Plans (4) Y
CJ3 MAIN _ s a
t,Roseburg E ;.?Et f� 7:10am
A Forest Products Company I of I
CS Beam2ms.1.0.13 FEB 0 7 Z019
kalBeamEngine 4.13.15.1
blalerials Database 1547
Member Data CITY um- i IC r'1! �P
nING
Description: Member Type: Joist Applicatior1Zji:51a
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
1490 1030
O 0 Q
25 00
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)
2 644#(63440 253#(190p1f)
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.W 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 168'AVE—LOT 67
MST2019-00324-14271 SW 168T"AVE—LOT 68
MST2019-00325-14279 SW 168'AVE—LOT 69
MST2019-00326-14293 SW 168T"AVE—LOT 70
MST2019-00327-14297 SW 168'AVE—LOT 71
SIMPSON AlIprodud names are trademarks of their respective owners KAMI L HENDERSON
EWP MANAGER
StrongTie Copynghl(C)2015by Simpson Strong-Tie Company leo.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 cntena 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 manufacturers specifications. 503-858-9663
•
�,Roseburg J4 MAIN7:osam
A Forest Pruducls Company 1 of 1
' CS Beam 2016.1 0.13
Im,BeamEngine 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: U480 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 M.- _m_,_ .:_' 1'
/ / / /
2 0 0 10 5 0 14 3 0
O a ID
/ /
26 80
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 punt loads(or line loads)to carrying members
Live Roof Dead
1 367#(276plt) 82#(62p1f) 276#(207p1f)
2 632#(624p1f) -17#(-12plf) 205#(154p1f)
• 3 323#(243p1f) 2#(2p11) 95#(71 pit)
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.W 28203$ 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" U783 20.17' Odd Spans D+L
LL Deflection 0.1684" 0.3523" U999+ 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 of their respective owners KAMI L HENDERSON
EWP MANAGER
StrongTie Copyright(C)2016by Simpson Strong•Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS
'Teasing is defined as when the member,foorjusl,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 quailed designer or design professional as required for approval.This design assumes product installation accon ing to the manufacturer's specifications. 503-858-9663