PROJECT : PAGE : CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

Shear Wall Design

INPUT DATALATERAL FORCE ON DIAPHRAGM: 350 plf,for wind

350 plf,for seismic

GRAVITY LOADS ON THE ROOF: 262 plf,for dead load

0 plf,for live load

DIMENSIONS: 8 ft , h = 16 ft

L = 7 0 ft

PANEL GRADE ( 0 or 1) = 1 <= Sheathing and Single-Floor

MINIMUM NOMINAL PANEL THICKNESS = 15/32 in

COMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d ) 1 8d

SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5

EDGE STUD SECTION 2 pcs, b = 2 in , h = 6 in

DESIGN SUMMARYBLOCKED 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-DOWN FORCES: 4.02 k , 3.87 k (USE PHD5-SDS3 SIMPSON HOLD-DOWN)

DRAG STRUT FORCES: -0.35 k

EDGE STUD: 2 - 2'' x 6'' DOUGLAS FIR-LARCH No. 1, CONTINUOUS FULL HEIGHT.

SHEAR WALL DEFLECTION: 0.97 in

ANALYSISTHE MAX SHEAR WALL DIMENSION RATIO L / B = 2.0 < 2 [Satisfactory]

THE UNIT SHEAR FORCE 306 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 4 in )

THE SHEAR CAPACITIES PER UBCTable 23-II-I-1 :

Panel Grade

Min. Min. Blocked Nail Spacing

Common Penetratio Thickness Boundary & All Edges

Nail (in) (in) 6 4 3 2

Sheathing and Single-Floor 8d 1 1/2 15/32 260 380 490 640

Note: The indicated shear numbers have reduced by specific gravity factor per note 1 of the table.

THE DRAG STRUT FORCE: -0.35 k 1 ) (Sec. 1633.2.6)

THE MAX SPACING OF 5/8" DIA ANCHOR BOLT (Tab.11E, NDS 2001, Page 85) S = 34 in

THE HOLD-DOWN FORCES:

Wall Seismic Overturning Resisting Safty Net Uplift Holddown

(plf) at mid-story (lbs) Moments (ft-lbs) Moments (ft-lbs) Factors (lbs) SIMPSON

SEISMIC 350 205 40838Left 10515 0.9 3922

Right 12349 0.9 3716

WIND 350 39200Left 10515 2/3 4024

Right 12349 2/3 3871

THE MAXIMUM SHEAR WALL DEFLECTION: ( Section 4.3, ASD MANUAL SUUP, Page SW-17)

= 0.971 in

Where: 306 plf 8 ft E = 1.7E+06 psi

A = 16.50 h = 16 ft G = 9.0E+04 psi

t = 0.298 in 0.037 in 0.15 in

CHECK EDGE STUD CAPACITY

1500 psi 1.6 0.14 A = 16.5

E = 1700 ksi 1.10 365 psi > 201 psi

[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.

vdia, WIND =

vdia, SEISMIC =

wDL =

wLL =

Lw =

ft , hp =

TL = TR =

F =

D =

vb =

F = (L-Lw) MAX( vdia, WIND, W0vdia, SEISMIC ) = ( W0 =

vdia

TL =

TR =

TL =

TR =

vb = Lw =

in2

en = da =

Fc = CD = CP = in2

CF = Fc' = fc =

PHD

5-SDS3

380.75b b a

Bending Shear Nail slip Chord splice slip nw w

h hv h v dheEA GtL L

D D D D D

PROJECT : PAGE : CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

Wood Column Design

INPUT DATA DESIGN SUMMARYMEMBER TYPE: 3 1 POST

2 STUD USE: 2 - 2'' x 6'' DOUGLAS FIR-LARCH No. 13 KING STUD

GEOMETRY DATA:HEIGHT h = 16 ft 201 psi < 365 psi okUNBRACED LENGTH Le x-x (H) = 16.0 ft

Le y-y (B) = 0 ftLOAD DATA: 0 psi < 2080 psi ok

DEAD LOAD 3324 lbsLIVE LOAD 0 lbsTOTAL 3,324 lbs 3. CHECK INTERACTION :LATERAL LOAD x-x 0 plf

M= 0 ft-lbsLOAD DURATION 5 WIND/EARTHQUAKE LOAD 0.305 < 1 ok

DESIGN CRITERIA:SECTION 2 pcs, B = 2 in

H = 6 in 6419SPECIES DOUGLAS FIR-LARCH 6648

GRADE No. 1 3 6214

LUMBER GRADING TYPE 1 VISUALLY GRADED 6444

SHAPE TYPE 1 SAWN LUMBER

WET / DRY USE ? 1 DRY

ANALYSISCOLUMN BASIC DESIGN STRESSES:

COMPRESSIVE STRESS 1500 psiMODULUS OF ELASTICITY E = 1700 ksi

BENDING STRESS (X-Axis) 1000 psi

BENDING STRESS (Y-Axis) 1000 psi

COLUMN PROPERTIES:COLUMN SECTION X-Dir dx = 5.50 in

Y-Dir dy = 1.50 in

AREA A = 16.5

SECTION MODULI Abt. xx Sx = 15.13

Abt. yy Sy = 4.13LENGTH-DEPTH RATIO Le x-x / dx = 34.9

Le y-y / dy = 0.0

ADJUSTMENT FACTORS:

DURATION FACTOR 1.60 1.60 1.60

MOISTURE FACTOR 1.00 1.00 1.00 0.90 COLUMN PARAMETER c = 0.80

TEMPERATURE FACTO 1.00 1.00 1.00 1.00 EULER BUCKLING COEFFICIENT

INCISING FACTOR 1.00 1.00 1.00 1.00 0.300

SIZE FACTOR 1.30 1.30 1.10 1.00 CRITICAL EULER BUCKLING VALUES

FLAT USE FACTOR 1.15 377 psi

COLUMN STABILITY 0.138 2640 psi

REPETITIVE MEMBER 1.00 1.00

BEAM STABILITY 1.00 1.00

ADJUSTED PROPERTIES:MODULUS OF ELASTICITY E' = 1530 ksi

BENDING STRESS (X-Axis) 2080 psi

BENDING STRESS (Y-Axis) 2392 psi

AXIAL STRESS 365 psi

ACTUAL STRESSES:

AXIAL 201.5 psi

BENDING STRESSES 0.0 psi

1. CHECK VERTICAL LOADS : fc < Fc' ?

2. CHECK BENDING LOADS : fb < Fb' ?

Fc =

Fbx =

Fby =

in2

in3

in3

Fbx' Fby' Fc' E'

CD

CM

Ct

Ci KcE =

CF

Cfu FcE =

CP Fc* =

Cr

CL

Fbx' =

Fby' =

Fc' =

fc =

fbx =

2

' '

11 ?

1bxc

c cEx bxc

ff

fF F F