Plans (4) a 0
J3 MAIN w 3-15-16 e
Roseburg Et, .. . 7:10am
\4vtro t Products Company 1 of 1
CS Beam 2016.1 0.13 r- /}
'l IonBeamEngine 4.13.15.1 F L L V
Materials Database 1547
Member Data CITY UI-- i it.-i°-�`-tu
71tt"G DIVISIC.'.'.,.!
Description: Member Type:Joist Application loon=a x' '
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
,![ IIIIIIIIIMIIrri:H,
1490 103 0
9
2500
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#(19oplf)
3 240#(180p16 47#(35p1t)
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=l6o%
MST2019-00323-14255 SW 168'AVE—LOT 67
MST2019-00324-14271 SW 168T"AVE—LOT 68
MST2019-00325-14279 SW 168T"AVE—LOT 69
MST2019-00326-14293 SW 168T"AVE—LOT 70
MST2019-00327-14297 SW 168T"AVE—LOT 71
SIMPSON All eroded names are trademarks otthriir respective owners KAMI L HENDERSON
EWP MANAGER
Strong-Tie 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
P4 Roseburg J41,A'N 7:08 m
A forest Products Company 1 of 1
CS Beam 2016.1.0.13
krBeamEngine 4.13.15.I
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, 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
v
/ I f
,y
2 0 0O 10 5 0 ® 14 3 0
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 point loads(or line loads)to carrying members
Uve Roof Dead
1 367#(276p1f) 82#(62p1f) 276#(207p1f)
2 832#(624p1f) -17#(-12p1f) 205#(154pII
I 3 323#(243p10 2#(2pl0 95#(71 p1t)
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 precise names are trademarks of their respective owners KAMI L HENDERSON
EWP MANAGER
StrongTie Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS
•must
bg is defined as when the member. der hoist,beam on girder,shown on this drawn ig meets s applicable prod ctiinna for o acc dafing he manufacturer's
and ur Spans listed on this sheet.The design 5 3 858-9 63 OREGON
must be reviewed W a qualified dasgner or design professional as required for approval.This design assumes product installation according to the manuladurer s spedfications. rJQ3-658_9663