Residential Shear Wall Design for Wind: 8 ft × 8 ft per SDPWS 4.1.4.2

Example

In a residential building (Risk Category II), a wood-frame shear wall resists wind. Given: wall height h = 8 ft; wall length (width) b = 8 ft; lateral wind force at top of wall line W = 2,500 lb (from ASCE 7 MWFRS or diaphragm design—typical for single-story 24 ft × 32 ft building); dead load on wall 50 plf (uniform, wall self-weight plus tributary floor/roof). Aspect ratio h/b = 1.0 (no reduction per SDPWS §4.3.3). Check whether the wall has adequate capacity for wind, select sheathing and fasteners per SDPWS Table 4.3A, and size hold-down. Va = Vn/2.0 for wind per §4.1.4.2.

How StructSuite solves this

StructSuite's free shear wall design tool applies SDPWS 2021 Table 4.3A (nominal Vn), §4.1.4.2 (wind Va = Vn/2.0), §4.3.3 (aspect ratio), Eq 4.3-7 (boundary forces T, C). Step 1 Geometry: enter Height 8 ft, Length 8 ft. Step 3 Loads: enter W — Wind (lb) = 2,500; add gravity load Type D, 50 plf. Step 2 Sheathing: in Table 4.3A select row (e.g., Wood Structural Panels - Sheathing, 15/32 in., 8d common) and column (6 in. edge). Step 4 Boundary Members & Hold-Downs: select hold-down model. Design Verification shows capacity check.

Steps

1. Step 1: Geometry & Configuration

   Design consideration: Aspect ratio h/b controls both shear capacity and overturning. Low h/b (e.g., 8×8 gives h/b=1) means stiffer wall, no SDPWS §4.3.3.2 reduction. Tall narrow walls (h/b > 2) require capacity factor 1.25 − 0.125(h/b). Wider walls (larger b) increase capacity linearly and reduce hold-down tension. For residential single-story, 8×8 ft to 10×10 ft is typical for garage or end walls.

   In StructSuite: Open Step 1: Geometry & Configuration. In the Shear wall line — segments and spacing area, for Shear Wall 1: in the Height, h (ft) input box enter 8; in the Length, b (ft) input box enter 8.

2. Step 3: Load Definition

   Design consideration: Wind load magnitude drives both shear demand and overturning. Higher W requires tighter nail spacing or thicker sheathing. For a 24×32 ft single-story residential, diaphragm distributes ~1,500–3,000 lb to a typical end wall. Coastal and Exposure C/D zones see 2–3× higher pressures than inland B. Risk Category II (single-family) uses Importance Factor 1.0.

   In StructSuite: Open Step 3: Load Definition. Under Lateral force at top of shear wall line, in the W — Wind (lb) input box enter 2500.

3. Step 3: Load Definition

   Design consideration: Dead load D resists overturning and reduces net uplift at the hold-down. Overturning moment ≈ V×h; resisting moment from 0.6D×b²/2 (ASCE 7). Higher D = smaller hold-down. For residential, 50 plf covers wall self-weight (~8–12 plf) plus tributary roof/floor. Only D contributes to overturning resistance; L is not used.

   In StructSuite: Open Step 3: Load Definition. Under Gravity loads on walls, click the + Add gravity load button. In the new row, set Type = D in the dropdown; set Distribution = Uniform (lb/ft); in the Value (plf) input box enter 50.

4. Step 2: Sheathing & Fasteners

   Design consideration: Nail spacing drives capacity more than panel thickness: 6 in. edge is common; 4 in. adds ~35–40% capacity but 15–20% more labor. OSB typically lower cost than plywood; plywood preferred in high-humidity or when appearance matters. SDPWS Footnote 2 permits 15/32 capacity when studs ≤16 in. o.c.—often avoids upgrading to 7/16 for residential.

   In StructSuite: Open Step 2: Sheathing & Fasteners. In the SDPWS 2021 Table 4.3A grid, locate the row for your panel type (e.g., Wood Structural Panels - Sheathing, 15/32 in., 8d common) and click the cell in the column for the desired nail spacing (e.g., 6 in. edge). The nominal unit shear will populate. Open Step 5: Design Verification to confirm wind and seismic capacity checks pass.

5. Step 4: Boundary Members & Hold-Downs

   Design consideration: Hold-down tension T = (V×h − resisting moment from gravity) / b. Wind gives lower T than seismic (seismic uses 0.6D). Simpson table lists capacity by species: DF/SP (Douglas Fir, Southern Pine) typically 5–15% higher than SPF/HF. Anchor bolt diameter in table assumes adequate embedment—12–18 in. typical for 1/2 in. bolt in 3,000 psi concrete.

   In StructSuite: Open Step 4: Boundary Members & Hold-Downs. Under Hold-down model, select DF/SP or SPF/HF for species. In the Simpson Strong-Tie table, click the row for a hold-down model (e.g., DTT2Z® for 1825 lb DF/SP, 1/2 in. anchor bolt) whose capacity exceeds the max tension (T) from overturning. The anchor bolt diameter column shows required bolt size. Open Step 5: Design Verification to confirm D/C ≤ 1.

6. Step 5: Design Verification

   Design consideration: D/C (demand/capacity) < 1.0 means OK. Governing load (W or E) shown. Boundary forces T and C used for chord and collector design; C often resisted by bearing, T by hold-down. Multiple segments: check D/C for each end.

   In StructSuite: Open Step 5: Design Verification. Scroll to verify capacity checks pass for each wall. Open Step 6: Summary & Visualization. Use the boundary forces T and C shown for hold-down specification at chord locations. Note: Hold-down sizing UI is under construction.

Live design (pre-filled)

The form below is the real StructSuite module with example data loaded. Display only—values cannot be changed.