Free Steel Shear Wall Calculator — SPSW Design
Design steel plate shear walls (SPSW) for seismic lateral resistance. The calculator determines infill plate thickness, horizontal boundary elements (HBEs), vertical boundary elements (VBEs), and checks capacity design requirements per AISC 341-22 Section F5, AISC 360-22, and CSA S16 Section 27.
SPSW basics: A steel plate shear wall consists of a steel infill plate surrounded by a moment-resisting frame of HBEs and VBEs. The infill plate is designed to yield in shear under design seismic loads, providing ductile energy dissipation through plate tension field action.
How to Use
- Define wall geometry: height, width, story levels.
- Select infill plate: thickness, yield strength (typically A36 or A572 Gr 50).
- Design HBEs and VBEs: W-shapes with Fy = 50 ksi.
- Enter seismic demands: story shear, overturning moment.
- Check infill plate: tension field strength, drift limits, slenderness.
- Verify capacity design: HBE and VBE capacity for plate overstrength.
Design Requirements (AISC 341-22 F5)
| Check | AISC 341 | CSA S16 |
|---|---|---|
| Infill plate slenderness | F5.4 (h/tw ≤ 2000/√Fy) | Cl 27.4 |
| Infill plate nominal strength | F5.3 (Vn = 0.42FytLcfsin(2α)) | Cl 27.5 |
| HBE/VBE design | F5.5 (capacity-based) | Cl 27.6 |
| Column splice strength | F5.6 (1.1RyFy*Ag) | Cl 27.7 |
| Drift limits | F5.7 (0.025*hsx) | Cl 27.8 |
| Pinch angle α | tan(2α) = (1 + tLcf/(2Ac)) / (1 + th/(2Ab)) | Annex |
Infill Plate Tension Field Action
The infill plate develops diagonal tension field action after buckling in shear. The nominal shear strength per AISC 341 Eq F5-1 is:
Vn = 0.42 _ Fy _ t _ Lcf _ sin(2α)
Where α is the tension field angle, typically 38-45 degrees depending on HBE and VBE relative stiffness. Lcf is the clear distance between HBE flanges.
Frequently Asked Questions
What is the difference between steel plate shear walls and conventional braced frames? SPSW provides higher ductility and more uniform stiffness over the building height compared to braced frames. The infill plate yields in shear across the entire panel, distributing energy dissipation over the full wall height. Braced frames concentrate inelastic action at specific braces. SPSW also provides better architectural flexibility since the wall can be concealed within a partition.
What is the minimum infill plate thickness for SPSW? AISC 341-22 Section F5.4 limits infill plate slenderness to h/tw ≤ 2000/√Fy (approximately h/tw ≤ 300 for 36 ksi steel). Practically, infill plates are typically 3/16 to 3/8 inch thick for low-rise buildings and up to 1/2 inch for mid-rise. Very thin plates (under 3/16 inch) are difficult to weld without distortion.
How are HBEs and VBEs designed for SPSW? HBEs (horizontal boundary elements — beams) and VBEs (vertical boundary elements — columns) are designed using capacity design principles per AISC 341 Section F5.5. The boundary elements must remain elastic under the forces generated by the fully yielded and strain-hardened infill plate. This requires designing HBEs and VBEs for 1.2 times the forces from the expected infill plate strength (Ry*Fy).
Is this steel shear wall calculator free? Yes, completely free with unlimited calculations.
Disclaimer (educational use only)
This page is provided for general technical information and educational use only. It does not constitute professional engineering advice. All structural designs must be verified by a licensed Professional Engineer (PE) or Structural Engineer (SE). The site operator disclaims liability for any loss or damage arising from the use of this page.