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Evaluator: TAB

Date: 4/1/2019

ASCE 41-17 Tier 1 Seismic Evaluation

Building Name: Walter A. Haas Jr. Pavilion

CAAN ID: 1360

Auxiliary Building ID: N/A

Address: Core Campus, Berkeley, CA 94720

Site location coordinates: Latitude 37.8694 Longitudinal -122.2621

Aerial Photo Exterior Elevation Photo

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

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 Wall

b. Transverse Direction: C2: Concrete Shear Wall

Square Footage: 254,137 ft2

Building Length: 392’

Building Width: 228’-6”

Building Height: 103’-8”

Story Height: 15’ (Ground), 11’ (1st), 20’ (Concourse)

Number of stories above grade: 4

Number of basement stories below grade: 0

Year of Original Construction and Code Year: 1933, Unknown

Year of Later Constuction and Code Year:

1999 (Structural Renovation), 1995 CBC

Building Name: Haas Pavilion Evaluator: TAB

CAAN ID: 1360 Date: 4/1/19

COST RANGE TO RETROFIT (if applicable): N/A

BUILDING DESCRIPTION

General

What is now known as Haas Pavilion, was orginial constructed as the Harmon Gymnasium in 1933. The

Harmon Gymnasium was a two story concrete shear wall building with a central arena consisting of one

level of concrete bleachers covered with a steel truss roof. In 1999, the Harmon Gymnasium underwent

a major renovation. The existing arena roof was demolished added an additional level of concrete bowl

seating and perimter concrete shear walls. This renovation increased the roof height from 66’ to 104’

and provided a concourse level at the orginal top of bleacher elevation. Haas Pavilion has one complete

level below the arena floor and three floor levels that encircle the arena underneath the bowl seating.

The building area is approximately 254,100 square feet and houses athletic facilities, recreational

facilities and an arena.

Structural System

The gravity load structural system varies due to the significant renovations in 1998. The first floor,

mezzanine, and lower half of the arena bowl are cast-in-place concrete slabs on top of steel framing

encased in concrete from the orginial 1931 construction. Select locations at these levels have additonal

floor area consisting of concrete slabs on metal deck with non-encased concrete framing. The

concourse level is a 3” metal deck with 3 ¼” lightweight concrete fill on steel wide flange beams. The

beams are supported by new steel columns along the perimeter of the structure, and existing steel

encased columns around the circumference of the arena. The high roof consists on 18 gauge metal deck

spanning to deep trusses constructed of wide flange steel sections that arch in the transverse to a

bearing connection at the top of the new perimeter steel columns.

The lateral force resisting system is a concrete shear wall system utilizing shear walls from both 1931

and 1997 constructions. Concrete shear walls of varying thickness are located around the perimeter of

the structure and four interior transverse shear walls that terminate at the concourse level. The

concrete slabs serve as horziontal diaphragms and the concrete walls are the vertical elements. The

1931 walls and columns are founded on spread footings at the base of columns at both the isolated

columns and the columns embedded in the wall. The 1997 concrete walls are founded on a pile

foundation.

As part of the renovation in 1998, stairwells were placed at the four corners of the arena. These stair

wells wrap around a 28” by 17’ cantilevered structural wall with platforms at the second and concourse

levels. Below the first level, the wall is integral with the main walls that span up to the high roof level

and both walls sit on the same pile foundation. Above the first level the stair wells are seismically

separated from the rest of the structure with a 2” gap.

Building Condition

Good, cracking observed in stucco

Date of Site Visit: 03/28/2019, Ray Pugliesi & Torrey Bolden, Degenkolb Engineers

Limitations of walk-through: none

Page 32


CAAN ID: 1360 Date: 4/1/19

SITE INFORMATION

Site Class (A-F): C Basis: Geologic Hazards and Site Classification, Geomatrix Plate 2

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 Site Specific Report Table 5 for 36-75 ft Soil

SDS: 2.40 SD1: 0.71

BSE-2E Spectral Accelerations: Basis: 2015 Site Specific Report Table 6 for 36-75 ft Soil

SXS: 3.15 SX1: 1.05

Level of Seismicity: High

Performance Level: Collapse Prevention Structural Performance

Geologic Hazards:

Fault Rupture No Basis: Earthquake Zones of Required Investigation- Oakland

West Quadrangle https://maps.conservation.ca.gov/cgs/informationwarehouse/regulatorymaps/

Liquefaction No Basis: Earthquake Zones of Required Investigation- Oakland


Landslide No Basis: Earthquake Zones of Required Investigation- Oakland


PREVIOUS RATINGS SUMMARY

1. N/A

DOCUMENTATION

Architectural Drawings: “Men’s Gymnasium, University of California”, George W. Kelham, 02/18/1932,

1-9 “Haas Pavilion, The Expansion & Remodeling of Harmon Gymnasium”, Ellerbe Becket, 03/06/1998,

A002-A944 (243 Sheets Total)

Structural Drawings: “Men’s Gymnasium, University of California”, H.J. Brunnier, 11/09/1931, S1-S11

“Haas Pavilion, The Expansion & Remodeling of Harmon Gymnasium”, Forell Elsesser Engineers, Inc.,

06/16/1997, S001-S751 (58 Sheets Total)

Seismic Evaluations: N/A

Geotechnical Reports: N/A

Other Documents: N/A


CAAN ID: 1360 Date: 4/1/19

CONSTRUCTION DATA

LATERAL-FORCE-RESISTING SYSTEM

Longitudinal Transverse

ASCE 41-17 Building Type: C2: Concrete Shear wall C2: Concrete Shear wall

Diaphragms: Concrete Slabs and Metal

Deck

Concrete Slabs and Metal

Deck

Vertical Elements: Concrete Shear Wall Concrete Shear Wall

Connections: Lap splice, bolt & welded > Steel conn. Shear studs

Details: S701 – S751 S701 – S751

Estimated Fundamental Period, T (sec): 0.575 0.575

BSE-2E Spectral Acceleration, Sa: 3.15g 3.15g

Modification Factor, C: 1.0 (C2 – Table 4-7) 1.0 (C2 – Table 4-7)

Building Weight, W (kips): 31,771 31,771

Seismic Base Shear, V (kips): 58,053 58,053

System Modification Factor, Ms: 4.5 Collapse Prevention 4.5 Collapse Prevention

Gravity Load Structural System: Concrete slabs on steel framing. Steel trusses and metal deck at the

high roof

Exterior Transverse Walls: Stud Wall/ Exposed Concrete Opening(s)? Yes

Exterior Longitudinal Walls: Stud Wall/ Exposed Concrete Opening(s)? Yes

Roof Materials/Framing: (E) 4” Slab on concrete encased steel framing @ (E) N & S wings

(N) 3” 18ga B-deck on Steel Trusses on high and low roofs

Intermediate Floors/Framing: (E) 4” Slab on steel framing encased in concrete at first level

(N) 3 ¼” Concrete Fill over Metal Framing at concourse level

Ground Floor: 6” (E) Slab on Grade or/ 5” (N) Slab on Grade

Columns: Steel Columns, (E) Encased in

Concrete

Foundation: Spread footings/

Piles

General Condition of Structure: Good, some non-structural cracking was observed in stucco

Evidence of Settling?: No

Special Features & Comments: The arena roof was demolished and a concourse level with an

additional level of seating was added in 1998 construction.


CAAN ID: 1360 Date: 4/1/19

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


CAAN ID: 1360 Date: 4/1/19

OVERALL SEISMIC DEFICIENCIES & EXPECTED SEISMIC PERFORMANCE

The below items have been identified as non-compliant:

1. Adjacent Buildings: Haas Pavilion has four exterior stairwells to access the upper levels of the

arena at each corner of the building. These stairwells are seismically separated from the main

structure above the first level. The stairs wrap around a 28” thick concrete wall up the height

with landings at the mezzanine and concourse and intermediate landings between these levels.

The separated stair well is approximately 42’ tall and has a 4” seismic gap parallel to the

transverse direction and 2” parallel to the longitudinal direction. These seismic gaps are not

adequate to preclude pounding and the large mass disparity my cause increased structural

damage.

2. Shear Stress Check: Just below the concourse level, the lateral system consists of 4, 16”

concrete shear walls in the longitudinal direction. The shear walls at this location are over

stressed based on the quick check procedures. When considering the steel contributions and the

load demands that would be required by a Tier 2 analysis the shear walls appear to be adequate.

This deficiency does not appear to be a life safety issue.

3. Diaphragm Continuity: There are several diaphragm discontinuities present in the Haas Pavilion.

When the concourse was constructed in 1997 a portion of the existing roof was demolished

while a portion of the wings roof remained. This created a split-level diaphragm between the

existing roof structures and the concourse level. It appears this was addressed with a steel truss

to transfer diaphragm loads in the existing roof up to the concourse level. The arena roof is

composed of a high and low roof. In the transverse direction the high roof diaphragm spans to

trusses on the North and South side where the force must transfer through the end trusses

down to the low roof. These diaphragm discontinuities may result in increased lateral

deflections and may result in increased damage in the supporting elements. This is not expected

to significantly affect the seismic performance of the structure.

4. Openings at Shear Walls: The shear walls located by the stair wells have openings immediately

adjacent to the wall for the full length of the wall. This is not expected to have a significant

impact on the structural performance as it appears collectors were properly detailed to transfer

forces to the wall.

As a result of these deficiencies, the structure has been assigned a SPL IV rating.

No non-structural deficiencies have been identified for the Haas Pavilion. Some stucco cracking was

observed in interior and exterior walls. This is not believed to have negative consequences to the

structural system at this time but may represent a potential falling debris hazard.


CAAN ID: 1360 Date: 4/1/19

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

N\A


CAAN ID: 1360 Date: 4/1/19

Appendices

A. Additional Photos

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

C. UCOP Seismic Safety Policy Falling Hazards Assessment Summary

D. Quick Check Calculations


CAAN ID: 1360 Date: 4/1/19

APPENDIX A

Additional Photos

Figure 1 High roof trusses and transfer truss to the low roof on the north portion


CAAN ID: 1360 Date: 4/1/19

Figure 2 Diaphragm bracing of new precast seating addition


CAAN ID: 1360 Date: 4/1/19

Figure 3 Interior Seismic Joint at Stairwells


CAAN ID: 1360 Date: 4/1/19

Figure 4 Northeast Exterior Stairwell, Exemplary of the 4 stairwell


CAAN ID: 1360 Date: 4/1/19

Figure 5 Interior Stucco Cracking


CAAN ID: 1360 Date: 4/1/19

Figure 6 Stucco cracks above existing concrete pillar at main West Entrance


CAAN ID: 1360 Date: 4/1/19

Figure 7 Repaired exterior stucco cracks at southeast exterior partition wall


CAAN ID: 1360 Date: 4/1/19

APPENDIX B

ASCE 41-17 Tier 1 Checklist (Structural)

UC Campus: Berkeley Date: 4/2/19

Building CAAN: 1360 Auxiliary CAAN:

- By Firm: Degenkolb Engineers

Building Name: Haas Pavilion Initials: TAB Checked:

Building Address: 115 Haas Pavilion, Berkeley, CA 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: Exterior stairwells at the four corners on the area only have 2” seismic joints between themselves and the main structure. This gap is not adequate to preclude pounding.

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: Mezzanine level is attached to concrete wall elements

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:

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:

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:






ASCE 41-17



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:

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:

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:

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:






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:

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: Slab on grade ties together isolated spread footings




Building Name: Haas Pavilion Initials: Checked:


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:

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: Shear stress below the concourse level are greater than the allowable per quick check procedure. See quick checks in appendix.

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: See quick checks in appendix.

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: Columns appears to have been sized to support out of plane anchorage forces

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:

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: Steel columns are adequate

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:

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:

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:






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)

Comments: Bottom chord of the trusses at the high roof and beams in the slab are composite

C NC N/A U

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

Comments:

C NC N/A U

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

Comments:

C NC N/A U

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

Comments:

C NC N/A U

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

Comments:

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:


CAAN ID: 1360 Date: 4/1/19

APPENDIX C

UCOP Seismic Safety Policy Falling Hazards Assessment Summary






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:

Observed cracked stucco on piers over west entrance. See Figure 7.

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:

Comments:

P N/A

Other:

Comments:

P N/A

Other:

Comments:

Falling Hazard Risk: Moderate


CAAN ID: 1360 Date: 4/1/19

APPENDIX D

ASCE 41-17 Quick Check Calculations

Degenkolb Engineers375 Beale St. Ste. 500San Francisco, CA 94105

Subject: Weight Take Off Job Number: B8114004.00 Date: 7/12/2019Job: Walter A. Haas, Jr. Pavilion By: TAB Section:

Checked By: Page/of:

Superimposed Roof DL

Material Area Weight Material Area WeightCeiling 3 Ceiling 3Flooring 3 Roofing 11Partions 10 Partions 5MEP 5 MEP 10Misc 2 Misc 3Existing Steel Framing 15 3" B-deck 33" Conc. Encasement STL Frame 22 Floor Framing (BM & Col)10

Σ 60 Σ 45

Material Area WeightCeiling 3Partions 10MEP, Misc 8Steel Framing 14

Σ 35

BSMT Floor

Area = 64350 ft2

Total Area Length Height Area Weight Weight

# ft2

ft ft psf lbf

4" Concrete Slab 64350 50 3217500Superimposed Floor DL 64350 60 38610001931 Original Wall

6" Wall Above 172 6.50 75.0 838508" Wall Above 60 6.50 100.0 3900012" Wall Above 952 6.50 150.0 9282001997 Wall

12" Wall, Above 44 6.5 150 4290018" Wall, Above 138 6.5 225 2018253'-0" Wall, Above 258 6.5 450 7546504'-6" Wall, Above 108 6.5 675 473850

Σ Wfloor 9603 kip

Superimposed Floor DL Orginal

Superimposed Floor DL Orginal

Item

First Floor

Area = 64350 ft2


# ft2

ft ft psf lbf

4" Concrete Slab 64350 50 3217500Superimposed Floor DL 64350 60 38610001931 Original Wall

6" Wall Below 172 6.50 75.0 838508" Wall Below 60 6.50 100.0 3900012" Wall Below 952 6.50 150.0 9282008" Wall Above 78 6.50 100.0 5070012" Wall Below 70% Open 868 12.50 105.0 11392501997 Wall

12" Wall, Below 44 6.5 150 4290018" Wall, Below 138 6.5 225 2018253'-0" Wall, Below 258 6.5 450 7546504'-6" Wall, Below 108 6.5 675 47385018" Wall Transverse, Above 96 13.5 225 29160018" Wall, Above 220 9.75 225 48262520" Wall, Above 220 3.5 250 19250040" Wall, Above 200 11 500 110000016" Wall, Above 264 2.5 200 132000

Σ Wfloor 12991 kip

Mezzanine

Area = 15350 ft2


# ft2

ft ft psf lbf

4" Concrete Slab 15350 46.5 713775Superimposed Floor DL 15350 60 921000

Σ Wfloor 1635 kip

Concourse

Concourse = 30250 ft2


# ft2

ft ft psf lbf

Ex. 4" Roof Slab 6000 50 3000006" LWC Fill on 3" 18 ga W 30250 70 2117500Ex. Seating w/ Topping 7200 181 1305000 BelowEx. Seating 12000 116 1387500 BelowNew Seating Above 15000 46 687500Superimposed Floor DL 70450 35 24657501931 Original Wall

12" Wall Below 70% Open 868 13.50 105.0 12303901997 Wall

18" Wall Transverse, Below 96 13.5 225 29160018" Wall, Below 220 13.5 225 66825016" Wall, Below 264 13.5 200 71280018" Wall, Above 220 20.5 225 101475016" Wall, Above 264 16.75 200 884400

Σ Wfloor 11166 kip

Item

Item

Item

Top of Bowl


# ft2

ft ft psf lbf

New Seating Above 15000 46 687500Frame Bracing 15000 10 150000

Σ Wfloor 838 kip

Roof


# ft2

ft ft psf lbf

Low Roof 18400 45 828000Hi Roof 58100 45 261450010" Wall, Below 220 21.5 125 59125016" Wall, Below 264 16.75 200 88440018" Wall, Below 220 4.5 225 222750

Σ Wfloor 5141 kip

Story Weight (kip)

Roof 5141Top of Bowl 838Concourse 11166Mezzanine 1635First 12991

Σ 31771

Item

Item

Subject: Base forces Job Number: B8114004 Date: 7/12/2019

Job: Walter A. Haas, Jr. Pavilion By: TABChecked By:

ASCE 41-17 Linear Static Base Shear & Vertical Force DistributionTier 1

INPUT DATA

C: Modification factor (Table 4-7) = 1 3 Conc. SW S1: Spectral Response Acceleration @ 1 sec. = 1.05 (Site Specific)

Ss: Short Period Response Acceleration = 3.15 (Site Specific)SC: C (A through F), 1.6.1.4.1

Table 1-5: S1 <= S1 = S1 = S1 = S1 >=0.1 0.2 0.3 0.4 0.5

Soil Class C 1.7 1.6 1.5 1.4 1.3 F v - - - - 1.30

Fv: Site Coefficient for S1 = 1.30 (Table 11.4-1)

Table 1-4: Ss <= Ss = Ss = Ss = Ss >=0.25 0.50 0.75 1.00 1.25

Soil Class C 1.2 1.2 1.1 1.0 1.0 F a - - - - 1.00

Fa: Site Coefficient for Ss = 1.00 (Table 11.4-2)SX1: Spectral Response Acceleration @ 1 sec. = 1.05 Table 6, UCB Site Specific

Sxs: Short Period Acceleration = Fa*Ss = 3.15 Table 6, UCB Site Specificb: Building System Exponent = 0.75 (4.4.2.4)Ct: Building System Coefficient = 0.02 (4.4.2.4)W: Total Building Weight = 31771 kipshn: Total Building Height = 88.0 feetn: Number of Stories = 4SM1: Spectral Response Acceleration @ 1 sec. = 1.07 (2-2)

SMs: Short Period Acceleration = Fa*Ss = 3.60 (2-1)

Sd1: Design spectral acceleration, 1 s = 0.71

Sds: Design spectral acceleration, short = 2.40

Soil Class =

CALCULATE BASE SHEAR FOR BSE-2 (MCE)

T: Fundamental Period of Vibration = Ct * hb = 0.575 sec. (4-4)

Sa: Spectral Acceleration at Building Period = 1.83 (4-3)V: Pseudo Seismic Force = 58053 kips (4-1)

Story w h w x h Cx Fx VxRoof 5141 77 395849 0.34 19868 19868Top of Bowl 838 65 54438 0.05 2732 22600Concourse 11166 42 468984 0.41 23539 46139Mezzanine 1635 26 42504 0.04 2133 48272First 12991 15 194872 0.17 9781 58053

Totals 31771 1156647 1.00

CALCULATE BASE SHEAR FOR BSE-2E (MCE) Tier 2

C1C2: Modification Factors = 1.1 (Table 7-3)

Cm: Effective Mass Factor = 0.8 (Table 7-4)V: Pseudo Seismic Force = 51087 kips

Story w h w x h Cx Fx VxRoof 5141 77 395849 0.34 17484 17484Top of Bowl 838 65 54438 0.05 2404 19888Concourse 11166 42 468984 0.41 20714 40602Mezzanine 1635 26 42504 0.04 1877 42480First 12991 15 194872 0.17 8607 51087

Totals 31771 1156647 1.00

Subject: Shear Stress Check 4.4.3.3 Job Number: B8114004 Date: 7/12/2019


Ms = 4.5 TBL 4-8 , Collapse Prevention

f'c = 5000 psif'ce = 7500 psi

2 √ f'c = 141 psi2 √ f'ce = 173 psi

East West

Thickness Thickness Thickness Thickness Aw V σv

38 18 12 8 in2 kip psiRoof 220 47520 19868 93

Top of Bowl 182.5 39420 22600 127Concourse 270.5 72 68796 46139 149Mezzanine 270.5 72 84 76860 48272 140 *

First 200 136 72 84 139008 58053 93 *

North South

.Thickness Thickness Thickness Thickness Thickness Aw V σv

54 36 34 16 12 in2 kip psiRoof 256 49152 19868 90

Top of Bowl 213 40896 22600 123Concourse 265 50880 46139 202 ˟ Mezzanine 134 131 280 120144 48272 89 *

First 107 185 280 189576 58053 68 *˟ wings walls appear to not be engaged* considering walls from 1931 construction

Tier 2 Check for Concourse Level, North-South

m= 3 (Table 10-22)

# 5 @ 12" EF EW

Thickness Thickness Thickness Aw Vu σne σv

34 16 12 in2 kip psi psiConcourse 265 50880 40602 415.4 266 0.64

Story

Story

Story DCR

Subject: Wall Steel Reinforcement Ratio Job Number: B8114004 Date: 7/12/2019


Concrete Walls

1997 Concrete Walls

Vertical: #4 @ 12" oc EFtwall = 16 inAbar = 0.62 in2

spacing = 12 inrho = 0.0032 OK > 0.0012 vertical minimum ratio

Horziontal #4 @ 12" oc EFtwall = 16 inAbar = 0.62 in2

spacing = 12 inrho = 0.0032 OK > 0.002 horizontal minimum ratio

Vertical: #5 @ 12" oc EFtwall = 18 inAbar = 0.62 in2


Horziontal #5 @ 12" oc EFtwall = 18 inAbar = 0.62 in2


16" Wall

18" Wall

Vertical: 2 Curtains #6 @ 12" octwall = 28 inAbar = 0.88 in2


Horziontal 2 Curtains #6 @ 12" octwall = 28 inAbar = 0.88 in2










34" Wall

28" Wall

36" Wall





1931 Concrete Walls

Vertical: #4 @ 18" octwall = 8 inAbar = 0.20 in2


Horziontal #4 @ 12" octwall = 8 inAbar = 0.20 in2


Vertical: 2 Layers #4 @ 18" octwall = 12 inAbar = 0.40 in2


Horziontal 2 Layers #4 @ 12" octwall = 12 inAbar = 0.40 in2


12" Wall

8" Wall

54" Wall

Subject: Column Deflection Compatability Job Number: B8114004 Date: 7/12/2019


Steel Column 12H64 (existing column)

Material Propertiesfy = 40 ksi

fye = 50 ksi

Section Moment CapacityUsing Expected Material Properties

fye = 50 ksi

Zx = 93.6 in3

Mmax = 390 k-ft @ 291 k Axiallyl = 14 ft

Vlsa = 55.7 kip

Shear Capacitytw = 0.39 ind = 11.75 in

Av = 4.5825 ksiVn = 137.5 kip

Evaluator: TAB Date: 4/1/2019 - Home | Capital Strategies · Date: 4/1/2019 ASCE 41-17 Tier 1...

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Transcript of Evaluator: TAB Date: 4/1/2019 - Home | Capital Strategies · Date: 4/1/2019 ASCE 41-17 Tier 1...