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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
https://maps.conservation.ca.gov/cgs/informationwarehouse/regulatorymaps/
Building Name: Morgan Hall Evaluator: QW
CAAN ID: 1382 Date: 03/06/19
Page 3
Landslide No Basis: California Geological Survey Website
https://maps.conservation.ca.gov/cgs/informationwarehouse/regulatorymaps/
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
Building Name: Morgan Hall Evaluator: QW
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
Building Name: Morgan Hall Evaluator: QW
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.
Building Name: Morgan Hall Evaluator: QW
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
Building Name: Morgan Hall Evaluator: QW
CAAN ID: 1382 Date: 03/06/19
Appendix A – Additional Photos
Building Name: Morgan Hall Evaluator: QW
CAAN ID: 1382 Date: 03/06/19
Building Elevation – Looking East
Roof – Penthouse Elevation
Building Name: Morgan Hall Evaluator: QW
CAAN ID: 1382 Date: 03/06/19
Roof – Wood Canopy
Building Name: Morgan Hall Evaluator: QW
CAAN ID: 1382 Date: 03/06/19
Typical Interior Corridor
Building Name: Morgan Hall Evaluator: QW
CAAN ID: 1382 Date: 03/06/19
Unrestrained Containers of Hazardous Materials
Building Name: Morgan Hall Evaluator: QW
CAAN ID: 1382 Date: 03/06/19
Unbraced Stacked Boxes
Building Name: Morgan Hall Evaluator: QW
CAAN ID: 1382 Date: 03/06/19
Example of Observed Spalling
Building Name: Morgan Hall Evaluator: QW
CAAN ID: 1382 Date: 03/06/19
Example of Observed Water Damage
Building Name: Morgan Hall Evaluator: QW
CAAN ID: 1382 Date: 03/06/19
Example of Observed Water Damage
Building Name: Morgan Hall Evaluator: QW
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:
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: 2 of 3
ASCE 41-17
Collapse Prevention Basic Configuration Checklist
Note: C = Compliant NC = Noncompliant N/A = Not Applicable U = Unknown
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:
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: 3 of 3
ASCE 41-17
Collapse Prevention Basic Configuration Checklist
Note: C = Compliant NC = Noncompliant N/A = Not Applicable U = Unknown
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
Building CAAN: 1382 Auxiliary CAAN:
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 Structural Checklist For Building Type C2-C2A
Note: C = Compliant NC = Noncompliant N/A = Not Applicable U = Unknown
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:
UC Campus: UC Berkeley Date: February 28, 2019
Building CAAN: 1382 Auxiliary CAAN:
By Firm: Forell/Elsesser Engineers
Building Name: Morgan Hall Initials: QW Checked: RB
Building Address: Core Campus, University of California, Berkeley, CA Page: 2 of 3
ASCE 41-17
Collapse Prevention Structural Checklist For Building Type C2-C2A
Note: C = Compliant NC = Noncompliant N/A = Not Applicable U = Unknown
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:
UC Campus: UC Berkeley Date: February 28, 2019
Building CAAN: 1382 Auxiliary CAAN:
By Firm: Forell/Elsesser Engineers
Building Name: Morgan Hall Initials: QW Checked: RB
Building Address: Core Campus, University of California, Berkeley, CA Page: 3 of 3
ASCE 41-17
Collapse Prevention Structural Checklist For Building Type C2-C2A
Note: C = Compliant NC = Noncompliant N/A = Not Applicable U = Unknown
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:
Building Name: Morgan Hall Evaluator: QW
CAAN ID: 1382 Date: 03/06/19
Appendix C – UCOP Seismic Safety Policy Falling Hazards
Assessment Summary
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 1
UCOP SEISMIC SAFETY POLICY
Falling Hazard Assessment Summary
Note: P= Present, N/A = Not Applicable
Description
P N/A
Heavy ceilings, features or ornamentation above large lecture halls, auditoriums, lobbies, or other areas where large numbers of people congregate (50 ppl or more)
Comments:
P N/A
Heavy masonry or stone veneer above exit ways or public access areas
Comments:
P N/A
Unbraced masonry parapets, cornices, or other ornamentation above exit ways or public access areas
Comments:
P N/A
Unrestrained hazardous material storage
Comments: 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
Building Name: Morgan Hall Evaluator: QW
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
0.710 g Table 5, < 10 ft Soil
Level of Seismicity = HIGH
SX1,BSE-1N =
2015 Site-Specific Seismic Hazard Analyses
Building Code Reference
2015 Site-Specific Seismic Hazard Analyses
Site & Seismicity Information
Site Parameters
Site Latitude
Site Longitude
SXS,BSE-1N =
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
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
3.510 g Table 6, < 10 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 to 35 ft Soil
SXS,BSE-2E, Max 0.2s to 5s =
SX1,BSE-2E =
2015 Site-Specific Seismic Hazard Analyses
Building Code Reference
EQ Hazard Level
2015 Site-Specific Seismic Hazard Analyses
% Multiplier
SXS,BSE-2E =
Site Parameters
Site Latitude
Site Longitude
Site Data
Site Soil Classification
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
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
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
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
Concrete Overpour 3.00 psf
Topping Slab 12.50 psf
Distributed M/E/P 5.00 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
Concrete Overpour 3.00 psf
Ceiling 3.00 psf
Distributed M/E/P 5.00 psf
Insulation 3.00 psf
Partitions 10.0 psf
Misc. 5.00 psf
Total = 138 psf
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
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
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
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
Exterior Concrete Wall (Below) 10 150 7.52 537 4036 75% 3044 457
Interior Concrete Wall (Below) 10 140 7.52 107 808 100% 808 113
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
Exterior Concrete Wall (Below) 12 175 7.25 487 3531 72% 2539 444
Interior Concrete Wall (Below) 10 140 7.25 163 1183 100% 1183 166
Glazing (Below) - 20 3.37 294 992 100% 992 20 1219
2nd Floor Walls
Exterior Concrete Wall (Above) 12 175 7.25 487 3531 72% 2539 444
Interior Concrete Wall (Above) 10 140 7.25 163 1183 100% 1183 166
Glazing (Above) - 20 3.37 294 992 100% 992 20
Exterior Concrete Wall (Below) 12 175 7.25 640 4641 76% 3529 618
Interior Concrete Wall (Below) 10 140 7.25 146 1056 100% 1056 148
Glazing (Below) - 20 4.02 277 1112 100% 1112 22 1417
1st Floor Walls
Exterior Concrete Wall (Above) 12 175 7.25 640 4641 76% 3529 618
Interior Concrete Wall (Above) 10 140 7.25 146 1056 100% 1056 148
Glazing (Above) - 20 4.02 277 1112 100% 1112 22
Exterior Concrete Wall (Below) 14 200 7.25 655 4746 86% 4098 820
Interior Concrete Wall (Below) 10 140 7.25 221 1604 100% 1604 225
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
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
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
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
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
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
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
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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
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
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
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
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 0.0065 --- Reinf. Ratio 0.0028 ---
Reinf. Limit 0.0020 --- Reinf. Limit 0.0020 ---
Acceptable? OK --- Acceptable? OK ---
Wall Thickness 8 in Wall Thickness 7 in
Vertical Reinforcing Vertical Reinforcing
Bar Area 0.2 in2 Bar Area 0.2 in2
Number Curtains 2 --- Number Curtains 1 ---
Bar Spacing 16 in Bar Spacing 12 in
Reinf. Ratio 0.0031 --- Reinf. Ratio 0.0024 ---
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 1 ---
Bar Spacing 16 in Bar Spacing 12 in
Reinf. Ratio 0.0031 --- Reinf. Ratio 0.0024 ---
Reinf. Limit 0.0020 --- Reinf. Limit 0.0020 ---
Acceptable? OK --- Acceptable? OK ---
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
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
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
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
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: 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
STRUCTUREPOINT - spColumn v6.00 Page | 3 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
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
STRUCTUREPOINT - spColumn v6.00 Page | 4 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
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
STRUCTUREPOINT - spColumn v6.00 Page | 5 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
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
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 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
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 4.4. Bars Provided ..................................................................................................................................................5
5. Factored Loads and Moments with Corresponding Capacities ..............................................................................5
List of Figures Figure 1: Column section ............................................................................................................................................4
STRUCTUREPOINT - spColumn v6.00 Page | 3 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
1. General Information
File Name j:\~projects 2018\18-068 uc berkele...\type b.col
Project 1382 Morgan Hall
Column Type B
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 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
STRUCTUREPOINT - spColumn v6.00 Page | 4 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
3.2. Section Figure
Rectangular 20 x 18 in 1.67% 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 Sides different
Bar layout Rectangular
Cover to Transverse bars
Clear cover ---
STRUCTUREPOINT - spColumn v6.00 Page | 5 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
Bars ---
Total steel area, As 6.00 in2
Rho 1.67 %
Minimum clear spacing 5.93 in
4.4. Bars Provided
Bars Cover
in
Top 3 #9 2
Bottom 3 #9 2
Left 0 #3 2
Right 0 #3 2
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
1 131.00 1.00 239.98 239.975 4.05 15.06 0.00817 1.000
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 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
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 4.4. Bars Provided ..................................................................................................................................................5
5. Factored Loads and Moments with Corresponding Capacities ..............................................................................5
List of Figures Figure 1: Column section ............................................................................................................................................4
STRUCTUREPOINT - spColumn v6.00 Page | 3 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
1. General Information
File Name j:\~projects 2018\18-068 uc berkele...\type c.col
Project 1382 Morgan Hall
Column Type C
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 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
STRUCTUREPOINT - spColumn v6.00 Page | 4 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
3.2. Section Figure
Rectangular 28 x 18 in 3.71% 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 Sides different
Bar layout Rectangular
Cover to Transverse bars
Clear cover ---
Bars ---
STRUCTUREPOINT - spColumn v6.00 Page | 5 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
Total steel area, As 18.72 in2
Rho 3.71 %
Minimum clear spacing 4.05 in
4.4. Bars Provided
Bars Cover
in
Top 5 #11 2
Bottom 5 #11 2
Left 1 #11 2
Right 1 #11 2
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
1 290.00 1.00 602.13 602.130 6.28 14.92 0.00413 1.000