Appendix 3 - VASF_Bldg_5 7_RFP_20090930-Struct-Elec.pdf

Veterans Affairs Medical Center, Building 5 and 7

Structural and Electrical Acssessment and Scoping Contract/Purchase Order No.: W912P7‐09‐P‐0061

Prepared by:

JOSEPH CHOW & ASSOCIATES, INC.

650 Delancey Street, Suite 211 San Francisco, California 94107

T: 415.777.1288 / F: 415.777.2552 / Email: jca@jcaarchitects.com

September 18, 2009

U.S. ARMY CORPS OF ENGINEERS

San Francisco District 1455 Market, 17th Floor, Suite 1741 San Francisco, CA 94103

DEPARTMENT OF VETERANS AFFAIRS

VA San Francisco Medical Center

4150 Clement Street San Francisco, California 94121

SFVA Building 5, Building 7 Improvements Structural And Electrical Assessment And Scoping

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TABLE OF CONTENTS

TABLE OF CONTENTS

SEAL PAGE

1. PROJECT BACKGROUND, DESCRIPTION AND OBJECTIVES

1.1. PROJECT BACKGROUND

1.2. PROJECT DESCRIPTION AND OBJECTIVES

1.2.1. STRUCTURAL

1.2.1.1. STRUCTURAL EVALUATION METHODOLOGY

1.2.1.2. REVIEW OF STRUCTURAL DESIGN DOCUMENTS AND AS‐BUILT CONDITIONS

1.2.2. ELECTRICAL

1.3. EXISTING STRUCTURAL AND ELECTRICAL SYSTEM SUMMARY

1.3.1. STRUCTURAL

1.3.1.1. BUILDING 5

1.3.1.2. BUILDING 7

1.3.2. ELECTRICAL

1.3.2.1. BUILDING 5

1.3.2.2. BUILDING 7

2. NON‐COMPLIANT SYSTEM

2.1. EXISTING BUILDING CONDITION ASSESSMENT

2.1.1. STRUCTURAL

2.1.2. ELECTRICAL

2.2. DESIGN‐BUILD SCOPE OF WORK AND REQUIREMENTS

2.2.1. STRUCTURAL

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2.2.2. ELECTRICAL

3. DETERIORATED, DAMAGED OR LESS THAN OPTIMUM COMPLIANT SYSTEM

3.1. EXISTING BUILDING CONDITION ASSESSMENT

3.1.1. STRUCTURAL

3.1.2. ELECTRICAL

3.2. DESIGN‐BUILD SCOPE OF WORK AND REQUIREMENTS

3.2.1. STRUCTURAL

3.2.2. ELECTRICAL

4. APPENDIX

A. SELECTED EXISTING STRUCTURAL AS‐BUILT DRAWINGS

B. STRUCTURAL FIGURES

C. STRUCTURAL SUPPORTING CALCULATIONS

D. EXISTING ELECTRICAL DEFICIENCIES PHOTOS

E. SELECTED EXISTING ELECTRICAL DRAWINGS

F. COST ESTIMATE

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1. PROJECT BACKGROUND, DESCRIPTION AND OBJECTIVES

1.1. PROJECT BACKGROUND

Joseph Chow & Associates, Inc., in association with our consultants, Degenkolb Engineers and YEI Engineers, have been retained by the U.S. Army Corps of Engineers, San Francisco District, to conduct an assessment of the existing electrical and structural systems of Buildings 5 and 7 located at the Department of Veterans Affairs San Francisco Medical Center, 4150 Clement Street, San Francisco, California. This report also includes developing the scope of work and requirements for the seismic retrofit and the electrical upgrade of these 2 buildings. To ensure the longevity of these buildings for years to come, the results of this assessment will be compiled into a Design‐Build Request for Proposal for a Design Build Team to construct.

Fig. 1 VA San Francisco Medical Center Campus Map and Project Locations (designated in red)

The assessment of the existing building systems was conducted by thoroughly walking through the existing buildings and reviewing the existing archival as‐built drawings. The electrical evaluation includes assessing and inspecting all electrical methods, materials and equipment that are a part of the existing systems: conductors, conduits, breakers, transformers, panels, receptacles and other items discussed in the following sections. The structural evaluation includes assessing and inspecting all structural methods, materials and equipment that are a part of the existing systems: foundations, walls, floors, roofs, and other items discussed in the following sections.

All installations, materials and equipments of the existing electrical and structural systems are compared with current applicable building codes, regulations, and VA standards for compliance.

Non‐compliant items are itemized and described in following sections of this Report. Items that are in compliance but deteriorated, damaged or less than optimum installation are also identified.

The Design‐build scope of work and requirements describing non‐compliant elements or systems to remove, replace, upgrade, and retrofit are further defined in the Section 3. The estimated cost to design and construct the defined scope of work based on the requirements and criteria set herein is attached in the Appendix.

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The reader of this report shall also refer to the SFVA Electrical Upgrade (662‐07‐028ES) written by Winzler & Kelly for additional electrical upgrade information not included in this report.

1.2. PROJECT DESCRIPTION AND OBJECTIVES

This report includes 2 buildings – Building 5 and Building 7. Building 5 is a 2 story building and has a total of 5,600 square feet; Building 7 is a 3 story building and has a total of 36, 000 square feet.

Both buildings were built in 1933 and went through several renovation and addition projects in the past years. This assessment and scoping report is based on evaluating current building condition by building walk‐throughs and review of existing archival drawings.

1.2.1. STRUCTURAL

Evaluate the existing structural system for seismic resistance, including the vertical lateral force resisting elements, horizontal floor/roof diaphragms and associated connections at the subject buildings. Also review the existing condition of anchorages and bracing for equipment and non‐ structural items and identify deficiencies.

Evaluations will be performed in accordance with the VA Seismic Design Requirements, H‐18‐8.

Definitions from VA Document H‐18‐8:

Section 1 of H‐18‐8 gives definitions of seismic performance levels. Section 1.1 references Table 2 for the definition of buildings that are considered Ancillary Facilities while section 1.7 references Table 1 for the definition of buildings that are considered Critical or Essential facilities. In accordance with section 2.3c Ancillary Facilities are to be evaluated for seismic performance in accordance with the Life Safety Performance Level of ASCE 31 while section 2.3b indicates that Critical and Essential Facilities are to be evaluated for seismic performance in accordance with the Immediate Occupancy Performance Level of ASCE 31.

Defiinitions from ASCE 31‐03:

Life Safety Performance Level – Building performance that includes damage to both structural and nonstructural components during a design earthquake, such that: (a) partial or total structural collapse does not occur, and (b) damage to nonstructural components is non‐life threatening.

Immediate Occupancy Performance Level – Building performance that includes damage to both structural and nonstructural components during the design earthquake, such that: (a) the damage is not life‐threatening, so as to permit immediate occupancy of the building after a design earthquake, and (b) the damage is repairable while the building is occupied.

The final recommendations will be used by a selected design‐build contractor to guide the necessary construction to mitigate seismic hazards.

1.2.1.1. STRUCTURAL EVALUATION METHODOLOGY

For the evaluation of Building 5 and 7, we have used ASCE 31‐03, Seismic Evaluation of Existing Buildings, published by the American Society of Civil Engineers. The goal of ASCE 31 is to identify the “weak links” in a building’s lateral‐force‐resisting system that can lead to significant failure and/or collapse. The methodology utilizes a series of checklists that address possible hazards.

Checklists are included in the handbook for all of the major structural systems, nonstructural elements, and geologic and site hazards. The evaluating engineer addresses each statement and determines whether it is compliant or non‐compliant. Compliant statements identify conditions that are acceptable. Non‐compliant statements identify conditions that are in need of further

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ASCE 31 improves on previous evaluation methodologies in many ways including:

Incorporates the latest displacement demand concepts of FEMA 356, Prestandard and Commentary for the Seismic Rehabilitation of Buildings.

Better addresses regions of low and moderate seismicity.

Addresses both the Life Safety and Immediate Occupancy performance objectives.

Incorporates the latest NEHRP seismic hazard maps.

1.2.1.2. REVIEW OF STRUCTURAL DESIGN DOCUMENTS AND AS‐BUILT CONDITIONS

Our evaluation of Building 5 is based on the following documents:

Original construction drawings dated November 12, 1932 consisting of plan, elevation and detail sheets 5‐1 through 5‐4.

Original typical detail drawing sheets 1‐18, 2‐46, 2‐49, 12‐S7, and 50‐56, dated November 12, 1932.

Architectural remodel drawings 5‐101 and 5‐102, dated June 17, 1948 by the Architectural Unit of the Veterans Administration.

In addition to reviewing the drawings, a site visit and walk through was performed on August 24, 2009 in order to confirm the overall building arrangement and general conditions.

Our report on Building 7 is based on the following documents:

Original construction drawings dated November 12, 1932 consisting of plan, elevation and detail sheets 7‐1 through 7‐18.

Original typical detail drawing sheets 1‐18, 2‐46, 2‐49, 12‐S7, and 50‐56, dated November 12, 1932.

First addition drawings dated February 16, 1965 consisting of architectural drawings 7‐1 through 7‐8 and structural drawings 7‐S1 through 7‐S4, all by the Leo A. Daly Company of San Francisco, California.

Floor modification drawing 7‐9R‐2A dated May 12, 1973.

Second addition drawings dated July, 1982 consisting of general sheet 1 and architectural sheets A‐1 through A‐6 by Richard Heglund Architect of Fairfax, CA, and structural sheets S‐1 through S‐4, by Engle & Engle Structural Engineers of San Rafael, CA.

In addition to reviewing the drawings, site visits and walk‐throughs were performed on August 18 and August 24, 2009 in order to confirm the overall building arrangement and general conditions.

1.2.2. ELECTRICAL

Evaluate the existing electrical system for code compliance is based on NFPA 72 National Electrical Code 2005, California Electrical Code 2007 Edition, California Title 24, US Army Corp of Engineers Safety and Health Requirements Manual EM385‐1‐1 and VA Electrical Design Manual.

Assessment is performed by observation pertaining for low voltage (below 600V) power system.

Assess and inspect the electrical system (panels, conduits, transformers, boxes, etc.) at Building 5 and 7 to identify code deficiencies. A major electrical upgrade project (Contract 662‐07‐028ES Design documents dated July 28, 2009 for issuance to USACE for review) will in general, replace

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1.3. EXISTING STRUCTURAL AND ELECTRICAL SYSTEM SUMMARY

1.3.1. STRUCTURAL

1.3.1.1. BUILDING 5

Building 5 at the Department of Veterans Affairs medical center campus in San Francisco, California is a two story structure constructed in 1933, including a 'basement' level which is approximately three feet underground across the full footprint of the structure and a first floor level that is above the typical surrounding grade. Repeated renovations were performed on the interior of the structure to convert the space for different laboratory and trade uses, and a number of mechanical and electrical upgrades were performed, but these changes do not appear to have incorporated any structural alterations. The exterior space between Buildings 5 and 2, however, was enclosed and converted into a refrigerator room by adding a single story roof deck between the perimeter walls of the existing buildings.

Building 5 is a reinforced concrete bearing wall building that is rectangular in plan with overall dimensions of approximately 60 feet by 38 feet, comprising 5,605 gross square feet. Both stories are 12 feet high, and a 5 feet tall parapet extends above the roof level. Walls are typically 14 inches thick at the first floor, 12‐1/2 inches thick at the second floor, and 8 inches thick at the parapet. A corridor on the south side of Building 5 leads into Building 2 at both floor levels. A typical floor plan is included in Figure 5‐A. (Structural figures are enclosed in Appendix B).

The building's gravity system consists of reinforced concrete slab over metal deck, concrete pan joists and beams, exterior walls, and six interior concrete columns along the center of the building. The first floor level has a 2‐1/2 inch thick concrete slab that was poured monolithically with supporting members. The slab spans between 10‐1/2 inch deep concrete pan joists spaced at 25 inches on center, while the roof level has a similar concrete slab spanning between 8‐1/2 inch deep concrete joists. The joists span between the perimeter walls and beams, which span between the interior columns and the perimeter walls. The interior columns extend through the full height of the building, and are supported on piles, caps for all of which are tied together at the foundation level. The roof diaphragm over the added refrigeration room is composed of individual panels, supported on L3.5x3.5 sections, which are bolted directly into the existing walls of Buildings 5 and 2. A plan view of the refrigerator room is shown in Figure 5‐1.

The structure's lateral force resisting system consists of stiff concrete diaphragms that deliver lateral forces to the same reinforced concrete shear walls around the building perimeter that are used in the gravity system. The shear walls transfer the lateral forces downward into the foundation piles, where they can then be transferred into the soil underneath the building. A typical elevation view is included in Figure 5‐B.

Building 5 is located on a generally flat site. The surrounding grade slopes downward from the east side of the building to the west approximately 1' across its full 60' length. The seismic soil coefficient used for the analysis of the building is SD using the current classifications from the ASCE 31 provisions. The amplification factors used to account for the soil conditions of the site are FV equal to 1.5 and FA equal to 1.0. According to the categories defined in ASCE 31, the building is located in an area of very high seismicity.

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There are a number of nearby active faults as listed below in Table 1. Using the VA Seismic Design Requirements H‐18‐8 (July 2008) the short period spectral acceleration SS is 1.761 g and the long period spectral acceleration S1 is 0.901 g.

The foundation type and accompanying notes on the drawings indicate that the piles on which the building is supported may be located through liquefiable soil and therefore piles were necessary in the construction of the building to avoid the negative effects of liquefaction.. The pile caps are well tied together at the foundation level, and are expected to maintain the integrity of the structure in the case of soil movement.

Table 1: Summary of Nearby Faults

VA San Francisco Building 5 – Risk Summary

Closest Sources

Magnitude Distance (km) MMI*

San Andreas 8.0 7 IX

San Gregorio 7.5 28 VIII

Hayward 7.3 28 VII-VIII

*MMI’s represent mean values due to shaking only

1.3.1.2. BUILDING 7

Building 7 at the Department of Veteran Affairs medical center campus in San Francisco, California was built in 1933 with a pipe basement below grade and three floors – ground, first and second – above grade. In both 1967 and 1982 the ground floor of the building was extended at grade, increasing the food service and dining space. The building includes an auditorium that has a tall story equal to double the typical story height, which is connected to a stage with a tall story equal to triple the typical story height, extending a full story level above the roof of the rest of the structure. Both the auditorium and the stage begin on the first floor level. The remaining spaces on the first and second floor levels are occupied by a chapel, administrative offices, and other meeting spaces. A variety of smaller architectural and mechanical alterations (including HVAC replacement and dining area remodeling) were made in 1963, 1972, 1976, 1984, 1985, 1986, 1991, 1992, 1998, and 2002.

The original portion of Building 7 is a reinforced concrete structure consisting of three distinct segments. The central portion of the building containing the auditorium and chapel is rectangular in plan. The end segment to the west (containing the stage area) is also rectangular but smaller in plan, and extends an additional story above the elevation of the main portion of the original structure. The east segment of the building is slightly wider in the north‐south direction and has chamfered corners. Overall dimensions for the original building are approximately 133 feet long by 63 feet wide, and comprises 36,128 gross square feet. The ground floor additions are comprised of reinforced and grouted concrete masonry block bearing walls and steel framing that support the roof deck. The dimensions of the addition are approximately 40 feet wide by 100 feet long in plan. The addition from 1967 that is adjacent to the original building was constructed with an un‐topped steel roof deck, and the second addition from 1982 was constructed with a 3" reinforced concrete slab on top of the steel roof deck. Along its southern edge, the roof diaphragm of the first addition is anchored into the north wall of the original structure. The northern side of the ground floor dining area is composed of curved glass panels, which extend

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The original building's gravity system consists of reinforced concrete slab over concrete pan joists and beams, concrete bearing walls at perimeter and interior locations, and reinforced concrete columns as indicated in the plans. A plan view at the ground floor level is shown in Figure 7‐A, and plan views at the basement and first floor levels are shown in Figures 7‐1 and 7‐2, respectively.

The typical floor and roof structure consists of 2‐1/2 inch thick concrete slab over 8 inch deep concrete pan joists (net depth 10‐1/2 inches) spaced at 25" o.c. The joists span to the perimeter concrete walls, two interior transverse concrete walls, and interior concrete beams supported by columns in select locations. The vertical elements in the gravity system (including the walls and columns) continue down past the ground floor through a pipe basement, and are supported on footings which rest on bedrock. The gravity system in the ground floor building additions consists of steel roof decking (half bare, half topped with 3" of concrete as indicated in Figure 7‐2). The roof slabs are supported by steel framing and also span to the northern wall of the original building and the reinforced CMU walls at the east and west ends of the space, with additional steel framing support across an interior line of gravity framing.

The original structure's lateral force resisting system consists of stiff concrete diaphragms that deliver lateral forces to the same reinforced concrete walls used in the gravity system. The shear walls are located around the full perimeter of the building, with two additional transverse wall lines separating the three portions of the original building plan. Similarly, the lateral force resisting system in the building addition is comprised of roof diaphragms that deliver lateral forces to the reinforced concrete wall on the northern side of the original building and the reinforced concrete masonry walls at the east and west portions of the building additions. A typical elevation view of the building is shown in Figure 7‐B.

Building 7 is located on a generally flat site. The surrounding grade slopes downward by less than 1' from the west end of the building to the eastern end, 133' away. The seismic soil coefficient used for the analysis of the building is SD using the current classifications from the ASCE 31 provisions. The amplification factors used to account for the soil conditions of the site are FV equal to 1.5 and FA equal to 1.0. According to the categories defined in ASCE 31, the building is located in an area of very high seismicity. There are a number of nearby active faults as listed below in Table 1. Using the VA Seismic Design Requirements H‐18‐8 (July 2008) the short period spectral acceleration SS is 1.761 g and the long period spectral acceleration S1 is 0.901 g.

The foundation type and accompanying notes on the drawings indicate that the footings supporting the building rest directly on competent rock. Liquefaction is therefore not expected to affect the structure.

Table 2: Summary of Nearby Faults

VA San Francisco Building 7 – Risk Summary

Closest Sources

Magnitude Distance (km) MMI*

San Andreas 8.0 7 IX

San Gregorio 7.5 28 VIII

Hayward 7.3 28 VII-VIII

*MMI’s represent mean values due to shaking only

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1.3.2. ELECTRICAL

1.3.2.1. BUILDING 5

Building 5 has two 208/120V, 3 phase Panels 5/NLTA and ANESTH supplying power to all floors.

Both panels will be replaced under the referenced contract. The two panels are fed from Building 2 panel MLA. The feeders will also be replaced. Existing conduits will be reused with new wiring.

Assessment of the remaining electrical system not being replaced and deficient is noted in Section 2.

1.3.2.2. BUILDING 7

Building 7 has a main 1600 Amp, 480V, 3 phase distribution switchboard that provides power to the building in addition to adjacent buildings. This equipment is scheduled to be replaced along with most of the building’s 480V panels, 208V panels, 480‐208V transformers and all related wiring. Existing conduits will be reuse with new wiring. Assessment of the remaining electrical system not being replaced and deficient is noted in Sections 2 and 3.

Lighting System: Most lighting fixtures have been retrofitted with energy efficient T8 lamps.

There were some crack lenses which are typical maintenance issues and will not be addressed in the assessment.

2. NON‐COMPLIANT SYSTEM

2.1. EXISTING BUILDING CONDITION ASSESSMENT

2.1.1. STRUCTURAL

2.1.1.1. BUILDING 5

Based on the Tier 1 procedures of ASCE 31, the following deficiencies in the building’s lateral‐ force‐resisting system have been identified:

1) The roof system over the refrigerator room is not detailed to allow for relative movement between the exterior walls of Buildings 5 and 2 during an earthquake. Should these walls deflect out of plane, the roof system could be damaged and potentially fail.

2) Beam schedules in the original building plans omit details on stirrups used in individual beams that pass over points of egress. In the case of a loss of these beams, the remaining walls would maintain sufficient capacity to transfer gravity loads, but significant degradation of these beams could result in falling debris at egress locations, which qualifies as a life‐ safety hazard.

2.1.1.2. BUILDING 7

Based on the results of the Tier 1 and Tier 2 analyses that were performed in accordance with the procedures contained in ASCE 31‐03, the following deficiencies in the building’s lateral‐force‐ resisting system have been identified:

1) The wall piers along the north side of the building at the top floor are not continuous to the foundation. The supporting columns below these wall piers would not have sufficient capacity to transfer the lateral loads from the upper levels down to the foundations, which could result in damage to the gravity system.

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2) The diaphragm configuration of the building additions is unconventional and inconsistently rigid. The flexible untopped roof of the first addition spans between the rigid diaphragms of the original building and the second addition, and could be subjected to excessive forces or displacements during an earthquake.

3) Beam schedules in the original building plans omit details on stirrups used in individual beams that pass over points of egress. In the case of seismic damage to these beams the remaining walls would maintain sufficient capacity to transfer lateral loads, but significant degradation of these beams could result in a falling hazard at these egress locations.

2.1.2. ELECTRICAL

2.1.2.1. BUILDING 5

1) Ground Floor – Electrical Closet EC‐G10A: Fire caulking is missing at conduit penetrations.

2) Ground Floor – Refrigerator and Supply Room: Illuminated Exit signs are missing.

3) Ground Floor – Emergency Panels: Arc flash study and labels for all panels are missing.

4) Ground Floor ‐ Lab Room no. 12: No Ground Fault protection for receptacles next to sink.

5) Second Floor – Room 103: All lights are controlled by one manual switch within the room.

2.1.2.2. BUILDING 7

1) Basement ‐ Equipment Room: Exposed wires at junction box are found without cover.

2) Basement – bottom of stair: Abandoned wires and conduits are found.

3) Basement – Inadequate headroom in front of electrical equipment.

4) Second Floor, Room218 (24’x40’): Arc flash label is missing at panel.

5) Second Floor, Room 212: Defective switches and receptacles are found.

6) First Floor, Room 112: Auditorium: Lighting control does not comply to Title 24.

7) First Floor, Self Serve Area: Panel KPAA on East Wall: Inadequate font clearance at the panel.

8) First Floor, Kitchen area, Disconnect Switches near ceiling: Exceed maximum mounting limit for disconnect switches.

9) First Floor, Loading Dock Area: Exposed wires at electrical devices.

2.2. DESIGN‐BUILD SCOPE OF WORK AND REQUIREMENTS

2.2.1. STRUCTURAL

2.2.1.1. BUILDING 5

1) The roof system over the refrigerator room has adequate components but is not properly detailed to provide for relative movement between the exterior walls of Buildings 5 and 2.

The roof panels and supporting L3.5x3.5 bracket at building 2 can be maintained if

A larger support angle is used at building 5 in‐lieu of the existing angle.

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Slotted holes are installed in the new angles at the connections with the roof the panels, and

The existing roof panels are either trimmed back to allow a 2" gap between the panel ends and the existing walls or the panels are replaced to allow this movement.

An elevation view of the refrigerator room and the proposed changes are shown in Figure 5‐ 2.

2) Without adequate shear reinforcement, coupling beams could significantly degrade. Though this condition would not create overall structural instability (because small deflections are expected and the walls have sufficient capacity to independently transfer the loads), falling debris over means of egress presents a life‐safety hazard. Installing steel jackets around coupling beams over means of egress would protect building occupants from this sort of hazard during an earthquake. A cross section of the proposed steel jackets is shown in Figure 5‐3. If further investigation reveals the presence of adequate stirrups through these beams, this retrofit can be omitted.

2.2.1.2. BUILDING 7

1) The load path from the discontinuous wall at the top story down to the foundation can be strengthened with the addition of steel posts beneath the ends of the walls through the building levels down into the basement. An elevation view of the additions can be seen in Figure 7‐3. The pipe columns will need to be developed into the walls on the top story, which will require chipping back some of the concrete walls, adding reinforcing steel and dowels, and pouring back the concrete walls to match (see details in Figure 7‐4). In the basement, the new posts will be cast into a new stem wall constructed from the footing level up above the dirt level. This stem wall will protect the steel columns from corrosion and will tie together the footings beneath the discontinuous wall. The locations and details for the added footings and stem walls can be seen in Figures 7‐1 and 7‐3.

2) To ensure a more uniform and predictable earthquake response of the building additions, the bare metal deck roof diaphragm will be topped with a new concrete slab, and the two addition roofs tied together and into the original structure. When completing the topping slab over the first addition, dowels shall be installed between the slab over the second addition and the new slab, and between the exterior wall of the original building and the new slab. Additional adhesive anchors should be installed through the existing framing into the exterior wall of the original building to provide the necessary shear transfer capacity for loads in the E/W direction. Details for the added topping slab are shown in Figures 7‐5 and 7‐

6. To help transfer loads in the N/S direction, three collectors should be installed connecting the transverse walls of the original building to the diaphragm of the building additions.

Details for these structural changes are shown in Figures 7‐2, 7‐7, 7‐8, and 7‐9.

3) Without adequate shear reinforcement, coupling beams could significantly degrade. Though this condition would not create an overall structural instability (because small deflections are expected and the walls have sufficient capacity to independently transfer the loads), falling debris over means of egress presents a life‐safety hazard. Installing steel jackets around coupling beams over means of egress would protect building occupants from this sort of hazard during an earthquake. A cross section of the proposed steel jackets is shown in Figure 7‐10. If further investigation reveals the presence of adequate stirrups through these beams, this retrofit could potentially be omitted.

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2.2.2. ELECTRICAL

2.2.2.1. BUILDING 5

1) Ground Floor – Electrical Closet EC‐G10A: Provide firestop sealant on conduits penetration (over 12). Provide laminated 11x17 CAD drawing showing single line diagram of upstream and downstream panels connection to the closet’s panels. Provide front cover panel at Panel

2/E/CHG.

2) Ground Floor – Refrigerator and Supply Room: Provide illuminated Exit signs per NFPA 101 above exit door.

3) Ground Floor – Emergency Panels: Provide arc flash study and label for all panels.

4) Ground Floor ‐ Lab Room no. 12: Provide GFI receptacles and wiring for receptacles located within 6’ from the sink.

5) Floor – Room 103: Rewire lighting control wiring to provide dual lighting switching in compliance of current Title 24 requirement.

2.2.2.2. BUILDING 7

1) Basement ‐ Equipment Room: Replace existing exposed light switch, receptacle, wiring and box on east wall. Clean conduits and pull in new wires. Provide covers for outlet boxes exposed with wiring on North and south walls (3 total).

2) Basement – bottom of stair: Communication, abandoned wiring exposed box. Traced, identified, tagged existing wires to remain and remove abandoned wires from existing box (approx 24”x24”). Provide new covers (or hinged door), extend box depth if required.

3) Basement ‐ Provide laminated 22x34 CAD drawing showing single line diagram of the complete Building’s power distribution panel and all downstream 480V and 208V panels.

Provide warning tape and cushion for all headroom hazards per OSHA.

4) Second Floor, Room218 (24’x40’): Replace existing 30 circuit recessed panel (240/120V).

Provide arc flash study and labels for compliant to NEC.

5) Second Floor, Room 212: Replace switch and defective receptacle.

6) First Floor, Room 112: Auditorium: Provide occupancy sensors, relays, etc. in existing lighting system for compliance with Title 24.

7) First Floor, Self Serve Area: Panel KPAA on East Wall: Replace existing 208/120V, 24 circuit panel and related conduits and wires to meet NEC accessibility requirement. Provide arc flash study and label for compliant to NEC.

8) First Floor, Kitchen area, Disconnect Switches near ceiling: Relocate existing disconnect switches (3 total) and related conduits, wires, miscellaneous materials to proper height to comply with NEC.

9) First Floor, Loading Dock Area: Provide screw‐on covers for two existing 12” square ceiling boxes. Provide missing 4‐gang receptacle cover located at building exterior north wall next to stairwell.

3. DETERIORATED, DAMAGED OR LESS THAN OPTIMUM COMPLIANT SYSTEM

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3.1. EXISTING BUILDING CONDITION ASSESSMENT

3.1.1. STRUCTURAL

3.1.1.1. BUILDING 5

Based on the Tier 1 procedures of ASCE 31, the following deficiencies in the nonstructural components of Building 5 have been identified:

1) Partitions are insufficiently braced to the structure and do not have expansion joints at the locations of structural separations.

2) The ceiling system is insufficiently braced to the structure and is not separated from the enclosing walls and is not secured with retaining clips at corridors or exits, and a 1/2" edge separation is not provided.

3) The light fixtures in the ceilings are not independently supported and/or braced to the structure, and emergency lighting is also not properly braced.

4) The building contents and furnishings such as file cabinets are insufficiently tied together and braced to resist overturning.

5) The building mechanical and electrical equipment is insufficiently braced to the structure.

6) Pipe and duct bracing is insufficient and lacks flexible couplings at joints.

7) Utility shut off valves at the building exterior lack automatic shut‐off valves.

8) Rooftop mechanical equipment is not adequately braced or anchored to the structure.

3.1.1.2. BUILDING 7

Based on the Tier 1 procedures of ASCE 31, the following deficiencies in the nonstructural components of Building 7 have been identified:

1) Unbraced hollow clay tile masonry was observed both in the basement and in upper level walls.

2) Partitions are insufficiently braced to the structure.

3) The ceiling system is insufficiently braced to the structure and is not separated from the enclosing walls and is not secured with retaining clips at corridors or exits.

4) The light fixtures in the ceilings are not independently supported and the emergency lighting is not properly braced.

5) The building contents and furnishings such as file cabinets and narrow cabinets (including one containing hazardous materials) are insufficiently braced to resist overturning.

6) The building mechanical and electrical equipment is insufficiently braced to the structure.

7) Pipe and duct bracing is insufficient and lacks flexible couplings at joints.

8) Utility shut off valves at the building exterior lack automatic shut‐off valves.

9) Rooftop mechanical equipment is not adequately braced or anchored to the structure, and there is evidence of deterioration in the connections that do exist.

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10) The eastern entrance to Building 7 is flanked by a wall of unreinforced glass tiles, bracing for which must be provided.

3.1.2. ELECTRICAL

3.1.2.1. BUILDING 5

1) General – non‐identified circuiting for all receptacles.

3.1.2.2. BUILDING 7

1) Basement – Right of TR‐2: Abandoned conduits and wires.

2) Second Floor, Room218 (24’x40’): Insufficient power receptacles at walls

3) First Floor, Room 120 Office area (18’x20’): Insufficient power receptacles at walls.

3.2. DESIGN‐BUILD SCOPE OF WORK AND REQUIREMENTS

3.2.1. STRUCTURAL

3.2.1.1. BUILDING 5

1) Properly brace partitions to the structure and provide expansion joints at the structural separation at the end of the corridor connecting Buildings 5 and 2.

2) Brace suspended ceilings and partitions against lateral movement and install clips on the ceiling tiles over exit routes to ensure that the routes are not obstructed. Provide separations between the suspended ceiling systems and enclosing walls/partitions where separations are not present.

3) Provide independent support for all emergency lighting and the lights within the ceiling system. Provide lens covers on all fluorescent lights.

4) Brace all mechanical and electrical equipment that is heavier than 100 pounds against overturning and sliding, or provide vibration isolators that are restrained against lateral displacement and overturning. Brace against overturning all cabinets and other furniture that has a height‐to‐depth ratio greater than 3.

5) Brace fluid and all fire protection piping to resist lateral loads.

6) The rooftop mechanical equipment should be braced appropriately and anchored to the structure in order to resist the design level earthquake.

7) Provide automatic shut‐off valves for utilities at the exterior of the building.

3.2.1.2. BUILDING 7

1) Brace all hollow clay tile and glass tile wall sections to restrain out of plane movement.

2) The rooftop mechanical equipment should be braced appropriately and anchored to the structure in order to resist the design level earthquake.

3) Brace suspended ceilings and partitions against lateral movement and install clips on the ceiling tiles over exit routes to ensure that the routes are not obstructed. Provide separations

Joseph Chow & Associates, Inc.

September 18, 2009 17 between the suspended ceiling systems and enclosing walls/partitions where separations are not present.

4) Provide independent support for all emergency lighting and the lights within the ceiling system. Brace pendant‐hung lights and provide lens covers on all fluorescent lights.

5) Brace all mechanical and electrical equipment that is heavier than 100 pounds against overturning and sliding, or provide vibration isolators that are restrained against lateral displacement and overturning. Brace against overturning all cabinets and other furniture that has a height‐to‐depth ratio greater than 3.

6) Brace fluid and all fire protection piping to resist lateral loads.

7) Upgrade exterior glazing to proper safety glass as necessary.

8) Note that pipes and conduits that pass through the basement level of building 7, and serve other buildings that are classified for the Immediate Occupancy performance level, shall be braced and anchored for the more stringent requirements the apply to such buildings.

3.2.2. ELECTRICAL

3.2.2.1. BUILDING 5

1) General – Label all receptacles with panel designation and circuit numbers.

3.2.2.2. BUILDING 7

1) Basement – Right of TR‐2: Abandoned conduits with wires clipped. Remove wires and capped conduits.

2) Second Floor, Room218 (24’x40’): Install surface mounted raceway for electrical and communication wiring connected to computers, video equipment, etc. to eliminate the use of power strips.

3) First Floor, Room 120 Office area (18’x20’): Install surface mounted raceway for electrical and communication wiring connected to computers, LCD screens, etc. to eliminate the use of power strips.

Joseph Chow & Associates, Inc.

September 18, 2009

4. APPENDIX

A. SELECTED EXISTING STRUCTURAL AS‐BUILT DRAWINGS

(The enclosed drawings are as‐built drawings provided by VA San Francisco. The drawings are for reference only and may not reflect the current conditions of the buildings.)

Joseph Chow & Associates, Inc.

B. STRUCTURAL FIGURES

Figure 5‐A Typical Building 5 Floor Plan

Figure 5‐B Building 5 Typical Elevation View

Figure 7‐A Building 7 Ground Floor Plan

Figure 7‐B Building 7 Typical Elevation

9 . I N F O R M A T I O N S H O W N O N T H E D R A W I N G S R E L A T E D T O E X I S T I N G C O N D I T I O N S R E P R E S E N T S T H E P R E S E N T K N O W L E D G E , B U T W I T H O U T G U A R A N T E E O F A C C U R A C Y . R E P O R T C O N D I T I O N S T H A T C O N F L I C T W I T H T H E C O N T R A C T D O C U M E N T S T O T H E O W N E R ’ S R E P R E S E N T A T I V E . D O N O T D E V I A T E F R O M T H E C O N T R A C T D O C U M E N T S W I T H O U T W R I T T E N D I R E C T I O N F R O M T H E O W N E R ’ S R E P R E S E N T A T I V E .

1 0 . R E F E R T O A R C H I T E C T U R A L D R A W I N G S F O R S I Z E A N D L O C A T I O N O F

F L O O R , R O O F A N D W A L L O P E N I N G S N O T S H O W N O N T H E S T R U C T U R A L D R A W I N G S . C O O R D I N A T E T H E S I Z E A N D L O C A T I O N O F O P E N I N G S A S S O C I A T E D W I T H , B U T N O T L I M I T E D T O , E L E C T R I C A L , M E C H A N I C A L A N D P L U M B I N G T R A D E S . S U B M I T F I N A L S I Z I N G A N D L O C A T I O N R E Q U I R E M E N T S O F O P E N I N G S T O T H E O W N E R ’ S R E P R E S E N T A T I V E F O R R E V I E W .

I . G E N E R A L

1 . M A T E R I A L S A N D W O R K M A N S H I P T O C O N F O R M W I T H T H E C U R R E N T E D I T I O N O F T H E V A H - 1 8 - 8 S E I S M I C D E S I G N R E Q U I R E M E N T S , W I T H C I T Y O F S A N F R A N C I S C O A M E N D M E N T S A N D T H E R E Q U I R E M E N T S O F T H E C O N T R A C T D O C U M E N T S .

3 . R E F E R E N C E T O C O D E S , R U L E S , R E G U L A T I O N S , S T A N D A R D S , M A N U F A C T U R E R ’ S I N S T R U C T I O N S O R R E Q U I R E M E N T S O F R E G U L A T O R Y A G E N C I E S I S T O T H E L A T E S T P R I N T E D E D I T I O N O F E A C H I N E F F E C T A T T H E D A T E O F S U B M I S S I O N O F B I D U N L E S S T H E D O C U M E N T D A T E I S S H O W N .

4 . D R A W I N G S I N D I C A T E G E N E R A L A N D T Y P I C A L D E T A I L S O F

C O N S T R U C T I O N . W H E R E C O N D I T I O N S A R E N O T S P E C I F I C A L L Y I N D I C A T E D B U T A R E O F S I M I L A R C H A R A C T E R T O D E T A I L S S H O W N , U S E S I M I L A R D E T A I L S O F C O N S T R U C T I O N , S U B J E C T T O R E V I E W B Y T H E O W N E R ’ S R E P R E S E N T A T I V E .

6 . T H E C O N T R A C T O R I S R E S P O N S I B L E F O R C O O R D I N A T I N G T H E W O R K O F A L L T R A D E S A N D F O R C H E C K I N G D I M E N S I O N S . N O T I F Y T H E O W N E R ’ S R E P R E S E N T A T I V E O F A N Y D I S C R E P A N C I E S A N D R E S O L V E B E F O R E P R O C E E D I N G W I T H T H E W O R K .

7 . D O N O T S C A L E T H E D R A W I N G S .

8 . P R O V I D E M E A S U R E S N E C E S S A R Y T O P R O T E C T T H E S T R U C T U R E

D U R I N G C O N S T R U C T I O N . S U C H M E A S U R E S I N C L U D E , B U T M A Y N O T B E L I M I T E D T O , B R A C I N G A N D S H O R I N G F O R L O A D S D U R I N G C O N S T R U C T I O N . R E T A I N A R E G I S T E R E D C I V I L E N G I N E E R W H O M I S P R O P E R L Y Q U A L I F I E D T O D E S I G N B R A C I N G , S H O R I N G , E T C . V I S I T S T O T H E S I T E B Y T H E O W N E R ’ S R E P R E S E N T A T I V E W I L L N O T I N C L U D E O B S E R V A T I O N O F T H E A B O V E N O T E D I T E M S .

6 . R E M O V E L O O S E S O I L A N D S T A N D I N G W A T E R F R O M F O U N D A T I O N E X C A V A T I O N S P R I O R T O P L A C I N G C O N C R E T E .

7 . E X C A V A T I O N S F O R F O U N D A T I O N S M U S T B E A C C E P T E D B Y T H E

R E S I D E N T E N G I N E E R P R I O R T O P L A C I N G R E I N F O R C I N G A N D C O N C R E T E . N O T I F Y T H E R E S I D E N T E N G I N E E R W H E N E X C A V A T I O N S A R E R E A D Y F O R I N S P E C T I O N .

I I I . F O R M W O R K

1 . P R O V I D E P O U R P O C K E T S I N F O R M S A N D U N D E R E X I S T I N G

S T R U C T U R A L M E M B E R S A S R E Q U I R E D T O P R E V E N T A I R P O C K E T S A N D / O R “ H O N E Y C O M B ” U N D E R O R A R O U N D T H E E X I S T I N G M E M B E R S .

C O N C R E T E C A S T W I T H A I R P O C K E T S A N D / O R “ H O N E Y C O M B ” U N D E R O R A R O U N D T H E M E M B E R S I S N O T A C C E P T A B L E .

2 . R E M O V E F O R M S A N D S H O R E S I N A C C O R D A N C E W I T H T H E

F O L L O W I N G :

LOCATION REMOVE FORMS AND SHORES NO

SOONER THAN

COLUMNS AND WALLS 72 HOURS

FOOTINGS, PILE CAPS, AND

GRADE BEAMS

48 HOURS

1 1 . T H E C O N T R A C T O R I S S O L E L Y R E S P O N S I B L E F O R P R O V I D I N G A S A F E

P L A C E T O W O R K A N D M E E T I N G T H E R E Q U I R E M E N T S O F A L L A P P L I C A B L E J U R I S D I C T I O N S . E X E C U T E W O R K T O E N S U R E T H E S A F E T Y O F P E R S O N S A N D A D J A C E N T P R O P E R T Y A G A I N S T D A M A G E B Y F A L L I N G D E B R I S A N D O T H E R H A Z A R D S I N C O N N E C T I O N W I T H T H I S W O R K .

I I . F O U N D A T I O N A N D S I T E W O R K

1 . P R O V I D E S I T E D E - W A T E R I N G A S N E C E S S A R Y T O A C H I E V E T H E W O R K .

2 . L O C A T E A N D P R O T E C T E X I S T I N G U T I L I T I E S T O R E M A I N D U R I N G

A N D / O R A F T E R C O N S T R U C T I O N .

3 . R E M O V E A B A N D O N E D F O O T I N G S , U T I L I T I E S , E T C . W H I C H I N T E R F E R E

W I T H N E W C O N S T R U C T I O N , U N L E S S O T H E R W I S E I N D I C A T E D .

4 . N O T I F Y T H E O W N E R ’ S R E P R E S E N T A T I V E I F A N Y B U R I E D

S T R U C T U R E S N O T I N D I C A T E D , S U C H A S C E S S P O O L S , C I S T E R N S , F O U N D A T I O N S , E T C . , A R E F O U N D .

5 . T H E C O N T R A C T O R I S S O L E L Y R E S P O N S I B L E F O R E X C A V A T I O N

P R O C E D U R E S I N C L U D I N G L A G G I N G , S H O R I N G , U N D E R P I N N I N G A N D P R O T E C T I O N O F E X I S T I N G C O N S T R U C T I O N .

3 . A T L O C A T I O N S W H E R E C O N C R E T E I S C A S T A G A I N S T E X I S T I N G C O N C R E T E , R O U G H E N C O N T A C T S U R F A C E S T O ¼ I N C H A M P L I T U D E A N D C L E A N O F L A I T A N C E , F O R E I G N M A T T E R , A N D L O O S E P A R T I C L E S .

L O C A T I O N T Y P E R E I N F O R C I N G S T E E L # 7 A N D S M A L L E R A S T M A 6 1 5 , 6 0 K S I R E I N F O R C I N G S T E E L # 8 A N D L A R G E R A N D R E I N F O R C I N G S T E E L T O B E W E L D E D

A S T M A 7 0 6 , 6 0 K S I

2 . A C C U R A T E L Y P O S I T I O N , S U P P O R T , A N D S E C U R E R E I N F O R C E M E N T

F R O M D I S P L A C I N G D U E T O F O R M W O R K , C O N S T R U C T I O N , O R C O N C R E T E P L A C E M E N T O P E R A T I O N S . L O C A T E A N D S U P P O R T R E I N F O R C I N G B Y M E T A L C H A I R S , R U N N E R S , B O L S T E R S , S P A C E R S , A N D H A N G E R S A T A M A X I M U M 3 - F O O T S P A C I N G .

3 . M E C H A N I C A L C O U P L E R S : L E N T O N T H R E A D E D O R I N T E R L O C K

C O U P L E R S B Y E R I C O , I C B O # 3 9 6 7 , C A D W E L D B Y E R I C O , I C B O # 3 9 6 7 , O R X T E N D E R B Y H E A D E D R E I N F O R C E M E N T C O R P O R A T I O N , I C B O # 5 3 0 9 . C O U P L E R S F O R B E A M A N D S L A B B A R S A T F O R M E D C O N S T R U C T I O N J O I N T S M A Y B E L E N T O N F O R M S A V E R S B Y E R I C O , I C B O # 3 9 6 7 .

4 . W E L D R E I N F O R C I N G S T E E L I N A C C O R D A N C E W I T H A W S D 1 . 4 U S I N G

Q U A L I F I E D W E L D E R S .

5 . T E R M I N A T E R E I N F O R C I N G S T E E L I N S T A N D A R D H O O K S , U N L E S S

O T H E R W I S E S H O W N .

6 . P R O V I D E R E I N F O R C I N G S H O W N O R N O T E D C O N T I N U O U S I N

L E N G T H S A S L O N G A S P R A C T I C A B L E .

V . C A S T - I N - P L A C E C O N C R E T E

1 . C O N C R E T E I S R E I N F O R C E D A N D C A S T - I N - P L A C E U N L E S S O T H E R W I S E N O T E D . W H E R E R E I N F O R C I N G I S N O T S P E C I F I C A L L Y S H O W N O R W H E R E D E T A I L S A R E N O T G I V E N , P R O V I D E R E I N F O R C I N G S I M I L A R T O T H A T S H O W N F O R S I M I L A R C O N D I T I O N S , S U B J E C T T O R E V I E W B Y T H E O W N E R ’ S R E P R E S E N T A T I V E .

2 . R O U G H E N C O N C R E T E S U R F A C E S O F C O N S T R U C T I O N J O I N T S T O ¼

I N C H A M P L I T U D E A N D C L E A N O F L A I T A N C E , F O R E I G N M A T T E R , A N D L O O S E P A R T I C L E S . L O C A T E C O N S T R U C T I O N J O I N T S A S S H O W N O N T H E D R A W I N G S . S U B M I T A L T E R N A T E J O I N T L O C A T I O N S O R J O I N T S N O T S H O W N T O T H E O W N E R ’ S R E P R E S E N T A T I V E F O R R E V I E W A N D A P P R O V A L P R I O R T O P R O C E E D I N G W I T H T H E W O R K .

3 . P R O V I D E C U R I N G W H E R E F O R M S A R E R E M O V E D I N L E S S T H A N 7 D A Y S , I N C L U D I N G B U T N O T L I M I T E D T O W A L L S , C O L U M N S , A N D U N D E R S I D E O F E L E V A T E D S L A B S .

I V . R E I N F O R C I N G S T E E L

1 . R E I N F O R C I N G T O C O N F O R M T O T H E F O L L O W I N G , U N L E S S O T H E R W I S E N O T E D :

6 . C O N C R E T E F I L L T H I C K N E S S S H O W N O N T H E F R A M I N G P L A N S A R E M I N I M A L T H I C K N E S S E S . N O A L L O W A N C E S H A V E B E E N S H O W N F O R A D D I T I O N A L C O N C R E T E F I L L R E Q U I R E D T O C O M P E N S A T E F O R F R A M E , D E C K , O R F O R M W O R K D E F L E C T I O N S T O M A I N T A I N S U R F A C E T O L E R A N C E S S P E C I F I E D .

7 . N O N - S H R I N K G R O U T , 7 0 0 0 P S I : E U C L I D C H E M I C A L C O M P A N Y ’ S

“ E U C O - N S ” , L & M C R Y S T E X , M A S T E R B U I L D E R S ’ “ M A S T E R F L O W 7 1 3 ” , O R F I V E S T A R G R O U T . W H E R E H I G H F L U I D I T Y O R I N C R E A S E D P L A C I N G T I M E I S R E Q U I R E D , U S E E U C L I D C H E M I C A L C O M P A N Y ’ S “ E U C O H I - F L O W G R O U T ” O R M A S T E R B U I L D E R S ’ “ M A S T E R F L O W 9 2 8 ” .

4 . C O N C R E T E C L E A R C O V E R T O R E I N F O R C I N G B A R S I S A S F O L L O W S , U N L E S S O T H E R W I S E N O T E D :

L O C A T I O N C L E A R C O V E R C O N C R E T E P L A C E D A G A I N S T E A R T H 3 I N C H E S F O R M E D S U R F A C E S E X P O S E D T O W E A T H E R O R I N C O N T A C T W I T H E A R T H :

# 6 B A R S A N D L A R G E R # 5 B A R S A N D S M A L L E R

2 I N C H E S 1 ½ I N C H E S

S L A B S O N G R A D E ( T O P C L E A R A N C E ) 1 ½ I N C H E S B E A M S , G I R D E R S A N D C O L U M N S N O T E X P O S E D T O W…