penetration Test Results and Logs of Borings APPENDIX B – Laboratory Test Results
APPENDIX C – MASW Survey Results
APPENDIX D – Site-Specific Ground Motion Hazard Analysis
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LIST OF FIGURES
Figure 1 Site Location Map
Figure 2 Site Plan
Figure 3 Regional Geologic Map
Figure 4 Regional Fault Map
Figure 5 EQ Zones of Required Investigation Map
Figure 6 Generalized ICPI Permeable Paver Detail for Partial Exfiltration
APPENDIX A
Figures A-1 Cone Penetration Test Results CPT-1
through A-3 through CPT-3
Figures A-4 Logs of Borings B-1
through A-5 through B-2
Figure A-6 Classification Chart
APPENDIX B
Figure B-1 Plasticity Chart
Figure B-2 Particle Siz e Distribution Report
Figure B-3 R-Value Test Report
Figure B-4 Corrosivity Test Results
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GEOTECHNICAL INVESTIGATION
PROPOSED POLICE OPERATIONS BUILDING
70 NORTH 1ST STREET
Campbell, California
1.0 INTRODUCTION
This report presents the results of the geotechnical investigation performed by Rockridge Geotechnical, Inc. for the proposed police operations building to be constructed at 70 North 1st Street in Campbell, California. The project site is located on the southeastern side of the intersection of North 1st and Grant streets, as shown on the Site Location Map, Figure 1.
The site is rectangular-shaped lot currently consists of an asphalt-paved parking lot in the northwestern portion of the Campbell Civic Center. Plans are to construct an at-grade, two-story, steel-framed police operations building with plan dimensions of about 100 by 150 feet. A surface parking lot will be constructed east of the proposed building.
2.0 SCOPE OF SERVICES
Our geotechnical investigation was performed in accordance with our Consultant Services Authorization dated March 3, 2021. The objective of our investigation was to evaluate subsurface conditions at the site and develop conclusions and recommendations regarding the geotechnical aspects of the proposed project. Our scope of services consisted of evaluating subsurface conditions at the site by drilling two test borings, performing three cone penetration tests (CPTs) and two in-situ infiltration tests, performing laboratory testing on selected soil samples, and performing engineering analyses to develop conclusions and recommendations regarding:
site seismicity and seismic hazards, including the potential for liquefaction and lateral spreading, and total and differential settlement resulting from liquefaction and/or cyclic densification
the most appropriate foundation type(s) for the proposed building design criteria for the recommended foundation type(s), including vertical and lateral capacities for each of the foundation type(s)
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estimates of foundation settlement
design groundwater depth
lateral earth pressure for design of elevator pit walls and site retaining walls, including a seismic increment
site grading and excavation, including criteria for fill quality and compaction subgrade preparation for slab-on-grade floors, concrete flatwork, precast concrete pavers, asphalt concrete, and Portland cement concrete pavements concrete flatwork, including thickness, reinforcement and aggregate base thickness pavement sections, including asphalt concrete and Portland cement concrete pavements, and precast concrete pavers (permeable and non-permeable) 2019 California Building Code (CBC) site class and design spectral response acceleration parameters
corrosivity of the near-surface soil and the potential effects on buried concrete and metal structures and foundations
average infiltration rate for the upper 10 feet of soil construction considerations.
We also performed a site-specific ground motion hazard analysis to develop design response spectra in accordance with the 2019 CBC. Because shear-wave velocity measurements could not be taken with the CPT probe below a depth of 41 feet below the existing ground surface (bgs) because of refusal in very dense granular soil, we retained Advanced Geological Services (AGS) to perform a geophysical survey to provide shear-wave velocity data for the upper 100 feet of soil at the site for use in our ground motion hazard analysis.
3.0 FIELD INVESTIGATION
Subsurface conditions at the site were investigated by drilling two borings, performing three CPTs and two in-situ infiltration tests, and performing laboratory testing on selected soil samples. Prior to our field investigation, we contacted Underground Service Alert (USA) to notify them of our work, as required by law, and retained Precision Locating, LLC, a private utility locator, to check that the boring, CPT, and infiltration test locations were clear of existing underground utilities. Details of the field investigation and laboratory testing are described below.
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3.1 Test Borings
Subsurface conditions at the site were explored by drilling two geotechnical borings, each to a depth of 26-1/2 bgs. The borings, designated as B-1 and B-2, were drilled on March 19, 2021 by Benevent Building, LLC of Concord, California at the approximate locations on the Site Plan, Figure 2. The borings were drilled using a portable hydraulic drill rig equipped with solid-stem augers. During drilling, our field engineer logged the soil encountered and obtained representative samples for visual classification and laboratory testing. The boring logs are presented in Appendix B on Figures B-1 and B-2. The soil encountered in the borings was classified in accordance with the classification chart shown on Figure B-3.
Soil samples were obtained using the following samplers:
Modified California (MC) split-barrel sampler with a 3.0-inch outside diameter and 2.5- inch inside diameter, lined with 2.43-inch inside diameter stainless steel tubes. Standard Penetration Test (SPT) split-barrel sampler with a 2.0-inch outside and 1.5-inch inside diameter, without liners.
The type of sampler used was selected based on soil type and the desired sample quality for laboratory testing. In general, the MC sampler was used to obtain samples in medium stiff to very stiff cohesive soil and the SPT sampler was used to evaluate the relative density of granular soils. The MC and SPT samplers were driven with a 140-pound safety hammer using a rope-and- cathead falling about 30 inches per drop. The samplers were driven up to 18 inches and the hammer blows required to drive the samplers were recorded every six inches and are presented on the boring logs. A “blow count” is defined as the number of hammer blows per six inches of penetration or 50 blows for six inches or less of penetration. The blow counts required to drive the MC and SPT samplers were converted to approximate SPT N-values using factors of 0.7 and
1.2, respectively, to account for sampler type, approximate hammer energy, and the fact that the SPT sampler was designed to accommodate liners, but liners were not used. The blow counts used for this conversion were the last two blow counts. The converted SPT N-values are presented on the boring logs.
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Upon completion, the borings were backfilled with cement grout and the pavement surface was patched with quickset concrete. The drilling spoils generated were spread in on-site landscaped areas.
3.2 Cone Penetration Tests
CPT-1 through CPT-3 were advanced on March 26, 2021 by Middle Earth Geo Testing, Inc. (Middle Earth) of Orange, California. The approximate locations of the CPTs are shown on the Site Plan, Figure 2. The CPTs extended to depths of 17 to 41 feet bgs with all CPTs meeting refusal before reaching their target depth. CPT-2 was reattempted after hitting refusal at approximately 18 feet bgs; the second CPT performed at that location is labelled CPT-2A in the figures.
The CPTs were performed using a truck-mounted rig hydraulically pushing a 1.7-inch-diameter cone-tipped probe into the ground. The probe measured tip resistance, pore water pressure, and frictional resistance on a sleeve behind the cone tip. Electrical sensors within the cone continuously measured these parameters for the entire depth advanced, and the readings were digitized and recorded by a computer. Accumulated data were processed by computer to provide engineering information such as soil behavior types, correlated strength characteristics, and estimated liquefaction resistance of the soil encountered. The CPT logs, showing normalized tip resistance, friction ratio, pore water pressure, and soil behavior type, are attached in Appendix A.
Upon completion, the CPT holes were backfilled with neat cement grout and the pavement was patched with cold-mix asphalt.
3.3 Infiltration Tests
On March 17, 2021, we attempted to hand auger two boreholes to 10 feet bgs, designated as IT- 1a and IT-2a, at the approximate locations shown on Figure 2, and set up the boreholes for infiltration tests. The infiltration holes were three inches in diameter and were terminated at depths of 7 and 5 feet bgs, respectively, due to caving of granular soil below those depths. On March 19, 2021, we used the portable hydraulic drill rig to drill the infiltration holes to depth of 10 feet bgs adjacent to IT-1a and IT-2a; the new infiltration holes were four inches in diameter
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and were bottomed at 10 feet bgs and are labelled IT-1b and IT-2b on Figure 2; however, prior to placing the slotted pipe in IT-2b, the hole caved to a depth of five feet bgs. Therefore, an infiltration test was only performed in IT-2a.
A two-inch-diameter slotted PVC pipe was placed in each of the boreholes and the bottom 3 to 4 feet of the annulus between the boreholes and the PVC pipes were backfilled with No, 3 clean graded kiln-dried Monterey sand. The boreholes were not presoaked.
The infiltration tests were performed by filling the boreholes with approximately 12 inches of water and measuring the drop in water level with time. Due to the high infiltration rate at both locations, we took readings in one-minute intervals until stabilized readings were obtained. The results of the tests are summarized below in Table 1 below. Because of the high infiltration rate of the granular soil below a depth of five feet bgs, the water placed in the boreholes drained too rapidly to fill the holes with water. Based on this information, the infiltration rates measured in the boreholes should only be considered representative of the soil below a depth of five feet bgs.
TABLE 1
In-Situ Infiltration Test Results
Infiltration
Test No.
Depth of Boring
(feet)
Measured Infiltration Rate
(inch/hour)
Design Infiltration
Rate (inch/hour)
IT-1a 7 >100 5
IT-1b 10 >100 5
IT-2a 5 >100 5
Upon completion of the tests, the boreholes were backfilled with soil cuttings.
The document titled Determination of Design Infiltration Rates for the Sizing of Infiltration- based Green Infrastructure Facilities, prepared by San Francisco Public Utilities Commission and dated September 2016, recommends a correction factor (CF) of 0.15 be used for D 10 >
0.1mm and 0.10 be used for D10 < 0.1mm be applied to boring test results to determine the design infiltration rate, and a maximum design infiltration rate of five inches per hour.
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3.4 Laboratory Testing
We re-examined the soil samples obtained from the borings to confirm the field classifications and selected representative samples for laboratory testing. We performed laboratory tests to measure moisture content, dry density, particle-size distribution, plasticity (Atterberg Limits), resistance value (R-value), and corrosivity. The results of the laboratory tests are presented on the boring logs and are attached in Appendix B.
3.5 Seismic Refraction Survey
To obtain shear wave velocity measurements for the upper 100 feet of soil for developing the site-specific response spectra, AGS performed a geophysical survey at the site on April 12, 2021 using the seismic surface wave (MASW) survey method. The MASW survey consisted of collecting seismic surface-wave data along a survey line (seismic line) at the approximate locations shown on Figure 2. To perform the MASW survey, a Rayleigh-wave is generated at certain locations (shot points) along a survey line by striking the ground with a sledgehammer.
Rayleigh-wave energy at the ground surface is detected by vibration-sensitive devices called geophones. The geophone data are fed to a seismograph, where they are recorded, and then to a computer, where they are analyzed to interpret geologic features, such as shear wave velocities.
Details of the geophysical survey and the survey results are presented in the report prepared by AGS and attached in Appendix C.
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4.0 SUBSURFACE CONDITIONS AND SITE GEOLOGY
As shown on Figure 3, Regional Geologic Map, the site is mapped in a zone of alluvial deposits (Qha) of the Holocene epoch (11,000 years ago to present) (Graymer, 2006). Alluvial deposits generally consist of a mixture of fine-grained and coarse-grained deposits.
Based on the results of our field investigation, we conclude that the site is generally blanketed by loose to dense clayey sand with varying gravel content to depths of approximately 5 to 7 feet bgs. The clayey sand is underlain by interbedded medium dense to very dense gravel with varying sand and clay content, very dense sand with gravel, and very stiff sandy clay to the maximum explored depth of 40.8 feet bgs.
Groundwater was not encountered in our borings or CPTs. The report prepared by the California Geological Survey titled Seismic Hazard Zone Report for the San Jose West Quadrangle, dated February 2002, indicates the historic high groundwater level at the site is about 50 feet bgs. The depth to groundwater is expected to vary several feet annually, depending on rainfall amounts.
To estimate the highest potential groundwater level at the site, we reviewed information on the State of California Water Resources Control Board GeoTracker website (http://geotracker.waterboards.ca.gov/). The closest site with substantial historic groundwater data on the GeoTracker website is the ARCO Service Station #6147 at 2015 Winchester Boulevard, located about 1800 feet southwest of the project site. A groundwater monitoring report prepared by Atlantic Richfield Company provides periodic groundwater level readings from several monitoring wells from February 2002 to October 2004. Groundwater levels were measured between approximately 80 and 110 feet below top of casing.
Based on the available groundwater level data discussed above, we conclude a design high groundwater level of 50 feet bgs should be assumed.
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5.0 SEISMIC CONSIDERATIONS
5.1 Regional Seismicity and Faulting
The site is located in the Coast Ranges geomorphic province of California that is characterized by northwest-trending valleys and ridges. These topographic features are controlled by folds and faults that resulted from the collision of the Farallon plate and North American plate and subsequent strike-slip faulting along the San Andreas fault system. The San Andreas fault is more than 600 miles long from Point Arena in the north to the Gulf of California in the south.
The Coast Ranges province is bounded on the east by the Great Valley and on the west by the Pacific Ocean.
The major active faults in the area are Monte Vista-Shannon, San Andreas, and Hayward faults.
These and other faults in the region are shown on Figure 5. Numerous damaging earthquakes have occurred along these faults in recorded time. For these and other active faults within a 50- kilometer radius of the site, the distance from the site, and estimated characteristic moment magnitude1 [Petersen et al. (2014) & Thompson et al. (2016)] are summarized in Table 2. These references are based on the Third Uniform California Earthquake Rupture Forecast (UCERF3), prepared by Field et al. (2013).
1 Moment magnitude (M w) is an energy-based scale and provides a physically meaningful measure of the size of a faulting event. Moment magnitude is directly related to average slip and fault rupture area.
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TABLE 2
Regional Faults and Seismicity
Fault Segment
Approximate
Distance from
Site (km)
Direction from
Site
Characteristic
Maximum
Magnitude
Monte Vista - Shannon 4.7 Southwest 7.14
Total North San Andreas
(SAO+SAN+SAP+SAS)
12 Southwest 8.04
North San Andreas (Peninsula, SAP) 12 Southwest 7.38
North San Andreas (Santa Cruz Mts,
SAS)
14 Southwest 7.15
Butano 15 Southwest 6.93
Total Hayward + Rodgers Creek 16 East 7.58
Hayward (Extension, HE) 16 East 6.18
Sargent 17 South 6.71
Hayward (South, HS) 17 Northeast 7.00
Total Calaveras (CN+CC+CS+CE) 19 Northeast 7.43
Calaveras (Central, CC) 19 Northeast 6.85
Zayante-Vergeles (2011 CFM) 21 South 7.48
Calaveras (North, CN) 22 Northeast 6.86
Zayante-Vergeles 22 South 7.00
San Gregorio (North) 36 West 7.44
Las Positas 37 Northeast 6.50
Greenville (South) 41 East 6.64
Reliz 42 Southwest 7.44
Greenville (North) 43 Northeast 6.86
Monterey Bay-Tularcitos 44 Southwest 7.26
Calaveras (South, CS) 46 East 6.38
Monte Vista - Shannon 4.7 Southwest 7.14
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Since 1800, four major earthquakes have been recorded on the North San Andreas fault. In 1836, an earthquake with an estimated maximum intensity of VII on the Modified Mercalli (MM) scale occurred east of Monterey Bay on the San Andreas fault (Toppozada and Borchardt 1998). The estimated moment magnitude (Mw) for this earthquake is about 6.25. In 1838, an earthquake occurred with an estimated intensity of about VIII-IX (MM), corresponding to an Mw of about
7.5. The San Francisco Earthquake of 1906 caused the most significant damage in the history of the Bay Area in terms of loss of lives and property damage. This earthquake created a surface rupture along the San Andreas fault from Shelter Cove to San Juan Bautista approximately 470 kilometers in length. It had a maximum intensity of XI (MM), an Mw of about 7.9, and was felt 560 kilometers away in Oregon, Nevada, and Los Angeles. The Loma Prieta Earthquake of October 17, 1989 had an Mw of 6.9 and occurred about 29 kilometers south of the site.
In 1868, an earthquake with an estimated maximum intensity of X on the MM scale occurred on the southern segment (between San Leandro and Fremont) of the Hayward fault. The estimated Mw for the earthquake is 7.0. In 1861, an earthquake of unknown magnitude (estimated Mw of about 6.5) was reported on the Calaveras fault. The most recent significant earthquake on this fault was the 1984 Morgan Hill earthquake (Mw = 6.2).
As a part of the UCERF3 project, researchers estimated that the probability of at least one Mw ≥
6.7 earthquake occurring in the greater San Francisco Bay Area during a 30-year period (starting in 2014) is 72 percent. The highest probabilities are assigned to sections of the Total North San Andreas fault, Total Hayward + Rodgers Creek fault, and the Total Calaveras fault. The respective probabilities are approximately 33, 32, and 25 percent.
5.2 Geologic Hazards
During a major earthquake on a segment of one of the nearby faults, strong to very strong ground shaking is expected to occur at the project site. Strong shaking during an earthquake can result in ground failure such as that associated with soil liquefaction, lateral spreading, and cyclic densification. We used the results of the borings and CPTs to evaluate the potential of these phenomena occurring at the project site.
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5.2.1 Ground Shaking
The ground shaking intensity felt at the project site will depend on: 1) the size of the earthquake (magnitude), 2) the distance from the site to the fault source, 3) the directivity (focusing of earthquake energy along the fault in the direction of the rupture), and 4) subsurface conditions.
The site is less than five kilometers from the Monte Vista-Shannon fault and approximately 12 kilometers from the San Andreas fault. Therefore, the potential exists for a large earthquake to induce strong to very strong ground shaking at the site during the life of the project.
5.2.2 Liquefaction and Associated Hazards
When a saturated, cohesionless soil liquefies, it experiences a temporary loss of shear strength created by a transient rise in excess pore pressure generated by strong ground motion. Soil susceptible to liquefaction includes loose to medium dense sand and gravel, low-plasticity silt, and some low-plasticity clay deposits. Flow failure, lateral spreading, differential settlement, loss of bearing strength, ground fissures and sand boils are evidence of excess pore pressure generation and liquefaction. The site is not in a mapped liquefaction hazard zone, as shown on Figure 5 from the map titled Earthquake Zones of Required Investigation, San Jose West Quadrangle, dated February 7, 2002 and prepared by the California Geological Survey (CGS).
Considering the historic high groundwater depth is greater than 50 feet bgs, we conclude the potential for liquefaction-induced damage to the proposed development is nil. We also conclude the risk of lateral spreading and other types of ground failure associated with liquefaction occurring at the site is nil.
5.2.3 Cyclic Densification
Cyclic densification (also referred to as differential compaction) of non-saturated sand (sand above groundwater table) can occur during an earthquake, resulting in settlement of the ground surface and overlying improvements. The borings and CPTs indicate that the material encountered is sufficiently dense and/or cohesive to resist cyclic densification. Therefore, we
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conclude the potential for seismically induced settlement resulting from cyclic densification is low.
5.2.4 Fault Rupture
Historically, ground surface displacements closely follow the trace of geologically young faults.
The site is not within an Earthquake Fault Zone, as defined by the Alquist-Priolo Earthquake Fault Zoning Act, and no known active or potentially active faults exist on the site. We therefore conclude the risk of fault offset at the site from a known active fault is very low. In a seismically active area, the remote possibility exists for future faulting in areas where no faults previously existed; however, we conclude the risk of surface faulting and consequent secondary ground failure from previously unknown faults is also very low.
6.0 DISCUSSION AND CONCLUSIONS
From a geotechnical standpoint, we conclude the site can be developed as planned, provided the recommendations presented in this report are incorporated into the project plans and specifications and implemented during construction. The primary geotechnical concern for the proposed development is providing adequate foundation support for the proposed police operations building. This and other geotechnical issues as they pertain to the proposed development are discussed below.
6.1 Foundations and Settlement
The soil encountered at the foundation level has moderate strength and relatively low compressibility. Therefore, we conclude the proposed building may be supported on conventional spread footings bearing on firm alluvium. We estimate total and differential settlement of the proposed building supported on spread footings bearing on firm native soil designed using the allowable bearing pressures presented in Section 7.2 would be less than 3/4 inch and less than 1/2 inch over a horizontal distance of 30 feet, respectively.
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6.2 Construction Considerations
The soil to be excavated consists primarily of clayey sand with varying gravel content, which can be excavated with conventional earth-moving equipment such as loaders and backhoes. If concrete debris or former foundation elements are encountered during grading, removal will require equipment capable of breaking concrete, such as a hoe-ram. Utility trenches extending deeper than about five feet bgs will likely encounter gravelly soils that are prone to caving.
Therefore, it should be expected that deeper trenches will require installation of shoring to prevent caving.
Excavations that will be entered by workers should be sloped or shored in accordance with CAL- OSHA standards (29 CFR Part 1926). The contractor should be responsible for the construction and safety of temporary slopes. We judge temporary slopes above the groundwater table with a maximum inclination of 1.5:1 (H:V) should be stable, provided the slope is not surcharged by adjacent structures, construction equipment, or stockpiled soil. Where an excavation is in the vicinity of existing improvements, sloped excavations should not extend below an imaginary line that lies at 2:1 (H:V) projected downward from the bottom of the existing foundations. If this criteria cannot be met, temporary shoring or underpinning may be required.
6.3 Soil Corrosivity
Corrosivity tests were performed by Project X Corrosion Engineering of Murrieta, California on soil samples obtained from Boring B-1 and B-2 at depths of 1.5 and 3 feet bgs, respectively. The corrosivity test results are presented in Appendix B of this report.
Many factors can affect the corrosion potential of soil including, but not limited to, resistivity, pH, and chloride and sulfate concentrations. Based on the minimum soil resistivity measurements of 1,273 and 4,288 ohm-centimeters (ohm-cm), we conclude the soil is “corrosive to highly corrosive” to buried metal; however, it should be noted the resistivity measurements at the in-situ moisture contents are significantly higher (5,159 and 22,110 ohm-cm) than the minimum resistivity measurements, indicating the soil is moderately corrosive to non-corrosive at its current moisture content. Chloride test results also indicate that the chloride ion
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concentrations of the near surface soil is “negligibly to mildly corrosive” to buried metals.
Accordingly, all buried iron, steel, cast iron, ductile iron, galvanized steel and dielectric-coated steel or iron should be protected against corrosion depending upon the critical nature of the structure. If it is necessary to have metal in contact with soil, a corrosion engineer should be consulted to provide recommendations for corrosion protection.
The test results indicate the sulfate ion concentrations are insufficient to damage reinforced concrete structures below ground, and the pH of the soil do not present a problem with reinforcing steel in the buried concrete structures.
7.0 RECOMMENDATIONS
Recommendations for site grading, foundation design, shoring design and construction, and seismic design are presented in this section of the report.
7.1 Site Preparation and Grading
Site clearing should include removal of all existing pavements, former foundation elements, and underground utilities. Any vegetation and organic topsoil (if present) should be stripped in areas to receive improvements (i.e., building, pavement, or flatwork). Tree roots with a diameter greater than 1/2 inch within three feet of building or pavement subgrade should be removed.
Demolished asphalt concrete should be taken to an asphalt recycling facility. Aggregate base beneath existing pavements may be re-used as engineered fill.
In general, abandoned underground utilities should be removed to the property line or service connections and properly capped or plugged with concrete. Where existing utility lines are outside of the building footprints and will not interfere with the proposed construction, they may be abandoned in-place provided the lines are filled with lean concrete or cement grout to the property line. Voids resulting from demolition activities should be properly backfilled with engineered fill following the recommendations provided later in this section.
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In areas that will receive fill or improvements (i.e. building pad subgrade), the soil subgrade exposed should be scarified to a depth of at least eight inches, moisture-conditioned to above optimum moisture content, and compacted to at least 90 percent relative compaction2. If the subgrade is within eight inches of finished subgrade in areas to receive vehicular traffic, it should be moisture-conditioned to above optimum moisture content and compacted to at least 95 percent relative compaction. The soil subgrade should be kept moist until it is covered by fill.
7.1.1 Fill Materials and Compaction Criteria
Fill should consist of on-site soil or imported soil (select fill) that is free of organic matter, contains no rocks or lumps larger than four inches in greatest dimension, has a liquid limit of less than 40 and a plasticity index lower than 12, and is approved by the Geotechnical Engineer.
Samples of proposed imported fill material should be submitted to the Geotechnical Engineer at least three business days prior to use at the site. The grading contractor should provide analytical test results or other suitable environmental documentation indicating the imported fill is free of hazardous materials at least three days before use at the site. If this data is not available, up to two weeks should be allowed to perform analytical testing on the proposed imported material.
Fill should be placed in horizontal lifts not exceeding eight inches in uncompacted thickness, moisture-conditioned to above optimum moisture content, and compacted to at least 90 percent relative compaction. Fill consisting of clean sand or gravel (defined as soil with less than 10 percent fines by weight) should be compacted to at least 95 percent relative compaction. Fill greater than five feet in thickness or placed within the upper foot of pavement soil subgrade should also be compacted to at least 95 percent relative compaction, and be non-yielding.
Where the above recommended compaction requirements are in conflict with the City of Campbell standard details for pavements and sidewalks within the public right-of-way, the City Engineer or inspector should determine which compaction requirements should take precedence.
2 Relative compaction refers to the in-place dry density of soil expressed as a percentage of the maximum dry density of the same material, as determined by the ASTM D1557 laboratory compaction procedure.
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Aggregate Base Material
Imported aggregate base (AB) material may be used as general fill, trench backfill (above bedding materials), or as select fill beneath pavements, exterior concrete flatwork, or the garage slab. AB beneath pavements should meet the requirements in the 2015 Caltrans Standard Specifications, Section 26, for Class 2 Aggregate Base (3/4 inch maximum).
Controlled Low-Strength Material
Controlled low-strength material (CLSM) may be considered as an alternative to soil fill beneath structures or pavement. CLSM should meet the requirements in the current Caltrans Standard Specifications. It is an ideal backfill material when adequate room is limited or not available for conventional compaction equipment, or when settlement of the backfill must be minimized. No compaction is required to place CLSM. CLSM should have a minimum 28-day unconfined compressive strength of at least 50 pounds per square inch (psi) and no more than 100 psi.
7.1.2 Utility Trench Excavations and Backfill
Excavations for utility trenches can be readily made with a backhoe. All trenches should conform to the current CAL-OSHA requirements. All temporary excavations used in construction should be designed, planned, constructed, and maintained by the contractor and should conform to all state and/or federal safety regulations and requirements, including those of CAL-OSHA.
To provide uniform support, pipes or conduits should be bedded on a minimum of four inches of clean sand or fine gravel. After the pipes and conduits are tested, inspected (if required) and approved, they should be covered to a depth of six inches with clean sand or fine gravel, which should be mechanically tamped. Backfill for utility trenches and other excavations is also considered fill, and should be placed and compacted as according to the recommendations previously presented. If imported clean sand or gravel (defined as soil with less than 10 percent fines) is used as backfill, it should be compacted to at least 95 percent relative compaction.
Jetting of trench backfill should not be permitted. Special care should be taken when backfilling
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utility trenches in pavement areas. Poor compaction may cause excessive settlements, resulting in damage to the pavement section.
Foundations for the proposed building should be bottomed below an imaginary line extending up at a 1.5:1 (horizontal to vertical) inclination from the base of utility trenches. Alternatively, the portion of the utility trench (excluding bedding) that is below the 1.5:1 line can be backfilled with CLSM (see Section 7.1.1 for material requirements) or Class 2 AB compacted to at least 95 percent relative compaction. If utility trenches are to be excavated below this zone-of-influence line after construction of the building foundations, the trench walls need to be fully supported with shoring until CLSM is placed.
7.1.3 Drainage and Landscaping
Positive surface drainage should be provided around the building to direct surface water away from foundations and below-grade walls. To reduce the potential for water ponding adjacent to the building, we recommend the ground surface within a horizontal distance of five feet from the building slope down away from the building with a surface gradient of at least two percent in unpaved areas and one percent in paved areas. In addition, roof downspouts should be discharged into controlled drainage facilities to keep the water away from the foundation and below-grade walls.
If storm water treatment systems (infiltration basins, rain gardens, bio-retention systems, vegetated swales, flow-through planters, etc.) are to be constructed at the site, they should be provided with subdrains or dry wells that extend into the high-permeability gravelly soil below depths of 5 to 7 feet bgs. Within five feet of the proposed building or neighboring buildings, excavations for storm water treatment systems should have an impermeable liner in addition to the subdrain. Permeable pavements should not be constructed within five feet of the proposed or neighboring buildings. Due to the relatively low estimated permeability of the near-surface soil, these systems should be designed for partial exfiltration. The drainage layer beneath the “treatment” soil should consist of a minimum 12-inch-thick layer of Caltrans Class 2 Permeable
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drainage material and include a minimum four-inch-diameter perforated drain pipe (perforations facing down).
7.1.4 Exterior Concrete Flatwork
We recommend a minimum of four inches of Class 2 aggregate base be placed below exterior concrete flatwork, including patio slabs and sidewalks; the aggregate base should extend at least six inches beyond the slab edges where adjacent to landscaping. Concrete flatwork should be at least four inches thick and reinforced with No. 3 bars at 18 inches on center. Class 2 aggregate base beneath exterior slabs-on-grade, such as patios and sidewalks, should be compacted in accordance with the requirements provided above in Section 7.1.1.
7.2 Spread Footings
Continuous and isolated spread footings should be at least 18 inches and 24 inches wide respectively. Exterior footings should be bottomed at least 24 inches below the lowest adjacent finished exterior grade or 18 inches below building pad subgrade (measured below bottom of capillary break), whichever is lower. Interior footings should be bottomed at least 18 inches below pad subgrade. Footings to be constructed near underground utilities or biotreatment features should be bottomed below an imaginary line extending up at an inclination of 1.5:1 (horizontal:vertical) from the bottom of the utility trench or biotreatment feature. Footings may be designed using an allowable bearing pressure of 4,000 pounds per square foot (psf) for dead- plus-live loads; this value may be increased by one-third for total design loads, which include wind or seismic forces. Allowable bearing pressures of 6,000 and 8,000 psf for dead-plus-live and total load conditions, respectively, may be used if the existing soil is overexcavated and recompacted to provide at least two feet of soil compacted to at least 95 percent beneath the footings. For this option, the entire building footprint should be overexcavated and the overexcavation should extend at least three feet beyond the building perimeter.
Lateral loads may be resisted by a combination of passive pressure on the vertical faces of the footings and friction between the bottoms of the footings and the supporting soil. To compute passive resistance, we recommend using an equivalent fluid weight (triangular distribution) of
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300 pounds per cubic foot (pcf). The upper foot of soil should be ignored unless confined by a slab or pavement. Frictional resistance should be computed using a base friction coefficient of
0.30. The passive pressure and frictional resistance values include a factor of safety of at least
1.5 and may be used in combination without reduction. The above equivalent fluid weight for footing design may also be used for the design of caissons for fences and light poles. For caissons, it may be assumed the passive pressure acts over two pier diameters.
We should check footing excavations prior to placement of reinforcing steel. If loose or porous soil is present at the bottom of the footing excavations, the loose material should either be removed until suitable bearing material is reached or, provided the loose soil is less than one foot thick, it should be compacted in place to at least 90 percent relative compaction under the observation of our field engineer.
If footings will be excavated during the rainy season or below the groundwater level they should incorporate a mud slab to protect the footing subgrade. This will involve over-excavating the footing by about 2 to 3 inches and placing lean concrete or CLSM in the bottom (following our engineer checking the subgrade). A mud slab will help protect the footing subgrade during placement of reinforcing steel. Water can then be pumped from the excavations prior to placement of structural concrete, if present.
7.3 Concrete Slab-on-Grade Floor
The subgrade for the concrete slab-on-grade floor should be compacted in accordance with the recommendations presented above in Section 7.1. Where water vapor transmission through the floor slab is undesirable, we recommend installing a capillary moisture break and a water vapor retarder beneath the slab-on-grade. A capillary moisture break consists of at least four inches of clean, free-draining gravel or crushed rock. The vapor retarder should meet the requirements for Class B vapor retarders stated in ASTM E1745. The vapor retarder should be placed in accordance with the requirements of ASTM E1643. These requirements include overlapping seams by six inches, taping seams, and sealing penetrations in the vapor retarder. The particle
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size of the capillary break material should meet the gradation requirements presented below in Table 3.
TABLE 3
Gradation Requirements for Capillary Moisture Break
Sieve Size Percentage Passing Sieve
1 inch 90 – 100
3/4 inch 30 – 100
1/2 inch 5 – 25
3/8 inch 0 – 6
The concrete slab should be properly cured. Concrete mixes with high water/cement (w/c) ratios result in excess water in the concrete, which increases the cure time and results in excessive vapor transmission through the slab. Therefore, concrete for the slab-on-grade floors should have a low w/c ratio - less than 0.45. Water should not be added to the concrete mix in the field. If necessary, workability should be increased by adding plasticizers. Before floor coverings are placed on the slab-on-grade floor, the contractor should check that the concrete surface and the moisture emission levels (if emission testing is required) meet the manufacturer’s requirements.
7.4 Retaining Walls
Site retaining walls may be supported on spread footings designed using the parameters provided above in Section 7.2. Retaining walls should be designed to resist lateral earth pressures imposed by the retained soil, as well as a surcharge pressure from nearby foundations and vehicles, where appropriate. Where permanent retaining walls will be restrained from movement at the top (i.e. retaining walls with 90-degree angle turn), they should be designed for at-rest conditions. We recommend restrained walls be designed using an equivalent fluid weight of 55 pcf. Retaining walls that are unrestrained at the top should be designed for active conditions using an equivalent fluid weight of 35 pcf. We anticipate any site retaining walls will be relatively short (less than five feet) and, therefore, we conclude the walls do not need to be designed for an additional seismic increment of earth pressure.
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Where there will be vehicular traffic behind the top of a permanent wall within a horizontal distance equal to 1.5 times the height of the wall, the wall should be designed for vehicular surcharge of 50 psf over the entire height of the wall. Where existing foundations are supported above a “zone-of-influence” line extending up from a permanent wall at an inclination of 1.5:1 (horizontal:vertical), the wall should be designed for a surcharge pressure. The magnitude of the surcharge pressure will need to be evaluated on a case-by-case basis.
The design earth pressures recommended above are applicable to drained soil conditions.
Although the permanent walls will be above the groundwater level, water can accumulate behind the walls from other sources, such as rainfall, irrigation, and broken water lines. Therefore, all retaining walls designed using the recommended earth pressures presented above should be backdrained. One acceptable method for backdraining a retaining wall is to place a prefabricated drainage panel against the back of the wall. The drainage panel should extend down to a perforated PVC collector pipe at the base of the wall. The pipe should be surrounded on all sides by at least four inches of Caltrans Class 2 permeable material or 3/4-inch drain rock wrapped in filter fabric (Mirafi NC or equivalent). A proprietary, prefabricated collector drain system, such as Tremdrain Total Drain, AdvanEdge, or Hydroduct Coil, designed to work in conjunction with the drainage panel may be used in lieu of the perforated pipe surrounded by gravel described above. The pipe should be sloped to drain by gravity to a suitable outlet, as determined by the project civil engineer.
7.5 Pavement Design
Design recommendations for asphalt concrete and Portland cement concrete pavements and concrete pavers are presented in the following sections.
7.5.1 Flexible (Asphalt Concrete) Pavement Design
The State of California flexible pavement design method was used to develop the recommended asphalt concrete pavement sections. The final soil subgrade in pavement areas will likely consist of gravels and sands with varying amounts of clay. The results of the R-value test performed on a sample of the near-surface fill indicate an R-value of 21.
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Recommended pavement sections for traffic indices (TIs) ranging from 4.5 to 7.5 are presented in Table 4. The project civil engineer should determine the appropriate design TI based on the anticipated vehicular traffic the pavement will experience. We can provide additional pavement sections for different TIs upon request.
TABLE 4
AC Pavement Sections
TI
Asphaltic Concrete
(inches)
Class 2 Aggregate Base
R = 78
(inches)
4.5 2.5 7.0
5.0 3.0 7.0
5.5 3.0 9.0
6.0 3.5 9.5
6.5 4.0 10.0
7.0 4.0 12.0
7.5 4.5 12.5
The upper eight inches of the subgrade should be moisture-conditioned and compacted in accordance with requirements presented in Section 7.1.2 and be non-yielding. The aggregate base should be moisture-conditioned to near optimum and compacted to at least 95 percent relative compaction and be non-yielding.
If pavements are adjacent to irrigated landscaped areas, curbs adjacent to those areas should extend through the aggregate base and at least three inches into the underlying soil to reduce the potential for irrigation water to infiltrate into the pavement section. If drip irrigation is used in the landscaping adjacent to the pavement, however, the deepened curb is not required.
Where pavement is constructed near bioswales or other storm water treatment areas, curbs should be deepened so that the base is founded below an imaginary line extending up at an inclination of 1.5:1 (horizontal:vertical) from the base of the bioswale/treatment area. Further,
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deepened curbs near bioswales may require some type of lateral restraint. The need for lateral restraint of deepened curbs should be evaluated during design of the biotreatment features.
7.5.2 Rigid (Portland Cement Concrete) Pavement
The Portland-cement concrete (PCC) pavement section design is based on a maximum single- axle load of 20,000 pounds and a maximum tandem axle of 32,000 pounds (i.e., several garbage trucks per week). The recommended rigid pavement section for these axle loads is six inches of PCC over six inches of Class 2 aggregate base. For areas that will receive fire truck traffic, the pavement section should consist of seven inches of PCC over six inches of Class 2 aggregate base.
The modulus of rupture and unconfined compressive strength of the concrete should be at least 500 and 3,200 psi at 28 days, respectively. Contraction joints should be placed at a 15-foot spacing. Where the outer edge of a concrete pavement meets asphalt pavement, the concrete slab should be thickened by 50 percent at a taper not to exceed a slope of 1 in 10. For areas that will see garbage/recycling truck traffic, we recommend the concrete slab be reinforced with a minimum of No. 4 bars at 16 inches on center in both directions.
Recommendations for subgrade preparation and aggregate base compaction for concrete pavement are the same as those we have described above for asphalt concrete pavement.
Recommendations for pavements adjacent to irrigated landscaped areas, bioswales, or other storm water treatment areas are also the same as those presented above for asphalt concrete pavement.
7.6 Pavers
Recommendations for non-permeable and permeable pavers, as well as grass pavers are presented in the following sections. The recommendations below may also be used for cast-in- place permeable concrete pavements.
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7.6.1 Non-Permeable Concrete Pavers
Non-permeable concrete pavers for pedestrian traffic should be underlain by at least four inches of Class 2 AB compacted to at least 90 percent relative compaction. The soil subgrade beneath the AB should be scarified to a depth of at least eight inches, moisture-conditioned, and compacted in accordance with the recommendations presented in Section 7.1.
Where non-permeable concrete pavers will be subject to vehicular traffic, we recommend they consist of fully dentated, interlocking shapes and be at least 80 millimeters (3.15 inches) thick.
The pavers should be placed on a 1- to 2-inch-thick sand leveling course underlain by Class 2 AB. The thickness of the Class 2 AB beneath non-permeable pavers subject to vehicular traffic should be consistent with the sections presented for asphalt pavement in Section 7.5.1 for the applicable TI. The subgrade and AB should be compacted in accordance with the recommendations for AC pavement in Section 7.5.1.
7.6.2 Permeable Concrete Pavers
We recommend permeable interlocking concrete pavements (ICP) be designed in accordance with the guidelines presented by the Interlocking Concrete Pavement Institute (ICPI 2005).
These guidelines include specific recommendations for permeable aggregate subbase, base, and bedding courses to be placed beneath ICP pavements. We recommend permeable pavements for vehicular and pedestrian traffic be designed for partial exfiltration of water into the subgrade soil. This requires installing a subdrain system at the base of the pervious aggregate materials, which are underlain by a filter fabric. ICPI’s generalized paver section for partial exfiltration traffic is presented on Figure 6.
The soil subgrade beneath ICP pavements should be prepared and compacted in accordance with the recommendations presented in Section 7.1. In addition, the subgrade should be a firm and non-yielding surface. The subgrade should be proof-rolled under the observation of our field engineer to confirm it is non-yielding prior to placing the filter fabric and aggregate base materials. The native soil subgrade at the bottom of the permeable section should slope down toward the drain pipe trench at a gradient of at least two percent. The perforated pipe should
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slope down to a suitable outlet at a minimum gradient of one percent. The pipe should be placed with the perforations down on a minimum of two inches of permeable subbase.
ICPI’s guidelines call for 1-1/2 to 2 inches of bedding material consisting of ASTM No. 8 crushed aggregate directly below the pavers. This material is also recommended for fill material between the pavers. As shown in Table 5 below, this material consists of fine gravel with 10 to 30 percent sand.
TABLE 5
Gradation Requirements for ASTM No. 8 Crushed Aggregate Sieve Size Percentage Passing Sieve
1/2 inch 100
3/8 inch 85 – 100
No. 4 10 – 30
No. 8 0 – 10
No. 16 0 – 5
The ASTM No. 8 bedding should be underlain by a permeable base course of ASTM No. 57 crushed aggregate. As shown in Table 6, ASTM No. 57 aggregate consists of open-graded gravel with a gradation between that of the 3/4-inch drain rock and the ASTM No. 8 aggregate.
TABLE 6
Gradation Requirements for ASTM No. 57 Crushed Aggregate Sieve Size Percentage Passing Sieve
1-1/2 inch 100
1 inch 95 – 100
1/2 inch 25 – 60
No. 4 0 – 10
No. 8 0 – 5
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The ASTM No. 57 permeable base course should be underlain by a permeable subbase course of ASTM No. 2 crushed aggregate. The gradation requirements for ASTM No. 2 crushed aggregate subbase are presented in Table 7.
TABLE 7
Gradation Requirements for ASTM No. 2 Crushed Aggregate Sieve Size Percentage Passing Sieve
3 inch 100
2-1/2 inch 90-100
2 inch 35-70
1-1/2 inch 0-15
3/4 inch 0 -5
The No. 2 crushed aggregate subbase course should be placed in lifts not exceeding 6 inches in loose thickness and compacted using a smooth-drum roller, operated in static (non-vibratory) mode. The subsequent course of No. 57 aggregate may be placed in one lift and should be compacted with a smooth-drum roller in vibratory mode with sufficient passes to create an unyielding surface. Placement and compaction of the permeable aggregate base and subbase should be performed under the observation of our field engineer. Following compaction of the No. 57 aggregate, the No. 8 bedding, not exceeding 2 inches in loose thickness, should be placed and screeded to a level, undisturbed surface immediately prior to paver installation.
The required thicknesses of the permeable aggregate base and subbase courses depends on the infiltration and water storage design requirements, as well as the traffic loading demand. Our recommendations for the minimum permeable ICP pavement sections subject to vehicular traffic (including fire and garbage trucks) are presented in Table 8. Also included in Table 8 is a recommended section for permeable ICPs subject to pedestrian traffic only.
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TABLE 8
Recommended Pavement Sections for
Permeable Interlocking Concrete Pavers
TI
ASTM No. 8
Bedding
Aggregate
(inches)
ASTM No. 57
Stone Base
(inches)
ASTM No. 2
Stone Subbase
(inches)
Pedestrian 1.5-2.0 4.0 (10.0) 6.0 (0.0)
Vehicular 1.5-2.0 4.0 8.0
The above recommended ICP pavement sections are based on the ICPI technical guidelines (ICPI 2005). From a geotechnical standpoint, it is acceptable to design the pedestrian ICP section to exclude the No. 2 subbase course, in which case the No. 57 base course should be increased to 10 inches. From a geotechnical standpoint, it is also acceptable to use compacted structural planting mix in lieu of the No. 57 and No. 2 base courses in locations where the pedestrian ICP section is adjacent to tree wells and is required for promoting root growth.
7.7 Seismic Design
The latitude and longitude of the site are 37.2888° and -121.9445°, respectively. For design in accordance with 2019 CBC, we recommend the following:
Site Class C
SS = 1.731, S1 = 0.611g
Seismic Design Category D for Risk Factor IV
The following subsections present both the recommended site-specific acceleration response spectra as well as code-based mapped values. While we believe the site-specific results are a better estimate of the seismic hazard at the site, the use of either set of values would satisfy code requirements. Accordingly, we recommend the appropriate stake holders select the desired design parameters in consultation with the project structural engineer.
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7.7.1 Site-Specific Ground Motion Hazard Analysis
To estimate the magnitudes of potential ground shaking for the seismic design of the proposed police operations building, we performed a site-specific ground motion hazard analysis.
Specifically, we performed a probabilistic seismic hazard analysis (PSHA) and a deterministic seismic hazard analysis to develop site-specific horizontal response spectra for the Maximum Considered Earthquake (MCER) and Design Earthquake (DE) hazard levels, consistent with the definitions presented in the 2019 CBC and ASCE 7-16. Details regarding our site-specific ground motion hazard analysis are presented in Appendix D. The recommended spectra are presented on Figure D-8 and digitized values of the recommended MCER and DE spectra are presented below in Table 9 for a damping ratio of 5 percent.
TABLE 9
Recommended Site-Specific Spectral Accelerations (g)
Damping Ratio of 5 percent
Period
(seconds) MCER DE
0.01 0.962 0.641
0.02 0.973 0.649
0.03 1.028 0.685
0.05 1.270 0.847
0.08 1.573 1.048
0.10 1.662 1.108
0.15 2.017 1.345
0.20 2.221 1.481
0.25 2.379 1.586
0.30 2.479 1.653
0.40 2.392 1.595
0.50 2.209 1.473
0.75 1.761 1.174
1.0 1.429 0.952
1.5 0.963 0.642
2.0 0.691 0.461
3.0 0.480 0.320
4.0 0.369 0.246
5.0 0.292 0.195
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Because the site-specific procedure was used to develop the MCER and DE response spectra, the seismic design parameters presented in Table 10, which were determined in accordance with ASCE 7-16 §21.4, should be used.
TABLE 10
Design Spectral Acceleration Values
from Site-Specific Analysis
Parameter Spectral Acceleration
Value (g)
SMS 2.231
SM1 1.444
SDS 1.487
SD1 0.963
Where SDS is 90% of the maximum Sa between 0.2 and 5.0 seconds and SD1 is the maximum value of T*Sa for periods from 1.0 to 2.0 seconds for Site Class C. Section 21.4 also states that:
For use with the equivalent lateral force procedure, the site specific spectral acceleration, Sa, at T shall be permitted to replace SD1/T in Eq. (12.8-3) and SD1TL/T2 in Eq. (12.8-4).
7.7.2 Prescriptive Mapped Values
For design in accordance with the prescriptive mapped-based procedures of the 2019 CBC, we recommend the following values:
F
a = 1.2, Fv = 1.4
SMS = 2.077g, SM1 = 0.856g
SDS = 1.385g, SD1 = 0.571g
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8.0 GEOTECHNICAL SERVICE S DURING CONSTRUCTION
Prior to construction, Rockridge Geotechnical, Inc. should review the project plans and specifications to verify that they conform to the intent of our recommendations. During construction, our field engineer should provide on-site observation and testing during site preparation, grading, fill placement and compaction, and foundation installation. These observations will allow us to compare actual with anticipated soil conditions and to verify that the contractor's work conforms to the geotechnical aspects of the plans and specifications.
9.0 LIMITATIONS
This geotechnical study has been conducted in accordance with the standard of care commonly used as state-of-practice in the profession. No other warranties are either expressed or implied.
The recommendations made in this report are based on the assumption that the subsurface conditions do not deviate appreciably from those disclosed in the test borings and CPTs. If any variations or undesirable conditions are encountered during construction, we should be notified so that additional recommendations can be made. The foundation recommendations presented in this report are developed exclusively for the proposed development described in this report and are not valid for other locations and construction in the project vicinity.
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REFERENCES
2019 California Building Code (CBC).
Cao, T., Bryant, W. A., Rowshandel, B., Branum D. and Wills, C. J. (2003). “The Revised 2002 California Probabilistic Seismic Hazard Maps”
Field, E.H., Biasi, G.P., Bird, P., Dawson, T.E., Felzer, K.R., Jackson, D.D., Johnson, K.M., Jordan, T.H., Madden, C., Michael, A.J., Milner, K.R., Page, M.T., Parsons, T., Powers, P.M., Shaw, B.E., Thatcher, W.R., Weldon, R.J., II, and Zeng, Y., (2013). Uniform California earthquake rupture forecast, version 3 (UCERF3)—The time-independent model: U.S.
Geological Survey Open-File Report 2013–1165, 97 p.
GeoTracker website, State of California Water Resources Control Board, (http://geotracker.waterboards.ca.gov/), accessed April 15, 2021.
GeoLogismiki, (2016). CLiq, Version 3.0.
Graymer, R.W., Moring, B.C., Saucedo, G.J, Wentworth, C.M., Brabb, E.E., and Knudsen, K.L. (2006). Geologic Map of the San Francisco Bay Region, prepared in cooperation with U.S.
Geological Survey and California Geological Survey, March 6.
Petersen, M.D., Moschetti, M.P., Powers, P.M., Mueller, C.S., Haller, K.M., Frankel, A.D., Zeng, Y., Rezaeian, S., Harmsen, S.C., Boyd, O.S., Field, E.H., Chen, R., Rukstales, K.S., Luco, N., Wheeler, R.L., Williams, R.A., and Olsen, A.H., (2014). Documentation for the 2014 update of the United States national seismic hazard maps: U.S. Geological Survey Open-File Report 2014–1091, 243 p.
Thompson, E.M., Wald, D.J, Worden, B., Field, E.H., Luco, N., Petersen, M.D., Powers, P.M., Badie, R. (2016) Shakemap earthquake scenario: Building Seismic Safety Council 2014 Event Set (BSSC2014). U.S. Geological Survey. DOI: 10.5066/F7V122XD
Toppozada, T.R. and Borchardt G. (1998). “Re-evaluation of the 1936 “Hayward Fault” and the 1838 San Andreas Fault Earthquakes.” Bulletin of Seismological Society of America, 88(1), 140-159.
U.S. Geological Survey, (2008), The Uniform California Earthquake Rupture Forecast, Version 2 (UCERF 2): prepared by the 2007 Working Group on California Earthquake Probabilities, U.S.
Geological Survey Open File Report 2007-1437.
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FIGURES
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Project No. FigureDate 1
ROCKRIDGE
GEOTECHNICAL
0 6,000 Feet
Approximate scale
3,000
Base map: Google Maps, 2021
SITE
SITE LOCATION MAP
21-198803/22/21
CAMPBELL POLICE OPERATIONS BUILDING
70 N 1ST STREET
Campbell California
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04/19/2121-19882
Campbell, California
SITE PLAN
DateProject No.Figure
ROCKRIDGE
GEOTECHNICAL
70 N 1ST STREET
EXPLANATION
Approximate location of cone penetration test by Middle Earth Geotesting, Inc., March 26, 2021 Approximate location of boring by Benevent Building , March 19, 2021 Approximate location of infiltration test by Rockridge Geotechnical, Inc., March 19, 2021 Approximate location of geophysical survey lines by Advanced Geological Services, April 12, 2021 Approximate location of proposed building footprint
Reference: Base map from a drawing titled "City of Campbell Operations Building", by City of Campblell, dated February 10, 2021.
B-1
CPT-1CAMPBELL POLICE OPERATIONS BUILDING
IT-1a
CPT-1
CPT-3
CPT-2
B-1
B-2
IT-1a
IT-2a
CPT-2A
IT-1b
SL-1
SL-1
SL-2
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Packet Pg. 524
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
REGIONAL GEOLOGIC MAP
ROCKRIDGE
GEOTECHNICAL
Approximate scale
4,000
Project No. FigureDate 3
0 8,000 Feet
21-198803/22/21
CAMPBELL POLICE OPERATIONS BUILDING
70 N 1ST STREET
Campbell California
QhaQha
Base map: Google Earth with U.S. Geological Survey (USGS), Santa Clara County, 2021 Geologic contact:
dashed where approximate and dotted
where concealed, queried where uncertain
SITE
EXPLANATION
QhaQha
Alluvium (Holocene)
Artificial Fill
Alluvium (Pleistocene)
Qha
af
Qpa
QTsQTs
Sediments (early Pleistocene and (or) Pliocene)QTs
QhaQha
8.b
Packet Pg. 525
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Project No. FigureDate
Base Map: U.S. Geological Survey (USGS), National Seismic Hazards Maps - Fault Sources, 2014. 8 Miles
Approximate scale
0 4
ROCKRIDGE
GEOTECHNICAL
REGIONAL FAULT MAP
SITE
EXPLANATION
Strike slip
Thrust (Reverse)
421-198803/22/21
CAMPBELL POLICE OPERATIONS BUILDING
70 N 1ST STREET
Campbell California
San An
dre
as (P
en
insul
a)
San Gr
ego
rio (North)
Pilarcit
os
Zayante-Vergeles
Butano
Sargent
Monte Vista - Shannon
Silver Creek
Hayward (So)
Calaveras (Central)
Las Positas
Greenville (No)
Mission (connected)
Calaveras (No)
Mount Diabl
o Thrust South
Mount Diablo ThrustMt Diablo Th N
orth
8.b
Packet Pg. 526
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) 0 4,000 Feet
Approximate scale
2,000
ROCKRIDGE
GEOTECHNICAL Project No. FigureDate 5
Reference:
Earthquake Zones of Required Investigation
San Jose West Quadrangle
California Geological Survey
Released February 7, 2002
Earthquake-Induced Landslide Zones
Areas where previous occurrence of landslide movement, or local topographic, geological, geotechnical and subsurface water conditions indicate a potential for permanent ground displacements such that mitigation as defined in Public Resources Code Section 2693(c) would be required.
Liquefaction Zones
Areas where historical occurrence of liquefaction, or local geological, geotechnical and ground water conditions indicate a potential for permanent ground displacements such that mitigation as defined in Public Resources Code Section 2693(c) would be required.
EARTHQUAKE ZONES OF REQUIRED
INVESTIGATION MAP
21-198803/22/21
CAMPBELL POLICE OPERATIONS BUILDING
70 N 1ST STREET
Campbell California
SITE
8.b
Packet Pg. 527
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) 6 DateProject No.Figure
ROCKRIDGE
GEOTECHNICAL
Reference: "Permeable Interlocking Concrete
Pavements", Third Edition, prepared by Interlocking
Concrete Pavement Institute, dated 2005.
4 IN (100 MM) THICK NO. 57
STONE OPEN-GRADED BASE
TYP. NO. 8, 89, OR 9 AGGREGATE IN OPENINGS
CURB/EDGE RESTRAINT WITH CUT-OUTS
FOR OVERFLOW DRAINAGE (CURB SHOWN)
CONCRETE PAVERS MIN. 3 1
8 IN. (80 MM) THICK
FOR VEHICULAR TRAFFIC (ASPECT RATIO< 3)
BEDDING COURSE 1 1
2 TO 2 IN. (40 TO 50 MM) THICK
(TYP. NO. 8 AGGREGATE)
PERFORATED PIPES SPACED AND
SLOPED TO DRAIN ALL STORED WATER
SOIL SUBGRADE SLOPED TO DRAIN
MIN. 6 IN. (150 MM) THICK
NO. 2 STONE SUBBASE
GEOTEXTILE ON TOP AND SIDES OF
SUBBASE UNDER/BEYOND CURB
GEOTEXTILE ON SUBGRADE
NON-PERFORATED OUTFALL PIPE(S)
SLOPED TO STORM SEWER OR STREAM
04/16/21
NOTES:
1. 2 3
8 IN. (60 MM) THICK PAVERS MAY BE USED IN RESIDENTIAL APPLICATIONS.
2. NO. 2 STONE SUBBASE THICKNESS VARIES WITH DESIGN. CONSULT ICPI PERMEABLE INTERLOCKING CONCRETE PAVEMENT MANUAL..
3. PERFORATED PIPES MAY BE RAISED FOR WATER STORAGE FROM LARGE RAIN EVENTS WITH OUTLET(S) AT LINER BOTTOM TO DRAIN SMALL RAIN EVENTS.
GENERALIZED ICPI PERMEABLE
PAVER DETAIL
FOR PARTIAL EXFILTRATION
21-1988
Campbell, California
70 N 1ST STREET
CAMPBELL POLICE OPERATIONS BUILDING
8.b
Packet Pg. 528
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
APPENDIX A
Cone Penetration Test Results and Logs of Borings
8.b
Packet Pg. 529
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) A-1
CPT-1
Total depth: 33.14 ft, Date: March 26, 2021
Groundwater not encountered
Cone Operator: Middle Earth Geo Testing, Inc. Project No. FigureDate 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
CONE PENETRATION TEST RESULTS
ROCKRIDGE
GEOTECHNICAL 21-198804/05/21
CAMPBELL POLICE OPERATIONS BUILDING
70 N 1ST STREET
Campbell California
8.b
Packet Pg. 530
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) CPT-2
A-2a
Total depth: 17.55 ft, Date: March 26, 2021
Groundwater not encountered
Cone Operator: Middle Earth Geo Testing, Inc. Project No. FigureDate 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
CONE PENETRATION TEST RESULTS
ROCKRIDGE
GEOTECHNICAL 21-198804/05/21
CAMPBELL POLICE OPERATIONS BUILDING
70 N 1ST STREET
Campbell California
8.b
Packet Pg. 531
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) CPT-2A
A-2b
Total depth: 27.56 ft, Date: March 26, 2021
Groundwater not encountered
Cone Operator: Middle Earth Geo Testing, Inc. Project No. FigureDate 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
CONE PENETRATION TEST RESULTS
ROCKRIDGE
GEOTECHNICAL 21-198804/05/21
CAMPBELL POLICE OPERATIONS BUILDING
70 N 1ST STREET
Campbell California
8.b
Packet Pg. 532
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) CPT-3
A-3
Total depth: 40.85 ft, Date: March 26, 2021
Groundwater not encountered
Cone Operator: Middle Earth Geo Testing, Inc. Project No. FigureDate 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
CONE PENETRATION TEST RESULTS
ROCKRIDGE
GEOTECHNICAL 21-198804/05/21
CAMPBELL POLICE OPERATIONS BUILDING
70 N 1ST STREET
Campbell California
8.b
Packet Pg. 533
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Sampler
Type
Sample
Blows/ 6"
SPT
N-Value
1 LITHOLOGY
DEPTH
(feet)
Dry Density
Lbs/Cu Ft
Type of
Strength
Test
Shear Strength
Lbs/Sq Ft
Fines
%
Confining
Pressure
Lbs/Sq Ft
Natural
Moisture
Content, %
Sampler:
Boring location:
Date started:
Drilling method:
Logged by:
Drilled by:
Rig:
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30
MATERIAL DESCRIPTION
LABORATORY TEST DATA
SAMPLES
Figure:
A-4
PROJECT:
Project No.:
21-1988
PAGE 1 OF 1
Log of Boring B-1
ROCKRIDGE
GEOTECHNICAL
See Site Plan, Figure 2
03/14/2021 Date finished: 03/14/2021
Modified California (MC), Standard Penetration Test (SPT) Hammer weight/drop: 140 lbs./30 inches Hammer type:
~6 inch-thick aggregate base
SW
8.3 105
SAND with GRAVEL (SW)
brown with gray gravel, very dense, moist, subangular
to subrounded fine gravel, fine to coarse sand
GRAVEL with CLAY and SAND (GW-GC)
brown, dense, dry to moist, subangular to subrounded
fine gravel, fine to medium sand
Solid stem auger
increasing fine gravel
SANDY CLAY (CL)
brown with red staining, very stiff, moist, fine to
coarse sand, trace fine gravel
CLAYEY SAND with GRAVEL (SC)
brown, medium dense, dry to moist, trace fine
angular gravel, fine sand, organics present
Rope & Cathead
A. Limpert
Benevent Building, LLC
Portable Hydraulic Unit
~6 inches of asphalt concrete
CLAYEY SAND with GRAVEL (SC)
brown with gray gravel, very dense, moist, subangular
to subgrounded fine gravel, fine to coarse sand,
decreasing gravel content, increasing clay content
decreasing fines content
fine to coarse sand
medium dense, decreasing gravel, increasing fines
SC
GW-
GC
CL
SC
Soil Corrosivity Test; see Appendix B
LL = 23, PI = 5; see Appendix B
4.0 107
7 2.8
12 5.6
MC
SPT
SPT
MC
23 13
10 MC 16
1 Boring terminated at a depth of 26.5 feet below
ground surface.
Boring backfilled with cement grout.
Groundwater not encountered during drilling.
MC and SPT blow counts for the last two increments
were converted to SPT N-Values using factors of 0.7
and 1.2, respectively, to account for sampler type and
hammer energy.
6 8
9 12
10 12
13 18
11 14
13 32
SPT
11 12
17 35
10 8
10 22
SPT
22 28
20 58
SPT
18 24
36 72
CAMPBELL POLICE OPERATIONS BUILDING
70 N 1ST STREET
Campbell California
Particle Size Distribution; see Appendix B
Particle Size Distribution; see Appendix B
8.b
Packet Pg. 534
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Sampler
Type
Sample
Blows/ 6"
SPT
N-Value
1 LITHOLOGY
DEPTH
(feet)
Dry Density
Lbs/Cu Ft
Type of
Strength
Test
Shear Strength
Lbs/Sq Ft
Fines
%
Confining
Pressure
Lbs/Sq Ft
Natural
Moisture
Content, %
Sampler:
Boring location:
Date started:
Drilling method:
Logged by:
Drilled by:
Rig:
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30
MATERIAL DESCRIPTION
LABORATORY TEST DATA
SAMPLES
Figure:
A-5
PROJECT:
Project No.:
21-1988
PAGE 1 OF 1
Log of Boring B-2
ROCKRIDGE
GEOTECHNICAL
2 Elevation references the City of Oakland datum.
See Site Plan, Figure 2
03/14/2021 Date finished: 03/14/2021
Modified California (MC), Standard Penetration Test (SPT) Hammer weight/drop: 140 lbs./30 inches Hammer type:
GW-
GC
12.0 116
GRAVEL with SAND (GW)
gray to gray-brown, medium dense, moist, subrounded
gravel
Solid stem auger
GRAVEL with SAND and CLAY (GW-GC)
brown with red, blue and gray gravel, dense, moist,
subangular to subrounded fine gravel
CLAYEY SAND with GRAVEL (SC)
brown, dense, dry to moist, subrounded fine gravel,
roots
Rope & Cathead
A. Limpert
Benevent Building, LLC
Portable Hydraulic Unit
decreasing gravel content
CLAYEY SAND (SC)
brown to light brown, loose to medium dense, moist,
fine sand, organics present
dense, dry to moist
SC
GW
subangular to subrounded fine gravel
brown, very dense, dry to moist, angular to sub-
rounded gravel
SC
LL = 9, PI = NP; see Appendix B
13.0 102
4 2.8
7 Particle Size Distribution; see Appendix B
Particle Size Distribution; see Appendix B
MC
SPT
SPT
MC
25 30
18 MC 34
1 Boring terminated at a depth of 26.5 feet below
ground surface.
Boring backfilled with cement grout.
Groundwater not encountered during drilling.
MC and SPT blow counts for the last two increments
were converted to SPT N-Values using factors of 0.7
and 1.2, respectively, to account for sampler type and
hammer energy.
4 7
7 10
7 9
12 15
9 10
17 32SPT
18 16
14 36
13 15
25 48
SPT
26 22
33 66
SPT
18 18
50/6”
82 CAMPBELL POLICE OPERATIONS BUILDING
70 N 1ST STREET
Campbell California
Soil Corrosivity Test; see Appendix B
LANDSCAPING
8.b
Packet Pg. 535
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
CLASSIFICATION CHART
Major Divisions Symbols Typical Names
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT
Highly Organic Soils
UNIFIED SOIL CLASSIFICATION SYSTEM
Well-graded gravels or gravel-sand mixtures, little or no fines Poorly-graded gravels or gravel-sand mixtures, little or no fines Silty gravels, gravel-sand-silt mixtures
Clayey gravels, gravel-sand-clay mixtures
Well-graded sands or gravelly sands, little or no fines Poorly-graded sands or gravelly sands, little or no fines Silty sands, sand-silt mixtures
Inorganic silts and clayey silts of low plasticity, sandy silts, gravelly silts Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, lean clays Organic silts and organic silt-clays of low plasticity
Inorganic silts of high plasticity
Inorganic clays of high plasticity, fat clays
Organic silts and clays of high plasticity
Peat and other highly organic soils
Clayey sands, sand-clay mixtures
Range of Grain Sizes
Grain Size
in Millimeters
U.S. Standard
Sieve Size
Above 12"
12" to 3"
Classification
Boulders
Cobbles
Above 305
305 to 76.2
Silt and Clay Below No. 200 Below 0.075
GRAIN SIZE CHART
SAMPLER TYPE
Coarse-Grained Soils
(more than half of soil > no. 200
sieve size)
Fine -Grained Soils
(more than half of soil
< no. 200 sieve size)
Gravels
(More than half of
coarse fraction >
no. 4 sieve size)
Sands
(More than half of
coarse fraction <
no. 4 sieve size)
Silts and Clays
LL = < 50
Silts and Clays
LL = > 50
Gravel
coarse
fine
3" to No. 4
3" to 3/4"
3/4" to No. 4
No. 4 to No. 200
No. 4 to No. 10
No. 10 to No. 40
No. 40 to No. 200
76.2 to 4.76
76.2 to 19.1
19.1 to 4.76
4.76 to 0.075
4.76 to 2.00
2.00 to 0.420
0.420 to 0.075
Sand
coarse
medium
fine
C Core barrel
CA California split-barrel sampler with 2.5-inch outside diameter and a 1.93-inch inside diameter
D&M Dames & Moore piston sampler using 2.5-inch outside diameter, thin-walled tube
O Osterberg piston sampler using 3.0-inch outside diameter, thin-walled Shelby tube
PT Pitcher tube sampler using 3.0-inch outside diameter, thin-walled Shelby tube
MC Modified California sampler with a 3.0-inch outside
diameter and a 2.43-inch inside diameter
SPT Standard Penetration Test (SPT) split-barrel sampler with a 2.0-inch outside diameter and a 1.5-inch inside
diameter
ST Shelby Tube (3.0-inch outside diameter, thin-walled tube) advanced with hydraulic pressure
SAMPLE DESIGNATIONS/SYMBOLS
Sample taken with California or Modified California split-barrel sampler. Darkened area indicates soil recovered
Classification sample taken with Standard Penetration Test sampler Undisturbed sample taken with thin-walled tube
Disturbed sample
Sampling attempted with no recovery
Core sample
Analytical laboratory sample
Sample taken with Direct Push sampler
Sonic
Unstabilized groundwater level
Stabilized groundwater level
ROCKRIDGE
GEOTECHNICAL Project No. Figure A-6Date 21-198803/22/21
CAMPBELL POLICE OPERATIONS BUILDING
70 N 1ST STREET
Campbell California
8.b
Packet Pg. 536
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
APPENDIX B
Laboratory Test Results
8.b
Packet Pg. 537
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) ML or OL
MH or OH
Symbol Source
Natural
M.C. (%)
Liquid
Limit (%)
CL - ML
0 10
20 30
40 50
60 70
0 1 02 03 04 05 06 07 08 09 0 1 0 0 1 1 0 1 2 0
LIQUID LIMIT (LL)
Description and Classification
% Passing
#200 Sieve
Plasticity
Index (%)
PLASTICITY CHART
ROCKRIDGE
GEOTECHNICAL Project No. FigureDate B-104/12/21 21-1988
CAMPBELL POLICE OPERATIONS BUILDING
70 N 1ST STREET
Campbell California
PLASTICITY INDEX (PI)
Ref erence:
ASTM D2487-00
B-1 at 7.0 feet
B-2 at 7.0 feet
GRAVEL with CLAY and SAND (GW-GC),
brown
GRAVEL with SAND (GW), gray to
gray-brown
--
--
7 4
23 9
5 NP
8.b
Packet Pg. 538
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
PARTICLE SIZE DISTRIBUTION REPORT
ROCKRIDGE
GEOTECHNICAL
GRAVEL with CLAY and SAND, brown
SAND with GRAVEL, brown
GRAVEL with SAND, gray to gray-brown
GRAVEL with SAND and CLAY, brown with red
Project No. FigureDate B-204/12/21 21-1988
CAMPBELL POLICE OPERATIONS BUILDING
70 N 1ST STREET
Campbell California
GW-GC
SW
GW
GW-GC
8.b
Packet Pg. 539
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Exudation
psi
Compaction
(psi)
Expansion
(0.0001”)
Expansion
(psf) Moisture % Dry Density Resistance
Value
372 300 9 39 13.3 120.7 23
213 164 1 4 14.2 117.9 17
112 145 0 0 15.1 115.7 11
Resistance Value
21 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36
0 2
4 6
8 10
12 14
16 18
20 22
24 0
10 20
30 40
50 60
70 80
90 100
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
COVER THICKNESS BY EXPANSION PRESSURE - INCHES
COVER THICKNESS BY STABILOMETER - INCHES
R-VALUE
EXUDATION PRESSURE (P.S.I.) R-VALUE CAL-TEST 301
R-VALUE TEST REPORT
ROCKRIDGE
GEOTECHNICAL Project No. Figure B-3Date 04/12/21 21-1988
CAMPBELL POLICE OPERATIONS BUILDING
70 N 1ST STREET
Campbell California
8.b
Packet Pg. 540
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) S210325C
Method ASTM
D4972
ASTM
G200
SM 4500-
S2-D
ASTM
D4327
ASTM
D6919
ASTM
D6919
ASTM
D6919
ASTM
D6919
ASTM
D6919
ASTM
D6919
ASTM
D4327
ASTM
D4327
Bore# / Description Depth pH Redox Sulfide
S2-
Nitrate
NO3
-
Ammonium
NH4
+
Lithium
Li+
Sodium
Na+
Potassium
K+
Magnesium
Mg2+
Calcium
Ca2+
Fluoride
F2
--
Phosphate
PO4
3-
(ft) (mg/kg) (wt%) (mg/kg) (wt%) (Ohm-cm) (Ohm-cm) (mV) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg)
1.5 42.3 0.0042 23.0 0.0023 22,110 4,288 8.4 114 <0.01 0.3 21.1 0.01 51.3 12.9 26.6 181.9 2.6 3.0 3 212.3 0.0212 147.8 0.0148 5,159 1,273 7.3 65 <0.01 0.8 73.3 0.02 292.1 9.5 70.3 182.9 3.3 1.8 ASTM
G187
ASTM
D4327
ASTM
D4327
Resistivity
As Rec'd | Minimum
Sulfates
SO4
2-
Chlorides
Cl-
Cations and Anions, except Sulfide and Bicarbonate, tested with Ion Chromatography mg/kg = milligrams per kilogram (parts per million) of dry soil weight ND = 0 = Not Detected | NT = Not Tested | Unk = Unknown Chemical Analysis performed on 1:3 Soil-To-Water extract Project No. FigureDate B-4
ROCKRIDGE
GEOTECHNICAL
B-1: CLAYEY SAND
with GRAVEL (SC), brown
B-2: CLAYEY SAND
with GRAVEL (SC), brown
Project X REPORT
Corrosion Engineering
Corrosion Control – Soil, Water, Metallurgy Testing Lab 29990 Technology Dr., Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com
04/12/21 21-1988
CAMPBELL POLICE OPERATIONS BUILDING
70 N 1ST STREET
Campbell California
SOIL CORROSIVITY
TEST RESULTS
8.b
Packet Pg. 541
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
APPENDIX C
MASW Survey Results
8.b
Packet Pg. 542
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) 3 Mystic Lane
Malvern, PA 19355
(610) 722-5500 (ph.)
(610) 722-0250 (fax)
April 16, 2021
Reference: 20-050-1CA
Ms. Devin Landkamer
Rockridge Geotechnical
270 Grand Avenue
Oakland, CA 94610
Subject: MASW Seismic Investigation Results
70 North 1st Street
Campbell, California
Dear Ms. Landkamer:
Advanced Geological Services (AGS) presents this letter report to Rockridge Geotechnical summarizing the surface-wave seismic investigation completed the above referenced site on April 12, 2021. The active source multichannel analysis of surface waves (MASW) seismic method was used to determine the shear wave velocity (Vs) of subsurface materials, thus allowing determination of Vs100 (the time-averaged shear-wave velocity to 100 feet depth) for Site Class determination.
Summary of Findings
Two orthogonally oriented MASW surface-wave seismic tests were completed within the municipal parking lot at the subject property. The results from MASW traverses SL-1 and SL-2 indicate the Vs100 velocities range between 1,171-1,246 feet per second (ft/s), which is borderline Site Class D and Site Class C.
Methods
Site Description
At the time of this investigation the site was occupied by an active municipal parking lot.
MASW data were collected along two traverses, one oriented west-east and the other oriented north-south. The center points of each seismic spread was situated in the grass median in the center of the survey area. The locations of the seismic spreads (SL1 and SL2) are shown on Figure 1.
Overview of MASW and ReMi Seismic Methods
Briefly, a surface-wave seismic survey entails measuring the velocity of surface waves using an array of motion detectors (geophones) placed on the ground surface. Because surface-wave velocity closely follows shear-wave velocity (90 to 95% of Vs), surface-wave velocity data can be used to estimate shear wave velocity (Vs).
ADVANCED GEOLOGICAL SERVICESADVANCED GEOLOGICAL SERVICES
8.b
Packet Pg. 543
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Devin Landkamer
April 16, 2021
20-050-1CA
Surface-Waves are seismic waves that travel along or near the surface of the earth; they are generated by both natural (e.g., wind, ocean waves) and man-made (e.g., hammer blow, traffic noise, factory vibration) sources. Surface-Waves travel in assemblages of frequencies, with each frequency having a corresponding wavelength. Because surface-waves are influenced by subsurface material to a depth approximately equal to the surface-wave’s wavelength, a velocity vs. depth profile can be generated by measuring the velocity of surface-waves of varying wavelengths. Surface waves with shorter wavelengths (higher frequencies) respond to the material properties (e.g., stiffness) of shallower materials while waves with longer wavelengths (lower frequency) respond to deeper materials.
An active seismic source is used to record multichannel analysis of surface waves (MASW) records. For collection of MASW data, a sledge hammer and strike plate is used to generate surface waves. The refraction microtremor (ReMi) method records background 'noise' generated from remote and random sources such as passing traffic, wind, or other noise sources.
Specialized computer software is used to identify surface-waves in the recorded data and prepare a ‘velocity spectrum’ image, which the geophysical analyst interprets to produce a ‘dispersion curve’ to depict how velocity varies with frequency (hence, depth). The dispersion curve is then used to prepare a model depicting subsurface velocity layering at a point taken to be at the center of the geophone array. Surface-wave surveys produce a 1-dimensional (1-D) profile showing S-wave velocity (Vs) variations as a function of depth located at the center of the seismic geophone array. For this investigation, two individual 1-D S-wave soundings were completed to characterize subsurface conditions.
Field Procedures
A Geode 24-channel engineering seismograph manufactured by Geometrics, Inc. and a 24
4.5-Hz geophones were used to collect MASW records. The geophone spacing west-east line (SL-1) was set at 6 feet and the north-south line (SL-2) was set at 5 feet. A sledge hammer and strike plate were used to collect MASW data. The offset distance between the seismic source and the first geophone was set to 20 feet. Ten shots (hammer strikes) were stacked to maximized the coherent surface wave signal and to minimize random noise for each MASW location. All data were recorded using an integrated field laptop computer.
MASW and ReMi Data Processing
The resulting MASW data of lines SL-1 and SL-2 were of good quality. The seismic data were were processed using the SeisImager/SW software package by Geometrics, Inc. In general, surface wave data processing entails first producing a velocity spectrum image, which shows the phase velocity for the various frequencies of surface waves detected. This image is used as the basis for interpreting (“picking”) a dispersion curve, which is a graph that depicts how surface-wave velocity varies with frequency (hence, with depth). The dispersion curve is then used by the modeling software to prepare an initial 1-D model of surface-wave velocity versus
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depth using a one-third wavelength approximation (i.e., a given phase velocity is assigned to a depth that is one-third of the wavelength of the corresponding surface-wave). The initial velocity layer model is then adjusted using an inversion process until the corresponding synthetic dispersion curve achieves a “best-fit” match to the original dispersion curve (the one that was interpreted from the observed data; i.e., the velocity spectrum image). The degree or closeness of the fit between the interpreted and synthetic curves (expressed as a RMS percentage error) provides an indication of how well the model represents actual subsurface conditions.
The processing output for each data-set was a 1-dimensional (1-D) velocity layer model depicting S-wave velocity variations with depth at a single point (which is situated at the center of the geophone array). The velocity models were output as tabulated ASCII text (.txt) files containing depth and velocity information. The time-averaged shear-wave velocity, Vs100 is calculated from the modeled results to allow determination of the Seismic Site Classification based on the velocity ranges shown in Table 1.
Table 1: UBC/IBC Site Classification (from Geometrics SeisImager SW_Manual_v3.0) MASW Seismic Results
The locations of seismic spreads SL-1 and SL-2 are shown on Figure 1. The MASW results of west-east oriented SL-1 and north-south oriented SL-2 are shown on Figures 2 and 3 respectively. Figures 2 and 3 show the 1-D velocity model, the dispersion curve, and tabulated Vs values. Generally Vs of the upper 30 feet ranged from approximately 840-1,100 ft/s, and increased slightly at greater depths.
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The calculated Vs100 velocity of west-east oriented traverse SL-1 is 1,246 ft/s, and that of north-south traverse SL-2 is 1,171 ft/s. These Vs100 values are borderline Class D (stiff soil) and Class C (very dense soil, soft rock) Overall, there is good agreement in the results of SL-1 and SL-2, indicating relatively consistent material across the sampled area. The Vs100 results are summarized in Table 2.
Table 2: Vs100 Summary Table
MASW ID Location Vs100 (ft/s) Site Class
SL-1 West-East oriented
traverse
1,246 D
SL-2 North-South
oriented traverse
1,171 C
In reviewing the MASW results, it should be kept in mind that the seismic methods have a larger sampling area both in lateral and vertical extent than a standard penetration test completed in a geotechnical boring. This larger sampling area of the seismic testing averages, or 'smooths-out' the overall character of the subsurface, and may differ significantly from the very localized conditions encountered in a geotechnical boring. Both the seismic and boring information should be used in conjunction with one another to fully characterize sub-surface soil conditions.
Summary and Closing
Two orthogonally oriented MASW seismic arrays were collected within the accessible portions of the parking lot to characterize subsurface materials to determine S-wave velocity to be used in Site Classification. Overall, the quality of the seismic data at this site was good and resulting 1-D MASW models indicate that the Vs100 velocities range between 1,171-1,246 ft/s, which straddles the boundary of Site Class C and Site Class D.
All geophysical data and field notes collected as a part of this investigation will be archived at the AGS office. The data collection and interpretation methods used in this investigation are consistent with standard practices applied to similar geophysical investigations. The correlation of geophysical responses with probable subsurface features is based on the past results of similar surveys although it is possible that some variation could exist at this site.
Intrusive field activities, such as soil borings and/or rock coring, would be needed to further investigate and confirm the presence or absence of identified and interpreted features. Due to the nature of geophysical data, no guarantees can be made or implied regarding the presence or absence of additional objects or targets beyond those identified.
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If you have any questions regarding the results of this field investigation, please contact me at 610-722-5500. It was a pleasure working with you on this project and we look forward to being able to provide you with sub-surface imaging services in the future.
Sincerely,
Donald Jagel, P.G. (Pennsylvania)
Principal Geophysicist
attachments: Figure 1
: Aerial photograph showing MASW traverse locations
Figures 2 and 3: MASW results and models
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD) 1 NOTES:
1) MASW data were collected using a 24-channel seismograph and 4.5 Hz geophones. Geophone spacing of SL-1 was 6 feet, and geophone spacing of SL-2 was 5 feet. A 16-lb sledge hammer and metal plate was used as the seismic source.
2) Base aerial photograph from Google Earth.
3) This work was not completed by a licensed surveyor, and locationsof items shown should be considered approximate, and for illustrative purposes only. The items shown on this figure may not be all inclusive. AGS does not warrant the fact that additional buried features/utilities may be present which could not be identified by AGS personnel during this investigation. feet
Aerial Photograph Showing Locations of
MASW Seismic Lines SL-1 and SL-2
0 25 50 75 100
SL-1
SL-2
LOCATION: 70 North 1st Street
Campbell, California
Client: Rockridge Geotechnical
ADVANCED GEOLOGICAL SERVICES, INC.
Drawn By: D Jagel Approved By: D Jagel
Project #: 21-050-1CA
Date: 04/16/2021
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APPENDIX D
Site-Specific Ground Motion Hazard Analysis
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APPENDIX D
SITE-SPECIFIC GROUND MOTION HAZARD ANALYSIS
This appendix presents the results of our site-specific ground motion hazard analysis, which was conducted to estimate potential magnitudes of ground shaking at the site during future earthquakes. Our study consisted of developing horizontal response spectra for two levels of shaking corresponding to the Risk-Targeted Maximum Considered Earthquake (MCER) and the Design Earthquake (DE) in accordance with the 2019 California Building Code (CBC).
To develop site-specific response spectra for the project, we performed a Probabilistic Seismic Hazard Analysis (PSHA) and Deterministic Seismic Hazard Analysis (DSHA) to develop a site- specific horizontal MCER spectrum. The 2019 CBC defines the site-specific MCER spectral response acceleration at any period as the lesser of the risk-targeted probabilistic ground motion having 2 percent probability of exceedance in 50 years or the 84th-percentile deterministic ground motion calculated for the characteristic earthquake on the governing fault(s) in the direction of maximum response (RotD100). The resulting spectrum is then checked against minimum values stipulated in ASCE 7-16 §21.2.2 and §21.3 (Supplement 1). Our ground motion hazard analysis is detailed in the following sections.
D1.0 Probabilistic Seismic Hazard Analysis
We performed a PSHA, which involves computing how often a specified level of ground motion will be exceeded at the site, considering potential earthquake scenarios from all relevant seismic sources. The magnitude, location, and recurrence interval of future earthquakes are uncertain and a PSHA systematically accounts for these uncertainties. A PSHA requires information regarding the seismicity, location, and geometry of each seismic source, along with empirical ground motion prediction equations (GMPEs) - also referred to as attenuation relationships. GMPEs describe the probability of a ground motion given the properties of the earthquake source (magnitude and style-of-faulting), distance, fault geometry, and shear wave velocity (Vs) profiles of the underlying soil and rock. In most cases, the ground motion is assumed to follow a lognormal distribution and the GMPEs provide the median response, as well as the standard deviation.
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In developing the MCER spectrum, we performed a PSHA for a 2 percent probability of exceedance in 50 years, in accordance with ASCE 7-16. The response spectrum was developed using the computer code OpenSHA (Field et al., 2003), which is based on the probabilistic seismic hazard model developed by Cornell (1968) and McGuire (1976).
OpenSHA was run using the seismic sources as included in the Third Uniform California Earthquake Rupture Forecast (UCERF3), prepared by Field et al. (2013). The magnitudes of shaking at the site resulting from each earthquake scenario were then estimated using a suite of GMPEs.
D1.1 Probabilistic Model
The traditional equation for a seismic hazard analysis of a single point source is:
i(Sɑ>z) ═ Ni(Mmin) ∫ ∫ ƒmi(M) ƒri(r) P(Sɑ>z│M,r) dr dM where:
• i(Sɑ>z) is the annual rate of events resulting in a ground motion amplitude that exceeds a value z
• Sɑ represents a ground motion parameter (commonly spectral acceleration) for a given frequency of vibration. Sɑ is assumed to be log-normally distributed about the mean with a standard error that is dependent upon the magnitude and GMPE used. • Ni(Mmin) is the annual rate of earthquakes of magnitude greater than or equal to Mmin • ƒm(M) and ƒr(r) are probability density functions for magnitude and distance, which describe the relative rates of different earthquake scenarios • P(Sɑ>z│M,r) is the conditional probability of observing a ground motion parameter Sɑ greater than z for a given earthquake magnitude and distance For multiple seismic sources, the total annual rate of events with ground motions that exceed z at the site is the sum of the annual rate of events from the individual sources (faults and areal sources):
(Sɑ>z) ═ ∑i(Sɑ>z)
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The purpose of summing the rates over all sources is to compute how often a certain level of shaking may occur at the site, regardless of what source causes the ground motion. To convert the annual rate of events to a probability, we compute the probability that the ground motion exceeds z at least once during a specified time interval. Assuming the occurrence of earthquakes follows a Poisson process (no “memory” of past earthquakes), the probability of exceeding ground motion level z at least once in T years is given by:
P(Sɑ>z│T) = 1 - e-(Sɑ>z)T
D1.2 Source Modeling and Characterization
We used the UCERF3 model (mean solution of Fault Model 3-1 and 3-2), including known faults within 200 km of the site. Table D-1 presents the distance, relative direction from the site, and characteristic moment magnitude of various faults. Due to the potential for variable rupture lengths—including multi-fault ruptures—the UCERF3 model assigns varying probabilities to a large number (>1.2 million) of a potential earthquake rupture “scenarios”. We also included USGS 2008 gridded seismic sources, which are used by the USGS to represent background seismicity, special seismic zones and intra-slab events.
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TABLE D-1
Fault Sources Considered in Hazard Model
Fault Segment
Approximate
Distance from
Site (km)
Direction
from Site
Characteristic
Moment
Magnitude
Monte Vista - Shannon 4.7 Southwest 7.14
Silver Creek 9.1 Northeast -
Total North San Andreas
(SAO+SAN+SAP+SAS) 12 Southwest 8.04
North San Andreas (Peninsula, SAP) 12 Southwest 7.38
North San Andreas (Santa Cruz Mts, SAS) 14 Southwest 7.15 Butano 15 Southwest 6.93
Total Hayward + Rodgers Creek
(RC+HN+HS+HE) 16 East 7.58
Hayward (Extension, HE) 16 East 6.18
Sargent 17 South 6.71
Hayward (South, HS) 17 Northeast 7.00
Total Calaveras (CN+CC+CS+CE) 19 Northeast 7.43
Calaveras (Central, CC) 19 Northeast 6.85
Pilarcitos 19 West -
Zayante-Vergeles (2011 CFM) 21 South 7.48
Calaveras (North, CN) 22 Northeast 6.86
Mission (connected) 22 Northeast -
Zayante-Vergeles 22 South 7.00
San Gregorio (North) 36 West 7.44
Las Positas 37 Northeast 6.50
Greenville (South) 41 East 6.64
Reliz 42 Southwest 7.44
Greenville (North) 43 Northeast 6.86
Monterey Bay-Tularcitos 44 Southwest 7.26
Calaveras (South, CS) 46 East 6.38
Mount Diablo Thrust 50 North 6.67
Mount Diablo Thrust South 50 Northeast 6.50
San Gregorio (South) 52 Southwest 7.24
Mount Diablo Thrust North CFM 54 North 6.72
Ortigalita (North) 57 East 6.80
Hayward (North, HN) 59 North 6.90
Great Valley 07 (Orestimba) 60 Northeast 6.82
Franklin 63 North -
Quien Sabe 64 Southeast 5.61
Contra Costa (Lafayette) 64 North -
Clayton 64 North 6.57
Contra Costa (Larkey) 64 North -
Great Valley 06 (Midland alt1) 67 Northeast 7.27
Contra Costa (Reliez Valley) 68 North -
San Andreas (Creeping Section) 68 Southeast 6.70
Concord 68 North 6.45
Great Valley 06 (Midland alt2) 70 Northeast 7.12
Calaveras (Extension, CE) 70 Southeast 6.80
Contra Costa Shear Zone (connector) 70 North -
Point Reyes (connector) 72 Northwest -
Contra Costa (Briones) 73 North -
Contra Costa (Southampton) 74 North -
Ortigalita (South) 74 East 7.01
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Fault Segment
Approximate
Distance from
Site (km)
Direction
from Site
Characteristic
Moment
Magnitude
Great Valley 08 (Quinto) 75 East 6.59
Los Medanos - Roe Island 77 North -
Great Valley 05 (Pittsburg - Kirby Hills alt2) 81 North 6.66 Contra Costa (Dillon Point) 83 North -
Great Valley 05 (Pittsburg - Kirby Hills alt1) 83 North 6.60 Contra Costa (Ozal - Columbus) 84 North -
Green Valley 85 North 6.30
Great Valley 09 (Laguna Seca) 87 East 6.57
North San Andreas (North Coast, SAN) 93 Northwest 7.52
Contra Costa (Vallejo) 94 North -
Contra Costa (Lake Chabot) 95 North -
Faults between 100 and 200 km from site not shown for concision Note: Characteristic magnitude as defined by BSSC2014 catalog.
D1.3 Ground Motion Prediction Equations
We used the average response resulting from a suite of GMPEs developed as part of the Pacific Earthquake Engineering Research Center (PEER) Next Generation Attenuation of Ground Motion West2 (NGA-West2) Project. Specifically, we used the relationships by Abrahamson et al. (ASK; 2014), Boore et al. (BSSA; 2014), Campbell & Bozorgnia (CB; 2014), and Chiou & Youngs (CY; 2014). The NGA-West2 project expanded the original moderate-to-large magnitude NGA-West1 ground motion database with data from recent significant world-wide crustal earthquakes that occurred after 2003. Additionally, small-to-moderate magnitude California earthquakes were added to aid the “small magnitude” scaling of the NGA-West2 GMPEs (PEER, 2013/03).
The NGA-West2 models were developed to predict the median ground-motion response spectra of a ground motion when rotated over all horizontal orientations, referred to as SaRotD50. Per Chapter 21 of ASCE 7-16, spectral response accelerations in the “direction of maximum horizontal response” (referred to as maximum direction or SaRotD100) are required for development of the MCER response spectrum. We used the factors developed by Shahi and Baker (PEER 2013/10) to convert the SaRotD50 values to SaRotD100 values. A summary of these factors is presented below in Table D-2.
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TABLE D-2
Ratio of SaRotD100 to SaRotD50 Spectral Demand
(Shahi and Baker, 2013)
Period
(seconds) Ratio
0.01 1.19
0.02 1.19
0.03 1.19
0.05 1.19
0.075 1.19
0.10 1.19
0.15 1.20
0.20 1.21
0.25 1.22
0.30 1.22
0.40 1.23
0.50 1.23
0.75 1.24
1.00 1.24
1.50 1.24
2.00 1.24
3.00 1.25
4.00 1.26
5.00 1.26
Our field investigation for the project included geophysical measurements of surface waves (MASW) used to estimate shear wave velocities to a depth of 100 feet and an sCPT which measured shear wave travel times from the surface to a maximum depth of 40 feet bgs. Based on the results of these methods, we selected a VS30 of 390 m/sec (approximately 1,280 ft/sec), which is consistent with a Site Class C designation.
D1.4 PSHA Results
Figure D-1 presents the results of the PSHA for the 2 percent probability of exceedance in 50 years hazard level (2,475 year return period), as well as the average of the GMPEs for both RotD50 and RotD100 orientations. The RotD100 spectral values were converted to risk-targeted values using the risk coefficients defined by ASCE 7-16 §22.2.1 Method 1. The corresponding
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values for CRS and CR1 are 0.947 and 0.923, respectively. The PSHA results are summarized in Table D-3
TABLE D-3
Probabilistic Seismic Hazard Analysis Results
2% probability of exceedance in 50 years
Sa (g) for 5 percent damping
Period
(seconds)
PSHA Results
(RotD50)
Risk-Targeted PSHA
Results
(RotD100)
0.01 0.893 1.007
0.02 0.903 1.018
0.03 0.959 1.081
0.05 1.155 1.301
0.075 1.461 1.646
0.10 1.709 1.926
0.15 2.006 2.280
0.20 2.132 2.423
0.25 2.180 2.494
0.30 2.201 2.535
0.40 2.073 2.400
0.50 1.927 2.223
0.75 1.528 1.763
1.0 1.248 1.429
1.5 0.870 0.995
2.0 0.660 0.756
3.0 0.448 0.517
4.0 0.331 0.382
5.0 0.254 0.296
Figures D-2a and D-2b present the deaggregation plots of the PSHA results for the 2 percent probability of exceedance in 50 years hazard level. The deaggregation was performed for spectral periods of 0 (PGA), 0.5, 1.0, and 4.0 seconds using the USGS Unified Hazard Tool for “Site Class C/D Boundary (Vs=360 m/s)”. Based on our examination of the deaggregation results, we conclude that the hazard for PGA and spectral periods of 0.5 and 1.0 seconds are all dominated by earthquake scenarios with magnitudes of 7.0 to 8.4 at a distance between 0 to 20 kilometers. These earthquakes are consistent with scenarios on the San Andreas and Monte
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Vista-Shannon faults, with a secondary contribution from the Hayward fault. The hazard for a spectral period of 4.0 seconds is dominated by scenarios with magnitudes of 7.8 to 8.4 at a distance between 0 and 20 kilometers, consistent with scenarios on the San Andreas fault. The deaggregation results for mean magnitude and distance are presented in Table D-4 below.
TABLE D-4
Deaggregation Results
Mean Magnitude and Distance Across All Sources
Period
(seconds)
Mean
Magnitude
Mean Distance
(km)
0.01 (PGA) 7.3 12
0.50 7.5 13
1.0 7.6 13
4.0 7.9 13
D2.0 Deterministic Analysis
We performed a deterministic analysis in developing the MCER spectrum for the site. In a deterministic analysis, the magnitude and source distance of a single earthquake scenario is input into GMPE(s). The scenarios considered for our deterministic analysis were:
Mw 7.14 rupture on the Monte Vista-Shannon fault at a distance of approximately 4.7 km Mw 8.04 rupture on the San Andreas fault at a distance of approximately 12 km The GMPEs discussed in Section D1.3 were also used in our deterministic analysis. Per Chapter 21 of ASCE 7-16, the deterministic MCER spectral accelerations shall be taken as the 84th- percentile of the ground motion in the direction of maximum horizontal response. The 84th- percentile spectrum for each GMPE (RotD50) and average of all four GMPEs are presented on Figures D-3 and D-4 for the Monte Vista-Shannon and San Andreas faults, respectively. The comparison between average spectra of both faults, the selection of the controlling RotD50 spectrum, and controlling RotD100 spectrum are shown on Figure D-5 and in Table D-5.
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TABLE D-5
Comparison of Deterministic Spectra
Sa (g) for 5 percent damping
Period
(seconds)
Monte Vista-Shannon
84th-Percentile
Deterministic
(RotD50)
San Andreas
84th-Percentile
Deterministic
(RotD50)
Controlling
84th-Pctl
Deterministic
(RotD50)
Controlling
84th-Pctl
Deterministic
(RotD100)
0.01 0.808 0.631 0.808 0.962
0.02 0.818 0.636 0.818 0.973
0.03 0.854 0.664 0.854 1.016
0.05 0.981 0.770 0.981 1.167
0.075 1.195 0.934 1.195 1.422
0.10 1.391 1.075 1.391 1.655
0.15 1.681 1.284 1.681 2.017
0.20 1.851 1.408 1.851 2.221
0.25 1.966 1.476 1.966 2.379
0.30 2.032 1.513 2.032 2.479
0.40 1.945 1.473 1.945 2.392
0.50 1.796 1.389 1.796 2.209
0.75 1.420 1.117 1.420 1.761
1.0 1.160 0.932 1.160 1.438
1.5 0.776 0.685 0.776 0.963
2.0 0.557 0.535 0.557 0.691
3.0 0.353 0.384 0.384 0.480
4.0 0.237 0.296 0.296 0.369
5.0 0.169 0.232 0.232 0.292
The controlling RotD100 deterministic spectra exceeds 1.5 times Fa; therefore, no modifications to satisfy deterministic lower limit are needed.
D3.0 Recommended MCE
R and Design Spectra
The 2019 CBC defines the site-specific MCER as the lesser of the risk-targeted probabilistic spectrum having 2 percent probability of exceedance in 50 years or the 84th-percentile deterministic event on the governing fault (both taken as maximum direction values) for each spectral period. Additionally, the resulting spectra needs to exceed 80% of the Mapped Spectrum (SMS & SM1), as defined in ASCE 7-16 §21.3.
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Figure D-6 and Table D-6 presents a comparison between the risk-targeted PSHA results for a 2 percent probability of exceedance in 50 years and 84th-percentile deterministic results. The site- specific MCER spectrum is controlled by the deterministic spectrum at all periods up to 5 seconds, with the exception of 1.0 seconds where the PSHA spectrum controls.
TABLE D-6
Comparison of Site-Specific Spectra for
Development of MCER Spectrum
Sa (g) for 5 percent damping
Period
(seconds)
Risk-Targeted PSHA
2% probability of
exceedance in 50
years (RotD100)
84th-
Percentile
Deterministic
(RotD100)
Site-Specific
MCER
Spectrum
0.01 1.007 0.962 0.962
0.02 1.018 0.973 0.973
0.03 1.081 1.016 1.016
0.05 1.301 1.167 1.167
0.075 1.646 1.422 1.422
0.10 1.926 1.655 1.655
0.15 2.280 2.017 2.017
0.20 2.423 2.221 2.221
0.25 2.494 2.379 2.379
0.30 2.535 2.479 2.479
0.40 2.400 2.392 2.392
0.50 2.223 2.209 2.209
0.75 1.763 1.761 1.761
1.0 1.429 1.438 1.429
1.5 0.995 0.963 0.963
2.0 0.756 0.691 0.691
3.0 0.517 0.480 0.480
4.0 0.382 0.369 0.369
5.0 0.296 0.292 0.292
Figure D-7 and Table D-7 present the development of the recommended MCER spectrum following the procedures outlined in ASCE 7-16 §21.4. The recommended site-specific MCER spectrum may not be less than 80 percent of the Mapped Spectrum (Site Class C, SMS & SM1) at any period. The site-specific results control the MCER spectrum at all periods up to 5.0 seconds with the exception of 0.03 to 0.10 seconds, where the 80% mapped spectrum controls..
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TABLE D-7
Comparison of Site-Specific and Code Minimum Spectra
for Development of Recommended MCER Spectrum
Sa (g) for 5 percent damping
Period
(seconds)
Site
Specific
MCER
80% of Site Class C
Mapped Spectrum
(SMS, SM1)
Recommended
MCER
Spectrum
0.01 0.962 0.786 0.962
0.02 0.973 0.907 0.973
0.03 1.016 1.028 1.028
0.05 1.167 1.270 1.270
0.075 1.422 1.573 1.573
0.10 1.655 1.662 1.662
0.15 2.017 1.662 2.017
0.20 2.221 1.662 2.221
0.25 2.379 1.662 2.379
0.30 2.479 1.662 2.479
0.40 2.392 1.662 2.392
0.50 2.209 1.369 2.209
0.75 1.761 0.912 1.761
1.0 1.429 0.684 1.429
1.5 0.963 0.456 0.963
2.0 0.691 0.342 0.691
3.0 0.480 0.228 0.480
4.0 0.369 0.171 0.369
5.0 0.292 0.137 0.292
The recommended DE spectrum is then calculated as two-thirds times the recommended MCER spectrum. The recommended DE and MCER spectra are shown on Figure D-8. Figure D-8 also presents a comparison between the recommended DE and MCER spectra based on the site- specific analysis and the corresponding code based mapped spectra for Site Class C. Digitized values of the recommended MCER and DE spectra for a damping ratio of 5 percent are presented below in Table D-8.
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TABLE D-8
Recommended Spectral Accelerations (g)
Damping Ratio of 5 percent
Period
(seconds) MCER DE
0.01 0.962 0.641
0.02 0.973 0.649
0.03 1.028 0.685
0.05 1.270 0.847
0.08 1.573 1.048
0.10 1.662 1.108
0.15 2.017 1.345
0.20 2.221 1.481
0.25 2.379 1.586
0.30 2.479 1.653
0.40 2.392 1.595
0.50 2.209 1.473
0.75 1.761 1.174
1.0 1.429 0.952
1.5 0.963 0.642
2.0 0.691 0.461
3.0 0.480 0.320
4.0 0.369 0.246
5.0 0.292 0.195
Because the site-specific procedure was used to develop the MCER and DE response spectra, the seismic design parameters presented in Table D-9, which were determined in accordance with ASCE 7-16 §21.4, should be used.
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TABLE D-9
Design Spectral Acceleration Values
Parameter Spectral Acceleration
Value (g)
SMS 2.231
SM1 1.444
SDS 1.487
SD1 0.963
Where SDS is 90% of the maximum Sa between 0.2 and 5.0 seconds and SD1 is the maximum value of T*Sa for periods from 1.0 to 2.0 seconds for Site Class C. Section 21.4 also states that:
For use with the equivalent lateral force procedure, the site specific spectral acceleration, Sa, at T shall be permitted to replace SD1/T in Eq. (12.8-3) and SD1TL/T2 in Eq. (12.8-4).
8.b
Packet Pg. 564
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
21-1988 D-14 June 14, 2021
REFERENCES
2019 California Building Code (CBC)
Abrahamson N.A., Silva W.J., Kamai R. (2014). “Summary of the ASK14 Ground-Motion Relation for Active Crustal Regions.” Earthquake Spectra, 30(3): 1025–1055.
ASCE 7-16 Minimum Design Loads and Associated Criteria for Buildings and Other Structures, including Supplement 1, dated December 12, 2018.
Boore D.M., Stewart J.P., Seyhan E., Atkinson G.M. (2014). “NGA-West 2 Equations for Predicting PGA, PGV, and 5%-Damped PSA for Shallow Crustal Earthquakes.” Earthquake Spectra, 30(3): 1057–1085.
Campbell K.W., Bozorgnia Y. (2014). “NGA-West2 Ground Motion Model for the Average Horizontal Components of PGA, PGV, and 5% Damped Linear Acceleration Response Spectra.” Earthquake Spectra, 30(3): 1087–1115.
Chiou, B.-S.J., and Youngs, R. R. (2013). “Update of the Chiou and Youngs NGA Ground Motion Model for Average Horizontal Component of Peak Ground Motion and Response Spectra.” Earthquake Spectra, 30(3): 1117–1153.
Field, E.H., T.H. Jordan, and C.A. Cornell (2003), OpenSHA: A Developing Community- Modeling Environment for Seismic Hazard Analysis, Seismological Research Letters, 74, no. 4, p. 406-419.Field, E.H., and 2014 Working Group on California Earthquake Probabilities, 2015, UCERF3: A new earthquake forecast for California’s complex fault system: U.S. Geological Survey 2015-3009, 6 p., http://dx.doi.org/10.3133/fs20153009.
Petersen, M.D., Moschetti, M.P., Powers, P.M., Mueller, C.S., Haller, K.M., Frankel, A.D., Zeng, Y., Rezaeian, S., Harmsen, S.C., Boyd, O.S., Field, E.H., Chen, R., Rukstales, K.S., Luco, N., Wheeler, R.L., Williams, R.A., and Olsen, A.H., (2014). Documentation for the 2014 update of the United States national seismic hazard maps: U.S. Geological Survey Open-File Report 2014–1091, 243 p.,
Shahi, S. K., and Baker, J. W. (2013). “NGA-West2 Models for Ground-Motion Directionality.” PEER 2013/10.
Thompson, E.M., Wald, D.J, Worden, B., Field, E.H., Luco, N., Petersen, M.D., Powers, P.M., Badie, R. (2016) Shakemap earthquake scenario: Building Seismic Safety Council 2014 Event Set (BSSC2014). U.S. Geological Survey. DOI: 10.5066/F7V122XD
8.b
Packet Pg. 565
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Damping Ratio = 5%
Notes: (1) Vs30 = 390 m/s
(2) NGA West-2 Attenuation Relationships (2014), equal weighting:
ASK14, BSSA14, CB14, CY14
(3) Max direction (RotD100) conversion per Shahi & Baker (2013) (4) Risk factors per ASCE 7-16 §21.2.1 Method 1 Project No. 21-1988 Figure D-1 CRS = 0.947
CR1 = 0.923
RESULTS OF PSHA, 2 PERCENT PROBABILITY OF
EXCEEDANCE IN 50 YEARS
Date:04/22/21
CAMPBELL POLICE OPERATIONS CENTER
C
ampbell, California
0.0 0.5
1.0 1.5
2.0 2.5
3.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
SPECTRAL ACCELERATION (g)
PERIOD (seconds)
PSHA - 2,475-year return period - Risk Targeted - RotD100 Geometric Mean of RotD50 PSHA results
ASK14 (RotD50)
BSSA14 (RotD50)
CB14 (RotD50)
CY14 (RotD50)
8.b
Packet Pg. 566
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) (a) PGA
(b) Sa, T = 0.5 seconds
Project No. 21-1988 Figure D-2a
2 PERCENT PROBABILITY OF EXCEEDANCE IN 50
Y
EARS DEAGGREGATION
Date:04/22/21
CAMPBELL POLICE OPERATIONS CENTER
C
ampbell, California
Deaggreation per USGS Unified Hazard Tool, Conterminous US 2 014 v 4.2.0, Site Class C/D (360 m/s)
0-20
20-
40 40-60
60-80
80-100
>100
0.00 0.05
0.10 0.15
0.20 0.25
Contribution to Hazard
Magnitude
0-20
20-
40 40-60
60-80
80-100
>100
0.00 0.05
0.10 0.15
0.20 0.25
Contribution to Hazard
Magnitude
8.b
Packet Pg. 567
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) (c) Sa, T = 1.0 seconds
(d) Sa, T = 4.0 seconds
Project No. 21-1988 Figure D-2b
CAMPBELL POLICE OPERATIONS CENTER
C
ampbell, California
2 PERCENT PROBABILITY OF EXCEEDANCE IN 50
Y
EARS DEAGGREGATION
Date:04/22/21
Deaggreation per USGS Unified Hazard Tool, Conterminous US 2 014 v 4.2.0, Site Class C/D (360 m/s)
0-20
20-
40 40-60
60-80
80-100
>100
0.00 0.05
0.10 0.15
0.20 0.25
Contribution to Hazard
Magnitude
0-20
20-
40 40-60
60-80
80-100
>100
0.00 0.05
0.10 0.15
0.20 0.25
Contribution to Hazard
Magnitude
8.b
Packet Pg. 568
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Damping Ratio = 5%
Notes: (1) Vs30 = 390 m/s
(2) NGA West-2 Attenuation Relationships (2014), equal weighting:
ASK14, BSSA14, CB14, CY14
Project No. 21-1988 Figure D-3
CAMPBELL POLICE OPERATIONS CENTER
C
ampbell, California
RESULTS OF DETERMINISTIC ANALYSIS
Monte Vista-Shannon Fault(3) Deterministic event is a Mw 7.14 EQ occuring on the Monte Vista-Shannon fault about 4.7 km from the site Date:04/22/21
0.0 0.5
1.0 1.5
2.0 2.5
3.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
SPECTRAL ACCELERATION (g)
PERIOD (seconds)
Geometric Mean (RotD50), Monte Vista-Shannon, 84th Pctl ASK14 (RotD50) - Monte Vista-Shannon, 84th Pctl
BSSA14 (RotD50) - Monte Vista-Shannon, 84th Pctl
CB14 (RotD50) - Monte Vista-Shannon, 84th Pctl
CY14 (RotD50) - Monte Vista-Shannon, 84th Pctl
8.b
Packet Pg. 569
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Damping Ratio = 5%
Notes: (1) Vs30 = 390 m/s
(2) NGA West-2 Attenuation Relationships (2014), equal weighting:
ASK14, BSSA14, CB14, CY14
Project No. 21-1988 Figure D-4
RESULTS OF DETERMINISTIC ANALYSIS
S
an Andreas Fault
Date:04/22/21
CAMPBELL POLICE OPERATIONS CENTER
C
ampbell, California
(3) Deterministic event is a Mw 8.04 EQ occuring on the San Andreas fault about 12 km from the site
0.0 0.5
1.0 1.5
2.0 2.5
3.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
SPECTRAL ACCELERATION (g)
PERIOD (seconds)
Geometric Mean (RotD50), San Andreas, 84th Pctl
ASK14 (RotD50) - San Andreas, 84th Pctl
BSSA14 (RotD50) - San Andreas, 84th Pctl
CB14 (RotD50) - San Andreas, 84th Pctl
CY14 (RotD50) - San Andreas, 84th Pctl
8.b
Packet Pg. 570
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Damping Ratio = 5%
Notes: (1) Vs30 = 390 m/s
(2) NGA West-2 Attenuation Relationships (2014), equal weighting:
ASK14, BSSA14, CB14, CY14
Project No. 21-1988 Figure D-5
(4) Max direction (RotD100) conversion per Shahi & Baker (2013)
CAMPBELL POLICE OPERATIONS CENTER
Campbell, California
COMPARISON OF DETERMINISTIC ANALYSIS RESULTS
(3) Controlling determinic scenarios are on Monte Vista-Shannon fault (M7.14 at 4.7 km) for periods up to 2.0 sec and San Andreas fault (M8.04 at 12 km) for periods of 3.0 sec and above.
Date:04/22/21
0.0 0.5
1.0 1.5
2.0 2.5
3.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
SPECTRAL ACCELERATION (g)
PERIOD (seconds)
Controlling Deterministic Spectrum - RotD100
Controlling Deterministic Spectrum - RotD50
Geometric Mean (RotD50), San Andreas, 84th Pctl
Geometric Mean (RotD50), Monte Vista-Shannon, 84th Pctl
8.b
Packet Pg. 571
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Damping Ratio = 5%
Notes: (1) Site-Specific MCER defined at each period as the lesser of:
Project No. 21-1988 Figure D-6
CAMPBELL POLICE OPERATIONS CENTER
C
ampbell, California
(a) Risk-Targetted PSHA (2,475 yr exceedence period) in d
irection of maximum horizontal response (RotD100)
(b) 84th Percentile Deterministic Spectrum in the direction of maximum horizontal response (Rot
D100)
COMPARISON OF DETERMINISTIC AND
P
ROBABILISTIC MCER SPECTRA
Date:04/22/21
0.0 0.5
1.0 1.5
2.0 2.5
3.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
SPECTRAL ACCELERATION (g)
PERIOD (seconds)
PSHA - 2,475-year return period - Risk Targeted - RotD100 84th Percentile Deterministic - RotD100
Site-Specific MCER Spectrum
8.b
Packet Pg. 572
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Damping Ratio = 5%
Notes:
Fa = 1.20 Ss = 1.73 SMS = 2.08
Fv = 1.40 S1 = 0.61 SM1 = 0.86 Project No. 21-1988 Figure D-7
CAMPBELL POLICE OPERATIONS CENTER
C
ampbell, California(1) Recommended MCER spectrum must meet or exceed 80% of the Mapped Spectrum (Site Class C: SMS, SM1) at all periods COMPARISON OF SITE-SPECIFIC AND CODE MINIMUM S
PECTRA
Date:04/22/21
0.0 0.5
1.0 1.5
2.0 2.5
3.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
SPECTRAL ACCELERATION (g)
PERIOD (seconds)
Site-Specific MCER Spectrum
80% Mapped Spectrum - Site Class C (Sms, Sm1)
Recommended MCER Spectrum
8.b
Packet Pg. 573
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Damping Ratio = 5%
Notes:
Project No. 21-1988 Figure D-8
RECOMMENDED SITE-SPECIFIC MCER AND DE
SPECTRA COMPARED WITH MAPPED SPECTRA
Date:04/22/21
CAMPBELL POLICE OPERATIONS CENTER
C
ampbell, California(1) Recommended DE spectrum taken as 2/3 times recommended MCER spectrum
0.0 0.5
1.0 1.5
2.0 2.5
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
SPECTRAL ACCELERATION (g)
PERIOD (seconds)
Recommended Site-Specific MCER Spectrum
Recommended Site-Specific DE Spectrum
Mapped Spectrum - MCE - Site Class C (Sms, Sm1)
Mapped Spectrum - DE - Site Class C (Sds, Sd1)
8.b
Packet Pg. 574
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) App III
Appendix III:
Tamien Nation Culture Resources Contract
8.b
Packet Pg. 575
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 576
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 577
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 578
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 579
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 580
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 581
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 582
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 583
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 584
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) App IV
Appendix IV:
Phase 1 Report for Existing PD Renovations
8.b
Packet Pg. 585
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 586
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 587
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 588
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 589
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 591
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 592
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 593
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 596
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 597
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 598
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 599
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 600
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 601
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 602
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 603
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 604
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 605
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) App V
Appendix V:
Staging and Site Logistic Plan for Reference
8.b
Packet Pg. 606
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
CONSTRUCTION OFFICE
TRAILERS
1 – 12 X 60 GRIFFIN
1 – 10 X 40 LIBRARY GC
1 – 10 X 40 PD GC
EXISTING METER
PEDESTAL – POWER
SOURCE FOR
CONSTRUCTION
TRAILERS
DRAFT SITE LOGISTICS PLAN - STUDY SESSION 2023 04 04
8.b
Packet Pg. 607
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
CITY PUBLIC WORKS
DEPARTMENT TO PROVIDE
CROSSWALK STRIPING FOR
PEDESTRIAN CROSSING AT
N 1ST ST. PRIOR TO
CONSTRUCTION
CONTRACTOR TO
PROVIDE AND MAINTAIN
‘SIDEWALK CLOSED
AHEAD’ SIGNAGE FOR
DURATION OF PROJECT
CONTRACTOR TO
PROVIDE AND MAINTAIN
‘SIDEWALK CLOSED
AHEAD’ SIGNAGE FOR
DURATION OF PROJECT
PEDESTRIAN TRAFFIC ROUTE
DRAFT PEDESTRIAN TRAFFIC ROUTE - STUDY SESSION 2023 04 04
CITY PUBLIC WORKS
DEPARTMENT TO
CONSTRUCT A
PEDESTRIAN WALK AT
PLANTER
STAFF PARKING AND ACCESS
TO CITY HALLL/PD
31 PAVED PARKING STALLS
AND APPROXIMATELY 30
PARKING SPACES IN THE
UNPAVED PARKING AREA
PUBLIC PARKING AND
ACCESS TO CITY HALLL/PD
28 PARKING STALLS
8.b
Packet Pg. 608
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) N89°49'55"E (MON. TO MON.) 372.00'
S0°11'36"E
450.39' (MON. TO CL)
N89°44'01"E 371.80' S89°44'01"E 330.26'
N0°10'07"E
274.97'
(BASIS OF BEARING) (BASIS OF BEARING)
CLEAN AIR/
VANPOOL
CLEAN AIR/
VANPOOL
CLEAN AIR/
VANPOOL
NO
PARKING
NO
PARKING
NO
PARKING
NO
PARKING
NO
PARKING
E
V
EV
EV
EV
NO
PARKING
co
co
co co
co
coco
co
co
DW
DW
co
co
co
co
co
co
co
(E)
(E)
(E)
20'
42'R
150'
POLICE OPERATIONS BUILDING
BUILDING 1
100 N. 1ST STREET
CAMPBELL, CA 95008
EXISTING
FIRE HYDRANT
EXISTING FIRE
HYDRANT
EXISTING FIRE
HYDRANT
125'
250'
250'
150'
150'
150'
150'
110'
40'
190'
65'
BACKFLOW
ASSEMBLY,
PIV, FDC
TRASH
ENCLOSURE
22'R
22'R
42'R
22'R
20'
30' 62'
156'
26'
150'
110'
65'85'
FIRE HYDRANT
22'R
BUILDING HEIGHT = 34' (TOP OF PARAPET)
26' AERIAL ACCESS17'
KEY BOX MOUNTED
ON EXTERIOR SIDE
OF GATE POST
EXISTING KEY BOX
MOUNTED ON
BUILDING
KEY BOX MOUNTED
ON EXTERIOR SIDE
OF GATE POST
SEE TYPICAL
BUILDING SECTION
15'
KEY SWITCH MOUNTED
ON KEYPAD POST FOR
FIRE ACCESS
RECESSED KEY
BOX MOUNTED
ON BUILDING
LEGEND
PROPERTY LINE
NEW BUILDINGS
EXISTING BUILDING
FIRE FLOW & HYDRANT REQUIREMENTS
FIRE FLOW RESULTS
250' MAX. SUPPLY HOSE FROM HYDRANT TO FIRE TRUCK
FIRE TRUCK
EXISTING FIRE HYDRANT(E)
20'-0" WIDE FIRE APPARATUS ACCESS ROAD
NEW FIRE HYDRANT
REQUIRED FIRE FLOW (2019 CFC, TABLE BB105.1)
3,500 x 25% = 875 GPM FOR CONSTRUCTION TYPE IIB, 27192 SF, SPRINKLERED MAXIMUM DISTANCE TO FIRE HYDRANT (2019 CFC, TABLE CC105.1) 500 / 2 = 250 FT MAX. FOR FIRE FLOWS UNDER 1,750 GPM
MINIMUM NUMBER OF HYDRANTS = 1
HOSE PULL (2019 CFC 503.1.1)
150 FT MAX.
250'
150' MAX. HOSE PULL FROM FIRE TRUCK TO BUILDING
150'
KNOX BOX/PADLOCK
30' - 9"
T.O.S.
28' - 4"
T.O.S.
Lunch/Break
Room
216 STAIR 2
Dispatch Console
212
T.O. WALL
19' - 4"
2 - FLOOR
15' - 0"
T.O. PARAPET
35' - 0"
Open Lockers
113
Sally Court
127
1 - FLOOR 0"
TYPICAL BUILDING SECTION SCALE: 1" = 10'
EXTENSION
OUTRIGGER
EXTENSION
OUTRIGGER
18'15'
OUTRIGGERSETBACK
10'
26'
AERIAL FIRE ACCESS
FS ELEV. -7"
47°
949-261-1001 Office
949-260-1190 Fax
5301 California Avenue, Suite 100
Irvine, California 92617
This document and all other project documents,
ideas, aesthetics and designs incorporated
therein are instruments of service. All project
documents are copyright protected, are the
property of LPA, Inc. (LPA) and cannot be lawfully
used in whole or in part for any project or purpose
except as set forth in the contractual agreement
between LPA and its Client. The unauthorized
disclosure and/or use of the project documents
(including the creation of derivative works), may
give rise to liability for copyright infringement,
unlawful disclosure, use or misappropriation of
property rights held by LPA. The unauthorized
use of the project documents will give rise to the
recovery of monetary losses and damages
including attorney fees and costs for which the
unauthorized user will be held liable.
Project documents describe the design intent of
the work and are not a representation of as-built
or existing conditions. LPA is not responsible for
any discrepancies between the project documents
and the existing conditions.
© LPA, Inc.
Developed for
Job Number
Date Published
Checked By
Scale
Revision Date
ARCHITECTURE ENGINEERING INTERIORS
LANDSCAPE ARCHITECTURE PLANNING
949-261-1001 Office
949-260-1190 Fax
LPADesignStudios.com
Submittal Date
5301 California Avenue, Suite 100
Irvine, California 92617
CAMPBELL POLICE OPERATIONS
BUILDING 1 AND BUILDING 2 RENOVATION
BUILDING 1: 100 N. 1st Street, Campbell, CA 95008
BUILDING 2: 70 N. 1st Street, Campbell, CA 95008
CAMPBELL POLICE DEPARTMENT
3013210
AS SHOWN
02.23.2022
PLAN CHECK RESUBMITTAL 1 6.22.2022
PLAN CHECK RESUBMITTAL 2 11.23.2022
PLAN CHECK RESUBMITTAL 3 02.23.2023
FIRE ACCESS PLAN
G1.00
20 10 400
1" = 20'
N
Developed for
Job Number
Date Published
Checked By
Scale
Revision Date
ARCHITECTURE ENGINEERING INTERIORS
LANDSCAPE ARCHITECTURE PLANNING
949-261-1001 Office
949-260-1190 Fax
LPADesignStudios.com
5301 California Avenue,
Suite 100
Irvine, California 92617
Submittal Date
This document and all other project documents,
ideas, aesthetics and designs incorporated
therein are instruments of service. All project
documents are copyright protected, are the
property of LPA, Inc. (LPA) and cannot be lawfully
used in whole or in part for any project or purpose
except as set forth in the contractual agreement
between LPA and its Client. The unauthorized
disclosure and/or use of the project documents
(including the creation of derivative works), may
give rise to liability for copyright infringement,
unlawful disclosure, use or misappropriation of
property rights held by LPA. The unauthorized
use of the project documents will give rise to the
recovery of monetary losses and damages
including attorney fees and costs for which the
unauthorized user will be held liable.
Project documents describe the design intent of
the work and are not a representation of as-built
or existing conditions. LPA is not responsible for
any discrepancies between the project documents
and the existing conditions.
© LPA, Inc.
SCHEMATIC DESIGN 04/16/2021
DESIGN DEVELOPMENT 08/12/2021
65% CD COST ESTIMATE 12/15/2021
PLAN CHECK SUBMITTAL 03/04/2022
PLAN CHECK RESUBMITTAL 1 06/22/2022
PLAN CHECK RESUBMITTAL 2 11/23/2022
PLAN CHECK RESUBMITTAL 3 02/23/2023
BUILDING 1:100 N 1st St., Campbell, CA 95008
BUILDING 2: 70 N 1st St., Campbell, CA 95008
CITY OF CAMPBELL
3013210
FIRE ACCESS PLAN
G1.00
02/23/2023
Checker
CAMPBELL POLICE OPERATIONS
BUILDING 1 AND BUILDING 2 RENOVATION
113023
ARCHITECTURE ENGINEERING INTERIORS
LANDSCAPE ARCHITECTURE PLANNING
949-261-1001 Office
949-260-1190 Fax
LPADesignStudios.com
5301 California Avenue,
Suite 100
Irvine, California 92617
ARCHITECTURE ENGINEERING INTERIORS
LANDSCAPE ARCHITECTURE PLANNING
949-261-1001 Office
949-260-1190 Fax
LPADesignStudios.com
5301 California Avenue,
Suite 100
Irvine, California 92617
Developed for
Revision DateSubmittal Date
SCHEMATIC DESIGN 04/16/2021
D
ESIGN DEVELOPMENT 08/12/2021
65% CD COST ESTIMATE 12/15/2021
PLAN CHECK SUBMITTAL 03/04/2022
PLAN CHECK RESUBMITTAL 1 06/22/2022
PLAN CHECK RESUBMITTAL 2 11/23/2022
PLAN CHECK RESUBMITTAL 3 02/23/2023
BUILDING 1:100 N 1st St., Campbell, CA 95008
BUILDING 2: 70 N 1st St., Campbell, CA 95008
CITY OF CAMPBELL
CAMPBELL POLICE OPERATIONS
BUILDING 1 AND BUILDING 2 RENOVATION
PHASE 1
PHASE 2
CONSTRUCTION ENTRANCE PHASE 1
CONSTRUCTION ENTRANCE PHASE 2
EXISTING
DRIVEWAY TO
REMAIN OPEN
TO PUBLIC
DURING
CONSTRUCTION
PHASE 0 - PROPOSED 15-INCH STORM
DRAIN TO BE INSTALLED AT BEGINNING
OF CONSTRUCTION UP TO DRYWELL AND
CONNECTED TO EXISTING PHASE 2
DRAIN SYSTEMS. INTERIM SD
CONNECTION MAY BE REQUIRED UNTIL
COMPLETE INSTALLATION OF BOTH
PHASE STORM DRAIN SYSTEMS
DRAFT PHASING PLAN - STUDY SESSION 2023 04 04
CITY HALL
NOTE: PHASE 1 PARKING LOT TO BE
BASE PAVED AND TEMPORARILY
STRIPED, AT COMPLETION OF PHASE
2 SITE IMPROVEMENTS THE FINAL
WEARING COURSE PAVING TO BE
PLACED AND FINAL STRIPING AT
BOTH PHASES
AT BEGINNING OF PHASE 2
TEMPORARY PAVEMENT MARKING
OF “POLICE VEHICLES ONLY” SHALL
BE PLACED AT 6 PARKING STALLS
AND REMOVED AT COMPLETION OF
PROJECT.
8.b
Packet Pg. 609
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) App VI
Appendix VI:
Construction Workday Calendar
8.b
Packet Pg. 610
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
CONSTRUCTION WORKDAY CALENDAR
2023 - 5 Day
JANUARY JULY
SUN MON TUE WED THU FRI SAT SUN MON TUE WED THU FRI SAT 436 437 438 439
1 2 3 4 5 6 7 1
440 441 442 443 444 560 561 562 563
8 9 10 11 12 13 14 2 3 4 5 6 7 8
445 446 447 448 564 565 566 567 568
15 16 17 18 19 20 21 9 10 11 12 13 14 15
449 450 451 452 453 569 570 571 572 573
22 23 24 25 26 27 28 16 17 18 19 20 21 22
454 455 574 575 576 577 578
29 30 31 23 24 25 26 27 28 29
579
30 31
FEBRUARY AUGUST
456 457 458 580 581 582 583
1 2 3 4 1 2 3 4 5
459 460 461 462 463 584 585 586 587 588
5 6 7 8 9 10 11 6 7 8 9 10 11 12
464 465 466 467 589 590 591 592 593
12 13 14 15 16 17 18 13 14 15 16 17 18 19
468 469 470 471 594 595 596 597 598
19 20 21 22 23 24 25 20 21 22 23 24 25 26
472 473 599 600 601 602
26 27 28 27 28 29 30 31
MARCH SEPTEMBER
474 475 476 603
1 2 3 4 1 2
477 478 479 480 481 604 605 606 607
5 6 7 8 9 10 11 3 4 5 6 7 8 9
482 483 484 485 486 608 609 610 611 612
12 13 14 15 16 17 18 10 11 12 13 14 15 16
487 488 489 490 491 613 614 615 616 617
19 20 21 22 23 24 25 17 18 19 20 21 22 23
492 493 494 495 618 619 620 621 622
26 27 28 29 30 31 24 25 26 27 28 29 30
APRIL OCTOBER
623 624 625 626 627
1 1 2 3 4 5 6 7
496 497 498 499 500 628 629 630 631
2 3 4 5 6 7 8 8 9 10 11 12 13 14
501 502 503 504 505 632 633 634 635 636
9 10 11 12 13 14 15 15 16 17 18 19 20 21
506 507 508 509 510 637 638 639 640 641
16 17 18 19 20 21 22 22 23 24 25 26 27 28
511 512 513 514 515 642 643
23 24 25 26 27 28 29 29 30 31
30 MAY NOVEMBER
516 517 518 519 520 644 645 646
1 2 3 4 5 6 1 2 3 4
521 522 523 524 525 647 648 649 650
7 8 9 10 11 12 13 5 6 7 8 9 10 11
526 527 528 529 530 651 652 653 654 655
14 15 16 17 18 19 20 12 13 14 15 16 17 18
531 532 533 534 535 656 657 658
21 22 23 24 25 26 27 19 20 21 22 23 24 25
536 537 659 660 661 662
28 29 30 31 26 27 28 29 30
JUNE DECEMBER
538 539 663
1 2 3 1 2
540 541 542 543 544 664 665 666 667 668
4 5 6 7 8 9 10 3 4 5 6 7 8 9
545 546 547 548 549 669 670 671 672 673
11 12 13 14 15 16 17 10 11 12 13 14 15 16
550 551 552 553 554 674 675 676 677 678
18 19 20 21 22 23 24 17 18 19 20 21 22 23
555 556 557 558 559 679 680 681 682
25 26 27 28 29 30 24 25 26 27 28 29 30
31 247 Working Days Prepared 10-17
8.b
Packet Pg. 611
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
CONSTRUCTION WORKDAY CALENDAR
2024 - 5 Day
JANUARY JULY
SUN MON TUE WED THU FRI SAT SUN MON TUE WED THU FRI SAT 683 684 685 686 807 808 809 810
1 2 3 4 5 6 1 2 3 4 5 6
687 688 689 690 691 811 812 813 814 815
7 8 9 10 11 12 13 7 8 9 10 11 12 13
692 693 694 695 816 817 818 819 820
14 15 16 17 18 19 20 14 15 16 17 18 19 20
696 697 698 699 700 821 822 823 824 825
21 22 23 24 25 26 27 21 22 23 24 25 26 27
701 702 703 826 827 828
28 29 30 31 28 29 30 31
FEBRUARY AUGUST
704 705 829 830
1 2 3 1 2 3
706 707 708 709 710 831 832 833 834 835
4 5 6 7 8 9 10 4 5 6 7 8 9 10
711 712 713 714 836 837 838 839 840
11 12 13 14 15 16 17 11 12 13 14 15 16 17
715 716 717 718 841 842 843 844 845
18 19 20 21 22 23 24 18 19 20 21 22 23 24
719 720 721 722 846 847 848 849 850
25 26 27 28 29 25 26 27 28 29 30 31
MARCH SEPTEMBER
723 851 852 853 854
1 2 1 2 3 4 5 6 7
724 725 726 727 728 855 856 857 858 859
3 4 5 6 7 8 9 8 9 10 11 12 13 14
729 730 731 732 733 860 861 862 863 864
10 11 12 13 14 15 16 15 16 17 18 19 20 21
734 735 736 737 738 865 866 867 868 869
17 18 19 20 21 22 23 22 23 24 25 26 27 28
739 740 741 742 743 870
24 25 26 27 28 29 30 29 30
31 APRIL OCTOBER
744 745 746 747 871 872 873 874
1 2 3 4 5 6 1 2 3 4 5
748 749 750 751 752 875 876 877 878 879
7 8 9 10 11 12 13 6 7 8 9 10 11 12
753 754 755 756 757 880 881 882 883
14 15 16 17 18 19 20 13 14 15 16 17 18 19
758 759 760 761 762 884 885 886 887 888
21 22 23 24 25 26 27 20 21 22 23 24 25 26
763 764 889 890 891 892
28 29 30 27 28 29 30 31
MAY NOVEMBER
765 766 767 893
1 2 3 4 1 2
768 769 770 771 772 894 895 896 897 898
5 6 7 8 9 10 11 3 4 5 6 7 8 9
773 774 775 776 777 899 900 901 902
12 13 14 15 16 17 18 10 11 12 13 14 15 16
778 779 780 781 782 903 904 905 906 907
19 20 21 22 23 24 25 17 18 19 20 21 22 23
783 784 785 786 908 909 910
26 27 28 29 30 31 24 25 26 27 28 29 30
JUNE DECEMBER
911 912 913 914 915
1 1 2 3 4 5 6 7
787 788 789 790 791 916 917 918 919 920
2 3 4 5 6 7 8 8 9 10 11 12 13 14
792 793 794 795 796 921 922 923 924 925
9 10 11 12 13 14 15 15 16 17 18 19 20 21
797 798 799 800 801 926 927 928 929
16 17 18 19 20 21 22 22 23 24 25 26 27 28
802 803 804 805 806 930 931
23 24 25 26 27 28 29 29 30 31
30 249 Working Days Prepared 10-17
8.b
Packet Pg. 612
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
CONSTRUCTION WORKDAY CALENDAR
2025 - 5 Day
JANUARY JULY
SUN MON TUE WED THU FRI SAT SUN MON TUE WED THU FRI SAT 932 933 55 56 57
1 2 3 4 1 2 3 4 5
934 935 936 937 938 58 59 60 61 62
5 6 7 8 9 10 11 6 7 8 9 10 11 12
939 940 941 942 943 63 64 65 66 67
12 13 14 15 16 17 18 13 14 15 16 17 18 19
944 945 946 947 68 69 70 71 72
19 20 21 22 23 24 25 20 21 22 23 24 25 26
948 949 950 951 952 73 74 75 76
26 27 28 29 30 31 27 28 29 30 31
FEBRUARY AUGUST
77 1 2
78 79 80 81 82
1 3 4 5 6 7 8 9
953 954 955 956 957 83 84 85 86 87
2 3 4 5 6 7 8 10 11 12 13 14 15 16
958 959 960 961 88 89 90 91 92
9 10 11 12 13 14 15 17 18 19 20 21 22 23
962 963 964 965 93 94 95 96 97
16 17 18 19 20 21 22 24 25 26 27 28 29 30
966 967 968 969 970
23 24 25 26 27 28 31
MARCH SEPTEMBER
98 99 100 101
1 1 2 3 4 5 6
971 972 973 974 975 102 103 104 105 106
2 3 4 5 6 7 8 7 8 9 10 11 12 13
976 977 978 979 980 107 108 109 110 111
9 10 11 12 13 14 15 14 15 16 17 18 19 20
981 982 983 984 985 112 113 114 115 116
16 17 18 19 20 21 22 21 22 23 24 25 26 27
986 987 988 989 990 117 118
23 24 25 26 27 28 29 28 29 30
30 31
APRIL OCTOBER
991 992 993 994 119 120 121
1 2 3 4 5 1 2 3 4
995 996 997 998 999 122 123 124 125 126
6 7 8 9 10 11 12 5 6 7 8 9 10 11
1000 1 2 3 4 127 128 129 130
13 14 15 16 17 18 19 12 13 14 15 16 17 18
5 6 7 8 9 131 132 133 134 135
20 21 22 23 24 25 26 19 20 21 22 23 24 25
10 11 12 136 137 138 139 140
27 28 29 30 26 27 28 29 30 31
MAY NOVEMBER
13 14
1 2 3 1
15 16 17 18 19 141 142 143 144 145
4 5 6 7 8 9 10 2 3 4 5 6 7 8
20 21 22 23 24 146 147 148 149
11 12 13 14 15 16 17 9 10 11 12 13 14 15
25 26 27 28 29 150 151 152 153 154
18 19 20 21 22 23 24 16 17 18 19 20 21 22
30 31 32 33 155 156 157
25 26 27 28 29 30 31 23 24 25 26 27 28 29
30 JUNE DECEMBER
34 35 36 37 38 158 159 160 161 162
1 2 3 4 5 6 7 1 2 3 4 5 6
39 40 41 42 43 163 164 165 166 167
8 9 10 11 12 13 14 7 8 9 10 11 12 13
44 45 46 47 48 168 169 170 171 172
15 16 17 18 19 20 21 14 15 16 17 18 19 20
49 50 51 52 53 173 174 175 176
22 23 24 25 26 27 28 21 22 23 24 25 26 27
54 177 178 179
29 30 28 29 30 31
248 Working Days Prepared 10-17
8.b
Packet Pg. 613
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) CONSTRUCTION 5-WORKDAY CALENDAR
Year 2026
JANUARY JULY
Sund Mond Tuesd Wedn Thurs Friday Satur Sund Mond Tuesd Wedn Thurs Friday Satur 180 303 304 305
1 2 3 1 2 3 4
181 182 183 184 185 306 307 308 309 310
4 5 6 7 8 9 10 5 6 7 8 9 10 11
186 187 188 189 190 311 312 313 314 315
11 12 13 14 15 16 17 12 13 14 15 16 17 18
191 192 193 194 316 317 318 319 320
18 19 20 21 22 23 24 19 20 21 22 23 24 25
195 196 197 198 199 321 322 323 324 325
25 26 27 28 29 30 31 26 27 28 29 30 31
FEBRUARY AUGUST
Sund Mond Tuesd Wedn Thurs Friday Satur Sund Mond Tuesd Wedn Thurs Friday Satur 200 201 202 203 204
1 2 3 4 5 6 7 1
205 206 207 208 326 327 328 329 330
8 9 10 11 12 13 14 2 3 4 5 6 7 8
209 210 211 212 331 332 333 334 335
15 16 17 18 19 20 21 9 10 11 12 13 14 15
213 214 215 216 217 336 337 338 339 340
22 23 24 25 26 27 28 16 17 18 19 20 21 22
341 342 343 344 345
23 24 25 26 27 28 29
346
30 31
MARCH SEPTEMBER
Sund Mond Tuesd Wedn Thurs Friday Satur Sund Mond Tuesd Wedn Thurs Friday Satur 218 219 220 221 222 347 348 349 350
1 2 3 4 5 6 7 1 2 3 4 5
223 224 225 226 227 351 352 353 354
8 9 10 11 12 13 14 6 7 8 9 10 11 12
228 229 230 231 232 355 356 357 358 359
15 16 17 18 19 20 21 13 14 15 16 17 18 19
233 234 235 236 237 360 361 362 363 364
22 23 24 25 26 27 28 20 21 22 23 24 25 26
238 365 366 367
29 30 31 27 28 29 30
APRIL OCTOBER
Sund Mond Tuesd Wedn Thurs Friday Satur Sund Mond Tuesd Wedn Thurs Friday Satur 239 240 241 368 369
1 2 3 4 1 2 3
242 243 244 245 246 370 371 372 373 374
5 6 7 8 9 10 11 4 5 6 7 8 9 10
247 248 249 250 251 375 376 377 378
12 13 14 15 16 17 18 11 12 13 14 15 16 17
252 253 254 255 256 379 380 381 382 383
19 20 21 22 23 24 25 18 19 20 21 22 23 24
257 258 259 260 384 385 386 387 388
26 27 28 29 30 25 26 27 28 29 30 31
MAY NOVEMBER
Sund Mond Tuesd Wedn Thurs Friday Satur Sund Mond Tuesd Wedn Thurs Friday Satur 261 389 390 391 392 393
1 2 1 2 3 4 5 6 7
262 263 264 265 266 394 395 396 397
3 4 5 6 7 8 9 8 9 10 11 12 13 14
267 268 269 270 271 398 399 400 401 402
10 11 12 13 14 15 16 15 16 17 18 19 20 21
272 273 274 275 276 403 404 405
17 18 19 20 21 22 23 22 23 24 25 26 27 28
277 278 279 280 406
24 25 26 27 28 29 30 29 30
31 JUNE DECEMBER
Sund Mond Tuesd Wedn Thurs Friday Satur Sund Mond Tuesd Wedn Thurs Friday Satur 281 282 283 284 285 407 408 409 410
1 2 3 4 5 6 1 2 3 4 5
286 287 288 289 290 411 412 413 414 415
7 8 9 10 11 12 13 6 7 8 9 10 11 12
291 292 293 294 295 416 417 418 419 420
14 15 16 17 18 19 20 13 14 15 16 17 18 19
296 297 298 299 300 421 422 423 424
21 22 23 24 25 26 27 20 21 22 23 24 25 26
301 302 425 426 427 428
28 29 30 27 28 29 30 31
249 Working Days Prepared 2-21
8.b
Packet Pg. 614
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) App VII
Appendix VII:
Best Management Practices for the Construction Industry
8.b
Packet Pg. 615
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) 2006
Small Business Hazardous Waste
Disposal Program
Businesses that generate less than 27 gallons or
220 pounds of hazardous waste per month are
eligible to use Santa Clara County’s Small
Business Hazardous Waste Disposal Program.
Call (408) 299-7300 for a quote, more information
or guidance on disposal.
Palo Alto operates a similar program, with monthly
collection, for small businesses. Call the City of
Palo Alto, (650) 496-6980, or Greenfield Services
Corporation, 1-800-433-5060 for information or to
schedule an appointment.
This brochure is one in a series of pamphlets
describing storm drain pollution prevention
measures for specific types of construction industry
activities. Other pamphlets include:
General Construction and Site Supervision
Landscaping, Gardening, and Pool
Maintenance
Fresh Concrete and Mortar Application
Painting and Application of Solvents and
Adhesives
Roadwork and Paving
Heavy Equipment Operation
Home Repair and Remodeling
For additional brochures contact:
Spill Response Agencies:
1. DIAL 9-1-1 for most communities
including San Jose (by cell phone - see
below)
2. From Cell Phones call . . . (408) 299-3144
County Communications (24 hours)
3. For non-hazardous spills in Campbell,
Los Gatos, Monte Sereno or Saratoga call
West Valley Inspector. . . (408) 828-4658
4. For non-hazardous spills in San Jose call
. . . . . . . . . . . . . . . . . . . . . (408) 945 -3000
5. State Office of Emergency Services
Warning Ctr (24 hours). . 1-800-852-7550
Local Pollution Control Agencies
County of Santa Clara Integrated Waste
Management Program. . . . . . . . (408) 441-1198
County of Santa Clara District Attorney
Environmental Crimes Hotline. . (408) 299-TIPS
Santa Clara County
Recycling Hotline. . . . . . . . . . . 1- 800-533-8414
Santa Clara Valley Water
District. . . . . . . . . . . . . . . . . . . (408) 265- 2600 Santa Clara Valley Water
District Pollution Hotline. . . . . . 1-888-510-5151
San Jose/Santa Clara Water
Pollution Control Plant. . . . . . . . (408) 945-3000
Serving Campbell, Cupertino, Los Gatos, Milpitas,
Monte Sereno, San Jose, Santa Clara, Saratoga
Sunnyvale Water Pollution Control Plant
Serving Sunnyvale. . . . . . . (408) 730-7270
Regional Water Quality
Control Plant. . . . . . . . . . . . . . . . (650) 329-2598 Serving East Palo Alto Sanitary District, Los Altos,
Los Altos Hills, Mountain View, Palo Alto, Stanford
Regional Water Quality Control Board
San Francisco Bay Region. . . . . . (510) 622-2300
Earth-Moving
and
Dewatering
Activities
Best Management Practices for
the Construction Industry
Who should use this brochure?
Bulldozer, back hoe, and grading
machine operators
Dump truck drivers
Site supervisors
General contractors
Home builders
Developers
8.b
Packet Pg. 616
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Preventing Pollution:
It’s Up to Us
In the Santa Clara Valley, storm drains transport
water directly to local creeks and San Francisco
Bay without treatment. Stormwater pollution is a
serious problem for wildlife dependent on our
waterways and for the people who live near
polluted streams or baylands. Some common
sources of this pollution include spilled oil, fuel, and fluids from vehicles and heavy equipment;
construction debris; sediment created by erosion,
landscaping runoff containing pesticides or weed
killers; and materials such as used motor oil,
antifreeze, and paint products that people pour or
spill into a street or storm drain.
Thirteen valley municipalities have joined together
with Santa Clara County and the Santa Clara
Valley Water District to educate local residents and
businesses and fight stormwater pollution. Join us,
by following the practices described in this
pamphlet.
Doing the Job Right
General Business Practices
Schedule excavation and grading work during
dry weather.
Perform major equipment repairs away from the
job site.
When refueling or vehicle/equipment
maintenance must be done on site, designate a
location away from storm drains.
Do not use diesel oil to lubricate equipment
parts, or clean equipment.
Practices During Construction
Remove existing vegetation only when
absolutely necessary. Plant temporary
vegetation for erosion control on slopes or
where construction is not immediately planned.
Protect downslope drainage courses, streams,
and storm drains with wattles, or temporary
drainage swales. Use check dams or ditches to
divert runoff around excavations. Refer to the
Regional Water Quality Control Board’s
Erosion and Sediment Control Field Manual for
proper erosion and sediment control
measures.
Cover stockpiles and excavated soil with
secured tarps or plastic sheeting.
Dewatering Operations
1. Check for Toxic Pollutants
Check for odors, discoloration, or an oily sheen
on groundwater.
Call your local wastewater treatment agency
and ask whether the groundwater must be
tested.
If contamination is suspected, have the water
tested by a certified laboratory.
Depending on the test results, you may be
allowed to discharge pumped groundwater to
the storm drain (if no sediments present) or
sanitary sewer. OR, you may be required to
collect and haul pumped groundwater offsite
for treatment and disposal at an appropriate
treatment facility.
2. Check for Sediment Levels
If the water is clear, the pumping time is less
than 24 hours, and the flow rate is less than
20 gallons per minute, you may pump water to
the street or storm drain.
If the pumping time is more than 24 hours and
the flow rate greater than 20 gpm, call your
local wastewater treatment plant for guidance.
If the water is not clear, solids must be filtered
or settled out by pumping to a settling tank
prior to discharge. Options for filtering include:
Pumping through a perforated pipe sunk
part way into a small pit filled with gravel;
Pumping from a bucket placed below water
level using a submersible pump;
Pumping through a filtering device such as
a swimming pool filter or filter fabric
wrapped around end of suction pipe.
When discharging to a storm drain, protect the
inlet using a barrier of burlap bags filled with
drain rock, or cover inlet with filter fabric
anchored under the grate. OR pump water
through a grassy swale prior to discharge.
Storm Drain Pollution
from Earth-Moving Activities
and Dewatering
Soil excavation and grading operations loosen
large amounts of soil that can flow or blow into
storm drains when handled improperly.
Sediments in runoff can clog storm drains,
smother aquat ic life, and destroy habitats in
creeks and the Bay. Effective erosion control
practices reduce the amount of runoff crossing
a site and slow the flow with check dams or
roughened ground surfaces.
Contaminated groundwater is a common
problem in the Santa C lara Valley. Depending
on soil types and site history, groundwater
pumped from construction sites may be
contaminated with toxics (such as oil or
solvents) or laden with sediments. Any of these
pollutants can harm wildlife in creeks or the
Bay, or interfer e with wastewater treatment
plant operation.
Discharging sediment -laden water from a
dewatering site into any water of the state
without treatment is prohibited.
8.b
Packet Pg. 617
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) 2006
Small Business Hazardous Waste
Disposal Program
Businesses that generate less than 27 gallons or
220 pounds of hazardous waste per month are
eligible to use Santa Clara County’s Small Business
Hazardous Waste Disposal Program. Call (408)
299-7300 for a quote, more information or guidance
on disposal.
Palo Alto operates a similar program, with monthly
collection, for small businesses. Call the City of
Palo Alto, (650) 496-6980, or Greenfield Services
Corporation, 1-800-433-5060 for information or to
schedule an appointment.
This brochure is one in a series of pamphlets
describing storm drain pollution prevention
measures for specific types of construction industry
activities. Other pamphlets include:
Home Repair and Remodeling
General Construction and Site Supervision
Landscaping, Gardening, and Pool
Maintenance
Painting and Application of Solvents and
Adhesives
Roadwork and Paving
Earth Moving Activities and Dewatering
Activities
Heavy Equipment Operation
For additional brochures contact:
Spill Response Agencies:
1. DIAL 9-1-1 for most communities including
San Jose. (by cell phone – see below)
2. From Cell Phones call . . . (408) 299-3144
County Communications (24 hours)
3. For non-hazardous spills in Campbell,
Los Gatos, Monte Sereno or Saratoga call
West Valley Inspector. . . (408) 354-5385
4. For non-hazardous spills in San Jose call
. . . . . . . . . . . . . . . . . . . . . (408) 945 -3000
5. State Office of Emergency Services
Warning Ctr (24 hours). . 1-800-852-7550
Local Pollution Control Agencies
County of Santa Clara Integrated Waste
Management Program. . . . . . . . . .(408) 441-1198
County of Santa Clara District Attorney
Environmental Crimes Hotline. . . . (408) 299-TIPS
Santa Clara County Hazardous Waste Disposal
. . . . . . . . . . . . . . . . . . . . . . . . . . . .(408) 299-7300 Santa Clara Valley Water
District. . . . . . . . . . . . . . . . . . . . . . (408) 265-2600 Santa Clara Valley Water
District Pollution Hotline. . . . . . . . .1-888-510-5151 San Jose/Santa Clara Water
Pollution Control Plant. . . . . . .. . . .(408) 945-3000 Serving Campbell, Cupertino, Los Gatos,
Milpitas, Monte Sereno, San Jose, Santa
Clara, Saratoga
Sunnyvale Water Pollution Control Plant
Serving Sunnyvale. . . . . . .. . (408) 730-7270
Palo Alto Regional Water Quality
Control Plant. . . . . . . . . . . . . . . . . (650) 329-2598 Serving East Palo Alto Sanitary District, Los
Altos, Los Altos Hills, Mountain View, Palo
Alto, Stanford
Regional Water Quality Control Board
San Francisco Bay Region. . . . . . (510) 622-2300
Fresh Concrete
and Mortar
Application
Best Management Practices for
the Construction Industry
Who should use this brochure?
Masons and bricklayers
Sidewalk construction crews
Patio construction workers
Construction inspectors
General contractors
Home builders
Developers
Concrete delivery/pumping workers
8.b
Packet Pg. 618
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
Preventing Pollution:
It’s Up to Us
In the Santa Clara Valley, storm drains transport
water directly to local creeks and San Francisco
Bay without treatment. Stormwater pollution is a
serious problem for wildlife dependent on our
creeks and bays and for the people who live near
polluted streams or baylands. Common sources of
this pollution include spilled oil, fuel, and fluids from vehicles and heavy equipment; construction debris;
sediment created by erosion; landscaping runoff
containing pesticides or weed killers; and materials
such as used motor oil, antifreeze, and paint
products that people pour or spill into a street or
storm drain.
Thirteen valley municipalities have joined together
with Santa Clara County and the Santa Clara Valley
Water District to educate local residents and
businesses and fight stormwater pollution. Join us,
by following the practices described in this
pamphlet.
Doing the Job Right
General Business Practices
Wash out concrete mixers only in designated
wash-out areas in your yard, away from storm
drains and waterways, where the water will flow
into a temporary waste pit in a dirt area. Let
water percolate through soil and dispose of
settled, hardened concrete as garbage.
Whenever possible, recycle washout by
pumping back into mixers for reuse.
Wash out chutes onto dirt areas at site that do
not flow to streets or drains.
Always store both dry and wet materials under
cover, protected from rainfall and runoff and
away from storm drains or waterways. Protect
dry materials from wind.
Secure bags of cement after they are open. Be
sure to keep wind-blown cement powder away
from streets, gutters, storm drains, rainfall, and
runoff.
Do not use diesel fuel as a lubricant on
concrete forms, tools, or trailers.
During Construction
Don’t mix up more fresh concrete or cement
than you will use in a two-hour period.
Set up and operate small mixers on tarps or
heavy plastic drop cloths.
When cleaning up after driveway or sidewalk
construction, wash fines onto dirt areas, not
down the driveway or into the street or storm
drain.
Protect applications of fresh concrete and
mortar from rainfall and runoff until the material
has dried.
Wash down exposed aggregate concrete only
when the wash water can (1) flow onto a dirt
area; (2) drain onto a bermed surface from
which it can be pumped and disposed of
properly; or (3) be vacuumed from a catchment
created by blocking a storm drain inlet. If
necessary, divert runoff with temporary berms.
Make sure runoff does not reach gutters or
storm drains.
When breaking up pavement, be sure to pick
up all the pieces and dispose of properly.
Recycle large chunks of broken concrete at a
landfill.
Never bury waste material. Dispose of small
amounts of excess dry concrete, grout, and
mortar in the trash.
Never dispose of washout into the street, storm
drains, drainage ditches, or streams.
Storm Drain Pollution from
Fresh Concrete and
Mortar Applications
Fresh concrete and cement-related
mortars that wash into lakes, streams,
or estuaries are toxic to fish and the
aquatic environment. Disposing of
these materials to the storm drains or
creeks can block storm drains, causes
serious problems, and is prohibited by
law.
8.b
Packet Pg. 619
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) 2006
Small Business Hazardous Waste
Disposal Program
Businesses that generate less than 27 gallons or
220 pounds of hazardous waste per month are
eligible to use Santa Clara County’s Small Business
Hazardous Waste Disposal Program. Call (408)
299-7300 for a quote, more information or guidance
on disposal.
Palo Alto operates a similar program, with monthly
collection, for small businesses. Call the City of
Palo Alto, (650) 496-6980, or Greenfield Services
Corporation, 1-800-433-5060 for information or to
schedule an appointment.
This brochure is one in a series of pamphlets
describing storm drain pollution prevention
measures for specific types of construction industry
activities. Other pamphlets include:
Home Repair and Remodeling
General Construction and Site Supervision
Landscaping, Gardening, and Pool
Maintenance
Painting and Application of Solvents and
Adhesives
Roadwork and Paving
Earth Moving Activities and Dewatering
Activities
Heavy Equipment Operation
For additional brochures contact:
Spill Response Agencies:
1. DIAL 9-1-1 for most communities including
San Jose (by cell phone – see below)
2. From Cell Phones call . . . (408) 299-3144
County Communications (24 hours)
3. For non-hazardous spills in Campbell,
Los Gatos, Monte Sereno or Saratoga call
West Valley Inspector. . . (408) 828-4658
4. For non-hazardous spills in San Jose call .
. . . . . . . . . . . . . . . . . . . . (408) 945 -3000
5. State Office of Emergency Services
Warning Ctr (24 hours). . 1-800-852-7550
Local Pollution Control Agencies
County of Santa Clara Integrated Waste
Management Program. . . . . . . . (408) 441-1198
County of Santa Clara District Attorney
Environmental Crimes Hotline. . (408) 299-TIPS
Santa Clara County
Recycling Hotline. . . . . . . . . . . 1- 800-533-8414
Santa Clara Valley Water
District. . . . . . . . . . . . . . . . . . . (408) 265- 2600 Santa Clara Valley Water
District Pollution Hotline . . . . . . 1-888-510-5151
San Jose/Santa Clara Water
Pollution Control Plant. . . . . . . . (408) 945-3000
Serving Campbell, Cupertino, Los Gatos,
Milpitas, Monte Sereno, San Jose, Santa
Clara, Saratoga
Sunnyvale Water Pollution Control Plant
Serving Sunnyvale. . . . . . . (408) 730-7270
Regional Water Quality
Control Plant. . . . . . . . . . . . . . . . (650) 329-2598 Serving East Palo Alto Sanitary District, Los
Altos, Los Altos Hills, Mountain View, Palo
Alto, Stanford
Regional Water Quality Control Board
San Francisco Bay Region. . . . . . (510) 622-2300
General
Construction
and Site
Supervision
Best Management Practices
for Construction
Who should use this brochure?
General contractors
Site supervisors
Inspectors
Home builders
Developers
8.b
Packet Pg. 620
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Preventing Pollution:
It’s Up to Us
In the Santa Clara Valley, storm drains transport
water directly to local creeks and San Francisco
Bay without treatment. Stormwater pollution is a
serious problem for wildlife dependent on our
waterways and for the people who live near polluted
streams or baylands. Some common sources of
this pollution include spilled oil, fuel, and fluids from vehicles and heavy equipment; construction debris;
sediment created by erosion; landscaping runoff
containing pesticides or weed killers; and materials
such as used motor oil, antifreeze, and paint
products that people pour or spill into a street or
storm drain.
Thirteen valley municipalities have joined together
with Santa Clara County and the Santa Clara Valley
Water District to educate local residents and
businesses and fight stormwater pollution. Join us,
by following the practices described in this
pamphlet.
Doing the Job Right
General Principles
Keep an orderly site and ensure good
housekeeping practices are used.
Maintain equipment properly.
Cover materials when they are not in use.
Keep materials away from streets, storm drains
and drainage channels.
Ensure dust control water doesn’t leave site or
discharge to storm drains.
Advance Planning To Prevent Pollution
Schedule excavation and grading activities for dry
weather periods. To reduce soil erosion, plant
temporary vegetation or place other erosion
controls before rain begins. Use the Erosion and
Sediment Control Manual, available form the
Regional Water Quality Control Board, as a
reference.
Control the amount of runoff crossing your site
(especially during excavation!) by using berms or
temporary or permanent drainage ditches to
divert water flow around the site.
Reduce stormwater runoff velocities by
constructing temporary check dams or berms
where appropriate.
Train your employees and subcontractors. Make
these brochures available to everyone who works
on the construction site. Inform subcontractors
about the stormwater requirements and their own
responsibilities. Use Blueprint for a Clean Bay, a
construction best management practices guide
available from the Santa Clara Valley Urban Runoff
Pollution Prevention Program, as a reference.
Good Housekeeping Practices
Designate one area of the site for auto parking,
vehicle refueling, and routine equipment
maintenance. The designated area should be well
away from streams or storm drain inlets, bermed if
necessary. Make major repairs off site.
Keep materials out of the rain – prevent runoff
contamination at the source. Cover exposed piles
of soil or construction materials with plastic
sheeting or temporary roofs. Before it rains, sweep
and remove materials from surfaces that drain to
storm drains, creeks, or channels.
Keep pollutants off exposed surfaces. Place trash
cans and recycling receptacles around the site to
minimize litter.
Clean up leaks, drips and other spills immediately
so they do not contaminate soil or groundwater or
leave residue on paved surfaces. Use dry cleanup
methods whenever possible. If you must use water,
use just enough to keep the dust down.
Cover and maintain dumpsters. Check frequently
for leaks. Place dumpsters under roofs or cover
with tarps or plastic sheeting secured around the
outside of the dumpster. Never clean out a
dumpster by hosing it down on the construction
site.
Place portable toilets away from storm drains.
Make sure portable toilets are in good working
order. Check frequently for leaks.
Materials/Waste Handling
Practice Source Reduction -- minimize waste
when you order materials. Order only the amount
you need to finish the job.
Use recyclable materials whenever possible.
Arrange for pick-up of recyclable materials such as
concrete, asphalt, scrap metal, solvents,
degreasers, cleared vegetation, paper, rock, and
vehicle maintenance materials such as used oil,
antifreeze, batteries, and tires.
Dispose of all wastes properly. Many construction
materials and wastes, including solvents, water-
based paints, vehicle fluids, broken asphalt and
concrete, wood, and cleared vegetation can be
recycled. (See the reference list of recyclers in
Blueprint for a Clean Bay.) Materials that cannot be
recycled must be taken to an appropriate landfill or
disposed of as hazardous waste. Never bury waste
materials or leave them in the street or near a
creek or stream bed.
Permits
In addition to local grading and building permits,
you will need to obtain coverage under the State's
General Construction Activity Stormwater Permit if
your construction site's disturbed area totals 1 acre
or more. Information on the General Permit can be
obtained from the Regional Water Quality Control
Board.
Storm Drain Pollution from
Construction Activities
Construction sites are common sources of
storm water pollution. Materials and wastes
that blow or wash into a storm drain, gutter, or
street have a direct impact on local creeks and
the Bay.
As a contractor, or site supervisor, owner
or operator of a site, you may be
responsible for any environmental damage
caused by your subcontractors or
employees.
8.b
Packet Pg. 621
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Small Business Hazardous Waste
Disposal Program
Businesses that generate less than 27 gallons or
220 pounds of hazardous waste per month are
eligible to use Santa Clara County’s Small Business
Hazardous Waste Disposal Program. Call (408)
299-7300 for a quote, more information or guidance
on disposal.
Palo Alto operates a similar program, with monthly
collection, for small businesses. Call the City of
Palo Alto, (650) 496-6980, or Greenfield Services
Corporation, 1-800-433-5060 for information or to
schedule an appointment.
This brochure is one in a series of pamphlets
describing storm drain pollution prevention
measures for specific types of construction industry
activities. Other pamphlets include:
Home Repair and Remodeling
General Construction and Site Supervision
Landscaping, Gardening, and Pool
Maintenance
Fresh Concrete and Mortar Application
Painting and Application of Solvents and
Adhesives
Roadwork and Paving
Earth-Moving Activities and Dewatering
Activities
For additional brochures contact:
Spill Response Agencies:
1. DIAL 9-1-1 for most communities including
San Jose (by cell phone – see below)
2. From Cell Phones call . . . (408) 299-3144
County Communications (24 hours)
3. For non-hazardous spills in Campbell,
Los Gatos, Monte Sereno or Saratoga call
West Valley Inspector. . . (408) 828-4658
4. For non-hazardous spills in San Jose call
. . . . . . . . . . . . . . . . . . . . . (408) 945 -3000
5. State Office of Emergency Services
Warning Ctr (24 hours). . 1-800-852-7550
Local Pollution Control Agencies
County of Santa Clara Integrated Waste
Management Program. . . . . . . . . (408) 441-1198
County of Santa Clara District Attorney
Environmental Crimes Hotline. . . . (408) 299-TIPS
Santa Clara County
Recycling Hotline. . . . . . . . . . . . . .1-800-533-8414 Santa Clara Valley Water
District. . . . . . . . . . . . . . . . . . . . . . (408) 265-2600 Santa Clara Valley Water
District Pollution Hotline. . . . . . . . 1-888-510-5151 San Jose/Santa Clara Water
Pollution Control Plant. . . . . . . . . (408) 945-3000
Serving Campbell, Cupertino, Los Gatos, Milpitas,
Monte Sereno, San Jose, Santa Clara, Saratoga
Sunnyvale Water Pollution Control Plant
Serving Sunnyvale. . . . . . . . (408) 730-7270 Regional Water Quality
Control Plant. . . . . . . . . . . . . . . . . (650) 329-2598 Serving East Palo Alto Sanitary District, Los Altos,
Los Altos Hills, Mountain View, Palo Alto, Stanford
Regional Water Quality Control Board
San Francisco Bay Region. . . . . . . (510) 622-230
2006
Heavy
Equipment
Operation
Best Management Practices for
the Construction Industry
Who should use this brochure?
Vehicle and equipment operators
Site supervisors
General contractors
Home builders
Developers
8.b
Packet Pg. 622
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Preventing Pollution:
It’s Up to Us
In the Santa Clara Valley, storm drains transport
water directly to local creeks and San Francisco
Bay, without treatment. Stormwater pollution is a
serious problem for wildlife dependent on our
waterways and for people who live near polluted
streams or baylands. Some common sources of
this pollution include spilled oil, fuel, and fluids from vehicles and heavy equipment; construction debris;
sediment created by erosion, landscaping runoff
containing pesticides or weed killers; and materials
such as used motor oil, antifreeze, and paint
products that people pour or spill into streets or
storm drains.
Thirteen valley municipalities have joined together
with Santa Clara County and the Santa Clara Valley
Water District to educate local residents and
businesses and fight stormwater pollution. Join us,
by following the practices described in this
pamphlet.
Doing the Job Right
Site Planning and Preventive Vehicle
Maintenance
Designate one area of the construction site, well
away from streams or storm drain inlets, for
auto and equipment parking, refueling, and
routine vehicle and equipment maintenance.
Contain the area with berms, sand bags, or
other barriers.
Maintain all vehicles and heavy equipment.
Inspect frequently for and repair leaks.
Perform major maintenance, repair jobs, and
vehicle and equipment washing off site where
cleanup is easier.
If you must drain and replace motor oil, radiator
coolant, or other fluids on site, use drip pans or
drop cloths to catch drips and spills. Collect all
spent fluids, store in separate containers, and
properly dispose as hazardous waste (recycle
whenever possible).
Do not use diesel oil to lubricate equipment
parts, or clean equipment. Use only water for
any onsite cleaning.
Cover exposed fifth wheel hitches and other oily
or greasy equipment during rain events.
Spill Cleanup
Clean up spills immediately when they happen.
Never hose down "dirty"
pavement or impermeable surfaces where
fluids have spilled. Use dry cleanup methods
(absorbent materials, cat litter, and/or rags)
whenever possible and properly dispose of
absorbent materials.
Sweep up spilled dry materials immediately.
Never attempt to “wash them away" with water,
or bury them.
Use as little water as possible for dust control.
Ensure water used doesn’t leave silt or
discharge to storm drains.
Clean up spills on dirt areas by digging up and
properly disposing of contaminated soil.
Report significant spills to the appropriate local
spill response agencies immediately. (See
reverse side of brochure for telephone
numbers.)
If the spill poses a significant hazard to human
health and safety, property or the environment,
you must also report it to the State Office of
Emergency Services (see reverse).
Stormwater Pollution
from Heavy Equipment on
Construction Sites
Poorly maintained vehicles and heavy
equipment that leak fuel, oil, antifreeze
or other fluids on the construction site
are common sources of storm drain
pollution. Prevent spills and leaks by
isolating equipment from runoff
channels, and by watching for leaks
and other maintenance problems.
Remove construction equipment from
the site as soon as possible.
8.b
Packet Pg. 623
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Small Business Hazardous Waste
Disposal Program
Businesses that generate less than 27 gallons or 220
pounds of hazardous waste per month are eligible to
use Santa Clara County’s Small Business Hazardous
Waste Disposal Program. Call (408) 299-7300 for a
quote.
Palo Alto operates a similar program, with monthly
collection, for small businesses. Call the City of Palo Alto, (650) 496-6980, or Greenfield Services
Corporation, 1-800-433-5060 for information or to
schedule an appointment.
This brochure is one in a series of pamphlets
describing storm drain pollution prevention measures
for specific types of construction industry activities.
Other pamphlets include:
General Construction and Site Supervision
Landscaping, Gardening, and Pool
Maintenance
Painting and Application of Solvents and
Adhesives
Fresh Concrete and Mortar Application
Roadwork and Paving
Earth-Moving Activities and Dewatering
Activities
Heavy Equipment Operation
Home Repair and Remodeling
For additional brochures contact:
Spill Response Agencies:
1. DIAL 9-1-1 for most communities including
San Jose (by cell phone – see below)
2. From Cell Phones call . . . (408) 299-3144
County Communications (24 hours)
3. For non-hazardous spills in Campbell,
Los Gatos, Monte Sereno or Saratoga call
West Valley Inspector. . . (408) 828-4658
4. For non-hazardous spills in San Jose call . .
. . . . . . . . . . . . . . . . . . . (408) 945-3000
5. State Office of Emergency Services Warning
Ctr (24 hours). . 1-800-852-7550
Local Pollution Control Agencies
County of Santa Clara Integrated Waste
Management Program. . . . . . . . . . . . (408) 441-1198 County of Santa Clara District Attorney
Environmental Crimes Hotline. . . . . . .(408) 299-TIPS Santa Clara County
Recycling Hotline. . . . . . . . . . . . . . . . 1-800-533-8414 Santa Clara Valley Water
District. . . . . . . . . . . . . . . . . . . . . . . . .(408) 265-2600 Santa Clara Valley Water
District Pollution Hotline. . . . . . . . . . .1-888-510-5151 San Jose/Santa Clara Water
Pollution Control Plant. . . . . . . . . . . . (408) 945-3000 Serving Campbell, Cupertino, Los Gatos,
Milpitas, Monte Sereno, San Jose, Santa
Clara, Saratoga
Sunnyvale Water Pollution Control Plant
Serving Sunnyvale. . . . . . . . . . . 408) 730-7270
Regional Water Quality
Control Plant. . . . . . . . . . . . . . . . . . . .(650) 329-2598 Serving East Palo Alto Sanitary District, Los
Altos, Los Altos Hills, Mountain View, Palo
Alto, Stanford
Regional Water Quality Control Board
San Francisco Bay Region. . . . . . . . . (510) 622-2300
2006
Home Repair
and Remodeling
Best Management Practices for
Construction Activities
Landscaping/Foundation Work
Painting and Paint Cleanup
Concrete, Masonry, and Tile Work
General Construction
Who should use this brochure?
Homeowners
Do-it yourself remodelers
General contractors
8.b
Packet Pg. 624
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Preventing Pollution:
It’s Up to Us
In the Santa Clara Valley, storm drains transport
water directly to local creeks and San Francisco Bay,
without treatment. Stormwater pollution is a serious
problem for wildlife dependent on our waterways and
for people who live near polluted streams or
baylands. Some common sources of this pollution
include spilled oil, fuel, and fluids from vehicles and heavy equipment; construction debris; sediment
created by erosion, landscaping runoff containing
pesticides or weed killers; and materials such as
used motor oil, antifreeze, and paint products that
people pour or spill into streets or storm drains.
Thirteen valley municipalities have joined together
with Santa Clara County and the Santa Clara Valley
Water District to educate local residents and
businesses and fight stormwater pollution. Join us, by
following the practices described in this pamphlet.
Doing the Job Right
This brochure is for homeowners, and do-it-
yourself remodelers who have access to residential
household hazardous waste disposal programs.
Contractors and other professionals should refer to
the Santa Clara Valley Urban Runoff Pollution
Prevention Program’s other publications in this series
of brochures, and to Blueprint for a Clean Bay, a
manual of best-management practices for
construction-related industries.
Keep waterway protection in mind whenever you or
people you hire work on your house or property.
The property owner is ultimately responsible for
correcting any pollution problems caused by
construction activities.
Penalties may be more severe if storm drain pollution
is not reported promptly.
Painting and
Paint Cleanup
All paints, solvents, and adhesives contain chemicals
that are harmful to aquatic animals and other wildlife
in our creeks and Bay. Toxic chemicals may come
from liquid or solid products or from cleaning residues on rags.
It is especially important not to clean brushes or
painting equipment (buckets, pans, hoses, etc.) in an
area where paint or paint cleanup water can flow to a
gutter, street, or storm drain.
Paint Cleanup
Never clean brushes or rinse paint
containers into a street, gutter, storm
drain, or stream.
For water-based paints, paint out
brushes on scrap material to the
extent possible, and rinse into a
drain that goes to the sanitary
sewer (i.e. indoor plumbing).
For oil-based paints, paint out brushes to the
extent possible before soaking in paint thinner to
clean. Filter and reuse thinner and solvents.
Dispose of unwanted oil-based paint, used
thinner, and paint residue at a hazardous waste
collection event.
When they are thoroughly dry, empty paint cans,
spent brushes, rags, and drop cloths may be
disposed of as trash. Leave the lids off paint
cans so the refuse collector can see that they
are empty.
Dispose of empty aerosol paint cans as
household hazardous waste.
Paint Removal
Buildings constructed
before 1978 may have
lead paint. Test paint
for lead by taking paint
scrapings to a local
laboratory.
Concrete, Masonry, and Tile Work
Don’t mix up more fresh concrete or cement
than you need for each project.
Cover and protect bags of cement and plaster
after they are open. Be sure to keep wind-blown
cement powder away from gutters, storm drains,
rainfall, and runoff.
Wash down exposed aggregate concrete only
when wash water can flow onto a dirt area, or be
collected, pumped, and disposed of properly.
Make sure runoff does not reach gutters or
storm drains.
Never wash excess material from bricklaying or
patio or driveway construction into a street or
storm drain. Empty mixing container onto a dirt
area, or allow material to dry and put in trash.
Dispose of small amounts of excess dry
concrete, grout, and mortar in the trash. Call
your local refuse hauler for weight and size
limits.
Collect and reuse excess abrasive gravel and
sand.
Never hose down driveways, sidewalk, or
streets.
General Construction
Keep all construction debris away from the
street, gutter, and storm drain.
During cleanup, check the street and gutters for
sediment, refuse, or debris. Look around the
corner or downstream for material that may have
already traveled away from your property.
If you or your contractor keep a dumpster at
your site, be sure it is securely covered with a lid
or tarp when it is not in use.
Place portable toilets away from storm drains.
Make sure toilets are in working order. Check
frequently for leaks.
8.b
Packet Pg. 625
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Household Hazardous Waste
Disposal
For information, contact your City’s program or the
Santa Clara County Household Hazardous Waste
Program, (408) 299-7300.
For Palo Alto residents, household hazardous waste
is collected monthly at the Regional Water Quality
Control Plant, 2501 Embarcadero Way. Most events
are on the first Saturday of the month, from 9 a.m.
until noon. For information, call (650) 496-6980.
City of Santa Clara collection events are held twice a
year. Call (408) 984-3080.
Construction Materials &
Equipment Reuse and Exchange
CALMAX
Sacramento
(916) 255-2369
Bi-monthly listing of available and wanted materials:
www.ciwmb.ca.gov/CalMAX/
Urban Ore, Inc.
7th Street at Ashby, Berkeley
(510) 235-0172
Building materials exchange, household goods, office
furniture
Recycling—Buy and sell building
materials, concrete, asphalt, yard
waste
ABC Recycling Industries
Santa Clara
(408) 732-9253
Pallets, cardboard
BFI – Waste Systems of North America, Inc.
San Jose
(408) 432-1234
Construction demolition materials, concrete
with/without rebar, asphalt and untreated wood
(separation of these materials at the source of
generation required)
Butterick Enterprises
San Jose
(408)292-5687
Asphalt, concrete, mixed asphalt, rock, wood,
construction demolition materials; on-site pickup
available
C & M Diversified
330 N. Montgomery St., San Jose
(408) 294-5185
Doors, filing cabinets, kitchen cabinets, plumbing
fixtures, windows
Granite Rock
San Jose
(408) 574-3000
Asphalt, concrete, concrete with rebar
Los Altos Garbage Company/Stevens Creek
Disposal & Recycling
Santa Clara
(408) 970-5100
Wood, toilets, construction demolition materials
Raish Products Recycling Yard
143 Carl Road., Sunnyvale
(408) 734-4245
Asphalt, concrete
Recycle West
Santa Clara
(888) 366-7228
Concrete, untreated wood, construction debris; on-
site pickup available
The Recyclery
San Jose
(408) 262-1401
Clean wood waste, clean concrete (<1’), asphalt
SRDC
199 Seaport Blvd., Redwood City
(650) 961-2742
Brick, concrete, rock
San Martin Transfer and Recycling
San Martin
(408) 842-3358
Asphalt, concrete, rocks, wood/demolition debris,
untreated wood only; on-site pickup available
Valley Recycling
San Jose
(408) 297-5352
Construction demolition debris
Zanker Resource Management
705 Los Esteros Road, San Jose
(408) 263-2383
8.b
Packet Pg. 626
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Landscaping/Foundation Work
Intensive gardening, landscaping, and all excavation
projects such as foundation repair or pool
construction expose soils and increase the likelihood
that garden chemicals and earth will wash into the
storm drains. Be careful to control erosion and
minimize runoff to all driveways, gutters, and storm
drains.
Schedule grading and excavation projects
during dry weather.
Cover excavated material and stockpiles of
asphalt, sand, etc. with plastic tarps during the
rainy season.
Replant as soon as possible, with temporary
vegetation such as annual grass seed if
necessary. Revegetation provides excellent
erosion control.
Take care not to over apply pesticides, and use
up leftover supply. Rinse empty containers, and
use rinsewater as you would use the product.
Dispose of empty rinsed containers in the trash.
Dispose of unused pesticide as hazardous
waste.
Collect lawn and garden clippings, pruning
waste, and tree trimmings. Many cities and
landfills have yard waste collection and
composting programs. Check with your
municipality to see if yard waste pickup is
available and what the collection requirements
are.
In areas with curbside pickup of yard waste
place clippings and pruning waste in approved
bags or containers.
Do not blow or rake leaves, etc. into the
street, or place yard waste in gutters or on
dirt shoulders, unless you are piling them for
recycling (San Jose and unincorporated County
only).
In San Jose, leave yard waste for curbside
recycling in piles in the street, 18 inches from
the curb and completely out of the flow line of
any storm drain. Or, take to a landfill that
composts yard waste.
Chemical paint stripping residues, including
saturated rags, are a hazardous waste and
should be taken to a household hazardous
waste event.
Chips and dust from marine paints or paints
containing lead, mercury or tributyl-tin are
hazardous wastes. Sweep up paint chips and
properly store for
household hazardous
waste event.
Reuse/recycle leftover
paints whenever possible
Use up excess
paint or give it to
a neighbor, or take
it to a household
hazardous waste
event. Most
household
hazardous waste
collection programs
can recycle latex
(water-based)
paint.
Recycle:
Plant material/tree branches, leaves, etc.
Wood, broken asphalt, and concrete (check with your
local landfill)
Water-based paints (in some communities)
Used motor oil (curbside pickup in most communities)
Antifreeze (in some communities)
Take to a household hazardous
waste drop-off event:
Unused garden and household chemicals
Leftover paint
Used solvents
Paint stripping residue and rags
Used antifreeze
Dispose as trash:
Construction debris from small projects
Dry, empty paint cans, spent brushes, rags, and drop
cloths
Small amounts of dry mortar, grout, etc.
Clean up all
spills when they
happen. Do not
flush spills into
storm
drains. If
construction
materials or
other wastes get
into a gutter, storm
drain, or creek, call your
local spill response agency
immediately! (See list on back of brochure.)
8.b
Packet Pg. 627
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Small Business Hazardous Waste
Disposal Program
Businesses that generate less than 27 gallons or
220 pounds of hazardous waste per month are
eligible to use Santa Clara County’s Small Business
Hazardous Waste Disposal Program. Call (408)
299-7300 for a quote, more information or guidance
on disposal.
Palo Alto operates a similar program, with monthly
collection, for small businesses. Call the City of
Palo Alto, (650) 496-6980, or Greenfield Services
Corporation, 1-800-433-5060 for information or to
schedule an appointment.
This brochure is one in a series of pamphlets
describing storm drain pollution prevention
measures for specific types of construction industry
activities. Other pamphlets include:
General Construction and Site Supervision
Painting and Application of Solvents and
Adhesives
Fresh Concrete and Mortar Application
Roadwork and Paving
Earth-Moving Activities and Dewatering
Activities
Heavy Equipment Operation
Home Repair and Remodeling
For additional brochures contact:
Spill Response Agencies:
1. DIAL 9-1-1 for most communities including
San Jose (by cell phone – see below)
2. From Cell Phones call . . . (408) 299-3144
County Communications (24 hours)
3. For non-hazardous spills in Campbell,
Los Gatos, Monte Sereno or Saratoga call
West Valley Inspector. . . (408) 828-4658
4. For non-hazardous spills in San Jose call
. . . . . . . . . . . . . . . . . . . . . (408) 945 -3000
5. State Office of Emergency Services
Warning Ctr (24 hours). . 1-800-852-7550
Local Pollution Control Agencies
County of Santa Clara Integrated Waste
Management Program. . . . . . . . . (408) 441-1198
County of Santa Clara District Attorney
Environmental Crimes Hotline. . . . (408) 299-TIPS
Santa Clara County
Recycling Hotline. . . . . . . . . . . . . .1-800-533-8414 Santa Clara Valley Water
District. . . . . . . . . . . . . . . . . . . . . .(408) 265-2600
Santa Clara Valley Water
District Pollution Hotline. . . . . . . . 1-888-510-5151 San Jose/Santa Clara Water
Pollution Control Plant. . . . . . . . . .(408) 945-3000
Serving Campbell, Cupertino, Los Gatos, Milpitas,
Monte Sereno, San Jose, Santa Clara, Saratoga
Sunnyvale Water Pollution Control Plant
Serving Sunnyvale. . . . . . . . . (408) 730-7270
Regional Water Quality
Control Plant. . . . . . . . . . . . . . . . . (650) 329-2598 Serving East Palo Alto Sanitary District, Los Altos,
Los Altos Hills, Mountain View, Palo Alto, Stanford
Regional Water Quality Control Board
San Francisco Bay Region. . . . . . .(510) 622-2300
2006
Landscaping,
Gardening, and
Pool Maintenance
Best Management Practices for
the Construction Industry
Who should use this brochure?
Landscapers
Gardeners
Swimming pool/ spa
service and repair workers
General contractors
Home builders
Developers
Homeowners
8.b
Packet Pg. 628
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Preventing Pollution:
It’s Up to Us
In the Santa Clara Valley, storm drains transport
water directly to local creeks and San Francisco
Bay without treatment. Stormwater pollution is a
serious problem for wildlife dependent on our
waterways and for the people who live near polluted
streams or baylands. Some common sources of
this pollution include spilled oil, fuel, and fluids from vehicles and heavy equipment; construction debris;
sediment created by erosion; landscaping runoff
containing pesticides or weed killers; and materials
such as used motor oil, antifreeze, and paint
products that people pour or spill into a street or
storm drain.
Thirteen valley municipalities have joined together
with Santa Clara County and the Santa Clara Valley
Water District to educate local residents and
businesses and fight stormwater pollution. Join us,
by following the practices described in this
pamphlet.
Doing the Job Right
General Business Practices
Protect stockpiles and landscaping materials
from wind and rain by storing them under tarps
or secured plastic sheeting.
Store pesticides, fertilizers, and other
chemicals indoors or in a shed or storage
cabinet.
Schedule grading and excavation projects
during dry weather.
Use temporary check dams or ditches to divert
runoff away from storm drains.
Protect storm drains with sandbags or other
sediment controls.
Revegetation is an excellent form of erosion
control for any site.
Landscaping/Garden Maintenance
Use pesticides sparingly, according to
instructions on the label. Rinse empty
containers, and use rinsewater as product.
Dispose of rinsed, empty containers in the
trash. Dispose of unused pesticides as
hazardous waste.
Collect lawn and garden clippings, pruning
waste, and tree trimmings. Chip if necessary,
and compost.
In communities with curbside pick-up of yard
waste, place clippings and pruning waste at the
curb in approved bags or containers. Or, take
to a landfill that composts yard waste. No
curbside pickup of yard waste is available for
commercial properties.
Do not blow or rake leaves, etc. into the street,
or place yard waste in gutters or on
dirt shoulders, unless you are piling
them for recycling (allowed by San
Jose and unincorporated County
only). Sweep up any leaves, litter
or residue in gutters or on street.
In San Jose, leave yard waste for
curbside recycling pickup in piles in
the street, 18 inches from the curb
and completely out of the flow line
to any storm drain.
Pool/Fountain/Spa Maintenance
Draining pools or spas
When it’s time to drain a pool, spa, or fountain,
please be sure to call your local wastewater
treatment plant before you start for further guidance
on flow rate restrictions, backflow prevention, and
handling special cleaning waste (such as acid
wash). Discharge flows should be kept to the low
levels typically possible through a garden hose.
Higher flow rates may be prohibited by local
ordinance.
Never discharge pool or spa water to a street
or storm drain; discharge to a sanitary sewer
cleanout.
If possible, when emptying a pool or spa, let
chlorine dissipate for a few days and then
recycle/reuse water by draining it gradually onto
a landscaped area.
Do not use copper-based algaecides. Control
al
gae with chlorine or other alternatives, such
as sodium bromide.
Filter Cleaning
Never clean a filter in the street or near a storm
drain. Rinse cartridge and diatomaceous earth
filters onto a dirt area, and spade filter residue
into soil. Dispose of spent diatomaceous earth
in the garbage.
If there is no suitable dirt area, call your local
wastewater treatment plant for instructions on
discharging filter backwash or rinsewater to the
sanitary sewer.
Storm Drain Pollution
from Landscaping and
Swimming Pool Maintenance
Many landscaping activities expose soils and
increase the likelihood that earth and garden
chemicals will run off into the storm drains
during irrigation or when it rains. Swimming pool
water containing chlorine and copper-based
algaecides should never be discharged to storm
drains. These chemicals are toxic to aquatic life.
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD) 2006
Small Business Hazardous Waste
Disposal Program
Businesses that generate less than 27 gallons or
220 pounds of hazardous waste per month are
eligible to use Santa Clara County’s Small Business
Hazardous Waste Disposal Program. Call (408)
299-7300 for a quote, more information or guidance
on disposal.
Palo Alto operates a similar program, with monthly
collection, for small businesses. Call the City of
Palo Alto, (650) 496-6980, or Greenfield Services
Corporation, 1-800-433-5060 for information or to
schedule an appointment.
This brochure is one in a series of pamphlets
describing storm drain pollution prevention
measures for specific types of construction industry
activities. Other pamphlets include:
General Construction and Site Supervision
Landscaping, Gardening, and Pool
Maintenance
Painting and Application of Solvents and
Adhesives
Fresh Concrete and Mortar Application
Earth-Moving Activities and Dewatering
Activities
Heavy Equipment Operation
Home Repair and Remodeling
For additional brochures contact:
Spill Response Agencies:
1. DIAL 9-1-1 for most communities including
San Jose (by cell phone – see below)
2. From Cell Phones call . . . (408) 299-3144
County Communications (24 hours)
3. For non-hazardous spills in Campbell,
Los Gatos, Monte Sereno or Saratoga call
West Valley Inspector. . . (408) 828-4658
4. For non-hazardous spills in San Jose call
. . . . . . . . . . . . . . . . . . . . . (408) 945 -3000
5. State Office of Emergency Services
Warning Ctr (24 hours). . 1-800-852-7550
Local Pollution Control Agencies
County of Santa Clara Integrated Waste
Management Program. . . . . . . . . (408) 441-1198
County of Santa Clara District Attorney
Environmental Crimes Hotline . . .(408) 299-TIPS
Santa Clara County
Recycling Hotline. . . . . . . . . . . . .1-800-533-8414 Santa Clara Valley Water
District. . . . . . . . . . . . . . . . . . . . . .(408) 265-2600 Santa Clara Valley Water
District Pollution Hotline. . . . . . . . 1-888-510-5151 San Jose/Santa Clara Water
Pollution Control Plant. . . . . . . . . .(408) 945-3000 Serving Campbell, Cupertino, Los Gatos,
Milpitas, Monte Sereno, San Jose, Santa
Clara, Saratoga
Sunnyvale Water Pollution Control Plant
Serving Sunnyvale. . . . . . . . (408) 730-7270
Regional Water Quality
Control Plant. . . . . . . . . . . . . . . . . (650) 329-2598 Serving East Palo Alto Sanitary District, Los
Altos, Los Altos Hills, Mountain View, Palo
Alto, Stanford
Regional Water Quality Control Board
San Francisco Bay Region. . . . . . .(510) 622-2300
Roadwork
and
Paving
Best Management Practices for
the Construction Industry
Who should use this brochure?
Road crews
Driveway/ sidewalk/ parking lot
construction crews
Seal coat contractors
Operators of grading equipment,
paving machines, dump trucks,
concrete mixers
Construction inspectors
General contractors
Home builders
Developers
8.b
Packet Pg. 630
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Preventing Pollution:
It’s Up to Us
In the Santa Clara Valley, storm drains transport
water directly to local creeks and San Francisco
Bay without treatment. Stormwater pollution is a
serious problem for wildlife dependent on our
creeks and bay and for the people who live near
polluted streams or baylands. Common sources of
this pollution include spilled oil, fuel, and fluids from vehicles and heavy equipment; construction debris;
sediment created by erosion; landscaping runoff
containing pesticides or weed killers; and materials
such as used motor oil, antifreeze, and paint
products that people pour or spill into a street or
storm drain.
Thirteen valley municipalities have joined together
with Santa Clara County and the Santa Clara Valley
Water District to educate local residents and
businesses and fight stormwater pollution. Join us,
by following the practices described in this
pamphlet.
Doing the Job Right
General Business Practices
Develop and implement erosion/sediment
control plans for roadway embankments.
Schedule excavation and grading work during
dry weather.
Check for and repair leaking equipment.
Perform major equipment repairs at designated
areas in your maintenance yard, where cleanup
is easier. Avoid performing equipment repairs
at construction sites.
When refueling or when vehicle/equipment
maintenance must be done on site, designate a
location away from storm drains and creeks.
Do not use diesel oil to lubricate equipment
parts or clean equipment.
Recycle used oil, concrete, broken asphalt, etc.
whenever possible, or dispose of properly.
During Construction
Avoid paving and seal coating in wet weather,
or when rain is forecast, to prevent fresh
materials from contacting stormwater runoff.
Cover and seal catch basins and manholes
when applying seal coat, slurry seal, fog seal,
or similar materials.
Protect drainage ways by using earth dikes,
sand bags, or other controls to divert or trap
and filter runoff.
Never wash excess material from exposed-
aggregate concrete or similar treatments into a
street or storm drain. Collect and recycle, or
dispose to dirt area.
Cover stockpiles (asphalt, sand, etc.) and other
construction materials with plastic tarps.
Protect from rainfall and prevent runoff with
temporary roofs or plastic sheets and berms.
Park paving machines over drip pans or
absorbent material (cloth, rags, etc.) to catch
drips when not in use.
Clean up all spills and leaks using “dry”
methods (with absorbent materials and/or
rags), or dig up, remove, and properly dispose
of contaminated soil.
Collect and recycle or appropriately dispose of
excess abrasive gravel or sand.
Avoid over-application by water trucks for dust
control.
Asphalt/Concrete Removal
Avoid creating excess dust when breaking
asphalt or concrete.
After breaking up old pavement, be sure to
remove all chunks and pieces. Make sure
broken pavement does not come in contact
with rainfall or runoff.
When making saw cuts, use as little water as
possible. Shovel or vacuum saw-cut slurry and
remove from the site. Cover or protect storm
drain inlets during saw-cutting. Sweep up, and
properly dispose of, all residues.
Sweep, never hose down streets to clean up
tracked dirt. Use a street sweeper or vacuum
truck. Do not dump vacuumed liquor into storm
drains.
Storm Drain Pollution
from Roadwork
Road paving, surfacing, and pavement removal
happen right in the street, where there are
numerous opportunities for asphalt, saw-cut
slurry, or excavated material to illegally enter
storm drains.
Extra planning is required to store and dispose of
materials properly and guard against pollution of
storm drains, creeks, and the Bay.
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD) App VIII
Appendix VIII:
City’s Storm Water Pollution Control Requirements
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
CAMPBELL MUNICIPAL CODE
Chapter 14.02
STORMWATER POLLUTION CONTROL
SECTIONS:
14.02.010 Purpose.
14.02.020 Definitions.
14.02.030 Requirements.
14.02.040 Enforcement--Violation--Penalties.
14.02.050 Inspection
14.02.010 Purpose.
The U.S. Environmental Protection Agency has identified urban stormwater runoff as the leading cause of water pollution in the United States. Furthermore, both federal and state agencies have identified stormwater runoff from the city as a major source of pollution adversely impacting the beneficial uses of the South San Francisco Bay. As a result, the California Regional Water Quality Control Board, San Francisco Bay Region, has issued a National Pollutant Discharge Elimination System ("NPDES") permit requiring the city to establish legal authorities sufficient to protect its municipal storm drain system from certain prohibited discharges. The city is also required to implement a stormwater management program to assure that stormwater runoff from the city does not cause or contribute to a violation of the water quality standards of South San Francisco Bay.
The purpose of this chapter is therefore to provide minimum requirements designed to control the discharge of pollutants into the city municipal storm drain system and to assure that discharges from the city municipal storm drain system comply with applicable provisions of the Federal Clean Water Act and the National Pollutant Discharge Elimination System Permit No. CA0029718 including amendments and California Regional Water Quality Control Board approvals. Enactment of this chapter falls within the scope of the city police power to protect the health, safety and welfare of its residents.
Nothing in this chapter is intended to preclude more stringent federal or state re gulation of any activity covered by this chapter.
14.02.020 Definitions.
The following words and phrases, when used in this chapter, shall be as defined herein.
Words and phrases used in this chapter and not otherwise defined shall be as defined in the regulations promulgated by the U.S. Environmental Protection Agency to implement the requirements of the Federal Clean Water Act, or as defined by the State Water Resources Control Board to implement the California Water Code:
A. “ Applicable materials
" m eans all materials used in industrial or commercial establishments that are stored outdoors, that may be exposed to stormwater, and that have the reasonable potential to degrade the quality of runoff from the site. These include, but J:\FORMS\Templates\Storm Water Requirements\Stormwater Ordinance 7_04.doc (Rev. 03/08) 1
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD) are not limited to, all materials containing cadmium, chromium, copper, lead, mercury, nickel, selenium, silver and zinc, which are pollutants that have specifically been identified as known to contribute to impairment of applicable water quality standards.
B. “ Deemed complet e
” means that a project applicant has submitted a development application package for discretionary approval that is determined to be a complete and acceptable application by the Community Development Director. Public projects are deemed complete if funding has been approved by the City Council and construction has been scheduled.
C. "Discharge
" means the discharge, addition, placement, deposit, release or dumping of any pollutant or combination of pollutants to surface waters from any point source. This definition includes, but is not limited to, additions of pollutants into waters, from: surface runoff and discharges through pipes, sewers, channels or other conveyances owned by a state, municipality or other person which do not lead to a treatment works . "Discharge," within the meaning of this chapter, shall also mean any discharge on public on private property which results or will reasonably result in a discharge into any and all watercourses. Such discharges represent a process whereby pollutants, deb ris and chemicals are placed or otherwise deposited on streets, construction sites, parking lots and other exposed surfaces and are subsequently washed off and carried away by stormwater runoff into watercourses.
D. " Grease
" means, and includes, fats, oils, waxes or other related constituents. Grease may be of mineral origin, including kerosene, lubricating oil and road oil. Grease may also be of vegetable or animal origin, including butter, lard, margarine, vegetable fats and oils, fats in meats, cereals, seeds, nuts and certain fruits. Grease is generally present as, but need not be, a floatable solid, a liquid, a colloid, an emulsion, or in a solution.
E. "Grease generating activity
" means any commercial or industrial activity that uses or produces grease on an ongoing basis.
F. " Grease removal device
" means an interceptor or other mechanical device designed, constructed and intended to remove, hold or otherwise prevent the passage of grease to the (sanitary sewer or) municipal storm drain system.
G. “ Impervious surface
” means a constructed or modified surface that does not allow rainfall to percolate through to the subsoil and thus creates stormwater runoff.
Impervious surface includes, but is not limited to, building rooftops, pavement, sidewalks, patios, driveways or other hardscape where such surfaces are not constructed with pervious materials and/or are not designed so as to have zero stormwater discharge.
H. " Interceptor
" means a receptacle or trap designed and constructed to intercept, separate and prevent the passage of prohibited substances into the (sanitary sewer or) municipal storm drain system.
J:\FORMS\Templates\Storm Water Requirements\Stormwater Ordinance 7_04.doc (Rev. 03/08) 2
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD) I. " Major development or redevelopment project " means a project that creates, adds, or replaces an amount of impervious surface as defined in the current NPDES permit.
J. "Municipal storm drain system " means and includes, but shall not be limited to, those facilities within the municipality by which stormwater may be conveyed to waters of the United States, including any roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, manmade channels or storm drains, which are not part of a publicly owned treatment works (POTW).
K. " NPDES permit
" means a valid National Pollutant Discharge Elimination System permit issued by the California Regional Water Quality Control Board, San Francisco Bay Region, in accordance with regulations promulgated by the U.S. Environmental Protection Agency to implement the requirements of the Federal Clean Water Act.
L. " Pollutants
" means and includes all sewage, sewage sludge, garbage, biological materials, radioactive materials, and chemical, industrial and agricultural waste discharge into water.
M. “ Project with significant pollution potential
” means any project determined by the
city to be likely to have sources of pollutants on- site and/or to contribute pollutants to stormwater after project completion, based on a review of the proposed uses of or activities planned for the site.
N. "Stormwater
" means all rainfall runoff, surface runoff and drainage.
O. " Watercourses
" mean and include all natural waterways and definite channels and depressions in the earth that carry water, even though such waterways may only carry water during rains and storms and may not carry stormwater at and during all times and seasons. Watercourses include facilities owned and operated by the Santa Clara Valley Water District.
14.02.030 Requirements.
A. Non-stormwater discharges
.
1. Discharge Prohibition. No person shall discharge or cause to be discharged into the municipal storm drain system or watercourses any materials other than stormwater. In addition, no person shall discharge or cause to be discharged into the municipal storm drain system or watercourses, any pollutants or waters containing any pollutants that cause or threaten to contribute to a violation of applicable water quality standards. It is also unlawful to discharge, or cause to be discharged into any storm drain or natural outlet or channel, any sewage, industrial waste or other polluted waters or materials without a valid NPDES permit or written authority from the U.S.
Environmental Protection Agency or its designated enforcement agent.
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
2. Exceptions to Discharge Prohibition. The preceding discharge prohibition in subsection A.1. shall not apply to any discharge that is specifically authorized by an NPDES permit to flow to a storm drain or natural outlet or channel. In addition, the California Regional Water Quality Control Board, San Francisco Bay Region, has determined that the discharge prohibition shall not apply to the following "permissible" activities: water line flushing, landscape irrigation/lawn watering, uncontaminated foundation drains, uncontaminated nonindustrial roof drains, irrigation water, uncontaminated groundwater infiltration, residential car washings, flows from firefighting, flows from potable water sources, and dechlorinated swimming pool waters.
3. Protection Against Accident Discharge. The owner or operator of a commercial or industrial establishment shall provide reasonable protection from accidental discharge of prohibited materials or other wastes into the municipal storm drain system or watercourses. Facilities to prevent accidental discharge of prohibited materials or other wastes shall be provided and maintained at the owner or operator's expense.
4. Report of Accidental Discharges. Where an accidental discharge of prohibited materials or other wastes has entered the municipal storm drain system or a watercourse, such incident shall be reported to city or designated agent as soon as possible, but in no event later than twenty -four hours after such a discharge. If the accidental discharge or prohibited materials or other wastes emanates from a commercial or industrial establishment, the owner or operator of such establishment shall also retain an on- site written record of the discharge and the actions taken to prevent its recurrence. Such records shall be retained for at least three years. A notice shall be permanently posted in a conspicuous place on the premises of each commercial or industrial establishment advising employees of the department or agency to call in case of such an accidental discharge.
5. Abatement of Prohibited Discharge by Responsible Party. The prohibited discharges are declared to constitute a public nuisance. Remediation and abatement of prohibited discharges shall be the responsibility of persons causing such discharge. The city shall be advised of the abatement and shall inspect the discharge site to insure tha t the nuisance has in fact been abated.
B. Watercourse protection
.
1. Watercourse Protection Requirements. Every person owning property through which a watercourse passes, or such person's lessee, shall keep and maintain that part of the Watercourse within the property reasonably free of trash, debris, excessive vegetation, and other obstacles that would pollute, contaminate or significantly retard the flow of water through the watercourse. In addition, the owner or lessee shall maintain existing privately owned structures within or adjacent to a watercourse, so that such structures will not become a hazard to the use, function or physical integrity of the watercourse. The owner or lessee shall not remove healthy bank vegetation beyond that J:\FORMS\Templates\Storm Water Requirements\Stormwater Ordinance 7_04.doc (Rev. 03/08) 4
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD) actually n ecessary for maintenance, nor remove the vegetation in such a manner as to increase the vulnerability of the watercourse to erosion.
2. Acts Requiring Permit. No person shall commit or cause to be committed any of the following acts, unless a written permit has first been obtained from the city or designated agent:
(a) Discharge into or connect any pipe or channel to a watercourse;
(b) Modify the natural flow of water in a watercourse.
(c) Carry out development within a setback designed in whole or in part to protect a watercourse;
(d) Deposit in, plant in, or remove any material from a watercourse, including its banks, except as required for necessary maintenance;
(e) Construct, alter, enlarge, connect to, change or remove any structure in a watercourse; or
(f) Place any loose or unconsolidated material along the side of or within a watercourse or so close to a side as to cause a diversion of the flow, or to cause a probability of such material being carried away by stormwater passing through such watercourse.
C. Outdoor Storage of Materials
.
1. Proper Outdoor Storage of Materials Required. All applicable materials stored outdoors at a commercial or industrial establishment shall be managed in a manner that minimizes the discharge of pollutants to stormwater and as is required to meet water quality standards. Establishments covered by the general NPDES permit for stormwater discharges associated with industrial activities that has been promulga ted for Santa Clara County by the California Regional Water Quality Control Board, San Francisco Bay Region, shall address this requirement in applicable provisions of their stormwater pollution prevention plan.
2. Protection Against Accidental Discharg e. The owner or operator of a commercial or industrial establishment shall provide reasonable protection from accidental discharge of applicable materials to the municipal storm drain system or watercourses. Specifically, secondary containment systems or equivalent measures approved by the fire department shall be provided for all applicable materials that are liquids. All facilities to prevent the accidental discharge of applicable materials to the municipal storm drain system and watercourses shall be provided and maintained at the owner or operator's expense.
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
3. Report of Accidental Discharge to the Storm Drain. Where applicable materials have entered the municipal storm drain system or a watercourse due to an accidental discharge at a commercial or industrial establishment, the owner or operator of such establishment shall report such incident to public works department as soon as possible, but in no event later than twenty -four hours after such a discharge. The owner or operator of such establishment shall also retain an on -site written record of all accidental discharges of applicable materials (whether or not such discharge actually entered the municipal storm drain system or a watercourse) and the actions taken to prevent their recurrence. Such records shall be retained for at least five years. A notice shall be permanently posted in a conspicuous place on the premises of each commercial or industrial establishment advising employees of the department or agency to call in case of such an accidental discharge.
D. Grease Disposal and Control
.
1. Grease Disposal Prohibited. No person shall dispose of any grease, or cause any grease to be disposed, by discharge into any drainage piping, (any public or private sanitary sewer), any part of the muni cipal storm drain system, or any land, street, public way, river, stream or other watercourse.
2. Grease Removal Device Required. The owner or operator of every newly constructed, remodeled or converted commercial or industrial establishment with one or more grease generating activities shall install or cause to be installed for each grease generating activity, a grease removal device (of an approved design) for preventing the passage of grease to the municipal storm drain system and watercourses.
3. Maintenance of Grease Removal Devices Required. The contents of all grease removal devices shall be removed periodically as necessary to prevent a violation of this chapter. At a minimum, the contents shall be removed every ninety days. All grease removal devices shall be kept in good repair, and shall be maintained in continuous operation at the owner or operator's expense.
E. New Development/Redevelopment
.
1. Stormwater Management Required for Major Projects. Every applicant for a building permit for a major development or redevelopment project shall identify the potential for stormwater to be discharged from the project site following completion of construction activity and shall demonstrate that the plans, drawings or specifications for such project include the installation of management techniques, practices, and control measures designed to mitigate the potential adverse impacts of stormwater that may be discharged from the project site on an ongoing basis including stormwater treatment measures. In addition, applicants for building and/or grading permits for projects with significant pollution potential may be required to demonstrate that sources of pollutants will be controlled onsite with appropriate measures. The stormwater management techniques, practices, and control measures shall be selected, designed, and maintained in J:\FORMS\Templates\Storm Water Requirements\Stormwater Ordinance 7_04.doc (Rev. 03/08) 6
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD) accordance with the city’s current NPDES permit requirements and the city’s Stormwater Management Manual.
2. Issuance of Permits. The city shall not issue a building permit and/or grading permit for a major development or redevelopment project or a project with significant pollution potential until it has reviewed the mitigation measures proposed by the applicant pursuant to the preceding paragraph, where appropriate, and determined that they are sufficient to address the potential adverse impacts of stormwater that may be discharged from the project site on an ongoing basis.
3. Occupancy. The building official shall not issue a certificate of occupancy or other equivalent permit for a major development or redevelopment project or a project with significant pollution potential until it has determined that the mitigation measures identified in the building permit and/or grading permit issued for such project have been adequately implemented and that appropriate arrangements have been made to ensure that these management techniques, practices and control measures will be maintained on an ongoing basis in accordance with the city’s current NPDES permit requirements and the city’s Stormwater Management Manual.
14.02.040 Enforcement--Violation--Penalties.
A. Criminal Penalties
. Any person who violates any provision of this chapter shall be guilty of a misdemeanor and upon conviction thereof shall be punishable by imprisonment for a term not to exceed six months or by a fine not to exceed one thousand dollars or by both. Each and every violation of this chapter shall constitute a separate offense. Every day each such violation continues shall be an additional offense.
B. Civil Penalties
. Any person who violates any provision of this chapter shall be civilly liable to the city in a sum not to exceed one thousand dollars per day for each day in which the violation occurs. Each and every violation of this chapter shall constitute a separate offense. Every day each such violation continues shall be an additional offense.
C. Civil Liability
. Any person who violates any provision of this chapter shall be civilly liable to the city for all costs, including attorney's fees, associated with the investigation and remediation of environmental conditions caused by the discharge of pollutants into the municipal storm drain system or watercourse in violation of this chapter.
D. Remedies Cumulative
. The remedies provided for in this chapter are cumulative and not exclusive and shall be in addition to any and all other remedies available to the city under state and federal law.
E. Public Nuisance
. The discharge of pollutants and related applicable materials into any municipal storm drain system or other watercourses, in violation of any provision of this chapter, is declared to be a public nuisance and shall be subject to any and all remedies available, pursuant to city, state and federal law, including but not limited to injunctive J:\FORMS\Templates\Storm Water Requirements\Stormwater Ordinance 7_04.doc (Rev. 03/08) 7
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD) relief. The director of public works may record with the county recorder's office a declaration of nuisance for the particular parcel so noticed.
14.02.050 Inspection
A. During Regular Business Hours
. Every business establishment that is open to the
public shall permit agents of the city to inspect their premises for compliance with this chapter at any time the business is open to the public.
B. Other Times
. Notwithstanding subsection (a) of this section, agents of the city may inspect any property for compliance with this chapter upon providing the owner and occupants of the property at least twenty -four hours’ advance notice of the inspection in the following manner:
1. A notice shall be conspicuously posted on the property to be inspected, specifying the date, time and reason for the proposed inspection and setting forth a telephone number with directions for the residents or property owners to call for further information; and
2. If the identity and address of the owner is known, such owner shall be notified of the proposed inspection by first class mail, setting forth the same information required by subsection B.1. of this section.
C. Provisions Supplemental
. The inspection provisions set forth in this section are intended to supplement, and not supersede, any existing authority for inspection by city officials. In the event that any provision of this section is found by a court of competent jurisdiction to be void or unenforceable, the remaining portions shall remain in full force and effect.
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD) App IX
Appendix IX:
South Bay Water Recycling Program
8.b
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Attachment: Construction Contract Documents (Lathrop Construction Award - PD) South Bay Water
Recycling Program
700 Los Esteros Road, San José, CA 95134
Recycled water is used in water features and the irrigatation system of the Evergreen Community College campus in south San José.
Environmental Services Delivering world class
utility services and programs to improve our
health, environment, and economy
www.sjenvironment.org Main: 408-535-8550
Media Contact
Jennie Loft, Public Information Manager
[email protected]
408-535-8554
I
n the South Bay, recycled water is a locally sustainable and established component of the non-potable water supply. With pipeline in the cities of San José, Santa Clara, and Milpitas, South Bay Water Recycling (SBWR) is the largest of four recycled water systems in Santa Clara County. The other systems
are associated with the wastewater treatment facilities in Sunnyvale, Gilroy/Morgan Hill, and Palo Alto/Mountain View.
CUSTOMERS, RETAILERS & SERVICE AREA
� Number of customers: ~ 750
Includes Levi’s Stadium, Great America, McCarthy Ranch
Shopping Center, Evergreen College, Guadalupe Gardens,
Intel, and San José City Hall
�
SBWR is a reycled water wholesaler to San Jose Water
Company, San José Municipal Water, City of Santa Clara, and City of Milpitas; customers buy recycled water from the water retailer for their location
SYSTEM
SBWR comprises a north-south artery across San José and an east-west artery from mid-Milpitas down through the
eastern side of Santa Clara. These main arteries feed extension pipelines to reach various customers. The system includes:
�
140 miles of pipeline and growing
� 5 pump stations
� 3 above-ground storage reservoirs that together have a storage capacity of 9.5 million gallons
PRIMARY USES OF SBWR RECYCLED WATER
� Irrigation at public parks, theme parks, golf courses, street medians, business landscaping, and college campuses
� Industrial cooling towers and 4 power plants
� Toilet/urinal flushing in dual-plumbed commercial and municipal buildings
RECYCLED WATER SOURCE
� SBWR main pump station is adjacent to the San José-Santa Clara Regional Wastewater Facility (RWF), which manages the SBWR program
�
RWF produces an average 110 mgd of high quality, tertiary- treated water; roughly 13% flows to SBWR, remainder
discharges into the Bay
�
As of March 2014, SBWR blends RWF tertiary water with
water from Silicon Valley Advanced Water Purification
Center, operated by the Santa Clara Valley Water District mgd = million gallons per day
over
8.b
Packet Pg. 642
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) M:\MEDIA FACT SHEETS\SBWR MediaFactSheet
04-25-16 jh
recycled water signage
SBWR main pump station
Great America irrigates with
recycled water
INVESTMENT & RATE SETTING
� SBWR reflects a ~$250 million investment to date; US
Bureau of Reclamation is reimbursing SBWR for 25% of this investment
�
Santa Clara Valley Water District has contributed several million dollars to SBWR
�
San Jose Water Company is constructing new extensions
to the system at their own cost, and paying a $2 million capacity fee to ensure system reliability
�
SBWR sets the wholesale recycled water rate to water
retailers, who in turn set rates for their respective customers
CONTACTS
SBWR
City of San José Environmental Services Dept.
Media contact: Jennie Loft (408) 535-8554
RECYCLED WATER RETAILERS
City of Milpitas Water & Sewer
Public Works Department
1265 North Milpitas Boulevard, Milpitas, CA 95035
Phone: (408) 586-2600 www.ci.milpitas.ca.gov
City of Santa Clara Water & Sewer Utility
1500 Warbutron Avenue, Santa Clara, CA 95050
Phone: (408) 615-2000 www.santaclaraca.gov
San Jose Municipal Water System - Recycled Water
Engineering & Operations
3035 Tuers Rd., San José, CA 95121
Phone: (408) 535-3500 www.sanjoseca.gov
San Jose Water Company
110 W. Taylor St., San José, CA 95110
Phone: (408) 279-7900 www.sjwater.com
DELIVERY VOLUME & GREEN VISION
SBWR deliveries have grown:
�
2012: SBWR delivered an average 10.3 mgd to ~690 customers � 2014: SBWR delivers average 14 mgd to ~750 customers
With an average home of 4 people using 400 gallons per day, the rate of 14 mgd offsets enough drinking water to supply ~ 35,000 homes daily
�
Production since inception in 1998: 43.9 billion gallons Equivalent to the water use of ~ 217,000 homes in one year � San José’s Green Vision, a plan for a sustainable San José, includes a goal to recycle or beneficially use 100% of our wastewater and targets 40 mgd of recycled water use by 2022
REGULATIONS & WATER QUALITY MONITORING
� Regional Water Quality Control Board regulates and
monitors the safe use of recycled water under Title 22 of the California Code of Regulations; the Board also reviews building plans to ensure that reycled water and drinking water pipes and systems do not mix
�
Title 22 outlines bacteriological water quality standards for the expected degree of public contact with recycled water; if public contact is anticipated, disinfected tertiary treatment is required, such as provided by SBWR
�
RWF laboratory, a state-of-the-art water quality lab, tests SBWR recycled water regularly to ensure its safety; SBWR frequently surpasses requirements for recycled water
quality
ROLE OF SILICON VALLEY ADVANCED WATER
PURIFICATION CENTER (SVAWPC)
� Santa Clara Valley Water District opened SVAWPC in March 2014 as a demonstration project to advance recycled water as a drought-proof component of our water supply
�
8 mgd capacity
� Receives secondary-treated wastewater from RWF and uses microfiltration, reverse osmosis, and ultra-violet disinfection to fully purify the water
�
At SBWR main pump station, SVAWPC purified water blends with RWF tertiary water, thus reducing its salt content �
SBWR provides water that ranks among the highest quality recycled water in California
For more information, visit www.sjenvironment/sbwr
8.b
Packet Pg. 643
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Revision 0223015
South Bay Water Recycling
Recycled Water Access Point Program
Fact Sheet
Expanding Recycled Water Use with Recycled Water Access Points (RWAP) To conserve our valuable drinking (potable) water supplies, South Bay Water Recycling (SBWR) has made recycled water available for commercial non-potable uses at several truck fill locations in San José and Milpitas. State Approved uses include construction activities such as grading, compaction, concrete wetting, and dust control as well as landscape irrigation, pressure washing, and sewer flushing.
Recycled Water Quality
Recycled water is highly treated to meet rigorous and protective standards set by the State Water Resources Control Board – Division of Drinking Water, and SBWR currently supplies clean and safe tertiary-treated recycled water to over 750 customers in San Jose, Milpitas and Santa Clara.
Participation Requirements
Users must complete a short Training and sign a User Agreement to confirm the correct use of the fill stations and the proper handling of recycled water. In addition, trucks must be inspected and labeled to certify that they are correctly equipped to transfer recycled water.
After truck and driver certification, users will be issued a portable recycled water meter, with a unique nozzle that can only fit the RWAP hydrants. This minimizes the possibility of cross- connections between the potable and recycled water distribution systems.
Construction exemptions for required use of recycled water may be granted on a case by case basis
, depending on the availability of recycled water near the project site. Please contact the City Planning Department for more information on the required use of recycled water for proposed projects.
Getting Started
In order to complete the certification process, and receive meters, site keys, and the most updated site maps, please contact the recycled water retail agencies listed below:
Milpitas – call (408) 586-2600
San Jose –call (408) 277-3671
RWAP Supervisor Trainings are scheduled every Wednesday morning from 9am-11am at the San Jose/Santa Clara Regional Wastewater Facility (700 Los Esteros Road in San José) or by appointment. Contact the City of Milpitas for trainings and inspections in their area.
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Packet Pg. 644
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) South Bay Water Recycling
Recycled Water Access Point
FAQs
1. What is a Recycled Water Access Point?
A Recycled Water Access Point (or RWAP) is a stand-pipe that allows a certified RWAP Supervisor access to recycled water to fill their tanker truck.
2. How can I get locations and information about using recycled water from an RWAP? Please contact your local water retailer or South Bay Water Recycling for availability in your area.
City of Milpitas – (408) 586-2600
City of San José – South Bay Water Recycling (408) 277-3671
3. What are the uses for recycled water?
Recycled water is approved for nonpotable (non drinking) uses such as irrigation, dust control, and street sweeping
4. Can I use recycled water to irrigate my landscape at home? No. Recycled Water is approved only for commercial (non-residential) uses.
5. Can I drink recycled water?
No. At this time, recycled water is not approved for drinking.
6. Do I have to use recycled water?
The use of recycled water is required by many city ordinances if recycled water is available. Visit your local city’s planning department for availability in your area.
7. Where does recycled water come from?
Recycled water is produced from treated wastewater from the San Jose/Santa Clara Regional Wastewater Facility.
8. Why is recycled water regulated more than potable (drinking) water? Recycled water is safe to use by trained personnel to assure it is used appropriately and that the public drinking water supply is separated and protected from contamination.
9. Are there any rules I need to follow when using recycled water? Recycled water has not been treated and disinfected for drinking. The use of recycled water is therefore regulated by the State of California Division of Drinking Water, State Water Resources Control Board to ensure that the public health and potable water supply are separated and protected from contamination. To assure that the use is appropriate, the State has required that users be trained, vehicles and sites are inspected and certified, and appropriate safeguards are in place to protect public health.
10. Do I have to use a special container?
All containers must be properly labeled, per the SBWR RWAP User Agreement. Recycled water is only distributed to certified RWAP Supervisors with registered trucks that have been inspected.
11. Can I store recycled water at my site or commercial business? Yes. Recycled water can be stored on site, with appropriate signage and use management per the User Agreement.
12. Do I have to get certified in multiple cities or will one certification work at all SBWR locations? Recycled Water Access Point Supervisors can be trained and registered at any qualified SBWR water agency.
13. Can I take the recycled water I picked up in one city and take it to another city? Yes. Recycled water purchased from one city may be used in a different city.
14. Can I use a potable meter to access recycled water or do I have to get a special meter? The RWAP meter is different from a potable water meter, so you must use a recycled water RWAP meter when accessing recycled water.
15. Do I need to clean my tank or container before filling it with potable water? Recycled water trucks must be certified and registered to carry water for nonpotable uses only.
16. What if I have multiple tanker trucks?
All trucks must be inspected and registered with SBWR.
17. How much does recycled water cost?
Please contact your water retailer for prices and availability.
18. How do I report my recycled water usage and pay?
It will vary depending on recycled water retailer. Please see your local recycled water retailer for specifics.
8.b
Packet Pg. 645
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Piercy Rd
Yerba Buena Rd at Mongomery Hilll Park
Corie Court
Spring Street and McKendrie
Los Esteros Rd
Hellyer Ave
Spring Street Guadalupe Gardens
Sources: Esri, DeLorme, NAVTEQ, TomTom, USGS, Intermap, iPC, NRCAN, Esri Japan, METI, Esri China (Hong Kong), Esri (Thailand)
SAN JOSE RECYCLED WATER
TRUCK FILL LOCATIONS
Legend
RW TRUCK FILL ACCESS LOCATIONS
WATER RETAILER
SAN JOSE MUNICIPAL WATER
SAN JOSE WATER COMPANY
0 1 2 3 40.5
Miles
Los Esteros Rd Zanker Rd
Grand Bl
Disk Dr
Nortech Py
Baytech Dr
Oakland Rd
Schallenberger Rd
Pear Orchard Dr
880
Spring St
Ruff Dr
McKendrie St
Yerba Buena Rd
Verona Rd
Falls Creek Dr
Tuscany ClRural Access
Placido Ct
NB 101 ToCoyote Rp
Silver
Creek
Valley Rd
Fontanoso
Wy
Piercy Rd
For additional information call
South Bay Water Recycling (408) 277-3671
San Jose Municipal Water (408) 535-3500
San Jose Water Company (408) 279-7900
Corie Ct
Located 1,100 Feet South of Verona Rd
Los Esteros Station
Gates Open Monday Thru Friday
8:00 AM to 6:00 PM
Located 350 Feet South of Silver Creek Valley Rd
Taylor StEmory StAsbury St
Walnut St
Hedding St
University Av
Spring St
Emory St
Hellyer Av
Eden Park Pl
Piercy Rd
Jenny Ct
Hellyer Av
Silicon Valley
Blvd
Located 1,800 Feet West of Silicon Valley Blvd
8.b
Packet Pg. 646
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Office Hrs:
8:00 am - 12:00 Noon
1:00 pm - 5:00 pm
(Noon - 1:00 pm, Ofc Closed for
SJMWS Staff Lunch Hour)
CITY OF SAN JOSE
MUNICIPAL WATER SYSTEM
3025 TUERS ROAD
SAN JOSE, CA 95121
(408) 277-3671
(408) 277- 4218
CITY OF SAN JOSE
LOS LAGOS
PUBLIC GOLF COURSE
LION FOODCTR
RITE AID
FOR TEMPORARY METERS - CALL & SCHEDULE A PICK-UP TIME
WITH AN ENGINEERING STAFF MEMBER BEFORE COMING TO PICK
UP A METER.
DEPOSIT OF $800 (CHECK OR CREDIT CARD) PER METER.
(3",Green)
8.b
Packet Pg. 647
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) 87 Guadalupe Fwy
W Taylor St
Spring St
W Hedding St
Coleman Ave
880 Nimitz Fwy
McKendrie St
Ruff Dr
Spring St
North Fill Location
Spring St
South Fill Location
Curie Ct
E Gish Rd
E Brokaw Rd
Oakland Rd
880 Nimitz Fwy
Old Bayshore Hwy
Curie Ct
Fill Location
San Jose Water Company
Recycled Water Fill Locations
Requirements for filling at any of the 3 locations
≠# San Jose Water Co. issued portable non-potable water meter. Deposit required upon receipt of meter. Call 408-279-7835 for more information. ≠# Key to unlock cap.
≠# Certified non-potable water vehicle. Must be certified and permitted through South Bay Water Recycling.
≠# Non-potable hoses with 3" camlock fittings and a wrench to actuate valve. Must be supplied by consumer.
Recycled Water Meter Information:
San Jose Water Company
1251 S. Bascom Ave San Jose, CA
M - F 7:30 - 3:00
(Blue area, 4" & $1600 deposit)
8.b
Packet Pg. 648
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
8.b
Packet Pg. 649
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Revised 7/21/20 Page 1 of 2
RECYCLED WATER ACCESS POINT
PROGRAM USER AGREEMENT
PRODUCER: San Jose/Santa Clara Regional Wastewater Facility - 700 Los Esteros Road, San Jose CA 95134 REGULATORY AGENCY: South Bay Water Recycling - 3025 Tuers Road San Jose, CA 95121 - 408.277.3671 EFFECTIVE DATES OF PERMIT: ________________________________ THROUGH DECEMBER 31ST 2022 License #: SJ-________
USER INFO
TRAINEE NAME: ___________________________________ CSLB CONTRACTOR LICENSE #: __________________________ COMPANY NAME: ___________________________________ TRUCK/TRAILER LICENSE #: ____________________________ COMPANY ADDRESS: ___________________________________ ATTACH YOUR ACORD INSURANCE FORM TO THIS AGREEMENT COMPANY PHONE #: ___________________________________ PLEASE GIVE THIS AGREEMENT TO YOUR OFFICE MANAGER
A USER AGREEMENT MUST BE COMPLETED FOR EACH VEHICLE OPERATOR AND MUST BE RETAINED DURING ACQUISITION AND APPLICATION OF RECYCLED WATER.
USERS AND USERS’ COMPANIES SHALL ADHERE TO THE ATTACHED SBWR TERMS OF USE. USER AGREEMENT IS SUBJECT TO RWQCB ORDER 95-117.
RECYCLED WATER USE INFORMATION (CHECK ALL THAT APPLY)
METHOD OF WATER DISTRIBUTION: [ ] RECYCLED WATER ACCESS POINT [ ] TEMPORARY SITE METER OTHER: _________________________ APPLICATION METHOD: [ ] TANKER TRUCK SPRAY [ ] HOSE O THER: ____________________________________________ USE OF RECYCLED WATER*: [ ] CONSTRUCTION (COMPACTION/DUST CONTROL) [ ] STREET SWEEPING [ ] S EWER CLEAN OUT OTHER*: ______________________________
* REFER TO THE FULL TEXT OF THE LATEST VERSION OF TITLE-22: CALIFORNIA WATER RECYCLING CRITERIA, ARTICLE 3. USES OF RECYCLED WATER, JUNE 18, 2014.
SIGNS REQUIRED: [ ] TANKER TRUCK [ ] CONTAINER [ ] OVERHEAD TANK [ ] PROJECT SITE OTHER: __________________ LOCATION WHERE RECYCLED WATER WILL BE APPLIED:
ADDRESS: ________________________________________ SITE SUPERINTENDENT: ___________________________________________
CERTIFICATION
I HEREBY CERTIFY THAT THE INFORMATION PROVIDED IN THIS APPLICATION AND ALL ATTACHMENTS ARE TRUE, ACCURATE, AND COMPLETE TO THE BEST OF MY KNOWLEDGE. I ALSO CERTIFY THAT I HAVE READ AND AGREE TO ABIDE BY THE SBWR TERMS OF USE AND ALL APPLICABLE RULES AND REGULATIONS OF THE RWQCB ORDER NO. 95-117 AND HAVE SUCCESSFULLY COMPLETED INSPECTION BY THE LOCAL RETAILER. _____________________________________________________________________________________________________________________________________
TRUCK CONTRACTOR/DRIVER/EMPLOYEE SIGNATURE PRINTED NAME TITLE DATE _______________________________________________________________________________________________________________________________________ ** SUPERINTENDENT OR FOREMAN SIGNATURE PRINTED NAME TITLE DATE
LYLE FROHMAN
______________________________________________________________________________________________________________________________________
SBWR SIGNATURE PRINTED NAME DATE
8.b
Packet Pg. 650
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Revised 7/21/20 Page 2 of 2
RECYCLED WATER ACCESS POINT PROGRAM
TERMS OF USE
PLEASE WASH YOUR HANDS AFTER USING RECYCLED WATER
CHECK THIS
USER AGREEMENT LIMITS THE USE OF RECYCLED WATER TO THE FOLLOWING CONDITIONS:
1. RECYCLED WATER IS FOR NONPOTABLE
USES ONLY - NO DRINKING! Recycled water may not be exposed to food, used within designated eating areas or used within 50 feet of any domestic well, drinking fountain or potable water supply.
2. There shall be no cross-connection between recycled water and any potable water supply. Recycled water may no
t be plumbed into potable irrigation or onsite plumbing systems. Recycled water meters are prohibited from con
necting to potable hydrants. Match purple to purple only
3. Recycled water may not be discharged into storm drains or outside the designated use area that was approved by the water retailer and/or SBWR. Overspray, pooling and runoff of recycled water is not permitted. Cover this in yo
ur Safety meetings.
4. Tan
ker trucks must maintain an air gap of at least twice the diameter of the fill pipe (i.e. water overflows the tank before r
eaching the fill pipe). Tanker trucks must have water-tight connections, piping and hoses to ensure no
leakage will occur during fill-up or use. They must be fully drained before transport and prior to every connection.
5.
Recycled water tanker trucks may not transport potable water for potable uses. 6.
All tanker trucks accessing and hauling recycled water must satisfy local and state safety requirements. Active auto/truck/trailer and general liability insurance (i.e. an ACORD form) is required.
7. Recycled water meters may be inspected by the retailer for appropriate use at any time. The volume of recycled water used must be reported as specified by the recycled water retailer.
SPECIAL
APPROVAL, TRAINING AND SITE INSPECTION REQUIRED
8.
If recycled water is transferred to other storage containers/reservoirs, they must be labeled with signage equivalent to tanker truck signage and must follow the safety guidelines in this User Agreement. 9.
Recycled water may be used for pressure washing and washing equipment and vehicles if the recycled water is not heated and where the general public is excluded from the washing process. 10.
Recycled Water may not be used for directional drilling without prior approval from SBWR.
ADV
ISORY SIGNS
Tan
ker Truck Sign: Tanker trucks hauling recycled water must have an SBWR approved adhesive sign issued by retailer at l
east six inches by twelve inches on the tank, in a location clearly visible to users and workers, with the following wording in one inch, or larger, letters on a purple background.
Tan
ker Truck Inspection Decal: Tanker trucks hauling recycled water must have an SBWR approved adhesive decal is
sued by retailer at least three inches by six inches signifying that the tanker truck has passed inspection and met all SBWR requirements.
App
urtenance Sign: Appurtenances serving recycled water must have an SBWR approved adhesive or bolted sign is
sued by the retailer at least six inches by eight inches, in a location clearly visible to users and workers, with the following wording in one inch, or larger, letters on a purple background.
8.b
Packet Pg. 651
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) App X
Appendix X:
Campbell Waste Tracking Requirements
8.b
Packet Pg. 652
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
City of Campbell’s
Waste Tracking Requirements
CALGreen building standards require projects to meet a minimum of 65 percent landfill diversion. Failure to meet State diversion requirements will result in an administrative penalty process outlined in Chapter 6.10 of Campbell Municipal Code. Waste weights tags are to be uploaded and provided to the City through Campbell.WasteTracking.com. For more CALGreen information, click here.
If you have any questions, please contact Peri Newby at 408-866-2155 or [email protected].
Step 1: Before You Begin
Project waste must be collected and disposed of in containers provided by the City’s franchised hauler, West Valley Collection & Recycling (WVC&R), (408) 283-9250. The only exemption to this is the use of the contractor’s company owned disposal bins, with the construction company’s logo on the bin, for the self-haul option.
When using WVC&R, notify them that you are tracking your project waste through Green Halo, and arrange with WVC&R to receive the appropriate weight ticket information.
Step 2: Prior to Issuance of Permit & Creating a WMP
Visit Campbell.WasteTracking.com to create a waste management plan (WMP). The WMP will require project information including but not limited to:
• Permit Number (application number will do)
• Type of project
• Type of material (e.g., mixed C&D, asphalt, roofing, carpet and padding, concrete, etc.) • Hauler (West Valley Collection & Recycling or Self Haul) • Facility (select from a list of approved facilities)
Please call Green Halo Customer Service at (888) 525-1301 for questions regarding account access, login, start and setup of a WMP, and how to upload a project weight ticket.
Step 3: How to Meet the State’s 65% Diversion Rate
Ensure that the project’s waste is separated and sorted to meet the selected facility’s material descriptions. Waste hauls containing excessive amount of trash may be classified as TRASH or MISCELLANEOUS DEBRIS and result in low diversion rates. Failure to meet State diversion requirements will result in an administrative penalty process outlined in Chapter 6.10 of Campbell Municipal Code.
Step 4: Prior to Final Inspection
Upload all weight tickets and submit the project for final review. Weight tickets must state the material type on the tickets. Once City staff review and approve of the submitted weight tickets, you may request your final inspection.
8.b
Packet Pg. 653
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) App XI
Appendix XI:
California Prevailing Wage Rates
8.b
Packet Pg. 654
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
GENERAL PREVAILING WAGE DETERMINATION MADE BY THE DIRECTOR OF INDUSTRIAL RELATIONS PURSUANT TO CALIFORNIA LABOR CODE PART 7, CHAPTER 1, ARTICLE 2, SECTIONS 1770, 1773 AND 1773.1
FOR COMMERCIAL BUILDING, HIGHWAY, HEAVY CONSTRUCTION AND DREDGING PROJECTS Craft: Boilermaker-Blacksmith #
Determination:
C-14-X-2-2021-1
Issue Date:
February 22, 2021
Expiration date of determination:
September 30, 2021* Effective until superseded by a new determination issued by the Director of Industrial Relations. Contact the Division of Labor Statistics and Research at (415) 703-4774 for the new rates after 10 days from the expiration date, if no subsequent determination is issued.
Localities:
All localities within the State of California
Wages and Employer Payments:
Classification
(Journeyperson)
Basic
Hourly
Rate
Health
and
Welfare
Pensiona Vacation
and
Holiday
Training Other Hours Total
Hourly
Rate
Daily
Overtime
Hourly
Rate
(1 ½ X)
Saturday
Overtime
Hourly
Rate
(1 ½ X)
Sunday/
Holiday
Overtime
Hourly
Rate
(2 X)
Boilermaker-Blacksmith
(Area 1)b $46.03 $8.57 $18.44c $7.90c $3.90 $0.74 8.0 $85.58 $121.765d $121.765d $157.95 Boilermaker-Blacksmith
(Area 2)b $49.62 $8.57 $22.30c $6.00c $4.40 $0.74 8.0 $91.63 $130.59d $130.59d $169.55 Boilermaker-Blacksmith
(Area 3)b $45.60 $8.57 $20.52c $5.50c $4.40 $0.74 8.0 $85.33 $121.14d $121.14d $156.95
8.b
Packet Pg. 655
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Determination: C-14-X-2-2021-1
Determination:
C-14-X-2-2021-1
Issue Date:
February 22, 2021
Expiration date of determination:
September 30, 2021* Effective until superseded by a new determination issued by the Director of Industrial Relations. Contact the Division of Labor Statistics and Research at (415) 703-4774 for the new rates after 10 days from the expiration date, if no subsequent determination is issued.
Localities:
All localities within the State of California
Wages and Employer Payments:
Classification
(Journeyperson)
Basic
Hourly
Rate
Health
and
Welfare
Pensiona Vacation
and
Holiday
Training Other Hours Total
Hourly
Rate
Daily
Overtime
Hourly
Rate
(1 ½ X)
Saturday
Overtime
Hourly
Rate
(1 ½ X)
Sunday/
Holiday
Overtime
Hourly
Rate
(2 X)
Boilermaker-Blacksmith
Helpere (Area 1)b $25.32 f $0.73c $0.00 $3.90 $0.74 8.0 $30.69 $43.715d $43.715d $56.74 Boilermaker-Blacksmith
Helpere (Area 2)b $27.29 f $0.73c $0.00 $4.40 $0.74 8.0 $33.16 $47.17d $47.17d $61.18 Boilermaker-Blacksmith
Helpere (Area 3)b $25.08 f $0.73c $0.00 $4.40 $0.74 8.0 $30.95 $43.855d $43.855d $56.76
Recognized holidays:
Holidays upon which the general prevailing hourly wage rate for Holiday work shall be paid, shall be all holidays in the collective bargaining agreement, applicable to the particular craft, classification, or type of worker employed on the project, which is on file with the Director of Industrial Relations. If the prevailing rate is not based on a collectively bargained rate, the holidays upon which the prevailing rate shall be paid shall be as provided in Section 6700 of the Government Code. You may obtain the holiday provisions for the current determinations on the Director's General Prevailing Wage Determinations Website (http://www.dir.ca.gov/OPRL/DPreWageDetermination.htm). Holiday provisions for current or superseded determinations may be obtained by contacting the Office of the Director – Research Unit at (415) 703-4774.
Travel and/or subsistence payment:
In accordance with Labor Code Sections 1773.1 and 1773.9, contractors shall make travel and/or subsistence payments to each worker to execute the work. You may obtain the travel and/or subsistence provisions for the current determinations on the Director's General Prevailing
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Packet Pg. 656
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Determination: C-14-X-2-2021-1
Wage Determinations Website (http://www.dir.ca.gov/OPRL/DPreWageDetermination.htm). Travel and/or subsistence requirements for current or superseded determinations may be obtained by contacting the Office of the Director – Research Unit at (415) 703-4774. # Indicates an apprenticeable craft. The current apprentice wage rates are available on the Prevailing Wage Apprentice Determinations Website (http://www.dir.ca.gov/OPRL/PWAppWage/PWAppWageStart.asp). a Includes amount for Annuity Trust Fund.
b Area 1: Imperial, Inyo, Kern, Los Angeles, Orange, Riverside, San Bernardino, San Diego, Santa Barbara, San Luis Obispo (only that portion that is within a 25-mile radius of the city of Santa Maria), and Ventura Counties.
Area 2: Alameda, Contra Costa, Marin, Monterey, Sacramento, San Francisco, San Mateo, Santa Clara, Santa Cruz, Solano and Sonoma Counties.
Area 3: All other remaining counties.
c Contribution is factored at the applicable overtime multiplier for each overtime hour worked. d Rate applies to the first 2 daily overtime hours and the first 10 hours worked on Saturday. All other overtime is paid at the Sunday/Holiday rate. e One Helper shall be employed on each job of 5 to 10 employees. f Helpers will be eligible for Health & Welfare benefits after completing 2000 hours.
8.b
Packet Pg. 657
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
GENERAL PREVAILING WAGE DETERMINATION MADE BY THE DIRECTOR OF INDUSTRIAL RELATIONS PURSUANT TO CALIFORNIA LABOR CODE PART 7, CHAPTER 1, ARTICLE 2, SECTIONS 1770, 1773 AND 1773.1
FOR COMMERCIAL BUILDING, HIGHWAY, HEAVY CONSTRUCTION AND DREDGING PROJECTS Craft: Iron Worker #
Determination:
C-20-X-1-2023-1
Issue Date:
February 22, 2023
Expiration date of determination:
December 31, 2023** The rate to be paid for work performed after this date has been determined. If work will extend past this date, the new rate must be paid and should be incorporated in contracts entered into now. Contact the Office of the Director - Research Unit for specific rates at (415) 703-4774.
Localities:
Area 1: San Francisco County.
Area 2: Alameda, Contra Costa, San Mateo and Santa Clara County Area 3: City of Los Angeles and the following cities/localities within Los Angeles County: Baldwin Hills, Beverly Hills, Burbank, Culver City, El Segundo, Gardena, Hawthorne, Hermosa Beach, Inglewood, Lawndale, Lennox, Lomita, Manhattan Beach, Marina Del Rey, Rancho Palos Verdes, Redondo Beach, Rolling Hills Estates, San Fernando, Santa Monica, Torrance, Universal City, West Hollywood, Westwood Veterans Affairs.
Area 4: Amador, Butte, Calaveras, Colusa, El Dorado, Fresno, Glenn, Humboldt, Imperial, Kern, Kings, Lake, Los Angeles (portions not covered in Area 3), Madera, Marin, Mariposa, Mendocino, Merced, Monterey, Napa, Nevada, Orange, Placer, Plumas, Riverside, Sacramento, San Benito, San Bernardino, San Diego, San Joaquin, San Luis Obispo, Santa Barbara, Santa Cruz, Shasta, Sierra, Solano, Sonoma, Stanislaus, Sutter, Tehama, Tulare, Tuolumne, Ventura, Yolo and Yuba Counties Area 5: Alpine, Del Norte, Inyo, Lassen, Modoc, Mono, Siskiyou and Trinity Counties Wages and Employer Payments:
Classification
(Journeyperson)
Basic
Hourly
Rate
Health
and
Welfare
Pension Vacation
and
Holidaya
Training Other Hours Total
Hourly
Rate
Daily
Overtime
Hourly
Rate
(1 ½ X)b
Saturday
Overtime
Hourly
Rate
(1 ½ X)b
Sunday/
Holiday
Overtime
Hourly
Rate
(2 X)
Iron Worker (Ornamental,
Reinforcing, Structural)
(Area 1)
$50.38 $10.20 $12.32 $6.00 $0.72 $5.565 8.0 $85.185 $110.375 $110.375 $135.565
8.b
Packet Pg. 658
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Determination: C-20-X-1-2023-1
Classification
(Journeyperson)
Basic
Hourly
Rate
Health
and
Welfare
Pension Vacation
and
Holidaya
Training Other Hours Total
Hourly
Rate
Daily
Overtime
Hourly
Rate
(1 ½ X)b
Saturday
Overtime
Hourly
Rate
(1 ½ X)b
Sunday/
Holiday
Overtime
Hourly
Rate
(2 X)
Iron Worker (Ornamental,
Reinforcing, Structural)
(Area 2)
$49.88 $10.20 $12.32 $6.00 $0.72 $5.565 8.0 $84.685 $109.625 $109.625 $134.565 Iron Worker (Ornamental,
Reinforcing, Structural)
(Area 3)
$47.73 $10.20 $12.32 $6.00 $0.72 $5.565 8.0 $82.535 $106.400 $106.400 $130.265 Iron Worker (Ornamental,
Reinforcing, Structural)
(Area 4)
$46.20 $10.20 $12.32 $6.00 $0.72 $5.565 8.0 $81.005 $104.105 $104.105 $127.205 Iron Worker (Ornamental,
Reinforcing, Structural)
(Area 5)
$41.00 $10.20 $12.32 $5.40 $0.72 $5.565 8.0 $75.205 $95.705 $95.705 $116.205 Fence Erector (All Areas) $41.28 $8.03 $8.99 $4.62 $0.51 $3.685 8.0 $67.115 $87.755 $87.755 $108.395 Recognized holidays:
Holidays upon which the general prevailing hourly wage rate for Holiday work shall be paid, shall be all holidays in the collective bargaining agreement, applicable to the particular craft, classification, or type of worker employed on the project, which is on file with the Director of Industrial Relations. If the prevailing rate is not based on a collectively bargained rate, the holidays upon which the prevailing rate shall be paid shall be as provided in Section 6700 of the Government Code. You may obtain the holiday provisions for the current determinations on the Director's General Prevailing Wage Determinations Website (http://www.dir.ca.gov/OPRL/DPreWageDetermination.htm). Holiday provisions for current or superseded determinations may be obtained by contacting the Office of the Director – Research Unit at (415) 703-4774.
Travel and/or subsistence payment:
In accordance with Labor Code Sections 1773.1 and 1773.9, contractors shall make travel and/or subsistence payments to each worker to execute the work. You may obtain the travel and/or subsistence provisions for the current determinations on the Director's General Prevailing Wage Determinations Website (http://www.dir.ca.gov/OPRL/DPreWageDetermination.htm). Travel and/or subsistence requirements for current or superseded determinations may be obtained by contacting the Office of the Director – Research Unit at (415) 703-4774.
# Indicates an apprenticeable craft. The current apprentice wage rates are available on the Prevailing Wage Apprentice Determinations Website (http://www.dir.ca.gov/OPRL/PWAppWage/PWAppWageStart.asp). a Includes supplemental dues
b Rate applies to the first 2 daily overtime hours and the first 8 hours on Saturday. All other overtime is at the Sunday/Holiday rate.
8.b
Packet Pg. 659
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
GENERAL PREVAILING WAGE DETERMINATION MADE BY THE DIRECTOR OF INDUSTRIAL RELATIONS PURSUANT TO CALIFORNIA LABOR CODE PART 7, CHAPTER 1, ARTICLE 2, SECTIONS 1770, 1773 AND 1773.1
FOR COMMERCIAL BUILDING, HIGHWAY, HEAVY CONSTRUCTION AND DREDGING PROJECTS Craft: Electrical Utility Lineman #
Determination:
C-61-X-3-2022-1
Issue Date:
August 22, 2022
Expiration date of determination:
May 31, 2023** The rate to be paid for work performed after this date has been determined. If work will extend past this date, the new rate must be paid and should be incorporated in contracts entered into now. Contact the Office of the Director - Research Unit for specific rates at (415) 703-4774
Localities:
All localities within the State of California, except Del Norte, Modoc, and Siskiyou Counties. (For Del Norte, Modoc and Siskiyou - see determination C-61-X-8)
Wages and Employer Payments:
Classification
(Journeyperson)
Basic
Hourly
Rate
Health
and
Welfare
Pension Training Other Hours Total
Hourly
Rate
Daily
Overtime
Hourly
Rate
(2 X)
Saturday
Overtime
Hourly
Rate
(2 X)
Sunday/
Holiday
Overtime
Hourly
Rate
Lineman, Cable Splicer # $64.40 $8.00 $12.33a $0.32b $0.70c 8.0 $87.68 $155.02 $155.02 $155.02 Powderman $55.90 $8.00 $11.59a $0.28b $0.61c 8.0 $78.06 $136.52 $136.52 $136.52 Groundman $38.23 $8.00 $11.55a $0.19b $0.42c 8.0 $59.54 $99.52 $99.52 $99.52
8.b
Packet Pg. 660
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Determinations: C-61-X-3-2022-1 and C-61-X-4-2023-1
Determination:
C-61-X-4-2023-1
Issue Date:
February 22, 2023
Expiration date of determination:
December 31, 2023** The rate to be paid for work performed after this date has been determined. If work will extend past this date, the new rate must be paid and should be incorporated in contracts entered into now. Contact the Office of the Director - Research Unit for specific rates at (415) 703-4774
Localities:
All localities within the State of California, except Del Norte, Imperial, Inyo, Kern, Kings, Los Angeles, Modoc, Mono, Orange, Riverside, San Bernardino, San Diego, San Luis Obispo, Santa Barbara, Siskiyou, Tulare, and Ventura Counties. (For Del Norte, Modoc, and Siskiyou – see determination C-61-X-8. For Imperial, Inyo, Kern, Kings, Los Angeles, Mono, Orange, Riverside, San Bernardino, San Diego, San Luis Obispo, Santa Barbara, Tulare, and Ventura Counties– see determination C-61-X-5) Wages and Employer Payments:
Classification
(Journeyperson)
Basic
Hourly
Rate
Health
and
Welfare
Pension Vacation
and
Holiday
Hours Total
Hourly
Rate
Daily Overtime
Hourly Rate
(1 ½ X)
Saturday
Overtime
Hourly Rate
(1 ½ X)
Sunday/
Holiday Overtime
Hourly Rate
(1 ½ X)
Pole Restoration
Journeyman $34.74 $7.50d $2.00a $1.47 8.0 $46.75 $64.64 $64.64e $64.64 After 1 year $34.74 $7.50d $2.00a $2.14 8.0 $47.42 $65.31 $65.31e $65.311 After 3 years $34.74 $7.50d $2.00a $2.81 8.0 $48.09 $65.98 $65.98e $65.98 After 6 years $34.74 $7.50d $2.00a $3.47 8.0 $48.75 $66.64 $66.64e $66.64 Senior Technicianf $22.42 $7.50d $1.60a $0.95 8.0 $33.14 $44.69 $44.69e $44.69 After 1 year $22.42 $7.50d $1.60a $1.38 8.0 $33.57 $45.12 $45.12e $45.12 After 3 years $22.42 $7.50d $1.60a $1.81 8.0 $34.00 $45.55 $45.55e $45.55
8.b
Packet Pg. 661
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Determinations: C-61-X-3-2022-1 and C-61-X-4-2023-1
Classification
(Journeyperson)
Basic
Hourly
Rate
Health
and
Welfare
Pension Vacation
and
Holiday
Hours Total
Hourly
Rate
Daily Overtime
Hourly Rate
(1 ½ X)
Saturday
Overtime
Hourly Rate
(1 ½ X)
Sunday/
Holiday Overtime
Hourly Rate
(1 ½ X)
After 6 years $22.42 $7.50d $1.60a $2.24 8.0 $34.43 $45.98 $45.98e $45.98 Pole Treatment
Journeyman $31.04 $7.50d $2.00a $1.32 8.0 $42.79 $58.78 $58.78e $58.78 After 1 year $31.04 $7.50d $2.00a $1.92 8.0 $43.39 $59.375 $59.375e $59.375 After 3 years $31.04 $7.50d $2.00a $2.51 8.0 $43.98 $59.97 $59.97e $59.97 After 6 years $31.04 $7.50d $2.00a $3.11 8.0 $44.58 $60.565 $60.565e $60.565 Pole Restoration and
Treatmentf
Technician
$20.16 $7.50d $1.10a $0.85 8.0 $30.21 $40.60 $40.60e $40.60 After 1 year $20.16 $7.50d $1.10a $1.24 8.0 $30.60 $40.99 $40.99e $40.99 After 3 years $20.16 $7.50d $1.10a $1.63 8.0 $30.99 $41.38 $41.38e $41.38 After 6 years $20.16 $7.50d $1.10a $2.01 8.0 $31.37 $41.76 $41.76e $41.76 Recognized holidays:
Holidays upon which the general prevailing hourly wage rate for Holiday work shall be paid, shall be all holidays in the collective bargaining agreement, applicable to the particular craft, classification, or type of worker employed on the project, which is on file with the Director of Industrial Relations. If the prevailing rate is not based on a collectively bargained rate, the holidays upon which the prevailing rate shall be paid shall be as provided in Section 6700 of the Government Code. You may obtain the holiday provisions for the current determinations on the Director's General Prevailing Wage Determinations Website (http://www.dir.ca.gov/OPRL/DPreW ageDetermination.htm). Holiday provisions for
current or superseded determinations may be obtained by contacting the Office of the Director – Research Unit at (415) 703-4774.
Travel and/or subsistence payment:
In
accordance with Labor Code Sections 1773.1 and 1773.9, contractors shall make travel and/or subsistence payments to each worker to execute the work. You may obtain the travel and/or subsistence provisions for the current determinations on the Director's General Prevailing Wage Determinations Website (http://www.dir.ca.gov/OPRL/DPreWageDetermination.htm). Travel and/or subsistence requirements for current or superseded determinations may be obtained by contacting the Office of the Director – Research Unit at (415) 703-4774.
8.b
Packet Pg. 662
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Determinations: C-61-X-3-2022-1 and C-61-X-4-2023-1
# Indicates an apprenticeable craft. The current apprentice wage rates are available on the Prevailing Wage Apprentice Determinations Website (http://www.dir.ca.gov/OPRL/PWAppWage/PWAppWageStart.asp). a In addition, an amount equal to 3% of the Basic Hourly Rate is added to the Total Hourly Rate and overtime hourly rates for the National Employees Benefit Board
b This amount is factored at the applicable overtime rate. c Includes $0.01 to LMCC; the remaining amount is factored at the applicable overtime rate. d Includes an amount for Health Reimbursements Accounts. e Saturdays may be scheduled as a make-up day at the regular straight time rate. f The Ratio of Technicians to Journeymen may not exceed 4 to 1. However, if the Journeyman is assisted by a maximum of two Senior Technicians, three additional Technicians may be added per Senior Technician
8.b
Packet Pg. 663
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
GENERAL PREVAILING WAGE DETERMINATION MADE BY THE DIRECTOR OF INDUSTRIAL RELATIONS PURSUANT TO CALIFORNIA LABOR CODE PART 7, CHAPTER 1, ARTICLE 2, SECTIONS 1770, 1773 AND 1773.1
FOR COMMERCIAL BUILDING, HIGHWAY, HEAVY CONSTRUCTION AND DREDGING PROJECTS Craft: Electrical Utility Lineman
Determination:
C-61-X-5-2023-1
Issue Date:
February 22, 2023
Expiration date of determination:
December 31, 2023* Effective until superseded by a new determination issued by the Director of Industrial Relations. Contact the Office of the Director – Research Unit (415) 703-4774 for the new rates after 10 days from the expiration date, if no subsequent determination is issued.
Localities:
All localities within Imperial, Inyo, Kern, Kings, Los Angeles, Mono, Orange, Riverside, San Bernardino, San Diego, San Luis Obispo, Santa Barbara, Tulare, and Ventura Counties.
Wages and Employer Payments:
Classification
(Journeyperson)
Basic
Hourly
Rate
Health
and
Welfared
Pension Vacation
and
Holiday
Hours Total
Hourly
Rate
Daily
Overtime
Hourly Rate
(1 ½ X)
Saturday
Overtime
Hourly Rate
(1 ½ X)
Sunday/
Holiday
Overtime
Hourly
Rate
(1 ½ X)
Pole Restoration Journeyman $34.74 $7.50 $2.00a $0.00 8.0 $45.28 $63.17 $63.17b $63.17 After 6 months $34.74 $7.50 $2.00a $1.77 8.0 $47.05 $64.94 $64.94b $64.94 After 3 years $34.74 $7.50 $2.00a $2.63 8.0 $47.91 $65.80 $65.80b $65.80 After 6 years $34.74 $7.50 $2.00a $3.10 8.0 $48.38 $66.27 $66.27b $66.27 After 10 years $34.74 $7.50 $2.00a $3.50 8.0 $48.78 $66.67 $66.67b $66.67 Senior Technician c $22.42 $7.50 $1.60a $0.00 8.0 $32.19 $43.74 $43.74b $43.74 After 6 months $22.42 $7.50 $1.60a $1.14 8.0 $33.33 $44.88 $44.88b $44.88 After 3 years $22.42 $7.50 $1.60a $1.70 8.0 $33.89 $45.43 $45.43b $45.43 After 6 years $22.42 $7.50 $1.60a $2.00 8.0 $34.19 $45.73 $45.73b $45.73 After 10 years $22.42 $7.50 $1.60a $2.26 8.0 $34.45 $45.99 $45.99b $45.99 Pole Treatment Journeyman $31.04 $7.50 $2.00a $0.00 8.0 $41.47 $57.46 $57.46b $57.46 After 6 months $31.04 $7.50 $2.00a $1.58 8.0 $43.05 $59.04 $59.04b $59.04 After 3 years $31.04 $7.50 $2.00a $2.35 8.0 $43.82 $59.81 $59.81b $59.81 After 6 years $31.04 $7.50 $2.00a $2.77 8.0 $44.24 $60.22 $60.22b $60.22 After 10 years $31.04 $7.50 $2.00a $3.13 8.0 $44.60 $60.58 $60.58b $60.58
8.b
Packet Pg. 664
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Determination: C-61-X-5-2023-1
Classification
(Journeyperson)
Basic
Hourly
Rate
Health
and
Welfared
Pension Vacation
and
Holiday
Hours Total
Hourly
Rate
Daily
Overtime
Hourly Rate
(1 ½ X)
Saturday
Overtime
Hourly Rate
(1 ½ X)
Sunday/
Holiday
Overtime
Hourly
Rate
(1 ½ X)
Pole Restoration and Treatment c
Technician (First 6 months)
$19.16
$7.50
$1.10a
$0.00
8.0 $28.33
$38.20
$38.20b
$38.20
Pole Restoration and Treatment c
Technician (After 6 months)
$19.16
$7.50
$1.10a
$0.98
8.0 $29.31
$39.17
$39.17b
$39.17
Pole Restoration and Treatment c
Technician (After 3 years)
$19.16
$7.50
$1.10a
$1.45
8.0 $29.78
$39.65
$39.65b
$39.65
Pole Restoration and Treatment c
Technician (After 6 years)
$19.16
$7.50
$1.10a
$1.71
8.0 $30.04
$39.90
$39.90b
$39.90
Pole Restoration and Treatment c
Technician (After 10 years)
$19.16
$7.50
$1.10a
$1.93
8.0 $30.26
$40.13
$40.13b
$40.13
Recognized holidays:
Holidays upon which the general prevailing hourly wage rate for Holiday work shall be paid, shall be all holidays in the collective bargaining agreement, applicable to the particular craft, classification, or type of worker employed on the project, which is on file with the Director of Industrial Relations. If the prevailing rate is not based on a collectively bargained rate, the holidays upon which the prevailing rate shall be paid shall be as provided in Section 6700 of the Government Code. You may obtain the holiday provisions for the current determinations on the Director's General Prevailing Wage Determinations Website (http://www.dir.ca.gov/OPRL/DPreWageDetermination.htm). Holiday provisions for current or superseded determinations may be obtained by contacting the Office of the Director – Research Unit at (415) 703-4774.
Travel and/or subsistence payment:
In accordance with Labor Code Sections 1773.1 and 1773.9, contractors shall make travel and/or subsistence payments to each worker to execute the work. You may obtain the travel and/or subsistence provisions for the current determinations on the Director's General Prevailing Wage Determinations Website (http://www.dir.ca.gov/OPRL/DPreWageDetermination.htm). Travel and/or subsistence requirements for current or superseded determinations may be obtained by contacting the Office of the Director – Research Unit at (415) 703-4774.
a In addition, an amount equal to 3% of the Basic Hourly Rate is added to the Total Hourly Rate and overtime hourly rates for the National Employees Benefit Board.
b Saturdays may be scheduled as a make-up day at the regular straight time rate. c The Ratio of Technicians to Journeymen may not exceed 4 to 1. However, if the Journeyman is assisted by a maximum of two Senior Technicians, three additional Technicians may be added per Senior Technician. d Health and Welfare includes $0.50 for Health Reimbursement Account.
8.b
Packet Pg. 665
Attachment: Construction Contract Documents (Lathrop Construction Award - PD)
GENERAL PREVAILING WAGE DETERMINATION MADE BY THE DIRECTOR OF INDUSTRIAL RELATIONS PURSUANT TO CALIFORNIA LABOR CODE PART 7, CHAPTER 1, ARTICLE 2, SECTIONS 1770, 1773 AND 1773.1
FOR COMMERCIAL BUILDING, HIGHWAY, HEAVY CONSTRUCTION AND DREDGING PROJECTS Craft: Electrical Utility Lineman #
Determination:
C-61-X-8-2023-1
Issue Date:
February 22, 2023
Expiration date of determination:
January 31, 2024* Effective until superseded by a new determination issued by the Director of Industrial Relations. Contact the Office of the Director – Research Unit (415) 703-4774 for the new rates after 10 days from the expiration date, if no subsequent determination is issued.
Localities:
All localities within Del Norte, Modoc and Siskiyou counties.
Wages and Employer Payments:
Classification
(Journeyperson)
Basic
Hourly
Rate
Health
and
Welfare
Pensiona Trainingb Otherc Hours Total
Hourly
Rate
Daily
Overtime
Hourly
Rate
(2X)
Saturday
Overtime
Hourly
Rate
(2X)
Sunday/
Holiday
Overtime
Hourly
Rate
(2X)
Lineman, Heavy Line
Equipment man, Certified
Lineman Welder, Pole Sprayer
$60.54 $8.00 $15.97 $0.91 $0.15 8.0 $85.57 $148.99 $148.99 $148.99 Cable Splicer $67.80 $8.00 $16.18 $1.02 $0.17 8.0 $93.17 $164.19 $164.19 $164.19 Line Equipment Operator $52.06 $8.00 $12.51 $0.78 $0.13 8.0 $73.48 $128.01 $128.01 $128.01 Powderman $45.41 $7.90 $9.51 $0.68 $0.11 8.0 $63.61 $111.17 $111.17 $111.17 Groundman First 1040 Hours $24.22 $7.90 $8.88 $0.36 $0.06 8.0 $41.42 $66.79 $66.79 $66.79 Groundman 1041-2080 Hours $30.27 $7.90 $9.06 $0.45 $0.08 8.0 $47.76 $79.47 $79.47 $79.47 Groundman 2081+ Hours $37.53 $7.90 $9.28 $0.56 $0.09 8.0 $55.36 $94.67 $94.67 $94.67 Pole Sprayer Trainee First six
months $51.88 $7.90 $9.71 $0.78 $0.13 8.0 $70.40 $124.75 $124.75 $124.75 Pole Sprayer Trainee Second
six months $54.36 $7.90 $9.78 $0.82 $0.14 8.0 $73.00 $129.95 $129.95 $129.95 Pole Sprayer Trainee Third six
months $56.18 $7.90 $9.84 $0.84 $0.14 8.0 $74.90 $133.75 $133.75 $133.75
8.b
Packet Pg. 666
Attachment: Construction Contract Documents (Lathrop Construction Award - PD) Determination: C-61-X-8-2023-1