The URL can be used to link to this page

Report (13) CS Beam 4.21.0.1 kmBeamFngine 4.13.8.1 Tigard Apartments 7-19-16 Materials Database 1530 1:26pm loft "Member Data Description:Calc-1 RFPI20 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/360 total Dead Load: 34 PSF Deck Connection: Glued & Nailed Filename: Calc-1 RFPI T.,0// ,.. . ..a ..:;li,vit, ,x,41,x,, ,,,,,,„ ,. .-. * a.4 6.1 ,,,t . '.. ;. ''-4 ', `2 / ti, 11 0 0 / 11 0 0 / 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" 782# -- 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 782# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 423#(211p1f) 359#(180p1f) 2 423#(211plf) 359#(180p1f) Design spans 10' 6.750" Product: 11 7/8" RFPI-20 24.0" O.C. PASSES DESIGN C S 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 2064.'# 3640.'# 56% 5.5' Total Load D+L Shear 782.# 1420.# 55% 0' Total Load D+L End Reaction 782.# 1316.# 59% 0' Total Load D+L TL Deflection 0.1435" 0.3521" L/883 5.5' Total Load D+L LL Deflection 0.0776" 0.2641" U999+ 5.5' Total Load L Control: Max End React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% 0 fez,' ct . '° 4 5 -` 3' OREGONOlt 4 `-> Digitally sealed "" �y w C ,...• Aug.26,2016 ON CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY THE LOADS SHOWN. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. All product names are trademarks of thei r respective owners Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. "Passing is defined aswhen the member,tloorloist,beam or girdef shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The deagn must be reviewed by a qualified designer ordesign professonal as required for approval.This design assumes product installation according to the manufacturers specifications. CS Beam 4.21.0.1 IvnBeamanene 4.13.8.1 Tigard Apartments 7-19-16 Materials Database 1530 1:28pm 1 of 1 'Member Data Description:Calc-2 RFPI20 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/360 total Dead Load: 34 PSF Deck Connection: Glued & Nailed Filename: Calc-2 RFPI I' / P 13 5 0 13 5 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.800" 960# -- 2 13' 5.000" Wall DFL Plate(625psi) 3.500" 1.800" 960# -- Maximum Load Case Reactions Used for applyi ng point loads(or line loads)to carrying members Live Dead 1 519#(260p1f) 441#(221p1f) 2 519#(260p1f) 441#(221p1f) Design spans 12'11.750" Product: 11 7/8" RFPI-20 24.0" 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 3116.'# 3640.'# 85% 6.71' Total Load D+L Shear 960.# 1420.# 67% 13.42' Total Load D+L End Reaction 960.# 1316.# 73% 0' Total Load D+L TL Deflection 0.3024" 0.4326" L/514 6.71' Total Load D+L LL Deflection 0.1635" 0.3245" L/952 6.71' Total Load L Contrd: Pos.Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% F '','0 405 . 7 r9 „, , OREGON AA ,4.t„„eln 's,t Digitally sealed ll' _ t -J Aug.26,2016 I c . - CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY THE LOADS SHOWN. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. All product names are trademarks of thei r respective owners Co ht 015 Inc.ALL RIGHTS "Paseng is defined aswhen the member loorj s?beam or girSimpson e5 shownStrong-lie n thi drawping meets appli able design RESERVED.to a for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified deagner ordesign profesaonal as required for approval.This deagn assumes product installation according to the manufacturer's specifications. CS Beam 4.21.0.1 IanBeamFngine 4.13.8.1 Tigard Apartments Materials Database 1530 7-19-16 3:27pm 1 of 1 -Member Data Description:Calc-3 RFPI20 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/360 total Dead Load: 34 PSF Deck Connection: Glued & Nailed Filename: Calc-3 RFPI tra7;'.'" a''''.t':-.14,1A*Aw:f4rAi;, 14,T7:::7'' :', 0#1,1"':eitOlieViiiNi,;:7/5;VMC:N .'rt4C'4g:-ttE'"V:rfi n ,fr / 7 11 5 0 / 9 7 0 / 21 0 0 / Bearings and Reactions Location Type Material Input Min Gravity Gravity 1 0' catio Wall Length Required Reaction Uplift DFL Plate(625psi) 3.500" 1.750" 686# -- 2 11' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1914# -- 3 21' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 552# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 387#(193p11) 299#(149p1f) 2 1035#(517p11) 880#(440p1f) 3 332#(166p1f) 220#(110p1f) Design spans 11' 2.375" 9' 4.375" Product: 11 7/8" RFPI-20 24.0" 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 1586.'# 3640.'# 43% 4.7' Odd Spans D+L Negative Moment 2002.'# 3640.'# 55% 11.42' Total Load D+L Shear 1006.# 1420.# 70% 11.41' Total Load D+L End Reaction 686.# 1316.# 52% 0' Odd Spans D+L Int.Reaction 1914.# 1935.# 98% 11.42' Total Load D+L TL Deflection 0.1045" 0.3733" U999+ 5.26' Odd Spans LL Deflection 0.0645" 0.2799" L/999+ 5.26' Odd DLL Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% ROS , e.;.,,‘'01%,1:1 OREGON ,may ,.. 2 r r,,'q 'Digitally sealed iCERTIFICATION IS TO VERIFY THE THE LOADS SHOWN. THE INPUT LOADS TAND DIMENSIONS WERE/BEAM/TRUSS TO CARRY 7 4 � Aug.26,2016 PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN " - "t€J 12 31,. PROFESSIONAL. All product names are trademarks of thei r respective owners Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. "Passing is defined as when the member,goorjoist,beam or girder shown on this drawing meets applicable desgn criteria for Loads,Loading Conditions,and Spans listed on this sheet.The deli@n mord be reviewed by a qualified designer ordesign professional as required for approval.Thisdesign assumes product installation according to the manufacturers specifications CS Beam 4.21.0.1 IanBeamFngiue 4.13.8.1 Tigard Apartments 7-19-16 Materials Database 1530 2:17pm 1 of 1 'Member Data Description:Calc-4 RFPI400 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/360 total Dead Load: 34 PSF Deck Connection: Glued & Nailed Filename: Calc-4 RFPI Pre*C'LlWRASW,.4C7A;AtaaW4E', ?•'''''7-gg"‘...:7":"VtiE, :,, ':it.'A,,,":''''Y-Wir,,, ,, ,4677- / 16 9 0 16 9 0 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" 966# -- 2 16' 9.000" Wall DFL Plate(625psi) 3.500" 1.750" 966# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 522#(326p1f) 444#(277p1f) 2 522#(326p1f) 444#(277p1f) Design spans 16' 3.750" Product: 11 7/8" RFPI-400 19.2" O.C. PA SEs 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 3938.'# 4315.'# 91% 8.38' Total Load D+L Shear 966.# 1480.# 65% 0' Total Load D+L End Reaction 966.# 1384.# 69% 0' Total Load D+L TL Deflection 0.5201" 0.5438" U376 8.38' Total Load D+L LL Deflection 0.2812" 0.4078" L/696 8.38' Total Load L Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% 4 co t ,4;9 ' 94 ;' ,. OREGON I,,,. a,' Digitally sealed CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY 1 p ,, Aug.26,2016 THE LOADS SHOWN. THE INPUT LOADS AND DIMENSIONS WERE " IVi.. 4 PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN p 12 31„ PROFESSIONAL. • All product names are trademarks of thei r respective owners Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. "Pang is tlefinetl as when the member,floorjais[,beam orgirdeS shown on this Brewing meets applicable deagn criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified deagner ordeagn pmfesaonal as required forappmval.This deagn assumes product installation according to the manufacturers specifications. CS Beam 4.21 0.1 IanBeamFngine 4.13.8.1 Tigard Apartments 7-19-16 Materials Database 1530 2:27pm 1 of 1 -Member Data Description:Calc-5 RFPI400 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/360 total Dead Load: 34 PSF Deck Connection: Glued & Nailed Filename: Calc-5 RFPI ft th / 15 0 0 15 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.895" 1078# -- 2 15' 0.000" Wall DFL Plate(625psi) 3.500" 1.895" 1078# -- Maximum Load Case Reactions Used for applying pant loads(orline loads)to carrying members Live Dead 1 583#(291p1f) 495#(248p1f) 2 583#(291p1f) 495#(248p1f) Design spans 14' 6.750" Product: 11 7/8" RFPI-400 24.0" 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 3923.'# 4315.'# 90% 7.5' Total Load D+L Shear 1078.# 1480.# 72% 0' Total Load D+L End Reaction 1078.# 1384.# 77% 0' Total Load D+L TL Deflection 0.4133" 0.4854" U422 7.5' Total Load D+L LL Deflection 0.2234" 0.3641" 1/782 7.5' Total Load L Control: Pos.Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% ,eo PROP- 417 VI 9405 .7 , OREGON A % Digitally sealed } 22.r Aug.26,2016 CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY 49 THE LOADS SHOWN. THE INPUT LOADS AND DIMENSIONS WERE ,. PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN �'t'? 12-31" PROFESSIONAL. All product names are trademarks of their respective owners Copyright(C)2015 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. "Pasting isdefned as when the member,floorjoist,beam or girde5 shown on this drawing meets applicable design cdtena for Loads Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified dee nerordesgn profeseonal asreguired forapproval.Thisdeagn assumesproduct installation according to the manufacturersspecigcations. CS Beam 4.21.0.1 kmBeamFngine 4.13.8.1 Tigard Apartments 7-19-16 Materials Database 1530 2:41pm 1 of 1 -Member Data Description:Calc-6 RFPI400 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/360 total Dead Load: 34 PSF Deck Connection: Glued & Nailed Filename: Calc-6 RFPI f` / 14 9 0 / 12 3 0 2700 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" 712# 2 14' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 1980# 3 27' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 566# -- Maximum Load Case Reactions Used for applying point loads(orline loads)to carrying members Live Dead 1 401#(251p1f) 311#(194p1f) 2 1070#(669p1f) 910#(568p1f) 3 341#(213p1f) 225#(141p1f) Design spans 14' 6.375" 12' 0.375" Product: 11 7/811 RFPI-400 19.2" O.C. PA. 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 2138.'# 4315.'# 49% 6.03' Odd Spans D+L Negative Moment 2680.W 4315.'# 62% 14.75' Total Load D+L Shear 1043.# 1480.# 70% 14.74' Total Load D+L End Reaction 712.# 1384.# 51% 0' Odd Spans D+L Int.Reaction 1980.# 2250.# 87% 14.75' Total Load D+L TL Deflection 0.1998" 0.4844" L/872 6.76' Odd Spans D+L LL Deflection 0.1230" 0.3633" L/999+ 6.76' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% fl ' 94O5 '3' . OREGONq a�4i'%' Digitally sealed CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRYid/Yr: YAug.26,2016 THE LOADS SHOWN. THE INPUT LOADS AND DIMENSIONS WERE j rxV; Ca PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN 12 3A-N6 PROFESSIONAL. All product names are trademarks of their respective owner; Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. "Pasting is defined as when the member,floorloist,beam or girder shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer ordesgn protessonal as required for approval.This design assumes product installation according to the manufacturers specifications. CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Tigard Apartments 8-24-16 Materials Database 1530 9.0 am 1 of 1 'Member Data Description:Calc-6A RFPI400 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/360 total Dead Load: 34 PSF Deck Connection: Glued & Nailed Filename: Calc-6B RFPI '' y � / 1390 1244 7 ® 0 261 4 / Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 816# -- 2 13' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 2349# 3 26' 1.250" Wall DFL Plate(625psi) 5.500" 1.750" 714# -- Maximum Load Case Reactions Used for applyi ng point loads(or line loads)to carrying members Live Dead 1 464#(232p1f) 351#(176p1f) 2 1270#(6350f) 1079#(540p1f) 3 422#(211p1f) 292#(146p1f) Design spans 13' 4.375" 11'11.625" Product: 11 7/8" RFPI-400 24.0" O.C. PASSES DESIGN CHECKS Web Stiffeners required at 13' 4.375" 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 2245.' 4315.'# 52% 5.73' Odd Spans D+L Negative Moment 2995.'# 4315.'# 69% 13.75' Total Load D+L Shear 1212.# 1480.# 81% 13.74' Total Load D+L End Reaction 816.# 1480.# 55% 0' Odd Spans D+L Int.Reaction 2349.# 2350.# 99% 13.75' Total Load D+L TL Deflection 0.1763" 0.4455" L/909 6.4' Odd Spans D+L LL Deflection 0.1116" 0.3341" L/999+ 6.4' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% Allowable intermediate reaction is for joist with web stiffeners PROP:.- s yCtt vo . + '.,f OREGON . \c;! Digitally sealed y t A Aug.26,2016 CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY T THE LOADS SHOWN. THE INPUT LOADS AND DIMENSIONS WERE ' PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FORt,. _., THE SPECIFIC APPLICATION BY THE PROJECT DESIGN •'1�'? 72,3'\,- PROFESSIONAL. All product names are trademarks of thei r respective owners Copyright(C)2015 by Simpson Strong-lie Company Inc.ALL RIGHTS RESERVED. '•Pasong redefined as when the member,fioorjois,beam or girdet shown on this drawing meets applicable desgn criteria for Loads Loading Conditions,and Spans listed on this sheet.The desgn must be reviewed by a qualified desgner or desgn pmfessonal as required for approval.This desgn assumes product installation according to the manufacturers •ecifications. CS Beam 4.21.0.1 FanBeamFikgine 4.13.8.1 Tigard Apartments 7-19-16 Materials Database 1530 3:04pm 1 of 1 "Member Data Description:Calc-7 RFPI70 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/360 total Dead Load: 34 PSF Deck Connection: Glued & Nailed Filename: Calc-7 RFPI 'rai''' 4:,- , t,.*LAL-''.('' PJ''''PW,P)" 'Niil "''':• '':' , <-'%- A '*'''4, ''''4U\'‘ ''4 • `,4P # / 18 0 0 7 1800 ®/ 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" 1040# -- 2 18' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 1040# -- Maximum Load Case Reactions Used for applying pant loads(or line loads)to canying members Live Dead 1 562#(351p1f) 478#(299p1f) 2 562#(351p1f) 478#(299p1f) Design spans 17' 6.750" Product: 11 7/8" RFPI-70 19.2" 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 4565.'# 6645.'# 68% 9' Total Load D+L Shear 1040.# 1550.# 67% 0' Total Load D+L End Reaction 1040.# 1472.# 70% 0' Total Load D+L TL Deflection 0.5368" 0.5854" L/392 9' Total Load D+L LL Deflection 0.2902" 0.4391" U726 9' Total Load L Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% crl §Q/ ,,C1 4 9405 ''' !- ,/1 OREGON ,�y r,� Digitally sealed 7 +p --V' s Aug.26,2016 CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY 77 l''s9y� 'C{` THE LOADS SHOWN.THE INPUT LOADS AND DIMENSIONS WERE -*` lvi, PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR1,. THE SPECIFIC APPLICATION BY THE PROJECT DESIGN f''"'1if 1 ' • -.3 �1 PROFESSIONAL. All product names are trademarks of thei r respective owners Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. "Pawing is defined as when the member,fioorjoist,beam orgirdet shown on this dressing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer ordeagn professional as required fer pproval.This design assumes product installation according to the manufacturers specifications. CS Beam 4.21.0.1 Tigard Apartments 7-19-16 , IanBeamFngine 4.13.8.1 Materials Database 1530 3:13pm 1 of 1 -Member Data Description:Calc-8 RFPI70 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/360 total Dead Load: 34 PSF Deck Connection: Glued & Nailed Filename: Calc-8 RFPI r*atT 4,A' '''''..144,i4„ '",;•, ';',/,tr'''',;,4 , ''' '4!" 3V 4.'-','. ' ' g-,`, *:'-' Ut '''''' -;m44fe / / 13 7 0 13 8 0 / 27® 0 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" 808# -- 2 13' 7.000" Wall DFL Plate(625psi) 3.500" 3.500" 2480# -- 3 27' 3.000" Wall DFL Plate(625psi) 3.500" 1.750" 814# -- Maximum Load Case Reactions Used for applying point loads(orline loads)to carrying members Live Dead 1 468#(234p1f) 340#(170p1f) 2 1341#(670p1f) 1140#(570p1f) 3 470#(235p1f) 344#(1720f) Design spans 13' 4.375" 13' 5.375" Product: 11 7/8" RFPI-70 24.0" O.C. PASSES EIGN 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 2238.'# 6645.'# 33% 21.65' Even Spans D+L Negative Moment 3325.4t 6645.'# 50% 13.58' Total Load D+L Shear 1242.# 1550.# 80% 13.58' Total Load D+L End Reaction 814.# 1472.# 55% 27.25' Even Spans D+L Int.Reaction 2480.# 2500.# 99% 13.58' Total Load D+L TL Deflection 0.1403" 0.4483" L/999+ 20.98' Even Spans D+L LL Deflection 0.0931" 0.3362" L/999+ 20.98' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% � i . 'SC OP 01 tf' f " 9405 ?' ' - OREGON �9�. t�.22 Digially sea , ed II T M. % Aug..26,2016 CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY THE LOADS SHOWN. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN " , 12,3 ., . PROFESSIONAL. All product names are tredemarks of thei r respective owners Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. "Pasting is defined aswhen the member,fioorjeist,beam orgirdet strewn on this draveng meets applicable deagn criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed b a$aaIrfed designer ordeagn pmfesmonal as reeuimd forapproval.This design amumes�roduct installation according to the manufacturers specifications. I CS Beam 4.21.0.1 ' kmBeamEngine 4.13.8.1 Tigard Apartments 7-19-16 Materials Database 1530 3:23pm 1 of 1 Member Data Description:Calc-9 RFPI90 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/360 total Dead Load: 34 PSF Deck Connection: Glued & Nailed Filename: Calc-9 RFPI 4 7r 17 0 0 17 0 0 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" 1226# -- 2 17' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 1226# -- Maximum Load Case Reactions Used for applyi ng pant loads(or line loads)to carrying members Live Dead 1 663#(331p1f) 563#(282p1f) 2 663#(331p1f) 563#(282p1f) Design spans 16' 6.750" Product: 11 7/8" RFPI-90 24.0" 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 5075.'# 10145.W 50% 8.5' Total Load D+L Shear 1226.# 2050.# 59% 0' Total Load D+L End Reaction 1226.# 1777.# 68% 0' Total Load D+L TL Deflection 0.3940" 0.5521" L/504 8.5' Total Load D+L LL Deflection 0.2130" 0.4141" L/933 8.5' Total Load L Control: TL Deflection DOLS: Live=100% Snow=115% Roof=125% Wind=160% \M R 9, c,`,, GIN ' , ``` Cc/ "°"194Q5 :; 3' OREGON `°'t,fz r 403, p� 'Digitally sealed CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY t v Aug.26,2016 Clt THE LOADS SHOWN. THE INPUT LOADS AND DIMENSIONS WERE X t 'y' PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR LLY THE SPECIFIC APPLICATION BY THE PROJECT DESIGN AA'', 17,3A- PROFESSIONAL. PROFESSIONAL. All product names are trademarks of their respective owners Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. '•Pas®ng is defined aswhen the member,goorloist,beam or girder shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer ordeagn professional as required for approval.This deegn assumes product installation according to the manufacturers specifications. CS Beam 4.21.0.1 Tigard Apartments ImrBeamEngine 4.13.8.1 g P 8-24-16 Materials Database 1530 8:55am 1of1 Member Data Description:Calc-9 RFPI90 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/360 total Dead Load: 34 PSF Deck Connection: Glued & Nailed Filename: Calc-9A RFPI 17 0 0 17 0 0 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" 1226# -- 2 17' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 1226# -- Maximum Load Case Reactions Used for applyi ng point loads(or line loads)to carrying members Live Dead 1 663#(331pif) 563#(282p1f) 2 663#(331p1f) 563#(282p1f) Design spans 16' 6.750" Product: 11 7/8" RFPI-90 24.0" O.C. PASSES DESI C S 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 5075.'# 10145.'# 50% 8.5' Total Load D+L Shear 1226.# 2050.# 59% 0' Total Load D+L End Reaction 1226.# 1777.# 68% 0' Total Load D+L TL Deflection 0.3940" 0.5521" L/504 8.5' Total Load D+L LL Deflection 0.2130" 0.4141" U933 8.5' Total Load L Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% PROP' IN kvo 9405 OREGON v Digitally sealed t Aug.26,2016 CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY ` ++( �q f ��y THE LOADS SHOWN.THE INPUT LOADS AND DIMENSIONS WERE ''�'`r Y W PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FORL., THE SPECIFIC APPLICATION BY THE PROJECT DESIGN '"' 72_3`1t' PROFESSIONAL. All product names are trademaAs of their respective owners Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. "Passing is defined aswhen the member,floorjoist,beam orgirde5 shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must 6e reviewed by a qualified desgner ordesign professional as required for approval.This design assumes product installatlan according to the manufacturer s specifications. e Name: 0 Lisp Address: Customer: STRUCTURAL CONNECTORS Contact: Number: MiTek Region: United States USP Group SKU Stock No Label Oty Ref.No. Description Price Total Price Hanger:7 (7) BPH7111 8 H1 1 B7.12/11.88 Top Mount Hanger 7"x 11-7/8" $ 24.26 $ 24.26 TFL20118 H6 1 ITS2.0$/11.8 Top Mount Hanger 2" -2-1/8"x 11-7/8" $ 5.60 $ 5.60 ITS2.37/11.8 TFL23118 H5 1 8 LT231188 Top Mount Hanger 2-1/4" -2-5/16"x 11-7/8" $ 5.73 $ 5.73 TH01711 ITS1.81/11.8 8 H7 1 8, LT171188, Top Mount Hanger 1-3/4"x 11-7/8" $ 5.13 $ 5.13 MIT11.88 LBV4.12/11. 88, TH02011 LBV4.28/11. 8-2 H3 1 88 Top Mount Hanger 4" -4-3/16"x 11-7/8" $ 9.74 $ 9.74 MIT4.28/11. 88 LBV4.75/11. $TH02311 88, H2 1 MIT3511.88 Top Mount Hanger 4-1/2" -4-5/8"x 11-7/8" $ 9.74 $ 9.74 -2 TH03511 ITS3.56/11.8 H4 1 TopMount Hanger 3-1/2"x 8 8, LT351188 11-7/8"g $ 6.27 $ 6.27 USP Structural Connectors I 2 Name: M Li sp Address: Customer: STRUCTURAL CONNECTORS Contact: Number: MiTek Region: United States Hanger:BPH Allowable Loads(lbs) USP Stock No. Code Rep. Material (Load Case) 100% 115% 125% lu P% Fastener Schedule BPH71118 RR 25749 Solid Sawn DF 3455 - - 1220 6- 16d common (Face) ESR-3444 6 - 10d common (Joist) FL17241, 4- 16d common (Top) HVHZ 87.12/11.88 RR 25803 Solid Sawn DF 3800 - - 1010 8-16d common(Face) FL11166 6-16d common(Joist) ESR-2615 6-16d common(Top) Hanger:TFL Allowable Loads(lbs) USP Stock No. Code Rep. Material (Load Case) 100% 115% 125% 1Up Fastener Schedule TFL20118 RR 25749 Solid Sawn DF 1600 1600 1600 140 2 - 10d common (Face) ESR-3444 2 - 10d x 1-1/2 (Joist) FL17241 4 - 10d common (Top) ITS2.06/11.88 RR 25803 Solid Sawn DF 1520 - - 105 2-10d common(Face) FL10667 4-10d common(Top) ESR-2615 TFL23118 RR 25749 Solid Sawn DF 1600 1600 1600 140 2 - 10d common (Face) ESR-3444 2 - 10d x 1-1/2 (Joist) FL17241 4- 10d common (Top) ITS2.37/11.88 RR 25803 Solid Sawn DF 1520 - - 105 2-10d common(Face) FL10667 4-10d common(Top) ESR-2615 LT231188 - - - - - Hanger:THO Allowable Loads(lbs) USP Stock No. Code Rep. Material (Load Case) 100% 115% 125% 1up Fastener Schedule TH017118 RR 25749 Solid Sawn DF 1305 1305 1305 270 2 - 10d common (Face) ESR-3444 2 - 10d x 1-1/2 (Joist) FL17241 4 - 10d common (Top) ITS1.81/11.88 RR 25803 Solid Sawn DF 1520 - - 105 2-l0d common(Face) FL10667 4-10d common(Top) ESR-2615 MIT11.88 RR 25803 Solid Sawn DF 2305 - - 215 4-16d common(Face) FL10667 2-10d x 1-1/2(Joist) ESR-2615 4-16d common(Top) LT171188 - - - - - TH020118-2 RR 25749 Solid Sawn DF 2700 2700 2700 1115 6 - 16d common (Face) ESR-3444 6 - 10d common (Joist) FL17241, 4- 16d common (Top) HVHZ USP Structural Connectors I 3 0.1 L jsp ® Name: Address: v Customer: STRUCTURAL CONNECTORS Contact: Number: MiTek Region: United States LBV4.12/11.88 RR 25803 Solid Sawn DF 2590 - - 265 4-16d common(Face) FL11166 2-10dxl-1/2(Joist) ESR-2615 6-16d common(Top) LBV4.28/11.88 RR 25803 Solid Sawn DF 2590 - - 265 4-16d common(Face) FL11166 2-10dxl-1/2(Joist) ESR-2615 6-16d common(Top) MIT4.28/11.88 RR 25803 Solid Sawn DF 2305 - - 215 4-16d common(Face) FL10667 2-10d x 1-1/2(Joist) ESR-2615 4-16d common(Top) TH023118-2 RR 25749 Solid Sawn DF 3665 3665 3665 1175 6 - 16d common (Face) ESR-3444 6 - 10d common (Joist) FL17241, 4- 16d common (Top) HVHZ LBV4.75/11.88 RR 25803 Solid Sawn DF 2590 - - 265 4-16d common(Face) FL11166 2-10d x 1-1/2(Joist) ESR-2615 6-16d common(Top) MIT3511.88-2 RR 25803 Solid Sawn DF 2305 - - 215 4-16d common(Face) FL10667 2-10d x 1-1/2(Joist) ESR-2615 4-16d common(Top) TH035118 RR 25749 Solid Sawn DF 2050 2050 2050 265 6- 10d common (Face) ESR-3444 2 - 10d x 1-1/2 (Joist) FL17241 4 - 10d common (Top) ITS3.56/11.88 RR 25803 Solid Sawn DF 1520 - - 105 2-10d common(Face) FL10667 4-10d common(Top) ESR-2615 LT351188 - - - - USP Structural Connectors I 4 Lisp Name: Address: Customer: STRUCTURAL CONNECTORS Contact: Number: Milok Region: United States Fastener Comparison Table Connector Schedule Group Label USP Stock No. Required Fasteners Reference No. Required Fasteners H1 BPH71118 6-16d common(Face) B7.12/11.88 8-16d common(Face) 6- 10d common (Joist) 6-16d common(Joist) 4-16d common(Top) 6-16d common(Top) H6 TFL20118 2-10d common (Face) ITS2.06/11.88 2-10d common(Face) 2- 10d x 1-1/2 (Joist) 4-10d common(Top) 4-10d common (Top) H5 TFL23118 2- 10d common(Face) ITS2.37/11.88 2-10d common (Face) 2- 10d x 1-1/2 (Joist) 4-10d common(Top) 4-10d common(Top) H7 TH017118 2- 10d common(Face) ITS1.81/11.88 2-10d common(Face) 2- 10d x 1-1/2 (Joist) 4-10d common(Top) 4- 10d common(Top) H3 TH020118-2 6- 16d common (Face) LBV4.12/11.88 4-16d common(Face) 6- 10d common(Joist) 2-10d x 1-1/2(Joist) 4- 16d common (Top) 6-16d common(Top) H2 TH023118-2 6- 16d common(Face) LBV4.75/11.88 4-16d common(Face) 6- 10d common(Joist) 2-10d x 1-1/2(Joist) 4- 16d common(Top) 6-16d common(Top) H4 TH035118 6- 10d common (Face) ITS3.56/11.88 2-10d common (Face) 2- 10d x 1-1/2 (Joist) 4-10d common(Top) 4- 10d common (Top) USP Structural Connectors I 5 Name: 011,0 t,jsp Address: Customer: STRUCTURAL CONNECTORS Contact: Number: MiT®k Region: United States - `/ �` / 2" i, 11 H H d V k i BPH71118 (Qty: 1) TFL20118 (Qty: 1) TFL23118 (Qty: 1) A a i O 4{`\ I .' a t TH017118 (Qty: 1) TH020118-2 (Qty: 1) TH023118-2 (Qty: 1) B C TH035118 (Qty: 1) USP Structural Connectors I 6 EWP Hangers 6 USp Top Mount Hanger Charts STRUCTURAL CONNECTORS MiTek - --- — -- (in) 46 13 Dimensions Fastener Schedule Allowable Loads Header Type(Lbs.)1'3 Header Joist Download 100% Wife Web USN Stiff DF DF/SP Code Joist Size Stock No. Ref.No. Reqd Ga W H _ D L_ IF Qty Type Qty Type , LVL PSL LSL SPF I-Joist6 DF/SP 160% Ref. 1-1/2 9-1/4 TH015925 ---- -- 18 ; 1-9/16 : 9-1/4 2 --' 1-1/2 - 6 - 10d : 2 ; 10d x 1-1/2'1345 1290:1335, 845 1005 1005 : 230 x - . ' 6P615925 "LBV1.56/925 : x , 12 ; 1-9/16 ; 9-1/4 -2-3/8. --' 1-1/2 : 10 r 16d ; 4 10d x 1-1/2 I 3120:3065-3065.1990 -- , 2705 : 625 ; - 1H015950 , ---- ' -- 18-: 1-1/2 -:: 9-1/2: 2 --- 1-1/2 : 6 , 104 ; 2 ;104 x 1-112:1345-1290:1335; 915- 1090 : 1090 - 270 1-1/2 x 9-1/2 ' ;BPLBV1.56/9.5 0P81595 ; ' - x 12 1-9/16 9-1/2 :2-3/8: --: 1-1/2 , 10 164 . 4 ;104 x 1-1/2-3120'3065,3965,1990: -- 2705 ' 625 1-1/2 x 11-1/4 .BPH15112 LBV1.56111.25 x 12 1-9/16 :11-1/4'2-3/8 --' 1-1/2 1 10. 16d : 4 10d x 1-1/2;3120 3065 3065 1990 -- 2705 625 :TH015118 ;M11211.88 -- -- 18 , 1-1/2 :11-7/8- 2 ;-- 1-9/16 " 6 I 10d 2 10d x 1-1/2 1345;1290.,1335I 1015: 1205 1205 : 270 BPH:15118 '1,01/1.59/11,88 ; x , 12 1-9716!11-7/8:2-3/8: --; 1-172 : 10 I 168 , 4 ;104 x 1-1/2 3120-3065"3065,1990 -- 2705 ; 625 11/2 14 TH015140 ---- -- 16 : 1-9/16 , 14 2-3/8 -- 1-1/2 ; 10 10d 2 :10d x 1-1/2 1030 1030,1030 865 1030 1030 . 230 - x BPH1514 LBV1.56/14 x 12 , 1-9/16 ' 14 2-3/8 -- 1-1/2 : 10, 168 - 4 - 10d x 1-1/2;3120.3065 3065'1990 -- 2705 625 1-5/8x9-1/2 TH016950 ; ---- - -- 18 rI -11/16'; 9-1/2 , 2 --: 1-1/2 ; 6 I 104 : 2 10d x 1-1/2 1345-1290 1335 845 . 1005 1005 230 1-5/3 x 11-1/4 .TH016112 ---- -- 16 1-11/16 11-1/4; 2 .-- 1-1/2 ' 6 : 10d - 2 r 10d x 1-1/2;1345:1290-1335" 865 ' 1030 . 1030 230 . . 1-5/8 x 11-7/8 :TH016118 : ---- : -- 16-1-11/16 r n-na: 2 ;--r 1-1/2 1 6 . 104 2 : 10d x 1-1/2-1345 1290 1335- 865; 1030 1030 230 1-5/8 x 14 ,TH016140 ---- -- 16 : -11/16: 14 3 -- 1-3/4 10: 10d ; 2 ; 104 x 1-1/2 1030:1030 1030: 865 1030 1030 : 230 : . ,... ; 1-3/4 x 7-1/4 I PHXU17725 ' ' ' x ; 7 : -13/16 7-1/4 :3-1/4 10 2-1/2 ; 8 ; 16d - 6 ' 104 x 1-1/2:4420:4425'4425.3070 -- , 4425 . 1035 BPH17925 LBV1.81/9.25 , x 12 ! -13/16' 9-1/4 .2-3/8 -- 1-11/16: 10 164 i 4 , 10d x 1-1/2-3340 3395;3395 2245 -- 3030 " 625 1-3/4 x 9-1/4 .PHM17925 WP9.25 x 7/10 -13/16' 9-1/4 '2-1/2 7 3 2 , 16d - 2 ; 10d x 1-1/2:3535'3330 3080:2865 -- 2865 -- PHXU17925 W11111.81/9.25 x 7 ; -13/16, 9-1/4 3-1/4 10 2-1/2 ; 8 , 16d 6 : 104 x 1-1/2;4420 4425 4425 3070 -- : 4425 ' 1035 TH017950 1131.81/9,5 -- 18 : 1-3/4 , 9-1/2 f 2 ', -- 1-1/2 ; 6 104 ' 2 :10d x 1-1/2:1345,1290'1335 1060 1260 , 1260 270 - - i3UW1.81/9.5, . .,14 x 9-1/2 13PH1795 ]..,..„._ x 12 ; -13/16' 9-1/2 2-3/8:--,1-11/16 L. 10; 164 - 4 .:10dx 1-1/2 3340:3395 3395,2245: -- 3030 625 : PHM1795 ',WPO x :7/10"1-13/16 9-1/2 ,2-1/2- 7 3 - 2 , 16d 2 ',104 x 1-1/2;3535 3330.3080'2865, -- 2865 -- PHXU1795 - ---- . x 7 ;1-13/16, 9-1/2;3-1/4 10, 2-1/2 " 8 .i 16d - 6 ;104 x 1-1/2;4420 4425 4425,3070 -- - 4425 , 1035 BPH17112 .LBV1.81/11.25 x - 12 -13/16,11-1/4 2-3/8' -- 1-11/16- 10, 16d ' 4 ' 10d x 1-1/2 3340 3395 3395 2245 -- : 3030 , 625 1-3/4 x 11-1/4 PHM17112 ---- x 7/10 1-13/16 11-1/4.2-1/2 7 3 2 : 16d ' 2 10d x 1-1/2 3535 3330 3080 2865 -- 2865 ' -- 2, PHXU17112 ,WPU1.81/11.25 x 7 : -13/16'11-1/4 3-1/4 10 2-1/2 , 8 ; 16d , 6 ; 10d x 1-1/2 4420 4425 4425,3070 -- 4425 1035 - R12, 10017118 .1751.81/11.88 -- 18 :: 1-3/4 ,11-7/8- 2 : --' 1-9/16 6 , 104 l' 2 10d x 1-1/2'1345 1290 1335,1095 1305 : 1305 270 Fl 1-3/4 x 11-7/8 BA1.81/11,88, - B500171188 - a , 12 , -13/16;11-7/8 2-3/8 -- 1-11/16: 10: 16d ,, 4 104 x 1-1/2 3340,3395 3395,2245 -- 3030 ' 625 PHM17118 ,WP11 x 7/10:1-13/16-;11-7/8;2-1/2 7 : 3 ; 2 ' 16d :, 2 -,104 x 1-1/2:3535 3330 3080 2865: -- - 2865 - - PI-0(017118 WP111.81/11.88 x - 7 ,1-13/16:11-7/8,3-1/4 r 10. 2-1/2 - 8 ; 16d ; 6 "104 x 1-1/2 4420 4425 4425'3070 -- , 4425 1035 , TFL1714 :ITS1.81/14 -- 18 1-3/4 14 2 . -- 1-1/2 ' 6 . 10d ' 2 10d x 1-1/2.1645 1600 1700-1230 1245 ; 1600 . 140 , 1-3/4 14 /14 - , BPH1714 LBV1.81 , x 12 ,1-13/16. 14 ,,2-3/8 ---1-11/16 10- 16d 4 - 10d x 1-1/2 3340 3395 3395'2245 -- ; 3030 625 x PHM1714 WP14 x 7/10 1-13/16 14 2-1/2 7 3 ; 2 , 16d 2 10d x 1-1/2 3535 3330 3080-2865 -- 2865 . -- , PHXU1714 ---- x 7 ,1-13/16, 14 '3-1/4 10 2-1/2 8 ' 16d , 6 )10d x 1-1/2 4420'4425 4425 3070 -- 4425 1035 TFL1716 ITS1.81/16 -- 18 1-3/4 1 16 : 2 ; -- 1-1/2 6 : 104 , 2 ,104 x 1-1/2:1845-1600 1700 1230 1245 1600 - 140 : - -B1.81/16, 1-3/4 x 16 'BPH1716 LBV1.81/16, x 12 :1-13/16', 16 -2-3/8 ---1-11/16:: 10 r 16d : 4 104 x 1-1)2 3340 3395'3395 2245' -- ' 3030 ' 625 MIT1,81/16 PHM1716 'VVP16 ' x 7/10-1-13/16 16 ,,2-1/2' 7 3 I 2 ' 16d ! 2 104 5 1-1/2 3535 3330 3080 2865 -- : 2865 - -- ° 2-2-1/8 x 9-1/2 TFL2095 11S2.06/9.5 . -- 18 2-1/8 ; 9-1/2 ' 2 -- 1-1/2 : 6 10d 2 10d x 1-1/2;1645 1600 1700,1230 1245 1600 140 w . . . .... , :tm :7FL20118 1752.06/11,88 -- 18' 2-1/8 11-7/8- 2 i,-- 1-1/2 6 . 104 '.. 2 104 x 1-1/2;1645 1600,1700"1230 1245 1600 140 -ft 2-2-1/8 x 14 TFL2014 :1132.06/14 -- - 18 2-1/8 ; 14 2 -- 1-1/2 6 , 10d 2 ; 104 x 1-1/2'1645 1600 1700 1230 1245 - 1600 140 ' m .. , . * ' 1.-- 2-2-1/8 x 16 TFL2O16 ;1TS2.06/16 -- ; 18 2-1/8 ', 16 , 2 --. 1-1/2 6 , 104 2 104 x 1-1/2 1645 1600:1700 1230 1245 1600 1 ni0 , , no 1/4 2- -2-5/16 = TFL2395 1132.37/9.5 -- 18 2-5/16 : 9-1/2 2 -- 1-1/2 , 6 ; 10d 2 10d x 1-1/2 1645.1600 1700 1230 1245 , 1600 140 : tu TS x 9-1/2 . = .. 0 2-1/4-2-5/16 -- TFL23118 1752.37/11.88 -- ' 18 2-5/16 '11-7/8 2 ;-- 1-1/2 , 6 , 104 ! 2 10d x 1-1/2-,1645 1600':1700-1230 1245 1600 140 5,4 x11-7/8 - - , , . , : , ' ' ' - ci) , , , . , , . , TFL2314 '1752.37/14 ' -- 18 ' 2-5/16 ' 14 2 -- 1-1/2 6 . 10d 2 '10d x 1-1/2 1645 1600 1700 1230 1245 - 1600 140 2-1/4-2-5/16 11-1023140 ;LBV2.37/14 -- : 18 2-3/8 14 .2-3/8 -- 2 12 10d 2 10d x 1-1/2 2715 2715 2715 2280 2715 2715 265 x 14 TFI3514 .MIT3514 -- ' 16 , 2-3/8 14 2-1/2 -- 2-1/16 - 6 - 16d 2 - 10d 2 1-1/2 2560 2235 2265 1660 -- 2560 : 360 130' PHM2314 WP3514 x -7/10 2-3/8 ' 14 2-1/2. 7 3 2 ; 16d 2 10d x 1-1/2.3570 3570 3080-2865 -- 2865 -- TFL2316 ---- ; -- , 18 2-5/16 . 16 2 :--- 1-1/2 ' 6 - 10d 2 104 x 1-1/2 1645 1600 r 1700 1230- 1245 1600 140 ' TF13516 M1T3516 - -- 16 2-3/8 , 16 2-1/2:-- 2-1/16 6 , 16d 2 :10d x 1-1/2-2560-2235 2265 1660) -- 2560 360 Fl PHM2316 WP3516 ' x 7710- 2-3/8 ! 16I'2-1/2, 7 - 3 2 - 16d 2 :10d x 1-1/2'3570 3570 3080.2865 -- 2865 -- , , , , 1)When I-joist is used as a header,all nails must be 10d x 1-1/2. 2)Uplift loads have been increased 60%for wind or seismic loads;no further increase shall be permitted ., — I. 3)Some listed loads may be increased for short-term loading.Refer to code evaluation reports for USP Structural Connectors for details. 4)Minimum nail penetration shall be 1-1/2'for 10d nails and 1-5/8"for 16d nails. 44TF 5)When I-Joists with flanges less than 1-1/2"thick are used as headers,the published capacity shall be reduced.Contact USP for additional information. 6)NAILS:10d x 1-1/2"nails are 0.148'dia.x 1-1/2"long,10d nails are 0.148"dia.x 3"long,16d nails are 0.162"dia.x 3-1/2"long. h Load tables address hanger/header/fastener limitations only.Joist limitations must be determined for each installation. New products or updated product information are designated in blue font. •--ty w -4. D 153 EWP Hangers ► us�x Top Mount Hanger Charts STRUCTURAL CONNECTORS - MiTek Dimensions(in) Fastener Schedule°'8 Allowable Loads Header Type(Lbs.)"° Header Joist Download 100% Uplift'" Web - USP Stiff DF DF/SP Code Joist Size Stock No. Ref.No. Regd Ga W H 0 L TF Qty Type City Type LVL PSL LSL SPF I-Joists DF/SP 160% Ref. 6783114 LBV3.12/14 x 12 3-1/8 14 3 -- 2-3/32 10 16d , 4 lnd 3440 3510 3775 2815: -- 3440 625 2,612, 3x14 F1 PHXU3114 x 7 3 1/8 14 3-1/4 10 2-1/2 8 16d 6 10d x1-1/2 6020 5785 6020 3590 -- 5285 970 130 3-1/2 x 7-1/4 PHXU35725 WPU3.56/7.25 x 7 3-9/16 7-1/4 3-1/4 10 2-1/2 a 16d , 6 10d 6650 5785 6420 3590, -- 5285 1290 TH035925 1153.56/9.25 16 3-9/16 9-1/4 2-3/8 2-1/2 10 10d 2 10d x 1-1/2 2050 2050 2050 1720 2050 2050 265 2,R12, 67835925 BA410, x 12 3-9/16 9-1/4 2-3/8 -- 2-3/8 10 16d 4 10d 3485 3510-3775.3280- -- 3485 815 i Fl LBV3.56/9.25 HBPH35925 H63.56/9.25 x 10 ; 3-9/16 9-1/4 3-1/2 -- 3 22 16d 10 164 7000' 7000,7000 7000 -- 7000 2705 2 3-1/2x9-1/4 PHM35925 WP149.25 x 7/10 3-5/8 9-1/4 2-1/2 7 3 2 16d 2 10d 3745 3570 ,3080 3255 3255 -- PHX1J35925 HWI4925, x 7 3-9/16 9-1/4 3-1/4 10 2-1/2 8 16d 6 10d 6650 5785 6420 3590 -- 5285 ' 1290 HWU3.56/9.25 HLBH35925 GLN3 569.25, x 7 3-5/8 9-1/4 6 12 3-1/8 15 N4160 RS 6 164 10620 10565'9600 8915 -- 9600 1420 1' HGLTV3 56/9.25 R12, 3.1/2 x 9-3/8 78035938 '1153.56/9.37- -- ; 16 3-9/16; 9-3/8 2-3/8 -- 2-9/16 10 104 2 10d x 1-1/2. 2050 2050-2050.1720' 2050 2050 265 Fl TH035950 1153.56/9 5 -- 16 3-9/16 9-1/2 2-3/8 -- 2-7/16 10 10d 2 104 x 1-1/2 2050 2050 2050 1720 2050 2050 265 19017950-2 MIT49.5 , x 16 3-9/16 9-1/2 2-3/8 1-9/16 10 16d 6 10d 2330 2555 2555 1905 2630 2580 1115 BPI-13595 'LBV3.56/9.5 x 12 3-9/16 ' 9-1/2 '2-3/8 -- 2-3/8 10 16d 4 10d 3485 3510 3775 3280; -- 3485 815 HBPH3595 883.56/9.5 x 10 3-9/16 9-1/2 3-1/2 -- 3 22 16d 10 16d 7000 7000 7000 7000 -- 7000 2705 2 3-1/2 x 9-1/2 PHM3595 WP149.5 ' x 7/10 3-5/8 9-1/2 2-1/2 7 3 2 16d 2 10d 3745 3570 3080 3255 -- 3255 -- PHXU3595 HW149.5, x , 7 3-9/16 9-1/2 3-1/4 10 2-1/2 8 16d 6 10d 6650 5785 6420 3590 -- 5285 1290 HWU3.56/9.5 GLTV3.59, 2, HL8H3595 HGL1V3.59 x 7 3-5/8 . 9-1/2 6 12 3-1/8 15 NA160-RS 6 16d 10620 10565 9600 8915 -- 9600 1420 R12, - .-_ F1 TH035112 1153.56/11.25 - -- 16 3-9/16;11-1/4 2-3/8.--' 2-1/2. 10 10d 2 10dx 1-1/2 2050 2050,2050 1720 2050 - 2050 265 BPH35112 BA412, x 12` 3-9/16'11-1/4 2-3/8 -- 2-3/8 10 164 4 104 - 3485 3510 3775;3280 -- ' 3485 815 LBV3.56/11.28' HBPH35112 H83.56/11.25 x 10 3-9/16 11-1/4 3-1/2 .-- 3 22, 164 �10 164 7000' 7000 7000-7000 -- 7000 2705 2 3-112 o 11-1/4 HWt411.25, n. _ PHXU35112 HWU3.56/11.25, x .' 7 , 3-9/16 11-1/4`3-1/4 10' 2-1/2 8 164 6 ; 10d . 6650 5785 6420 3590 -- s 5285 1290 WPI411.25 GLne56/11.25. - 2, HLBH35112 a 7 3-5/8 11-1/4' 6 12 3-1/8 15 NA16D-RS 6 ' 16d 10620-10565 9600 8915 -- 9600 1420 HGLTV3.56/1125 R12, TH035118 ITS3.56/11 88 -- 18 3-9/16 '11-7/8 2-3/8 -- 2-1/2 10 10d 2 10d x 1-1/2 2050 2050 2050 1720 2050 2050 265 Fl 111017118-2 MIT411.88 x 16 3-9/16 '11-7/8 2-3/8 -- 1-9/16 10 16d 6 104 2330 2355 2355 1765 2630 2375 1115 0PH35118 LBV3.56/11.1.BA3.56/118,88 x 12 3-9/16 11-7/8,2-3/8 2-3/8 10 16d 4 10d 3485 3510 3775 3280 -- 3485 . 815 11BPH35118 H63.56/11.88 x 10 3-9/16 11-7/8 3-1/23 22 164 10 16d 7000 7000 7000 7000 -- 7000 2705 2 3-1/2 x 11-7/8 PHM35118 WPI411.88 x 7/10 3-5/8 11-7/8 2-1/2 7, 3 2 16d 2 10d 3745 3570 3080 3255 3255 HWI411.88 PHX035118IHWU3.56/11.88 x 7 3-9/16 11-7/8 3-1/4 10 2-1/2 8 16d 6 10d 6650 5785 6420 3590 -- ! 5285 1290 WPU3.56/11.88 2, HLBH35118 GLTV3.51L x 7 3-5/8 11-7/8 6 12' 3-1/8 15 NA160-RS 6 164 10620 10565 9600 8915 9600 1420 R12, HGLTV3.511 F1 T11035120 -- 18 3-9/16 12 2-3/8 -- 2-1/2 10 104 2 10401-1/2 2050` 2050 2050 1720 2050 2050 265 ,�� 67113512 HW1412' x 12 3-9/16 12 2.3/4 -- 2-1/32 10 164 6 10d 3430 j 3510 3775 3280 3430 1140 LBV3,56/12 3-1/2 x 12 HBPH3512 H133.56/12 x 10 3-9/16 12 3-1/2 , 3 22 16d 10 164 7000 7000 7000'7000 -- 7000 2705 2 PHXU3512 --- x 7 3-9/16 12 ,3-1/4 10 2-1/2 8 164 6 , 10d ' 6650 5785 6420 3590 5285 1290 `L 'GLTV3.512, ' rn HL8113512 x 7 3-5/8 12 6 12 3-1/8 15 NA16D-RS 6 164 10620'10565 9600'8915' -- 9600 1420 HGLTV3.512 2 3-112 x 13 TH035130 1153.56/13 18 3-9/16 13 2-3/8 2-1/2 10 10d 2 10d x1-1/2 2050 2050 2050 1720 2050 2050 265 2, x N TH035140 1163.56/14 -- 18 3-9/16 14 2-3/8 -- 2-1/2 12 10d 2 104 51-1/2 2715 2715 2715 2280 2715 ' 2715 265 612, 2 ® 111414 MIT414 - 16 3-9/16 14 2-1/2 -- 2-1/8 6 164 2 10d x 1-1/2 2560 2235 2265-1660= 2560 360 t Fl flo -s 03.56/14, cit 87113514 0A3.56/14, x 12 3-9/16 14 !2-3/4 -- 2-1/32 10 180 6 1(10 3430 3510;3775.3280 -- 3430 1140 LBV3.56/14 3-1/2 x 14 " HBPH3514 1183.56/14 : x 10 - 3-9/16.' 14 '3.1/2 -- 3 -22' 164 10 16d ' 7000 i 7000;7000;7000 -- 7000 2705 2 P11M3514 WP1414 x 7/10 3-5/8 14 :2-1/2 7 3 2 16d 2 104 3745 > 3670,3080:3255 -- 3255 — HW1414, 2 PHXU3514 HWU3.56/14, x 7 3-9/16 14 -3-1/4 10 2-1/2 8 16d 6 10d 6650 5785 6420 3590 5285 1290 'WPU3.56/14 € Rig, • Ft -HLBH3514 GLTV3.514, f x 7 3-5/8 i 14 -- `6 12 3-1/8 15 NA160-RS' 6 ' 16d '10620'1056519 8915_ -- 9600 1420 HGLTV3.514 , i i 1)When I-joist is used as a header all nails must be 10d x 1-1/2. L 2)Uplift loads have been increased 60%for wind or seismic loads;no further increase shall be permitted )% 3)Some listed loads may be increased for short-term loading.Refer to code evaluation reports for USP Structural Connectors for details, ‘' 1TF 4)Minimum nail penetration shall be 1-1/2'for 10d nails and 1-5/8"for 16d nails, 5)When I-Joists with flanges less than 1-1/2'thick are used as headers,the published capacity shall be reduced.Contact USP for additional information. 6)NAILS:10d x 1-1/2"nails are 0.148"dia.x 1-1/2"long,10d nails are 0.148"dia.x 3"long;NA16D-RS nails are 0.148'x 3-1/2"long,16d nails are 0.162'dia.x 3-1/2"long. H Load tables address hanger/header/fastener limitations only.Joist limitations must be determined for each installation. 7 New products or updated product information are designated in blue font, ., D W .. 155 EMP Hangers /\ TopMount Hanger Charts USPj STRUCTURAL CONNECTORS MITek _ Dimensions(in} Fastener Schedule°'6 Allowable Loads Header Type(Lbs.)'° Web Header Joist DoWnload 100% uplift' USP Stiff OF DF/SP Code Joist Size Stock No. Ref:No. Regd Ga W H 0 1 IF City Type. Qty , Type LVL PSI. 1 SL SPF I-Joists DF/SP 160" Ref. BPH3528 LBV3.56128 , x 12 3-9/16' 28 2-3/4 -- 2 1/32 10 16d '` 6 104 3430 3510'3775 3280', -- 3430 ; 1140 2,R12, F1 HBPH3528 H83 56/28 x , 10 3-9/16 28 3-1/2 -- 3 22 " ltd : 10 16d '7000•7000 7000 7000 7000 2705 , 2 3-1/2 x 28 ,_ , PHM3528 HWI428, x 7/10 3-5/8 ' 28 2-1/2' 7 3 2 , 164 , 2 10d .3745 3570 3080 3255' -- 3255 ; -- 2, WPI426 812, PHXU3528 WPU3.56/28 x 7 3-9/16 28 3-1/4 10 2-1/2 , 8 16d 6 104 6650 5785 6420 3590 -- 5285 1290 ' F1 681-13530 L8V3.56/30 , a ; 12 ,3-9/16 30 2-3/4 - 2-1/32' 10 led 6 10d ,3430 3510.3775;3280 -- 3430 ; 1140 'HBPH3530 103.56/30 x 10 3-9/16 30 3-1/2 -- 3 22 164 ` 10 16d ,70007000 7000;7000 -- 7000 , 2705 2 3-1/2 x 30 HWI430, • ' ' ,7/10' 3-5/8; 30 2-1/2: 7 3 2 • 164 2 10d 3745 3570 3080 3255 -- . 3255 ; -- WPI430 s:PHXU353t ---- x ' 7 ,3-9/16, 30 3-1/4 10 2-1/2 , 8 I led ; 6 10d 6650 5785"6420 3590 -- ` 5285 - 1290 2 R12, BP113532 ---- x 12 3-9/16 32 2-3/4 -- 2-1/32 i 10 16d • 6 ltd 3430 3510 3775 3280 -- 3430 1140 F1 3-1/2 x 32 ,PHM3532 HWI432,i WPI432 x 7/10 3-5/8 32 2-1/2 7 3 2 16d 2 ' 10d 3745 3570 3080'3255 3255 . --.. I PHXU3532 ---- x 7 :3-9/16 32 3-1/4 10 2-1/2 + 8 ltd 6 10d 6650 5785 6420 3590 -- 5285 1290 130 LB04,12/95 4.4-3/16x TH020950-2 LBV4,28/9.5, x : 16 `4.3/16! 9-1/2! 3 2 10 " 16d 6 ` ltd 2330 2665 2665 2240'' 2630 : 2665 , 1115 9-1/2 MIT4.28/9.5 PH(144295 ---- 1 x '7/10;4-3/16! 9-1/2 2-1/2 7 3 2 " 164 2 10d :3745 3570'3080 3255 -- 3255 , — LBV4.12/1188 F 4-4-3/16 x 'T11020118-2 •LBV4.28/17 88. { x 16 4-3/16 11-7/8• 3 2 10 16d 6 10d 2330 2700!2700 2270 2630 : 2700 1115 11-7/8 MIT4.28/11.88 PHM42118 ---- x 7/10 4-3/16-11-7/8 2-1/2 7 3 2 16d 2 10d 3745;3570 3080 3255 -- 3255 . - LBV4.12/14 4 4-3116x14 TH020140-2 LBV4.28/14, x ; 12 ;4.3/16' 14 , 3 ; " 1-15/16'.10 ' 16d : 6 10d 2330 3700 3700 2765 2630 3700 ; 1175 "MIT4.28/14 ' 8 ` t 3570 PHM4214 --- x 7/10•4-3/16, 14 o- 2-1/2 7" 3 , 2 16d� 2 10d 3745 3080 3255; -- 3255 -- TH020160-2 LBV4.28x/16 , 28/16 12 4-3/16': 16 3 :-- 1-15/16, 10 16d 6 i 10d 2330 3700 3700 2765 2630 3700 ` 1175 4-4-3/16 x 16 LBV4 , ,PHM4216 --- i x 7/10 4-3/16" 16 2-1/2 7, 3 2 ' 16d 2 104 3745 3570 3080 3255 -- 3255 -- 2 812, 4-1/2-4-5/8 x ,714023950-2 LBV4 75/9.5, �n 12 ' 4-3/4- 9-1/2 3 2 ' 10 16d 6 10d 3535'3635 3635 2675: 2630 ` 3665 ' 1175 Fl 9-1/2 MIT359:5-2 PHM2395-2 WP359.5-2 i s 7/10 4-3/4 1 9-1/2 :2-1/2 7 3 2 " 16d ! 2 ltd '3745 3255 2965 3255 -- 3255 — 4-1/2-4-/8x 'PHM2311182 WP351��8828 x 7/10 4-3/4 11-7/8 3 -- 2-1/8 10 164 6 10d 3535 3665 3665 3005 2630 3665 . 1175 11-7/8 ... ., 11-7/8 2-1/2 7 3 2 16d 2 10d 3745 3255 2965 3255" -- 3255 -- ; LBV4.75/14, 4-1/2-4.5/8 x 14 .111023140-2 'M173514.2, a 12 4-3/4; 14 3 -- 2-1/8 12 16d ' 6 10d ,3535 4405 4405 3265. 2630 4450 ? 1175 ,WP3514-2 4-1/2-4-5/8 x 16 TH023160-2 LBV4 75/16 x 12 4-3/4 16 3 ` -- 2 1/8 12 16d 6 104 3535 4405 4405 3265 2630 4450 : 1175 PHM2316-2 WP3516-2x 7/10 4-3/4 16 2-1/2 7 3 + 2 l 16d 2 10d 3745'3255 2965 3255 -- 3255 -- 4-112-4-518 x 18 TH023180-2 LBV4.75/18 x 12 4-3/4 18 3 -- 2-1/8 "'14 16d 6 10d 3535 4685 4685 3520: 2630 4770 1175 - - PHM2318-2 WP3516-2 x :7/10, 4-3/4 s 18� 2-1/2 7, 3 2 . led 2 10d !3745 3255 2965 3255 -- 3255 -- 4-1/2-4-5/8 x 20 11-1023200-2 LBV4 75/20 x 12 4-3/4 20 3 • -- 2-1/8 14 • 16d 6 10d 3535 4685 4685 3520 2630 4770 1175 PHM2320-2 WP3520-2 x 7/10: 4-3/4 20 2-1/2, 7 3 2 r 16d ; 2 ltd 3745 3255;2965 3255 -- , 3255 -- 1)When Hoist is used as a header.all nails must be 10d x 1-1/2. 22 2)Uplift loads have been increased 60%for wind or seismic loads;no further increase shall be permitted m 3)Some listed loads may be increased for short-term loading.Refer to code evaluation reports for USP Structural Connectors for details. 4)Minimum nail penetration shall be 1-1/2"for 10d nails and 1-5/8"for 164 nails. a 5)When I-Joists with flanges less than 1-1/2"thick are used as headers,the published capacity shall be reduced.Contact USP for additional information. 117 'it 6)NAILS:104 x 1-1/2"nails are 0.148"dia.x 1-1/2"long.10d nails are 0.148"dia.x 3"long,164 nails are 0.162"dia.x 3-1/2"long. Load tables address hanger/header/fastener limitations only.Joist limitations must be determined for each installation. New products or updated product information are designated in blue font. d O = N 662 ® CD 445 I L 4TF H W ., D 157 EWP Hangers Top Mount Hanger Charts USP STRUCTURAL CONNECTORS MiTek Dimensions cm) Fastener Schedule4 Allowable Loads Header Type(Lbs.)17 W Header Joist`' Download 100% Upi eb USP Stiff DF DF/SP Code Joist Size Stock No. Ref.No. Regd Ga W H 0 L IF _Qty Type Qty Type LVL PSI_ 181 SPF I-Joists DF/SP 160% Ref. 819115516 ---- x 12 5-9/16 16 2-1/2 2-1/32 10 16d 6 10d 3430 3510 3775 3280 -- 3430 1220 2,R12,F1 HBPH5516 HB5 50/16 x 10 5-1/2 16 ,3-1/2 3 22 16d 10 16d 6930 6930 6930,6930 -- 6930 2705 2 5-1/4x16 PHM5516 ---- x 7/10 5-5/8 16 2-1/2 7 3 2 16d 2 10d 3745 3665 3080 3390 -- 3390 : -- PHXU5516 HWU5.50/16 x 7 5-1/2 16 3-1/4 11-1/2 2-1/2 8 16d 6 10d 6650 ' 5785 6650 3590 -- 5285 1290 2, 51.655516 GLTV5.516, x 7 5-9/16 16 6 12 3-1/8 15 5A16D-RS 6 168 10620 10565 9600 8915 -- 9600 1605 R12, F1 HGLTV5.516 81915518 -- - x 12 5-9/16 18 2-1/2 -- 2-1/32 10, 16d 6 108 3430 3510 3775 3280 -- 3430 1220 HBPH5518 HB5 50/18 x 10 5-1/2 18 ,3-1/2 -- 3 22 . 16d 10 16d 6930 6930 6930°6930 -- 6930 2705 2 5.114 x 18 PHM5518 ---- x '7/10 5-5/8 „18 2-1/2 7 3 2 ; 16d 2 10'd ' 3745- 3665 3080 3390 -- 3390 -- PHXU5518 :HWU5.50/18 x 7 5-1/2 18 '3-1/4 11-1/2 2-1/2 8 ; 16d 6 10d 6650 5785 6650 3590 -- 5285 1290 '. 2' R12, GLTV5,518, 51.055518 x 7 5-9/16 18 6 12 3-1/8 15;NA16D-RS' 6 16d 10620 10565 9600,8915. 9600 1605 F1 `H6LTV5.518 HBPH5520 HB5.50/20 x 10 , 5-1/2 20 3-1/2 3 22 16d 10 16d 6930;6930 6930 6930 -- 6930 2705 2 5-1/4 x 20 PHXU5520 HWU5.50/20 x 7 5-1/2 20 3-1/4 11-1/2 2-1/2 8 16d 6 10d 6650 5785 6650 3590 -- 5285 1290 HLBH5520 GLTVS 520 x 7 5-9/16 20 6 12 3-1/8 15 NA16D-RS 6 16d 10620 10565 9600 8915 -- 9600 1605 1' R12, 7 x 7-1/4 PHXU71725 5W1j7 12/7.25 x 7 7-1/8 7-1/4 3-1/4 13-1/8 2-1/2 8 16d 6 108 6650; 5785 6650.3590 -- 5285 1290 Fl BPH71925 x 12 7-1/8 9-1/4 3 -- 2-3/8 10 16d 6 10d 3485 3510 3775 3280 -- 3485 1220 HBPH71925 HB7 12/9.25 x 10 7-1/8 9-1/4 3-1/2 -- 3 22 16d 10 16d 6930 '6930 6930/6930 -- 6930 2705 2 7x 9-1/4 PHM35925-2 -- x 7/10 7-1/8 9-1/4 2-1/2 10 3 2 16d 2 10d 3745 3665 3080 3390 -- 3390 WPI49.25 2. 2 PHXU71925 x 7 7-1/8 9-1/4 3-1/4 13-1/8 2-1/2 8 16d 6 10d 6650 5785 6650 3590 -- 5285 1290 HWU712/9.25 R12. HLBH71925 GLTV49 25-2 x 7 7-1/8 9-1/4 6 12 3-1/8 15 5A160-RS 6 16d 10620 10370 9600 8915 -- 9600 1605 F1 8057195 B712/9.5 x 12 7-1/8 9-1/2 3 -- 2-3/8 10 168 6 108 3485 3510)3775=3280 -- 3485 1220 HBPH7195 '1487.12/9.5 x 10 , 7-1/8 9-1/2 3-1/2 -- 3 22 " 168 a 10 16d� 6930- 6930 6930 6930 -- 6930 2705 2 7 x 9-1/2 PHM3595-2 ---- x 7/10 7-1/8 9-1/2'2-1/2' 10 3 2 16tl 2 10d� 3745 3665 3080.3390 -- 3390 WPI49 5-2 ' 2 'PHXU7195 x 7 7-1/8 9-1/2 3-1/4 13-1/8 2-1/2 8 ' 16d 6 10d 6650, 5785 6650 3590 -- 5285 1290 ' HWU712/9.5 R12; HLBH7195 011V49 5-2 x 7 7-1/8 9-1/2 6 12 3-1/8 15 5A160 RS, 6 168 10620,10370,9600`8915. -- 9600 1605 Fl BPH71112 ---- x 12 7-1/8 11-1/4 3 -- 2-3/16 10 ' 16d 6 10d 3455 3515 3775;3280 -- 3455 1220 HBPH71112 H67.12/11.25 x 10 7-1/8 11-1/4 3-1/2 -- 3 22 16d 10 16d 6930 6930 6930 6930 -- 6930 2705 2 7x11-1/4 PHXU71112 HWU712/11.25 x 7 7-1/8 11-1/4 3-1/4 13-1/8 2-1/2 8 ! 16d 6 10d 6650 5785`665013590 -- 5285 1290 GLTU411.25-2. , 2, HLBH71112 HGLTV41 25-2. ' x 7 7-1/8 11-1/4 6 12 3-1/8 15 NA16D RS 6 16d `10620'10370 9600 8915 -- 9600 1605 812, F1 BPH71118 67.12/11.88 x 12 7-1/8 11-7/8 3 -- 2-3/16 10 16d 6 10d 3455 3515 3775'3280 -- 3455 1220 HBPH71118 H87,12/11.88 x 10 7-1/8 11-7/8 3-1/2 -- 3 22 16d 10 16d 6930 6930-6930'6930 -- 6930 2705 2 PHM35118-2 -- x 7/10 7-1/8 11-7/8 2-1/2 10 3 2 16d 2 10d 3745 3665 3080`3390 -- 3390 7 x 11-7/8 HWU7.12/11 88 PI-96171118WPt411.88-2 x 7 7-1/8 11-7/8 3-1/4 13-1/8: 2-1/2 8 ; 168 6 10d 6650'5785 6650 3590 -- 5285 1290 2, R12, HLBH71118 GLTV411.88 2. x 7 7-1/8 11-7/8 6 12 3-1/8 15 10169-RS,, 6 16d 10620 10370 9600 8915 -- 9600 1605 ! F1 HGLTV411,88 2 81917114 87.12/14 x 12 7-1/8 14 3 -- 2-3/16 10 16d 6 10d 3455 3515 3775 3280 -- 3455 ' 1220 HBPH7114 587.12/14 x 10 7-1/8 14 3-1/2 -- 3 22 16d 10 16d 6930 6930 6930 6930 -- 6930 2705 2 PHM3514-2 x 7/10 7-1/8 14 2-1/2 10 3 2 16d 2 10d 3745 3665 3080 3390 -- 3390 -- N 7x14 WPI4142, 2 PHXU7114 x 7 7-1/8 14 3-1/4 13 1/8 2-1/2 8 16d 6 10d 6650 5785 6650 3590 -- 5285 1290 L HWU7.12/14 R12, HLBH7114 GLTV414 2 x 7 7-1/8 14 6 12 3-1/8 15 NA16D-RS 6 16d 10620 10370 96008915 -- 9600 1605 F1 a HGLTV414-2 rti F 1)When I-joist is used as a header,all nails must be 10d x 1-1/2 e- 2)Uplift loads have been increased 60%for wind or seismic loads,no further increase shall be permitted "p 3)Some listed loads may be increased for short-term loading.Refer to code evaluation reports for USP Structural Connectors for details S 0 4)Minimum nail penetration shall be 1-1/2"for 10d nails and 1-5/8"for 16d nails. ® 5)When I-Joists with flanges less than 1-1/2"thick are used as headers,the published capacity shall be reduced.Contact USP for additional information. CCI. 6)NAILS:10d nails are 0.148'dia.x 3"long,NA16D-RS nails are 0.148"x 3-1/2"long,16d nails are 0.162"dia.x 3-1/2"long. Load tables address hanger/header/fastener limitations only.Joist limitations must be determined for each installation. flt New products or updated product information are designated in blue font. ,,k TF i H i W -. D 159 APAp , ROD REPORT www.opowood.org Roseburg RIGIDLAM® LVL PR-L289 Roseburg Forest Products Company Revised May 16, 2014 Products: 1.3E, 1.5E, 2.0E and 2.2E Laminated Veneer Lumber Roseburg Forest Products Company, 4500 Riddle Bypass Road, Riddle, Oregon 97469 (800) 347-7260 www.roseburq.com 1. Basis of the product report: • 2012 and 2009 International Building Code (IBC): Sections 104.11 Alternative Materials and 2303.1.9 Structural composite lumber • 2012 and 2009 International Residential Code (IRC): Section R104.11 Alternative Materials, and 2012 IRC Sections R502.1.7, R602.1.4, and R802.1.6 Structural composite lumber • ASTM D5456-09 and D5456-05a recognized by the 2012 IBC and IRC, and 2009 IBC, respectively • APA Reports T2000P-19, T2000P-30, T2001 P-11, T2001 P-15, T2001 P-22, T2001 M-81, T2001M-87, T2002P-1A, T2003P-16, T2003P-33, T2003P-34, T2003P-49A, T2004P-8, T2004P-23, T2004P-42, T2005P-24, T2005P-50, T2007P-24, T2007P-25A, T2007P-26A, T2007P-30, T2007P-32, T2007P-101, T2010P-27, T2011 P-34A, T2011 P-35, T2014P-23, and other qualification data 2. Product description: Roseburg RIGIDLAM®laminated veneer lumber(LVL) is a structural composite lumber product consisting of veneers laminated with grain parallel to the length of the member in accordance with the in-plant manufacturing standard approved by APA. Roseburg RIGIDLAM®LVL is available in thicknesses of 1-1/4 to 1-3/4 inches, depths of 3-1/2 to 24 inches and lengths up to 66 feet. Additionally, the 1-3/4-inch-thick members are face- bonded together to make 3-1/2-, 5-1/4-, and 7-inch-wide built-up LVL headers and beams. 3. Design properties: The structural design provisions for wood construction provided in the building code are applicable to Roseburg RIGIDLAM®LVL products unless noted otherwise in this report. Table 1 lists the design properties, Table 2 lists the equivalent specific gravities for connection design, and Table 3 shows the minimum on-center spacing for nails installed in the narrow face of Roseburg RIGIDLAM® LVL. The minimum on-center spacing for nails installed in the wide face of RIGIDLAM®LVL is 2 inches for nails up to 12d box (0.128 in. x 3-1/2 in.)or 8d common (0.131 in. x 2-1/2 in.), and 3 inches for nails up to 16d common (0.162 in. x 3-1/2 in.). The allowable spans for Roseburg RIGIDLAM LVL shall be in accordance with the recommendations provided by the manufacturer(www.roseburq.com). 4. Product installation: Roseburg RIGIDLAM®LVL shall be installed in accordance with the recommendations provided by the manufacturer(see link above). _ 5. Fire-rated assemblies: The provisions of Section 722.6.3 of the 2012 IBC or Section 721.6.3 of the 2009 IBC, _ design of fire-resistant exposed wood members, shall be applicable to Roseburg RIGIDLAM®LVL. Fire-rated assemblies shall be constructed in accordance with the recommendations provided by APA Design/Construction Guide: Fire-Rated Systems, Form W305 (www.apawood.orq/publications)and the manufacturer(see link above). ©2014 APA— The Engineered Wood Association 09-19 APA Product Report® PR-L289 Revised May 16, 2014 Page 2 of 4 6. Limitations: a) Roseburg RIGIDLAM®LVL shall be designed in accordance with the code using the design properties specified in this report. b) Roseburg RIGIDLAM®LVL is limited to dry service conditions where the average moisture content of sawn lumber is less than 16 percent. c) Roseburg RIGIDLAM®LVL is produced at the Roseburg Forest Products facility in Riddle, Oregon under a quality assurance program audited by APA. d) This report is subject to re-examination in one year. 7. Identification: The Roseburg RIGIDLAM®LVL described in this report is identified by a label bearing the company name, the product name (RIGIDLAM®), the product grade, the APA assigned plant number(1055), the APA logo, the report number PR-L289, and a means of identifying the date of manufacture. The product name (RIGIDLAM®) shall be permitted to be labelled as "onCENTER®". Table 1. Allowable Design Stresses for Roseburg RIGIDLAM® LVL(a,b,9) Design Property 1.3E Grade 1.5E Grade 2.0E Grade 2.2E Grade Flexural Stress, Fb(c)(psi) beam(d) 2,250 2,250 3,100 3,400 plank 2,250 2,250 3,100 3,400 Modulus of Elasticity, E (psi) beam 1,300,000 1,500,000 2,000,000 2,200,000 plank 1,300,000 1,500,000 2,000,000 2,200,000 Horizontal Shear, F„(psi) beam 200 220 290 325 plank 130 130 130 130 Compression Perpendicular beam 560 575 750 850 to Grain, Fc,_ (psi) plank 500 500 500 500 Tension Parallel to Grain, Ft(f)(psi) 1,500 1,500 2,100 2,425 Compression Parallel to Grain, Fc (psi) 1,950 1,950 3,000 3,200 For SI: 1 inch =25.4 mm, 1 foot=304.8 mm, 1 Ibf=4.448 N, 1 psi=6.9 kPa (a) Design values provided in this table are based on covered, dry conditions of use. Dry conditions of use are those environmental conditions represented by solid sawn lumber in which the moisture content is less than 16 percent. All values, except for E and Fb±,are permitted to be adjusted for other load durations as permitted by the code. (b) Beam=load parallel to glueline; plank=load perpendicular to glueline. (C) The tabulated Fb values are permitted to be increased by 4 percent for repetitive members as provided in the code. (d) The tabulated values are based on a reference depth of 12 inches. For other depths, when loaded edgewise, the allowable bending stress(Fb)shall be modified by a depth factor, Kd=(12/01/8),where d is the LVL depth in inches. The maximum permitted depth factor is 1.17. The size factor is cumulative with other adjustment factors including duration of load and repetitive member factors. Depth(inches) 3-1/2 5-1/2 9-1/2 11-7/8 14 16 18 24 Multiply by 1.17 1.10 1.03 1.00 0.98 0.96 0.95 0.92 Use the factor for 3.5 inches for shallower depths. (e) The tabulated values are based on a reference depth of 1-3/4 inches. For other depths, when loaded flatwise,the allowable bending stress(Fb)shall be modified by a depth factor, Kd=(1.75/d)('/5),where d is the LVL depth in inches. For depths less than 1-3/4 inches,the factor for the 1-3/4-inch depth shall be _ used. (f) Tabulated tensile stresses are for a 4-foot LVL length. For greater lengths, the value shall be adjusted by multiplying the tabulated value by(4.0/LVL length in feet)119. For lengths less than 4 feet, use the tabulated value unadjusted. (s) The product name shall be permitted to be labelled as"onCENTER°". ©2014 APA— The Engineered Wood Association 09-19 APA Product Report® PR-L289 Revised May 16, 2014 Page 3 of 4 Table 2. Equivalent Specific Gravity for Connection Design(a) Connection Type LVL Grade Face ) Edge) 1.3E Nail-Withdrawal 1.5E 0.50 0.50 2.0E 2.2E 1.3E Nail-Lateral 1.5E 0.50 0.50 2.0E 2.2E 1.3E 0.47 1.5E Bolt-Lateral(d) 2.0E N.A. 0.50 2.2E (a) Similar to those values provided in the applicable code for solid sawn lumber having a minimum specific gravity shown. (b) Installed perpendicular to the wide face of the LVL. (C) Installed parallel to the wide face of the LVL. (d) For 1/2-or 3/4-inch-diameter bolts. Table 3. Nail Spacing(a b)-Installed Parallel to Gluelines Minimum Nail End Dimension Fastener Spacing( �d� Distance(c) (in.) 8d box(0.113"x 2-1/2") 3 1-1/2 8d common (0.131"x 2-1/2") 3 2 L es-1s�2an n 10d (0.128"x 3")and 12d box(0.128"x 3-1/4") 3 2 inch-thick 10d (0.148"x 3")and 12d common (0.148"x 3-1/4") 4 3 16d sinker(0.148"x 3-1/4") 4 3 16d common (0.162"x 3-1/2") 6 4 8d box(0.113"x 2-1/2") 2 1 1-1/2-inch 8d common (0.131"x 2-1/2") 3 2 and 10d (0.128"x 3")and 12d box(0.128"x 3-1/4") 3 2 10d (0.148"x 3")and 12d common (0.148"x 3-1/4") 4 3 thicker 16d sinker(0.148"x 3-1/4") 4 3 16d common (0.162"x 3-1/2") 6 3 For SI: 1 inch=25.4 mm (a) Based on the minimum member depth of 3-1/2 inches when nailing into the narrow face of the material, parallel to gluelines. (b) Allowable lateral and withdrawal nail load capacities are as specified in the NDS for lumber having a specific gravity as indicated in Table 2 of this report. (c) Spacing and end distance apply to a single row of nails. (d) The minimum allowable edge distance is 1/4 inch. ©2014 APA- The Engineered Wood Association 09-19 APA Product Report° PR-L289 Revised May 16, 2014 Page 4 of 4 APA — The Engineered Wood Association is an approved national standards developer accredited by American National Standards Institute (ANSI). APA publishes ANSI standards and Voluntary Product Standards for wood structural panels and engineered wood products. APA is an accredited certification body under ISO 65 by Standards Council of Canada(SCC), an accredited inspection agency under ISO/IEC 17020 by International Code Council (ICC) International Accreditation Service (IAS), and an accredited testing organization under ISO/IEC 17025 by IAS. APA is also an approved Product Certification Agency, Testing Laboratory, Quality Assurance Entity, and Validation Entity by the State of Florida, and an approved testing laboratory by City of Los Angeles and Miami-Dade County. APA—THE ENGINEERED WOOD ASSOCIATION HEADQUARTERS 7011 So. 19®St.•Tacoma,Washington 98466 Phone:(253)565-6600•Fax:(253)565-7265•Internet Address:www.apawood.orq PRODUCT SUPPORT HELP DESK (253)620-7400•E-mail Address:help@apawood.org DISCLAIMER APA Product Report® is a trademark of APA — The Engineered Wood Association, Tacoma, Washington. The information contained herein is based on the product evaluation in accordance with the references noted in this report. Neither APA, nor its members make any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application of, and/or reference to opinions, findings, conclusions, or recommendations included in this report. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements. Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. ©2014 APA— The Engineered Wood Association 09-19 A P A S T A N D A R D p RR - 401® PERFORMANCE STANDARD FDR APR [ WS RIM BOARDS Effective Date April 2006 - -—-‘.*'''.'-..:'' :II ,-...-: -..--.'- ,,,:::,,,,,7",,,,,,,441,,,,...4%. ,,, :-4i'.... r a f000, ',.... s �., �- i/� / r �r xr,rr r' ��/ru r '�x � p� �,{{. x'�e .[ Y rws+x a "� g g ,gi 0 ,,,..,,44,1 / tiG i 0,000, 8 : rr �/r rry iHu� u R441.olV APA THE ENGINEERED WOOD ASSOCIATION t� AY F. �,lad" r� �a.� � ", CONTENTS �,, ... 7 ° ( ,,i 4,0%)",;,:;;;;:;',:,,.:.•,:,$,....,,,,,,‘,A:441,,,,,,,41.,„. "°°'' { • y o E Performance Standard for � ' E{ , ';f ; vip APA EWS Rim Boards { fi € figF "lakrl 4 ryrz,,"I,. a (4w�� ' Exa t 1 J 1 , r= 1.Scope lit , 1 `' 6 V� +Sen 1 eir 2. Referenced Documents 2 3.Terminology 1 ,..',<V :, .,." 4N yiE...::.,,,,,,,,,,4,,,,i,,,,.•,,..„,,,,,p,,,,,,,,•`'r" L ,.Y "'a l p=n iq+ti�:( + t E a a 4. Dimensions and Tolerances 1 " a d { �, ,q, 311,741}/',.^' ' C :;' a 5. Performance Requirements 2 ` i O 3diYc „ O �'` tto , ft - E., } 6.APA Test Methods 4 ,,,,,.1R01'..,:-';1.;.;.,,•.•--:',1,‘;‘,4',.72',-N'•% J= 'baa ik k, u x X 7.Qualification Policy 7 9'°4'r , C Z 1 x , 1 til'",:. .11;',# a 8.Quality Assurance Policy 7I as 0 9.Typical Trademarks 7 t. ,. z r p Appendix A Adjustment Factors for Deriving the Allowable U 2 Properties of APA EWS { �, ', o Rim Boards 8 '( . (}` wD k z z O �� r m : • O _ _ _ - tib 1�. ''i8 Q p 0 o r z `'fi tip dv. k co- > g �1 •9 fiiimmilligitteo ,,,,,,,..-:,:: y�i " SPF .'..,.°;,,(�'a N ,.,.,1e-N,'„, t Sff9 ��" xl p_ p4n<"� F MV i'_ 1 j... .. t,k 0 Q z oQ u 0 0 ❑ ,L- L.w w 0 z W w a d 0 0 Z PRR-40 1® D 2395-02 Standard Test Methods for 3.2.1 Rini Board:A structural component Specific Gravity of Wood and Wood- that is installed in an end bearing wall Base Materials or wall parallel to the joist framing to - D 2915-03 Standard Practice for encompass the floor framing and transfer PERFORMANCE Evaluating Allowable Properties for horizontal(shear) and bearing(vertical) STANDARD FOR Grades of Structural Lumber loads. APA EWS RIM BOARDS D 3737-05 Standard Practice for 3.2.2 Horizontal(Shear)Load Transfer Establishing Stresses for Structural Capacity:The mechanical capacity of rim April 27, 2006 Glued Laminated Timber(Glulam) boards to transfer applied lateral loads, D 4761-05 Standard Test Methods for such as wind or seismic, through shear 1.Scope Mechanical Properties of Lumber and load transfer provided by the connections 1.1 An APA EWS Rim Board is a rectan- Wood-Based Structural Material between rim board and floor sheathing, gular-shaped structural-use panel,re- D 5456-06 Standard Specification for and rim board and sill plate. sawn structural glued laminated timber, Evaluation of Structural Composite 3.2.3 Bearing(Vertical)Load Capacity:The or structural composite lumber manufac- Lumber Products mechanical capacity of rim boards to tured specifically to meet the perfor F 1667-05 Standard Specification for resist applied gravity loads,such as wall mance requirements of rim boards in Driven Fasteners: Nails,Spikes,and loads, through bearing load transfer from wood frame construction. Staples rim board to sill plate. 1.2 Unless otherwise specified, the term 2.2 Other Standards: 3.2.4 Edgewise Bending Properties:The "APA EWS Rim Boards"represents the APA PRP-108,Performance Standards mechanical properties of rim boards, rim board products qualified as either and Qualification Policy for Structural- including allowable bending stress (Fbe), APA EWS Rim Board or APA EWS Rim Use Panels shear stress (F"e), compressive stress Board Plus under this standard. perpendicular to grain (Fcle),and modu- APA Plywood Design Specification 1.3 This standard provides dimensions APA OSB Qualification Policy lus of elasticity(Edwhen subjected to and tolerances,performance require- loading on the edge of the rim boards. 2005 National Design Specification The edgewise bendingproperties for rim ments, test methods,quality assurance, (NDS) g p p and trademarking for APA EWS Rim boards manufactured from mat-formed Boards. US Product Standard PS 1-95 and composite panels,and qualified in Construction and Industrial Plywood accordance with this standard are limited 1.4 APA EWS Rim Boards shall be used in US Product Standard PS 2-04 to a design span of 4 feet or less. dry service conditions where the average Performance Standard for Wood-Based moisture content of solid-sawn lumber is less than 16%. Structural Use Panels 4. Dimensions and Tolerances ANSI Standard A190.1-02 Structural 1.5 Products carrying an APA EWS Rim 4.1 The nominal thickness shall not be Glued Laminated Timber less than 1 inch for APA EWS Rim Board Board trademark are to be designed and ANSI/ASME Standard B18.2.1-1996 installed in accordance with recommen- and 1-1/8 inches for APA EWS Rim Board dations published by APA-The Square and Hex Bolts and Screws Plus. (Inch Series) Engineered Wood Association. 4.2 The depth for APA EWS Rim Boards CAN/CSA 0325.0-92 (R2003) shall not exceed 24 inches. Construction Sheathing - 2.Referenced Documents 4.3 Tolerances-Dimension tolerances 2.1 ASTM Standards: 3.Terminology permitted at the time of manufacture for - D 9-05 Standard Terminology Relating to APA EWS Rim Boards shall be as follows: Wood and Wood Based Products 3.1 Definitions: See the referenced docu- ments for definitions of terms used in Thickness-Plus or minus 5% D 1037-99 Standard Test Methods for P this standard. Depth Plus 1/16 inch or minus 0 inch Evaluating Properties of Wood-Base (measured to 1/32 inch) Fiber and Particle Panel Materials 3.2 Description of terms specific to this standard: 1 - 5. Performance Requirements 5.2.3 The edgewise bending strength and 5.2.6 Recognition of structural perfor- APA EWS Rim Boards shall meet the modulus of elasticity shall be evaluated mance levels superior to those given in performance requirements established in when the rim boards are manufactured Table 1 shall be permitted provided the this section. from mat-formed and composite panels. following conditions are met: For other materials, the edgewise bend- a)Test results shall meet or exceed the 5.1 Sampling ing properties shall be established by values given in Table 1. 5.1.1 Test samples shall be representative applicable product standards or design of normal production. specifications. For example, the edgewise b) Design values shall be derived from bendin properties shall be evaluated in test results using the adjustment factors 5.1.2 For structural-use panels,a mini g p p given in Footnote a to Table 1 and mum of 20 full-size (4 feet by 8 feet) accordance with ASTM D 3737 and D 5456 for rim boards manufactured rounded down to the nearest 5 lbf/ft for panels shall be sampled for all evaluation horizontal load, 50 lbf/ft for uniform tests. For other products,a minimum from glulam and SCL,respectively.The of 50 lineal feet from representative edgewise bending properties for all- productions shall be sampled. veneer panels are documented in the Plywood Design Specification. 5.1.3 The sample size required for hori- Design Horizontal zontal load transfer capacity,bearing load 5.2.4 Structural performance shall be Thickness,t, (Shear)Load Transfer capacity,lag screw tests,and concentrated evaluated for each rim board thickness, (in.) Capacity,H°,(lbf/ft) depth,and species combination unless Less than 1 in. Not Permitted load capacity,if applicable,shall be suffi- e p p 180 lbf/ft<Ha cient for estimating the population mean otherwise noted in the test method. 1 in. <190 lbf/ft within 5%precision with 75%confi- 5.2.5 APA EWS Rim Boards shall meet 180 lbf/ft<_H. 1-1/8 in. 5_220 lbf/ft dence,or 10 assemblies,whichever is the minimum structural performance larger.In general,a sample size larger than given in Tables 1 and 2 if applicable 1-1/4 in. 180 lbf/ft<_H or thicker H. 10 assemblies is needed when the coeffi- based on the APA test methods described cient of variation is greater than 12.8%. in Section 6. 5.1.4 For rim boards manufactured from mat-formed and composite panels, a minimum of 28 specimens with a dimen- TABLE 1 sion of 2 inches by 36 inches shall be REQUIRED MEAN TEST VALUES(°)FOR APA EWS RIM BOARDS. sampled from representative production Grade ti . H(c) Z(e) and tested for edgewise bendingstrength (in.) (lbf/ft) (lbf/ft) (Ibf) (lbf) and modulus of elasticity in accordance Depth(d) Limitation (in.) with Section 6.8. d5_24 d<_16 16 < d<_24 d24 16 < d<_24 5.2 Structural Performance Criteria Rim Board 1 505 9,900 4,950 1,200 10,500 5.2.1 The structural performance level for 1-1/8 505 13,200 9,000 1,400 10,500 1 N/A(s) N/A(g) N/A(g) N/A(s) N/A(g) APA EWS Rim Boards shall be established Rim Board Plus based on the structural performance, 1-1/8 560 14,550 9,600 1,400 10,500 (a)The tabulated values are the average test values.For design purposes,the tabulated values shall be Including horizontal load transfer capacity, multiplied by an adjustment factor given below: bearing load capacity,lag screw(1/2-inch Horizontal load transfer capacity(H): 1/2.8 Vertical load capacity(V)and concentrated load capacity(P): 1/3 diameter)lateral resistance,and edgewise Lag screw lateral resistance(Z): 1/4 bending properties when applicable,of See Appendix A for the analysis of the adjustment factors.The calculated design values are applicable to the long-term load duration(10 years),except for the calculated horizontal load transfer capacity the product under evaluation. which is based on the short-term load duration(10 minutes),and permitted to be adjusted for other load durations in accordance with the applicable code. 5.2.2 The concentrated load capacity (b)Minimum thickness(see Section 4.3 for the thickness tolerance). (c)Mean test value for the horizontal(shear)load transfer capacity. Shall be evaluated only when the rim (d)Mean test value for the bearing(vertical)load capacity. board exceeds 16 inches in depth. (e)Mean test value for the lateral resistance of a 1/2-inch-diameter lag screw. (f)Mean test value for the concentrated load capacity,which is required only when the rim board exceeds 16 inches in depth. (g)The minimum thickness for APA EWS Rim Board Plus is 1-1/8 inches. 2 vertical load, 100 lbf for concentrated 5.3.4 Glulams—Control values for 5.5 Physical Properties - vertical loads,and 25 lbf for lag screw mechanical properties shall be estab- 5.5.1 Samples used for establishing the _ lateral resistance. lished based on ANSI A190.1 and the physical properties of APA EWS Rim c)Design values shall be identified in the principles set forth in ASTM D 3737. Boards shall be prepared from those trademark. 5.3.5 Structural composite lumber— panels required in Section 5.1. d)The design horizontal(shear)load Control values for mechanical properties 5.5.2 Requirements specified in Sections transfer capacity is subject to the follow- shall be established based on the princi- 5.5.3 through 5.5.5 do not apply to ing limitations: ples set forth in ASTM D 5456. all-veneer panels,laminated veneer 5.3 Mechanical Properties 5.4 Durability Performance lumber, or glulam. 5.3.1 Mat-formed panels—Control values 5.4.1 Mat-formed and composite panels— 5.5.3 Density—The control value for for mechanical properties,including dry Control values for glue bond durability panel density shall be established in bending strength and stiffness in both the shall be established based on tests con- accordance with ASTM D 2395 using the along and across directions,and redry ducted in accordance with Section same panels tested for structural perfor- (cycled per APA Test Method D-4)bend- 6.2.4.1 of PS 2 or other alternative mance(Section 5.2). One specimen with ing strength in the along direction(S-14 method recognized by APA. a dimension of 6 inches by 6 inches shall tests), of the product qualified under 5.4.2 All-veneer panels—Glue bond be prepared from each panel(20 speci- structural performance(Section 5.2)shall durability shall be established based on mens in total)for the density determina- be established in accordance with APA tests conducted in accordance with tion based on oven-dry weight and OSB Qualification Policy. Section 6.1.5 of PS 1 or other alternative as--tested volume.The minimum control Specification method recognized by APA. 5.3.2 All-veneer panels— value shall be established as follows: for species, thickness, and grade shall 5.4.3 Glulams—Glue bond durability Minimum density= Mean density— be established in accordance with shall meet the criteria specified in ANSI 2.1 x standard deviation APA PRP-108 or PS 1. A190.1 or other alternative method For quality control purposes, the density 5.3.3 Composite panels—Control values recognized by APA. based on weight and volume at typical for mechanical properties shall be estab- 5.4.4 Structural composite lumber— environmental conditions of the manu- lished in accordance with APA PRP-108 Glue bond durability shall meet the crite- facturing facility shall be established. or PS 2. ria specified in ASTM D 5456 or other 5.5.4 Internal bond—The control value alternative method recognized by APA. for the internal bond shall be established based on ASTM D 1037 using 5 samples (2 inches by 2 inches)from each panel (100 specimens in total) tested for struc- TABLE 2 tural performance(Section 5.2). The REQUIRED EDGEWISE BENDING VALUES FOR RIM BOARDS minimum control value shall be MANUFACTURED FROM MAT-FORMED AND COMPOSITE PANELS(a) fbe(b) Ee(`) (ve(d) fcle(e) established as follows: Grade (psi) (psi) (psi) (psi) Minimum internal bond = Mean internal Rim Board and 2,070 580,000 850 920 bond—2.1 x standard deviation Rim Board Plus (a)The tabulated values are test values.For design purposes,the tabulated characteristic values shall 5.5.5 Thickness swell—Thickness swell be multiplied by an adjustment factor given below: shall be evaluated based on the 24-hour Edgewise bending strength(fie): 1/(2.1 x 1.45 x 1.08 x 1.05)or 1/3.45 - Edgewise modulus of elasticity(Ee): 1/1.05 water soak method of ASTM D 1037 Edgewise shear strength(f„e): 1/3.15 in 5 samples (6lncheS by6 inches) Edgewise compressive stress perpendicular to grain at 0.04-in.deformation(fele): 1/1.67 using P See Appendix A for the analysis of the adjustment factors for fie and Ee.The calculated design values from each of 5 panels(25 specimens in - are applicable to the long-term load duration(10 years)and permitted to be adjusted for other load durations in accordance with the applicable code except for edgewise modulus of elasticity and corn- total) tested for structural performance pressive stress perpendicular to grain. (b)Characteristic(fifth percentile with 75%confidence)edgewise bending strength. (Section 5.2).The average thickness swell (c)Characteristic(mean)edgewise apparent modulus of elasticity. for the whole sample population shall (d)Characteristic(fifth percentile with 75%confidence)edgewise shear strength. not exceed 10%and no individual value (e)Characteristic(mean)edgewise compressive strength perpendicular to grain at 0.04-in.deformation. shall exceed 12%. 3 5.6 Edge Nailing Durability 5.6.1 Samples used for evaluating the FIGURE 1 _ edge nailing durability of APA EWS Rim TEST ASSEMBLY FOR DETERMINING THE HORIZONTAL LOAD TRANSFER CAPACITY Boards shall be prepared from those panels required in Section 5.1.2. 5.6.2 Requirements specified in this section do not apply to all-veneer panels, REActioN laminated veneer lumber,or glulam. •. 5.6.3 Tests shall be conducted in actor- ^ /` dance with the procedures given in Section 6.7. i. 44.-'''f'‘ ,,,, 5.6.4 The mean edge nailing durability toAp shall be at least 75%of the mean lateral load transfer capacity determined from Section 6.2. TABLE 3 6.APA Test Methods MATERIAL DIMENSIONS 6.1 General Material Thickness(in.) Depth or Width(in.) Length(in.) 6.1.1 Test methods given in this section Rim Board 1 minimum 24 maximum 36 shall be used to establish the structural I-Joist 1-3/4 maximum 24 maximum 12 Sheathing(OSB) 23/32 12 39 minimum capacities of APA EWS Rim Boards. Sill Plate(SPF) Nominal 2 Nominal 4 39 minimum 6.1.2 Deviations from the standard test methods,including nailing schedule, sheathing thickness,and sill plate TABLE 4 species,shall be permitted when properly documented. However, design capacities NAILING SCHEDULE Nailing (Box Nail) shall reflect such deviations. Sheathing to Rim Board to Sill Plates Joist to Sill Plate Rim Board to 6.2 APA Test Method RB-1, Horizontal Rim Board or Joist (Toe Nail) (Slanted) Joist (Shear)Load Transfer Capacity 8d @ 6 in.o.c. 8d @ 6 in.o.c. 2-8d 2-8d 6.2.1 Specimen preparation 6.2.1.1 Horizontal(shear)load transfer capacity of APA EWS Rim Boards shall be shall be 3 inches from each rim board 6.2.2 Test procedures determined using the assembly consist- end. Nails between sheathing and I joist in of rim board,sheathing, I-joists,and 6.2.2.1 Horizontal loads shall be applied g g J shall be 3 inches from each I-joist end. through the sill plate while the sheathing sill plate shown in Figure 1. The first and last toe nails between rim reacts through full-width bearing,or vice 6.2.1.2 Dimensions for each component board and sill plate shall be 3 inches versa.Vertical tie rods or other similar of the assembly shall meet the require- from each rim board end. Nails used for devices shall be used to provide vertical ments given in Table 3.The sill plate the assembly shall be in conformance restraints to avoid overturning the assem shall be 2 by 4 spruce-pine-fir. with the sizes specified in ASTM F 1667. bly.These restraints,however,shall not 6.2.1.3 Nailing schedules for the assem- 6.2.1.4 Joist spacing for the assembly interfere with the lateral displacement of bly shall follow the requirements given in shall be 24 inches. the assembly in the direction parallel to Table 4.The first and last nails between 6.2.1.5 The assembly shall be fabricated at the loading. sheathing and rim board (edge nails) least 12 hours before mechanical testing. 6.2.2.2 Assembly displacements shall be measured based on the relative lateral displacements between the sill plate and 4 sheathing along the entire length of the 6.3.2.2 Vertical assembly displacements Section 6.4.2 divided by the rim board rim board.Vertical displacements caused shall be measured based on the displace- length,or 3 times the load at 0.06-inch - by overturning forces,if any,shall be ments over the entire depth(crosshead vertical displacement divided by the rim _ isolated from the measurements of lateral movement). board length,whichever is less. displacements. 6.3.2.3 The average time to failure shall 6.4.4 The bearing load capacity deter- 6.2.2.3 The loading rate shall not exceed be approximately two minutes. mined from Section 6.4.3 is applicable to 450 lbf per minute. 6.3.2.4 A preload of no more than 10% a shallower rim board of the same 6.2.2.4 The assembly shall be tested up of the estimated ultimate load is permit- thickness and species combination. to the ultimate load or 0.4-inch lateral ted to be applied.After that, the load and 6.5 APA Test Method RB-3,Lag Screw displacement,whichever occurs first. No displacement readings shall be taken at Lateral Resistance preload shall be applied. Load and dis- approximately equal load increments 6.5.1 Specimen preparation placement readings shall be taken at until the ultimate load is reached. 6.5.1.1 Specimens used for determining approximately equal load increments. 6.3.3 The maximum bearing load capac- the lag screw lateral load resistance of APA 6.2.3 The maximum lateral load transfer ity(test value)for each assembly is equal EWS Rim Boards shall be prepared in capacity(test value) for each assembly is to the ultimate load determined from accordance with Figure 2. Dimensions for equal to the maximum load determined Section 6.3.2.4 divided by the rim board each component of the assembly shall from Section 6.2.2.4 divided by the rim length or 3 times the load at 0.06-inch meet the requirements given in Figure 2. board length. vertical displacement divided by the rim A wax paper shall be inserted between board length,whichever is less. the ledger and sheathing to minimuze 6.2.4 The lateral load transfer capacity determined from Section 6.2.3 is applica- 6.3.4 The bearing load capacity deter- friction. ble to a shallower rim board of the same mined from Section 6.3.3 is applicable 6.5.1.2 A 1/2-inch-diameter lag screw thickness and species combination. to a shallower rim board of the same with washer shall be used for testing.The 6.3 APA Test Method RB-2, Bearing thickness and species combination. lag screw used for the assembly shall be (Vertical)Load Capacity 6.3.5 As an alternative to the test method in conformance with ANSI/ASME 6.3.1 Specimen preparation given above,the bearing load capacity is B18.2.1. permitted to be determined in accordance 6.5.1.3 The ledger shall be 2 by 6 6.3.1.1 Specimens used for determining the bearing(vertical)load capacity of with the method given in Section 6.4. spruce-pine-fir. APA EWS Rim Boards shall be prepared 6.4 Alternative Test Method for Bearing 6.5.1.4 A clearance hole and lead hole in accordance with Sections 6.2.1, (Vertical)Load Capacity shall be bored in accordance with the 6.3.1.2 and 6.3.1.3. 6.4.1 Specimen preparation guidelines provided in the 2005 NDS. 6.3.1.2 The sill plate is not required for 6.4.1.1 Specimens used for this The diameter for the lead hole shall be the assembly used for determining the alternative test method shall be at 5/16 inch. bearing load capacity. least 12 inches in length and tested 6.5.1.5 The assembly shall be fabricated at as a stand-alone column. least 12 hours before mechanical testing. 6.3.1.3 An end notch of approximately 1/2 inch in depth and at least 3-1/2 6.4.2 Test procedures 6.5.2 Test procedures inches in length shall be provided on the 6.4.2.1 Test procedures shall follow 6.5.2.1 Loads shall be applied through the flange (sill-plate side only) of the I joists Section 6.3.2 except that the vertical ledger while the rim board and sheathing to avoid direct bearing on the 1-joists. - loads shall be applied uniformly on the react through full-width bearing,or vice 6.3.2 Test procedures entire length and thickness of the stand- versa. 6.3.2.1 Vertical loads shall be applied alone rim board.The loading direction 6.5.2.2 Assembly displacements shall be - uniformly on the entire length and thick- shall be consistent with the intended measured based on the movement of the ness of the rim board while the sheathing application of the rim board. machine cross head. serves as the reaction plate,or vice versa. 6.4.3 The maximum bearing load capac- 6.5.2.3 The loading rate shall not exceed No lateral supports shall be used for ity(test value)for each assembly is equal 0.1 inch per minute. testing the assembly to the ultimate load determined from 5 6.5.2.4 The assembly shall be tested up 6.6.2 Test procedures 6.7.1.1 Specimens used for this test - to the ultimate load or 0.6-inch displace- 6.6.2.1 Test procedures shall follow method shall be prepared in accordance ment,whichever occurs first. No preload Section 6.3.2 except that the concen with Section 6.2.1.A minimum of 3 shall be applied. Load and displacement traced load shall be applied through a assemblies shall be tested for each rim readings shall be taken at approximately 4-1/2-inch-long steel bar with a mini board species, depth,and thickness equal load increments. mum thickness of 1/2 inch and a width combination. 6.5.3 The maximum lag screw lateral of not less than the rim board thickness. 6.7.1.2 The 24-hour water soak method resistance(test value) for each assembly The steel bar shall be centered on the of ASTM D 1037 shall be applied to each is equal to the maximum load deter- 16-inch specimen length. rim board specimen before the test mined from Section 6.5.2.4. 6.6.3 The maximum concentrated load assembly is fabricated.The test assembly 6.5.4 The lag screw lateral resistance capacity(test value) for each assembly is shall be fabricated while the rim board determined from Section 6.5.3 is applica- equal to the ultimate load determined specimen is still wet. ble to all nm boards of the same thickness from Section 6.6.2, or 3 times the load at 6.7.1.3 The assembly shall be redried to and species combination. 0.06-inch vertical displacement, a moisture content of 8 to 12 percent 6.6 Concentrated Load Capacity(applic whichever is less. before mechanical testing. able to rim boards deeper than 16 inches) 6.6.4 The concentrated load capacity 6.7.2 Test procedures 6.6.1 Specimen preparation determined from Section 6.6.3 is applica- 6.7.2.1 Test procedures shall follow 6.6.1.1 Specimens used for this test ble to a shallower rim board of the same Section 6.2.2. method shall be at least 16 inches in thickness and species combination. 6.7.3 The maximum edge nailing dura- length and tested as stand-alone columns. 6.7 Edge Nailing Durability bility(test value) for each assembly is 6.7.1 Specimen preparation equal to the maximum load determined from Section 6.7.2 divided by the rim board length. FIGURE 2 6.7.4 The edge nailing durability deter- ASSEMBLY FOR DETERMINING THE LAG SCREW LATERAL RESISTANCE mined from Section 6.7.3 is applicable to Rim board thickness a shallower rim board of the same 1/2„ k 4„l0) 1 thickness and species combination. Connect . 6.8 Edgewise Bending Strength and sheathing to Modulus of Elasticity rim board using Major The edgewise bending specimens, as 6d box nails @ strength axis 6”o.c.staggered Rim board specified in Section 5.1.4,shall be tested 2 rows. Insert a and sheathing using the method given in Sections 6 wax paper 8" between the Rim board through 11,Bending Edgewise, of ASTM D ledger and 4761 with the exception that the load sheathing. 1/2"Lag 12" 4 screw with shall be applied at mid span(center- washer point loading), the specimen depth shall be 2 inches, and the test span shall be 33 2 inches. Prior to testing,all specimens `I_SPENINION O 1 shall be placed in indoor conditions for III2" Ma`or at least 5 days. I Ledger Ledger strengthaxis 1-1/2" f 1-1/2""I 111 8" (a)The dimension may be increased to avoid splitting provided the deviation is reported and noted in the Mill Specification. 6 7. Qualification Policy Assurance Policies exist in different forms 8.4.3 Composite panels—Quality assur- - 7.1 Qualification Tests for many of these products.The follow- ance requirements for composite panels - ing documents are standards defining are specified in APA PRP-108. Internal Required qualification tests and criteria are detailed in Section 5 of this standard. Quality Assurance for different APA EWS bond,density,and thickness swell will Rim Board products: also be evaluated.Test requirements for Retesting shall be conducted using a new • APA OSB Quality Assurance Policy IB, density,and thickness swell shall be independent sample set. • APA Adhesive Policy developed during qualification.The 7.2 Product Evaluation • APA Performance Standards and Poli- edgewise bending strength and modulus Upon satisfactory completion of the cies for Structural-Use Panels, PRP-108 of elasticity shall be tested in accordance requirements given in Section 5, a Mill • Construction and Industrial with Section 6.8 in conjunction with the Specification shall be established for the Plywood,PS 1 quarterly program and shall meet the product.The Mill Specification shall • Performance Standard for Wood-Based value given in Table 2. include the properties specified under Structural-Use Panels,PS 2 proce- Sections 5.2 through 5.5 of this scan- 8.4.4 Glulams—Quality assurance g • EWS Quality Assurance Policy for dures shall be specified in accordance dard.This specification shall be used in Glued Laminated Timber Products with EWS Quality Assurance Polity for conjunction with the Quality Assurance 8.4 Quality Assurance Procedures Glued Laminated Timber Products. Policy given in Section 8. APA EWS Rim Board quality assurance 8.4.5 Structural composite lumber— 7.3 Trademarking requirements will be considered satisfied Quality assurance requirements for struc- APA EWS Rim Board shall be identified when the requirements for the referenced tural composite lumber shall be in with an APA EWS trademark bearing the standards in Section 8.3 and any addi- accordance with ASTM D 5456. manufacturer's mill number.Typical tional requirements are met.Referenced trademarks are given in Section 9. standards shall be specified by product 9.Typical Trademarks type to define appropriate procedures 8. Quality Assurance Policy and/or guidelines for quality assurance.If 8.1 Scope a product trademarked as either APA EWS APA EWS APA ,ILfe This policy is intended for use with a Rim Board or APA EWS Rim Board Plus is structural panel,glued laminated timber trademarked under another standard, RIM BOARD RIM BOARD shall be taken for both standards. 1 INCH INCH or structural composite lumber productsamplesEXPOSURE 1 EXPOSURE 1 000 .... 000 that has qualified for performance-based 8.4.1 Mat-formed panels—Quality assur- PRR-401 PRR-401 trademarking as either APA EWS Rim ance requirements for OSB are specified in Board or APA EWS Rim Board Plus, the OSB Quality Assurance Policy. undergone product evaluation,and for Additional tests include internal bond APA1wiell LIMO which a Mill Specification and a (IB),density,and thickness swell. Producer's Quality Control Manual have Requirements for IB and density shall be RIM BOARD been written as set forth in the developed during qualification.Thickness PLUS 1.1/8 INCH Qualification Policy of this standard. swell shall meet the criteria given in EXPOSURE 1 000 8.2 Purpose Section 5.5.5.The edgewise bending PRR-401 The purpose of this policy is to assure strength and modulus of elasticity shall be product quality by detecting changes in tested in accordance with Section 6.8 in properties which may adversely affect rim conjunction with the quarterly program • board performance.In all cases, the crite- and shall meet the values given in Table 2. ria to which APA EWS Rim Board is tested 8.4.2 All-veneer panels—Certified will be provided in the Mill Specification. Inspectors and Auditors shall sample 8.3 Referenced Standards according to APA's Adhesive Policy.Tests APA EWS Rim Boards can be made from shall be in accordance with PS 1. a variety of wood-based products, each with unique test requirements. Quality 7 APPENDIX A estimate with 75%confidence based on a specified as 3.0 for wall panels subjected - sample size of 10,k= 2.104.When the to racking-wall tests. It is important to _ sample size represents a large population, recognize that most racking-wall tests are k= 1.645, in fact the evaluation of the mechanical ADJUSTMENT FACTORS v =Coefficient of variation in properties of connections. FOR DERIVING THE fraction. Combining Eqs. 4 and 7, ALLOWABLE Substituting Eq. 2 into Eq. 1, C PROPERTIES OF b _ Cadj [9] APA EWS RIM BOARDS Flo — R.5,10 mins(1 —k\') [31 1.6 (1 —kv) Cadj For the design values of typical wood Given connections,k = 1.645 (applicable to a 1. Background C large population) and v = 0.25.When A general equation used to derive the a = 1 ad [4] b = 3.0,it can be determined from Eq. 9 allowable properties of most engineered then that Cadj = 2.83.This value is about wood products can be expressedR.5,10 mins 35%higher than the typical Cadj of 2.1, as follows: F10}Ts = a [5] as applicable to the allowable bending R R stress of most engineered wood bending F10 yrs = 05 10 mins =__ 0510 yrs [1] Note that in accordance with Eq. 5, the members,and provides a factor of Cadj 10-year-based allowable property can be safety(S.F.) of approximately 1.77.The where: derived by dividing the mean test value, use of this higher S.F. reflects the higher F10 yrs =Allowable property for an R.5,10 mins,by the adjustment factor"a." variability in the mechanical properties of estimated 10-year load duration, For example, the typical"a"factor used wood connections, as compared to the R.05,10 mins = Characteristic test value to derive the allowable bending stress for allowable bending stress of most (5th percentile with 75%confidence) 24F-V4/DF glulam beams can be engineered wood products (S.F. = 1.3). with a test duration of approximately obtained by substituting Cadj = 2.1, 10 minutes, k = 1.645,and v= 0.15 into Eq. 4. 2.Adjustment Factor for R =Characteristic value This gives"a" = 2.79. Horizontal(Shear) Load Capacity 05,10 yrs (5th percentile with 75%confidence) For nailed wood connections, "a"is tradi- Based on Cadj = 2.83,it is possible to with a load duration of approximately tionally set as 5.0.When used in the design determine the required"b" for the hori- 10 years. This is generally a theoretical of shear walls or diaphragms,the basis of zontal(shear)load capacity of APA EWS value, the design value is a 10-minute load Rim Boards,while maintaining the same Cadj =Adjustment factor,which duration.Since F10 mins= 1.6 x F10 yrsfactor of safety of 1.77, as applicable to is equal to 2.1 when Flo},is the R (1.6) wood connections. For APA EWS Rim F = s,10 mins [6] Boards, thetypical sample size is 10 (k = allowable bending stress, 10 mins a p S.F. =Nominal factor of safety, 2.104) and the coefficient of variation(v) Given which is equal to Cadj/1.6.When Cadj is based on APAs experience with a variety equal to 2.1,SI = 1.3. b = a [7] of rim board products is no more than 1.6 12%when tested in accordance with Based on a normal distribution, then APA Test Method RB-1.Therefore, the R.05,10 mins = R.5,10 mins (1 —1w) [2] required"b" can be determined R F = 10 mins s,1b mins [8]based on Eq. 9 as where: R 510 mins =Mean test value with a test Note that,in theory,b = 5.0/ 1.6 or 3.1 b = 2.83 = 2.37 [10] duration of approximately 10 minutes, 1.6 (1 —2.104 x 0.12) for nailed wood connections. In several k =A statistic for one-sided Acceptance Criteria published by ICBO, This lower"b"value,as compared to tolerance limit,which depends on a such as AC 04(Acceptance Criteria for the value of 3.0 for wood connections, desired probability,sample size,and Sandwich Panels)and AC 91 (Acceptance reflects the lower coefficient of variation confidence level. For the 5th percentile Criteria for Formed-Cement Walls), "b"is for APA EWS Rim Boards. For conserva- tive reasons,APA chooses to use a"b" 8 factor of 2.8 in deriving the allowable 4.Adjustment Factor for Allowable (c)The factor of 1.08 relates the center- horizontal load capacity for APA EWS Edgewise Bending Stress point loading configuration to the uniform Rim Boards. Based on b = 2.8,k= The adjustment factor of 3.45 for the load used in design. 2.104,and v= 0.12,as applicable to allowable edgewise bending stress for (d)The factor of 1.05 accounts for the typical APA EWS Rim Boards, Cadj = APA EWS Rim Boards manufactured moisture effect on edgewise MOR 3.35 based on Eq. 9.As a result,a factor from mat-formed and composite panels between the qualification(as-received) of safety of 3.35/1.6,or 2.1 (see Eq. 1) is based on a combination of the and standard moisture(65%RH and is provided for the assigned allowable following factors: 68°F)conditions.This moisture factor horizontal load capacity of APA EWS Rim was derived based on a rim board ed e (a)The factor of 2.1 is the adjustment g Boards.This factor of safety is about 19% factor used to relate the test value to the wise bending study conducted by APA. In higher than the factor of safety of 1.77,as allowable bending stress. accordance with the results obtained from provided to typical wood connections. the same study, the moisture factor was (b)The factor of 1.45 accounts for an assumed volume effect between the quali- determined as negligible for edgewise 3.Adjustment Factor for Bearing MOE between the qualification(as- (Vertical)Load Capacity fication size of 2 inches by 33 inches and P received)and standard moisture(65/°RH the maximum permissible span of 4 feet The bearing(vertical)load capacity with a depth of 24 inches based on a and 68°F)conditions.However, the°factor of APA EWS Rim Boards is typically 2 parameter Weibull theory by assuming of 1.05 is applied to edgewise MOE for designed for a long-term load duration. a COV of 15%. qualification based on the judgment of Therefore, the adjustment factor used for the APA Technical Advisory Committee. deriving the bearing load capacity of APA EWS Rim Boards shall be based on the"a"factor given in Eqs. 4 and 5. As the likely failure mode of APA EWS fi`',..,'� Vi it ~` :., -',-.,:'‘. .4.i'',.0,411!''''' . Rim Boards when subjected to bearing � 6 , > ' . :' loads is buckling,it is appropriate to set .,. P � Cadj = 2.1 to be consistent with the i factor applicable to the allowable bend tF a ing stress of most engineered wood r bending endin members. For APA EWS Rim '„ Boards, the typical sample size is 10 (k= „ � 1 ,1 : 2.104) and the coefficient of variation (v) 41111,: - based on APAs experience with a variety of rim board products is no more than 10%when tested in accordance with APA Test Method RB-2.Therefore, the required"a" factor can be determined APA RESEARCH AND TESTING based on Eq. 4 as APA—The Engineered Wood Association's 37,000-square-foot Research Center in 2.1 = a 1—2.104 x0.1 2.66 [11] __ Tacoma,Washington is the most sophisticated facility for basic panel research and • testing in the world. The center is staffed with an experienced corps of engineers,wood In this standard,however, the "a"factor has been set as 3.0 for conservative rea- scientists,and wood product technicians. Their research and development assignments sons.This provides a factor of safetyof directly or indirectly benefit all specifiers and users of engineered wood products. approximately 1.48,which is about 14% higher than the factor of safety of 1.3,as applicable to the allowable bending stress of most engineered wood products. 9 We have field representatives in many major U.S.cities and in Canada who can help answer questions involving APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA — THE ENGINEERED WOOD ASSOCIATION HEADQUARTERS 7011 So.19th St. Tacoma,Washington 98466 (253)565-6600•Fax:(253)565-7265 www.apawood.org PRODUCT SUPPORT HELP DESK (253)620-7400 E-mail Address:help@apawood.org DISCLAIMER The information contained herein is based on APA— The Engineered Wood Association's continuing programs of laboratory testing, product research, and comprehensive field experience. Neither APA, nor its members make any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application of, and/or reference to opinions, findings, conclusions, or recom- mendations included in this publication. Consult your local jurisdiction or design pro- fessional to assure compliance with code, construction, and performance requirements. Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used, it can- not accept responsibility for product perfor- mance or designs as actually constructed. Form No.X310D Revised April 2006/0300 APA THE ENGINEERED WOOD ASSOCIATION C U) y A W N T O O zzz � @ m a m Q ° n `D m o zµroao3. @ a 0 3 y d O 3 a ry C p N 3 3d 4 Sl.y ai y y S y @ �p � O d y O d tyle 3 d !Q y a N @ @ p U)�. m m 2 F 3 am �QoOo�.' 'nom°—'N�v,3d @ N 3 @ 4 ^ @ C Q o m s d a 3 3 °' o ate' m @ O N r 3 F o a y O@ a y J 0 a Z J N m _V] � W o d j m m s o m o m q d 5 0 O 3t d Ln @ d O o a a d @ a a a 3 d A d J J @ a @ a p N (a a C J S N a d O 6Si @ N p m m m N c° o J ro m 3 J 3 � .dr 3 O (T 3 g. 3 N n O a O @ O O 0 y v cr CD N } V m (}t A W N 0 00 O y 0 1-i�t -'Id i (n1d d O C d 0 0 0 y N m@ `° o m 3 m m Q G d S Q 6 a SU y o m 3 o_ o 3 W J y ro Q J� N 3 m 3 3.5 3 d aJ v, �° •c c o m N� 3 d J o n y y ry n a s o S �mv0 m a 3 7 � � S O uSi d (O W 5 J ro W p y0 O @ a Q y C J'7 J N N N a J m� y a m 5 3 ° m 3 3 3 6 D J O a J � >• y a @ @ J @ J O S D � d @ p d @ o d 30 3 a N 3 o 3 m y J � � d o @ 3 N @ _ G Q� Q 6m o d 3 @ OT d O � � O a O y ° n @ ro d 3 d O 3 J o n @ 'p 3 5 � gra` F CC -) S �V n v � C1 i N n CD C CL W CD N N 3 Q D � gra` EZ-, ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1251 Reissued April 1, 2011 This report is subject to renewal in one year. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION:06 00 00—WOOD,PLASTICS AND COMPOSITES sections are installed with the face grain (strong axis) Section:0617 33—Wood I-joists perpendicular to the long axis of the I-joist. The web-to- flange joint is made by inserting the web into a groove in REPORT HOLDER: the center of the face of the flange member. ROSEBURG FOREST PRODUCTS COMPANY 3.2 Material: 4500 RIDDLE BY-PASS ROAD 3.2.1 LVL Flanges: Laminated veneer lumber (LVL) RIDDLE, OREGON 97469 flange material is manufactured by Roseburg Forest (541)784-4005 Products in accordance with the Roseburg Forest Products www.roseburu.com I-Joist Quality Control Manual. Flange dimensions are as shown in Table 3. EVALUATION SUBJECT: 3.2.2 Solid Sawn Lumber Flanges; Solid sawn lumber RFPI® PREFABRICATED WOOD I-JOISTS: RFPI® 20 flange material for the RFPI® 40S and RFPI® 60S is SERIES, RFPI® 25 SERIES, RFPI® 30 SERIES, RFPI® 40 manufactured from lumber that meets the requirements ® ® ® noted in the Roseburg Forest Products quality control SERIES, RFPI®400 SERIES, RFPI 45 SERIES, RFPI 50 SERIES, RFPI® 70 SERIES, RFPI®90 SERIES, RFPI®40S manual. The lumber is finger jointed and re graded to the SERIES, RFPI® 60S SERIES, RFPI® 700 SERIES AND required specifications documented in the quality control RFPI®900 SERIES manual. Flange dimensions are as shown in Table 3. 3.2.3 Webs: Webs are 3/8- or 7/16-inch-thick (9.5 or 11.1 1.0 EVALUATION SCOPE mm) OSB Exposure 1 with a span rating of 24/0, Compliance with the following codes: conforming to U.S. Product Standard PS-2. • 2009 International Building Code®(2009 IBC) 3.2.4 Adhesives: Adhesives used in the I-joist ® manufacturing process conform to the requirements of • 2009 International Residential Code®(2009 IRC) ASTM D 2559, are tested in accordance with ASTM D • 2006 International Building Code®(2006 IBC) 7247 and meet the heat durability requirements of ASTM D • 2006 International Residential Code®(2006 IRC) 5055-07. Property evaluated: 4.0 DESIGN AND INSTALLATION Structural Installation of RFPI® Prefabricated Wood I-Joists must 2.0 USES comply with this report and the manufacturer's published installation instructions. The manufacturer's published RFPI® Prefabricated Wood I-Joists are prefabricated wood installation instructions must be available at the jobsite at I-joists used as floor joists and roof rafters to support code- all times during installation. required loads. 4.1 General: 3.0 DESCRIPTION Reference design values are as indicated in Tables 1 and 3.1 General: 2 of this report. Available joist dimensions are as indicated The pre-fabricated wood I-joists described in this report in Table 3 of this report. Joist webs contain prefabricated with the requirements of the codes specifically 11/2-inch-diameter(38 mm)knockouts, 16 inches(406 mm) complyced i n Sectionq1.0 of this report,odeand are on center, located approximately 2 inches (51 mm) from referenmanufactured in accordance with the requirements of one flange. Round holes are permitted in the webs of the ASTM D 5055. I-joist in accordance with Table 6 of this report. Allowable floor spans are as indicated in Tables 4 and 5 of this RFPI® Prefabricated Wood I-Joists consist of laminated report. When web stiffeners are required, installation veneer lumber (LVL) flanges or solid sawn lumber flanges details must comply with Table 7 and Figure 1 of this and oriented strand board (OSB) webs fabricated to form report. Minimum bearing length for simple spans of joists an I-shaped cross section. Top and bottom flanges are must be 13/4 inches (44 mm). Minimum bearing length at placed to create a constant-depth joist. For 91/2-inch-deep intermediate support points for multiple-span I-joists must (241 mm) I-joists, the web sections may be installed with be 31/2 inches (89 mm). When I-joists are used as simple- the face grain (strong axis) perpendicular or parallel to the span members, the design shear must be equal to the end long axis of the I-joist. For all other depths, the web reaction. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed 11 as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as ANSI to any finding or other matter in this report,or as to any product covered by the report. NA= Copyright©2011 Page 1 of 10 ESR-1251 I Most Widely Accepted and Trusted Page 2 of 10 4.2 Repetitive Member Factor: 4.8.2 Assembly 2: The I-joists described in this report Moment capacity of the I-joist must not be increased by may be used in the appropriate assembly as described in any repetitive member use factor. Section 4.2.2.3 of ESR 1405. 4.3 Lateral Support: 4.8.3 Other Assemblies: The I-joists described in The compression edge of the I-joist must be laterally this report may be used in the assemblies described in 2009 IBC Table 720.1(3), Item Numbers 21-1.1 and 23-1.1 supported throughout its length to prevent lateral displacement. Joist ends must be restrained to prevent Nthumbers 2 21.1; and in 2006and IBC Table through 720.1(3),2 -tem .1; rollover, as by diaphragm sheathing attached to the top 21-I joi1, 23-1.1use 25-1.1herequired 29-1 as flange and to an end wall or shear transfer panel, or provided the I-joists used meet the criteria as described in the tabulated "Floor or Roof Construction" blocking or cross-bracing capable of transferring the larger column. For the purposes of the minimum flange area of 50 pounds per foot (730 N/m) or the required shear force due to wind,seismic or soil conditions. Bridging is not requirement . a 2. square inhes (1480mm2) in Item Number 23-1.1, a 11/2-by-11/2 flangeehaving a cross required in RFPI®floor and roof joist applications. sectional area of 2.25 square inches (1450 mm2) may 4.4 Duration of Load: be considered sufficient. Adjustments for duration of load provided for wood 5.0 CONDITIONS OF USE members and their connections must be in accordance with the applicable code. The RFPI® Prefabricated Wood I-Joists described in this report comply with, or are suitable alternatives to what is 4.5 In-service Moisture Conditions: specified in,those codes listed in Section 1.0 of this report, RFPI® I-joist properties and allowable loads in this report subject to the following conditions: are limited to covered installations with dry conditions of 5.1 Installation must comply with this report, the use. Dry conditions of use are those environmental manufacturer's published installation instructions and conditions represented by sawn lumber in which the the applicable code. moisture content is less than 16 percent. 4.6 Deflection: 5.2 Allowable design properties, loads and spans for the I-joists must not exceed the values shown in Tables 1, Deflection of the joists under design load based on 2,4 and 5 of this report. deflection due to bending and shear stresses related to strength of material principles must be calculated using the 5.3 Design calculations and detailsfor specific following formulas: applications, demonstrating that RFPI® Prefabricated Wood I-Joists comply with this report, must be For simple span with concentrated load at mid span: submitted to the code official. The design calculations D=PL3/48E1+2PL/K and details for specific applications must be prepared For simple span with uniformly distributed load: by a registered design professional where required by the statutes of the jurisdiction in which the project is to D=5WL4/384E1+ WL2/K be constructed. Where applicable, Tables 4 and 5 of where: this report are intended to serve as alternatives to the design calculations for member size, span, spacing D = Deflection (inch) and deflection. W = Uniform load (lbf/inch) 5.4 Flanges must not be cut and round holes in the webs L = On center span(inch) must conform to the requirements as stated in this report(See Table 6 of this report.) K = Shear deflection coefficient from Table 1 of this report(inch-lbf/inch) 5.5 RFPI® Prefabricated Wood I-Joists are produced in Riddle, Oregon, under a quality control program with El = Value from Table 1 of this report(lbf-in.2) inspections by APA-The Engineered Wood P = Concentrated load (lbf) Association (AA-649). 4.7 Fasteners: 6.0 EVIDENCE SUBMITTED The allowable withdrawal and lateral loads for nails Data in accordance with the ICC-ES Acceptance Criteria installed perpendicular or parallel to the wide face of the for Prefabricated Wood I-Joists (AC14), dated October LVL flange are the same as those provided in the 2007(editorially revised February 2010). applicable code for sawn lumber having a minimum 7.0 IDENTIFICATION specific gravity of 0.50,such as Douglas fir-larch. The allowable withdrawal and lateral loads for nails The RFPI® Prefabricated Wood I-Joists described in this installed perpendicular or parallel to the wide or narrow report are identified by a label bearing the manufacturer's name (Roseburg Forest Products Co.) and/or trademark face of the solid sawn flange are based on values provided the applicable code for lumber with a specific gravity of (see Figure 2), the plant location, the product type, the in nh. name of the inspection agency (APA-The Engineered 0.4Wood Association) and the evaluation report number 4.8 One-hour Fire-resistance-rated Floor-ceiling (ESR-1251). Assemblies: 4.8.1 Assembly 1: The I-joists described in this report, with minimum flange size of 11/2 by 21/2 inches (38 by 64 mm), may be used in the assembly as described in Section 4.2.2.1 of ESR-1405. ESR-1251 I Most Widely Accepted and Trusted Page 3 of 10 TABLE 1-REFERENCE DESIGN VALUES FOR RFPI JOISTS''2 _ LVL FLANGE JOIST I-JOIST STIFFNESS, MOMENT, SHEAR, SHEAR DEFL. SERIES WEIGHT El Mr3 V, COEFF.,K - [depth(in.)-series] (pIf) (106 Ibf-in 2) (Ibf-ft) (Ibf) (106 Ibf) - 91/2 RFPI®-20 2.0 165 2820 1120 4.94 91/2 RFPI®-25 1.7 156 2980 1120 4.94 91/2 RFPI®-30 1.7 161 3225 1120 4.94 91/2 RFPI®-400 2.3 193 3345 1120 4.94 91/2 RFPI®-40 2.4 215 3760 1120 4.94 91/2 RFPI®-45 2.3 235 4690 1120 4.94 91/2 RFPI®-50 1.9 186 3800 1120 4.94 91/2 RFPI®-70 2.6 266 5130 1120 4.94 117/8 RFPI®-20 2.3 283 3640 1420 6.18 117/8 RFPI®-25 2.0 270 3860 1420 6.18 117/8 RFPI®-30 2.0 280 4170 1420 6.18 117/6 RFPI®-400 2.6 330 4315 1420 6.18 117/6 RFPI®-40 2.7 366 4855 1420 6.18 117/8 RFPI®-45 2.6 400 6075 1420 6.18 117/8 RFPI®-50 2.2 322 4915 1420 6.18 117/8 RFPI®-70 2.9 455 6645 1420 6.18 117/8 RFPI®-90 3.8 676 10145 1925 6.18 14 RFPI®-20 2.5 420 4330 1710 7.28 14 RFPI®-400 2.8 486 5140 1710 7.28 14 RFPI®-40 3.0 540 5785 1710 7.28 14 RFPI®-45 2.8 592 7245 1710 7.28 14 RFPI®-50 2.4 480 5860 1710 7.28 14 RFPI®-70 3.1 672 7925 1710 7.28 14 RFPI®-90 4.2 992 12100 2125 7.28 16 RFPI®-400 3.0 665 5880 1970 8.32 16 RFPI®-40 3.1 737 6615 1970 8.32 16 RFPI®-45 3.0 810 8300 1970 8.32 16 RFPI®-50 2.6 663 6715 1970 8.32 16 RFPI®-70 3.4 918 9080 1970 8.32 16 RFPI®-90 4.4 1350 13865 2330 8.32 SOLID SAWN FLANGE I-JOIST STIFFNESS, MOMENT, SHEAR, SHEAR DEFL. JOIST SERIES WEIGHT El Mr3 Vr COEFF.,K [depth(in.)-series] (Pit) (106 Ibf-in 2) (Ibf-ft) (lbf) (106 Ibf) 91/2 RFPI®-40S 2.6 193 2735 1120 4.94 91/2 RFPI®-60S 2.6 231 3780 1120 4.94 117/8 RFPI®-40S 2.8 330 3545 1420 6.18 117/8 RFPI®-60S 2.8 396 4900 1420 6.18 14 RFPI®-40S 3.1 482 4270 1710 7.28 14 RFPI®-60S 3.1 584 5895 1710 7.28 16 RFPI®-40S 3.3 657 4950 1970 8.32 16 RFPI®-60S 3.3 799 6835 1970 8.32 DEEP DEPTH LVL I-JOIST STIFFNESS, MOMENT, SHEAR, FLANGE JOIST SERIES WEIGHT El Mr3 V, [depth(in.)-series] (plf) (106 Ibf-in.2) (Ibf-ft) (lbf) 18 RFPI®-700 3.9 1245 10450 2575 18 RFPI®-900 4.8 1849 16080 2885 - 20 RFPI®-700 4.1 1579 11600 2740 20 RFPI®-900 5.2 2337 17855 2945 22 RFPI®-700 4.4 1955 12740 2935 22 RFPI®-900 5.5 2886 19615 3010 24 RFPI®-700 4.6 2375 13870 3060 24 RFPI®-900 5.7 3496 21355 3060 For SI: 1 in.=25.4 mm; 1 ft=304.8 mm; 1 lbf=4.4 N. 'Reference design values must be adjusted in accordance with Section 7.3 of the NDS. 2Refer to Table 2a for reference design reactions and required use of web stiffeners.Adjusted design reactions must not exceed the flange bearing capacities given in Table 2b. 3Moment capacity of the I-joist must not be increased by any repetitive member use factor. ESR-1251 I Most Widely Accepted and Trusted Page 4 of 10 TABLE 2a-REFERENCE DESIGN REACTION VALUES,Rr,FOR RFPI JOISTS1'2 END REACTION(Ibf) INTERMEDIATE REACTION(Ibf) _ LVL FLANGE JOIST 13/4 in.Brg.Length 31/2 in.Brg.Length 4 in.Brg.Length3 3'/2 in.Brg.Length 51/4 in.Brg.Length Web Stiff. SERIS [depth(in.)E series] Web Stiffeners Web Stiffeners Web Stiffeners Web Stiffeners Web Stiffeners Nails4 - No Yes No Yes No Yes No Yes No Yes - 9'/2 RFPI®-20 830 - 1,055 - 1,120 - 1,700 - - - - 9'/2 RFPI®-25 830 - 1,055 - 1,120 - 1,700 - - - - 91/2 RFPI®-30 945 - 1,080 - 1,120 - 1,905 - - _ - - 9'/2 RFPI®-400 1,025 - 1,100 - 1,120 - 2,150 - - - - 9'/2 RFPI®-40 1,080 - 1,110 - 1,120 - 2,160 - - - - 9'/2 RFPI®-45 1,080 - 1,110 - 1,120 - 2,160 - - - - 9'/2 RFPI®-50 1,015 - 1,070 - 1,120 - 2,040 - - - - 91/2 RFPI®-70 1,120 - 1,120 - 1,120 - 2,335 - - - - 117/8 RFPI®-20 830 - 1,290 - 1,420 - 1,700 - - - - 117/8 RFPI®-25 830 - 1,290 - 1,420 - 1,700 - - - - 117/8RFPI®-30 945 - 1,310 - 1,420 - 1,905 - - - - 11'/8 RFPI®-400 1,050 - 1,340 - 1,420 - 2,250 - - - - 117/8 RFPI®-40 1,200 - 1,370 - 1,420 - 2,500 - - - - 117/8 RFPI®-45 1,200 - 1,370 - 1,420 - 2,500 - - - - 117/8 RFPI®-50 1,015 - 1,230 - 1,420 - 2,040 - - - - 117/8RFPl®-70 1,160 - 1,360 - 1,420 - 2,335 - - - - 117/8RFPI®-90 1,400 - 1,810 1,810 1,885 1,925 3,355 - - - 4-10d 14 RFPI®-20 1,000 - 1,550 1,550 1,550 1,710 2,100 - - - 4-8d 14 RFPI®-400 1,050 - 1,550 1,565 1,550 1,710 2,250 - - - 4-8d 14 RFPI®-40 1,200 - 1,550 1,595 1,550 1,710 2,500 - - - 4-8d 14 RFPI®-45 1,200 - 1,550 1,595 1,550 1,710 2,500 - - - - 14 RFPI®-50 1,015 - 1,390 1,390 1,5503 1,7103 2,040 - - - - 14 RFPI®-70 1,160 - 1,550 1,590 1,550 1,710 2,335 - - - 4-8d 14 RFPI®-90 1,400 - 1,885 1,965 1,885 2,125 3,355 - - - 4-10d 16 RFPI®-400 1,050 - 1,550 1,765 1,550 1,970 2,250 - - - 4-8d 16 RFPI®-40 1,200 - 1,550 1,800 1,550 1,970 2,500 - - - 4-8d 16 RFPI®-45 1,200 - 1,550 1,800 1,550 1,970 2,500 - - - - 16 RFPI®-50 1,015 - 1,530 1,530 1,5503 1,9703 2,040 - - - - 16 RFPI5-70 1,160 - 1,550 1,790 1,550 1,970 2,335 - - - 4-8d 16 RFPI®-90 1,400 - 1,885 2,125 1,885 2,330 3,355 - - - 4-10d SOLID SAWN END REACTION(Ibf) INTERMEDIATE REACTION(Ibf) Web Stiff. FLANGE JOIST 13/4 in.Brg.Length 31/2 in.Brg.Length 4 in.Brg.Length 31/2 in.Brg.Length 51/4 in.Brg.Length Nails SERIES Web Stiffeners Web Stiffeners Web Stiffeners Web Stiffeners Web Stiffeners [depth(in.)-series] No Yes No Yes No Yes No Yes No Yes 9'/2 RFPI®-40S 1,080 - 1,110 - 1,120 - 2,160 - - - - 9'/2 RFPI®-60S 1,080 - 1,110 - 1,120 - 2,160 - - - - 11'/8 RFPI®-40S 1,200 - 1,370 - 1,420 - 2,500 - - - - 11'/8 RFPI®-60S 1,200 - 1,370 - 1,420 - 2,500 - - - - 14 RFPI®-40S 1,200 - 1,550 1,595 1,550 1,710 2,500 - - - 4-8d 14 RFPI®-60S 1,200 - 1,550 1,595 1,550 1,710 2,500 - - - 4-8d 16 RFPI®-40S 1,200 - 1,550 1,800 1,550 1,970 2,500 - - - 4-8d 16 RFPI®-60S 1,200 - 1,550 1,800 1,550 1,970 2,500 - - - 4-8d DEEP DEPTH LVL END REACTION(Ibf) INTERMEDIATE REACTION(Ibf) Web Stiff. FLANGE JOIST 13/4 in.Brg.Length 31/2 in.Brg.Length 4 in.Brg.Length 3'/2 in.Brg.Length 51/4 in.Brg.Length Nails4 SERIES Web Stiffeners Web Stiffeners Web Stiffeners Web Stiffeners Web Stiffeners [depth(in.)-series] No Yes No Yes No Yes No Yes No Yes 18 RFPI®-700 1,125 2,200 1,650 2,575 1,800 2,575 2,745 4,050 3,025 4,475 8-8d 18 RFPI®-900 1,475 2,570 1,765 2,885 1,850 2,885 3,000 5,110 3,475 5,710 8-16d - 20 RFPI®-700 1,090 2,300 1,585 2,740 1,725 2,740 2,745 4,050 3,025 4,475 8-8d 20 RFPI®-900 1,350 2,665 1,700 2,945 1,800 2,945 3,000 5,110 3,475 5,710 8-16d 22 RFPI®-700 N.A. 2,400 N.A. 2,935 N.A. 2,935 N.A. 4,150 N.A. 4,605 10-8d 22 RFPI®-900 N.A. 2,755 N.A. 3,010 N.A. 3,010 N.A. 5,405 N.A. 6,020 10-16d 24 RFPI®-700 N.A. 2,500 N.A. 3,060 N.A. 3,060 N.A. 4,150 N.A. 4,605 10-8d 24 RFPI®-900 N.A. 2,850 N.A. 3,060 N.A. 3,060 N.A. 5,405 N.A. 6,020 10-16d For SI: 1 in.=25.4 mm; 1 Ibf=4.4 N. 'Reference design reaction values must be adjusted in accordance with Section 7.3 of the NDS;however,adjusted design values must not exceed the allowable flange bearing capacities based on compression perpendicular-to-grain,as given in Table 2b. 2Tabulated values may be interpolated for bearing lengths between those given. 3The values in these columns require a minimum bearing length of 5 inches for the 14-and 16-inch-deep RFPI®50. 4Number of nails required for web stiffeners(where web stiffeners are required).Web stiffeners must be installed in accordance with Table 7, Figure 1,and the recommendations provided by the manufacturer. ESR-1251 I Most Widely Accepted and Trusted Page 5 of 10 TABLE 2b-ALLOWABLE FLANGE BEARING CAPACITIES BASED ON COMPRESSION PERPENDICULAR-TO-GRAIN1'2'3 Depth Joist END REACTION(Ibf) INTERMEDIATE REACTION(Ibf) _ Designation 13/4 in.Br Length 3'/2 in.Br Length 4 in.Br Length 3'/2 in.Br Length 51/4 in.Br Length 9• 9 9• g 9• 9 9• 99• 9 RFPI®-20 1,415 2,830 3,230 3,130 4,545 RFPI®-25 1,195 2,390 2,730 2,645 3,845 RFPI®-30 1,195 2,390 2,730 2,645 3,845 RFPI®-400 1,685 3,375 3,855 3,735 5,425 RFPI®-40 1,905 3,810 4,355 4,220 6,130 RFPI®-45 1,905 3,810 4,355 4,220 6,130 All Depths in each RFPI®-50 1,415 2,830 3,230 3,130 4,545 Series RFPI®-70 1,905 3,810 4,355 4,220 6,130 RFPI®-90 2,945 5,890 6,730 6,520 9,470 RFPI®-40S 1,760 3,520 4,020 3,895 5,655 RFPI®-60S 2,175 4,350 4,970 4,815 6,990 RFPI®-700 2,285 4,575 5,230 5,065 7,355 RFPI®-900 3,535 7,070 8,080 7,825 11,365 For SI: 1 in.=25.4 mm; 1 Ibf=4.4 N. 'Adjusted design reaction values for RFPI I-joists must be determined in accordance with Table 2a(previous page), but must not exceed the allowable flange bearing capacities given in Table 2b(above). 2Allowable flange bearing capacities given in Table 2b must not be adjusted by any load duration factor. 3Tabulated values may be interpolated for bearing lengths between those given. ESR-1251 I Most Widely Accepted and Trusted Page 6 of 10 TABLE 3—JOIST DIMENSIONS LVL FLANGE JOIST SERIES NET JOIST DEPTH FLANGE WEB _ [depth(in.)-series] (in.) Width(in.) Thickness(in.) Thickness(in.) _ 91/2 RFPI®-20 91/2 13/4 13/8 3/8 91/2 RFPI®-25 91/2 11/2 11/2 3/8 - 91/2 RFPI®-30 91/2 11/2 11/2 3/8 91/2 RFPI®-400 91/2 21/16 13/8 3/8 91/2 RFPI®-40 91/2 25/16 13/8 3/8 91/2 RFPI®-45 91/2 25/16 11/2 3/8 91/2 RFPI®-50 91/2 13/4 11/2 3/8 91/2 RFPI®-70 91/2 25/16 11/2 3/8 11'/8 RFPI®-20 11'/8 13/4 13/8 3/8 117/8 RFPI®-25 117/8 11/2 11/2 3/8 11'/8 RFPI®-30 117/8 11/2 11/2 3/8 117/8 RFPI®-400 117/8 21/16 13/8 3/8 117/8 RFPI®-40 117/8 25/16 13/8 3/8 117/8 RFPI®-45 117/8 25/16 11/2 3/8 117/8 RFPI®-50 117/8 13/4 11/2 3/8 117/8 RFPI®-70 117/8 25/16 11/2 3/8 117/8 RFPI®-90 117/8 31/2 11/2 7/16 14 RFPI®-20 14 13/4 13/8 3/8 14 RFPI®-400 14 21/16 13/8 3/8 14 RFPI®-40 14 25/16 13/8 3/8 14 RFPI®-45 14 25/16 11/2 3/8 14 RFPI®-50 14 13/4 11/2 3/8 14 RFPI®-70 14 25/16 11/2 3/8 14 RFPI®-90 14 31/2 11/2 7/16 16 RFPI®-400 16 21/16 13/8 3/8 16 RFPI®-40 16 25/18 13/8 3/8 16 RFPI®-45 16 25/16 11/2 3/8 16 RFPI®-50 16 13/4 11/2 3/8 16 RFPI®-70 16 25/16 11/2 3/8 16 RFPI®-90 16 31/2 11/2 7/16 SOLID SAWN FLANGE JOIST NET JOIST DEPTH FLANGE WEB SERIES (in.) [depth(in.)-series] Width(in.) Thickness(in.) Thickness(in.) 91/2 RFPI®-40S 91/2 21/2 11/2 3/8 91/2 RFPI®-60S 91/2 21/2 11/2 3/8 117/8 RFPI®-40S 117/8 21/2 11/2 3/8 11'/8 RFPI®-60S 117/8 21/2 11/2 3/8 14 RFPI®-40S 14 21/2 11/2 3/8 14 RFPI®-60S 14 21/2 11/2 3/8 16 RFPI®-40S 16 21/2 11/2 3/8 16 RFPI®-60S 16 21/2 11/2 3/8 DEEP DEPTH LVL FLANGE NET JOIST DEPTH FLANGE WEB JOIST SERIES (in.) [depth(in.)-series] Width(in.) Thickness(in.) Thickness(in.) 18 RFPI®-700 18 25/18 11/2 7/16 18 RFPI®-900 18 31/2 11/2 7/16 20 RFPI®-700 20 25/16 11/2 7/16 20 RFPI®-900 20 31/2 11/2 7/16 22 RFPI®-700 22 25/16 11/2 7/16 22 RFPI®-900 22 31/2 11/2 7/16 _ 24 RFPI®-700 24 25/16 11/2 7/16 24 RFPI®-900 24 31/2 11/2 7/16 For SI: 1 in.=25.4 mm. , ESR-1251 I Most Widely Accepted and Trusted Page 7 of 10 TABLE 4—ALLOWABLE SPAN LENGTH—SIMPLE SPANS"'3,4'8 - LVL FLANGE JOIST SERIES ON-CENTER SPACING(in.) [depth(in.)-series] 12 16 19.2 24 _ 91/2 RFPI®-20 17'-2" 15'-9" 14'-10" 13'-10" 91/2 RFPI°-25 17'-0" 15'-6" 14'-8" 13'-9" 91/2 RFPI®-30 17'-1" 15'-8" 14'-10" 13'-10" 91/2 RFPI®-400 18'-0" 16'-5" 15-6" 14'-6" 91/2 RFPI®-40 18'-7" 16'-11" 16'-0" 14'-11" 91/2 RFPI®-45 19'-1" 17'-5" 16'-5" 15'-4" 91/2 RFPI®-50 17'-10" 16'-4" 15'-5" 14'-5" 91/2 RFPI®-70 19'-9" 18'-0" 17'-0" 15-10" 117/8 RFPI®-20 20'-6" 18'-9" 17'-9" 16'-5" 117/8 RFPI®-25 20'-3" 18'-7" 17'-6" 16'-5" • 117/8 RFPI®-30 20'-6" 18'-9" 17'-8" 16'-6" 117/8 RFPI®-400 21'-5" 19'-7" 18'-6" 17'-3" 117/8 RFPI®-40 22'-1" 20'-2" 19'-0" 17'-9" 117/8 RFPI®-45 22'-8" 20'-9" 19'-7" 18'-3" 117/8 RFPI®-50 21'-4" 19'-6" 18'-5" 17'-2" 117/8 RFPI®-70 23'-7" 21'-6" 20'-3" 18'-10" 117/8 RFPI®-90 26'-6" 24'-1" 22'-8" 21'-1" 14 RFPI®-20 23'-4" 21'-4" 20'-2" 18'-6" 14 RFPI®-400 24'-4" 22'-3" 21'-0" 19'-7" 14 RFPI®-40 25'-2" 22'-11" 21'-8" 20'-2" 14 RFPI®-45 25'-10" 23'-7" 22'-3" 20'-9" 14 RFPI®-50 24'-4" 22'-2" 21'-0" 19'-7" 14 RFPI®-70 26'-10" 24'-5" 23'-0" 21'-5" 14 RFPI®-90 30'-1" 27'-5" 25'-9" 23'-11" 16 RFPI®-400 27'-0" 24'-8" 23'-4" 20'-10" 16 RFPI®-40 27'-10" 25'-5" 24'-0" 22'-4" 16 RFPI®-45 28'-8" 26'-2" 24'-8" 23'-0" 16 RFPI®-50 27'-0" 24'-8" 23'-4" 20'-2" 16 RFPI®-70 29'-9" 27'-1" 25'-6" 23'-1" 16 RFPI®-90 33'-4" 30'-4" 28'-7" 26'-7" SOLID SAWN FLANGE JOIST ON-CENTER SPACING(in.) SERIES[depth(in.)-series] 12 16 19.2 24 91/2 RFPI®-40S 18'-0" 16-5" 15'-6" 14'-6" 91/2 RFPI®-60S 18'-11" 17'-4" 16'-4" 15'-3" 117/8 RFPI®-40S 21'-5" 19'-7" 18'-6" 16'-8" 117/8 RFPI®-60S 22'-7" 20'-8" 19'-6" 18'-2" 14 RFPI®-40S 24'-4" 22'-3" 20'-6" 18'-4" 14 RFPI®-60S 25-9" 23'-6" 22'-2" 20'-8" 16 RFPI®-40S 26'-11" 24'-3" 22'-1" 19'-9" 16 RFPI®-60S 28'-6" 26'-0" 24'-7" 22'-11" For SI: 1 in.=25.4 mm; 1 ft=304.8 mm; 1 lbf=4.4 N. 'Allowable clear span applicable to simple-span residential floor construction with a design dead load of 10 psf and a live load of 40 psf.The live load deflection is limited to L/480. 2Spans are based on a composite floor with glue-nailed sheathing meeting the requirements for APA Rated Sheathing or APA Rated STURD- I-FLOOR conforming to PS 1 or PS 2,with a minimum thickness of 19/32 inch for a joist spacing of 19.2 inches or less,or 23/32 inch for a joist spacing of 24 inches.Spans must be reduced 12 inches when the floor sheathing is nailed only. 3Minimum bearing length must be 13/4 inches for the end bearings. 4Span lengths are based on uniform loads. - 3Allowable spans for the RFPI®700 and RFPI®900 series I-joists are outside the scope of this evaluation report.Contact the report holder (Roseburg Forest Products Company)regarding allowable spans for these two series. ESR-1251 I Most Widely Accepted and Trusted Page 8 of 10 TABLE 5—ALLOWABLE SPAN LENGTH—MULTIPLE SPANS''2,3,45 LVL FLANGE JOIST SERIES ON-CENTER SPACING(in.) - [depth(in.)-series] 12 16 19.2 24 91/2 RFPI®-20 18'-9" 17'-1" 16'-2" 13'-5" 91/2 RFPI®-25 18'-6" 16'-11" 15'-11" 13'-5" 91/2 RFPI®-30 18'-7" 17'-0" 16'-1" 15'-0" 91/2 RFPI®-400 19'-7" 17'-10" 16'-10" 15'-9" 91/2 RFPI®-40 20'-2" 18'-5" 17'-5" 16'-2" 91/2 RFPI®-45 20'-9" 18'-11" 17'-10" 16'-8" 91/2 RFPI®-50 19'-5" 17'-9" 16'-9" 15'-7" 91/2 RFPI®-70 21'-6" 19'-7" 18'-5" 17'-2" 117/8 RFPI®-20 22'-4" 20'-2" 16'-9" 13'-5" 117/8 RFPI®-25 22'-1" 20'-2" 16'-9" 13'-5" 117/8 RFPI®-30 22'-4" 20'-5" 18'-10" 15'-0" 117/8 RFPI®-400 23'-4" 21'-4" 20'-1" 17'-9" 117/8 RFPI®-40 24'-1" 22'-0" 20'-8" 19'-3" 117/8 RFPI®-45 24'-9" 22'-7" 21'-3" 19'-9" 117/8 RFPI®-50 23'-3" 21'-2" 20'-0" 16'-1" 117/8 RFPI®-70 25'-8" 23'-5" 22'-0" 18'-6" 117/8 RFPI®-90 28'-10" 26'-3" 24'-8" 22'-11" 14 RFPI®-20 25'-5" 22'-7" 20'-7" 16'-7" 14 RFPI®-400 26'-7" 24'-3" 22'-3" 17'-9" 14 RFPI®-40 27'-5" 25'-0" 23'-7" 19'-9" 14 RFPI®-45 28'-2" 25'-8" 24'-3" 19'-9" 14 RFPI®-50 26'-6" 24'-2" 20'-2" 16'-1" 14 RFPI®-70 29'-3" 26'-7" 23'-2" 18'-6" 14 RFPI®-90 32'-10" 29'-10" 28'-1" 26'-0" 16 RFPI®-400 29'-6" 26'-4" 22'-3" 17'-9" 16 RFPI®-40 30'-4" 27'-8" 24'-9" 19'-9" 16 RFPI®-45 31'-3" 28'-6" 24'-9" 19'-9" 16 RFPI®-50 29'-6" 24'-3" 20'-2" 16'-1" 16 RFPI®-70 32'-5" 27'-10" 23'-2" 18'-6" 16 RFPI®-90 36'-5" 33'-1" 31'-1" 26'-7" SOLID SAWN FLANGE JOIST ON-CENTER SPACING(in.) SERIES[depth(in.)-series] 12 16 19.2 24 91/2 RFPI®-40S 19'-7" 17'-11" 16'-4" 14'-7" 91/2 RFPI®-60S 20'-8" 18'-10" 17'-9" 16'-6" 117/8 RFPI®-40S 23'-5" 20'-5" 18'-7" 16'-7" 117/8 RFPI®-60S 24'-8" 22'-6" 21'-2" 19'-7" 14 RFPI®-40S 25-11" 22'-5" 20'-5" 18'-3" 14 RFPI®-60S 28'-0" 25-7" 24'-1" 19'-9" 16 RFPI®-40S 27'-11" 24'-2" 22'-0" 19'-8" 16 RFPI®-60S 31'-1" 28'-4" 24'-9" 19'-9" For SI: 1 in.=25.4 mm; 1 ft=304.8 mm; 1 Ibf=4.4 N. 'Allowable clear span applicable to multiple-span residential floor construction with a design dead load of 10 psf and a live load of 40 psf.The length of the end span must be 40%or more of the adjacent span.The live load deflection is limited to L/480. 2Spans are based on a composite floor with glue-nailed sheathing meeting the requirements for APA Rated Sheathing or APA Rated STURD- I-FLOOR conforming to PS 1 or PS 2,with a minimum thickness of 19/32 inch for a joist spacing of 19.2 inches or less,or 23/32 inch for a joist spacing of 24 inches.Spans must be reduced 12 inches when the floor sheathing is nailed only. 3Minimum bearing length must be 13/4 inches for the end bearings and 31/2 inches for the intermediate bearings. 4Span lengths are based on uniform loads. - 5Allowable spans for the RFPI®700 and RFPI®900 series I-joists are outside the scope of this evaluation report.Contact the report holder - (Roseburg Forest Products Company)regarding allowable spans for these two series. ESR-1251 I Most Widely Accepted and Trusted Page 9 of 10 TABLE 6—CIRCULAR HOLE PLACEMENT''2,3,4 MINIMUM DISTANCE FROM INSIDE FACE OF ANY SUPPORT TO CENTER OF HOLE(feet-inches) JOIST SERIES );depth(in.)– Round Hole Diameter(in.) seriesl 2 3 4 5 6 61/4 7 8 85/8 9 10 103/4 11 12 12314 91/2 RFPI-20 0-7 0-11 2-3 3-11 5-8 6-1 91/2 RFPI-25 0-7 0-11 2-2 3-9 5-6 5-11 91/2 RFPI-30 0-9 2-0 3-3 4-7 6-1 6-6 91/2 RFPI-400 1-3 2-6 3-9 5-2 6-8 7-1 91/2 RFPI-40 1-6 2-9 4-1 5-6 7-0 7-5 91/2 RFPI-40S 0-7 1-8 3-0 4-4 5-9 6-3 91/2 RFPI-45 1-10 3-1 4-5 5-10 7-4 7-9 91/2 RFPI-50 1-1 2-4 3-8 5-0 6-6 6-11 91/2 RFPI-60S 1-8 3-0 4-4 5-8 7-3 7-8 91/2 RFPI-70 2-2 3-5 4-9 6-2 7-9 8-2 117/8 RFPI-20 0-7 0-8 0-8 0-9 2-4 2-10 4-3 6-4 7-9 117/8 RFPI-25 0-7 0-8 0-8 0-9 2-4 2-10 4-3 6-4 7-9 117/8 RFPI-30 0-7 0-8 0-8 1-9 3-4 3-9 5-0 6-10 8-0 117/8 RFPI-400 0-7 0-8 1-11 3-2 4-7 4-11 6-0 7-9 9-0 117/8 RFPI-40 0-7 1-8 2-11 4-3 5-7 5-11 7-1 8-8 9-9 117/8 RFPI-40S 0-7 0-8 1-2 2-5 3-9 4-1 5-1 6-8 7-11 117/8 RFPI-45 0-9 2-0 3-3 4-7 6-0 6-4 7-5 9-0 10-1 117/8 RFPI-50 0-7 0-8 0-11 2-6 4-1 4-6 5-10 7-8 8-11 117/8 RFPI-60S 0-8 1-10 3-2 4-5 5-10 6-2 7-4 8-11 10-0 117/8 RFPI-70 0-7 1-2 2-5 3-10 5-6 5-11 7-3 9-2 10-6 117/8 RFPI-90 0-7 0-8 1-9 3-6 5-3 5-9 7-2 9-3 10-7 14 RFPI-20 0-7 0-8 0-8 0-9 0-10 1-3 2-5 4-1 5-2 5-10 7-8 9-5 14 RFPI-400 0-7 0-8 0-8 0-9 1-11 2-4 3-7 5-3 6-4 7-0 8-11 10-8 14 RFPI-40 0-7 0-8 0-8 1-7 2-10 3-2 4-5 6-2 7-3 8-0 10-0 11-7 14 RFPI-40S 0-7 0-8 0-8 0-9 1-10 2-2 3-2 4-7 5-5 6-0 7-7 9-4 14 RFPI-45 0-7 0-8 0-8 1-8 3-3 3-8 4-11 6-8 7-9 8-6 10-6 12-1 14 RFPI-50 0-7 0-8 0-8 0-9 0-9 1-1 2-6 4-6 5-9 6-7 8-10 10-7 14 RFPI-60S 0-7 0-8 0-8 1-7 3-2 3-6 4-9 6-6 7-8 8-4 10-4 11-11 14 RFPI-70 0-7 0-8 0-8 0-11 2-6 2-11 4-2 6-2 7-6 8-4 10-7 12-6 14 RFPI-90 0-7 0-8 1-3 2-10 4-6 4-11 6-2 7-11 9-1 9-10 11-10 13-6 16 RFPI-400 0-7 0-8 0-8 0-9 0-9 0-10 0-10 1-11 3-1 3-10 5-11 7-6 8-0 10-4 12-3 16 RFPI-40 0-7 0-8 0-8 0-9 0-9 0-10 1-10 3-6 4-6 5-2 6-11 8-5 9-0 11-4 13-3 16 RFPI-40S 0-7 0-8 0-8 0-9 0-9 0-10 1-5 2-9 3-7 4-1 5-6 6-7 7-0 8-9 10-9 16 RFPI-45 0-7 0-8 0-8 0-9 0-9 0-10 1-10 3-6 4-7 5-4 7-5 9-0 9-7 12-0 13-11 16 RFPI-50 0-7 0-8 0-8 0-9 0-9 0-10 0-10 0-10 1-9 2-6 4-6 6-0 6-8 9-7 11-11 16 RFPI-60S 0-7 0-8 0-8 0-9 0-9 0-10 1-10 3-6 4-6 5-2 7-3 8-11 9-6 11-10 13-9 16 RFPI-70 0-7 0-8 0-8 0-9 0-9 0-10 1-0 2-11 4-1 4-10 6-11 8-7 9-1 11-8 14-2 16 RFPI-90 0-7 0-8 0-8 0-10 2-3 2-8 3-10 5-5 6-6 7-4 9-5 11-1 11-8 14-1 16-1 For SI: 1 inch=25.4 mm, 1 foot=304.8mm. 'Tabulated values are for simple or multiple spans,based on 40 psf live load and 10 psf dead load,and I-joist spacing of 24 inches on center or less with the full shear design values given in Table 1 of this report. 2Distances are based on uniformly loaded joists that meet the span requirements in Tables 4 and 5 of this report. 3For webs with multiple holes,the minimum allowable center-to-center hole spacing is 3D,where D is the diameter of the larger hole. 4The allowable location of round holes for the RFPI®700 and RFPI®900 series of I-joists may be determined by utilizing the following equation to calculate the allowable shear capacity of the I-joist with a given hole size:Vho,e=Vr x((joist depth–hole diameter)/joist depth) Where: Vho,e is the allowable shear at the centerline of the hole(lbf) Vr is the allowable shear value for the I-joist as given in Table 1 (Ibf) Joist depth is the out-to-out depth of the I-joist(in) Hole diameter is in inches.