Specifications 111/CE
13224 SE Comanche Court
`;. Clackamas, OR 97015
503- 557 -1600 (o)
West Coast q 503- 557 -1607 (f)
Engineering, PC 503 -680 -5784 (m)
Structural Engineering seanwce@gmail.com
0013 I
2009 IBC STRUCTURAL CALCULATIONS
PROJECT NAME:
VORHEES
RESIDENCE DECK
(revised 12 -5 -13)
PROJECT LOCATION:
13026 SW ASCENSION DR
TIGARD, OR 97223
FOR:
SIMPL HOME DESIGNS
DESIGN CRITERIA:
WIND - 95 MPH / EXPOSURE B �S / ,` ��
SEISMIC DESIGN CATEGORY D �' / 5. F , �
SNOW LOAD - 25 PSF 12 -5 -I
OREGON
JOB# W13 -178 s� qy 13. °
14/ M. R AMS
August 23, 2013 [Expires 12/31/20 iq
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West Coast Engineering Project Title: VORHEES RESIDENCE DECK
13224 SE Comanche Court Engineer: SMR Project ID: W13 -178
Clackamas, OR 97015 Project Descr.
503 - 557 -1600
www.westcoaste.com 2
Pond SDK 2013, 10 25AM
Multiple Simple Beam File= C. WUser sIWCE�DOCUME- 11WCE12013J0- 11W1A434- 11V0RHEE -1.EC6
p p ENERCALC, INC. 1983 -2013, Build:6.13.8.31, Ver.8.13.8.31
LIc. # : KW- 06006141 i . • •
•
Licensee : WEST COAST ENGINEERING, PC
Wood Beam Design : R1 - 5 1/8 X 13 1/2 GL (revised 11-26-13)
Calculations per 2005 NDS, IBC 2006, CBC 2007, ASCE 7 - 05
BEAM Siie : 5.125x13.5, GLB, Fully Braced .
Using Allowable Stress Design with ASCE7 -05 Load Combinations, Major Axis Bending
Wood Species : DF/DF Wood Grade : 24F - V4
Fb - Tension 2,400.0 psi Fc - POI 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 32.210 pcf
Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 930.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unit Load: D = 0.010, S = 0 0250 k/tl, Trib= 10.50 ft
Design Summary
Max fb /Fb Ratio = 0.332.1 0;0 1050) S(0 2625)
fb : Actual : 915.39 psi at 7 840 ft in Span # 1 • . •
Fb : Allowable • 2,760.00 psi
Load Comb ' +D +S +H — — — —
Max fv /FvRatio = 0.191:
160fl ZO4 5 125x13 5
fv : Actual . 58.16 psi at 14 880 ft in Span # 1
Fv : Allowable : 304.75 psi
Load Comb +D +S +H Max Deflections
Max Reactions (k) D S S Lnr € Downward L +Lr +S 0.199 in Downward Total 0.290 in
Left Support 0.95 2.07 . Upward L +Lr +S -0.076 in Upward Total -0.111 in
Right Support 1.22 2 66 Live Load Defl Ratio 628 >360 Total Deft Ratio 430 >240
•
West Coast Engineering Project Title: VORHEES RESIDENCE DECK
13224 SE Comanche Court Engineer: SMR Project ID W13 -178
Clackamas, OR 97015 Project Descr
503- 557 -1600
www.westcoaste.com PI 3
Pnnted. 5 DEC 2013,10 43AM
Multiple Simple Beam Ede .. C1Users1WCElDOCUME- 1t WCE12013J0- 11W1A434- 11V0RHEE -1.EC6
(� p ENERCALC, INC. 1983 -2013, Build Ver.6.13.8.31
Lic. # : KW- 06006141 I i Licensee : WEST COAST ENGINEERING, PC
Descrption : MISC. FLOOR FRAMING (11- 25 -13) _
Wood Beam Design : (E) 11 7/8 TJI FLOOR JOIST AT 16" O.C.
Calculations per 2005 NOS, IBC 2006, CBC 2007, ASCE 7 -05
. _.. _ . - . - - - - --- -- __ ___ _ -- - - -- --
BEAM Size : 2x12, Sawn, Fully Braced
Using Allowable Stress Design with ASCE7 -05 Load Combinations, Major Axis Bending
Wood Species DouglasFlr -Larch Wood Grade : No 2
Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Beam self weight calculated and added to loads
' Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 1.330 ft
Point D =0.20, S= 0.070k @ 17.0 ft
Point: 0 = 0.4750, S = 1.035 k @ 17.0 ft
Design Summary
Max fb /Fb Ratio = 1.322.1 D(00t995) L {0.05320]
fb : Actual 1,368.10 psi at 15 000 ft in Span # 1 , _ _ - _ -
Fb : Allowable : 1,035.00 psi
Load Comb : +p +S +H —__ _"-
Max fv /FvRatio = 0.775:1 is o n z o n 2x12
fv • Actual . 160.48 psi at 15.000 ft in Span # 1
Fv : Allowable : 207.00 psi
Load Comb : +D +S +H Max Deflections '
Max Reactions (k) P L i r s yy g LI Downward L +Lr +S 0.215 in Downward Total 0.215 in
Left Support 0.08 0.40 -0 15 Upward L +Lr +S -0 204 in Upward Total -0 236 in
Right Support 0.99 0.51 1 25 Live Load Defl Ratio 300 <360 Total Defi Ratio 222 <240
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DESIGN PROPERTIES
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� 915" Ye' 111/2" i .. 111/2° »" f II r/e" y 1 1 5i' I 1 �14�6' !/n' 14 r /ic' 14'
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TJI® 110 Joists TJI® 210 Joists TJI® 230 Joists TJI® 360 Joists TJI® 560 Joists
Some Ill* joist series may not be available in your region.
Contact your Weyerhaeuser representative for information.
Design Properties (100% Load Duration)
Basic Properties Reaction Properties
Maximum Maximum 3/" Intermediate 5y.' Intermediate
Depth 111 Joist Re$istire J oist Only vertical 1�A" End 3 End Reaction (Ibs) Reaction (Ibs)
Weight Memento) EFx 106 Shear Reaction Reaction
(Ibsitt) a lbs) (in.r -Ibs) (Ibs) (Ibs) Obi) No Web With Web No Web With Web
Stiffeners Stiffeners Stiffeners Stiffeners
110 23 2,500 157 1,220 _ 910 1.220 __ 1,935 __N.A. ___ 2,350 _ N.A._ _
9'h° 210 2.6 3,000 186 1,330 - 1,005 1,330 - 2,145 N.A. 2.565_ N.I.
230 2.7 3,330 206 i 1,330 1,060 1,330 2,410 N.A 2,790 N A.
110 2.5 3,160 267 1,560 910 _ 1,375 _ 1,935 2,295 _2,350 2,705
_ - _ -1121/2" 210 2.8 3,795 _ 315 1,655 1 1,005 - 1,460 2 2,505 2.565 __ ___ 2,925
11th° 230 304,215 _ 347 1 1,655 1,060 1_485 2,410 2.765 2.190 _ _. 3,150
360 3.0 I 6.180 419 1.705 _ 1,080 - 1,505 2,460 2,815 3,000 - ' _ 3,360
560 4 0 9,500 636 i 2,050 1,265 1,725 3.000 1 3,475 3.455 [ 3,930
110 28 3,740 392 r 1,860 910 1.375 1.935 I 2,295 2,350__ _2,705 _
210 3 1 4 490 462 1,945 1,005 1,460 2, 145 _ 2.505 2,565 t _2,925
14" 230 3 3 4,990 • 5 i 1,945 1,060 1,485 . 1,410 2,765 2,790 i 3,150
360 3 3 I 7,3 612 1_ 1.955 1.080 1,505 1,460 2.815 3,000 I 3,360
560 4 2 11.275 ! 926 , 2,390 1.265 1.725 3 000 3,475 3,455 3,930
210 3 3 1 5,140 , _ 629 ' 2.190 1.005 1.460 _ _ 2, 145 2,505 2.565 2,925
230 3.5 i 5 710 ' 691 2,190 1,060 1 485 2,410 2 .765 2.190 3150
16" - -1 - r 360 3.5 8,405 ( 830 1 2,190 1 1 , 0 8 0 _ 1 2,460 __) 2.815 3,000 1 3,360!
560 4.5 1 12,925 1.252 ; 2,710 _ 1,265 1,725 3,000 3,475 3,455 i 3.930
11) Caution. Do not increase foist moment design properties by a repetitive member use factor.
General Notes
• Design reaction includes all loads on the )Dist Design shear is computed at the • The following formulas approximate the uniform load deflection of c1 (inches):
inside face of supports and includes all loads on the span(s) Allowable shear
may sometimes be increased at interior supports in accordance with ICC ES ESR For The 110, 210, 230, and 360 Joists For The 560 Joists
1153, and these increases are reflected in span tables. e = 22 wt.' + 2 67 wL p = 22 wL' + 2 -29 wl
El dz10 El dxlOs
w = unilorm load in pounds per linear foot
L = span in feet
d = out -to -out depth of the Joist in inches
El = value from table above
Protect products from -
sun and water ' _- CAUTION.
, Wrap is slippery when
� wet or icy TIP
joists are intended •
� .r for dry-use applications
f
PRODUCT � ; = ! Use support blocks at
� :a� r 4 r o n• ce nler to keep products
,,,..r STORAGE `�'� �� �`�ga �" �!� out of mud and water
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