ASCE 41-17 Tier 1 Seismic Evaluation Building Name: Morgan Hall … · 2020. 1. 1. · Page 1 ASCE 41-17 Tier 1 Seismic Evaluation Building Name ... Site location coordinates: Latitude

Evaluator: QW

Date: 03/06/19

Page 1

ASCE 41-17 Tier 1 Seismic Evaluation

Building Name: Morgan Hall

CAAN ID: 1382

Auxiliary Building ID: N/A

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

Site location coordinates: Latitude 37.8735, Longitudinal -122.2643

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: 58,790 sf

Building Length: 211 ft

Building Width: 100 ft

Building Height: 62 ft (Roof), 70 ft (Top of Parapet)

Story Height: 14.5 ft (Typical), 10 ft (Penthouse)

Number of stories above grade: 4 + Penthouse (5 Total)

Number of basement stories below grade: 0

Year of Original Construction and Code Year: 1953, 1949 UBC (Assumed)

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 in the high range. High: over $200 per sf and less than $400 per sf.

Building Name: Morgan Hall Evaluator: QW

CAAN ID: 1382 Date: 03/06/19

Page 2

BUILDING DESCRIPTION

General

This building is estimated to have been built in 1952-1953 and is situated on a sligtly-sloping site. The

building has four stories with and a single-story penthouse at the roof level and is approximately 72 feet

tall. The building is L shaped with a footprint of about 211 feet in the N-S direction and 100 feet in the

E-W direction. A two-story lecture hall over a mechanical room extends east from the south of the

building. The building area is approximately 58,790 square feet and houses classrooms, offices, and

laboratories.

Structural System

The gravity load structural system consists of one-way concrete slabs framing into concrete beams,

which are supported by concrete columns at the building interior and concrete walls with pilasters at

the exterior. The floor slabs range from 5” to 8” thick with the typical reinforced concrete slab at 6”.

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 shaft. The concrete floor slabs serve as horizontal diaphragms to transfer the load to

the exterior and interior shear walls. The columns and walls are founded on spread and strip footings.

Building Condition

Fair. Moderate amounts of concrete spalling and cracking were observed around the building perimeter.

The heaviest spalling was observed at the west entrance of the building.

Date of Site Visit: 02/12/2019, Russell Berkowitz, Qudsia Wahab, 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



CAAN ID: 1382 Date: 03/06/19

Page 3

Landslide No Basis: California Geological Survey Website


PREVIOUS RATINGS SUMMARY

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

DOCUMENTATION

Architectural Drawings: Original Construction; Eldridge T. Spencer & WM. Clement Ambrose

Architects, May 1952, Sheets 1-33

Structural Drawings: Original Construction; Hall & Pregnoff Structural Engineers, May 1952,

Sheets S1 – S12

Seismic Evaluations: 1997 Preliminary Seismic Evaluation, Rutherford & Chekene, July 14, 1997

Geotechnical Reports: Soil Investigation Report, Dames & Moore Civil Engineers, March 15, 1950

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: One-way Reinforced

Concrete Slab

One-way Reinforced

Concrete Slab

Vertical Elements: Punched Concrete Shear

Walls

Punched Concrete Shear

Walls

Gravity Load Structural System: One-way concrete slabs spanning to concrete beams, 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: 5”-6” Concrete Slabs spanning to Reinforced Concrete Beams

Intermediate Floors/Framing: 5”-7” Concrete Slabs spanning to Reinforced Concrete Beams

Ground Floor: 6”-8” Concrete Slabs spanning to Reinforced Concrete Beams

Columns: 10”x22”, 14”x14”, 18”x18” to

18”x28” Reinforced Concrete

Columns at interior, 14”x18”

Exterior Pilasters.

Foundation: Spread footings

at columns, strip

footing at walls.

General Condition of Structure: Fair

Evidence of Settling?: No

Special Features & Comments: Moderate spalling observed at the building exterior


CAAN ID: 1382 Date: 03/06/19

Page 4

Connections: Slab/Wall Dowels Slab/Wall Dowels

Details: Structural Details: S-10 Structural Details: S-10

Estimated Fundamental Period, T (sec): 0.44 s 0.44 s

BSE-2E Spectral Acceleration, Sa: 2.17 g 2.17 g

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

Building Weight, W (kips): 14,290 14,290

Seismic Base Shear, V (kips): 31,043 31,043

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 Demand-to-Capacity

ratios for shear in the vertical wall elements range from 1.5 to 1.9 at most levels. The wall system at the

West face of the building consists of wall piers coupled by long-slender spandrel coupling beams. Based

on the proportions, it is anticipated that the coupling beams will yield, which will force the pier elements

to act as cantilever elements. The existing pier elements do not have ductile detailing at the boundaries,

which could lead to flexural issues with the walls. In general, the columns are fairly well detailed –

however, some columns do not have the shear capacity to develop the full-flexural strength of the


CAAN ID: 1382 Date: 03/06/19

Page 5

column. It is estimated that the columns can withstand approximately one 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 spalling of concrete at the building exterior and the lack

of safety glass in the window systems. These elements have the potential to create a falling hazard that

may pose a threat to life safely. Some other non-structural deficiencies include water damage at the

building interior and exterior and the potential collapse of the wood canopy at the roof. Also,

unrestrained hazardous waste containers and unbraced stacked boxes were observed in multiple labs. It

is recommended that hazardous materials be stored properly and shelves with boxes braced to avoid

blocking egress in a seismic event.

Collapse Prevention Basic Configuration Checklist Non-Complaint Items

• VERTICAL IRREGULARITY

• 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 to provide strength and stiffness. Walls will be required in both the

transverse and longitudinal direction.

• 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: 1382 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: 1382 Date: 03/06/19

Appendix A – Additional Photos


CAAN ID: 1382 Date: 03/06/19

Building Elevation – Looking East

Roof – Penthouse Elevation


CAAN ID: 1382 Date: 03/06/19

Roof – Wood Canopy


CAAN ID: 1382 Date: 03/06/19

Typical Interior Corridor


CAAN ID: 1382 Date: 03/06/19

Unrestrained Containers of Hazardous Materials


CAAN ID: 1382 Date: 03/06/19

Unbraced Stacked Boxes


CAAN ID: 1382 Date: 03/06/19

Example of Observed Spalling


CAAN ID: 1382 Date: 03/06/19

Example of Observed Water Damage


CAAN ID: 1382 Date: 03/06/19

Example of Observed Water Damage


CAAN ID: 1382 Date: 03/06/19

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

UC Campus: Berkeley Date: February 28, 2019

Building CAAN: 1382 Auxiliary CAAN:

N/A By Firm: Forell/Elsesser Engineers

Building Name: Morgan 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:






ASCE 41-17



C NC N/A U

VERTICAL IRREGULARITIES: All vertical elements in the seismic-force-resisting system are continuous to the foundation.

(Commentary: Sec. A.2.2.4. Tier 2: Sec. 5.4.2.3)

Comments: Penthouse walls are supported by beams below and are not continuous to the foundation. The beams appear to have sufficient capacity to support the expected overturning demands.

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:






ASCE 41-17



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

GEOLOGIC SITE HAZARD

C NC N/A U

SURFACE FAULT RUPTURE: Surface fault rupture and surface displacement at the building site are not anticipated.

(Commentary: Sec. A.6.1.3. Tier 2: 5.4.3.1)

Comments:

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

FOUNDATION CONFIGURATION

Description

C NC N/A U

OVERTURNING: The ratio of the least horizontal dimension of the seismic-force-resisting system at the foundation level to the building height (base/height) is greater than 0.6Sa. (Commentary: Sec. A.6.2.1. Tier 2: Sec. 5.4.3.3)

Comments: D/H = 0.81 vs. 0.6Sa = 1.30 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: February 28, 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: N-S direction (longitudinal): 1st Floor: Shear Stress = 149 psi 2nd Floor: Shear Stress = 164 psi 3rd Floor: Shear Stress = 186 psi E-W Direction (transverse): 1st Floor: Shear Stress = 147 psi 2nd Floor: Shear Stress = 142 psi 3rd Floor: Shear Stress = 156 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 = 1.22

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 elevators have diaphragm openings for the entire length of the wall at all levels.

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: 1382 Date: 03/06/19

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: Unrestrained hazardous waste containers were found on tables in various labs. It is recommended that hazardous materials be stored properly. It was observed that there were heavy boxes stacked on top of each other in multiple locations. Shelves and boxes need to be braced. Otherwise, during a seismic event, they may fall and block egress.

P N/A

Masonry chimneys

Comments:

P N/A

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

Comments:

P N/A

Other: Glass windows

Comments: The glass at the windows could break presenting a falling hazard.

P N/A

Other: Spalling of concrete at Building Exterior

Comments: There are several areas at the building exterior with spalled concrete which could potentially present a falling hazard.

P N/A

Other: Water Damage

Comments: Some water damage was observed on the interior and exterior of the building.

P N/A

Other: Wood Canopy

Comments: The wood canopy at the roof of the building could potentially collapse during a seismic event. This doesn’t pose risk to life safety because it is not on an egress route.

Falling Hazard Risk: Moderate


CAAN ID: 1382 Date: 03/06/19

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

Morgan Hall

CAAN ID: 1382

Evaluator: QW

Date: 02/25/19

Morgan Hall

UC Berkeley

Berkeley, California

37.8735 (Source: Google Earth)

-122.2643 (Source: Google Earth)

ASCE 41-17

2.340 g Table 5, < 10 ft Soil


Level of Seismicity = HIGH

SX1,BSE-1N =

2015 Site-Specific Seismic Hazard Analyses

Building Code Reference


Site & Seismicity Information

Site Parameters

Site Latitude

Site Longitude

SXS,BSE-1N =


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


Morgan Hall

CAAN ID: 1382

Evaluator: QW

Date: 02/25/19

Determine BSE-2E Spectral Response Acceleration Parameters

Morgan Hall

UC Berkeley

Berkeley, California

37.8735 (Source: Google Earth)

-122.2643 (Source: Google Earth)

C Geologic Hazards & Site Classification,

Liquefaction Potential Low Geomatrix Plate 2

ASCE 41-17

BSE-2E


90% Per ASCE41-17, Sect. 2.4.2.1 &

ASCE7-16, Sect. 21.4

3.159 g

0.960 g Table 6, 10 to 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


Morgan Hall

CAAN ID: 1382

Evaluator: QW

Date: 02/25/19

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 = 62.0 ft

Ct

β

hn

T = Cthnβ

Transverse

62.0 ft

Longitudinal

0.020

0.750

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

0.442 s

Values of Period Parameters C t and β

Structure Type

All other framing systems

0.442 s

Longitudinal Transverse

C2 C2

Concrete Shear Walls - Stiff DiaphragmsConcrete Shear Walls - Stiff

Diaphragms

62.0 ft

0.020

0.750


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


Morgan Hall

CAAN ID: 1382

Evaluator: QW

Date: 02/25/19

Flat Loads by Level

Concrete 150 pcf

Penthouse Roof

6" NWC Slab 75.00 psf

Concrete Beams 1.00 psf

Roofing 8.00 psf

Concrete Overpour 3.00 psf

Topping Slab 25.00 psf

Distributed M/E/P 5.00 psf

Insulation 3.00 psf

Partitions 5.00 psf

Misc. 5.00 psf

Total = 130 psf

Roof (4th Floor)

5.5" NWC Slab 68.75 psf

Concrete Beams 25.00 psf Assumes 14"x26" at 15.5ft of tributary width

Roofing/Tiles 8.00 psf

Concrete cornice 40.0 psf


Topping Slab 12.50 psf


Insulation 3.00 psf

Partitions 5.00 psf

Misc. 5.00 psf

Total = 175 psf

1st, 2nd, 3rd Floors

6.5" NWC Slab 81.25 psf

Concrete Beams 25.00 psf Assumes 14"x26" at 15.5ft of tributary width

Flooring 3.00 psf


Ceiling 3.00 psf


Insulation 3.00 psf

Partitions 10.0 psf

Misc. 5.00 psf

Total = 138 psf


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


Morgan Hall

CAAN ID: 1382

Evaluator: QW

Date: 02/25/19

Summary of Column Seismic Weight

Column Weights

Story

4th Floor 0 0 0 0 0 0 18 18 18 18 18 18 18 24 18 22 18 20 14 18 14 18 14 18

3rd Floor 0 0 0 0 0 0 18 20 18 18 18 20 18 24 18 24 18 20 14 18 14 18 14 18

2nd Floor 0 0 0 0 10 22 18 22 18 18 18 22 18 24 18 26 18 22 14 18 14 18 14 18

1st Floor 14 14 14 14 10 22 18 26 18 20 18 24 18 26 18 28 18 24 14 18 14 18 0 0

Story 2 3 3 2 2 3 1 5 2 8 4 1

4th Floor 0 0 0 324 324 324 432 396 360 252 252 252

3rd Floor 0 0 0 360 324 360 432 432 360 252 252 252

2nd Floor 0 0 220 396 324 396 432 468 396 252 252 252

1st Floor 196 196 220 468 360 432 468 504 432 252 252 0

Story

4th Floor

3rd Floor

2nd Floor

1st Floor

Total Column Seismic Weight =

Penthouse Pipes

# of Pipes 39

Nominal Weight 12.5 plf

Pipe height 10 ft

Total Weight 4.875 K

512 K

144.7

163.1

Column Weight (K)

68.0

136.2

80

14.5

14.5

Height (ft)

15.0

14.5

Column Area (sf)

60

63

Concrete

Total Area (sf)

Column Area

Column Sizes (in x in)

70

60

63

70

80

150 pcf


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


Morgan Hall

CAAN ID: 1382

Evaluator: QW

Date: 02/25/19

Summary of Wall Seismic Weight

Concrete 150 pcf

Exterior Cement Plaster 10.00 psf

Interior Insulation 5.00 psf

Interior Plaster 10.00 psf

Glass window 20.00 psf

Wall Weights

Wall

Thickness

(in)

Wall Unit

Weight

(psf)

Wall Trib

Height

(ft)

Wall

Length

(ft)

Overall

Wall Area

(sq. ft.)

% Solid

Effective

Wall Area

(sq. ft.)

Wall Weight

(kips)

Penthouse Walls

Exterior Concrete Wall (Below) 10 150 10.0 316 3159 100% 3159 474

Interior Concrete Wall (Below) 10 140 10.0 0 0 100% 0 0

Glazing (Below) - 150 10.0 0 0 0% 0 0 474

4th Floor Walls



Glazing (Below) - 20 3.37 294 992 100% 992 20 589

3rd Floor Walls

Exterior Concrete Wall (Above) 10 150 7.52 537 4036 75% 3044 457

Interior Concrete Wall (Above) 10 140 7.52 107 808 100% 808 113

Glazing (Above) - 20 3.37 294 992 100% 992 20



Glazing (Below) - 20 3.37 294 992 100% 992 20 1219

2nd Floor Walls



Glazing (Above) - 20 3.37 294 992 100% 992 20



Glazing (Below) - 20 4.02 277 1112 100% 1112 22 1417

1st Floor Walls



Glazing (Above) - 20 4.02 277 1112 100% 1112 22



Glazing (Below) - 20 3.64 178 649 100% 649 13 1845

Story

Penthouse 474

4th Floor 589

3rd Floor 1219

2nd Floor 1417

1st Floor 1845

Total Wall Seismic Weight = 5544 K


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


Morgan Hall

CAAN ID: 1382

Evaluator: QW

Date: 02/25/19

Summary of Seismic Weight

Original Building

Flat Weights

Flat Unit Weight

(psf)

Flat Area

(sf)

Flat Weight

(kips)

Column

Weight (K)

Wall

Weight (K)

Penthouse Roof 130.00 2850 371 5 474

4th Floor 175.25 12150 2129 68 589

3rd Floor 138.25 12150 1680 136 1219

2nd Floor 138.25 14690 2031 145 1417

1st Floor 138.25 14690 2031 163 1845

Total Seismic Weight = 8241 K 517 K 5544 K

Building Weight Summary:

Penthouse Roof 849 kips

4th Floor 2787 kips

3rd Floor 3035 kips

2nd Floor 3593 kips

1st Floor 4039 kips

Total Building Seismic Weight = 14303 kips


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


Morgan Hall

CAAN ID: 1382

Evaluator: QW

Date: 02/25/19

Determine Psuedo Seismic Force per ASCE 41-17 Section 4.4.2.1

Number of Stories = 6

Building Type C2

Period 0.442

SXS 3.159

SX1 0.960

SX1 / T 2.172 ASCE 41-17, Section 4.4.2.3, Eq. 4-3

Sa 2.172

C 1

W 14303 kips

V 31071 kips


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


Morgan Hall

CAAN ID: 1382

Evaluator: QW

Date: 02/25/19

Story Shear Forces per ASCE 41-17 Section 4.4.2.2

Original Building

V = 31071 kips

k= 1.00

LevelWeight

(kips)

Height

(ft)w x h

k Cvx

Fx

(kips)

Vj

(kips)

Penthouse 849 72 61139 0.12 3593 3593

4th Floor 2787 62 172775 0.33 10154 13747

3rd Floor 3035 43.5 132030 0.25 7759 21506

2nd Floor 3593 29 104196 0.20 6124 27630

1st Floor 4039 14.5 58559 0.11 3441 31071

528699

� ��ℎ��

��


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


Morgan Hall

CAAN ID: 1382

Evaluator: QW

Date: 02/25/19

Quick Check - Shear Stress in Shear Walls

X Direction

1st Floor 2nd Floor 3rd Floor Penthouse

Aw 326 sf 301 sf 212 sf 94 sf

V 31071 K 27630 K 21506 K 3593 K

Ms 4.5 4.5 4.5 4.5

vavg 147 psi 142 psi 156 psi 59 psi

f'c 2500 psi 2500 psi 2500 psi 2500 psi

Limiting Shear Stress 100 psi 100 psi 100 psi 100 psi

Acceptable? FAILS FAILS FAILS OK

DCR 1.47 1.42 1.56 0.59

Y Direction

Aw 323 sf 260 sf 178 sf 100 sf

V 31071 K 27630 K 21506 K 3593 K

Ms 4.5 4.5 4.5 4.5

vavg 149 psi 164 psi 186 psi 56 psi

f'c 2500 psi 2500 psi 2500 psi 2500 psi

Limiting Shear Stress 100 psi 100 psi 100 psi 100 psi

Acceptable? FAILS FAILS FAILS OK

DCR 1.49 1.64 1.86 0.56


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


Morgan Hall

CAAN ID: 1382

Evaluator: QW

Date: 02/25/19

Quick Check - Reinforcing Steel

Wall Thickness 14 in Wall Thickness 12 in

Vertical Reinforcing Vertical Reinforcing

Bar Area 0.31 in2 Bar Area 0.20 in2

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

Bar Spacing 12 in Bar Spacing 12 in

Reinf. Ratio 0.0037 --- Reinf. Ratio 0.0028 ---

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

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

Horizontal Reinforcing Horizontal Reinforcing







Wall Thickness 8 in Wall Thickness 7 in

Vertical Reinforcing Vertical Reinforcing







Horizontal Reinforcing Horizontal Reinforcing








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


Morgan Hall

CAAN ID: 1382

Evaluator: QW

Date: 02/25/19

Quick Check - Deflection Compatibility of Columns

Concrete 150 pcf

Type A Type B, x Type B, y Type C, x Type C, y

Location 28, 29 6,7 6,7 8,9,10,11,15 8,9,10,11,15 4th Floor 5 psf

Column 14"x14" 18"x20" 18"x20" 18"x28" 18"x28" 1st, 2nd, 3rd Floors 25 psf

Vertical Reinforcement 4 # 8 6 # 9 6 # 9 12 # 11 12 # 11

Horizontal Reinforcement # 3 @10" # 3 @10" # 3 @10" # 3 @10" # 3 @10"

Column w1 = 14 in 18 in 20 in 18 in 28 in

Column w2 = 14 in 20 in 18 in 28 in 18 in

Ag = 196 in2 360 in2 360 in2 504 in2 504 in2

Trib. Length = 17.31 ft 13.65 ft 13.65 ft 15.67 ft 15.67 ft

Trib. Width = 17.50 ft 12.13 ft 12.13 ft 24.63 ft 24.63 ft

Trib. Area = 303 sq.ft 166 sq.ft 166 sq.ft 386 sq.ft 386 sq.ft

Flat Load (DL) = 41885 lb 97649 lb 97649 lb 227622 lb 227622 lb

Column Load = 2960 lb 20288 lb 20288 lb 27394 lb 27394 lb

QD = 45 K 118 K 118 K 255 K 255 K

QL = 8 K 13 K 13 K 31 K 31 K

Nu (QD+QL) = 52 K 131 K 131 K 286 K 286 K QG=QD+QL ASCE 41-17 (7-3)

Mp = 90 K-ft 240 K-ft 240 K-ft 605 K-ft 605 K-ft Mp obtained from spColumn

L = 14.5 ft 14.5 ft 14.5 ft 14.5 ft 14.5 ft

Vp = 2 x Mp / L = 12 K 33 K 33 K 83 K 83 K

knl = 0.7 0.7 0.7 0.7 0.7 ASCE 41-17 (10-3)

λ = 1.0 1.0 1.0 1.0 1.0

d = 11 in 14 in 16 in 14 in 22 in

s = 10 in 10 in 10 in 10 in 10 in

s/d = 0.89 0.69 0.63 0.69 0.45

αCol = 0.43 1.00 1.00 1.00 1.00

MUD / (VUD d) = L / 2d = 4.00 4.00 4.00 4.00 3.88

As = 0.11 in2 0.11 in2 0.11 in2 0.11 in2 0.11 in2

# of tie legs = 2 3 2 5 3

Av = 0.22 in2 0.33 in2 0.22 in2 0.55 in2 0.33 in2

Vcol = 16.9 K 42.8 K 38.5 K 69.1 K 68.5 K

DCR = 0.73 0.77 0.86 1.21 1.22

I = 3201 in4 12000 in4 9720 in4 32928 in4 13608 in4

Ieff = 960 in4 3600 in4 2916 in4 9878 in4 4082 in4

E = 3491 ksi 3491 ksi 3491 ksi 3491 ksi 3491 ksi

delta fail = 2.22 in 1.49 in 1.66 in 0.88 in 2.11 in

Material Property Factor

Concrete 1.5

Reinforcing Steel 1.25

f'c 2.5 ksi

f'ce 3.75 ksi

fy 40 ksi

fye 50 ksi

Interpolation

s/d αCol

0.75 1

1 0

Story Live Loads


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


Morgan Hall

CAAN ID: 1382

Evaluator: QW

Date: 02/25/19

Torsion Check

Center of Mass

H (ft) 14.5

Wall Number t (in) Weight (psf) Length (ft) Area (ft2) Weight (kips) x (ft) xW y (ft) yW

1 14 175 47.75 346 60.6 0.58 35.34 60.75 3680.41

2 12 150 50.00 363 54.4 18.50 1005.94 25.00 1359.38

3 14 175 34.63 251 43.9 67.50 2965.31 67.31 2956.96

4 10 125 20.33 147 18.4 50.52 930.94 10.20 187.96

5 10 125 7.92 57 7.2 59.25 425.09 7.96 57.11

6 8 100 10.00 73 7.3 67.96 492.71 5.00 36.25

7 10 125 12.79 93 11.6 83.63 969.42 6.40 74.13

8 10 125 5.83 42 5.3 177.40 937.82 2.92 15.41

9 10 125 5.83 42 5.3 186.38 985.26 2.92 15.41

10 10 125 16.17 117 14.7 135.00 1977.89 41.92 614.10

11 12 150 16.17 117 17.6 143.00 2514.12 41.92 736.92

12 14 175 16.50 120 20.9 149.00 3119.22 38.75 811.21

13 10 125 17.92 130 16.2 156.00 2532.97 38.75 629.18

14 14 175 50.00 363 63.4 143.00 9071.56 75.00 4757.81

15 12 150 100.00 725 108.8 193.00 20988.75 50.00 5437.50

16 8 100 6.67 48 4.8 167.42 809.20 53.33 257.76

17 8 100 6.67 48 4.8 174.00 841.00 53.33 257.76

1a 12 150 171.25 1242 186.2 144.50 26910.87 0.50 93.12

2a 8 100 15.33 111 11.1 75.30 837.09 6.50 72.26

3a 10 125 15.33 111 13.9 75.30 1046.36 12.50 173.70

4a 8 100 6.00 44 4.4 53.25 231.64 4.00 17.40

5a 8 100 6.00 44 4.4 53.25 231.64 15.42 67.08

6a 14 175 135.00 979 171.3 89.50 15329.67 50.00 8564.06

7a 14 175 68.17 494 86.5 34.08 2947.46 100.00 8648.65

8a 12 150 18.00 131 19.6 9.00 176.18 37.00 724.28

9a 10 125 5.00 36 4.5 181.51 822.47 6.50 29.45

10a 8 100 6.33 46 4.6 189.20 868.29 50.00 229.46

11a 8 100 6.33 46 4.6 189.20 868.29 56.67 260.07

12a 10 125 14.00 102 12.7 164.21 2083.41 33.50 425.03

13a 14 175 50.00 363 63.4 186.00 11799.38 100.00 6343.75

Σ = 1052.29 kips 114755.2 k-ft 47534 k-ft

xCM,WALLS = 109.05 ft

yCM,WALLS = 45.17 ft

X-Direction


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


Morgan Hall

CAAN: 1382

Evaluator: QW

Date: 02/25/19

Center of Rigidity

Concrete fc' 2500 psi

E 2850000 psi 2850 ksi

H 14.5 ft

V 31071 kips

Wall Number t (in) x (ft) y (ft) Length (ft) Ix-axis (in4)

θ_rotatio

n of

major

axis to Y

(radians)

H/L Δ (in) ki Ki (in X) Ki (in Y) Ki (in X)*y Ki (in Y)*x

1 14 1 61 48 219487937 90 0.30 0 1424915.192 1138835.018 286080.2 69184227 166880

2 12 19 25 50 216000000 90 0.29 0 1402271.516 1120737.512 281534 28018438 5208379

3 14 68 67 35 83687361 90 0.42 0 543298.161 434220.208 109078 29227362 7362762

4 10 51 10 20 12105653 90 0.71 0 78589.874 62811.388 15778.49 640676 797129

5 10 59 8 8 714479 90 1.83 7 4638.397 3707.146 931.25 29509 55177

6 8 68 5 10 1152000 90 1.45 4 7478.781 5977.267 1501.51 29886 102043

7 10 84 6 13 3014004 90 1.13 2 19566.910 15638.462 3928.45 100008 328517

8 10 177 3 6 285833 90 2.49 17 1855.629 1483.075 372.55 4323 66090

9 10 186 3 6 285833 90 2.49 17 1855.629 1483.075 372.55 4323 69434

10 10 135 42 16 6084487 90 0.90 1 39500.474 31569.965 7930.51 1323255 1070619

11 12 143 42 16 7301384 90 0.90 1 47400.569 37883.958 9516.61 1587906 1360875

12 14 149 39 17 9056124 90 0.88 1 58792.337 46988.601 11803.74 1820808 1758757

13 10 156 39 18 8281979 90 0.81 1 53766.590 42971.874 10794.72 1665160 1683976

14 14 143 75 50 252000000 90 0.29 0 1635983.435 1307527.097 328456.3 98064532 46969257

15 12 193 50 100 1728000000 90 0.15 0 11218172.127 8965900.096 2252272 448295005 434688502

16 8 167 53 7 341333 90 2.18 14 2215.935 1771.042 444.89 94450 74483

17 8 174 53 7 341333 90 2.18 14 2215.935 1771.042 444.89 94450 77411

1a 12 145 1 171 8678316375 0 0.08 0 56339610.455 0.000 56339610 0 8141073710

2a 8 75 7 15 4153003 0 0.95 1 26961.284 0.000 26961.28 0 2030184

3a 10 75 13 15 5191253 0 0.95 1 33701.605 0.000 33701.61 0 2537731

4a 8 53 4 6 248832 0 2.42 19 1615.417 0.000 1615.42 0 86021

5a 8 53 15 6 248832 0 2.42 19 1615.417 0.000 1615.42 0 86021

6a 14 90 50 135 4960116000 0 0.11 0 32201061.954 0.000 32201062 0 2881995045

7a 14 34 100 68 638567337 0 0.21 0 4145577.723 0.000 4145578 0 141281289

8a 12 9 37 18 10077696 0 0.81 0 65424.380 0.000 65424.38 0 588819

9a 10 182 7 5 180000 0 2.90 27 1168.560 0.000 1168.56 0 212105

10a 8 189 50 6 292189 0 2.29 16 1896.889 0.000 1896.89 0 358892

11a 8 189 57 6 292189 0 2.29 16 1896.889 0.000 1896.89 0 358892

12a 10 164 34 14 3951360 0 1.04 1 25652.220 0.000 25652.22 0 4212351

13a 14 186 100 50 252000000 0 0.29 0 1635983.435 0.000 1635983 0 304292920

Σ= 13221276.827 97803407 680184319 11980954271

Σ stiffness,x = 13221277 CORx 123

Σ stiffness,y = 97803407 CORy 51

Σ (Kx*Y) = 680184319

Σ (Ky*X) = 11980954271

COM vs. COR

x (ft) y (ft)

COM 109.05 ft 45.17 ft

COR 122.50 ft 51.45 ft

COR - COM 13.45 ft 6.27 ft

Plan Width 211 ft 100 ft

20% of Plan Width 42 ft 20 ft

Rigidity

Licensee stated below 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. Licensed to: Forell/Elsesser Engineers Inc.. License ID: 69993-1066712-4-20FB8-266FD

spColumn v6.00 Computer program for the Strength Design of Reinforced Concrete Sections

Copyright - 1988-2019, STRUCTUREPOINT, LLC. All rights reserved

TYPE A COLUMN

STRUCTUREPOINT - spColumn v6.00 Page | 2 Licensed to: Forell/Elsesser Engineers Inc.. License ID: 69993-1066712-4-20FB8-266FD 3/15/2019 j:\~projects 2018\18-068 uc berkeley campus - wide evaluations\eng\calcs\1382 morgan ...\type a.col 9:54 AM

Contents 1. General Information ................................................................................................................................................3 2. Material Properties..................................................................................................................................................3

2.1. Concrete ..........................................................................................................................................................3 2.2. Steel ................................................................................................................................................................3

3. Section ....................................................................................................................................................................3 3.1. Shape and Properties......................................................................................................................................3 3.2. Section Figure .................................................................................................................................................4

4. Reinforcement ........................................................................................................................................................4 4.1. Bar Set: ASTM A615 .......................................................................................................................................4 4.2. Confinement and Factors ................................................................................................................................4 4.3. Arrangement ....................................................................................................................................................4

5. Factored Loads and Moments with Corresponding Capacities ..............................................................................5

List of Figures Figure 1: Column section ............................................................................................................................................4


1. General Information

File Name j:\~projects 2018\18-068 uc berkele...\type a.col

Project 1382 Morgan Hall

Column Type A

Engineer QW

Code ACI 318-14

Bar Set ASTM A615

Units English

Run Option Investigation

Run Axis X - axis

Slenderness Not Considered

Column Type Structural

2. Material Properties

2.1. Concrete

Type Standard

f'c 3.75 ksi

Ec 3490.53 ksi

fc 3.1875 ksi

εu 0.003 in/in

β1 0.85

2.2. Steel

Type Standard

fy 50 ksi

Es 29000 ksi

εyt 0.00172414 in/in

3. Section

3.1. Shape and Properties

Type Rectangular

Width 14 in

Depth 14 in

Ag 196 in2

Ix 3201.33 in4

Iy 3201.33 in4

rx 4.04145 in

ry 4.04145 in

Xo 0 in

Yo 0 in


3.2. Section Figure

Rectangular 14 x 14 in 1.61% reinf.

Figure 1: Column section

4. Reinforcement

4.1. Bar Set: ASTM A615

Bar Diameter Area Bar Diameter Area Bar Diameter Area

in in2 in in2 in in2

#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

4.2. Confinement and Factors

Confinement type Other

For #11 bars or less #3 ties

For larger bars #4 ties

Capacity Reduction Factors

Axial compression, (a) 1

Tension controlled ɸ, (b) 1

Compression controlled ɸ, (c) 1

4.3. Arrangement

Pattern All sides equal

Bar layout Rectangular

Cover to Transverse bars

Clear cover 2 in


Bars 4 #8

Total steel area, As 3.16 in2

Rho 1.61 %

Minimum clear spacing 7.25 in

5. Factored Loads and Moments with Corresponding Capacities

No Pu Mux ɸMnx ɸMn/Mu NA Depth dt Depth εt ɸ

kip k-ft k-ft in in

1 52.00 1.00 87.48 87.482 3.14 11.13 0.00762 1.000




TYPE B COLUMN

STRUCTUREPOINT - spColumn v6.00 Page | 2 Licensed to: Forell/Elsesser Engineers Inc.. License ID: 69993-1066712-4-20FB8-266FD 3/15/2019 j:\~projects 2018\18-068 uc berkeley campus - wide evaluations\eng\calcs\1382 morgan ...\type b.col 10:03 AM


2.1. Concrete ..........................................................................................................................................................3 2.2. Steel ................................................................................................................................................................3


4. Reinforcement ........................................................................................................................................................4 4.1. Bar Set: ASTM A615 .......................................................................................................................................4 4.2. Confinement and Factors ................................................................................................................................4 4.3. Arrangement ....................................................................................................................................................4 4.4. Bars Provided ..................................................................................................................................................5





File Name j:\~projects 2018\18-068 uc berkele...\type b.col


Column Type B

Engineer QW

Code ACI 318-14

Bar Set ASTM A615

Units English


Run Axis X - axis




2.1. Concrete

Type Standard

f'c 3.75 ksi

Ec 3490.53 ksi

fc 3.1875 ksi

εu 0.003 in/in

β1 0.85

2.2. Steel

Type Standard

fy 50 ksi

Es 29000 ksi

εyt 0.00172414 in/in

3. Section


Type Rectangular

Width 20 in

Depth 18 in

Ag 360 in2

Ix 9720 in4

Iy 12000 in4

rx 5.19615 in

ry 5.7735 in

Xo 0 in

Yo 0 in


3.2. Section Figure



4. Reinforcement




#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









4.3. Arrangement

Pattern Sides different



Clear cover ---


Bars ---


Rho 1.67 %


4.4. Bars Provided

Bars Cover

in

Top 3 #9 2

Bottom 3 #9 2

Left 0 #3 2

Right 0 #3 2



kip k-ft k-ft in in

1 131.00 1.00 239.98 239.975 4.05 15.06 0.00817 1.000




TYPE C COLUMN

STRUCTUREPOINT - spColumn v6.00 Page | 2 Licensed to: Forell/Elsesser Engineers Inc.. License ID: 69993-1066712-4-20FB8-266FD 3/15/2019 j:\~projects 2018\18-068 uc berkeley campus - wide evaluations\eng\calcs\1382 morgan ...\type c.col 10:04 AM


2.1. Concrete ..........................................................................................................................................................3 2.2. Steel ................................................................................................................................................................3


4. Reinforcement ........................................................................................................................................................4 4.1. Bar Set: ASTM A615 .......................................................................................................................................4 4.2. Confinement and Factors ................................................................................................................................4 4.3. Arrangement ....................................................................................................................................................4 4.4. Bars Provided ..................................................................................................................................................5





File Name j:\~projects 2018\18-068 uc berkele...\type c.col


Column Type C

Engineer QW

Code ACI 318-14

Bar Set ASTM A615

Units English


Run Axis X - axis




2.1. Concrete

Type Standard

f'c 3.75 ksi

Ec 3490.53 ksi

fc 3.1875 ksi

εu 0.003 in/in

β1 0.85

2.2. Steel

Type Standard

fy 50 ksi

Es 29000 ksi

εyt 0.00172414 in/in

3. Section


Type Rectangular

Width 28 in

Depth 18 in

Ag 504 in2

Ix 13608 in4

Iy 32928 in4

rx 5.19615 in

ry 8.0829 in

Xo 0 in

Yo 0 in


3.2. Section Figure



4. Reinforcement




#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









4.3. Arrangement

Pattern Sides different



Clear cover ---

Bars ---



Rho 3.71 %


4.4. Bars Provided

Bars Cover

in

Top 5 #11 2

Bottom 5 #11 2

Left 1 #11 2

Right 1 #11 2



kip k-ft k-ft in in

1 290.00 1.00 602.13 602.130 6.28 14.92 0.00413 1.000

Documents

ASCE 41-17 Tier 1 Seismic Evaluation Building Name: Morgan Hall … · 2020. 1. 1. · Page 1 ASCE 41-17 Tier 1 Seismic Evaluation Building Name ... Site location coordinates: Latitude