# UTILIZING STEEL PLATE SHEAR WALLS FOR SEISMIC

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29 Νοε 2013 (πριν από 4 χρόνια και 6 μήνες)

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UTILIZING STEEL PLATE
SHEAR WALLS FOR SEISMIC
HAZARD MITIGATION

NASA CIPAIR Summer Internship

By: Agustin Robles, Cham Htun, David Alvarez,
and Jasmine Flores

1

Presentation Outline

Introduction to Steel Plate Shear Walls

Background information on building and location

Design calculations

ASCE 7
-
10 Equivalent Lateral Force Procedure

AISC Code Provisions

Analysis of structure

SAP2000 lateral force simulations

2

Steel Plate Shear Wall Frames

A SPSW frame has three main components:

High plastic energy dissipation

Enhanced stiffness, strength and ductility

Cost efficient

3

HBE

VBE

Steel
Plate

Problem Statement

Design the optimal member sizes for the:

Steel plates

Horizontal boundary elements (HBEs)

Vertical boundary elements (VBEs)

Utilize SAP2000 to simulate and evaluate

the structures response to lateral forces.

4

Design a
3
-
story office building

located at
1300 Market Street, San
Francisco, CA 94103
. Utilize steel plate shear walls (SPSWs) as the
lateral force resisting system.

Floor

psf

Height

Floor 3:

95

12

Floor 2:

90

12

Floor 1:

92

12

Total length:

150

𝑓

Total width:

120

𝑓

Total floor

area:

13,740

𝑓
2

Total weight:

3,806

𝑘𝑖𝑝

Building Specifications

5

Earthquake Probability in the Bay Area

6

Equivalent Lateral Force Procedure

7

Vertical Distribution of Lateral Forces

8

Max Story Drift

9

Determine preliminary sizes for the
three main components of the Lateral
System

SPSW

HBE

VBE

AISC Seismic Code Provisions

10

The Strip
-
model was used to
approximate SPSW response to
lateral forces

Solving
for the angle of inclination,
α

3
rd

:
α
=41.3
°

2
nd
:
α
=
39.3
°

1
st
:
α
=
38.3
°

AISC Seismic Code Provisions

11

Demand Capacity Ratios (DCR)

Ratio of forces acting on a member with respect to the maximum strength or
capacity of that member

Shear Capacity

Combined compression and flexure check

AISC Seismic Code Provisions

12

Final member sizes

2
nd

floor steel plate redesigned

3
rd

and 2
nd

floor
HBE redesigned

Final design

AISC Seismic Code Provisions

13

SAP2000 Analysis of Structure

14

Building Drift:

Inelastic building
roof drift

5.35

in

Maximum allowable
building drift

10.8

in

Roof drift over
building height %

1.2

%

SAP2000 Analysis of Structure

15

Moment Axial forces Shear forces

Figures of forces acting on the structure

Moment
Axial forces

Shear forces

SAP2000 Analysis of Structure

16

Future Work/ Conclusion

17

Future/Current

Work

Better

approximation

of

the

fundamental

period

of

the

structure

Designing

the

HBEs

and

VBEs

to

withstand

some

of

the

shear

forces

Any Questions?

18