Evaluator: XXX Evaluator: EGM/BLDate: 03/18/2019

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07-15-19

ASCE 41-17 Tier 1 Seismic EvaluationBuilding Name: David Gardner Stacks EastCAAN ID: 1297Auxiliary Building ID: 1297.1Address: Core Campus, Berkeley, 94720Site location coordinates: Latitude 37.872523 o Longitudinal -122.259640 o

Plan Elevation of Wall supporting High Roof (Looking South)

UCOP SEISMIC PERFORMANCE LEVEL (OR “RATING”) BASED ON TIER 1 EVALUATION FINDINGS: IV

BUILDING DATAASCE 41-17 Model Building Type (Governing Building Type bolded for Seismic Risk Model when multiple types exist):

a. Longitudinal Direction: C2: Concrete Shear Walls (with Stiff Diaphragm)b. Transverse Direction: C2: Concrete Shear Walls (with Stiff Diaphragm)

Square Footage: 109,910 out of 189,425 sq. ft. (UCB Records)Building Length: 182’-0” (E-W direction)Building Width: 182’-0” (N-S direction)Building Height: Varies, 39’-0” at low roof and 56’-6” at high roofStory Height: 13’-8” (Level D at the base – Level C), 13’-8” (Level C – Level B), 13’-8” (Level B – Level A), 11’-8” at low point and 14’-6” at high point (Level B – Low Roof), 10’-3” at low point and 15’-6” at high point (Level A - High Roof)Number of stories above grade: Partial Number of basement stories below grade: 4

Year of Original Construction and Code Year: Construction completed 1994; drawings dated 1992 and reference 1988 UBCYear of Later Constuction and Code Year: No retrofits, additions, or alterations

COST RANGE TO RETROFIT (if applicable): Not applicable

Building Name: D. Gardner Stacks East Evaluator: EGMCAAN ID: 1297.1 Date: 03/18/2019

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BUILDING DESCRIPTIONGeneralDavid Gardner Stacks East is a four-story below grade structure situated on the core UC Berkeley campus. It is located to the east of David Gardner Stacks West, to the north the Doe Library Annex (also known as the Bancroft Library), and northwest of the Doe Library. The roof slopes to match the grade and rises in elevation from west to east. A portion of the upper story sits above grade to form a high roof that serves as a terrace with planting.

Construction was completed in 1994, and it is a reinforced concrete building with an approximately square footprint measuring 182’-0” by 182’-0”. It contains three stories below grade each having a story height of 13’-8”. The fourth story occurs underneath the high roof and contains a 15’-6” story height. This structure contains a seismic joint at the connection to David Gardner West of 4”. The building serves as a library, housing a large collection of bookstacks and compact shelving. It also contains a large circular feature stair in the center of the building.

Structural SystemThe gravity load-carrying system is primarily comprised of a 26”, 22”, or 21” reinforced concrete waffle slab that spans to reinforced concrete columns. The slab is either 5” or 6” thick and is situated over 16” or 20” deep by 6” wide reinforced concrete beams. The beams are typically spaced at 2’-6”o.c. in each direction. Portions of the Level A slab are framed with a 12 ½” flat slab with 8’-8” square by 6 ¼” deep drop panels.

Reinforced concrete columns are spaced in 26’-0” by 26’-0” bays and are 24” square. They are reinforced vertically with 8-#8 bars as a minimum up to 16-#11 bars as a maximum. They contain either 3 or 4 legs of closed #4 ties spaced at 12” o.c. Round reinforced concrete columns surround the perimeter of the feature stair. These are either 18” or 30” in diameter and contain 8-#6 or 8-#9 longitudinal bars respectively. They are tied with #3 spiral ties having a 6” pitch.

The lateral load-resisting system consists of reinforced concrete shear walls in both the transverse and longitudinal direction. The shear walls are primarily located at the building perimeter and serve as both shear walls to resist lateral forces and as soil retaining walls. These walls are typically 12” thick and on each face, are reinforced with #4 or #5 bars spaced at 12” o.c. in the horizontal direction and with #6, #7, or #8 bars spaced at 9” o.c. in the vertical direction.

Square reinforced concrete footings are located below columns. These range in size from 5’-6” square by 2’-0” thick to 9’-0” square by 3’-6” thick. Continuous wall footings are typically 4’-0” wide and 2’-6” thick. The exterior face of the walls aligns with the exterior face of the wall footings.

Building Condition: GoodDate of Site Visit: 02/08/2019, Bret Lizundia, Rutherford + ChekeneLimitations of walk-through: Not all rooms were entered

Building Name: D. Gardner Stacks East Evaluator: EGMCAAN ID: 1297.1 Date: 03/18/2019

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SITE INFORMATIONSite Class (A-F): B Basis: Site Specific Zone Map of campus by GeomatrixSite Specific Ground Motion Study? Yes, 2015 Update to the Site-Specific Seismic Hazard Analyses and Development of Seismic Design Ground MotionsBSE-1N Spectral Accelerations: Basis: 2015 Update to the Site-Specific Seismic Hazard Analyses and Development of Seismic Design Ground Motions, Table 5 for Soil < 10 ft based on depth of rock readings from Site Specific Zone Map of campus by Geomatrix and the Preliminary Geotechnical Investigation Main Library Planning Study UC Berkeley, Rutherford + Chekene, December 23, 1986SDS: 1.71 SD1: 0.61BSE-2E Spectral Accelerations: Basis: 2015 Update to the Site-Specific Seismic Hazard Analyses and Development of Seismic Design Ground Motions, Table 6 for Soil < 10ft based on depth of rock readings from Site Specific Zone Map of campus by Geomatrix and the Preliminary Geotechnical Investigation Main Library Planning Study UC Berkeley, Rutherford + Chekene, December 23, 1986SXS: 2.31 SX1: 0.85Level of Seismicity: HighPerformance Level: Collapse Prevention Structural Performance

Geologic Hazards: Fault Rupture: No Basis: CGS website http://maps.conservation.ca.gov/cgs/informationwarehouse/Liquefaction: No Basis: CGS website http://maps.conservation.ca.gov/cgs/informationwarehouse/Landslide: No Basis: CGS website http://maps.conservation.ca.gov/cgs/informationwarehouse/

PREVIOUS RATINGS SUMMARYNone to date

DOCUMENTATIONArchitectural Drawings: Doe/Moffitt Libraries Addition and Seismic Improvements: North Addition, Esherick Homsey Dodge and Davis, 31 January 1992, A1.1, 1-A2.1 to 1-A2.9, 1-A3.1 to , 1-A3.6, 1-A4.1 to 1-A4.7, 1-A5.1 to 1-A5.7, 1-A6.1 to 1-A6.4, 1-A7.1, 1-A7.3 to 1-A7.4, 1-A8.1 to 1-A8.7, 1-A9.1, 1-A9.3, 1-A10.1 to 1-A10.6, 1-A11.1 to 1-A11.8, 1-A11.10, 1-A11.11, 1-A12.1 to 1-A12.6, 1-A12.8 to 1-A12.10Structural Drawings: Doe/Moffitt Libraries Addition and Seismic Improvements: North Addition, Rutherford + Chekene, 31 January 1992, 1-S0.1, 1-S2.1 to 1-S2.9, 1-S3.1, 1-S4.1 to 1-S4.11, 1-S5.1 to 1-S5.10, 1-S6.1, 1-S7.1 to 1-S7.3Seismic Evaluations: NoneGeotechnical Reports: Preliminary Geotechnical Investigation Main Library Planning Study UC Berkeley, Rutherford + Chekene, December 23, 1986Other Documents: None

Building Name: D. Gardner Stacks East Evaluator: EGMCAAN ID: 1297.1 Date: 03/18/2019

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CONSTRUCTION DATA

LATERAL-FORCE-RESISTING SYSTEM

Longitudinal TransverseASCE 41-17 Building Type: C2: conc. shear wall C2: conc. shear wall

Diaphragms: 5” or 6” conc. slab 5” or 6” conc. slabVertical Elements: 24” sq. conc. gravity

columns, 18” or 30” round conc. columns, and 12” thick concrete shear walls

24” sq. conc. gravity columns, 18” or 30” round conc. columns, and 12” thick concrete shear walls

Connections: Conc. beams cast inside face of walls. Vertical wall reinf. runs through beams and horiz. slab reinf. runs through wall. Beam longitudinal bars are tied with closely spaced ties that also pass thru the walls.

Conc. beams cast inside face of walls. Vertical wall reinf. runs through beams and horiz. slab reinf. runs through wall. Beam longitudinal bars are tied with closely spaced ties that also pass thru the walls.

Details: 1-S5.6, 1-S5.8, 1-S5.9 for connections

1-S5.6, 1-S5.8, 1-S5.9 for connections

Gravity Load Structural System: Reinforced concrete waffle slab spanning to reinforced concrete columns

Exterior Transverse Walls: Reinforced concrete shear walls

Opening(s)? No

Exterior Longitudinal Walls: Reinforced concrete shear walls

Opening(s)? No

Roof Materials/Framing: 22” or 26” waffle slabIntermediate Floors/Framing: Typical floor is 5” slab spanning to 6” wide by 16” deep beams

spaced at 2’-6” o.c.Ground Floor: 5” concrete slab-on-grade over membrane over 3” concrete mud

slab over 12” gravelColumns: 24” square or 18” round, and

30” round reinforced concrete columns

Foundation: Spread footings under the columns, strip footings under the walls

General Condition of Structure: GoodEvidence of Settling?: No

Special Features & Comments:

Building Name: D. Gardner Stacks East Evaluator: EGMCAAN ID: 1297.1 Date: 03/18/2019

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Estimated Fundamental Period, T (sec): 0.41 sec 0.41 secBSE-2E Spectral Acceleration, Sa: 2.06g 2.06g

Modification Factor, C: 1.0 (C2 – Table 4-7) 1.0 (C2 – Table 4-7)Building Weight, W (kips): 34,870 kips 34,870 kips

Seismic Base Shear, V (kips): 79,904 kips 79,904 kipsSystem 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 PERFORMANCEDavid Gardner Stacks East is a four-story below grade structure that retains soil on its north, south, and east elevation and shares a seismic joint with David Gardner Stacks West on its west elevation. For the purpose of this Tier 1 analysis, Gardner Stacks East is assumed to be an above grade structure with its seismic base set to Level D, and soil-structure interaction is ignored. The building is a reinforced concrete structure that is approximately square. Shear walls are located around the building perimeter and do not contain openings. In general, the building is relatively squat, having a 3H:1V aspect ratio. As such, overturning forces are not expected to be significant. In addition, the walls are well tied to the diaphragm with concrete beams that are cast against the wall face, and the walls contain embedded reinforced concrete columns.

Building Name: D. Gardner Stacks East Evaluator: EGMCAAN ID: 1297.1 Date: 03/18/2019

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The Tier 1 assessment indicated a number of potential deficiencies. These include discontinuous shear walls below the high roof, an insufficient seismic joint, shear wall gravity columns, and wall stresses in excess of the allowable limit.

The high roof over Level A in David Gardner Stacks East is supported on all sides by 1-story discontinuous shear walls. Round and square reinforced concrete columns are located below these walls, and they contain #3 reinforcing ties spaced in a 6” spiral pitch and 12” o.c respectively. These columns are shear critical.

The seismic gap between David Gardner West and David Gardner East is 4” wide. The Tier 1 Basic checklist for collapse prevention requires a joint that is 1.5% of the building height which would be approximately 7”. David Gardner East and the adjacent structure contain concrete shear walls as the lateral force-resisting system. Given the high stiffness of this structural system, it is likely that the provided seismic joint is adequate. In addition, the floor levels of the two structures align vertically, and pounding damage may be minimal.

Many gravity columns in David Gardner Stacks East are shear critical. However, they have adequate shear capacity to resist the forces induced by a conservative ½” estimate for interstory drift.

Finally, the Tier 1 checklists indicate the average shear stress in the walls exceeds the allowable limit at BSE-2E. The stresses in the walls on the 1st, 2nd, and 3rd stories are 281 psi, 255 psi, and 281 psi respectively. These are in excess of the 126 psi limit specified in Tier 1. The walls were subsequently checked using ASCE 7-10 and the shear capacity is adequate.

Seismic Performance Level Rating A Seismic Performance Level of IV is assigned to David Gardner Stacks East on the Tier 1 evaluation. Due to the Tier 1 deficiencies described above including discontinuous shear walls below the high roof, an insufficient seismic joint, shear critical gravity columns, and wall stresses in excess of the allowable limit, this building would be assigned a Rating of V. However, UC Berkeley allows the rating to be upgraded by one level through a peer review process if there is sufficient justification. A peer review of David Gardner Stacks West took place on February 28, 2019 with the Bay Area structural engineering firms Rutherford + Chekene, Degenkolb Engineers, and Forell/Elsesser Engineers present. The group reached a consensus that David Gardner West will receive a Rating of IV due to mitigating circumstances that occur in the structure. This building is below grade, and the Tier 1 assessment conservatively ignored soil-structure interaction by analyzing the building as if it were above grade. In addition, the walls are adequate when checked using ASCE 7-10 for new building design. Finally, given the stiffness of the lateral shear walls, the building drift is likely to be minimal which is ignored by the Tier 1 calculations. As a result, the column deformation compatibility and seismic joint are likely to be adequate.

Recommended Next StepEven though no further analysis is required, an ASCE 41 Tier 2 analysis for this structure is recommended to verify the adequacy of the ASCE 7-10 results for the seismic joint and the shear walls.

Seismic Retrofit Concept Sketches/Description (only if above-listed rating is V or greater): Seismic retrofit is not required.

Building Name: D. Gardner Stacks East Evaluator: EGMCAAN ID: 1297.1 Date: 03/18/2019

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Appendices

A. Additional Images

B. ASCE 41-17 Tier 1 Checklists (Structural)

C. UCOP Seismic Safety Policy Falling Hazards Assessment Summary

D. Quick Check Calculations

APPENDIX A

Additional Images

Building Name: D. Gardner Stacks East Evaluator: EGM/BL

CAAN ID: 1297.1 Date: 3/18/19

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Plan

Building Name: D. Gardner Stacks East Evaluator: EGM/BL

CAAN ID: 1297.1 Date: 3/18/19

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Lumped Mass for Low Roof and Level A

Lumped Mass for High Roof

Building Name: D. Gardner Stacks East Evaluator: EGM/BL

CAAN ID: 1297.1 Date: 3/18/19

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Feature Stair

Structural Waffle Slab

Building Name: D. Gardner Stacks East Evaluator: EGM/BL

CAAN ID: 1297.1 Date: 3/18/19

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Stacks

Seismic Joint

Building Name: D. Gardner Stacks East Evaluator: EGM/BL

CAAN ID: 1297.1 Date: 3/18/19

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Compact Shelving

APPENDIX B

ASCE 41-17 Tier 1 Checklists (Structural)

UC Campus: Berkeley Date: 3/18/2019

Building CAAN: 1297 Auxiliary CAAN:

1297.1 By Firm: Berkeley

Building Name: David Gardner Stacks East Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley, 94720 Page: 1 of 3

ASCE 41-17

Collapse Prevention Basic Configuration Checklist

Note: C = Compliant NC = Noncompliant N/A = Not Applicable U = Unknown

LOW SEISMICITY

BUILDING SYSTEMS - GENERAL

Description

C NC N/A U

LOAD PATH: The structure contains a complete, well-defined load path, including structural elements and connections, that

serves to transfer the inertial forces associated with the mass of all elements of the building to the foundation. (Commentary:

Sec. A.2.1.1. Tier 2: Sec. 5.4.1.1)

Comments:

C NC N/A U

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: A 4” gap is provided at the separation between the East and West building. The structure has

an average height of 39.54 ft at this location which requires a 7 ¼” gap to be compliant. However, it is noted

that both structures are reinforced concrete shear wall buildings with low expected drift. In addition, the floor elevations of the adjacent structures align.

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: 3/18/2019

Building CAAN: 1297 Auxiliary CAAN:

1297.1 By Firm: Berkeley

Building Name: David Gardner Stacks East Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley, 94720 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: A large portion of the roof measuring 126 ft by 115 ft is supported by one story discontinuous

shear walls on 3 sides. While some of the columns below these walls contain closely spaced ties, many columns contain #4 ties spaced at 12” o.c.

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: 3/18/2019

Building CAAN: 1297 Auxiliary CAAN:

1297.1 By Firm: Berkeley

Building Name: David Gardner Stacks East Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley, 94720 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: On Grid H, B= 52 ft, H=51.33 ft, B/H = 1.01

Sa = 2.07g for UCB at BSE 2 0.6x Sa = 1.24

B/H < 0.6 Sa

Note that the calculation above is for the shortest wall in the structure. The likelihood of overturning for an embedded building with this aspect ratio is negligible.

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: Soil Site Class B

UC Campus: Berkeley Date: 3/18/2019

Building CAAN: 1297 Auxiliary CAAN:

1297.1 By Firm: Berkeley

Building Name: David Gardner Stacks East Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley, 94720 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: Shear walls contain embedded columns which support beams located on the face of the walls.

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: Two walls occur in the N-S direction and four walls occur in the E-W direction.

C NC N/A U

SHEAR STRESS CHECK: The shear stress in the concrete shear walls, calculated using the Quick Check procedure of Section 4.4.3.3, is less than the greater of 100 lb/in.2 (0.69 MPa) or 2√f’c. (Commentary: Sec. A.3.2.2.1. Tier 2: Sec. 5.5.3.1.1)

Comments: Shear stress is walls are 309 psi, 281 psi, and 309 psi in the 1st, 2nd, and 3rd stories respectively. The limit is 126 psi. However, the walls have sufficient capacity when checked using ASCE 7-10.

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: ρ = 0.00278 minimum in each direction

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: Building rigid diaphragms

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:

UC Campus: Berkeley Date: 3/18/2019

Building CAAN: 1297 Auxiliary CAAN:

1297.1 By Firm: Berkeley

Building Name: David Gardner Stacks East Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley, 94720 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

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: Some gravity columns are shear controlled. However, they have sufficient shear capacity to resist the shear forces induced at a conservative interstory drift of ½”.

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: A small portion of the Level 4 is framed with a flat slab. The slab bottom bars are spliced at the column. Additional continuous bottom bar was added at some but not all columns.

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: No coupling beams occur. Walls are continuous with minor openings.

Diaphragms (Stiff Or Flexible)

Description

C NC N/A U

DIAPHRAGM CONTINUITY: The diaphragms are not composed of split-level floors and do not have expansion joints. (Commentary: Sec. A.4.1.1. Tier 2: Sec. 5.6.1.1)

Comments:

C NC N/A U

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

Comments:

UC Campus: Berkeley Date: 3/18/2019

Building CAAN: 1297 Auxiliary CAAN:

1297.1 By Firm: Berkeley

Building Name: David Gardner Stacks East Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley, 94720 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

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: Building has rigid diaphragms

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: Building has rigid diaphragms

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: Building has rigid diaphragms

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: Building has rigid diaphragms

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: Building has rigid diaphragms

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 has strip and spread footings

APPENDIX C

UCOP Seismic Safety Policy Falling Hazards Assessment

Summary

UC Campus: Berkeley Date: 3/18/2019

Building CAAN: 1297 Auxiliary CAAN:

1297.1 By Firm: RUTHERFORD + CHEKENE

Building Name: David Gardner Stacks East Initials: EGM Checked: BL

Building Address: Core Campus, Berkeley 94720 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: The ceiling over Level A Main Entry qualifies in this category; the architectural set available showing bracing details are missing from the drawings and the ceiling bracing could not verified in the field.

P N/A

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

Comments:

P N/A

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

Comments:

P N/A

Unrestrained hazardous material storage

Comments:

P N/A

Masonry chimneys

Comments:

P N/A

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

Comments:

P N/A

Other:

Comments:

P N/A

Other:

Comments:

P N/A

Other:

Comments:

Falling Hazards Risk: Low

APPENDIX D

Quick Check Calculations

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Flat Load Tables

Seismic Weight Dead Load

LEVEL C FLOOR (Level 2) psf psf Remarks

Flooring 5 5 Vinyl floor tiles

Slab 62.5 62.5 5" NWC slab. See 9 / 1-S4.5

Beams/girders (waffle slab) 105 105 21" deep waffle slab with girders. See 9 / 1-S4.5 - Trib area 26ft by 26ft

MEP 5 5

Ceiling, lighting and misc. 4 4

Columns 19 24x24, D=18", and D=30" columns, 13.67' height below and 13.67' above

Stacks 37.5 150 Table 4-1 / ASCE 7-10. Stacks are attached to the floor, contributing to the seismic weight

Partitions 0 0 No partitions due to extent of stacks

Total 239 332

1 - Walls are included separately

Seismic Weight Dead Load

LEVEL B FLOOR (Level 3) psf psf Remarks

Flooring 5 5 Vinyl floor tiles

Slab 62.5 62.5 5" NWC slab. See 9 / 1-S4.5

Beams/girders (waffle slab) 105 105 21" deep waffle slab with girders. See 9 / 1-S4.5 - Trib area 26ft by 26ft

MEP 5 5

Ceiling, lighting and misc. 4 4

Columns 19 24x24, D=18", and D=30" columns, 13.67' height below and 13.67' above

Stacks 37.5 150 Table 4-1 / ASCE 7-10. Stacks are attached to the floor, contributing to the seismic weight

Partitions 0 0 No partitions due to extent of stacks

Total 238 332

1 - Walls are included separately

Seismic Weight Dead Load

LOW ROOF (Level 4)

One-way joist

Gridlines 12.1 to 14.1 / G to I psf psf Remarks

Flooring 5 5 Vinyl floor tiles

Slab 62.5 62.5 21" one-way joist slab, homogeneous slab thickness = 5 in

Girders 24 (3) 15x32 girders - Trib area 52ft x 40.5ft

Joists 50 50 10x21 one-way joists.

MEP 5 5

Ceiling, lighting and misc. 4 4

Columns 18 18 24x24 columns, 13.67' height below and 10.5' above

Partitions 0 0 No partitions due to extent of stacks

Total 169 145

1 - Walls are included separately

Seismic Weight Dead Load

LEVEL A (Level 4)

Flat slab

Gridlines 13.6 to 18 / D to I psf psf Remarks

Flooring 5 5 Vinyl floor tiles

Slab 150 150 12" flat slab with 8.67'x8.67' x 6.25" drop panels

Drop panels 9 9 8.67'x8.67' x 6.25" drop panels - Trib area 26ftx26ft

Girders 16 16

MEP 5 5 Mechanical, electrical and plumbing

Ceiling, lighting and misc. 4 4

Columns 19 19 24x24 columns, 13.67' height below

Partitions 0 0 No partitions due to extent of stacks

Total 208 208

1 - Walls are included separately

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Seismic Weight Dead Load

LOW ROOF (Level 4)

Memorial Glade

Gridlines 12.1 to 16 / A to G psf psf Remarks

Soil 180 180 Assume 1.5ft average depth for soil. Unit weight = 120 pcf

Waterproofing/ insulation 5 5

Slab 75 75 6" NWC slab

Beams/girders 105 105 22" deep waffle slab with girders.

MEP 5 5

Ceiling, lighting and misc. 4 4

Columns 6 24x24 columns, 13.67' height below

Partitions 0 0 No partitions due to extent of stacks

Total 380 374

1 - Walls are included separately

Seismic Weight Dead Load

HIGH ROOF Flat slab psf psf Remarks

Soil 180 180 Assume 1.5ft average depth for soil. Unit weight = 120pcf

Waterproofing/ insulation 5 5

Slab 150 150 12" flat slab with 8.67'x8.67' x 6.25" drop panels

Drop panels 9 9 8.67'x8.67' x 6.25" drop panels - Trib area 26ftx26ft

Girders 18 18

MEP 5 5 Mechanical, electrical and plumbing

Ceiling, lighting and misc. 4 4

Columns 16 24x24 columns, 15.33' height below

Total 386 370

1 - Walls are included separately

Seismic Weight Dead Load

HIGH ROOF - Terrace psf psf Remarks

Soil 180 180 Assume 1.5ft average depth for soil. Unit weight = 120pcf

Waterproofing/ insulation 5 5

Slab 75 75 6" NWC slab

Beams/girders 105 105 22" deep waffle slab with girders.

MEP 5 5

Ceiling, lighting and misc. 4 4

Columns 10 24x24 columns, 15.33' height below

Total 384 374

Seismic Weight Dead Load

HIGH ROOF - Memorial Glade psf psf Remarks

Soil 165 165 Assume 1.5ft average depth for soil. Unit weight = 110pcf

Waterproofing/ insulation 5 5

Slab 75 75 6" NWC slab

Beams/girders 131 131 26" deep waffle slab with girders.

MEP 5 5

Ceiling, lighting and misc. 4 4

Columns 8 24x24 columns, 15.33' height below

Total 393 385 walls are included separately

1 - Walls are included separately

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Story Weight

Floor Level LEVEL C (ft2) LEVEL B (ft

2)

LOW ROOF

One-way

joists

(ft2)

LEVEL A

flat slab

(ft2)

LOW ROOF

Memorial

glade

(ft2)

HIGH ROOF

Flat slab

(ft2)

HIGH

ROOF

Terrace

(ft2)

HIGH ROOF

Memorial

Glade

(ft2)

LEVEL C

(psf)

LEVEL B

(psf)

LOW ROOF

One-way

joists

(psf)

LEVEL A

flat slab

(psf)

LOW ROOF

Memorial

glade

(psf)

HIGH ROOF

Flat slab

(psf)

HIGH ROOF

Terrace

(psf)

HIGH ROOF

Memorial

Glade

(psf)

Wall height

below

(ft)

Trib Wall Height -

[above & below]

(ft)

Wall Area

below

(ft2)

Wall

Weight

(kips)

Wall Seismic

Weight

(kips)

Total

Seismic

Weight

(kips)

High Roof 2,963 11,813 8,073 239 238 169 208 380 386 384 393 15.50 7.75 932.8 2169 1084 9,937

Level A & Low Roof 2,106 11,756 9,854 239 238 169 208 380 386 384 393 13.67 14.59 573.7 1176 1673 8,217

Level B 28,652 239 238 169 208 380 386 384 393 13.67 13.67 796.1 1632 1404 8,238

Level C 28,652 239 238 169 208 380 386 384 393 13.67 13.67 806.1 1653 1643 8,479

Notes: Total Weight = 34,870

1 - Levels as indicated on the drawings are shown below. Level names were revised during construction:

Drawing Name

Constructed

Name 34672.04

Roof Roof

Level A Level 4

Level B Level 3

Level C Level 2

Level D Level 1

2 - Seismic base of embedded building is set as Level D which is slab-on-grade. Soil Structure interaction is ignored.

3 - Low roof slopes. Elevation set to match Level A which is also the high point of the Low Roof.

4 - High roof slopes. Elevations set to match high point of High Roof

5 - High Roof is supported by 1-story discontinuous shear walls

Area Unit weight

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Period

Ct= 0.02

hn (ft)= 56.51

B= 0.75

T= 0.41 sec

Notes:

1- Period calculated per ASCE 41-17 Equation 4-4

2- Ct and B are for "all other framing system" per ASCE 41-17 Section 4.4.2.4

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Site Parameters

Period (sec) Sa (g)

0 0.9252

0.07 2.313

0.37 2.313

0.62 1.377

0.87 0.980

1.00 0.850

1.25 0.680

1.50 0.567

1.75 0.486

2.00 0.425

2.25 0.378

2.50 0.340

2.75 0.309

3.00 0.283

3.25 0.262

SXS = 2.313 g

SX1 = 0.850 g

To = 0.07 s

Ts = 0.37 s

Sa= 2.062 g

T= 0.41 s

Notes:

1- Site Specific spectral accelerations are based upon the soil type and rock profile provided in the report "2015 Update to the Site-Specific

Seismic Hazard Analyses and Development of Seismic Design Ground Motions, UC Berkeley, 15 July 2015 by URS Corporation. The procedure as

specified in ASCE 7-16, Section 21.4 is used to develop the Design Response Spectrum shown above.

0

0.5

1

1.5

2

2.5

0 0.5 1 1.5 2 2.5 3 3.5

Sp

ect

ral

Acc

ele

rati

on

(g

)

Period (sec)

BSE-2E Response Spectrum

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Seismic Force Distribution

Sa= 2.06

W= 34,870 kips

C= 1.0

Per ASCE 41-17

Table 4-7

V= 71,904 kips

k= 1.00 Per ASCE 41-17 Section 4.4.2.2, K = 1.0 for periods less than 0.5 sec

Story Shears

Floor Levels Story Height Total Height, H Weight, W W x Hk

coeff Fx Story Shear, V

(ft) (ft) (kips) (kips) (kips)

High Roof 15.50 56.51 9,937 561,524 0.45 32,571 32,571

Level A & Low Roof 13.67 41.01 8,217 336,968 0.27 19,546 52,117

Level B 13.67 27.34 8,238 225,222 0.18 13,064 65,181

Level C 13.67 13.67 8,479 115,910 0.09 6,723 71,904

1,239,624 1.00 71,904

Notes:

1- Base of building is assumed to be at Level D which is the lowest below grade level

2- Soil surrounding embedded structure is assumed to not contribute to the base shear

3- Modification Factor, C, per ASCE 41-17, Table 4-7

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Average Wall Stress Check Under ASCE 41-13 BSE-2E Site Specific Spectra

Average Stresses

Ms = 4.5

f'c = 4000 psi

N-S direction

Story Story Shear Wall Area

Average Shear

Stress

Tier 1 Shear Stess

Limit Wall OK?

(kips) (in2) (psi) (psi)

Level A & Low Roof - High Roof 32,571 65,010 111 126 OK

Level B - Level A & Low Roof 52,117 41,427 280 126 NG

Level C - Level B 65,181 57,851 250 126 NG

Level D - Level C 71,904 59,281 270 126 NG

E-W direction

Story Story Shear Wall Area

Average Shear

Stress

Tier 1 Shear Stess

Limit Wall OK?

(kips) (in2) (psi)

Level A & Low Roof - High Roof 32,571 69,311 104 126 OK

Level B - Level A & Low Roof 52,117 41,191 281 126 NG

Level C - Level B 65,181 56,793 255 126 NG

Level D - Level C 71,904 56,793 281 126 NG

Notes:

1 - Ms factor per ASCE 41-17 Table 4-8

RUTHERFORD + CHEKENE TIER 1 EVALUATION

Average Wall Stress Check Under ASCE 7-10 Site Specific Design Response Spectra

Sa (ASCE 7-10) = 1.48 See Note 2

Sa (BSE-2E) = 2.06

Sa (ASCE 7-10 DBE)/Sa BSE 2E = 0.72

R = 5 Detailing is equivalent to a Special Bearing Wall System

N-S direction

Story

BSE-2E

Story Shear

ASCE 7-10

Story Shear Wall Area

Average Shear

Stress Shear Stress Limit Wall OK?

(kips) (kips) (in2) (psi) (psi)

Level A & Low Roof - High Roof 32,571 23,374 65,010 72 214 OK

Level B - Level A & Low Roof 52,117 37,401 41,427 181 214 OK

Level C - Level B 65,181 46,777 57,851 162 214 OK

Level D - Level C 71,904 51,602 59,281 174 214 OK

E-W direction

Story

BSE-2E

Story Shear

ASCE 7-10

Story Shear Wall Area

Average Shear

Stress Shear Stress Limit Wall OK?

(kips) (kips) (in2) (psi) (psi)

Level A & Low Roof - High Roof 32,571 23,374 69,311 67 214 OK

Level B - Level A & Low Roof 52,117 37,401 41,191 182 214 OK

Level C - Level B 65,181 46,777 56,793 165 214 OK

Level D - Level C 71,904 51,602 56,793 182 214 OK

Notes:

1- Reinforcing is #4@ 12" o.c. E.W., E.F as a minimum, f'c = 4000 psi, φ= 0.60, αc x sqrt (f'c), αc = 3 due to 1H:1V wall aspect ratio

2- Site Specific spectral accelerations are based upon the soil type and rock profiles provided in the report "2015 Update to the Site-Specific Seismic Hazard Analyses

and Development of Seismic Design Ground Motions, UC Berkeley, 15 July 2015 by URS Corporation for ASCE7-10. The procedure as specified in ASCE 7-10, Section

21.4 is used to develop the Design Response Spectrum.

RUTHERFORD + CHEKENE TIER 1 EVALUATION

COLUMN DEFORMATION COMPATIBILTY (0.9DL)

Material properties

- Concrete f'c 4 ksi Based upon drawings

- Steel rebar fy 60 ksi Based upon drawings

Other parameters

- Flexural ductility knl 0.7

- Lightweight λ 1.0

b (in) h (in) AG (in2) D (in) AS (in

2) D (in) AV (in

2) d' (in) dc (in) hb (in) L (ft) Ln (in) s/d αcol Ln/2dc MU/VUd 6f

0.5/(M/Vd) NUG (k)

1x (ft) y (ft) Atrib (ft

2) (1+N/6Af

0.5)0.5

VS (k) VC (k) Vcol (k) 2

MP=0 (k-ft) 3

M (k-ft)3 2M/L (k) Vp/Vn E (ksi) I g(in

2) Δ (in) L (in) Vprob (k)

4Acceptance criteria

5

#B-17 (1-B)-1F-24X24-8#11 B-17 (1-B) 1 24 24 576 8 #11 1.41 12.5 3.4 #4 12 0.5 0.67 2 21.30 21.0 13.7 143.0 0.56 1.0 3.4 3.4 0.11 662 26 26 676 2.0 71.1 104.5 122.9 783.3 1109.6 186.2 Shear 1.51 3605.0 27648.0 0.5 164.0 67.8 OK

#B-17 (1-A)-2F-24X24-8#8 B-17 (1-A) 2 24 24 576 8 #8 1 6.3 3.4 #4 12 0.5 0.67 2 21.50 21.0 13.7 143.0 0.56 1.0 3.3 3.3 0.11 453 26 26 676 1.8 71.8 92.2 114.8 416.2 741.3 124.4 Shear 1.08 3605.0 27648.0 0.5 164.0 67.8 OK

#B-17 (1-A)-3F-24X24-8#8 B-17 (1-A) 3 24 24 576 8 #8 1 6.3 3.4 #4 12 0.5 0.67 2 21.50 26.0 17.4 183.0 0.56 1.0 4.3 4.0 0.09 244 26 26 676 1.5 71.8 63.6 94.7 416.2 606.6 79.6 Flexure 0.84 3605.0 27648.0 0.5 209.0 32.8 -

#D.8-13.6 (5-A)-1F-30X --8#9 D.8-13.6 (5-A) 1 30 - 707 8 #9 1.128 8.0 2.0 #3 2.5 0.375 0.22 2.375 27.06 21.0 13.7 143.0 0.09 1.0 2.6 2.6 0.14 279 7.5 26 195 1.4 143.5 116.0 181.6 567.3 774.9 130.0 Flexure 0.72 3605.0 39760.8 0.5 164.0 97.5 -

#D.8-13.6 (5-A)-2F-30X --8#9 D.8-13.6 (5-A) 2 30 - 707 8 #9 1.128 8.0 2.0 #3 2.5 0.375 0.22 2.375 27.06 21.0 13.7 143.0 0.09 1.0 2.6 2.6 0.14 212 7.5 26 195 1.3 143.5 108.7 176.5 567.3 735.4 123.4 Flexure 0.70 3605.0 39760.8 0.5 164.0 97.5 -

#D.8-13.6 (5-A)-3F-30X --8#9 D.8-13.6 (5-A) 3 30 - 707 8 #9 1.128 8.0 2.0 #3 2.5 0.375 0.22 2.375 27.06 22.0 13.7 142.0 0.09 1.0 2.6 2.6 0.14 145 7.5 26 195 1.2 143.5 101.5 171.5 567.3 683.9 115.6 Flexure 0.67 3605.0 39760.8 0.5 164.0 97.5 -

#E.6-14.9 (5-A)-1F-30X --8#9 E.6-14.9 (5-A) 1 30 - 707 8 #9 1.128 8.0 2.0 #3 6 0.375 0.22 2.375 27.06 21.0 13.7 143.0 0.22 1.0 2.6 2.6 0.14 189 26 5.208 135.408 1.3 59.8 106.0 116.0 567.3 717.9 120.5 Shear 1.04 3605.0 39760.8 0.5 164.0 97.5 OK

#E.6-14.9 (5-A)-2F-30X --8#9 E.6-14.9 (5-A) 2 30 - 707 8 #9 1.128 8.0 2.0 #3 6 0.375 0.22 2.375 27.06 21.0 13.7 143.0 0.22 1.0 2.6 2.6 0.14 139 26 5.208 135.408 1.2 59.8 100.1 111.9 567.3 679.2 114.0 Shear 1.02 3605.0 39760.8 0.5 164.0 97.5 OK

#E.6-14.9 (5-A)-3F-30X --8#9 E.6-14.9 (5-A) 3 30 - 707 8 #9 1.128 8.0 2.0 #3 6 0.375 0.22 2.375 27.06 22.0 13.7 142.0 0.22 1.0 2.6 2.6 0.14 90 26 5.208 135.408 1.2 59.8 94.5 108.0 567.3 640.2 108.2 Shear 1.00 3605.0 39760.8 0.5 164.0 97.5 OK

#E.6-14.9 (5-A)-4F-30X --8#9 E.6-14.9 (5-A) 4 30 - 707 8 #9 1.128 8.0 2.0 #3 6 0.375 0.22 2.375 27.06 22.0 14.5 152.0 0.22 1.0 2.8 2.8 0.14 55 26 5.208 135.408 1.1 59.8 83.9 100.6 567.3 611.9 96.6 Flexure 0.96 3605.0 39760.8 0.5 174.0 81.6 -

#G-17 (1-D)-1F-24X24-16#11 G-17 (1-D) 1 24 24 576 16 #11 1.41 25.0 3.4 #4 12 0.5 0.67 2 21.30 21.0 13.7 143.0 0.56 1.0 3.4 3.4 0.11 787 26 26 676 2.1 71.1 111.7 128.0 1400.1 1634.5 274.3 Shear 2.14 3605.0 27648.0 0.5 164.0 67.8 OK

#G-17 (1-D)-2F-24X24-16#11 G-17 (1-D) 2 24 24 576 16 #11 1.41 25.0 3.4 #4 12 0.5 0.67 2 21.30 21.0 13.7 143.0 0.56 1.0 3.4 3.4 0.11 578 26 26 676 1.9 71.1 99.4 119.3 1400.1 1598.4 268.3 Shear 2.25 3605.0 27648.0 0.5 164.0 67.8 OK

#G-17 (1-A)-3F-24X24-8#8 G-17 (1-A) 3 24 24 576 8 #8 1 6.3 3.4 #4 12 0.5 0.67 2 21.50 18.3 13.7 145.8 0.56 1.0 3.4 3.4 0.11 369 26 26 676 1.6 71.8 84.6 109.4 416.2 693.0 114.1 Shear 1.04 3605.0 27648.0 0.5 164.0 67.8 OK

#G-17 (1-A)-4F-24X24-8#8 G-17 (1-A) 4 24 24 576 8 #8 1 6.3 3.4 #4 12 0.5 0.67 2 21.50 22.0 13.7 142.0 0.56 1.0 3.3 3.3 0.11 235 26 26 676 1.4 71.8 76.3 103.6 416.2 600.1 101.5 Flexure 0.98 3605.0 27648.0 0.5 164.0 67.8 -

Notes:

1- Based on 0.9DL

2 - Shear capacity of column is based on ASCE 41-17 Eq 10-3 using nominal material strengths with φ =1.0

αcol = 1.0 for s/d <= 0.75, 0.0 for s/d >=1.0

3 - Plastic moment capacity of the column is based upon expected flexural strength using 1.5 f'c and 1.25 fy

4 - Shear induced due to drift of a fixed-fixed column

5- Vprob is compared to Vcol. If Vprob <Vcol, Shear failure is not likely to occur.

ADDITIONAL CHECK (LIMITED BY DRIFT)SHEAR/FLEX

CONTROLn-# n-#-s (in)

DIMENSION CONFINEMENT FLEXYIELD AXIAL SHEAR FLEXURETRANVERSEspColumn

Model

Col Location

(Column Type)Level

SIZE LONGITUDINAL

RUTHERFORD + CHEKENE TIER 1 EVALUATION

COLUMN DEFORMATION COMPATIBILTY (1.1DL+0.275LL)

Material properties

- Concrete f'c 4 ksi Based upon drawings

- Steel rebar fy 60 ksi Based upon drawings

Other parameters

- Flexural ductility knl 0.7

- Lightweight λ 1.0

b (in) h (in) AG (in2) D (in) AS (in

2) D (in) AV (in

2) d' (in) dc (in) hb (in) L (ft) Ln (in) s/d αcol Ln/2dc MU/VUd 6f

0.5/(M/Vd) NUG (k)

1x (ft) y (ft) Atrib (ft

2) (1+N/6Af

0.5)

0.5VS (k) VC (k) Vcol (k)

2MP=0 (k-ft)

3M (k-ft)

3 2M/L (k) Vp/Vn E (ksi) I g(in2) Δ (in) L (in) Vprob (k)

4Acceptance criteria

5

#B-17 (1-B)-1F-24X24-8#11 B-17 (1-B) 1 24 24 576 8 #11 1.41 12.5 3.4 #4 12 0.5 0.67 2 21.30 21.0 13.7 143.0 0.56 1.0 3.4 3.4 0.11 884 26 26 676 2.2 71.1 116.9 131.6 783.3 1180.7 198.2 Shear 1.51 3605.0 27648.0 0.5 164.0 67.8 OK

#B-17 (1-A)-2F-24X24-8#8 B-17 (1-A) 2 24 24 576 8 #8 1 6.3 3.4 #4 12 0.5 0.67 2 21.50 21.0 13.7 143.0 0.56 1.0 3.3 3.3 0.11 600 26 26 676 1.9 71.8 101.8 121.5 416.2 805.0 135.1 Shear 1.11 3605.0 27648.0 0.5 164.0 67.8 OK

#B-17 (1-A)-3F-24X24-8#8 B-17 (1-A) 3 24 24 576 8 #8 1 6.3 3.4 #4 12 0.5 0.67 2 21.50 26.0 17.4 183.0 0.56 1.0 4.3 4.0 0.09 317 26 26 676 1.6 71.8 68.4 98.1 416.2 658.2 86.3 Flexure 0.88 3605.0 27648.0 0.5 209.0 32.8 -

#D.8-13.6 (5-A)-1F-30X --8#9 D.8-13.6 (5-A) 1 30 - 707 8 #9 1.128 8.0 2.0 #3 2.5 0.375 0.22 2.375 27.06 21.0 13.7 143.0 0.09 1.0 2.6 2.6 0.14 363 7.5 26 195 1.5 143.5 124.6 187.6 567.3 819.3 137.5 Flexure 0.73 3605.0 39760.8 0.5 164.0 97.5 -

#D.8-13.6 (5-A)-2F-30X --8#9 D.8-13.6 (5-A) 2 30 - 707 8 #9 1.128 8.0 2.0 #3 2.5 0.375 0.22 2.375 27.06 21.0 13.7 143.0 0.09 1.0 2.6 2.6 0.14 272 7.5 26 195 1.4 143.5 115.3 181.1 567.3 771.1 129.4 Flexure 0.71 3605.0 39760.8 0.5 164.0 97.5 -

#D.8-13.6 (5-A)-3F-30X --8#9 D.8-13.6 (5-A) 3 30 - 707 8 #9 1.128 8.0 2.0 #3 2.5 0.375 0.22 2.375 27.06 22.0 13.7 142.0 0.09 1.0 2.6 2.6 0.14 182 7.5 26 195 1.3 143.5 106.0 174.6 567.3 712.6 120.4 Flexure 0.69 3605.0 39760.8 0.5 164.0 97.5 -

#E.6-14.9 (5-A)-1F-30X --8#9 E.6-14.9 (5-A) 1 30 - 707 8 #9 1.128 8.0 2.0 #3 6 0.375 0.22 2.375 27.06 21.0 13.7 143.0 0.22 1.0 2.6 2.6 0.14 249 26 5.2 135.4 1.4 59.8 112.8 120.8 567.3 758.3 127.3 Shear 1.05 3605.0 39760.8 0.5 164.0 97.5 OK

#E.6-14.9 (5-A)-2F-30X --8#9 E.6-14.9 (5-A) 2 30 - 707 8 #9 1.128 8.0 2.0 #3 6 0.375 0.22 2.375 27.06 21.0 13.7 143.0 0.22 1.0 2.6 2.6 0.14 183 26 5.2 135.4 1.3 59.8 105.3 115.6 567.3 713.3 119.7 Shear 1.04 3605.0 39760.8 0.5 164.0 97.5 OK

#E.6-14.9 (5-A)-3F-30X --8#9 E.6-14.9 (5-A) 3 30 - 707 8 #9 1.128 8.0 2.0 #3 6 0.375 0.22 2.375 27.06 22.0 13.7 142.0 0.22 1.0 2.6 2.6 0.14 117 26 5.2 135.4 1.2 59.8 98.0 110.4 567.3 661.8 111.9 Shear 1.01 3605.0 39760.8 0.5 164.0 97.5 OK

#E.6-14.9 (5-A)-4F-30X --8#9 E.6-14.9 (5-A) 4 30 - 707 8 #9 1.128 8.0 2.0 #3 6 0.375 0.22 2.375 27.06 22.0 14.5 152.0 0.22 1.0 2.8 2.8 0.14 71 26 5.2 135.4 1.1 59.8 86.0 102.0 567.3 624.9 98.7 Flexure 0.97 3605.0 39760.8 0.5 174.0 81.6 -

#G-17 (1-D)-1F-24X24-16#11 G-17 (1-D) 1 24 24 576 16 #11 1.41 25.0 3.4 #4 12 0.5 0.67 2 21.30 21.0 13.7 143.0 0.56 1.0 3.4 3.4 0.11 1055 26 26 676 2.4 71.1 125.7 137.7 1400.1 1642.2 275.6 Shear 2.00 3605.0 27648.0 0.5 164.0 67.8 OK

#G-17 (1-D)-2F-24X24-16#11 G-17 (1-D) 2 24 24 576 16 #11 1.41 25.0 3.4 #4 12 0.5 0.67 2 21.30 21.0 13.7 143.0 0.56 1.0 3.4 3.4 0.11 771 26 26 676 2.1 71.1 110.8 127.3 1400.1 1631.8 273.9 Shear 2.15 3605.0 27648.0 0.5 164.0 67.8 OK

#G-17 (1-A)-3F-24X24-8#8 G-17 (1-A) 3 24 24 576 8 #8 1 6.3 3.4 #4 12 0.5 0.67 2 21.50 18.3 13.7 145.8 0.56 1.0 3.4 3.4 0.11 488 26 26 676 1.8 71.8 92.7 115.2 416.2 756.7 124.6 Shear 1.08 3605.0 27648.0 0.5 164.0 67.8 OK

#G-17 (1-A)-4F-24X24-8#8 G-17 (1-A) 4 24 24 576 8 #8 1 6.3 3.4 #4 12 0.5 0.67 2 21.50 22.0 13.7 142.0 0.56 1.0 3.3 3.3 0.11 306 26 26 676 1.5 71.8 82.0 107.6 416.2 650.6 110.0 Shear 1.02 3605.0 27648.0 0.5 164.0 67.8 OK

Notes:

1- Based on 1.1DL+0.275LL

2 - Shear capacity of column is based on ASCE 41-17 Eq 10-3 using nominal material strengths with φ =1.0

αcol = 1.0 for s/d <= 0.75, 0.0 for s/d >=1.0

3 - Plastic moment capacity of the column is based upon expected flexural strength using 1.5 f'c and 1.25 fy

4 - Shear induced due to drift of a fixed-fixed column

5- Vprob is compared to Vcol. If Vprob <Vcol, Shear failure is not likely to occur.

ADDITIONAL CHECK (LIMITED BY DRIFT)SHEAR/FLEXC

ONTROLn-# n-#-s (in)

DIMENSION CONFINEMENT FLEXYIELD AXIAL SHEAR FLEXURETRANVERSEspColumn

Model

Col Location

(Column Type)Level

SIZE LONGITUDINAL