evaluator: ap...perimeter frame columns. the structure is supported on reinforced concrete wall and...

Evaluator: AP

Date: 07/15/19

ASCE 41-17 Tier 1 Seismic Evaluation

Building Name: Tan Hall

CAAN ID: 1808

Auxiliary Building ID: N/A

Address: Core campus, University of California, Berkeley, CA

Site location coordinates: Latitude 37.8731, Longitudinal -122.2564

Plan Image or Aerial Photo Exterior Elevation Photo

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: C1: Concrete moment frames

b. Transverse Direction: C2: Concrete Shear walls and C1: Concrete moment frames

Square Footage: 120,631 sf

Building Length: 126 ft (Upper levels), 169 ft (lower levels)

Building Width: 90 ft (Upper levels), 145 ft(lower levels)

Building Height: 90 ft

Story Height: 12 ft (Typical), 18 ft at first floor above grade

Number of stories above grade: 7+ Mechanical penthouse (8 total)

Number of basement stories below grade: 2

Year of Original Construction and Code Year: 1996, 1985 UBC

Year of Later Constuction and Code Year: N/A

COST RANGE TO RETROFIT (if applicable): Pending the results of the Tier II evaluation. It is estimated that

the retrofit cost (if required) will be High: over $200 per sf and less than $400 per sf.

BUILDING DESCRIPTION

General

Tan Hall was designed in 1985 and built between 1994 and 1996. The building is of cast in-place

construction. It is a 9 story rectangular building with two levels below grade and seven above plus

Building Name: Tan Hall Evaluator: AP

CAAN ID: 1808 Date: 07/15/19

mechanical penthouse. Plan dimensions are approximately 169 ft by 145 ft at the lower levels and 126 ft

by 90 ft at upper levels. The structure has story heights of 16 ft for the twoo lower levels, 18ft for the

first level and 12 ft for the upper seven levels. Thus the total building height is 106 ft. the building is

approximately 120,631 sq ft and houses laboratories and a seminar hall.

Structural System

The gravity load structural system consists of a mix of two way 20-1/2 inch deep waffle slabs in the

laboratory bays and one way 7 inch thick flat slabs in the corridor and perimeter bays, framing into

concrete beams which in turn are supported by 24 inch square interior columns and 36 inch square

perimeter frame columns. The structure is supported on reinforced concrete wall and column footings

that bear on rock.

The lateral load system consists of ductile concrete moment frames in the longitudinal direction and a

dual system of concrete shear walls and ductile concrete moment frames in the transverse direction.

Building Condition

Good.

Date of Site Visit: 07/16/2019, Russell Berkowitz, Aditi Palsapure, Forell/Elsesser Engineers

Limitations of walk-through: None

SITE INFORMATION

Site Class (A-F): B 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 <10 ft Soil

SDS: 1.71 SD1: 0.61

BSE-2E Spectral Accelerations: Basis: 2015 Site Specific Report Table 6 for <10 ft Soil

SXS: 2.31 SX1: 0.85 (Note: SXS taken as 90% of the maximum spectral acceleration, obtained from the site-

specific spectrum, at any period within 0.2s to 5s, inclusive, in conformance with ASCE41-17 Section

2.4.2.1 and ASCE 7-16, Section 21.4 guidelines)

Level of Seismicity: High

Performance Level: Collapse Prevention Structural Performance

Geologic Hazards:

Fault Rupture No Basis: California Geological Survey Website

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

Liquefaction No Basis California Geological Survey Website


Landslide No Basis: California Geological Survey Website


PREVIOUS RATINGS SUMMARY

1. Good – 1997 Preliminary Seismic Evaluation (SAFER), Forell/Elsesser Engineers


CAAN ID: 1808 Date: 07/15/19

DOCUMENTATION

Architectural Drawings: Original Construction; Stone Marracini and Patterson, May 1993, Sheets A2.D –

A6.17

Structural Drawings: Original Construction; Forell/Elsesser Engineers, August 1993, Sheets S0.1–S7.10

Seismic Evaluations: 1997 Preliminary Seismic Evaluation, Forell/Elsesser Engineers, August 19, 1997

CONSTRUCTION DATA

LATERAL-FORCE-RESISTING SYSTEM

Longitudinal Transverse

ASCE 41-17 Building Type: C1: Concrete moment

frames

C2: Concrete Shear walls

C1: Concrete moment

frames

Diaphragms: 20-1/2” waffle slab 20-1/2” waffle slab

Vertical Elements: 36” sq. R/C column 14” Shear wall and 36” sq.

R/C column Connections:

Details: Structural Details: S7.1 Structural Details: S6.4, S7.1

Estimated Fundamental Period, T (sec): 1.358 s 0.734 s

BSE-2E Spectral Acceleration, Sa: 0.626 g 1.158 g

Modification Factor, C: 1 (C1 – Table 4-7) 1 (C2 – Table 4-7)

Building Weight, W (kips): 28539 kips 28539 kips

Seismic Base Shear, V (kips): 17859 kips 33041

System Modification Factor, Ms: 2 4.5

Gravity Load Structural System: Reinforced Concrete waffle slab /slab and beam systems supported

by R/C columns

Exterior Transverse Walls: 14” R/C walls Opening(s)? No

Exterior Longitudinal Walls: 14” R/C walls at basement

only

Opening(s)?

Roof Materials/Framing: Structural streel framing with steel deck and Spanish tile roof.

Intermediate Floors/Framing: Reinforced concrete waffle slab/slab and beam systems

Ground Floor: 6” concrete slab on grade

Columns: 24” sq. Typical interior column

36” sq. typical perimeter

column

Foundation: Spread footings

at columns, strip

footing at walls.

General Condition of Structure: Good

Evidence of Settling?: No

Special Features & Comments:


CAAN ID: 1808 Date: 07/15/19

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

OVERALL SEISMIC DEFICIENCIES & EXPECTED SEISMIC PERFORMANCE

The main deficiency for the structure is general overstress of the shear walls and concrete columns in

the moment frame. The DCRs are approximately 2.79 and 5.82 respectively. The building may be

expected to have large deformations due to overstress in the walls and columns, with several walls

damaged at the lower levels.

It is recommended that the deficiencies noted above be further evaluated using a Tier 2 or Tier 3

evaluation to determine if the rating could be improved to a “IV”. The Tier 2 evaluation will account for

the contribution to the dual moment frame shear wall system in the transverse direction. Also, the

contribution of the gravity frames to the lateral resistance may improve the rating.

The main non-structural concern for the building is the existing seismic gap at the bridge between

Gilman and Tan Hall. The gap allows for 2 inches of relative movement. Further evaluation of expected

building displacements required to determine if this is adequate. Other life-safety concerns for this

building include heavy shelves that are not anchored to the wall which may present a falling hazard or

block egress.


CAAN ID: 1808 Date: 07/15/19

Collapse Prevention Basic Configuration Checklist Non-Complaint Items

• ADJACENT BUILDINGS

• MASS

Collapse Prevention Structural Checklist for building Type C1 Non-Complaint Items

• COLUMN SHEAR STRESS CHECK

• STRONG COLUMN-WEAK BEAM

• BEAM BARS

• BEAM BAR SPLICES

• JOINT TRANSVERSE REINFORCING

Collapse Prevention Structural Checklist for building Type C2 Non-Complaint Items

• SHEAR STRESS CHECK

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

• Add concrete shear walls and associated foundation elements at the lower portion of the

building.


CAAN ID: 1808 Date: 07/15/19

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: 1808 Date: 07/15/19

Appendix A – Additional Photos


CAAN ID: 1808 Date: 07/15/19

Building elevation: North East side

Rooftop Equipment


CAAN ID: 1808 Date: 07/15/19

Unanchored heavy shelves

Typical equipment in basement


CAAN ID: 1808 Date: 07/15/19

Insufficient expansion joint between Tan Hall and adjacent building

Bridge between Tan Hall and Gilman Hall


CAAN ID: 1808 Date: 07/15/19

Appendix B – ASCE 41-17 Tier I Checklists (Structural)

UC Campus: Berkeley Date: July 16, 2019

Building CAAN: 1808Auxiliary CAAN:

N/A By Firm: Forell/Elsesser Engineers

Building Name: Tan Hall Initials: AP Checked: RB

Building Address: Core Campus, University of California, Berkeley, CA 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: The clear distance between the two buildings is 9.5 inches which is less than 1.5% of the height of the adjacent building.

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:

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: The building footprint expands at the basement levels. However, this condition is not likely to produce a threat to seismic performance.

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: B/H = 0.9

0.6Sa = 0.69

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:




Building Name: Tan Hall Initials: Checked:


ASCE 41-17

Collapse Prevention Structural Checklist For Building Type C1


Low Seismicity

Seismic-Force-Resisting System

Description

C NC N/A U

REDUNDANCY: The number of lines of moment frames in each principal direction is greater than or equal to 2. (Commentary: Sec. A.3.1.1.1. Tier 2: Sec. 5.5.1.1)

Comments:

C NC N/A U

COLUMN AXIAL STRESS CHECK: The axial stress caused by unfactored gravity loads in columns subjected to overturning forces because of seismic demands is less than 0.20f’c. Alternatively, the axial stress caused by overturning forces alone, calculated using the Quick Check procedure of Section 4.4.3.6, is less than 0.30f’c. (Commentary: Sec. A.3.1.4.2. Tier 2: Sec. 5.5.2.1.3)

Comments:

Connections

Description

C NC N/A U

CONCRETE COLUMNS: All concrete columns are doweled into the foundation with a minimum of four bars. (Commentary: Sec. A.5.3.2. Tier 2: Sec. 5.7.3.1)

Comments:

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


Description

C NC N/A U

REDUNDANCY: The number of bays of moment frames in each line is greater than or equal to 2. (Commentary: Sec. A.3.1.1.1. Tier 2: Sec. 5.5.1.1)

Comments:

C NC N/A U

INTERFERING WALLS: All concrete and masonry infill walls placed in moment frames are isolated from structural elements. (Commentary: Sec. A.3.1.2.1. Tier 2: Sec. 5.5.2.1.1)

Comments:






ASCE 41-17



C NC N/A U

COLUMN SHEAR STRESS CHECK: The shear stress in the concrete columns, calculated using the Quick Check procedure of Section 4.4.3.2, is less than the greater of 100 lb/in.2 (0.69 MPa) or 2√f’c. (Commentary: Sec. A.3.1.4.1. Tier 2: Sec. 5.5.2.1.4)

Comments: The shear stress in the columns is greater than the acceptable limit.The DCR when only considering the columns that are designated MF columns is 5.82. If we include all of the gravity columns in the shear stress calculation the DCR is 1.82.

C NC N/A U

FLAT SLAB FRAMES: The seismic-force-resisting system is not a frame consisting of columns and a flat slab or plate without beams. (Commentary: Sec. A.3.1.4.3. Tier 2: Sec. 5.5.2.3.1)

Comments:

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


Description

C NC N/A U

PRESTRESSED FRAME ELEMENTS: The seismic-force-resisting frames do not include any prestressed or post-tensioned elements where the average prestress exceeds the lesser of 700 lb/in.2 (4.83 MPa) or f’c/6 at potential hinge locations. The average prestress is calculated in accordance with the Quick Check procedure of Section 4.4.3.8. (Commentary: Sec. A.3.1.4.4. Tier 2: Sec. 5.5.2.3.2)

Comments:

C NC N/A U

CAPTIVE COLUMNS: There are no columns at a level with height/depth ratios less than 50% of the nominal height/depth ratio of the typical columns at that level. (Commentary: Sec. A.3.1.4.5. Tier 2: Sec. 5.5.2.3.3)

Comments:

C NC N/A U

NO SHEAR FAILURES: The shear capacity of frame members is able to develop the moment capacity at the ends of the members. (Commentary: Sec. A.3.1.4.6. Tier 2: Sec. 5.5.2.3.4)

Comments:

C NC N/A U

STRONG COLUMN—WEAK BEAM: The sum of the moment capacity of the columns is 20% greater than that of the beams at frame joints. (Commentary: Sec. A.3.1.4.7. Tier 2: Sec. 5.5.2.1.5)

Comments: The ratio for the designated moment frames was found to be 1.1 which is less than the required 1.2. For the gravity beam column frames, the ratio was found to be below 1.






ASCE 41-17



C NC N/A U

BEAM BARS: At least two longitudinal top and two longitudinal bottom bars extend continuously throughout the length of each frame beam. At least 25% of the longitudinal bars provided at the joints for either positive or negative moment are continuous throughout the length of the members. (Commentary: A.3.1.4.8. Tier 2: Sec. 5.5.2.3.5)

Comments: All bars are spliced at the beam mid span. However, this is not a significant threat due to the low likelihood of plastic hinges forming at this location.

C NC N/A U

COLUMN-BAR SPLICES: All column-bar lap splice lengths are greater than 35db and are enclosed by ties spaced at or less than 8db. Alternatively, column bars are spliced with mechanical couplers with a capacity of at least 1.25 times the nominal yield strength of the spliced bar. (Commentary: Sec. A.3.1.4.9. Tier 2: Sec. 5.5.2.3.6)

Comments:

C NC N/A U

BEAM-BAR SPLICES: The lap splices or mechanical couplers for longitudinal beam reinforcing are not located within lb/4 of the joints and are not located in the vicinity of potential plastic hinge locations. (Commentary: Sec. A.3.1.4.10. Tier 2: Sec. 5.5.2.3.6)

Comments: The concrete MF beams are spliced at mid span and are therefore acceptable. However, the gravity beams have the bottom bars spliced at the column location which is within the plastic hinge region.

C NC N/A U

COLUMN-TIE SPACING: Frame columns have ties spaced at or less than d/4 throughout their length and at or less than 8db at all potential plastic hinge locations. (Commentary: Sec. A.3.1.4.11. Tier 2: Sec. 5.5.2.3.7)

Comments:

C NC N/A U

STIRRUP SPACING: All beams have stirrups spaced at or less than d/2 throughout their length. At potential plastic hinge locations, stirrups are spaced at or less than the minimum of 8db or d/4. (Commentary: Sec. A.3.1.4.12. Tier 2: Sec. 5.5.2.3.7)

Comments:

C NC N/A U

JOINT TRANSVERSE REINFORCING: Beam–column joints have ties spaced at or less than 8db. (Commentary: Sec. A.3.1.4.13. Tier 2: Sec. 5.5.2.3.8)

Comments: At some of the gravity columns the joints are not reinforced from the plaza level down through the basements. However, because these levels are note expected to deflect significantly this condition is considered a low threat.

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:






ASCE 41-17



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:

Diaphragms

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:

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:

UC Campus: UC Berkeley Date: July 16, 2019

Building CAAN: 1808 Auxiliary CAAN:




ASCE 41-17

Collapse Prevention Structural Checklist For Building Type C2-C2A


Low And Moderate Seismicity


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: E-W Direction (transverse): The DCR for stress in the walls is 2.79 when we include the two levels of basement in the analysis. The DCR for stress in the walls is 2.31 when we consider the base to be at grade level.

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:

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:

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)


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:

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:

Flexible Diaphragms

Description






ASCE 41-17



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:

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: 1808 Date: 07/15/19

Appendix C – UCOP Seismic Safety Policy Falling Hazards

Assessment Summary





Building Address: Core Campus, University of California, Berkeley, CAPage: 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: Unrestrained contents on shelving

Comments: Some heavy shelves are not anchored to the wall which may present a falling hazard during earthquakes or block egress.

P N/A

Other: Bridge between Gilman Hall and Tan Hall

Comments: The existing seismic gap at the bridge between Gilman and Tan Hall allows for 2 inches of relative movement. Further evaluation of expected building displacements required to determine if this is adequate.

P N/A

Other:

Comments:

Falling Hazard Risk: Low


CAAN ID: 1808 Date: 07/15/19

Appendix D – Quick Check Calculations

FORELL/ELSESSER ENGINEERS, INC.STRUCTURAL ENGINEERS160 PINE ST., 6TH FLOOR (415) 837-0700SAN FRANCISCO, CA 94111 FAX (415) 837-0800

Tan HallCAAN ID: 1808

Evaluator: APDate: 7/24/2019

Site & Seismicity Information

Tan Hall UC BerkeleyBerkeley, California

Site ParametersSite Latitude 37.8731 (Source: Google Earth)Site Longitude -122.2564 (Source: Google Earth)

2015 Site-Specific Seismic Hazard AnalysesBuilding Code Reference ASCE 41-17

2015 Site-Specific Seismic Hazard AnalysesSXS,BSE-1N = 1.710 g Table 5, < 10 ft SoilSX1,BSE-1N = 0.610 g Table 5, < 10 ft Soil

Level of Seismicity = HIGH



Evaluator: AP

Date: 7/24/2019

Determine BSE-2E Spectral Response Acceleration Parameters

Tan Hall UC BerkeleyBerkeley, California

Site ParametersSite Latitude 37.8731 (Source: Google Earth)Site Longitude -122.2564 (Source: Google Earth)

Site DataSite Soil Classification B Geologic Hazards & Site Classification,Liquefaction Potential Low Geomatrix Plate 2

2015 Site-Specific Seismic Hazard AnalysesBuilding Code Reference ASCE 41-17EQ Hazard Level BSE-2E

2015 Site-Specific Seismic Hazard AnalysesSXS,BSE-2E, Max 0.2s to 5s = 2.570 g Table 6, < 10 ft Soil

% Multiplier 90% Per ASCE41-17, Sect. 2.4.2.1 &ASCE7-16, Sect. 21.4

SXS,BSE-2E = 2.313 gSX1,BSE-2E = 0.850 g Table 6, <10ft of soil




Determine Building Period per ASCE 41-17 Section 4.4.2.4

Values of Period Parameters Ct and βStructure Type Ct β

Steel moment-resisting frames (S1, S1a) 0.035 0.80Concrete moment-resisting frames (C1) 0.018 0.90Steel eccentrically braced frames (S2, S2a) 0.030 0.75

All other framing systems 0.020 0.75

StructureType Longitudinal Transverse

C1 C2

Concrete Moment Frames Concrete Shear Walls - StiffDiaphragms

Height of Roof Level Above Base = 122.0 ft

Period, T, ASCE 41-17 Equation 4-4

Longitudinal TransverseCt 0.018 0.020β 0.900 0.750hn 122.0 ft 122.0 ft

T = Cthnβ 1.358 s 0.734 s




Flat Loads by Level

Concrete 150 pcf

Upper roofSpanish tile roof 14.00 psf

Roofing felt and glass mat 5.00 psfThermal insulation 2.00 psf

Metal deck 3.00 psfDistributed M/E/P 5.00 psf

Misc. 5.00 psfSteel framing 18.00 psf

Partitions 5.00 psfTotal 57.00 psf

L8 MEP equipment 50.00 psf

Flooring 3.00 psfMetal deck+concrete fill 59.25 psf

Concrete Overpour 3.00 psfSteel framing 25.00 psf

Distributed M/E/P 5.00 psfInsulation 2.00 psf

Acoustical tile ceiling 3.00 psfMiscellaneous 5.00 psf

Partitions 10.00 psftotal 165.25 psf

L1 interior through L7Flooring 3.00 psf

Concrete slab+beams 160.00 psfColumns 40.50 psf

Ceiling 3.00 psfDistributed M/E/P 5.00 psf

Partitions 10.00 psfMiscellaneous 5.00 psf

Wall weight 28.57 psfTotal 255.07 psf

L1 exteriorTile finishes 25.00 psf

Concrete floor 220.00 psfConcrete columns 45.00 psfDistributed M/E/P 5.00 psf


Total 310.00 psf




LBConcrete slab+beams 160.00 psf

Column 45.00 psfFloor finishes 3.00 psf


Distributed M/E/P 5.00 psfTotal = 228 psf




Steel Take off

Upper Roof Steel framingEast west beams 5

North south 5Miscellaneous and diagonal 5

columns 318

L8 steel framingEast west beams 10

North south 10Miscellaneous and diagonal 2

columns 325

Waffle Slab weight4.5" slab 56.25

Joists 77.77778134.0278

20.5" beam weight 256.25Average 160

Wall weightEast-west 240000Floor area 8400

Equivalent psf 28.57143

Concrete floor weightSlabs 100

Beams 120




Summary of Seismic Weight

Original Building

Flat Weights

Flat Unit Weight(psf)

Flat Area(sf)

Flat Weight(kips)

WallWeight (K)

Upper sloped roof 57.00 13780 785 0L8 165.25 6000 992 0L7 255.07 9600 2449 29L6 255.07 9600 2449 29L5 255.07 9600 2449 29L4 255.07 9600 2449 29L3 255.07 9600 2449 29L2 255.07 9600 2449 29

L1 interior 255.07 9600 2449 29L1 exterior 310.00 12000 3720 0

LB 228.00 20000 4560 0

Total Seismic Weight = 27198 K 3900 KSquare Footage= 67200

Building Weight Summary:

L8 +Roof 1777 kipsL7 2477 kipsL6 2477 kipsL5 2477 kipsL4 2477 kipsL3 2477 kipsL2 2477 kipsL1 7340 kipsLB 4560 kips

28539

AP

Snapshot




Determine Psuedo Seismic Force per ASCE 41-17 Section 4.4.2.1

Number of Stories = 9

Building Type C1Period 1.358

SXS 2.313SX1 0.850

SX1 / T 0.626 ASCE 41-17, Section 4.4.2.3, Eq. 4-3

Sa 0.626C 1W 28539 kips

V 17859 kips




Determine Psuedo Seismic Force per ASCE 41-17 Section 4.4.2.1

Number of Stories = 9

Building Type C2Period 0.734

SXS 2.313SX1 0.850

SX1 / T 1.158 ASCE 41-17, Section 4.4.2.3, Eq. 4-3

Sa 1.158C 1W 28539 kips

V 33041 kips




Story Shear Forces per ASCE 41-17 Section 4.4.2.2

Original BuildingV = 17859 kipsk= 1.43

Level Weight(kips)

Height(ft) w x hk Cvx

Fx

(kips)Vj

(kips)L8+roof 1777 122 1703731 0.16 3066 3066

L7 2477 110 2048470 0.19 3602 6669L6 2477 98 1736736 0.16 3054 9723L5 2477 86 1440992 0.13 2534 12256L4 2477 74 1162480 0.11 2044 14301L3 2477 62 902754 0.08 1587 15888L2 2477 50 663828 0.06 1167 17055L1 7340 32 1039412 0.09 1793 18848LB 4560 16 239792 0.03 612 19460

11283025 ∑𝑖=1𝑛 (𝑤𝑖h𝑖)=




Story Shear Forces per ASCE 41-17 Section 4.4.2.2

Original BuildingV = 33041 kipsk= 1.12

Level Weight(kips)

Height(ft) w x hk Cvx

Fx

(kips)Vj

(kips)L8+roof 1777 122 380474 0.14 4874 4874

L7 2477 110 472483 0.16 5914 10788L6 2477 98 415284 0.14 5198 15985L5 2477 86 358902 0.12 4492 20477L4 2477 74 303436 0.11 3798 24275L3 2477 62 249017 0.09 3117 27392L2 2477 50 195826 0.07 2451 29843L1 7340 32 352440 0.12 4327 34169LB 4560 16 100942 0.05 1834 36003

2932828 ∑𝑖=1𝑛 (𝑤𝑖h𝑖)=




Quick Check - Shear Stress in Shear Walls

Trans DirectionL1

Aw 117 sf

V 29843 K

Ms 4.5

vavg 395 psi

f'c 5000 psiLimiting Shear Stress 141 psi

Acceptable? FAILSDCR 2.79




Quick Check - Shear Stress in Concrete MF

Commentary A.3.1.4

Shear Check considering only perimeter MF Shear check using all columnsLong Direction L1 Long Direction L1

nc 10 nc 44nf 2 nf 6

Ms 2 Ms 2Ac 12960 Ac 38304Vj 17055 Vj 17055

vj_avg 822.48264 vj_avg 257.77849

f'c 5000 psi f'c 5000 psiLimiting Shear stress 141.42136 Limiting Shear stress 141.42136

Acceptable? FAILS Acceptable? FAILS

DCR 5.82 DCR 1.82




Column Axial Stress

For typical exterior columnDL (Total from all floors) 1752.68 psf

LL 20 psfTributary area 105 ft2

Ac 1296 in2Total load 186131 lb

Axial Stress 143.62 psi

fc' 5000 psiAxial stress limit 1000 psi

Acceptable? OK --

For typical interior columnDL (Total from all floors) 1752.68 psf

LL 20 psfTributary area 290 ft2

Ac 1296 in2Total load 514077 lb

Axial Stress 396.664 psi

fc' 5000 psiAxial stress limit 1000 psi

Acceptable? OK --




Quick Check - Deflection Compatibility of Columns and beams

Concrete 150 pcfColumns Beams

Type 2E Type 3 Beam FB-2 Beam B-4 Story Live LoadsLocation 1E 3.3-E 6-EF 5-EF Roof 20 psfColumn 36"x39" 1.17" dia 33"x36" 49.5"x20.5" Typical floor 100 psf

Vertical Reinforcement 20 # 8 14 #8Horizontal Reinforcement # 5 @4" # 4 @4" # 5 @4" # 4 @9"

Column w1 = 36 in 14 in Depth= 36 in 21 inColumn w2 = 39 in 14 in Width= 33 in 50 in Material Property Factor

Ag = 1404 in2 155 in2 855 in2 1924 in2 Concrete 1.5Trib. Length = 20.00 ft 17.00 ft 4.00 ft 18.67 ft Reinforcing Steel 1.25Trib. Width = 5.25 ft 21.67 ft 18.67 ft 16.38 ft

Trib. Area = 105 sq.ft 368 sq.ft 75 sq.ft 306 sq.ft f'c 3.0 ksiFlat Load (DL) = 184031 lb 645669 lb 130890 lb 535831 lb f'ce 4.50 ksiColumn Load = 21938 lb 2419 lb 16634 lb 37426 lb fy 60 ksi

QD = 206 K 648 K 148 K 573 K fye 75 ksiQL = 65 K 118 K 24 K 98 K

Nu (QD+QL) = 271 K 766 K 0 K 0 K QG=QD+QL ASCE 41-17 (7-3) Interpolation Mp-ve = 1633 K-ft 430 K-ft s/d αCol

Mp+ve = 2104 K-ft 213 K-ft 1905 K-ft 542 K-ft Mp obtained from spColumn 0.75 1L = 15.0 ft 15.0 ft 18.7 ft 18.7 ft 1 0

Vp = 2 x Mp / L = 281 K 28 K Vp=(M+ve+M-ve)/L 190 K 52 K

knl = 1 1 1 1 ASCE 41-17 (10-3)λ = 1.0 1.0 1.0 1.0d = 29 in 11 in 29 in 16 ins = 4 in 4 in 4 in 9 in

s/d = 0.14 0.36 0.14 0.55αCol = 1.00 1.00 1.00 1.00

MUD / (VUD d) = L / 2d = 3.13 4.00 3.89 4.00As = 0.31 in2 0.20 in2 0.31 in2 0.20 in2

# of tie legs = 4 2 4 4Av = 1.24 in2 0.40 in2 1.24 in2 0.80 in2

Vcol = 845.6 K 129.7 K 740.4 K 264.2 K

DCR = 0.33 0.22 0.26 0.20

I = 177957 in4 3238 in4 107811 in4 207199 in4Ieff = 53387 in4 971 in4 32343 in4 62160 in4

E = 3824 ksi 3824 ksi 3824 ksi 3824 ksidelta fail = 2.01 in 16.97 in 5.61 in 1.04 in

FORELL/ELSESSER ENGINEERS, INC.STRUCTURAL ENGINEERS

160 PINE ST., 6TH FLOOR (415) 837-0700

SAN FRANCISCO, CA 94111 FAX (415) 837-0800

Tan Hall

CAAN ID: 1808

Evaluator: AP

Date: 7/25/2019

Quick Check - Reinforcing Steel

Lower Portion of Walls #5@6" Upper Portion of Walls #5@6"

Wall Thickness 14 in Wall Thickness 14 in

Vertical Reinforcing Vertical Reinforcing

Bar Area 0.31 in2 Bar Area 0.31 in2

Number Curtains 2 --- Number Curtains 2 ---

Bar Spacing 6 in Bar Spacing 12 in

Reinf. Ratio 0.0074 --- Reinf. Ratio 0.0037 ---

Reinf. Limit 0.0012 --- Reinf. Limit 0.0012 ---

Acceptable? OK --- Acceptable? OK ---

Horizontal Reinforcing Horizontal Reinforcing

Bar Area 0.31 in2 Bar Area 0.31 in2

Number Curtains 2 --- Number Curtains 2 ---

Bar Spacing 6 in Bar Spacing 12 in

Reinf. Ratio 0.0074 --- Reinf. Ratio 0.0037 ---

Reinf. Limit 0.0020 --- Reinf. Limit 0.0020 ---

Acceptable? OK --- Acceptable? OK ---

evaluator: ap...perimeter frame columns. the structure is supported on reinforced concrete wall and...

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