Evaluator: XXX Evaluator: EGM/BL

Date: 06/17/2019

Page 1

07-15-19

ASCE 41-17 Tier 1 Seismic Evaluation

Building Name: Zellerbach Playhouse

CAAN ID: 1802

Auxiliary Building ID: 1802.1

Address: 2425 Bancroft Way, Berkeley, 94720

Site location coordinates: Latitude 37.868889o Longitudinal -122.261111 o

Plan North Elevation

UCOP SEISMIC PERFORMANCE LEVEL (OR “RATING”) BASED ON TIER 1 EVALUATION FINDINGS: V

BUILDING DATA

ASCE 41-17 Model Building Type (Governing Building Type bolded for Seismic Risk Model when multiple

types exist):

a. Longitudinal Direction: C2: Concrete Shear Walls (with Stiff Diaphragms)

b. Transverse Direction: C2: Concrete Shear Walls (with Stiff Diaphragms)

Square Footage: 49,595 sq. ft calculated out of 156,620 sq. ft. total for Zellerbach Auditorium (CAAN ID

1802) and Zellerbach Playhouse (CAAN ID 1802.1) (UCB Records)

Building Length: 181’-0” in N-S direction

Building Width: 92’-0” in E-W direction

Building Height: 43’-0” to the Low Roof, and 73’-9” to the High Roof

Story Height: 13’-6” (Level 2 – Level 3), 7’-10” (Level 3 – Level 4), 12’-8” (Level 4 – Level 5), 9’-0” (Level 5

– Low Roof), and 30’-9” (Low Roof – High Roof). Grade is located at Level 3.

Number of stories above grade: 4

Number of basement stories below grade: 1

Year of Original Construction and Code Year: The building was constructed in 1968. The drawings are

dated 1965, and the 1964 UBC is assumed.

Year of Later Construction and Code Year: None

COST RANGE TO RETROFIT (if applicable): Medium: $50 -$200 per square foot

Building Name: Zellerbach Playhouse Evaluator: EGM/BL

CAAN ID: 1802.1 Date: 06/17/2019

Page 2

BUILDING DESCRIPTION

General

The Zellerbach Playhouse is a performance space primarily utilized by UC Berkeley students. It is located

on the core UC Berkeley campus adjacent to the Spieker Plaza. The Playhouse is situated to the south of

the Alumni House, to the east of the Haas Pavilion and the Spieker Aquatics Complex, and to the west of

the Zellerbach Auditorium. Zellerbach Auditorium is assigned CAAN #1802. Zellerbach Playhouse is

assigned CAAN #1802.1. It is a reinforced concrete building that was constructed in 1968. The structure

contains four stories above grade and one story below grade and has a rectangular footprint measuring

181’-0” in the north-south direction by 92’-0” in the east-west direction.

The Zellerbach Playhouse is programmatically connected to the Zellerbach Auditorium; however, the two

buildings are structurally separated by a 1” wide expansion joint located on the east elevation of the

Playhouse. The below grade story and the area located to the south side of the main stage functions as a

paint shop, a wood shop, and storage space. The stage and seating area are located in the center of the

building. The stage (at Level 3) is located to the south of the seating areas, and the seating is comprised

of two sections. The orchestra seating contains tiered concrete risers, and the gallery seating is comprised

of two mezzanines (at Level 4) located on each side of the tiered seating. Additional mezzanines known

as the fly galleries (at Level 5) are located on each side of the stage. These serve as access corridors to the

gridiron above the stage and the catwalks above the seating. The gridiron contains the rigging required

for the curtains, lighting, and backdrops, while the catwalks contains equipment for lighting, projection,

and sound. The main entrance to the Playhouse is located on the north elevation at Level 3. The entry

lobby is at-grade and does not contain the basement story below which is typical in the remaining

footprint of the structure. This portion of the building contains a roof that slopes from the low roof

elevation down to Level 4.

Structural System

The Zellerbach Playhouse is physically separated from the Zellerbach Auditorium by a 1” expansion joint

that is oriented parallel to the longitudinal shear wall located on the east side of the structure. The gravity

load-carrying system is comprised of one-way reinforced concrete slabs that span to supporting elements.

The slabs are reinforced with #3, #4, and #5 bars spaced at 12” o.c. At the roof, the slab is 8” thick and

spans to 21 WF 55 and 18 WF 70 steel beams that are spaced at 8’-0” o.c. The steel framing is supported

by either a 92’-0” long roof truss or by load-bearing concrete shear walls. The typical floor slab is 6” thick,

and it spans to either concrete beams supported by shear walls or directly to load-bearing concrete shear

walls. The concrete beams range in depth from 24” to 50” and in width from 12” to 60”. They are

reinforced with #6, #8, and #11 longitudinal bars and contain open #3 and #4 shear stirrups spaced at 12”

and 16” o.c. The catwalk floor consists of an 18 gage unfilled metal deck over steel sub-framing and is

hung from the low roof. The bracing of the catwalk is unknown. The stage floor is framed with wood deck

over small steel beams.

The building contains three 20” diameter reinforced concrete columns which are located between Level

2 to Level 3 and are reinforced with 8-#8 longitudinal bars tied with 3/8” diameter spirals at a 2 ½” pitch.

One rectangular column measuring 12” x 18” and two columns measuring 12” x 16” are located between

Level 2 to Level 4 and are reinforced with 6-#6 and 4-#7 longitudinal bars respectively. They contain #3

Building Name: Zellerbach Playhouse Evaluator: EGM/BL

CAAN ID: 1802.1 Date: 06/17/2019

Page 3

ties spaced at 12” o.c. Otherwise, the flat framing is typically supported by load-bearing concrete walls

oriented in the longitudinal direction. At select locations, columns measuring 24” x 30” are embedded

into the walls and are reinforced with 8-#9 longitudinal bars and #4 ties with #3 cross-ties spaced at 18”

o.c. Although girders are supported by the exterior walls, embedded columns are not provided in the walls

at all girder locations.

Reinforced concrete shear walls comprise the lateral force-resisting system in both directions. In the

transverse direction, 14” thick exterior walls are located on the north and south elevations. There are an

additional four lines of interior walls that vary in thickness from 8” to 24”. In the longitudinal direction,

12”, 14”, and 16” walls are located on the east and west elevation. The thicker walls are located in the

center of the building and support the high roof framing above the stage while the thinner walls are

located to the north and south of the stage and support the low roof framing. The typical shear wall

reinforcement ratios range from 0.0020 to 0.0028, and trim steel is located around wall openings. The

walls do not contain reinforcing details that are consistent with special concrete shear walls such as

confined boundary zones.

The floor diaphragms in the Zellerbach Playhouse are highly irregular. In the lobby and seating area

located in the northern half of the structure, the diaphragms are comprised of narrow mezzanines and

balconies as well as stepped slabs provided for tiered seating. The shear walls that support the roof are

typically discontinuous above the seating levels. In the southern half of the structure, no intermediate

floor diaphragms are located between the low roof and the stage floor at Level 3. These walls span 29-6”

from Level 3 to the low roof and serve as demising walls between the stage and the back-of-house

functions. Although, these walls comprise a large portion of the total shear wall area, they will resist shear

from the inertial forces at the roof levels, but may not resist the forces from the seating and mezzanine

floor levels.

The basement floor consists of 5” slab on grade over 5” hot-mopped waterproof membrane, 3” lean

concrete, 4” open graded rock, 4” filter material, and compacted soil. The foundation encompasses spread

footing for columns and strip footing for shear walls.

Building Condition: Good

Date of Site Visit: 03/28/2019, Emma Meehan and Jorge Moreno, Rutherford + Chekene

Limitations of Walk-through: Not all rooms were entered.

SITE INFORMATION

Site Class (A-F): C Basis: Site Specific Zone Map of campus by Geomatrix

Site Specific Ground Motion Study? Yes, 2015 Update to the Site-Specific Seismic Hazard Analyses and

Development of Seismic Design Ground Motions

BSE-1N Spectral Accelerations: Basis: 2015 Update to the Site-Specific Seismic Hazard Analyses and

Development of Seismic Design Ground Motions, Table 5 for 36-75 ft Soil ft based on depth of rock

readings from Site Specific Zone Map of campus by Geomatrix.

SDS: 2.40g SD1: 0.72g

Building Name: Zellerbach Playhouse Evaluator: EGM/BL

CAAN ID: 1802.1 Date: 06/17/2019

Page 4

BSE-2E Spectral Accelerations: Basis: 2015 Update to the Site-Specific Seismic Hazard Analyses and

Development of Seismic Design Ground Motions, Table 6 for 36-75 ft Soil based on depth of rock readings

from Site Specific Zone Map of campus by Geomatrix.

SXS: 3.15g SX1: 1.05g

Level of Seismicity: High

Performance Level: Collapse Prevention Structural Performance

Geologic Hazards:

Fault Rupture: No Basis: CGS website http://maps.conservation.ca.gov/cgs/informationwarehouse/

Liquefaction: No Basis: CGS website http://maps.conservation.ca.gov/cgs/informationwarehouse/

Landslide: No Basis: CGS website http://maps.conservation.ca.gov/cgs/informationwarehouse/

PREVIOUS RATINGS SUMMARY

Fair or Poor - 1997 Preliminary Seismic Evaluation (SAFER), Forell/Elsesser Engineers Inc.

DOCUMENTATION

Architectural Drawings:

Auditorium – Theater, University of California, Berkeley, California, Vernon De Mars and Donald

Hardison, August 23, 1965, A1.1 to A1.7, A2.1 to A2.10, A3.1 to A3.4, A4.1 to A4.4, A5.1 to A5.3,

A6.1 to A6.14, A7.1 to A7.5, A8.1 to A8.5, A9.1 to A9.3, A10.1 to A10.5, A11.1 to A11.15, A12.1,

A12.2.

Structural Drawings:

Auditorium – Theater, University of California, Berkeley, California, Stefan J. Medwadowski, Ph.D.,

August 23, 1965, S1.1, S2.1 to S2.8, S2.10 to S2.13, S3.1 to S3.4, S4.1a to S4.19, S5.1 to S5.15, S6.1

to S6.4, S7.1 to S7.4.

Seismic Evaluations: None

Geotechnical Reports: None

Other Documents: None

CONSTRUCTION DATA

Gravity Load Structural System: Concrete slab that spans to concrete beams that are centered on

concrete columns

Exterior Transverse Walls: Reinforced concrete shear

walls

Opening(s)? Openings occur

for doors,

windows, and

MEP services

Exterior Longitudinal Walls: Reinforced concrete shear

walls

Opening(s)? Openings occur

for doors,

windows, and

MEP services

Building Name: Zellerbach Playhouse Evaluator: EGM/BL

CAAN ID: 1802.1 Date: 06/17/2019

Page 5

LATERAL-FORCE-RESISTING SYSTEM

Longitudinal Transverse

ASCE 41-17 Building Type: C2: conc. shear wall C2: conc. shear wall

Diaphragms: 6” and 8” thick concrete slab 6” and 8” thick concrete slab

Vertical Elements: Concrete columns and

concrete shear walls

Concrete columns and

concrete shear walls

Connections: Beam and slab

reinforcement is dowelled

into walls.

Beam and slab

reinforcement is dowelled

into walls.

Details: S4.1 to S4.5 for framing

details

S4.1 to S4.5 for framing

details

Estimated Fundamental Period, T (sec): 0.50 sec 0.50 sec

BSE-2E Spectral Acceleration, Sa: 2.09g 2.09g

Modification Factor, C: 1.0

(C2: Table 4-7 in ASCE 41-17)

2.0

(C2: Table 4-7 in ASCE 41-17)

Building Weight, W (kips): 11,793 kips 11,793 kips

Seismic Base Shear, V (kips): 24,603 kips 24,603 kips

System Modification Factor, Ms: 4.5 4.5

Roof Materials/Framing: High roof: 8” thick concrete slab supported by concrete beams that

span to reinforced concrete walls.

Low roof : 8” thick concrete slab supported by steel beams in the

N-S direction, and by a single steel truss in the E-W direction that

span to reinforced concrete walls.

Intermediate Floors/Framing: 6” thick concrete slab, and variable thickness slab in main seating

area (6” thick minimum) supported by concrete and steel beams

and girders. 18 gage unfilled metal deck supported by steel sub-

framing. Steel grating supported by steel sub-framing in the

gridiron.

Ground Floor: 5” concrete slab on grade over 5” hot-mopped waterproof

membrane, 3” lean concrete, 4” open graded rock, 4” filter

material, and compacted soil (Detail S3.1)

Columns: Reinforced concrete columns

that are 12”x16”, 12”x18”,

24”x 30”, and 20” round

columns

Foundation: Spread footings

ant columns and

continuous

footings at walls.

General Condition of Structure: Good

Evidence of Settling?: No

Special Features & Comments:

Building Name: Zellerbach Playhouse Evaluator: EGM/BL

CAAN ID: 1802.1 Date: 06/17/2019

Page 6

Significant Structural Deficiencies, Potentially Affecting Seismic Performance Level Designation:

☐ Lateral System Stress Check (wall shear, column shear or flexure, or brace axial as applicable)

☐ Load Path

Adjacent Buildings

☐ Weak Story

☐ Soft Story

Geometry (vertical irregularities)

Torsion

☐ Mass – Vertical Irregularity

☐ Cripple Walls

☐ Wood Sills (bolting)

Diaphragm Continuity

☐ Openings at Shear Walls (concrete or masonry)

☐ Liquefaction

☐ Slope Failure

☐ Surface Fault Rupture

☐ Masonry or Concrete Wall Anchorage at Flexible Diaphragm

☐ URM wall height to thickness ratio

☐ URM Parapets or Cornices

☐ URM Chimney

☐ Heavy Partitions Braced by Ceilings

☐ Appendages

OVERALL SEISMIC DEFICIENCIES & EXPECTED SEISMIC PERFORMANCE

The Zellerbach Playhouse is a five-story structure that is connected to the Zellerbach Auditorium on its

east side. As a theater, it contains almost solid shear walls around its perimeter and closely spaced interior

walls. From the Tier 1 evaluation, the Zellerbach Playhouse has sufficient shear capacity to resist the

BSE2-E level forces, and the calculated wall stresses are relatively low. The maximum stress is 104 psi in

the longitudinal direction and 77 psi in the transverse direction. The Tier 1 Quick Check for wall stress is

an average stress check and does not consider torsion or the potential increase in wall forces due to local

load path through the diaphragm.

The majority of the building mass is located on the northern half of the structure where the seating

mezzanine and balconies are located. However, the shear walls in this location are typically discontinuous

above the seating. The walls which are continuous are located in the southern half of the structure;

however, these walls are not connected to intermediate floor diaphragms. As a result of this irregular

wall and diaphragm configuration, the structure likely contains a torsional irregularity. In addition, the

walls on the north side of the structure can resist load from all floor levels, while those on the south side

may only resist load from the roof. In the case of the Zellerbach Playhouse, the average stress Quick Check

is an over-simplification of the actual wall stresses as the loads in the walls are largely determined by their

connectivity to the floor diaphragms.

Building Name: Zellerbach Playhouse Evaluator: EGM/BL

CAAN ID: 1802.1 Date: 06/17/2019

Page 7

The Zellerbach Playhouse contains a 1” separation gap at its interface with the adjacent Zellerbach

Auditorium. The provided separation gap is less than the 7 ¾” gap required by the Tier 1 Quick Check at a

drift ratio of 1.5%. The floor levels of the Playhouse and the Auditorium do align in elevation at Level 3

and Level 4, but not at Level 5. If pounding occurs, out-of-plane forces may be imposed on the walls of

the Auditorium near Level 5 and damage is likely to concentrate in this region.

There are two major walls oriented in the transverse direction that are discontinuous. These walls span

almost the entire width of the structure and are supported at each end by short wall piers. The wall piers

do not contain boundary zone reinforcing or even standard non-ductile column reinforcing. They are

reinforced as typical wall sections. It is unlikely that these elements were originally designed for vertical

loads induced by overturning of the discontinuous walls. The wall piers lack confinement of their

longitudinal reinforcing which will limit their axial capacity.

Seismic Performance Level Rating

A Seismic Performance Level rating of Level V is assigned to the Zellerbach Playhouse based on the Tier 1

evaluation, including review of the details and analytical results, because of the deficiencies identified

above, including highly irregular diaphragms and discontinuous walls, potentially inadequate seismic

separation between adjacent buildings, and the poor confinement in the wall piers located below the

discontinuous shear walls.

Recommended Next Step

It is recommended that an ASCE 41 Tier 3 linear analysis be completed for this structure to determine the

building drift, required seismic separation for the adjacent structures, and the adequacy of the gravity

columns to resist the expected displacements. A 3D model is required to assess the correct load

distribution based upon the relative wall stiffnesses and the diaphragm connectivity. The wall segments

below discontinuous shear walls can be checked for overturning forces from the walls above. Finally, the

load path through the discontinuous diaphragms can be examined.

Seismic Retrofit Concept Sketches/Description (only if above-listed rating is V or greater):

Retrofit concepts to address the deficiencies noted above include:

• Wrapping of columns with fiber reinforced polymer (FRP) or steel jackets to improve their axial

capacity and to provide enhanced confinement. This can be completed at the wall piers located

below discontinuous shear walls.

Appendices

A. Additional Images

B. ASCE 41-17 Tier 1 Checklists (Structural)

C. UCOP Seismic Safety Policy Falling Hazards Assessment Summary

D. Quick Check Calculations

APPENDIX A

Additional Images

Building Name: Zellerbach Playhouse Evaluator: EMG/BL

CAAN ID: 1802.1 Date: 06/17/19

Page 2

Plan

Longitudinal section (looking east)

Building Name: Zellerbach Playhouse Evaluator: EMG/BL

CAAN ID: 1802.1 Date: 06/17/19

Page 3

North elevation (looking southwest)

West elevation (looking northeast)

Building Name: Zellerbach Playhouse Evaluator: EMG/BL

CAAN ID: 1802.1 Date: 06/17/19

Page 4

South elevation (looking east)

Zellerbach Playhouse east elevation to the left and Zellerbach

Auditorium west elevation to the right

(looking north, taken from the low roof of the Playhouse)

Building Name: Zellerbach Playhouse Evaluator: EMG/BL

CAAN ID: 1802.1 Date: 06/17/19

Page 5

1” expansion joint (Zellerbach Auditorium on the left and Zellerbach

Playhouse on the right looking southeast)

Playhouse Stage (looking northwest)

Building Name: Zellerbach Playhouse Evaluator: EMG/BL

CAAN ID: 1802.1 Date: 06/17/19

Page 6

Theater seating with catwalks hanging from the ceiling (looking north)

Stage house gridirons, framing, and rigging (above stage)

Building Name: Zellerbach Playhouse Evaluator: EMG/BL

CAAN ID: 1802.1 Date: 06/17/19

Page 7

t Corridor at the stage level (looking north). The expansion joint

between the Playhouse and Auditorium is located on the wall to the

right

Woodshop (looking west)

Joint

Building Name: Zellerbach Playhouse Evaluator: EMG/BL

CAAN ID: 1802.1 Date: 06/17/19

Page 8

Paint shop (looking west)

Substage storage area (looking west)

APPENDIX B

ASCE 41-17 Tier 1 Checklists (Structural)

UC Campus: Berkeley Date: 6/17/2019

Building CAAN: 1802.1 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Playhouse Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley, 94720 Page: 1 of 4

ASCE 41-17

Collapse Prevention Basic Configuration Checklist

Note: C = Compliant NC = Noncompliant N/A = Not Applicable U = Unknown

LOW SEISMICITY

BUILDING SYSTEMS - GENERAL

Description

C NC N/A U

LOAD PATH: The structure contains a complete, well-defined load path, including structural elements and connections, that

serves to transfer the inertial forces associated with the mass of all elements of the building to the foundation. (Commentary:

Sec. A.2.1.1. Tier 2: Sec. 5.4.1.1)

Comments:

C NC N/A U

ADJACENT BUILDINGS: The clear distance between the building being evaluated and any adjacent building is greater than

0.25% of the height of the shorter building in low seismicity, 0.5% in moderate seismicity, and 1.5% in high seismicity.

(Commentary: Sec. A.2.1.2. Tier 2: Sec. 5.4.1.2)

Comments: Zellerbach Playhouse contains a 1” expansion joint to separate it from the Zellerbach Auditorium

located to the east. Based upon a 43 ft height from the seismic base (Level 2) up to lower roof, the gap required

is 7 ¾”.

Both the Auditorium and playhouse are shear wall structures, and it is expected that the interstory drift ratio

would be lower than 1.5%. The floor elevations of the two structures align so pounding damage is expected to be limited.

C NC N/A U

MEZZANINES: Interior mezzanine levels are braced independently from the main structure or are anchored to the seismic-

force-resisting elements of the main structure. (Commentary: Sec. A.2.1.3. Tier 2: Sec. 5.4.1.3)

Comments: The mezzanines located on Level 4 and Level 5 are connected to shear walls on three sides.

BUILDING SYSTEMS - BUILDING CONFIGURATION

Description

C NC N/A U

WEAK STORY: The sum of the shear strengths of the seismic-force-resisting system in any story in each direction is not

less than 80% of the strength in the adjacent story above. (Commentary: Sec. A2.2.2. Tier 2: Sec. 5.4.2.1)

Comments: The horizontal shear wall area increases or remains virtually the same from the high roof

down to Level 2, except for the stories between Level 2 – Level 3, and Level 3 – Level 4 in the longitudinal direction; however, the shear wall areas for these two stories are approximately 90% of the area of the

adjacent story above.

UC Campus: Berkeley Date: 6/17/2019

Building CAAN: 1802.1 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Playhouse Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley, 94720 Page: 2 of 4

ASCE 41-17

Collapse Prevention Basic Configuration Checklist

Note: C = Compliant NC = Noncompliant N/A = Not Applicable U = Unknown

C NC N/A U

SOFT STORY: The stiffness of the seismic-force-resisting system in any story is not less than 70% of the seismic-force-

resisting system stiffness in an adjacent story above or less than 80% of the average seismic-force-resisting system stiffness

of the three stories above. (Commentary: Sec. A.2.2.3. Tier 2: Sec. 5.4.2.2)

Comments: Excluding the uppermost story, heights between floors vary greatly, from 7’-10” to 13’-6”. The

tallest story is the one between Level 2 and Level 3; it has a shear wall area approximately equal to 90% of

the adjacent story above; nevertheless, this is a partially embedded story. The story between Level 3 and Level 4, which also has a shear wall area approximately equal to 90% of the adjacent story above, is also the

shortest. Thus, a soft story is not likely to occur.

C NC N/A U

VERTICAL IRREGULARITIES: All vertical elements in the seismic-force-resisting system are continuous to the foundation.

(Commentary: Sec. A.2.2.4. Tier 2: Sec. 5.4.2.3)

Comments: In the transverse direction, below Level 5, the walls are discontinuous in the following locations:

- North of Grid 16 between Grid Qq.3 to Tt.6.

- Grid 22 between Grid Qq.3 to Tt.6.

C NC N/A U

GEOMETRY: There are no changes in the net horizontal dimension of the seismic-force-resisting system of more than 30%

in a story relative to adjacent stories, excluding one-story penthouses and mezzanines. (Commentary: Sec. A.2.2.5. Tier 2:

Sec. 5.4.2.4)

Comments: The high roof is located above the stage and comprises approximately one-third of the building

length. It contains shear walls on its north and south elevations. The building enlarges below the high roof in the north and south direction. The shear walls at the lower stories step outwards to the exterior walls of the

enlarged footprint.

C NC N/A U

MASS: There is no change in effective mass of more than 50% from one story to the next. Light roofs, penthouses, and

mezzanines need not be considered. (Commentary: Sec. A.2.2.6. Tier 2: Sec. 5.4.2.5)

Comments: Maximum effective mass reduction occurs between low roof and high roof – reduction is

approximately 55%.

C NC N/A U

TORSION: The estimated distance between the story center of mass and the story center of rigidity is less than 20% of

the building width in either plan dimension. (Commentary: Sec. A.2.2.7. Tier 2: Sec. 5.4.2.6)

Comments: The building footprint is rectangular, and walls are located around the perimeter. However, no

floor levels are located over the stage, and the center of mass shifts towards the north due to the tiered seating, lobby, and mezzanines located in this region.

UC Campus: Berkeley Date: 6/17/2019

Building CAAN: 1802.1 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Playhouse Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley, 94720 Page: 3 of 4

ASCE 41-17

Collapse Prevention Basic Configuration Checklist

Note: C = Compliant NC = Noncompliant N/A = Not Applicable U = Unknown

MODERATE SEISMICITY (COMPLETE THE FOLLOWING ITEMS IN ADDITION TO THE ITEMS FOR LOW SEISMICITY)

GEOLOGIC SITE HAZARD

Description

C NC N/A U

LIQUEFACTION: Liquefaction-susceptible, saturated, loose granular soils that could jeopardize the building’s seismic

performance do not exist in the foundation soils at depths within 50 ft (15.2m) under the building. (Commentary: Sec. A.6.1.1.

Tier 2: 5.4.3.1)

Comments: Per CGS website http://maps.conservation.ca.gov/cgs/informationwarehouse/, the building is

not located in a liquefaction zone.

C NC N/A U

SLOPE FAILURE: The building site is located away from potential earthquake-induced slope failures or rockfalls so that it is unaffected by such failures or is capable of accommodating any predicted movements without failure. (Commentary: Sec. A.6.1.2. Tier 2: 5.4.3.1)

Comments: Per CGS website http://maps.conservation.ca.gov/cgs/informationwarehouse/, the building is

not located in a slope failure zone.

C NC N/A U

SURFACE FAULT RUPTURE: Surface fault rupture and surface displacement at the building site are not anticipated.

(Commentary: Sec. A.6.1.3. Tier 2: 5.4.3.1)

Comments: Per CGS website http://maps.conservation.ca.gov/cgs/informationwarehouse/, the building is

not located in a surface fault rupture zone.

HIGH SEISMICITY (COMPLETE THE FOLLOWING ITEMS IN ADDITION TO THE ITEMS FOR MODERATE SEISMICITY)

FOUNDATION CONFIGURATION

Description

C NC N/A U

OVERTURNING: The ratio of the least horizontal dimension of the seismic-force-resisting system at the foundation level to the building height (base/height) is greater than 0.6Sa. (Commentary: Sec. A.6.2.1. Tier 2: Sec. 5.4.3.3)

Comments: On Grid 14, B=92 ft, H=73.75ft (high roof), B/H = 1.25

Sa = 2.09 for UCB at BSE-2E 0.6x Sa = 1.25

B/H = 0.6 Sa

UC Campus: Berkeley Date: 6/17/2019

Building CAAN: 1802.1 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Playhouse Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley, 94720 Page: 4 of 4

ASCE 41-17

Collapse Prevention Basic Configuration Checklist

Note: C = Compliant NC = Noncompliant N/A = Not Applicable U = Unknown

C NC N/A U

TIES BETWEEN FOUNDATION ELEMENTS: The foundation has ties adequate to resist seismic forces where footings, piles, and piers are not restrained by beams, slabs, or soils classified as Site Class A, B, or C. (Commentary: Sec. A.6.2.2. Tier 2: Sec. 5.4.3.4)

Comments: Per “Geologic Hazards and Site Classification Central Campus, University of California,

Berkeley, California” prepared by Geomatrix, the site is located in Site Class C.

UC Campus: Berkeley Date: 6/17/2019

Building CAAN: 1802.1 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Playhouse Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley, 94720 Page: 1 of 4

ASCE 41-17

Collapse Prevention Structural Checklist For Building Type C2-C2A

Note: C = Compliant NC = Noncompliant N/A = Not Applicable U = Unknown

Low And Moderate Seismicity

Seismic-Force-Resisting System

Description

C NC N/A U

COMPLETE FRAMES: Steel or concrete frames classified as secondary components form a complete vertical-load-carrying system. (Commentary: Sec. A.3.1.6.1. Tier 2: Sec. 5.5.2.5.1) Comments: Reinforced concrete girders are directly supported by shear walls, which are designed for lateral loads. There are no columns to form an independent vertical-load-carrying system.

C NC N/A U

REDUNDANCY: The number of lines of shear walls in each principal direction is greater than or equal to 2. (Commentary: Sec. A.3.2.1.1. Tier 2: Sec. 5.5.1.1)

Comments: There are 2 lines of walls in the longitudinal direction and 6 lines of wall in the transverse direction.

C NC N/A U

SHEAR STRESS CHECK: The shear stress in the concrete shear walls, calculated using the Quick Check procedure of Section 4.4.3.3, is less than the greater of 100 lb/in.2 (0.69 MPa) or 2√f’c. (Commentary: Sec. A.3.2.2.1. Tier 2: Sec. 5.5.3.1.1)

Comments: Calculated wall stresses do not exceed the ASCE 41 limit of 126 psi for f’c = 4000 psi. The maximum stress is 106 psi.

C NC N/A U

REINFORCING STEEL: The ratio of reinforcing steel area to gross concrete area is not less than 0.0012 in the vertical direction and 0.0020 in the horizontal direction. (Commentary: Sec. A.3.2.2.2. Tier 2: Sec. 5.5.3.1.3)

Comments: Based on typical wall reinforcing schedule per S.1:

Thickness (in)

Curtains Typ. Hor. and Vert. Reinf.

As (in2) ρ

6 1 #4 @ 12 " 0.2 0.0028 8 1 #4 @ 10 " 0.2 0.0025

10 1 #5 @ 12 " 0.31 0.0026 12 2 #4 @ 12 " 0.2 0.0028 14 2 #5 @ 18 " 0.31 0.0025 16 2 #5 @ 16 " 0.31 0.0024 18 2 #5 @ 14 " 0.31 0.0025 20 2 #5 @ 12 " 0.31 0.0026 24 2 #6 @ 18 " 0.44 0.0020

UC Campus: Berkeley Date: 6/17/2019

Building CAAN: 1802.1 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Playhouse Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley, 94720 Page: 2 of 4

ASCE 41-17

Collapse Prevention Structural Checklist For Building Type C2-C2A

Note: C = Compliant NC = Noncompliant N/A = Not Applicable U = Unknown

Connections

Description

C NC N/A U

WALL ANCHORAGE AT FLEXIBLE DIAPHRAGMS: Exterior concrete or masonry walls that are dependent on flexible diaphragms for lateral support are anchored for out-of-plane forces at each diaphragm level with steel anchors, reinforcing dowels, or straps that are developed into the diaphragm. Connections have strength to resist the connection force calculated in the Quick Check procedure of Section 4.4.3.7. (Commentary: Sec. A.5.1.1. Tier 2: Sec. 5.7.1.1)

Comments: The building has rigid diaphragms.

C NC N/A U

TRANSFER TO SHEAR WALLS: Diaphragms are connected for transfer of seismic forces to the shear walls. (Commentary: Sec. A.5.2.1. Tier 2: Sec. 5.7.2)

Comments: Per the details on S4.4, the top and bottom slab bars are doweled into the concrete walls.

C NC N/A U

FOUNDATION DOWELS: Wall reinforcement is doweled into the foundation with vertical bars equal in size and spacing to the vertical wall reinforcing directly above the foundation. (Commentary: Sec. A.5.3.5. Tier 2: Sec. 5.7.3.4)

Comments: Per Det F/S3.1, wall dowels match vertical wall reinforcement.

High Seismicity (Complete The Following Items In Addition To The Items For Low And Moderate Seismicity)

Seismic-Force-Resisting System

Description

C NC N/A U

DEFLECTION COMPATIBILITY: Secondary components have the shear capacity to develop the flexural strength of the components. (Commentary: Sec. A.3.1.6.2. Tier 2: Sec. 5.5.2.5.2)

Comments: The interior and exterior shear walls are gravity load bearing. There is a few number of gravity columns in Zellerbach playhouse, mainly between the Level 2 (substage area) and Level 3 (stage level). The development of flexural strength in typical gravity columns requires a demand similar to the shear capacity. However, shear-controlled columns have sufficient shear capacity to resist the shear forces induced at a conservative estimate for interstory drift of ½”.

C NC N/A U

FLAT SLABS: Flat slabs or plates not part of the seismic-force-resisting system have continuous bottom steel through the column joints. (Commentary: Sec. A.3.1.6.3. Tier 2: Sec. 5.5.2.5.3)

Comments: No flat slabs are located within the building.

C NC N/A U

COUPLING BEAMS: The ends of both walls to which the coupling beam is attached are supported at each end to resist vertical loads caused by overturning. (Commentary: Sec. A.3.2.2.3. Tier 2: Sec. 5.5.3.2.1)

Comments: No coupling beams are located within the building.

UC Campus: Berkeley Date: 6/17/2019

Building CAAN: 1802.1 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Playhouse Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley, 94720 Page: 3 of 4

ASCE 41-17

Collapse Prevention Structural Checklist For Building Type C2-C2A

Note: C = Compliant NC = Noncompliant N/A = Not Applicable U = Unknown

Diaphragms (Stiff Or Flexible)

Description

C NC N/A U

DIAPHRAGM CONTINUITY: The diaphragms are not composed of split-level floors and do not have expansion joints. (Commentary: Sec. A.4.1.1. Tier 2: Sec. 5.6.1.1)

Comments: Tiered seating, mezzanine floors, and mezzanine balconies are comprised of stepped floor diaphragms.

C NC N/A U

OPENINGS AT SHEAR WALLS: Diaphragm openings immediately adjacent to the shear walls are less than 25% of the wall length. (Commentary: Sec. A.4.1.4. Tier 2: Sec. 5.6.1.3)

Comments: Walls are located adjacent to stair and shaft openings. At these locations, the wall length matches the opening length. In addition, long walls occur on the south side of the stage and the south exterior wall. which support the high roof. These walls span 43 ft from Level 2 to the low roof with no diaphragms located on either side of the walls.

Flexible Diaphragms

Description

C NC N/A U

CROSS TIES: There are continuous cross ties between diaphragm chords. (Commentary: Sec. A.4.1.2. Tier 2: Sec. 5.6.1.2)

Comments: The building has rigid diaphragms.

C NC N/A U

STRAIGHT SHEATHING: All straight-sheathed diaphragms have aspect ratios less than 2-to-1 in the direction being considered. (Commentary: Sec. A.4.2.1. Tier 2: Sec. 5.6.2)

Comments: The building has rigid diaphragms.

C NC N/A U

SPANS: All wood diaphragms with spans greater than 24 ft (7.3 m) consist of wood structural panels or diagonal sheathing. (Commentary: Sec. A.4.2.2. Tier 2: Sec. 5.6.2)

Comments: The building has rigid diaphragms.

C NC N/A U

DIAGONALLY SHEATHED AND UNBLOCKED DIAPHRAGMS: All diagonally sheathed or unblocked wood structural panel diaphragms have horizontal spans less than 40 ft (12.2 m) and aspect ratios less than or equal to 4-to-1. (Commentary: Sec. A.4.2.3. Tier 2: Sec. 5.6.2)

Comments: The building has rigid diaphragms.

C NC N/A U

OTHER DIAPHRAGMS: Diaphragms do not consist of a system other than wood, metal deck, concrete, or horizontal bracing. (Commentary: Sec. A.4.7.1. Tier 2: Sec. 5.6.5)

Comments: The building has rigid diaphragms.

UC Campus: Berkeley Date: 6/17/2019

Building CAAN: 1802.1 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Playhouse Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley, 94720 Page: 4 of 4

ASCE 41-17

Collapse Prevention Structural Checklist For Building Type C2-C2A

Note: C = Compliant NC = Noncompliant N/A = Not Applicable U = Unknown

Connections

Description

C NC N/A U

UPLIFT AT PILE CAPS: Pile caps have top reinforcement, and piles are anchored to the pile caps. (Commentary: Sec. A.5.3.8. Tier 2: Sec. 5.7.3.5)

Comments: The foundation consists of spread footings at columns and continuous footings at walls.

APPENDIX C

UCOP Seismic Safety Policy Falling Hazards Assessment

Summary

UC Campus: Berkeley Date: 06/17/2019

Building CAAN: 1802.1 Auxiliary CAAN:

By Firm: Rutherford+Chekene

Building Name: Zellerbach playhouse Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley 94720 Page: 1 of 1

UCOP SEISMIC SAFETY POLICY

Falling Hazard Assessment Summary

Note: P= Present, N/A = Not Applicable

Description

P N/A

Heavy ceilings, features or ornamentation above large lecture halls, auditoriums, lobbies, or other areas where large numbers of people congregate (50 ppl or more)

Comments: Ceiling, catwalk, and lighting grid occur over the stage and auditorium seating. The bracing of

these items is not shown in the available documentation.

P N/A

Heavy masonry or stone veneer above exit ways or public access areas

Comments:

P N/A

Unbraced masonry parapets, cornices, or other ornamentation above exit ways or public access areas

Comments:

P N/A

Unrestrained hazardous material storage

Comments: It is unknown if hazardous materials are stored in this building.

P N/A

Masonry chimneys

Comments:

P N/A

Unrestrained natural gas-fueled equipment such as water heaters, boilers, emergency generators, etc.

Comments: The on-site building contact (electrician) indicated that gas is unlikely; however, this is unconfirmed.

P N/A

Other:

Comments:

P N/A

Other:

Comments:

P N/A

Other:

Comments:

Falling Hazards Risk: High, if the catwalks over auditorium seating or the gridiron over the stage are unbraced.

APPENDIX D

Quick Check Calculations

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Flat Load Tables

Seismic Weight Dead Load

High Roof psf psf Remarks

Roofing, Waterproofing, and Insulation 10 10

Slab 100 100 8" NWC slab.

Beams/girders 37 37 RC girders below 8" slab

MEP 5 5 MEP hung from underside of floor slab

Ceiling, lighting and misc. 2 2 No ceiling is located under the roof

Columns 0 0 The girders are supported by the exterior walls

Partitions 0 0

Total 154 154

Seismic Weight Dead Load

Gridiron psf psf Remarks

Grating 5 5

Steel framing 15 15 Steel subframe

Rigging and Lighting 15 15

MEP 0 0 No additional MEP is supported by the gridiron

Ceiling 0 0 No ceiling is supported by the gridiron

Columns 0 0 The gridiron is hung from the roof framing

Partitions 0 0

Total 35 35

Seismic Weight Dead Load

Low Roof psf psf Remarks

Roofing, Waterproofing, and Insulation 10 10

Slab 100 100 8" NWC slab.

Beams/girders 10 10 Steel girders and steel truss below 8" slab

MEP 5 5 MEP hung from underside of floor slab

Ceiling, lighting and misc. 2 2 No ceiling is located under the roof

Columns 0 0 The girders are supported by the exterior walls

Partitions 0 0

Total 127 127

Seismic Weight Dead Load

LEVEL 5

Typical Floor psf psf Remarks

Flooring 5 5 Floor tiles

Slab 75 75 6" NWC slab.

Beams/girders 17 17 RC girders below 6" slab

MEP 5 5 MEP hung from underside of floor slab

Ceiling, lighting and misc. 4 4 hung from underside of floor slab

Columns 5 0 RC columns

Partitions 5 5

Total 116 111

Seismic Weight Dead Load

LEVEL 5

Metal Deck Floor psf psf Remarks

Metal deck 1 1 18 ga sheet metal deck

Beams/girders 10 10 Steel subframing and hangers

MEP 5 5 MEP hung from underside of floor slab

Ceiling, lighting and misc. 4 4 hung from underside of floor slab

Columns 0 0 No columns occur

Partitions 0 0

Total 20 20

1 - High roof is lcoated above the theater stage at elevation 96'-11". The high roof is located between Gridlines 13.5-16.5/U-Q.

1 - Gridiron grating is located 9 ft below the high roof (Elevation 87'-11"). This area lies above the stage between Gridlines 13.5-16.5/U-Q.

1 - Low roof occurs above workshop, seating area, and lobby area and is at elevation 66'-2" between Gridlines 10-13.5/U-Q and 16.5-23/U-Q.

1 - This load table is applied to the upper part of projection, light, & sound control room and narrow walkway at elevation 57'-2" between Gridlines 16.5-17/U-Q, 21.5-22/U-Q, 16.5-22/U-U.5

and 23.5-24/R.5-Q.

1 - This load table is applied to the catwalk space at elevation 56'-11" between Gridlines 18.5-21/Q.5-T.5.

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Seismic Weight Dead Load

LEVEL 4

North Low Roof psf psf Remarks

Roofing 2 2 Batten seam metal roof

Waterproofing / Insulation 5 5

Slab 75 75 NWC slab, variable thickness -- 6" considered

Beams/girders 38 38 Inclined RC girders below slab

MEP 5 5 MEP hung from underside of floor slab

Ceiling, lighting and misc. 4 4 hung from underside of floor slab

Columns 0 0 No columns occur, girders supported by walls

Partitions 0 0

Total 129 129

Seismic Weight Dead Load

LEVEL 4

North Balcony Floor psf psf Remarks

Waterproofing / Insulation and flooring 5 5

Slab 75 75 6" NWC slab

Beams/girders 29 29 RC girders below 6" slab

MEP 5 5 MEP hung from underside of floor slab

Ceiling, lighting and misc. 4 4 hung from underside of floor slab

Columns 0 0 No columns occur, girders supported by walls

Partitions 0 0

Total 118 118

Seismic Weight Dead Load

LEVEL 4

Tiered Seating psf psf Remarks

Flooring 5 5 Floor tiles

Slab 75 75 6" NWC slab

Walls at slab step 38 38 8" walls typ. at slab steps

Beams/girders 21 21 RC girders below 6" slab

MEP 5 5 MEP hung from underside of floor slab

Ceiling, lighting and misc. 4 4 hung from underside of floor slab

Columns 0 0 No columns occur, girders supported by walls

Partitions 0 0

Total 149 149

Seismic Weight Dead Load

LEVEL 4

Walkways psf psf Remarks

Flooring 5 5 Floor tiles

Slab 145 145 NWC slab, variable thickness -- 6" min and 13" max

Beams/girders 21 21 Inclined RC girders below RC slab

MEP 5 5 MEP hung from underside of floor slab

Ceiling, lighting and misc. 4 4 hung from underside of floor slab

Columns 4 0 RC columns

Partitions 0 0

Total 184 180

Seismic Weight Dead Load

LEVEL 3 TO 5

Corridor Floor psf psf Remarks

Flooring 5 5 Floor tiles

Slab 75 75 6" NWC slab.

Beams/girders 0 0 No girders occur

MEP 5 5 MEP hung from underside of floor slab

Ceiling, lighting and misc. 4 4 hung from underside of floor slab

Columns 0 0 No columns occur

Partitions 5 5

Total 94 94

1 - This load table is applied to the balcony and mezzanine lobby at elevation 44'-2" and 44'-8", respectively between Gridlines 22-26/U-Q.

1 - This load table is applied to the main seating area sloping from elevation 46'-3.5" down to 38'-0.5" between Gridlines 19-21/U-Q.

1 - This load table is applied to the projection, light, & sound control room and narrow walkway at elevations 47'-1" up to 50'-0" between Gridlines 21.5-22/U-Q, 17-22/T.5-U, and 17-22/Q-Q.5.

1 - This load table is applied at levels 3 through 5 for the corridor areas between Gridlines 10.25-21.75/P-Q, and at level 5 for the upper part of the assembly area (elevation 55'-6") and fly

galleries (elevation 57'-2") between Gridlines 13.5-16.5/U-U.5, 13.5-16.5/R.5-Q, 13-13.5/T.5-Q, and 10-13.5/Q-Q.75.

1 - This load table is applied to the metal roof above lobby sloping down to elevation 44'-2" between Gridlines 22-26/U-Q.

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Seismic Weight Dead Load

LEVEL 3 & 4

Typical Floor psf psf Remarks

Flooring 5 5 Floor tiles

Slab 75 75 6" NWC slab.

Beams/girders 59 59 RC girders below 6" slab

MEP 5 5 MEP hung from underside of floor slab

Ceiling, lighting and misc. 4 4 hung from underside of floor slab

Columns 1 0 RC columns

Partitions 0 0

Total 149 148

Seismic Weight Dead Load

LEVEL 3

Workshop Floor psf psf Remarks

Flooring 5 5 Floor tiles

Slab 75 75 6" NWC slab.

Beams/girders 100 100 RC girders below 6" slab

MEP 5 5 MEP hung from underside of floor slab

Ceiling, lighting and misc. 4 4 hung from underside of floor slab

Columns 0 0 No columns, RC girders supported by walls

Partitions 0 0

Equipment 15 15

Total 204 204

Seismic Weight Dead Load

LEVEL 3

Wood Stage Floor psf psf Remarks

Flooring 0.5 0.5 Carpet

Wood slab 1 1 Plywood sheathing (assumed)

Beams/girders 10 10 Steel beams and plates below wood diaphragm

MEP 5 5 MEP hung from underside of floor slab

Ceiling, lighting and misc. 4 4 hung from underside of floor slab

Columns 0.0 0 No columns

Partitions 0 0

Total 21 21

1 - This load table is applied to theater stage traps and theater elevator at elevations 36'-8" and 33'-8" between Gridlines 14-16/R.25-S.75 and 17-18/R.5-S.5.

1 - This load table is applied at level 3 where the main seating area and stage are located at elevations 33'-8" up to 34'-8" between Gridlines 13.5-22/U-Q excluding the theater stage traps and

the stage elevator. This load is also considered at level 4 between Gridlines 9-10/R-Q.

1 - This load table is applied to workshop, corridor, assembly area and workshop vestibule at elevation 36'-4.25" up to 36'-8" between Gridlines 10-13.5/U-Q.

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Story Weight

Floor Levels High Roof Gridiron Low RoofLEVEL 5

Typical Floor

LEVEL 5

Metal Deck

Floor

LEVEL 4

North Low

Roof

LEVEL 4

North

Balcony

Floor

LEVEL 4

Tiered

Seating

LEVEL 4

Walkways

LEVEL 3 TO 5

Corridor

Floor

LEVEL 3 & 4

Typical Floor

LEVEL 3

Workshop

Floor

LEVEL 3

Wood Stage Floor

High Roof 3,186 2,910 0 0 0 0 0 0 0 0 0 0 0

Low Roof 0 0 9,711 0 0 0 0 0 0 0 0 0 0

Level 5 0 0 0 1,703 2,038 0 0 0 0 2,662 0 0 0

Level 4 0 0 0 0 0 3,073 3,170 1,520 1,852 1,269 352 0 0

Level 3 0 0 0 0 0 0 0 0 0 1,233 7,179 2,463 1,274

Level 2

Floor Levels High Roof Gridiron Low RoofLEVEL 5

Typical Floor

LEVEL 5

Metal Deck

Floor

LEVEL 4

North Low

Roof

LEVEL 4

North

Balcony

Floor

LEVEL 4

Tiered

Seating

LEVEL 4

Walkways

LEVEL 3 TO 5

Corridor

Floor

LEVEL 3 & 4

Typical Floor

LEVEL 3

Workshop

Floor

LEVEL 3

Wood Stage Floor

Floor

Elevation

(ft)

Wall height

below floor

level (ft)

Wall height

tributary to

each floor

level

(ft)

Wall Area

below (ft2)

Wall Weight

below (kips)

Wall Seismic

Weight

(kips)

Length (ft)

Trib. Wall

Height

[above &

below]

(ft)

Glass Seismic

Weight (kips)

Additional

Weight

(kips)5

Total Seismic

Weight (kips)

High Roof 154 35 127 116 20 129 118 149 184 94 149 204 21 96.92 30.75 15.37 298 1,375 687 0 15.37 0 48 1,327

Low Roof 154 35 127 116 20 129 118 149 184 94 149 204 21 66.17 9.00 19.87 755 1,020 1,197 5 19.87 1 2,428

Level 5 154 35 127 116 20 129 118 149 184 94 149 204 21 57.17 12.67 10.83 943 1,792 1,406 0 10.83 0 1,894

Level 4 154 35 127 116 20 129 118 149 184 94 149 204 21 44.50 7.83 10.25 906 1,065 1,428 25 10.25 4 2,940

Level 3 154 35 127 116 20 129 118 149 184 94 149 204 21 36.67 13.50 10.67 937 1,898 1,481 0 10.67 0 11 3,204

Level 2 23.2

Total Weight = 11,793

Notes:

1 - The gridiron floor is hung from the roof and its mass is lumped at the roof.

2 - The metal roof on the north side slopes down from Level 5 to Level 4. This seismic weight is lumped at Level 4.

3 - The seismic base is set at Level 2.

4 - Glass weight includes area of exterior windows with an assumed weight of 15 psf.

5 - Additional weight includes cantilever walls on roofs, and elevated wood office in Level 3. The office was assumed to be 35 psf in a 18ft x 18ft area.

6 - The floors have been renamed since the construction drawing as follows:

Floor Elevation Current Name 1965 Drawings

96'-11" High roof Roof

87'-11" Gridiron

Stage House

Gridiron

66'-2" Low roof Roof

57'-2" Level 5 Level 5

44'-6" Level 4 Level 4

36'-8" Level 3 Level 3

23'-2" Level 2 Level 2

Stage Level (36'-8"), Lobby (34'-8")

Sub-stage Area (23'-3"), Paint Shop (22'-6)

Concrete Wall Weight3

Exterior Glass Weight4

Floor Area (ft2)

1

Floor Weight (psf)

Lobby Mezzanine (44'-8'), Top of Tiered Seating (47'-8")

1965 Drawing Section Names

Stage House Roof (96'-11")

Gridiron (87'-11")

Shop Roof and Theater Roof (66'-2"),

Light Gallery (57'-2"), Lower chord of Gridiron (56'-11")

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Period

Ct= 0.02

hn (ft)= 73.75

B= 0.75

T= 0.50 sec

Notes:

1- The period calculated per ASCE 41-17 Equation 4-4.

2- Ct and B are for "all other framing system" per ASCE 41-17 Section 4.4.2.4

3- The building height is taken from Level 2 to the High Roof.

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Site Parameters

Period Sa

0 1.26

0.07 3.15

0.33 3.15

0.58 1.800

0.83 1.260

1.00 1.050

1.25 0.840

1.50 0.700

1.75 0.600

2.00 0.525

2.25 0.467

2.50 0.420

2.75 0.382

3.00 0.350

3.25 0.323

SXS = 3.15 g

SX1 = 1.050 g

To = 0.07 s

Ts = 0.33 s

Sa = 2.086 g

T = 0.50 s

Notes:

1- Site Specific spectral accelerations based upon soil type and rock profile are provided in report "2015 Update to the Site-Specific Seismic Hazard

Analyses and Development of Seismic Design Ground Motions, UC Berkeley, 15 July 2015 by URS Corporation. Procedure as specified in ASCE 7-16,

Section 21.4 is used to develop Design Response Spectrum shown above.

2- At this site, rock is located between 36 - 75 feet below grade based upon the borings from Zellerbach and the adjacent RSF complex.

0

0.5

1

1.5

2

2.5

3

3.5

0 0.5 1 1.5 2 2.5 3 3.5

Sp

ect

ral A

cce

lera

tio

n (

g)

Period (sec)

BSE-2E Response Spectrum

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Seismic Force Distribution

Sa= 2.09

W= 11,793 kips

C= 1.0

Per ASCE 41-17

Table 4-7

V= 24,603 kips

k= 1.00

Floor Levels Story Height Total Height, H Weight, W W x Hk

coeff Fx Story Shear, V

(ft) (ft) (kips) (kips) (kips)

High Roof 30.75 73.75 1,327 98,596 0.26 6,470 6,470

Low Roof 9.00 43.00 2,428 105,081 0.28 6,895 13,365

Level 5 12.67 34.00 1,894 64,775 0.17 4,251 17,616

Level 4 7.83 21.33 2,940 63,031 0.17 4,136 21,752

Level 3 13.50 13.50 3,204 43,442 0.12 2,851 24,603

Level 2

74 11,793 374,925 1 24,603

Notes:

1- Base of building is assumed to be at Level 2 which is at grade.

2- Modification Factor, C, per ASCE 41-17, Table 4-7

Per ASCE 41-17 Section 4.4.2.2, K = 1.0 for periods less than

0.5 sec and K = 2.0 for T >2.5 sec. It varies linearly

inbetween 0.5 sec and 2.5 sec period.

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Average Wall Stress Check Under ASCE 41-13 BSE-2E Site Specific Spectra

Average Stresses

Ms = 4.5

f'c = 4000 psi Based upon the 1965 drawings on Sheet S.1

Story Story Shear Wall Area

Average Shear

Stress

Tier 1 Shear

Stress Limit Wall OK?

(kips) (in2) (psi) (psi)

High Roof - Low Roof 6,470 28,335 51 126 OK

Low Roof - Level 5 13,365 64,236 46 126 OK

Level 5 - Level 4 17,616 70,098 56 126 OK

Level 4 - Level 3 21,752 71,088 68 126 OK

Level 3 - Level 2 24,603 71,118 77 126 OK

Story Story Shear Wall Area

Average Shear

Stress

Tier 1 Shear

Stress Limit Wall OK?

(kips) (in2) (psi) (psi)

High Roof - Low Roof 6,470 14,592 99 126 OK

Low Roof - Level 5 13,365 43,330 69 126 OK

Level 5 - Level 4 17,616 65,725 60 126 OK

Level 4 - Level 3 21,752 58,481 83 126 OK

Level 3 - Level 2 24,603 52,632 104 126 OK

Notes:

1 - Ms factor per ASCE 41-17 Table 4-8

Transverse (E-W direction)

Longitudinal (N-S direction)

RUTHERFORD + CHEKENE TIER 1 EVALUATION

COLUMN DEFORMATION COMPATIBILTY (0.9DL)

Material properties

- Concrete f'c 4 ksi (See Note 1).

- Spiral reinforcement fy 70 ksi (See Note 1).

- Tie reinforcement fy 40 ksi (See Note 1).

Other parameters

- Flexural ductility knl 0.7

- Normal weight concrete λ 1.0

b (in) h (in) AG (in2) D or L (in) AS (in

2) D (in) AV (in

2) fy,t (ksi) d' (in) dc (in)

4 hb (in) L (ft) Ln (in) s/d acol Ln/2dc MU/VUd 6f0.5

/(M/Vd) NUG (k) 5

x (ft) y (ft) Atrib (ft2) (1+N/6Af

0.5)

0.5VS (k) VC (k) Vcol (k)

6MP=0 (k-ft)

7M (k-ft)

7 2M/L (k) Vp/Vcol E (ksi) I g(in4) Δ (in) L (in) Vprob (k)

8Acceptance criteria

9

#Ss-20 (Circ)-2F-8#8 Ss-20 (Circ) 2 20 20 314.2 8 #8 1 8.0 2.0 #3 2.5 0.375 0.22 70 2.38 17.13 118.0 13.5 44.0 0.15 1.0 1.3 2.0 0.19 55 21.1 12.0 253.0 1.2 105.9 57.7 114.5 191.8 219.5 119.7 Shear 1.05 3605.0 7,854.0 0.5 162.0 20.0 OK

#Tt.1-14 (X-Dir)-2F-4#7 Tt.1-14 (X-Dir) 2 12 16 192.0 4 #7 0.875 3.1 2.0 #3 12 0.375 0.22 40 2.38 13.19 20.0 13.5 142.0 0.91 0.4 5.4 4.0 0.09 33 18.0 28.6 515.3 1.2 3.5 17.6 14.7 68.7 84.6 14.3 Flexure 0.97 3605.0 4,096.0 0.5 162.0 10.4 -

#Tt.1-14 (X-Dir)-2F-4#7 Tt.1-14 (X-Dir) 2 16 12 192.0 4 #7 0.875 3.1 2.0 #3 12 0.375 0.22 40 2.38 9.19 20.0 13.5 142.0 1.31 0.0 7.7 4.0 0.09 33 18.0 28.6 515.3 1.2 0.0 17.6 12.3 51.6 62.4 10.5 Flexure 0.86 3605.0 2,304.0 0.5 162.0 5.9 -

Notes:

1 - Per general notes on sheet S1 in 1965 drawings, concrete compressive strength of 4,000 psi is defined for concrete Class V; steel yielding strength is 70 ksi for spiral reinforcing (ASTM A82), and 40 ksi for tie reinforcing (intermediate grade).

2 - Column dimensions are based on column schedule on Sheet S5.15 in 1965 Structural Drawings. For analysis, all the columns extend from Level 2 (substage area, EL. 23'-2") to the Level 3 (stage level, EL. 36'-8")

3 - For the rectangular column:

X-Dir of analysis represents the shear force acting in the longitudinal direction; the bending moment capacity is calculated about the weak axis.

Y-Dir of analysis represents the shear force acting in the transverse direction; the bending moment capacity is calculated about the strong axis.

4 - Effective depth, d, is computed as the distance from extreme compression fiber to centroid of tension reinforcement.

5 - Based on 0.9DL. Circular Ss-20 column is carrying self-weight of the 9-10" deep T-3.12 concrete beam.

6 - Shear capacity of column is based on ASCE 41-17 Eq 10-3 using nominal material strengths with φ =1.0.

acol = 1.0 for s/d <= 0.75, 0.0 for s/d >=1.0

7 - Plastic moment capacity of the column is based upon expected flexural strength using 1.5 f'c and 1.25 fy.

8 - Shear induced due to drift of a fixed-fixed column.

9- Vprob is compared to Vcol. If Vprob <Vcol, Shear failure is not likely to occur.

spColumn

Model

Col Location

(Column Type)Level

SIZE2,3 LONGITUDINAL ADDITIONAL CHECK (LIMITED BY DRIFT)SHEAR/FLEX.

CONTROLn-# n - # - s (in)

DIMENSION CONFINEMENT FLEX. YIELD AXIAL SHEAR FLEXURETRANVERSE

RUTHERFORD + CHEKENE TIER 1 EVALUATION

COLUMN DEFORMATION COMPATIBILTY (1.1DL+0.275LL)

Material properties

- Concrete f'c 4 ksi (See Note 1).

- Spiral reinforcement fy 70 ksi (See Note 1).

- Tie reinforcement fy 40 ksi (See Note 1).

Other parameters

- Flexural ductility knl 0.7

- Normal weight concrete λ 1.0

b (in) h (in) AG (in2) D or L (in) AS (in

2) D (in) AV (in

2) fy,t (ksi) d' (in) dc (in)

4 hb (in) L (ft) Ln (in) s/d acol Ln/2dc MU/VUd 6f0.5

/(M/Vd) NUG (k) 5

x (ft) y (ft) Atrib (ft2) (1+N/6Af

0.5)

0.5VS (k) VC (k) Vcol (k)

6MP=0 (k-ft)

7M (k-ft)

7 2M/L (k) Vp/Vcol E (ksi) I g(in4) Δ (in) L (in) Vprob (k)

8Acceptance criteria

9

#Ss-20 (Circ)-2F-8#8 Ss-20 (Circ) 2 20 20 314.2 8 #8 1 8.0 2.0 #3 2.5 0.375 0.22 70 2.38 17.13 118.0 13.5 44.0 0.15 1.0 1.3 2.0 0.19 69 21.1 12.0 253.0 1.3 105.9 59.9 116.0 191.8 226.5 123.5 Shear 1.06 3605.0 7,854.0 0.5 162.0 20.0 OK

#Tt.1-14 (X-Dir)-2F-4#7 Tt.1-14 (X-Dir) 2 12 16 192.0 4 #7 0.875 3.1 2.0 #3 12 0.375 0.22 40 2.38 13.19 20.0 13.5 142.0 0.91 0.4 5.4 4.0 0.09 54 18.0 28.6 515.3 1.3 3.5 19.3 15.9 68.7 94.9 16.0 Shear 1.01 3605.0 4,096.0 0.5 162.0 10.4 OK

#Tt.1-14 (X-Dir)-2F-4#7 Tt.1-14 (X-Dir) 2 16 12 192.0 4 #7 0.875 3.1 2.0 #3 12 0.375 0.22 40 2.38 9.19 20.0 13.5 142.0 1.31 0.0 7.7 4.0 0.09 54 18.0 28.6 515.3 1.3 0.0 19.3 13.5 51.6 69.4 11.7 Flexure 0.87 3605.0 2,304.0 0.5 162.0 5.9 -

Notes:

1 - Per general notes on sheet S1 in 1965 drawings, concrete compressive strength of 4,000 psi is defined for concrete Class V; steel yielding strength is 70 ksi for spiral reinforcing (ASTM A82), and 40 ksi for tie reinforcing (intermediate grade).

2 - Column dimensions are based on column schedule on Sheet S5.15 in 1965 Structural Drawings. For analysis, all the columns extend from Level 2 (substage area, EL. 23'-2") to the Level 3 (stage level, EL. 36'-8")

3 - For the rectangular column:

X-Dir of analysis represents the shear force acting in the longitudinal direction; the bending moment capacity is calculated about the strong axis.

Y-Dir of analysis represents the shear force acting in the transverse direction; the bending moment capacity is calculated about the weak axis.

4 - Effective depth, d, is computed as the distance from extreme compression fiber to centroid of tension reinforcement.

5 - Based on 1.1DL+0.275LL. Circular Ss-20 column is carrying self-weight of the 9-10" deep T-3.12 concrete beam.

6 - Shear capacity of column is based on ASCE 41-17 Eq 10-3 using nominal material strengths with φ =1.0.

acol = 1.0 for s/d <= 0.75, 0.0 for s/d >=1.0

7 - Plastic moment capacity of the column is based upon expected flexural strength using 1.5 f'c and 1.25 fy.

8 - Shear induced due to drift of a fixed-fixed column.

9- Vprob is compared to Vcol. If Vprob <Vcol, Shear failure is not likely to occur.

SHEAR/FLEX.

CONTROLn-# n - # - s (in)

ADDITIONAL CHECK (LIMITED BY DRIFT)DIMENSION CONFINEMENT FLEX. YIELD AXIAL SHEAR FLEXURETRANVERSE spColumn

Model

Col Location

(Column Type)Level

SIZE2,3 LONGITUDINAL