Cupertino City Council
May 17, 2022

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
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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
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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
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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
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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
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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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Legerid:
(N) COnefflt* Wall
76- =o-: (N) Pile Cap with Micropiles
Provide 4' wide x 6' long x 4' deep pile
cap with 2 micropilss at each cap.

Micropile capacity +/-150 kip design
load.

TIPPIN(IIMAR STRUC,TLIRAL ENGINEERING
!ihaRuck AVI )leikeley.
510 549-1906 510 54aA912 fax
Cupertino City Hall I Option B
Cupertino, CA
TM Project: 2014,094 Scale: As Noted
Terrace Level Plan
8eptember29 2014
SO
Appendlx Page 270
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OR
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W/ (E) O" CONCRETE !>HEAR WALL
P!5R PLAN
(N) L8xex3tt8" EACH
SIDE !V/ 2-3/4" D€A.

THRU BOLTS
(N) 3/4" EPOXY

GROUTED THREADED

ROD EACH SIDE OF

WD GIRDER

EX ST[NG SLAB
(E)U4" PLATE
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C:upertino City Hall I Option B
OupgrUrio, CA
YM Prolaat: 2014,094 9ca)e; As Noted
DET AIL 1- STEEL TO WOOD COLLECTOR CONN.

Retrofit Details
Ssptombsr29 2014
83 Appendix Page 273
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TIPPINGIMAR ST UCTURAL ENGIN
Shattuck AV& Betkalay,
510 549-1906 5'l0 5494912 fax
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Cupertino City Hall I Option C - Light Court
Cup*rtkio, CA
TU PrOj41* 2014,094 Seale: Aa NoUed
mX
;5Ta,":'q-2 (N) Pilei Cap vith MNcropiles
Provide 4' hide x s' lorig x pa deep pile
cap with 2 mtcropiles at each cap.

Mfcroplle capacity +/- 150 kip design
load.

Terrace Leve € Plan
k@amber29 2014
SO
Appendix Page 274
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Cupertino City Hall I Optlon C - Light Court
Cupertino, aA
TM Project: W14,094 Rh,da: Aa Ndb4
Ground Floor Plan
8eptember29 2014
81 Appendix Page 275
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19065ha!iudiAi'a Bsiksls:g.syo4
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Cupartirbo City Hall I Option C Cupairtfrio, CA
TM ProJeat aOi410M 9(!810: Ae Hated
- Light Court Retrofit Detafis
8eptsmber29 2014
83 Appendix Page 277
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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 1443 CC 05-17-2022
1443 of 2420
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
Dead Load Floor - Superimposed
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
1444
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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
1445
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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
1446
CC 05-17-2022
1446 of 2420
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
1447
CC 05-17-2022
1447 of 2420
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
1448
CC 05-17-2022
1448 of 2420
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
SCAI F
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%b + i '7 'F ic- e>M , e. I
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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
1449
CC 05-17-2022
1449 of 2420
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
,,4,
7'-,,
1450
CC 05-17-2022
1450 of 2420
€% 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
!
-b '7 t% r= ':,,-5 7"-4;;.7
=,..V=,,.5 Ct"=,=ll,:(-=.-=')(%-_ = i-'E'= '
i
'J .f.,,xv,-_ r=;-_,_ r. %=,5 ,'; '<', ::"'-},.. ,] 0 ' - % 'E'< ' -a I
i

1. 'i
i
i
i
i
I
I
j
I
1451
CC 05-17-2022
1451 of 2420
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, H il li
II II
0 CI D
I II I
ill[lui
( "';'i%
1452
CC 05-17-2022
1452 of 2420
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 '
C, T / 0 *z
a a a
V a:;*"';i$L:
ri
1453
CC 05-17-2022
1453 of 2420
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
1454
CC 05-17-2022
1454 of 2420
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
1455
CC 05-17-2022
1455 of 2420
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
1456
CC 05-17-2022
1456 of 2420
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
1457
CC 05-17-2022
1457 of 2420
NOrth 1008
Souttt 1008
Total 2016 in'2 1458
CC 05-17-2022
1458 of 2420
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 1459
CC 05-17-2022
1459 of 2420
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
1460
CC 05-17-2022
1460 of 2420
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. 1461
CC 05-17-2022
1461 of 2420
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
1462
CC 05-17-2022
1462 of 2420
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
1463
CC 05-17-2022
1463 of 2420
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
1464
CC 05-17-2022
1464 of 2420
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
1465
CC 05-17-2022
1465 of 2420
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
1466
CC 05-17-2022
1466 of 2420
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
1467
CC 05-17-2022
1467 of 2420
( ME
Civil & Structural Engineering
224 Walnut Ave, Suite B
Santa Cruz, CA 95060
831.426.31861 www.m-me.com
JOB21143.P5; Cupertjnoqity Hall
SHEETNO. OF
CALCULATEDBY " TE -

CHECKED BY
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1468
CC 05-17-2022
1468 of 2420
MME
Civil & Structural Engineering
224 Walnut Ave, Suite B
Santa Cruz, CA 95060
831.426.31861 www.m-me.com
J,, 21143.P5 Cupertino City Hall
SHEET N('}

CALCULATED FIY BR

CHECKED BY
r)ATF
nATF
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1469
CC 05-17-2022
1469 of 2420
't%tt. a':

Civil + Strudui ;ngineering
224 Walnut Avenue, Suite B
Santa Cruz, CA 95060
831.426.31861 www.m-me.com
,l,, 215 43.P5 CLipertino City Hall
SHEET Nn
u CALCULATED RY B R nATF
CHECKED BY r1ATF
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a['-t- f'r-a !- - '3!'-!"- 7 Nr-]-" 'i , th \-.
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x +. -k dJ- _
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1470
CC 05-17-2022
1470 of 2420
(.,,4E
Civi! + Eng"rxeering
224 Walnut Avenue, Suite B
Santa Cruz, CA 95060
83I.426.3186 i vrw.m-me.com
Jn, 211 43.P5 Cupertino City Hall

SHEET NO
BR
CALCULATED BY r)ATF

CHECKED FIY I)ATF
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CC 05-17-2022
1471 of 2420
Nb .c
ii"i.B 21143.P5 COpertino City Hall
Gs Civil + StruduraJ Eng'neeringy 224 Walnut Avenue, Suite B Santa Cruz, CA 95060
831.426.31861 www.rn-me.com
SHEET N(l
!=!]] CALCULATED BY

CHECKED BY
BR rlATF
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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 1473
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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 1474
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Hilti PROFIS Engineering 3.tl
www.hilti.com
Company:

Address:

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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 1475
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1475 of 2420
21143.P5 Cupertino City Hall
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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 1476
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1476 of 2420
21143.P5 Cupertino City Hall lM 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 1477
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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. 1478
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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

SHEET N(')

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MME
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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Santa Cruz, CA 95060
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.XlFl 211 43.P5 9t-ipertino City Hall

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MME JnR 21143.P5 Cupertino City Hall
Civil & Structural Engineering
224 Walnut Ave, Suite B
Santa Cruz, CA 95060
83l.426.3l861 www.m-me.com
SHEET Nn

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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(IFI
21143.P5 Cupertino City Hall
SHEET NC) nF
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CC 05-17-2022
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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
SHEET N(")
CALCULATED FIY nATF
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Cupertino City Hall
SK - 2
Bob Riley Nov 30, 2021 at 8:09 AM
21143.P5 Cupertino City Hall.rfl
1486
CC 05-17-2022
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MME Cupertino City Hall SK-4
Bob Riley Nov 30, 2021
21143.P5 Cupertino City Hall.rfl
1489
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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
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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 - (102 TXa
C - 0.75 TXExpa
T a Not Entered sec Xa
S s: 0.69 g S : 0.313 g T : 12 sec1 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 s aXa
T a O.1917 s X,LIMlTa
Base Shear Determination
C a O.207 s S)C
Z - Direction
T a O.1369 s aZa
T a O.1917 s Z,llMlTa
C o O.207 s SZa
ASCE Eqn 72.8-2 Vz: 375.5311 kips V ASCE Eqn 72.8.-2 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: 1814.16 375.5311 375.5311

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
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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
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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 roeiport 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.

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Company
Designer
Job Number
Model Name
Detail Report WP33
MME
Bob Riley
21143.P5
Cupertino City Hall
Checked By : DH
Enveloped Results
:?%'j;?2 "(#x(:rJ(+'-.+-"'a#0.'0#a:a0l JJ==-a-=.'='.a.-:
:- . .. -. }
"' J
I,. __, . ' _ , , . . .. )
8 I ;- - " }
y ' - ., - "' .. }
% _. l,; . :., .' l _ .. ,+
t. .. ...;,}, ;+" 0 ... y
]
; , , ." . :.' a ' "l .":" ' ,, . . . : '
, , :-' . , # l .,l ,, .. {
" ., .:-:, "- :R!' ": '=.. .." ,:.
, "":-- .: 06 = !
'F
I" 41 ' ""' l:" ::" :::" ' " ":" :';
to.. aa
, "l :R!' ":'
y-. - .. ..=i
a: " a W
i-"-".!
l'- .:-.:
'W!
I :i " i ;;">''H :-,,""""" a " " ' . . ' -.' " '
tll,::laa""'ffil,,l,l"aa""""':;':':'="l"3X!7'5<l+sl"' :,::'-,,l(....<':""Jl,%'::":':':.i.,l." 'a' ! -, - _, - .l,!
.F'tQh22
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
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Company
Designer
Job Number
Model Name
Detail Report SW34
MME
Bob Riley
21143.P5
Cupertino City Hall
Checked By : DH
Enveloped Results
m=;r=-'-='-=---='-=--"1 F';t'Jj33
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. ,. .. .i l:'. - 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
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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
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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 , .. - . j i 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
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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)
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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
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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
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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
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TIPPING •4tJ;j STRUCTURAL ENGINEERING
Cupertino City Hall Alternates Study
Structural Evaluation:
10300 Torre Avenue, Cupertino, CA 95014-3202
Prepared By:

Tipping Mar
1906 Shattuck Avenue
Berkeley, CA 94704
510.549.1906 tel I 510.549.1912 fax
TM Job No. 2014,094.00
September 29, 2014
1906 SHATTUCK AVENUE, BERKELEY, CA 94704 510 549-1906
Prepared For:

Perkins+ Will
2 Bryant Street, #300
San Francisco, CA 94105
c/o City of Cupertino
City of Cupertino
CIP Project# ZO f ::> .:. O 1
File# C:;( OC/-),�� www.tippingmar.com
Section # _,Z , / .O - -- --
Attachment G2
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Cupertino City Hall
Essential Services Facility Analysis
Final Report, Revision 1
March 27, 2012
Attachment G3
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Table of Contents

1.0Project Participants

2.0Executive Summary

3.0Structural 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 Key Structural Building Plan
Figure 3B Key Roof Plan
Figure 3C-G Connections Details

4.0Architectural 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: Code Analysis Work Sheet
Exhibit 4B: Accessibility for Existing Building
Exhibit 4C: Occupancy Load and Exit Diagram First Floor Exhibit 4D: Occupancy Load and Exit Diagram Basement Floor

5.0Mechanical, 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) 1519
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1.0 Project Participants
Client:

City of Cupertino
10300 Torre Avenue
Cupertino CA 95014
Carmen Lynaugh Public Works Project Manager
Terry Greene Acting City Architect
Larry Squarcia Senior Building Inspector
Albert Salvador Building Official
Arnold Hom Plan Check Engineer
Timm Borden Director of Public Works
Chris Orr Facilities Supervisor
Rick Kitson Public and Environmental Affairs Director
Architect:

Perkins + Will
185 Berry Street, Suite 5100
San Francisco, CA 94107
Phone: 415.856.3000
Karen Alschuler Project Principal
Susan Seastone Project Manager
Haji Ishikawa 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 Project Principal
Marco Alves Mechanical Project Engineer
Hooshang Pakzadan Electrical Project Engineer

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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.
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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 sloped roof areas.

3.2 Applicable Codes
The structure was recently assessed using seismic forces required in the 1985 Uniform Building Code (UBC), as this was the Code to which the 1986 alterations were designed.

Recommendations within this report are based on seismic forces as dictated by the current 2010 California Building Code (CBC).

3.3 Deficiencies Identified
 Roof Diaphragm Shear Capacity
 Roof Diaphragm Collector Splice 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 tiles represent a significant portion of the building’s mass at the upper level. 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 building’s lateral forceresisting systems must resist. Our recommendations, therefore, include the replacement of the heavy tile roofing with a lighter material. This would also allow for the opportunity to install photovoltaic (PV) solar panels on the roof surface. As the weight of typical PV panels is small relative to the weight of the existing clay roof tiles, future improvements could include the addition of these PV panels 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 3 1522
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only minimal redundancy. Overall, the smaller number and length of walls result in a structural configuration that has historically performed less than optimally in resisting lateral, seismic forces in moderate and major earthquakes. Therefore we recommend that additional shear walls be added on each side of the structure. The included key plan of the building indicates where concrete walls can be added to the building, utilizing portions of existing solid exterior wall. These proposed locations would affect the building’s current aesthetics and function to only a limited degree, if at all. See Fig. 3.A.

In general, if the clay roof tiles are replaced with lighter roofing materials (even including PV panels), the building’s seismic mass would be reduced substantially, and the magnitude of most of the structure’s noted deficiencies are reduced to levels that are more readily addressed.

3.5 Specific Recommendations
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 if the existing roof tile were to be removed and replaced with a lighter roofing material. The roof diaphragm forces would be reduced significantly with the replacement of the heavy clay roof tiles, although the calculated diaphragm shears would still exceed the diaphragm near the building’s perimeter, which is where the diaphragm shear forces are highest. The plywood diaphragm can be strengthened as needed with added panel edge nailing near the perimeter of the building.

This added nailing would be installed while the roofing is being replaced.

See Figures 3.B and 3.G.

3.5.2 Roof Diaphragm Collector Splice 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 currently not adequate to transfer the required seismic collector forces. Our recommendation to address this deficiency would be to provide welding around the splice plates to the beams at the splice connections. See Fig. 3.F.

3.5.3 Anchor Bolt Connections at top of Shear Walls
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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 and extending through the steel beam flange. This is the means through which the seismic forces are transferred from the roof to the shear walls. The current anchor bolts are insufficient to transfer the prescribed forces to the shear walls, even with added shear walls. Our recommendation is to provide adequate anchor bolts to any new walls and provide additional anchor bolts through the existing beams, between the existing anchor bolts, to strengthen the shear-transfer connections sufficiently. See Fig. 3.F.

3.5.4 Concrete Shear Wall In-Plane Flexural Capacity
In-plane flexure results from the shear walls bending when resisting seismic loads at their tops, tending to rotate and bend the wall over, causing tension and compression at wall ends. With the addition of upper-level new shear walls as recommended above, this flexural deficiency likely would no longer exist in the existing walls, as the forces resisted by the existing walls would be reduced, as well as the induced flexural forces. The added shear walls would be designed to have sufficient reinforcing to resist 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 tile and gravel, and depending on the lengths and locations of added shear walls as noted above, the compressive flexural forces would be reduced to a level where only the current Code’s prescriptive requirements would be applicable. This could be accomplished in one of two possible means. First, a short length of reinforced wall could be added to the existing, which would move the highest compressive forces away from the existing bars, and would contain new bars and confinement complying with Code requirements. Second, if the wall length cannot be increased, a column element that is wider than the wall could be introduced, containing the required confining reinforcement.

3.5.6 Concrete Shear Wall 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 5 1524
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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 only near the ends of some columns, or for the full height of the columns, depending on the calculated column loads. Where additional confinement is required, it is recommended that the columns be wrapped with designed layers of carbon fiber and resin. The total build-up of carbon fiber layers is relatively thin, and would not adversely affect the spaces where the columns occur.

As indicated in these descriptions, and in general, the noted deficiencies can be addressed and resolved only with a sufficient reduction of the building’s mass through the removal of the heavy clay tile roofing, and with the addition of some lengths of new upper-level concrete shear walls. The recommended alterations combine to reduce the seismic forces acting on the structure, increase the strength and capacities of the loadresisting 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 of 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 (Ip) 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 Component Importance factor, Ip, is 1.50. Thus, the seismic anchorage of all 6 1525
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significant equipment anchorage is governed by the Code. Equipment that should be considered, in particular, includes the following:
 Emergency Generator, including isolators
 Emergency Generator flexible connections for conduit, fuel and coolant 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
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4.0 Architectural Analysis

4.1 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 11B.

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 incidental accessory occupancy because it is too large. It needs to be considered an A3 Occupancy, a separate occupancy from rest of the building, which is a B Occupancy.
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 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 of the 2010 CBC.

Elevator Shaft Enclosure:

The existing elevator shaft may be deficient. The drawing A2.1 (1986 Renovation) indicates “Carry shaft wall 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.
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 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 replaced 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 98
Main entrance 57 (113 / 2 exits)
South Corridor Door 35
North Door 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 fire 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
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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 of 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 of 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 OSHA
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.

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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 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. The modifications include:
 Replacement of roof tile – as maintenance
 Possible adjustment of roof profile 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 Life 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.
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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 rebuilt 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.
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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 nonexit 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. Reroofing 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 film at the roof should be investigated. 18 1537
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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 ½” @ 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   (60 ft to PRW)
 South:  103 ft    (to 1964 PL)
All exceeds 30’ in Table 602 fire Separation distance Table 602 OK

4. Occupancy
Building Area                         Occupancy
First Floor                               B (Except Concil room: A3, 1,300sf) Basement                               B
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 1hr 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 Occupancy
Allowable / Built                  Allowable / Built
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
Table 503
508.4.2 OK

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Subject CBC
Reference
Notes
 Structural Frame: 0 hrs
 Bearing Walls
o Exterior: 0 hrs
o Interior: 0 hrs
 Non‐bearing Walls
o Exterior: 0 hrs
o Interior: 0 hrs
 Floors: 0 hrs                                       3” concrete floor  Roof: 0 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 A1 occupancy 508.4  Incidental Use Areas
o Mech / Boiler Room (031 & 032) –
o Storage over 100 sf (036, 038, New storage north of Council ) 1‐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 0 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
1‐hr shaft / exit enclosures     1 hour
1‐hr fire barrier                        45 min.
707.5
707.6
707.6 exc 1
Table 715
dr & glazing
need
upgrade to
45 min
assembly
 Shaft Enclosures – exit stairs, elevator hoist way 708 o Enclosures to have fire barrier with 1‐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
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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 building is fully‐sprinklered 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 horizontal 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
Area Served                                     Rating
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 ?  Class I or Class II interior floor finish req’d in all exit route 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 Other egress component – factor .2 in
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 1
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 21 1540
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Subject CBC
Reference
Notes
 Revolving doors
 Power‐operated doors
 Access‐controlled doors
o Panic hardware is required on exit doors from
 A occupancies
 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 ½” 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
 Min 4 in,  Max 7 in
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 Ramps with rise greater than 6 in shall have handrails on both sides 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
 fmr Council – 2 exits provided
 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 A3: 250 ft (w/ fully‐sprinklered) Table OK
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Subject CBC
Reference
Notes
B: 300 ft (w/ fully‐sprinklered) 1016.1
 Common path of travel 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 0.2 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
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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
Notes

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  Sanitary facilities
 Drinking fountains
 Signs
 Public telephone
1134B.1
1134B.2
Exceptions #1
 Total construction cost does not exceed $128,410.86 (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 24 1543
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Exhibit 4D Basement Floor Occupancy Load and Exit Diagram Exhibit 4C First Floor Occupancy Load and Exit Diagram
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5.0 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.
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ARI – Air Conditioning and Refrigeration Institute.

SMACNA – Fire and Smoke Damper Installation 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 retrofitted 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.
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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 28 1547
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requirement to have separate rooms for 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))
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Recommendations
Alt #1 No Upgrade: No 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.
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5.4 Plumbing Systems

5.4.1 Plumbing Fixtures
The existing plumbing fixtures are functioning and meet current code.

Recommendations
Alt #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 installed with the last 5 years.

Recommendations
Alt #1 No Upgrade: No work.

Alt #2 Min Seismic Upgrade: Upgrade all plumbing pipe and equipment anchorage 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. 31 1550
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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 0.8 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. 32 1551
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Figure 1E (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.
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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
Panel 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,
Cooling Tower Fan
A/C Fan Basement
A/C Fan 1st Floor
A/C Fan 1st Floor
Remote Radiator
Fuel Pump
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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.

Test overcurrent protective devices in the switchboard for proper operation. 35 1554
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Alt #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 gallon 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 transfer switch (ATS) located in the main electrical room. The generator also provides power to the Chiller but the pump must be “jump” 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 useful life. It appears to be operational, as confirmed 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.
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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
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Perform functional testing of all existing emergency lighting and measure light levels for code compliance.

Install additional emergency lighting as necessary after the functional 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 local 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 38 1557
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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.
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Meeting Minute s
By: Haji Ishikawa Date: 2/15/2012
Meeting Date: 2/14/2012 Project Name: Cupertino City Hall Essential Services Facility Study
Meeting Time: 10am - 1pm Project No.: 491204.000
Meeting
Location:

Cupertino City Hall
Conference Room C
Attendees: See Attached Sign-In Sheet
Next Meeting
Date:
2/21 1:30pm-2:30pm
Conference Call
Discussion
Items in bold are new, items in italics are revised.

Item No. Description Responsibility Status
Introductions and Scope of Work
2012-02-14.01 Goal of the study is to evaluate Essential Facilities status of the current Emergency Operation Center (EOC) in the City Hall can be maintained by:
1) Upgrade the building to meet the code requirement, OR 2) Relocate EOC out of the City Hall
If any options are desirable the City will be incorporating into the master plan.

Information
Only
n/a
2012-02-14.02 Carmen (Project Manager, Public Works) and Haji (Perkins + Will) will be the day-to-day contacts between the City team and the consultants team.

Information
Only
n/a
Review of Reference Documents
2012-02-14.03 3 CDs with the record pdf drawings from the 1965, 1987 construction, and the current exit plan diagrams were
handed to the consultant team. P+W to share with the
consultants team.

P+W Closed 2/15
2012-02-14.04 There are additional retrofit work after 1987 renovation:
• Council Room area, Main Floor
• NW Open Office, Main Floor
• SW Storage area, Basement
Consultants to refer to the current exit plans for these revisions.

Information
Only
n/a
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Item No. Description Responsibility Status
Deliverables
2012-02-14.05 Priority in architectural analysis will be items associated with Fire & Life Safety.

Information
Only
n/a
2012-02-14.06 The City intends to bring Nova Partners to the project to provide cost estimating service.

Information
Only
n/a
2012-02-14.07 The City identified the following additional information and concerns for the consultants team to better understand the context.
1) The wall opening near west corridor on the main level has rating issue. It affected the occupancy certificate of the 1987 renovation.
2) The weight of the tile roof is not helping the structural capability.
3) The City is looking for clean and efficient means of achieving what is required.
4) The operation cost of the current building is
substantially high. Although a specific energy savings
target has not been established, the City is interested in improvement. The City will share the energy study
report for the MEP consultants to review.
5) The City experiences temperature control difficulty for the occupants, especially during the transition of the
seasons. Some occupants use portable space heaters.
6) Adaption of a new accessibility code is forthcoming.

Concerns on discrepancies between the federal (Dept.
of Justice) standard and CBC Ch. 11 were discussed.

For this study the consultants team will use 2010 CBC.
7) In addition to the study based on 2010 CBC, the
consultants team will identify the foreseeable potential issues that can be effected by the 2013 CBC adaption.
8) Electrical use is currently maxed out. The 1987
renovation gave some improvement.
9) The City shared the idea of installing solar panels on the roof.
10) PG&E has upgraded the transformer serving the
building.
11) The current plan does not provide visual access to the most heavily used areas for the visitors. A receptionist is required at the lobby.
12) The City is looking for a holistic solution if EOC needs to be relocated.
13) In order to have a new City Hall the current building needs to be either deficient or unfixable.
14) The current parking satisfies only 54% to 84% of the demand.
15) IT related space needs expansion and improvement in function.
16) The server room at NW corner provides capacity for
buildings beyond the City Hall.
17) Solid proposal /options are required to be developed before submittal to the council.
18) The City will provide the environmental hazard report to Information
Only
n/a
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Item No. Description Responsibility Status
the consultant team.
19) The City experienced a flood problem in the sunken
terrace area and the basement; however the existing
sump tank should be sufficient.

Information
Only
n/a
Schedule and Milestones
2012-02-14.08 The proposed milestone works with City’s subsequent activities.
• 2/14 (Tue) Site Visit and kick-off Meeting
• 2/21 (Tue) Clarifications Conference Call
• 2/28 (Tue) Issue Electronic Rough Draft
• 3/5 (Mon) Rough Draft Comment Response
Conference Call
• 3/9 (Fri) Final Report
• 3/13 (Tue) Cost Estimate Meeting (to be confirmed)
Information
Only
n/a
Other Issues
2012-02-14.09 City encourages the consultants’ team to lead the process for delivery of the report.

Information
Only
n/a
End of Document
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From: Ishikawa, Haji
Sent: Tuesday, February 21, 2012 6:05 PM
To: Terry Greene ([email protected]) ([email protected]) Cc: '[email protected]' ([email protected]); Hooshang Pakzadan (hooshang.pakzadan@paeengineers.com); Marco Alves ([email protected]); Seastone, Susan; [email protected]
Subject: Cupertino City Hall: Target Alternatives
Terry,
Below is the key scope items of the four different alternatives that we discussed in the teleconference today.  I would like to share this with the consultants team as a target to sort out our recommendations after the analysis is done.  Please let us know if you have any comments.

For the Alt #4, my assumption is a new construction after demolition of the existing building.

Please clarify.

Facility Improvement Alternatives
Alt #1 No Upgrade
· Relocation of EOC
Alt #2 Min Seismic Upgrade – with items triggered by I factor improvement · Replacement of roof tile – as maintenance
· Possible adjustment of roof profile & equipment screen · Connection of collector beam and concrete shear wall
· Additional concrete wall to the main level, if req’d. (should not affect floor plan and egress) · Ducts & equipment seismic support (per I factor change) · 20% of cost for ADA upgrade
Alt #3 Moderate Upgrade
· All 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 · ADA upgrade
Alt #4 Replacement –New Construction
· Meet all the current codes
· Improve architectural and planning issues
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Thank you,
Haji
Haji Ishikawa , AIA, LEED AP BD+C
185 Berry St., Lobby One, Suite 5100, San Francisco, CA 94107 t: 415.856.3015 f: 415.856.3001 e: [email protected] www.perkinswill.com | Facebook | Twitter
Perkins+Will. Ideas + buildings that honor the broader goals of society This email and any files transmitted with it are confidential and intended solely for the addressee.

If you are not the named addressee you should not disseminate, distribute, copy, or alter this email.

Please consider the environment before printing this email.

From: Ishikawa, Haji
Sent: Thursday, February 16, 2012 10:37 AM
To: Marco Alves ([email protected]); '[email protected]' ([email protected]) Cc: Seastone, Susan
Subject: Cupertino City Hall: Additional Information
Marco, Tim,
After the Tuesday meeting Terry Greene mentioned his expectation of the range of recommendations.   We need to further get into the study before deciding the format, but I’d like to share his input with you.

1.  Do nothing – I understood this means relocation of the EOC

2.  Min renovation – Likely limited to structural scope

3.   Moderate renovation – Terry hopes that this doesn’t trigger full ADA upgrade (by exceeding $129,000 construction cost).  But from structural point of view Tim thinks even the option #2 min renovation could exceed the threshold.

4.   Substantial Renovation – I understand this would improve most of the City’s concerns expressed in the meeting (and beyond) to make the building more efficient and functional.

We will be issuing the minutes from Tuesday kick‐off this shortly.  I have also started a simple architectural code summary of the existing building.  I will share with both of you by the end of the day today.

Thanks,
Haji
Haji Ishikawa , LEED AP BD+C
Senior Project Architect
185 Berry St., Lobby One, Suite 5100, San Francisco, CA 94107 t: 415.856.3015 f: 415.856.3001 e: [email protected] www.perkinswill.com | Facebook | Twitter
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Perkins+Will. Ideas+ buildings that honor the broader goals of society This email and any files transmitted with it are confidential and intended solely for the addressee.

If you are not the named addressee you should not disseminate, distribute, copy, or alter this email.

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Attachment G4
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APPENDICES
Structural Calculations by AKH
Structural Calculations by Kirk McFarland Engineers
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AKH Structural Engineers, Inc. Phone (408) 978-1970
1505 Meridian Avenue, Suite B Fax (408) 267-7919
San Jose, CA 95125 www.akhse.com
Structural Calculations
Cupertino City Civic Center
Project Number: M05-036 Date: October 2011
Project Engineer: Ward Code: 1985 UBC
Seismic Zone: 4 Wind Zone: 70 mph
Checked By: Hyde Date:

Original Signature Required
To Be Valid Seal
EXP. 3/ 31/ 13
No. S3260
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TABLE OF CONTENTS
Loads G1 - G2
Lateral Analysis L1 - L15
(computer print-out follows these pages)
Girder Analysis B1 - B2
Design References:

1. Uniform Building Code, 1985 Edition

2. Building Code Requirements for Structural Concrete (ACI 318-83)

3. Manual of Steel Construction, 8th Edition
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STRUCTURAL LOADS G1
ROOF TYPE #1: Existing Tile Roof Slope, in/ft.: 4
Material Decking Purlins Beams Seismic
Spanish Tile Roofing 21.0 21.0 21.0 21.0
1/2" Plywood 1.5 1.5 1.5 1.5
3x Decking 8.0 8.0 8.0 8.0
Insulation 0.5 0.5 0.5 0.5
Fire Sprinklers 4.0 3.0 2.0
Ceiling - Suspended wood w/ tile 5.0 5.0 5.0
Purlins - 6x16 @ 6'-0" o.c. 3.5 3.5 3.5
Beams - 16B31 @ 24'-0" o.c. 1.5 1.5
Beams - 7"x19-1/2" Glue-lam beam 1.0 1.0
Miscellaneous 5.1 3.9 4.3 2.5
Sub-Total: 36.1 47.4 49.3 46.5
Slope Factor 2.0 2.6 2.7 2.5
TOTAL DEAD LOAD: 38.0 50.0 52.0 49.0 psf
ROOF TYPE #2: Existing Built-up Slope, in/ft.: 0.25
Material Decking Joists Beams Seismic
Roofing - Built-up, gravel 6.5 6.5 6.5 6.5
1/2" Plywood 1.5 1.5 1.5 1.5
Insulation 0.5 0.5 0.5 0.5
Fire Sprinklers 4.0 3.0 2.0
Joists - 2x14 @ 16" o.c. 4.0 4.0 4.0
HVAC Equipment 5.0 5.0 5.0
Ceiling - Suspended wood w/ tile 5.0 5.0 5.0
Beams - 21WF55 @ 24'-0" o.c. 2.5 2.5
Miscellaneous 4.5 4.5 4.0 2.0
Sub-Total: 13.0 31.0 32.0 29.0
Slope Factor 0.0 0.0 0.0 0.0
TOTAL DEAD LOAD: 13.0 31.0 32.0 29.0 psf
ROOF TYPE #3: Existing Covered Walk Slope, in/ft.: 2
Material Decking Purlins Beams Seismic
Spanish Tile Roofing 21.0 21.0 21.0 21.0
1/2" Plywood 1.5 1.5 1.5 1.5
2x Decking 4.5 4.5 4.5 4.5
Insulation 0.5 0.5 0.5 0.5
Fire Sprinklers 4.0 3.0 2.0
Purlins - 4x14 @ 6'-0" o.c. 2.5 2.5 2.5
Beams - 16B31 1.5 1.5
Beams - 10"x18" conc. 16.0 16.0
Miscellaneous 4.8 3.9 3.6 1.7
Sub-Total: 32.3 37.9 54.1 51.2
Slope Factor 1.7 2.1 2.9 2.8
TOTAL DEAD LOAD: 34.0 40.0 57.0 54.0 psf
Calculations: Loads
10/6/2011 Page 1
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FLOOR TYPE #1: G2
Material Slab Joists Beams Seismic
Flooring 4.0 4.0 4.0 4.0
Concrete Slab, 3" 37.5 37.5 37.5 37.5
Fire Sprinklers 4.0 3.0 2.0
Ceiling 2.5 2.5 2.5
Joists - 6"x12" @ 3'-0" o.c. 29.0 29.0 29.0
Ribs - 6"x12" @ 24'-0" o.c. 3.5 3.5 3.5
Beams - 16"x33" @ 24'-0" o.c. 26.0 26.0
Miscellaneous 4.5 4.5 3.5 1.5
Sub-Total: 46.0 85.0 109.0 106.0
Partitions 20.0 20.0 20.0
TOTAL DEAD LOAD: 46.0 105.0 129.0 126.0 psf
WALL TYPE #1: Stud Wall w/ Gyp Board Each Side
Material Weight
Studs @ 16" o.c. 1.5
Gypsum Board 5.0
Miscellaneous 1.5
TOTAL WEIGHT: 8.0 psf
WALL TYPE #2: Stud Wall w/ Spanish Tile One Side & Plywood One Side -- Mansard Material Weight
Studs @ 16" o.c. 2.5
Spanish Tile Roofing 21.0
1/2" Plywood - 2 sides 3.0
Built-up Roofing, cap 2.0
Miscellaneous 1.5
TOTAL WEIGHT: 30.0 psf
WALL TYPE #3: 6" Concrete 75 psf
WALL TYPE #4: 10" Concrete 125 psf
WALL TYPE #5: 12" Concrete 150 psf
WALL TYPE #6: 18" Concrete 225 psf
LIVE LOADS: Floor
Office Areas 50 psf
Corridors & Lobbies 100 psf
Assembly, Open 100 psf
LIVE LOADS: Roof 0 - 200 201 - 600 > 600 sq. ft.

Slope < 4:12 20 16 12 psf
Slope 4:12 to < 12:12 16 14 12 psf
Slope > 12:12 12 12 12 psf
Calculations: Loads
10/6/2011 Page 2
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LATERAL ANALYSIS & DESIGN L1
Earthquake Data:

Seismic Zone 4 (UBC Figure No. 1)
The building was originally designed in 1964 as a non-essential facitlity. The upper level of the building lateral system consists of existing wood roof diaphragm and concrete shear walls. The lower level consists of a concrete joist floor system over concrete walls & columns. The lower portion was originally a full basement. In 1986, modifications & upgrades were made to the building. The North side of the building was excavated to the depth of the basement and the North basement wall opened up to a new patio. The building currently houses the City's Emergency Operations Center and is therefore an essential facility.

Note: The following analysis is to verify that the existing building, including the 1987 modifications, is adequate as an essential facility under the 1985 Uniform Building Code.

Calculations: Lateral
10/6/2011 Page 1

LOWER LEVEL PLAN
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L2
Calculations: Lateral
10/6/2011 Page 2

UPPER LEVEL PLAN
Building Mass:

Roof Area Unit Load Mass Roof height hr
= 18 ft.

Flat Roof 3456 29 100224
Tile Roof 8281 49 405769
Walkway 5808 54 313632
Mansard 1440 30 43200
Ext. Walls 396 75 29700
Partitions 11305 5 56525
Columns 297 150 44550
Total wr = 993600 lbs ==> 993.6 kips
Floor Area Unit Load Mass Floor height hf
= 12 ft.

Floor 14464 106 1533228
Ext. Walls 345 225 77625
Ret. Walls 345 150 51750
Int. Walls 1157 75 86738
Partitions 11305 10 113050
Columns 234 150 35100
Total wf = 1897491 lbs ==> 1897.5 kips
Calculations: Lateral
10/6/2011 Page 2
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SEISMIC FACTORS L3
Seismic Base Shear:

V = ZIKCSW
Z = 1 (Zone 4 - Figure No. 1)
I = 1.5 (Essential Facility - Table No. 23-K)
At Upper Level:

K = 1 (Framing System - Table No. 23-I)
hn = 18 ft. D = 137 ft.

T = 0.05 * hn / (D)1/2 = 0.077 sec.

C = 1 / [15 * (T)1/2] = 0.240 > 0.12 Therefore, use C = 0.12 S = 1.5 (Soil Type S3
for unknown soil)
CS = 0.18 > 0.14 Therefore, use CS = 0.14
V = 0.210 W
At Lower Level:

K = 1.33 (Shear Wall System - Table No. 23-I)
hn = 12 ft. D = 121 ft.

T = 0.05 * hn / (D)1/2 = 0.055 sec.

C = 1 / [15 * (T)1/2] = 0.285 > 0.12 Therefore, use C = 0.12 S = 1.5 (Soil Type S3
for unknown soil)
CS = 0.18 > 0.14 Therefore, use CS = 0.14
Calculations: Lateral
10/6/2011 Page 3
CS = 0.18 > 0.14 Therefore, use CS = 0.14
V = 0.279 W
Elements of Structures: Wall Seismic Factor:

Fp = ZICpWp
Cp = 0.3 (Bearing Walls - Table No. 23-J)
Fp = 0.450 Wp
Diaphragm & Collector Seismic Factor:

Fpx = (ΣFn/Σwn)wpx
Max. Fpx = 0.30ZIwpx = 0.450 wpx
Min. Fpx = 0.14ZIwpx = 0.210 wpx
For one-story building, Fpx = V for Upper Level
Fpx = 0.210 wpx < Max. Fpx = 0.450 wpx
Fpx = 0.210 wpx = Min. Fpx = 0.210 wpx
Fpx = 0.210 wpx
Calculations: Lateral
10/6/2011 Page 3
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Upper Level Seismic Loads: L4
Wood frame roof with plywood diaphragm. Concrete shear walls.

Height H = 12 ft. Note: All wall thicknesses t = 6 in.

Note: Wall rigidities are of fixed-fixed walls: R = t / [0.1(H/L)3 + 0.3(H/L)] Wall Length L Rigidity Relative R Wall Length L Rigidity Relative R SW1.2.1 7 5.893 0.5 SWA.2.1 8.5 8.512 0.452
SW1.2.2 7 5.893 0.5 SWA.2.2 9.5 10.336 0.548
ΣR = 12 ΣR = 19
SW5.2.1 7 5.893 0.5 SWF.2.1 13 16.874 0.741
SW5.2.2 7 5.893 0.5 SWF.2.2 7 5.893 0.259
ΣR = 12 ΣR = 23
Total Base Shear V = 208.66 kips
Load to each shear wall line F2 = 104.33 kips
Wall Shear Wall Shear
SW1.2.1 52.16 SW5.2.1 52.16
SW1.2.2 52.16 SW5.2.2 52.16
"1" Total: 104.33 "5" Total: 104.33
Wall Shear Wall Shear
SWA.2.1 47.12 SWF.2.1 77.32
SWA.2.2 57.21 SWF.2.2 27.01
"A" Total: 104.33 "F" Total: 104.33
Out of Plane Loads to Upper Level Walls
12 ft. high x 6" thick walls spanning from podium slab to roof Fp = 0.45 (150pcf x 0.5ft) = 33.75 psf
Assuming pin-pin wall connections (top & bottom)
vmax = Fp x H/2 = 202.5 lbs/ft.

M = Fp x H2/8 = 607.5 ft-lbs
Calculations: Lateral
10/6/2011 Page 4
Mmax = Fp x H2/8 = 607.5 ft-lbs
unsupported length, lu = 144 inches
radius of gyration, r = 0.3 x 6" = 1.8 inches
kl/r = 1.0*lu/r = 80 > 22, slenderness effects must be considered Load combinations to consider:

1.05D + 1.28L + 1.4E 0.9D+ 1.1E
See Enercalc analysis of slender wall
6" wall w/ #4 @ 12"o.c. ea. way is adequate to span vertically Anchorage for out-of-plane loads:
existing 7/8"dia. x 12" a.b. w/ 3" edge distance:

Allowable shear, V = 4.15k - [(5.25-3)(4.15-2.075)/(5.25-2.63)] = 2.37 kips/bolt (per 1985 UBC table 26-G for 3ksi concrete)
Reaction at top of walls, R = 0.204 klf (ASD)
for 7' long wall, number of A.B. required = R x 7/V = 1 bolt for 13'-10" long wall, number of A.B. required = R x 13.83/V = 2 bolts See Enercalc Anaysis of Slender Wall
DEFICIENCIES: None
Existing Concrete Walls at the Upper Level are adequate for Out-Of-Plane Bending, Deflection and for Anchorage.

Calculations: Lateral
10/6/2011 Page 4
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Lower Level Seismic Loads: L5
Concrete floor slab. Concrete shear walls.

Height H = 12 ft.

Note: All wall thicknesses t = 12 in., except along Line 5, where t = 18 in.

Note: Wall rigidities are of fixed-fixed walls: R = t / [0.1(H/L)3 + 0.3(H/L)]
Wall Length L Rigidity Relative R Wall Length L Rigidity Relative R SW1.1.1 48 156.735 0.680 SWA.1.1 97.5 323.367 1.000
SW1.1.2 24 73.846 0.320
ΣR = 231 SWF.1.1 97.5 323.367 1.000
Wall Line 5: Wall has new window & door openings due to 1986 modifications.

Header height H1 = 3.875 ft.

Pier height H2 = 5.75 ft.

Sill height H3 = 2.375 ft.

Note: Wall deflections are of fixed-fixed walls: ∆ = [0.1(H/L)3 + 0.3(H/L)] / t Wall Length L Rigidity Relative R Wall Length L Deflection SW5.1.1 9.33 86.416 0.238 Header 121 0.0005
SW5.1.2 5.67 44.061 0.121
SW5.1.3 6.25 50.866 0.140
SW5.1.4 6.25 50.866 0.140
SW5.1.5 5.67 44.061 0.121 Wall Length L Rigidity Relative R SW5.1.6 9.33 86.416 0.238 Sill 51.92 1310.749 0.500
ΣR = 362.686 2621.498

0.0028 0.0004
∆Total = ∆Header + ∆Piers + ∆Sills = 0.0037 in.

RTotal = 1/∆Total = 272.287
ΣR = 2 * R =
∆Sills ∆Piers = 1/ΣR = = 1/ΣR =
Calculations: Lateral
10/6/2011 Page 5
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Total Base Shear V = 530.0 kips from lower level mass only L6 Depth D = 97.5 ft.

Length L = 121 ft.

Transverse (N-S) load WN-S = V / L = 4.38 kip/ft.

Longitudinal (E-W) load WE-W = V / D = 5.44 kip/ft.

Load to each wall line from upper level F1 = 104.33 kips Longitudinal seismic distribution, see Enercalc Torsional Analysis of Rigid Diaphragm Program, following pages.

Load to each shear wall line:

Line Shear Total Shear
1 406.15 510.48 kips
5 153.58 257.91 kips
A 282.88 387.21 kips
F 282.88 387.21 kips
Roof Diaphragm
Diaphragm length L = 97 ft. Entire length L1
= 121 ft.

Diaphragm depth D = 121 ft. Entire depth D1
= 145 ft.

Note: The seismic coefficients for base shear & the diaphragm force, at the upper level, are equal to each other.

Diaphragm force Fpx = V = 208.66 kips
Transverse Direction:

Diaphragm shear v = Fpx * (D / D1) * 1000 / L / 2 = 898 plf Existing diaphragm is 1/2" CD-X plywood over 3x T&G decking w/ 10d @ 6" o.c. at all edges, blocked.

Allowable shear for plywood vap = 325 plf (UBC Table No. 25-J-1) Allowable shear for decking vad = 100 plf (UCBC values.) Allowable shear va = vap + vad = 425 plf < v = 898 plf NG! Overstress = 111.2% > 5.0% NG!
Calculations: Lateral
10/6/2011 Page 6
Overstress = 111.2% > 5.0% NG!
Longitudinal Direction:

Diaphragm shear v = Fpx * (L / L1) * 1000 / D / 2 = 691 plf Existing diaphragm is 1/2" CD-X plywood over 3x T&G decking w/ 10d @ 6" o.c. at all edges, blocked.

Allowable shear va = 425 plf < v = 691 plf NG!
Overstress = 62.6% > 5.0% NG!
Existing Roof Diaphragm Is Highly Overstressed. Therefore, Diaphragm Is NOT Adequate.

DEFICIENCIES: Insufficient Amount Of Diaphragm Nailing -- Diaphragm Nail Spacing Is Too Large.

Calculations: Lateral
10/6/2011 Page 6
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Chord & Collector Stresses L7
Existing chord/collector is 16B31 (W16x31) A36 steel w/ splice plate 1/4"x9"x12" on both sides & (3) 5/8"φ M.B.'s (A307 steel) at each end -- bolts are in double shear. (Note: Originally, there was only a single splice plate, but in the 1986 upgrades, an additional splice plate was added to the opposite side.) Bolts:
db = 0.625 in. d'b = db + .0625" = 0.6875 in.

Beam:
tw = 0.275 in. A = 9.12 in2
Fy = 36 ksi Fu = 58 ksi
Plates:
tp = 0.25 in. dp = 9 in.

Fy = 36 ksi Fu
= 58 ksi
Allowable shear load on bolts = 6.1 * 3 * 1.33 = 24.3 kips Allowable tension load on plates (gross) = 0.60 * Fy * (2 * tp * dp) * 1.33 = 129.3 kips Allowable tension load on plates (net) = 0.50 * Fu * {2 * tp * [dp - (3 * d'b)]} * 1.33 = 133.8 kips Allowable tension load on beam (gross) = 0.60 * Fy * A * 1.33 = 262.0 kips Allowable tension load on beam (net) = 0.50 * Fu * [A - (3 * tw * d'b)] * 1.33 = 329.9 kips Min. allowable load = 24.3 kips <== Bolts capacity governs.

Existing 16B31 perimeter beams are anchored to top of concrete shear walls w/ 7/8"φ A.B.'s (A307 steel).

Allowable shear load on anchor bolts = 4.15 * 1.33 = 5.52 kips (UBC Table No. 26-G) Chord Stress:

Line A (Line F Same)
Chord stress T = Fpx * D2 / 8 / L / D1 = 27.2 kips
Allowable load = 24.3 kips < T = 27.2 kips NG!
Overstress = 11.5% > 5.0% NG!
Calculations: Lateral
10/6/2011 Page 7
Line 1 (Line 5 Same)
Chord stress T = Fpx * L2 / 8 / D / L1 = 16.8 kips
Allowable load = 24.3 kips > T = 16.8 kips OK
Collector Stresses:

Line A
Force to Line A FA = 104.33 kips
See Program PL-02 - Collector Stress Analysis, following pages.

Max. collector load to SWA.2.1 = 26.9 kips
Max. collector load to SWA.2.2 = 41.4 kips
Max. collector load F = 41.4 kips
Check splice connection:

Allowable load = 24.3 kips < F = 41.4 kips NG!
Overstress = 70.1% > 5.0% NG!
Check wall anchorage:

Number of anchor bolts N at SWA.2.1 = 6 anchor bolts
Allowable load = 5.52 * N = 33.1 kips > F = 26.9 kips OK Number of anchor bolts N at SWA.2.2 = 8 anchor bolts
Allowable load = 5.52 * N = 44.2 kips > F = 41.4 kips OK Calculations: Lateral
10/6/2011 Page 7
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Line F L8
Force to Line F FF = 104.33 kips
See Program PL-02 - Collector Stress Analysis, following pages.

Max. collector load to SWF.2.1 = 26.9 kips
Max. collector load to SWF.2.2 = 27.9 kips
Max. collector load F = 27.9 kips
Check splice connection:

Allowable load = 24.3 kips < F = 27.9 kips NG!
Overstress = 14.6% > 5.0% NG!
Check wall anchorage:

Number of anchor bolts N at SWF.2.1 = 10 anchor bolts
Allowable load = 5.52 * N = 55.2 kips > F = 26.9 kips OK Number of anchor bolts N at SWF.2.2 = 4 anchor bolts
Allowable load = 5.52 * N = 22.1 kips < F = 27.9 kips NG! Overstress = 26.4% > 5.0% NG!
Line 1 (Line 5 Same)
Force to Line 1 F1 = 104.33 kips
See Program PL-02 - Collector Stress Analysis, following pages.

Max. collector load F = 45.3 kips
Check splice connection:

Allowable load = 24.3 kips < F = 45.3 kips NG!
Overstress = 86.0% > 5.0% NG!
Check wall anchorage:

Number of anchor bolts N = 7 anchor bolts
Allowable load = 5.52 * N = 38.6 kips < F = 45.3 kips NG! Calculations: Lateral
10/6/2011 Page 8
Allowable load = 5.52 * N = 38.6 kips < F = 45.3 kips NG! Overstress = 17.2% > 5.0% NG!
DEFICIENCIES: Insufficient Number Of Bolts At Each Beam End At Splice Connection.

Existing Anchorage of 16B31 Perimeter Beams To Top Of Concrete Shear Walls, for In-plane shear, Is Overstressed. Therefore, Beam Anchorage Is NOT Adequate.

DEFICIENCIES: Insufficient Number Of Anchor Bolts From Perimeter Beams To Top Of Most Concrete Shear Walls for In-Plane Shear. Walls With Insufficient Anchor Bolts Include All Walls Along Lines 1 & 5 and Wall Along Line F, Near Line 5 Corner.

Existing 16B31 (W16x31) Perimeter Beam Splice Connection, for Collector and Chord forces, Is Highly Overstressed. Therefore, Beam Splice Connection Is NOT Adequate.

Calculations: Lateral
10/6/2011 Page 8
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Shear Walls L9
Upper Level:

Wall SW1.2.1 (Walls SW1.2.2, SW5.2.1, & SW5.2.2 Similar) Wall height H = 12 ft.

Wall length L = 7 ft.

Wall thickness t = 6 in.

Roof tributary width 1 Lr1 = 12 ft. Roof tributary width 2 Lr2 = 4 ft.

Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 5.63 kips at 3.5 ft. from left end of wall.

Wall weight Ww = 150 * t * H * L / 12 / 1000 = 6.3 kips at 3.5 ft. from left end of wall.

Wall seismic weight Fw = 0.210 * Ww = 1.3 kips at 6 ft. from base of wall.

Applied lateral load F = 52.16 kips at 12 ft. from base of wall.

See Program PC-02 - Concrete Shear Wall, following pages.

Max. Mu = 887.2 ft.-kips > φMn = 361.6 ft.-kips NG!
Overstress = 145.4% > 5.0% NG!
Check existing dowelling from wall base to foundation wall:

Vu = 74.8 kips
Existing #5 dowels @ 6" o.c.: φ = 0.85
d = 0.8 * L * 12 = 67.2 in. s = 6 in.

Avf = 0.31 in2fy = 40 ksi
f'c = 3.5 ksi bw = t = 6 in.
φVs = φ * (Avf * fy * d / s) = 118.1 kips
φVc = φ * [2 * (f'c)
1/2 * b * d] = 40.6 kips
φV = φV + φV = 158.6 kips < φV = φ * [10 * (f' )
1/2 * b * d] = 202.8 kips
Calculations: Lateral
10/6/2011 Page 9
φVn = φVs + φVc = 158.6 kips < φVc = φ * [10 * (f'c)
1/2 * b * d] = 202.8 kips
φVn = 158.6 kips > Vu = 74.8 kips OK
Note: Starting with the 1967 UBC, (vertical) boundary members & boundary ties were required for shear walls that were part of dual systems with frames (K = 0.80). However, in the 1985 UBC, the boundary member requirements were changed to include all shear walls in general.

DEFICIENCIES: Boundary Members Required. Double Layer of Reinforcing Required.

Existing Concrete Shear Walls Along Lines 1 & 5 Are Highly Overstressed in In-Plane bending.

Therefore, Walls Are NOT Adequate.

Calculations: Lateral
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Wall SWA.2.1 L10
Wall height H = 12 ft.

Wall length L = 8.5 ft.

Wall thickness t = 6 in.

Roof tributary width 1 Lr1 = 12 ft. Roof tributary width 2 Lr2 = 4 ft.

Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 6.83 kips at 4.25 ft. from left end of wall.

Wall weight Ww = 150 * t * H * L / 12 / 1000 = 7.7 kips at 4.25 ft. from left end of wall.

Wall seismic weight Fw = 0.210 * Ww = 1.6 kips at 6 ft. from base of wall.

Applied lateral load F = 47.12 kips at 12 ft. from base of wall.

See Program PC-02 - Concrete Shear Wall, following pages.

Max. Mu = 805.1 ft.-kips > φMn
= 285.4 ft.-kips NG!
Overstress = 182.1% > 5.0% NG!
Check existing dowelling from wall base to foundation wall:

Vu = 74.8 kips
Existing #5 dowels @ 6" o.c.: φ = 0.85
d = 0.8 * L * 12 = 81.6 in. s = 6 in.

Avf = 0.31 in2
fy = 40 ksi
f'c = 3.5 ksi bw = t = 6 in.
φVs = φ * (Avf * fy * d / s) = 143.3 kips
φVc = φ * [2 * (f'c)
1/2 * b * d] = 49.2 kips
φVn = φVs + φVc = 192.6 kips < φVc
= φ * [10 * (f'c)
1/2 * b * d] = 246.2 kips
φVn = 192.6 kips > Vu = 74.8 kips OK
Calculations: Lateral
10/6/2011 Page 10
Existing Concrete Shear Wall Along Line A Is Highly Overstressed in In-Plane bending.

Therefore, Wall Is NOT Adequate.

DEFICIENCIES: Boundary Members Required.

Calculations: Lateral
10/6/2011 Page 10
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Wall SWA.2.2 L11
Wall height H = 12 ft.

Wall length L = 9.5 ft.

Wall thickness t = 6 in.

Roof tributary width 1 Lr1 = 12 ft. Roof tributary width 2 Lr2 = 4 ft.

Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 7.64 kips at 4.75 ft. from left end of wall.

Wall weight Ww = 150 * t * H * L / 12 / 1000 = 8.6 kips at 4.75 ft. from left end of wall.

Wall seismic weight Fw = 0.210 * Ww = 1.8 kips at 6 ft. from base of wall.

Applied lateral load F = 57.21 kips at 12 ft. from base of wall.

See Program PC-02 - Concrete Shear Wall, following pages.

Max. Mu = 976.2 ft.-kips > φMn
= 406.2 ft.-kips NG!
Overstress = 140.3% > 5.0% NG!
Wall SWF.2.1
Wall height H = 12 ft.

Wall length L = 13 ft.

Wall thickness t = 6 in.

Roof tributary width 1 Lr1 = 12 ft. Roof tributary width 2 Lr2 = 4 ft.

Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 10.45 kips at 6.5 ft. from left end of wall.

Existing Concrete Shear Wall Along Line A Is Highly Overstressed in In-Plane bending.

Therefore, Wall Is NOT Adequate.

DEFICIENCIES: Boundary Members Required. Double Layer of Reinforcing Required.

Calculations: Lateral
10/6/2011 Page 11
Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 10.45 kips at 6.5 ft. from left end of wall.

Wall weight Ww = 150 * t * H * L / 12 / 1000 = 11.7 kips at 6.5 ft. from left end of wall.

Wall seismic weight Fw = 0.210 * Ww = 2.5 kips at 6 ft. from base of wall.

Applied lateral load F = 77.32 kips at 12 ft. from base of wall.

See Program PC-02 - Concrete Shear Wall, following pages.

Max. Mu = 1320.0 ft.-kips > φMn = 699.2 ft.-kips NG!
Overstress = 88.8% > 5.0% NG!
Existing Concrete Shear Wall Along Line F Is Highly Overstressed in In-Plane bending.

Therefore, Wall Is NOT Adequate.

DEFICIENCIES: Double Layer of Reinforcing Required.

Calculations: Lateral
10/6/2011 Page 11
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Wall SWF.2.2 L12
Wall height H = 12 ft.

Wall length L = 7 ft.

Wall thickness t = 6 in.

Roof tributary width 1 Lr1 = 12 ft. Roof tributary width 2 Lr2 = 4 ft.

Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 5.63 kips at 3.5 ft. from left end of wall.

Wall weight Ww = 150 * t * H * L / 12 / 1000 = 6.3 kips at 3.5 ft. from left end of wall.

Wall seismic weight Fw = 0.210 * Ww = 1.3 kips at 6 ft. from base of wall.

Applied lateral load F = 27.01 kips at 12 ft. from base of wall.

See Program PC-02 - Concrete Shear Wall, following pages.

Max. Mu = 464.7 ft.-kips > φMn
= 232.4 ft.-kips NG!
Overstress = 100.0% > 5.0% NG!
DEFICIENCIES: Boundary Members Required.

Existing Concrete Shear Wall Along Line F Is Highly Overstressed in In-Plane bending.

Therefore, Wall Is NOT Adequate.

Calculations: Lateral
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Lower Level: L13
Wall SW1.5.1 (Walls along gridline 5 similar)
Wall height H = 5.75 ft.

Wall length L = 5.67 ft.

Wall thickness t = 18 in.

Roof tributary width 1 Lr1 = ft. Roof tributary width 2 Lr2 = ft.

Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 0.00 kips at 2.835 ft. from left end of wall.

Wall weight Ww = 150 * t * H * L / 12 / 1000 = 7.3 kips at 2.835 ft. from left end of wall.

Wall seismic weight Fw = 0.210 * Ww = 1.5 kips at 2.875 ft. from base of wall.

Applied lateral load F = 27.40 kips at 5.75 ft. from base of wall.

See Program PC-02 - Concrete Shear Wall, following pages.

Max. Mu = 236.7 ft.-kips > φMn
= 115.3 ft.-kips NG!
Overstress = 105.3% > 5.0% NG!
Wall SW1.1.2 (Walls along gridline 1 similar)
Wall height H = 13 ft.

Wall length L = 25 ft.

Wall thickness t = 12 in.

Roof tributary width 1 Lr1 = ft. Roof tributary width 2 Lr2 = ft.

Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 0.00 kips at 12.5 ft. from left end of wall.

Existing Concrete Shear Walls Along Line 5 Are Adequate in In-Plane Shear, Bending and for Compressive Forces Due to Overturning.

DEFICIENCIES: None
Calculations: Lateral
10/6/2011 Page 13
Wall weight Ww = 150 * t * H * L / 12 / 1000 = 48.8 kips at 12.5 ft. from left end of wall.

Wall seismic weight Fw = 0.210 * Ww = 10.2 kips at 6.5 ft. from base of wall.

Applied lateral load F = 119.50 kips at 13 ft. from base of wall.

See Program PC-02 - Concrete Shear Wall, following pages.

Max. Mu = 2268.0 ft.-kips < φMn
= 2293.0 ft.-kips OK
Overstress = -1.1% < 5.0% OK
DEFICIENCIES: Double layer or reinforcing required
Existing Concrete Shear Walls Along Line 1 Are Adequate in In-Plane Shear, Bending and for Compressive Forces Due to Overturning.

Calculations: Lateral
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Girder Check B1
Applied Loads:

Dead Load = 109 psf GIRDERS
Dead Load = 83 psf JOISTS
Live Load = 50 psf for office spaces
100 psf for assembly, corridor spaces
Live Load reduction L = Lo(0.25+15/sqrt(KLLAT))
KLL = 2 for interior beams
AT = 768 sq. ft. for 32 ft. span girder > 400 sf, reducible 576 sq. ft. for 24 ft. span girder > 400 sf, reducible
no LL reduction for joists
LLoffice = 41.5 psf at 24 ft. span (> 0.5LL, OK)
LLassembly = 60.0 psf at 32 ft. span (no reduction for public assembly) LLcorridor = 63.3 psf at 32 ft. span (> 0.5LL, OK)
PDL Beam B4 = 2600 lbs (framing into girder on gridline E) fy main rebar = 40 ksi
fy ties = 40 ksi
slab effective width used for girder flange:
overhanging flange shall be
smallest of: 8 x slab thickness = 24 in. <-- governs
clear span/2 = 136.02 in.
total width is 2 x 24in + 16in = 64 in.
total shall not exceed girder span/4 = 68.01 in.

Calculations: Girders
10/6/2011 Page 1
slab effective width used for joist flange:
overhanging flange shall be
smallest of: 8 x slab thickness = 24 in. <-- governs
clear span/2 = 136.02 in.
total width is 2 x 24in + 12in = 60 in.
total shall not exceed joist span/4 = 68.01 in.

Floor Live Load reduction:

Atrib = 768 sf Atrib = 576 sf
can be reduced at a rate of 0.08 percent of area supported by the member R = 49%
Rmax = 40% <---governs, reduced LLcorridor can be 40psf, LLoffice can be 20psf; Rmax = 48% 50 psf used in all spaces in original analysis See Enercalc Analyses for Joists & Girders
Calculations: Girders
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Original Design; Shear in Girders B2
Working Stress Design 1964 UBC:

Vmax = 60700 lbs (from original shear diagrams)
vallow = 90 psi for 3ksi concrete w/ stirrups
V' = Vmax - vallow(bjd) = 19120 lbs shear carried by web reinforcement sreq'd = Avfvjd/V' = 13.3 in. Stirrups provided at 12" spacing Current Design; Shear in Girders
Strength Design 2010 CBC:

Vc = 62474 lbs f'c = 3500 psi
fVc = 46855 lbs for (2) #3 tie legs, s = 0.22(40000)33"/Vs = 290400 /Vs fVc/2 = 23428 lbs
Vu Vs <fVc/2?
spcg for
Avmin1
spcg for
Avmin2
spcg for
Av spacing
80000 44193 no 12.4 11 6 6
70000 30860 no 12.4 11 9 9 Per Enercalc Analysis:
65000 24193 no 12.4 11 12 11 Vu max = 78730 lbs
60000 17526 no 12.4 11 16 11 φVn for ties @ 12" = 65000 lbs 50000 4193 no 12.4 11 69 11 max overstress = 1.21
40000 0 no 12.4 11 not req'd 11
30000 0 no 12.4 11 not req'd 11
Deflection limitations
1964 UBC & 2010 CBC
L/360 for LL
L/240 for DL + LL
50 psf LL
Calculations: Girders
10/6/2011 Page 2
32' span D limit = 1.07 in. (LL only)

1.60 in. (DL + LL) Dmax = 0.154 in.
24' span D limit = 0.80 in. (LL only)

1.20 in. (DL + LL) Dmax = 0.039 in.

Long term deflections due to creep
For 32' span girder
lD = z/(1+50r') = 1.41 in.

Total long term deflection = lD + Dmax = 1.57 in. which is still within code limits for Total Deflection
Existing Concrete Girder Along Line C Is Adequate in Flexure, But is Overstressed in Shear at Two Columns (Gridlines 2 & 3).

DEFICIENCIES: Shear Reinforcement Spacing is Too Large at Some Locations Calculations: Girders
10/6/2011 Page 2
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Concrete Slender Wall ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver:6.11.8.1 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 5 OCT 2011, 12:38PM
Description : Existing 6" wall
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

General Information
Rebar at wall center Min Allow Out-of-Plane Defl Ratio = L / 150.0 Minimum Vertical Steel % = 0.0020
Wall Thickness 6.0 in
Bar Size # 4
Bar Spacing 12.0 in
Width of Design Strip = 12.0 in
λ 1.0
Rebar "d" distance 3.0 in
Lower Level Rebar . . .

3.50 ksi Temp Diff across thickness = deg F

40.0 ksi
Fr : Rupture Modulus 295.80 psi
ρ
3,372.17 ksi
Max % of balanced 0.60
= 144.0 pcf
Max Pu/Ag = f'c * =
=

0.060
: Lt Wt Conc Factor = Using Stiffness Reduction Factor per ACI R.10.12.3 Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 =
Ec : Concrete Elastic Modulus
=
=
Concrete Density
f'c : Concrete 28 day strength =
Fy : Rebar Yield
One-Story Wall Dimensions

12.0 B
Roof Attachment
A
Floor Attachment
B Parapet height = ft
Clear Height =
Top & Bottom Pinned
A ft
Wall Support Condition
Vertical Loads

0.880 0.2560
Vertical Uniform Loads . . . ( Applied per foot of Strip Width) Ledger Load
Concentric Load
DL : Dead Load
k/ft
k/ft
Lr : Roof Live Load Lf : Floor Live Load S : Snow Load
Eccentricity in
Lateral Loads

15.0 Fp 1.0 = 34.0 psf
Full area WIND load psf Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 34.0 psf

DESIGN SUMMARY
Governing Load Combination . . . Actual Values . . . Allowable Values . . .

Axial Load Check
+1.40D at 5.20 to 5.60
Max Pu / Ag 26.631 psi 0.06 * f'c 210.0 psi
Reinforcing Limit Check Controlling As/bd 0.005556 As/bd = +1.40D

0.02598
Service Deflection Check
D + L + S + E/1.4
PASS Min. Defl. Ratio 9,242.33 Max Allow Ratio 150.0
FAIL
PASS
Max. Deflection 0.01558 in Max. Allow. Defl. 0.960 in
PASS
Moment Capacity Check
+1.050D+1.280Lr+1.40E Max Mu 0.8592 k-ft Phi * Mn 2.046 k-ft PASS Maximum Bending Stress Ratio = 0.420
Minimum Moment Check
+1.40D
k-ft
Top Horizontal E Only
Base Horizontal E Only 0.2040 k
rho bal
Maximum Reactions . . . for Load Combination....

Results reported for "Strip Width" of 12.0 in

0.2040 k

0.50 Vertical Reaction D + L + Lr 2.0 k
Mcracking 1.775 k-ft Minimum Phi Mn 1.733
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Concrete Slender Wall ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver:6.11.8.1 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 5 OCT 2011, 12:38PM
Description : Existing 6" wall
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Moment Values 0.6 *
Design Maximum Combinations - Moments

0.06*f'c*b*t
Axial Load
Load Combination Mu Phi Mn
k
Pu Mcr As As Eff As Ratio rho bal
k k-ft k-ft k-ft in^2 in^2
Phi
+1.40D at 5.20 to 5.60 1.917 15.120 1.77 0.00 0.88 2.08 0.200 0.248 0.0056 0.0260 +1.050D+1.280Lr+1.40E at 5.60 to 6.00 1.736 15.120 1.77 0.86 0.88 2.05 0.200 0.243 0.0056 0.0260 +0.90D+1.10E at 5.60 to 6.00 1.207 15.120 1.77 0.67 0.89 1.96 0.200 0.230 0.0056 0.0260 Moment Values Stiffness Deflections
Design Maximum Combinations - Deflections
Axial Load
Load Combination Pu Mcr Mactual I cracked Defl. Ratio
k k-ft k-ft in^4 in^4 in^4 in
I gross I effective Deflection
D + L + Lr at 5.60 to 6.00 1.597 1.77 0.00 216.00 13.02 216.000 0.000 0.0 D + L + W at 5.60 to 6.00 1.341 1.77 0.27 216.00 12.73 216.000 0.010 14,963.8 D + L + W + S/2 at 5.60 to 6.00 1.341 1.77 0.27 216.00 12.73 216.000 0.010 14,963.8 D + L + S + W/2 at 5.60 to 6.00 1.341 1.77 0.14 216.00 12.73 216.000 0.005 29,927.6 D + L + S + E/1.4 at 5.60 to 6.00 1.341 1.77 0.44 216.00 12.73 216.000 0.016 9,242.3 D + 0.5(L+Lr) + 0.7W at 5.60 to 6.00 1.469 1.77 0.19 216.00 12.88 216.000 0.007 21,368.9 D + 0.5(L+Lr)+ 0.7E at 5.60 to 6.00 1.469 1.77 0.43 216.00 12.88 216.000 0.015 9,427.5 Top Horizontal Vertical @ Wall Base
Reactions - Vertical & Horizontal
Base Horizontal Load Combination
D Only 0.0 k 0.00 k 1.744 k
S Only 0.0 k 0.00 k 0.000 k
W Only 0.1 k 0.09 k 0.000 k
E Only 0.2 k 0.20 k 0.000 k
D + L + Lr 0.0 k 0.00 k 2.000 k
D + L + S 0.0 k 0.00 k 1.744 k
D + L + W + S/2 0.1 k 0.09 k 1.744 k
D + L + S + W/2 0.0 k 0.05 k 1.744 k
D + L + S + E/1.4 0.1 k 0.15 k 1.744 k
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Program: PL-02 COLLECTOR STRESS ANALYSIS
Designation: Wall Line 1 & 5
Input Data:

Total Lateral Load: 104330 lbs.

Overall Collector Length: 121 ft.

Wall No. Length (ft) Begin (ft.)* Wall No. Length (ft) Begin (ft.)* 1 7 1 6
2 7 113 7
3 8
4 9
5 10
* Begin location is distance from left end of overall collector length to left end of shear wall.

Collector Load = 862.2 plf
Shear Wall Load = 7452.1 plf
Collector Loads:

Wall No. Begin (lbs.) End (lbs.) Wall No. Begin (lbs.) End (lbs.) 1 862 -45267 6 0 0
2 45267 -862 7 0 0
3 0 0 8 0 0
4 0 0 9 0 0
5 0 0 10 0 0
Program PL-02: Collector Stress - Line 1 & 5 - Tile
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Program: PL-02 COLLECTOR STRESS ANALYSIS
Designation: Wall Line A
Input Data:

Total Lateral Load: 104330 lbs.

Overall Collector Length: 97 ft.

Wall No. Length (ft) Begin (ft.)* Wall No. Length (ft) Begin (ft.)* 1 8.5 25 6
2 9.5 49 7
3 8
4 9
5 10
* Begin location is distance from left end of overall collector length to left end of shear wall.

Collector Load = 1075.6 plf
Shear Wall Load = 5796.1 plf
Collector Loads:

Wall No. Begin (lbs.) End (lbs.) Wall No. Begin (lbs.) End (lbs.) 1 26889 -13235 6 0 0
2 3436 -41409 7 0 0
3 0 0 8 0 0
4 0 0 9 0 0
5 0 0 10 0 0
Program PL-02: Collector Stress - Line A - Tile
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Program: PL-02 COLLECTOR STRESS ANALYSIS
Designation: Wall Line F
Input Data:

Total Lateral Load: 104330 lbs.

Overall Collector Length: 97 ft.

Wall No. Length (ft) Begin (ft.)* Wall No. Length (ft) Begin (ft.)* 1 13 25 6
2 7 89 7
3 8
4 9
5 10
* Begin location is distance from left end of overall collector length to left end of shear wall.

Collector Load = 1075.6 plf
Shear Wall Load = 5216.5 plf
Collector Loads:

Wall No. Begin (lbs.) End (lbs.) Wall No. Begin (lbs.) End (lbs.) 1 26889 -26943 6 0 0
2 27911 -1076 7 0 0
3 0 0 8 0 0
4 0 0 9 0 0
5 0 0 10 0 0
Program PL-02: Collector Stress - Line F - Tile
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SW1.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 7 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 5.63 3.5
Horizontal Bars 4 (3-9) 2 6.3 3.5
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 8 (3-10) Load No. Force, kips Height, ft.

Number of Bars 2 1 52.16 12
Right End Bar Size 8 (3-10) 2 1.3 6
Number of Bars 2 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 74.8 kips φVn
= 107.6 kips OK DCR = 0.70
Bending Check: φ = 0.88
Mu left = 887.2 ft-kips φMn = 364.1 ft-kips Overstressed! DCR = 2.44 Mu right = 887.2 ft-kips φMn
= 364.1 ft-kips Overstressed! DCR = 2.44
Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 12.6 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.6 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.6 sq.in. Supplied Number Of Bars = 2 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SW1-2-1 - Tile
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SWA.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 8.5 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 6.83 4.25
Horizontal Bars 4 (3-9) 2 7.7 4.25
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 9 (3-10) Load No. Force, kips Height, ft.

Number of Bars 1 1 47.12 12
Right End Bar Size 9 (3-10) 2 1.6 6
Number of Bars 1 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Single Reinforcing Curtain Allowed Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 68.2 kips φVn
= 120.1 kips OK DCR = 0.57
Bending Check: φ = 0.88
Mu left = 805.1 ft-kips φMn = 285.4 ft-kips Overstressed! DCR = 2.82 Mu right = 805.1 ft-kips φMn
= 285.4 ft-kips Overstressed! DCR = 2.82
Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 15.3 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.7 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.0 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWA-2-1 - Tile
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SWA.2.2 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 9.5 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 7.64 4.75
Horizontal Bars 4 (3-9) 2 8.6 4.75
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 10 (3-10) Load No. Force, kips Height, ft.

Number of Bars 1 1 57.21 12
Right End Bar Size 10 (3-10) 2 1.8 6
Number of Bars 1 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 82.6 kips φVn
= 134.2 kips OK DCR = 0.62
Bending Check: φ = 0.88
Mu left = 976.2 ft-kips φMn = 406.2 ft-kips Overstressed! DCR = 2.40 Mu right = 976.2 ft-kips φMn
= 406.2 ft-kips Overstressed! DCR = 2.40
Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 17.1 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.8 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.3 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWA-2-2 - Tile
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SWF.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 13 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 10.45 6.5
Horizontal Bars 4 (3-9) 2 11.7 6.5
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 8 (3-10) Load No. Force, kips Height, ft.

Number of Bars 2 1 77.32 12
Right End Bar Size 8 (3-10) 2 2.5 6
Number of Bars 2 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 111.7 kips φVn
= 183.7 kips OK DCR = 0.61
Bending Check: φ = 0.88
Mu left = 1320.0 ft-kips φMn = 699.2 ft-kips Overstressed! DCR = 1.89 Mu right = 1320.0 ft-kips φMn
= 699.2 ft-kips Overstressed! DCR = 1.89
Boundary Member Check:

Boundary Member Required: NO
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SWA.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 8.5 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 6.83 4.25
Horizontal Bars 4 (3-9) 2 7.7 4.25
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 9 (3-10) Load No. Force, kips Height, ft.

Number of Bars 1 1 47.12 12
Right End Bar Size 9 (3-10) 2 1.6 6
Number of Bars 1 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Single Reinforcing Curtain Allowed Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 68.2 kips φVn
= 120.1 kips OK DCR = 0.57
Bending Check: φ = 0.88
Mu left = 805.1 ft-kips φMn = 285.4 ft-kips Overstressed! DCR = 2.82 Mu right = 805.1 ft-kips φMn
= 285.4 ft-kips Overstressed! DCR = 2.82
Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 15.3 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.7 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.0 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWA-2-1 - Tile
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SWA.2.2 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 9.5 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 7.64 4.75
Horizontal Bars 4 (3-9) 2 8.6 4.75
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 10 (3-10) Load No. Force, kips Height, ft.

Number of Bars 1 1 57.21 12
Right End Bar Size 10 (3-10) 2 1.8 6
Number of Bars 1 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 82.6 kips φVn
= 134.2 kips OK DCR = 0.62
Bending Check: φ = 0.88
Mu left = 976.2 ft-kips φMn = 406.2 ft-kips Overstressed! DCR = 2.40 Mu right = 976.2 ft-kips φMn
= 406.2 ft-kips Overstressed! DCR = 2.40
Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 17.1 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.8 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.3 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWA-2-2 - Tile
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SWF.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 13 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 10.45 6.5
Horizontal Bars 4 (3-9) 2 11.7 6.5
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 8 (3-10) Load No. Force, kips Height, ft.

Number of Bars 2 1 77.32 12
Right End Bar Size 8 (3-10) 2 2.5 6
Number of Bars 2 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 111.7 kips φVn
= 183.7 kips OK DCR = 0.61
Bending Check: φ = 0.88
Mu left = 1320.0 ft-kips φMn = 699.2 ft-kips Overstressed! DCR = 1.89 Mu right = 1320.0 ft-kips φMn
= 699.2 ft-kips Overstressed! DCR = 1.89
Boundary Member Check:

Boundary Member Required: NO
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SWF.2.2 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 7 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 5.63 3.5
Horizontal Bars 4 (3-9) 2 6.3 3.5
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 9 (3-10) Load No. Force, kips Height, ft.

Number of Bars 1 1 27.01 12
Right End Bar Size 9 (3-10) 2 1.3 6
Number of Bars 1 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Single Reinforcing Curtain Allowed Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 39.6 kips φVn
= 107.6 kips OK DCR = 0.37
Bending Check: φ = 0.88
Mu left = 464.7 ft-kips φMn = 232.4 ft-kips Overstressed! DCR = 2.00 Mu right = 464.7 ft-kips φMn
= 232.4 ft-kips Overstressed! DCR = 2.00
Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 12.6 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.6 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.0 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWF-2-2 - Tile
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SW1.1.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 49 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 12 in. Distance measured from left end of wall, ft.

Unsupported Height 13 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 95.6 24.5
Horizontal Bars 5 (3-9) 2
Spacing 10 in. 3
Vertical Bars 6 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 6 (3-10) Load No. Force, kips Height, ft.

Number of Bars 6 1 225.3 13
Right End Bar Size 6 (3-10) 2 10.2 6.5
Number of Bars 6 3
Distance From End 12 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0015 Actual: 0.0031 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0020 Actual: 0.0026 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 10 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing Not Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 329.7 kips φVn
= 1347.4 kips OK DCR = 0.24
Bending Check: φ = 0.89
Mu left = 4193.3 ft-kips φMn = 4503.2 ft-kips OK DCR = 0.93 Mu right = 4193.3 ft-kips φMn
= 4503.2 ft-kips OK DCR = 0.93
Boundary Member Check:

Boundary Member Required: NO
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SW1.1.2 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 25 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 12 in. Distance measured from left end of wall, ft.

Unsupported Height 13 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 48.8 12.5
Horizontal Bars 5 (3-9) 2
Spacing 10 in. 3
Vertical Bars 6 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 6 (3-10) Load No. Force, kips Height, ft.

Number of Bars 6 1 119.5 13
Right End Bar Size 6 (3-10) 2 10.2 6.5
Number of Bars 6 3
Distance From End 6 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0015 Actual: 0.0031 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0020 Actual: 0.0026 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 10 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing Not Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 181.6 kips φVn
= 687.4 kips OK DCR = 0.26
Bending Check: φ = 0.89
Mu left = 2267.7 ft-kips φMn = 2292.8 ft-kips OK DCR = 0.99 Mu right = 2267.7 ft-kips φMn
= 2292.8 ft-kips OK DCR = 0.99
Boundary Member Check:

Boundary Member Required: NO
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SW5.1.5 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 5.67 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 18 in. Distance measured from left end of wall, ft.

Unsupported Height 5.75 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 18.9 2.835
Horizontal Bars 5 (3-9) 2
Spacing 12 in. 3
Vertical Bars 5 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain D S/D
Lateral Loads
Left End Bar Size 6 (3-10) Load No. Force, kips Height, ft.

Number of Bars 3 1 27.4 5.75
Right End Bar Size 6 (3-10) 2 4 2.875
Number of Bars 3 3
Distance From End 3 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0012 Actual: 0.0029 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0020 Actual: 0.0029 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing Not Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 44.0 kips φVn
= 243.4 kips OK DCR = 0.18
Bending Check: φ = 0.89
Mu left = 236.7 ft-kips φMn = 252.6 ft-kips OK DCR = 0.94 Mu right = 236.7 ft-kips φMn
= 252.6 ft-kips OK DCR = 0.94
Boundary Member Check:

Boundary Member Required: NO
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Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 2 & 3; assembly)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17 ksi
1 =

40.0 29,000.0

40.0 29,000.0
3 =
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar ksi
psi
λ LtWt Factor = 1.0
Fy - Stirrups ksi
= =
=
E - Stirrups ksi
60 in
12 in
15 in
β 0.850
3 in
=
=
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
ψ
#
φ
Load Combination :2006 IBC & ASCE 7-05
12" w x 15" h Span=24.0 ft 12" w x 15" h Span=24.0 ft 12" w x 15" h Span=24.0 ft 12" w x 15" h Span=24.0 ft 12" w x 15" h Span=24.0 ft L(0.3) L(0.3) L(0.3) L(0.3) L(0.135) L(0.15) L(0.192) L(0.15) D(0.2490) . Cross Section & Reinforcing Details
Tee Section, Stem Width = 12.0 in, Total Height = 15.0 in, Top Flange Width = 60.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 1.50 in from Bottom, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 20.0 ft in this span 1-#8 at 2.0 in from Top, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 16.0 to 24.0 ft in this span Span #2 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 1.50 in from Bottom, from 16.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 20.0 ft in this span 1-#8 at 2.0 in from Top, from 16.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 18.0 to 24.0 ft in this span Span #3 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 24.0 ft in this span 1-#8 at 1.50 in from Bottom, from 6.0 to 18.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 6.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 18.0 to 24.0 ft in this span Span #4 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 8.0 ft in this span 1-#8 at 1.50 in from Bottom, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 6.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 2.0 in from Top, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 16.0 to 24.0 ft in this span Span #5 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 1.50 in from Bottom, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 20.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 2.0 in from Top, from 4.0 to 24.0 ft in this span Service loads entered. Load Factors will be applied for calculations. . Applied Loads Loads on all spans...

D = 0.0830
Uniform Load on ALL spans : D = 0.0830 ksf, Tributary Width = 3.0 ft Load for Span Number 1
Uniform Load : L = 0.10 ksf, Tributary Width = 3.0 ft, (corridor LL) Load for Span Number 2
Uniform Load : L = 0.10 ksf, Extent = 8.0 -->> 24.0 ft, Tributary Width = 3.0 ft, (assembly LL) Uniform Load : L = 0.10 ksf, Extent = 0.0 -->> 8.0 ft, Tributary Width = 3.0 ft, (coridor) Load for Span Number 3
Uniform Load : L = 0.10 ksf, Extent = 0.0 -->> 18.0 ft, Tributary Width = 3.0 ft, (assembly LL) Uniform Load : L = 0.0450 ksf, Extent = 18.0 -->> 24.0 ft, Tributary Width = 3.0 ft, (office LL) Load for Span Number 4
Uniform Load : L = 0.050 ksf, Extent = 0.0 -->> 16.0 ft, Tributary Width = 3.0 ft, (office LL) Uniform Load : L = 0.0640 ksf, Extent = 16.0 -->> 24.0 ft, Tributary Width = 3.0 ft, (corridor LL) 1634 CC 05-17-2022
1634 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 2 & 3; assembly)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Load for Span Number 5
Uniform Load : L = 0.050 ksf, Tributary Width = 3.0 ft, (office LL) Design OK . DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.882 : 1
Load Combination +1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL*L*) Span # where maximum occurs Span # 2
Location of maximum on span 0.000ft
Mn * Phi : Allowable 57.522 k-ft
Section used for this span Typical Section
Mu : Applied -50.717 k-ft
Maximum Deflection
4357
1869
Ratio = 6972
Max Downward L+Lr+S Deflection 0.111 in Ratio = 2595
Max Upward L+Lr+S Deflection -0.066 in Ratio =
Max Downward Total Deflection 0.154 in Ratio =
Max Upward Total Deflection -0.041 in
.

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 5.442 13.998 15.052 11.326 4.012 11.528 D Only 2.359 5.819 6.762 5.819 2.359 6.762
L Only, LL Comb Run (****L) 0.004 0.103 -0.026 -0.388 1.559 2.347 L Only, LL Comb Run (***L*) -0.014 -0.325 0.081 2.123 -0.194 2.264 L Only, LL Comb Run (***LL) -0.009 -0.222 0.056 1.736 1.365 4.611 L Only, LL Comb Run (**L**) 0.090 3.950 -0.539 3.126 0.083 -0.501 L Only, LL Comb Run (**L*L) 0.094 4.054 -0.564 2.738 1.642 1.846 L Only, LL Comb Run (**LL*) 0.076 3.625 -0.457 5.249 -0.110 1.763 L Only, LL Comb Run (**LLL) 0.081 3.728 -0.483 4.861 1.449 4.110 L Only, LL Comb Run (*L***) -0.353 4.125 3.919 -0.620 -0.026 0.155 L Only, LL Comb Run (*L**L) -0.349 4.229 3.893 -1.008 1.533 2.502 L Only, LL Comb Run (*L*L*) -0.367 3.800 4.000 1.503 -0.219 2.419 L Only, LL Comb Run (*L*LL) -0.362 3.903 3.974 1.116 1.339 4.766 L Only, LL Comb Run (*LL**) -0.263 8.076 3.380 2.505 0.058 -0.346 L Only, LL Comb Run (*LL*L) -0.259 8.179 3.354 2.118 1.616 2.001 L Only, LL Comb Run (*LLL*) -0.277 7.750 3.461 4.629 -0.136 1.918 L Only, LL Comb Run (*LLLL) -0.273 7.854 3.436 4.241 1.423 4.265 L Only, LL Comb Run (L****) 3.118 -0.775 4.694 0.207 0.009 -0.052 L Only, LL Comb Run (L***L) 3.122 -0.672 4.668 -0.181 1.567 2.295 L Only, LL Comb Run (L**L*) 3.104 -1.101 4.775 2.330 -0.185 2.212 L Only, LL Comb Run (L**LL) 3.108 -0.997 4.749 1.943 1.374 4.559 L Only, LL Comb Run (L*L**) 3.207 3.175 4.155 3.332 0.092 -0.552 L Only, LL Comb Run (L*L*L) 3.212 3.279 4.129 2.945 1.651 1.795 L Only, LL Comb Run (L*LL*) 3.194 2.850 4.237 5.456 -0.102 1.712 L Only, LL Comb Run (L*LLL) 3.198 2.953 4.211 5.068 1.457 4.058 L Only, LL Comb Run (LL***) 2.765 3.350 8.612 -0.413 -0.017 0.103 L Only, LL Comb Run (LL**L) 2.769 3.454 8.587 -0.801 1.542 2.450 L Only, LL Comb Run (LL*L*) 2.751 3.025 8.694 1.710 -0.211 2.367 L Only, LL Comb Run (LL*LL) 2.755 3.128 8.668 1.322 1.348 4.714 L Only, LL Comb Run (LLL**) 2.854 7.301 8.074 2.712 0.066 -0.397 L Only, LL Comb Run (LLL*L) 2.859 7.404 8.048 2.325 1.625 1.950 L Only, LL Comb Run (LLLL*) 2.841 6.975 8.155 4.836 -0.127 1.867 L Only, LL Comb Run (LLLLL) 2.845 7.079 8.129 4.448 1.431 4.213 D+L, LL Comb Run (****L) 2.363 5.922 6.736 5.431 3.918 9.109 D+L, LL Comb Run (***L*) 2.345 5.493 6.844 7.942 2.165 9.026 D+L, LL Comb Run (***LL) 2.350 5.597 6.818 7.555 3.724 11.373 D+L, LL Comb Run (**L**) 2.449 9.769 6.224 8.944 2.442 6.262 D+L, LL Comb Run (**L*L) 2.453 9.872 6.198 8.557 4.001 8.609 D+L, LL Comb Run (**LL*) 2.435 9.444 6.305 11.068 2.249 8.526 D+L, LL Comb Run (**LLL) 2.439 9.547 6.279 10.680 3.808 10.872 D+L, LL Comb Run (*L***) 2.006 9.944 10.681 5.199 2.333 6.917 D+L, LL Comb Run (*L**L) 2.010 10.047 10.655 4.811 3.892 9.264 D+L, LL Comb Run (*L*L*) 1.992 9.619 10.762 7.322 2.140 9.181 D+L, LL Comb Run (*L*LL) 1.997 9.722 10.736 6.934 3.698 11.528 D+L, LL Comb Run (*LL**) 2.096 13.894 10.142 8.324 2.417 6.417 D+L, LL Comb Run (*LL*L) 2.100 13.998 10.117 7.937 3.975 8.764 D+L, LL Comb Run (*LLL*) 2.082 13.569 10.224 10.448 2.223 8.681 D+L, LL Comb Run (*LLLL) 2.086 13.672 10.198 10.060 3.782 11.027 D+L, LL Comb Run (L****) 5.390 4.904 11.653 6.063 2.369 6.701 D+L, LL Comb Run (L***L) 5.392 5.004 11.632 5.676 3.928 9.048 D+L, LL Comb Run (L**L*) 5.382 4.588 11.722 8.184 2.175 8.966 D+L, LL Comb Run (L**LL) 5.384 4.688 11.700 7.797 3.734 11.312 1635 CC 05-17-2022
1635 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 2 & 3; assembly)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Vertical Reactions - Unfactored Support notation : Far left is #1 D+L, LL Comb Run (L*L**) 5.439 8.790 11.206 9.206 2.453 6.196 D+L, LL Comb Run (L*L*L) 5.442 8.890 11.185 8.819 4.012 8.543 D+L, LL Comb Run (L*LL*) 5.432 8.474 11.273 11.326 2.260 8.461 D+L, LL Comb Run (L*LLL) 5.434 8.574 11.252 10.940 3.818 10.808 D+L, LL Comb Run (LL***) 5.290 9.425 15.003 5.342 2.339 6.882 D+L, LL Comb Run (LL**L) 5.289 9.521 14.987 4.956 3.898 9.228 D+L, LL Comb Run (LL*L*) 5.290 9.122 15.052 7.460 2.145 9.147 D+L, LL Comb Run (LL*LL) 5.290 9.218 15.037 7.074 3.704 11.493 D+L, LL Comb Run (LLL**) 5.279 13.218 14.691 8.507 2.424 6.371 D+L, LL Comb Run (LLL*L) 5.278 13.314 14.676 8.122 3.983 8.717 D+L, LL Comb Run (LLLL*) 5.281 12.917 14.737 10.625 2.230 8.636 D+L, LL Comb Run (LLLLL) 5.280 13.012 14.723 10.239 3.789 10.983 . Shear Stirrup Requirements
Between 0.00 to 19.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 20.40 to 27.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 27.60 to 45.00 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 45.60 to 50.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 51.00 to 70.20 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 70.80 to 71.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 72.00 to 95.40 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 96.00 to 96.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 97.20 to 119.40 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in . Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft ) Location (ft) Load Combination Segment Length Mu : Max Stress Ratio in Span Phi*Mnx
MAXimum BENDING Envelope
Span # 1 1 23.400 -43.98 57.52 0.76
Span # 2 2 24.000 -50.72 57.52 0.88
Span # 3 3 48.000 -42.92 57.52 0.75
Span # 4 4 72.000 -35.54 57.52 0.62
Span # 5 5 96.000 -35.80 57.52 0.62
+1.40D
Span # 1 1 23.400 -18.16 57.52 0.32
Span # 2 2 24.000 -21.14 57.52 0.37
Span # 3 3 48.000 -15.85 57.52 0.28
Span # 4 4 95.400 -18.56 57.52 0.32
Span # 5 5 96.000 -21.14 57.52 0.37
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.400 -15.40 57.52 0.27
Span # 2 2 24.000 -17.95 57.52 0.31
Span # 3 3 48.000 -14.25 57.52 0.25
Span # 4 4 95.400 -24.87 57.52 0.43
Span # 5 5 96.000 -27.38 57.52 0.48
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.400 -16.07 57.52 0.28
Span # 2 2 24.000 -18.64 57.52 0.32
Span # 3 3 71.400 -19.05 57.52 0.33
Span # 4 4 84.000 16.39 35.90 0.46
Span # 5 5 96.000 -25.55 57.52 0.44
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.400 -15.91 57.52 0.28
Span # 2 2 24.000 -18.47 57.52 0.32
Span # 3 3 71.400 -16.65 57.52 0.29
Span # 4 4 95.400 -30.37 57.52 0.53
Span # 5 5 96.000 -34.81 57.52 0.61
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 3.600 8.77 35.90 0.24
Span # 2 2 47.400 -24.96 57.52 0.43
Span # 3 3 48.000 -27.37 57.52 0.48
Span # 4 4 72.000 -26.40 57.52 0.46
Span # 5 5 96.000 -14.91 57.52 0.26
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 3.600 8.80 35.90 0.25
Span # 2 2 47.400 -25.60 57.52 0.45
Span # 3 3 48.000 -28.04 57.52 0.49
Span # 4 4 72.000 -23.92 57.52 0.42 1636
CC 05-17-2022
1636 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 2 & 3; assembly)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Span #
Bending Stress Results ( k-ft ) Location (ft) Load Combination Segment Length Mu : Max Stress Ratio in Span Phi*Mnx
Span # 2 2 24.000 -27.01 57.52 0.47
Span # 3 3 48.000 -21.20 57.52 0.37
Span # 4 4 95.400 -18.01 57.52 0.31
Span # 5 5 96.000 -20.22 57.52 0.35
+1.20D+0.50L+0.20S+E, LL Comb Run (
Span # 1 1 23.400 -23.40 57.52 0.41
Span # 2 2 24.000 -27.23 57.52 0.47
Span # 3 3 48.000 -20.35 57.52 0.35
Span # 4 4 72.000 -19.21 57.52 0.33
Span # 5 5 96.000 -19.65 57.52 0.34
+1.20D+0.50L+0.20S+E, LL Comb Run (
Span # 1 1 23.400 -23.35 57.52 0.41
Span # 2 2 24.000 -27.18 57.52 0.47
Span # 3 3 48.000 -20.55 57.52 0.36
Span # 4 4 95.400 -19.73 57.52 0.34
Span # 5 5 96.000 -22.54 57.52 0.39
+0.90D+1.60W+1.60H
Span # 1 1 23.400 -11.67 57.52 0.20
Span # 2 2 24.000 -13.59 57.52 0.24
Span # 3 3 48.000 -10.19 57.52 0.18
Span # 4 4 95.400 -11.93 57.52 0.21
Span # 5 5 96.000 -13.59 57.52 0.24
+0.90D+E+1.60H
Span # 1 1 23.400 -11.67 57.52 0.20
Span # 2 2 24.000 -13.59 57.52 0.24
Span # 3 3 48.000 -10.19 57.52 0.18
Span # 4 4 95.400 -11.93 57.52 0.21
Span # 5 5 96.000 -13.59 57.52 0.24
.

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections - Unfactored Loads
D+L, LL Comb Run (L*L*L) 1 0.1540 10.800 D+L, LL Comb Run (L*L*L) -0.0109 25.200 D+L, LL Comb Run (*L*L*) 2 0.0641 13.200 D+L, LL Comb Run (L*L*L) -0.0280 3.600 D+L, LL Comb Run (L*L*L) 3 0.0787 10.800 D+L, LL Comb Run (L*L*L) -0.0060 25.200 D+L, LL Comb Run (*L*L*) 4 0.0427 10.800 D+L, LL Comb Run (L*L*L) -0.0149 20.400 D+L, LL Comb Run (L*L*L) 5 0.0843 13.200 0.0000 20.400
1637
CC 05-17-2022
1637 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 1 & 2; corridor)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17 ksi
1 =

40.0 29,000.0

40.0 29,000.0
3 =
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar ksi
psi
λ LtWt Factor = 1.0
Fy - Stirrups ksi
= =
=
E - Stirrups ksi
60 in
12 in
15 in
β 0.850
3 in
=
=
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
ψ
#
φ
Load Combination :2006 IBC & ASCE 7-05
12" w x 15" h Span=24.0 ft 12" w x 15" h Span=24.0 ft 12" w x 15" h Span=24.0 ft 12" w x 15" h Span=24.0 ft 12" w x 15" h Span=24.0 ft D(0.2490) L(0.30)
. Cross Section & Reinforcing Details
Tee Section, Stem Width = 12.0 in, Total Height = 15.0 in, Top Flange Width = 60.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 1.50 in from Bottom, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 20.0 ft in this span 1-#8 at 2.0 in from Top, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 16.0 to 24.0 ft in this span Span #2 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 1.50 in from Bottom, from 16.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 20.0 ft in this span 1-#8 at 2.0 in from Top, from 16.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 18.0 to 24.0 ft in this span Span #3 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 24.0 ft in this span 1-#8 at 1.50 in from Bottom, from 6.0 to 18.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 6.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 18.0 to 24.0 ft in this span Span #4 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 8.0 ft in this span 1-#8 at 1.50 in from Bottom, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 6.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 2.0 in from Top, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 16.0 to 24.0 ft in this span Span #5 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 1.50 in from Bottom, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 20.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 2.0 in from Top, from 4.0 to 24.0 ft in this span Service loads entered. Load Factors will be applied for calculations. . Applied Loads Loads on all spans...

D = 0.0830, L = 0.10
Uniform Load on ALL spans : D = 0.0830, L = 0.10 ksf, Tributary Width = 3.0 ft Design OK . DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.890 : 1
Load Combination +1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (*L*LL) Span # where maximum occurs Span # 5
Location of maximum on span 0.000ft
Mn * Phi : Allowable 57.522 k-ft
Section used for this span Typical Section
Mu : Applied -51.188 k-ft
Maximum Deflection
4301
1846
Ratio = 6573
Max Downward L+Lr+S Deflection 0.113 in Ratio = 2549
Max Upward L+Lr+S Deflection -0.067 in Ratio =
Max Downward Total Deflection 0.156 in Ratio =
Max Upward Total Deflection -0.044 in
1638 .

CC 05-17-2022
1638 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 1 & 2; corridor)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 5.448 14.275 15.098 14.275 5.448 15.107 D Only 2.359 5.819 6.762 5.819 2.359 6.762
L Only, LL Comb Run (****L) 0.009 0.207 -0.052 -0.775 3.118 4.694 L Only, LL Comb Run (***L*) -0.026 -0.620 0.155 4.125 -0.353 3.919 L Only, LL Comb Run (***LL) -0.017 -0.413 0.103 3.350 2.765 8.612 L Only, LL Comb Run (**L**) 0.095 4.074 -0.568 4.074 0.095 -0.568 L Only, LL Comb Run (**L*L) 0.103 4.280 -0.620 3.299 3.212 4.125 L Only, LL Comb Run (**LL*) 0.069 3.454 -0.413 8.199 -0.258 3.350 L Only, LL Comb Run (**LLL) 0.078 3.660 -0.465 7.424 2.859 8.044 L Only, LL Comb Run (*L***) -0.353 4.125 3.919 -0.620 -0.026 0.155 L Only, LL Comb Run (*L**L) -0.344 4.332 3.867 -1.395 3.092 4.849 L Only, LL Comb Run (*L*L*) -0.379 3.505 4.074 3.505 -0.379 4.074 L Only, LL Comb Run (*L*LL) -0.370 3.712 4.022 2.730 2.739 8.767 L Only, LL Comb Run (*LL**) -0.258 8.199 3.350 3.454 0.069 -0.413 L Only, LL Comb Run (*LL*L) -0.250 8.406 3.299 2.678 3.187 4.280 L Only, LL Comb Run (*LLL*) -0.284 7.579 3.505 7.579 -0.284 3.505 L Only, LL Comb Run (*LLLL) -0.276 7.786 3.454 6.804 2.833 8.199 L Only, LL Comb Run (L****) 3.118 -0.775 4.694 0.207 0.009 -0.052 L Only, LL Comb Run (L***L) 3.126 -0.568 4.642 -0.568 3.126 4.642 L Only, LL Comb Run (L**L*) 3.092 -1.395 4.849 4.332 -0.344 3.867 L Only, LL Comb Run (L**LL) 3.100 -1.189 4.797 3.557 2.773 8.561 L Only, LL Comb Run (L*L**) 3.212 3.299 4.125 4.280 0.103 -0.620 L Only, LL Comb Run (L*L*L) 3.221 3.505 4.074 3.505 3.221 4.074 L Only, LL Comb Run (L*LL*) 3.187 2.678 4.280 8.406 -0.250 3.299 L Only, LL Comb Run (L*LLL) 3.195 2.885 4.229 7.631 2.868 7.992 L Only, LL Comb Run (LL***) 2.765 3.350 8.612 -0.413 -0.017 0.103 L Only, LL Comb Run (LL**L) 2.773 3.557 8.561 -1.189 3.100 4.797 L Only, LL Comb Run (LL*L*) 2.739 2.730 8.767 3.712 -0.370 4.022 L Only, LL Comb Run (LL*LL) 2.747 2.937 8.716 2.937 2.747 8.716 L Only, LL Comb Run (LLL**) 2.859 7.424 8.044 3.660 0.078 -0.465 L Only, LL Comb Run (LLL*L) 2.868 7.631 7.992 2.885 3.195 4.229 L Only, LL Comb Run (LLLL*) 2.833 6.804 8.199 7.786 -0.276 3.454 L Only, LL Comb Run (LLLLL) 2.842 7.011 8.147 7.011 2.842 8.147 D+L, LL Comb Run (****L) 2.369 6.063 6.701 4.904 5.390 11.653 D+L, LL Comb Run (***L*) 2.333 5.199 6.917 9.944 2.006 10.681 D+L, LL Comb Run (***LL) 2.339 5.343 6.881 9.419 5.285 15.013 D+L, LL Comb Run (**L**) 2.454 9.892 6.194 9.892 2.454 6.194 D+L, LL Comb Run (**L*L) 2.465 10.155 6.128 8.909 5.442 11.181 D+L, LL Comb Run (**LL*) 2.428 9.272 6.349 14.018 2.101 10.113 D+L, LL Comb Run (**LLL) 2.436 9.459 6.302 13.325 5.273 14.684 D+L, LL Comb Run (*L***) 2.006 9.944 10.681 5.199 2.333 6.917 D+L, LL Comb Run (*L**L) 2.016 10.183 10.621 4.301 5.375 11.784 D+L, LL Comb Run (*L*L*) 1.980 9.324 10.836 9.324 1.980 10.836 D+L, LL Comb Run (*L*LL) 1.986 9.457 10.803 8.841 5.286 15.107 D+L, LL Comb Run (*LL**) 2.101 14.018 10.113 9.272 2.428 6.349 D+L, LL Comb Run (*LL*L) 2.111 14.275 10.048 8.308 5.428 11.309 D+L, LL Comb Run (*LLL*) 2.075 13.398 10.268 13.398 2.075 10.268 D+L, LL Comb Run (*LLLL) 2.082 13.573 10.224 12.751 5.276 14.774 D+L, LL Comb Run (L****) 5.390 4.904 11.653 6.063 2.369 6.701 D+L, LL Comb Run (L***L) 5.396 5.143 11.601 5.143 5.396 11.601 D+L, LL Comb Run (L**L*) 5.375 4.301 11.784 10.183 2.016 10.621 D+L, LL Comb Run (L**LL) 5.377 4.443 11.755 9.645 5.285 14.974 D+L, LL Comb Run (L*L**) 5.442 8.909 11.181 10.155 2.465 6.128 D+L, LL Comb Run (L*L*L) 5.448 9.166 11.125 9.166 5.448 11.125 D+L, LL Comb Run (L*LL*) 5.428 8.308 11.309 14.275 2.111 10.048 D+L, LL Comb Run (L*LLL) 5.432 8.493 11.270 13.569 5.274 14.642 D+L, LL Comb Run (LL***) 5.290 9.425 15.003 5.342 2.339 6.882 D+L, LL Comb Run (LL**L) 5.290 9.651 14.964 4.442 5.377 11.755 D+L, LL Comb Run (LL*L*) 5.290 8.846 15.098 9.457 1.986 10.803 D+L, LL Comb Run (LL*LL) 5.288 8.970 15.082 8.964 5.283 15.092 D+L, LL Comb Run (LLL**) 5.278 13.333 14.673 9.458 2.436 6.303 D+L, LL Comb Run (LLL*L) 5.279 13.576 14.631 8.491 5.432 11.271 D+L, LL Comb Run (LLLL*) 5.282 12.758 14.763 13.571 2.082 10.224 D+L, LL Comb Run (LLLLL) 5.279 12.922 14.740 12.914 5.274 14.751 1639 CC 05-17-2022
1639 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 1 & 2; corridor)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :
. Shear Stirrup Requirements
Between 0.00 to 19.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 20.40 to 27.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 27.60 to 45.00 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 45.60 to 51.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 51.60 to 68.40 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 69.00 to 74.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 75.00 to 92.40 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 93.00 to 99.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 100.20 to 119.40 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in . Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft ) Location (ft) Load Combination Segment Length Mu : Max Stress Ratio in Span Phi*Mnx
MAXimum BENDING Envelope
Span # 1 1 23.400 -44.44 57.52 0.77
Span # 2 2 24.000 -51.19 57.52 0.89
Span # 3 3 48.000 -44.34 57.52 0.77
Span # 4 4 95.400 -44.93 57.52 0.78
Span # 5 5 96.000 -51.19 57.52 0.89
+1.40D
Span # 1 1 23.400 -18.16 57.52 0.32
Span # 2 2 24.000 -21.14 57.52 0.37
Span # 3 3 48.000 -15.85 57.52 0.28
Span # 4 4 95.400 -18.56 57.52 0.32
Span # 5 5 96.000 -21.14 57.52 0.37
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.400 -15.24 57.52 0.27
Span # 2 2 24.000 -17.79 57.52 0.31
Span # 3 3 48.000 -14.91 57.52 0.26
Span # 4 4 95.400 -33.84 57.52 0.59
Span # 5 5 ##.### 23.10 35.90 0.64
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.400 -16.53 57.52 0.29
Span # 2 2 24.000 -19.11 57.52 0.33
Span # 3 3 71.400 -25.90 57.52 0.45
Span # 4 4 84.000 26.00 35.90 0.72
Span # 5 5 96.000 -31.68 57.52 0.55
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.400 -16.21 57.52 0.28
Span # 2 2 24.000 -18.78 57.52 0.33
Span # 3 3 71.400 -21.10 57.52 0.37
Span # 4 4 95.400 -44.06 57.52 0.77
Span # 5 5 96.000 -50.20 57.52 0.87
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 3.600 8.80 35.90 0.25
Span # 2 2 47.400 -25.70 57.52 0.45
Span # 3 3 48.000 -28.14 57.52 0.49
Span # 4 4 72.000 -28.14 57.52 0.49
Span # 5 5 96.000 -14.48 57.52 0.25
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 3.600 8.85 35.90 0.25
Span # 2 2 47.400 -26.98 57.52 0.47
Span # 3 3 48.000 -29.46 57.52 0.51
Span # 4 4 95.400 -30.66 57.52 0.53
Span # 5 5 ##.### 23.65 35.90 0.66
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 3.600 8.65 35.90 0.24
Span # 2 2 47.400 -21.86 57.52 0.38
Span # 3 3 71.400 -37.08 57.52 0.64
Span # 4 4 72.000 -43.02 57.52 0.75
Span # 5 5 96.000 -28.04 57.52 0.49
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 3.600 8.70 35.90 0.24
Span # 2 2 47.400 -23.14 57.52 0.40
Span # 3 3 71.400 -32.28 57.52 0.56
Span # 4 4 95.400 -40.88 57.52 0.71
Span # 5 5 96.000 -46.56 57.52 0.81
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.400 -28.79 57.52 0.50
Span # 2 2 36.000 26.00 35.90 0.72 1640
CC 05-17-2022
1640 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 1 & 2; corridor)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Span #
Bending Stress Results ( k-ft ) Location (ft) Load Combination Segment Length Mu : Max Stress Ratio in Span Phi*Mnx
+0.90D+1.60W+1.60H
Span # 1 1 23.400 -11.67 57.52 0.20
Span # 2 2 24.000 -13.59 57.52 0.24
Span # 3 3 48.000 -10.19 57.52 0.18
Span # 4 4 95.400 -11.93 57.52 0.21
Span # 5 5 96.000 -13.59 57.52 0.24
+0.90D+E+1.60H
Span # 1 1 23.400 -11.67 57.52 0.20
Span # 2 2 24.000 -13.59 57.52 0.24
Span # 3 3 48.000 -10.19 57.52 0.18
Span # 4 4 95.400 -11.93 57.52 0.21
Span # 5 5 96.000 -13.59 57.52 0.24
.

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections - Unfactored Loads
D+L, LL Comb Run (L*L*L) 1 0.1560 10.800 D+L, LL Comb Run (L*L*L) -0.0112 25.200 D+L, LL Comb Run (*L*L*) 2 0.0667 13.200 D+L, LL Comb Run (L*L*L) -0.0289 3.600 D+L, LL Comb Run (L*L*L) 3 0.0869 13.200 0.0000 3.600
D+L, LL Comb Run (*L*L*) 4 0.0667 10.800 D+L, LL Comb Run (L*L*L) -0.0289 20.400 D+L, LL Comb Run (L*L*L) 5 0.1560 13.200 0.0000 20.400
1641
CC 05-17-2022
1641 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Girder G1 (gridline B)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17 ksi
1 =

60.0 29,000.0

40.0 29,000.0
3 =
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar ksi
psi
λ LtWt Factor = 1.0
Fy - Stirrups ksi
= =
=
E - Stirrups ksi
64 in
16 in
36 in
3 in
β 0.850
=
=
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
ψ
#
φ
Load Combination :2009 IBC & ASCE 7-05
16" w x 36" h Span=24.0 ft 16" w x 36" h Span=24.0 ft 16" w x 36" h Span=24.0 ft 16" w x 36" h Span=24.0 ft L(0.504) L(0.768) L(0.768) L(1.536) L(0.768) L(0.504) L(0.768) L(0.504) D(2.616) . Cross Section & Reinforcing Details
Tee Section, Stem Width = 16.0 in, Total Height = 36.0 in, Top Flange Width = 64.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#8 at 3.0 in from Top, from 8.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Bottom, from 4.0 to 24.0 ft in this span Span #2 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span 2-#8 at 3.0 in from Bottom, from 2.0 to 22.0 ft in this span 1-#8 at 3.0 in from Bottom, from 0.0 to 20.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#8 at 3.0 in from Top, from 0.0 to 8.0 ft in this span 2-#8 at 3.0 in from Bottom, from 16.0 to 24.0 ft in this span Span #3 Reinforcing....
2-#8 at 3.0 in from Bottom, from 2.0 to 22.0 ft in this span 1-#8 at 3.0 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 3.0 in from Bottom, from 4.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Top, from 0.0 to 8.0 ft in this span 1-#11 at 3.0 in from Top, from 16.0 to 24.0 ft in this span Span #4 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Bottom, from 0.0 to 20.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 1-#11 at 3.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 3.0 in from Top, from 0.0 to 8.0 ft in this span Service loads entered. Load Factors will be applied for calculations. . Applied Loads Loads on all spans...

D = 0.1090
Uniform Load on ALL spans : D = 0.1090 ksf, Tributary Width = 24.0 ft Load for Span Number 1
Uniform Load : L = 0.0420 ksf, Extent = 0.0 -->> 16.0 ft, Tributary Width = 12.0 ft, (Multiuse LL) Uniform Load : L = 0.0640 ksf, Tributary Width = 12.0 ft, (corridor LL) Uniform Load : L = 0.0640 ksf, Extent = 16.0 -->> 24.0 ft, Tributary Width = 12.0 ft, (corridor LL) Load for Span Number 2
Uniform Load : L = 0.0640 ksf, Tributary Width = 24.0 ft, (corridor LL) Load for Span Number 3
Uniform Load : L = 0.0640 ksf, Tributary Width = 12.0 ft, (corridor LL) Uniform Load : L = 0.0420 ksf, Tributary Width = 12.0 ft, (Office LL) Load for Span Number 4
Uniform Load : L = 0.0640 ksf, Tributary Width = 12.0 ft, (corridor LL) Uniform Load : L = 0.0420 ksf, Tributary Width = 12.0 ft, (office LL) .
1642
CC 05-17-2022
1642 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Girder G1 (gridline B)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.542 : 1
Load Combination +1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL*L) Span # where maximum occurs Span # 2
Location of maximum on span 0.000ft
Mn * Phi : Allowable 649.56 k-ft
Section used for this span Typical Section
Mu : Applied -352.01 k-ft
Maximum Deflection
7683
4605
Ratio = 32410
Max Downward L+Lr+S Deflection 0.032 in Ratio = 8907
Max Upward L+Lr+S Deflection -0.037 in Ratio =
Max Downward Total Deflection 0.063 in Ratio =
Max Upward Total Deflection -0.009 in
.

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 38.150 96.809 111.577 106.834 37.978
D Only 24.665 58.299 71.753 71.753 24.665
L Only, LL Comb Run (***L) -0.136 -3.271 0.818 19.898 13.220 L Only, LL Comb Run (**L*) 0.409 17.445 -2.453 16.627 -1.499 L Only, LL Comb Run (**LL) 0.273 14.174 -1.635 36.525 11.721 L Only, LL Comb Run (*L**) -1.810 21.065 20.078 -2.962 0.494 L Only, LL Comb Run (*L*L) -1.947 17.794 20.895 16.935 13.713 L Only, LL Comb Run (*LL*) -1.401 38.510 17.625 13.665 -1.005 L Only, LL Comb Run (*LLL) -1.538 35.239 18.442 33.562 12.214 L Only, LL Comb Run (L***) 13.441 -3.480 21.955 0.870 -0.145 L Only, LL Comb Run (L**L) 13.304 -6.751 22.772 20.768 13.075 L Only, LL Comb Run (L*L*) 13.850 13.964 19.501 17.497 -1.644 L Only, LL Comb Run (L*LL) 13.713 10.693 20.319 37.395 11.576 L Only, LL Comb Run (LL**) 11.630 17.585 42.032 -2.092 0.349 L Only, LL Comb Run (LL*L) 11.494 14.314 42.850 17.806 13.568 L Only, LL Comb Run (LLL*) 12.039 35.029 39.579 14.535 -1.150 L Only, LL Comb Run (LLLL) 11.903 31.758 40.397 34.432 12.069 D+L, LL Comb Run (***L) 24.517 54.783 72.639 91.982 37.742 D+L, LL Comb Run (**L*) 25.074 75.744 69.300 88.380 23.166 D+L, LL Comb Run (**LL) 24.995 73.933 69.776 106.155 37.333 D+L, LL Comb Run (*L**) 22.855 79.365 91.831 68.791 25.159 D+L, LL Comb Run (*L*L) 22.712 75.451 92.768 89.640 37.956 D+L, LL Comb Run (*LL*) 23.264 96.809 89.378 85.418 23.660 D+L, LL Comb Run (*LLL) 23.153 94.223 90.040 104.307 37.332 D+L, LL Comb Run (L***) 38.005 54.631 93.947 72.681 24.510 D+L, LL Comb Run (L**L) 37.947 51.366 94.617 92.701 37.673 D+L, LL Comb Run (L*L*) 38.122 71.626 92.149 89.413 22.994 D+L, LL Comb Run (L*LL) 38.150 70.188 92.351 106.834 37.308 D+L, LL Comb Run (LL**) 37.585 77.866 110.898 69.199 25.091 D+L, LL Comb Run (LL*L) 37.550 74.239 111.577 89.824 37.978 D+L, LL Comb Run (LLL*) 37.593 94.685 109.348 85.976 23.567 D+L, LL Comb Run (LLLL) 37.622 92.523 109.663 104.501 37.387 . Shear Stirrup Requirements
Between 0.00 to 4.80 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 5.40 to 13.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 14.40 to 20.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 21.00 to 25.80 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 10.000 in Between 26.40 to 32.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 33.00 to 40.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 41.40 to 45.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 46.20 to 49.80 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 12.000 in Between 50.40 to 54.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 55.20 to 64.20 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 64.80 to 69.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 69.60 to 74.40 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 10.000 in Between 75.00 to 81.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 82.20 to 90.60 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 91.20 to 95.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in . Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft ) Location (ft) Load Combination Segment Length Mu : Max Stress Ratio in Span Phi*Mnx
MAXimum BENDING Envelope
Span # 1 1 23.400 -305.27 649.56 0.47
Span # 2 2 24.000 -352.01 649.56 0.54 1643
CC 05-17-2022
1643 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Girder G1 (gridline B)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Span #
Bending Stress Results ( k-ft ) Location (ft) Load Combination Segment Length Mu : Max Stress Ratio in Span Phi*Mnx
Span # 4 4 72.000 -145.30 751.89 0.19
.

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections - Unfactored Loads
D+L, LL Comb Run (L*L*) 1 0.0625 10.800 D+L, LL Comb Run (L*L*) -0.0033 25.200 D+L, LL Comb Run (*L*L) 2 0.0291 13.200 0.0000 25.200
D+L, LL Comb Run (L*L*) 3 0.0261 10.800 D+L, LL Comb Run (*L*L) -0.0078 20.400 D+L, LL Comb Run (*L*L) 4 0.0608 13.200 0.0000 20.400
1644
CC 05-17-2022
1644 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Girder G2 (gridline C; fixed seating)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17 ksi
1 =

40.0 29,000.0

40.0 29,000.0
3 =
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar ksi
psi
λ LtWt Factor = 1.0
Fy - Stirrups ksi
= =
=
E - Stirrups ksi
64 in
16 in
36 in
3 in
β 0.850
=
=
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
ψ
#
φ
Load Combination :2009 IBC & ASCE 7-05
16" w x 36" h Span=24.0 ft 16" w x 36" h Span=32.0 ft 16" w x 36" h Span=16.0 ft 16" w x 36" h Span=24.0 ft L(1.008) L(1.536) L(1.44) L(1.536) L(1.008) L(1.008) D(2.616) . Cross Section & Reinforcing Details
Tee Section, Stem Width = 16.0 in, Total Height = 36.0 in, Top Flange Width = 64.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 15.750 to 24.0 ft in this span Span #2 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#8 at 3.0 in from Bottom, from 6.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 21.750 ft in this span 2-#11 at 3.0 in from Top, from 17.10 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 15.0 ft in this span 2-#8 at 3.0 in from Top, from 17.10 to 24.0 ft in this span Span #3 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 8.0 ft in this span 2-#11 at 3.0 in from Bottom, from 1.0 to 16.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 2-#8 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 2-#11 at 3.0 in from Top, from 10.0 to 16.0 ft in this span Span #4 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#8 at 3.0 in from Bottom, from 4.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 9.250 ft in this span 2-#8 at 3.0 in from Top, from 0.0 to 9.250 ft in this span Service loads entered. Load Factors will be applied for calculations. . Applied Loads Loads on all spans...

D = 0.1090
Uniform Load on ALL spans : D = 0.1090 ksf, Tributary Width = 24.0 ft Load for Span Number 1
Uniform Load : L = 0.0420 ksf, Extent = 0.0 -->> 16.0 ft, Tributary Width = 24.0 ft, (Office LL) Uniform Load : L = 0.0640 ksf, Extent = 16.0 -->> 24.0 ft, Tributary Width = 24.0 ft, (Corridor LL) Load for Span Number 2
Uniform Load : L = 0.060 ksf, Tributary Width = 24.0 ft, (Assembly LL) Load for Span Number 3
Uniform Load : L = 0.0640 ksf, Extent = 0.0 -->> 8.0 ft, Tributary Width = 24.0 ft, (Corridor LL) Uniform Load : L = 0.0420 ksf, Extent = 8.0 -->> 16.0 ft, Tributary Width = 24.0 ft, (Office LL) Load for Span Number 4
Uniform Load : L = 0.0420 ksf, Extent = 0.0 -->> 24.0 ft, Tributary Width = 24.0 ft, (Office LL) .
1645
CC 05-17-2022
1645 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Girder G2 (gridline C; fixed seating)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.841 : 1
Load Combination +1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (*LL*) Span # where maximum occurs Span # 3
Location of maximum on span 0.000ft
Mn * Phi : Allowable 439.06 k-ft
Section used for this span Typical Section
Mu : Applied -369.18 k-ft
Maximum Deflection
5289
2118
Ratio = 6791
Max Downward L+Lr+S Deflection 0.120 in Ratio = 3204
Max Upward L+Lr+S Deflection -0.073 in Ratio =
Max Downward Total Deflection 0.181 in Ratio =
Max Upward Total Deflection -0.028 in
.

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 34.529 108.545 124.971 82.567 37.310
D Only 22.211 63.586 84.361 54.369 26.609
L Only, LL Comb Run (***L) -0.099 -3.681 0.434 17.326 10.212 L Only, LL Comb Run (**L*) 0.154 11.731 -0.674 9.694 -0.553 L Only, LL Comb Run (**LL) 0.055 8.050 -0.240 27.020 9.659 L Only, LL Comb Run (*L**) -3.190 31.350 25.474 -8.393 0.839 L Only, LL Comb Run (*L*L) -3.289 27.669 25.908 8.933 11.052 L Only, LL Comb Run (*LL*) -3.035 43.081 24.800 1.300 0.286 L Only, LL Comb Run (*LLL) -3.135 39.400 25.234 18.626 10.499 L Only, LL Comb Run (L***) 11.130 -2.721 18.971 1.152 -0.115 L Only, LL Comb Run (L**L) 11.031 -6.402 19.404 18.478 10.097 L Only, LL Comb Run (L*L*) 11.284 9.010 18.297 10.845 -0.668 L Only, LL Comb Run (L*LL) 11.185 5.329 18.730 28.171 9.544 L Only, LL Comb Run (LL**) 7.940 28.628 44.445 -7.242 0.724 L Only, LL Comb Run (LL*L) 7.841 24.948 44.878 10.084 10.936 L Only, LL Comb Run (LLL*) 8.094 40.360 43.771 2.452 0.171 L Only, LL Comb Run (LLLL) 7.995 36.679 44.204 19.778 10.383 D+L, LL Comb Run (***L) 22.159 59.111 84.759 72.937 36.362 D+L, LL Comb Run (**L*) 22.294 75.204 83.829 64.110 26.051 D+L, LL Comb Run (**LL) 22.213 71.035 84.260 82.183 35.989 D+L, LL Comb Run (*L**) 19.060 98.305 108.859 43.131 27.860 D+L, LL Comb Run (*L*L) 18.992 94.061 109.053 61.991 37.310 D+L, LL Comb Run (*LL*) 19.140 108.545 108.723 53.993 27.166 D+L, LL Comb Run (*LLL) 19.095 105.038 108.770 71.975 36.883 D+L, LL Comb Run (L***) 34.487 62.618 101.063 54.820 26.564 D+L, LL Comb Run (L**L) 34.441 58.234 101.444 73.263 36.362 D+L, LL Comb Run (L*L*) 34.529 74.175 100.611 64.584 26.004 D+L, LL Comb Run (L*LL) 34.491 70.115 100.956 82.567 35.968 D+L, LL Comb Run (LL**) 31.840 97.656 124.675 43.696 27.765 D+L, LL Comb Run (LL*L) 31.741 93.294 124.971 62.569 37.249 D+L, LL Comb Run (LLL*) 31.974 108.401 124.310 54.186 27.113 D+L, LL Comb Run (LLLL) 31.909 104.758 124.446 72.205 36.858 . Shear Stirrup Requirements
Between 0.00 to 3.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 4.20 to 13.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 14.40 to 19.80 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 20.40 to 28.80 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 5.000 in Between 29.60 to 36.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 36.80 to 44.00 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 44.80 to 50.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 51.20 to 56.80 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 8.000 in Between 57.20 to 61.20 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 61.60 to 68.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 69.20 to 71.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 72.00 to 72.60 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 12.000 in Between 73.20 to 79.80 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 80.40 to 90.60 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 91.20 to 95.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in . Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft ) Location (ft) Load Combination Segment Length Mu : Max Stress Ratio in Span Phi*Mnx
MAXimum BENDING Envelope
Span # 1 1 23.400 -415.20 646.99 0.64
Span # 2 2 24.000 -463.37 576.91 0.80 1646
CC 05-17-2022
1646 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G2 (gridline D)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Span #
Bending Stress Results ( k-ft ) Location (ft) Load Combination Segment Length Mu : Max Stress Ratio in Span Phi*Mnx
Span # 4 4 85.800 121.61 474.11 0.26
.

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections - Unfactored Loads
D+L, LL Comb Run (L*L*) 1 0.0426 10.800 D+L, LL Comb Run (*L*L) -0.0155 20.400 D+L, LL Comb Run (*L*L) 2 0.2161 17.600 D+L, LL Comb Run (*L*L) -0.0085 32.800 D+L, LL Comb Run (*L*L) 3 0.0089 17.200 D+L, LL Comb Run (*L*L) -0.0315 7.200 D+L, LL Comb Run (*L*L) 4 0.0744 13.200 0.0000 7.200
1647
CC 05-17-2022
1647 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G2 (gridline D)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17 ksi
1 =

40.0 29,000.0

40.0 29,000.0
3 =
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar ksi
psi
λ LtWt Factor = 1.0
Fy - Stirrups ksi
= =
=
E - Stirrups ksi
64 in
16 in
36 in
3 in
β 0.850
=
=
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
ψ
#
φ
Load Combination :2009 IBC & ASCE 7-05
16" w x 36" h Span=24.0 ft 16" w x 36" h Span=32.0 ft 16" w x 36" h Span=16.0 ft 16" w x 36" h Span=24.0 ft L(1.008) L(1.536) L(1.2) L(0.504) L(1.536) L(0.045) L(1.008) D(2.616) . Cross Section & Reinforcing Details
Tee Section, Stem Width = 16.0 in, Total Height = 36.0 in, Top Flange Width = 64.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 15.750 to 24.0 ft in this span Span #2 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#8 at 3.0 in from Bottom, from 6.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 21.750 ft in this span 2-#11 at 3.0 in from Top, from 25.250 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 2-#8 at 3.0 in from Top, from 25.250 to 24.0 ft in this span Span #3 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 8.0 ft in this span 2-#11 at 3.0 in from Bottom, from 1.0 to 16.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 2-#8 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 2-#11 at 3.0 in from Bottom, from 11.0 to 16.0 ft in this span Span #4 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#8 at 3.0 in from Bottom, from 2.0 to 22.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 9.250 ft in this span 2-#8 at 3.0 in from Top, from 0.0 to 9.250 ft in this span Service loads entered. Load Factors will be applied for calculations. . Applied Loads Loads on all spans...

D = 0.1090
Uniform Load on ALL spans : D = 0.1090 ksf, Tributary Width = 24.0 ft Load for Span Number 1
Uniform Load : L = 0.0420 ksf, Extent = 0.0 -->> 16.0 ft, Tributary Width = 24.0 ft, (Office LL) Uniform Load : L = 0.0640 ksf, Extent = 16.0 -->> 24.0 ft, Tributary Width = 24.0 ft, (Corridor LL) Load for Span Number 2
Uniform Load : L = 0.10 ksf, Tributary Width = 12.0 ft, (Assembly LL) Uniform Load : L = 0.0420 ksf, Tributary Width = 12.0 ft, (office LL) Load for Span Number 3
Uniform Load : L = 0.0640 ksf, Extent = 0.0 -->> 8.0 ft, Tributary Width = 24.0 ft, (Corridor LL) Uniform Load : L = 0.0450 k/ft, Extent = 8.0 -->> 16.0 ft, Tributary Width = 1.0 ft, (Office LL) Load for Span Number 4
Uniform Load : L = 0.0420 ksf, Extent = 0.0 -->> 24.0 ft, Tributary Width = 24.0 ft, (Office LL) .
1648
CC 05-17-2022
1648 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G2 (gridline D)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.894 : 1
Load Combination +1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (*LL*) Span # where maximum occurs Span # 3
Location of maximum on span 0.000ft
Mn * Phi : Allowable 439.06 k-ft
Section used for this span Typical Section
Mu : Applied -392.60 k-ft
Maximum Deflection
5354
1776
Ratio = 6086
Max Downward L+Lr+S Deflection 0.155 in Ratio = 2481
Max Upward L+Lr+S Deflection -0.072 in Ratio =
Max Downward Total Deflection 0.216 in Ratio =
Max Upward Total Deflection -0.032 in
.

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 34.517 112.925 129.909 76.522 37.528
D Only 22.211 63.586 84.361 54.369 26.609
L Only, LL Comb Run (***L) -0.099 -3.681 0.434 17.326 10.212 L Only, LL Comb Run (**L*) 0.108 9.797 -0.474 3.513 -0.296 L Only, LL Comb Run (**LL) 0.009 6.117 -0.041 20.839 9.916 L Only, LL Comb Run (*L**) -3.774 37.097 30.144 -9.932 0.993 L Only, LL Comb Run (*L*L) -3.873 33.416 30.578 7.394 11.205 L Only, LL Comb Run (*LL*) -3.666 46.894 29.670 -6.420 0.697 L Only, LL Comb Run (*LLL) -3.765 43.213 30.104 10.906 10.909 L Only, LL Comb Run (L***) 11.130 -2.721 18.971 1.152 -0.115 L Only, LL Comb Run (L**L) 11.031 -6.402 19.404 18.478 10.097 L Only, LL Comb Run (L*L*) 11.238 7.076 18.496 4.664 -0.411 L Only, LL Comb Run (L*LL) 11.139 3.395 18.930 21.990 9.801 L Only, LL Comb Run (LL**) 7.356 34.376 49.115 -8.780 0.878 L Only, LL Comb Run (LL*L) 7.257 30.695 49.549 8.546 11.090 L Only, LL Comb Run (LLL*) 7.464 44.173 48.640 -5.268 0.582 L Only, LL Comb Run (LLLL) 7.365 40.492 49.074 12.058 10.794 D+L, LL Comb Run (***L) 22.159 59.111 84.759 72.937 36.362 D+L, LL Comb Run (**L*) 22.263 73.294 83.999 57.918 26.309 D+L, LL Comb Run (**LL) 22.196 69.017 84.412 76.172 36.179 D+L, LL Comb Run (*L**) 18.191 103.990 114.026 41.343 28.113 D+L, LL Comb Run (*L*L) 18.140 99.805 114.157 60.226 37.528 D+L, LL Comb Run (*LL*) 18.258 112.925 113.845 45.582 27.703 D+L, LL Comb Run (*LLL) 18.228 109.103 113.884 64.048 37.240 D+L, LL Comb Run (L***) 34.487 62.618 101.063 54.820 26.564 D+L, LL Comb Run (L**L) 34.441 58.234 101.444 73.263 36.362 D+L, LL Comb Run (L*L*) 34.517 72.293 100.745 58.382 26.263 D+L, LL Comb Run (L*LL) 34.476 68.122 101.102 76.522 36.170 D+L, LL Comb Run (LL**) 30.957 103.781 129.726 41.580 28.037 D+L, LL Comb Run (LL*L) 30.883 99.567 129.909 60.443 37.470 D+L, LL Comb Run (LLL*) 31.029 112.628 129.570 45.862 27.638 D+L, LL Comb Run (LLLL) 30.985 108.922 129.618 64.170 37.225 . Shear Stirrup Requirements
Between 0.00 to 3.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 4.20 to 13.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 14.40 to 19.80 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 20.40 to 29.60 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 4.000 in Between 30.40 to 36.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 36.80 to 44.00 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 44.80 to 49.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 50.40 to 56.80 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 6.000 in Between 57.20 to 61.20 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 61.60 to 69.60 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 70.00 to 71.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 72.00 to 72.00 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 12.000 in Between 72.60 to 79.80 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 80.40 to 90.60 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 91.20 to 95.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in . Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft ) Location (ft) Load Combination Segment Length Mu : Max Stress Ratio in Span Phi*Mnx
MAXimum BENDING Envelope
Span # 1 1 23.400 -437.09 646.99 0.68
Span # 2 2 24.000 -485.82 576.91 0.84 1649
CC 05-17-2022
1649 of 2420
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G2 (gridline D)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Span #
Bending Stress Results ( k-ft ) Location (ft) Load Combination Segment Length Mu : Max Stress Ratio in Span Phi*Mnx
Span # 4 4 85.800 121.61 474.11 0.26
.

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections - Unfactored Loads
D+L, LL Comb Run (L*L*) 1 0.0426 10.800 D+L, LL Comb Run (*L*L) -0.0155 20.400 D+L, LL Comb Run (*L*L) 2 0.2161 17.600 D+L, LL Comb Run (*L*L) -0.0085 32.800 D+L, LL Comb Run (*L*L) 3 0.0089 17.200 D+L, LL Comb Run (*L*L) -0.0315 7.200 D+L, LL Comb Run (*L*L) 4 0.0744 13.200 0.0000 7.200
1650
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Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G3 (gridline E)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17 ksi
1 =

40.0 29,000.0

40.0 29,000.0
3 =
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar ksi
psi
λ LtWt Factor = 1.0
Fy - Stirrups ksi
= =
=
E - Stirrups ksi
64 in
16 in
36 in
3 in
β 0.850
=
=
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
ψ
#
φ
Load Combination :2009 IBC & ASCE 7-05
16" w x 36" h Span=24.0 ft 16" w x 36" h Span=24.0 ft 16" w x 36" h Span=24.0 ft D(2.6)
L(0.768)
L(0.504)
D(0.456)
L(0.768)
L(1.008)
L(0.504)
L(1.008)
D(2.40)
. Cross Section & Reinforcing Details
Tee Section, Stem Width = 16.0 in, Total Height = 36.0 in, Top Flange Width = 64.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing....
1-#8 at 3.0 in from Bottom, from 0.0 to 19.0 ft in this span 2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 8.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Top, from 18.0 to 24.0 ft in this span Span #2 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span 1-#8 at 3.0 in from Bottom, from 2.0 to 22.0 ft in this span 2-#11 at 3.0 in from Bottom, from 18.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 1-#8 at 3.0 in from Top, from 0.0 to 6.0 ft in this span 2-#11 at 3.0 in from Top, from 8.0 to 24.0 ft in this span Span #3 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Bottom, from 4.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Top, from 0.0 to 6.0 ft in this span Service loads entered. Load Factors will be applied for calculations. . Applied Loads Loads on all spans...

D = 0.10
Uniform Load on ALL spans : D = 0.10 ksf, Tributary Width = 24.0 ft Load for Span Number 1
Uniform Load : L = 0.0640 ksf, Tributary Width = 12.0 ft, (corridor LL) Uniform Load : L = 0.0420 ksf, Tributary Width = 12.0 ft, (office LL) Uniform Load : D = 0.0380 ksf, Extent = 0.0 -->> 14.0 ft, Tributary Width = 12.0 ft, (addl slab DL) Point Load : D = 2.60 k @ 14.0 ft
Load for Span Number 2
Uniform Load : L = 0.0640 ksf, Extent = 0.0 -->> 16.0 ft, Tributary Width = 12.0 ft, (corridor LL) Uniform Load : L = 0.0420 ksf, Extent = 16.0 -->> 24.0 ft, Tributary Width = 24.0 ft, (office LL) Uniform Load : L = 0.0420 ksf, Extent = 0.0 -->> 16.0 ft, Tributary Width = 12.0 ft, (office LL) Load for Span Number 3
Uniform Load : L = 0.0420 ksf, Tributary Width = 24.0 ft, (office LL) Design OK . DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.997 : 1
Load Combination+1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (*L*) Span # where maximum occurs Span # 2
Location of maximum on span 12.200ft
Mn * Phi : Allowable 118.80 k-ft
Section used for this span Typical Section
Mu : Applied 118.47 k-ft
Maximum Deflection
6969
3572
Ratio = 16621
Max Downward L+Lr+S Deflection 0.043 in Ratio = 6648
Max Upward L+Lr+S Deflection -0.041 in Ratio =
Max Downward Total Deflection 0.081 in Ratio =
Max Upward Total Deflection -0.017 in
.
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Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G3 (gridline E)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 40.666 103.500 92.137 34.360
D Only 27.966 68.266 62.342 23.210
L Only, LL Comb Run (**L) 0.403 -2.419 15.725 10.483
L Only, LL Comb Run (*L*) -1.470 16.434 14.870 -1.418
L Only, LL Comb Run (*LL) -1.067 14.015 30.595 9.065
L Only, LL Comb Run (L**) 13.229 19.843 -3.053 0.509
L Only, LL Comb Run (L*L) 13.632 17.424 12.672 10.992
L Only, LL Comb Run (LL*) 11.758 36.278 11.817 -0.909
L Only, LL Comb Run (LLL) 12.162 33.858 27.542 9.574
D+L, LL Comb Run (**L) 28.375 65.818 78.111 33.673
D+L, LL Comb Run (*L*) 26.550 84.579 77.292 21.778
D+L, LL Comb Run (*LL) 26.815 82.807 92.137 32.632
D+L, LL Comb Run (L**) 40.558 89.547 58.323 23.883
D+L, LL Comb Run (L*L) 40.666 87.714 73.764 34.360
D+L, LL Comb Run (LL*) 40.193 103.500 74.841 22.194
D+L, LL Comb Run (LLL) 40.274 101.926 89.845 32.876
. Shear Stirrup Requirements
Between 0.00 to 5.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 5.60 to 13.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 14.00 to 20.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 20.20 to 25.80 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 9.000 in Between 26.00 to 31.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 31.80 to 40.60 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 40.80 to 46.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 46.80 to 49.80 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 12.000 in Between 50.00 to 56.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 56.80 to 67.40 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 67.60 to 71.80 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in . Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft ) Location (ft) Load Combination Segment Length Mu : Max Stress Ratio in Span Phi*Mnx
MAXimum BENDING Envelope
Span # 1 1 23.800 -304.88 367.89 0.83
Span # 2 2 36.200 118.47 118.80 1.00
Span # 3 3 48.000 -277.39 367.89 0.75
+1.40D
Span # 1 1 23.800 -205.60 367.89 0.56
Span # 2 2 47.800 -180.07 296.54 0.61
Span # 3 3 48.000 -187.83 367.89 0.51
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.800 -160.88 367.89 0.44
Span # 2 2 47.800 -215.64 296.54 0.73
Span # 3 3 48.000 -222.93 367.89 0.61
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.800 -232.22 367.89 0.63
Span # 2 2 36.200 118.47 118.80 1.00
Span # 3 3 48.000 -215.46 367.89 0.59
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.800 -216.87 367.89 0.59
Span # 2 2 47.800 -265.82 296.54 0.90
Span # 3 3 48.000 -277.39 367.89 0.75
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 10.000 274.14 399.60 0.69
Span # 2 2 24.000 -263.59 367.89 0.72
Span # 3 3 48.000 -141.46 367.89 0.38
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 10.200 280.63 399.60 0.70
Span # 2 2 24.000 -248.11 367.89 0.67
Span # 3 3 61.800 229.76 399.60 0.57
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.800 -304.88 367.89 0.83
Span # 2 2 24.000 -320.05 367.89 0.87
Span # 3 3 48.000 -195.92 367.89 0.53
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.800 -289.52 367.89 0.79
Span # 2 2 47.800 -247.10 296.54 0.83 1652
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Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G3 (gridline E)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Span #
Bending Stress Results ( k-ft ) Location (ft) Load Combination Segment Length Mu : Max Stress Ratio in Span Phi*Mnx
Span # 3 3 48.000 -257.85 367.89 0.70
+1.20D+1.60L+0.50S+1.60H, LL Comb R
Span # 1 1 23.800 -160.88 367.89 0.44
Span # 2 2 47.800 -215.64 296.54 0.73
Span # 3 3 48.000 -222.93 367.89 0.61
+1.20D+1.60L+0.50S+1.60H, LL Comb R
Span # 1 1 23.800 -232.22 367.89 0.63
Span # 2 2 36.200 118.47 118.80 1.00
Span # 3 3 48.000 -215.46 367.89 0.59
+1.20D+1.60L+0.50S+1.60H, LL Comb R
Span # 1 1 23.800 -216.87 367.89 0.59
Span # 2 2 47.800 -265.82 296.54 0.90
Span # 3 3 48.000 -277.39 367.89 0.75
+1.20D+1.60L+0.50S+1.60H, LL Comb R
Span # 1 1 10.000 274.14 399.60 0.69
Span # 2 2 24.000 -263.59 367.89 0.72
Span # 3 3 48.000 -141.46 367.89 0.38
+1.20D+1.60L+0.50S+1.60H, LL Comb R
Span # 1 1 10.200 280.63 399.60 0.70
Span # 2 2 24.000 -248.11 367.89 0.67
Span # 3 3 61.800 229.76 399.60 0.57
+1.20D+1.60L+0.50S+1.60H, LL Comb R
Span # 1 1 23.800 -304.88 367.89 0.83
Span # 2 2 24.000 -320.05 367.89 0.87
Span # 3 3 48.000 -195.92 367.89 0.53
+1.20D+1.60L+0.50S+1.60H, LL Comb R
Span # 1 1 23.800 -289.52 367.89 0.79
Span # 2 2 47.800 -247.10 296.54 0.83
Span # 3 3 48.000 -257.85 367.89 0.70
+1.20D+1.60Lr+0.50L, LL Comb Run (*
Span # 1 1 23.800 -171.43 367.89 0.47
Span # 2 2 47.800 -173.50 296.54 0.59
Span # 3 3 48.000 -180.35 367.89 0.49
+1.20D+1.60Lr+0.50L, LL Comb Run (*
Span # 1 1 23.800 -193.73 367.89 0.53
Span # 2 2 47.800 -170.03 296.54 0.57
Span # 3 3 48.000 -178.02 367.89 0.48
+1.20D+1.60Lr+0.50L, LL Comb Run (*
Span # 1 1 23.800 -188.93 367.89 0.51
Span # 2 2 47.800 -189.18 296.54 0.64
Span # 3 3 48.000 -197.37 367.89 0.54
+1.20D+1.60Lr+0.50L, LL Comb Run (L
Span # 1 1 23.800 -198.93 367.89 0.54
Span # 2 2 24.000 -209.86 367.89 0.57
Span # 3 3 48.000 -154.89 367.89 0.42
+1.20D+1.60Lr+0.50L, LL Comb Run (L
Span # 1 1 23.800 -194.14 367.89 0.53
Span # 2 2 47.800 -167.65 296.54 0.57
Span # 3 3 48.000 -174.25 367.89 0.47
+1.20D+1.60Lr+0.50L, LL Comb Run (L
Span # 1 1 23.800 -216.43 367.89 0.59
Span # 2 2 24.000 -227.51 367.89 0.62
Span # 3 3 48.000 -171.91 367.89 0.47
+1.20D+1.60Lr+0.50L, LL Comb Run (L
Span # 1 1 23.800 -211.63 367.89 0.58
Span # 2 2 47.800 -183.33 296.54 0.62
Span # 3 3 48.000 -191.27 367.89 0.52
.

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections - Unfactored Loads
D+L, LL Comb Run (L*L) 1 0.0806 10.200 D+L, LL Comb Run (L*L) -0.0029 24.600 D+L, LL Comb Run (L*L) 2 0.0027 24.600 D+L, LL Comb Run (L*L) -0.0173 9.000 D+L, LL Comb Run (L*L) 3 0.0519 12.600 0.0000 9.000
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Concrete Slender Wall ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver:6.11.8.1 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 5 OCT 2011, 12:38PM
Description : Existing 6" wall
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

General Information
Rebar at wall center Min Allow Out-of-Plane Defl Ratio = L / 150.0 Minimum Vertical Steel % = 0.0020
Wall Thickness 6.0 in
Bar Size # 4
Bar Spacing 12.0 in
Width of Design Strip = 12.0 in
λ 1.0
Rebar "d" distance 3.0 in
Lower Level Rebar . . .

3.50 ksi Temp Diff across thickness = deg F

40.0 ksi
Fr : Rupture Modulus 295.80 psi
ρ
3,372.17 ksi
Max % of balanced 0.60
= 144.0 pcf
Max Pu/Ag = f'c * =
=

0.060
: Lt Wt Conc Factor = Using Stiffness Reduction Factor per ACI R.10.12.3 Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 =
Ec : Concrete Elastic Modulus
=
=
Concrete Density
f'c : Concrete 28 day strength =
Fy : Rebar Yield
One-Story Wall Dimensions

12.0 B
Roof Attachment
A
Floor Attachment
B Parapet height = ft
Clear Height =
Top & Bottom Pinned
A ft
Wall Support Condition
Vertical Loads

0.880 0.2560
Vertical Uniform Loads . . . ( Applied per foot of Strip Width) Ledger Load
Concentric Load
DL : Dead Load
k/ft
k/ft
Lr : Roof Live Load Lf : Floor Live Load S : Snow Load
Eccentricity in
Lateral Loads

15.0 Fp 1.0 = 34.0 psf
Full area WIND load psf Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 34.0 psf

DESIGN SUMMARY
Governing Load Combination . . . Actual Values . . . Allowable Values . . .

Axial Load Check
+1.40D at 5.20 to 5.60
Max Pu / Ag 26.631 psi 0.06 * f'c 210.0 psi
Reinforcing Limit Check Controlling As/bd 0.005556 As/bd = +1.40D

0.02598
Service Deflection Check
D + L + S + E/1.4
PASS Min. Defl. Ratio 9,242.33 Max Allow Ratio 150.0
FAIL
PASS
Max. Deflection 0.01558 in Max. Allow. Defl. 0.960 in
PASS
Moment Capacity Check
+1.050D+1.280Lr+1.40E Max Mu 0.8592 k-ft Phi * Mn 2.046 k-ft PASS Maximum Bending Stress Ratio = 0.420
Minimum Moment Check
+1.40D
k-ft
Top Horizontal E Only
Base Horizontal E Only 0.2040 k
rho bal
Maximum Reactions . . . for Load Combination....

Results reported for "Strip Width" of 12.0 in

0.2040 k

0.50 Vertical Reaction D + L + Lr 2.0 k
Mcracking 1.775 k-ft Minimum Phi Mn 1.733
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Concrete Slender Wall ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver:6.11.8.1 Lic. # : KW-06003381 Licensee : AHEARN & KNOX, INC
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 5 OCT 2011, 12:38PM
Description : Existing 6" wall
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Moment Values 0.6 *
Design Maximum Combinations - Moments

0.06*f'c*b*t
Axial Load
Load Combination Mu Phi Mn
k
Pu Mcr As As Eff As Ratio rho bal
k k-ft k-ft k-ft in^2 in^2
Phi
+1.40D at 5.20 to 5.60 1.917 15.120 1.77 0.00 0.88 2.08 0.200 0.248 0.0056 0.0260 +1.050D+1.280Lr+1.40E at 5.60 to 6.00 1.736 15.120 1.77 0.86 0.88 2.05 0.200 0.243 0.0056 0.0260 +0.90D+1.10E at 5.60 to 6.00 1.207 15.120 1.77 0.67 0.89 1.96 0.200 0.230 0.0056 0.0260 Moment Values Stiffness Deflections
Design Maximum Combinations - Deflections
Axial Load
Load Combination Pu Mcr Mactual I cracked Defl. Ratio
k k-ft k-ft in^4 in^4 in^4 in
I gross I effective Deflection
D + L + Lr at 5.60 to 6.00 1.597 1.77 0.00 216.00 13.02 216.000 0.000 0.0 D + L + W at 5.60 to 6.00 1.341 1.77 0.27 216.00 12.73 216.000 0.010 14,963.8 D + L + W + S/2 at 5.60 to 6.00 1.341 1.77 0.27 216.00 12.73 216.000 0.010 14,963.8 D + L + S + W/2 at 5.60 to 6.00 1.341 1.77 0.14 216.00 12.73 216.000 0.005 29,927.6 D + L + S + E/1.4 at 5.60 to 6.00 1.341 1.77 0.44 216.00 12.73 216.000 0.016 9,242.3 D + 0.5(L+Lr) + 0.7W at 5.60 to 6.00 1.469 1.77 0.19 216.00 12.88 216.000 0.007 21,368.9 D + 0.5(L+Lr)+ 0.7E at 5.60 to 6.00 1.469 1.77 0.43 216.00 12.88 216.000 0.015 9,427.5 Top Horizontal Vertical @ Wall Base
Reactions - Vertical & Horizontal
Base Horizontal Load Combination
D Only 0.0 k 0.00 k 1.744 k
S Only 0.0 k 0.00 k 0.000 k
W Only 0.1 k 0.09 k 0.000 k
E Only 0.2 k 0.20 k 0.000 k
D + L + Lr 0.0 k 0.00 k 2.000 k
D + L + S 0.0 k 0.00 k 1.744 k
D + L + W + S/2 0.1 k 0.09 k 1.744 k
D + L + S + W/2 0.0 k 0.05 k 1.744 k
D + L + S + E/1.4 0.1 k 0.15 k 1.744 k
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Program: PL-02 COLLECTOR STRESS ANALYSIS
Designation: Wall Line 1 & 5
Input Data:

Total Lateral Load: 104330 lbs.

Overall Collector Length: 121 ft.

Wall No. Length (ft) Begin (ft.)* Wall No. Length (ft) Begin (ft.)* 1 7 1 6
2 7 113 7
3 8
4 9
5 10
* Begin location is distance from left end of overall collector length to left end of shear wall.

Collector Load = 862.2 plf
Shear Wall Load = 7452.1 plf
Collector Loads:

Wall No. Begin (lbs.) End (lbs.) Wall No. Begin (lbs.) End (lbs.) 1 862 -45267 6 0 0
2 45267 -862 7 0 0
3 0 0 8 0 0
4 0 0 9 0 0
5 0 0 10 0 0
Program PL-02: Collector Stress - Line 1 & 5 - Tile
10/6/2011 Page 1
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Program: PL-02 COLLECTOR STRESS ANALYSIS
Designation: Wall Line A
Input Data:

Total Lateral Load: 104330 lbs.

Overall Collector Length: 97 ft.

Wall No. Length (ft) Begin (ft.)* Wall No. Length (ft) Begin (ft.)* 1 8.5 25 6
2 9.5 49 7
3 8
4 9
5 10
* Begin location is distance from left end of overall collector length to left end of shear wall.

Collector Load = 1075.6 plf
Shear Wall Load = 5796.1 plf
Collector Loads:

Wall No. Begin (lbs.) End (lbs.) Wall No. Begin (lbs.) End (lbs.) 1 26889 -13235 6 0 0
2 3436 -41409 7 0 0
3 0 0 8 0 0
4 0 0 9 0 0
5 0 0 10 0 0
Program PL-02: Collector Stress - Line A - Tile
10/6/2011 Page 1
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Program: PL-02 COLLECTOR STRESS ANALYSIS
Designation: Wall Line F
Input Data:

Total Lateral Load: 104330 lbs.

Overall Collector Length: 97 ft.

Wall No. Length (ft) Begin (ft.)* Wall No. Length (ft) Begin (ft.)* 1 13 25 6
2 7 89 7
3 8
4 9
5 10
* Begin location is distance from left end of overall collector length to left end of shear wall.

Collector Load = 1075.6 plf
Shear Wall Load = 5216.5 plf
Collector Loads:

Wall No. Begin (lbs.) End (lbs.) Wall No. Begin (lbs.) End (lbs.) 1 26889 -26943 6 0 0
2 27911 -1076 7 0 0
3 0 0 8 0 0
4 0 0 9 0 0
5 0 0 10 0 0
Program PL-02: Collector Stress - Line F - Tile
10/6/2011 Page 1
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SW1.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 7 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 5.63 3.5
Horizontal Bars 4 (3-9) 2 6.3 3.5
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 8 (3-10) Load No. Force, kips Height, ft.

Number of Bars 2 1 52.16 12
Right End Bar Size 8 (3-10) 2 1.3 6
Number of Bars 2 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 74.8 kips φVn
= 107.6 kips OK DCR = 0.70
Bending Check: φ = 0.88
Mu left = 887.2 ft-kips φMn = 364.1 ft-kips Overstressed! DCR = 2.44 Mu right = 887.2 ft-kips φMn
= 364.1 ft-kips Overstressed! DCR = 2.44
Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 12.6 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.6 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.6 sq.in. Supplied Number Of Bars = 2 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SW1-2-1 - Tile
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SWA.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 8.5 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 6.83 4.25
Horizontal Bars 4 (3-9) 2 7.7 4.25
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 9 (3-10) Load No. Force, kips Height, ft.

Number of Bars 1 1 47.12 12
Right End Bar Size 9 (3-10) 2 1.6 6
Number of Bars 1 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Single Reinforcing Curtain Allowed Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 68.2 kips φVn
= 120.1 kips OK DCR = 0.57
Bending Check: φ = 0.88
Mu left = 805.1 ft-kips φMn = 285.4 ft-kips Overstressed! DCR = 2.82 Mu right = 805.1 ft-kips φMn
= 285.4 ft-kips Overstressed! DCR = 2.82
Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 15.3 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.7 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.0 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWA-2-1 - Tile
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SWA.2.2 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 9.5 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 7.64 4.75
Horizontal Bars 4 (3-9) 2 8.6 4.75
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 10 (3-10) Load No. Force, kips Height, ft.

Number of Bars 1 1 57.21 12
Right End Bar Size 10 (3-10) 2 1.8 6
Number of Bars 1 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 82.6 kips φVn
= 134.2 kips OK DCR = 0.62
Bending Check: φ = 0.88
Mu left = 976.2 ft-kips φMn = 406.2 ft-kips Overstressed! DCR = 2.40 Mu right = 976.2 ft-kips φMn
= 406.2 ft-kips Overstressed! DCR = 2.40
Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 17.1 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.8 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.3 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWA-2-2 - Tile
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SWF.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 13 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 10.45 6.5
Horizontal Bars 4 (3-9) 2 11.7 6.5
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 8 (3-10) Load No. Force, kips Height, ft.

Number of Bars 2 1 77.32 12
Right End Bar Size 8 (3-10) 2 2.5 6
Number of Bars 2 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 111.7 kips φVn
= 183.7 kips OK DCR = 0.61
Bending Check: φ = 0.88
Mu left = 1320.0 ft-kips φMn = 699.2 ft-kips Overstressed! DCR = 1.89 Mu right = 1320.0 ft-kips φMn
= 699.2 ft-kips Overstressed! DCR = 1.89
Boundary Member Check:

Boundary Member Required: NO
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Program PC-03: Shear Wall SWF-2-1 - Tile
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SWA.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 8.5 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kips Live, kips Distance Special (Y/N) 1 6.83 4.25
Horizontal Bars 4 (3-9) 2 7.7 4.25
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 9 (3-10) Load No. Force, kips Height, ft.

Number of Bars 1 1 47.12 12
Right End Bar Size 9 (3-10) 2 1.6 6
Number of Bars 1 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Single Reinforcing Curtain Allowed Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check: φ = 0.85
Vu = 68.2 kips φVn
= 120.1 kips OK DCR = 0.57
Bending Check: φ = 0.88
Mu left = 805.1 ft-kips φMn = 285.4 ft-kips Overstressed! DCR = 2.82 Mu right = 805.1 ft-kips φMn
= 285.4 ft-kips Overstressed! DCR = 2.82
Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 15.3 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.7 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.0 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWA-2-1 - Tile
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Program: PC-03 CONCRETE SHEAR WALL
Designation: SWA.2.2 1998 CBC (1985 UBC Sim.)
Input Data: