Timber Section
CSA O86-01
v1.0.0
File:
Project:
Designer:
Date:

Member Dimensions

Cross Section
Width b:
mm
Depth d:
mm
Overal Length
Length L:
mm
Effective Length
Lx:
mm (associated with 'd')
Ly:
mm (associated with 'b')
Number of Plies
Plies:

Material

Species:
Grade:

Conditions

Service:
Treatment:
Sytem:
Load Duration:

Design Results

Bending, Mr
Shear, Vr
Compression, Pr
Tension, Tr
Deflection, EsI
Waiting for results...

Properties

Section: 38 mm x 140 mm

Table: 5.3.1A Structural Joists and Planks

Moment Resistance

&Phi = 0.9
KH = 1.0
KD = 1
KT = 1.0
fb = 16.5 MPa
KSb = 1.0
Fb=fb(KD*KH*KSb*KT) = 16.5 MPa
Sx = 124133mm3
Sy = 33693mm3
Kzb = 1.4
KLy = 1
KLx = 0.979

Mrx = &Phi*Fb*Sx*KZb*KLx = 2.527 kN*m

Mry = &Phi*Fb*Sy*KZb*KLy = 0.7 kN*m

Shear Resistance

&Phi = 0.9
KH = 1.0
KD = 1
KT = 1.0
fc = 1.9 MPa
KSv = 1.0
Fv=fv(KD*KH*KSv*KT) = 1.9 MPa
An = 5320 mm2
Kzv = 1.4

Vr=&Phi*Fv*An*KZv/3 = 8.491 kN

Compression Resistance

&Phi = 0.8
KH = 1.0
KD = 1
KT = 1.0
fc = 19.0 MPa
KSc = 1.0
Fc = fc(KD*KH*KSc*KT) = 19 MPa
A = b*d = 5320 mm2
Kzc_x = 1.3
Kzc_y = 1.3
Cc_x = 7.1 &le 50
Cc_y = 26.3 &le 50
Kse = 1.0
E05 = 8500
Kc_x = 0.97
Kc_y = 0.4

Pr_x =&Phi*Fc*A*KZc_x*Kc_x = 102.036 kN

Pr_y =&Phi*Fc*A*KZc_y*Kc_y = 41.831 kN

Pr = 41.831 kN

Tension Resistance

&Phi = 0.9
KH = 1.0
KD = 1
KT = 1.0
ft = 10.6 MPa
KSt = 1.0
Ft = ft(KD*KH*KSt*KT) = 10.6 MPa
An = b*d = 5320 mm2
Kzt = 1.3

Tr=&Phi*Ft*An*KZt = 65.98 kN

Deflection

E = 12500 MPa
Ix = b*d3/12 = 8689333 mm4
Iy = b3*d/12 = 640173 mm4
KSE = 1.0
KT = 1.0
ES = E*KSE*KT = 12500MPa

ESIx = 108.6 x 109 N*mm2

ESIy = 8 x 109 N*mm2

This information must be read or used in conjunction withthe 2005 reprint of CAN/CSA O86-01 Engineering Design in Wood.
In the event of discrepancies, CAN/CSA O-86 shall govern.