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Evaluator: QW

Date: 04/03/19

ASCE 41-17 Tier 1 Seismic Evaluation

Building Name: McCone Hall

CAAN ID: 1762

Auxiliary Building ID: N/A

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

Site location coordinates: Latitude 37.8743, Longitudinal -122.2594

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: Concrete Shear Walls – Stiff Diaphragms

b. Transverse Direction: C2: Concrete Shear Walls – Stiff Diaphragms

Square Footage: 127,850 sf

Building Length: 234 ft

Building Width: 82 ft

Building Height: 78 ft

Story Height: 13 ft (Typical)

Number of stories above grade: 6

Number of basement stories below grade: 0

Year of Original Construction and Code Year: 1961, 1958 UBC (Assumed)

Year of Later Constuction and Code Year: Retrofit 1997 1991 UBC

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 in the medium range. Medium: over $50 per sf and less than $200 per

sf.

BUILDING DESCRIPTION

General

This building is estimated to have been built in 1959-1960 and is situated on a slightly sloping site from

north to south. The building has six stories with and a single-story penhouse at the roof level and is

approximately 78 feet tall. The building is rectangular with a footprint of about 234 feet in the N-S

Building Name: McCone Hall Evaluator: QW

CAAN ID: 1762 Date: 04/03/19

direction and 82 feet in the E-W direction. The building area is approximately 127,850 square feet and

houses classrooms, offices, and laboratories. The building had two seismic retrofits in the 1990s. The

first, in 1993 thickened the perimeter concrete walls at the first level. The second retrofit, in 1997 added

concrete walls to the interior face of the north and south elevations, and transverse shear walls at the

west face of the building at a new stair tower.

Structural System

The gravity load structural system consists of concrete flat slabs, which are supported by concrete

columns at the building interior and concrete walls with pilasters at the exterior. The floor slabs are 9

½” thick. The lateral load system consists of punched reinforced concrete shear walls around the entire

perimeter of the building, There are also concrete shear walls at the interior of the building adjacent to

the stair cores and elevator shafts. The concrete floor slabs serve as horizontal diaphragms to transfer

the load to the exterior and interior shear walls. The foundation consists of spread footings at the north

end and caisoons at the south end.

Building Condition

Good.

Date of Site Visit: 03/25/2019, Russell Berkowitz, Forell/Elsesser Engineers

Limitations of walk-through: None

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 10-35 ft Soil

SDS: 2.34 SD1: 0.71

BSE-2E Spectral Accelerations: Basis: 2015 Site Specific Report Table 6 for 10-35 ft Soil

SXS: 3.16 SX1: 0.96 (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), Degenkolb Engineers


CAAN ID: 1762 Date: 04/03/19

DOCUMENTATION

Architectural Drawings: Original Construction; C. & J. Warnecke Architects, January 1959, Sheets

1-25

Structural Drawings: Original Construction; L. H. & B. L. Nishkian , January 1959, Sheets S1 – S16

1993 Seismic Retrofit: Gutierrez Architects A0-A6, Anrold Luft Structural Engineeres, S1-S11

January 1993

1997 Seismic Retrofit: Gordon Chong Architects 97 Sheets, Degenkolb Engineers 18 Sheets,

March 1997.

Seismic Evaluations: 1997 Preliminary Seismic Evaluation, Degenkolb Engineers, June 5, 1997

CONSTRUCTION DATA

LATERAL-FORCE-RESISTING SYSTEM

Longitudinal Transverse

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

with Stiff Diaphragms

C2: Concrete Shear Walls

with Stiff Diaphragms

Diaphragms: Concrete Flat Slab Concrete Flat Slab

Vertical Elements: Punched Concrete Shear

Walls

Punched Concrete Shear

Walls

Connections: Slab/Wall Dowels Slab/Wall Dowels

Details: Structural Details: S-8 – S-16 Structural Details: S-8 – S-16

Estimated Fundamental Period, T (sec): 0.525 s 0.525 s

BSE-2E Spectral Acceleration, Sa: 1.829 g 1.829 g

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

Building Weight, W (kips): 36,615 36,615

Gravity Load Structural System: One-way concrete flat slabs supported by interior concrete columns

and interior and exterior concrete walls with pilasters.

Exterior Transverse Walls: Reinforced Concrete Walls Opening(s)? Yes

Exterior Longitudinal Walls: Reinforced Concrete Walls Opening(s)? Yes

Roof Materials/Framing: 9 ½” Concrete Slab with drop panels

Intermediate Floors/Framing: 9 ½” Concrete Slab with drop panels

Ground Floor: Slab on Grade

Columns: 20”x20”, 20”x28”, 24”x24”,

26”x26”, 28”x28” Reinforced

Concrete Columns.

Foundation: Spread footings

and caissons

General Condition of Structure: Good

Evidence of Settling?: No

Special Features & Comments:


CAAN ID: 1762 Date: 04/03/19

Seismic Base Shear, V (kips): 66,963 66,963

System Modification Factor, Ms: 4.5 4.5

Significant Structural Deficiencies, Potentially Affecting Seismic Performance Level Designation:

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

☐ Load Path

☐ Adjacent Buildings

☐ Weak Story

☐ Soft Story

☐ Geometry (vertical irregularities)

☐ Torsion

☐ Mass – Vertical Irregularity

☐ Cripple Walls

☐ Wood Sills (bolting)

☐ Diaphragm Continuity

☐ Openings at Shear Walls (concrete or masonry)

☐ Liquefaction

☐ Slope Failure

☐ Surface Fault Rupture

☐ Masonry or Concrete Wall Anchorage at Flexible Diaphragm

☐ URM wall height to thickness ratio

☐ 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. The shear stress DCRs in

the transverse building direction are approximately 2.5 based on the Tier 1 Quick Check. The columns do

not have adequate shear capacity to develop their flexural strength based on a fixed-fixed assumption. It

is estimate that the columns can withstand approximately one-half inch of drift prior to shear failure.

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 main non-structural life-safety concerns are unrestrained items on laboratory shelving. These

elements have the potential to create a falling hazard that may pose a threat to life safely. It is

recommended that items be stored properly and shelves with boxes braced to avoid blocking egress in a

seismic event.


CAAN ID: 1762 Date: 04/03/19

Collapse Prevention Basic Configuration Checklist Non-Complaint Items

• OVERTURNING

Collapse Prevention Structural Checklist for building Type C2-C2A Non-Complaint Items

• SHEAR STRESS CHECK

• DEFLECTION COMPATIBILITY

• OPENINGS AT SHEAR WALLS

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

• Add new shear walls in the transverse direction to provide strength and stiffness.

• Add collectors to deliver force to new shear walls

• Strengthen columns with fiberwrap where the anticipated drifts would lead to shear failure of the

columns.

• Provide new foundations at new shear wall elements. Assume soil anchors required at ends of

foundations to provide additional overturning resistance.


CAAN ID: 1762 Date: 04/03/19

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: 1762 Date: 04/03/19

Appendix A – Additional Photos


CAAN ID: 1762 Date: 04/03/19

Building Exterior Elevation


CAAN ID: 1762 Date: 04/03/19

Roof – Penthouse Elevation

Rooftop Equipment


CAAN ID: 1762 Date: 04/03/19

Laboratory

Unrestrained Laboratory Equipment


CAAN ID: 1762 Date: 04/03/19

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

UC Campus: Berkeley Date: April 2, 2019

Building CAAN: 1762 Auxiliary CAAN:

N/A By Firm: Forell/Elsesser Engineers

Building Name: McCone Hall Initials: QW 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:

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:

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: D/H = 1.05 vs. 0.6Sa = 1.10. However, this condition is not expected to present a significant threat to life

safety.

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:

UC Campus: UC Berkeley Date: April 2, 2019


By Firm: Forell/Elsesser 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: Shear stress check is not satisfied N-S direction: Level 1: Shear Stress = 140 psi E-W Direction: Level 1: Shear Stress = 250 psi

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:






ASCE 41-17



C NC N/A U

TRANSFER TO SHEAR WALLS: Diaphragms are connected for transfer of seismic forces to the shear walls. (Commentary: Sec. A.5.2.1. Tier 2: Sec. 5.7.2)

Comments:

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: Column deflection compatibility checks are not satisfied. Type C: DCR = 1.61

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:






ASCE 41-17



C NC N/A U

OPENINGS AT SHEAR WALLS: Diaphragm openings immediately adjacent to the shear walls are less than 25% of the wall length. (Commentary: Sec. A.4.1.4. Tier 2: Sec. 5.6.1.3)

Comments: The walls adjacent to stairs and elevators have diaphragm openings for the entire length of the wall at all

levels. However, there is slab on the adjacent side of the opening.

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:

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: 1762 Date: 04/03/19

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:

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 items

Comments: Unrestrained items were found on laboratory shelves. These elements have the potential to create

a falling hazard that may pose a threat to life safely. It is recommended that items be stored properly and shelves with boxes braced to avoid blocking egress in a seismic event.

P N/A

Other:

Comments:

P N/A

Other:

Comments:

Falling Hazard Risk: Low


CAAN ID: 1762 Date: 04/03/19

Appendix D – Quick Check Calculations

FORELL/ELSESSER ENGINEERS, INC.STRUCTURAL ENGINEERS

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

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

McCone Hall

CAAN ID: 1762

Evaluator: QW

Date: 5/8/2019

McCone Hall

UC Berkeley

Berkeley, California

37.8743 (Source: Google Earth)

-122.2594 (Source: Google Earth)

ASCE 41-17

2.340 g Table 5, 10 - 35 ft Soil

0.710 g Table 5, 10 - 35 ft Soil

Level of Seismicity = HIGH

SX1,BSE-1N =

2015 Site-Specific Seismic Hazard Analyses

Building Code Reference


Site Parameters

Site Latitude

Site Longitude

SXS,BSE-1N =

Site & Seismicity Information


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


McCone Hall

CAAN ID: 1762

Evaluator: QW

Date: 5/8/2019

Determine BSE-2E Spectral Response Acceleration Parameters

McCone Hall

UC Berkeley

Berkeley, California

37.8743 (Source: Google Earth)

-122.2594 (Source: Google Earth)

C Geologic Hazards & Site Classification,

Liquefaction Potential Low Geomatrix Plate 2

ASCE 41-17

BSE-2E

3.510 g Table 6, 10 - 35 ft Soil

90% Per ASCE41-17, Sect. 2.4.2.1 &

ASCE7-16, Sect. 21.4

3.159 g

0.960 g Table 6, 10 - 35 ft Soil

SXS,BSE-2E, Max 0.2s to 5s =

SX1,BSE-2E =


Building Code Reference

EQ Hazard Level


% Multiplier

SXS,BSE-2E =

Site Parameters

Site Latitude

Site Longitude

Site Data

Site Soil Classification


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


McCone Hall

CAAN ID: 1762

Evaluator: QW

Date: 5/8/2019

Determine Building Period per ASCE 41-17 Section 4.4.2.4

Ct β

Steel moment-resisting frames (S1, S1a) 0.035 0.80

Concrete moment-resisting frames (C1) 0.018 0.90

Steel eccentrically braced frames (S2, S2a) 0.030 0.75

0.020 0.75

Structure

Type

Height of Roof Level Above Base = 78.0 ft

Ct

β

hn

T = Cthnβ

Transverse

78.0 ft

Longitudinal

0.020

0.750

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

0.525 s

Values of Period Parameters C t and β

Structure Type

All other framing systems

0.525 s

Longitudinal Transverse

C2 C2

Concrete Shear Walls - Stiff DiaphragmsConcrete Shear Walls - Stiff

Diaphragms

78.0 ft

0.020

0.750


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


McCone Hall

CAAN ID: 1762

Evaluator: QW

Date: 5/8/2019

Weight of Materials

Concrete 150 pcf

Floor Length 234.0 ft

Floor Width 82.00 ft

Floor Area 19188 sq.ft

1st - 2nd Floor Area Ratio

9 1/2" NWC Slab 118.75 psf 19188 sq.ft 1.00 118.75 psf

7 1/2" Drop Panel 93.75 psf 4760 sq.ft 0.25 23.26 psf

25% of LL 50.00 psf 9500 sq.ft 0.50 24.76 psf

Flooring 3.00 psf 19188 sq.ft 1.00 3.00 psf

Concrete Overpour 3.00 psf 19188 sq.ft 1.00 3.00 psf

Ceiling 3.00 psf 19188 sq.ft 1.00 3.00 psf

Distributed M/E/P 5.00 psf 19188 sq.ft 1.00 5.00 psf

Partitions 10.0 psf 19188 sq.ft 1.00 10.00 psf

Misc 5.00 psf 19188 sq.ft 1.00 5.00 psf

Total = 196 psf

3rd - 5th Floor Area Ratio



25% of LL 50.00 psf 4800 sq.ft 0.25 12.51 psf



Ceiling 3.00 psf 19188 sq.ft 1.00 3.00 psf



Misc 5.00 psf 19188 sq.ft 1.00 5.00 psf

Total = 184 psf

Penthouse Floor & Main Roof Area Ratio



4" Machine Room Slab 50.00 psf 2000 sq.ft 0.10 5.21 psf

25% of LL 37.50 psf 6300 sq.ft 0.33 12.31 psf

Roofing 5.00 psf 19188 sq.ft 1.00 5.00 psf


Topping Slab 25.0 psf 19188 sq.ft 1.00 25.00 psf


Equipment 10.0 psf 19188 sq.ft 1.00 10.00 psf


Misc 5.00 psf 19188 sq.ft 1.00 5.00 psf

Total = 218 psf

Penthouse Roof Area Ratio

6" NWC Slab 75.00 psf 6857 sq.ft 1.00 75.00 psf

Concrete Beams 3.00 psf 6857 sq.ft 1.00 3.00 psf

Roofing 5.00 psf 6857 sq.ft 1.00 5.00 psf





Misc 5.00 psf 6857 sq.ft 1.00 5.00 psf

Total = 109 psf

FORELL/ELSESSER ENGINEERS, INC.

STRUCTURAL ENGINEERS

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


McCone Hall

CAAN ID: 1762

Evaluator: QW

Date: 5/8/2019

WALLS

2 2 19 6 20 6 16 10

2 10 8 5 10 6 16 10

2 6 8 5 10 6 7 0

26 0 19 6 10 6 17 0

26 0 19 6 10 6 17 0

26 0 10 8 10 6 19 9

26 0 136 6 10 6 19 9

9 6 52 10 10 6 16 2

10 10 271 52 13 6 16 11.5

10 10 Length 275 ft 13 6 16 11.5

10 10 Thickness 8 in 116 60 159 63

10 10 Wall Area 184 sf Length 121 ft Length 164 ft

4 4 Thickness 18 in Thickness 8 in

3 3 Wall Area 182 sf Wall Area 110 sf

117 0

283 71

Length 289 ft 29 20

Thickness 10 in 29 20

Wall Area 241 sf 58 40

Length 61 ft

Thickness 24 in

9 6 26 0 Wall Area 123 sf

9 6 26 0

9 6 Length 26 ft

19 6 Thickness 23 in

19 6 Wall Area 50 sf

19 6

19 6 20 0

9 6 20 0

9 6 Length 20 ft

9 6 Thickness 10 in

9 6 Wall Area 17 sf

9 6

9 6

157 78

Length 164 ft

Thickness 18 in

Wall Area 245 sf

X-DIRECTION

Exterior Walls Interior Walls

19

97

Y-DIRECTION

Exterior Walls Interior Walls

19

97

19

59

19

93

, 1

99

7

19

93

, 1

99

7

19

59

19

59

FORELL/ELSESSER ENGINEERS, INC.

STRUCTURAL ENGINEERS

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


McCone Hall

CAAN ID: 1762

Evaluator: QW

Date: 5/8/2019

WINDOWS

12 0 5 0

5 0 5 0

5 0 5 0

5 0 5 0

5 0 5 0

5 0 5 0

5 0 5 0

5 0 5 0

5 0 5 0

5 0 5 0

5 0 5 0

5 0 5 0

5 0 5 0

5 0 5 0

5 0 70 0

5 0 70

5 0

5 0

5 0

5 0

5 0

5 0

5 0

5 0

5 0

5 0

5 0

5 0

5 0

5 0

5 0

5 0

167 0

167

Exterior Windows Exterior Windows

X-DIRECTION Y-DIRECTION


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


McCone Hall

CAAN ID: 1762

Evaluator: QW

Date: 5/8/2019

Summary of Column Seismic Weight

Column Weights

Story

Penthouse Roof 0 0 24 24 0 0 0 0

Roof 20 20 24 24 24 24 20 20

Level 5 20 20 24 24 24 24 20 20

Level 4 20 20 24 24 24 24 20 20

Level 3 20 20 24 24 24 24 20 20

Level 2 20 20 26 26 26 26 20 20

Level 1 20 20 28 28 28 28 20 28

Column Area

Story 17 14 2 15

Penthouse Roof 0 576 0 0

Roof 400 576 576 400

Level 5 400 576 576 400

Level 4 400 576 576 400

Level 3 400 576 576 400

Level 2 400 676 676 400

Level 1 400 784 784 560

Story H (ft) A (sq.ft) W (K)

Penthouse Roof 13 56 55

Roof 13 153 204

Level 5 13 153 298

Level 4 13 153 298

Level 3 13 153 298

Level 2 13 164 309

Level 1 13 193 348

Total Column Seismic Weight = 1809 K

153

153

153

164

193

150 pcfConcrete

153

Column Sizes (in x in)

Total Area (sf)

56


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


McCone Hall

CAAN ID: 1762

Evaluator: QW

Date: 5/8/2019

Summary of Wall Seismic WeightConcrete 150 pcf

Exterior Cement Plaster 10.00 psf

Interior Insulation 5.00 psf

Interior Plaster 10.00 psf

Glass window 20.00 psf

Wall Geometry

Length Width Perimeter

Exterior Wall 534 182 716

Interior Wall 184 232 416

Glass Window 167 70 474

Wall Weights

Wall

Thickness (in)

Wall Unit

Weight

(psf)

Wall Trib

Height

(ft)

Wall

Length

(ft)

Overall

Wall Area

(sq. ft.)

Wall Weight

(kips)

Roof Level Walls

Exterior Concrete Wall (Below) 10 150 6.50 716 4652 698

Interior Concrete Wall (Below) 8 125 6.50 416 2702 338

Glazing (Below) - 20 4.00 474 1896 38 1073

Level 1-5 Walls

Exterior Concrete Wall (Above) 10 150 6.50 716 4652 698

Interior Concrete Wall (Above) 8 125 6.50 416 2702 338

Glazing (Above) - 20 4.00 474 1896 38

Exterior Concrete Wall (Below) 10 150 6.50 716 4652 698

Interior Concrete Wall (Below) 8 125 6.50 416 2702 338

Glazing (Below) - 20 4.00 474 1896 38 2147

Story

Penthouse Roof 0

Roof 1073

Level 5 2147

Level 4 2147

Level 3 2147

Level 2 2147

Level 1 2147

Total Wall Seismic Weight = 11808 K


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


McCone Hall

CAAN ID: 1762

Evaluator: QW

Date: 5/8/2019

Summary of Seismic Weight

Original Building

Flat Weights

LevelFlat Unit Weight

(psf)

Flat Area

(sf)

Flat Weight

(K)

Column

Weight (K)

Wall Weight

(K)

Penthouse Roof 109 6857 747 55 0

Roof 218 19188 4174 204 1073

Level 5 184 19188 3521 298 2147

Level 4 184 19188 3521 298 2147

Level 3 184 19188 3521 298 2147

Level 2 196 19188 3756 309 2147

Level 1 196 19188 3756 348 2147

Total Seismic Weight = 22998 K 1809 K 11808 K

Building Weight Summary:

Penthouse Roof 802 kips

Roof 5451 kips

Level 5 5966 kips

Level 4 5966 kips

Level 3 5966 kips

Level 2 6212 kips

Level 1 6251 kips

Total Building Seismic Weight = 36615 kips


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


McCone Hall

CAAN ID: 1762

Evaluator: QW

Date: 5/8/2019

Determine Psuedo Seismic Force per ASCE 41-17 Section 4.4.2.1

Number of Stories = 6

Building Type C2

Period 0.525

SXS 3.159

SX1 0.960

SX1 / T 1.829 ASCE 41-17, Section 4.4.2.3, Eq. 4-3

Sa 1.829

C 1

W 36615 kips

V 66963 kips

0.6Sa 1.10

D 82

H 78

D/H 1.05

D/H > 0.6Sa No


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


McCone Hall

CAAN ID: 1762

Evaluator: QW

Date: 5/8/2019

Story Shear Forces per ASCE 41-17 Section 4.4.2.2

Original Building

V = 66963 kips

k= 1.01

LevelWeight

(kips)

Height

(ft)w x h

k Cvx

Fx

(kips)

Vj

(kips)

Penthouse Roof 802 91 77204 0.04 2944 2944

Roof 5451 78 448915 0.26 17117 20060

Level 5 5966 65 408526 0.23 15577 35637

Level 4 5966 52 325913 0.19 12427 48063

Level 3 5966 39 243560 0.14 9287 57350

Level 2 6212 26 168211 0.10 6414 63764

Level 1 6251 13 83903 0.05 3199 66963

1756232

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


McCone Hall

CAAN ID: 1762

Evaluator: QW

Date: 5/8/2019

Quick Check - Shear Stress in Shear Walls

N-S Direction E-W Direction

Level 1 Level 1

Aw 736 sf Aw 414 sf

V 66963 K V 66963 K

Ms 4.5 Ms 4.5

vavg 140 psi vavg 250 psi

f'c 3000 psi f'c 3000 psi

Limiting Shear Stress 110 psi Limiting Shear Stress 110 psi

Acceptable? FAILS Acceptable? FAILS

DCR 1.28 DCR 2.28


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


McCone Hall

CAAN ID: 1762

Evaluator: QW

Date: 5/8/2019

Quick Check - Reinforcing Steel

Wall Thickness 8 in Wall Thickness 10 in

Vertical Reinforcing Vertical Reinforcing

Bar Area 0.20 in2 Bar Area 0.20 in2

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

Bar Spacing 18 in Bar Spacing 16 in

Reinf. Ratio 0.0028 --- Reinf. Ratio 0.0025 ---

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

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

Horizontal Reinforcing Horizontal Reinforcing

Bar Area 0.20 in2 Bar Area 0.20 in2

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

Bar Spacing 18 in Bar Spacing 16 in

Reinf. Ratio 0.0028 --- Reinf. Ratio 0.0025 ---

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

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


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


McCone Hall

CAAN ID: 1762

Evaluator: QW

Date: 5/8/2019

Quick Check - Deflection Compatibility of Columns

Freestanding

Column

Freestanding

Column

Location G-16 G-16 Penthouse Roof 20 psf

Column 20"x28" 28"x20" Roof 50 psf

Vertical Reinforcement 12 # 9 12 # 9 Level 5 100 psf

Horizontal Reinforcement # 4 @ 18" # 4 @ 18" Level 4 100 psf

Column w1 = 20 in 28 in Level 3 100 psf

Column w2 = 28 in 20 in Level 2 200 psf

Ag = 560 in2 560 in2 Level 1 200 psf

Trib. Length = 5.00 ft 5.00 ft

Trib. Width = 10.25 ft 10.25 ft Material Property Factor

Trib. Area = 51 sq.ft 51 sq.ft Concrete 1.5

Flat Load (DL) = 59429 lb 59429 lb Reinforcing Steel 1.25

Column Load = 34667 lb 34667 lb

QD = 94 K 94 K f'c 5 ksi

QL = 38 K 38 K f'ce 7.5 ksi

Nu (QD+QL) = 133 K 133 K QG=QD+QL ASCE 41-17 (7-3) fy 40 ksi

fye 50 ksi

Mp = 515 K-ft 753 K-ft Mp obtained from spColumn

L = 13.0 ft 13.0 ft Interpolation

Vp = 2 x Mp / L = 79 K 116 K s/d αCol

0.75 1

knl = 0.7 0.7 1 0

λ = 1.0 1.0

d = 16 in 22 in ASCE 41-17 (10-3)

s = 18 in 18 in

s/d = 1.13 0.80

αCol = 0.00 0.79

MUD / (VUD d) = L / 2d = 4.00 3.48

As = 0.20 in2 0.20 in2

# of tie legs = 4 4

Av = 0.80 in2 0.80 in2

Vcol = 49.1 K 83.8 K

DCR = 1.61 1.38

Story Live Loads

STRUCTUREPOINT - spColumn v6.00 (TM) Page 1

Licensed to: Forell/Elsesser Engineers Inc.. License ID: 69993-1066712-4-20FB8-266FD 04/02/19

j:\~projects 2018\18-068 uc berkeley campus - wide evaluations\eng\calcs\1762 mccone hall\spcolumn\20x28.col12:13 PM

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oo oo oo oo oo oo oo oo oo oo oo oo oo oo

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==========================================================================================================

spColumn v6.00 (TM)

Computer program for the Strength Design of Reinforced Concrete Sections

Copyright © 1988-2017, STRUCTUREPOINT, LLC.

All rights reserved

==========================================================================================================

Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either

the accuracy or adequacy of the material supplied as input for processing by the spColumn computer

program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the

correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to

produce spColumn error free the program is not and cannot be certified infallible. The final and only

responsibility for analysis, design and engineering documents is the licensee's. Accordingly,

STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design

or engineering documents prepared in connection with the use of the spColumn program.




General Information:

====================

File Name: j:\~projects 2018\18-068 uc berkeley campus - wide evaluations\eng\calcs\176...\28x20.col

Project: 1762 McCone Hall

Column: 28x20 Engineer: QW

Code: ACI 318-14 Units: English

Run Option: Investigation Slenderness: Not considered

Run Axis: X-axis Column Type: Structural

Material Properties:

====================

Concrete: Standard Steel: Standard

f'c = 7.5 ksi fy = 50 ksi

Ec = 4936.35 ksi Es = 29000 ksi

fc = 6.375 ksi Eps_yt = 0.00172414 in/in

Eps_u = 0.003 in/in

Beta1 = 0.675

Section:

========

Rectangular: Width = 20 in Depth = 28 in

Gross section area, Ag = 560 in^2

Ix = 36586.7 in^4 Iy = 18666.7 in^4

rx = 8.0829 in ry = 5.7735 in

Xo = 0 in Yo = 0 in

Reinforcement:

==============

Bar Set: ASTM A615

Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2)

---- --------- ----------- ---- --------- ----------- ---- --------- -----------

# 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31

# 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79

# 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56

# 14 1.69 2.25 # 18 2.26 4.00

Confinement: Other; #3 ties with #11 bars, #4 with larger bars.

phi(a) = 1, phi(b) = 1, phi(c) = 1

Pattern: Irregular

Total steel area: As = 12.00 in^2 at rho = 2.14%

Minimum clear spacing = 2.87 in

Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in)

--------- -------- -------- --------- -------- -------- --------- -------- --------

1.00 -8.0 12.0 1.00 -8.0 0.0 1.00 -8.0 -12.0

1.00 -4.0 12.0 1.00 -4.0 -12.0 1.00 0.0 12.0

1.00 0.0 -12.0 1.00 4.0 12.0 1.00 4.0 -12.0

1.00 8.0 12.0 1.00 8.0 0.0 1.00 8.0 -12.0

Factored Loads and Moments with Corresponding Capacities:

=========================================================

Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi

No. kip k-ft k-ft in in

--- ------------ ------------ ------------ -------- -------- -------- -------- ------

1 133.00 1.00 753.02 753.015 3.68 26.00 0.01821 1.000

*** End of output ***




General Information:

====================

File Name: j:\~projects 2018\18-068 uc berkeley campus - wide evaluations\eng\calcs\176...\20x28.col

Project: 1762 McCone Hall

Column: 20x28 Engineer: QW

Code: ACI 318-14 Units: English

Run Option: Investigation Slenderness: Not considered

Run Axis: X-axis Column Type: Structural

Material Properties:

====================

Concrete: Standard Steel: Standard

f'c = 7.5 ksi fy = 50 ksi

Ec = 4936.35 ksi Es = 29000 ksi

fc = 6.375 ksi Eps_yt = 0.00172414 in/in

Eps_u = 0.003 in/in

Beta1 = 0.675

Section:

========

Rectangular: Width = 28 in Depth = 20 in

Gross section area, Ag = 560 in^2

Ix = 18666.7 in^4 Iy = 36586.7 in^4

rx = 5.7735 in ry = 8.0829 in

Xo = 0 in Yo = 0 in

Reinforcement:

==============

Bar Set: ASTM A615

Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2)

---- --------- ----------- ---- --------- ----------- ---- --------- -----------

# 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31

# 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79

# 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56

# 14 1.69 2.25 # 18 2.26 4.00

Confinement: Other; #3 ties with #11 bars, #4 with larger bars.

phi(a) = 1, phi(b) = 1, phi(c) = 1

Pattern: Irregular

Total steel area: As = 12.00 in^2 at rho = 2.14%

Minimum clear spacing = 2.87 in

Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in)

--------- -------- -------- --------- -------- -------- --------- -------- --------

1.00 -12.0 8.0 1.00 -12.0 4.0 1.00 -12.0 0.0

1.00 -12.0 -4.0 1.00 -12.0 -8.0 1.00 12.0 8.0

1.00 12.0 4.0 1.00 12.0 0.0 1.00 12.0 -4.0

1.00 12.0 -8.0 1.00 0.0 -8.0 1.00 0.0 8.0

Factored Loads and Moments with Corresponding Capacities:

=========================================================

Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi

No. kip k-ft k-ft in in

--- ------------ ------------ ------------ -------- -------- -------- -------- ------

1 133.00 1.00 513.50 513.501 3.89 18.00 0.01087 1.000

*** End of output ***

Evaluator: QW - Home | Capital Strategies · Evaluator: QW Date: 04/03/19 Page 1 ASCE 41-17 Tier 1...

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