Evaluator: XXX Evaluator: EGM/BL Date: 05/11/2019...spans 6’-3 ½” to steel 10 WF 21 beams. The steel beams span 18’-6” to steel trusses that are constructed from steel double

Evaluator: XXX Evaluator: EGM/BL

Date: 05/11/2019

Page 1

07-15-19

ASCE 41-17 Tier 1 Seismic Evaluation

Building Name: Kroeber Hall

CAAN ID: 1486

Auxiliary Building ID: Not applicable

Address: Core Campus, Berkeley, 94720

Site location coordinates: Latitude 37.8699 o Longitudinal -122.2553 o

Plan East elevation (looking northwest)

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: 120,188 sq. ft. (UCB records)

Building Length: 278’-2” in N-S direction

Building Width: 218’-0” in E-W direction

Building Height: 41’-0” (basement- Museum roof), 63’-2” (basement- South Wing roof),

67’-6” (basement- West Wing roof)

Story Height: 16’-0” (basement -Level 1), 17’-0” (Level 1- Level 2), 25’-0” (Level 1- Museum Roof), 17’-0”

(Level 2- Level 3), 13’-2” (Level 3- South Wing Roof), 17’-6” (Level 3- West Wing Roof). Grade is located at

the basement floor on the west elevation and at Level 1 on the east elevation.

Number of stories above grade: 3

Number of basement stories below grade: 1 partially below grade

Year of Original Construction and Code Year: Construction was completed in 1959. The drawings are dated

1957 (1955 UBC is assumed).

Year of Later Constuction and Code Year: No retrofits, additions, or alterations

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

Building Name: Kroeber Hall Evaluator: EGM/BL

CAAN ID: 1486 Date: 05/11/2019

Page 2

BUILDING DESCRIPTION

General

Kroeber Hall is a four-story reinforced concrete structure that is located on the core UC Berkeley campus

on Bancroft Way and west of Boalt Hall. It was constructed in 1959 and is “L”-shaped in plan. It has one

story partially below grade and three stories above grade. The grade rises from west to east with a low

point on the west elevation of Kroeber Hall and a high point on the east elevation. Grade changes in

elevation by approximately 16’-0” such that it is aligns with the basement floor on the west elevation and

with Level 1 floor on the east elevation.

The three parts of Kroeber Hall are the Phoebe Hearst Museum, the South Wing, and the West Wing. The

Phoebe Hearst Museum is located on the south end of the structure and has a rectangular floor plan

measuring 63’-4” x 91’-0”. Below grade, the Museum shares a basement story with the West and South

Wings. Above grade, it is a one-story exhibit hall used by the Department of Anthropology to display

artifacts to the public. The roof of the Museum is located between Level 2 and Level 3 of the South Wing

at 8’-0” above Level 2.

The South Wing of Kroeber Hall is situated between the Museum and the West Wing. It is a rectangular

structure measuring 222’-8” x 93’-0”, and the longitudinal axis of this segment is oriented in the N-S

direction. The West Wing is located at the north end of Kroeber Hall and measures 207’-0” x 49’-6”. Its

longitudinal axis is oriented in the E-W direction. No seismic separation joint occurs between the building

segments. The South and West Wings contain faculty offices for the Art Department and the Department

of Anthropology, as well as art studios, lecture halls, and a library. The floors of the two wings align, except

at the roof, where the roof of the South Wing is approximately 4’-4” lower that the roof of the West Wing.

The roof of Kroeber Hall is approximately flat, except for the central portion of the South Wing which

contains a saw-tooth-shaped roof.

Structural System

The gravity load-carrying system for Kroeber Hall consists of 5” and 6” one-way reinforced concrete slabs

that span 10’-0” to concrete beams and columns. The slab contains #4 and #5 bars on each face that are

spaced at 12”, 16”, and 20” o.c. The beams range in width from 8” to 20” and range in depth from 18” to

36”. They span between 16’-0” and 35’-0” and contain #8, #9, and #10 longitudinal reinforcing at the top

and bottom. The beam ties are #4 and #5 open ties spaced at 18” o.c. in the middle of the beam and at

6”, 8”, 10, or 12” at the end of the beam. The reinforced concrete columns are 1’-4”, 1’-6” and 1’-8”

square columns. They contain #8, #9, #10, and #11 longitudinal reinforcing. The shear ties have 180-

degree hooks and are spaced at 8” o.c. in the middle of the column and at 4” o.c. directly above and below

the floor beams. The available drawings indicate that the beam and column shear reinforcing stop at the

face of the beam-column joint. The columns located around the building perimeter are braced by beams

in one direction only. The beams that run parallel to the exterior facade are offset from the column

centerline and frame into the perpendicular beam instead of the column.

The roof of the Phoebe Hearst Museum is framed with a 4” thick one-way reinforced concrete slab that

spans 6’-3 ½” to steel 10 WF 21 beams. The steel beams span 18’-6” to steel trusses that are constructed

from steel double angles. The trusses span the width of the Museum creating a column-free exhibit space


CAAN ID: 1486 Date: 05/11/2019

Page 3

below. They are supported by 14” thick reinforced concrete bearing walls at the perimeter of the exhibit

space.

A number of mezzanine levels occurs within Kroeber Hall. The South Wing contains a mezzanine slab

between Level 2 and 3 in its library. This slab is a 4” thick two-way reinforced concrete slab that is

supported by steel posts below. The steel posts are integral with the bookshelves below this mezzanine

slab. The West Wing contains a mezzanine slab between Level 2 and Level 3 used for art storage. It is

framed using 5” thick x 5’-0” wide prestressed concrete planks that span 19’-8” between concrete beams.

Finally, two steel framed mezzanines were added between the basement and Level 1 shortly after

construction. These are used for storage of anthropology artifacts.

The lateral load-resisting system for Kroeber Hall consists of reinforced concrete shear walls in both

directions. The Museum contains 14” thick walls on its four sides. On each face, they are reinforced with

#4 bars spaced at 8” o.c. in the horizontal direction and #4 bars spaced at 12” o.c. in the vertical direction.

In the short direction of each respective wing, the South and West Wings contain three walls. Two

transverse walls are located at the ends of each wing, and one interior wall is located near the center of

the wing. In the long direction of each wing, the exterior elevation on one side contains shear walls while

the opposing elevation does not. In South Wing, wall segments occur on the west, but not the east

elevation. Likewise, in the West Wing, wall segments occur on the south, but not the north elevation. The

West Wing contains two interior walls in its long direction. The South Wing does not contain interior walls.

The walls are 12” thick in the basement story and are 10” thick in the upper stories. In the horizontal

direction, they are reinforced with #4 bars spaced at 12” o.c on each face. On each face in the vertical

direction, the 10” wall contains #4 bars spaced at 16” o.c., and the 12” wall contains #4 bars spaced at 12”

o.c.

The foundation consists of reinforced concrete strip footings centered below the walls. They range in

width from 5’-0” to 7’-0” and in depth from 1’-9” to 2’-8”. They are reinforced with #6 bars at the bottom.

Building Condition: Good

Date of Site Visit: 04/08/2019, Emma Meehan and Bret Lizundia, 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 ft – 75 ft Soil 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 ft - 75 ft Soil based on depth of rock

readings from Site Specific Zone Map of campus by Geomatrix


CAAN ID: 1486 Date: 05/11/2019

Page 4

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

Good - 1997 Preliminary Seismic Evaluation (SAFER), Degenkolb Engineers

DOCUMENTATION

Architectural Drawings: Social Science and Arts Building University of California, Berkeley,

California, Gardner A. Dailey, F.A.I.A. and Associates – Architects, May 14, 1957, Sheets A1 to A38.

Structural Drawings: Social Science and Arts Building University of California, Berkeley, California,

H.J.Brunnier Structural Engineer, May 14, 1957, Sheets S3 to S35.

Seismic Evaluations: 1997 Preliminary Seismic Evaluation (SAFER), Degenkolb Engineers

Geotechnical Reports: None

Other Documents: None

CONSTRUCTION DATA

Gravity Load Structural System: 4”, 5”, and 6” thick concrete one-way slab that spans to concrete

beams and columns. 5” prestressed slab panels occur in limited

locations

Exterior Transverse Walls: 10”, 12”, 14” and 16”

reinforced concrete walls

Opening(s)? Openings for

doors, windows,

and MEP

Exterior Longitudinal Walls: 10”, 12”, 14” and 16”

reinforced concrete walls

Opening(s)? Openings for

doors, windows,

and MEP

Roof Materials/Framing: 5” thick concrete one-way slab that spans to concrete beams and

columns.

Intermediate Floors/Framing: 4”, 5”, and 6” thick concrete one-way slab that spans to concrete

beams and columns. 5” prestressed slab panels occur in limited

locations

Ground Floor: 6” reinforced concrete slab-on-grade over 4” rock

Columns: 1’-4”, 1’-6”, and 1’-8” square

concrete columns

Foundation: Reinforced

concrete strip

footings below

walls

General Condition of Structure: Good


CAAN ID: 1486 Date: 05/11/2019

Page 5

LATERAL-FORCE-RESISTING SYSTEM

Longitudinal Transverse

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

Diaphragms: 4”, 5” and 6” thick RC slab 4”, 5” and 6” thick RC slab

Vertical Elements: Shear walls and columns Shear walls and columns

Connections: Beam and slab longitudinal

bras hook at the back of the

walls.

Beam and slab longitudinal

bras hook at the back of the

walls.

Details: S-12 for connections S-12 for connections

Estimated Fundamental Period, T (sec): 0.47 sec 0.47 sec

BSE-2E Spectral Acceleration, Sa: 2.23g 2.23g

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): 24,469 kips 24,469 kips

Seismic Base Shear, V (kips): 54,551 kips 54,551 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

☐ 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

Evidence of Settling?: No

Special Features & Comments:


CAAN ID: 1486 Date: 05/11/2019

Page 6

☐ URM Parapets or Cornices

☐ URM Chimney

☐ Heavy Partitions Braced by Ceilings

☐ Appendages

OVERALL SEISMIC DEFICIENCIES & EXPECTED SEISMIC PERFORMANCE

Kroeber Hall is a reinforced concrete shear wall structure that contains one story below grade and

three stories above grade. The building contains a number of structural deficiencies created by slabs that

are offset in elevation, the building’s “L”-shaped plan, and the eccentric wall locations.

The Museum roof is offset in elevation from the adjacent South Wing floor slab. This offset may make

load sharing between these two building segments difficult. Kroeber Hall is checked with two different

distributions of lateral load. The first case assumes that lateral load can transfer from the South Wing to

the walls in the Museum. The second case assumes that the diaphragm offset between the South Wing

and the Museum prevents load transfer. In this check, the mass associated the Museum is resisted by the

Museum walls only as the masses of the South and West Wings are resisted only by the walls from these

two wings. In both cases, the Tier 1 assessment indicates that the walls are overstressed. The stress is

156 psi, 165 psi, 145 psi, and 105 psi at the basement, 1st, 2nd, and 3rd stories respectively for the first case.

The stresses are 131 psi, 224 psi, 179 psi, and 105 psi in the basement, 1st, 2nd, and 3rd stories respectively

for the second case. These exceed the allowable limit of 100 psi based upon a default wall strength of

2,500 psi. The two cases are subsequently checked using ASCE 7-10. The walls appear to have sufficient

capacity for the first case but are still overstressed between Level 1- Level 2 and Level 2- Level 3 in the

second case. Since the Museum contains a large portion of the total wall area, the South Wing walls are

overstressed without the capacity offered by the Museum walls. In addition, the 1997 SAFER report

indicates that some interior walls are discontinuous in the basement story. The drawings available at this

time do not contain a basement floor plan so this observation is noted but could not be field verified.

A re-entrant corner occurs between the South and West Wing. No collector elements are located at this

corner to facilitate the load delivery into these exterior walls. The exterior walls that meet in this corner

are the primary lateral force-resisting elements in the long direction for each wing. This wall placement

will result in a torsional irregularity and may result in a load concentration in the diaphragm as the load is

resisted by only one side of the building. In addition, the exterior columns located along these walls are

offset from the perimeter floor beams.

The mezzanines in both the South and West Wing are poorly braced. The library mezzanine in the South

Wing is supported vertically by small steel posts. This slab is connected to a shear wall on its south side

only. It appears to rely on the reinforced concrete columns for lateral support and will apply lateral load

at the mid-height of the columns. The concrete mezzanine in the West Wing is connected to shear walls

on three sides. However, it is disconnected from the wall on its west elevation by a stair and shaft opening.

The Tier 1 calculations indicate that the separation between the canopy and Kroeber Hall may be

inadequate. The canopy was built close to the exterior walls of Kroeber Hall and the two structures may

pound against each other during a seismic event. The roof of the canopy is located at the midspan of the

exterior wall and may impose out-of-plane loading on these walls.


CAAN ID: 1486 Date: 05/11/2019

Page 7

Seismic Performance Level Rating

A Seismic Performance Level rating of Level V is assigned to Kroeber Hall based on the Tier 1 evaluation,

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

including highly stressed walls, poorly located lateral elements, the diaphragm discontinuities, poorly

braced mezzanines, eccentrically located columns, and the undersized seismic separation between

Kroeber Hall and the canopy.

Recommended Next Step

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

the building drift and the adequacy of the shear walls and diaphragms to resist the expected

displacements. A 3D analytical model can be used to model the diaphragm discontinuities and capture

the building torsion. This model will be able to assess the proper load distribution between the Museum

and the South and West Wings. The building drift can be determined to verify if the seismic separation

between the canopy and Kroeber Hall is adequate. Since this structure has not passed an ASCE 7-10 check,

which is a linear force-based approach, it is unlikely that it would benefit from a Tier 2 or linear Tier 3

procedure. A deformation-based approach afforded by Tier 3 analysis can be beneficial to a stiff shear

wall structure such as Kroeber Hall.

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

• Add lateral load-resisting elements on the east and north elevation.

• Add lateral load-resisting elements at each mezzanine floor.

• Saw cut existing slab at the interface of the canopy and the wall of Kroeber Hall in order to enlarge

a seismic separation gap or add a damper to the canopy roof.

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: Kroeber Hall Evaluator: EMG/BL

CAAN ID: 1486 Date: 5/11/19

Page 2

Plan


CAAN ID: 1486 Date: 5/11/19

Page 3

Kroeber Hall 1st floor structural plan of the Museum and the South

Wing

Kroeber Hall 1st floor structural plan of the West Wing


CAAN ID: 1486 Date: 5/11/19

Page 4

Krober Hall (looking southwest)

East elevation (looking northwest)


CAAN ID: 1486 Date: 5/11/19

Page 5

North elevation (looking southwest)

West elevation (looking southeast)


CAAN ID: 1486 Date: 5/11/19

Page 6

Southwest re-entrant corner (looking north)

South elevation


CAAN ID: 1486 Date: 5/11/19

Page 7

Columns eccentric to the floor beams

Saw tooth roof (looking south)


CAAN ID: 1486 Date: 5/11/19

Page 8

Vertical posts for bookshelves supporting library mezzanine slab above

Central stair


CAAN ID: 1486 Date: 5/11/19

Page 9

Connection of the Museum roof to South Wing of Kroeber Hall

(canopy is in foreground)

Mezzanine in basement for artifact storage


CAAN ID: 1486 Date: 5/11/19

Page 10

Egyptian sarcophagus on display in the museum

APPENDIX B

ASCE 41-17 Tier 1 Checklists (Structural)

UC Campus: Berkeley Date: 5/11/2019

Building CAAN: 1486 Auxiliary CAAN:

By Firm: RUTHERFORD + CHEKENE

Building Name: Kroeber Hall Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley, 94720 Page: 1 of 3

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

Op

Op

Op

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: Per Det. 2/S-3, Kroeber Hall has a ¾” recess where the structure meets with the Kroeber Hall

canopy. Based upon a 11.6 ft height from the slab-on-grade to the canopy roof, a 2” gap is required.

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 in the Library of the South Wing is connected to a shear wall on one side. The

mezzanine in the West Wing is connected to shear walls on 3 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: Wall area increases from the roof down to the basement.

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: Wall area increases from the roof down to the basement and the story heights are approximately

the same from floor to floor.






ASCE 41-17



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: It is noted in the 1997 SAFER report that some walls are discontinuous in the basement story.

The basement floor plan is not included in the available drawings, so this was not verified.

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: Walls do not offset.

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:

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 rigidity is at the re-entrant corner where the exterior shear wall intersect. The mass

is located at the interior of the floor plate.

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/

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)


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)







ASCE 41-17



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: In transverse direction of the West Wing B=49.5 ft, H=63.167 ft, B/H = 0.78 Sa = 2.23g for UCB at BSE-2E

0.6 x Sa = 1.34 B/H < 0.6 Sa

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: Soil Site Class C.






ASCE 41-17

Collapse Prevention Structural Checklist For Building Type C2-C2A


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: In the South and West Wing, columns and beams are integral with the shear walls. In the Museum, the trusses bear on the exterior shear walls, no columns occur.

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: In the South Wing, 1 line occurs along its long axis, and 3 lines occur along its short axis. In the West Wing, 2 lines occur along its long axis and 3 lines occur along its short axis.

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 are as follows which exceed the limit of 100 psi for f’c = 2,500 psi: 156 psi (Level G – Level 1), 165 psi (Level 1-Level 2),145 psi (Level 2 – Level 3), 105 psi (Level 3 – Roof).

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: Exterior shear walls contain:

For 10” walls: ρ = 0.0025 (#4 @ 16” o.c. E.W., E.F.)

For 12” walls: ρ = 0.00278 (#4 @ 12” o.c. E.W., E.F.)

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: Building has rigid diaphragms.






ASCE 41-17



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: Typical details on S-12 show slab top and bottom bars hook at back of 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: Wall sections reference the basement plan which is not included in available drawings.

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 majority of the columns are flexure controlled. Columns which are shear controlled have adequate capacity to resist demands induced by 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: Two-way slab is limited in scope to the Library mezzanine which is supported by small steel posts.

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 present.

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: The roof diaphragm is located at different elevations for the Museum, the West Wing, and the South Wing.






ASCE 41-17



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: Shear walls occur around the feature stair and elevators.

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)


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)


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)


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)


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)


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: Building has isolated and strip footings.

APPENDIX C

UCOP Seismic Safety Policy Falling Hazards Assessment

Summary



By Firm: Rutherford+Chekene


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:

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: There are no parapets.

P N/A

Unrestrained hazardous material storage

Comments: No hazardous materials are reported.

P N/A

Masonry chimneys

Comments: There are no masonry chimneys.

P N/A

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

Comments: No gas is supplied to the building.

P N/A

Other:

Comments:

P N/A

Other:

Comments:

P N/A

Other:

Comments:

Falling Hazards Risk: Low

APPENDIX D

Quick Check Calculations

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Flat Load Tables

Seismic Weight Dead Load

TYPICAL FLAT ROOF psf psf Remarks

Roofing 5 5

Waterproofing / Insulation 5 5

Slab 63 63 5" NWC slab

Beams/girders 32 32 RC beams and girders below 5" thick NWC slab

MEP 5 5

Ceiling, lighting and misc. 4 4

Columns 16

Partitions 5 0

Total 135 113


SAW-TOOTHED ROOF psf psf Remarks

Roofing 5 5


Slab 65 65 5" NWC slab w/ 17:5 slope


MEP 5 5


Columns 11 RC columns

Partitions 5 0

Total 160 144


PT FLOOR psf psf Remarks

Flooring 5 5

Slab 75 75 5" NWC slab w/ 1" topping

Beams/girders 0 0 Panels span between walls

MEP 5 5 Mechanical, electrical and plumbing



Partitions 10 10

Total 131 99

1- Prestressed panels span between walls. No beams or girders occur.

2- PT slab panels are located in the West Wing at the mezzanine and Level 3.


TYPICAL 5" FLOOR psf psf Remarks

Flooring 5 5



MEP 5 5



Partitions 10 10

Total 154 133


MUSEUM ROOF psf psf Remarks

Roofing 5 5



Steel beams and trusses 7 7 Steel framing spanning between trusses

MEP 5 5


Columns 0 0 RC columns

Partitions 2.5 0

Total 79 76

1- No columns and minimal partitions occur in the Museum.



LIBRARY MEZZANINE psf psf Remarks

Bookstacks 31.25 125

Flooring 5 5 Carpet


Beams/girders 0 0

MEP 5 5


Columns 0 0

Partitions 0 0

Total 95 189

1- Weight of bookstacks assumed to the similar to light storage with weight of 125 psf. Seismic mass equal to 25% of the weight is used.

2- Bookstack posts serve as the columns that support the mezzanine floor slab. No additional column weight is present.

3- No partitions are concurrent with the library stacks.


TYPICAL 6" FLOOR psf psf Remarks

Flooring 5 5 Floor tiles

Slab 75 75 6" NWC slab.


MEP 5 5 Mechanical, electrical and plumbing


Columns 21 0 RC columns

Partitions 10 10

Total 178 156


STORAGE MEZZANINE psf psf Remarks

Artifacts 31 125 Assumed to be light storage

2 1/2" topping over 2" metal deck 47 47 Assumed deck and fill

Steel framing 10 10 Assumed weight of beams and columns

Lighting, MEP, and misc. 2 2

Total 90 184

1- Weight of artifacts assumed to the similar to light storage with weight of 125 psf. Seismic mass equal to 25% of the weight is used.


Story Weightwconcrete = 150 pcf wglass = 10 psf

Floor Levels

TYPICAL FLAT

ROOF

SAW-TOOTHED

ROOFPT FLOOR

TYPICAL 5"

FLOOR

MUSEUM

ROOF

LIBRARY

MEZZANINE

TYPICAL 6"

FLOOR

STORAGE

MEZZANINE

TYPICAL FLAT

ROOF

SAW-TOOTHED

ROOFPT FLOOR

TYPICAL 5"

FLOORMUSEUM ROOF

LIBRARY

MEZZANINE

TYPICAL 6"

FLOOR

STORAGE

MEZZANINE

Floor

Elevation

(ft)

Wall Volume

Below floor

(ft3)

Wall Weight

below floor

(kips)

Wall Weight

Tributary to

floor (kips)

Window Area

Below floor

(ft2)

Window

Weight below

floor

(kips)

Window Weight

Tributary to

floor

(kips)

Total

Seismic

Weight

(kips)

ROOF 23,851 3,413 0 0 0 0 0 0 135 160 0 0 0 0 0 0 363.50 8,735 1,310 655 6,418 64 32 4,446

LEVEL 3 0 0 2,888 20,336 6,464 0 0 0 0 0 131 154 79 0 0 0 346.00 17,210 2,581 1,946 7,721 77 71 6,040

LEVEL M2 0 0 2,248 607 0 865 0 0 0 0 131 154 0 95 0 0 337.00 0 0 0 0 0 0 472

LEVEL 2 0 0 0 20,187 0 0 2,893 0 0 0 0 154 0 0 178 0 329.00 11,669 1,750 2,166 6,535 65 71 5,863

LEVEL 1 0 0 0 28,474 0 0 0 0 0 0 0 154 0 0 0 0 312.00 20,215 3,032 2,391 2,216 22 44 6,825

STORAGE MEZZANINE 0 0 0 0 0 0 0 9,167 0 0 0 0 0 0 0 90 304.00 0 0 0 0 0 0 825

LEVEL G 296.00

Notes:

1 -The West Wing roof is used as the roof elevation in the calculations. Total Weight = 24,469

3 - The seismic base is at Level G.

4 - The mezzanine mass, M2, is split equally between and lumped at Level 3 and Level 2.

5 - Glass weight includes area of exterior windows with an assumed weight of 10 psf

6 - The Museum roof is located between Level 2 and Level 3 and its mass is lumped at Level 3.

7 - The storage mezzanines are located between Level G and Level 1. The mezzanine mass is lumped at level 1.

Floor Area (ft2)

1Floor Weight (psf) Concrete Wall Weight

3Exterior Glass Weight

4


Period

Ct= 0.02

hn (ft)= 67.50

B= 0.75

T= 0.47 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- Building height is taken from basement to the West Wing roof located at EL. 363'-6".


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 = 2.229 g

T = 0.47 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 to 75 ft below grade. The site is soil class C.

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


Seismic Force Distribution

Sa= 2.23

W= 24,469 kips

C= 1.0

Per ASCE 41-17

Table 4-7

V= 54,551 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)

ROOF 17.50 67.50 4,446 300,088 0.32 17,461 17,461

LEVEL 3 17.00 50.00 6,276 313,781 0.33 18,258 35,719

LEVEL 2 17.00 33.00 6,099 201,252 0.21 11,710 47,430

LEVEL 1 16.00 16.00 7,650 122,393 0.13 7,122 54,551

LEVEL G 0.00

67.50 24,469 937,514 1 54,551

Notes:

1- The base of building is assumed to be at Level G.

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

3- Floor levels were renamed as follows:

Floor Elevation Current Name

1957 As-Built

Drawings

363'-6" ROOF ROOF

346'-0" LEVEL 3 THIRD FLOOR

337'-0" LEVEL M2 MEZZANINE FLOOR

329'-0" LEVEL 2 SECOND FLOOR

312'-0" LEVEL 1 FIRST FLOOR

296'-0" LEVEL G GROUND FLOOR

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 in between

0.5 sec and 2.5 sec period.


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

Average Stresses

Ms = 4.5

f'c = 2500 psi Based upon ASCE 41-17 Table 4-2

Story Story Shear Wall Area

Average Shear

Stress

Tier 1 Shear

Stress Limit Wall OK?

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

ROOF - LEVEL 3 17,461 36,824 105 100 NG

LEVEL 3 - LEVEL 2 35,719 54,764 145 100 NG

LEVEL 2 - LEVEL 1 47,430 67,298 157 100 NG

LEVEL 1 - LEVEL G 54,551 77,738 156 100 NG

Story Story Shear Wall Area

Average Shear

Stress

Tier 1 Shear


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

ROOF - LEVEL 3 17,461 36,930 105 100 NG

LEVEL 3 - LEVEL 2 35,719 62,166 128 100 NG

LEVEL 2 - LEVEL 1 47,430 64,020 165 100 NG

LEVEL 1 - LEVEL G 54,551 92,604 131 100 NG

Notes:

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

2 - Default material properties are assumed per ASCE 41-17 Table 4-2.

Longitudinal (N-S direction)

Transverse (E-W direction)

This check assumes the story shear for the entire building can be distributed between the Museum walls, West Wing walls, and South Wing

walls.


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

This check assumes the shear forces generated by the mass of the Museum are resisted by the Museum walls only and that the forces generated by the mass of the South and West Wing are resisted by the walls of the South and West Wing only.

Average Stresses

Ms = 4.5

f'c = 2500 psi Based upon ASCE 41-17 Table 4-2

Story Story Shear Wall Area Average Shear Stress

Tier 1 Shear

Stress Limit Wall OK? Story Story Shear Wall Area

Average

Shear Stress

Tier 1 Shear


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

2) (psi) (psi)

ROOF - LEVEL 3 17,461 36,824 105 100 NG MUSEUM ROOF - LEVEL 1 6,037 17,940 75 100 OK

LEVEL 3 - LEVEL 2 29,683 36,824 179 100 NG

LEVEL 2 - LEVEL 1 41,393 49,358 186 100 NG

LEVEL 1 - LEVEL G 54,551 77,738 156 100 NG

Story Story Shear Wall Area Average Shear Stress

Tier 1 Shear

Stress Limit Wall OK? Story Story Shear Wall Area

Average

Shear Stress

Tier 1 Shear


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

2) (psi) (psi)

ROOF - LEVEL 3 17,461 36,930 105 100 NG MUSEUM ROOF - LEVEL 1 6,037 22,932 58 100 OK

LEVEL 3 - LEVEL 2 29,683 39,234 168 100 NG

LEVEL 2 - LEVEL 1 41,393 41,088 224 100 NG

LEVEL 1 - LEVEL G 54,551 92,604 131 100 NG

1 - The South and West Wing wall stress check includes the portion of the story shear and the wall area that occcurs in the South and West Wings only. The story shear is proportioned based upon mass.

2 - The Museum wall stress check includes the portion of the story shear and the wall area that occurs in the Museum only. The story shear is proportioned based upon mass.

3 - Ms factor is per ASCE 41-17 Table 4-8.

4 - Default material properties are used per ASCE 41-17 Table 4-2.

South and West Wing Wall Stress Check (N-S direction)

South and West Wing Wall Stress Check (E-W direction)

Museum Wall Stress Check (N-S direction)

Museum Wall Stress Check (E-W direction)

The Museum roof and tributary wall weight is 1062.17 kips which is 16.9% of the Level 3 mass. Therefore,

the museum walls resist 16.9 % of the story shear.


Average Wall Stress Check Under ASCE 7-10 Site Specific Design Response SpectraThis check assumes the story shear for the entire building can be distributed between the Museum walls, West Wing walls, and South Wing walls.

Sa (ASCE 7-10) = 1.53 See Note 3

Sa (BSE-2E) = 2.23

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

R = 4 Detailing is equivalent to an Ordinary 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)

ROOF - LEVEL 3 17,461 11,973 36,824 81 0.0028 127 OK

LEVEL 3 - LEVEL 2 35,719 24,493 54,764 112 0.0028 127 OK

LEVEL 2 - LEVEL 1 47,430 32,523 67,298 121 0.0028 127 OK

LEVEL 1 - LEVEL G 54,551 37,407 77,738 120 0.0028 127 OK

Story

BSE-2E

Story Shear

ASCE 7-10


Average Shear

Stress

Reinforcing

Ratio

Shear Stress

Limit Wall OK?

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

ROOF - LEVEL 3 17,461 11,973 36,930 81 0.0028 127 OK

LEVEL 3 - LEVEL 2 35,719 24,493 62,166 98 0.0028 127 OK

LEVEL 2 - LEVEL 1 47,430 32,523 64,020 127 0.0028 127 OK

LEVEL 1 - LEVEL G 54,551 37,407 92,604 101 0.0028 127 OK

Notes:

1 - Per ACI 318-17 Table 4-2, f'c = 2500 psi, φ= 0.60, αc x sqrt (f'c), αc = 2.0 for given wall aspect ratios, fy = 40 ksi . Walls are assumed to be shear critical.

2- Typical wall is 12" thick with #4@ 12" o.c., each face


Longitudinal (N-S direction)

Transverse (E-W direction)

3 - 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.

4 - At this site, rock is located between 36 to 75 ft below grade.


Average Wall Stress Check Under ASCE 7-10 Site Specific Design Response SpectraThis check assumes the shear forces generated by the mass of the Museum are resisted by the Museum walls only and that the forces generated by the mass of the South and West Wing are resisted by the walls of the South and West Wing only.

Sa (ASCE 7-10) = 1.53 See Note 3

Sa (BSE-2E) = 2.23

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

R = 4 Detailing is equivalent to an Ordinary Bearing Wall System

Story

BSE-2E

Story Shear

ASCE 7-10


Average Shear

Stress

Reinforcing

Ratio

Shear Stress

Limit Wall OK? Story

BSE-2E

Story Shear

ASCE 7-10


Average Shear

Stress

Reinforcing

Ratio

Shear Stress

Limit Wall OK?

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

2) (psi) (psi)

ROOF - LEVEL 3 17,461 11,973 36,824 81 0.0028 127 OK

LEVEL 3 - LEVEL 2 29,683 20,354 36,824 138 0.0028 127 NG MUSEUM ROOF - LEVEL 1 6,037 4,139 17,940 58 0.0028 127 OK

LEVEL 2 - LEVEL 1 41,393 28,384 49,358 144 0.0028 127 NG

LEVEL 1 - LEVEL G 54,551 37,407 77,738 120 0.0028 127 OK

Story

BSE-2E

Story Shear

ASCE 7-10


Average Shear

Stress

Reinforcing

Ratio

Shear Stress

Limit Wall OK? Story

BSE-2E

Story Shear

ASCE 7-10


Average Shear

Stress

Reinforcing

Ratio

Shear Stress

Limit Wall OK?

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

2) (psi) (psi)

ROOF - LEVEL 3 17,461 11,973 36,930 81 0.0028 127 OK

LEVEL 3 - LEVEL 2 29,683 20,354 39,234 130 0.0028 127 NG MUSEUM ROOF - LEVEL 1 6,037 4,139 22,932 45 0.0028 127 OK

LEVEL 2 - LEVEL 1 41,393 28,384 41,088 173 0.0028 127 NG

LEVEL 1 - LEVEL G 54,551 37,407 92,604 101 0.0028 127 OK

Notes:

1 - Per ACI 318-17 Table 4-2, f'c = 2500 psi, φ= 0.60, αc x sqrt (f'c), αc = 2.0 for given wall aspect ratios, fy = 40 ksi. The walls are assumed shear critical.

2- Typical wall is 12" thick with #4@ 12" o.c., each face

5 - The South and West Wing wall stress check includes the portion of the story shear and the wall area that occcurs in the South and West Wings only. The story shear is proportioned based upon mass.

6 - The Museum wall stress check includes the portion of the story shear and the wall area that occurs in the Museum only. The story shear is proportioned based upon mass.


4 - At this site, rock is located between 36 to 75 ft below grade.

South and West Wing Wall Stress Check (N-S direction)

South and West Wing Wall Stress Check (E-W direction)

3 - 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.

Museum Wall Stress Check (N-S direction)

Museum Wall Stress Check (E-W direction)

The Museum roof and tributary wall weight is 1062.17 kips which is 16.9% of the Level 3 mass. Therefore, the

museum walls resist 16.9 % of the story shear.


COLUMN DEFORMATION COMPATIBILTY (0.9DL)

Material properties

- Concrete f'c 3 ksi Based upon ASCE 41-17 Table 4-2

- Stirrup steel rebar fy 40 ksi Based upon ASCE 41-17 Table 4-3

- Longitudinal steel rebar fy 50 ksi Based upon ASCE 41-17 Table 4-3

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 αcol 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/Vcol E (ksi) I g(in

2) Δ (in) L (in) Vprob (k)

4Acceptance criteria

5

Shear in Y-direction

Exhibit Hall (1to8)-1F-16X16-4#7 Exhibit Hall (1to8) 1 16 16 256 4 #7 0.875 2.4 2.0 #3 4 0.375 0.22 1.875 13.69 30.0 16.0 162.0 0.29 1.0 5.9 4.0 0.08 50 18.75 20.75 389.1 1.3 30.2 21.3 36.1 83.4 108.2 16.0 Flexure 0.44 3122.0 5461.3 0.5 192.0 7.2 -

Shear in X-direction

Exhibit Hall (1to8)-1F-16X16-4#7 Exhibit Hall (1to8) 1 16 16 256 4 #7 0.875 2.4 2.0 #3 4 0.375 0.22 1.875 13.69 20.0 16.0 172.0 0.29 1.0 6.3 4.0 0.08 50 18.75 20.75 389.1 1.3 30.2 21.3 36.1 83.4 108.2 15.1 Flexure 0.42 3122.0 5461.3 0.5 192.0 7.2 -


South Wing (132)-1F-20X20-8#11 South Wing (132) 1 20 20 400 8 #11 1.41 12.5 3.0 #3 4 0.375 0.33 1.875 17.42 32.0 16.0 160.0 0.23 1.0 4.6 4.0 0.08 235 29 21 609.0 1.7 57.7 43.9 71.1 490.9 573.0 86.0 Shear 1.21 3122.0 13333.3 0.5 192.0 17.6 OK

South Wing (132)-2F-18X18-6#10 South Wing (132) 2 18 18 324 6 #10 0.75 2.7 2.0 #3 4 0.375 0.22 1.875 15.75 36.0 17.0 168.0 0.25 1.0 5.3 4.0 0.08 156 29 21 609.0 1.6 34.8 33.4 47.8 273.1 328.0 46.9 Flexure 0.98 3122.0 8748.0 0.5 204.0 9.7 -

South Wing (132)-3F-18X18-4#8 South Wing (132) 3 18 18 324 4 #8 1 3.1 2.0 #3 4 0.375 0.22 1.875 15.63 32.0 17.0 172.0 0.26 1.0 5.5 4.0 0.08 78 29 21 609.0 1.3 34.5 28.0 43.8 124.0 168.3 23.5 Flexure 0.54 3122.0 8748.0 0.5 204.0 9.7 -






#South Wing (143)-1F-20X20-12#10 South Wing (143) 1 20 20 400 12 #10 1.27 15.2 2.0 #4 2.75 0.375 0.22 1.875 17.49 5.0 16.0 187.0 0.16 1.0 5.3 4.0 0.08 328 28 24 672.0 1.9 56.2 49.2 73.8 510.4 590.3 75.8 Shear 1.03 3122.0 13333.3 0.5 192.0 17.6 OK

#South Wing (143)-2F-20X20-8#10 South Wing (143) 2 20 20 314 8 #10 1.27 10.1 2.0 #4 2.5 0.375 0.22 1.875 16.00 5.0 17.0 199.0 0.16 1.0 6.2 4.0 0.08 242 28 24 672.0 1.8 56.5 37.8 66.0 290.3 385.5 46.5 Flexure 0.70 3122.0 7854.0 0.5 204.0 8.7 -


#South Wing (143)-ROOFF-18X18-6#6 South Wing (143) ROOF 18 18 324 6 #6 0.75 2.7 2.0 #3 2.25 0.375 0.22 1.875 15.75 5.0 13.2 153.0 0.14 1.0 4.9 4.0 0.08 73 28 24 672.0 1.3 61.9 27.6 62.6 104.9 144.3 22.6 Flexure 0.36 3122.0 8748.0 0.5 158.0 20.8 -


#South Wing (143)-1F-20X20-12#10 South Wing (143) 1 20 20 400 12 #10 1.27 15.2 2.0 #4 4 0.375 0.22 1.875 17.49 32.0 16.0 160.0 0.23 1.0 4.6 4.0 0.08 328 28 24 672.0 1.9 38.6 49.2 61.5 510.4 590.3 88.5 Shear 1.44 3122.0 13333.3 0.5 192.0 17.6 OK


#South Wing (143)-3F-18X18-6#8 South Wing (143) 3 18 18 254 6 #8 0.75 2.7 2.0 #4 4 0.375 0.22 1.875 14.40 32.0 17.0 172.0 0.28 1.0 6.0 4.0 0.08 157 28 24 672.0 1.7 31.8 28.4 42.1 153.8 196.5 27.4 Flexure 0.65 3122.0 5153.0 0.5 204.0 5.7 -

#South Wing (143)-ROOFF-18X18-6#6 South Wing (143) ROOF 18 18 324 6 #6 0.75 2.7 2.0 #4 4 0.375 0.22 1.875 15.75 32.0 13.2 126.0 0.25 1.0 4.0 4.0 0.08 73 28 24 672.0 1.3 34.8 27.6 43.7 104.9 144.3 27.5 Flexure 0.63 3122.0 8748.0 0.5 158.0 20.8 -


South Wing (126)-2F-15.5X22-7.72#10 South Wing (126) 2 15.5 22 341 8 #10 1.27 9.8 4.0 #3 4 0.375 0.44 1.875 19.49 26.0 17.0 178.0 0.21 1.0 4.6 4.0 0.08 114 10 29 290.0 1.4 86.1 31.8 82.6 505.8 574.7 77.5 Flexure 0.94 3122.0 13753.7 0.5 204.0 15.2 -


South Wing (126)-ROOFF-15.5X22-6#10 South Wing (126) ROOF 15.5 22 341 6 #10 1.27 7.6 2.0 #3 4 0.375 0.22 1.875 19.49 26.0 13.2 132.0 0.21 1.0 3.4 3.4 0.10 34 10 29 290.0 1.1 43.1 30.2 51.3 348.4 370.1 67.3 Shear 1.31 3122.0 13753.7 0.5 158.0 32.7 OK


South Wing (126)-2F-22X15.5-7.72#10 South Wing (126) 2 22 15.5 341 8 #10 1.27 9.8 3.0 #3 4 0.375 0.33 1.875 12.99 26.0 17.0 178.0 0.31 1.0 6.9 4.0 0.08 114 10 29 290.0 1.4 43.0 31.8 52.4 281.7 314.6 42.4 Flexure 0.81 3122.0 6827.1 0.5 204.0 7.5 -


South Wing (126)-ROOFF-22X15.5-6#10 South Wing (126) ROOF 22 15.5 341 6 #10 1.27 7.6 3.0 #3 4 0.375 0.33 1.875 12.99 17.0 13.2 141.0 0.31 1.0 5.4 4.0 0.08 34 10 29 290.0 1.1 43.0 25.6 48.0 230.0 245.3 41.8 Flexure 0.87 3122.0 6827.1 0.5 158.0 16.2 -


West Wing (209)-2F-15.5X22-7.72#10 West Wing (209) 2 15.5 22 341 8 #10 1.27 9.8 4.0 #3 4 0.375 0.44 1.875 19.49 26.0 17.0 178.0 0.21 1.0 4.6 4.0 0.08 119 10 30 300.0 1.4 86.1 32.2 82.8 505.8 576.9 77.8 Flexure 0.94 3122.0 13753.7 0.5 204.0 15.2 -


West Wing (209)-ROOFF-15.5X22-6#10 West Wing (209) ROOF 15.5 22 341 6 #10 1.27 7.6 2.0 #3 4 0.375 0.22 1.875 19.49 24.0 17.5 186.0 0.21 1.0 4.8 4.0 0.08 36 10 30 300.0 1.2 43.1 25.8 48.2 348.4 370.7 47.8 Flexure 0.99 3122.0 13753.7 0.5 210.0 13.9 -


West Wing (209)-2F-22X15.5-7.72#10 West Wing (209) 2 22 15.5 341 8 #10 1.27 9.8 3.0 #3 4 0.375 0.33 1.875 12.99 5.0 17.0 199.0 0.31 1.0 7.7 4.0 0.08 119 10 30 300.0 1.4 43.0 32.2 52.6 281.7 315.6 38.1 Flexure 0.72 3122.0 6827.1 0.5 204.0 7.5 -


West Wing (209)-ROOFF-22X15.5-6#10 West Wing (209) ROOF 22 15.5 341 6 #10 1.27 7.6 3.0 #3 4 0.375 0.33 1.875 12.99 17.0 17.5 193.0 0.31 1.0 7.4 4.0 0.08 36 10 30 300.0 1.2 43.0 25.8 48.2 230.0 245.6 30.5 Flexure 0.63 3122.0 6827.1 0.5 210.0 6.9 -

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

αcol = 1.0 for s/d <= 0.75, 0.0 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 <Vcol, Shear failure is not likely to occur.

SHEAR/FLEX.

CONTROL

ADDITIONAL CHECK (LIMITED BY DRIFT)

n-# n-#-s (in)

DIMENSION CONFINEMENT FLEX. YIELD AXIAL SHEAR FLEXURETRANVERSEspColumn

Model

Col Location

(Column Number)Floor

SIZE LONGITUDINAL


COLUMN DEFORMATION COMPATIBILTY (1.1DL+0.275LL)

Material properties

- Concrete f'c 3 ksi Based upon ASCE 41-17 Table 4-2

- Stirrup steel rebar fy 40 ksi Based upon ASCE 41-17 Table 4-3

- Longitudinal steel rebar fy 50 ksi Based upon ASCE 41-17 Table 4-3

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/Vcol E (ksi) I g(in

2) Δ (in) L (in) Vprob (k)

4Acceptance criteria

5


Exhibit Hall (1-8)-1F-16X16-4#7 Exhibit Hall (1-8) 1 16 16 256 4 #7 0.875 2.4 2.0 #3 4 0.375 0.22 1.875 13.69 30.0 16.0 162.0 0.29 1.0 5.9 4.0 0.08 72 18.75 20.75 389.1 1.4 30.2 22.9 37.2 83.4 118.8 17.6 Flexure 0.47 3122.0 5461.3 0.5 192.0 7.2 -


Exhibit Hall (1-8)-1F-16X16-4#7 Exhibit Hall (1-8) 1 16 16 256 4 #7 0.875 2.4 2.0 #3 4 0.375 0.22 1.875 13.69 20.0 16.0 172.0 0.29 1.0 6.3 4.0 0.08 72 18.75 20.75 389.1 1.4 30.2 22.9 37.2 83.4 118.8 16.6 Flexure 0.45 3122.0 5461.3 0.5 192.0 7.2 -













#South Wing (143)-ROOFF-18X18-6#6 South Wing (143) ROOF 18 18 324 6 #6 0.75 2.7 2.0 #3 2.25 0.375 0.22 1.875 15.75 5.0 13.2 153.0 0.14 1.0 4.9 4.0 0.08 108 28 24 672.0 1.4 61.9 30.2 64.4 104.9 162.0 25.4 Flexure 0.39 3122.0 8748.0 0.5 158.0 20.8 -




#South Wing (143)-3F-18X18-6#8 South Wing (143) 3 18 18 254 6 #8 0.75 2.7 2.0 #4 4 0.375 0.22 1.875 14.40 32.0 17.0 172.0 0.28 1.0 6.0 4.0 0.08 229 28 24 672.0 1.9 31.8 32.4 44.9 153.8 212.1 29.6 Flexure 0.66 3122.0 5153.0 0.5 204.0 5.7 -

#South Wing (143)-ROOFF-18X18-6#6 South Wing (143) ROOF 18 18 324 6 #6 0.75 2.7 2.0 #4 4 0.375 0.22 1.875 15.75 32.0 13.2 126.0 0.25 1.0 4.0 4.0 0.08 108 28 24 672.0 1.4 34.8 30.2 45.5 104.9 162.0 30.9 Flexure 0.68 3122.0 8748.0 0.5 158.0 20.8 -




South Wing (126)-ROOFF-15.5X22-6#10 South Wing (126) ROOF 15.5 22 341 6 #10 1.27 7.6 2.0 #3 4 0.375 0.22 1.875 19.49 26.0 13.2 132.0 0.21 1.0 3.4 3.4 0.10 49 10 29 290.0 1.2 43.1 31.8 52.4 348.4 379.7 69.0 Shear 1.32 3122.0 13753.7 0.5 158.0 32.7 OK




South Wing (126)-ROOFF-22X15.5-6#10 South Wing (126) ROOF 22 15.5 341 6 #10 1.27 7.6 3.0 #3 4 0.375 0.33 1.875 12.99 17.0 13.2 141.0 0.31 1.0 5.4 4.0 0.08 49 10 29 290.0 1.2 43.0 26.9 49.0 230.0 252.2 42.9 Flexure 0.88 3122.0 6827.1 0.5 158.0 16.2 -




West Wing (209)-ROOFF-15.5X22-6#10 West Wing (209) ROOF 15.5 22 341 6 #10 1.27 7.6 2.0 #3 4 0.375 0.22 1.875 19.49 24.0 17.5 186.0 0.21 1.0 4.8 4.0 0.08 52 10 30 300.0 1.2 43.1 27.2 49.1 384.4 380.3 49.1 Flexure 1.00 3122.0 13753.7 0.5 210.0 13.9 -




West Wing (209)-ROOFF-22X15.5-6#10 West Wing (209) ROOF 22 15.5 341 6 #10 1.27 7.6 3.0 #3 4 0.375 0.33 1.875 12.99 17.0 17.5 193.0 0.31 1.0 7.4 4.0 0.08 52 10 30 300.0 1.2 43.0 27.2 49.1 230.0 252.6 31.4 Flexure 0.64 3122.0 6827.1 0.5 210.0 6.9 -

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 <= 0.75, 0.0 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 <Vcol, Shear failure is not likely to occur.

spColumn

Model

Col Location

(Column Type)Floor

SIZE LONGITUDINAL SHEAR/FLEX.

CONTROL

ADDITIONAL CHECK (LIMITED BY DRIFT)

n-# n-#-s (in)

DIMENSION CONFINEMENT FLEX. YIELD AXIAL SHEAR FLEXURETRANVERSE