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krBearnEngme4.13.15.1 MST2019-00141 114221 SW 169TH AVE
Materials Database 1547 MST2019-00142 14225 SW 169TH AVE
CITY Of TICARD
Member Data BUILDING DIVISION
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: L/480 live, L/240 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
"I rt It`
/ / / /
/ 2001050 1430
0
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#(-12p1f) 205#(154p10
3 323#(243p10 2#(2p10 95#(71 plf)
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 1260.'# 2820.'# 44% 20.17' Odd Spans D+L
Negative Moment 1318.'# 2820.'# 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 Defl.,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 at their respective owners KAMI L HENDERSON
EWP MANAGER
Strongqie 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 on this sheet.The design BEAVERTON,OREGON
must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663
J3 MAIN 3-15-16
t.,4Roseburg 7:10am
e i r4 r,l I'i,xlucts Company
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CS Beam 2016.1.0.13
kmBeamEngine 4.13.15.1
Materials 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: L/480 live, L/240 total
Dead Load: 12 PSF Deck Connection: Glued& Nailed
Filename: Beam1
/ / /
14 9 0 10 3 0
0 0
25 0 0
Bearings and Reactions
Input Min 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 point loads(or line loads)to carrying members
Live Dead
1 332#(249p1f) 94#(70p1f)
2 844#(633p1f) 253#(190p10
3 240#(180plf) 47#(35p1f)
Design spans
14' 7.125" 10' 0.375"
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 1302.'# 2820.'# 46% 5.99' Odd Spans D+L
Negative Moment 1449.'# 2820.'# 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% Roof=125% Wind=160%
SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON
EWP MANAGER
Copydght(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 on this sheet.The design BEAVERTON,OREGON
must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installafion according to the manufacturers specifications. 503-858-9663