Plans (4) a
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1 Forest Products Company f of I
CS Beam 2016.1.0.13 FEB 0 7 2019
LmBeamEngine 4.13.15.1
61
Materiels Database 1547
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Member Data ern,' 1)� 13�fy�!-1'N."
Description: Member Type:Joist Applicatiorll�r- �' ' �`"
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 40 PSF Deflection Criteria: U480 live, U240 total
i Dead Load: 12 PSF Deck Connection: Glued&Nailed
Filename: Beam1
1490 1030
9 0
°
2500
Bearings and Reactions
Input Mn Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall DFL Plate(625psi) 2.750" 1.750" 425# --
2 14' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 1097# --
3 25' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 287# -36#
Maximum Load Case Reactions
Used for applying pant loads(or line loads)to carrying members
Live Dead
1 332#(249p1f) 94#(70pIf)
2 844#(633p1f) 253#(190p10
3 240#(18oplf) 47#(35p1f)
Design spans
14' 7.125" 10' 0.375"
Product: 9 1/2a" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 1302:# 28204 46% 5.99' Odd Spans D+L
Negative Moment 1449.'# 28204 51% 14.75' Total Load D+L
Shear 605.# 1220.# 49% 14.74' Total Load D+L
End Reaction 425.# 1048.# 40% 0' Odd Spans D+L
Int.Reaction 1097.# 1775.# 61% 14.75' Total Load D+L
TL Deflection 0.2330" 0.7297" L/751 6.72' Odd Spans D+L
LL Deflection 0.1866" 0.3648" L/938 6.72' Odd Spans L
Control: Max Int React.
DOLs: Live=100% Snow=115% Root=125% Wind=160%
MST2019-00323-14255 SW 168TH AVE—LOT 67
MST2019-00324-14271 SW 168T"AVE—LOT 68
MST2019-00325-14279 SW 168TH AVE—LOT 69
MST2019-00326-14293 SW 168TH AVE—LOT 70
MST2019-00327-14297 SW 168TH AVE—LOT 71
SIMPSON All product names are trademarks ol their respective owners KAMI L HENDERSON
EWP MANAGER
StrongTie Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS
"Passing is defined as when the member.floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed en this sheet The design BEAVERTON,OREGON
must be reviewed bye qualified designer or design professional as required for approval.This design assumes product installation accordng to the manufacturer's specification& 503-858-9663
�4 Roseburg J4
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A Forst Products Company 1 or 1
CS Beam 2016.1.0.13
kmBcamEngine 4.13.15.1
fai erials Database 1547
Member Data
Description: Member Type: Joist Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 40 PSF Deflection Criteria: U480 live, U240 total
Dead Load: 12 PSF Deck Connection: Glued&Nailed
Filename: Beam1
Other Loads
Type Other Dead
(Description) Side Begin End Start End Start End Category
Point(PLF) Top 0' 0.00" 0 80 Live
Point(PLF) Top 0' 0.00" 50 34 Roof
f
2 0 0 10 5 0 14 3 0
O
2680
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 2' 0.000" Wall DFL Plate(625psi) 5.500" 3.500" 643# —
2 12' 5.000" Wall DFL Plate(625psi) 5.500" 3.500" 1038# —
3 26' 8.000" Wall DFL Plate(625psi) 2.750" 1.750" 418# --
Maximum Load Case Reactions
Used for applying point loads(or line loads)to carrying members
Live Roof Dead
1 367#(276p1f) 82#(62p1f) 276#(207p1f)
2 832#(624p1f) -17#(-12plt) 205#(154p1f)
3 323#(243p1f) 2#(2p1f) 95#(71 p1f)
Design spans
2' 0.000"(left cant) 10' 5.000" 14' 1.125"
Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 12604 2820.'# 44% 20.17' Odd Spans D+L
Negative Moment 1318.W 2820.7$ 46% 12.42' Adjacent 2 D+L
Shear 582.# 1220.# 47% 12.42' Adjacent 2 D+L
Cant.Shear,Lt 290.# 1220.# 23% 1.99' Total Load D+L
End Reaction 418.# 1048.# 39% 26.67' Odd Spans D+L
Int.Reaction 1038.# 2000.# 51% 12.42' Adjacent 2 D+L
TL Deflection 0.2159" 0.7047" L/783 20.17' Odd Spans D+L
LL Deflection 0.1684" 0.3523" L/999+ 20.17' Odd Spans L
TL Deft,Lt. 0.0458" 2L/999+ 0' Odd Spans D+L
LL Defl.,Lt. -0.0327" 2L/999+ 0' Even Spans L
Control: Max Int.React.
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Left cantilever allowable shear is for joist only
SIMPSON All product names are trademarks of their respective omers KAMI L HENDERSON
EWP MANAGER
Strong-Tie Copynghl(C)2616 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS
m
s'Passing is defined as when the member,floor joist,p beam a girder,shown on this ova 1,T meets applicable s prod ct installation
for Loads,Loading ing!o Conditions,manufacturer's
and Spans e listed on this sheet.The design BEAV 8-9663 OREGON
must be reviewed by a qualified designer or design pa waional as requretl for approval.This design aromas product installation according ro the manulac[urer's specifications. 503-358-9663