1. 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

2. 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

3. 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
HBE
Steel Plate
VBE
A SPSW frame is comprised of a rectangular system of rigidly jointed columns and beams with an infill thin steel plate which resist moment and shear forces developed during earthquake ground movements.
2. Moment resisting frames simply means frames that resist forces by bending.

4. Problem Statement
Design a 3-story office building located at 1300 Market Street, San Francisco, CA Utilize steel plate shear walls (SPSWs) as the lateral force resisting system.
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.

5. Building Specifications
Floor
psf
Height
Floor 3: 95 12
Floor 2: 90
Floor 1: 92
Total length:
150 𝑓𝑡
Total width:
120
Total floor area:
13,740
𝑓𝑡 2
Total weight:
3,806
𝑘𝑖𝑝𝑠

6. Earthquake Probability in the Bay Area

7. Equivalent Lateral Force Procedure

8. Vertical Distribution of Lateral Forces
Cvx is the vertical distribution factor

9. Max Story Drift

10. AISC Seismic Code Provisions
Determine preliminary sizes for the three main components of the Lateral System
SPSW
HBE
VBE
A represents the tension force applied on the

11. AISC Seismic Code Provisions
The Strip-model was used to approximate SPSW response to lateral forces
Solving for the angle of inclination, α
3rd : α =41.3°
2nd : α =39.3°
1st : α =38.3°
A represents the tension force applied on the

12. AISC Seismic Code Provisions
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
A represents the tension force applied on the

13. AISC Seismic Code Provisions
Final member sizes
2nd floor steel plate redesigned
3rd and 2nd floor HBE redesigned
Final design
A represents the tension force applied on the

14. SAP2000 Analysis of Structure
Building Drift:
Inelastic building roof drift
5.35 in
Maximum allowable building drift
10.8
Roof drift over building height %
1.2 %
A represents the tension force applied on the

15. SAP2000 Analysis of Structure
Figures of forces acting on the structure
A represents the tension force applied on the
Moment Axial forces Shear forces

16. SAP2000 Analysis of Structure
A represents the tension force applied on the

17. Future Work/ Conclusion
Future/Current Work
Better approximation of the fundamental period of the structure
Designing the HBEs and VBEs to withstand some of the shear forces
A represents the tension force applied on the

18. Any Questions?