PROJECT : CLIENT : JOB NO. :
PAGE : DESIGN BY : REVIEW BY :
DATE :
Shear Wall Design INPUT DATA LATERAL FORCE ON DIAPHRAGM: vdia, WIND =
350
vdia, SEISMIC =
350
plf,for seismic
wDL =
262
plf,for dead load
GRAVITY LOADS ON THE ROOF:
wLL = DIMENSIONS:
Lw =
8
L = PANEL GRADE ( 0 or 1)
=
0
plf,for live load
ft , h =
16
ft
7
ft , h p =
0
ft
1
<= Sheathi ng ng and Si ng ngle-Fl oo oor
MINI MINIMU MUM M NOMI NOMINA NAL L PAN PANEL THI THICKNE CKNESS SS
=
COMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d ) SPEC SPECIIFIC FIC GRAV GRAVIITY OF FRAM FRAMIING MEM MEMBERS BERS EDGE STUD SECTION
plf,for wind
2
pcs, b =
15/3 15/32 2
in
1
8d
0.5 0.5 2
in , h =
6
in
DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 4 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 34 in O.C. HOLD-DOW N FORCES: TL = 4.02 k , T R = 3.87 k (USE PHD5-SDS3 SIMPSON HOLD-DOW N) F= DRAG STRUT FORCES: -0.35 k EDGE STUD: 2 - 2'' x 6'' DOUGLAS FIR-LARCH No. 1, CONTINUOUS FULL HEIGHT. D = SHEAR WALL DEFLECTION: 0.97 in
ANALYSIS THE MAX SHEAR W ALL DIMENSION RATIO THE UNIT SHEAR FORCE
L/B = vb =
306
2.0 plf,
(
THE SHEAR CAPACITIES PER UBCTable 23-II-I-1 : Min. Min. Panel Grade Common Penetratio Thickness Nail (in) (in) Sheathing and Single-Floor 8d 1 1/2 15/32
<
2
1
Side Diaphragm Required, the Max. Nail Spacing
[Satisfactory]
Blocked Nail Spacing Boundary & All Edges 4 3 380 490
6 260
4
in )
2 640
Note: The indicated shear numbers have reduced by specific gravity factor per note 1 of the table. THE DRAG STRUT FORCE: F = (L (L-Lw) MAX( v dia, WIND, W0vdia, SEISMIC ) = T HE HE MAX SPACING OF 5/8" DIA ANCHOR BOLT (T ab ab.11E, NDS 2001, Pa ge ge 85 S = THE HOLD-DOWN FORCES: vdia Wall Seismic (plf) at mid-story (lbs) SEISMIC
350
WIND
350
Overturning Moments (ft-lbs)
205
40838 39200
-0.35 34
k in
(
Resisting Moments (ft-lbs)
Safty Factors
W0
=
1
Net Uplift (lbs)
Left
10515
0.9
TL =
3922
Right
12349
0.9
TR =
3716
Left
10515
2/3
TL =
4024
Right
12349
2/3
TR =
3871
=
0.971
) (Sec. 1633.2.6)
Holddown SIMPSON
3 S D S 5 D H P
THE MAXIMUM SHEAR WALL DEFLECTION: ( Section 4.3, ASD MANUAL SUUP, Page SW-17)
D=+++=+++ DDDD Bending Bending
W here:
8v b h Shear
vb = A = t=
Nail slip
306 16.50 0.298
Chord splice slip slip
plf in in
3
EA L w Lw = h = en =
v bh Gt 8 16 0.037
0.75he n
ft ft in
hd a Lw
in
E = 1.7E+06 psi G = 9.0E+04 psi da = 0.15 in
CHECK EDGE STUD CAPACITY Fc =
1500
p si
CD =
1.6
CP =
0.14
E=
1700
ksi
CF =
1.10
Fc =
'
365
A= p si
16.5
> [Satisfactory]
Techincal References: 1. "National Design Specification, NDS", 2001 Edition, AF&AP, AWC, 2001. 2. Alan Williams: "Structuiral Engineering Reference Manual", Professional Publications, Inc, 2001.
f c =
in
2
201
ps i