ucop seismic performance level - capital …...story height: 14’-0” (basement – level 1),...

Evaluator: XXX Evaluator: EGM/BL

Date: 03/06/2019

07-15-19

ASCE 41-17 Tier 1 Seismic Evaluation

Building Name: Cesar Chavez Student Center

CAAN ID: 1784

Auxiliary Building ID: Not applicable

Address: Core Campus, Berkeley, 94720

Site location coordinates: Latitude 37.86972 o Longitudinal -122.2600 o

Plan South 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 Diaphragm)

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

Square Footage: 114,994 sq. ft (UCB Records)

Building Length: 291’-0” (E-W direction)

Building Width: 133’-0” (N-S direction)

Building Height: 42’-6” to high point of roof

Story Height: 14’-0” (Basement – Level 1), 12’-6” (Level 1 – Level 2), 16’-0” (Level 2 – Roof at high point)

Number of stories above grade: 3

Number of basement stories below grade: 1

Year of Original Construction and Code Year: Construction was completed in 1960. The drawings are dated

1958 (1955 UBC assumed).

Year of Later Constuction and Code Year: Drawings dated 2016 and reference 2010 CBC

COST RANGE TO RETROFIT (if applicable): Low: less than $50 per square foot

Building Name: Cesar Chavez Student Center Evaluator: EGM/BL

CAAN ID: 1784 Date: 03/06/2019

BUILDING DESCRIPTION

General

The Cesar Chavez Student Center is located on the core campus of UC Berkeley. It is a three-story

structure, including the Basement Level which daylights to grade and a partially embedded basement. It

is situated south of the Strawberry Creek, north of the Sproul Plaza, and west of Sproul Hall and is built

into a hillside. On the north elevation, exterior grade is located at the Basement floor level at the

northwest corner of the building and at Level 2 at the northeast corner of the building. On the south

elevation, the exterior grade is located at the Basement floor level for the entire building length due to an

underground parking area located below Sproul Plaza.

The Cesar Chavez Student Center has a rectangular footprint measuring 291’-0” in the longitudinal (E-W)

direction and 133’-0” in the transverse (N-S) direction. Construction of this reinforced concrete building

was completed in 1960, and it received minor alterations in 2016 when the adjacent Sproul Plaza was

seismically upgraded. It contains a large two-story lecture hall on its western side, a cafe on its eastern

side, and office space. The offices are used by music department faculty, student social clubs, and some

serve as music practice rooms for students.

Structural System

The gravity load-carrying system is comprised of a 6” solid or 15” tubular reinforced concrete slab that

span approximately 12’-0” to reinforced concrete beams. The beams range from 12” to 24” in width and

from 16” to 30” in depth. The roof slab consists of tapered reinforced concrete panels that alternate in

shape between a “V” and “inverted- V”. Reinforced concrete columns are spaced in 24’-0” by 24’-0” bays.

Square columns are 18”, 22”, and 26” square, and round columns are 18”, 20”, 22”, 26” in diameter. The

columns are typically reinforced with #8, #9, #10, and #11 longitudinal bars and contain #3 ties spaced at

12” o.c. or at a 3” pitch. Despite the square shape, the majority of the square columns are tied with #3

spiral ties at a 3” pitch which typically makes them flexure-controlled.

In both the transverse and longitudinal direction, the lateral load-resisting system consists of reinforced

concrete shear walls in the lower two stories and cantilevered concrete columns from Level 2 to the roof.

The analysis of the cantilevered columns was completed in 2013 during the renovation to the Sproul Plaza.

At that time, the columns were found to be adequate and are therefore excluded as part of this Tier 1

assessment. The shear walls are 10”, 12”, and 14 thick with a minimum reinforcing ratio of 0.00278. Cesar

Chavez retains soil on the north and east elevation, but not on the south and west elevation. Cesar Chavez

was built together with the MLK student Union and shares a combined podium level at Level 1 and 2. It is

seismically separated from the Sproul Plaza at Level 1.

Square reinforced concrete footings are located below columns. These range in size from 4’-0” square by

2’-0” thick to 10’-0” square by 3’-0” thick. Continuous wall footings are typically 2’-0” wide and 1’-8” thick

and are centered on the walls.

Building Condition: Good

Date of Site Visit: 02/14/2019, Bret Lizundia and Emma Meehan, Rutherford + Chekene

Limitations of walk-through: Not all rooms were entered


CAAN ID: 1784 Date: 03/06/2019

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 76-150 ft Soil ft based on depth of rock

readings from Site Specific Zone Map of campus by Geomatrix and the boring data in Stage 3 Geotechnical

Memorandum, Package No.: 3 Bancroft Way Temporary Shoring, Lower Sproul Redevelopment Project

University of California, Berkeley, UC Berkeley Project No. 12520B, Rutherford + Chekene, 25 October

2012

SDS: 2.27 SD1: 0.78

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

Development of Seismic Design Ground Motions, Table 6 for 76-150 ft Soil based on depth of rock readings

from Site Specific Zone Map of campus by Geomatrix and the boring data in Stage 3 Geotechnical

Memorandum, Package No.: 3 Bancroft Way Temporary Shoring, Lower Sproul Redevelopment Project

University of California, Berkeley, UC Berkeley Project No. 12520B, Rutherford + Chekene, 25 October

2012

SXS: 2.72 SX1: 1.16

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

None to date

DOCUMENTATION

Architectural Drawings: University of California Student Center Union and Cafeteria Buildings,

Hardison and Demars Architect Associated, April 7, 1958, A1 to A110

Lower Sproul Redevelopment Project, Moore Ruble Yudell Architects and Planners, January 2016,

G0.00 to G0.11, LS0.01 to LS0.02, A0.01 to A0.02, A2.04 to A2.05, A4.05, A5.80, A6.10, A8.00 to

A8.02, A9.00, A9.21 to A9.25

Structural Drawings: University of California Student Center Union and Cafeteria Buildings,

Pregnoff and Matheu, April 7, 1958, S1 to S45

Lower Sproul Redevelopment Project, Rutherford + Chekene, January 2016, S0.01 to S0.03, S2.01

to S2.02, S4.00, S4.01, S4.10, S6.01, S6.02

Seismic Evaluations: Seismic Evaluation Report, Cesar Chavez Student Center University of

California, Berkeley, California, Rutherford + Chekene, August 2013

Geotechnical Reports: Stage 3 Geotechnical Memorandum, Package No.: 3 Bancroft Way

Temporary Shoring, Lower Sproul Redevelopment Project University of California, Berkeley, UC

Berkeley Project No. 12520B, Rutherford + Chekene, 25 October 2012

Other Documents: None


CAAN ID: 1784 Date: 03/06/2019

CONSTRUCTION DATA

LATERAL-FORCE-RESISTING SYSTEM

Longitudinal Transverse

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

Diaphragms: 6” or 15” conc. slab 6” or 15” conc. slab

Vertical Elements: Square column and round

columns with concrete shear

walls

Square column and round

columns with concrete shear

walls

Connections: Wall vertical reinforcing

extends into slab to top of

slab

Wall vertical reinforcing

extends into slab to top of

slab

Details: Sections on 1958 drawings Sections on 1958 drawings

Estimated Fundamental Period, T (sec): 0.33 sec 0.33 sec

BSE-2E Spectral Acceleration, Sa: 2.72g 2.72g

Modification Factor, C: 1.1 (C2 – Table 4-7) 1. (C2 – Table 4-7)

Building Weight, W (kips): 23,160 kips 23,160 kips

Seismic Base Shear, V (kips): 69,244 kips 69,244 kips

System Modification Factor, Ms: 4.5 4.5

Gravity Load Structural System: Reinforced concrete waffle slab spanning to reinforced concrete

columns

Exterior Transverse Walls: Reinforced concrete shear

walls

Opening(s)? No

Exterior Longitudinal Walls: Reinforced concrete shear

walls

Opening(s)? No

Roof Materials/Framing: Alternating “V” and “inverted V” tapered concrete shells

Intermediate Floors/Framing: Typical floor is 6” slab and 15” tube slab spanning to concrete

beams

Ground Floor: 10” concrete slab-on-grade

Columns: Round and square reinforced

concrete columns

Foundation: Spread footings

under the

columns, strip

footings under

the walls

General Condition of Structure: Good

Evidence of Settling?: No

Special Features & Comments:


CAAN ID: 1784 Date: 03/06/2019

Significant Structural Deficiencies, Potentially Affecting Seismic Performance Level Designation:

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

☐ Load Path

☐ Adjacent Buildings

☐ Weak Story

☐ Soft Story

Geometry (vertical irregularities)

☐ Torsion

Mass – Vertical Irregularity

☐ Cripple Walls

☐ Wood Sills (bolting)

☐ Diaphragm Continuity

Openings at Shear Walls (concrete or masonry)

☐ Liquefaction

☐ Slope Failure

☐ Surface Fault Rupture

☐ Masonry or Concrete Wall Anchorage at Flexible Diaphragm

☐ URM wall height to thickness ratio

☐ URM Parapets or Cornices

☐ URM Chimney

☐ Heavy Partitions Braced by Ceilings

☐ Appendages

OVERALL SEISMIC DEFICIENCIES & EXPECTED SEISMIC PERFORMANCE

The Cesar Chavez Student Center is a three-story reinforced concrete structure that is approximately

rectangular. It retains soil on its north and east side, but not on its west and south. For the purpose of this

Tier 1 assessment, the seismic base was set to the Basement floor level, and the structure was analyzed

as if it has 3 stories above grade. The lower two stories are the focus of this evaluation as the upper story

has been found adequate in a previous seismic evaluation performed in 2013. The basement of Cesar

Chavez has a 6H:1V aspect ratio, and therefore global overturning is negligible. The columns are typically

reinforced with closely spaced ties and are flexure-controlled.

In general, the shear walls in Cesar Chavez are not symmetrically positioned with long solid walls located

on the soil retaining sides of the structure and shorter walls located closer to the non-retaining sides of

the structure. Due to this wall configuration, the building has a torsional irregularity. Moreover, the walls

offset horizontally from one story to another and some are discontinuous. In addition to the items noted

above, the Tier 1 quick checks indicate that the walls are overstressed. The stresses in the walls from the

Basement to Level 1 and from Level 1 to Level 2 are 117 psi and 256 psi respectively. These are in excess

of the 110 psi limit specified in Tier 1. The walls were subsequently checked using the Design Basis

Earthquake per ASCE 7-10 and the concrete and reinforcing capacities per ASCE 7-10. This check indicates

that some walls in the E-W direction between Level 1 to Level 2 are overstressed. It is noted that the Tier 1


CAAN ID: 1784 Date: 03/06/2019

quick check does not include unbalanced soil pressure or additional forces in the walls due to the torsional

irregularity. These items will further stress the walls.

Finally, the Cesar Chavez Student Center contains glass exterior cladding. The 2013 evaluation report

notes that this glass poses a potential falling hazard to the building occupants.

Seismic Performance Level Rating

A Seismic Performance Level of V is assigned to Cesar Chavez Student Center based on the Tier 1

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

above including torsional irregularity, discontinuous walls, highly stressed walls, and the glass falling

hazard.

Recommended Next Step

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

the adequacy of the shear walls considering the effect of the additional demand due to torsional

irregularities, and the load distribution caused by the discontinuous walls. Since the walls did not pass the

ASCE 7-10 check which is a linear force-based approach, the stiff shear wall structure will likely benefit

from a nonlinear displacement-based approach afforded by a Tier 3 analysis.

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

Shear walls can be added to increase wall area and can be located below discontinuous shear walls and

to mitigate torsion and horizontal offsets in the lateral system.

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: Cesar Chavez Evaluator: EGM/BL

CAAN ID: 1784 Date: 03/06/19

Page 2

Plan

North Elevation


CAAN ID: 1784 Date: 03/06/19

Page 3

West Elevation

South Elevation


CAAN ID: 1784 Date: 03/06/19

Page 4

East Elevation

Northwestern Corner


CAAN ID: 1784 Date: 03/06/19

Page 5

Parking Garage in Basement (Looking east with C. Chavez to the left)

South Side of Level 2


CAAN ID: 1784 Date: 03/06/19

Page 6

Student Learning Center at Northwest Corner

Tunnel at Plaza Level (Looking South)


CAAN ID: 1784 Date: 03/06/19

Page 7

Plaza at Level 1 (Looking North)

APPENDIX B

ASCE 41-17 Tier 1 Checklists (Structural)

UC Campus: Berkeley Date: 3/06/2019

Building CAAN: 1784 Auxiliary CAAN:

By Firm: Berkeley

Building Name: Cesar E. Chavez Student Center 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

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: Seismic joints occur at the interface of Sproul Plaza and Cesar Chavez. The adequacy of the

joint width was confirmed during seismic upgrade of Sproul Plaza.

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 building has no mezzanines.

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 wall area doubles in the Basement to Level 1 as compared to Level 1 to Level 2.

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: The story height between Basement - Level 1 is 14’-0” and the story height between Level 1-2

is 12’-6”. Although the story height is taller at the lower story, the wall area doubles in the 1st story as compared

to the 2nd story.



By Firm: Berkeley



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: Some shear walls are not continuous to the foundation as shown in the 1958 construction

drawings. For example, the shear wall above the 2nd Level “Plaza” (current Level 1) in 1958 drawings shown in Detail 4/S-26 is not continuous to the basement. The other examples of discontinuous walls include the wall

along Gridline G above the 2nd Level “Plaza” shown in Detail 122/S-34 and the wall along Gridline 25 above the 2nd Level “Plaza” shown in Detail 106/S-33.

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 north elevation wall between the Basement – Level 1 spans 312 ft continuously in the east-

west direction. Level 1 to Level 2 has several shorter shear wall segments in this direction that are offset to the south.

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: The seismic mass of Level 1 (2nd Level “Plaza” in 1958 drawings) is 161% of that of Level 2 (3rd

Level “Telegraph” in 1958 drawings).

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: A 180-ft long shear wall occurs on the east elevation between the Level 1 to Level 2. A 24-ft long wall occurs

on the west elevation in this story. A number of short N-S interior walls also occur towards the west elevation. However, this collection of shorter walls is not likely to balance the center of rigidity.

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:



By Firm: Berkeley



ASCE 41-17



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

GEOLOGIC SITE HAZARD

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:

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:

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 AA, B=120 ft, H=37 ft, B/H = 3.24

Sa = 2.72g for UCB at BSE 2 0.6 Sa = 1.63

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: Foundations are strip and spread footings in Site Class C.



By Firm: RUTHERFORD + CHEKENE



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: The wall along Gridline A between Level B to Level 2 is load bearing and supports gravity girders and slabs that are framed directly into it.

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:

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: As shown in the structural calculations for Tier 1 screening, at both the walls from the Basement to Level 1 and from Level 1 to Level 2, the average shear stress in the concrete shear walls caused by BSE-2E level hazard is higher than the greater of 100 psi and 2 2 3,000 psi = 110 psicf ′ = in both the N-S and

E-W directions. An additional check was performed for ASCE 7-10. The walls in longitudinal direction between Levels 1 to 2 do not have sufficient capacity. The remaining walls are adequate.

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: ρ = 0.0028 in both vertical and horizontal direction at a minimum

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 a rigid diaphragm

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:






ASCE 41-17



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: As noted in G5/S-17 and S-18 to S-20, dowels for walls and columns shall be of same size, number and arrangement as wall and column reinforcements above.

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: As shown in the structural calculations for deflection compatibility, the spirally reinforced gravity columns are flexure-controlled.

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. Floor framing contains beam that span to columns

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: Building has no coupled shear walls.

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:

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: Some of the diaphragm openings immediately adjacent to the shear walls are larger than 25% of the wall length. Examples of noncompliance include the elevator shaft at Grid O-34 and the stairwell at Grid H-33.






ASCE 41-17



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 strip and spread footings

APPENDIX C

UCOP Seismic Safety Policy Falling Hazards Assessment

Summary



By Firm: Rutherford+Chekene

Building Name: Cesar Chavez Student Center 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:

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:

P N/A

Masonry chimneys

Comments:

P N/A

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

Comments:

P N/A

Other: Glass windows

Comments: Exterior glass cladding is noted in 2013 evaluation report as a potential falling hazard to the building occupants.

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 floor with solid slab psf psf Remarks

Flooring 5 5

Solid slab 75 75 6" NWC slab. See S-22 of original drawings

Beams/girders 82 82 A typical 12' by 24' bay bounded by Gridlines S, Q, 26 and 27 at 2nd level "PLAZA" (S-12)

MEP 5 5 Mechanical, electrical and plumbing

Ceiling, lighting and misc. 4 4

Columns 10 1018"x26" oval column at Grid E-27 at 2nd level "PLAZA", 12.5' above and 14' below, tributary area 576

ft2

Partitions 10 10 Partitions above and below

Total 191 191


Typical floor with tube slab psf psf Remarks

Flooring 5 5

Tube slab 117 117 Tube slab (S-22 of original drawings)

Beams/girders 17 17 Beam B149 between Grids U-33 and U-35 with a tributary width 24' at 2nd level "PLAZA" (S12)



Columns 8 8Round column (18 in. dia. above, 26 in. dia. below) at Grid U-26 at 2nd level "PLAZA", 12.5' above and

14' below, tributary area 708 ft2


Total 166 166


Exterior deck with tube slab psf psf Remarks

Paver 50 50 4" concrete paver

Waterproofing 5 5


Beams/girders 17 17 B182/B178 along Gridline S with a tributary width of 24' at 3rd level "TELEGRAPH" (S-14)



Columns 3 3Round column (18 in. dia. below) at Grid S-26 at 3rd level "TELEGRAPH", 12.5' below, tributary area

592 ft2

Partitions 5 0 Only Partitions below

Total 211 206


Exterior deck with solid slab psf psf Remarks

Paver 50 50 4" concrete paver

Waterproofing 5 5

Solid slab 75 75 6" NWC slab. See S-22 of original drawings

Beams/girders 82 82 B182/B178 along Gridline S with a tributary width of 24' at 3rd level "TELEGRAPH" (S-14)




592 ft2


Total 234 229


Interior Office Space on South Elevation psf psf Remarks

Wood ceiling 20 20 Wood framing, roofing, waterproofing at ceiling of office space

Flooring 5 5


Beams/girders 16 16 A typical 24' by 24' bay bounded by Gridlines 30, 31, Q and S at 3rd level "TELEGRAPH" (S-14)




592 ft2


Total 180 180


Roof psf psf Remarks

Waterproofing 5 5

Concrete shell 85 85



Columns 3 3 Round column (18 in. dia. below) at Grid S-26


Total 107 102

RUTHERFORD + CHEKENE

Story Weight

Floor Levels

Typical floor with

solid slab

(ft2)

Typical floor

with tube slab

(ft2)

Floor with

wood ceiling

(ft2)

Exterior

deck with

tube slab

(ft2)

Exterior

deck with

solid slab

(ft2)

Concrete

shell

(ft2)

Typical floor

with solid slab

(psf)

Typical floor

with tube slab

(psf)

Floor with

wood ceiling

(psf)

Exterior

deck with

tube slab

(psf)

Exterior

deck with

solid slab

(psf)

Roof

(psf)

Planter

area

(ft2)

Additional

unit weight

(psf)

Additional

weight

(kips)

Wall height

below (ft)

Wall

length

below

(ft)

Wall

Seismic

Weight

(kips)

Wall height

below (ft)

Sectional

area of wall

below

(ft2)

Wall

Seismic

Weight

(kips)

Total

Seismic

Weight

(kips)

Roof 0 0 0 0 0 25,920 0 0 0 0 0 107 10.5 785 82 16 0 0 2,856

Level 2 4,214 11,289 2,519 7,147 8,127 0 191 166 180 211 234 0 12.5 782 180 12.5 712 668 7,387

Level 1 12,460 21,300 0 3,553 14,523 0 191 166 180 211 234 0 576 165 95 14.0 0 98 14.0 1900 2,663 12,917

NOTES:

1 - Levels as indicated on the drawings are shown below. Level names were revised during construction: Total Weight = 23,160

2016 Drawing

Name

1958 Drawing

Name

Roof Roof

Level 2 Level 3 Telegraph

Level 1 Level 2 Plaza

Basement Level 1

2 - Planter weight is a 165 psf SDL to account for (4) large planter boxes on Sproul Plaza obtained from calculations set for Redevelopment of Sproul Plaza

Floor area Floor unit weight Planter Concrete wallCurtain wall (20 psf)


Period

Ct= 0.02

hn (ft)= 42.50

B= 0.75

T= 0.33 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- Building height is based upon roof high point


Site Parameters

Period Sa

0 1.0872

0.09 2.718

0.43 2.718

0.68 1.714

0.93 1.252

1.00 1.160

1.25 0.928

1.50 0.773

1.75 0.663

2.00 0.580

2.25 0.516

2.50 0.464

2.75 0.422

3.00 0.387

3.25 0.357

SxS = 2.718 g

Sx1 = 1.160 g

To = 0.09 s

Ts = 0.43 s

Sa = 2.718 g

T = 0.33 s

Notes:

1- 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. The procedure as

specified in ASCE 7-16, Section 21.4 is used to develop the Design Response Spectrum shown above.

0

0.5

1

1.5

2

2.5

3

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


Seismic Force Distribution

Sa= 2.72

W= 23,160 kips

C= 1.1

Per ASCE 41-17

Table 4-7

V= 69,244 kips

k= 1.00 Per ASCE 41-17 Section 4.4.2.2, K = 1.0 for periods less than 0.5 sec

Story Shears

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

Cv Fx Story Shear, V

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

Roof 16.0 42.5 2,856 121,374 0.24 16,877 16,877

Level 2 12.5 26.5 7,387 195,758 0.39 27,221 44,098

Level 1 14.0 14.0 12,917 180,841 0.36 25,146 69,244

Notes:

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

2- Roof height is based on the high point of the roof


Average Stresses

Ms = 4.5

f'c = 3000 psi

Transverse Direction (N-S)

Story Shear Wall Area

Average Shear

Stress

Tier 1 Shear Stess

Limit Wall OK?

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

Level 2 to Roof

Level 1 to 2 44,098 64,296 152 110 NG

Level B to Level 1 69,244 142,416 108 110 OK

Longitudinal Direction (E-W)


Average Shear

Stress

Tier 1 Shear Stess

Limit Wall OK?

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

Level 2 to Roof

Level 1 to 2 44,098 38,208 256 110 NG

Level B to Level 1 69,244 131,160 117 110 NG

Notes:

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

2 - Lateral system between Level 2 and Roof consists of cantilevered concrete columns, no shear walls occur.

Story

Story

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


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

Sa (ASCE 7-10) = 2.27 See Note 3

Sa BSE 2 = 2.72

Sa (ASCE 7-10 DBE)/Sa BSE 2 = 0.84

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

Transverse Direction (N-S)

BSE-2E

Story Shear

ASCE 7-10


Average Shear

Stress

Shear Stress

Limit Wall OK?

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

Level 2 to Roof

Level 1 to 2 44,098 36,829 64,296 143 132 NG

Level B to Level 1 69,244 57,831 142,416 102 132 OK

Longitudinal Direction (E-W)

BSE-2E

Story Shear

ASCE 7-10


Average Shear

Stress

Shear Stress

Limit Wall OK?

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

Level 2 to Roof

Level 1 to 2 44,098 36,829 38,208 241 132 NG

Level B to Level 1 69,244 57,831 131,160 110 132 OK

Notes:

1 - Wall reinforcement ratio is calculated for 12"thick wall with #4@ 12" o.c. E.W., E.F as the minimum reinforcement ratio,

2- Material strength fy= 40,000ksi, f'c = 3000 psi, φ= 0.60, αc x sqrt (f'c), αc = 2.0 for given wall aspect ratios

Story

Story

No shear wall exists in Story 3 between Level 2 and Roof.

No shear wall exists in Story 3 between Level 2 and Roof.

3- Site Specific spectral accelerations 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 ASCE7-10. The procedure as specified in ASCE 7-10, Section 21.4 is

used to develop the Design Response Spectrum.


COLUMN DEFORMATION COMPATIBILTY (0.9DL)

Material properties

- Concrete f'c 3 ksi Strength specified in drawings

- Steel rebar fy 40 ksi Material strength per ASCE 41-17 Table 10-3 for intermediate grade steel.

Other parameters

- Flexural ductility knl 0.7

- Lightweight 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)

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

2MP=0 (k-ft)

3M (k-ft)

3 2M/L (k) Vp/Vn

M-37_above Basement M-37 (18" square with spiral reinf.) 1 18 18 324 8 #11 1.41 12.5 2.0 #4 3 0.5 0.39 2 15.30 24 14 144 0.20 1.0 4.7 4.0 0.08 136 13 13 176 1.5 80.1 32.2 78.6 312 349 58.2 Flexure 0.74

M-37_above Level 1 M-37 (18" circular with spiral reinf.) 2 18 18 254 8 #9 1.128 8.0 2.0 #4 3 0.5 0.39 2 15.44 24 12.5 126 0.19 1.0 4.1 4.0 0.08 106 25 13 335 1.5 80.8 25.2 74.2 195 233 44.4 Flexure 0.60

Y-32_above Basement Y-32 (18" circular with spiral reinf.) 1 18 18 254 8 #11 1.41 12.5 2.0 #4 3 0.5 0.39 2 15.30 24 14 144 0.20 1.0 4.7 4.0 0.08 92 24 12 288 1.5 80.1 24.3 73.0 272 290 48.3 Flexure 0.66

Y-32_above Leve 1 Y-32 (18" circular with spiral reinf.) 2 18 18 254 8 #9 1.128 8.0 2.0 #4 3 0.5 0.39 2 15.44 24 12.5 126 0.19 1.0 4.1 4.0 0.08 46 24 12 288 1.2 80.8 20.8 71.2 195 210 40.0 Flexure 0.56

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

SHEAR/FLEX

CONTROLn-# n-#-s (in)

DIMENSION CONFINEMENT FLEXYIELD AXIAL SHEAR FLEXURETRANVERSEspColumn

ModelCol Location (Column Type) Story

SIZE LONGITUDINAL


COLUMN DEFORMATION COMPATIBILTY (1.1DL+0.275LL)

Material properties

- Concrete f'c 3 ksi Strength specified in drawings

- Steel rebar fy 40 ksi Material strength per ASCE 41-17 Table 10-3 for intermediate grade steel.

Other parameters

- Flexural ductility knl 0.7

- Lightweight 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)

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

2MP=0 (k-ft)

3M (k-ft)

3 2M/L (k) Vp/Vn

M-37_above Basement M-37 (18" square with spiral reinf.) 1 18 18 324 8 #11 1.41 12.5 2.0 #4 3 0.5 0.39 2 15.30 24 14 144 0.20 1.0 4.7 4.0 0.08 171 13 13 176 1.6 80.1 34.4 80.1 312 357 59.5 Flexure 0.74

M-37_above Level 1 M-37 (18" circular with spiral reinf.) 2 18 18 254 8 #9 1.128 8.0 2.0 #4 3 0.5 0.39 2 15.44 24 12.5 126 0.19 1.0 4.1 4.0 0.08 139 25 13 335 1.6 80.8 27.3 75.7 195 230 43.8 Flexure 0.58

Y-32_above Basement Y-32 (18" circular with spiral reinf.) 1 18 18 254 8 #11 1.41 12.5 2.0 #4 3 0.5 0.39 2 15.30 24 14 144 0.20 1.0 4.7 4.0 0.08 121 24 12 288 1.6 80.1 26.2 74.4 272 295 49.2 Flexure 0.66

Y-32_above Leve 1 Y-32 (18" circular with spiral reinf.) 2 18 18 254 8 #9 1.128 8.0 2.0 #4 3 0.5 0.39 2 15.44 24 12.5 126 0.19 1.0 4.1 4.0 0.08 64 24 12 288 1.3 80.8 22.2 72.1 195 214 40.8 Flexure 0.57

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

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

SHEAR/FLEX

CONTROLn-# n-#-s (in)

DIMENSION CONFINEMENT FLEXYIELD AXIAL SHEAR FLEXURETRANVERSEspColumn

ModelCol Location (Column Type) Story

SIZE LONGITUDINAL