Report C°Rt =NA
MYNTEAN P.E.
a ,-v CONSULTING ENGINEER
October 25, 2011 f 3 0 22-7 c't loco '/ /S ?/I 'A./
1/1'1 0 20/ / -OQ /off
Memorandum
To: Josh Kelso, Mission Homes NW
From: Corina Muntean, P.E.
Re: .=: Highland Hills Lot 8, Mission Homes Man Silverwood'5
This memo is to confirm that the 6 x 6 DF #2 post in the garage is adequate for the applied
load of 8735. Please see attached calculation.
If you have any questions, don't hesitate to call.
(o . PRo�F
497 :'° •
{ OREGON
C1014/ 12 \qc1-
'`' 4 MU
7Mnirns: 1'.* - 1 .
3204 NE 166th Ave Vancouver WA 98682 : 503 313 3011 CELL : 360 8831556 FAX : corina @consultcorina.com
r w
page
Project: Corina Muntean PE Inc
Location Column 1 Mission Homes �s 3204 NE 166th Ave
Column V$ ; ChIC Vancouver, WA 98682
of
[2009 International Building Code(2005 NDS)] - ' .
55 IN x 5.5 IN x 10.0 FT
w
#2 - Douglas -Fir -Larch (North) - Dry Use StruCalc Version 8.0.106 0 10/25/2011 6.25 50 AM
Section Adequate By: 43.8% LOADING DIAGRAM
VERTICAL REACTIONS
Live Load. Vert-LL -Rxn = 5735 lb
ie
Dead Load Vert-DL -Rxn = 3064 lb
Total Load. Vert-TL -Rxn = 8799 lb B
COLUMN DATA V
Total Column Length. 10 ft ` °r
Unbraced Length (X -Axis) Lx: 10 ft
Unbraced Length (Y -Axis) Ly: 10 ft
Column End Condtion -K (e) 1
Axial Load Duration Factor 1.00
v rt
COLUMN PROPERTIES t ,.
#2 - Douglas -Fir -Larch (North) #
Base Values Adjusted '�e
Compressive Stress: Fc = 700 psi Fc' = 518 psi
Cd =1.00 C =0 74
p roe
Bending Stress (X -X Axis) Fbx = 725 psi Fbx' = 725 psi
Cd =1.00 CF =1.00 '
Bending Stress (Y -Y Axis): Fby = 725 psi Fby' = 725 psi -{
Cd =1 00 CF =1 00
Modulus of Elasticity: E = 1300 ksi E = 1300 ksi ira
Min Mod. of Elasticity E_min = 470 ksi E_min' = 470 ksi
Column Section (X -X Axis) dx = 5.5 in
Column Section (Y -Y Axis) dy = 5,5 in
Area A = 30.25 in2
Section Modulus (X -X Axis) Sx = 27.73 in3 •
Section Modulus (Y -Y Axis). Sy = 27 73 in3 A
Slenderness Ratio: Lex /dx = 21.82
Ley /dy = 21 82 AXIAL LOADING
Live Load' PL = 5735 lb
Column Calculations (Controlling Case Only): Dead Load: PD = 3000 lb
Controlling Load Case Axial Total Load Only (L + D) Column Self Weight CSW = 64 lb
Actual Compressive Stress: Fc = 291 psi Total Load PT = 8799 lb
Allowable Compressive Stress. Fc' = 518 psi
Eccentricity Moment (X -X Axis): Mx -ex = 0 ft -lb
Eccentricity Moment (Y -Y Axis). My -ey = 0 ft -lb
Moment Due to Lateral Loads (X -X Axis): Mx = 0 ft -lb
Moment Due to Lateral Loads (Y -Y Axis) My = 0 ft -lb
Bending Stress Lateral Loads Only (X -X Axis) Fbx = 0 psi
Allowable Bending Stress (X -X Axis): Fbx' = 725 psi
Bending Stress Lateral Loads Only (Y -Y Axis) Fby = 0 psi
Allowable Bending Stress (Y -Y Axis): Fby' = 725 psi PR
Combined Stress Factor: CSF = 0.56 / _ ‹ 4 � 4 :9
f 497 y
r
I OREGON
0 0-% 12, �9g9Q
I �A MOW"
rvntres: 11./5112-.