MME
Seismic Evaluation - Tier I
Cupertino City Hall
10300 Torre Aye
Cupertino, California
4&, Jw i i*{
Prepared For:
City of Cupertino
Prepared By:
MME Civil + Structural Engineering
MME Job No. 21143.P5
April 19, 2021
22'4 W'atnut Avenue, Sui.te B Sarita Cruz, CA - 83L426.3.186 a www.m-rne.corn ATTACHMENT G1
Cupertino City Hall Seismic Evaluatian - Tier t
MME Project No: 21 t43.P5
j%xN 19, 20!2
Susan Michael AIA, Leed AP
Capital Improvement Programs Manager
Public Works
10300 Torre Ave.
Cupertino, California 95014
Re: Cupertino City Hall Seismic Evaluation Tier I MME Project No: 21143.P5
Dear Ms. Michael,
As requested, we have prepared the Following building Tier I Seismic Evaluation report of the existing Cupertino City Hall located at 10300 Torre Ave., Cupertino, California. Our work includes a seismic evaluation of the existing building based on visual observations of the existing construction and provided documentation. We performed the seismic evaluation under the provisions of the American Society of Civil Engineers (ASCE) 41-17 Standard. We also performed a visual observation of the general condition of the exposed primaiy structural systems. We have relied solely on existing as-built drawings, technical specifications, and reports provided along with our visual observations of the existing building as the single source of detailed information about the structural components of the building. No removal of finishes or other data collection, such as non-destructive or destructive testing, was provided at this time.
Our assessment intends to identify the seismic code conformance of the existing building.
Thank you for the opportunity to assist you with your project. Should you have any questions or comments or require further assistance, please call.
Respectfulfy yours,
Robert Riley, BE
Senior S(ructurar EngFneer
No. 53549
Dale Hendsbee, S.E.
Principal
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Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
April "I 9, 2022
Table of Contents
Executive Summary 4
Structural - Scenario 1 Risk Category IV - Immediate Occupancy Structural - Scenario 2 Risk Category II - Collapse Prevention Nonstructural
Geotechnical
Introduction
Evaluation Overview
5 5
6 6
7 7
Structure Overview
General Site Description
Structural Performance Objective
Site Seismicity
General
Walls
Seismic Force-Resisting System
Foundations
Field Verification and Condition Assessment
Material Properties
Building Type
Historical Performance
Findings and Recommendations
Structural
Non-Structural
Reliability or Seismic Evaluations
APPENDIX A - Photographs
APPENDIX B - Maps
APPENDIX C - Materials
APPENDIX D - AKH Details
APPENDIX E - Tipping Mar Details
APPENDIX F - Tier I Checklists
APPENDIX G - Cupertino City Hall Essential Facility Analysis 2012 Section 3.O Structural Analysis (by AKH)
Appendix A-1 I Structural Evaluation (Tipping Mar) 48 52
107
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Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
April 19, 2022
Executive Summary
The structural deficiencies noted in this report indicate that the building is likely to sustain major damage and not be functionally operable if a significant seismic event were to occur. If damaged, timely delivery of services to the community that are provided using this building would be impacted. Additionally, occupants of the building (public and staff) are at a higher risk of injury compared against a similar occupancy in a building that did not have these deficiencies.
Based on a review of the existing design and subsequent evaluation reports, the current building is very vulnerable to seismic damage. The original design from 1965 was before vast improvements in the science of earthquake engineering was incorporated into the building codes. The extensive remodel in 1986 failed to bring the building into conformance with the improved seismic codes at that time. The building relies on concrete shear walls for lateral load resistance and a combination of concrete walls and isolated concrete columns to support the gravity loads. These elements do not have sufficient ductility to resist seismic lateral displacements without sustaining significant damage. Damage to these critical structural gravity load-resisting elen-ients could result in collapse of the roof structure. The life safety and economic risk could be substantial.
Two scenarios of seismic strengthening have been discussed for the Cupertino City Hall, located at 10300 Torre Ave, Cupertino, CA. The two scenarios correspond to the building's possible risk category classification according to the California Building Code (CBC) table 1604.5. Scenario one is based on its current occupancy as the Emergency Operation Center (EOC) and is designated an essential facility and therefore classified as risk category IV. Scenario two is a reduced risk category of the building where the EOC would be removed and relocated to a different location. This risk category II is similar to the category that is typically used for offices.
We used the ASCE 41-17 Standard for Seismic Evaluation and Retrofit of Existing Buildings, Tier I Evaluation in conjunction with the review of previous reports, original 1965 plans, and retrofit 1986 plans to develop the following structural findings and recommendations for improvement.
For our Tier 1 Evaluation, we have included the heavy clay tile roofing in our calculations for the weight of the building. One area that would help reduce seismic loads and therefore strengthening would be to remove and replace the clay tile with a lighter roofing type.
We found that the building does not comply with either the risk category IV or II evaluation criteria unless a seismic strengthening is undertaken. Our findings are similar to the findings in the previous reports. Based on these findings, we recommend that a Tier 2 Deficiency Based Evaluation be performed to investigate a 224 Walnut Avenue, Suite B Santa Cruz, CA 831.426.3186 www.m-me.com
Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
April 19, 2022
number of these deficiencies to see if any can be waived and to provide a basis for the detailed design of the remediation work. After completion of the Tier 2 evaluation, any remaining deficiencies identified should be retrofitted. We have separated the structural deficiencies into two groups. Group One are items that in our opinion would not benefit from a Tier 2 evaluation. Group Two are items that may benefit from Tier 2 evaluation.
Structural - Scenario 1 Risk Category IV - Immediate Occupancy This list is a combination of both our Tier 1 Evaluation and the deficiencies that other reports have identified. The structural deficiencies that have been identified are:
Group One - Unlikely that a Tier 2 evaluation would remove the need to upgrade Roof Diaphragm Shear Capacity
Roof Diaphragm Collector Splice Capacity
Anchor Bolt Connections at top of Shear Walls
Out of Plane Connection of Veranda Beam
Upper Floor Concrete Shear Wall Shear Capacity
Upper Floor Concrete Shear Wall Flexural Capacity Concrete Shear Wall Boundary Members
Group Two - A Tier 2 evaluation may remove the need to upgrade Continuous Cross Ties at Upper Floor Shear Wall
Upper Floor Concrete Shear Wall Adjacent to Diaphragm Openings Concrete Ground Floor Wall Reinforcing at Openings
Concrete Column Reinforcement for Confinement
Concrete Column Splices and Girder Stirrups
Wall Foundation Dowels Capacity
Structural - Scenario 2 Risk Category II - Collapse Prevention This list is only the items that we identified in our Tier '1 Evaluation. It does not include items from previous reports. The reduced amount of deficiencies listed below for risk category II are primarily a reflection of the lower safety standards associated with risk category II and therefore fewer items are required to be checked in the Tier 1 Evaluation. Many of the Scenario 1 items would still be deficient in Scenario 2 if they were required to be checked. The structural deficiencies that have been identified are:
Upper Floor Concrete Shear Wall Shear Capacity
Out of Plane Connection of Veranda Beam
Concrete Column Splices and Girder Stirrups
Upper Floor Concrete Shear Wall Adjacent to Diaphragm Openings Concrete Column Reinforcement for Confinement
Continuous Cross Ties at Upper Floor Shear Wall
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Cupertino City Hall Seismic Evaluation - Tier I
MME Project No: 21143.P5
April 19, 2022
Nonstructural
Nonstructural elements were not included in the scope of our Tier 1 analysis.
However, several nonstructural items were noted in the previous reports and are summarized in this report for your consideration (See Appendix G).
A. Equipment anchorage capacities are unknown and would require verification and or installation of anchorage and bracing. Equipment that should be considered includes the following:
o Emergency Generator, including isolators
o Emergency Generator flexible connections for conduit, fuel, and coolant piping
o Rooftop HVAC Equipment
o Elevator Equipment
o Electrical Transformers, Panels, Switchgear, Cabinets, etc. o Suspended Light Fixtures
o Ductwork and Piping Supports and Bracing
o Eiectricai Conduits, Trapezes, Banks, and Trays
o Fire Sprinkler Piping
o Accessibility
B. Anchorage and bracing for the existing suspended ceilings and interior partitions
C. Exterior cladding and glazing system
D. Deteriorated veranda fascia on the south elevation Seismic strengthening noted in our report is not typically required by the CBC unless certain changes are proposed for the building. These changes include occupancy changes, renovations, additions, and loading changes. Our understanding is that none of these changes is being considered at this time. Barring a City of Cupertino requirement that is more rigorous than the CBC, the proposed strengthening that has been recommended is considered voluntary. Scenario 2 could be a change in occupancy and may trigger these nonstructural improvements.
Geotechnical
No geotechnical report has been provided for our review. Foundation improvements may be required and if this is the case, we recommend obtaining a report by a licensed geotechnical engineer.
For our Tier 1 evaluation, we used the City of Cupertino GIS Property Information web- based application to identify Geologic Hazards. For the City Hall location, there are no mapped Liquefaction, Fault Rupture, or Slope Instability ISSUES at this site (Appendix B).
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Cupertino City Hall Seismic Evaluation - Tier I
MME Project No: 21143.P5
April 19, 2022
Introduction
The purpose of this evaluation is to review and evaluate the structural systems of the subject building using criteria provided by ASCE 41-17. Because this building has been structurally evaluated several times in the last 10 years, we were able to use the ASCE 41 evaluation to corroborate previous findings. In areas where the previous evaluations were more in-depth than our evaluation, we have reviewed their findings and included them as part oT the recommendations. The ASCE 41 evaluation criteria have been tailored for specific building types and desired levels of building performance. This standard provides a means to identify general deficiencies based on the anticipated behavior of specific building types.
The evaluation begins with a Screening Phase (Tier 1)to assess primary components and connections in the seismic force-resisting system using standard checklists and simplified structural calculations. If the element is compliant, it is anticipated to perform adequately under seismic loading without additional review or strengthening.
Items indicated as non-compliant in a Tier I checklist are considered potential CJeficiencies [ha requ!re further analysis.
A limited, deficiency-based Evaluation Phase (Tier 2) can then be used to review in more detail the items determined to be potential deficiencies by Tier 1 checklists and simplified calculations. Non-compliant items are evaluated for calculated linear seismic demand as determined by ASCE 41-17. If the elements are compliant per Tier 2 analysis, the Tier 1 deficiency is waived. However, if the element remains non- compliant after the more detailed Tier 2 analysis, repair or remediation of the deficiency is recommended.
Evaluation Overview
This seismic evaluation report for the existing building located at 10300 Torre Ave, Cupertino, CA, is based on the following:
* The American Society of Civil Engineers/ Structural Engineering Institute (ASCE/SEI 41-17) Standard for Seismic Evaluation and Retrofit of Existing Buildings - Tier 1, Immediate Occupancy and Collapse Prevention level structural evaluation criteria, including:
o Checklists
o Analysis
* One site visit for a general review of the structure was performed on August 08, 2021. No destructive testing or removal of finishes was performed or included in the scope.
* Review of the following original drawings dated October 01, 1965 o Architectural plans (Partial) prepared by Wilfred E. Blessing F.A.I.A & Associates
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Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
April I 9, 2022
o Structural plans and calculations prepared by Kirk C. McFarland Structural Engineer
* Review of the Civic Center Improvement plans dated December 18, 1986 o Architectural plans prepared by Holland, East & Duvivier o Structural plans prepared by CYGNA Consulting Engineers * Existing material properties as indicated on sheet S10 of the 1965 structural plans. Properties are included in Appendix C.
* Review of the following reports and evaluations:
o City Hall Seismic Report" by AKH Structural Engineers, 2006 o "Report of Results From Structural Analysis and Evaluation of Existing Cupertino City Hall" by AKH Structural Engineers, 2011 o "Final Cupertino ESF Analysis Rev 1", Multiple Project Participants, 2012 o "Cupertino City Hall Alternates Study Structural Evaluation" by Tipping Mar, 2014
* No Geotechnical Report was available at the time this report was written. Sheet S10 of the original construction documents indicates that soil design information used in the design is from a soils report.
* Seismic review of non-structural elements is not included as part of our Tier 1 evaluation.
Structure Overview
General Site Description
The building is located on a relatively flat lot on the NW corner of Torre Avenue and Rodrigues Avenue in the City of Cupertino.
Structural Performance Obiective
Per ASCE 41-17, a structural performance objective consists or a target performance level for structural elements in combination with a specific seismic hazard level. For the seismic assessment of the subject building, two Basic Performance Objective for Existing Buildings (BPOE) were selected.
Scenario 1 :
The City Hall building is currently considered an "Essential Facility" by the City of Cupertino based on upgrades in 1986. This is a Risk Category IV as defined by ASCE 7:
ESSENTIAL FACILITIES: Buildings and other structures that are intended to remain operational in the event of extreme environmental loading from flood, wind, snow, or earthquakes.
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Cupertino City Hall Seismic Evaluation - Tier 4
MME Project No: 21143.P5
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For the Tier 1 review to the BPOE, the specified level of performance is Immediate Occupancy (1 -B) at the BSE-1 E seismic hazard level and Life Safety (3-D) at the BSE-2E seismic hazard level.
The Immediate Occupancy Performance Level as described by ASCE/SEI 41-17 is made up of two parts: the structural performance level and non-structural performance level. The number "1 " designates the structural performance level defined as:
Structural Performance Level S-I, Immediate Occupancy, is defined as the post-earthquake damage state in which a structure remains safe to occupy and essentially retains its pre-earthquake strength and stiffness.
The letter designation "B" in the BPOE indicates the nonstructural performance level and is defined as:
Position Retention Nonstructural Performance Level (N-B). Nonstructural Performance Level N-B, Position Retention, is the post-earthquake damage state in which nonstructural components might be damaged to the extent that they cannot immediately function but are secured in place so that damage caused by falling, toppling, or breaking of utility connections is avoided.
Building access and Life Safety Systems, including doors, stairways, elevators, emergency lighting, fire alarms, and fire suppression systems, generally remain available and operable, provided that power and utility services are avaiiable.
The Life Safety Performance Level as described by ASCE/SEI 41-17 is defined as:
Structural Performance Level S-3, Life Sarety, is defined as the post- earthquake damage state in which a structure has damaged components but retains a margin of safety against the onset of partial or total collapse.
The letter designation "D" in the BPOE is defined as:
Hazards Reduced Nonstructural Performance Level (N-D). Nonstructural Performance Level N-D, Hazards Reduced, shall be defined as the post- earthquake damage state in which nonstructural components are damaged and could potentially create falling hazards, but high hazard nonstructural components identified in Chapter 13, Table 134, are secured to prevent falling into areas of public assembly or those falling hazards from those components could pose a risk to life safety for many people. Preservation of egress, protection of fire suppression systems, and similar fire-safety issues are not addressed in this Nonstructural Performance Level.
Scenario 2:
To reduce the amount of strengthening required the City Hall building could be converted back to an occupancy that is typical for an office building. The primary function that would have to be removed is the EOC. The building could be considered a Risk Category If as defined by ASCE 7:
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Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
April 4 9, 2022
ALL buildings and other structures except those listed in Risk Categories /, ///, and IV.
For the Tier I review to the BPOE, the specified level of performance is Collapse Prevention (5-D) at the BSE-2E seismic hazard level. ASCE/SEI 41-17 defines Collapse Prevention as:
Structural Performance Level S-5, Collapse Prevention, is defined as the post- earthquake damage state in which a structure has damaged components and continues to support gravity loads but retains no margin against collapse.
The letter designation "D" in the BPOE is defined above in Scenario 1 A Tier 1 evaluation of nonstructural elements was not included within the scope of this reVleW.
Site Seismicity
Per ASCE 41-17, 'seismicity', or the potential For ground motion, is classified into regions defined as Low, Moderate, or High. These regions are based upon mapped site accelerations Ss and S1 which are then modified by site coefficients Fa and Fv to produce the Design Spectral Accelerations, SDS (short period), and SD1 (l-second period).
At the time of this report, no geotechnical investigation or report has been provided for the subject site. The soil profile of this building is therefore assumed the default and classified as Site Class D per ASCE 41-17 for use in the determination of site coefficients Fa and Fv.
Per the site values indicated by USGS data and evaluated using seismic acceleration equations and tables of ASCE 41-17, the site is located in a region of High Seismicity with a design short-period spectral response acceleration parameter (SDS) of 1.589g and a design spectral response acceleration parameter at a one-second period (SD1 ) of 0.623g. See Summary Data Sheet in Appendix D.
The spectral response parameters SS and SI were obtained for the BSE-I E seismic hazard level for existing structures (BPOE). The acceleration values were adjusted for the maximum direction and site class perASCE 41-17 Section 2.4.1, and compared to BSE-1 N (used by current building code for design of new buildings) to determine the design values for the Tier I analysis, since values obtained for the BSE-1 E hazard level need not exceed the hazard levels for new construction The successful performance of buildings in areas of high seismicity depends on a combination of strength, ductility of structural components, and the presence of a fully interconnected, balanced, and complete seismic force-resisting system. 224 Walnut Avenue, Suite B Santa Cruz, CA 831.426.3186 www.m-me.com
Cupertino City Hall Seismic Evaluation - Tier I
MME Project No: 21143.P5
April 19, 2022
Page at 1 of 4 71
General
Original 1965 Construction: The original building was a one-story structure above grade with a basement below grade. A 1985 remodel opened one side of the basement, introduced openings in the north basement wall, and created an elevated veranda slab on the north side of the building (Photo 1 ). These changes created a 2 story building. The building is generally rectangular in plan, with the long side oriented in the east-west direction. The building footprint including the roofed veranda is approximatelyl36feetbyl12feet. Theinteriorspaceis120feetby96feetandthe two floors have a combined area of approximately 23,040 square feet.
The Ist floor is a reinforced elevated concrete slab, supported by concrete joists, beams, and columns. The structural floor from the I 965 drawings is shown in Figure
1. A Structural floor-framing plan of the 1st floor remodel from the 1986 plans is shown in Figure 2.
Figaire I fst Fkx>r Framing /'/m, 1965 Stmchxml Dmw%s 224 Walnut Avenue, Suite B Santa Cruz, CA 831.426.3186 www.rn-me.com
Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
April 19, 2022
Page "12 of 171
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Figure 2 jsf F(oor Framing P/an, !(;)86 Structura/ Drawings The roof is a mansard type with the lower hip portion having two slopes and the center portion being essentially flat. The hipped lower portion is framed with wood girders at 6' on center, T&G decking overlaid with !/!" plyvvood. The upper flat portion has rafters at 16" on center typical and sheathed with '/!" plywood. Rafters and girders are supported by bearing walls, steel beams, or concrete beams. (Figure 3). The sloping roof and mansard are clay tile.
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224 Walnut Avenue, 8uife B Santa Cruz, CA 831.426.3186 www.rn-se.eom
A full building section from the 1965 drawings is shown in Figure 4. il 4fu a llll:,:'
Figure 4 - Full Building Longitudinal Section from 1965 Structural Drawings Walls
Ground floor/basement walls are reinforced concrete. Walls above the Is' floor elevated slab consist of reiativefy short shear concrete waiis with wood-framed infili 224 Walnut Avenue, Suite B a Santa Cruz, CA a 831.426.:ffll6 a www.rn-me.eoa'n
Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
April I 9, 2022
walls between the shear walls. Columns supporting beams are typically 12" square reinforced concrete
Seismic Force-Resisting System
The lateral system of the building is reinforced concrete shear walls. The below-grade perimeter walls in the original plans were 12" thick with a single layer of vertical #6s at 12" and horizontal #5s at 10". The 1986 remodel opened up the northern perimeter basement wall and added reinforcing and 6" to the thickness of the walls (Figure 5). .i 2 ! . , I / 1 ,
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Figure 5 North Wall Elevation 1986 Stmcturai Dmwings The first-floor shear walls are 6" thick reinforced concrete walls and are shown in red in Figure 6 from the 1965 IS' Floor Framing Plan. The walls reinforcing and the top of wall anchor bolts are specified in the table shown in Figure 7. 224 Walnut Avenue, Suite B Santa Cruz, CA 831.426,3j86 www.rn-rne.eom
Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
April 'l 9, 2022
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Figure 6 Shear vvaffs from 1965 Structural Plans
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Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
April 19, 2022
Foundations
Foundations are generally shallow spread reinforced concrete interior columns and continuous concrete footings at the perimeter. A slab on grade is present over the entire footprint of the building.
Field Verification and Condition Assessment
A visual assessment was performed on August 08, 2021, by MME. The exterior and interior of the structure were observed; the interior review included a walkthrough of the ground and 1 s' floor.
The structure appeared to be in generally good structural condition with minimal structural damage or deterioration apparent (except as noted below) and appears to be constructed in general accordance with the provided structural drawings.
The veranda fascia on the south elevation has significant wood deterioration, Photo 4.
The extent of the deterioration and if it affects the structural members should be investigated during the Tier 2 evaluation.
The veranda slab at the southwest corner has a significant crack and spalling adjacent to the building corner column, Photo 5. The most likely reason is the differential settlement between the building and the slab on grade.
Material Properties
Basic properties for existing structural materials were found on the existing building documentation or per ASCE 41 code prescribed minimum structural values utilized in the analysis calculations can be found in Appendix C.
Buildinq Type
Per ASCE/SEI 41-17, this building can be classified as Building Type C2: Concrete Shear Walls with Stiff Diaphragms and C2a: Concrete Shear Walls with Flexible Diaphragms. There are no interior structural walls, but there are interior concrete columns on a grid pattern supporting the I S' floor and roof. The floor is a concrete slab supported on concrete joists and is classified as a stiff diaphragm. The roof framing consists of plywood sheathing over wood joists, girders, steel beams, and concrete columns. The plywood-sheathed diaphragm is classified as flexible. The foundation system consists of continuous perimeter footings and isolated interior footings.
Seismic forces are resisted by concrete and wood diaphragms, and exterior concrete walls.
Historical Performance
In addition to classifying buildings by type of construction, ASCE 41 identifies 'Benchmark Buildings' for each building type. The detailing of seismic force-resisting systems in Benchmark Buildings is generally considered to meet the performance requirements of ASCE 41. A building can be determined to be compliant with the 224 Walnut Avenue, Suite B Santa Cruz, CA 831.426.3186 www.m-me.com
Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
April 19, 2022
Benchmark Building requirements after a thorough review of the existing building plans, field verification of construction, and a condition assessment. The evaluation of non-structural elements is still required.
For building types C2 and C2a evaluated to the Immediate Occupancy Structural and Life Safety Performance, the benchmark building code year is 2000 and 1994 respectively. Since the subject building was constructed in 1965 and remodeled in 1986, it does not meet the criteria of a Benchmark Building, and a Tier 1 analysis is required.
Findings and Recommendations
Structural
We performed the ASCE 41-17 Tier 1 Building Type Specific Checklists (Appendix D) based on two scenarios Tor the two different occupancies: scenario 1- occupancy category IV and scenario 2 - occupancy category II. We found thirteen (13) and five (5) non-compliant items respectively. We have also included several non-structural non-compfiant items either that were noted in previous reports or that we identified during our site visit. See Appendix D and E for retrofit details.
We have separated the structural deficiencies into two groups. The first group are items that in our opinion a Tier 2 evaluation would not alleviate the need for the seismic upgrade. The second group may benefit from additional analysis included in a Tier 2 evaluation.
Group One - Unlikely that a Tier 2 evaluation would remove the need to upgrade
1. Roof Diaphragm Shear Capacity: The AKH evaluation determined that the shear capacity of the roof diaphragm was over-stressed. They determined that even if the clay tile roof was removed and replaced with a lighter roofing system, the plywood nailing would need to be upgraded.
Required for Scenario 1- occupancy category IV
Recommendation: The plywood nailing should be upgraded.
2. Roof Diaphragm Collector Splice Capacity: The AKH evaluation determined that the collector splices are over-stressed.
Required for Scenario 1- occupancy category IV
Recommendation: The splice connections should be upgraded.
3. Anchor Bolt Connections at top of Shear Walls: The AKH evaluation and our Tier 1 quick checks determined that the anchor bolts are overstressed Required for Scenario 1- occupancy category IV
Recommendation: The anchor bolt connections should be upgraded. 224 Walnut Avenue, Suite B Santa Cruz, CA 831.426.3186 www.m-me.com
Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
April 19, 2022
4. Out of Plane Connection of Veranda Beam: The Tier I evaluation determined that the connection from the veranda beam to the roof framing is inadequate for out-of-plane loads.
Required for Scenario 1- occupancy category IV and Scenario 2 occupancy category II
Recommendation: The out of plane connection at the veranda should be upgraded.
5. Upper Floor Concrete Shear Wall Shear Capacity: The Tier 1 evaluation determined that the existing shear walls are over-stressed. In addition, the AKH calculations, as well as the Tipping Mar calculations have shown that the shear walls will require additional capacity.
Required for Scenario 1- occupancy category IV and Scenario 2 - occupancy category II
Recommendation: The shear walls should be upgraded. Upgrades to repair Items 6 through 10 in regards to shear wall retrofits can all be achieved at the same time.
6. Upper Floor Concrete Shear Wall Flexural Capacity: See #6 above Required for Scenario 1- occupancy category IV
7. Concrete Shear Wall Boundary Members: See #6 above Required for Scenario 1- occupancy category IV
Group Two - A Tier 2 evaluation may remove the need to upgrade
8. Continuous Cross Ties at Upper Floor Shear Wall: Continuous cross ties do not exist at locations of the upper floor shear walls.
Required for Scenario 1- occupancy category IV and Scenario 2 occupancy category II
Recommendation: A Tier 2 evaluation may determine that continuous cross ties for the full length of the building are not required.
9. Upper Floor Concrete Shear Wall adjacent to diaphragm openings: Several of the shear walls on the East and West elevations are adjacent to openings in the concrete floor diaphragm.
Required for Scenario 1- occupancy category IV and Scenario 2 occupancy category If
Recommendation: A Tier 2 evaluation may show that the current geometry is adequate and this does not need to be repaired.
10. Ground floorWall Reinforcing at Openings: The 1986 remodel that created the openings in the lower level north wall placed additional vertical reinforcement at the openings but did not include horizontal reinforcement.
Required for Scenario 1- occupancy category IV
Recommendation: A Tier 2 evaluation may provide relief from this requirement. 224 Walnut Avenue, Suite B Santa Cruz, CA 831.426.3186 www.m-me.com
Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
April 19, 2022
11. Concrete Column Reinforcement for Confinement: The Tier 1 evaluation and previous studies determined that there are not adequate columri confinement ties around the longitudinal vertical bars.
Required for Scenario I - occupancy category IV
Recommendation: A Tier 2 evaluation may reduce some of the need for additional confinement. It is anticipated that some of the columns will still require modification to meet code requirements.
12. Concrete Column Splices and Girder Stirrups: The Tier I evaluation determined that the existing longitudinal bar splice lengths and the spacing of stirrups in the concrete beams at the floor level are inadequate.
Required for Scenario 1- occupancy category IV and Scenario 2 - occupancy category II
Recommendation: A Tier 2 evaluation may reduce some of the need for these repairs
13. Wall Foundation Dowels: The Tier 1 evaluation identified that there are dowels into the foundation at the concrete walls. However, the capacity of the dowels needs to be verified.
Required for Scenario 1- occupancy category IV
Recommendation: A Tier 2 evaluation may show that the dowels are adequate.
Non-Structural
We did not complete a Tier I evaluation of non-structural elements such as mechanical, electrical, and plumbing (MEP) anchorage and bracing. The previous reports have evaluated these items and have made recommendations for the seismic upgrade.
A. Equipment anchorage capacities are unknown and would require verification and or installation of anchorage and bracing. Equipment that should be considered includes the following:
o Emergency Generator, including isolators
o Emergency Generator flexible connections for conduit, fuel, and coolant piping
o Rooftop HVAC Equipment
o Elevator Equipment
o Electrical Transformers, Panels, Switchgear, Cabinets, etc. o Suspended Light Fixtures
o Ductwork and Piping Supports and Bracing
o Electrical Conduits, Trapezes, Banks, and Trays o Fire Sprinkler Piping
B. Anchorage and bracing for the existing suspended ceilings and interior partitions
224 Walnut Avenue, Suite B Santa Cruz, CA 831.426.3186 www.m-me.com
Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 2al 143.P5
April 19, 2022
C. Exterior cladding and glazing system
D. Deteriorated veranda fascia on the south elevation E. Accessibility
For our Tier 1 Evaluation, we have included the heavy clay tile roofing in our calculations for the weight of the building. One area that would help reduce seismic loads and therefore strengthening would be to remove and replace the clay tile with a lighter roofing type.
Reliability of Seismic Evaluations
In general, structural engineers cannot predict the exact damage to a building as a result of an earthquake. There will be a wide variation of damage from building to building due to the variations in ground motion and varying types and quality of construction. In addition, engineers cannot predict the exact ground motions of the earthquake that may strike a given building. Design and evaluation of buildings are performed using general guidelines and information from past earthquakes. Engineers and the codes used for design and evaluation have been conservative when attempting to ensure that building design meets minimum standards of Immediate Occupancy. This effort is based on science and technology as well as on observations made from actual seismic events. Building design and codes are constantly evolving to better meet performance targets. Continued research will improve predictive methods and facilitate performance-based engineering. It has been estimated that, given design ground motions, a small percent of new buildings and a slightly greater percent of retrofit buildings may fail to meet their expected performance.
This report is general and does not imply that the recommendations listed above are the only structural requirements that must be made to the existing structure to meet current code criteria.
We understand you may have questions regarding this evaluation and are available for comment and explanations. Please call with any questions you may have. Thank you for choosing MME Structural Engineers to assist you with this building seismic review. 224 Walnut Avenue, Sujte B Santa Cruz, CA 831.426.3I86 www.m-rne.com
Cupertino City Hall Seismic Evaluation - Tier I
MME Project No: 21143.P5
April 19, 2022
APPENDIX A - Photographs
224 Walnut Avenue, Suite B Santa Cruz, CA - 831.426.3f86 - www.m-rne.com April 19, 2022
Photo I North Elevation with Elevated Veranda Stab PfeEastEJe
224 Walnut Avenue, Suite B Santa Cruz, CA 831.428.3$86 www.ram-me.eom Cupertino City Hall Seismic Eva)uation - Tier 1
MME Project No: 21143.P5
April 19, 2022
Photo 2 Veranda Concrete Beam
Ptdo 3 Darmged Vemnda Fasc%
224 Waariut Avenue, Suite B Santa Cruz, CA 831.426.3j86 www.rrx-rne.eom Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
April I 9, 2022
Photo 4 Veranda
Photo 5 Veranda
224 Walnut Avenue, Suite B Sarxta Cruz, CA 83!,426.3188 www.m-me.eom
Photo 6 Veranda Damaged Slab on Grade
224 Walnuf Avenue, Suite B Santa Cruz, CA 831.426.3$86 www.m-me.com Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
April 4 9, 2022
APPENDIX B - Maps
224 Walnut Avenue, Suite B Santa Cruz, CA 831.426.3186 www.m-me.com Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 2al 143.P5
April 19, 2022
Location Map
" a9,-
eK W "a"
i1:i9'J'
Thcj%, 9'
Map 1 Loea*on Map
224 Waanut Avenue, Suite B Santa Cruz, CA 83j.426.3j86 www.rn-rne.eom Cupertino City Hail Seismic Evaluation - Tier I
MME Project No: 2"l 143.P5
April 19, 2022
Geoiogic Hazard Map
Per the Cupertino GIS Property Information Map, shown below, the subject site is not in a Fault Rupture or Liquefaction-Inundation Zone.
JO'+O
Map 2 Cupertino GIS Map W/ Geologic Hazards
>[] amnwas
g J Tieas.
v ',i !eitage '-ram
&LJ AWLaamma
*[] R$mkqam*
>g
>[al Rsad&nm
Fatirt Raptuz
3a 'r =lside
-[ i
Jl Ur!ianW';d:am
'a
*[] Wmw!%nmaryam'aa
.IJ;
>[] !waSd
Since no geotechnicaf report is available, the default c(ass D soil type has been assumed for this investigation
224 Waaraut Averaue, Suite B Santa Cruz, CA 83j.426.3t86 www.rra-me.com Cupertino City Hall Seismic Evaluation - Tier I
MME Project No: 21143.P5
April 19, 2022
APPENDIX C Materials
224 Walnut Avenue, Suite B Santa Cruz, CA 831.426.3186 www.rn-rne.com Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
Photo 7 Material Properties for 1965 Structural Plans 224 Watryut Avenue, Suite B Santa Cruz, CA 83j.426.3$86 www.rn-me.com Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
October 2'l, 2021
Page :31 of 121
APPENDIX D - AKH Details
Retrofit Details From "Cupertino City Hall Essential Services Facility Analysis Appendix" by AKH
224 Wagnut Avenue, Suite B Santa Cruz, CA 831.426.3f86 www.rn-me.com JUI
EXISTING
RET AINING WALL
EXISTING SLAB
ON GRADE
, ADDED SHEAR EXISTING SHEAR WALL
WALL
Figure 3.D: NEW SHEAR WALL AT EXIST. WALL
A
<7@
ADDED SHEAR WALL , EXISTING ,
' i COLUMN "
Figure 3.E: NEW SHEAR WALL AT EXIST. COL.
Figure 3.C: SECTION AT NEW SHEAR WALL
Appendix Pa<:)e2l5
EXISTING
ANCHOR
BOLTS
NEW
ANCHORS
AS NEEDED
!l rl.i
EXIST'G
SHEAR WALL
WHERE
OCCURS
EXIST'G
ROOF BEAM 3/16 [> /S BALELAMSIDWEESB TO
t PLATE (EACH SIDE)
"-EXIST'G STEEL
COLLECTOR BEAM
EXIST'G COLUMN
Figure 3.F: ELEVATION: EXISTING STEEL BEAM
AT COLUMN AND SHEAR WALL
ROOF DECKING
BELO
PLYWQOD
PANELI EDGE i ElXlSTINGiEDGE i
f\lAILING (i6"o.c.) i
I NEW EDGE NAILIIG
E)ETWEElSp EXISTlpG
Figure 3.G: PLAN OF PLYWOOD PANEL EDGE NAILING
Aooendix Page 216
Cupertino City Hall Seismic Evaluation - Tier I
MME Project No: 21143.P5
October 21, 2021
APPENDIX E - Tipping Mar Details
Retrofit Details From 4'Cupertino City Hall Essential Services Facility Analysis Appendix 11 " by Tipping Mar
224 Walriut Avenue, Suite B Santa Cruz, CA 831.426.3j86 www.rn-me.eom
EXIST(NO W(X)D
RCIOF EIEAM
LAPPING
DOWELS
EX[ST.INO ELEVATED
FLOOR SLA!3, CONCRETE
,ICI!STS AND BEAfMS
EXISTING
RETAlf41NG WALl
EXtSTING SL.AB
B ORADE
EXISTING ROOF
[)IAPHRAGM
EXISTMa STEa
ROOF BEAM
EXIST1=4G CONCRETE
COljtJMN BEYOND
NEW 12" CONCRETE SHEAR WALL
OR
-NEW 6' CONCFlEtaa 8HEAR WALL
YI[ (E) 8" CON(',RETE SHEAR WALL
PEFI PtAN
(N) L6x8x3j8" EACH
SIDE W/ 2 8/4" DIA.
THRU BOLTS
tAa+R"
A ;, &l0a=,
(N) 3/4" EPOXY
(3RgUTED THFiEADED
ROD EACH SIDE OF
WD GIRDER
(N) 2x OR 3x BLKG
% W/ SIMPSON SDS SCREWS
TOP AND 435 CLIPS @ BTM
.1 4.s f!Xa
: ) 'lfi iJ:
DETAIL 3 - SECTION AT NEW CONCRETE SHEAR WAIL DET AIL 2 - STEEL TO STEEL COLLECTOR SPLICE rippiaa$tag
S'RuCTU)IM ffAtalNE[R1
t9e)6!ha!lt'*A't& !mrk*l#V.
sloM'M!lOti siossiyiz%x
Oupertino City Hall I Optiori B
C;upfflrUrio, CA
TM PrOj@at; 9014,094 Seam: Am NOted
DET AIL 1- STEEI TO WOOD COLLECTOR CONN.
Ftetrofit Details
8eptbmber29 2014
$3
Appendix Page 273
Cupertino City Hall Seismic Evaluation - Tier I
MME Project No: 21143.P5
October 21, 2021
APPENDIX F - Tier I Checklists
224 Waanut Avenue, Suite B Santa Cruz, CA a 831.426.3'a86 a www.m-rne.com MME
CML+STRUCTURAL ENGINEERING
Appendix C: Summary Data Sheet
PrOjeCT Name Cupertino City Hall
Project Number 21143,P5
a;magi?Jaav Cupertino City Hall
\b'gA6mss: 10300 Torre Ave, Cupertino, CA 95014
Yee'dbuk= I gB5
area(N<d>l: 23,040
Nc. d Starm; 2
Yea#sp Resrrrdderd: j9
SbryH;4't 12'/17.'l'
m IQ/Ig/2021
COaTF!UCTION DATA
ataraytsassruerumysyaern: Roof-WoodFramed&Floor-ConcreteSlabandjoists Concrete Shearwalls Not in shearwalls
Concrete Shearwalls €)y? Not in Shearwalls
Clay tile and built up - Wood framinq
smvmaaate pmhvrar=,: Concrete Slab and joists
Gxotind Fkor. Slob on Grade
Foa.rdabr:. Concrete Perimet
GvterdChrxXbrio € Stmduva; Good
Le-velsBekmGrade? Groundfloorispartiallybelowgrade
SpaoaJ rea'hxgsarw5 f2orms:
LATERAL-FORCE-FIESiS'TING SYS?EM
rmMm Concrete Perimeter
Systaew:
Dmptw'agm:
Concrete shearwall
Concrete Columns
Roof - Plywood and Floor - Concrete
Anchor Bolts
Tamamam
Concrete Shearwalls
Concrete Columns
Roof - Plywood and Floor - Concr4!J
Anchor Bolts
EVALUATtON DATA
gSE-4N Spe6al %spatse
AcceJeratirm:
Sa! Factors:
&a-j,589
assay D-Default
&,, 1.048
High
.238
y= 3158.2
&a. .803
5,1.2 y... 1.7
JRn- '23
%bmmm Immediate Occupancy
addm VW- 301 4=7
BUILDING CLASSiFlCATION: C2 Concrete Shear Walls (with Stiff Diahp) C2a (with Flexible Diaph) FlEOUiREDTlEFf -l CHECK[18TS Ygs No
EI €
FURTHER EVALUATION FIEQUIREMENT: %iqi)g,[2eficien,cy Based Evaluatior;- Legend: C = Compliant, NC = Noncompliant, N/A = Not Applicable, U = Unknown (c 2021 American Society of Civil Engineers 2 ASCE 41-1 7 Checklists ax+ ENGIMEEffiG
?7J.2aO Basic Configuration Checklist
PrOjeCt Name Cupertino City Hall
ProjeciNu"')er 21143.P5Basic
Table 17-3. Immediate Basic Configuration Checklist Status
Very Low Seismicity
Building System-General
C NC N/A U
[X € € €
c NC N/A u
€ € [X €
c NC N/A u
€ € [X €
Evaluation Statement
Tier 2
Reference
LOAD PATH: The structure 5.4.1.1
contains a complete, well-defined
load path, including structural
elements and connections, that
serves to transfer the inertial forces
associated with the mass of all
elements of the building to the
foundation.
ADJACENTBUILDINGS:Theclear 5.4.1.2
distance between the building
being evaluated and any adjacent
building is greater than O.5% of
the height of the shorter building
in low seismicity,1.O% in moderate
seismicity, and 3.0% in high
seismicity.
MEZZANINES:Interiormezzanine 5.4.1.3
levels are braced independently
from the main structure or are
anchored to the seismic-force-
resisting elements of the main
structure.
BuildingSystem-Building Configuration
C NC N/A U WEAK STORY: The sum of the shear 5.4.2.1 [, € € € strengthsoftheseismic-force-
resisting system in any Story in
each direction is not less than 80%
of the strength in the adjacent
story above.
C NC N/A U SOFTSTORY:Thestiffnessofthe 5.4.2.2
[, € € € seismic-force-resisting system in
any story is not less than 70% of
the seismic-force-resisting system
stiffness in an adjacent story above
or less than 80% of the average
seismic-force-resisting system
stiffness of the three stories above.
C NC N/A U VERTICALIRREGULARITIES:Ail 5.4.2.3
(. @ @ @ vertical elements in the seismic-
force-resisting system are
continuous to the foundation.
Commentary
Reference Comments
A.2.1.1 Load path exists, bu some are
deficient in strength. 10 checklist
A.2.1 .2
A.2.1.3
A.2.2.2
A.2.2.3
A.2.2.4
Legend: C = Compliant, NC = Noncompliant, N/A = Not Applicable, U = Unknown @ 2021 American Society of Civil Engineers 2 ASCE 41-17 Checklists 224 Walnut Avenue, Suite B Santa Cruz, CA 83j.426.3t86 www.m-me.eorra Cffi%flL+
PrOjeCi Name Cupertino City Hall
PrOjeCi Number 21143.P5 Basic
c NC N/A U GEOMETRY:Therearenochanges 5.4.2.4
in the net horizontal dimension of
A.2.2.5
[X € € €
C NC N/A U
[X € € €
c NC N/A u
[X € € €
the seismic-force-resisting system
of more than 30% in a story
relative to adjacent stories,
excluding one-story penthouses
and mezzanines.
MASS: There is no change in
effective mass of more than 50%
from one story to the next. Light
roofs, penthouses, and
mezzanines need not be
considered.
TORSION: The estimated distance
between the story center of mass
and the story center of rigidity is
less than 20% of the building
width in either plan dimension.
5.4.2.5 5.4.2.6
A.2.2.6
A.2.2.7
A.6.1.1 Reference: Cupertino GIS map
https://gis.cupertino.org/propertyi
nfo/
Tier 2 Commentary
Status EvaluationStatement Reference Reference Comments Low Seismicity (Complete the Following Items in Addition to the Items for Very Low Seismicity) GeologicSite Hazards
C NC N/A U LIQUEFACTION: Liquefaction- 5.4.3.1
[, € € € susceptible, saturated, loose
granular soils that could
jeopardize the building's seismic
performance do not exist in the
foundation soils at depths within
50 ft (15.2 m) under the building.
C NC N/A U SLOPE FAILURE: The building site 5.4.3.1 [, € € € islocatedawayfrompotential
earthquake-induced slope failures
or rockfalls so that it is unaffected
Reference: Cupertino GIS map
https://gis.cupertino.org/propertyi
nfo/
A.6.1.2
by such failures or is capable of
accommodating any predicted
movements without failure.
c NC N/A u
[X € € €
SURFACE FAULT RUPTURE: Surface 5.4.3.1
fault rupture and surface
displacement at the building site
are not anticipated.
A.6.1.3 Reference: Cupertino GIS map
https://gis.cupertino.org/propertyi
nfo/
Legend: C = Compliant, NC = Noncompliant, N/A = Not Applicable, U = Unknown @ 2021 American Society of Civil Engineers 3 ASCE 41-17 Checklists 224 Walnut Avenue, Suite B a Santa Cvuz, CA * 83f.426.3t86 a www.m-me-corn CNVfflL+STRtKmJRAL
PrOjeCf Name Cupertino City Hall
PrOjeCt Num5er 21143.P5 Basic
Status Evaluation Statement
Tier 2
Reference
Commentary
Reference Comments
Moderate and High Seismicity (Complete the Following Items in Addition to the Items for Low Seismicity) Foundation Configuration
C NC N/A U OVERTURNING:Theratioofthe 5.4.3.3
(, @ @ @ least horizontal dimension of theseismic-force-resisting system at the foundation level to the
building height (base/height) is
greater than O.6Sa.
C NC N/A U TIESBETWEENFOUNDATION 5.4.3.4
z @ (, z ELEMENTS: The foundation has tiesadequate to resist seismic forces where footings, piles, and piers are
not restrained by beams, slabs, or
soils classified as Site Class A, B,
or C.
A.6.2.1
A.6.2.2
Legend: C = Compliant, NC = Noncompliant, N/A = Not Applicable, U = Unknown (c 2021 American Society of Civil Engineers 4 ASCE 41-17 Checklists 224 Walnut Avenue, Suite B Santa Cruz, CA 83t.426.3186 www.m-me-eom CML+WRAL EWNEERM;
PrOjeCt Name Cupertino City Hall Eval
ProjectNumber 21143.P5 10
?7JJOStructural Checklistfor Building Types C2: Concrete ShearWalls with Stiff Diaphragms and C2a: Concrete ShearWallswith Flexible Diaphragms Table 17-25. Immediate Occupancy Structural Checklist for Building Types C2 and C2a Tier 2 Commentary
Status EvaluattonStatement Reference Reference Comments Very Low Seismicity
Seismic-Force-Resisting System
C NC N/A U COMPLETE FRAMES: Steel or concrete 5.5.2.5.1 € € [, € frames classified as secondary
components form a complete vertical-
load-carrying system.
C NC N/A U REDUNDANCY:Thenumberoflinesof 5.5.1.1
[, € € € shear walls in each principal direction is greater than or equal to 2.
C NC N/A U SHEARSTRESSCHECK:Theshear 5.5.3.1.1
@ [, @ @ stressintheconcreteshearwalls,calculated using the Quick Check procedure of Section 4.4.3.3, is less
than the greater of 100 lb/in.2 (0.69
MPa) or 2J7:.
C NC N/A U REINFORCING STEEL: The ratio of 5.5.3.1.3 [, € € € reinforcing steel area to gross
concrete area is not less than O.0012
in the vertical direction and O.0020 in
the horizontal direction. The spacing
of reinforcing steel is equal to or less
than 18in. (457 mm).
Connections
C NC N/A 5.7.1.1U WALL ANCHORAGE AT FLEXIBLE
DIAPHRAGMS: Exterior concrete or€ € € [X
C NC N/A U
€ € € [X
masonry walls that are dependent on
flexible diaphragms for lateral support
are anchored for out-of-plane forces
at each diaphragm level with steel
anchors, reinforcing dowels, or straps
that are developed into the
diaphragm. Connections have
strength to resist the connection force
calculated in the Quick Check
procedure of Section 4.4.3.7.
TRANSFER TO SHEAR WALLS: 5.7.2
Diaphragms are connected for
transfer of loads to the shear walls,
and the connections are able to
develop the lesser ofthe shear
strength ofthe walls or diaphragms.
A.3.1.6.1
A.3.2.1.1
A.3.2.2.1
A.3.2.2.2
A.5.1.1
A.5.2.1
The shear walls supporting the roof
are significantly overstressed
Some portions of connection and
ability transfer loads will require
additional investigation in Tier 2.
Wall anchorage at veranda is
undersized and requires repair
Diaphragms are connected to the
shear-walls.
Some portions of connection and
ability transfer loads will require
additional investigation in Tier 2.
Legend: C = Compliant, NC = Noncompliant, N/A = Not Applicable, U = Unknown (c 2021 American Society of Civil Engineers ASCE 41-17 Checklists 224 Walnut Avenue, Suite B a Santa Cvuz, CA * 83?.426.3186 a www.m-me-eom MME
ProJeC' Name Cupertino City Hall Eval
Project Number 211 43,P5 10
C NC N/A U
€ € € [X
Foundation System
C NC N/A U
€ € [X €
FOUNDATION DOWELS: Wall
reinforcement is doweled into the
foundation, and the dowels are able
to develop the lesser ofthe strength
of the walls or the uplift capacity of
the foundation.
5.7.3.4 DEEP FOUNDATIONS: Piles and piers
are capable of transferring the lateral
forces between the structure and the
soil.
C NC N/A U SLOPING S!TES: The difference in
€ € [, € foundation embedment depth from
one side of the building to another
does not exceed one story.
A.5.3.5 Walls are doweled into the
foundations.
Additional capacity checks required
in Tier 2
A.6.2.3
A.6.2.4
Tier 2 Commentary
Status EvaluationStatement Reference Reference Comments Low, Moderate, and High Seismicity (Complete the Following Items in Addition to the Items for Very Low Seismicity) Seismic-Force-Resisting System
C NC N/A U DEFLECTIONCOMPATIBILIIY: Column bar splices are less than 50db.
Girders do not have continuous
stirrups
A.3.1.6.25.5.2.5.2
€ [X € €
Secondary components have the
shear capacity to develop the flexural
strength of the components and are
compliant with the following items in
Table17-23: COLUMN-BAR SPLICES,
BEAM-BAR SPLICES, COLUMN-TIE
SPACING, STIRRUP SPACING, and
STIRRUP ANDTIE HOOKS.
5.5.2.5.3 5.5.3.2.1
C NC N/A U FLAT SLABS: Flat slabs or plates not
€ € [, € part of seismic-force-resisting system
have continuous bottom steel
through the column joints.
C NC N/A U COUPLINGBEAMS:Theendsofboth
€ € [, [1] walls to which the coupling beam is attached are supported at each end to
resist vertical loads caused by
overturning. Coupling beams have the
capacity in shear to develop the uplift
capacity of the adjacent wall.
C NC N/A U OVERTURNING:Allshearwallshave 5.5.3.1.4
[, € € € aspect ratios less than 4-to-1. Wall
piers need not be considered.
A.3.1.6.3
A.3.2.2.3
A.3.2.2.4
Legend: C = Compliant, NC = Noncompliant, N/A = Not Applicable, U = Unknown @ 2021 American Society of Civil Engineers 3 ASCE 41-17 Checklists 224 Walnut Avenue, Suite B aa Santa Cvuz, CA a 83$.426.3186 aa www.rn-me.eorn MME
CML+
C NC N/A U
€ [X € €
C NC N/A U
€ [X € €
CONFINEMENT REINFORCING: For
shear walls with aspect ratios greater
than 2-to-1, the boundary elements
are confined with spirals or ties with
spacing less than 8db.
WALL REINFORCING AT OPENINGS:
There is added trim reinforcement
around all wall openings with a
dimension greater than three times
the thickness of the wall.
5.5.3.2.2 5.5.3.1 .5
C NC N/A U WALLTHICKNESS:Thicknessesof 5.5.3.1.2
[, € € € bearingwallsarenotlessthanl/25
the unsupported height or length,
whichever is shorter, nor less than 4in.
(101 mm).
Diaphragms (StifforFlexible)
C NC N/A U DIAPHRAGMCONTINUITY:The 5.6.1.1
[, € € € diaphragmsarenotcomposedof
split-level floors and do not have
expansion joints.
C NC N/A U OPENINGSATSHEARWALLS: 5.6.1.3
€ [, € € Diaphragm openings immediately
adjacent to the shear walls are less
than 1 5% of the wall length.
C NC N/A U PLAN IRREGULARITIES: There is tensile 5.6.1.4 € € [, € capacity to develop the strength of
the diaphragm at reentrant corners or
other locations of plan irregularities.
C NC N/A U DIAPHRAGMREINFORCEMENTAT 5.6.1.5
€ € [, [j OPENINGS: There is reinforcing
around all diaphragm openings larger
than 50% of the building width in
either major plan dimension.
Flexible Diaphragms
C NC N/A U CROSSTIES:Therearecontinuous 5.6.1.2
€ [, € € cross ties between diaphragm chords.
C NC N/A U STRAIGHTSHEATHING:Allstraight- 5.6.2
€ € [, € sheathed diaphragms have aspect
ratios less than 1-to-1 in the direction
being considered.
C NC N/A U SPANS: All wood diaphragms with 5.6.2
[, € € € spans greater than 12 ft (3.6 m) consist of wood structural paneis or diagonal
sheathing.
Project Name
Project Number
Cupertino City Hall Eval
211 43.P5 10
A.3.2.2.5 Spacing of ties is less than specified.
A.3.2.2.6 No Top reinforcement above
openings at ground level walls on
north side
A.3.2.2.7
A.4.1.1
A.4.1 .4 In two locations adjacent to stairway
openings the concrete shear walls
have an opening for the full length of
the wall
A.4.1.7
A.4.1.8
A.4.1.2 Continuous cross ties between
chords are not present or detailed
A.4.2.1
A.4.2.2
Legend: C = Compliant, NC = Noncompliant, N/A = Not Applicable, U = Unknowri (c 2021 American Society of Civil Engineers 4 ASCE 41-17 Checklists 224 Waanut Avenue, Sukte B a Santa Cruz, CA aa 831-426.3j86 a www.gn-rrae.eorra MME
CML+
C NC N/A U DIAGONALLYSHEATHED AND
UNBLOCKED DIAPHRAGMS: All[X € € €
5.6.2 C NC N/A U
€ € [X €
C NC N/A U
[X € € €
diagonally sheathed or unblocked
wood structural panel diaphragms
have horizontal spans less than 30 ft
(9.2 m) and aspect ratios less than or
equal to 3-to-1.
NONCONCRETE FILLED DIAPHRAGMS: 5.6.3
Untopped metal deck diaphragms or
metal deck diaphragms with fill other
than concrete consist of horizontal
spans of less than 40 ft (1 2.2 m) and
have aspect ratios less than 4-to-1.
OTHER DIAPHRAGMS: Diaphragms do 5.6.5
not consist of a system other than
wood, metal deck, concrete, or
horizontal bracing.
Connections
C NC N/A U UPLIFT AT PILE CAPS: Pile caps have 5.7.3.5 € € [, € top reinforcement, and piles are
anchored to the pile caps; the pile cap
reinforcement and pile anchorage are
able to develop the tensile capacity of
the piles.
PrQ'ec' Name Ci ipertinn City Hall Fval
Project Number 211 43.p5 1@
A.4.2.3
A.4.3.1
A.4.7.l
A.5.3.8
Legend: C = Compliant, NC = Noncompliant, N/A = Not Applicable, U = Unknown @ 2021 American Society of Civil Engineers 5 ASCE 41-17 Checklists 224 Waffln:ut Avenue, Sule B a Santa Cruz, CA o 831-426.3j86 a www.m-me.eom MME
CML+
PrOjeCt Name Cupertino City Hall
ProjectNumber 21143,P5CP
17.'a2CPStructural Checklistfor Building Types C2: Concrete ShearWallswith Stiff Diaphragms and C2a: Concrete ShearWallswith Flexible Diaphragms Table 17-24. Collapse Prevention Structural Checklistfor Building Types C2 and C2a Tier 2 Commentary
Reference Reference CommentsEvaluation StatementStatus
5.5.2.5.1 Low and Moderate Seismicity
Seismic-Force-Resisting System
C NC N/A U COMPLETE FRAMES: Steel or concrete
€ € [, € frames classified as secondary
components form a complete vertical-
load-carrying system.
C NC N/A U REDUNDANCY: The number of lines of
[, € € € shearwalls in each principal direction is greater than or equal to 2.
C NC N/A U SHEARSTRESSCHECK:Theshearstressin 5.5.3.1.1 the concrete shear walls, calculated using
the Quick Check procedure of Section
4.4.3.3, is less than the greater oflOO
lb/in.2 (0.69 MPa) or 2r'.
C NC N/A U REINFORCING STEEL: The ratio of 5.5.3.1.3 reinforcing steel area to gross concrete
area is not less than O.0012 in the vertical
direction and O.0020 in the horizontal
direction.
€ [X € €
[X € € €
5.5.1.1 Connections
C NC N/A U WALLANCHORAGEATFLEXIBLE 5.7.1.1
@ [, @ @ DIAPHRAGMS:Exteriorconcreteormasonry walls that are dependent on flexible diaphragms for lateral support are
anchored for out-of-plane forces at each
diaphragm level with steel anchors,
reinforcing dowels, or straps that are
developed into the diaphragm.
Connections have strength to resist the
connection force calculated in the Quick
Check procedure of Section 4.4.3.7.
C NC N/A U TRANSFERTOSHEARWALLS:Diaphragms 5.7.2
(, @ @ @ areconnectedfortransferofseismicforces to the shear walls.
C NCa N/A U FOUNDATIONDOWELS:Wall 5.7.3.4
[, @ @ @ reinforcement is doweled into thefoundation with vertical bars equa) in size and spacing to the vertical wall
reinforcing directly above the foundation.
A.3.1.6.1
A.3.2.1 .1
A.3.2.2.1 The shear walls supporting
the roof are significantly
overstressed
A.3.2.2.2
A.5.1.1 Some portions of connection
and ability transfer loads will
require additional
investigation in Tier 2.
Wall anchorage at veranda is
undersized and requires
repair
A.5.2.1
A.5.3.5
Legend: C = Compliant, NC = Noncompliant, N/A = Not Applicable, U = Unknown @ 2021 American Society of Civil Engineers 2 ASCE 41-17 Checklists 224 Walnut Avenue, Suite B a Santa Cruz. CA a 83j-426.3?86 - www.m-me-eom CML+
PrOjeCf Name Cupertino City Hall
Project Number 21l43.p5 (p
Status EvaluationStatement
Tier 2 Commentary
Reference Reference Comments
A.3.1.6.2
A.3.1.6.3
A.3.2.2.3
Tier 2 analysis is required
High Seismicity (Complete the Following Items in Addition to the Items for Low and Moderate Seismicity) Seismic-Force-Resisting System
C NC N/A U DEFLECTION COMPATIBILITY: Secondary 5.5.2.5.2 € € € [, componentshavetheshearcapacityto
develop the flexural strength of the
components.
C NC N/A U FLAT SLABS: Flat slabs or plates not part 5.5.2.5.3 € € [, € oftheseismic-force-resistingsystemhave
continuous bottom steel through the
column joints.
C NC N/A U COUPLINGBEAMS:Theendsofbothwalls 5.5.3.2.1 € € [, € to which the coupling beam is attached are supported at each end to resist
vertical loads caused by overturning.
Diaphragms (StifforFlexible)
C NC N/A U DIAPHRAGM CONTINUITY: The
[, € € € diaphragmsarenotcomposedofsplit-
level floors and do not have expansion
joints.
C NC N/A U OPENINGSATSHEARWALLS:Diaphragm 5.6.1.3 A.4.l.4 € [, € € openings immediately adjacent to the
shearwalls are less than 25% of the wall
length.
Flexible Diaphragms
C NC N/A U CROSS TIES: There are continuous cross 5.6.1.2 A.4.1.2 € [, € € ties between diaphragm chords.
C NC N/A
Continuous cross ties
between chords are not
present or detailed
In two locations adjacent to
stairway openings the
concrete shear walls have an
opening for the full length of
A.4.2.1U STRAIGHTSHEATHING:Allstraight- 5.6.2
€ € [, € sheathed diaphragms have aspect ratios less than 2-to-1 in the direction being
considered.
5.6.1.1 A.4.1.1
C NC N/A U
[X € € €
C NC N/A U
€ € [X €
C NC N/A U
€ € [X €
SPANS: All wood diaphragms with spans 5.6.2
greater than 24 ft (7.3 m) consist of wood
structural panels or diagonal sheathing.
DIAGONALLY SHEATHED AND 5.6.2
UNBLOCKED DIAPHRAGMS: All diagonally
sheathed or unblocked wood structural
panel diaphragms have horizontal spans
less than 40 ft (1 2.2 m) and aspect ratios
less than or equal to 4-to-1.
OTHER DIAPHRAGMS: Diaphragms do not 5.6.5
consist of a system other than wood,
metal deck, concrete, or horizontal
bracing.
A.4.2.2
A.4.2.3
A.4.7.'l
Legend: C = Compliant, NC = Noncompliant, N/A = Not Applicable, U = Unknown (c 2021 American Society of Civil Engineers 3 ASCE 41-17 Checklists 224 Walnut Avenue,. Suite B - Santa Cruz, CA a 831.426.3'a84a * www'.m-me,eom MME
CML4-STRUCTURAL ENGINEERING
Connections
C NC N/A U UPLIFTATPILECAPS:Pilecapshavetop 5.7.3.5
€ € [, € reinforcement, and piles are anchored to the pile caps.
PrOjeCi Name Cupertino City Hall
Project Number 21143,p5 CP
A.5.3.8
Legend: C = Compliant, NC = Noncompliant, N/A = Not Applicable, U = Unknown @ 2021 American Society of Civil Engineers ASCE 41-17 Checklists 224 Walnut Avenue, Suite B Santa Cruz, CA 83f.426.3f86 wwtv.m-me-corn Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
October 21, 2021
APPENDIX G - Cupertino City Hall Essential Facility Analysis 2012 224 Walnut Avenue, Suite B Santa Cruz, CA 831-426.3f86 www.rn-tne.com Cupertino City Hall
Essential Services Facility Analysis
Fina Report, Rev sion I
March 27 2012
Aooendix Paoe 204
Table of Contents
1.O Project Participants
2.OExecutive Summary
3.OStructural Analysis
3.1. Scope
3.2. Applicable Codes
3.3, Deficiencies Identified
3.4. General Recommendations
3.5. Specific Recommendations
3.6. Recommendations
Figure 3A
Figure 3B
Figure 3C-G
Key Structural Building Plan
Key Roof Plan
Connections Details
4.OArchitectural Analysis
4.1. Scope
4.2, Applicable Codes
4.3. Fire and Life Safety Key Issues
4.4. Other Issues
4.5. Recommendations
Exhibit 4A:
Exhibit 4B:
Exhibit 4C:
Exhibit 4D:
Code Analysis Work Sheet
Accessibility for Existing Building
Occupancy Load and Exit Diagram First Floor
Occupancy Load and Exit Diagram Basement Floor
5.OMechanical, Electrical, Plumbing, Fire Protection Analysis
5.1. Scope
5.2. Applicable Codes and Standards
5.3. Mechanical
5,4. Plumbing
5.5. Fire Protection
5.6. Electrical
Appendix:
Kick-off Meeting Minutes (2/14/2012)
Clarification of Alternatives (2/21/2012 E-mail message) Appendix Page 205
1.O Project Participants
Ciient:
City of Cupertino
10300 Torre Avenue
Cupertino CA 95014
Carmen Lynaugh
Terry Greene
Larry Squarcia
Albert Salvador
Arnold Hom
Timm Borden
Chris Orr
Rick Kitson
Architect:
Public Works Project Manager
Acting City Architect
Senior Building Inspector
Building Official
Plan Check Engineer
Director of Public Works
Facilities Supervisor
Public and Environmental Affairs Director
Perkins + Will
185 Berry Street, Suite 5100
San Francisco, CA 94107
Phone: 415.856.3000
Karen Alschuler
Susan Seastone
Haji Ishikawa
Project Principal
Project Manager
Project Architect
Structural Engineer:
AKH Structural Engineers Inc.
1505 Meridian Avenue, Suite B
San Jose, CA 95125
Phone: 408.978.1970
Tim Hyde President
Mechanical, Electrical, Plumbing, Fire Protection Engineers:
PAE Consulting Engineers, Inc.
425 California st., Ste. 1200
San Francisco, CA 94104
Phone: 415.544.7500
Mike Lucas
Marco Alves
Hooshang Pakzadan
Project Principal
Mechanical Project Engineer
Electrical Project Engineer
Apoendix Page 206
2.0 Executive Summary
This scope of this project is an analysis of the Cupertino City Hall building and its compliance with current codes related to Essential Services Facility requirements. The objective of this study is to identify both deficiencies and potential improvements to the building necessary to achieve essential facility status by current codes.
Four alternative approaches were identified by the City of Cupertino representatives and the design team for the renovation of the existing City Hall facility. These approaches, described below, differ in their scope and anticipated construction cost. More detail for each item can be found in the body of the report,
Alt #1 No Upgrade: This alternate proposes no modifications to the existing City Hall building and a relocation of the existing Emergency Operations Center (EOC) to another facility.
Alt #2 Minimum Seismic Upgrade: This alternate proposes modifications to the building structure only to bring the facility to a code compliant Essential Services Facility status.
No proposed plan changes are proposed in this alternate in order to maintain the ability to "grandfather in" the existing EOC in its current configuration. Only structural items triggered by I-factor improvements and maintenance are intended to be modified.
Accessibility upgrade improvements may be triggered in this alternate.
Alt #3 Moderate Upgrade: This alternate proposes that all Alternate #2 items as well as additional plan modifications to address life safety code updates be implemented.
Accessibility upgrade improvements would be triggered in this alternate.
Alt #4 Replacement - This alternate proposes a new City Hall building that aligns with ideas being proposed in the Civic Center Master Plan Study currently in process by Perkins + Will. This new facility would meet all current codes, incorporate sustainable features, and include Essential Services Facility requirements while at the same time address the specific needs and desires of the building occupants.
Following the completion of this report, the City of Cupertino and the design team will meet with a cost estimator designated by the city to identify order of magnitude costs for each alternative. After this process has been completed and an alternative is selected, the city may authorize the design team to proceed with the design and documentation of the selected alternative.
Aopendix Page 207
3.0 Structural Analysis (by AKH)
3.1 Scope
The scope of this section includes recommendations for mitigating structural deficiencies discovered in our assessment report dated November 11, 2011. The report has indicated that the heavy roof tile is a major factor in the deficiencies of the structure. The following recommendations are based on the assumption that the heavy tile roofing will be replaced by a lighter roofing material, and possibly with solar panels over some of the soped roof areas.
3.2 Applicable Codes
The structure was recently assessed using seismic forces required in the 2985 Uniforrri 3uildirig Code (UBC), as this was the Code to wtaiich ttte I986 atterati-ons were dac.ign-=d.
3.3 Dcficicncics [dcntifit:tf
Roof Diaphragm Shear Capacity
Roof Diaphragm Collector Sptice Capacity
Anchor Bolt Connections at top of Shear Walls
Upper Concrete Shear Wall Flexural Capacity
Upper Concrete Shear Wall Boundary Members
Upper Concrete Shear Wall Second Layer of Reinforcing Concrete Column Reinforcement for Confinement
Equipment Anchorage Capacities Unknown
3.4 General Recommendations
This structure consists of concrete shear walls with heavy clay roof tiles on the sloped roof areas and heavy gravel ballast in the central area bounded by the upper mansard/screen wall. The roof tifes represent a significam portion of the buildirig's mass at the upper levei. The design seismic forces on a structure are based directly on a fraction or percentage of the total mass (weight) of the building. Thus, the roof tiles represent a significant amount of the seismic forces that the s iateral force- must resist.
This wou:ld atso allow for the opportunity
to instatl ptiotovottaic (PV) solar panefs on the roof surface. As the weight of typical PV panets is small relative to the weight of the existing clay roof tiles, future improvements coufd incfude th.e addition of these PV panefs while still reducing the building's mass and resulting seismic design Forces.
Also, the upper story of this structure relies on two relatively narrow concrete shear walls on each of the four sides of the building. These shear walls comprise the building's entire lateral force resistance at the upper level, as the structure does not have any interior walls or structural frames that resist lateral forces. While the shear walls occur on each of the building's four sides, the walls are relatively narrow compared to their height, resulting in high in-plane shear stresses when resisting the seismic design forces, as well as relatively high tension and compression forces at the ends of the walls. Finally, the use of only two primary force-resisting elements on each side of the structure provides Appendix Page 208
only minimal redundancy. Overall, the smaller number and tength of walls resuft irr a structural configuration that has historically performed less ttran optimafly in resisting '.a4:era',, seismic forces in moderate and majcr earthquakes. Therefore -yr=ecom en t a the included key p(an of
khe building iniicates wh:ere concrete wals cadi be added to the buildi-ng, utitizing portions of existing soiid exterior wall. These proposed locations would affect tbe building's current aesthetics arid function to on(y a limited degree, if at alf. See Fig. 3.A. i [ !U i s;, eaf-\ga s 3iap _,_ .one--.cT u [mr' [ :rticj ffi,.
In general, if the clay roof tiles are replaced
PV panels), the building's seismic mass
magnitude of most oT the structure's noted
more readily addressed.
3.5 Specific Recommendations
with lighter roofing materials (even including
would be reduced substantially, and the
deficiencies are reduced to levels that are
In addition to the general recommendations above, following are our specific recommendations for each of the deficiencies noted in the Section 3.3 above:
3.5.1 Roof Diaphragm Shear Capacity
The existing roof diaphragm is comprised of plywood sheathing with specific nailing along its panel edges to common framing members. Its shear capacity is affected by the type and thickness of plywood used, and the size and spacing of nailing used, The existing roof diaphragm shear capacity is exceeded even i'f the existing rooT tile were to be removed and repfaced with a lighter roofing material. The roof diaphragm forces would be reduced significantly with the repfa.cement of the heavy clay roof tites, although the calcuiated diaph.ragm shears would stitl exceed the diaphragm near the builc'ing's perime-ter,. which is where the diaphragm ph(@g.m-c4 ,e stretAOt@en;e=d "q
;5d : >.n: :' y":;',a, ::::..,."=:.:: 7ffl___;:;,:i o:..:' ,:';,l":g
3.5.2 See Figures 3.B and 3.G.
Rmf Diaptiragm CoHedor Splm Capacity
The existing roof diaphragm collectors consist of steel roof beams around the perimeter of the structure, and are aligned parallel to and above the upper-level concrete shear walls. These elements collect the seismic forces within the roof diaphragm and deliver the forces to the shear walls.
Where splices occur in the lines of steel beams at approximately ten (10) locations, the connectors are curreritly not adequate to transfer the I!'efiiency
3.5.3 Andmr Bdt Connectk at top d Shear Walls
Aooendix Paqe 209
The collector beams mentioned in the previous section are connected to the top of the concrete shear walls with anchor bolts embedded in the walls a.nd. extending through the. steel beam Tlan.ge, Th.is is the me.ans through which the seismic forces are transferved from the roof to ttte sttear walls. The current anchor bolts are insufficient to transfer ttqe prescribed forces to the shear waits, even with add.ed shear walls.
See Fig,. 3.F,
3.5.4 Staear Wall In-Plane flaagal Capacay
[n-plane fiexure results from the shear walls bending when resisting seismic loads at their tops, tending to rotate and bend the waft over, a tension and ' at wall ends,
resisted by the existing wails
flexural forces. The added
sufficient reinforcing to resist
as the forces
would be reduced, as well as the induced
shear walls would be designed to have
bending in the plane of the wall.
3.5.5 Concrete Shear Wall Boundary Members
Boundary members are required where the in-plane flexural forces generate high compressive forces at the wall ends. These compressive forces, when at a certain level, must be resisted by stronger column-type elements, containing internal confinement of the vertical wall reinforcing near the wall ends. The existing walls would require added boundary confinement to resist current Code-level forces. With the removal of the heavy roof tite and gravel, and depending on the lengths and tocatians of added shear walls as noted above, the compress.ive flexurat forces woud be reduced to a ievel where o.nty the current Code's prescriptive requirements would be appiicabte. This could be accomplished in orte of [irst4 a 'ah4i Iengtha-of>-r'ffif4re-edi qal e'4'd , dlm"% re exitting, wh!ith wsu4dlmotthphig$rt*coipresmve $r,-ces- I Way frqm the,existin@-4!ars, aqd weuN!Jiceutaaaiaa@ew laws and snfinemenq -O'c@ipa!segl,," waihe*clou:%e(tareeql'aerre":"t"l%it S'eisCvovv'di'de:f tthheaiq*lerihdiait :@aou'ljo' bb:' m!PltiCs cqmt=amni € ng th$ req4a.ireta eeaf4Eing r4in@=4eetuqC_:
3.5.6 Concrete Shear Wali Second Layer of Reinforcing When calculated in-plane shear stresses within shear walls exceed a certain threshold, those walls must have two layers of internal reinforcing.
The shear walls currently have one layer of reinforcing, comprised of vertical and horizontal rebar. With the removal of the heavy roof tile and addition of new perimeter shear walls as noted above, the shear stresses Appendix Page210
within the walls will likely be reduced to levels such that the second layer is not required.
3.5.7 Concrete Column Reinforcement for Confinement
The existing concrete columns throughout the structure, at both levels, contain longitudinal reinforcement running vertically and transverse, confining tie reinforcement around the longitudinal bars. The ties are of a specific size and occur at a specific spacing. In extreme cases, such as in moderate and major earthquakes, the lateral drift of the structure, combined with the axial forces from the supported structure, can induce extremely high compressive forces in the longitudinal (vertical) column bars. If not confined adequately by ties of sufficient size, at spacing that is close enough, the vertical bars can buckle outward, causing damage to the column, loss of support and possible collapse. Regardless of the calculated forces in the existing columns, the existing column ties do not conform to the current Building Code's prescriptive requirements for minimum confinement. Thus, supplemental confinement needs to be added for conformance to the current Code. This added confinement may be required onfy near the ends of some columns, or for the fuli height of the columns, depending on the calcutated colurrin loads. Q e'w,rso:apedcO'w",it@hemdee:i@i"ed:e!qAuy'e't*'of': fimbep anal'ceadri[Ie$COe' :i4-u@ of aar=t=eq;4,gr iaye.f!%is rffialve% iii%[a_n'3qq..u3d.l..@:y4 5q@;t lie spat@si,y!qerA The a4imns oecq.j
As indicated in these descriptions, and in general, the noted deficiencies can be addressed and resolved only with a sufficient reduction of the buitding's mass through the removal or the heavy ctay tile roofing, and with the addition of some lengths of new upper-level concrete shear walls. The recommended alteratiorys combine to reduce the seismic forces acting on the structure, increase the strength and capacities of the load- resisting elements, including the shear walls and collector members. The following key building plan indicates the recommended locations for the proposed added shear walls, which would likely affect the building's aesthetics and functionality to only a minimal degree.
3.5.8 Equipment Anchorage Capacities Unknown
The capacity of the anchorage of the equipment throughout the building is unknown and warrants a survey or existing on-site conditions, as well as any drawings available that address the methods of anchorage and lateral bracing. The current Building Code excludes some equipment below certain weight limits from requiring anchorage, if the Component Importance Factor (lp) for determining the anchorage design forces is no higher than 1.0. However, since the entire subject structure is considered an Essential Facility, housing the EOC, the Importance Factor for the overall building's seismic design, as well as the seismic Com nent Importance factor, Ip, is 1.50.
Appendix Page 211
:7-4-iTJ3p,ant e4tixp4'ent a@hopge :it gover@d,b,,y the 6ode, -E-!1'l4 -lapglal b@ *ns,ide@j, it' paraWcJar, qnqlu$ the-fqullowing.= * Emergency Generator, mctuding isotators
* Emergency Generator flexible connections for conduit, fuel and cootant piping
* Rooftop HVAC Equipment
* Elevator Equipment
* Electrical Transformers, Panels, Switchgear, Cabinets, etc. * Suspended Light Fixtures
* Ductwork and Piping Supports and Bracing
* Electrical Conduits, Trapezes, Banks and Trays
* Fire Sprinkler Piping
Atypendix Paqe 212
0 9 0
IS 1, 19'-9" J,, 7 -1, 19'-9" I ,/
I ,_X
f
"t,
ffil
I
[
[
',,
[
'}
r % i i i i,,,, , 7$ %
/
]
i" 'l - -- I I lh/ '
i, EX1ST1NG17-0 s i
i SHEARwALL i i i
t i i i i I
!i I I I
I
I i
l
"NEW OR ADDED
SHEAR WALL
l SHOWN
I HATCHED, TYP.
i___
I I
t [=
I I
II
I I
tl
I
I
l
] [
r
I
]
[
I
I
I
]
u LJ I
3 , 31I
I I I Ij l
l _______ I I I S'
J
1,
-l-t-
C%J
(-;
%
] L 19'-8:" - U " " L--1-9-':3" '\ '-i," XX
EXISTING 9'-6"
SHEAR WALL
EXISTING 8'-4"
SHEAR WALL
EXISTING 7'-0"
SHEAR WALL
Figure 3.4: KEY STRUCTURAL BUILDING PLAN
(MAIN FLOOR WALLS SHOWN DASHED)
"EXISTING
ROOF LINE
0 - EXISTING 7'-
SHEAR WALL!
0 0
0 EXISTING 13'-0
SHEAR WALL
0 0
\- EXISTING 7'-0'
SHEAR WALL
Appendix Paqe213
9 9 9
i"l<, - -_. - J. 7 7-J-...--------!1-._iz.____w-......7 1 I
I
i
j
J /By
'//i ./ ///,
L!
I
i
Th
@
, '- ROOF AREA
REQUIRING 4"
NAIL SPACING
/
a:
l'
j
C'
'%'
?/,/
I
I I
AREA OF
FLAT ROOF
I I
?,
AREA
QUIRING 2"
SP
S_ _ _ _ _ _ _ _ _ . _ . _ _ _ _tI<// I I ///>= J
I
1,
0 I
0 %i
0 I
0 '%
%,
S/*/
%
I
a I
I ,/", 24'-0" gl,_o)l
"'f 'f f' ----------- - -
/
l/ " ' S
Figure 3.B: KEY ROOF PLAN
(MAIN FLOOR WALLS SHOWN DASHED)
9 0 9
0 0
0 0
0 Apoendix Page 214
EXISTING
RET AINING WALL
EXISTING SLAB
ON GRADE
t ADDED SHEAR
WALL
EXISTING SHEAR WALL
Figure 3.D: NEW SHEAR WALL AT EXIST. WALL
as
ADDED SHEAR WALL , EXISTING ,
z COLUMN z
Figure 3.E: NEW SHEAR WALL AT EXIST. COL.
Figure 3.C: SECTION AT NEW SHEAR WALL
Appendix Paqe2l5
EXISTING
ANCHOR
BOLTS
NEW
ANCHORS
AS NEEDED
ai r'>
EXIST'G
SHEAR WALL 7
WHERE
OCCURS
EXIST'G
i'i r".i 's
II
II
II
EXIST'G SPLICE
PLATE (EACH SIDE)
W/ (6) %"s M.B.
"EXIST'G STEEL
COLLECTOR BEAM
EXIST'G COLUMN
Figure 3.F: ELEVATION: EXISTING STEEL BEAM
AT COLUMN AND SHEAR WALL
ROOF'DECKIN(! '
PLYWqOD
PANELI EDGE i qXISTINGiEDGE i
M, X. %lAILl.NG (il6."0..C.) i.
I I NEW EDGE NAILIIG
E1ETWEE1'4 EXlSTlpG
Figure 3.G: PLAN OF PLYWOOD PANEL EDGE NAILING
Aooendix Paqe216
4.O Architectural Analysis
4.! Scope
The existing Cupertino City Hall building is a two-story structure containing city administrative and building department services as well as the City of Cupertino's Emergency Operations Center (EOC.) The original building was built completed in 1965 and later renovated in 1986.
This study is based on record documents listed below and received electronically from the city as well as a facility site walk on Feb 14, 2012. * 1965 Drawings for Original Construction
* 1986 Drawings for Renovation (except single line Electrical plans) * Current Exiting Diagram included the latest floor layout modifications The architectural analysis primarily focuses on fire and life safety issues and includes a detailed code compliancy review of the existing City Hall building as an Essential Service Facility. The recommendations follow the analysis and include four alternatives outlined by city representatives and the design team.
The current code, the 2010 California Building Code (CBC), and the 1985 Uniform Building Code used for the renovation exhibit significant differences in all chapters. The first step of this analysis was to review the existing building against the 2010 CBC.
Exhibit 4A provides the analysis in detail, Exhibits 4C and 4D show occupancy load calculations, exit occupancy calculations, and required rated wall locations.
The required scope of accessibility modifications for the existing building is also summarized to define the extent of potential renovation work. Exhibit 4B lists scope requirements from the 2010 CBC Chapter 11 B.
4.2 Applicable Codes
The 2010 CBC was used to review code compliancy. The 2010 California Green Building Code (Cal Green) was not used for the analysis of the existing building. Currently, the City of Cupertino does not enforce the Cal Green for the remodel of existing buildings, The requirements of 2010 ADA Standards for Accessible Design is applicable for local government facilities and was also used to review for compliancy.
4.3 Key Fire and Life Safety Issues
The key issues below are extracted from Exhibit 4A - Code Analysis Worksheet. * Occupancy Classification
The existing Council Room is approximately 1,300 sf (over 10% of the total floor area of the first floor) with an Occupancy Load of 86. The room cannot be considered an incidenta! accessory occupancy because it is too large. It needs to be considered an A3 0ccupancy, a separate occupancy from rest of the building, which is a B Occupancy.
Apoendix Page 217
Type of Construction
The type of construction is Type VB with an automatic sprinkler system throughout.
Fire Resistive Separations
Interior Walls:
A 1-hour Fire Barrier separation is required between A and B occupancies, The existing wall is shown as a 1-hour partition in the 1986 drawings. The wall construction above the ceiling needs to be further investigated. The doors in the 1-hour Fire Barrier need to have a 45-minute fire resistance rating. The existing two doors are labeled with 20-minute ratings. The label of the third door was covered by finish material and not legible. It will need to be replaced if it cannot be confirmed as compliant. See section
4.5.1 of the 2010 CBC.
Although the 1-hour separation requirement of an incidental use area is exempted because the existing building is equipped with a sprinkler system, the Mechanical Room and Storage Rooms (over 100 sf) require smoke partitions. The 1986 drawings indicate the existing Mechanical Room is enclosed by a 1-hour partition. See section 4.5.2 or the 2010 CBC.
Elevator Shaft Enclosure:
The existing elevator shaft may be deficient. The drawing A2.1 (1986 Renovation) indicates "Carry shaft wal to underside of lobby ceiling". Fire Barriers need to extend to the underside of the roof sheathing per 707.5 or enclosed at the top with the same fire resistance rating per 708.12. See section 4.5.3 of the 2010 CBC.
Exit Stair Enclosure:
The exit stair enclosure wall needs to be a 1-hour Fire Barrier with a 1-hour rated opening. The existing door on the first floor is labeled as 60-minute. The rating of the door on the basement was not legible and will need to be replaced if it cannot be confirmed as complaint. See section 4.5.4 of the 2010CBC.
Corridors
The building's corridors are not required to be separated by fire or smoke partitions because the existing building is A and B Occupancies and equipped with a sprinkler system. The existing corridors open to the public area are rated per the 1986 drawings. The existing openings between the west corridor and the office area are allowed per the current code.
Apoendix Paoe 218
Interior Finishes
Wall and Ceiling:
Corridors serving the egress of the EOC, West Corridor, Lobby, and South Corridor require Class B finishes on the walls and ceiling.
The existing finish materials need to be further examined to confirm that they meet the ASTM E-84 Class B frame spread rating and the ASTM C 635 or C636 for suspended acoustical ceiling.
See section 4.5.6 of the 2010 CBC.
Floor:
A Class I or II interior floor finish is required in all exit routes. The existing finishes need to be further reviewed and repiaced if they cannot be confirmed as compliant. See section 4.5.6 of the 2010 CBC.
Means of Egress
Occupant Load:
The Occupant Load of the existing building is calculated based upon the area under consideration divided by an occupant load factor per section 1004.1.1 of the 2010 CBC. See Exhibit 4A.
Egress Width:
All existing doors and corridors currently provide more than the required egress width. Exiting occupancies at the exit discharge are:
Basement Terrace
Main entrance
South Corridor Door
North Door
98 57 (113 / 2 exits)
35 29
Accessible Means of Egress:
Accessible means of egress are not required in alterations to existing buildings per section 1007.1 Exception 1 of the 2010 CBC.
Panic Hardware:
Mechanical Room and Transformer Room doors need panic hardware or Tire exit hardware per section 1008.1.10 of the 2010 CBC. The existing doors do not have the required hardware.
Vertical Exit Enclosures-Lobby Open Stairs to Basement:
The analysis of the exiting occupancy revealed that the basement floor egress is not code compliant without using the open stairs as means of egress. The 2010 CBC allows for vertical openings in a stairway only if it is not part of means of egress per 708.2 Exceptions; therefore, in order to meet the requirements of the code the stair will require the installation of draft curtains and closely spaced sprinklers. These upgrades based on the interpretation above are believed to be more economical than Aooendix Paoe219
converting the open stairway to an enclosed exit stair. See section
3.5.7 of the 2010 CBC.
Roof Assembly and Rooftop Structure
A roof assembly is required to meet Class A fire test exposure in accordance with the city ordinances. The existing roof equipment shows an incomplete attachment mechanism to the roof deck. See section 3.5.8 of the 2010 CBC.
4.4 Other IssueS
4.4.1 Accessibility
The extent oT the specific accessibility upgrades will require further study as well as design solutions after a solution is selected, Exhibit 4B describes accessibility requirements for existing buildings.
The 2010 CBC requires that accessibility upgrades apply only to the area of specific alteration. The 2010 ADA Standards (Chapter 2, 202) state "each altered element or space shall comply with the applicable requirements".
The 2010 CBC also outlines construction cost thresholds for specific levels or accessibility upgrades. For a project where the construction cost does not exceed $50,000, it requires accessibility compliance only in the area of the actual work and not in supporting areas. For a project where the construction cost does not exceed $128,410.86, it allows accessibility compliance to be limited to 20% of the cost of the project. Priority must be given to the accessible elements in the following order.
* sanitary facilities
* drinking fountains
* signs
* public telephone
* additional accessible elements such as parking, storage, and alarms For a project where the construction cost exceeds $128,410.86, the facility must be made fully accessible.
4.4.2 0SHA
Access to all areas For building maintenance will need to meet Cal-OSHA standards. The metal ladder to the roof requires a safety upgrade.
4.4.3 Sustainability
A comprehensive sustainable strategy and specific sustainable solutions are not identified in this report; however, as the project moves to the next phase we would recommend incorporating a sustainable approach into the solution selected.
4.4.4 Architectural & Planning
Several architectural and planning iSsues were identified by the building representatives and design team during the Feb 14, 2012 site walk. These items Aooendix Paoe 220
were captured in the Meeting Minutes, item 2012-02-14.07, and should be addressed if Alternate #3 or Alternate#4 is selected for implementation.
4.5 Recommendations
Four alternative approaches were identified by the City OF Cupertino representatives and the design team for the renovation of the existing City Hall facility. These approaches, described below, differ in their scope and anticipated construction cost.
Alt #1 No Upgrade: This alternate proposes no modifications to the existing City Hall building and a relocation of the existing EOC to another facility.
Alt #2 Minimum Seismic Upgrade: This alternate proposes modifications to the building structure only to bring the facility to a code compliant Essential Service Facility status. No proposed plan changes are proposed in this alternate in order to maintain the ability to "grandfather in" the existing EOC in its current comiguration. Only structural items triggered by I-factor improvements and maintenance are intended to be modified. Accessibility upgrade improvements may be triggered in this alternate. The modifications include:
* Replacement of roof tile - as maintenance
* Possible adjustment or roof projile and equipment screen * Connection of collector beam and concrete shear wall * Additional concrete wall to the main level, if required. (The modification should not affect floor plan and egress)
* Ducts and equipment seismic support
* Accessibility upgrade for 20% of construction cost if required Alt #3 Moderate Upgrade: This alternate proposes that all Alternate #2 items as well as additional plan modifications to address life safety code updates be implemented. Accessibility upgrade improvements would be triggered in this alternate. The modifications include:
* All Alt #2 items
* Fire and Lire Safety upgrade to meet 2010 CBC
* MEP upgrades to meet operation requirements as Essential Services Facilities including replacement of HVAC equipment/control, water heater/plumbing pipe, adjustments of sprinkler system, and upgrade of the electrical system after testing and verifications.
* Minimum energy efficiency to meet performance of the existing building * Accessibility upgrade
Alt #4 Replacement - This alternate proposes a new City Hall building that aligns with ideas being proposed in the Civic Center Master Plan Study currently in process with Perkins + Will. This new facility would meet all current codes, incorporate sustainable features, and include Essential Service Facility requirements while at the same time address the specific needs and desires of the building occupants.
Appendix Page 221
These recommendations are based on the findings from the available drawings and observations of the accessible areas during the site walk. As highlighted above, some areas of the existing building have unknown conditions and will require further investigation after an alternate is selected:
* penetrations thru partitions
* above-ceiling conditions
* actual construction of the interior partitions
* storage rooms created during the recent renovation around the EOC * renovated areas in locations where the record drawings were not available Specific recommendations for the correction of items identified in the code analysis are outlined below. If Alternative #3 or Alternative #4 described above is chosen, all architectural code deficiencies must be integrated into the solution.
4.5.1 1-hour Fire Barrier at Council Room
The existing doors to the Council room need to be replaced with at least 45- minute fire resistance rated doors. The partition may need to be repaired or re- built to meet 1-hour Fire Barrier requirements. The existing rated partition enclosing Council room should be further field investigated.
4.5.2 Smoke Partitions to Mechanical Room and Storage Room The existing doors to the Mechanical Room and Transformer Room need to be replaced with panic hardware. The existing wall and doors enclosing the Mechanical Room need to be rebuilt or repaired to meet smoke partition requirements.
Mechanical Room work space clearances and clear path of travel require further investigation near the 1600 Amp electrical panel. The room requires either 2 exits with panic hardware or 1 exit door with panic hardware and a clear unobstructed path from panel to exit door, or a single exit door with panic hardware and double the required working space around the panel.
Storage Rooms (areas exceeding 100sf) need to be enclosed by smoke partitions.
The Storage Rooms north of Council Room that were recent additions/modifications exceed 100sf. These walls and doors need to be rebuilt or repaired to meet smoke partition requirements.
4.5.3 Elevator Shaft Enclosure
The construction of the existing elevator shaft enclosure needs further field investigation to verify if it meets the 1-hour Fire Barrier requirements. The shaft enclosure may either need to extend to the roof sheathing or be enclosed at the top of the shaft with 1-hour fire resistance rated assembly.
4.5.4 60-Minute Door to the Exit Stair at Basement The exit access door to the existing exit stair should be confirmed as a 60 minute door or replaced with a 60 minute door. The construction of the existing exit stair shaft enclosure needs further field investigation to verify if it meets the 1 hour Fire Barrier requirements.
Aooendix Paoe 222
4.5.5 Interior Finishes
The finishes of West Corridor, Lobby, and South Corridor need further field investigation to confirm if they meet the current code classifications. The finishes may need to be replaced to meet the requirements.
4.5.6 Lobby Open Stairs to Basement
The existing open stairs from Lobby to the basement should be designated as non- exit stairs. In addition, the draft curtains and closely-spaced sprinklers per NFPA 13 need to be installed. The exit sign should be rearranged accordingly.
4.5.7 Roof Assembly and Rooftop Equipment
The attachment of the roof equipment to the roof deck must be secured following the I Factor requirements for the Essential Services Facilities. RerooTing assembly is required to meet Class C roofing.
4.5.8 Replacement of Roof Tile (This item is for Alt #2) As described in the Structural Section 3.4 General Recommendations, the heavy tile roofing should be replaced with a lighter material such as standing seam metal roofing system. A system can be selected to match the appearance of the adjoining buildings in the Civic Center. As the project proceeds an option to integrate photovoltaic panels or Fim at the roof should be investigated.
Appendix Paoe 223
Exhibit 4A - Code Analysis Worksheet
This exhibit is prepared to review the code compliancy of the existing City Hall under 2010 California Building Code.
Subject , CBC
Reference
Notes
1. Building Description
* 1 above grade story with 1 below grade basement Table 503 See 7 OK
2. Building Height
* Height to highest occupancy Story: 1.8 ft above finish grade (224.9 FG, 226.7 FF) * Height to top of roof: 20'-11 %" @ top of beam, 26' @ top of parapet Table 503 See 7 OK
3. Building Separations
* East: 174 ft
* West: 60+ ft (60 ft to PRW)
* North: 60+ft (60fttoPRW)
* South: 103 ft (to 1964 PL)
All exceeds 30' in Table 602 fire Separation distance Table 602 OK
4. Occupancy
Buildinz Area Occupancy
First Floor B (Except Concil room: A3, 1,300sf)
Basement B
I
Note: EOC Room (former Council Room) will be separated Occupancy from the rest of the building because the area sqft of 1,300sf exceeds 10% of the building area of the floor (508.2.1). The occupant load of the EOC Room is 1,300/15 = 86.
The two occupancies need to be separated by lhr fire barrier (Table 508.4) 508.4
5. Approximate Building Area
Level 1: 11,520 sf
Basement: 11,520 sf
Total: 23,040 sf
6. Type of construction
Type V-B (fully sprinklered)
7. Allowable Area and Height - Type V-B (fully-sprinklered) B occupancy A-3 0ccupancy
Allowable / Built Allowable / Built
Table 503
Story (above grade) 2 / 1 1 / 1
Height 40ft / 26 ft 40ft / 26 ft
Floor Area / Story 18,000sf / 11,520sf 12,000sf / 1,300sf Per 508.4.2
11520/18000 + 1300/12000 = 0.748 < 1.00 508.4.2 OK
8. Fire Resistive Requirements - Type V (fully-sprinklered) Aooendix Page 224
Subject CBC
Reference
Notes
* Structural Frame: O hrs
* Bearing Walls
o Exterior: O hrs
o Interior: O hrs
@ Non-bearing Walls
o Exterior: O hrs
o Interior: O hrs
* Floors: O hrs 3" concrete floor
* Roof: O hrs 6x6 beam, 2x6 T&G Deck, 5/16" Plywood Table 601 &
602
603.1 &
717.5 OK
9. Fire Resistive Separations
* 1-hr Fire Barrier separations between B and Al occupancy 508.4 * Incidental Use Areas
o Mech / Boiler Room (031 & 032) -
o Storage over 100 sf (036, 038, New storage north of Council ) I-hr separation or provide automatic fire extinguishing system - OK w/ Fully sprinklered bldg
Smoke Partition (711; Full ht solid walls w/self-closing solid drs) is still required
508.2
508.2.5.2
OK
10. Exterior Walls
* Opening Allowed in exterior walls
* Max area of exterior wall openings allowed: No Limit Fire Separation distance is > 30'
Table 705.8
OK
* Parapets: not required - exterior wall is not required to be rated 705.11 OK
11. Interior Walls
* Fire Barriers - separating B & A3 occupancy around fmr. Council Room 707 o Extend from the top of the floor O ceiling assembly below to the underside of the floor or roof sheathing.
o Openings are limited to 25 % of length of wall
o Openings are not limited to 156sf if fully-sprinklered o Opening protection
Wall Type Opening Rating
707.5
707.6
707.6 exc 1 dr & glazing
need
upgrade to
1-hr shaft / exit enclosures 1 hour
I-hr fire barrier 45 min. Table 715
45 min
assembly
* Shaft Enclosures - exit stairs, elevator hoist way 708 o Enclosures to have fire barrier with I-hr fire resistance rating o Openings limits are not applicable for for exit enclosures o Opening protection - see above
708.4
707.6
Visually
inaccessibl
e, Need
further
investigatio
n of shaft
termination
above
ceiling
* Corridors - Not req'd to be separated by fire or smoke partitions in A and B occupancy if fully sprinklered.
Table
1018.1 OK
* Enclosed Elevator Lobby
Appendix Page 225
Subject CBC
Reference
Notes
o not required not mre than 3 stories in Group B 708.14.1 OK o not required for A where the buikJing is fuiiy-sprinkiered 708.14.1 Ex 4 OK
12. Penetrations
* Thru penetration fire stop systems protecting wall penetrations shall have an F rating equal to the rated wall
713,3.1.2 Visually
inaccessibl
e, Need
further
investigatio
n
* Thru penetration fire stop systems protecting rated horizontai assemblies shall have an F and a T rating of 1 hour or equal to the rated assembly 712.4.1.1.2 Visually
inaccessibl
e, Need
further
investigatio
n
13. Interior Finish 803.1
* Wall and ceiling finishes per ASTM E-84, Class A, B & C / NFPA 286 * Flame spread Req
AreaServed F3
Exit Enclosures B
Corridors Serving A Occupancy B
Other rooms & corridors C
Table 803.9
* Suspended acoustical ceilings per ASTM C 635 or C636 808.1.1.1 ? * ClasslorClassllinteriorfloorfinishreq'dinallexitroute 804.4.1 ?
14. Automatic Sprinkler system - per MEP analysis 903.2.1.3 OK 15 Means of Egress
* Occupant load
Is established in Figure 1 based upon the area under consideration divided by an occupant load factor
Table
1004.1.1
OK
* Egress width 1004
o Considered for floors individually 1004.4 OK
o Stairways - factor.3 in
o Otheregresscomponent-factor.2in
1005.1
OK
* Lighting 1006.2 Noted in
Elect
Section
o 1 fc -at walking surfaces f exit access, exits, and exit discharge o 10 fc - at walking surface of stairs during use o Emergency power 90min min 1006.4
* Accessible means of egress 1007.1
o Accessible means of egress are not required in alterations to existing buildings
1007.1 Ex I
OK
* Doors
o Shall have a clear width of at least 32 in and no door leaf shall be greater than 48 in - all egress doors exceed required width 1008.1.1
OK
o With limitations, egress doors may include: 1008.1.4 OK Aooendix Paoe 226
Subject CBC
Reference a
Notes
a Revolving doors
a Power-operatea doors
a Access-controlled doors
o Panic hardware is required on exit doors from
a A occupancies
a Elect rooms rated over 1200 A - check with Electrical. 1008.1.10 OK
* Stairways
o Min width is 44 in unless serving fewer than 50 people, except accessible egress stairs
o Handrails may extend 4 %" from stair wall into req'd clear width 1003.3.3
1012.7
OK
o At accessible egress stairs, the stairs are req'd to have a min clear width between handrails of 48 in min width is 44 in unless serving fewer than 50 people, except accessible egress stairs
7.2.12.2.3 n/a per
1007.1 Ex.
OK
o Min headroom clearance is 80 in 1009.2 OK
o Riser height
a Min 4in, Max 7in
1009.3
OK
o Ramps (for exiting)
o Max slope-1:12
o Max cross slope-1:48
o Max vert rise - 30 in
o Rampswithrisegreaterthan6inshallhavehandrailsonbothsides 1010.3
1010.4
1010.8
n/a
OK
* Handrails and guards
o Shall be provided on both sides of stairs and ramps with risers grater than 6 in
1009.10 Need
further
review
o Intermediate handrails to be provided so that all parts of egress capacity on stairs and ramps area within 30 in of a handrail 1012.8
o Guards required on elevated surfaces with an adjacent droop more than 30 in
1013.1
o Guards to be 42 in high min 1013.2
o Not allow a 4 in diameter sphere to pass 1013.3 * Exit Signs
o Not required in rooms or areas requiring only one exit 1011.1 OK o Required at exit and exit access doors and other areas so that no place in a corridor is more than 100 ft from an exit sign 1011.1
OK
o Exit sign may be either internally or externally illuminated 1011.2 OK o Illumination required to be on emergency power with 90 min duration 1011.5 OK * Exit Access
o Egress shall not pass through adjoining rooms except where such rooms are accessory to the area served, are not high-hazard, and provide a discernible path to an exit
1014.2
OK
o When two or more exits are required, they shall be separated by one third the diagonal dimension of the space
a fmr Council - 2 exits provided
a Mech room - 2 exits provided
1015.1
1015.1
1015.3 OK
* Travel Distance
o Max allowable travel distance from any location to an exit 43: 250 ft (w/ fully-sprinklered) Table OK
Appendix Paoe 227
Subject CBC
Reference
Notes
B: 300 ft (w/ fully-sprink!ered) 1016.1
* C-ommon path of trave distance
o The max allowable common path of travel distance from any location to a point where occupants have a choice between two separate exit paths is limited to 100 feet for Group B and S
1014.3
OK
* Corridors in sprinkler protected B or S may be non-rated Table 1018.1 OK
o Corridor width to be OL x O.2 but not less than 44" o 36" with a required occupant capacity of less than 50 1005,
1018.2
1018.2 Ex OK
o Dead ends may not exceed 50 feet in B
* Min number of exits
o OL 1-500 - 2 exits required 1021 OK
* Vertical Exit Enclosures
o Required rating - 1-hr
o A max of 50% of exit capacity is permitted to egress through areas in the level of discharge w/ three conditions check (1.2 floor rating of 3" conc) o Stairs to the building permit counter should not be used for egress, to be "communicating Stair"
1022.1
1027.1 Ex
Adjust exit
sign
accordingly
* Exterior Exit Stairs and Ramps
o Exterior exit stairways can be used in a means of egress o Must be open at one side
o Not required to have separation per exceptions
1026.2
1026.3
1026.6 Ex.
OK
OK
OK
* Exit Discharge
o A max of 50% of exit capacity is permitted to egress through areas in the level of discharge w/ three conditions check
1027.1 Ex
OK
16 Roof Assembly and Rooftop Structures
* Roofing Classifications - Class A is required per City of Cupertino Ordinances Table 1505.1
Classificatio
n of (E)
roof
assembly is
unknown.
* Existing roof replacement - more than 50% of the total roof area is replaced within any one-year period, the entire roof covering of every new structure, and any roof covering applied in the alteration, repair, or replacement of the roof of every existing structure shall be a fire-retardant roof covering that is at least Class c
1505.1.3 To be Class
A per City
of
Cupertino
Ordinances
Aooendix Page 228
Exhibit 4B - Accessibility for Existing Buildings
This Exhibit is prepared to summarize the required accessibility upgrade for the existing buildings per 2010 CBC.
Subject CBC
Reference
N6tes
1. Accessibility for Existing Buildings 1134B
* Provisions apply to renovation, structural repair, alteration and addition to existing buildings
* No decreased accessibility of existing buildings * Requirements shall apply only to the area of specific alteration structural repair of addition
o Primary entrance to the building
o Primary path of travel to the specific area of alteration, structural repair or addition
o Followings that serves the area of alteration, structural repair or addition a Sanitary facilities
a Drinking fountains
ffl Signs
a Public telephone
1134B.1
1134B,2
Exceptions #1
* Total construction cost does not exceed S128,410.86 (Jan 2010) * Unreasonable hardship is where exceeds 20% of the cost of the project without these features (disproportionate cost)
* Access shall be provided to the extent that it can be within 20% of the cost of project
* Priority is to these elements that will provide the greatest access following order o An accessible entrance
o An accessible route to the altered area
o At least one accessible restroom for each sex
o Accessible telephones
o Accessible drinking fountains
o When possible, additional accessible elements; parking storage and alarms
* 3 years duration of accumulated cost when there are many small work * Alterations after Jan 1992 shall be considered in determining if the cost of providing a accessible path of total is disproportionate Exceptions #2
* n/a - Re: privately funded project
Exceptions #3
* Accessibility improvement work itself is limited to the actual work of the project Exceptions #4
* Work limited to
o HVAC
o Re-roofing
o Electrical (not included switches and receptacles) o Cosmetic work
1134.2.1 Ex.
* Alternative uni-sex per floor will be permitted if technically infeasible 1134B.2.2 Aooendix Page 229
N
Ca)
0 ,. '-;
I
!N&&W&M
o
5.O Mechanical, Electrical, Plumbing, Fire Protection Analysis
5.1 Scope
The main goal of this report is to evaluate the MEP equipment and infrastructure serving the Cupertino City Hall and the EOC. The evaluation of the existing MEP systems is being performed according to the following overall facility improvement alternatives:
* Alt #1 No Upgrade - Relocation of EOC
* Alt #2 Min Seismic Upgrade - Duct, pipe, and equipment seismic support (per I factor change)
* Alt #3 Moderate Upgrade - Alt #2 items, Fire & Life Safety upgrade to meet 2010 CBC, MEP upgrade to meet operation requirements as Essential Services Facilities, Energy efficiency to meet performance of the existing building * Alt #4 Replacement - New Building
5.2 Applicable Codes and Standards
Codes:
State of California Code of Regulations (CCR).
2010 California Building Code.
2010 California Electrical Code.
2010 California Mechanical Code.
2010 California Plumbing Code.
2010 California Fire Code.
2010 California Energy Code, Title 24 - 2008
2010 California Green Code, CALGreen
City of Cuppertino Municipal Code
Standards:
ASHRAE Standard 62.1-2010 - Ventilation
ASHRAE Standard 55-2010 - Thermal Comfort
ASHRAE Standard 90.1-2010: Energy Standard for Buildings except Low-Rise Residential Buildings
AMCA - Air Movement and Control Association International, Inc.
ANSI - American National Standards Institute.
Apoendix Page 231
ARI - Air Conditioning and Refrigeration Institute.
SMACNA - Fire and Smoke Damper instaiiation Guide.
SMACNA - Guidelines for Seismic Restraints of Mechanical Systems.
SMACNA - Standards for Duct Construction.
NEMA - National Electrical Manufacturer's Association.
NEMA - National Electrical Manufacturers Association.
NECA - National Electrical Contractors Association.
IEEE - Institute of Electrical and Electronic Engineers.
UL - Underwriters Laboratories.
NFPA - National Fire Protection Association.
NFPA 90A - Air Conditioning and Ventilating Systems.
NFPA 101 - Life Safety Code.
NFPA 13 - Standard for the Installation of Sprinkler Systems.
5.3 Mechanical HVAC Systems
5.3.1 Heating and Cooling Systems
The HVAC system for the Cupertino City Hall consists of a water-cooled chiller plant (70 Ton) with the cooling tower located on the roof and the chiller located on the lower level. A gas fired non-condensing boiler generates heating hot water.
The boiler is from the 1965 original building construction and is well past its life time. Both of these systems provide chilled and heating hot water to the Air Handling Units (AHU's) located at the lower level that heat and cool the building through a VAV reheat design. All equipment was installed in -1986 and is now 26 years old and at the end of its useful life. While the equipment appears to be well maintained, and the AHU's have been retroTitted with VFD's, the building operates inefficiently at a rate of $3.63/SF-Year and 106 kBTU/SF-Year (based on 2009 utility bills). A modern, energy efficient office building operates at $1.50/SF-Year and 50 kBTU/SF-Year.
The Cupertino City Hall has a small server room that is cooled by split system AC units, with air-cooled condensers located on the roof. The AC units for the server room appear to have been installed more recently that the rest of the HVAC equipment.
Aooendix Paoe 232
Figure 5A (Closed-Circuit 70 Ton Cooling Tower)
Figure 5B (Water-cooled 70 Ton Chiller)
In the lower level mechanical room, maintenance clearances and an exit pathway may not exist throughout the space. In addition, the combination of chiller, gas boiler, electrical gear, and generator equipment do not meet today's code Appendix Page 233
requirement to have separate rooms {or each of these pieces of equipment. The room is also not equipped with a refrigerant detection and exhaust systems currently required for chiller rooms, and the combustion air ducts in the boiler room need to be routed to an outdoor location.
Figure 5C (Gas Fired Boiler)
Figure 5D (Server room AC unit (1 of 2))
Aooendix Page 234
Recommendations
Alt #1 No Upgrade; Nc work.
Alt #2 Min Seismic Upgrade: Upgrade all duct, pipe, and equipment anchorage and seismic attachments to building structure. Replace duct and pipe connections with flexible joints where required.
Alt #3 Moderate Upgrade: Replace existing HVAC equipment with smaller, more efficient, better comfort equipment design.
Alt #4 Replacement: New HVAC systems for new building.
5.3.2 Ventilation
The existing AHU's air intake is located in an airwell that does not provide good air quality air for building occupants. The amount of fresh air brought into the building is not enough by today's standards and codes, and should be increased and improved,
Recommendations
Alt #1 No Upgrade: No work.
Alt #2 Min Seismic Upgrade: No work.
Alt #3 Moderate Upgrade: Obtain fresh air from a different location (i,e, roof louvers) and increase amount of fresh air.
Alt #4 Replacement: New HVAC systems for new building.
5.3.3 Controls
The existing control system is and outdated pneumatic system that does not allow for remote monitoring or the implementation of common energy efficiency strategies in modern buildings. In addition the pneumatic controls system requires more maintenance to upkeep the compressor, air filter, and other mechanical systems required to run the system.
Recommendations
Alt #1 No Upgrade: No work.
Alt #2 Min Seismic Upgrade: No work.
Alt #3 Moderate Upgrade: Replace existing system with modern DDC controls system,
Alt #4 Replacement: New HVAC systems for new building.
Apoendix Page 235
5.4 Plumbing Systems
5.4.1 Plumbing Fixtures
The existing plumbing fixtures are functioning and meet current code.
Recommendations
Aft #1 No Upgrade: No work.
Alt #2 Min Seismic Upgrade: No work.
Alt #3 Moderate Upgrade: No work.
Alt #4 Replacement: New plumbing systems and fixtures for new building.
5.4.2 Domestic Water System
The domestic water piping appears to be copper. An AO Smith boiler gas fires water heater provide domestic hot water to all building plumbing fixtures. The water heater appears to have been instal!ed with the last 5 years.
Recommendations
Alt #1 No Upgrade: No work.
Alt #2 Min Seismic Upgrade: Upgrade all plumbing pipe and equipment anctiorage and seismic attachments to building structure.
Alt #3 Moderate Upgrade: Replace existing plumbing pipe (cold and hot water).
Replace existing water heater with a high efficiency heat pump water heater.
Alt #4 Replacement: New plumbing systems and fixtures for new building.
5.5 Fire Protection Systems
5.5.1 Fire Sprinkler system
The bulling is fully sprinklered and testing station appears to be in proper operating condition given the test log dates.
Recommendations
Alt #1 No Upgrade: No work.
Alt #2 Min Seismic Upgrade: Upgrade all fire protection pipe and equipment anchorage and seismic attachments to building structure.
Alt #3 Moderate Upgrade: Replace existing pipe and sprinkler heads inside building to match renovation intent.
Alt #4 Replacement: New fire protection system for new building.
Apoendix Paae 236
5.6 ELECTRICAL
5.6.1 Electrical Systems Summary
This report is an evaluation of the Cupertino Essential Services building electrical systems, located at Rodrigues and Torre Avenue, in Cupertino, California. The data used to develop this report was collected during one site visit conducted on February 15, 2012, as well as interviews of the staff working at the building.
During the field visit, we observed the site conditions and systems exposed to visual observation. No testing or destructive investigation was performed.
Additional information about the building's power distribution system was gathered by reviewing the building plan sets made available in PDF format. The walk through was intended to evaluate the effectiveness of the existing Electrical systems.
This report provides an overview of existing conditions of the electrical system, identification of potential weaknesses in the systems and suggested improvements to the systems.
All major electrical equipment appear to be original and in working condition. The main distribution equipment is nearly 47 years old and has past its expected useful life. The generator is nearly 34 years old and has passed its useful life.
The existing light fixtures are in serviceable condition. As a possible energy saving project, the building management may want to consider replacing the existing lights with more energy efficient T5, T8, LED, and compact fluorescent fixtures. Another energy saving technique would be to upgrade the lighting control system and incorporate occupancy sensors and/or daylight sensors in addition to using time clock controls.
The main service to the City Hall space is a rated at 1000A at 208V, 3-phase system and provides power for a load density of approximately 12.5 W (or 15.5 VA, using O.8 power factor) per square foot for the entire building, which is adequate for the current loads.
5.6.2 Assessment of Existing Conditions
Normal Power
Utility Transformer
The building is fed from a utility transformer (PG&E) located outside the building.
Aooendix Paoe 237
Figure IE (PG&E Transformer)
The secondary power from the transformer to the main switchboard is provided via (4) sets of 4" underground conduits.
The main switchboard is rated 1600A, 208/120V, 3-phase, 4-wire and is located inside the main electrical room.
General Condition
The transformer belongs to PG&E and was recently upgraded. It appears to be in good working condition.
Code Issues
No code issues.
Recommendation:
Alt #1 No Upgrade: No work.
Alt #2 Min Seismic Upgrade: Confirm with PG&E if the new transformer meets current Seismic code
Alt #3 Upgrade: No work. Transformer was recently upgraded.
Alt #4 Replacement: Transformer was recently upgraded.
Main Switchboard
The Main Switchboard is rated at 2000A, 120/208V, 3 phase, 4 wire with a 1600A main breaker manufactured by Industrial Electric Manufacturing, Inc. The main switchboard is feeding a distribution panel via a 1,000Amp breaker. This switchboard serves the City Hall.
Aopendix Page 238
The table below summarizes the load on each panel.
Table 5.1 (Panel Load)
Name Size Load Serving
MSB 2000A Section Library,
Future Public Safety Building,
ATS for Generator
Pane! DP 1000A Section PANEL F,
PANEL C,
PANEL A,
PANEL E,
PANEL B,
PANEL D,
PANEL G (MCC)
CHILLER,
Future E.O.C. Panel
G (MCC) 600A Pump 1, 2, 3, 4, 5, 6,
Cooking Tower Fan
A/C Fan Basement
A/C Fan Ist Floor
A/C Fan IS' Floor
Remote Radiator
Fuel Pump
Aooendix Page 239
Figure 5F (Main Switchboard)
General Condition
The main switchboard appears to be of the original construction and in working condition, although past its useful life. In general, the switchboard is adequately sized to support the existing loads.
Code Issues
Maintenance clearances and exit pathway are required to be investigated around the 1600 Amp electrical panel. Electrical panel is over 1200 Amps, thus requiring either (A) 2 exits with panic hardware, or (B) 1 exit door with panic hardware but a clear and unobstructed path from Panel to exit door, or (C) a single exit door with panic hardware but double the required working space around the Panel.
Recommendation
Alt #1 No Upgrade: No work.
Alt #2 Min Seismic Upgrade: Provide adequate support suitable for the seismic and earthquake condition.
Alt #3 Upgrade: The existing main distribution switchboard shall have regular preventative maintenance procedure per NETA (National Electrical Testing Association) standards.
Megger test existing feeders.
Aooendix Paoe 240
Test overcurrent protective devices in the switchboard for proper operation.
Aft #4 Replacement: In order to ensure reliable power distribution to the building and reduce service needs in the future, we recommend the main switchboard be replaced with a new model.
5.6.3 Emergency Power
The emergency power system consists of a generator rated at 125KW, 208/120V and is located inside the main electrical room. The fuel tank, with 1000 ga!Ion capacity, is located outside the room. In the event of a power outage, the generator provides power to the panel DP via a 400A automatic transTer switch (ATS) located in the main electrical room. The generator also provides power to the Chiller but the pump must be 41ump" to move chilled water. The generator does not serve the existing elevator. or the chiller, as confirmed by discussions with facility personnel.
Figure 5G (Indoor Generator)
General Condition
The generator was installed in 1978, making it nearly 34 years old, which has exceeded its useTul lire. It appears to be operational, as comirmed by facility personnel.
Code Issues
No code issues
Recommendation
Alt #1 No Upgrade: No work.
Alt #2 Min Seismic Upgrade: Provide adequate support suitable for the seismic and earthquake condition.
Appendix Page 241
Alt #3 Upgrade: The generator should at the minimum be tested per manufacturer's recommendation to confirm its operation, and the batteries tested to confirm capacity and condition as well.
Alt #4 Replacement: The existing generator is currently loaded to its full capacity.
In order to increase reliability and provide assurance of operation in the future, it is recommended that the generator be replaced with a new unit. We also recommend upsizing the generator to 175kW or above and its associated automatic transfer switch to 500A or above to provide capacity to serve additional loads such as the elevator and any future loads.
5.6.4 Grounding System
The service ground was not readily visible at the Main Switchboard. Feeder and branch circuit ground conductor sizes were not verified. Bonding to the building mechanical systems was not confirmed.
General Condition
No hazard has been identified with the current grounding system.
Recommendations
Alt #1 No Upgrade: No work.
Alt #2 Min Seismic Upgrade: No work
Alt #3 Moderate Upgrade: The grounding electrode resistance should be verified and supplemented as needed with additional ground rods. The mechanical and plumbing system bonding should be verified.
Alt #4 Replacement: Provide new grounding system to meet current code.
5.6.5 Lighting
Interior Lighting
The existing lighting system consists mostly of recessed and pendant mounted fluorescent linear T8 32/26 watts source fixtures, with additional recessed incandescent downlight fixtures.
Illumination levels were observed to be uniform and adequate in all common area corridors, offices, work areas, and equipment rooms. Emergency exit signs are provided throughout the building according to Code. Emergency and egress lighting is provided by selected normal fixtures fed by emergency circuits from the generator.Exit lights are LED with battery back-up. Bug-eye type supplemental emergency fixtures was provided in the boiler room.
General Condition
Light fixtures appear to date back to the original construction and are in fair condition, with no operational issues.
Code Issues
Appendix Page 242
Perform functional testing of all existing emergency lighting and measure light levels for code compliance.
instali ad6itionai emergency iighting as necessary after the functionai testing of the existing installation to provide current code required minimum egress illumination.
Recommendations
Alt #1 No Upgrade: No work.
Alt #2 Min Seismic Upgrade: Provide adequate support suitable for the seismic and earthquake condition.
Alt #3 Moderate Upgrade: If improvements to the lighting system are to occur, the existing outmoded T12 source fixtures should be replaced with new higher efficiency T8, T5 or LED source fixtures to reduce energy usage. Newer fixtures will also provide better light distribution and higher uniformity to increase occupant comfort. Any existing incandescent source fixtures should be replaced with higher efficiency compact fluorescent source fixtures.
Alt #4 Replacement: Similar to Alternative 3
5.6.6 Lighting Controls
The existing general lighting is controlled by loca! switches located within the corridors and at the each room. Lighting in the Kitchen, bathrooms, stairwell and conference room "A" is controlled by motion sensors. Relay control panels provide time schedule control for corridors and general areas, and dimming equipment provides dimming functionality to meeting rooms.
Recommendation
Alt #1 No Upgrade: No work.
Alt #2 Min Seismic Upgrade: Provide adequate support suitable for the seismic and earthquake condition.
Alt #3 Moderate Upgrade: Ceiling mounted occupancy sensors can be added to individual rooms to automatically switch on one-half or all of the fixtures when occupancy is detected and switch off all fixtures when no one is present, to take advantage of irregular occupancy intervals. A time delay of 30 minutes or less can be used to minimize nuisance switching.
To meet current code, reduce energy use, and increase the effectiveness and flexibility of the lighting installation, it is recommended that automatic and multilevel lighting controls be installed in every space.
Alt #4 Replacement: As the perimeter office areas receive good access to daylight, ceiling mounted photosensors may used to provide automated dimming of the perimeter fixtures according to the amount of daylight available, further reducing the lighting load. The existing fluorescent source fixtures within the Appendix Paoe 243
perimeter daylight area will need to be provided with dimming ballasts in order to integrate with the photosensor input.
In addition, both occupancy sensing and daylight harvesting through photosensors can be employed together. This will keep lights off when the space is unoccupied and also dim the light output when sufficient daylight is available in order to maximize the energy saving potential.
Aooendix Paoe 244
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Aooendix Paoe 245
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Aooendix Page 246
APPENDIX A 10
Cupertino City Hall: MEP Systems Alternatives Study (PAE, act 2, 2014)
Aooendix Page 247
Cupertino City Hall:
MEP Systems
Alternatives Study
October 7, 2014
a ' :aa" " i" ' " - ': -':':L: ,..a" - .""-a ':a a" if + '+ :':'- ' :-aa PAE
paq a'i5i:'i-.rs.car
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Appendix Page 248
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Aooendix Paoe 249
October 7, 2024
1.O Project Description. I
2.0 0PTION A - UPGRADE CITY HALL WITH LIFE SAFETY I
2.1 Electrical 1
2.2 Mechanical 1
2.3 Plumbing 2
2.4 Fire Protection. .2
2.5 Indirect Costs. .2
3.0 0PTION B - UPGRADE CITY HALL WITH LIFE SAFETY + EOC 2
3.1 Electrical. 2
3.2 Mechanical. .2
3.3 Plumbing 3
3.4 Fire Protection
3.5 Indirect Costs .3
3.6 Floodplain Considerations.. .3
4.0 0PTION C - GUT AND REMODEL CITY HALL 3
4,1 Electrical. 3
4.2 Mechanical
4.3 Plumbing 4
4.4 Fire Protection. 4
4.5 Indirect Costs 4
4.6 Floodplain Considerations.. .5
5.0 0PTION D - NEW CITY HALL BUILDING + BASEMENT PARKING 5 5,1 Electrical. 5
5.2 Mechanical 5
5.3 Plumbing 5
5.4 Fire Protection 6
5.5 Indirect Costs. .6
5.6 Floodplain Considerations. 6
6.0 0PTION E - NEW CITY HALL BUILDING + BASEMENT PARKING + COUNCIL CHAMBERS .....................6
6.1 Electrical. 6
6.2 Mechanical .6
6.3 Plumbing 6
6.4 Fire Protection 6
6.5 Indirect Costs. 6
6.6 Floodplain Considerations.. 6
7.p ENERGY BENCHMARKING 6
x+-:cs-gy.oo Cupertino City Half Study
Appendix Page 250
C"JO6er 7, 20!4
jed Dffiary
Owner
Architect
Mechanical
& Electrical
Engineer
t<-isga.oo
City of Cupertino
10300 Torre Avenue
Cupertino, CA 95014
408-777 -3200
Project Architect
2 Bryant Street, Suite 300
San Francisco, CA 94105
415-856-3000
Karen Alschuler
Principal-in-Charge
[email protected]
Geeti Silwal, LEED AP BD+C
Associate Principal, Senior Project Manager
[email protected]
PAE Consulting Engineers, Inc.
425 California Street, Suite 1200
San Francisco, CA 94104
415-544-7500
Mike Lucas, PE, LEED AP
Principal-in-Charge
[email protected]
Marco Alves, PE, LEED AP
Project Manager
[email protected]
Harj Sidhu, PE, LEED AP
Electrical
[email protected]
Stuart Gregson, PE, LEED AP
Mechanical
[email protected]
CUpertino City Hal.l St :i
Appendix Page 251
O':A:(Xier 7, 2044
1.O Project Description
This report is a follow up to the 'lCupertino City Hall Essential Services Facility Analysis" report produced on 3/27/2012 by Perkins + Will, AKH Structural Engineers, and PAE. Refer to the 2012 report for details information on existing systems, At this time the design team is considering 5 options for the city hall building:
1. Option A - Upgrade city hall with life safety
2. Option B - Upgrade city hall with life safety + EOC
3. Option C - Gut and remodel city hall
4. Option D - New city hall building with basement parking
5. Option E - New city hall building with basement parking + council chambers The following sections outline the Mechanical, Electrical, and Plumbing implications of each of the above options. TBD Consultants has been engaged to provide cost estimates of each of these options.
2.0 0PTION A - UPGRADE CITY HALL WITH LIFE SAFETY
2.1 Electrical
Existing Electrical equipment including Main Switchboard, panelboards, etc. are all well past their useful life. Replace all Electrical distribution equipment.
Existing wiring to be removed and new wiring to be pulled through new conduit.
Upgrade Fire Alarm to meet the latest Life Safety requirements.
Provide new lighting fixtures to meet the latest T24 requirements. Emergency power for egress fixtures, via local battery packs.
2.2 Mechanical
Demo existing 70-ton, 1986 vintage water cooled chiller in lower level mechanical rOOm.
Demo existing 70-ton, closed circuit, 1986 vintage rooftop cooling tower.
Demo 1965 vintage gas fired non-condensing boiler in lower level mechanical room.
Demo lower level 1986 vintage VAV+ reheat air handling unit.
Add new 70 ton air-cooled chiller at roof/attic level.
Add (2) 400,000 Btu (input capacity) condensing boilers at basement level.
Add new pipe and pumps for chilled and hot water systems.
Add (2) new AHUs to basement level (15,000 cfm each). t<-tsga.oe
Cupertirio City Half Study I
Appendix Page 252
'<'JrTa (gf;8'; 7 2gN4
Clean and reuse existing ductwork as much as possible.
Increase ventilation rate to today's standards, re-route ventilation air intake.
Demolish existing pneumatic VAV boxes.
Provide new VAV boxes with direct digital controls.
Provide new BMS with DDC controls for all equipment and terminal units with front end for basic control and monitoring functions.
2.3 Plumbing
Miscellaneous upgrades for ADA compliance per September 2014 ADA report, including repositioning toilet heights and correcting lavatory/drinking fountain access.
2.4 Fire Protection
Modify sprinklers for code updates.
2.5 Indirect Costs
Cost of building/locating the EOC elsewhere on campus. Council Chambers remains at the Community Hall. The operations of the facility is not included in the costing.
3.0 0PTION B - UPGRADE CITY HALL WITH LIFE SAFETY + EOC
3.1 Electrical
Existing Electrical equipment including Main Switchboard, panelboards, transformers etc. are all well past their useful life. Replace all Electrical distribution equipment.
Existing wiring to be removed and new wiring to be pulled through new conduit.
Existing Generator is well past it's useful life. Replace with new generator.
Evaluate Generator capacity versus the latest EOC requirements. Minimum generator size to be 125kW to match existing size.
Upgrade Fire Alarm to meet the latest Life Safety requirements.
Provide new lighting and lighting controls to meet the latest T24 requirements.
Emergency power for egress fixtures, via local battery packs,
3.2 Mechanical
Same points as Option A, also including the following:
Upgrade all duct, pipe, and equipment anchorage and seismic attachments to building structure. Replace duct and pipe connections with flexible joints throughout.
All large equipment shall be spring isolated.
AHU to be placed in attic level or roof. Preliminary selection indicates (2) AHU's at 7'W x 28'L x 5'H (10,000 Ibs each).
i*-isga.o'o
Cupertino Cty Hall Study 2
Appendix Page 253
Or'O'Oer 7 20i4
Boiler to be placed at roof level.
Add HVAC heating to generator load (AHU, Boiler, Pumps, will be on emergency power, connected to the generator).
3.3 Plumbing
Miscellaneous upgrades for ADA compliance per September 2014 ADA report, including repositioning toilet heights and correcting lavatory/drinking fountain aCCeSS.
Upgrade all plumbing equipment and pipe anchorage and seismic attachments to building structure.
3.4 Fire Protection
Modify sprinklers for code updates.
Upgrade fire sprinkler pipe anchorage and seismic attachments.
3.5 Indirect Costs
Cost of operating the Council Chambers at the Community Hall is separate.
3.6 Floodplain Considerations
We understand that FEMA stipulations require that emergency equipment shall not be located within Special Flood Hazard Areas Zones A, AE, and 40 (which are areas within the 100 year floodplain). The attached FEMA map shows flood plain areas in the City of Cupertino and near the project location indicating that the project location is not within the 100 year floodplain zones.
FEMA's 2007 Design Guide for Improving Critical Facility Safety from Flooding and High Winds, publication 543 (located here: http://www.fema.qov/media-library- data/20130726-1557-20490-1542/fema543 complete.pdF) advises that emergency equipment should be located above the 500 year flood elevation. While this is a design guideline and not necessarily a FEMA requirement, PAE recommends that the project design should attempt to comply with this guideline. Consideration should be given to relocating the emergency generator to a level above grade to mitigate the risk of flooding due to storm conditions or piping malfunctions within the building.
The attached map indicates that the project is within the 500 year floodplain; however it does not designate the specific elevation of the 500 year flood. PAE recommends that a qualified firm/organization should be engaged to consult on specific floodplain elevations and recommendations for FEMA compliant locations for the emergency generator.
4.0 0PTION C GUT AND REMODEL CITY HALL
4.1 Electrical
Existing Electrical equipment including Main Switchboard, panelboards, transformers etc. are all well past their useful life. Replace all Electrical distribution equipment. 14-1593. € m
Cupertirio (Ay Hatf Study 3
Appendix Page 254
QC"Ober 7, 2 0 ! 4
Provide new Electrical Distribution throughout the building. This includes new Main Switchboards, panelboards, and transformers.
Provide new conduits to distribute power.
New wiring
Existing Generator is well past it's useful life. Replace with new generator.
Evaluate Generator capacity versus the latest EOC requirements. Minimum generator size to be 125kW to match existing size.
Upgrade Fire Alarm to meet the latest Life Safety requirements.
Provide new lighting and lighting controls to meet the latest T24 requirements.
Emergency power for egress fixtures, via local battery packs.
4.2 Mechanical
Same points as Option B, also including the following:
New thermal zoning layout.
New distribution ductwork.
New distribution piping.
Design for mixed mode natural + mechanical ventilation, possibly engaging light wells or light court for transfer air.
All new mechanical system is likely to remain an air based VAV + reheat system.
4.3 Plumbing
Provide new high efficiency, condensing gas water heater.
Provide all new piping for the following systems:
a) Domestic Cold and Hot water piping
b) Vent piping
c) Gas piping
d) Storm piping
e) Waste piping
Provide new (water conserving) plumbing fixtures, ADA compliant. 4,4 Fire Protection
New sprinkler system.
4.5 Indirect Costs
Cost of operating the Council Chambers at the Community Hall is separate. 14-1593.00
Cupertino Ci§ Half Study 4
Aooendix Paoe 255
DC':'J':ey'74aa"':L"14
4.6 Floodplain Considerations
Same as Option B.
5.0 0PTION D NEW CITY HALL BUILDING + BASEMENT PARKING
5.1 Eledrical
New incoming service
New distribution
New Lighting
New Generator
New Fire Alarm
5.2 Mechanical
New central hydronic equipment: geothermal slinky field (60,000 sf area) below basement parking, served by water to water heat pump. Although the basement parking footprint area is planned to be 45,000 sf a 601000 sf excavation area may be available due to shoring requirements. If needed the slinky field can extend further into (below) the site, or can be located in another location that may already be planned for excavation for other campus reasons. If desired, the slinky field can be piped so as to accommodate potential future expansion should the slinky field ever be desired for use as a campus system serving multiple buildings. - Take advantage of federal tax savings for geothermal systems: 10o/o Tax Credit year 1, and 100o/o depreciation over 5 years.
- City of Cupertino to determine tax liability and eligibility for tax savings programs. One option may be a Thermal Purchase Agreement (TPA) in which a tax-liable 3rd party procures the geothermal system and secures the tax savings, and the City of Cupertino purchases the thermal energy from the 3rd party.
New indoor services, including radiant heating/cooling with dedicated outdoor air system.
Garage ventilation with CO sensor control.
5.3 Plumbing
New incoming/outgoing services for Fire, Gas, Domestic Cold Water, Storm Drain, and Waste.
New high efficiency condensing gas water heater and associated components (recirculating pump, storage tank, expansion tank, etc.) New water conserving plumbing fixtures, ADA compliant.
New plumbing piping systems.
i<-isgy.oo
CuperUno CRy HaU Study 5
Appendix Page 256
'Cj:Ober pt 2Gi4
5.4 Fire Protection
New sprinkler system.
5.5 Indirect Costs
Cost of operating the Council Chambers at the Community Hall is separate.
5.6 Floodplain Considerations
Same as Option B.
6.0 0PTION E - NEW CITY HALL BUILDING + BASEMENT PARKING +
COUNCIL CHAMBERS
6.1 Electrical
Same as Option D
6.2 Mechanical
Same as Option D, with higher ventilation rates and equipment capacities and geothermal slinky field (70,000 sf area to account for additional area of council chambers).
6.3 Plumbing
Same as Option D
6.4 Fire Protection
Same as Option D
6.5 Indirect Costs
Assume EOC included.
6.6 Floodplain Considerations
Same as Option B.
7.O ENERGY BENCHMARKING
Based on 2013 utility bills, the existing facility operates inefficiently at an energy cost rate of $3.65/sf-year and an Energy Use Intensity (EUI) of 92 kBTU/sf-year (based on a September 2014 study provided by the City). A modern, energy efficient new construction office building in this climate would operate at approximately $1.20/sf-year and 35 kBtu/sf-year.
Based on PAE's project experience, Figures 1 and 2 on the next page illustrate potential reductions in energy use and energy cost associated with each of the options described in this report.
i<-xsga.oo
Ciin.o aty Hail Study 6
Appendix Page 257
a'a'--j'C-tau':aaa's7'xb'O'p4
Figures 3 and 4 illustrate preliminary lire cycle cost analysis and total cost of ownership for the mechanical systems described in Options A-E. In this case, the first cost of Options D and E was normalized on an area basis for equal comparison to Option A, B, and C. The Option D and E costs shown here are as if these options had the same project area as Option A, B, and C.
Figures 3 and 4 show that even though Options C, D, and E have higher first costs, the total cost of ownership over time is significantly less compared to Options A and B. The simple paybacks on Options D and E are less than 10 years, and the 30 year total cost of ownership for Options D and E are millions of dollars less than any other option. This is something to consider for the life of a project that is expected to last 30 years or more. 14-i593.00
Cupertino City Hall Stud'y 7
Appendix Page 258
Odo=ber 7 2024
Energy Use Intensity
120
100
80 60
40 20
o
106
92 : I !l
it i . l: ffl"
A"l
it .. :i t , !.
25 25
EXISTING
BUILDING
2009
EXISTII'JG OPTION A OPTIOk B OPTIOk C OPTIC,r( D OPTION E
BUILDING
2013
Figure 1. Energy Use Intensity (EUI) comparisons
$4.50
$4.00
$3.50
$3.00
$2.50
$2.00
$1.50
$1.00
$0.50
Energy Cost Density
94.2a
S3.65
- S2.78 S2.78
FJ -i , 5isq
SC.39 ,<;039
EXISTIblG EXISTING OPTION A OPTIOh B OPTIOA C OPT;Cj% D OPr;JN E
BUILDING BUILDING
2009 2013
Figure 2. Energy Cost Density comparisons
14-1593.00
Cupertjno Cjty Hal'i Study 8
Appendix Page 259
Odober 7 20M
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i
""-""'"""-
OPTIONS j
* I
4 1
* i
' ) Avg. II Annual
Capital Costs { Maint. I
($)2014 ' Costs I
' i_
Avg. ,
Annual :
' Repla. i
Costs i'
I
i
Year 1
Utility
Costs
" ($)2014
r -i
Simple '
, Payback i
', Option A %
Base '
(Years) i
-'-]
15 Year Cost ]
of Ownership I
($)2028 I
i
?
of (0$w)2n0e4rs3hip Ii-E7ergyJ\
Index
(kBtu/sf-yr)
h
i
Q
p.k
IW
Thi
tiI -nHuFEsAF,Y"'"'Y'HA"""'LL'Illl'
l $2,725,421 ! $79,292 ]
I a .
m,
. $40,003 , ' $63,940
i""""""""""""""" ' """]
l_', ! ""'$ € € ] Wi
m
i
II
lOptionBUPGRADECITYHA[L '
iWITH LIFE SAFETY + EOC l$,oeis0 .g,g;' ,
$40,003 i
I
: $63,940:"" ""' "'N/ A" """"""]
l ]""': € € ] $
!m
vii@'?
:)9!
10ption{ - 4.0 0PTION C - GUT
AND REMODEL CITY HALL j
t'
$47,575
" " " " " " " "" " " " " " " ' "' "';
$40,003 : $36,570
7 """"'!
i. 16.7 :
0 € . ]
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!
I I
Option D - 5.0 0PTION D - NEW
ICITY HALL BUILDING + BASEMEISIT '
IPARK[NG ,,
I € $23,788 $26,8s=+ 1,
i
$22,770
, ]
i 9.3 ]
4:4,754,949" !
(7 $6,651,191 I
I I
]
a a
:OptionE - 6'.0 0PTION E - NEW :
ICITY HALL.BUILDING + BASEMEISIT ,
'PARKING + COUNCIL CHAMBERS
h
$23,788 $26,884 i
ffi
$22,770 M
4' 'ff-
i
I I
I $6,605,441 I
I I
a'J i. I
wf2am)o'- ' . A " " ' .. %., ' + , -' , . ' . ', Y " , ' - aa r45 ' M M-7i d i-"'= 3 4 ei J Notes / Assumptions:
1. Capital Costs are based on reports from TBD consultants, dated 10/5/14 and 10/6/14, plus PAE estimates of controls costs. Capital costs of Options D and E are normalized by project area to create an even comparison with Options A, B, C. These are the costs if a new building was built with the same area as the existing building.
Figure 3. Life Cyde Cost Analysis Results
30 Year Life Cycle Cost Analysis
(2014 to 2043)
$12,000,00a
o
o
o
$10,000,000
$9,000,000
$8,000,000
$7,000,000
$6,000,000
$5,000,000
$4,000,000
$3,000,000
$2,(X)0,000
$1,000,000
I 5 10 15 20 25 30
ffiOptionA fflOptionB ffiOptionC aOptionD gOptionE
Figure 4. Total Cost of Ownership over 30 years I4-1593.00
CuperUno City Hail Study 9
Appendix Page 260
A ""o 9 e A ;;' lJl+
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Aooendix Page 262
APPENDIX A 11
Cupertino City Hall Alternatives Study, Structural Evaluation (Tipping Mar, Sept 29, 2014)
Appendix Page 263
Cupertino City Hall Seismic Alternates Study
Structural Evaluation
10300 Torre Avenue, Cupertino, CA 95014
September 29, 2014
Executive Summary
Five alternative options have been discussed for the future of the City Hall, with various degrees of improvement, from performing the minimum amount of architectural remodel and structural strengthening to a brand new replacement building with additional underground parking. The first three options involve the seismic strengthening of the existing structure. This report will focus primarily on those three options, evaluated under the reference standard ASCE41-13 "Seismic Evaluation and Retrofit of Existing Buildings".
The proposed strengthening scheme for Option A involves structural strengthening of the building's seismic force resisting system to satisfy a life safety performance objective and includes minimal architectural remodeling. The limited level of seismic strengthening associated with this option will require the emergency operations center (EOC) to be relocated to another location. As part of this retrofit option, we have confirmed that the strengthening recommendations contained in the "Cupertino City Hall Essential Services Facility Analysis", dated March 27, 2012, could be implemented. The only exception would be the concrete column strengthening could be less intrusively achieved with the addition of new adjacent steel columns in lieu of fiber wrap. The new steel columns would act as secondary support members in the event of seismic related damage to the existing concrete columns. Seismic improvements would also include non-structural elements such as suspended ceilings, partition walls, and glazing systems. These elements would require bracing to seismically strengthen their connections and the replacement of any non-tempered glazing.
The proposed strengthening scheme for Options B and C both involve retrofitting the existing city hall to an immediate occupancy performance objective. This performance objective would allow the EOC to be retained within the existing city hali building. Option B would involve !ess architectural remodeling, whereas Option C would entail a complete architectural remodel. Option C would allow for a new, large light court in the center of the building, thus requiring additiona! structural modifications to both the roof and floor level gravity framing systems. Seismically, the structural deficiencies for both of these options are the same as those for Option A above. All options require strengthening the existing roof diaphragm, roof girder collector splice connections, roof girder to shear wall connections, adding additional length of concrete shear wall from the first floor level to the roof, strengthening the exterior colonnade connection to the roof framing, and strengthening the existing concrete columns to withstand anticipated seismic displacements.
Options B and C will require a more extensive strengthening of these elements than Option A, given the more stringent performance objective, As with Option A, non-structural elements will also require strengthening. To achieve immediate occupancy, these element would have to be designed to have only minimal, limited damage after a seismic event. This may be difficult to achieve with the existing building materials to be retained in Option B. In Option C, these elements will be constructed anew, and can be explicitly designed for an immediate occupancy performance objective, Finally, it should be noted that any retrofit intended to achieve an immediate occupancy performance objective will be met using prescriptive code methods that merely increased the force leve! demands on seismic resisting elements. This prescriptive code based approach does not necessarily assure that the performance goals of uninterrupted operation and immediate occupancy will be met.
Appendix Page 264
Cupertino City Hall Seismic Alternates Study
Structural Evaluation
10300 Torre Avenue, Cupertino, CA 95014
September 29, 2014
The construction of a new City Hall building, Options D and E, will offer the opportunity to design both the building's gravity and seismic force resisting systems for the specific performance objective of immediate occupancy. Options A, B, or C, aim to strengthen the old building by limiting damage to a structure that, even after a costly retrofit is undertaken, is still largely constructed in an antiquated manner. A new City Hall can be constructed with the latest state of the art seismic force resistance technologies, such as base isolation systems or passive energy dissipation devices which will result in a facility that is more earthquake resilient than a traditionally seismically retrofitted structure. Using state of the art, site specific, seismic modeling techniques and ductile detailing practices a greater degree of certainty regarding seismic performance can be intentionally built into the structure to assure that the city's critical service functions do not become interrupted after a large seismic event.
Existing City Hall Construction
The City Hall was originally built in the latel960's as a one-story building with a full basement.
The main roof is consisted of plywood sheathing over 3" tongue and groove decking over 6 and 8 inch timber beams. The timber roof beam are then supported by either steel or concrete girders.
The roof framing for the central mechanical well is consisted of plywood sheathing over 2 in timber joists supported by steel beams. The central mechanical well is surrounded by 5' tall wood framed parapet. The main roof and the parapet are covered with clay roof tiles which represent a significant portion of the current roof's self weight and seismic mass. The structure was renovated as part of the Civic Centerlmprovements project in the midl980's. During the renovation, the north side of the basement was excavated to create a concrete terrace, approximately 20 wide, parallel to the building. Portions of the original north basement walls were removed to create new storefronts. An additional 6 inches of shotcrete was added to the remaining north basement wall.
The current lateral force resisting system of the structure is 6 inch concrete shear walls above grade andl2 and18 inch concrete shear walls in the basement. Concrete slab, joists, and girders make up the ground floor framing. Interior concrete columns extend from shallow pad footing foundations to the roof level. Perimeter concrete columns are supported by the basement walls.
There is also a perimeter exterior colonnade framed with concrete columns and beams.
Structural Evaluation Methodology
The materials reviewed were thel965 Cupertino City Hall structural drawings,1986 Cupertino City Center Improvement architectural drawings, and the Cupertino City Hall Essential Services Facility Ana.iysis Report da.ted March 27, 2012.
Appendix Page 265
Cupertino City Hall Seismic Alternates Study
Structural Evaluation
10300 Torre Avenue, Cupertino, CA 95014
September 29, 2014
JtiernainfoausofttaisstudywastoehluateOptmns Barad Cata F%, Objedive of Immediate Oaupancy umara 20% probability ofexceedanaa in 50 yearssejgnjc hazard (Basic Safety Earthquake-IE). Options B and C are classified as a Risk Category IV Essential Facility. A Linear Static Procedure was used for the evaluation and retrofit design. Soil Site Class D was assumed as a geotechnical report was not available at this time.
Seisrnic Evaluation and Retrofit Recommendations
Retrofit Option A
The objective of Option A is to relocate the EOC to another facility and upgrade the City Hall to a Life Safety Performance Objective under Basic Safety Earthquake-1E. Based on our findings from the existing structure's evaluations at the Immediate Occupancy Performance Objective level and a review of the performance requirements at the Life Safety level, the recommended structural retrofit would be one that is similar to the scheme proposed by AKH Structural Engineers in the "Cupertino City Hall Essential Services Facility Analysis dated March 27, 2012.
As discussed earlier in the report, the existing concrete columns are susceptible to seismic damage due to the limited amount and size of the confinement ties around the longitudinal reinforcement.
The lack of confinement ties can limit the column's ductility, or ability to sway and remain undamaged during a seismic event. This limited ductility could cause the column to lose its gravity loading carrying capabilities and ability to provide continued support of the roof framing members.
The existing concrete columns should be either paired with secondary steel columns to provide redundant gravity support capabilities or strengthened with fiber reinforced polymer to address this deficiency. The exterior colonnade columns can be fiber wrapped with minimal interruptions to other architectural elements. Where the wrapping activity may not be feasible, such as in areas adjacent to exterior facades, supplemental steel 6x6 columns at the perimeter and steel 8x8 columns at the interior may be placed adjacent to the existing un-wrapped columns to serve as the back-up gravity system.
To satisfy the Life Safety Performance Objective for non-structural components and systems, it is likely a seismic safety film (designed to hold shattered glass in place) will need to be applied to any existing non-safety, non-laminated annealed glass or the glazing panes themselves should be replaced. Additional tie wires for suspended ceiling grids and additional bracing and anchorage for interior partitions should be added to prevent extensive falling of ceiling tiles and wide spread collapse of partition walls during an earthquake, Mechanical systems should also be provided with a minimum level of seismic bracing, if not already in place, to prevent duct work and piping from posing a falling hazard to occupants. Finally, new or existing roof mounted equipment should be properly anchored to roof framing. This may, in some instances of heavy equipment, require additional localized strengthening of the roof framing members themselves.
Appendix Page 266
Cupertino City Hall Seismic Alternates Study
Structural Evaluation
10300 Torre Avenue, Cupertino, CA 95014
September 29, 2014
Retrofit Options B and C
Evatuation of Structuraf Components
The main structural deficiencies for the existing City Hall are discussed below. These deficiencies are common for both Options.
Roof diaphragm shear capacity
Roof collector splice capacity
Collector to shear wall connection capacity
Shear wall flexural capacity and seismic detailing Concrete column ductility
Porch colonnade to roof connection
Recommendations for Structural Strengthening
Roof Diaphragm Strengthening Measures
The existing heavy clay roof tiles make up a significant portion of the existing roof's self weight. As the building's seismic force demand is directly proportional to the self weight, it is recommended that the existing clay roof tiles be removed and replaced with a lighter roofing material. Even with the mass of the roof significantly reduced, the f6rce demand on the roof diaphragm is near the capacity limit state for a plywood diaphragm given the shear forces associated with an immediate occupancy performance criteria.
As such, a new High Load Diaphragm will be required for the roof area outboard of the centra! mechanical well. New 3/4" plywood will be provided over the existing 1/2" plywood and 3x tongue and groove blocking with two rows of10d nails @ 2 1/2" o.c. along diaphragm boundaries and continuous panel edges, 4" o.c. at other panel edges, and12" o.c.in field, The existing diaphragm at the central mechanical well will be strengthened with1 row oflOd nails @ 2" o.c. along diaphragm boundaries and continuous panel edges, 3" o.c. at other panel edge, andl2" o.c.in field. New 4x6 blocking will be added at continuous panel edges perpendicular to joist framing direction.
Roof Level Collector Strengthening Measures
There are several types of collector connections at the roof )evel, all of which require strengthening to increase their load carrying capacity, Where the existing roof diaphragm collectors are wide flange steel roof beams, they are currently spliced to each other with machine bolts. Theses splices will need to be strengthened with additional new splice plates and new welding as shown in on Sheet 53, Detail 2, of the attached building retrofit drawings. Where existing roof collectors occur at steel wide flange to wood girder locations, additional horizontal Simpson Holdowns or CMST straps are required to strengthen the existing steel beam to timber girder connections, as shown in Detail1 of Sheet 53. The porch colonnade on the exterior perimeter of the building is constructed of concrete beams and columns. The anchorage connections between these Appendix Page 267
Cupe'rtino City Hall Seismic Alternates Study
Structural Evaluation
10300 Torre Avenue, Cupertino, CA 95014
September 29, 2014
beams/columns and the wood roof framing and diaphragm currently lacks a clear load path and does not have adequate capacity. New connecting members should be installed to provide proper anchorage between the colonnade and the roof diaphragm, as shown in Detail 4 of Sheet 53.
Finally, the collector connections anchoring the steel beams to the tops of the existing concrete shear walls need to be strengthened. Additional anchor bolts will be added between existing shear walls and collectors. New shear walls will also be connected to the existing steel roof beam collectors with new anchor bolts.
Additional Concrete Shear Walls
Additional shear walls extending from foundations to roof should be added to provide new/strengthened vertical seismic force resisting elements for the existing structure. The new shear walls will typically be12" thick concrete walls from the top of existing basement walls to the underside of the roof and 6" thick concrete walls that are overlapped and connected to the face of the existing basement walls with reinforcement dowels, as shown in Detail 3 of Sheet 53. Where the wall length is limited at the north elevation within the basement level, two new new pile caps, with two micro-piles at each cap, should be provided to increase the shear wall overturning resistance along this line and protect the existing very lightly reinforced foundation from associate seismic damage.
Strengthening the Existing Concrete Columns
The concrete columns are connected to all floor levels and to the roof. As such, they will deform as they drift with the rest of the building during an earthquake. Bending moments and shear forces will be induced in these columns as they sway with the building during a seismic event. The long span and inherent flexibility of the wood roof diaphragm will also contribute to the anticipated seismic roof drift making these under-reinforced columns very susceptible to seismic damage. The existing concrete columns have limited confinement reinforcement ties around the longitudinal reinforcements, as noted earlier in this report. Sufficient lateral ties are required in modern building codes to properly confine the longitudinal bars and the concrete core in order for the columns to continue carrying gravity loads when the columns are displaced. The lack of confinement ties is likely to result in limited displacement ductility for the concrete column. The existing columns are to be wrapped and strengthened with fiber reinforced polymer. Wrapping the existing columns will increase the displacement ductility for gravity load carrying capacity.
Structural Alterations for Option C
Additional gravity framing modifications also required for the installation of a large new light court and for the relocation of the building's elevator and stairs. Roof framing modifications such as new wood headers, blocking, and strapping are required around the new roof opening. Modifications to existing ground floor concrete framing will also be required to accommodate the new light court and various relocated stairs and elevators. These modification will include new concrete beams to support existing concrete joist framing that have had their existing support framing removed or modified. Retrofit support of gravity framing members often requires precision chipping of existing concrete surfaces, rebar coupling for reinforcment extensions, and welding of anchorage plates to properly anchor the ends of existing concrete members to new concrete supports.
Appendix Page 268
Cupertino City Hall Seismic Alternates Study
Structural Evaluation
10300 Torre Avenue, Cupertino, CA 95014
September 29, 2014
Non-Structural Components and Systems for Options B and C Existing anchorage and support details for the majority of the architectural, mechanical, electrical, and plumbing components are unknown. Additional as-built documents or site survey may be required to assess the building's non-structural components and systems conformance to the Performance Objective. The Nonstructural Performance Level for an Essential Facility should satisfy the ASCE 41-13 "Operational" Objective, where the nonstructural components and systems are able to perform the same functions they provided before the earthquake. Per ASCE 41-13, Tables C2-5 and C2-6, non-structural components, such as architectural, mechanical, electrical, and plumbing systems should have only negligible damage after a seismic event. There should be no loss of function to exterior cladding panels and they should remain weather-tight. There should not be any cracked or broken panes in the exterior glazing. There should only be negligible damage to interior partitions and ceilings with no impact on occupancy and functionality. Elevators will remain in operation. HVAC equipments, electrical distribution, and plumbing system remain operational if emergency power and other utilities are provided. Fire alarm systems and emergency lighting should remain operational. Ducts, fire suppression piping, and light fixtures should have only negligible damage.
It is likely the exterior cladding and glazing system needs to be replaced with a new system that can satisfy the Essential Facility performance objective. Anchorage and bracing for the existing suspended ceiling and interior partitions will also need to be strengthened and upgraded. Similarly, the same will apply to all of the existing mechanical, electrical, plumbing, and emergency systems if they remain. It may difficult to meet the operational performance objective for Option B where the existing building systems where not intentionally designed to remain in operation with only negligible damage after a major seismic event. Option C would allow these systems to be explicitly designed to satisfy the operational performance objective. Finally, new or existing roof mounted equipment should be properly anchored to roof framing. For moderate to heavy pieces of equipment, additional localized strengthening of the roof framing members should be anticipated.
Appendix Page 269
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load.
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STRUC,TLIRAL ENGINEERING
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Cupertino, CA
TM Project: 2014,094 Scale: As Noted
Terrace Level Plan
8eptember29 2014
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Appendlx Page 270
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OupgrUrio, CA
YM Prolaat: 2014,094 9ca)e; As Noted
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Ssptombsr29 2014
83 Appendix Page 273
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k@amber29 2014
SO
Appendix Page 274
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Cupertino, aA
TM Project: W14,094 Rh,da: Aa Ndb4
Ground Floor Plan
8eptember29 2014
81 Appendix Page 275
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TM ProJeat aOi410M 9(!810: Ae Hated
- Light Court Retrofit Detafis
8eptsmber29 2014
83 Appendix Page 277
Cupertino City Hall Seismic Evaluation - Tier 1
MME Project No: 21143.P5
November 30, 2021
APPENDIX H Cupertino City Hall MME Analysis 2021
224 Waanut Avenue, Suite B Santa Cruz, CA 831.426.3j86 www.m-me-com MME
224 Walnut Ave
Santa Cruz, CA 95060
831-426-3186
LOADS
Floor Superimposed
Carpet & 3/8" underlayment
Suspended Tile System
Plumbing, Mech, Elect - Office
Fire Sprinklers
Movable Partitions
Project# 21143 MasterAgreementfor
Sheet Engineering Services
Calculated by RR DATE: 11/29/21
2.3 PSF
I .8 PSF
4.O PSF
3.O PSF
15.O PSF
Misc
Floor - SuperimposedDead Load
Live Load - Offices
Live Load - Offices - Lobbies and first-floor corridors Live Load - Decks - Office
Floor Structural
3" Concrete Slab
Concrete Joist 6xl2@3'
Concrete Dist. Rib 6xl2@24'
Concrete Girder 16X33@24'
Misc
Dead Load Floor - Structural
Floor
3.9 PSF
30.O PSF
50.O PSF
100.O PSF
ipancy Served
0.O PSF
25.O PSF
3.2 PSF
23.O PSF
0.O PSF
0.O PSF
0.O PSF
0. O PSF
1. 3 PSF
52.5 PSF
0.00 PSF
0.00 PSF
0.O PSF
0.O PSF
Misc
Dead Load Floor -
0.O PSF
0.O PSF
0.00 PSF
0.00 PSF
0.O PSF
0.O PSF
MME
224 Walnut Ave
Santa Cruz, CA 95060
83'l-426-3186
LOADS
Roof Sloped Super Imposed
Spanish clay tile no mortor
3X Flat T&G
Plumbing, Mech, Elect - Commercial
Fire Sprinklers
Fiberglass Batt R-39 (12")
Suspended Tile System
Misc
Roof Dead Load
Roof Live Load - Ordinary Flat, Pitched, and curved Angle = 18.4
Slope= 4.0 :12.00
19.00 PSF
7.30 PSF
4.00 PSF
3.00 PSF
0. 60 PSF
1. 80 PSF
0.00 PSF
0.00 PSF
Project# 21143
Sheet
Calculated by RR
Master Agreement for
Engineering Services
DATE:
Slope Factor =
09/09/21
1.06 20.1 PSF
7.7 PSF
4.2 PSF
3.O PSF
0.6 PSF
I .8 PSF
0.00 PSF
0.00 PSF
2.4 PSF
40.O PSF
20.O PSF
Roof Sloped Structural
1/2" Plywood or OSB
6X16 @ 6'
W16x3l Perimeter
Concrete Beam 1 0xl8 Perimeter
Slope= 4.0 :12
I .67 PSF
3.30 PSF
0.10 PSF
0.30 PSF
Slope Factor =
I .06
I .06
I.OO
1.00 1.06
1.8 PSF
3.5 PSF
0.1 PSF
0.3 PSF
Misc
Roof Dead Load
Roof Live Load - Ordinary Flat, Pitched, and curved
2.3 PSF
8.O PSF
20.00 PSF
Roof Slope= 0.0 :12
0.00 PSF
Slope Factor =
I .00
1.00 0.O PSF
Misc
Roof Dead Load
0.O PSF
0.O PSF
224 Walnut Ave
Santa Cruz, CA 95060
831-426-3186
LOADS
Roof Flat Super Imposed
Single Ply Roof Membrane
Plumbing, Mech, Elect - Commercial
Fire Sprinklers
Roof Mechanical Units
Fiberglass Batt R-39 (12')
Suspended Tile System
Misc
Roof Dead Load
Roof Live Load - Ordinary Flat, Pitched, and curved Angle = 0.0
Slope= 0.0 :12.00
0.70 PSF
4.00 PSF
3.00 PSF
3.00 PSF
0. 60 PSF
1. 80 PSF
0.00 PSF
0.00 PSF
Project# 21143
Sheet
Calculated by RR
Master Agreement for
Engineering Services
DATE:
Slope Factor =
I .00
1.00 I .00
1 .00
I .00
I .00
I .00
I .00
09/09/21
1 .00
0.7 PSF
4.O PSF
3.O PSF
3.O PSF
0.6 PSF
I .8 PSF
0.O PSF
0. O PSF
1. 9PSF
15.O PSF
20.O PSF
0.O PSF
Roof Flat - Framing Slope= 0.0 :12
1 /2" Plywood or OSB 1.67 PSF
2x14 at 16" QC 3.70 PSF
W16x3lPerimeter O.IOPSF
W21x55 @ 24' QC 2.30 PSF
Slope Factor =
I .00
I.OO
1.00 1 .00
1.00 1.67 PSF
3.70 PSF
0.10 PSF
2.30 PSF
Misc
Roof Dead Load
Roof Live Load - Ordinary Flat, Pitcmd, and curved
2.2 PSF
IO.O PSF
20.00 PSF
0.00 PSF
Roof Slope=4.0 :12
0.00 PSF
0.00 PSF
0.00 PSF
0.00 PSF
0.00 PSF
0.00 PSF
0.00 PSF
0.00 PSF
Misc
Roof Dead Load
Roof Live Load - Ordinary Flat, Pitcbed, and ctuved Slope Factor =
1.06 1.06
1.06 1.06
1.06 1.06
1.06 1.06
1.06 0.00 PSF
0.00 PSF
0.00 PSF
0.00 PSF
0.00 PSF
0.00 PSF
0.O PSF
0. 00 PSF
1. 4 PSF
1.4PSF
20.00 PSF
0.00 PSF
MME
224 Walnut Ave
Santa Cruz, CA 95060
831-426-3186
LOADS
WallExterior Typical
Drywall - 5/8"
Wood Plank siding (3/4')
1 /2" Plywood or OSB
2 x6 at 16' QC w/3 plates
Wall Plumbing, Mech, Elect
Misc
Dead Load
Project# 21143
Sheet
Calculated by RR
Master Agreement for
Engineering Services
DATE:
% of Wall
2.8 PSF 100%
2.I PSF IOO%
1. 7 PSF 100%
2. 4 PSF 100%
0.5 PSF 100o/o
Wall Exterior - Typical
Wall Exterior Shearwall
Drywall - 5/8"
Wood Plank siding (3/4')
1 /2" Plywood or OSB
2 x4 at 16" QC
2x4 at 16" QC
6" Concrete Slab or Wall
2.8 PSF
2.1 PSF
1.7PSF
1.O PSF
I.O PSF
75.O PSF
% Of Wall
100%
100%
100%
100%
IOO%
100%
IOO%
Misc
Dead Load Wall Exterior - Sheanuall
Walllnterior Typical
Interior Partition Movable (per floor area)
% of Wall
15.OPSF 100%
0.O PSF 100%
0.O PSF 100%
0.O PSF 100%
Misc
Dead Load Wall Interior - Typical
Wall Interior Wood Framed
Drywall - 5/8'
Drywall - 5/8'
Wall Plumbing, Mech, Elect
2x6 at 16' QC w/3 plates
% Of Wall
2.8 PSF 100%
2.8 PSF 100o/o
0.5 PSF 100%
2.4 PSF 100%
0.O PSF 100%
Misc
Dead Load Wall Interior - Wood Framed
10/06/21
Total
2.8 PSF
2.I PSF
I .7 PSF
2.4 PSF
0.5 PSF
0.O PSF
0.O PSF
0. O PSF
1. 5 PSF
II.O PSF
Total
2.8 PSF
2.1 PSF
1.7 PSF
1.O PSF
I.O PSF
75.O PSF
0.O PSF
0.O PSF
1-4 PSF
85.O PSF
Total
15.O PSF
0.O PSF
0.O PSF
0.O PSF
0.O PSF
0.O PSF
0.O PSF
0.O PSF
0.O PSF
15.O PSF
Total
2.8 PSF
2.8 PSF
0.5 PSF
2.4 PSF
0.O PSF
0.O PSF
0.O PSF
0. O PSF
1. 5 PSF
10.O PSF
MME
Civil & Structural Engineering
224 Walnut Ave, Suite B
Santa Cruz, CA 95060
831.426.31861 www.m-me.com
Jn, 21143.P5CupertinoCityHallEQEval
SHEET NO (')F
CALCULATED BY BR nATF
CHECKED BY nATF
SCAIF
AREA FLOOR
EXTERIOR
AREA - FLOOR INTERIOR = 11548 SQ FT
AREA - FLOOR EXTERIOR = 396 SQ FT
AREA - FLOOR VERANDA = 940 SQ FT
AREA - FLOOR TOTAL = 11944 SQ FT
BELOW 1ST FLOOR
LENGTH OF EXT. 12" WALL = 145 FT
LENGTH OF EXT. 18" WALL = 37 FT
LENGTH OF EXT. 18" VERANDA WALLS = 12 FT
LENGTH OF INT. 6" WALLS = 180 FT
# OF INT COLUMNS (BELOW) = (9) x 10.75 FT
MME
Civil & Structural Engineering
224 Walnut Ave, Suite B
Santa Cruz, CA 95060
83'l.426.3'l861 www.m-me..com
J.R 211 43.P5 Cupertino City Hall EQ Eval
SHEET Nn
CALCULATED BY BR nATF
CHECKED BY nATF
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:
AREA OF FLAT-ROOF = 3582 SQ FT
AREA OF SLOPED FIOOF = i3975 SQ FT
AREA OF ROOF TOTAL = i7292 SQ FT
LENGTH OF PARAPET = 244 FT
LENGTH OF VERANDA BEAM = 496 FT
LENGTH OF EXT. WALL TOT AL = 432 FT
LENGTH OF EXT. SHEARWALLS = 68 FT
LENGTH OF EXT. WALLS NON-SHEARWALLS = 364 FT
# OF VERANDA COLUMNS = (26) x 8.5 FT
# OF EXT COLUMNS = (18) x 11.75 FT
# OF INT COLUMNS = (12) x 19.63 FT
C""ME
Civil & Structural Engineering
224 Walnut Ave, Suite B
Santa Cruz, CA 95060
83l.426.3j861www.m-me.com
JOB 2il43.P5CupertinoCityHall
SHEET NO.
CALCULATED BY BR
OF
. .DATE -
CHECKED BY TE .
SCALE
ROOF
l'i,), ,Z
tThJ a
ROOF OVERHANG
4'-0"
C z 5
; , / .'
:1
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7'-,,
€ % jE
Civil +
224 Wainut Avenue, Suite B
Santa Cruz, CA 95060
83!,426.3186 I www.m-me.com
J,-,R 21143.P5 Cupertino City Hall
SHEET N(1
CAL(,ULATED BY BR r)ATF
CHECKED FIY DATF
!
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MME
Civil & Structural Engineering
224 Walnut Ave, Suite B
Santa Cruz, CA 95060
831.426.3l861 www.m-me.com
J,R 211 43.P5 Cupertino City Hall
SHEET NO
CALCULATED RY r)ATF
CHECKED BY nATF
SCAIF
Cam
1, Hil li
II II
0 CI D
I II I
ill[lui
( "';'i%
MME
Civil & Structural Engineering
224 Walnut Ave, Suite B
Santa Cruz, CA 95060
831.426.3l861 www.m-me.com
J(')Fl 211 43.P5 Cupertino City Hall
SHEET NO
CALCULATED FIY nATF
CHECKED BY nATF
SCAI F
A y'4.-4 j 'Sri ": '2,.0
[-?AA 2 f='t"" ;r !pF T 'aa / (a, '1 '
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a a a
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ri
MME
224 Walnut Ave, Santa Cruz
831-426-3186
Unit Weights
Description
Ext - Wood Framed wall
6" Ext Conc wall
Columns - Veranda
Columns - Ext
Columns - Int
Interior - Walls
Interior - Movable Partitions Above
Interior - Movable PartRions Below
Interior Walls - Roof
Interior Walls - Floor Above
Interior Walls - Floor Below
Parapet
Veranda Beam
Ext Beam
Ext - Wood Framed wall
6" Concrete Wall
12" Concrete Wall
18" Concrete Wall
Roof Sloped
Roof Flat
Floor Interior
Floor Exterior
Floor Veranda
Unit
#/ftA2
#/ftA2
L
L
L
#/ftA2
#/ftA2
#/ftA2
Each
Each
Each
L
L
L
#/ftA2
#/ftA2
#/ftA2
#/ftA2
#/ftA2
#/ftA2
#/ftA2
#/ftA2
#/ftA2
JOB: 21t43,P5 Cupertino City Hall
SHEETNO.: OF:
CALCULATEDBY: BR DATE: 10/2021
Unit Weights
o
II
85 163
163
163
15 7.5
7.5 91.9
91.9 45.8
130
188
31 II
75 150
225
120
120
75 Mech units Each 5000
Weights
Roof
Walls
MME
224 Walnut Ave, Santa Cruz
831-426-3186
Roof Sloped
Roof Flat
Mech units
Roof Total
Ext - Wood Framed wall
6" Ext Conc wall
Columns - Veranda
Columns - Ext
Columns - Int
Interior Walls - Roof
Parapet
Veranda Beam
Ext Beam
Units
#/ftA2
#/ft'2
Each
#/ftA2
#/ft'2
L
L
L
Each
L
L
L
Qty
I
I
I
1 I
1 1
26 18
22 1
1 1
1 JOB: 2'l143.P5 Cupertino City Hall
SHEETNO.: OF:
CALCULATEDBY: BR DATE: 10/2021
Area or L
13975
3582
I
364
68 4. 25
5. 9
9.8 I1S48
244
496
432
W or H
#/ft or
#/ft'2
48 25
5000
o
o
11 85
163
163
163
91.9 130
188
31 W/1000
(kips)
670.8
89.6 5.0
0.0 0.0
765.4
23.6 34.1
18.2 18. 0
19. 2
1061.3
31.7 93.2
13.4 1206.1
Roof & Walls 1971.5
Weights
Floor
Walls
MME
224 Walnut Ave, Santa Cruz
831-426-3186
Floor Interior
Floor Exterior
Floor Veranda
Floor Total
Above Ext - Wood Framed wall
Above 6" Ext Conc wall
Above Columns - Veranda
Above Columns - Ext
Above Columns - Int
Above Interior Walls - Floor Above
Above
Above
Above
Below
Below
Below
Below
Below
Below
Below
Below
Below
12" Concrete Wall
18" Concrete Wall
18" Concrete Wall
6" Concrete Wall
Columns - Int
Interior Wal'ls - Floor Below
Units
#/ft'2
#/ft'2
#/ftA2
#/ftA2
#/ft'2
L
L
L
Each
#/ft'2
#/ft'2
#/ft'2
#/ftA2
L
Each
Qty
I
I
1 I
I
26 18
12 I
I
I
I
I
9 I
JOB: 21143.P5 Cupertino City Hall
SHEETNO.: OF:
CALCLILATEDBY: BR DATE: 10/2021
Area or L
11548
396
940
364
68 4. 25
5. 9
g.s
11548
145
37 12
180
5.4 11548
#/ft or
W or H #/ft'2
120.00
120.00
75.00 11
85 163
163
163
91.9 o
o
o
150
225
225
75 163
45.8 o
o
o
W/1000
(kips)
1385.8
47.5 70.5
0.0 0.0
1503.8
23.6 34.1
18.2 18. 0
19. 2
1061.3
0.0 117.5
45.0 14.6
72.9 8.1
528.9
0.0 0.0
0.0 1961.4
MME
Civil & Structural Engineering
224 Walnut Ave, Suite B
Santa Cruz, CA 95060
831.426.3l861www.m-me.com
JnR 21143.P5CupertinoCityHallEQEval
SHEET N(j 0F
CALCULATED BY BR nATF
CHECKED FIY rlATF
SCAI F
7--f-
' 16r. i,b cahxc. aea-i
4 !El 81
C-O-G-= 27-12:
Ground floor = 12
29.1 feet
feet
feet
NOrth 1008
Souttt 1008
Total 2016 in'2
MME
Civil & Structural Engineering
224 Walnut Ave, Suite B
Santa Cruz, CA 95060
831.426.31861 www.m-me-com
JOR
211 43.P5 Cupertino City Hall
SHEET NO.
CALCULATED FIY BR nATF
CHECKED BY r)ATF
SCAI F
N
:Totat
LTotaf
[1(ft} L2(ft) ' (it)
32.7 u 44.7 -
48.5 24$ 73 .
104.8'
20167 inA2
211 43.P5 Cupertino City Hall
$ Hazards by Location
Search Information
Address: 10300 Torre Ave, Cupertino, CA 95014
Coordinates: 37.3188973, -122.0286498
Elevation: 229 ft
Timestamp: 2021-08-25T20:50:54.2152
Hazard Type: Seismic
Refererice Document: ASCE41-17
Site Class: D-default
Custom Probability:
Horizontal Response Spectrum - Hazard Level BSE-2N Sa(g)
o 2 4 6 8 10 12 Period (s)
Hazard Level BSE-2N
Name
SsUH
CRS
SsRT
SsD
SS
Fa
SXS
SIUH
CRI
SIRT
SID
SI
F
SXI
Value
2.34 0.923
2.159
1.986
1.986
1.2 2.384
0.944
0.904
0.854
0.708
0. 708
1. 7
I .204
Description
Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)
Coefficient of risk (0.2s)
Probabilistic risk-targeted ground motion (0.2s)
Factored deterministic acceleration value (0.2s)
MCER ground motion (period=0.2s)
Site amplification factor at O.2s
Site modified spectral response (0.2s)
Factored unfform-hazard spectral acceleration (2% probability of exceedance in 50 years)
Coefficient of risk (LOs)
Probabilistic risk-targeted ground motion (l.Os)
Factored deterministic acceleration value (1.Os)
MCER ground motion (period:'1.Os)
Site amplification factor at I.Os
Site modified spectral response (1.Os)
Hazard Level BSE-1N
Name Vague
SXS
SXI
1.589
0.803
Description
Site modified spectral response (0.2s)
Site modified spectral response (1.Os)
Hazard Level BSE-2E
Name Value DescripUon
211 43.P5 Cupertino City Hall
SS 1.687 MCER ground motion (period=0.2s)
Fa 1 .2 Site amplification factor at O.2s
SXS 2.025 Site modified spectral response (0.2s)
SI 0.656 MCER ground motion (period=1.Os)
Fv 1 .7 Site amplification factor at 1.Os
SX1 i.115 Site modified spectral response (LOs)
Hazard Level BSE-IE
Name Value Description
SS 0.873 MCER ground motion (period=0.2s)
Fa 1.2 Site amplification fador at O.2s
SXS 1.048 Site modified spectral response (0.2s)
Sj 0.313 MCER ground motion (period=1.Os)
Fv 1.987 Site amplification factor at I.Os
SX1 0.623 Site modified spectral response (1.Os)
TL Daa
Name Value Description
TI 12 Long-period transition period (s)
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.
Disclaimer
Hazard loads are provided by the u.s. Geological Survey Seismic Desiqn Web Services.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output or this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.
MME JOB: 21143.P5 Cupertirbo City Hau Eval
224WalnutAve SHEETNO.: OF:
Santa Cruz, CA 95060 CALCULATED BY: BR DATE: I 0/2021 831-426-3186
TIER I ANALYSIS (ASCE 41, SECTION 4.4)
Building - Cupertino City Hall
# of Stories 2
Hazard Level - BSE-1E Immediate Occupancy
Seismic Coeficients - From ATC Hazard by Location Web site Ss= 0.873
SI= 0.313
Site Class= D (default) Fa = 1.2
Sxs= 1.048 Sxl= 0.447
Fv = 1.4
Period Determination Section 4.4.2.4
hn= 29.1 feet height above base to highest level of the structure Direction 1
Structure type = All other stnictural systems
Ct= 0.02
e= 0.75
T = Cttln'= 0.251 sec
TI= 12.O sec
Pseudo Sesimic Forces Section 4.4.2.1
V=(C * Sa) *W
Sa = Sxl/T (but < Sxs)
C= Table 4.7
Sa= Sxl/T (but < Sxs) =
(C* Sa) =
Level Seismic Weights
4 3
2 Roof 1002.O Kips
'a Floor 1 2012.7 Kips
Total 3014.7 Kips
Direction 'l
Direction 2
Vl=C*Sa*W=
V2=C*Sa*W =
Eq 4-1
Eq 4-3
Direction 1
1.000
1.048
1.048
1.048 " 3014.7 =
1.048 " 3014.7 =
Direction 2
All other structural systems
0.02 0.75
0.25'l sec Eq 4-4
12.O sec
Direction 2
1 .000
I .048
1.048
3158.2 Kips
3158.2 Kips
MME JOB: 21143.P5 Cupertino City Hall Eval
224WalnutAve SHEETNO.: OF:
SantaCruz,CA95060 CALCULATEDBY: BR DATE: 10/19/2021 831-426-3186
TIER I ANALYSIS (ASCE 41, SECTION 4.4)
Building Cupertino City Hall
Pseudo Sesimic Forces (Cont)
Verticaf Distribution of Seismic forces
Fx:CvxV
Cvx= wxhxK k= 1,0
2Wihi
Section 4.4.2.2
k= 1 for buildings 6 stories or fewer
Strength Design Loads for Main Seismic Force-Resisting System Level W Hx wXhxK
4 - O.OKips O.Ofeet 0
3 - O.OKips O.Ofeet 0
2 Roof 1002.0 Kips 29.1 feet 29158
I Floor 4 2012.7 Kips 12.O feet 24152.4
Total 3014.7 Kips 53311 Kips
Cvx
0.00 0.00
0.55 0.45
I .00
-N/S
Story Shear
rX=c,,v
0 Kips
0 Kips
1 727 Kips
1431 Kips
3158 Kips
E/W
Story Shear
F%C.V
0 Kips
0 Kips
1 727 Kips
1431 Kips
3158 Kips
Average Stress in Shearwalls
Ms= 1.5 Tabfe 4-8 Immediate Occupancy
North South Direction
Level :EFx
4 0 Kips
3 0 Kips
2 Roof 1727 Kips
I Floor 'l 3158 Kips
Shearwall Forces
Fsw =lFX/Ms
0 Kips
0 Kips
'1 152 Kips
2105Kips
Aw
0 inA2
0 inA2
2700 in'2
30182 in'2
Shearwall Stress
v avg = Fsw/42
0.000 Kips/in'2
0.000 Kips/in'2
0.427 Kips/in'2
0.070 Kips/in'2
Vsw =
0.11 K/inA2
OK
OK
NG
OK
East West Direction
Level IFX
4 0 Kips
3 0 Kips
2 Roof 1727 Kips
1 Floor 1 3158 Kips
Shearwall Forces
Fsw =lFx/Ms
0 Kips
0 Kips
1 152 Kips
2105 Kips
AW
0 inA2
0 inA2
2016 in'2
20167 inA2
Shearwall Stress
v avg = Fsw/Lsw
0.000 Kips/in'2
0.000 Kips/in'2
0.571 Kips/in'2
0.104 Kips/in'2
Vsw =
0.11 K/inA2
OK
OK
NG
OK
MME
224 Walnut Ave
Santa Cruz, CA 95060
831-426-3186
JOB: 21143.P5 Cupertino City Hall Eval
SHEETNO.: OF:
CALCULATEDBY: BR DATE: 10/2021
TIER I ANALYSIS (ASCE 41, SECTION 4.4)
Building - Cupertino City Hall
# of Stories 2
Hazard Level - BSE-2E Life Safety
Seismic Coeficients - From ATC Hazard by Location Web site Ss= 1.687
S1= 0.656
Site Class= D (default) Fa = 1.2
Sxs= 2.024 Sxl= 1.115
Fv=l.7
Perjod Determination Section 4.4,2.4
hn= 29.1 feet height above base to highest level of the structure Direction I
Structure type = All other structural systems
Ct= 0.02
u= 0.75
T = cthnv= 0.251 sec
TL= 12.Osec
Pseudo Sesimic Forces Section 4.4.2.1
V=(C * Sa) *W
Sa = Sxl/T (but < Sxs)
C= Table 4.7
Sa= Sx1/T (but < Sxs) =
(C* Sa) =
Level Seismic Weights
4 3
2 Roof 1002.O Kips
f Floor 1 2012.7 Kips
Total 3014.7 Kips
Direction 1
Direction 2
V'l=C*Sa*VV =
V2=C*Sa*VV =
Eq 4-1
Eq 4-3
Direction I
'I .000
2.024
2.024
2.024 * 3014.7 =
2.024 ' 3014.7 =
Direction 2
All other structural systems
0.02 0.75
0.251 sec Eq 4-4
12.O sec
Direction 2
I .000
2.024
2.024
6103.O Kips
6103.O Kips
MME JOB: 24143.P5 Cupertino City Hall Eval
224WalnutAve SHEETNO.: OF:
SantaCruz,CA95060 CALCULATEDBY: BR DATE: 10/19/2021 831-426-3186
TIER I ANALYSIS (ASCE 41, SECTION 4.4)
Building Cupertino City Hall
Pseudo Sesimic Forces (Cont)
Vertical Distribution of Seismic forces
Fx=CvxV
Cvx= wXhXK k= 10
:2Wihi
Section 4.4.2.2
k= 1 for buildings 6 stories or fewer
Strength Design Loads for Main Seismic Force-Resisting System Level W Hx wXhx"
4 - O.OKips O.Ofeet 0
3 - O.OKips O.Ofeet 0
2 Roof 1002.0 Kips 29.1 feet 29158
1 Floor 1 2012.7 Kips 12.O feet 24152.4
Total 3014.7 Kips 533'lI Kips
Cvx
0.00 0.00
0.55 0.45
I .00
-N/S
Story Shear
Fx:C.V
0 Kips
0 Kips
3338 Kips
2765 Kips
6103 Kips
-E/W
Story Shear
Fx=C.V
0 Kips
0 Kips
3338 Kips
2765 Kips
6103 Kips
Average Stress in Shearwalls
Ms= 3.O Table 4-8 Life Safety
North South Direction
Level IFx
4 0 Kips
3 0 Kips
2 Roof 3338 Kips
'l Floor 1 6103 Kips
Shearwall Forces
Fsw =lFX/Ms
0 Kips
0 Kips
1 113 Kips
2 034 Kips
Aw
0 inA2
0 in'2
2700 inA2
30182 inA2
Shearwall Stress
v avg = Fsw/42
0.000 Kips/inA2
0.000 Kips/in'2
0.412 Kips/inA2
0.067 Kips/in'2
Vsw =
0.11 K/in'2
OK
OK
NG
OK
East West Direction
Level IFX
4 0 Kips
3 0 Kips
2 Roof 3338 Kips
1 Floor I 6103 Kips
Shearwall Forces
Fsw =lFX/Ms
0 Kips
0 Kips
1 '1 13 Kips
2 034 Kips
AW
0 inA2
0 inA2
2016 inA2
20167 inA2
Shearwall Stress
v avg = Fsw/Lsw
0.000 Kips/in'2
0.000 Kips/in'2
0.552 Kips/in'2
0.101 Kips/in'2
Vsw =
0.11 K/in'2
OK
OK
NG
OK
MME
224 Walnut Ave
Santa Cruz, CA 95060
831-426-3186
JOB: 21143.P5 Cupertino City Hall Eval
SHEETNO.: OF:
CALCULATEDBY: BR DATE: 10/2021
TIER 1 ANALYSIS (ASCE 41, SECTION 4.4)
Building - Cupertino City Hall
# of Stories 2
Hazard Level - BSE-2E Collapse Prevention
Seismic Coeficients - From ATC Hazard by Location Web site Ss= 1.687
S1= 0.656
Site Class= D (default) Fa = 1.2
Sxs= 2.024 Sx1= 1.115
Fv=1.7
Period Determination Section 4.4.2.4
hn= 29.1 feet height above base to highest level of the structure Direction I
Structure type = All other structural systems
Ct= 0.02
13= 0.75
T = Clhn"= 0.251 sec
TL= 12.Osec
Pseudo Sesimic Forces Section 4.4.2.1
V=(C * Sa) *W
Sa = Sxl/T (but < Sxs)
C= Table 4.7
Sa= Sx1/T (but < Sxs) =
(C* Sa) =
Level Seismic Weights
4 3
2 Roof 1002.O Kips
* Floor 1 2012.7 Kips
Total 3014.7 Kips
Direction 1
Direction 2
Vl=C*Sa"W =
V2=C*Sa"W =
Eq 4-'1
Eq 4-3
Direction I
1.000
2.024
2.024
2.024 " 3014.7 =
2.024 " 3014.7 =
Direction 2
All other structural systems
0.02 0.75
0.251 sec Eq 4-4
12.O sec
Direction 2
I .000
2.024
2.024
6103.O Kips
6103.O Kips
MME JOB: 21 143.P5 Cupertino City Hall Eval
224WalnutAve SHEETNO.: OF:
SantaCruz,CA95060 CALCULATEDBY: BR DATE: 10/20/2021 831-426-3186
TIER I ANALYSIS (ASCE 41, SECTION 4.4)
Building Cupertino City Hall
Pseudo Sesimic Forces (Cont)
Vertical Distribution of Seismic forces Section 4.4.2.2 Fx:CvxV
Cvx= wXhxK k= 1.O k= 1 for buildings 6 stories or fewer :}Wihi
N/S
Strength Design Loads for Main Seismic Force-Resisting System Level W Hx wxhx"
4 - O.OKips O.Ofeet 0
3 - O.OKips O.Ofeet 0
2 Roof 1002.0 Kips 29.1 feet 29158
1 Floor I 2012.7 Kips 12.O feet 24152.4
Total 3014.7 Kips 53311 Kips
Cvx
0,00
0.00 0.55
0. 45
1. 00
Story Shear
Fx=C.V
0 Kips
0 Kips
3338 Kips
2765 Kips
6103 Kips
E/W
Story Shear
F,:C,V
0 Kips
0 Kips
3338 Kips
2765 Kips
6'l03 Kips
Average Stress in Sheanualls
Ms= 4.5 Table 4-8 Collapse Prevention
North South Direction
Level IFx
4 0 Kips
3 0 Kips
2 Roof 3338 Kips
1 Floor 'I 6103 Kips
Shearwall Forces
Fsw =IFx/Ms
0 Kips
0 Kips
742 Kips
1356 Kips
Aw
0 inA2
0 in'2
2700 in'2
30182 inA2
Shearwall Stress
v avg = Fsw/42
0.000 Kips/in'2
0.000 Kips/in'2
0.275 Kips/inA2
0.045 Kips/in'2
Vsw =
0.11 K/in'2
OK
OK
NG
OK
East West Direction
Level IFx
4 0 Kips
3 0 Kips
2 Roof 3338 Kips
I Floor 1 6103 Kips
Shearwall Forces
Fsw =lFX/Ms
0 Kips
0 Kips
742 Kips
1356 Kips
AW
0 inA2
0 in'2
2016 in'2
20167 inA2
Shearwall Stress
v avg = Fsw/Lsw
0.000 Kips/in'2
0.000 Kips/in'2
0.368 Kips/in'2
0.067 Kips/in'2
Vsw =
0.11 K/in'2
OK
OK
NG
OK
( ME
Civil & Structural Engineering
224 Walnut Ave, Suite B
Santa Cruz, CA 95060
831.426.31861 www.m-me.com
JOB21143.P5; Cupertjnoqity Hall
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224 Walnut Ave, Suite B
Santa Cruz, CA 95060
831.426.31861 www.m-me.com
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t-:ifti PROFIS Engineering 3.1.1
21143.P5 Cupertino City Hall
www.hilti.com
Company:
Address:
Phone I Fax:
Design:
Fastening point:
M-ME
224 Walnut Ave
831-426-3l861
Concrete - Oct 7, 2021
Upper floor Shearwall to Diaphragm Conn
Page:
Specifier:
E-Mail:
Date:
[email protected]
10/7/2021
Specifier's comments:
I Input data
Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 7/8 Item number: not available
Additionalplateorwasher(17.6.2.1.3): dpla,=0.100in.,tpla,=0.l00in.
Effective embedment depth: hef = 9.099 in., Hef,17.6.2.1.3 = 0.000 in.
Material: ASTMF1554
Evaluation Service Report: Hilti Technical Data
Issued I Valid: - I -
Proof: Design Method ACI aal8-"19 / CIP
Stand-off installation:
Profile:
Base material:
Reinforcement:
Seismic loads (cat. C, D, E, or F)
cracked concrete, 3000, fc' = 3,000 psi; h = 120.000 in. tension: not present, shear: not present;
edge reinforcement: none or < No. 4 bar
Tension load: yes (17.10.5.3 (d))
Shear load: yes (17.10.6.3 (a))
Geometry [in.] & Loading [kip, ft.kip]
4 Z
x
Input data arm resuRs mur+t be checked for mrformity wai the emsting oonditions and for plausibility! PROFIS Engineering ( c )2003-2021 Hitu AG, FL-9494 Sdiaan HiRi is a regffitered Trademark of HilU AG, Sdiaan 1 211 43.P5 Cupertino City Hall
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Hilti PROFIS Engineering 3.1.1
www.hilti.com
Company:
Address:
Phone I Fax:
Design:
Fastening point:
1.1 Design results
Case
I
M-ME
224 Walnut Ave
831-426-3l861
Concrete - Oct 7, 2021
Upper floor Shearwall to Diaphragm Conn
Page:
Specifier:
E-Mail:
Date:
Description
Combination 1
Forces [kip] / Moments [ft.kip]
N = 0.000: Vx = 1.700: Vy = 0.000;
M, = 0.00000: My = 0.00000; M, = 0.00000:
Seismic
yes
[email protected]
10/7/2021
Max. Util. Anchor [o/o]
95 2 Load case/Resulting anchor forces
Anchor reactions [kipl
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force
q o.ooo "i.700
Shear force x
1.700
Shear force y
0.000
max. concrete compressive strain: - [%o]
max. concrete compressive stress: - [ksi]
resulting tension force in (x/y)=(0.000/0.000): 0.000 [kip} resulting compression force in (x/y)=(0.000/0.000): 0.000 [kipl 3 Tension load
Steel Strength"
Pullout Strength"
Concrete Breakout Failure"
Concrete Side-Face Blowout, direction "
Load "ua [kipl
N/A
" highest loaded anchor "anchor group (anchors in tension) Capacity * Nn [kipl Utilization PH = Nua/l Nn
N/A N/A
Status
N/A
N/A
N/A
fSl/A
Input data and results must be checked for oonformity mth U'ie existing oondions and for plausibility! PROFISEngineering(c)2003-2021HiltiAG,FL-9494Sdiaan HiRiisaregisteredTradernarkofHiRiAG,Sdiaan 2 211 43.P5 Cupertino City Hall
Hilti PROFIS Engineering 3.tl
www.hilti.com
Company:
Address:
Phone I Fax:
Design:
Fastening point:
4 Shear load
M-ME
224 Walnut Ave
831-426-31861
Concrete - act 7, 2021
Upper floor Sheanuall to Diaphragm Conn
Steel Strength"
Steel failure (with lever arm)"
Pryout Strength"
Concrete edge failure in direction x+"
Load vua [kip]
1.700
N/A
1.700
1.700
" highest loaded anchor "anchor group (relevant anchors)
4.I Steef Strength
Via "a Oa6 "se,vfuta
I Vsteel > Vua
ACI 318-19 Eq. (17.7.l.2b)
ACI 318-19 Table 17.5.2
Variables
"se,V ['n-2]
0.46 Calculations
futa [ksi]
58.000
vsa [kip]
16.078
Results
Vsa [k'P]
16.078
4'steel
0.650
+ Vsa,eq [k'P]
10.450
vua [kip]
1.700
Page:
Specifier:
E-Mail:
Date:
Capacity I Vn [kipl Utilization i3y = Vug/l Vn
10.450 17
N/A N/A
8.068 22
1.793 95
[email protected]
10/7/2021
Status
OK
N/A
OK
OK
Input data and resuLt must be checked for oonfomiity mth Uie mimng oondtHons and for plauaibilityl PROFISEngineering(c)2003-2021HNtiAG,FL-9494Sdiaan t41tiisaregmteredTrademarkofHilUAG,Sdiaan 3 21143.P5 Cupertino City Halla m{ m R
,] J ]
=i
.aJ
!
H.ilti PROFIS Engineerii'ig 3.1.'l'
www.hilti.com
Company:
Address:
Phone I Fax:
Design:
Fastening point:
M-ME
224 Walnut Ave
83"l-426-31861
Concrete - act 7, 2021
Upper floor Shearwall to Diaphragm Conn
Page:
Specifier:
E-Mail:
Date:
4.2 Pryout Strength
'l' vcp > vua
"Nc See ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) 2 ANcO a 9 hef
q ed.N = 0.7 + 0.3( - ) < 10
ACI 318-19 Eq. (l7.7.3.la)
AC1318-19 Table 17.5.2
ACI 318-19 Eq. (17.6.2.1.4)
ACI :318-19 Eq. (l7.6.2.4.1b)
ACI 318-19 Eq. (17.6.2.6.1b)
ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp
2 hef [in.]
8.000
ca,min [in.]
3.000
W c,N
I .000
cac [in.] Aa
1.000
f'c [psi]
3,000
Calculations
sciin.j
144.00
Results
vcp [kip]
11.526
ANCO ['n-2]
576.00
lncrete
0.700
W ad,N
0.775
4'seismic
'i .ooo
'!cp,N
"i .ooo
Inonductile
I .000
Nb [kip]
29.745
(I) vcp [kip]
8.068
Vua [k'P]
I .700
[email protected]
10/7/2021
Input data and resutts must be diecked for oonfomitty with the existing axdns and for plausibilt§! PROFISEngineering(c)2003-2021HimAG,FL-9494SCtlaan HiltHsaregffiteredTrademarkofHfitiAG,Sdiaan 21143.P5 Cupertino City Halll M M k Y{
!',.a..-!Ll
-l-'- " - "-----
W !
Hilti PROFIS Engineering 3.1.1
www.hilti.com
Company:
Address:
Phone I Fax:
Design:
Fastening point:
M-ME
224 Walnut Ave
831-426-31860
Concrete - act 7, 2021
upper floor Sheanuall to Diaphragm Conn
Page:
Specifier:
E-Mail:
Date:
4.3 Concrete edge failure in direction x+
I Vcb > Vua
Vc See ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) 2 AVcO a 45 ca1
ll/ e,V = 0.7 + 0.31 ; ) < 1.0
ACI 318-19 Eq. (l7.7.2.1a)
ACI 318-19 Table 17.5.2
ACI 318-19 Eq. (17.7.2.1.3)
ACI 318-19 Eq. (17.7.2.4.1b)
ACI 318-19 Eq. (17.7.2.6.1)
ACI 318-al9 Eq. (17.7.2.2.1b)
Variables
cal [in.] ca2 [in.] ' c,V
3.000 12.000 1.000
ha [in.l
120.000
le [in.]
7.000
Aa
1.000
da [in.]
0.875
f'c [psi]
3,000
'! parallel,V
I .000
Calculations
"Vc [in.2]
40.50 "VcO ['n-2]
40.50 '! ed,V
1.000
'l' h,V
1.000
Vb [kipl
2.561
Results
vcb [kip]
2.561
Iconcrete
0.700
't'seismic
1.000
4anondudale
1.000
(l) vcb [kip]
1.793
vLla [kip]
1.700
[email protected]
10/7/2021
Input data am resub must be chedted for confomiity with the exbiting oondtUons and for plausibilttyl PROFIS Engineering ( c )2003-2021 Hilti AG, FL-9494 Sdiaan Hilti % a registered Trademark of HHU AG, Sdiaan 21143.P5 Cupertino City Hall
I, Design Methoda Load & Resista.nce Factor Design (LRFD) I Connection Type, Lateral loading
l Fastener Type:
Loading Scenariot Single Shear - Concrete Main Member i Main Member: Angle of:i ,O
i Load to Graini
Connection Yield Modes
, Adjusted LRFD Capacity 49 lbs.
Bolt bending yield strength of 45,000 psi is assumed.
The Adjusted LRFD Capacity is only applicable for bolts with adequate end distance, edge distance and spacing per NDS chapter 11.
While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use.
The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council.
MME
J(IR
211 43.P5 Cupertino City Hall
Civil & Structural Engineering
224 Walnut Ave, Suite B
Santa Cruz, CA 95060
831.426.31861 www.m-me.com
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Civil & Structural Engineering
224 Walnut Ave, Suite B
Santa Cruz, CA 95060
831.426.31861 www.m-me.com
2ii43.P5 Cupertino City Hall
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Civil & Structural Engineering
224 Walnut Ave, Suite B
Santa Cruz, CA 95060
831.426.3l861 www.m-me.com
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MME
Civil & Structural Engineering
224 Walnut Ave, Suite B
Santa Cruz, CA 95060
831.426.3l861 www.m-me.com
211 43.P5 Cupertino City Hall
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SK - 2
Bob Riley Nov 30, 2021 at 8:09 AM
21143.P5 Cupertino City Hall.rfl
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MME Cupertino City Hall SK-4
Bob Riley Nov 30, 2021
21143.P5 Cupertino City Hall.rfl
Company : MME
Designer : Bob Riley
Job Number : 21143.P5
Model Name : Cupertino City Hall
Checked By : DH
Concrete Properties
Label E rksi1 G !ksil Nu Therm. Coeff. rl e5oF-'1 Density rk/ft31 fc rksil Lambda Flex Steel rksi1 Shear Steel rksi1 I Conc3000NW 3156 1372 0.15 0.6 0.145 3 I 60 60
2 Conc3500NW 3409 1482 0.15 0.6 0.145 3.5 I 60 60
3 Conc4000NW 3644 1584 0.15 0.6 0.145 4 I 60 60
4 Conc3000LW 2085 907 0.15 0.6 0.11 3 0.75 60 60
5 Conc3500LW 2252 979 0.15 0.6 - O.II 3.5 0.75 60 60
6 Conc4000LW 2408 1047 0.15 0.6 O.II 4 0.75 60 60
Wall Panel Data
Label A Node B Node C Node D Node Material Type Material SetThickness rin1 Desion Rule Panel/Soacina I WPI F1-N2 F1-N3 N47 N46 Concrete Conc3000NW 18 WALL 18" GUNNITE N/A 2 WP2 FI N4 FI N5 N49 N48 Concrete Conc3000NW 18 WALL 18" GUNNITE N/A 3 WP3 Fl,-N6 Fl-N7 N51 N50 Concrete Conc30QONW 18 WALL 18" GUNNITE N/A 4 WP4 F1,,,N8 Fl-N9 N53 N52 Concrete Conc3000NVl 18 WALL 18" GUNNITE N/A 5 WP5 FI NIO FI ,,NII N55 N54 Concrete Conc3000NW 18 WA[L 18" GUNNITE N/A 6 WP6 F1-N12 FI N13 N57 N56 Concrete Conc3000NW 18 WALL 18" GUNNITE N/A 7 - WP7 F1-N68 F1-N69 N59 N58 Concrete Conc3000NW 18 WALL I8" N/A 8 WP8 FI N70 FI N71 N61 N60 Concrete Conc3000NW 18 WALL I8" N/A g WP9 FI N72 FI N73 N63 N62 Concrete Conc3000NW 18 WALL I8" N/A 10 WPIO F1-N74 Fl-N75 N65 N64 Concrete Conc3000NW 18 WALL 18" N/A 1l WPII F1-N5 Fl-N22 N66 N49 Concrete Conc3000NW 18 a WALL I2" N/A 12 WP12 FI N22 F1 N23 N67 N66 Concrete Conc3000NW 18 WALL I2" N/A 13 WP13 FI N23 Fl N24 N68 N67 Concrete Conc3000NW '1 8 WALL I2" N/A 14 WP14 F1-N24 Fl-N25 N69 N68 Concrete Conc3000NW 18 WALL 12" N/A 15 -WP15 F1-N25 FI N26 N70 N69 Concrete Con53000NW 18 WALL I2" N/A 16 WP16 FI N26 F1 N27 N71 N70 Concrete Conc3000NW 18 WALL I2" N/A 17 WP17 FI N27 FI N2 N46 N71 Concrete Conc3000NW 18 WALL 12" N/A 18 WP25 Fl-N76 Fl-N77 N73 N72 Concrete Conc3000NW 18 WALL 18" N/A 19 WP26 Fl-N78 F1-'N79 N75 N74 Concrete Conc3000NW 18 WALL I8" a N/A 20 WP33 F2, N22 F2 N385 N76 FI N22 Concrete Conc3000NW 6 WALL 6" N/A 21 SW34 F2 N5 F2 N393 N77 FI N5 Concrete Conc3000NW 6 WALL 6" ' N/A 22 SW35 F2-N392 F2-N2 F1,-N2 N78 Concrete Conc3000NW 6 WALL 6" N/A 23 SW36 F2 N2 F2 N391 N79 F1 N2 Conciete Conc3000NW 6 WALL 6" N/A 24 SW37 F2 N389 F2 P265 N81 N80 Concrete Conc3000NW 6 WALL 6" N/A 25 SW38 F2 N386 F2-N27 F'l N27 N82 Concrete Conc3000NW 6 WALL 6" N/A 26 SW39 F2-,,P95 F2, -N396 N84 N83 Concrete Conc3000NW 6 WALL 6" N/A 27 SW40 F2-P110 F2-N394 N86 N85 Concrete Conc3000NW 6 WALL 6" N/A Floor Diaphragms
Elevation MaSS Mass Mal Of Mass X
I 13 757 .302 .993, %5
2 0 9.97e+6 3703, 60 %5
T Wind/Dnft
D2 N/A N/A N/A
D3 aa N/A N/A N/A
RISA-3D Version 19 [ Cupertino City Hall.rfi ] Page 1 Company : MME
Designer : Bob Riley
Job Number : 21143.P5
Model Name : Cupertino City Hall
Checked By : DH
SEISMIC GENERATION INPUT
Seismic Code: ASCE7-16
Base Elevation: 0 ff
Risk Category: fflV Seismic Weight LC: LC 1: Deflection I S 1: 0.41 g
C - (102TXa
C - 0.75TXExpa
T a Not Entered secXa
S s: 0.69 g S : 0.313 g T : 12 sec
1 L
C,: 0.02 TZ: NotEntered sec
TZExpa Za
SEISMIC GENERATION DETAIL RESULTS
ImportanceFactor: L.S DesignCategory: D
Period Determination:
X - Direction
T a O.1369 saXa
T a O.1917 sX,LIMlTa
Base Shear Determination
C a O.207 sS)C
Z - Direction
T a O.1369 saZa
T a O.1917 sZ,llMlTa
C o O.207 sSZa
ASCE Eqn 72.8-2Vz: 375.5311 kipsASCE Eqn 72.8.-2V X: 375.5311 kips
SEISMIC GENERATION FORCE RESULTS
Floor Level
Floor Plan 2
Base
Height
(ft)
13 Weight Force X Force Z CG X
(kips) (kips) (kips) (ft)
1757.7961 375.5311 375.5311 47.993
56.3639
CG Z
(ft)
60.0291
Total: 375.5311375.53111814.16
SEISMIC GENERATION DIAPHRAGM RESULTS
Floor Level
Floor Plan 2
Widtti (X)
(ft)
112
Length (Z) X Plus X Minus Z Plus Z Minus
(ft) (ft) (ft) (ft) (ft)
$36 5.6 5.6 6J 6J
RISA-3D Version 19 [Cupertino City Hall.rfl ] Page 2 Company
Designer
Job Number
Model Name
MME
Bob Riley
21143.P5
Cupertino City Hall
Concrete Wa// Seismic Design Ru/e
Label WallT
ACE 318-14 Wa// Panel Concrete Code Checks (In-Plane} Wall Panel Region Max UC Shear UC
-1 WPI Rl "!.3802 37 0.2608 25 -47.2317 594.8201 224.4069 2 WP2 RI t.2432 49 0.2658 19 -44.8B7 598.0166 213.5245
-3 WP3 R'l 0.1081 5 0.0349 49 1596.9862 NC 210.0918
4 WP4 RI 0.1086 5 0.0368 13 1596.9862 NC 219.861
5 WP5 Ral- 0.1061 5 '0:0415 37 1788.885' NC 236.5489
6 WP6 RI 0.1061 5 0.0417 37 1788.885 NC 236.5484
7 WP7 RI 0.0525 13 0.0122 37 887.5349 368.7764 130.6125 8 WP8 RI 0.0525 13 0.0122 37 887.5349 368.7764 130.6125 9 WP9 RI 0.0525 13 0.0122 37 887.5349 368.7764 130.'6125 10 WPIO RI 0.0525 13 0.0122 37 887.5349 368.7765 130.6125 -I I WP11 RI _ 0.0445 46 0.0752 13 NC,' 102891 J3391 3521.1448 12 WP12 RI 0.0791 37 0.1739 37 NC 25205.6233 1760.2056
13 WP13 RI 0.1609 a5 0.0874 28 NC 2897.3351 550.1789
14 WP14 RI 0.0055 31 0.0009 13 NC 27368.5913 1760.5724
15 WP15 -Rl ' a O.1028 a 55 0.0434 ' 10 -NC :zzs'i ;gssz 550.1789 16 WP16 RI 0.2077 19 0.1399 25 NC 6059.8437 880.2862
17 WP17 RI a.'0359' 19 0.0694 -31 28762.9372 _ 48373J78-48 3521 .'l 449 18 WP25 RI 0.068 37 0.0278 13 NC 321.3424 107.328
tg WP26 Eel - 0.0679 49 0.0274 25 - NC "-312.3962 105.4024 20 WP33 RI 4.1699 37 0.8427 37 NC 299.8617 ffl.4281
21 SW34 R.3 4.1618 . 43 0.8411 43 NC - 300.4652 111.6398 22 SW35 RI 3.6942 37 0.9763 43 -16.8404 242.6171 93.8212 23 SW36 ,R-I 3.238! 34 0.8645 40 -13.8886 _. 255.4613 95.37 24 SW37 RI '1.3477 40 0.5481 40 25.4337 1084,5816 198.3539 25 SW38 Rl 4.=!277 55 0.8416 55 NC 302.9365 m.5769
26 SW39 R1 2.7359 40 0.5487 40 10.3615 374.3138 137.175 27 SW40 Rl 3.1426 40 0.7076 40 9.4561 ' a 460.4482 152.1494 ACI 318-14 Wa// Panel Concrete Code Checks (Out-of-Plane) Wall Panel Reoion Max UC Shear UC
Checked By : DH
Diagonal Bar Size
Pn*phi(k1 Mn*phi(k-ftl Vn*phirk1
Pn*phirk/ftl Mn*phirk-fUff1 Vn*phirk/ft1
1 WP1 RI 0.6346 (Int) 43 0.0211 25 -22.4531 NC - 16.7062 2 WP2 RI 0.4216 (Int) 49 0.0197 13 -22.4552 NC 16.7748 3 WP3 RI 0.1081 (Int) 5 0.0008 34 299.6222 28.4641 15.4653 4 WP4 R1 0.1086 (Int) 5 0.0008 40 299.6222 28.4641 15.4687 5 WP5 R1 0.1061 (Int) 5 0.0007 52 298.f475 28.324 15.4672 6 WP6 RI 0.1061 (Int) 5 0.0007 34 298.1475 28.324 15.4671 7 WP7 Rl -0.0491 (Int) 4 0.0008 16 330.a4091 31.3889 15.8335 8 WP8 RI 0.0491 (Int) 4 0-0007 16 330.4091 31.3889 15.8335 9 WP9 RI 0,0491 (Int) 4 0.0006 10 - 330.4091 31.3889 15.8335 10 WPIO RI 0.0491 (Int) 4 0.0007 10 330.4091 31.3889 15.8335 11 WPI1 Rl 0.0573 (Int) _ 25 0-0086 37 NC 17.0313 8.8928 12 WP12 R1 0.0505 (Int) 19 0.0068 13 NC 17.0347 8.9899 13 WP13 R1 0.0616 (Int) 19 0.0225 25 NC 17.0313 8.9906 14 WP14 Rl 0.0218 (Jnt) 28 0-0057 28 NC 17.0313 8.9532 15 WP15 R1 0.0456 (Int) 25 0.0222 13 NC 17.0313 8.9236 16 WP16 RI 0.0458 (Int) 31 0.0108 19 NC 17.0313 8.8506 't7 WP17 RI 0.0539 (Int) 28- 0.0063 31 NC 17.0313 8.9463- 18 WP25 R1 0.0334 (Int) 4 0.0008 31 330-4091 31.3889 15.656 RISA-3D Version 19 [Cupertino City Hall.rfl ] Page 3 Company
Designer
Job Number
Model Name
MME
Bob Riley
21143.P5
Cupertino City Hall
Checked By : DH
ACI 318-14 Wall Panel Concrete Code Checks (Out-of-Plane) (Continued) Wal) Panel Reqion Max UC Shear UC Pn*ohirk/ft1 Mn*ohiJk-ft/ft1 Vn*ohirk/ft1 19 WP26 RI 0.0334 (Int) 4 0.0009 13 330.4091- 31.3889 15.656 20 WP33 R1 0.0757 (Int) 6 o 25 NC 2.6372 3.0022
21 SW34 RI 0.0758 (Int) 6 0 19 NC 2.6325 3.0021
22 SW35 RI 1.46'!1 (ant) 52 0.1207 46 -9.9091 0.3472 2.4503 23 SW36 Rl 'J.63% (Wa"at) " 55 0.1819 55 -9.5688 0.4306 . 1.6752 24 SW37 Rl 0.0644 (Int) 55 0.0001 13 NC 2.5958 3.0245
25 SW38 aRl 0.0758 (Int) 6 -O 19 ,, NC 2.e339 3.0021
26 SW39 RI 0.0751 (Int) 7 0.0004 10 91 .0654 5.9'l93 3.0454 27 SW40 RI 0.0705 (Int) 7 0.0004 10 91 .0654 5.9193 3.039 Warning Log
Message
I Wall Panel WP1 is failing, a reinforcement requirement. See detail report..for mare information. 2 Wall Panel WP2 is failing a reinforcement requirement. See detail report for more information. 3 -Wall.Panel WPI 1 is failing a reinforcement requirement. See aetail roe iport f6r'm6re information. 4 Wall Panel WP12 is failing a reinforcement requirement- See detail report for more information. 5 ' WallPffinelWM3isfailingareinforcementrequiremem.Seedetailreportfo-rmoreinformation. 6 Wall Panel WP14 is failing a reinforcement requirement. See detail report for more information. 7 " Wall.Panel WP15 is failirig ffi reinforcement requirement. See 'detail report far rn6re information. 8 Wal) Panel WP16 is failing a reinforcement requirement. See detail report for more information. 9 a Wall Panel WP17 is failing'a reinforcement requirement. See detail 'report for'm6re information.
RISA-3D Version 19 [Cupertino City Hall.rfl ] Page 4 Company
Designer
Job Number
Model Name
Detail Report WP33
MME
Bob Riley
21143.P5
Cupertino City Hall
Checked By : DH
Enveloped Results
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Material Properties:
Material Set:
Concrete fc (ksi):
Concrete E (k5i):
Concrete G (ksi):
Conc3000NW
3 3156
1372
Conc Density (k/ft3): 0.145
Lambda: 1
Conc Str B)k: Rectangular
: Geometry:
' Total Height (ft):
' Total Length (ft):
Thickness (jH):
K:
13 7.49
6 1
Int Cover (-z, ill):
Ext Cover (+z, i4):
Cover Open/Edge (in):
1 I
2 Input Data:
(.ode:
Design Rule:
Seismic Rule:
Loc of r/f:
Outer Bars:
Vert Bar Size:
Horz Bar Size:
Transfer In?:
Transfer Out?:
Group Wall?:
ACI 318-14
WALL 6"
None
Centered
Vertical
Yes
Yes
Yes
Vert Bar Fy (ksi):
Horz Bar Fy (ksi):
Steel E (ksi):
60 60
29000
Use Cracked ?:
In Icr Factor:
Out Icr Factor:
Yes
0.7 0.35
Design Summary: Enveloped Results
.Delta.Max In-Plane
' UC Max Out-of-Plane
UC Shear Out-of-Plane
Delta Max Out-of-Plane
; Region Design
Region RI (In-plane),
Regi-an Rl.'[6ut-ojl-Planej .-"
Result
RISA-3D Version 19 [ Cupertino City Hall.rfl ] Page 5 Company
Designer
Job Number
Model Name
Detail Report SW34
MME
Bob Riley
21143.P5
Cupertino City Hall
Checked By : DH
Enveloped Results
F';t'Jj33m=;r=-'-='-=---='-=--"1
J !,
i. ==)m' a ""
l.,a':...a"" " ' o - .1"" % "
i,:: .:'.' )' .,,...,
. : a a" . .. ,,
: ': _.4z:', '
i""-"-""- '' i
C"_ _. !1. .y.': ii }
.." .. : .. =' I
y . ,:. ,it,
t, :,:" Iffi: ... l', 'i
, ii ...., li i
i, I
- -i
"n' :';,4,''kaazj'
. = ,.,. , . = "-'i
" ""l - I
.. - .. 'u" " " - i- ':. - ". .. - I
:,f,_. .. ,, a., ,.. 0 i
" a ' - " " " ) ': ' a " I.. " " :' &-" :'- "( .. - t4-' -:(;.jr" {
7..:" :. _ :. "' _ ..)r: 7 ';.@ ai, i';;. .:'.. . ; .'.(' ;j ' -.. ... . -l ,,, ): = i,, .' ". ;ia .,, ,' ,,, :.., ", t_ ::,. I il. , .. 111.. _. . .. a ... .. _ I ,ji> :,:,, .,.. _ - ,. ia. ,. ... .il:'. - aa _ _ ,, ,3a. ), j " iia- ===- 'a-" = :::" 'aa o" - -' ... ......'.'La F-?J! €6
Material Properties:
Material Set:
Concrete f'c (ksi):
Concrete E (ksi):
Concrete G (ksi):
Conc3000NW
3 3156
1372
Geometry:
Total Height (ft):
' Total Length (ft):
Thickness (in):
K:
13 7.5042
6 1
Conc Density (k/fta): 0.145
Lambda: I
Conc Str Blk: Rectangular
Int Cover (-z, i4):
Ext Cover (+z, jl-)):
Cover Open/Edge (in):
I
I
2 , Input Data:
Code:
Design Rule:
Seismic Rule:
Loc of r/f:
Outer Bars:
Vert Bar Size:
Horz Bar Size:
' Transfer In?:
Transfer Out?:
Group Wall?:
ACI 318-14
WALL 6"
None
Centered
Vertical
Yes
Yes
Yes
Vert Bar Fy (1(5j):
Horz Bar Fy (k5j):
Steel E (ksi):
60 60
29000
Use Cracked ?:
ln Icr Factor:
Out Icr Factor:
Yes
0.7 0.35
Design Summary: Enveloped Results
RISA-3D Version 19 [ Cupertino City Hall.rfl ] Page 6 Company
Designer
Job Number
Model Name
Detail Report: SW35
MME
Bob Riley
2il43.P5
Cupertino City Hall
Checked By : DH
Enveloped Results
"'--" "'-!
ffi-' a-T-'m
;,;,2_ _ ' !
v. ::- i'i _ _ ;l
I' - .:=;a . 1. ;l
l: " ..,.....
i' . t- . (:J,...@4'..
' "= - % ' , ,: ' ,,
7-'.})
' . " }
i, , .,; " -:, , , ' ..,!
l ." ".; a"_=:
' -' .i
7q@J9gl=.J
- 67 - -
i:--.... ._ ,,:..,, ,,!, .. .... ..
lo_' _._.:.'_.____i:;.';. ..Xf'i'.i:;;i S=t..'..mismm*-m.............t....t....................'.'..___J PtjN2
. Material Properties:
Material Set Conc3000NW
Concrete fc (1(5i): 3
Concrete E (ksi): 3156
Concrete G (ksi): l372
Conc Density (k/ft3): 0.145
Lambda: 1
Conc Str Blk: Rectangular
i Geometry:
Total Height (ft):
Total Length (ft):
Thickness (jH):
K:
13 7.5
6 1
Int Cover (-z, j4):
Ext Cover (+z, in):
Cover Open/Edge (in):
1 1
2 ', Input Data:
Code:
Design Rule:
Seismic Rule:
Loc of r/f.
Outer Bars:
Vert Bar Size:
Horz Bar Size:
Transfer In?:
Transfer Out?:
, Group Wall?:
ACI 318-14
WALI 6"
None
Centered
Vertical
Yes
Yes
Yes
Vert Bar Fy (ksi):
Horz Bar Fy (1(5j):
Steel E (ksi):
60 60
29000
Use Cracked ?;
In Icr Factor:
Out Icr Factor:
Yes
0.7 0.35
Design Summary: Enveloped Results
UC Shear In-Plane-
:' Delta Max In-Plane
' Region Design Result
RISA-3D Version 19 [Cupertino City Hall.rfl I Page 7 Company : MME
Designer : Bob Riley
Job Number : 21143.P5
Model Name : Cupertino City Hall
Detail Report: SW36
Checked By : DH
Enveloped Results
: Input Data:
-'--'- '---------- a -""="""J
i.
-,." -a""""a"-"-'-"
t - ..,-.
- T. "' ._l
.- -i .1.. - _)' .. I
.... '>if,
. ..,, - 7.. . 7 _ E .. 'a li ii
( ::(. "..:.t:- '::p.::::I.':..::. =.. a ,,,:' .,.,)i r , .. - . ji aa. ,,.Q/=. ,.} - o% -
I .. . " '-. " " a
I =4.-'. -"'
I
i ,, , : " '_ 7 " ' " " - - . . - "
' ""- "'-- -=J.= -..,&': , 'i
Tm
'::,:.:....,,,. =...,,]
J"
: a ' . -I
3:.r:.@g,.'B J
_- I
_s a i
__
l=-
: Material Properties:
Material Set Conc3000NW
Concrete fc (1(5j): 3
Concrete E (k5i): 3156
Concrete G (55i): 1372
Conc Density (k/ft3): 0.145
Lambda: 1
Conc Str Blk: Rectangular
: Geometry:
, Total Height (ft):
: Total Length (ft):
Thickness (in):
K:
13 7.5
6 1
Int Cover (-z, in): 1
Ext Cover (+z, in): 1
Cover Open/Edge (in): 2
Code:
Design Rule:
Seismic Rule:
Loc of r/f:
Outer Bars:
Vert Bar Size:
Horz Bar Size:
Transfer In?:
Transfer Out?:
Group Wall?:
ACI 318-14
WALL 6"
None
Centered
Vertical
Yes
Yes
Yes
Vert Bar Fy (ksi):
Horz Bar Fy (ksi):
Steel E (35j):
60 60
29000
Use Cracked ?:
In Icr Factor:
Out Icr Factor:
Yes
0.7 0.35
Design Summary: Enveloped Results
UC Max In-Plane
UC Shear Out-of-Plane
Region Design
Region R1 (Out-of-Plane)
Result
RISA-3D Version 19 [Cupertino City Hall.rfl ] Page 8 Company
Designer
Job Number
Model Name
Detail Report. Sl/V37
MME
Bob Riley
21143.P5
Cupertino City Hall
Checked By : DH
Enveloped Results
' Material Properties:
Material Set: Conc3000NW
Concrete fc (ksi): 3
Concrete E (ksi): 3156
, Concrete G (ksi): 1372
Conc Density (k/fta):
Lambda:
Conc Str Blk:
0.145
Rectangular
', Geometry:
Total Height (ft):
Total Length (ft):
Thickness (in):
13.333
Int Cover (-z, in):
Ext Cover (+z, j4):
Cover Open/Edge (j4): 2
' Input Data:
Code:
; Design Rule:
oSeismic Rule:
Loc of r/f:
; Outer Bars:
' Vert Bar Size:
Horz Bar Size:
Transfer In?:
Transfer Out?:
Group Walk?:
AC! 318-14
WALL 6"
None
Centered
Vertical
Yes
Yes
Yes
Vert Bar Fy (ksi):
Horz Bar Fy (k,5i):
Steel E (ksi): 29000
Use Cracked ?:
In Icr Factor:
Out Icr Factor:
Yes
Design Summary: Enveloped Results
UC Max In-Plane
' UC Shear In-Plane '
' Delta M:ax In-Plane
' UC Max Out-of-Plane
UC Shear Out-of-Plane
Delta Max Out-of-Plane
Wall Reinforcement a.
Region Design
Region Rl (In-Plarie)- -'-
Regior; R1 (Out-'of-Plane)
RISA-3D Version 19 [ Cupertino City Hall.rfl ] Page 9 Company
Designer
Job Number
Model Name
Detail Report S!/V38
MME
Bob Riley
21143.P5
Cupertino City Hall
Checked By : DH
Enveloped Results
i Material Properties:
Materia) Set:
Concrete fc (k5i):
Concrete E (ksi):
Concrete G (k5i):
Conc3000NW
3156
1372
, Geometry:
Total Height (fl):
Total Length (fl:):
"tN2Z
Conc Density (k/ft3):
Lambda:
Conc Str Blk:
0.145
Rectangular
Int Cover (-z, in):
Ext Cover (+z, j7):
Input Data:
Code:
Design Rule:
Seismic Rule:
Loc of r/f:
Outer Bars:
Vert Bar Size:
Hoiz Bar Size:
Transfer In?:
Transfer Out?:
Group Wall?:
ACI 318-14
WALL 6"
SDR Concl
Ceritered
Vertical
Yes
Yes
Yes
Vert Bar Fy (1(5j):
Horz Bar Fy (ksi):
Steel E (1(5i): 29000
Use Cracked ?:
In Icr Factor:
Yes
Thickness (in): Cover Open/Edge (in): 2 Out Icr Factor:
Design Summary: Enveloped Results
' UC Max In-Plane
Delta Max In-Plane
UC Max Out-of-Plane
UC Shear Out-of-Plane
Delta Max Out-of-Plane
: Wall Reinforcement
, Region Design
RISA-3D Version 19 [ Cupertino City Hall.rfl ] Page 10 Company
Designer
Job Number
Model Name
MME
Bob Riley
21143.P5
Cupertino City Hall
Detail Report: SW39
Checked By : DH
Enveloped Results
Material Properties:
Material Set: Conc3000NW
Concrete fc (ksi):
Concrete E (ksi): 3156
Concrete G (ksi): 1372
, Geometry:
Total Height (ft):
' Total Length (ft):
Thickness (in):
K:
Conc Density (k/ft3):
Lambda:
Conc Str Blk:
0.145
Rectangular
Int Cover (-z, jH):
Ext Cover (+z, j4):
Cover Open/Edge (in): 2
Input Data:
Code:
Design Rule:
Seismic Rule:
Loc of r/f:
Outer Bars:
Vert Bar Size:
Hor2 Bar Size:
Transfer In?:
Transfer Out?:
Group Wall?:
ACI 318-14
WALL 6"
None
Centered
Vertical
Yes
Yes
Yes
Vert Bar Fy (ksi):
Horz Bar Fy (ksi):
Steel E (5i): 29000
Use Cracked ?:
In Icr Factor:
Out Icr Factor:
Yes
Design Summary: Enveloped Results
Region Design Result
RISA-3D Version 19 [Cupertino City Hall.rfl ] Page 11 MME
Company
Designer
Job Number
Model Name
Detail Report SW40
MME
Bob Riley
21143.P5
Cupertino City Hall
Checked By : DH
Enveloped Results
Material Properties:
Material Set: Conc3000NW
Concrete fc (ksi):
Concrete E (ksi):
Concrete G (ksi):
3156
1372
Conc Density (k/ft3):
Lambda:
Conc Str Blk:
0.145
Rectangular
: Geometry:
Total Height (ft):
Total Length (ft):
Thickness (in):
Int Cover (-z, ill): 1
Ext Cover (+z, jll): I
Cover Open/Edge (in): 2
Input Data:
Code:
Design Rule:
Seismic Rule:
Loc of r/f:
Outer Bars:
Vert Bar Size:
Horz Bar Size:
Transfer In?:
. Transfer Out?:
. Group Wall?:
ACI 318-14
WALL 6"
None
Centered
Vertical
Yes
Yes
Yes
Vert Bar Fy (25j):
Horz Bar Fy (ksi):
Stee! E (ksi): 29000
Use Cracked ?:
In Icr Factor:
Out Icr Factor:
Yes
Design Summary: Enveloped Results
UC Shear In-Plane
,Delta Max In-Plane
UC Max Out-o.f-Plane
, UC'Shear Out-of-Plane
Delta Max Out-of-Plane
: Region Design Result
RISA-3D Version 19 [ Cupertino City Hall.rfl ] Page 12