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Report (43) ,Roseburg MST2019 00036 14214 SW GOLD COAST TER *A i tt L ' 1-25-16 MST2019-00037 114208 SW GOLD COAST TER PEt2:28pm A Forest Products Comp'mcMST2019-00038 14204 SW GOLD COAST TER r r 7 1 of 1 CS Beam 2015.7.0.1 i- l�l� kmBeamEn ine4.13.10.1 MST2019-00039 14200 SW GOLD COAST TER i ,� r(--i. Matthals Database 1543 "J MST2019-00040 � 14194 SW GOLD COAST TER ,',�17 i,:.;�1,f' LP-. :f x A1:-4,-1 Member Data K...,.. t j._:i =j z 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" 0 100 Live Point(PLF) Top 0' 0.00" 50 34 Roof .. ^yt 'v ' �.. �. '4:,:. ,� . r.. 4 . L,Vif / 200 1060 ® 1430 2690 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 678# - 2 12' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 1030# - 3 26' 9.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Roof Dead 1 369#(277p1f) 82#(62p1f) 309#(232p1f) 2 832#(624p1f) -16#(-12p1f) 199#(149p1f) 3 322#(242p1f) 2#(2plf) 95#(72plf) Design spans 2' 0.000"(left cant) 10' 6.000" 14' 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 1255.'# 2820.'# 44% 20.22' Odd Spans D+L Negative Moment 1302.'# 2820.'# 46% 12.5' Adjacent 2 D+L Shear 579.# 1220.# 47% 12.5' Adjacent 2 D+L Cant.Shear,Lt 317.# 1220.# 25% 1.99' Total Load D+L End Reaction 418.# 1151.# 36% 26.75' Odd Spans D+L Int.Reaction 1030.# 1775.# 58% 12.5' Adjacent 2 D+L TL Deflection 0.2140" 0.7016" U786 20.22' Odd Spans D+L LL Deflection 0.1661" 0.3508" 11999+ 20.22' Odd Spans L TL Defl.,Lt. 0.0489" 211980 0' Odd Spans D+L LL Defl.,Lt. -0.0334" 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 Strong-Tie Copyright(C)2015 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 manufacturers specifications. &I:I-MR-ARR3 J7 MAIN 1-25-16 ,Roseburg 2:26pm A Forest Products Company I of 1 CS Beam 2015.7.0.1 kmBeamEngine 4.13.10.1 Materials Database 1543 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 ..��, ._,._ .� am .<..o., , A, s ....1 !',:‘:..=7k::.,! .: v.�.'iK..�, `� . ? >. off / 11 00 1460 ® 2560 ©/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 312# -15# 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1103# -- 3 25' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 257#(192p1f) 55#(42p1f) 2 849#(637p1f) 255#(191p1f) 3 327#(245p1f) 91#(68p1f) Design spans 10' 9.375" 14' 3.375" 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 1254.'# 2820.'# 44% 19.57' Even Spans D+L Negative Moment 1441.'# 2820.'# 51% 11' Total Load D+L Shear 596.# 1220.# 48% 11' Total Load D+L End Reaction 418.# 1151.# 36% 25.5' Even Spans D+L Int.Reaction 1103.# 1775.# 62% 11' Total Load D+L TL Deflection 0.2167" 0.7141" L/790 18.85' Even Spans D+L LL Deflection 0.1753" 0.3570" L/977 18.85' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON Alprotluctnamesaretrademaksoftheirrespectiveowners KAMI L HENDERSON EWP MANAGER StrongTie Copyright(C)2015 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 null be reviewed by a qualifiied designer or design professional as required for approval.This design assumes product installation according to the manufacturer s specifications. Sn3-85R-QRR1