REVIEWED-BLD2022-1294+Structural_Analysis_or_Calculations+9.27.2022_3.30.22_PM+3132115Page 1 of 3
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425-318-7047 (0)
425-318-0031 {C}
Design Criteria
............REVIEWED,.,.,.,.,.,
BY
- CITY OF EDMONDS
= BUILDING DEPARTMENT'-
LISA BEERS CONDO
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RECEIVED
% Sep 28 2022
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1110 5TH AVE S., UNIT 404, EDMONDS, WA 98020
STRUCTURAL CALC
PROJECT NO:22239 DATE:09/27/22
PREPARED BY: BASRI BASRI PE, SE
International Building Code (IBC) 2018
American Society of Civil Engineers (ASCE) 7-16
Pro
Structural design of beam and post to replace existing bearing wall.
Please see attached calculations for your reference
BLD2022-1294
Post 2-2A
Page 2 of 3
Project: LISA BEERS CONDO.
Location: P-1
Column
[2015 International Building Code(2012 NDS)]
(2)1.5INx3.5INx8.0FT
Stud - Hem -Fir - Dry Use
Section Adequate By: 29.4%
page
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 9/27/2022 2:16:55 PM of
CAUTIONS
* Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn = 920 lb
Dead Load: Vert-DL-Rxn = 483 lb
Total Load: Vert-TL-Rxn = 1403 lb
COLUMN DATA
Total Column Length: 8 ft
Unbraced Length (X-Axis) Lx: 0 ft
Unbraced Length (Y-Axis) Ly: 8 ft
Column End Condition-K (e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
Stud - Hem -Fir
Base Values
Adjusted
Compressive Stress:
Fc = 800 psi
Fc' = 189 psi
Cd=1.00 Cf=1.05 Cp=0.23
Bending Stress (X-X Axis):
Fbx = 675 psi
Fbx' = 743 psi
Cd=1.00 CF=1.10
Bending Stress (Y-Y Axis):
Fby = 675 psi
Fby' = 743 psi
Cd=1.00 CF=1.10
Modulus of Elasticity:
E = 1200 ksi
E' = 1200 ksi
Column Section (X-X Axis):
dx = 3.5
in
Column Section (Y-Y Axis):
dy = 3
in
Area:
A = 10.5
in2
Section Modulus (X-X Axis):
Sx = 6.13
in3
Section Modulus (Y-Y Axis):
Sy = 2.63
in3
Slenderness Ratio:
Lex/dx = 0
Ley/dy = 32
Column Calculations (Controlling Case Only):
Controlling Load Case: Axial Total Load Only (L + D)
Actual Compressive Stress:
Fc =
134
psi
Allowable Compressive Stress:
Fc' =
189
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-XAxis):
Fbx' =
743
psi
Bending Stress Lateral Loads Only (Y-Y Axis):
Fby =
0
psi
Allowable Bending Stress (Y-Y Axis):
Fby' =
743
psi
Combined Stress Factor:
CSF =
0.71
LOADING DIAGRAM
A
Live Load:
PL =
920 lb
Dead Load:
PD =
467 lb
Column Self Weight:
CSW =
16 lb
Total Axial Load:
PT =
1403 lb
Beam 2-2xl0
Project: LISA BEERS CONDO.
Location: B1
Roof Beam
[2015 International Building Code(2012 NDS)]
( 2 ) 1.5 IN x 9.25 IN x 8.0 FT
#2 - Douglas -Fir -Larch (North) - Dry Use
Section Adequate By: 41.2%
Controlling Factor: Moment
Page 3 of 3
page
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 9/27/2022 2:16:55 PM of
CAUTIONS
. Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center
Live Load 0.07 IN L/1466
Dead Load 0.03 in
Total Load 0.10 IN L/972
Live Load Deflection Criteria: L/240
Total Load Deflection Criteria: L/180
REACTIONS A B
Live Load 900 lb 900
lb
Dead Load 457 lb 457
lb
Total Load 1357 lb 1357
lb
Bearing Length 0.72 in 0.72
in
BEAM DATA
Span Length 8 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Roof Pitch 1 :12
Roof Duration Factor 1.15
Notch Depth 0.00
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch (North)
Base Values
Bending Stress:
Fb = 850 psi
Cd=1.15 CF=1.10
Shear Stress:
Fv = 180 psi
Cd=1.15
Modulus of Elasticity:
E = 1600 ksi
Comp. 1 to Grain:
Fc -1= 625 psi
Controlling Moment:
2714 ft-lb
4.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear:
-1357 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Read
Section Modulus:
30.29 in3
Area (Shear):
9.83 in2
Moment of Inertia (deflection):
36.64 in4
Moment:
2714 ft-lb
Shear:
-1357 lb
Adiusted
Fb' = 1075 psi
Fv' = 207 psi
E' = 1600 ksi
Fc -1' = 625 psi
Provided
42.78 in3
27.75 in2
197.86 in4
3833 ft-lb
3830 lb
LOADING DIAGRAM
s
ROOF LOADING
Side One:
Roof Live Load:
ILL =
25
psf
Roof Dead Load:
DL =
12
psf
Tributary Width:
TW =
5
ft
Side Two:
Roof Live Load:
ILL =
25
psf
Roof Dead Load:
DL =
12
psf
Tributary Width:
TW =
4
ft
Wall Load:
WALL =
0
plf
SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length:
Ladj =
8
ft
Beam Self Weight:
BSW =
6
plf
Beam Uniform Live Load:
wL =
225
plf
Beam Uniform Dead Load:
wD_adj =
114
plf
Total Uniform Load:
wT =
339
plf