Evaluator: XXX Evaluator: EGM/BL

Date: 07/15/2019

Page 1

07-15-19

ASCE 41-17 Tier 1 Seismic Evaluation

Building Name: Zellerbach Auditorium

CAAN ID: 1802

Auxiliary Building ID: Not applicable

Address: 2425 Bancroft Way, Berkeley, 94720 Site location coordinates: Latitude 37.868889o Longitudinal -122.260056 o

Plan East 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: 107,025 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: 192’-0” in E-W direction

Building Width: 146’-0” in N-S direction

Building Height: 69’-0” (Level 1 - roof), 95’-9” (Level 1 - Auditorium roof), and 119’-4” (Level 1 - Stage

House roof)

Story Height: 17’-6” (Level 1 – Level 2), 17’-0” (Level 2 – Level 3), 11’-0” (Level 3 – Level 4), 10’-3” (Level 4

– Level 5), 13’-3” (Level 5 – roof), 26’-9” (roof – Auditorium roof), 50’-4” (roof – Stage House roof). Exterior

grade at the west end of the north elevation is just below Level 3, and exterior grade is at Level 2 on the

east elevation.

Number of stories above grade: 4 (excluding the Auditorium roof and Stage House roof which pop up

above the main building roof)

Number of basement stories below grade: 1 (excluding the partial mechanical sub-basement)

Year of Original Construction and Code Year: The building was constructed in 1986, and the drawings are

dated 1965 (1964 UBC assumed).

Year of Later Constuction and Code Year: Unknown

COST RANGE TO RETROFIT (if applicable): High: $200-$400 per square foot

cmtsangCallout116,620 sq. ft.

Building Name: Zellerbach Auditorium Evaluator: EGM/BL

CAAN ID: 1802 Date: 07/15/2019

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BUILDING DESCRIPTION

General

The Zellerbach Auditorium is a world class performance facility located on the core UC Berkeley campus

to the north of Eshleman Hall. It is situated between the Zellerbach Playhouse to its west and Lower

Sproul Plaza to its east. The Zellerbach Auditorium is programmatically connected to the Zellerbach

Playhouse; however, the two buildings are structurally separated by a 1” wide expansion joint located on

the west elevation of the Auditorium. The Auditorium is assigned CAAN #1802 and the Playhouse is

assigned CAAN #1802.1. A 2” wide separation joint is located on the east elevation of the Auditorium

adjacent to Lower Sproul Plaza. Exterior grade is just below Level 3 on the west end of the north elevation

and slopes down to Level 2 on the east elevation. It is a reinforced concrete building that was constructed

in 1968 and has a rectangular footprint measuring 146’-0” in the north-south direction by 192’-0” in the

east-west direction. The building contains a one fully embedded basement story between Level 1 to Level

2. Excluding the Auditorium roof and the Stage House roof which pop up above primary Roof; the

Auditorium has four stories above grade which are Level 2 to Level 3, Level 3 to Level 4, Level 4 to Level

5, and Level 5 to Roof.

Mechanical and electrical rooms, the main rehearsal room, and storage space are located at Level 1. Level

2 contains dressing rooms, practice rooms, and administrative offices. The main entrance to the

Zellerbach Auditorium is located on the east side of Level 3. This floor aligns with the exterior Lower Sproul

Plaza. The MLK parking garage is located below the Lower Sproul Plaza slab, and the parking surface of

the garage aligns with Level 2 of the Auditorium. The main lobby, entrance into the Orchestra seating, and

the stage is at Level 3. The mezzanine and balcony correspond to Level 4 and Level 5, respectively. The

rigging and counterweight system for the stage is located at the gridiron above the stage. A catwalk system

and follow spot gallery are located above the main auditorium.

A number of minor alterations were completed in recent years; however, documentation of this work is

not available. Field observation confirmed that an interior bridge was added in the mezzanine lobby,

lateral bracing was added in the stage house gridiron, and a small portion of an exterior canopy was

enclosed to become an interior conference room on the north elevation of the structure.

Structural System

The gravity load-carrying system for the Zellerbach Auditorium is comprised of one-way reinforced

concrete slabs of varying thickness. The Stage House roof consists of a 12” thick slab that spans 12’-2” to

1’-6” wide by 3’-2”deep (below the slab) reinforced concrete beams and exterior 12” thick concrete walls.

The Stage House Gridiron is located below the Stage House roof. The Gridiron contains the rigging and

counterweight system used to lift lighting, scenery, and curtains during stage performances. The Gridiron

is framed with steel grating that spans 5’-0” to steel 5C6.7 channels. The channels are supported by

welded steel plate girders that span in the east-west direction to exterior concrete walls spaced 50’-0”

apart. Lateral bracing of the Gridiron was observed in the field; however, the details of this bracing are

unknown as drawings are not available for review at this time. The Auditorium roof is comprised of an

8” thick reinforced concrete slab that spans 12’-0” to steel 21WF68 beams. These beams are supported

by 107’-9” long steel trusses that are oriented in the east-west direction. The trusses range in depth from

7’-2” to 12”-0” and are built up from WF beams. They are supported at each end by reinforced concrete

columns that are embedded into the perimeter concrete walls. A catwalk system, follow spot gallery slab,

Building Name: Zellerbach Auditorium Evaluator: EGM/BL

CAAN ID: 1802 Date: 07/15/2019

Page 3

and plaster ceiling are located below the Auditorium roof. These components are supported through a

combination of hangers suspended from the Auditorium slab, supports attached to the bottom chords of

the roof trusses, and supports framed into the exterior concrete walls. The typical roof is framed with an

8” thick reinforced concrete slab that spans to 24’-0” long concrete beams that are spaced at 8’-0” o.c.

There are two areas of elevated seating in the Zellerbach Auditorium. The upper seating is named the

Balcony and the lower seating is named the Mezzanine. Both sets of seating are supported by large 5’-0”

wide by 4’-0” deep prestressed concrete girders that cantilever from concrete columns located at the back

of the theater. The tiered seating for the mezzanine and balcony is framed with a 6” thick reinforced

concrete stepped slab that spans to intermediate concrete walls that sit on the girders. A 6” thick

reinforced concrete slab is located at Level 3 and frames the stage, the Orchestra seating, and the main

lobby. It spans 8’-0” to concrete beams and girders.

The structure contains rectagular reinforced concrete columns that measure 8”x12”, 12”x20”, 12”x24”,

24”x 30”, and 24”x 36”. It contains square columns with a side dimension of 12”, 16”, 18”, 24”, and 36”.

Finally, round concrete columns with a diameter of 10”, 30”, 32” and 36” are also in the structure. The

columns are either free-standing or embedded into the concrete shear walls are in the structure. The

columns contain longitudinal reinforcement that ranges in size from #6 to #11 bars. The shear reinforcing

consists of #3 ties spaced at 12”, 14”, 16”, and 18” o.c. for rectangular and square columns, and 3/8”

diameter spiral ties at 3 ¼” pitch for circular columns. A row of 32” diameter columns is located in the

back of the theater. These columns anchor the cantilevered beams that support the Mezzanine and

Balcony and also support a discontinuous shear wall that forms the east side of the Auditorium roof pop-

up structure. They are reinforced with #11, #14, and #18 longitudinal bars and tied with 3/8” diameter

spiral ties at a 3 ¼”pitch.

The lateral force-resisting system for the Zellerbach Auditorium consists of reinforced concrete shear walls

in both directions. In the transverse direction, 8”, 10”, 12”, 18”, 20”, 24”, 36” thick shear walls occur on 3

lines. In the longitudinal direction, 8”, 10”, 12”, 14”, 18”, and 24” thick shear walls occur in 6 lines. The

typical reinforcement ratios range from 0.0020 to 0.0028, and trim reinforcement is specified around

openings. Zellerbach Auditorium has seven discontinuous walls. The Stage House roof pops up 50’-4”

above the typical roof, while the Auditorium roof pops up 26’-9” above the typical roof. Both of these roof

areas are supported by concrete shear walls around the perimeter of the respective roof area. The east

and south walls supporting the Stage House roof and the east and portions of the north and south walls

supporting the Auditorium roof are discontinuous. The discontinuous elements are supported by a

combination of isolated columns and wall segments which are reinforced per the typical details without

any special consideration. 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 Auditorium are highly irregular. In the lobby and seating area

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

balconies with stepped slabs provided for tiered seating. This portion of the structure contains limited

perimeter wall as the exterior contains large glass windows between building columns. In addition, the

shear walls that support the roof are typically discontinuous above the seating levels and do not continue

to the foundation in this portion of the structure. The majority of the continuous walls are located in the

western half of the structure around the stage and back-of-house functions. However, this half of the

Building Name: Zellerbach Auditorium Evaluator: EGM/BL

CAAN ID: 1802 Date: 07/15/2019

Page 4

building does not contain intermediate floor diaphragms between the roof and the Level 3 stage floor.

These majority of the walls span 34-6” between the typical roof and the Level 3 diaphragms. The central

portion of the wall located on the west elevation spans 84’-10 between the slab at the Stage House roof

and the slab at the Level 3 stage.

The Level 1 slab consists of 5” slab-on-grade over a 5” hot-mopped waterproof membrane, 3” lean

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

footings below columns and strip footings below 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

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.

Fair (pending localized strengthening) – Draft Summary Report of Tier 2 Seismic Evaluation of

Zellerbach Auditorium, Forell/Elsesser Engineers Inc., June 7, 2002.

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.

Building Name: Zellerbach Auditorium Evaluator: EGM/BL

CAAN ID: 1802 Date: 07/15/2019

Page 5

Zellerbach Lounge & Accessibility Improvements, University of California at Berkeley, Raymond

de Paoli, Architect,April 15, 2001, A-1 to A-11.

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.

Zellerbach Lounge & Accessibility Improvements, University of California at Berkeley,

Forell/Elsesser Engineers, Inc., April 15, 2001, S-1 to S-6.

Seismic Evaluations: 1997 Preliminary Seismic Evaluation (SAFER), Forell/Elsesser Engineers Inc.

Draft Summary Report of Tier 2 Seismic Evaluation of Zellerbach Auditoirum, Forell/Elsesser

Engineers Inc., June 7, 2002.

Geotechnical Reports: None

Other Documents: University of California, Berkeley Cal Performances Facilities Master Plan,

BORA, September, 2016.

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

Roof Materials/Framing: Stage House roof: 12” thick concrete slab spanning to concrete

beams and supported by reinforced concrete columns.

Auditorium roof : 8” thick concrete slab spanning to steel beams in

the N-S direction and to steel trusses in the E-W direction.

Roof: 8” thick concrete slab spanning to steel beams in the N-S

direction, and to steel trusses in the E-W direction supported by

reinforced concrete columns.

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

area and balconies (6” thick minimum) spanning to walls and

concrete and steel beams and girders. Catwalks comprised of steel

grating supported by steel subframing and by ¾”diameter hangers

connected to bottom chord of trusses.

Ground Floor: 5” concrete slab on grade

Building Name: Zellerbach Auditorium Evaluator: EGM/BL

CAAN ID: 1802 Date: 07/15/2019

Page 6

Columns: Reinforced concrete columns

that are 8”x12”, 12”x20”,

12”x24”, 24”x 30” and 24”x

36” rectangular columns, 12”,

16”, 18”, 24”, and 36” square

columns, and 10”, 30”, 32”

and 36” round columns

Foundation: Spread footings

at columns and

continuous

footings at walls.

General Condition of Structure: Good

Evidence of Settling?: No

Special Features & Comments:

LATERAL-FORCE-RESISTING SYSTEM

Longitudinal Transverse

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

Diaphragms: 6”, 8” and 12” concrete

slabs

6”, 8” and 12” concrete

slabs

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: S4.06 to S4.17 for framing

details

S4.06 to S4.17 for framing

details

Estimated Fundamental Period, T (sec): 0.64 sec 0.64 sec

BSE-2E Spectral Acceleration, Sa: 1.64g 1.64g

Modification Factor, C: 1.0

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

1.0

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

Building Weight, W (kips): 29,450 kips 29,450 kips

Seismic Base Shear, V (kips): 48,233 kips 48,233 kips

System Modification Factor, Ms: 4.5 4.5

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

Building Name: Zellerbach Auditorium Evaluator: EGM/BL

CAAN ID: 1802 Date: 07/15/2019

Page 7

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 Auditorium is a structurally complicated and highly irregular structure. It contains a

number of discontinuous shear walls, irregular diaphragms that lack chord and collector elements, non-

ductile detailing in walls and columns, a mass irregularity, and is torsionally irregular.

In this structure, the majority of the mass is located at the mezzanine and lobby areas, and these

diaphragms are supported by discontinuous walls. The continuous walls are located near the stage, but

these walls are not connected to intermediate floor diaphragms. As a result, the connectivity of the walls

and the slabs is limited, and the lateral load path is obscure. The calculated Tier 1 average shear stress is

138 psi in the walls supporting the Stage House roof in the east-west direction. This exceeds the limit of

126 psi. The remaining wall stresses are below the Tier 1 limits as they range from 69 psi to 117 psi. The

walls are then checked using ASCE 7-10 and found to be adequate. It is noted that the Tier 1 average stress

check may be unconservative for this structure. This calculation examines total wall area in relation to

total story shear. The Tier 1 checks assumes the lateral loads are equally resisted by the building walls

which is an oversimplification and not accurate in this case. A seismic evaluation was performed of this

structure in 2002 by the structural engineering firm Forell/Elsessers Inc. At that time, a linear analysis and

single degree of freedom nonlinear analysis were performed. These two methods are more accurate than

the Tier 1 assessment completed herein. The 2002 seismic evaluation concluded that there was potential

for partial collapse on the eastern side of the structure due to the lack of walls surrounding the main lobby

and presence of significant discontinuous walls near the back of the theater. They also concluded that the

plaster ceiling in the main auditorium and the glass windows in the lobby are a potential falling hazard to

the building occupants.

The Zellerbach Auditorium is separated from the adjacent structures by a 1” expansion joint on the west

and by a 2” expansion joint on the east at the Zellerbach Playhouse and Lower Sproul Plaza, respectively.

The Tier 1 calculations indicate that this separation may be inadequate as the required gap for an

estimated interstory drift ratio of 1.5% is 7 ¾” on the west elevation and 3” on the east elevation. The

roof slab at the Zellerbach Playhouse is located at the mid-height of the tall wall supporting the Zellerbach

Auditorium Stage House roof. Pounding at this location would impose out-of-plane forces on this wall.

Building Name: Zellerbach Auditorium Evaluator: EGM/BL

CAAN ID: 1802 Date: 07/15/2019

Page 8

The slab at the Lower Sproul Plaza aligns with the Level 3 slab for the Zellerbach Auditorium; therefore,

damage from pounding at this location is not likely to be significant.

Some of the reinforced concrete columns are shear-controlled and are unable to develop their flexural

strength, especially in the lower floors. These columns are able to resist an interstory drift of ¼” before

shear failure. The square and rectangular columns have non-ductile detailing and it is unlikely that the

columns located below discontinuous walls were designed for increased axial load from seismic

overturning. Structurally significant shear-critical columns are located at the back of the theater. They

support both the cantilevered mezzanine and balcony floors as well as a long discontinuous wall above.

The function of these elements to maintain vertical load-carrying capability is critical to the integrity of

the structure.

Seismic Performance Level Rating

A Seismic Performance Level rating of Level V is assigned to the Zellerbach Auditorium 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 Zellerbach Auditorium be retrofit to address the lack of shear walls located in the

eastern half of the structure surrounding the main lobby and mezzanine levels. The walls can be located

to reduce torsion in the structure, located below existing discontinuous walls, and located to create a

more reliable load path from the floor diaphragms that support the lobby roof, mezzanine, and balcony.

It is also recommended that the columns located at the back of the theater which support the mezzanines

and the long discontinuous shear walls near Line DD be examined to ensure their vertical load-carrying

capability under the effects of seismic drift and seismic overturning. Key nonstructural falling hazards

should be addressed. The plaster ceiling over the main auditorium should be braced, and protection

against falling glass around the main lobby should be added. A Tier 3 nonlinear analysis can be performed

to inform the extent of the retrofit and build upon the results of the simplified nonlinear analysis that was

completed as part of the 2002 seismic evaluation report. Since this report already included a linear elastic

analysis of the structure, it is unlikely that a linear Tier 3 analysis would reach a different result.

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

• Add shear walls in the eastern half of the structure to provide increased lateral support for the mezzanine, balcony, and main lobby.

• Add steel jacketing or composite fiberwrap around the columns near Line DD to increase their strength and ductility for overturning forces from the discontinuous shear walls above.

• Add chord and collector elements at the boundaries of discontinuous diaphragms • Add lateral bracing to the plaster ceiling. • Provide protection against falling glass in the main building lobby and circulation areas.

Building Name: Zellerbach Auditorium Evaluator: EGM/BL

CAAN ID: 1802 Date: 07/15/2019

Page 9

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 Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 4/04/19 Date: 07/15/19

Page 2

Plan

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 4/04/19 Date: 07/15/19

Page 3

Structural deficiencies at Level 4

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 4/04/19 Date: 07/15/19

Page 4

Structural deficiencies at Level 5

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 4/04/19 Date: 07/15/19

Page 5

East elevation (looking west)

North elevation (looking south)

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 4/04/19 Date: 07/15/19

Page 6

North elevation with entrance to MLK parking structure on the left

(looking south)

South elevation (looking northwest)

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 4/04/19 Date: 07/15/19

Page 7

Zellerbach Auditorium west elevation and Zellerbach Playhouse east

elevation (looking north from the roof of the Playhouse)

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

the Zellerbach Playhouse (on the right) looking southeast

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 4/04/19 Date: 07/15/19

Page 8

Expansion joint cover at the roof between the Zellerbach

Auditorium (on the right) and the Zellerbach Playhouse (on the left)

(looking north)

Office area (looking west)

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 4/04/19 Date: 07/15/19

Page 9

Auditorium seating: Orchestra seating at lowest elevation, mezzanine

seating at middle elevation, balcony seating at high elevation

(looking east)

Auditorium lobby and mezzanine (looking north)

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 4/04/19 Date: 07/15/19

Page 10

Lateral view of auditorium (looking north)

Main stage (looking north)

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 4/04/19 Date: 07/15/19

Page 11

Rigging in the fly gallery above the main stage (looking north)

Bracing of fly gallery counterweight framing

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 4/04/19 Date: 07/15/19

Page 12

Suspended ceiling over the main auditorium. Steel truss running in the

E-W direction

Rehearsal room at Level 1 (looking northwest)

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 4/04/19 Date: 07/15/19

Page 13

Electrical room

Substage storage area with auditorium stage traps above

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 4/04/19 Date: 07/15/19

Page 14

Piano practice room at Level One (basement level)

APPENDIX B

ASCE 41-17 Tier 1 Checklists (Structural)

UC Campus: Berkeley Date: 7/15/2019

Building CAAN: 1802 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Auditorium 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”. Similarly, Zellerbach Auditorium is separated from Lower Sproul Plaza on its east side by a 2” expansion joint. Based on a 17 ft height from the seismic base (Level 2) up to Level 3, the gap required is 3”.

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 mezzanine structure contains walls located on three sides. It is noted that the wall on line DD is discontinuous below the mezzanine level.

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 shear wall area increases from the roof down to the Level 2.

UC Campus: Berkeley Date: 7/15/2019

Building CAAN: 1802 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Auditorium 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: There is potential soft story located between Level 2 – Level 3. The story height at this location is 1.5 times the story above. The wall area increases in this story by approximately 10% as

compared to the story above. This results in a net reduction of stiffness of approximately 30% between Level 2 – Level 3 as compared to the story above (assuming shear rigidity is the primary contributor to the

story deformation).

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: Discontinuous shear walls terminate at:

• Level 5 on Grid LL/12.5-18.5 • Level 5, diagonal walls between Grid LL/12-JJ/10.5 and between LL/18.5-JJ/20 • Level 5 west of Grid DD/10.5-20.5 • Level 4 on Grid 12/PP-NN.75 • Level 4 on Grid JJ.5/11-12 and JJ.5/19-20

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 building contains a rectangular floor plan from Level 2 to the Lobby roof. The structure supporting the stage roof and the auditorium roof pop up above the main floor plate at the Lobby roof. These

roof structures are supported by shear walls on all sides that offset horizontally below the Lobby roof.

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: Seismic mass is reduced by more than 50% at Level 5 as compared to the Lobby roof above.

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 center of mass is shifted to the east at the locations of the mezzanine and balcony levels. The center of rigidity is shifted to the west where the shear walls around the stage are located.

UC Campus: Berkeley Date: 7/15/2019

Building CAAN: 1802 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Auditorium 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 PP, B=144 ft, H=101.83 ft, B/H = 1.41 Sa = 1.63 for UCB at BSE-2E

0.6x Sa = 0.97 B/H > 0.6 Sa

UC Campus: Berkeley Date: 7/15/2019

Building CAAN: 1802 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Auditorium 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: 7/15/2019

Building CAAN: 1802 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Auditorium 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: Concrete columns are embedded in shear walls to form a complete 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 6 lines of walls in the longitudinal direction and 3 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: The walls are marginally overstressed in the E-W direction between the Stage roof and Auditorium roof. The calculated stress in this story is 138 psi which exceeds the Tier 1 limit of 126 psi. At all other stories, the walls are compliant. It is noted that the Tier 1 average stress check may be unconservative for this structure. This calculation examines total wall area in relation to total story shear. In this structure, the majority of the mass is located at the mezzanine and lobby areas and these diaphragms are supported by discontinuous walls. The continuous walls are located near the stage, but these walls are not connected to intermediate floor diaphragms. The Tier 1 checks assumes the lateral loads are equally resisted by the building walls which is not accurate in this case.

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: 7/15/2019

Building CAAN: 1802 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Auditorium 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 Detail 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 typical gravity columns are shear-controlled. They contain sufficient shear capacity to resist the shear force induces by a ¼” interstory drift.

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 occur in 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 occur in the building.

UC Campus: Berkeley Date: 7/15/2019

Building CAAN: 1802 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Auditorium 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: Stair and shaft openings measuring the entire length of the walls occur on either side of the main auditorium seating between Gridlines 10 to 12 and Gridlines 20 to 22. In addition, the long transverse direction wall on Gridline PP is located next to the stage and is therefore not connected floor diaphragms between Level 2 to the Stage Roof.

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: 7/15/2019

Building CAAN: 1802 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Zellerbach Auditorium 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: 07/15/2019

Building CAAN: 1802 Auxiliary CAAN:

By Firm: Rutherford+Chekene

Building Name: Zellerbach Auditorium 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: Seismic bracing of plaster ceiling located above the main auditorium seating was not observed in the field. The seismic assessment report dated 2002 similarly recommended that bracing be installed. In addition, the report indicates that the glass windows surrounding the lobby on Level 3 and Level 4 are a potential falling hazard and pose potential risk to building occupants. Finally, the report recommends that bracing be installed for the fly gallery rigging above the stage. This bracing was observed in the field.

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: The on-site contact indicates that no hazardous chemicals are stored within the building.

P N/A

Masonry chimneys

Comments: The building does not contain a masonry chimney.

P N/A

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

Comments: The on-site contact is not aware of any gas-fueled equipment.

P N/A

Other:

Comments:

P N/A

Other:

Comments:

P N/A

Other:

Comments:

Falling Hazards Risk: High in the main auditorium and lobby. Low in the surrounding spaces.

APPENDIX D

Quick Check Calculations

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Flat Load Tables

Brown / Roof Seismic Weight Dead Load

STAGE ROOFING

Stage Roof psf psf Remarks

Mechanical equipment 10 10

Roofing + Waterproofing + Insulation 10 10

Slab 150 150 12" NWC slab.

Beams/girders 59 59 RC beams and girders below 12" thick NWC slab

MEP 5 5 MEP hung from underside of floor slab

Lighting and misc. 2 2 No ceiling is located below the roof

Columns 36 0

Partitions 0 0

Total 272 236

2 - Includes weight of (12) perimeter columns along perimeter of high roof walls. Trib. area 4,756 ft2.

Green / Gallery above Seismic Weight Dead Load

GRIDRION FRAMING

Stage Roof psf psf Remarks

Grating 5 5

Steel framing 15 15 Steel subframe

Additional equipment 15 15 rigging, light, and counterweight

MEP 0 0 MEP hung from underside of floor slab

Ceiling, lighting and misc. 0 0 hung from underside of floor slab

Columns 0 0 No columns occur below gridirons

Partitions 0 0

Total 35 35

Purple / Roof Seismic Weight Dead Load

AUDITORIUM ROOFING

Auditorium Roof psf psf Remarks

Roofing + Waterproofing + Insulation 10 10

Slab 100 100 8" NWC slab.

Beams/girders 8 8 Steel beams below 8" thick NWC slab in N-S direction

Steel trusses 8 8 Steel trusses in E-W direction

MEP 5 5 MEP hung from underside of floor slab

Ceiling, lighting and misc. 18 18 Suspended ceiling hung from steel trusses

Columns 2 0 RC columns

Partitions 0 0

Total 151 149

2 - The auditorium roof is supported by (3) steel trusses running on the E-W direction.

2 - The floor is supported by (5) RC 30"Φ circular columns from follow spot gallery up to auditorium roof. Trib area 1490 ft2.

Pink / Gallery Above Seismic Weight Dead Load

SPOT GALLERY & MEP ROOM

Auditorium Roof & Lobby Roof psf psf Remarks

Flooring 0 0 Exposed concrete floor

Slab 75 75 6" NWC slab.

Beams/girders 23 23 RC beams and girders below 6" thick NWC 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 0 0

Total 112 107

2 - The floor is supported by (5) RC 30"Φ circular columns from lobby roof up to follow spot gallery. Trib area 5,388 ft2.

1 - This load table is applied to the roof above the stage area at elevation 125'-4" between Gridlines 12-20/L-P.

1 - This load table is applied to the stage house gridirons area at elevation 114'-0" between Gridlines 12-20/L-P.

1 - This load table is applied to the roof above the main seating area at elevations 100'-6" up to 104'-3.5" between Gridlines 11-21/B.5-J.75.

1 - This load table is applied to the follow spot gallery and mechanical rooms at elevation 91'--6" between Gridlines 11-21/K-L, 11-21/C-D, 19-21/C-K, and 11-13/C-K.

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Purple / Gallery Above Seismic Weight Dead Load

CATWALK

Auditorium Roof psf psf Remarks

Grating 5 5 Grating

Steel framing 15 15 Steel subframe and 3/4"φ hangers

MEP 2 2

Ceiling, lighting and misc. 0 0

Columns 0 0

Partitions 0 0

Total 22 22

Blue / Roof Seismic Weight Dead Load

EAST LOBBY ROOF

Lobby Roof psf psf Remarks

Roofing + Waterproofing + Insulation 10 10

Slab 100 100 8" NWC slab.

Beams/girders 35 35 RC beams and girders below 8" thick NWC slab

MEP 5 5 MEP hung from underside of floor slab

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

Columns 6 0 RC columns

Partitions 0 0

Total 161 154

2 - Includes (1) 24x24 and (1) 30"Φ RC columns in a 1,428 ft2 tributary area.

Dark green / roof Seismic Weight Dead Load

NORTH AND SOUTH LOBBY ROOF

Lobby Roof psf psf Remarks

Roofing + Waterproofing + Insulation 10 0

Slab 100 100 8" NWC slab.

Beams/girders 38 38 RC beams and girders below 8" thick NWC slab

MEP 5 5 MEP hung from underside of floor slab

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

Columns 7 0 RC columns

Partitions 5 5

Total 168 152

2 - Includes (1) 24x24 column in a 576 ft2 tributary area.

Orange / page A2.6 in arch drawings Seismic Weight Dead Load

BALCONY SEATING

Lobby Roof psf psf Remarks

Flooring 5 5 Floor tiles or carpet

Slab 75 75 6" NWC slab.

Walls at slab step 45 45 8" walls at slab steps

Beams/girders 24 24 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 RC columns

Partitions 0 0

Total 158 158

2 - Concrete risers for seating area.

Green / Level 5 Seismic Weight Dead Load

LEVEL 5 FLOOR

Level 5 psf psf Remarks

Flooring 5 5 Floor tiles or carpet

Slab 75 75 6" NWC slab.

Beams/girders 61 61 RC beams and girders below 6" thick slab

MEP 5 5 MEP hung from underside of floor slab

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

Columns 14 0 RC columns

Partitions 10 10

Total 174 160

2 - Rectangular columns in exterior cladding and circular columns in lobby area are considered in this flat load table.

1 - This load table is applied to the lobby roof where the north and south lobby galleries are located at elevation 75'-0" between Gridlines 10-12/Z-P, and 20-22/Z-P.

1 - This load table is applied to the second balcony, sloping down toward the stage from elevation 79'-2.75" to 64'-6", between Gridlines 11-21/C-I.

1 - This load table is applied to the rehearsal room, costume workshop, and upper lobby area between Gridlines 10-12/L-P, 20-22/L-P and 11-21/C-E.

1 - This load table is applied to the lobby roof where the main entrance is located at elevation 75'-0" between Gridlines 11-21/Z-D.

2 - Suspended ceiling occurs below catwalk framing and it is considered in flat load table 'roofing' for auditorium roof.

1 - This load table is applied to the catwalks hung from the bottom chord of steel trusses; elevation varies depending suspended ceiling layout. Catwalks occur within Gridlines 12.5-

19.5/D-K.

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Red / Levels 4 and 5 Seismic Weight Dead Load

MEZZANINE

Level 4 and 5 psf psf Remarks

Flooring 5 5 Floor tiles or carpet

Slab 75 75 6" NWC slab.

Walls at slab step 45 45 8" walls at slab steps

Beams/girders 24 24 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 RC columns

Partitions 0 0

Total 158 158

2 - Balcony seismic weight between Gridlines 11-21/E-G are considered for Level 5, whereas the rest is assigned to Level 4.

Green / Level 4 Seismic Weight Dead Load

LEVEL 4 FLOOR

Level 4 psf psf Remarks

Flooring 5 5 Floor tiles or carpet

Slab 75 75 6" NWC slab.

Beams/girders 89 89 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 17 0 RC columns

Partitions 10 10

Total 206 188

2 - Rectangular columns in exterior cladding and circular columns in lobby area are considered in this flat load table.

Blue / Level 4 Seismic Weight Dead Load

CANOPY ROOF

Level 4 psf psf Remarks

Roofing + Waterproofing + Insulation 10 10

Slab 75 75 6" NWC slab.

Beams/girders 42 42 RC girders below 6" slab

MEP 5 5 MEP hung from underside of floor slab

Lighting and misc. 2 2 hung from underside of floor slab

Columns 17 0 RC columns

Partitions 10 10

Total 160 144

2 - 24x24 columns are considered in this flat load table.

Pink / Level 4 Seismic Weight Dead Load

COMPOSITE DECK ROOF

Level 4 psf psf Remarks

Roofing + Waterproofing + Insulation 10 10

Composite deck 50 50 3"X18GA. Composite deck with 3 1/4" LW concrete

Beams/girders 3 3 Steel girders

MEP 5 5 MEP hung from underside of floor slab

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

Columns 2 0 Steel wide flange columns

Partitions 0 0

Total 74 72

2 - Steel wide flange columns supporting composite deck.

Orange / Level 4 Seismic Weight Dead Load

BRIDGE

Level 4 psf psf Remarks

Flooring 5 5 Floor tiles

Slab 75 75 6" NWC slab (assumed)

Beams/girders 10 10 Steel framing below slab

MEP 0 0 MEP hung from underside of floor slab

Lighting and misc. 2 2 hung from underside of floor slab

Columns 0 0 No columns below bridge, bridge is supported by RC beams

Partitions 0 0

Total 92 92

1 - This load table is applied to the renovated area between Gridlines 22-23/D-J.

1 - This load table is applied to the added bridge at elevation 51'-6" between Gridlines 16.5-17.5/A-C.

1 - This load table is applied to the canopy and renovated area at varying elevations between Gridlines 22-23/J-P and 9-10/J-P.

1 - This load table is applied to the first balcony sloping down toward the stage from elevation 60'-10.25" to below 42'-4.5" between Gridlines 11-21/E-J.

1 - This load table is applied to most of the Level 4, except for the seating area and the bridge. It occurs at elevation 51'-6" and 52'-6" between Gridlines 10-22/Z-P.

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Red / Level 3 Seismic Weight Dead Load

ORCHESTRA SEATING

Level 3 psf psf Remarks

Flooring 5 5 Floor tiles or carpet

Slab 113 113 NWC slab, variable thickness -- 6" thick min.

Beams/girders 65 65 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 6 0 RC columns

Partitions 0 0

Total 198 191

Green / Level 3 Seismic Weight Dead Load

LEVEL 3 FLOOR

Level 3 psf psf Remarks

Flooring 5 5 Floor tiles or carpet

Slab 75 75 6" NWC slab.

Beams/girders 65 65 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 22 0 RC columns

Partitions 5 5

Total 180 159

2 - Rectangular columns in exterior cladding and circular columns in lobby area are considered in this flat load table.

Blue / Level 3 Seismic Weight Dead Load

NORTH AND SOUTH EXTENSION

Level 3 psf psf Remarks

Flooring 5 5 Floor tiles or carpet

Slab 75 75 6" NWC slab.

Beams/girders 40 40 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 17 0 RC columns

Partitions 0 0

Total 146 129

2 - 24x24 columns are considered in this flat load table.

Pink / Level 3 Seismic Weight Dead Load

STAGE FLOOR CONCRETE

Level 3 psf psf Remarks

Flooring 1 1 Rubber mat

Slab 75 75 6" NWC slab.

Beams/girders 44 44 RC girders below 6" slab

MEP 5 5 MEP hung from underside of floor slab

Lighting and misc. 2 2 hung from underside of floor slab

Columns 13 0 RC columns

Partitions 0 0

Total 141 127

2 - Includes (1) 24x36 RC column in a 576 ft2 tributary area.

Dark pink / Level 3 Seismic Weight Dead Load

STAGE FLOOR WOOD

Level 3 psf psf Remarks

Flooring 1 1 Rubber mat

Wood slab 1 1 Plywood sheathing (assumed)

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

MEP 0 0 MEP hung from underside of floor slab

Lighting and misc. 2 2 hung from underside of floor slab

Columns 0.4 0 Steel wide flange columns

Partitions 0 0

Total 14 14

1 - This load table is applied to the auditorium stage traps and to the auditorium elevator at elevationss 36'-8" and 33'-3" between Gridlines 14-18/M-PO and 14-18/K-L.

1 - This load table is applied to the orchestra level seating area sloping down toward the stage from elevation 41'-0" to 31'-2", between Gridlines 12-20/D-L.

1 - This load table is applied to the auditorium lobby and lobby gallery at elevation 40'-6" between Gridlines 10-12/Z-P, 20-22/Z-P, and 12-20/Z-D.

1 - This load table is applied to the stage area, except for the auditorium stage traps at elevations 36'-8" between Gridlines 10-22/L-P.

1 - This load table is applied to the renovated area at elevations 36'-4" and 40'-2" between Gridlines 22-23/D-P and 9-10/K-M.

Name convention for theater seating

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 07/15/19

Page 2

Longitudinal cross-section (looking north)

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 07/15/19

Page 3

Level 3 load map

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 07/15/19

Page 4

Level 4 load map

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 07/15/19

Page 5

Level 5 load map

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 07/15/19

Page 6

Balcony load map

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 07/15/19

Page 7

Gridiron, catwalk, and spot gallery load map

Building Name: Zellerbach Auditorium Evaluator: EMG/BL

CAAN ID: 1802 Date: 07/15/19

Page 8

Stage house roof, Auditorium roof, and lobby roof load map

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Story Weight

Floor Levels

STAGE ROOFING

Stage Roof

GRIDRION FRAMING

Stage Roof

AUDITORIUM

ROOFING

Auditorium Roof

SPOT GALLERY & MEP

ROOM

Auditorium Roof &

Lobby Roof

CATWALK

Auditorium Roof

EAST LOBBY

ROOF

Lobby Roof

NORTH AND

SOUTH LOBBY

ROOF

Lobby Roof

BALCONY

SEATING

Lobby Roof

LEVEL 5 FLOOR

Level 5

MEZZANINE

Level 4 and 5

LEVEL 4 FLOOR

Level 4

CANOPY ROOF

Level 4

COMPOSITE

DECK ROOF

Level 4

BRIDGE

Level 4

ORCHESTRA

SEATING

Level 3

LEVEL 3 FLOOR

Level 3

NORTH AND

SOUTH

EXTENSION

Level 3

STAGE FLOOR

CONCRETE

Level 3

STAGE FLOOR

WOOD

Level 3

Stage Roof 4,756 4,531 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Auditorium Roof 0 0 11,490 2,694 2,171 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Roof (Lobby Roof) 0 0 0 2,694 0 4,579 6,203 3,099 0 0 0 0 0 0 0 0 0 0 0

Level 5 0 0 0 0 0 0 0 0 5,908 1,922 0 0 0 0 0 0 0 0 0

Level 4 0 0 0 0 0 0 0 0 0 1,806 13,676 1,361 675 170 0 0 0 0 0

Level 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8,716 13,349 1,246 5,453 1,777

Level 2

wconcrete = 150 pcf wglass = 15 psf

Floor Levels

STAGE ROOFING

Stage Roof

GRIDRION FRAMING

Stage Roof

AUDITORIUM

ROOFING

Auditorium Roof

SPOT GALLERY & MEP

ROOM

Auditorium Roof &

Lobby Roof

CATWALK

Auditorium Roof

EAST LOBBY

ROOF

Lobby Roof

NORTH AND

SOUTH LOBBY

ROOF

Lobby Roof

BALCONY

SEATING

Lobby Roof

LEVEL 5 FLOOR

Level 5

MEZZANINE

Level 4 and 5

LEVEL 4 FLOOR

Level 4

CANOPY ROOF

Level 4

COMPOSITE

DECK ROOF

Level 4

BRIDGE

Level 4

ORCHESTRA

SEATING

Level 3

LEVEL 3 FLOOR

Level 3

NORTH AND

SOUTH

EXTENSION

Level 3

STAGE FLOOR

CONCRETE

Level 3

STAGE FLOOR

WOOD

Level 3

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)

Stage Roof 272 35 151 112 22 161 168 158 174 158 206 160 74 92 198 180 146 141 14 125.33 23.58 11.79 292 1,031 516 11.79 0 189 2,159

Auditorium Roof 272 35 151 112 22 161 168 158 174 158 206 160 74 92 198 180 146 141 14 101.75 26.75 25.17 756 3,035 2,033 25.17 0 315 4,429

Roof (Lobby Roof) 272 35 151 112 22 161 168 158 174 158 206 160 74 92 198 180 146 141 14 75.00 13.25 20.00 1,161 2,308 2,672 246 20.00 74 337 5,655

Level 5 272 35 151 112 22 161 168 158 174 158 206 160 74 92 198 180 146 141 14 61.75 10.25 11.75 1,281 1,969 2,139 236 11.75 42 3,513

Level 4 272 35 151 112 22 161 168 158 174 158 206 160 74 92 198 180 146 141 14 51.50 11.00 10.63 1,360 2,245 2,107 212 10.63 34 5,527

Level 3 272 35 151 112 22 161 168 158 174 158 206 160 74 92 198 180 146 141 14 40.50 17.00 14.00 1,484 3,785 3,015 30 14.00 6 46 8,167

Level 2 23.5

Total Weight = 29,450

Notes:

1 - Refer to the provided load maps for the location of each load table assignment.

2 - The seismic base is at Level 2.

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

4 - Additional weight includes interior curbs and cantilever walls at lobby, auditorium, and stage roofs.

5- Floors have been renamed as follows:

Elevation

(ft) 1965 Drawings

Name used by

occupants

125.33 Roof Stage Roof

101.75 Level Seven Auditorium Roof

75.00 Level Six Lobby Roof

61.75 Level Five Balcony Level

51.50 Level Four Mezzanine Level

40.50 Level Three Stage Level

23.50 Level Two Stage Door Level

6.00 Level One Basement Level

0.00 Mechanical Level Sub-Basement Level

Concrete Wall Weight3

Exterior Glass Weight4

Floor Area (ft2)

1

Floor Weight (psf)

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Period

Ct= 0.02

hn (ft)= 101.83

B= 0.75

T= 0.64 sec

Notes:

1- 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 Stage 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 = 1.638 g

T = 0.64 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

Acc

ele

rati

on

(g

)

Period (sec)

BSE-2E Response Spectrum

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Seismic Force Distribution

Sa= 1.64

W= 29,450 kips

C= 1.0

Per ASCE 41-17

Table 4-7

V= 48,233 kips

k= 1.07

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

coeff Fx Story Shear, V

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

Stage Roof 23.58 101.83 2,159 304,691 0.18 8,646 8,646

Auditorium Roof 26.75 78.25 4,429 471,441 0.28 13,377 22,023

Roof (Lobby Roof) 13.25 51.50 5,655 384,586 0.23 10,913 32,936

Level 5 10.25 38.25 3,513 173,759 0.10 4,930 37,866

Level 4 11.00 28.00 5,527 195,773 0.12 5,555 43,421

Level 3 17.00 17.00 8,167 169,568 0.10 4,812 48,233

Level 2

101.83 29,450 1,699,819 1 48,233

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

Story Story Shear Wall Area Average Shear Stress

Tier 1 Shear Stess

Limit Wall OK?

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

Stage Roof - Auditorium Roof 8,646 28,008 69 126 OK

Auditorium Roof - Roof (Lobby Roof) 22,023 59,418 82 126 OK

Roof (Lobby Roof) - Level 5 32,936 67,038 109 126 OK

Level 5 - Level 4 37,866 84,666 99 126 OK

Level 4 - Level 3 43,421 91,131 106 126 OK

Level 3 - Level 2 48,233 102,414 105 126 OK

Story Story Shear Wall Area Average Shear Stress

Tier 1 Shear Stess

Limit Wall OK?

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

Stage Roof - Auditorium Roof 8,646 13,968 138 126 NG

Auditorium Roof - Roof (Lobby Roof) 22,023 49,512 99 126 OK

Roof (Lobby Roof) - Level 5 32,936 67,386 109 126 OK

Level 5 - Level 4 37,866 72,228 117 126 OK

Level 4 - Level 3 43,421 89,907 107 126 OK

Level 3 - Level 2 48,233 96,686 111 126 OK

Notes:

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

Transverse (N-S direction)

Longitudinal (E-W direction)

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Average Wall Stress Check Under ASCE 7-10 Site Specific Design Response Spectra

Sa (ASCE 7-10) = 1.12 (See Note 4)

Sa (BSE-2E) = 1.64

Sa (ASCE 7-10 DBE)/Sa BSE 2 = 0.69

R = 4 Ordinary Reinforced Concrete Shear Wall - Bearing Wall System

Story

BSE-2E

Story Shear

ASCE 7-10

Story Shear Wall Area

Average Shear

Stress Reinforcing Ratio

Shear Stress

Limit Wall OK?

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

Stage Roof - Auditorium Roof 8,646 5,928 28,008 53 0.0025 136 OK

Auditorium Roof - Roof (Lobby Roof) 22,023 15,101 59,418 64 0.0025 136 OK

Roof (Lobby Roof) - Level 5 32,936 22,584 67,038 84 0.0025 136 OK

Level 5 - Level 4 37,866 25,965 84,666 77 0.0025 136 OK

Level 4 - Level 3 43,421 29,775 91,131 82 0.0025 136 OK

Level 3 - Level 2 48,233 33,074 102,414 81 0.0025 136 OK

Story

BSE-2E

Story Shear

ASCE 7-10

Story Shear Wall Area

Average Shear

Stress Reinforcing Ratio

Shear Stress

Limit Wall OK?

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

Stage Roof - Auditorium Roof 8,646 5,928 13,968 106 0.0025 136 OK

Auditorium Roof - Roof (Lobby Roof) 22,023 15,101 49,512 76 0.0025 136 OK

Roof (Lobby Roof) - Level 5 32,936 22,584 67,386 84 0.0025 136 OK

Level 5 - Level 4 37,866 25,965 72,228 90 0.0025 136 OK

Level 4 - Level 3 43,421 29,775 89,907 83 0.0025 136 OK

Level 3 - Level 2 48,233 33,074 96,686 86 0.0025 136 OK

Notes:

2- Per General Structural Notes, Wall typical reinforcement according to thickness is as follows:

Thickness (in) Curtains

Typ. Hor. and Vert.

Reinf. ρ

6 1 #4 at 12" 0.0028

8 1 #4 at 10" 0.0025

10 1 #5 at 12" 0.0026

12 2 #4 at 12" 0.0028

14 2 #5 at 18" 0.0025

16 2 #5 at 16" 0.0024

18 2 #5 at 14" 0.0025

20 2 #5 at 12" 0.0026

24 2 #6 at 18" 0.0020

average = 0.0025

3 - Average typical reinforcing ratio is used for calculations.

5 - A ordinary reinforced concrete shear wall - bearing wall system is assumed for this exercise. Detailing and wall ends are unlikely to be fully compliant with ACI 318 requirements for special reinforced concrete shear

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

1 - Per General Structural Notes in original drawings, f'c = 4000 psi, φ= 0.60, αc x sqrt (f'c), αc = 2.0 for given wall aspect ratios, fy = 40 ksi for all reinforcing steel except for circular columns.

Transverse (N-S direction)

Longitudinal (E-W direction)

4 - Site Specific spectral accelerations are based upon the soil type and rock profile provided in the 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 for ASCE 7-10. The procedure as specified in ASCE 7-10, Section 21.4 is used to develop the Design Response Spectrum.

RUTHERFORD + CHEKENE TIER 1 EVALUATION

COLUMN DEFORMATION COMPATIBILTY (0.9DL)

Material properties

- Concrete f'c 4 ksi

- Steel rebar fy 60 ksi

Other parameters

- Flexural ductility knl 0.7

- Normal weight λ 1.0

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

2) D (in) AV (in

2) d' (in) dc (in) hb (in) L (ft) Ln (in) s/d acol Ln/2dc MU/VUd 6f

0.5/(M/Vd) NUG (k)

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

0.5)0.5

VS (k) VC (k) Vcol (k) 2

MP=0 (k-ft) 3

M (k-ft)3 2M/L (k) Vp/Vn E (ksi) I g(in

2) Δ (in) L (in) Vprob (k)

4Acceptance criteria

5

#HH-22-1F-24X24-8#8 HH-22 1 24 24 576 8 #8 1 6.3 3.4 #3 16 0.375 0.38 1.875 21.63 30.0 17.5 180.0 0.74 1.0 4.2 4.0 0.09 146 24 11.5 276.0 1.3 30.5 56.4 60.8 416.2 544.5 72.6 Shear 1.19 3605.0 27648.0 0.5 210.0 32.3 OK

#HH-22-2F-24X24-8#8 HH-22 2 24 24 576 8 #8 1 6.3 3.4 #3 16 0.375 0.38 1.875 21.63 30.0 17.0 174.0 0.74 1.0 4.0 4.0 0.09 97 24 11.5 276.0 1.2 30.5 52.5 58.1 416.2 507.1 69.9 Shear 1.20 3605.0 27648.0 0.5 204.0 35.2 OK

#HH-22-3F-24X24-8#8 HH-22 3 24 24 576 8 #8 1 6.3 3.4 #3 16 0.375 0.38 1.875 21.63 24.0 11.0 108.0 0.74 1.0 2.5 2.5 0.15 52 24 5.5 132.0 1.1 30.5 77.9 75.9 416.2 471.2 104.7 Shear 1.38 3605.0 27648.0 0.5 132.0 130.0 NG

#HH-22-4F-24X24-8#8 HH-22 4 24 24 576 8 #8 1 6.3 3.4 #3 16 0.375 0.38 1.875 21.63 42.0 23.5 240.0 0.74 1.0 5.5 4.0 0.09 31 24 5.5 132.0 1.1 30.5 46.7 54.0 416.2 436.1 43.6 Flexure 0.81 3605.0 27648.0 1.0 282.0 26.7 -

#JJ-18-1F-18X18-8#6 JJ-18 1 18 18 324 8 #6 0.75 3.5 3.4 #3 12 0.375 0.38 1.875 15.75 36.0 17.5 174.0 0.76 1.0 5.5 4.0 0.09 192 24 24 576.0 1.6 28.2 39.3 47.3 170.6 276.9 38.2 Flexure 0.81 3605.0 5153.0 1.5 210.0 18.1 -

#JJ-18-2F-18X18-8#6 JJ-18 2 18 18 324 8 #6 0.75 3.5 3.4 #3 12 0.375 0.38 1.875 15.75 30.0 17.0 174.0 0.76 1.0 5.5 4.0 0.09 104 24 24 576.0 1.4 28.2 33.4 43.1 170.6 230.6 31.8 Flexure 0.74 3605.0 5153.0 2.5 204.0 32.8 -

#DD.1-12 (circ)-1F-32X32-# DD.1-12 (circ) 1 32 32 804.2 21.8 2.0 #3 3.25 0.375 0.22 1.875 30.13 36.0 17.5 174.0 0.11 1.0 2.9 2.9 0.13 245 17 24 408.0 1.3 122.9 113.5 165.5 1510.0 1510.0 208.3 Shear 1.26 3605.0 51471.9 0.5 210.0 60.1 OK

#DD.1-12 (circ)-2F-32X32-# DD.1-12 (circ) 2 32 32 804.2 18.7 2.0 #3 3.25 0.375 0.22 1.875 30.13 30.0 17.0 174.0 0.11 1.0 2.9 2.9 0.13 185 17 24 408.0 1.3 122.9 107.1 161.0 1332.7 1332.7 183.8 Shear 1.14 3605.0 51471.9 0.5 204.0 65.6 OK

#DD.1-12 (circ)-3F-30X30-# DD.1-12 (circ) 3 30 30 706.9 14.0 2.0 #3 3.25 0.375 0.22 1.875 28.13 24.0 11.0 108.0 0.12 1.0 1.9 2.0 0.19 125 17 24 408.0 1.2 114.7 129.9 171.2 950.2 950.2 211.2 Shear 1.23 3605.0 39760.8 0.5 132.0 187.0 NG

#DD.1-12 (circ)-4F-30X30-# DD.1-12 (circ) 4 30 30 706.9 13.0 2.0 #3 3.25 0.375 0.22 1.875 28.13 24.0 10.3 99.0 0.12 1.0 1.8 2.0 0.19 74 17 24 408.0 1.1 114.7 121.3 165.2 869.4 869.4 210.8 Shear 1.28 3605.0 39760.8 0.5 123.0 231.1 NG

#DD.1-12 (circ)-5F-30X30-# DD.1-12 (circ) 5 30 30 706.9 13.5 2.0 #3 3.25 0.375 0.22 1.875 28.13 24.0 13.3 135.0 0.12 1.0 2.4 2.4 0.16 68 12 24 288.0 1.1 114.7 100.0 150.3 938.0 938.0 166.8 Shear 1.11 3605.0 39760.8 0.5 159.0 107.0 OK

#DD.1-12 (circ)-R-LobbyF-30X30-# DD.1-12 (circ) R-Lobby 30 30 706.9 12.5 2.0 #3 3.25 0.375 0.22 1.875 28.13 8.0 26.8 313.0 0.12 1.0 5.6 4.0 0.09 59 12 24 288.0 1.1 114.7 59.2 121.7 849.5 849.5 65.1 Flexure 0.54 3605.0 39760.8 0.5 321.0 13.0 -

Notes:

1- Based on 0.9DL

2 - 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 =1.0

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

4 - Shear induced due to drift of a fixed-fixed column

5- Vprob is compared to Vcol. If Vprob

RUTHERFORD + CHEKENE TIER 1 EVALUATION

COLUMN DEFORMATION COMPATIBILTY (1.1DL+0.275LL)

Material properties

- Concrete f'c 4 ksi

- Steel rebar fy 60 ksi

Other parameters

- Flexural ductility knl 0.7

- Normal weight λ 1.0

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

2) D (in) AV (in

2) d' (in) dc (in) hb (in) L (ft) Ln (in) s/d acol Ln/2dc MU/VUd 6f

0.5/(M/Vd) NUG (k)

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

0.5)0.5

VS (k) VC (k) Vcol (k) 2

MP=0 (k-ft) 3

M (k-ft)3 2M/L (k) Vp/Vn E (ksi) I g(in

2) Δ (in) L (in) Vprob (k)

4Acceptance criteria

5

#HH-22-1F-24X24-8#8 HH-22 1 24 24 576 8 #8 1 6.3 3.4 #3 16 0.375 0.38 1.875 21.63 30.0 17.5 180.0 0.74 1.0 4.2 4.0 0.09 201 24 11.5 276.0 1.4 30.5 60.5 63.7 416.2 589.0 78.5 Shear 1.23 3605.0 27648.0 0.5 210.0 32.3 OK

#HH-22-2F-24X24-8#8 HH-22 2 24 24 576 8 #8 1 6.3 3.4 #3 16 0.375 0.38 1.875 21.63 30.0 17.0 174.0 0.74 1.0 4.0 4.0 0.09 133 24 11.5 276.0 1.3 30.5 55.5 60.1 416.2 538.4 74.3 Shear 1.23 3605.0 27648.0 0.5 204.0 35.2 OK

#HH-22-3F-24X24-8#8 HH-22 3 24 24 576 8 #8 1 6.3 3.4 #3 16 0.375 0.38 1.875 21.63 24.0 11.0 108.0 0.74 1.0 2.5 2.5 0.15 71 24 5.5 132.0 1.2 30.5 80.6 77.7 416.2 489.6 108.8 Shear 1.40 3605.0 27648.0 0.5 132.0 130.0 NG

#HH-22-4F-24X24-8#8 HH-22 4 24 24 576 8 #8 1 6.3 3.4 #3 16 0.375 0.38 1.875 21.63 42.0 23.5 240.0 0.74 1.0 5.5 4.0 0.09 41 24 5.5 132.0 1.1 30.5 47.7 54.7 416.2 441.0 44.1 Flexure 0.81 3605.0 27648.0 1.0 282.0 26.7 -

#JJ-18-1F-18X18-8#6 JJ-18 1 18 18 324 8 #6 0.75 3.5 3.4 #3 12 0.375 0.38 1.875 15.75 36.0 17.5 174.0 0.76 1.0 5.5 4.0 0.09 253 24 24 576.0 1.7 28.2 43.0 49.8 170.6 303.1 41.8 Flexure 0.84 3605.0 5153.0 1.5 210.0 18.1 -

#JJ-18-2F-18X18-8#6 JJ-18 2 18 18 324 8 #6 0.75 3.5 3.4 #3 12 0.375 0.38 1.875 15.75 30.0 17.0 174.0 0.76 1.0 5.5 4.0 0.09 131 24 24 576.0 1.4 28.2 35.3 44.4 170.6 245.4 33.8 Flexure 0.76 3605.0 5153.0 2.5 204.0 32.8 -

#DD.1-12 (circ)-1F-32X32-# DD.1-12 (circ) 1 32 32 804.2 21.8 2.0 #3 3.25 0.375 0.22 1.875 30.13 36.0 17.5 174.0 0.11 1.0 2.9 2.9 0.13 348 17 24 408.0 1.5 122.9 123.7 172.6 1510.0 1510.0 208.3 Shear 1.21 3605.0 51471.9 0.5 210.0 60.1 OK

#DD.1-12 (circ)-2F-32X32-# DD.1-12 (circ) 2 32 32 804.2 18.7 2.0 #3 3.25 0.375 0.22 1.875 30.13 30.0 17.0 174.0 0.11 1.0 2.9 2.9 0.13 263 17 24 408.0 1.4 122.9 115.3 166.7 1332.7 1332.7 183.8 Shear 1.10 3605.0 51471.9 0.5 204.0 65.6 OK

#DD.1-12 (circ)-3F-30X30-# DD.1-12 (circ) 3 30 30 706.9 14.0 2.0 #3 3.25 0.375 0.22 1.875 28.13 24.0 11.0 108.0 0.12 1.0 1.9 2.0 0.19 178 17 24 408.0 1.3 114.7 138.4 177.2 950.2 950.2 211.2 Shear 1.19 3605.0 39760.8 0.5 132.0 187.0 NG

#DD.1-12 (circ)-4F-30X30-# DD.1-12 (circ) 4 30 30 706.9 13.0 2.0 #3 3.25 0.375 0.22 1.875 28.13 24.0 10.3 99.0 0.12 1.0 1.8 2.0 0.19 105 17 24 408.0 1.2 114.7 126.6 168.9 869.4 869.4 210.8 Shear 1.25 3605.0 39760.8 0.5 123.0 231.1 NG

#DD.1-12 (circ)-5F-30X30-# DD.1-12 (circ) 5 30 30 706.9 13.5 2.0 #3 3.25 0.375 0.22 1.875 28.13 24.0 13.3 135.0 0.12 1.0 2.4 2.4 0.16 86 12 24 288.0 1.1 114.7 102.7 152.2 938.0 938.0 166.8 Shear 1.10 3605.0 39760.8 0.5 159.0 107.0 OK

#DD.1-12 (circ)-R-LobbyF-30X30-# DD.1-12 (circ) R-Lobby 30 30 706.9 12.5 2.0 #3 3.25 0.375 0.22 1.875 28.13 8.0 26.8 313.0 0.12 1.0 5.6 4.0 0.09 73 12 24 288.0 1.1 114.7 60.5 122.7 849.5 849.5 65.1 Flexure 0.53 3605.0 39760.8 0.5 321.0 13.0 -

Notes:

1- Based on 1.1DL+0.275LL

2 - 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 =1.0

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

4 - Shear induced due to drift of a fixed-fixed column

5- Vprob is compared to Vcol. If Vprob