Main References: SDPWS 4.3.7.1, SDPWS Tables 4.3A and 4.3B

Wall Construction

(for more details, see Wall Construction )

References

4.3.7.1. Table 4.3A, Table 4.3.3.2*, Table 3.2.1

Sud Spacing shear

12,16,19.2, 24"

Max 24”

Max stud spacing bending

12,16, 24

Table 3.2.1

Stud Thickness, nominal

Default 2"

2”

Orientation - shear

Horizontal or Vertical

Both - 4.3.7.1 (1)

Orientation - bending

Horizontal or Vertical

Both - Table 3.2.1 A

Blocking

Blocked or Unblocked

Blocked or Unblocked

Surface

Either or both

Either or both

Gypsum underneath

Allowed

Yes

* 19.2 stud spacing included for 20" option in Unblocked Adjustment Factor table 4.3.3.2

Sheathing Thickness and Type

Plywood shear

Table 4.3A,

All materials

5/16, 3/8

5/16, 3/8

Structural I and Plywood sheathing

also 7/16,15/32,

also 7/16, 15/32

Plywood sheathing

also 19/32

also 19/32

Plywood siding

5/16, 3/8 only

5/16, 3/8 only

Plywood Bending

-

Table 3.2.1

Plywood sheathing

5/16*,3/8,7/16,15/32,19/32, 23/32

3/8,7/16,15/32, 19/32, 23/32

Plywood siding

5/16, 3/8

Doesn't say

*5/16 values taken from the Wood Frame Construction Manual.

Fastener Types and Sizes

(for more details, see Table for Fastener type and lengths)

Common nail

6d,8d,10d,16d*

6d,8d,10d

Box nail

6d,8d,10d,16d*

6d,8d,10d

Galvanised casing

6d,8d

6d,8d

*16d size included for nail withdrawal calculations

Fastener spacing

(for more details, see Table for Fastener spacing)

Edge spacing

2,3,4,6”

2,3,4,6”

Intermediate Spacing

2,4,6,8,10,12”*

6” or 12” max

*Lower than maximum intermediate spacing values are provided for nail withdrawal resistance

Seismic Information

Allowable Design Categories

ASCE-7 Table 12.2-1,

65 Feet or less

Allows all

Allows all

Greater than 65 feet

Screen warning for D, E, F

Disallows D, E, F

Framing detail:

For capacity >350 on either side

Note 1 in Framing Materials Table

4.3.7.1(5.c)

Applicable zones

D,E,F

D,E,F

Response modification factor R

Input in Site Dialog, Prompts to change upon load generation

ASCE-7 Table 12.2-1, 12.8.1.1

R - bearing walls

Default 6.5

6.5

R - building frames

Default 7.0

7.0

Deflection amplification factor C_d

Input in Site Dialog, Prompts to change upon load generation

ASCE-7 Table 12.2-1,

12.8.6

C_d - bearing walls

Default 4.0

4.0

C_d - building frames

Default 4.5

4.5

Overstrength Factor W₀ *

Cannot be overriden

ASCE-7 Table 12.2-1, inc. note b; 12.10.1.1.

W₀- bearing walls, rigid diaphragms

3.0

2.5

W₀- building frames, rigid diaphragms

4.5

4.5

W₀ - bearing walls, flexible diaphragms

4.0

4.0 or 4.5

W₀ - building frames, flexible diaphragms

3.5

3.5 or 4.0

*for drag strut force from discontinuous shear lines above, only

Permissible Force Distribution Method

Refer to Shear Force Distribution Methods for more a description of these methods and how they are selected.

Reference

SDPWS 4.3.3.4.1 , inc. Exception 1

Deflection-based distribution

Allowed, no reduction applied

Allowed

Capacity-based distribution

Aspect ratio adjustment applied to narrow segments, see below

Allowed with reduction in capacity for narrow segments

Aspect Ratios and Capacity Adjustment

Aspect ratio - h/b, b_s = segment length, h =height

Applies to wall segments or force-transfer piers.

( For more details see Aspect Ratio Limits and Factors )

Maximum aspect ratio

SDPWS 4.3.4, Table 4.3.4

Blocked, unadjusted

3.5:1

3.5:1

Blocked, unadjusted

2:1

2:1

Unblocked

2:1

2:1

Shear Capacity Adjustment*

SDPWS 4.3.4.2, 4.3.3.4.1 Exception 1.

Capacity-based force distribution

2b,/ h

2b, / h

Deflection-based distribution

1.25 - 0.125 h / b,

1.25 - 0.125 h / b,

*Applies to segmented and force-transfer walls only; for perforated walls the lengths of the wall segments are factored by 2b,/ h in the calculation of C_{o .} This has the effect of decreasing C_{o .} which is applied to the shear capacity.

Shear Capacity Adjustments and Notes

Reference

Notes under Sheathing Materials Table

SDPWS Table 4.3A Notes, 4.3.7.1 , 4.3.3

increase 3/8, 7/16 to values for 15/32 for spacing >= 16" and horizontal orientation

Note 3

Note 2

3” framing, staggered nails for certain conditions

Note 2

4.3.7.1 (5)

Specific Gravity (G) factor =

1 - ( 0.5 - G)

1 - ( 0.5 - G)

Note for G

Note 1

Note 3:

Wind Increase Factor*

1.4*

Incorporated in Table 4.3A

ASD Reduction Factor**

Values in Table 4.3D divided by 2.0.

2.0

Note for ASD Factor

No note

Note 1 referring to 4.3.3

Aspect Ratio Factor

See above section

See above section

*Shearwalls multiplies seismic resistances from Section A the table by 1.4 for wind design. The values may be slightly different than those in Section B of the table due to rounding.

Gypsum Underlay

Allowed

Table 4.3B

Combination of Sheathing Capacities

For more details, refer to Combination of Sheathing Capacities,

Reference

SDPWS 4.3.3.3

Identical materials on both sides, seismic or wind

Add capacities

Add capacities

With wood structural panels with different specs on other side, wind

V_wc=K_min G_ac

No guidance

With wood structural panels with different specs on other side, seismic

V_sc =K_min G_ac

V_sc =K_min G_ac

With non-wood-structural panels on other side, seismic

twice weakest or strongest

twice weakest or strongest

With lumber sheathing or fiberboard on other side, wind

twice weakest or strongest

twice weakest or strongest

With gypsum wallboard on other side, wind

Add capacities

Add capacities

Bending Resistance

Reference

SDPWS Table 3.2.1

5/16” thickness

Uses WFCM

Not included

All other sizes, spacings

Uses SDPWS

From Table 3.2.1