wood shear wall and diaphragm deflection
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Deflection of Wood Shear Wall April 17, 2023
How to Enter Data
b = 10 ft = 0.178 in
v = 300 plfBoundary Element
Species Hem-Fir
Grade No. 2
HF No.2---
h = 8 ft # 2(in) nominal b 2(in) nominal d 6(in) actual b 3.00(in) actual d 5.50
S 15.13
A 16.50
Wood Panel Grades or Species Group Numbers I 41.59Exterior C-C and C-D G = 90,000 psi (psi) E 1,300,000
Nominal thickness of wood panel load/nail15/32-U t = 0.298 psi 0.006 60
Unsanded 0.010 80Interior Edge Nailing
10d @ 3 75 pounds / 10d OK
in. o.c. 0.0108 in
Holddown Selection Holddown connecting to Foundation
STHD14RJ 0.023 in
= +v h
+ +E A b G t b
(bending) (shear) (nail deformation) (chord splice slip)
= 0.0057 + 0.0895 + 0.0648 + 0.0180
= 0.1780
v = maximum shear due to design loads at the top of wall (plf)h = wall height (ft)b = wall width (ft)E = elastic moduus of boundary element (vertical member at shear wall boundary) (psi)A = area of boundary element cross section (sq.in.)G = modulus of rigidity of wood structural panel (psi)t = effective thickness of wood structural panel for shear (in)
= nail deformation (in)
= deflection due to anchorage details (rotation and slip at tie-down bolts) (in)
(in3)
(in2)
(in4)
en
en =
da =
8 v h3
0.75 h enh da
en
da
Developed by:Developed by:Forum EngineersForum Engineers
Deflection of Wood Diaphragm April 17, 2023
How to Enter Data
L = 30 ft Boundary ElementSpecies Douglas Fir-Larch
Grade No. 2
DFL No.2---
# 2(in) nominal b 2
v v (in) nominal d 6b = 60 ft (in) actual b 3.00
(in) actual d 5.50
S 15.13
= 0.496 in A 16.50
I 41.59v = 200 plf (psi) E 1,600,000
Wood Panel Grades or Species Group NumbersUNBLOCKED
Exterior C-C and C-D G = 90,000 psi
Nominal thickness of wood panel load/nail3/4-U t = 0.445 psi 0.013 100
Unsanded 0.018 120Interior Edge Nailing
10d @ 6 100 pounds / 10d OK
in o.c. 0.0156 in
Chord Splice# of lines Connector Spacing
10 10d 10 0.077 inft o.c.
= +v h
+ +8 E A b 4 G t 2 b
(bending) (shear) (nail deformation) (chord splice slip)
= 0.0021 + 0.0375 + 0.0880 + 0.1203
= 0.2479 * 2
= 0.4958
v = maximum diaphragm shear due to design loads in the direction under consideration (plf)b = diaphragm width (ft)L = diaphragm length (ft)E = elastic moduus of chords (vertical member at shear wall boundary) (psi)A = area of chord cross section (sq.in.)G = modulus of rigidity of wood structural panel (psi)t = effective thickness of wood structural panel for shear (in)
= nail deformation (in)
= sum of individual chord-splice slip values on both sides of the diaphragm,
(in3)
(in2)
(in4)
en
en =
Dc =
5 v L3
0.188 L en( Dc X)
en
(DcX)
Developed by:Developed by:Forum EngineersForum Engineers
each multiplied by its distance to the nearest support
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