VAPA-RVMU-Specifications_Vol_05.pdf

Amendment

No. Date

Solicitation No.

VA101-15-R-0123

Project No. 640-424

Specifications

Vol. 5 of 5 For: Research and VMU At: VA Medical Center – Palo Alto

3801 Miranda Avenue Palo Alto, California 94304

Construction Documents

30 JULY 2015

Property of Department of Veterans Affairs

VA Medical Center, Palo Alto, California Proj. No. 640-424 Centers for Ambulatory Care, Polytrauma & Blind Rehabilitation Research and VMU

TABLE OF CONTENTS

VOLUME 1: DIVISION 01 - GENERAL REQUIREMENTS

VOLUME 2: DIVISIONS 00, 02 - 14

VOLUME 3: DIVISIONS 21 - 23

VOLUME 4: DIVISIONS 25 - 41

VOLUME 5: APPENDICES A and B

VOLUME 1 OF 5

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 010000 - GENERAL REQUIREMENTS

SECTION 013100 - PROJECT MANAGEMENT AND COORDINATION

SECTION 013216.13 - NETWORK ANALYSIS SCHEDULES - MAJOR PROJECTS

SECTION 013323 - SHOP DRAWINGS, PRODUCT DATA, AND SAMPLES

SECTION 013526 – SAFETY REQUIREMENTS

SECTION 014219 - REFERENCE STANDARDS

SECTION 014339.13 - VISUAL MOCKUPS

SECTION 014529 - TESTING LABORATORY SERVICES

SECTION 015719 - TEMPORARY ENVIRONMENTAL CONTROLS

SECTION 015813 - TEMPORARY SIGNAGE

SECTION 016000 - PRODUCT REQUIREMENTS

SECTION 017000 - EXECUTION REQUIREMENTS

SECTION 017419 - CONSTRUCTION WASTE MANAGEMENT

SECTION 017700 - CLOSEOUT PROCEDURES

SECTION 018111 - SUSTAINABLE DESIGN REQUIREMENTS

LEED REQUIREMENTS SCORECARD

LEED PRODUCT DATA SUBMITTAL FORM

SECTION 019100 - GENERAL COMMISSIONING REQUIREMENTS

VOLUME 2 OF 5

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

SECTION 000107 – SEALS

SECTION 000115 – LIST OF DRAWING SHEETS

DIVISION 02 - EXISTING CONDITIONS

SECTION 024100 - DEMOLITION

DIVISION 03 - CONCRETE

SECTION 033000 - CAST-IN-PLACE CONCRETE

SECTION 033300 – ARCHITECTURAL CONCRETE

SECTION 034100 - PRECAST STRUCTURAL CONCRETE FOR STEAM TRENCHES

SECTION 034500 – PRECAST ARCHITECTURAL CONCRETE

SECTION 035200 - INSULATING CONCRETE ROOF INSULATION

DIVISION 04 - MASONRY

CONSTRUCTION DOCUMENTS

TOC

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NOT APPLICABLE

DIVISION 05 - METALS

SECTION 051200 - STRUCTURAL STEEL FRAMING

SECTION 051250 - ARCHITECTURALLY EXPOSED STRUCTURAL

SECTION 051260 - BUCKLING RESTRAINED BRACES

SECTION 053100 – STEEL DECKING

SECTION 053600 - COMPOSITE METAL DECKING

SECTION 054000 – COLD-FORMED METAL FRAMING

SECTION 055000 - METAL FABRICATIONS

SECTION 055113 – METAL PAN STAIRS

SECTION 057005 – LANDSCAPE METALWORK

SECTION 057100 – DECORATIVE METAL STAIRS

SECTION 057313 – GLAZED DECORATIVE METAL RAILINGS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

SECTION 061000 - ROUGH CARPENTRY

SECTION 061663 – CEMENTITIOUS SHEATHING

SECTION 062000 - FINISH CARPENTRY

SECTION 066400 – PLASTIC PANELING

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

SECTION 070800 – FACILITY EXTERIOR CLOSURE COMMISSIONING

SECTION 071113 – BITUMINOUS DAMPPROOFING (WP-4)

SECTION 071324 – PRE-APPLIED SHEET MEMBRANCE WATERPROOFING (WP-1)

SECTION 071352 - MODIFIED BITUMINOUS SHEET WATERPROOFING (WP-2)

SECTION 071413 – HOT FLUID-APPLIED RUBBERIZED ASPHALT WATERPROOFING(WP-3)

SECTION 072113 - THERMAL INSULATION

SECTION 072200 - ROOF AND DECK INSULATION

SECTION 072613.13 - CONCRETE SLAB APPLIED VAPOR RETARDER

SECTION 072713 – MODIFIED BITUMINOUS SHEET AIR BARRIERS

SECTION 074013 – METAL SIDING PANELS

SECTION 074113.16 – STANDING SEAM METAL ROOF PANELS

SECTION 074213.23 – METAL COMPOSITE MATERIAL WALL PANELS

SECTION 074229 - TERRACOTTA RAINSCREEN PANELS

SECTION 075216.13 - STYRENE-BUTADIENE-STYRENE MODIFIED BITUMINOUS

MEMBRANE ROOFING, COLD-APPLIED

SECTION 075423 – THERMOPLASTIC POLYOLEFIN (TPO) ROOFING

SECTION 076000 - FLASHING AND SHEET METAL

SECTION 077100 - ROOF SPECIALTIES

SECTION 078100 - APPLIED FIREPROOFING

SECTION 078400 – FIRESTOPPING

SECTION 079126 – MODULAR PIPE SEALS

SECTION 079200 - JOINT SEALANTS

DIVISION 08 - OPENINGS

SECTION 081113 - HOLLOW METAL DOORS AND FRAMES

SECTION 081119 – STAINLESS STEEL DOOR FRAMES

SECTION 081400 - INTERIOR WOOD DOORS

SECTION 083113 - ACCESS DOORS AND FRAMES

CONSTRUCTION DOCUMENTS

30 JULY 2015

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SECTION 083300 – COILING DOORS AND GRILLES

SECTION 083473 – SOUND CONTROL DOOR ASSEMBLIES

SECTION 084113 - ALUMINUM-FRAMED ENTRANCES

SECTION 084116 – INTERIOR ALUMINUM-FRAMED-STOREFRONTS

SECTION 084413 - GLAZED ALUMINUM CURTAIN WALLS

SECTION 087100 - DOOR HARDWARE

SECTION 087113 - AUTOMATIC DOOR OPERATORS

SECTION 087113.11 - LOW ENERGY POWER ASSIST DOOR OPERATORS

SECTION 088000 - GLAZING

SECTION 089000 - LOUVERS AND VENTS

DIVISION 09 - FINISHES

SECTION 090600 - SCHEDULE FOR FINISHES

SECTION 092216 - NON-STRUCTURAL METAL FRAMING

SECTION 092400 – PORTLAND CEMENT PLASTERING

SECTION 092900 - GYPSUM BOARD

SECTION 093013 - CERAMIC/PORCELAIN TILING

SECTION 095100 - ACOUSTICAL CEILINGS

SECTION 095126 – ALUMINUM PANEL CEILINGS

SECTION 095426 – LINEAR WOOD CEILINGS

SECTION 096513 - RESILIENT BASE AND ACCESSORIES

SECTION 096516 - RESILIENT SHEET FLOORING

SECTION 096723.50 – RESINOUS EPOXY FLOORING (RES-5)

SECTION 096723.60 - RESINOUS (URETHANE AND EPOXY MORTAR) FLOORING (RES-6)

SECTION 096800 - CARPETING

SECTION 098433 – SOUND-ABSORBING WALL UNITS

SECTION 099100 – PAINTING

SECTION 099654 - POLYVINYLIDENE DIFLOUORIDE (PVDF) COATING SYSTEM

SECTION 099733.01 - RESINOUS COATING SYSTEMS FOR WALLS AND CEILINGS

(RES-C/W)

DIVISION 10 - SPECIALTIES

SECTION 101113 - MARKERBOARDS

SECTION 101400 – SIGNAGE & SCHEDULES

SECTION 102013 – INTERIOR SPECIALTIES

SECTION 102113 - TOILET COMPARTMENTS

SECTION 102123 – CUBICLE CURTAIN TRACKS

SECTION 102213 – WIRE MESH PARTITIONS

SECTION 102600 - WALL AND DOOR PROTECTION

SECTION 102800 - TOILET, BATH, AND LAUNDRY ACCESSORIES

SECTION 104413 - FIRE PROTECTION CABINETS

SECTION 108113 - BIRD CONTROL DEVICES

SECTION 108200 – GREENSCREEN TREILLAGE

DIVISION 11 - EQUIPMENT

SECTION 111313 - LOADING DOCK BUMPERS

SECTION 112443.13 - WINDOW WASHING SYSTEMS SAFETY TIE-BACK ANCHOR

SECTION 113100 – RESIDENTIAL APPLIANCES

SECTION 115000 - MISCELLANEOUS LABORATORY EQUIPMENT

SECTION 115213 – PROJECTION SCREENS

SECTION 115313 - LABORATORY FUME HOODS

CONSTRUCTION DOCUMENTS

30 JULY 2015

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SECTION 115353 - BIOLOGICAL SAFETY CABINETS AND LAMINAR AIRFLOW WORK

STATIONS

SECTION 115361 - CUSTOM FABRICATED LABORATORY EQUIPMENT

SECTION 117102 - LABORATORY WASHING AND STERILIZING EQUIPMENT

SECTION 117112 - ANIMAL DRINKING WATERING SYSTEM

SECTION 118119 – VACUUM BEDDING HANDLING SYSTEM

DIVISION 12 - FURNISHINGS

SECTION 122400 - WINDOW SHADES

SECTION 123100 - MANUFACTURED METAL CASEWORK

SECTION 123103 - FLEXIBLE CASEWORK SYSTEMS

SECTION 123200 – MANUFACTURED WOOD MODULAR CASEWORK

SECTION 123600 - COUNTERTOPS

DIVISION 13 - SPECIAL CONSTRUCTION

SECTION 130541 - SEISMIC RESTRAINT REQUIREMENTS FOR NON-STRUCTURAL

COMPONENTS

SECTION 132129 - CONSTANT TEMPERATURE ROOMS

SECTION 133423.26 – HAZMAT STORAGE UNIT

DIVISION 14 - CONVEYING EQUIPMENT

SECTION 140800 – COMMISSIONING OF CONVEYING EQUIPMENT

SECTION 142400 - HYDRAULIC ELEVATORS

VOLUME 3 0F 5

DIVISION 21 - FIRE SUPPRESSION

SECTION 210511 – COMMON WORK RESULTS FOR FIRE SUPPRESSION

SECTION 210800 – COMMISSIONING OF FIRE SUPPRESSION SYSTEMS

SECTION 211313 – WET-PIPE SPRINKLER SYSTEMS

DIVISION 22 - PLUMBING

SECTION 220511 - COMMON WORK RESULTS FOR PLUMBING

SECTION 220512 - GENERAL MOTOR REQUIREMENTS FOR PLUMBING EQUIPMENT

SECTION 220519 - METERS AND GAGES FOR PLUMBING PIPING

SECTION 220523 - GENERAL-DUTY VALVES FOR PLUMBING PIPING

SECTION 220711 - PLUMBING INSULATION

SECTION 220800 - COMMISSIONING OF PLUMBING SYSTEMS

SECTION 221100 - FACILITY WATER DISTRIBUTION

SECTION 221123 - DOMESTIC WATER PUMPS

SECTION 221300 - FACILITY SANITARY AND VENT PIPING

SECTION 221333 - PACKAGED, SUBMERSIBLE SEWERAGE PUMP UNITS

SECTION 221400 - FACILITY STORM DRAINAGE

SECTION 221436 – PACKAGED, SUBMERSIBLE, DRAINAGE PUMP UNITS

SECTION 221500 - GENERAL SERVICE COMPRESSED-AIR SYSTEMS

SECTION 223500 - DOMESTIC WATER HEAT EXCHANGERS

SECTION 224000 - PLUMBING FIXTURES

SECTION 226200 - VACUUM SYSTEMS FOR LABORATORY AND HEALTHCARE FACILITIES

CONSTRUCTION DOCUMENTS

30 JULY 2015

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SECTION 226300 - GAS SYSTEMS FOR LABORATORY AND HEALTHCARE FACILITIES

SECTION 226600 - CHEMICAL-WASTE SYSTEMS FOR LABORATORY AND HEALTHCARE

FACILITIES

SECTION 226719 – DE-IONIZED WATER EQUIPMENT

DIVISION 23 - HEATING, VENTILATING, AND AIR-CONDITIONING (HVAC)

SECTION 230511 - COMMON WORK RESULTS FOR HVAC

SECTION 230512 - GENERAL MOTOR REQUIREMENTS FOR HVAC AND STEAM GENERATION

EQUIPMENT

SECTION 230541 - NOISE AND VIBRATION CONTROL FOR HVAC PIPING AND EQUIPMENT

SECTION 230593 - TESTING, ADJUSTING, AND BALANCING FOR HVAC

SECTION 230711 – HVAC, PLUMBING, AND BOILER PLANT INSULATION

SECTION 230800 - COMMISSIONING OF HVAC SYSTEMS

SECTION 230923 - DIRECT-DIGITAL CONTROL SYSTEM FOR HVAC

SECTION 231123 - FACILITY NATURAL-GAS PIPING

SECTION 232113 - HYDRONIC PIPING

SECTION 232123 - HYDRONIC PUMPS

SECTION 232213 - STEAM AND CONDENSATE HEATING PIPING

SECTION 232223 - STEAM CONDENSATE PUMPS

SECTION 232300 - REFRIGERANT PIPING

SECTION 232500 - HVAC WATER TREATMENT

SECTION 233100 - HVAC DUCTS AND CASINGS

SECTION 233400 – HVAC FANS

SECTION 233600 - AIR TERMINAL UNITS

SECTION 233625 – AIRFLOW CONTROL SYSTEM

SECTION 233700 - AIR OUTLETS AND INLETS

SECTION 233813 – COMMERCIAL CANOPY VAPOR HOODS

SECTION 234000 - HVAC AIR CLEANING DEVICES

SECTION 237200 - AIR-TO-AIR ENERGY RECOVERY EQUIPMENT

SECTION 237413 - OUTDOOR, CENTRAL-STATION AIR-HANDLING UNITS

SECTION 238100 - DECENTRALIZED UNITARY HVAC EQUIPMENT

SECTION 238123 – COMPUTER-ROOM AIR-CONDITIONERS

SECTION 238200 – CONVECTION HEATING AND COOLING UNITS

SECTION 238216 – AIR COILS

VOLUME 4 0F 5

DIVISION 25 - INTEGRATED AUTOMATION

NOT USED

DIVISION 26 - ELECTRICAL

SECTION 260511 - REQUIREMENTS FOR ELECTRICAL INSTALLATIONS

SECTION 260513 - MEDIUM-VOLTAGE CABLES

SECTION 260519 - LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES

SECTION 260526 - GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS

SECTION 260533 - RACEWAY AND BOXES FOR ELECTRICAL SYSTEMS

SECTION 260541 - UNDERGROUND ELECTRICAL CONSTRUCTION

SECTION 260573 - OVERCURRENT PROTECTIVE DEVICE COORDINATION STUDY

SECTION 260800 - COMMISSIONING OF ELECTRICAL SYSTEMS

SECTION 260923 - LIGHTING CONTROLS – NONVIVARIUM AREAS

SECTION 260924 – LIGHTING CONTROLS - VIVARIUM

CONSTRUCTION DOCUMENTS

30 JULY 2015

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SECTION 261116 - SECONDARY UNIT SUBSTATIONS

SECTION 261313 - MEDIUM-VOLTAGE CIRCUIT BREAKER SWITCHGEAR

SECTION 261333 – GENERATOR PARALLELING SWITCHGEAR

SECTION 262011 - ISOLATED POWER SYSTEMS

SECTION 262200 - LOW-VOLTAGE TRANSFORMERS

SECTION 262300 - LOW-VOLTAGE SWITCHGEAR

SECTION 262413 - DISTRIBUTION SWITCHBOARDS

SECTION 262416 - PANELBOARDS

SECTION 262713 – ELECTRICAL METERING

SECTION 262726 - WIRING DEVICES

SECTION 262911 - MOTOR CONTROLLERS

SECTION 262921 - ENCLOSED SWITCHES AND CIRCUIT BREAKERS

SECTION 263005 – PHOTOVOLTAIC SYSTEMS (FOR REFERENCE ONLY)

SECTION 263623 - AUTOMATIC TRANSFER SWITCHES

SECTION 264100 - FACILITY LIGHTNING PROTECTION

SECTION 264200 – CATHODIC PROTECTION

SECTION 264313 - SURGE PROTECTIVE DEVICE

SECTION 265100 - INTERIOR LIGHTING

SECTION 265571 - MEDICAL AND SURGICAL EXAM LIGHTING FIXTURES

SECTION 265600 - EXTERIOR LIGHTING

DIVISION 27 - COMMUNICATIONS

SECTION 270511 - REQUIREMENTS FOR COMMUNICATIONS INSTALLATIONS

SECTION 270526 - GROUNDING AND BONDING FOR COMMUNICATIONS SYSTEMS

SECTION 270533 - RACEWAYS AND BOXES FOR COMMUNICATIONS SYSTEMS

SECTION 270543 - UNDERGROUND DUCTS AND RACEWAYS FOR COMMUNICATIONS

SECTION 270800 – COMMISSIONING OF COMMUNICATION SYSTEMS

SECTION 270811 - TESTING FOR COMMUNICATIONS

SECTION 271100 - COMMUNICATIONS EQUIPMENT ROOM FITTINGS

SECTION 271313 - TELECOMMUNICATION BACKBONE TWISTED PAIR CABLING

SECTION 271314 - COMMUNICATIONS BACKBONE OSP TWISTED PAIR CABLING

SECTION 271323 - TELECOMMUNICATION BACKBONE ISP FIBER CABLING

SECTION 271324 - COMMUNICATIONS BACKBONE OSP FIBER CABLING

SECTION 271500 - COMMUNICATIONS HORIZONTAL CABLING

SECTION 274116 - INTEGRATED AUDIOVISUAL SYSTEMS

SECTION 274131 - MASTER ANTENNA TV EQUIPMENT AND SYSTEMS

SECTION 275116 - PUBLIC ADDRESS AND MASS NOTIFICATION SYSTEMS

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

SECTION 280511 - BASIC SECURITY REQUIREMENTS

SECTION 280513 - SECURITY SYSTEM CABLING

SECTION 280553 - SECURITY SYSTEM LABELING

SECTION 280800 - COMMISSIONING OF ELECTRONIC SAFETY AND SECURITY SYSTEM

SECTION 281300 - ACCESS AND ALARM MONITORING SYSTEM

SECTION 282600 - ENTRY PHONE SYSTEM

SECTION 283100 – DETECTION AND ALARM

DIVISION 31 - EARTHWORK

SECTION 312000 – EARTHWORK

SECTION 312319 – DEWATERING

SECTION 312323.33 - FLOWABLE FILL

CONSTRUCTION DOCUMENTS

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SECTION 315100 - EXCAVATION SUPPORT AND PROTECTION

DIVISION 32 - EXTERIOR IMPROVEMENTS

SECTION 320523 - CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS

SECTION 321216 - ASPHALT PAVING

SECTION 321723 - PAVEMENT MARKINGS

SECTION 323153 – PERIMETER SECURITY FENCES AND GATES

SECTION 328400 - PLANTING IRRIGATION

SECTION 329000 – PLANTING

DIVISION 33 - UTILITIES

SECTION 330800 – COMMISSIONING FO SITE UTILITY SYSTEMS

SECTION 331000 - WATER UTILITIES

SECTION 333000 - SANITARY SEWER UTILITIES

SECTION 334000 - STORM SEWER UTILITIES

SECTION 334613 – FOUNDATION DRAINAGE

SECTION 335100 – NATURAL GAS DISTRIBUTION

SECTION 336300 – STEAM ENERGY DISTRIBUTION

DIVISION 34 – TRANSPORTATION

SECTION 347513.13 – ACTIVE VEHICLE BARRIERS

DIVISION 41 – MATERIALS PROCESSING AND HANDLING EQUIPMENT

SECTION 412200 – HOISTS AND CRANES

VOLUME 5 OF 5

APPENDIX A – Geotechnical Investigation: Phase 2 Improvements – Packages 1, 2, 3, and 5

APPENDIX B – Storm Water Pollution Prevention Plan

CONSTRUCTION DOCUMENTS

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GEOTECHNICAL INVESTIGATION

PHASE 2 IMPROVEMENTS – PACKAGES 1, 2, 3, AND 5

VETERANS AFFAIRS MEDICAL CENTER

Palo Alto, California

SmithGroup, Inc.

San Francisco, California

29 August 2011 Project No. 750487607 rsanchez Typewritten Text

APPENDIX A

501 14TH STREET, 3RD FLOOR OAKLAND CALIFORNIA 94612 T 510 874 7000 F 510 874 7001 www.treadwellrollo.com

Project 750487607

Mr. Ahmad Jahromi

301 Battery Street, 7th Floor

San Francisco, CA 94111

Subject: Geotechnical Investigation

Phase 2 Improvements – Packages 1, 2, 3, and 5 Veterans Affairs Medical Center

Dear Mr. Jahromi:

We are pleased to present our geotechnical investigation report for Packages 1, 2, 3, and 5 of the planned Phase 2 improvements at the Veterans Affairs Medical Center in Palo Alto, California (VA Palo Alto). Our work was performed in accordance with our proposals dated 17 March 2011 and

28 July 2011.

The VA Palo Alto property is irregularly shaped and is bound by Miranda Avenue to the south, office buildings and a high school to the east, residential properties to the north, and office buildings to the west. Matadero Creek defines portions of the northern and western property boundaries.

The planned Phase 2 redevelopment of the VA Palo Alto property will consist of:

• Package 1 – construction of the CoGen Building, below-grade utilities, a surface parking lot, and perimeter road

• Package 2 – construction of a one-story Radiology Consolidation addition to existing Building 100, with a basement level

• Package 3 – construction of a two-story Research & VMU with a basement level

• Package 4 – construction of a two-story Recreation Therapy building with a basement level

• Package 5 – construction of a five-story, at-grade Parking Structure 2, and

• Package 6 – construction of a five-story Ambulatory Care Center with a walk-out basement level.

This report addresses Packages 1, 2, 3, and 5 only; geotechnical recommendations for Packages 4 and 6 were submitted in separate reports dated 9 August 2010. We previously performed a geotechnical investigation for a formerly-proposed location of Phase 2 Package 3 (Research & VMU), the results of which were presented in a report dated 9 August 2010; however, the planned Research & VMU location has changed since our previous report was issued.

Subsurface information from our field investigation indicates the CoGen, Radiology Consolidation, Research & VMU, and Parking Structure 2 sites are generally underlain by interbedded layers of stiff to hard clay with variable sand and gravel content, medium dense to very dense sand with variable clay, silt, and gravel content, and medium dense to very dense gravel with variable clay and sand content to the maximum depth explored of 50 feet bgs, except in the northeastern part of the Parking Structure 2 site, where a zone of weaker soil was encountered near the ground surface. Results of laboratory tests performed on near-surface samples from borings throughout the VA Palo Alto site indicate the near-

VETERANS AFFAIRS MEDICAL CENTER

San Francisco, California

Project No. 750487607

TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 SCOPE OF SERVICES

3.0 FIELD INVESTIGATION AND LABORATORY TESTING

3.1 Current Investigation

3.2 Laboratory Testing

3.3 Previous Investigation by Treadwell & Rollo

3.4 Previous Investigations by Others

4.0 SUBSURFACE CONDITIONS

5.0 REGIONAL GEOLOGY

6.0 REGIONAL SEISMICITY

7.0 DISCUSSION AND CONCLUSIONS

7.1 Seismic Hazards

7.1.1 Fault Rupture

7.1.2 Soil Liquefaction and Associated Hazards

7.1.3 Lateral Spreading

7.1.4 Cyclic Densification

7.2 Groundwater and Dewatering

7.3 Foundation Support

7.3.1 Radiology Consolidation

7.3.2 Research & VMU

7.3.3 Parking Structure 2

7.3.4 CoGen Building

7.4 Floor Slabs

7.5 Temporary Cut Slope and Shoring

7.6 Corrosion Potential

7.7 Construction Considerations

8.0 RECOMMENDATIONS

8.1 Earthwork

8.1.1 Site Preparation

8.1.2 Subgrade Preparation

8.1.3 Fill Placement

8.1.4 Utility Trenches

8.2 Foundation Support

8.2.1 Spread Footings

8.2.2 Mat Foundations

8.2.3 Drilled Piers

8.3 Concrete Floor Slabs

8.4 Permanent Below-Grade and Retaining Walls

8.5 Temporary Cut Slopes and Shoring

8.5.1 Temporary Cut Slopes

8.5.2 Temporary Shoring

8.6 Pavement Design

8.6.1 Asphalt Concrete Pavement

8.6.2 Portland Cement Concrete Pavement

8.7 Concrete Flatwork

8.8 Drainage

8.9 Irrigation and Landscaping Limitations

8.10 Seismic Design

9.0 ADDITIONAL GEOTECHNICAL SERVICES

10.0 LIMITATIONS

REFERENCES

FIGURES

APPENDIX A – Logs of Borings, Cone Penetration Tests, and Dynamic Cone Penetrometer Tests

APPENDIX B – Laboratory Test Results

APPENDIX C – Logs of Borings and Cone Penetration Tests and Laboratory Test Results, Previous

Treadwell & Rollo Investigation

APPENDIX D – Logs of Borings by Others

DISTRIBUTION

LIST OF FIGURES

Figure 1 Site Location Map

Figure 2 Site Plan

Figure 3 Regional Geologic Map

Figure 4 Map of Major Faults and Earthquake Epicenters in the San Francisco Bay Area

Figure 5 Modified Mercalli Intensity Scale

Figure 6 Limits of Weak Soil Zone at Parking Structure 2

Figure 7 Moment and Deflection Profiles, Drilled Pier

Figure 8 Typical Lateral Earth Pressures and Tieback Criteria for Temporary Shoring System

APPENDIX A

Figures A-1 Logs of Borings B-30 through B-35 through A-6

Figure A-7 Classification Chart

Figures A-8 Cone Penetration Tests Results CPT-13 through CPT-17 through A-12

Figure A-13 Dynamic Penetrometer Tests DPT-2 to DPT-5

APPENDIX B

Figures B-1 Plasticity Charts and B-2

Figures B-3 Particle Size Analyses and B-4

Figures B-5 Unconsolidated-Undrained Triaxial Compression Tests through B-7

APPENDIX B (continued)

Figure B-8 Resistance Value Test Data

Figure B-9 Corrosion Test Results

APPENDIX C

Logs of Borings B-13, B-14, B-17, and B-17A

Classification Chart

Logs of Cone Penetration Tests CPT-7 and CPT-8

Classification Chart for Cone Penetration Tests

Plasticity Charts

Particle Size Analyses

Unconsolidated-Undrained Triaxial Compression Test

Corrosion Test Results

APPENDIX D

Logs of Borings 92-1, 2, and 3 and Boring Log Legend by Woodward Clyde Consultants, 1990 and 1992

Logs of Borings 1, 2, 5, 8, and 78 by Woodward-Clyde Associates, 1956

VETERANS AFFAIRS MEDICAL CENTER

Palo Alto, California

1.0 INTRODUCTION

This report presents the results of the geotechnical investigation performed by Treadwell & Rollo for parts of the planned Phase 2 improvements at the Veterans Affairs (VA) Medical Center located at

3801 Miranda Avenue in Palo Alto, California, including Package 1 – Loop Road and Major Site Utilities, Package 2 – Radiology Consolidation, Package 3 – Research & VMU, and Package 5 – Parking

Structure 2. This investigation was performed in accordance with our proposals dated 17 March 2011 and 28 July 2011. We previously performed geotechnical investigations for Phase 2 Package 4

(Recreation Services) and Phase 2 Package 6 (Ambulatory Care Center Related Projects), the results of which were presented in two reports dated 9 August 2010. In addition, we previously performed a geotechnical investigation for a former proposed location of Phase 2 Package 3 (Research & VMU), the results of which were presented in a report dated 9 August 2010; however, the planned Research & VMU location has changed since that previous report was issued. In 2008, we performed a geotechnical investigation for the Phase 1 development which included part of the Phase 2 site; the results of this investigation were presented in a report dated 19 February 2009.

The VA Palo Alto property is irregularly shaped and is bound by Miranda Avenue to the south, office buildings and a high school to the east, residential properties to the north, and office buildings to the west, as shown on Figure 1. Matadero Creek defines portions of the northern and western property boundaries.

We understand Package 1 – Loop Road and Major Site Utilities includes construction of the

CoGen Building, below-grade utilities, a surface parking lot, and a perimeter road. The CoGen Building will be one story at grade, with maximum plan dimensions of approximately 115 by 120 feet, and will be located in the north part of the VA Palo Alto campus, west of existing Building 40, as shown on Figure 2.

Ground surface elevations at the CoGen site vary from approximately 79 feet to 82 feet1. The planned parking lot will be located in the northeast part of the VA Palo Alto campus, east of existing Building 43 and northwest of the planned Research & VMU. The new perimeter road will be located around the new

1 Elevations are based on the North American Vertical Datum of 1988.

750487607.07 EMA 29 August 2011

parking lot, continuing along the northeastern perimeter of the site. We understand new below-grade utilities will be located between the CoGen Building and the new parking lot as well as along the new perimeter road, extending into the site around the north and west sides of existing Building 6. We investigated the planned CoGen Building location (the former Chiller Plant location) during our 2008 geotechnical investigation for the Phase 1 improvements. Column loads provided by the project structural engineer include dead plus live loads of about 80 kips.

Package 2 – Radiology Consolidation consists of construction of a radiology addition to existing

Building 100, as shown on Figure 2. The planned addition will be located at the northeast side of

Building 100 and will consist of one story above grade with a basement level matching the basement of the Building 100. The planned addition will have plan dimensions of approximately 140 feet by 140 feet.

The site is currently occupied by asphalt-paved parking areas, concrete-paved walkways, landscaped areas, and below-grade utilities. Ground surface elevations at the site vary from approximately 97 feet to

101 feet. We understand that plans are to demolish the existing improvements within the boundaries of the new development and construct the new radiology addition and connector tunnel. In addition, we anticipate new hardscaping and landscaping will be installed at the site. We understand the finished floor elevation at the basement level will be 84.7 feet. Column loads provided by the project structural engineer include dead plus live loads of up to about 264 kips.

Package 3 consists of a new Research & VMU to be located north of Building 5, in the vicinity of the existing helipad, as shown on Figure 2. The planned Research & VMU will have plan dimensions of approximately 285 feet by 160 feet and will consist of two stories above grade with a basement level extending approximately 22 feet below the existing ground surface (bgs). We understand the finished floor elevation at the basement level will be 78.7 feet. The site is currently occupied by the helipad, a portion of the existing Loop Road, asphalt-paved parking areas, concrete-paved walkways, landscaped areas, and below-grade utilities. The site is relatively level, with ground surface elevations ranging from approximately 100 feet to 102 feet, except at the helipad where the ground slopes up to about

Elevation 110 feet. We understand that plans are to demolish the existing improvements within the boundaries of the new development and construct the new Research & VMU. An at-grade loading dock is planned at the southeast side of the building. In addition, we anticipate new hardscaping and landscaping will be installed at the site. Column loads provided by the project structural engineer include dead plus live loads of up to 615 kips.

Package 5 consists of Parking Structure 2, to be located north of Buildings 5 and 6, as shown on Figure 2.

The planned Parking Structure 2 has plan dimensions of approximately 300 feet by 190 feet and will consist of five stories above grade. The site is currently occupied by asphalt-paved parking areas, landscaped areas, a portion of the existing Loop Road, concrete-paved walkways, and below-grade utilities. The site is relatively level, with ground surface elevations ranging from approximately 94 feet to

98 feet. We understand that plans are to demolish the existing improvements within the boundaries of the new development and construct Parking Structure 2. In addition, we anticipate new hardscaping and landscaping will be installed at the site. We understand the finished floor elevation of the parking structure will be 95.25 feet. Column loads provided by the project structural engineer include dead plus live loads of up to 1,083 kips.

2.0 SCOPE OF SERVICES

Our scope of services, outlined in our proposals dated 17 March 2011 and 28 July 2011, consisted of exploring the subsurface conditions at the site and performing laboratory tests and engineering analyses to develop conclusions and recommendations regarding:

• soil and groundwater conditions at the site

• site seismicity and seismic hazards

• the most appropriate foundation type(s) for the planned CoGen Building, Radiology

Consolidation, Research & VMU, and Parking Structure 2

• design criteria for the recommended foundation type(s), including vertical and lateral capacities

• estimates of foundation settlements, including total and differential settlements

• excavation

• temporary shoring

• below-grade and retaining walls

• flexible (asphalt concrete) and rigid (Portland cement concrete) pavement design

• concrete flatwork

• below-grade utilities

• site grading, including criteria for fill quality and compaction

• subgrade preparation and moisture protection for floor slabs

• corrosion potential of near-surface soil

• seismic design parameters in accordance with the 2009 International Building Code and

Department of Veterans Affairs Manual H-18-8, Seismic Design Requirements, dated July 2008

• construction considerations.

3.0 FIELD INVESTIGATION AND LABORATORY TESTING

3.1 Current Investigation

Subsurface conditions were explored at the planned locations of the Radiology Consolidation, Research & VMU, and Parking Structure 2 buildings by drilling five borings2, designated B-30 through

B-32, B-34, and B-35, and performing five cone penetration tests (CPTs) designated CPT-13 through

CPT-17. Subsurface conditions at the Parking Structure 2 site were subsequently further evaluated by performing four dynamic penetrometer tests (DPTs), designated DPT-2 through DPT-5. The approximate locations of the borings, CPTs, and DPTs are presented on Figure 2. Boring B-30 and CPT-13 were advanced for the planned Radiology Consolidation addition. Several attempts were made to advance

CPT-13; the CPT met refusal on an obstruction approximately 2 feet below the existing ground surface

(bgs) at its original location at the northeast corner of the planned addition footprint, and the CPT was relocated approximately 40 feet to the northeast, as shown on Figure 2. The planned Research & VMU site was investigated by drilling borings B-31 and B-32 and performing CPT-14 and CPT-15. A monitoring well was installed upon completion of boring B-32, so that stabilized measurements of the groundwater level could be obtained. The Parking Structure 2 site was investigated by drilling borings B-34 and B-35 and performing CPT-16, CPT-17, and DPT-2 through DPT-5.

The borings were drilled on 29 and 30 June 2011 using a truck-mounted drill rig equipped with hollow-stem augers. The borings were advanced to depths ranging from about 39 to 50 feet bgs. Prior to performing our field investigation we obtained drilling permits from the Santa Clara Valley Water District

(SCVWD), notified Underground Service Alert, and retained a private underground utility locating service to check that locations of exploratory points were clear of existing utilities.

2 A sixth boring, designated B-33, was drilled during the investigation for the planned Genomics building; the results of the boring are included in this report for completeness; geotechnical recommendations for the Genomics building will be presented in a forthcoming report.

During drilling, our field engineer logged the borings and obtained representative samples of the soil encountered for classification and laboratory testing. The boring logs are presented in Appendix A on

Figures A-1 through A-6. The soil encountered in the borings was classified in accordance with the soil classification system presented on Figure A-7.

Soil samples were obtained during drilling using the following sampler types:

• Standard Penetration Test (SPT) split-barrel sampler with a 2.0-inch-outside diameter and a

1.5-inch-inside diameter, without liners

• Sprague and Henwood (S&H) split-barrel sampler with a 3.0-inch-outside diameter and a

2.5-inch-inside diameter lined with brass or stainless steel tubes with an inside diameter of

2.43 inches.

The samplers were driven with a 140-pound, downhole, hydraulic-trip wireline hammer falling 30 inches.

The samplers were driven up to 18 inches and the hammer blows required to drive the samplers every six inches of penetration were recorded 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 driving of samplers was discontinued if the observed (recorded) blow count was 50 for six inches or less of penetration. The blow counts required to drive the S&H sampler were converted to approximate SPT N-values using a factor of 0.6 to account for sampler type and hammer energy and are shown on the boring logs. The blow counts used for this conversion were: 1) the last two blow counts if the sampler was driven more than 12 inches, 2) the last one blow count if the sampler was driven more than six inches but less than 12 inches, and 3) the only blow count if the sampler was driven six inches or less.

The CPTs were performed by hydraulically pushing a 1.4-inch-diameter, cone-tipped probe with a projected area of 10 square centimeters into the ground. The cone-tipped probe measures tip resistance, and the friction sleeve behind the cone tip measures frictional resistance. Electrical strain gauges within the cone continuously measure soil parameters for the entire depth advanced. Soil data, including tip resistance and frictional resistance, were recorded by a computer while the test was conducted.

Accumulated data were processed by computer to provide engineering information such as the types and approximate strength characteristics of the soil encountered.

The CPTs were advanced by John Sarmiento & Associates on 30 June and 7 July 2011 to depths of about

50 feet bgs. The CPT logs present tip resistance and friction ratio by depth, as well as interpreted standard penetration test blow counts, soil shear strength parameters, and soil classifications. The logs of the CPTs performed during our investigation are presented in Appendix A on Figures A-8 through A-12.

The DPT consists of driving a 1.4-inch-diameter, cone-tipped probe into the ground with a 35-pound hammer falling 15 inches. The blows used to drive the probe were converted to Standard Penetration

Test (SPT) N-values for use in evaluating the soil conditions. Our field engineers performed the DPTs on

11 August 2011. The DPTs were advanced to depths between about 8.5 and 11.2 feet bgs. The DPT results, consisting of converted SPT blowcounts with depth, are presented on Figure A-13.

Upon completion of the field investigation, the boreholes and CPTs were backfilled with cement grout in accordance with SCVWD requirements, with the exception of boring B-32, which was converted to a monitoring well. Soil cuttings from the borings were placed into 55-gallon drums which were temporarily stored onsite, tested, and eventually transported off-site for proper disposal.

3.2 Laboratory Testing

We re-examined the soil samples obtained from our borings to confirm the field classifications and select representative samples for geotechnical laboratory testing. Soil samples were tested to measure moisture content, dry density, gradation, fines content, Atterberg limits, strength, resistance value

(R-value), and corrosion potential. The geotechnical laboratory test results are presented on the boring logs and in Appendix B.

3.3 Previous Investigation by Treadwell & Rollo

In 2008, we explored subsurface conditions in the vicinity of the planned CoGen Building by drilling two borings, designated B-17 and B-17A. In addition, we drilled two borings, designated B-13 and B-14, and advanced two CPTs, designated CPT-7 and CPT-8, at the planned Research & VMU, Genomics building, and Parking Structure 2 sites for a previously-planned project. The results of our investigation were presented in a report dated 19 February 2009. The approximate locations of these borings and CPTs are presented on Figure 2. The logs of these nearby borings and CPTs, as well as laboratory tests performed on soil samples from the borings, are presented in Appendix C.

3.4 Previous Investigations by Others

Previous geotechnical investigations were performed in the vicinity of the project sites by Woodward-

Clyde Consultants and Woodward-Clyde Associates, the results of which were presented in reports dated

1 December 1992 and 27 October 1956, respectively. The approximate locations of the closest borings by others are presented on Figure 2. The boring logs from these investigations are presented in

Appendix D.

4.0 SUBSURFACE CONDITIONS

Subsurface information from our field investigation indicates the CoGen, Radiology Consolidation, Research & VMU, and Parking Structure 2 sites are generally underlain by interbedded layers of stiff to hard clay with variable sand and gravel content, medium dense to very dense sand with variable clay, silt, and gravel content, and medium dense to very dense gravel with variable clay and sand content to the maximum depth explored of 50 feet bgs, except in the northeastern part of the Parking Structure 2 site, where a zone of weaker soil was encountered near the ground surface in the vicinity of boring B-14.

Results of Atterberg limits tests performed on the near-surface clay indicate it has a moderate to high expansion potential.3

In boring B-30, an approximately 8-foot-thick layer of medium dense clayey sand with gravel was encountered approximately 9 feet bgs (corresponding to approximate Elevation 89 feet). Approximately

14-1/2 feet of fill generally consisting of stiff to very stiff sandy silt with gravel was encountered from the ground surface in boring B-31; the bottom of the fill is at approximate Elevation 86.5 feet. In boring

B-33, approximately 2-1/2 feet of medium dense sandy gravel with clay was encountered at a depth of about 31-1/2 feet bgs (corresponding to approximate Elevation 68 feet). The medium dense gravel was underlain by about 3-1/2 feet of medium dense sand with silt and gravel; the bottom of this layer was encountered at a depth of about 37-1/2 feet bgs (corresponding to approximate Elevation 62 feet).

In boring B-34, about 4-1/2 feet of medium dense clayey sand with gravel was encountered at a depth of about 7 feet bgs (corresponding to approximate Elevation 89 feet), underlain by about 5 feet of medium dense sand with clay and gravel. A second layer of clayey sand with gravel, approximately 3-1/2 feet thick, was encountered in boring B-34 at a depth of about 36-1/2 feet (corresponding to approximate

Elevation 59.5 feet).

Subsurface conditions in boring B-13, drilled during our 2008 investigation, consist of medium dense clayey sand to a depth of about 17 feet bgs (corresponding to approximate Elevation 83.5 feet).

In boring B-14, approximately 7 feet of medium stiff sandy clay was encountered from the ground surface, underlain by about 1-1/2 feet of soft to medium stiff high plasticity silt with organics; the bottom of the silt was at about Elevation 88 feet. In boring B-17, a 2-foot-thick layer of medium dense sand with silt and gravel was encountered at a depth of about 13-1/2 feet bgs (corresponding to approximate

Elevation 65 feet). In boring B-17A, fill consisting of stiff clay underlain by medium dense sand with silt and gravel was encountered from the ground surface to the bottom of the boring at 11 feet bgs, where an obstruction was encountered.

The soil types encountered in the CPTs were generally characterized as interbedded layers of very stiff to hard silt and clay. In CPT-15, a layer of soil characterized as medium dense silty sand (about 1 foot thick) was encountered at a depth of about 2 feet bgs (corresponding to approximate Elevation 99.5 feet) and a layer of soil characterized as medium dense sand (about 2-1/4 feet thick) was encountered at depths of about 11 feet bgs (corresponding to approximate Elevation 89.5 feet). In CPT-17, a layer of soil characterized as stiff clay (about 2 feet thick) was encountered at a depth of about 3-1/4 feet bgs

(corresponding to approximate Elevation 89.75 feet).

We performed four DPTs within the footprint of the planned Parking Structure 2 location to further explore the lateral extent of the medium stiff sandy clay and soft to medium stiff high plasticity silt with organics encountered in boring B-14. In each of the DPTs, approximately 2 feet of weak soil consisting of soft to medium stiff clay or loose sand was encountered below the ground surface (above approximate

Elevation 93 feet). In DPT-2, the weak soil was also encountered at a depth of about 5-1/2 feet bgs

(about 1 foot thick); the bottom of the deeper weak soil layer was at approximate Elevation 88 feet.

Where groundwater was measured during drilling, it was between depths of 13-1/2 and 29 feet bgs, corresponding to approximate Elevations 65 to 78 feet. Groundwater was not encountered during drilling in borings B-17A, B-30, B-31, and B-35. The groundwater levels observed during drilling do not represent stable groundwater conditions. A temporary monitoring well was installed in boring B-32, and groundwater was measured at approximate Elevation 74 feet about two weeks after completion of the well. The groundwater levels at the sites are expected to vary seasonally.

3 Expansive soil undergoes large volume changes with changes in moisture content (i.e. it shrinks when dried and swells when wetted.)

5.0 REGIONAL GEOLOGY

The VA Palo Alto campus is within the Coast Ranges geomorphic province that is characterized by northwest-southeast trending valleys and ridges. These are controlled by folds and faults that resulted from the collision of the Farallon and North American plates, and subsequent strike-slip faulting along the

San Andreas Fault System.

According to the Geologic Map of the Palo Alto and Part of the Redwood Point 7 1/2’ Quadrangles, San Mateo and Santa Clara Counties, California (Pampeyan, 1993), the VA Palo Alto campus is located in an area underlain predominantly by lower Pleistocene age (approximately 11,000 to 1.64 million year old) to Upper Pliocene age (approximately 1.64 to 3.4 million year old) Santa Clara Formation, as shown on

Figure 3. The Santa Clara Formation is characterized as yellowish-orange to reddish-brown moderately consolidated to well-consolidated fluvial deposits of pebble and cobble gravel with lesser amounts of sand, silt, and clay. The unit may be as thick as 500 feet, but in many places the formation is present only as a thin veneer capping older rocks. The unit appears to be striking northwest-southeast and dipping 20 to 35 degrees to the east beneath most of the VA Palo Alto campus. However, the beds appear to be horizontal on the west side of the campus, near the Pulgas Fault (discussed in Section 6.0).

6.0 REGIONAL SEISMICITY

The major active faults in the area are the San Andreas, Hayward, and San Gregorio faults. These and other faults of the region are shown on Figure 4. For each of the active faults within about 50 kilometers

(km) of the site, the distance from the site and estimated mean characteristic Moment magnitude4 event

[2007 Working Group on California Earthquake Probabilities (WGCEP, 2008) and Cao et al. (2003)] are summarized in Table 1.

4 Moment magnitude is an energy-based scale that provides a physically meaningful measure of the size of a faulting event. Moment magnitude is directly related to average slip and fault rupture area.

TABLE 1

Regional Faults and Seismicity

Fault Segment

Approximate Distance from

Site (km)

Direction from

Site

Maximum Moment

Magnitude

Monte Vista-Shannon 3.9 Southwest 6.5

N. San Andreas - Peninsula 7.6 Southwest 7.2

N. San Andreas (1906 event) 7.6 Southwest 8.1

Total Hayward 23 Northeast 7.0

Total Hayward-Rodgers Creek 23 Northeast 7.3

San Gregorio Connected 26 West 7.5

N. San Andreas - Santa Cruz 28 Southeast 7.1

Total Calaveras 29 East 7.0

Zayante-Vergeles 38 Southeast 7.0

Mount Diablo Thrust 46 Northeast 6.7

Greenville Connected 51 East 7.0

Figure 4 also shows the earthquake epicenters for events with magnitude greater than 5.0 from

January 1, 1800 through January 1996. Since 1800, four major earthquakes have been recorded on the

San Andreas Fault. In 1836, an earthquake with an estimated maximum intensity of VII on the Modified

Mercalli (MM) scale (Figure 5) 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 a 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), a Mw of about 7.0, and was felt 560 kilometers away in Oregon, Nevada, and Los Angeles. The most recent earthquake to affect the Bay Area was the Loma Prieta

Earthquake of 17 October 1989, in the Santa Cruz Mountains with a Mw of 6.9, approximately

47 kilometers from 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 (probably a 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).

The San Andreas Fault has a regional trend of approximately N34W; however, the segment of the

San Andreas Fault located within the central Santa Cruz Mountains southwest of the site strikes approximately N44W, forming a restraining bend. This restraining bend has created a compressional zone along the east side of the Santa Cruz Mountains, resulting in the formation of the Frontal thrust fault system, comprised of reverse and right-reverse faults within the eastern foothills and the alluvial plain adjacent to the foothills (Angell and others, 1997).

According to the Geologic Map of the Palo Alto and Part of the Redwood Point 7½-Minute Quadrangles, San Mateo and Santa Clara Counties, California (Pampeyan, 1993), a concealed (buried) trace of the

Pulgas Fault trends northwest-southeast through the VA Palo Alto campus, as shown on Figure 3.

The Pulgas Fault is within the Frontal thrust fault system as described above. Pampeyan shows this fault trace as a single strand, concealed beneath the lower Pleistocene and upper Pliocene age (approximately

11,000 to 3.6 million years old) Santa Clara formation bedrock, suggesting an inactive fault with the latest fault movement occurring more than 11,000 years ago. Preliminary age estimates and vertical separations of creek terraces within the area suggest uplift rates of 0.15 to 0.2 millimeters per year for the Pulgas Fault during the latest Pleistocene and possibly Holocene time (Angell, et al., 1997). Terrace mapping in the vicinity of the Stanford Golf Course (three miles northwest of the VA Palo Alto campus) show the latest Pleistocene terraces have been gently folded across the Stanford fault zone (east of the

Pulgas Fault) but do not appear displaced across the Pulgas Fault as previously thought (Bullard and

Hanson, 2004). It is therefore assumed that the Pulgas Fault is inactive, but it is possible that the fault could experience sympathetic movement during a large seismic event on the nearby San Andreas or the

Monte Vista – Shannon faults.

In addition, the Hanover Fault is mapped approximately 0.4 kilometers north of the VA Palo Alto campus.

This fault is presumed to be inactive, although it is possible that the fault could experience sympathetic movement during a large seismic event on one of the nearby active faults.

The planned Phase 2 improvements will be approximately about 3.9 kilometers northeast of the

Monte Vista fault zone. This fault zone is a portion of the larger Foothills thrust fault system that bounds the southwest margin of the Santa Clara Valley. The fault zone offsets Quaternary alluvium and

Santa Clara Formation materials, and was noted to have experienced slip during the 1989 Loma Prieta

Earthquake.

The 2007 WGCEP at the U.S. Geologic Survey (USGS) predicted a 30-year probability of a magnitude 6.7 or greater earthquake occurring in the San Francisco Bay Area to be about 63 percent. More specific estimates of the probabilities for different faults in the Bay Area are shown in Table 2.

TABLE 2

WGCEP (2008) Estimates of 30-Year Probability of a Magnitude 6.7 or Greater Earthquake

Fault

Probability

(percent)

Hayward – Rodgers Creek 31

North San Andreas 21

Calaveras 7

San Gregorio Connected 6

Mount Diablo Thrust 1

7.0 DISCUSSION AND CONCLUSIONS

We conclude that from a geotechnical engineering standpoint, the Phase 2 improvements sites can be developed as planned, provided the recommendations presented in this report are incorporated into the project plans and specifications and are implemented during construction. The primary geotechnical concerns for the project are the presence of moderately to highly expansive near-surface soil at the site, the presence of a zone of weaker near-surface soil at the Parking Structure 2 site, and the construction of a below-grade level for the Research & VMU and Radiology Consolidation buildings. Our conclusions regarding seismic hazards, the most appropriate foundation type(s), settlement, and other geotechnical issues are presented in this section.

7.1 Seismic Hazards

During a major earthquake on one of the nearby faults, strong to very strong shaking is expected to occur at the site. Strong shaking during an earthquake can result in ground failure such as that associated with soil liquefaction,5 lateral spreading,6 and cyclic densification.7 We used the results of the borings and CPTs to evaluate the potential for these phenomena to occur at the site. The results of our evaluation are presented below.

7.1.1 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 active or potentially active faults exist on the site. As described in Section 6.0, the Pulgas Fault trends northwest-southeast through the VA Palo Alto campus, but is considered inactive. There is a possibility, however, that the fault could experience sympathetic movement during a large seismic event on the nearby San Andreas or the Monte Vista – Shannon faults. In a seismically active area, the remote possibility exists for future faulting in areas where no active faults previously existed; however, based on the available fault studies, we conclude the risk of surface faulting and consequent secondary ground failure from the inactive Pulgas Fault and previously unknown faults is low.

7.1.2 Soil Liquefaction and Associated Hazards

Liquefaction is a phenomenon in which saturated soil temporarily loses strength from the build-up of excess pore water pressure, especially during earthquake-induced cyclic loading. Flow failure, lateral spreading, differential settlement, loss of bearing strength, ground fissures, and sand boils are evidence of excess pore pressure generation and liquefaction. We evaluated the potential for liquefaction to occur at the site in accordance with Special Publication 117A, Guidelines for Evaluating and Mitigating Seismic

Hazards Zones in California, dated 11 September 2008, as described below.

The level of ground shaking that may occur at the site during future earthquakes is uncertain because the location, recurrence interval, and magnitude of future earthquakes are not known. A peak ground

5 Liquefaction is a transformation of soil from a solid to a liquefied state during which saturated soil temporarily loses strength resulting from the buildup of excess pore water pressure, especially during earthquake-induced cyclic loading. Soil susceptible to liquefaction includes loose to medium dense sand and gravel, low-plasticity silt, and some low-plasticity clay deposits.

6 Lateral spreading is a phenomenon in which surficial soil displaces along a shear zone that has formed within an underlying liquefied layer.