UTILIZING STEEL PLATE SHEAR WALLS FOR SEISMIC

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29 Νοε 2013 (πριν από 3 χρόνια και 11 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

Advisor: Dr. Cheng Chen

Student Advisor: James Enright

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:









Advantages of SPSW:


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