ASCE 41-17 Tier 1 Seismic Evaluation Building Name: South ... · 8 of ASCE 41-17 4.5 for reinforced...

Evaluator: HK

Date: 02/08/19

ASCE 41-17 Tier 1 Seismic Evaluation

Building Name: South Hall

CAAN ID: 1484

Auxiliary Building ID: N/A

Address: Core Campus, Berkeley, CA 94720

Site location coordinates: Latitude 37.87125 Longitudinal -122.25847

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: C2 and CA, Concrete Shear Wall – rigid and flexible diaphragm.

b. Transverse Direction: C2 and C2A, Concrete Shear Wall – rigid and flexible diaphragm

Square Footage: 30,401 sf

Building Length: 150 ft overall length

Building Width: 54 ft overall width

Building Height: 48 ft

Story Height: 11.5’ at Basement, 18.75’ at First Floor, 17.58’ at Second Floor, 14’ at Third Floor.

Number of stories above grade: 4 stories + Attic at North and South ends (not counted as a story)

Number of basement stories below grade: None

Year of Original Construction and Code Year: 1873, unknown

Year of Later Constuction and Code Year: Retrofitted in 1986, 1985 UBC with California Amendments.

COST RANGE TO RETROFIT (if applicable): Medium: over $50 per sf and less than $200 per sf

Building Name: South Hall Evaluator: HK

CAAN ID: 1484 Date: 03/06/19

BUILDING DESCRIPTION

General

The original building built in 1893 was a four story, unreinforced masonry (URM) structure with wood

floors.

In 1969, a limited renovation of the stair wells and the restrooms was performed along with construction

of the East Entry Porch.

In 1986, the building was seismically retrofitted with shotcrete walls in the North and South portions,

grout filled vertical coring with reinforcement in the perimeter URM walls from the parapets to the

foundations, replacement of wood floors with steel framing and concrete over metal deck in the North

and South portions and main corridor area at second and third levels and strenghtening of remaining

wood diaphragms for wall out of plane anchorage by providing metal straps, hold-downs and plywood

sheathing at various other locations. ¾” diameter stainless steel anchors were provided on the North and

South elevations to anchor the existing cast iron panels into the new shotcrete walls.

This building houses calssrooms and offices for the School of Information.

Structural System

Load bearing masonry walls form the main gravity system of the building. Wood joists or steel beams span

between these walls supporting either a plywood floor or a concrete over metal deck system. First floor

has been strengthened with ½” thick plywood sheathing and out of plane wall anchorage. Part of the

second and third wood floors have been replaced by W14x and W10x beams and concrete over metal

deck. Remaining wood floors have been strengtheneed to provide wall anchorage, cross ties and

diaphragm chords.

The roof framing was also strengthened and opening were infilled with new joists and plywood sheathing.

A new concrete truss and steel truss were provided above third floor. The concrete truss braces the

exterior, strengthened URM walls in the out of plane direction and the steel truss serves as a horizontal

diaphragm and brace the brick chimneys at the base.

The shotcrete walls provided in 1986 form the major lateral system of the building. The walls are 8” thick

in the North-South direction and 10” thick in the East-West direction with two curtains of Grade 60 #4

reinforcing spaced at 12” on center each way. The URM walls were retrofitted with 4” diameter grout

filled cores with reinforcement from the parapets to the foundations. This type of strengthening also

known as “center coring”, provides URM walls with increased tension capacity and greater ability to span

vertically between floor diaphragms.

The foundations at the shotcrete walls were also strengthened, with shotcrete dowelled into the new

enlarged part of wall footings. These enlarged footings were dowelled into the stone blocks underlying

the original wall footings.


CAAN ID: 1484 Date: 03/06/19

Building Condition

Good, no visible structural damage. The cast iron panels along the exterior show rust damage. Some

water intrusion issues were reported by the building staff at the Basement.

Date of Site Visit: 3/26/2019, Ray Pugliesi and Heavenz Kaur, Degenkolb Engineers

Limitations of walk-through: None

SITE INFORMATION

Site Class (A-F): C Basis: Geologic Hazards and Site Classification Map of UC Berkeley 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 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 (Risk category IV, ASCE 41-17 Table 2-1)

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 West


Landslide No Basis: Earthquake Zones of Required Investigation- Oakland West


PREVIOUS RATINGS SUMMARY

1. Good – 1997 Preliminary Seismic Evaluation (SAFER), Rutherford & Chekene Engineers

DOCUMENTATION

Architectural Drawings: South Hall Rehabilitation, dated, March 18th, 1968, by Kenneth H.

Cardwell Architect

South Hall Seismic Safety Corrections, dated, September 19th, 1986, by Esherick Homsey Dodge

and Davis Architects

Structural Drawings: South Hall Rehabilitation, dated, April 15th, 1968, by Milton G. Leong

Structural Engineer

South Hall Seismic Safety Corrections, dated, Spetember 19th, 1986, by Rutherford and Chekene

Engineers

Seismic Evaluations: 1997 Preliminary Seismic Evaluation (SAFER), Rutherford & Chekene

Engineers, July 28, 1997, FEMA-178, FEMA-273.

Geotechnical Reports: Not available

Other Documents: None


CAAN ID: 1484 Date: 03/06/19

CONSTRUCTION DATA

LATERAL-FORCE-RESISTING SYSTEM

Longitudinal Transverse

ASCE 41-17 Building Type: C2/C2A: Concrete SW C2/C2A: Concrete SW

Diaphragms: Concrete over metal deck

with steel framing and

plywood sheathing with 2x

framing

Concrete over metal deck

with steel framing and

plywood sheathing with 2x

framing

Vertical Elements: Strengthened URM Walls Strengthened URM Walls

Connections: Drilled and grouted into

URM

Drilled and grouted into

URM

Details: On Sheets S4.11 to S5.1 On Sheets S4.11 to S5.1

Estimated Fundamental Period, T (sec): 0.365 0.365

BSE-2E Spectral Acceleration, Sa: 2.88g 2.88g

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

Building Weight, W (kips): 8,665 8,665

Seismic Base Shear, V (kips): 24,946 24,946

Gravity Load Structural System: Wood joists with plywood sheathing and steel beams with concrete

over metal deck spanning between load bearing masonry walls,

supported on wall footings.

Exterior Transverse Walls: URM strengthened by coring

and grouting in steel

reinforcing and shotcrete

Opening(s)? Yes

Exterior Longitudinal Walls: URM strengthened by coring

and grouting in steel

reinforcing and shotcrete

Opening(s)? Yes

Roof Materials/Framing: Wood framed roof with brick veneer and GFRC panels.

Intermediate Floors/Framing: N/A

Ground Floor: Original concrete slab on grade, thickness unknown.

Columns: None Foundation: Spread footings

General Condition of Structure: Good

Evidence of Settling?: No

Special Features & Comments: The East entry porch was built in 1969 to incorporate the ADA

ramps below the porch. The building was structurally retrofitted in

1986.


CAAN ID: 1484 Date: 03/06/19

System Modification Factor, Ms: 4.5 for reinforced concrete

shear wall at CP, per Table 4-

8 of ASCE 41-17

4.5 for reinforced concrete

shear wall at CP, per Table 4-

8 of ASCE 41-17

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 building has a continuous gravity and lateral load path from roof to foundations.

There were two identified non-compliant ASCE 41-17 Tier 1 checklist items:

1. Shear Stress Check: Shotcrete wall shear stresses were calculated to be larger than the capacity

for shotcrete, f’c= 4000 psi, in the North-South direction, this may cause shear cracking in the

wall at the lower levels.

2. Openings at shear walls: The stair well openings at shear walls are larger than 25% of wall length,

however, the diaphragm has been strengthened to provide continuous chords and ties for

adequate lateral load transfer to walls and wall out of plane anchorage loads.

A more detailed Tier 2 or Tier 3 analysis will provide a better understanding of the force distribution and

ductility demands to better evaluate the importance of the current identified deficiencies.


CAAN ID: 1484 Date: 03/06/19

The following non-structural deficiencies have been identified:

1. Cast iron panels at the building exterior are anchored with stainless steel bolts on the East and

West elevations but not along the North and South elevations.

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

Shear wall strengthening using shotcrete or FRP along with foundation strengthening at walls shown

below.

Building Plan indicating shear walls and foundations that need strengthening at Levels 1 and 2

Building Plan indicating shear walls and diaphragms that need strengthening at Level 3


CAAN ID: 1484 Date: 03/06/19

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: 1484 Date: 03/06/19

APPENDIX A

Additional Photos

Figure A.1 Stainless steel anchors used to anchor cast iron panel to shotcrete walls

Figure A.2 Typical Corridor view at First Level


CAAN ID: 1484 Date: 03/06/19

Figure A.3 Wall Acnhorage in stair wells with inclined adhesive anchors

Figure A.4 Roof at Second Level at North and South rooms. Skylight was filled with translucent

panels in 1986 retrofit.


CAAN ID: 1484 Date: 03/06/19

Figure A.5 Typical Wood Attic Framing


CAAN ID: 1484 Date: 03/06/19

Figure A.5 Steel Brace under East Entry Porch

APPENDIX B

ASCE 41-17 Tier 1 Checklists (Structural)

UC Campus: BERKELEY Date: 03/06/2019

Building CAAN: 1484 Auxiliary CAAN:

N/A By Firm: DEGENKOLB EGINEERS

Building Name: SOUTH HALL Initials: HK Checked:

Building Address: 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

Op

Op

ADJACENT BUILDINGS: The clear distance between the building being evaluated and any adjacent building is greater than

0.25% of the height of the shorter building in low seismicity, 0.5% in moderate seismicity, and 1.5% in high seismicity.

(Commentary: Sec. A.2.1.2. Tier 2: Sec. 5.4.1.2)

Comments:

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:

C NC N/A U

TORSION: The estimated distance between the story center of mass and the story center of rigidity is less than 20% of

the building width in either plan dimension. (Commentary: Sec. A.2.2.7. Tier 2: Sec. 5.4.2.6)

Comments: The building is symmetric in both directions.

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: Base/Height = 52’/48’=1.083<0.6*2.88 (Sa)=1.728. Tier 2 check per ASCE 41-17 Eq. 7-6 confirms the building is not prone to overturning.

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: Continuous wall footings around the building are tied into the orthogonal footings wherever the walls intersect



N/A By Firm: DEGENKOLB ENGINEERS



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: Average shear stress in the walls exceeds 2√f’c, at all levels.

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: 8” and 10” shotcrete walls with #4@12”o.c. EF EW.

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)

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:

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:

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: At Third Level along the West of central corridor the diaphragm spans about 80 ft.

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: 1484 Date: 03/06/19

Page 12

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: Heavy Ceilings have been strengthened with structural backup framing.

P N/A

Heavy masonry or stone veneer above exit ways or public access areas

Comments: Masonry walls have been strengthened with core drilling and grouting with reinforcement.

P N/A

Unbraced masonry parapets, cornices, or other ornamentation above exit ways or public access areas

Comments: Center coring has been performed on masonry walls from the roof parapets down to the base of the walls. Cast iron panels at the building exterior are anchored with stainless steel bolts on the East and West elevations but not along the North and South elevations.

P N/A

Unrestrained hazardous material storage

Comments:

P N/A

Masonry chimneys

Comments: Masonry Chimneys have been strengthened with reinforced concrete

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 Hazards Risk: Low


CAAN ID: 1484 Date: 03/06/19

Page 13

APPENDIX D

Quick Check Calculations


CAAN ID: 1484 Date: 03/06/19

Page 14


CAAN ID: 1484 Date: 03/06/19

Page 15

ASCE 41-17 Tier 1 Seismic Evaluation Building Name: South ... · 8 of ASCE 41-17 4.5 for reinforced...

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