20200803 LBNL SSM-THUP B 50pPD Struct Calcs.pdf

LBNL SSM 3B – THUP B

Berkeley, CA

GRAVITY & LATERAL ANALYSIS & DESIGN

50% PD STRUCTURAL CALCULATIONS

August 3rd, 2020

Rutherford + Chekene

375 Beale Street, Suite 310

San Francisco, CA 94105

LBNL SSM 3B -THUP B

Table of Contents

STRUCTURAL CALCULATIONS

TABLE OF CONTENTS

Section A: Gravity Analysis and Design ............................................................... A-1

A.1 Gravity Loads Summary & Model Documentation .......................................... A1-1 A.2 Gravity Composite Beam Design .................................................................... A2-1

Section B: Lateral Analysis and Design ................................................................ B-1

B.1 Seismic Design Criteria .................................................................................. B1-1 B.2 ETABS Model Description .............................................................................. B2-1 B.3 Lateral Analysis Procedure ............................................................................. B3-1 B.4 Mass Take-Off & Verification .......................................................................... B4-1 B.5 Irregularity Checks & Torsion Amplification ..................................................... B5-1 B.6 Dynamic Analysis Input and Scale Factors ..................................................... B6-1 B.7 Moment Frame Drift Checks ........................................................................... B7-1 B.8 Moment Frame Strength Checks .................................................................... B8-1 B.9 SidePlate Connection and Code Requirement Checks .................................. B9-1

SECTION A

SECTION A: GRAVITY ANALYSIS AND DESIGN

A-1

SECTION A.1

SECTION A.1: GRAVITY LOADS SUMMARY & MODEL DOCUMENTATION

A1-1

SECTION A.1.1: Notes & Assumptions

• Applicable Code: 2019 California Building Code, Volume 2.

• Design loads for gravity weight and seismic mass are tabulated on the sheets that follow. Gravity loads are tabulated in a format corresponding to the input for the analysis program RAM Structural System v17.00. RAM SS was utilized for the design of new steel framing including the gravity system.

• RAM SS computes the actual weight of structural steel framing, which is excluded from gravity dead loads in the load tables.

• The wet weight of LWC fill is assumed to be 127 pcf for the calculation of construction dead loads (CDL) in RAM SS to account for the high weight of the saturated aggregate during construction. The dry weight of LWC fill is assumed to be 115 pcf for the calculation of dead loads (DL) in RAM SS as specified by UL ratings and specifications.

• The weight of concrete fill at floors is increased by 10% to account for extra concrete to be poured to achieve floor flatness requirements. This increase is not included for the roof deck and fill since floor flatness is not required.

• Live Loads

- Office Space

• Typ including partitions: 85 psf reducible

• Corridors and Conference Rooms: 100 psf unreducible

- Kitchen

• Typical: 50 psf reducible

• Storage: 125 psf unreducible

- Cafeteria Space & Outdoor Seating: 100 psf reducible

- Roof: 20 psf reducible

- Construction: 20 psf typ.

• Per ASCE 7-16 Section 4.3.2, for gravity calculations, an allowance for partition loads is 15 psf unless where not required because a floor live load of 80 psf or greater is used. For seismic mass calculations, weight of partitions is assumed to be 10 psf per ASCE 7-16, Section 12.7.2.

• The exterior cladding consists of a glass curtain wall system.

A1-2

A.1.2: Load Tables

A.1.2.1: Typical Floor Loads

A1-3

375 Beale St, Suite 310

San Francisco, Ca 94105

TEL: 415-568-4400

FAX: 415-618-0684

ITEM DESCRIPTION LOAD (PSF)

Concrete Fill (includes 10% allowance for additional fill) 3.25" LWC over 2" Deck (2hr fire rating) 50

Steel Deck W2 2.7

CONSTRUCTION DEAD LOAD TOTAL 52

Concrete Fill Water Loss 115 pcf dry & 127 pcf wet -4.7

MEP+ Sprinkler 10

Ceiling + Lights + Misc. 5

Floor Finish 1

DEAD LOAD TOTAL 64

Framing Self-Weight Estimate (Self weight calc by RAM) 15

SEISMIC DEAD LOAD TOTAL (+ 10 psf Partitions) 89

Construction Live Load 20

LIVE LOAD TOTAL (Typ. Office Space) (including partitions)

LIVE LOAD TOTAL (Typ. - Corridors & Conference Rooms) 100

LL is reducible per ASCE 7-10, 4.7.1

ITEM DESCRIPTION LOAD (PSF)

Concrete Fill (includes 10% allowance for additional fill) 4.25" LWC over 3" Deck 67

Steel Deck W3 2.9

CONSTRUCTION DEAD LOAD TOTAL 70

Concrete Fill Water Loss 115 pcf dry & 127 pcf wet -6.3

MEP + Sprinkler 10

Ceiling + Lights + Misc. 5

Floor Finish 1

Kitchen Equipment 5

DEAD LOAD TOTAL 85

Framing Self-Weight Estimate (Self weight calc by RAM) 15

SEISMIC DEAD LOAD TOTAL (+10 psf Partitions) 110

Construction Live Load 20

LIVE LOAD TOTAL - Typical

LIVE LOAD TOTAL - Storage 125

LL is reducible per ASCE 7-10, 4.7.1

Kitchen Space (L2)

LBNL SSM-THUP Gravity Load Tables

Typical Office Space (L1 - HR/HS/CC)

A1-4

TEL: 415-568-4400

FAX: 415-618-0684

ITEM DESCRIPTION LOAD (PSF)

Concrete Fill (includes 10% allowance for additional fill) 4.25" LWC over 3" Deck 67

Steel Deck W3 3

CONSTRUCTION DEAD LOAD TOTAL 70

Concrete Fill Water Loss 115 pcf dry & 127 pcf wet -6.3

MEP + Sprinkler 10

Ceiling + Lights + Misc. 5

Floor Finish 1

DEAD LOAD TOTAL 80

Framing Self-Weight Estimate (Self weight calc by RAM) 15

SEISMIC DEAD LOAD TOTAL (+10 psf Partitions) 105

Construction Live Load 20

LIVE LOAD TOTAL 100

LL is reducible per ASCE 7-10, 4.7.1

ITEM DESCRIPTION LOAD (PSF)

Concrete Fill (includes 10% allowance for additional fill) 3.25" LWC over 2" Deck (2hr fire rating) 50

Steel Deck W2 2.7

CONSTRUCTION DEAD LOAD TOTAL 52

Concrete Fill Water Loss 115 pcf dry & 127 pcf wet -4.7

MEP + Sprinkler 10

Ceiling + Lights + Misc. 5

Hardscaping Allowance 50

DEAD LOAD TOTAL 113

Framing Self-Weight Estimate (Self weight calc by RAM) 15

SEISMIC DEAD LOAD TOTAL (+5 psf Partitions) 133

Construction Live Load 20

LIVE LOAD TOTAL 100

LL is reducible per ASCE 7-10, 4.7.1

Cafeteria Space (L2)

Outdoor Seating Area (L1/L2)

A1-5

TEL: 415-568-4400

FAX: 415-618-0684

ITEM DESCRIPTION LOAD (PSF)

Concrete Fill 2.5" LWC over 2" Deck (1hr fire rating) 37 Steel Deck W2 2.7

CONSTRUCTION DEAD LOAD TOTAL 40

Concrete Fill Water Loss 115 pcf dry & 127 pcf wet -3.5

MEP+ Sprinkler (suspended below) 10

Ceiling + Lights (suspended below) 5

Roofing & Insulation 10

PV Arrays (assume over whole roof) 10

DEAD LOAD TOTAL 71

Framing Self-Weight Estimate (Self weight calc by RAM) 12

SEISMIC DEAD LOAD TOTAL (+5 psf Partitions) 88

Construction Live Load 20

LIVE LOAD TOTAL

LL is reducible per ASCE 7-10, 4.8.1

ITEM DESCRIPTION LOAD (PSF)

Concrete Fill 2.5" LWC over 2" Deck (1hr fire rating) 37 Steel Deck W2 2.7

CONSTRUCTION DEAD LOAD TOTAL 40

Concrete Fill Water Loss 115 pcf dry & 127 pcf wet -3.5

MEP+ Sprinkler (suspended below) 10

Ceiling + Lights (suspended below) 5

Roofing & Insulation 10

Green Roof 20

DEAD LOAD TOTAL 81

Framing Self-Weight Estimate (Self weight calc by RAM) 12

SEISMIC DEAD LOAD TOTAL (+5 psf Partitions) 98

Construction Live Load 20

LIVE LOAD TOTAL

LL is reducible per ASCE 7-10, 4.8.1

Roof

Roof at Green Roof

A1-6

A.1.2.9: Exterior Cladding Loads

Exterior cladding of the bldg is glass curtainwall. Curtainwall assembly is assumed to be 15 psf. Loads at each level are as follows:

Typical Metal Panel Stud Wall and Curtainwall Loads:

Level Story Height (ft) Gravity Wall Load (plf) Seismic Wall Load (plf)

Level 1 20.0 225 262.5

Level 2 15.0 225 225.0

Roof 15.0 0 112.5

A1-7

A.1.3: RAM SS Model Documentation - Load Criteria and Input Parameters

RAM Manager Criteria – Member Loads:

Floor and Roof Live Loads are Reducible per IBC General LL Reduction Method – ASCE 7-16, Sections 4.7 and 4.8.

A1-8

RAM Manager Criteria – Self Weight:

RAM Manager Criteria – Master Steel Table:

A1-9

RAM Modeler – Surface Load Parameters:

A1-10

RAM Modeler – Line Load Parameters:

A1-11

RAM Modeler – Point Load Parameters:

A1-12

RAM Modeler Gravity Load Diagrams

The following pages provide the surface, line, and point load layouts for the roof, Level 2 and Level 1.

A1-13

Floor Map

RAM Steel 17.00.01.09

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/28/20 09:44:51

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Roof

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

A1-14

Roof Area Loads

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/28/20 09:44:51

Building Code: IBC Steel Code: AISC 360-10 LRFD

Surface Loads

Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf

ROOF 71.0 40.0 20.0 Roof 0.0 20.0 80.0

Page 2/2

A1-15

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/28/20 09:44:51

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Low Entrance Roof

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

A1-16

Entrance Roof Area Loads

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/28/20 09:44:51

Building Code: IBC Steel Code: AISC 360-10 LRFD

Surface Loads

Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf

ROOF 71.0 40.0 20.0 Roof 0.0 20.0 80.0

A1-17

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/28/20 09:44:51 Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Level 2

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

A1-18

Level 2 Area Loads

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/28/20 09:44:51 Building Code: IBC Steel Code: AISC 360-10 LRFD

Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf KITCHEN-TYP 85.0 70.0 50.0 Reducible 15.0 20.0 95.0

KITCHEN-STORAG

E

85.0 70.0 125.0 Unreducible 0.0 20.0 95.0

CAFETERIA 80.0 70.0 100.0 Unreducible 0.0 20.0 90.0

OUTDOOR

SEATING

113.0 52.0 100.0 Unreducible 0.0 20.0 118.0

A1-19

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 11:25:01 Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Level 1

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

A1-20

Level 1 Area Loads

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 11:25:01 Building Code: IBC Steel Code: AISC 360-10 LRFD

Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf OFFICE-TYP 64.0 52.0 50.0 Reducible 15.0 20.0 74.0

OUTDOOR

SEATING

113.0 52.0 100.0 Unreducible 0.0 20.0 118.0

OFFICE-CONF+CO

RR

64.0 52.0 100.0 Unreducible 0.0 20.0 74.0

A1-21

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/28/20 09:44:51

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Roof

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

L

L

L

L

L

L

L

L

L

L

L

L2

L2

L2 L2 L2

L

L

L2L2L2

L

A1-22

Roof Line Loads

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/28/20 09:44:51

Building Code: IBC Steel Code: AISC 360-10 LRFD

Line Loads

Label DL CDL LL Reduction PLL CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft k/ft

L2 FACADE 0.146 0.000 0.000 Reducible 0.000 0.000 0.000

A1-23

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/28/20 09:44:51

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Level 2

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

L

L

L1L1L1

L

L1L1L1

L

L

L

L

L

L

L

L

L

L1

L1

L1

L

L

L2 L2 L2 L2 L2 L2

L

L

L2L2

L2

A1-24

Level 2 Line Loads

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/28/20 09:44:51

Building Code: IBC Steel Code: AISC 360-10 LRFD

Line Loads

Label DL CDL LL Reduction PLL CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft k/ft

L1 CLADDING 0.225 0.000 0.000 Reducible 0.000 0.000 0.225

L2 FACADE 0.146 0.000 0.000 Reducible 0.000 0.000 0.000

A1-25

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/28/20 09:44:51

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Level 1

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

L

L

L

L

L

L1

L1 L1 L1 L1 L1

L

L

L

L

L

L2

L

L

A1-26

Level 1 Line Loads

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/28/20 09:44:51

Building Code: IBC Steel Code: AISC 360-10 LRFD

Line Loads

Label DL CDL LL Reduction PLL CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft k/ft

L1 CLADDING 0.225 0.000 0.000 Reducible 0.000 0.000 0.225

L2 FACADE 0.146 0.000 0.000 Reducible 0.000 0.000 0.000

A1-27

SECTION A.2

SECTION A.2: GRAVITY COMPOSITE BEAM DESIGN

A2-1

SECTION A.2.1: Notes & Assumptions

The typical floors and roof consist of light weight concrete filled steel deck spanning between composite steel beams and girders.

All composite framing was designed with the use of the computer program RAM Structural System version 17.00. LRFD was utilized to size the gravity members for this project.

Design Assumptions:

1. Except for specific applications, all beams are composite. Examples of non-composite beams include:

• Moment Frame Beams

• Collector/Chord Beams

• Cantilever Beams

• Beams that extend through a slab opening or beyond a slab edge

2. Beams are designed to have minimum one stud per foot. Beams and girders are designed for a minimum composite action of 30% this exceeds the code requirement of 25% minimum composite action per LRFD comm. Section I3.2.

3. Nelson 3L shear connectors are used for this project. The studs are ¾” φ with a minimum length of 4”, typically with a Fu = 65 ksi. The minimum flange width for two rows of studs = 5.5” and for three rows of studs = 8.5”. Beams where ribs frame perpendicular to beam use reduced values per AISC. This reduction is considered automatically in RAM Steel Beam.

4. The load tables for this project are calculated with the unit weight of lightweight concrete assumed to be 115 pcf. The wet unit weight of lightweight concrete is assumed to be 127 pcf to account for the weight of the saturated lightweight aggregates. This is reflected in the input values for the RAM SS CDL.

5. Composite deflection is limited to the following:

Typical Beams

• Pre-composite Dead Load = L/360, max. 0.75”

• Live Load deflection = L/360

• Post-composite superimposed deflection = L/360, max. 1”

• Total Load deflection = L/240

Cladding Beams

• Pre-composite Dead Load = L/360, max. 0.75”

• Live Load deflection = L/360, max. 0.5”

• Post-composite superimposed deflection = L/360, max. 0.625”

• Total Load deflection = L/240, max. 1”

A2-2

Non-composite deflection of typical beams is limited to the following:

• Dead load = L/360, max. 0.75”

• Live load = L/360

• Total load = L/240

• Cantilever beams: Live load = L/360 where L= 2Lc and Lc = length of cantilever (RAM Steel Beam takes the length of the cantilever into account when calculating deflection limits)

Non-composite deflection of cladding beams is limited to the following:

• Dead load = L/360, max. 0.625”

• Live load = L/360, max. 0.75”

• Total load = L/240, max. 1”

6. Camber is provided for 80 percent of the construction (precomposite) dead load Minimum camber is ¾”, increasing in increments of ¼” increment, to a maximum 1 ½” camber.

7. Fy = 50 ksi for W shapes, Fy = 46 ksi for rectangular HSS sections.

8. Beam-end reactions are checked in a subsequent section of the calculation binder named “Gravity Connection Design.”

A2-3

A.2.2: RAM Steel Beam Documentation - Load Criteria and Input Parameters

RAM Steel Beam Criteria – Steel Design Codes:

RAM Steel Beam Criteria – Design Defaults:

A2-4

RAM Steel Beam Criteria – Deflection Criteria:

RAM Steel Beam Criteria – Camber:

A2-5

A2-6

RAM Steel Beam Criteria – Stud Criteria:

A2-7

A.2.2: RAM Steel Beam Floor Maps

The following pages provide floor maps that show beam sizes at each floor.

A2-8

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 11:25:01

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Level 1 Beam Designs

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

W 18x35 (18)

W x5

(2 5)

W 8x

(6

)W 8x10

W 16x26 (14)

W 16x31 (21)

W 8x

(6

W 8x

(1

4)

W 8x10 (6)

W 8x10W x6

(3 2)

W 24x68 (40)

W 18x35 (20)

W x4

(6 3)

W 8x

(1

4) W

21x44 (40) c=1"

W 18x35 (20)

W 8x10 (6)

W 8x

(6

W

21x44 (36) c=1"

W 16x31 (21)

W 8x

(6

W x6

(3

9)

W 21x44 (40) c=1"

W 16x26 (14)

W 8x

(6

W 8x

(6

W 8x10

W 8x10

W x5

(3 1)

W 21x44 (40) c=1"

W 21x44 (40) c=1"

W x4

(2 6)

W 27x84 (56)

W x5

(2 8)

W 18x35 (20)

W 18x35 (19)

W x5

(3 3)

W 33x130

W x4

(2 4)

W x3

(2 0)

W 18x35 (18)

W 18x35 (18)

W x5

(3 2)

W 33x118

W x9

(4 4)

W 18x40 (33)

W x3

(1 8)

W 21x44 (35)

W 21x50 (40)

W24x55 (3 2)

W 18x35 (36)

W14x22 (2 3)

W 4x62

(42

W12x19 (15)

W x

W x

W18x35 (34)

W x

W24x55 (34)

W21x44 (24)

W x c

W x c

W18x35 (34)

W x

W24x55 (34)

W21x44 (24)

W x c

W x c

W18x35 (34)

W x

W24x55 (34)

W21x44 (24)

W x c

W x c

W18x35 (34)

W x

W24x55 (34)

W21x44 (24)

W x c

W x c

W8x10 (12)

W x

W40x183

W30x108

W21x50

W x c /4

W16x26

W x

W x

W x

) W x

(1

W x c /4

W x

A2-9

W24x62

W18x35

Level 1 Beam Designs Size; Studs; Camber

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 09:25:42

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Level 2 Beam Designs

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

W 16x31 (13)

W x5

(2 8)

W 8x

(6

)W 8x10

W 16x31 (18)

W 18x35 (25)

W 8x

(6

W 8x

W 8x10 (6)

W 8x10W x7

(3 6)

W 24x76 (98)

W 18x35 (24)

W x5

(3 5)

W 8x

W

21x44 (39) c=1-1/4"

W 18x40 (26)

W 8x10

W 8x

(6

W

21x44 (39) c=1-1/4"

W 18x35 (25)

W 8x

W x7

(5

1)

W 21x44 (39) c=1-1/4"

W 16x31 (16) c=3/4"

W x5

(3 4)

W 8x

W 8x

(6

W 8x10

W 8x10

W 14x22

W x4

W x6

(3 9)

W 21x44 (38) c=1-1/4"

W 16x31 (16) c=3/4"

W 21x44 (38) c=1-1/4"

W 16x31 (30) c=3/4"

W 12x16 (10)

W x6

(5 0)

W 30x90 (103)

W 21x44 (24)

W x5

(2 9)

W 14x22 (13)

W 24x62

W x5

(5 6)

W 16x31 (30) c=3/4"

W 16x31 (30) c=3/4"

W 14x22 (13)

W 16x31 (30) c=3/4"

W 16x31 (30) c=3/4"

W x5

(3 8)

W 16x31 (30) c=3/4"

W x6

(5 0)

W x4

(3 1)

W 21x50 (39)

W 14x22 (19)

W 12x16 (11)

W x4

(2 2)

W 16x31 (30) c=3/4"

W 12x14

(9)

W24x55

W 12x19 (12)

W 16x

(2

1)

W 16x31 (30) c=3/4"

W 24x55

W 16x31 (2

7)

W x1

(9

W 8x10 (7)

W 8x10 (6)

W x5

(3 8)

W x3

(2 0)

W 27x84

W16x26

W 8x10 (7)

W x1

(7

W x4

(2

2)

W16x26

W x

W x1

0 (7

W18x35

W 18x

W x1

(7

W x1

(7

W24x76 (60)

W x1

(7

W x

W x10 (7)W

8x10 (6)

W24x68

W x1

(7

W x

(3

W 2x19

W16x26 (1 5)

W x (4

W18x35 (18)

W 8x1

0 (7)

W12x16 (8)

W x

(3

W x1

(7

W10x12 (8)

W x

(9

W x

(3

W x

(7

W x

(7

W x

W18x40 (32)

W x

W24x76 (60)

W x

W24x76 (50)

W24x55 (78)

W x c /4

W x c /4

W x c /4

W x c /4

W x

W18x40 (32)

W x c /4

W24x68 (38)

W x c /4

W24x76 (50)

W24x55 (78)

W x c /4

W x c /4

W x c /4

W x c /4

W x

W18x40 (32)

W x c /4

W24x76 (60)

W x c /4

W24x76 (50)

W24x55 (78)

W x c /4

W x c /4

W x c /4

W x c /4

W x

W18x40 (32)

W x

W24x55 (60)

W x

W24x76 (56)

W24x68 (60)

W x

W x

W x

W x

W x

W10x12 (8)

W x

W40x183

W x

W30x90

W18x35

W x

W x

W x

W16x26 (15)

W x

W x

W8x10 (6)

W x

W x

W x

A2-10

W18x35 W18x35

W24x68

W16x26

Level 2 Beam Designs

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 09:25:42

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Low Entrance Roof Beam Designs

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

M C 12x10.6

C x2 0.

W 16x26

W x3

(2 0)

W 8x10W

12x14 (8)

W 8x10

W x3

(1 8)

W 12x14 (8)

C4x 5.

W 18x35

W 21x50

C4x5.4

W 10x12 (8)

W x2

(1 4)

C4x5.4

W 8x10 (6)

MC10x6.5

W 4x22

W21x44

W 12x1

9 (1 5)

W x

C4x5.4

W x

C4x5.4 MC12x31

W x1

W16x26

W8x10

W x

W x

W x

W x

W x

A2-11

Entrance Roof Beam Designs

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 09:25:42

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Roof Beam Designs

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

W 16x31 (16)

W x4

(2 1)

W 16x31 (16)

W 16x31 (15)

W 8x

(1

3)

W 8x10 (4)

W x5

(2 7)

W 24x55 (32)

W 16x26 (15)

W x4

(2 0)

W 8x

(1

3) W

18x55 (40) c=3/4"

W 16x31 (16)

W 18x55 (40) c=3/4"

W 16x31 (16)

W 8x

(6

W x5

(3

0)

W 18x55 (28) c=3/4"

W 16x31 (16)

W x4

(2 0)

W 8x

(6

W 8x10

W x5

(2 0)

W 18x55 (40) c=3/4"

W 16x31 (16)

W 18x55 (38) c=3/4"

W 16x31 (16)

W x5

(3 0)

W 24x76 (40)

W 16x31 (16)

W x4

(2 0)

W x5

(2 0)

W 16x31 (16)

W 16x31 (16)

W 16x31 (16)

W 16x31 (16)

W x4

(3 0)

W 24x68

W x5

(3 0)

W x2

(1 8)

W 27x84 (30)

W 12x14 (8)

W x2

(2 8)W 8x10 (6)

W 16x31 (16)

W 12x14 (8)

W 18x

(1

2)

W 8x10 (6)

W 16x31 (16)

W 2x14 (11)

W 18x40

W x4

(3 0)

W 27x84

W x16

(1

W x2

(2 8)W 8x10 (6)

W18x35

W x2

(1

W 8x10 (6)

W x (1

W24x62

W 18x

(2

4)

W 8x10 (7)

W x

(1

W x3

(4

2)

W18x35 (10)

W x10

W x

(2

W

8x1 0 (7

W8x1

W x

(3

W

8x10

W10x12W x

W21x44 (30)

W x

W x

W24x55 (30)

W21x44 (20)

W x c /4

W x c /4

W x c /4

W x c /4

W x c /4

W21x44 (20)

W x c /4

W24x55 (30)

W21x44 (20)

W x c /4

W x c /4

W x c /4

W x c /4

W x c /4

W21x48

W x c /4

W24x55

W21x48

W x c /4

W x c /4

W x c /4

W x c /4

W x

W x

W x

W x

W x

W x

A2-12

W16x31

W16x31 W16x26

Roof Beam Designs

A.2.3: Sample Beam Design Calculation

The following pages provide a sample of the RAM Steel Beam design for a typical 35 ft span W21X50 beam under outdoor seating area loads. There is also a sample of the RAM Steel Beam design for a typical 35 ft span W18X35 beam cambered under office conference room loads.

A2-13

Gravity Beam Design

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 11:25:01

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Level 2 Beam Number = 294

SPAN INFORMATION (ft): I-End (110.00,10.00) J-End (110.00,45.00)

Beam Size (Optimum) = W21X50 Fy = 50.0 ksi

Total Beam Length (ft) = 35.00

COMPOSITE PROPERTIES (Not Shored):

Left Right

Deck Label W2 + 3.25" LWC W2 + 3.25" LWC

Concrete thickness (in) 3.25 3.25

Unit weight concrete (pcf) 115.00 115.00 f'c (ksi) 3.00 3.00

Decking Orientation perpendicular perpendicular

Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 105.00 Y bar(in) = 19.39

Mnf (kip-ft) = 874.49 Mn (kip-ft) = 732.75

C (kips) = 292.90 PNA (in) = 18.11

Ieff (in4) = 2168.34 Itr (in4) = 2860.10

Stud length (in) = 3.50 Stud diam (in) = 0.75

Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60

# of studs: Max = 70 Partial = 34 Actual = 34

Number of Stud Rows = 1 Percent of Full Composite Action = 39.85

LINE LOADS (k/ft):

Load Dist DL CDL LL Red% Type PartL CLL

1 0.000 1.130 0.520 1.000 --- NonR 0.000 0.200

35.000 1.130 0.520 1.000 0.000 0.200

2 0.000 0.050 0.050 0.000 --- NonR 0.000 0.000

35.000 0.050 0.050 0.000 0.000 0.000

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 52.78 kips 1.00Vn = 237.12 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft

Center PreCmp+ 1.2DL+1.6LL 153.7 17.5 0.0 1.00 0.90 412.50

Init DL 1.4DL 122.2 17.5 --- ---

Max + 1.2DL+1.6LL 461.8 17.5 --- --- 0.90 659.47

Controlling 1.2DL+1.6LL 461.8 17.5 --- --- 0.90 659.47

REACTIONS (kips):

Left Right

Initial reaction 13.48 13.48

DL reaction 20.65 20.65

Max +LL reaction 17.50 17.50

Max +total reaction (factored) 52.78 52.78

DEFLECTIONS: Ratio

Initial load (in) at 17.50 ft = -0.674 < -0.750 L/D = 623 > 360 0.90

Live load (in) at 17.50 ft = -0.537 L/D = 782 > 360 0.46

Post Comp load (in) at 17.50 ft = -0.864 < -1.000 L/D = 486 > 360 0.86A2-14

W21x50 under outdoor seating area loads

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 11:25:01

Building Code: IBC Steel Code: AISC 360-10 LRFD

Net Total load (in) at 17.50 ft = -1.539 L/D = 273 > 240 0.88

A2-15

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 11:25:01

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Level 1 Beam Number = 219

SPAN INFORMATION (ft): I-End (70.00,10.00) J-End (70.00,45.00)

Beam Size (User Selected) = W18X35 Fy = 50.0 ksi

Total Beam Length (ft) = 35.00

COMPOSITE PROPERTIES (Not Shored):

Left Right

Deck Label W2 + 3.25" LWC W2 + 3.25" LWC

Concrete thickness (in) 3.25 3.25

Unit weight concrete (pcf) 115.00 115.00 f'c (ksi) 3.00 3.00

Decking Orientation perpendicular perpendicular

Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 105.00 Y bar(in) = 17.81

Mnf (kip-ft) = 563.85 Mn (kip-ft) = 491.28

C (kips) = 292.90 PNA (in) = 17.33

Ieff (in4) = 1395.42 Itr (in4) = 1684.06

Stud length (in) = 3.50 Stud diam (in) = 0.75

Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60

# of studs: Max = 70 Partial = 36 Actual = 35

Number of Stud Rows = 1 Percent of Full Composite Action = 56.87

LINE LOADS (k/ft):

Load Dist DL CDL LL Red% Type PartL CLL

1 0.000 0.640 0.520 1.000 --- NonR 0.000 0.200

35.000 0.640 0.520 1.000 0.000 0.200

2 0.000 0.035 0.035 0.000 --- NonR 0.000 0.000

35.000 0.035 0.035 0.000 0.000 0.000

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 42.18 kips 1.00Vn = 159.30 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft

Center PreCmp+ 1.2DL+1.6LL 151.0 17.5 0.0 1.00 0.90 249.38

Init DL 1.4DL 119.0 17.5 --- ---

Max + 1.2DL+1.6LL 369.0 17.5 --- --- 0.90 442.15

Controlling 1.2DL+1.6LL 369.0 17.5 --- --- 0.90 442.15

REACTIONS (kips):

Left Right

Initial reaction 13.21 13.21

DL reaction 11.81 11.81

Max +LL reaction 17.50 17.50

Max +total reaction (factored) 42.18 42.18

DEFLECTIONS: (Camber = 1) Ratio

Initial load (in) at 17.50 ft = -1.267 > -0.750 L/D = 331 < 360 1.69

Live load (in) at 17.50 ft = -0.834 L/D = 503 > 360 0.72

Post Comp load (in) at 17.50 ft = -0.934 < -1.000 L/D = 449 > 360 0.93A2-16

W18x35 under office conference room loads

Does not satisfy deflection design criteria.

Camber fixes this.

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 11:25:01

Building Code: IBC Steel Code: AISC 360-10 LRFD

Net Total load (in) at 17.50 ft = -1.202 L/D = 350 > 240 0.69

A2-17

A.2.4: RAM Steel Beam, Gravity Beam Design Summary

A2-18

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 11:25:01

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Level 1 Demand / Capacity Ratios: Interaction

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

.5

.6

.2

.15 9 0 .6

.65

.2

.0

0.0

.1

0.

.33

0.5

.5

.0

.63

.6

0.1

.3

0.6

.5

.0

.7

0.6

.42

.0

0.

.01

0.4

0.

.60

.60

.6

0.4

.6

.5

.6

.6

.80

0.

.5

.5

0.5

.5

.9

.6

.5

0.

0.5

0.5

0.

.43

0.

.5

0.797

.3

.6

0.512

.9

0.774

0.905

.8

.8

0.513

.9

0.774

0.905

.8

.8

0.513

.9

0.774

0.905

.8

.8

0.513

.9

0.774

0.905

.8

.8

0.676

.8

0.660

0.830

0.821

.6

0.725

.9

.4

.5 50.5

.8 7 0.8

A2-19

Level 1 Beam D/C ratios for strength

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 11:25:01

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Level 1 Demand / Capacity Ratios: Deflection

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

.7

.0

.2

.08 0 0 .9

.98

.2

.0

0.0

.1

0.

.89

0.7

.9

.0

.76

.7

0.0

.2

1.7

.8

.0

.9

1.7

.76

.0

0.

.00

0.4

0.

.77

.77

.8

0.8

.9

.9

.9

.9

.89

0.

.9

.9

0.9

.9

.9

.8

.8

0.

0.8

0.9

0.

.77

0.

.9

0.950

.3

.9

0.994

.9

0.743

0.973

.6

.6

0.994

.7

0.743

0.973

.6

.6

0.994

.7

0.743

0.973

.6

.6

0.994

.7

0.743

0.973

.6

.6

0.986

.8

0.972

0.903

0.946

.2

0.743

.9

.7

.9 60.9

.3 1 0.8

A2-20

Level 1 Beam D/C ratios for deflection Beams w/ D/C exceeding 1 are highlighted and cambered

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 11:25:01

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Level 2 Demand / Capacity Ratios: Interaction

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

.7

.5

.2

.13 9 0 .4

.43

.2

.1

0.0

.2

0.

.38

0.4

.5

.1

.86

.4

0.2

0.

0.6

.38

.1

.5

0.6

.71

0.

.1

0.

.02

.47

.82

.8

0.

.67

.8

.67

0.7

0.5

.7

0.5

.5

0.

.6

0.

.7

.7

0.7

.6

.7

0.7

.6

.73

0.

0.

.6

.4

.6

.5

.7

.7

0.52

.6

0.

0.7

.8

0.

.6

.3

.0

.6

0.

.3

0.65

.3

.5

0.

0.8

.0

.4

0.2

0.

.3

.3

0.556

.3

.7

.2

.0

0.

.3

.4

.3

0.

.4

0.928

.4

0.855

.4

.3

0.695

.5

.4

.3

.3

.0

0.537

.6

0.579

.4

0.848

0.642

.5

.5

.5

.5

.0

0.537

.5

0.697

.5

0.848

0.642

.5

.5

.5

.5

.0

0.537

.5

0.579

.5

0.848

0.642

.5

.5

.5

.5

.0

0.537

.4

0.840

.4

0.993

0.627

.7

.7

.7

.7

.0

0.713

.6

0.655

.6

0.836

0.827

.5

.5

.0

0.463

.4

.4

0.037

.8

.6 1 0.8

A2-21

Level 2 Beam D/C ratios for strength

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 11:25:01

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Level 2 Demand / Capacity Ratios: Deflection

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

.9

.9

.2

.07 4 0 .9

.96

.2

.1

0.1

.1

0.

.00

0.9

.9

.1

.33

.8

0.1

0.

2.2

.84

.0

.9

2.3

.44

0.

.0

0.

.01

.44

.39

.8

0.

.33

.6

.33

1.6

0.9

.9

0.8

.7

0.

.8

0.

.9

.6

1.6

.7

.6

1.6

.8

.63

0.

0.

.8

.5

.9

.9

.6

.9

0.82

.8

0.

1.6

.9

0.

.8

.4

.0

.8

0.

.2

0.78

.4

.7

0.

0.9

.0

.6

0.2

0.

.4

.3

0.996

.4

.8

.3

.0

0.

.4

.8

.2

0.

.8

0.857

.6

0.934

.9

.4

0.686

.7

.9

.4

.5

.0

0.994

.8

0.836

.7

0.989

0.997

.3

.3

.3

.3

.0

0.994

.3

0.995

.3

0.989

0.997

.3

.3

.3

.3

.0

0.994

.3

0.836

.3

0.989

0.997

.3

.3

.3

.3

.0

0.994

.0

0.815

.0

0.872

0.848

.8

.8

.8

.8

.0

0.731

.9

0.949

.9

0.830

0.803

.8

.8

.0

0.428

.9

.9

0.030

.6

.8 7 0.8

A2-22

Level 2 Beam D/C ratios for deflection

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 11:25:01

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Low Entrance Roof Demand / Capacity Ratios: Interaction

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

.4

.4

.48

.4

.04

.5

0.0

0.

.50

0.

.4

0.

80.

0.9

0.

0.

.9

0.2

.5

0.34

0.

.6

0.3

.2

0.199 0.295

.5

0.289

0.2

.0

.0

.0

.0

.0

A2-23

Entrance Roof Beam D/C ratios for strength

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 11:25:01

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Low Entrance Roof Demand / Capacity Ratios: Deflection

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

.5

.7

.77

.8

.01

.6

0.0

0.

.63

0.

.8

0.

90.

0.8

0.

0.

.7

0.2

.8

0.84

0.

.2

0.5

.1

0.259 0.903

.4

0.895

0.3

.0

.0

.0

.0

.0

A2-24

Entrance Roof Beam D/C ratios for deflection

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 11:25:01

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Roof Demand / Capacity Ratios: Interaction

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

.3

.5

.46

.39

.0

0.0

0.

.27

0.4

.5

.0

.41

.4

0.4

.4

.0

.7

0.4

.46

0.

.0

.01

0.

.41

.4

.41

0.4

.6

0.3

.4

0.

.6

.4

0.4

.4

0.4

.6

.60

0.

0.

.1

0.5

.5

.30

.4

.48

0.

0.3

0.4

.4

0.

.6

.4

.5

0.

.3

0.3

.4

.30

.4

0.4

0.

.1

.3

.3

0.386

.2

.3

.1

0.

.3

.1

0.3

.4

0.562

.0

.3

0.783

0.647

.5

.5

.5

.5

.5

0.647

.5

0.783

0.647

.5

.5

.5

.5

.5

0.531

.5

0.692

0.531

.5

.5

.5

.5

.3

.3

.3

.3

.3

.3

A2-25

Roof Beam D/C ratios for strength

DataBase: 20200630_Lawrence Berkeley National Laboratory 07/29/20 11:25:01

Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: Roof Demand / Capacity Ratios: Deflection

G H J K L M

1'

1.5'

2'

3'

4'

A

B

C

D

E

F.5

F

3'

.9

.8

.96

.85

.0

0.0

0.

.86

0.9

.8

.0

.35

.9

1.3

.9

.0

.9

1.3

.96

0.

.0

.00

0.

.35

.9

.35

0.9

.7

0.9

.9

0.

.9

.9

0.9

.9

0.9

.8

.89

0.

0.

.1

0.7

.9

.31

.9

.68

0.

0.3

0.9

.7

0.

.8

.7

.9

0.

.3

0.4

.7

.31

.9

0.8

0.

.1

.7

.9

0.378

.2

.8

.1

0.

.9

.1

0.6

.5

0.997

.0

.9

0.893

0.991

.3

.3

.3

.3

.3

0.991

.3

0.893

0.991

.3

.3

.3

.3

.3

0.913

.3

0.806

0.913

.3

.3

.3

.3

.9

.9

.9

.9

.7

.7

A2-26

Roof Beam D/C ratios for deflection

SECTION B

SECTION B: LATERAL ANALYSIS AND DESIGN

B-1

SECTION B.1

SECTION B.1: SEISMIC DESIGN CRITERIA

B1-1

SECTION B.1.1: Notes & Assumptions

The following sections are provided for the plan checker to understand all the procedures taken and assumptions made in the lateral analysis of the LBNL SSM 3B Welcome Center Structure.

The design of the lateral force resisting system of the building conforms to the 2019 California Building and LBNL Lateral Force Design Criteria. This new building will be located on the Lawrence Berkeley National Laboratory Campus in Berkeley, California.

Per the ‘Preliminary Geotechnical Evaluation Report’, by A3GEO, dated December 28, 2018, the site is site class C, very dense soil and soft rock. Per ASCE 7-16, Section 11.4.8, for the site class C a site-specific ground motion is not required for the building.

Site values of Geotech report have been updated for the site spectrum derived from the ASCE 7-16 current code seismic coefficients and summarized in the attached U.S.

Seismic Design Maps Output.

B1-2

SECTION B.1.2: ASCE 7-16 Seismic Design Map Output

B1-3

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B1-4

SECTION B.2

SECTION B.2: ETABS MODEL DESCRIPTION

B2-1

SECTION B.2.1: Notes & Assumptions

The Welcome Center Building is a three story long rectangular split-level building that is set into the steep hillside site. In plan, the building is composed of two wings that meet at an angle. The upper two stories consist of a flexible special steel moment frame system that utilize SidePlate© bolted connections in both directions.

The partial lower level of the building is a rigid special concrete shear wall lateral system combined with lateral resistance from the level 1 pier cap foundations where the building is stepped into the hillside. All floors have concrete fill on metal deck diaphragms. The lateral analysis procedure described in the following sectionis performed using the computer program ETABS 18 version 18.1.1 and considers the following:

• Input: For Special Steel MF: R=8, Cd=5.5, and Ωo=3

For Special Concrete SW: R=6, Cd=5, and Ωo=2.5 Risk Category III Structure, I=1.25 Site Design Values: Sds=1.875 & Sd1=0.84

• Analysis Procedure: 2-Stage Modal Response Spectrum Analysis. See section B.4 for description and justification of analysis procedure.

• Vertical Distribution of forces is per the dynamic analysis.

• The two wings of the structure meet at a 135 degree angle. The y-axis for analysis is set parallel to gridline F at the kink in the building.

• The model currently consists of both the gravity and lateral elements including gravity steel beams and columns, lateral steel beams and columns, concrete shear walls, and the concrete diaphragms.

• The moment frame beams and columns are modeled with no end releases with the exception of 1-sided moment frame beams that are released at 1 end as appropriate. Gravity beams are pinned at each end with the exception of cantilever beams.

• The moment frame beams are assigned SidePlate© properties per the SidePlate© stiffness module that is incorporated into ETABS. This module uses a non-prismatic section to assign stiffer end segments where the Sideplates are located. Per the recommendations of SidePlate©, when using this module, the beam-column joints are assigned 100% rigid panel zones.

B2-2

• The concrete shear walls are modeled as shell elements with cracked concrete modifiers of f11=f22=0.35 and neglecting out-of-plane stiffness m11=m22=m12=0.1.

• The fill on deck diaphragms are modeled as semi-rigid equivalent concrete shell elements with a thickness equal to the fill above the deck plus half the depth of the deck.

• The frame columns are fixed at their base where they terminate at level 1.

The remaining frame columns are continuous down to level 0 where the columns and shear walls are pinned at the base. All gravity columns are pinned at their respective bases.

• Foundation flexibility is not modeled at this time. Concrete grade beams will be modeled at the bases of the structure to capture partial base fixity of the moment frame columns and to capture the distribution of lateral loads at level 1 where the building is stepped into the hillside. This will include modeling the foundation-soil interaction with springs that have stiffness values determined from properties to be provided by the project geotechnical engineer. The lateral distribution will be bounded by a 50% increase and decrease in stiffness values per ASCE 7-16, 12.13.3.

• The mass is assigned into the model with area, line, and point masses at the locations in which they occur. Area mass is assigned to the concrete shell elements to account for floor weights (deck and fill, and superimposed dead loads per the gravity load tables). ETABS is calculating the self-weight of the framing. Line and point masses are assigned to elements to account for the various cladding conditions, skylight, EOD, and building appendices.

B2-3

SECTION B.2.2: ETABS Model Views and Plans

Overall 3-D View:

Level 1 Plan:

B2-4

Level 2 Plan:

Roof Plan:

B2-5

SECTION B.3

SECTION B.3: LATERAL ANALYSIS PROCEDURE

B3-1

SECTION B.3.1: Description & Assumptions

A modal response spectrum analysis is performed following the procedures of ASCE 7-16, Section 12.9. The building has a torsional irregularity and this requires a dynamic analysis per Table 12.6-1, ‘All other structures’. A sufficient number of modes are included to capture at least 90% of the seismic mass and the modes are combined using the complete quadratic combination method (CQC). The building is designed using the results from the dynamic analysis where the dynamic story shear is scaled to 100% of the static shear as determined by the Equivalent Lateral Force Procedure in ASCE 7-16, Section 12.8. Accidental torsion is included and amplified as required by ASCE 7-16, Section 12.8.4.3.

The building has a rigid lower concrete shear wall structure while the upper two stories are a flexible moment frame structure. The building portions meet the stiffness and period requirements of a two-stage analysis per ASCE 7-16, Section 12.2.3.2, as shown on the following pages. To determine the stiffness of the upper and lower portions separately the ETABS model was separated into the steel moment frame (SMF) structure and concrete shear wall (CSW) structure. 1000 kips of load was applied as an area load over the roof of the SMF portion and L1 of the CSW potion in each direction. The deflections of the center of mass in each direction were extracted from ETABS, stiffness values calculated and compared to show that the stiffness of the lower portion is at least 10 times that of the upper portion. The separated SMF structure was also used to determine the periods of the upper portion and compare it to the periods of the entire structure determined from the overall model. There is a less than 10% increase in the periods from the overall to SMF structures. Note that the lower concrete portion did not include modeling of the grade beams at level 1 which would increase the stiffness of the lower portion significantly and the calculations for these qualifications are conservative.

This analysis shows that that the dynamic behavior of the SMF structure is decoupled from the dynamic behavior of the CSW structure (consistent with the code methodology for the two-stage approach). As such we will be using the following analysis procedure to analyze our structure.

Both portions of the building will be analyzed in one model. This will capture the flexibility of the SMF structure at level 1. For analysis and design of the upper flexible structure the response spectrum is scaled to 100% of the static base shear using the appropriate SMF value of R=8 and I =1.25 based on T=CuTa (governs) calculated using the height and properties, Ct and x, for the moment frame. For scaling the response spectrum, the cumulative shear force above Level 1 is scaled to the static base shear described above.

B3-2

For analysis and design of the lower rigid structure and foundations the response spectrum is scaled to 100% of the shear calculated as a summation of the following shears. The first is the shear of the upper structure amplified by the ratio of R/ρ of upper portion over R/ρ of lower portion ((8/1)/(6/1.3)=0.7333) where ρ=1.0 for the

SMF portion and ρ=1.3 for the CSW portion based on our preliminary analysis. The second shear is the base shear of the podium using the appropriate CSW value of R=6 based on the short period of the podium (exceeding cap on period). For scaling the response spectrum, the base shear is scaled to the cumulative shear described above. It would be overconservative for the SMF shear contribution to be scaled to the response of the short period of the CSW base.

B3-3

San Francisco CA 94105

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Stiffness and Period comparisons per Two-Stage Analysis Procedure of ASCE 7-16, 12.2.3.2

The following must comply:

a. The stiffness of the lower concrete shear wall portion of the building is at least ten times the stiffness of the upper steel moment frame portion.

For 1000 kips applied load over the top story floor of each portion of the building in each direction we have the following displacements and corresponding stiffness coefficients.

Applied Load (kips) = 1000 Roof Area (ft^2) = 19660 L1 Area (ft^2) = 15763

In each direction Roof Dist Load (psf) = 50.86 L1 Dist Load (psf) = 63.44

Displacment of C.O.M. Moment Frame Portion:

dx (in) = 1.9228 KMF,X (kip/in) = 520 dy (in) = 1.6859 KMF,Y (kip/in) = 593

Displacment of C.O.M. Shear Wall Portion:

dx (in) = 0.0430 KSW,X (kip/in) = 23256 dy (in) = 0.1008 KSW,Y (kip/in) = 9921

Comparison:

KSW,X/KMF,X = 45 >/= 10 (OK) KSW,Y/KMF,Y = 17 >/= 10 (OK)

b. The period of the entire structure is not greater than 1.1 times the period of the upper moment frame structure

Ratio of Entire : SMF Only

0.761 Tx,SMF ONLY (sec) = 0.715 1.06 (OK)

0.683 Ty,SMF ONLY (sec) = 0.639 1.07 (OK)

Tx, ENTIRE (sec) =

Ty, ENTIRE (sec) =

B3-4

SECTION B.4

SECTION B.4: MASS TAKE-OFF & VERIFICATION

B4-1

SECTION B.4

SECTION B.4.1: Mass Take-off & Verification

The mass of each floor is assigned to ETABS through a combination of area, line, and point masses. In general, the distributed floor masses obtained from the gravity flat load tables are applied to the shell elements that comprise the floor diaphragm.

Any line loads, such as those from cladding and E.O.D. are assigned to frame elements located around the building perimeter. Discrete point loads, such as reactions from the skylight are applied as point masses at the locations in which they occur. ETABS then does an internal calculation of the story mass.

A hand calc of the floor weights have been determined at each floor and compared to the ETABS mass output to verify the model. Refer to section for load tables. The hand calculations correspond well to the ETABS output.

Spreadsheets have also been set up to determine the Equivalent Lateral Force distribution and base shear per ASCE 7-16, 12.8, to verify the output for the auto seismic load cases determined by ETABS.

This has been provided for the upper SMF portion for both strength and drift cases.

See section B6 for difference in strength and drift cases for the Direct Analysis Method used to consider second order effects in the design of the upper SMF structure. The design of the CSW portion is still in progress and verification will be provided as the design develops.

B4-2

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ETABS Mass Output

TABLE: Mass Summary by Story

Story UX UY UZ Converted to lb-s²/ft lb-s²/ft lb-s²/ft Weight (Kips)

LEVEL_03_ROOF 63329.59 63329.59 0 2039

LEVEL_02 99237.67 99237.67 0 3195

LEVEL_01 72448.05 72448.05 0 2333

EXISITING_LOADING_DOCK 1287.96 1287.96 0 41

B4-3

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FAX 415 618 0684

SEISMIC WEIGHT HAND VERIFICATION

Summary:

This spreadsheet is a "hand verification" of the seismic weight being calculated by ETABS for use in the design of the superstructure lateral system.

Cladding Weight

Level Length Above (ft) Weight Above (plf) Length Below (ft) Weight Below (plf) Total Weight (kips)

ROOF 710 113 80

L2 900 113 804 113 192

L1 455 113 237 150 87

Concrete Wall Weight

Level Length Above (ft) Weight Above (plf) Length Below (ft) Weight Below (plf) Total Weight (kips)

ROOF 0

L2 0

L1 566.631 1250 708

Edge of Slab Weight

Level Length (ft) Weight (plf) Length (ft) Weight (plf) Length (ft) Weight (plf) Length (ft) Weight (plf) Total Weight (kips)

ROOF 843 146 773 79 163 105 163 40 207

L2 705 146 352 127 315 95 102 64 184

L1 452 146 452 95 109

Skylight Weight

Level Point Loads (kips) Total Weight (kips)

ROOF 64 64

L2 0

L1 0

Floor Weight

Level Dist Load (psf) Area (sf) Dist Load (psf) Area (sf) Dist Load (psf) Area (sf) Total Weight (kips)

ROOF 88 19660 1,735

L2 133 5690 105 15,756 110 4,200 2,861

L1 89 14573 133 1,190 1,448

Level Clad (kips) Conc Wall (kips) E.O.S. (kips) Skylight (kips) Floor (kips) Total (kips) ETABS (kips) Correspondence

ROOF 80 0 207 64 1,735 2,086 2,039 98%

L2 192 0 184 0 2,861 3,236 3,195 99%

L1 87 708 109 0 1,448 2,352 2,333 99%

TOTALS 7,674 7,567 99%

Zone 1 Zone 2 Zone 3

B4-4

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Equivalent Lateral Force Procedure, Distribution Summary, ASCE 7-16, 12.8

Steel Special Moment Frame, For Strength

E

III

1.25

Cu = 1.4

5.5

0.028

0.8

5.5

0.028

0.8

Site Parameters

Site Class C

2.344

0.900

1.875

0.840

Base Shear

A) X-Direction Calc

Fundamental Period per ETABS TX = 0.761

0.425

Upper Limit on Period, CuTa = 0.596 k = 1.048

TL = 8.000

0.2930

0.220

0.103

0.070

0.220

B) Y-Direction Calc

Fundamental Period per ETABS TY = 0.683

0.425

Upper Limit on Period, CuTa = 0.596 k = 1.048

TL = 8.000

0.2930

0.220

0.103

0.070

0.220

Cs,Y = SDS/(R/Ic) = ASCE 7-16, Eqn. 12.8-2

Cs,Y < SD1/TY(R/Ic) for TY<TL = ASCE 7-16, Eqn. 12.8-3

Cs >= 0.044SDSIc >= 0.01 = ASCE 7-16, Eqn. 12.8-5

For S1 >= 0.6g, Cs >= 0.5S1/(R/Ic) = ASCE 7-16, Eqn. 12.8-6

Governing Cs,Y =

VY = Cs,YW (kips) = ASCE 7-16, Eqn. 12.8-1 in Y-Direction

ASCE 7-16, 12.8.2

Cs,X < SD1/TX(R/Ic) for TX<TL =

Cs >= 0.044SDSIc >= 0.01 = ASCE 7-16, Eqn. 12.8-5

For S1 >= 0.6g, Cs >= 0.5S1/(R/Ic) = ASCE 7-16, Eqn. 12.8-6

Governing Cs,X =

VX = Cs,XW (kips) = ASCE 7-16, Eqn. 12.8-1 in X-Direction

Building Period Calculated by ETABS in Y-Direction

Ta,Y = Cthn x = ASCE 7-16, Eqn. 12.8-7

ASCE 7-16, Eqn. 12.8-3

Building Period Calculated by ETABS in X-Direction

Ta,X = Cthn x = ASCE 7-16, Eqn. 12.8-7

ASCE 7-16, 12.8.2

Cs,X = SDS/(R/Ic) = ASCE 7-16, Eqn. 12.8-2

Seismic Weight, W (kips) = See ETABS Mass Output (SMF - Roof+L2)

Deflection Amplification Factor, Cd = ASCE 7-16, Table 12.2-1

Ct = ASCE 7-16, Table 12.8-2 x = ASCE 7-16, Table 12.8-2

Short Period, SS (g) =

1 Second Period, S1 (g) =

DBE Short Period, SDS (g) =

DBE 1 Sec Period, SD1 (g) =

Overstrength Factor, Ωo = ASCE 7-16, Table 12.2-1

Overstrength Factor, Ωo = ASCE 7-16, Table 12.2-1

Deflection Amplification Factor, Cd = ASCE 7-16, Table 12.2-1

Ct = ASCE 7-16, Table 12.8-2 x = ASCE 7-16, Table 12.8-2

B) Y-Direction - Special Steel Moment Frame

Response Modification Coeff., R = ASCE 7-16, Table 12.2-1

Bldg Height (average), hn (ft) = Per Structural Drawings - SMF

ASCE 7-16, Table 12.8-1

A) X-Direction - Special Steel Moment Frame

Response Modification Coeff., R = ASCE 7-16, Table 12.2-1

Importance Factor, Ic = ASCE 7-16, Section 1.5-2

Building Parameters

ASCE 7-16, Section 11.6

ASCE 7-16, Table 1.5-1

Seismic Design Category

Risk Category

B4-5

Vertical Distribution of Forces

A) X-Direction Calcs

Level hx (ft) wx (kip) Cvx = wxhx k /Σwihi k Fx (kips) Vx (kips)

ETABS Story

Shears (kips) Correspondence

Roof 30 2039 0.569 656 656 656 100%

L2 15 3195 0.431 497 1153 1153 100%

Σwihi k

= 126540 V (Kips) = 1153

B) Y-Direction Calcs

Level hx (ft) wx (kip) Cvx = wxhx k /Σwihi k Fx (kips) Vx (kips)

ETABS Story

Shears (kips) Correspondence

Roof 30 2039 0.569 656 656 656 100%

L4 15 3195 0.431 497 1153 1153 100%

Σwihi k

= 126540 V (Kips) = 1153

ASCE 7-16, Section 12.8.3

B4-6

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ETABS Periods & Mass Participation - Strength

Note: Modal properties with stiffness modification.

TABLE: Modal Participating Mass Ratios

Case Mode Period UX UY UZ SumUX SumUY SumUZ RX RY RZ SumRX SumRY SumRZ sec

Modal 1 0.761 0.5638 0.0187 0 0.5638 0.0187 0 0.0141 0.3852 0.0465 0.0141 0.3852 0.0465

Modal 2 0.683 0.0227 0.5887 0 0.5865 0.6074 0 0.3854 0.0143 0.0044 0.3994 0.3995 0.0509

Modal 3 0.518 0.0256 0.0075 0 0.6121 0.6149 0 0.000001511 0.0068 0.5262 0.3994 0.4064 0.5771

Modal 4 0.253 0.0464 0.0644 0 0.6585 0.6792 0 0.0497 0.052 0.0275 0.4491 0.4584 0.6046

Modal 5 0.234 0.0483 0.0405 0 0.7068 0.7198 0 0.0444 0.061 0.0136 0.4935 0.5194 0.6182

Modal 6 0.217 0.0011 0.0192 0 0.7079 0.739 0 0.047 0.0032 0.0499 0.5404 0.5226 0.6681

Modal 7 0.183 0.0024 0.0006 0 0.7103 0.7395 0 0.0008 0.0054 0.019 0.5413 0.528 0.6871

Modal 8 0.149 0.0097 0.0456 0 0.72 0.7851 0 0.0907 0.0208 0.0147 0.632 0.5488 0.7018

Modal 9 0.147 0.0014 0.0341 0 0.7214 0.8192 0 0.0658 0.0028 1.65E-05 0.6978 0.5517 0.7018

Modal 10 0.134 0.000009009 0.0011 0 0.7215 0.8203 0 0.0027 0.0001 0.0004 0.7004 0.5517 0.7022

Modal 11 0.096 0.00001995 0.0007 0 0.7215 0.821 0 0.0007 0.0001 0.0002 0.7012 0.5518 0.7024

Modal 12 0.095 0.0002 0.0018 0 0.7217 0.8228 0 0.0018 0.0004 0.0011 0.703 0.5522 0.7034

Modal 13 0.094 0.0098 0.0546 0 0.7315 0.8774 0 0.0928 0.0167 0.0523 0.7958 0.569 0.7558

Modal 14 0.085 0.0001 0.0005 0 0.7315 0.8779 0 0.001 0.0001 0.0012 0.7968 0.5691 0.7569

Modal 15 0.071 0.0089 0.041 0 0.7404 0.9189 0 0.0711 0.014 0.0239 0.8679 0.5831 0.7808

Modal 16 0.065 0.00002508 1.97E-05 0 0.7405 0.9189 0 0.00001196 0.0001 2.43E-06 0.8679 0.5832 0.7808

Modal 17 0.063 0.00001152 2.27E-06 0 0.7405 0.9189 0 0.000005425 2.34E-05 4.35E-05 0.8679 0.5832 0.7809

Modal 18 0.063 0.0014 0.0008 0 0.7419 0.9197 0 0.0013 0.0023 0.0038 0.8692 0.5855 0.7847

Modal 19 0.061 0.047 0.0051 0 0.7889 0.9247 0 0.0088 0.0754 0.0063 0.878 0.6608 0.791

Modal 20 0.057 0.0254 0.0007 0 0.8143 0.9254 0 0.001 0.0416 0.0798 0.879 0.7025 0.8708

Modal 21 0.055 0.0002 0 0 0.8145 0.9254 0 0.000002712 0.0004 0.0001 0.879 0.7029 0.8709

Modal 22 0.052 0.000003217 0 0 0.8145 0.9254 0 0.0000283 2.81E-06 8.1E-06 0.8791 0.7029 0.8709

Modal 23 0.047 0.0035 0.0004 0 0.8181 0.9258 0 0.0007 0.006 5.24E-06 0.8797 0.7089 0.8709

Modal 24 0.047 0.0284 0.003 0 0.8465 0.9288 0 0.0053 0.0462 2.93E-05 0.885 0.7551 0.871

Modal 25 0.046 0.0035 0.0002 0 0.8499 0.9289 0 0.0004 0.0057 9.07E-07 0.8854 0.7608 0.871

Modal 26 0.042 0.0043 0.0266 0 0.8542 0.9556 0 0.0429 0.0065 0.0335 0.9283 0.7673 0.9045

Modal 27 0.042 0.0004 0.0003 0 0.8546 0.9558 0 0.0005 0.0006 0.0008 0.9287 0.7679 0.9053

Modal 28 0.041 0.0301 0.0086 0 0.8847 0.9644 0 0.0141 0.0479 0.0237 0.9428 0.8158 0.929

Modal 29 0.041 0.000008197 3.99E-06 0 0.8847 0.9645 0 0.000009561 3.24E-06 3.2E-06 0.9428 0.8158 0.929

Modal 30 0.039 0.00001882 2.66E-05 0 0.8847 0.9645 0 0.00004421 1.47E-05 8.33E-06 0.9429 0.8158 0.929

Modal 31 0.038 0 0 0 0.8847 0.9645 0 0.00000198 0 0 0.9429 0.8158 0.929

Modal 32 0.038 0.0001 0 0 0.8848 0.9645 0 0 0.0002 1.29E-06 0.9429 0.816 0.929

Modal 33 0.037 0.0433 0.0026 0 0.9282 0.967 0 0.0038 0.07 0.0009 0.9467 0.886 0.9299

Modal 34 0.036 0.000001687 0 0 0.9282 0.967 0 0.000001145 4.09E-06 0 0.9467 0.886 0.9299

Modal 35 0.035 0.0002 0.0001 0 0.9283 0.9671 0 0.0002 0.0003 0.0055 0.9469 0.8863 0.9354

X Y

Total Mass Participation in each direction = 93% 97% > 90% per code, ASCE 7-16, 12.9.1.1 (OK)

B4-7

TEL 415 568 4400

FAX 415 618 0684

ETABS Static Story Shears Output - SMF - Stress

TABLE: Story Forces

Story Output Case Case Type Step Type Location P VX VY T MX MY kip kip kip kip-ft kip-ft kip-ft

LEVEL_03_ROOF EXD_SMF LinStatic Top 0 -655.612 0 32958.7198 0.0604 -0.0711

LEVEL_03_ROOF EXD_SMF LinStatic Bottom 0 -655.612 0 32958.7198 6.5371 -10043.1

LEVEL_03_ROOF EYD_SMF LinStatic Top 0 0 -655.612 12254.1451 0.2652 -0.0401

LEVEL_03_ROOF EYD_SMF LinStatic Bottom 0 0 -655.612 12254.1451 10008.91 -6.8314

LEVEL_02 EXD_SMF LinStatic Top 0 -1152.54 0 50496.9371 6.5259 -10043

LEVEL_02 EXD_SMF LinStatic Bottom 0 -1152.54 0 50496.9656 9.6674 -27941.2

LEVEL_02 EYD_SMF LinStatic Top 0 0 -1152.54 7249.3447 10008.81 -6.8612

LEVEL_02 EYD_SMF LinStatic Bottom 0 0 -1152.54 7249.3471 27783.69 -15.2127

B4-8

TEL 415 568 4400

FAX 415 618 0684

Equivalent Lateral Force Procedure, Distribution Summary, ASCE 7-16, 12.8

Steel Special Moment Frame, For Drift

E

III

1.25

Cu = 1.4

5.5

0.028

0.8

5.5

0.028

0.8

Site Parameters

Site Class C

2.344

0.900

1.875

0.840

Base Shear

A) X-Direction Calc

Fundamental Period per ETABS TX = 0.695

0.425

Upper Limit on Period, None 8.000 k = 1.098

TL = 8.000

0.2930

0.189

0.103

0.070

0.189

B) Y-Direction Calc

Fundamental Period per ETABS TY = 0.625

0.425

Upper Limit on Period, None 8.000 k = 1.063

TL = 8.000

0.2930

0.210

0.103

0.070

0.210

For S1 >= 0.6g, Cs >= 0.5S1/(R/Ic) = ASCE 7-16, Eqn. 12.8-6

Governing Cs,Y =

VY = Cs,YW (kips) = ASCE 7-16, Eqn. 12.8-1 in Y-Direction

Cs >= 0.044SDSIc >= 0.01 = ASCE 7-16, Eqn. 12.8-5

Governing Cs,X =

VX = Cs,XW (kips) = ASCE…