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OFFICE COPY
ADDENDUM TO THE RECEIVED
STRUCTURAL APR 6 2017
CALCULATIONS FOR THE CITY OF TIGARD
BUILDING DIVISION
SINGLE FAMILY SEMOE
LOCATED AT
10512 SYAI TUALATIN DRIVE
TIGARD, OR a-7224
DECEMBER 20, 2016
ROOF SNOW LOAD = 25 Ib/ft'
ROOF DEAD LOAD = 15 Ib/ft' (COMP. ROOF)
FLOOR LIVE LOAD = 410 Ib/ft'
ASSUMED ALLOWABLE 501E PRESSURE = 1 500 lb/ft2
BASED ON 2014 0.S.S.C.
WIND: 120 M.P.H., EXPOSURE 5
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I EXPIRES: 12/31/20 /4 � t of l iga~
proved Pans
BY MIKE PLATZ, P.E.
BY..� _._ DP+E. 7 �e
26215 5E FROG POND LANE
EAGLE CREEK, OR 9022
(OFFICE): 503-349-2511
(EMAIL): mikeplatz@hotmail.com
Project:HATTEN VERTICAL S'9Page
---�- Mike Platz
Location:FLOOR BEAM AT REAR OF KITCHEN Mike Platz,P.E. /
Multi-Loaded Multi-Span Beam 26215 SE Frog Pond Ln of
[2012 International Building Code(2012 NDS) ;, *Eagel Creek,OR 97022
(2)1.5 IN x 9.25 IN x 5.99 FT(3.2+2.8)
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/20/2016 8:24:54 PM
Section Adequate By:91.3%
Controlling Factor:Moment
CAUTIONS
*Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center Riaht LOADING DIAGRAM
Live Load 0.00 IN U9849 0.03 IN 2L/2268
Dead Load 0.00 in 0.02 in
Total Load -0.01 IN L/6707 0.05 IN 2L/1302
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240
REACTIONS 6 )�
Live Load 435 lb 1561 lb
Dead Load 79 lb 1425 lb
Total Load 514 lb 2986 lb
Uplift(1.5 F.S) -296 lb 0 lb
Bearing Length 0.27 in 1.59 in w W
REAM DATA Center Riaht
Span Length 3.16 ft 2.83 ft 3.16 ft 2.63 ft
Unbraced Length-Top 1 ft 1 ft
Unbraced Length-Bottom 3.16 ft 2.83 ft
Live Load Duration Factor 1.15
Notch Depth 0.00 UNIFORM LOADS Center Richt
MATERIAL Uniform Live Load 275 plf 275 plf
#2-DouPROPERTIES Uniform Dead Load 245 plf 245 plf
Adjusted Beam Self Weight 6 plf 6 p
Rase Values lf
Bending Stress: Fb= 900 psi Fb'= 1130 psi Total Uniform Load 526 plf 526 plf
Cd=1.15 CI=0.99 CF=1.10
Shear Stress: Fv= 180 psi Fv'= 207 psi
Cd=1.15
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.-I-to Grain: Fc-- = 625 psi Fc--'-'= 625 psi
Controlling Moment: -2106 ft-lb
3.16 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)3
Controlling Shear: -1099 lb
At a distance d from right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2,3
Comparisons with required sections: )2ea'd Provided
Section Modulus: 22.37 in3 42.78 in3
Area(Shear): 7.96 in2 27.75 b2
Moment of Inertia(deflection): 36.49 in4 197.86 in4
Moment: -2106 ft-lb 4029 ft-Ib
Shear. -1099 lb 3830 lb
NOTES
1
page
t Project:HATTEN VERTICAL . ��4 Mike Platz /
Location:CANT.FLOOR JOISTS AT ADDITION CRAWL SPACE Mike Platz,P.E.
Floor Joist 2G215 SE Frog Pond Ln of
[2015 International Building Code(2012 NDS)] . Eagel Creek,OR 97022
aR.. -
(2)1.5 INx9.25INx10.33FT(1.2+9.1)@16O.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/20/2016 8:14:07 PM
Section Adequate By:450.7%
Controlling Factor:Deflection
CAUTIONS
*Properly connect sheathing to double joists/rafters or fully laminate to transfer diaphragm forces.
DEFLECTIONS Lgftenter LOADING DIAGRAM
Live Load -0.01 IN 2U2644 0.03 IN U4230
Dead Load 0.00 in 0.00 in
Total Load 0.01 IN 2L/2160 0.02 IN L/4359
Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360
REACTIONS A a
Live Load 640 lb 242 lb
Dead Load 444 lb 50 lb
Total Load 1084 lb 292 lb 1
Uplift(1.5 F.S) 0 lb -11 lb
Bearing Length 0.58 in 0.16 in
SUPPORT LOADS A a
._ ..'_.,.
Live Load 480 plf 182 plf H1.25 _ 9.05 ft -
Dead Load 333 plf 38 plf
Total Load 813 plf 219 plf
MATERIAL PROPERTIES JOIST DATA Lit Center
#2-Douglas-Fir-Larch Span Length 1.25 ft 9.08 ft
ease Values Adiusted Unbraced Length-Top 0 ft 0 ft
Bending Stress: Fb= 900 psi Fb'= 1270 psi Unbraced Length-Bottom 0 ft 0 ft
Cd=1.15 C1=0.97 CF=1.10 Cr-1.15 Floor sheathing applied to top of joists-top of joists fully braced.
Shear Stress: Fv= 180 psi Fv'= 207 psi Floor Duration Factor 1.15
Cd=1.15
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING
Comp.-I-to Grain: Fc-1= 625 psi Fc- I= 625 psi Uniform Floor Loading Lel Center
Live Load LL= 40 psf 40 psf
Controlling Moment: -774 ft-lb Dead Load DL= 15 psf 15 psf
Over left support of span 2(Center Span) Total Load TL= 55 psf 55 psf
Created by combining all dead loads and live loads on span(s)1,2 TL Adj.For Joist Spacing wT= 73.3 plf 73.3 plf
Controlling Shear: -629 lb Wall Loading
At a distanced from left support of span 1 (Left Span) Wall One
Created by combining all dead loads and live loads on span(s)1,2 Live Load(1 to Joists): L1= 215 plf 0 plf
Dead Load(1 to Joists)D1= 215 plf 0 plf
Comparisons with required sections: Redd Provided Load Location X1 = 0 ft 0 ft
Section Modulus: 7.32 in3 42.78 in3
Area(Shear): 4.56 in2 27.75 in2
Moment of Inertia(deflection): 35.93 in4 197.86 in4
Moment: -774 ft-lb 4526 ft-lb
Shear. -629 lb 3830 lb
NOTES
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