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Specifications (4) Sqpzol q- 00351 171W D Y Structural • Civil Engineers STRUCTURAL CALCULATIONS for BROADWAY ROSE THEATRE ADDITIONS 12850 SW GRANT STREET TIGARD, OREGON ,� RECEIVED y`i _ December 30, 2019 , DEC 312019 /357c WDY Projecf Number: 19130 CITY OF TIGARD Aimor BUILDING DIVISION V r � DESIGN PARAMETERS:2014 Oregon Structural Specialty Code "= ^ � 12 g Z4)74 Table 1604.5 Risk Category III Roofs Dead load 20 psf Snow load (minimum) 20 psf plus 5 psf rain on snow Ground snow load, Pg(for drift calculations) 15 psf Snow exposure factor, Ce 1.0 Snow importance factor, IS 1.1 Thermal factor, Ct 1.0 Shop Floor Dead Load 20 psf Live Load 150 psf ShopMezz Dead Load 20 psf Live Load 250 psf k- Wind Ultimate wind speed 130 mph, 3-sec gust Wind exposure B Internal pressure coeff, GCpt +/-0.18 Components and cladding Per ASCE 7, CHPT 30 Seismic Mapped spectral response, Ss and Si 0.97 and 0.42 Site class D Seismic importance factor, IE 1.25 Spectral response coeff., Sos and Sol 0.61 and 0.68 Seismic design category D Basic seismic force resisting system Bearing wall system Response modification factor, R 6'/z new construction Seismic response coeff., Cs 0.12 Analysis procedure used Equivalent lateral force CONTENTS: WEST ADDITION ROOF FRAMING WR-1 to WR-26 WEST ADDITION MEZZ FRAMING WM-1 to WM-8 WEST ADDTION FLOOR FRAMING WF-1 to WF-2 WEST ADDITION COL AND STUDS WC-1 to WC-7 WEST ADDITION LATERAL WL-1 to WL9 EAST ADDITION ROOF FRAMING ER-1 to ER-33 EAST ADDITION STUDS EC-1 to EC-6 EAST ADDITION LATAERAL EL-1 to EL-9 EXISTING BUILDING CHECKS ROOF FRAMING FOR ADDED SNOW DRIFT RF-1 to RF-12 GRID 3 WALL FOR NEW MANDOOR L-1 to L-4b 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com rOWDYStructural • Civil Engineers Job Name: Broadway Rose Theatre Job No: 19130 Sheet No: \NIF• Client SjE A Architecture,LLP Date: Nov 2019 By: DJD • j) -c PpD 1r1 1.1 ), X t 3 I I��= G�-o�u rn: ` .A,-� �-C)(0 a P— 6 �: • 3 P& 1 (,1 076,P)o,,--)0,ty 11s sp),- i\,�45� , f�p54' • � y.� i I �. ys AbFM,N t'\�\SPs > ; '1(.S PSF —' °s \� ¢SP 13S Kil- I� Z6� h PSt g I 5;3 1 i .,.\ sx z :i i► 1,i.\s. p,.r- , 3o psr rl i .. i' 1 tZ s4 S i'i eSC- ``� _ 1 R.tt ''RI(3) 1 . f,cir CMS C PSG' t44svt o,ti, • • f,C) c � 1 es r p-d M, L ` S ()QV, GN,1'\._\,, t- 1,51 ash MNs 10 �r 0. .AD \.,off. .'A Vol i'- lNt. !.1&0 S ic/ sPpN P"P (la. • A 9-3 ��(-) 25 0SF • 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 4149NtOISPa :: Protect: Project Location: Type: R1 18 ft • Folder: Folder Date: 12/15/19 1:51 PM RedSpecTM by RedBulltTM Designer: v7.1.10 Comment: 14" Red-I45TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed 1 DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 41% 920 2254 Snow(115%) 1.OD+i.OS All Spans PASS • Positive Moment(ft-lb) 59% 3761 6406 Snow(115%) 1.0D+1,OS All Spans PASS Negative Moment(ft-lb) 7% -648 8912 Wind(160%) 0.6D+1.0W All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 33% 0.298 0.900 L/726 L/240 1.OD+1.OS Ail Spans PASS Span Total 58% 0.522 0.900 L/414 L/240 1.0D+1.0S All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(lb)(DOL%) 560(115) 463(115) Dead Reaction(Ib) 360 360 Total Reaction(lb)(DOL%) 920(115) 823(115) Net Uplift Reaction(Ib)(DOL%) -144(160) -144(160) Bearing Bottom Bottom Support Wall Wall Req'd Bearing,No Stiffeners(in) 1.75 1.75 Req'd Bearing,Stiffeners(in) - - SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope:0.375/12 I< IA A 18'-0.0" r APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 20 0 24" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Tapered psf Snow(115%) 22 to 0 0 to 0 0'-0.0"to 5'-6.96" Adds To Drift Uniform psf Wind(1600/0) -20 0 0'-0.0"to 18'-0.0" Adds To Wind Uplift ASD NOTES •Building code and design methodology: 2009 IBC ASD(US). •Birdsmouth and beveled plate conditions require additional consideration. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Sloped length multiplier= 1.000.Bevel cut add=0.44". P:\2019\19130 Broadway Rose Theatre\Analysis\Prelim 2\West Bldg.red 12/15/2019 1:51:36 PM Project: Folder: Ri 18 ft Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed In accordance with local building code requirements and RedBuiltT"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt"' associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltT",RedSpee",Red-I"4,Red-I45T",Red-I45LT",Red-I58'",Red-I65T", Red-I90'",Red-I90HT" Red-I90HS"" Red-LT" Red-W"",Red-ST",Red-MT", Red-HT",RedLam"",FloorChoice"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.All rights reserved. v\I iz3 .4e.......<eiri . , SPEC Project: Project Type: RI. 18 ft par drf Location: Folder: Folder Date: 12/15/19 12:30 PM RedSpecTm by RedBuiltTM Designer: v7.1.1O Comment: 14" Red-I45TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed IT DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 58% 1314 2254 Snow(115%) 1.0D+1.0S All Spans PASS Positive Moment(ft-lb) 92% 5914 6406 Snow(115%) 1.0D+1.0S All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 66% 0.594 0.900 L/364 L/240 1.OD+1.OS All Spans PASS Span Total 91% 0.818 0.900 L/264 L/240 1.OD+1.0S All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(lb)(DOL%) 954(115) 954(115) Dead Reaction(Ib) 360 360 Total Reaction(Ib)(DOL%) 1314(115) 1314(115) Bearing Bottom Bottom Support Wall Wall Req'd Bearing,No Stiffeners(in) 2.16 2.16 Req'd Bearing,Stiffeners(in) 1.75 1.75 SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope:0.375/12 is P. 18'-0.0" APP ICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 20 0 24" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform psf Snow(115%) 28 0 0'-0.0"to 18'-0.0" Adds To Parallel Drift NOTES •Building code and design methodology: 2009 IBC ASD(US). •Birdsmouth and beveled plate conditions require additional consideration. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Sloped length multiplier= 1.000.Bevel cut add = 0.44". P:\2019\19130 Broadway Rose Theatre\Analysis\Prelim 2\West Bldg.red 12/15/2019 12:30:52 PM Project: Folder:RI 18 ft par drf Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt'"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt'" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'" RedSpec'",Red-IT", Red-I45'",Red-I45L'",Red-I58'",Red-I65'", Red-I90.".,Red-I90H"",Red-I90HS'",Red-LT",Red-W'",Red-S"",Red-MT", Red-HT',RedLam'",FloorChoicet are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.All rights reserved. iC, Project: Project Location: Type: R2 22 ft - Folder: Folder Date: 12/15/19 1:51 PM RedSpecTM by RedBuiltTM Designer: v7.1.10 Comment: 14" Red-I65TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fall Shear(Ib) 34% 990 2921 Snow(115%) 1.0D+1.0S All Spans PASS Positive Moment(ft-lb) 66% 6131 9234 Snow(115%) 1.0D+0.75L+0.75S All Spans PASS Negative Moment(ft-lb) 80/0 -967 12848 Wind(160%) 0.6D+1.0W All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 45% 0.496 1.101 L/532 L/240 1.0D+0.75L+0.755 All Spans PASS Span Total 77% 0.845 1.101 L/313 L/240 1.0D+0.75L+0.75S All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(lb)(DOLLY()) 550(115) 550(115) Dead Reaction(lb) 440 440 Total Reaction(Ib)(DOL%) 990(115) 990(115) Net Uplift Reaction(lb)(DOL%) -176(160) -176(160) Bearing Bottom Flush Support Wall Beam Req'd Bearing,No Stiffeners(in) 1.75 1.75 Req'd Bearing,Stiffeners(in) - - HANGERS Model Top Face Member Header Size Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0.375/12 It n • 22'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psi Snow(115%) 25 20 0 24" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Point lb Floor(100%) 350 0 11'-3.0" Adds To Added point load Uniform psf Wind(160%) -20 0 0'-0.0"to 22.-0.0" Adds To Wind Uplift ASD NOTES •Building code and design methodology: 2009 IBC ASD(US). •Birdsmouth and beveled plate conditions require additional consideration. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Sloped length multiplier= 1.000.Bevel cut add=0.44". P:\2019\19130 Broadway Rose Theatre\Analysis\Prelim 2\West Bidg.red 12/15/2019 1:51:49 PM Project: Folder: R2 22 ft Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed I in accordance with local building code requirements and RedBuiltT"recommendations.The loads,spans,and spacing have been provided by others and must „ I be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuiltT" i associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltT",RedSpec'",Red-IT",Red-I45T",Red-I45LT",Red-I58T",Red-I65T", Red-I90'",Red-I90HT",Red-I90HST",Red-LT",Red-WT",Red-ST",Red-MT", Red-HT",RedLam"",FloorChoice""are trademarks of RedBuilt LLC,Boise ID,USA. Copyright 0 2010-2019 RedBuilt LLC.All rights reserved. • 4te-Ked I SPEC Project: Project Location: Type: R2 22 ft par drf Folder: Folder Date: 12/15/19 12:31 PM RedSpecTM by RedBuiltTM Designer: v7.1.10 Comment: 14" Red-I65TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed 1 DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 42% 1217 2921 Snow(115%) 1.0D+1.0S All Spans PASS Positive Moment(ft-lb) 740/0 6851 9234 Snow(115%) 1.0D+0.75L+0.75S All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 54% 0.599 1.101 L/441 L/240 1.0D+0.75L+0.75S All Spans PASS Span Total 86% 0.948 1.101 L/279 L/240 1.0D+0.75L+0.75S All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 777(115) 675(115) Dead Reaction(Ib) 440 440 Total Reaction(lb)(DOL%) 1218(115) 1115(115) Bearing Bottom Flush Support Wall Beam Req'd Bearing,No Stiffeners(in) 1.75 1.75 Req'd Bearing,Stiffeners(in) - - HANGERS Model Top Face Member Header Size Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0.375/12 IC • i________ vI 22'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psi Snow(115%) 25 20 0 24" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Point lb Floor(100%) 350 0 11'-3.0" Adds To Added point load Tapered psi Snow(115%) 15 to 1 0 to 0 0'-0.0"to 22'-0.0" Adds To Parallel Drift' NOTES •Building code and design methodology: 2009 IBC ASD(US). •Birdsmouth and beveled plate conditions require additional consideration. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Sloped length multiplier= 1.000.Bevel cut add=0.44". P:\2019\19130 Broadway Rose Theatre\Analysis\Prelim 2\West Bldg.red 12/15/2019 12:31:09 PM Project:Folder: R2 22 ft par drf Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed In accordance with local building code requirements and RedBuilt""recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt'" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'",RedSpecT",Red-IT",Red-I4ST" Red-I45LT",Red-I58T",Red-I65T" Red-I90T",Red-I90HT",Red-I90HST",Red-LT",Red-W'",Red-ST",Red-MT", Red-HT",RedLam'TM,FloorChoice"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.All rights reserved. WSr Protect: Project Location: Type: R3 24 ft Folder: Folder Date: 12/15/19 1:55 PM RedSpecTM by RedbuiltTM Designer: v7.1.10 Comment: 14" Red-I65TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 41% -1193 2921 Snow(115%) 1.0D+1.0S All Spans PASS Positive Moment(ft-Ib) 780/0 7241 9234 Snow(115%) 1.OD+0.75L+0.755 All Spans PASS Negative Moment(ft-lb) 9% -1151 12848 Wind(160%) 0.6D+1.0W All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 57% 0.688 1.201 L/419 L/240 1.0D+0.75L+0.755 All Spans PASS Span Total 98% 1.175 1.201 L/245 L/240 1.0D+0.75L+0.755 All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 610(115) 713(115) Dead Reaction(Ib) 480 480 Total Reaction(Ib)(DOL%) 1090(115) 1194(115) Net Uplift Reaction(Ib)(DOL%) -192(160) -192(160) Bearing Flush Bottom Support Beam Wall Req'd Bearing,No Stiffeners(in) 1.75 1.75 Req'd Bearing,Stiffeners(in) - - HANGERS Model Top Face Member Header Size Left None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0.375/12 IC -- - — 24'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 20 0 24" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Point lb Floor(100%) 350 0 12'-3.0" Adds To Added point load Tapered psf Snow(115%) 0 to 22 0 to 0 18'-5.0"to 24'-0.0" Adds To Drift Uniform psf Wind(160%) -20 0 0'-0.0"to 24'-0.0" Adds To Wind Uplift ASD NOTES • Building code and design methodology: 2009 IBC ASD(US). •Birdsmouth and beveled plate conditions require additional consideration. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Sloped length multiplier= 1.000.Bevel cut add=0.44". P:\2019\19130 Broadway Rose Theatre\Analysis\Prelim 2\West Bidg.red 12/15/2019 1:55:18 PM Project:Folder: R3 24 ft Page 1 of 1 The products noted are intended for Interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBulltTM,RedSpec",Red-IT",Red-I45",Red-I45L",Red-I58T",Red-I65", Red-I90",Red-I90H",Red-I90HS",Red-LT",Red-WT",Red-S",Red-MT", Red-HT",RedLam",FloorChoicet are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.All rights reserved. vip i - PEC Project: Project Type: R3 24 ft par drf Location: Folder: Folder Date: 12/15/19 12:31 PM RedSpecTM by RedBuiltTM Designer: v7.1.1O Comment: 14" Red-I65TM @ 16" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 34% 992 2921 Snow(115%) 1.0D+1.0S All Spans PASS Positive Moment(ft-lb) 71% 6517 9234 Snow(115%) 1.0D+0.75L+0.75S All Spans PASS • DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 610/0 0.727 1.201 L/396 L/240 1.OD+0.75L+0.75S All Spans PASS Span Total 880/0 1.052 1.201 L/274 L/240 1.0D+0.75L+0.755 All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 672(115) 672(115) Dead Reaction(Ib) 320 320 Total Reaction(Ib)(DOL%) 992(115) 992(115) Bearing Flush Bottom Support Beam Wall Req'd Bearing,No Stiffeners(in) 1.75 1.75 Req'd Bearing,Stiffeners(in) - - HANGERS Model Top Face Member Header Size Left None Selected SPANS AND LOADS Dimensions represent horizontal design spans. I Member Slope:0.375/12 IG 7 • 24'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 20 0 16" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform psf Snow(115%) 17 0 0'-0.0"to 24'-0.0" Adds To Parallel Drift Point lb Floor(100°/0) 350 0 12'-3.0" Adds To Added point load NOTES •Building code and design methodology:2009 IBC ASD(US). •Birdsmouth and beveled plate conditions require additional consideration. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Sloped length multiplier= 1.000.Bevel cut add=0.44". P:\2019\19130 Broadway Rose Theatre\Analysis\Prelim 2\West Bldg.red 12/15/2019 12:31:30 PM Project:Folder: R3 24 ft par drf Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt'"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuiltT" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'",RedSpec'" Red-IT",Red-I45'",Red-I45L'" Red-I58'",Red-I65T", Red-I90'",Red-I90H'°',Red-I90HST",Red-LT",Red-W'",Red-ST",Red-MT", Red-I-I'",RedLamT",FloorChoice"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.Ail rights reserved. 417<iedSPEC Location: Project Type: R4 13.5 ft Folder: Folder Date: 12/15/19 1:54 PM RedSpecTPO by RedBulltTM Designer: v7.1.10 Comment: 14" Red-I45TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 32% -717 2254 Snow(115%) 1.0D+1.0S All Spans PASS Positive Moment(ft-lb) 34% 2177 6406 Snow(115%) 1.OD+1.0S All Spans PASS Negative Moment(ft-Ib) 7% -638 8912 Wind(160%) 0.6D+1.0W All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 16% 0.107 0.675 L/999+ L/240 1.OD+1.0S All Spans PASS Span Total 27% 0.184 0.675 L/879 L/240 1.OD+1.0S All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 356(115) 447(115) Dead Reaction(lb) 270 270 Total Reaction(Ib)(DOL%) 626(115) 717(115) Net Uplift Reaction(Ib)(DOL%) -189(160) -189(160) Bearing Flush Bottom Support Beam Wall Req'd Bearing,No Stiffeners(in) 1.75 1.75 Req'd Bearing,Stiffeners(in) - - HANGERS Model Top Face Member Header Size Left None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope:0.375/12 le • 13'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psi Snow(115%) 25 20 0 24" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Tapered psi Snow(115%) 0 to 22 0 to 0 7'-8.0"to 13'-6.0" Adds To Drift Uniform psi Wind(160%) -26 0 0'-0.0"to 13'-6.0" Adds To Wind Uplift ASD NOTES •Building code and design methodology: 2009 IBC ASD(US). •Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Sloped length multiplier= 1.000.Bevel cut add =0.44". P:\2019\19130 Broadway Rose Theatre\Analysis\Prelim 2\West Bldg.red 12/15/2019 1:54:28 PM Project: Folder: R4 13.5 ft Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed In accordance with local building code requirements and RedBuilt"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt*",RedSpec",Red-I",Red-145",Red-145L",Red-I58'",Red-I65", Red-I90",Red-I90HT',Red-I90HS'",Red-LT",Red-W",Red-ST",Red-M", Red-H",RedLam",FloorChoice"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.All rights reserved. v'v ,, COMPANY PROJECT ffl WoodWorks® SOFTWARE FOR WOOD DL'StGN _ Dec. 15, 2019 12:49 R5 Hdr.wwb Design Check Calculation Sheet - Wood Works Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 20.00 (8.50' ) psf Load2 Snow Full Area 25.00(8.50' ) psf Drift Snow Full UDL 55.0 plf Wall Dead Full UDL 200.0 plf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 4'-6.8" 1" 0' 4'-6" 0' Unfactored: Dead 844 844 Snow 611 611 Factored: Total 1455 1455 Bearing: Capacity 1455 Beam 1455 Support 1637 1637 Anal/Des Beam 1.00 1.00 Support 0.89 0.89 Load comb #2 #2 Length 0.78 0.78 Min req'd 0.78 0.78 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1. 13 1.13 Fcp sup 625 625 Lumber n-ply, D.Fir-L, No.2, 2x6, 2-ply(3"x5-1/2") Supports: All- Lumber n-ply Beam, D.Fir-L No.2 Total length: 4'-6.8"; volume=0.5 cu.ft.; Lateral support: top=at supports, bottom=at supports; , \PIP...1(3 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R5 Hdr.wwb Wood Works®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 102 Fv' = 207 psi fv/Fv' = 0.49 Bending(+) fb = 1280 Fb' = 1345 psi fb/Fb' = 0.95 Dead Defl'n 0.05 = <L/999 Live Defl'n 0.04 = <L/999 0.15 = L/360 in 0.25 Total Defl'n 0.09 = L/610 0.23 = L/240 in 0.39 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1. 00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1434, V design = 1122 lbs Bending(+) : LC #2 = D+S, M = 1614 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 33.3e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. 11 COMPANY PROJECT li I WoodWorks® SOrrWA Rf roR WOOD o1SIGN - Dec. 15, 2019 13:04 R6 Hdr.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 3.00 260 lbs Load2 Snow Point 3.00 325 lbs Drift Snow Point 3.00 357 lbs Wall Dead Full UDL 200.0 plf Load magnitude does not include Normal Importance factor from Table 4 ,2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : t 6'-0.6" 0 6 _ Unfactored: Dead 736 734 Snow 344 338 Factored: Total 1080 1072 Bearing: Capacity Beam 1080 1072 Support 1215 1206 Anal/Des Beam 1.00 1.00 Support 0.89 0.89 Load comb #2 #2 Length 0.58 0.57 Min req'd 0.58 0.57 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1. 13 1.13 Fcp sup 625 625 Lumber n-ply, D.Fir-L, No.2, 2x8, 2-ply (3"x7-114") Supports: All- Lumber n-ply Beam, D.Fir-L No.2 Total length: 6'-0.6'; volume=0.9 cu.ft.; Lateral support: top=at supports, bottom= at supports; Vol WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R6 Hdr.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 65 Fv' = 207 psi fv/Fv' = 0.32 Bending(+) fb = 1056 Fb' = 1227 psi fb/Fb' = 0.86 Dead Defl'n 0.05 = <L/999 Live Defl'n 0.03 = <L/999 0.20 = L/360 in 0.17 Total Defl'n 0.09 = L/834 0.30 = L/240 in 0.29 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.988 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1075, V design = 949 lbs Bending(+) : LC #2 = D+S, M = 2313 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 76.2e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (+) : Lu = 6' Le = 11'-7.13" RB = 10.59 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. gl3 COMPANY PROJECT li la WoodWorks® Sort WA RE FOR W OOtl OESIGN - Dec. 15, 2019 13:07 R7 Hdr.wwb Design Check Calculation Sheet - WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Point 5.00 140 lbs Load2 Snow Point 5.00 175 lbs Drift Snow Point 5.00 154 lbs Wall Dead Full UDL 200.0 plf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1' 10'-0.5" t 0' 10' Unfactored: Dead 1074 1074 Snow 165 164 Factored: Total 1240 1238 Bearing: Capacity 1875 Beam 1875 Support 1875 1875 Anal/Des 0.66 Beam 0.66 Support 0. 66 0.66 Load comb #2 #2 Length 0.50* 0.50* Min req`d 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Lumber n-ply, D.Fir-L, No.2, 2x8, 4-ply (6"x7-1/4") Supports:All- Lumber n-ply Beam, D.Fir-L No.2 Total length: 10'-0.5"; volume= 3.0 cu.ft.; Lateral support: top=at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); T i 4 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R7 Hdr.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 33 Fv' = 162 psi fv/Fv' = 0.20 Bending(+) fb = 838 Fb' = 1428 psi fb/Fb' = 0.59 Dead Defl'n 0. 16 = L/731 Live Defl'n 0.04 = <L/999 0.33 = L/360 in 0.12 Total Defl'n 0.20 = L/591 0.50 = L/240 in 0.41 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 1070, V design = 945 lbs Bending(+) : LC #2 = D+S, M = 3672 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 76.2e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. VI 2,ts COMPANY PROJECT WoodWorks® SORW4RF FOR WOO)DESIGN Dec. 15, 2019 13:29 R8 Hdr.wwb Design Check Calculation Sheet - WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 20.00 (8.50' ) psf Load2 Snow Full Area 25.00 (8.50' ) psf Drift Snow Full UDL 55.0 plf Wall Dead Full UDL 200.0 plf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : t 9'-0.8" 1 0' 9' Unfactored: Dead 1677 1677 Snow 1212 1212 Factored: Total 2889 2889 Bearing: Capacity 2889 Beam 2889 Support 2889 2889 Anal/Des Beam 1.00 1.00 Support 1.00 1.00 Load comb #2 #2 Length 0.77 0.77 Min req'd 0.77 0.77 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fcp sup 625 625 Lumber n-ply, D.Fir-L, No.2, 2x10, 4-ply (6"x9-1/4") Supports: All - Lumber n-ply Beam, D.Fir-L No.2 Total length: 9'-0.8"; volume=3.5 cu.ft.; Lateral support: top=at supports, bottom=at supports; Repetitive factor: applied where permitted (refer to online help); tc WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R8 Hdr.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 64 Fv' = 207 psi fv/Fv' = 0.31 Bending(+) fb = 905 Fb' = 1309 psi fb/Fb' = 0. 69 Dead Defl'n 0.09 = <L/999 Live Defl'n 0.06 = <L/999 0.30 = L/360 in 0.21 Total Defl'n 0.15 L/726 0.45 = L/240 in 0.33 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 2869, V design = 2357 lbs Bending(+) : LC #2 = D+S, M = 6455 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: RI = 158e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD OESICN Dec. 15, 2019 13:33 R9 Hdr.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 20.00(12.00' ) psf Load2 Snow Full Area 25.00(12.00' ) psf Drift Snow Full UDL 55.0 plf Wall Dead Full UDL 200.0 plf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 3'-4.7" r 0' 3'-4" Unfactored: Dead 746 746 Snow 602 602 Factored: Total 1348 1348 Bearing: Capacity Beam 1348 1348 Support 1516 1516 Anal/Des Beam 1.00 1.00 Support 0.89 0.89 Load comb #2 #2 Length 0.72 0.72 Min req'd 0.72 0.72 Cb 1,00 1.00 Cb min 1.00 1.00 Cb support 1. 13 1.13 Fcp sup 625 625 Lumber n-ply, D.Fir-L, No.2, 2x6, 2-ply (3"x5-1/2") Supports: All- Lumber n-ply Beam, D.Fir-L No.2 Total length: 3'-4.7"; volume= 0.4 cu.ft.; Lateral support: top=at supports, bottom=at supports; WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R9 Hdr.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 85 Fv' = 207 psi fv/Fv' = 0.41 Bending(+) fb = 874 Fb' = 1345 psi fb/Fb' = 0. 65 Dead Defl'n 0. 02 = <L/999 Live Defl'n 0.01 = <L/999 0.11 = L/360 in 0.13 Total Defl'n 0.03 = <L/999 0.17 = L/240 in 0.20 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1. 15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1. 15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1324, V design = 935 lbs Bending(+) : LC #2 = D+S, M = 1102 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 33.3e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. COMPANY PROJECT 1 I 'WoodWorks® SOFTWARE rAR WOOD OESJGN '... Dec. 15, 2019 13:34 R10 Hdr.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 20.00 (1.00' ) psf Load2 Snow Full Area 25.00 (1.00' ) psf Drift Snow Full Area 22.00(1.00' ) psf Wall Dead Full UDL 200.0 plf Load magnitude does not include Normal Importance factor from Table 4 .2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 6'-4.5" 0' 6'_4" Unfactored: Dead 701 701 Snow 150 150 Factored: Total 851 851 Bearing: Capacity Beam 937 937 Support 1055 1055 Anal/Des Beam 0.91 0.91 Support 0.81 0.81 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.13 1.13 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Lumber n-ply, D.Fir-L, No.2, 2x6, 2-ply (3"x5-112") Supports:All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 6'-4.5"; volume= 0.7 cu.ft.; Lateral support: top=at supports, bottom=at supports; NI\JRZ," WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R10 Hdr.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 54 Fv' = 162 psi fv/Fv' = 0.33 Bending(+) fb = 875 Fb' = 1053 psi fb/Fb' = 0.83 Dead Defl'n 0.12 = L/635 Live Defl'n 0.03 = <L/999 0.21 = L/360 in 0. 12 Total Defl'n 0.15 = L/523 0.32 = L/240 in 0.46 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 900 0.90 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 1 Fcp' 625 - 1. 00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 697, V design = 591 lbs Bending(+) : LC #1 = D only, M = 1103 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 33.3e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. COMPANY PROJECT 11 WoodWorks® SOFTWARE FOR WOOD OFSIGN • Dec. 15, 2019 14:58 R11 grid 2 Bm.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load3 Dead Trapezoidal 0.07 13.07 220.0 410.0 plf Load2 Snow Trapezoidal 0.07 13.07 275.0 512.0 plf Load4 Dead Full UDL 150.0 plf drift Snow Triangular 0.07 5. 66 242.0 0.0 plf Load5 Wind Trapezoidal 0.07 13.07 -366.0 -683.0 plf Self-weight Dead Full UDL 12.4 plf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 13'-1.8" 0' 13' Unfactored: Dead 2908 3321 Snow 2880 2911 Wind -3066 -3753 Factored: Uplift 62 227 Total 5788 6232 Bearing: Capacity Beam 5788 6232 Support 5973 6431 Anal/Des Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.74 1.87 Min req'd 1.74 1.87 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-V4 DF, 5-1/8"x10-1/2" 7 laminations, 5-1/8"maximum width, Supports:All - Lumber n-ply Beam, D.Fir-L No.2 Total length: 13'-1.8"; volume= 4.9 cu.ft.; Lateral support: top=full, bottom=at supports; WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R11 grid 2 Bm.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 145 Fv' = 305 psi fv/Fv' = 0.48 Bending(+) fb = 2426 Fb' = 2760 psi fb/Fb' = 0.88 Bending(-) fb = 66 Fb' = 2890 psi fb/Fb' = 0.02 Dead Defl'n 0.34 = L/452 Live Defl'n 0.31 = L/506 0.43 = L/360 in 0.71 Total Defl'n 0.65 = L/238 0. 65 = L/240 in 1.00 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1. 00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fb'- 1850 1.60 1.00 1.00 0.976 1.000 1.00 1.00 1.00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 6220, V design = 5208 lbs Bending(+) : LC #2 = D+S, M = 19037 lbs-ft Bending(-) : LC #4 = . 6D+. 6W, M = 521 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 890e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Lateral stability (-) : Lu = 13' Le = 23'-11.06" RB = 10.71 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd=actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). v\i Gravity Beam Design 2 Z3 RAM SBeam v5.01 BRT RAM R12 Grid 2.5 12/15/19 14:25:10 _ STEEL CODE: AISC 360-05 ASD SPAN INFORMATION(ft): I-End (0.00,0.00) J-End (47.00,0.00) Beam Size (Optimum) = W27X84 Fy = 50.0 ksi Total Beam Length(ft) = 47.00 Mp (kip-ft) = 1016.6 7 Top flange braced by decking. LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.084 0.000 47.000 0.084 0.000 2 0.000 0.150 0.000 47.000 0.150 0.000 3 0.000 0.420 0.525 47.000 0.340 0.425 4 41.167 0.000 0,000 47.000 0.000 0.374 SHEAR: Max Va (DL+LL)=26.35 kips Vn/1.50 =245.64 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn/52 kip-ft ft ft kip-ft Center Max+ DL+LL 301.9 23.2 0.0 1.00 1.67 608.78 Controlling DL+LL 301.9 23.2 0.0 1.00 1.67 608.78 REACTIONS (kips): Left Right DL reaction 14.75 14.12 x o.6 = 5, 47k w",,,,n � ��� F5 Max+LL reaction 11.60 11.82 L,.,L\ i 2 s4 Max+total reaction 26.35 25.94 DEFLECTIONS: Dead load (in) at 23.50 ft = -0.816 L/D = 691 Live load(in) at 23.50 ft = -0.637 L/D = 885 Net Total load (in) at 23.50 ft = -1.453 L/D = 388 '41 Gravity Beam Design K7-1- RAM SBeam v5.01 BRT RAM R13 Grid 2.5 12/15/19 15:04:26 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (19.00,0.00) Beam Size(User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length(ft) = 19.00 Mp(kip-ft) = 138.33 Top flange braced by decking. LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.022 0.000 19.000 0.022 0.000 2 0.000 0.150 0.000 19.000 0.150 0.000 3 0.000 0.480 0.600 19.000 0.440 0.550 SHEAR: Max Va (DL+LL)= 11.61 kips Vn/1.50 =63.02 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn/S2 ' kip-ft ft ft kip-ft Center Max+ DL+LL 54.5 9.4 0.0 1.00 1.67 82.83 Controlling DL+LL 54.5 9.4 0.0 1.00 1.67 82.83 REACTIONS (kips): Left Right DL reaction 6.07 5.94 Max+LL reaction 5.54 5.38 Max+total reaction 11.61 11.32 DEFLECTIONS: Dead load(in) at 9.50 ft = -0.321 L/D = 710 Live load (in) at 9.50 ft = -0.292 L/D = 780 Net Total load(in) at 9.50 ft = -0.613 L/D = 372 v )(z., ZS COMPANY PROJECT 1 WoodWorks® SOF!IMF FOR WOOL)OFS!ON - Dec. 15, 2019 15:13 R14 grid 3 Bm.wwb Design Check Calculation Sheet - WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End l Loadl Dead Full Area 20.00 (12.25' ) psf Load2 Snow Full Area 25.00(12.25' ) psf Drift Snow Triangular 14 .49 20.07 0.0 269.0 pif Load4 Wind Full Area -32.00(12.25' ) psf Load magnitude does not include Normal Importance factor from Table 4 .2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : t 20'-1.8" _ 0' 20' Unfactored: Dead 2467 2469 Snow 3154 3767 Wind -3948 -3951 Factored: Uplift 888 889 Total 5621 6236 Bearing: Capacity Beam 5621 6236 Support 5800 6435 Anal/Des Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1. 69 1.87 Min req'd 1. 69 1.87 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-V4 DF, 5-1/8"x16-1/2" 11 laminations, 5-1/8" maximum width, Supports: All - Lumber n-ply Beam, D.Fir-L No.2 Total length: 20'-1.8"; volume= 11.8 cu.ft.; Lateral support: top=full, bottom= at supports; W1z.C. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R14 grid 3 Bm.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : _ Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 90 Fv' = 305 psi fv/Fv' = 0.29 Bending(+) fb = 1459 Fb' = 2687 psi fb/Fb' = 0.54 Bending(-) fb = 228 Fb' = 2630 psi fb/Fb' = 0.09 _ Dead Defl'n 0.26 = L/939 Live Defl'n 0.34 = L/713 0. 67 = L/360 in 0.50 Total Defl'n 0.59 = L/405 1.00 = L/240 in 0.59 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0. 973 1.00 1.00 1.00 1.00 - 2 Fb'- 1850 1.60 1.00 1.00 0.888 0. 973 1.00 1.00 1.00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Only the lesser of CL and CV is applied, as per NDS 5.3.6 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 6193, V design = 5065 lbs Bending(+) : LC #2 = D+S, M = 28265 lbs-ft Bending(-) : LC #4 = . 6D+.6W, M = 4410 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake y All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 3453e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (-) : Lu = 20' Le = 36'-9.63" RB = 16. 66 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd =actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). FlW D Y Structural • Civil Engineers Job No: 19130 Sheet No: �M- Job Name: Broadway Rose Theatre Client: SIB A Architecture, LLP Date: Nov 2019 By: DJD ..... , 1 ‘2. : K .CS PL- 2°QS� ila 7 PSF C5 t a� 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com • wM idel<adSPEC Protect: Project Type: M1Mezz Location: Folder: Folder Date: 12/15/19 3:18 PM RedSpecTM by RedBuiltTM Designer: v7.1.10 Comment: 14" Red-I65TM @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(lb) 85% 2160 2540 Floor(100%) 1.OD+1.OL All Spans PASS Positive Moment(ft-lb) 810/0 6480 8030 Floor(100%) 1.00+1.0L All Spans PASS • DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 93% 0.278 0.300 L/519 L/480 1.OD+1.OL All Spans PASS Span Total 500/0 0.300 0.600 L/480 L/240 1.OD+1.0L All Spans PASS • FloorChoiceT"Rating: 9.7 Performance rating is based on: 24 oc(23/32",3/4")sheathing,glued and nailed,simple span,flexible support.RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(lb)(DOL%) 2000(100) 2000(100) Dead Reaction(lb) 160 160 Total Reaction(lb)(DOL%) 2160(100) 2160(100) Bearing Bottom Flush Support Wall Beam Req'd Bearing,No Stiffeners(in) - - Req'd Bearing,Stiffeners(in) 2.70 2.70 HANGERS Model Top Face Member Header Size Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. p 12'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Fioor(1000/0) 250 20 0 16" Glued Floor Joist NOTES •Building code and design methodology: 2009 IBC ASD(US). •Deflection analysis is based on composite action with 24 oc(23/32",3/4")sheathing,glued and nailed. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Joist design includes consideration for a 3000 lb load distributed over a 30"square area and all live loads removed. P:\2019\19130 Broadway Rose Theatre\Analysis\Prelim 2\West Bldg.red 12/15/2019 3:18:08 PM Project. Folder: M1Mezz Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be Installed in accordance with local building code requirements and RedBuilt""recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt"" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt"",RedSpec"",Red-IT",Red-I45'",Red-I45LT",Red-I58'",Red-I65'", Red-I90'",Red-I90HT",Red-I90HST",Red-LT",Red-WT",Red-ST",Red-MT", Red-HT",RedLamT",FloorChoiceT"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.All rights reserved. WM3 COMPANY PROJECT ii t WoodWorks® SOFTWARE FOR WOOD DESIGN - Dec. 15, 2019 15:23 M2 Mezz Stringer.wwb Design Check Calculation Sheet - WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(16.0") psf Load2 Live Full Area 100.00(16.0") psf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 22,43.6" - 0' 18'-6" Unfactored: Dead 215 215 Live 1237 1237 Factored: Total 1451 1451 Bearing: F'theta 905 905 Capacity 1888 Joist 1898 Support 1451 1451 Anal/Des Joist 0.76 0.76 Support 1.00 1.00 Load comb #2 #2 Length 0. 60 0.60 Min req'd 0.60** 0.60** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 **Minimum bearing length governed by the required width of the supporting member. LVL n-ply, 1.9E, 2600Fb, 1-3/4"x11-7/8", 2-ply (3-1/2"x11-7/8") Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Floor joist spaced at 16.0"c/c;Total length: 22'-0.6"; volume=6.4 cu.ft; Pitch: 7/12; Lateral support: top=full, bottom=a supports; Repetitive factor: applied where per itted (refer to online help); _ 1= } .p\ 0, '\i L\1%. N'''l (0 1�40,07/i; 51s-s ... WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN M2 Mezz Stringer.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 41 Fv' = 285 psi fv/Fv' = 0. 14 Bending(+) fb = 977 Fb' = 2707 psi fb/Fb' = 0.36 Dead Defl'n 0.09 = <L/999 Live Defl'n 0.51 = L/506 0.71 = L/360 in 0.71 Total Defl'n 0.60 = L/431 1.07 = L/240 in 0.56 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2600 1.00 - 1.00 1.000 1.00 - 1.04 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.9 million - 1.00 - - - - 1.00 - - 2 Eminy' 0. 98 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 1250, V design = 1132 lbs Bending(+) : LC #2 = D+L, M = 6695 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS. Deflection: EI = 464e06 lb-in2/ply "Live" deflection = D'eflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field-assembled multi-ply beams. 4. SLOPED BEAMS: level bearing is required for all sloped beams. 5. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. wM5 COMPANY PROJECT i WoodWorks® 5017W.RF FOR WOOD DF51CN - Dec. 15, 2019 15:27 M3 Mezz edge bm.wwb Design Check Calculation Sheet - WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 20.00(0.67' ) psf Load2 Live Full Area 250.00(0. 67' ) psf Railing Dead Full UDL 50.0 plf Stair DL Dead Partial Area 0.09 4 .09 20.00(9.25' ) psf Stair LL Live Partial Area 0.09 4 .09 100.00 (9.25' ) psf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : t 12'-1.5" a 12' - 0' Unfactored: Dead 1002 506 Live 4098 1623 Factored: Total 5100 2128 Bearing: Capacity 2307 Beam 5528 Support 5100 2128 Anal/Des Beam 0.92 0.92 Support 1.00 1.00 Load comb #2 #2 Length 2.11 0.88 Min req'd 2.11** 0.88** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 **Minimum bearing length governed by the required width of the supporting member. LVL n-ply, 1.9E, 2600Fb, 1-3/4"x14", 2-ply (3-1/2"x14") Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 12'-1.5"; volume=4.1 cu.ft.; Lateral support: top=full, bottom=at supports; WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN M3 Mezz edge bm.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 106 Fv' = 285 psi fv/Fv' = 0.37 Bending(+) fb = 1011 Fb' = 2545 psi fb/Fb' = 0.40 Dead Defl'n 0.03 = <L/999 - Live Defl'n 0.12 = <L/999 0.40 = L/360 in 0.30 Total Defl'n 0.16 = L/926 0.60 = L/240 in 0.26 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2600 1.00 - 1.00 1.000 0. 98 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.9 million - 1.00 - - - - 1.00 - - 2 Eminy' 0.98 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 5080, V design = 3473 lbs Bending(+) : LC #2 = D+L, M = 9629 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: _ Deflection: EI = 760e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. WM 7 COMPANY PROJECT ffl WoodWorks® SOrrWlREFOR WOOD LESION '.. Dec. 15, 2019 15:33 M4 Mezz bm.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 20.00(11.00' ) psf Load2 Live Full Area Yes 250.00(11.00' ) psf Load3 Dead Point No 12.00 550 lbs Self-weight Dead Full UDL No 15.9 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 12'-2" '1' ixJ 0 9' 12' Unfactored: Dead 808 2610 Live 12845 22000 - Factored: Uplift 97 Total 13653 24610 Bearing: Capacity Beam 13653 24610 Support 14089 25395 Anal/Des Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #2 Length 4.10 7.39 Min req'd 4.10 7.39 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Glulam-Bal., West Species, 24F-V8 DF, 5-118"x13-1/2" 9 laminations, 5-1/8"maximum width, Supports:All- Lumber n-ply Beam, D.Fir-L No.2 Total length: 12'-2.0'; volume= 5.8 cu.ft.; Lateral support: top=full, bottom=at supports; WM WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN M4 Mezz bm.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 236 Fv' = 265 psi fv/Fv' = 0.89 Bending(+) fb = 2231 Fb' = 2400 psi fb/Fb' = 0. 93 Bending(-) fb = 1156 Fb' = 2364 psi fb/Fb' = 0.49 Deflection: Interior Dead 0.01 = <L/999 Live 0.21 = L/503 0.30 = L/360 in 0.72 Total 0.22 = L/488 0.45 = L/240 in 0.49 Cantil. Dead 0.01 = <L/999 Live -0.23 = L/157 0.20 = L/180 in 1.14 Total -0.22 = L/163 0. 30 = L/120 in 0.74 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fb'- 2400 1.00 1.00 1.00 0.985 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 15103, V design = 10886 lbs Bending(+) : LC #3 = D+L (pattern: L_) , M = 28938 lbs-ft Bending(-) : LC #2 = D+L, M = 14993 lbs-ft Deflection: LC #3 = (live) LC #3 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 1891e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (-) : Lu = 9' Le = 16'-4.00" RB = 10.04 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 5. GLULAM: bxd =actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 7. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 8. The critical deflection value has been determined using maximum back-span deflection. Cantilever deflections do not govern design. Project: Project Location: Type: Fl Shop Fir Folder: Folder Date: 12/15/19 3:41 PM • RedSpecTM by RedBuIItTM Designer: v7.1.10 Comment: 14" Red-I45TM @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 64% 1247 1960 Floor(100%) 1.OD+1.0L All Spans PASS Positive Moment(ft-lb) 62% 3428 5570 Floor(100%) 1.0D+1.OL All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 58% 0.159 0.275 L/829 L/480 1.0D+1.OL All Spans PASS Span Total 49% 0.181 0.367 L/731 L/360 1.OD+1.OL All Spans PASS FloorChoice'm Rating: 9.8 Performance rating is based on: 24 oc(23/32",3/4")sheathing,glued 1 and nailed,simple span,rigid supports.RedSpec has not performed a structural analysis of the sheathing. ---- — ____ -i SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 1100(100) 1100(100) Dead Reaction(Ib) 147 147 Total Reaction(Ib)(DOL%) 1247(100) 1247(100) Bearing Flush Flush Support Wall Wall Req'd Bearing,No Stiffeners(in) 2.49 2.49 Req'd Bearing,Stiffeners(in) 1.80 1.80 HANGERS Model Top Face Member Header Size Left None Selected Right None Selected _ SPANS AND LOADS Dimensions represent horizontal design spans. n A 11'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 150 20 0 16" Glued Floor Joist NOTES •Building code and design methodology: 2009 IBC ASD(US). •Deflection analysis is based on composite action with 24 oc(23/32",3/4")sheathing,glued and nailed. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Joist design includes consideration for a 1000 lb load distributed over a 30"square area and all live loads removed. P:\2019\19130 Broadway Rose Theatre\Analysis\Prelim 2\West Bldg.red 12/15/2019 3:41:08 PM Project: Folder:Ft Shop Fir Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed _ in accordance with local building code requirements and RedBuilt'"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt"" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt"",RedSpec"",Red-IT",Red-I45T",Red-I45L"",Red-I58"",Red-I65"", Red-I90"4,Red-I90H"",Red-I90HS"",Red-LT",Red-W"",Red-S"",Red-MT", Red-HT",RedLaml",FloorChoiceT"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.All rights reserved. U\IF z- COMPANY PROJECT 1 WoodWorks® SW-Miff FOR WOOD LFSFGN Dec. 15, 2019 15:43 F2 Floor Bm.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 20.00(11.00' ) psf Load2 Live Full Area 150.00(11.00' ) psf Self-weight Dead Full UDL 19.5 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 11'-9.3" 11 6" Unfactored: Dead 1408 1408 Live 9717 9717 Factored: Total 11125 11125 Bearing: Capacity Beam 11125 11125 Support 11480 11480 Anal/Des Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 3.34 3.34 Min req'd 3.34 3.34 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-V4 DF, 5-1/8"x16-112" 11 laminations, 5-1/8" maximum width, Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 11'-9.3"; volume= 6.9 cu.ft.; Lateral support: top=full, bottom=at supports; Ft( WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN F2 Floor Bm.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 142 Fv' = 265 psi fv/Fv' = 0.54 Bending(+) fb = 1612 Fb' = 2400 psi fb/Fb' = 0. 67 Dead Defl'n 0.03 = <L/999 Live Defl'n 0.19 = L/733 0.29 = L/480 in 0. 65 Total Defl'n 0.22 = L/640 0.38 = L/360 in 0.56 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 10864, V design = 8004 lbs Bending(+) : LC #2 = D+L, M = 31235 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 3453e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd =actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). riwpy Structural • Civil Engineers Job Name: Broadway Rose Theatre Job No: 19130 Sheet No:,WC, Client: SSE A Architecture, LLP Date: Nov 2019 By: DJD \ .S C K5,01-'(l r CA•..J r' 5 . � dM 9,0- = C'. '7-7- 1 (= ss-„, (2." A\ : ! ! ! ! ! ! 1 ! Ax ._ clA. k v 1! ,t 1'- " , , -?5. o1C JPMtj --o-\,,-,r,,St._ S' 7.Ayr GAM: \2 01,1V4 I ,A.-,6 , :( k-kt Z4- t3 i�t (d',\- So Al ,, �13 hps.,- ya ,1vcj ° (.. , R : zG.4 — t \\3�` '31,1 (,,,,,,..4 b5ec. tSSSxs-;-g ?A` ; \4'4- btc.' SW->\-.. k,-. t1,StA • - t-.,o- i\fi'1S it S-`'Ar 2.C41 4Z33 \� o -► 5,3.8 ; \b 9gtL y75 R` ! z�.� '2-2 ®a 2.92..4 I\ i 1 1 1; 1 I. ::*1 5�,5Y . N� 01 \-.52E, 1 \ SxS 3/i Qsv_\',_.,_.„, s tzg iL ?U.._5.5�S.S �2 I ! s. 7S_�� °tt- • (.1,.. , 1; ;,, ; , ; -r— i,s x 4�^,,2. via. s 1511 ®\L. • 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com COMPANY PROJECT fit WoodWorks® SOF,WARP FOR WOOD nrsrov Dec. 15, 2019 16:19 West Bldg Typ Stud Corner - Zone.wwc Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Axial UDL (Ecc. = 0.00") 190 plf Load2 Snow Axial UDL (Ecc. = 0.00") 240 plf Load3 Wind C&C Full Area 29.00(16.0") psf Load magnitude does not include Normal Importance factor from Table 4 .2.3.2, which is applied during analysis. Lateral Reactions (lbs): 25' I p m 0' 25' Unfactored: Dead Snow Wind 483 483 Factored: L->R 290 290 Load comb #4 #4 LVL Stud, Versa-Stud, 1.7-2400, 1-1/2"x9-1/4", 1-ply Support: Lumber Stud Bottom plate, Hem-Fir(N) Stud; Bearing length =stud thickness; continuous lower support Spaced at 16"c/c; Total length: 25'; volume=2.4 cu.ft.; Pinned base; Load face=width(b); Ke x Lb: 1.0 x 0.0= 0.0[ft]; Ke x Ld: 1.0 x 25.0 =25.0[ft]; Repetitive factor: applied where permitted(refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 31 Fv' = 456 psi fv/Fv' = 0.07 Bending(+) fb = 1017 Fb' = 3840 psi fb/Fb' = 0.26 Axial fc = 41 Fc' = 737 psi fc/Fc' = 0.06 Axial Bearing fc = 41 Fc* = 3450 psi fc/Fc* = 0.01 Support Bearing fcp = 41 Fcp = 506 kips fcp/Fcp = 0.08 Combined (axial compression - side load bending) Eq.3.9-3 = 0.27 Dead Defl'n negligible Live Defl'n 0.85 = L/353 1.25 = L/240 in 0.68 Total Defl'n 0.85 = L/353 1.25 = L/240 in 0. 68 \N1c,3 I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN I 2 West Bldg Typ Stud Corner Zone.wwc WoodWorks®Sizer 10.4 Page _ Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CV Cfu Cr Cfrt CF LC# Fv' 285 1.60 - 1.00 - - - - 1.00 - 4 Fb'+ 2400 1.60 - 1.00 1.000 1.00 - 1.00 1.00 - 4 - Fc' 3000 1.15 - 1.00 0.213 - - - 1.00 2 Fc'comb 3000 1.60 - - 0.155 - - - - _ 5 E' 1.7 million - 1.00 - - - - 1.00 4 Emin' 0.97 million - 1.00 - - - - 1.00 - 4 I Eminy' 0.97 million - 1.00 - - - - 1.00 - 4 Fc* 3000 1.15 - 1.00 - - 1.00 2 Fcp sup 405 - - 1.00 - - - - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = .6D+.6W, V = 290, V design = 290 lbs Bending(+) : LC #4 = .6D+.6W, M = 1813 lbs-ft Deflection: LC #4 = .6D+.42W (live) LC #4 = .6D+.42W (total) Axial : LC #2 = D+S, P = 573 lbs Combined : TLC #5 = D+.6W; (1 - fc/FcE) = 0.98 Support : LC #2 = D+S; R = 573 lbs, Cap = 7024, Lb = 1.50", Cb = 1.25 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 168e06 lb-in2 - "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. - Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4. SCL-Columns (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. Nlc4_ COMPANY PROJECT fit WoodWorks® SOFlWARF FOR WOOD DESIGN Dec. 15, 2019 19:05 West Addn King Stud to 7 ft.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Wind C&C Full Area 29.00(4.17' ) psf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 25'-0.5" 1 U 25' Unfactored: Dead Wind 1513 1513 Factored: Total 908 908 Bearing: Capacity Beam 1313 1313 Support 1211 1211 Anal/Des Beam 0. 69 0.69 Support 0.75 0.75 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports LVL n-ply, 1.9E, 2600Fb, 1-3/4"x9-1/2", 2-ply (3-1/2"x9-1/2") Supports:All- Lumber n-ply Beam, D.Fir-L No.2 Total length: 25'-0.5"; volume= 5.8 cu.ft.; Lateral support: top=full, bottom=full; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 38 Fv' = 456 psi fv/Fv' = 0.08 Bending(+) fb = 1291 Fb' = 4293 psi fb/Fb' = 0.30 Dead Defl'n negligible Live Defl'n 0.94 = L/319 1.25 = L/240 in 0.75 Total Defl'n 0.94 = L/319 1.25 = L/240 in 0.75 -S WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN West Addn King Stud to 7 ft.wwb WoodWorks°Sizer 10.4 Page 2 _ Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.60 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2600 1.60 - 1.00 1.000 1.03 - 1.00 1.00 - - 2 - Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.9 million - 1.00 - - - - 1.00 - - 2 Eminy' 0.98 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = .6D+.6W, V = 906, V design = 847 lbs Bending(+) : LC #2 = .6D+.6W, M = 5664 lbs-ft Deflection: LC #2 = .6D+.42W (live) LC #2 = . 6D+.42W (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 238e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. _ 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS(Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. _ 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. WGIp COMPANY PROJECT 1 Wood Works® SOf1WWREEOR WOOD DESIGN Dec. 15, 2019 19:06 West Addn King Stud 7 to 11 ft.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Wind C&C Full Area 29.00(6.17' ) psf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 25'-0.5" I 1 0' 25' Unfactored: Dead Wind 2239 2239 Factored: Total 1344 1344 Bearing: Capacity Beam 1969 1969 Support 1758 1758 Anal/Des Beam 0.68 0.68 Support 0.76 0.76 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports LVL n-ply, 1.9E, 2600Fb, 1-3/4"x9-1/2", 3-ply (5-1/4"x9-1/2") Supports:All-Lumber n-ply Beam, D.Fir-L No.2 Total length:25'-0.5"; volume= 8.7 cu.ft.; Lateral support: top=full, bottom=full; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 38 Fv' = 456 psi fv/Fv' = 0.08 Bending(+) fb = 1274 Fb' = 4293 psi fb/Fb' = 0.30 Dead Defl'n negligible Live Defl'n 0.93 = L/323 1.25 = L/240 in 0.74 Total Defl'n 0.93 = L/323 1.25 = L/240 in 0.74 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN West Addn King Stud 7 to 11 ft.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.60 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2600 1.60 - 1.00 1.000 1.03 - 1.00 1.00 - - 2 - Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.9 million - 1.00 - - - - 1.00 - - 2 Eminy' 0.98 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = .6D+. 6W, V = 1341, V design = 1254 lbs Bending(+) : LC #2 = .6D+.6W, M = 8383 lbs-ft Deflection: LC #2 = .6D+.42W (live) LC #2 = .6D+.42W (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: RI = 238e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. _ 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final )member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. 171WDY Structural • Civil Engineers Job Name: Broadway Rose Theatre Job No: 19130 Sheet No: %IL•' D Client: SIE A Architecture,LLP Date: Nov 2019 By: DJD H. ::.4 2s�x , s �4;ZJ� ��.�fi- P RS GA � , w, W\a 13Q ; t ' ,k o h m 25'7xo.� x • • dk 6' , ( k , �t i v , � y l? � S � ► 3sri �' Z�� �� � zrfv�S ! b.o5 .o'io }.00 - . , . V._ Z2 g( vt [ • �r �,�„� P-0� 1.�TS4� Y) -stoma V \-S v wrt 2 5 Sep P0„,-T'l-Ty (2_5?esf, ,•. M4'Z21- 1-�'e5•F 04. ' e)2s(Z.gesF, • QSw ` !._._.. ;.\ice _ I!--_ --"1: r :,( 1 1 ..._.. _ __._. 1 i ._... trl \ ! : , „ : . i , „ , I fZv) . i 1 : 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com rIWDY Structural • Civil Engineers booIIII Job Name: Broadway Rose Theatre Job No: 19130 Sheet Client: SIE A Architecture,LLP Date: Nov 2019 By: DJD • ! i ! ! .t47:•)L.11 !' --). -7r-4..t ,77. •1® 1 1 ! ! w.L.,''! . 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Job Name: Broadway Rose Theatre Job No: 19130 Sheet No:kiJ L: 3 Client: SIE A Architecture, LLP Date: Nov 2019 By: DJD . . . . . . „ , , ., - , , , i ! l' , '• ' " '• , i -i ' • , , 1,)-N(1 -,,---1 \2 4 1 i 1 :! 1 01(2-. P. % 1, *P'\-?,`•:- ! . 1-4 1 1., 1 1 i • ; ; . ; i,---;t---H----;' I : :' ; ; ; : ; i : ; :', • . . : : : '. i . : : , . [I ,,,,7171 11,/ 1 1 1 1 1 ! ; ! ;1 1;--- 1,----- - !•!N 41-ZS, ;<-i, 1 1 1 V'rr- --1;' : , : . : ! !•I'')- 11 ; ! ; 11 ; • ! : g-7. : 11 ; ill ; i ••• H•• i• ••-; ml, 1-- IV-5*" .e3;; ! i 1 ! ; 2-1-') 1 c':-.11 ,..._,....\ • •. • . : : : • : . . . , . .. 5,31? -10k..,,r, I , i .. ; ; 1 : I; 1%;11-* 1•2s; 1 ; !• 1 1- 1 - ;1' 1 i; .1 ::. 1 ; !.,: I.: ____4.-5.>5,2p 1):Nr • 1 : , : ' ' 1 : 1 : 1 'kl. 12/,` ",;(5 1)\'1,: i ; : I 1 1 1 1 1 1 1 12_5 ' , i i , , , : , i 1 , ;. 1. 1._ , , i, 1 ; 1. 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FM 7....-4, : 1 1 I ! 1 4,17 1 2..)- -k 1V 1- (; ), ';Ac ' ,.. , . , , , N...._,...,4.- (4 4, 1 1 1 I"\ i 1 1:: I i-,,mr,\L e-',.,;,,,..i. 11.-k.c*)f-1 4 ` 4\- 1.5-1- 1 • , ! 44. 1 lekink>c0i-t-N.0 . 1 1 1 i • . . . „ . , . .. .. .. .. .. .. , , , , , . , . . . , • ' . . ' . ' s : . . . . • . . . . . . . . , . . , , ; , ,• „ i „ i , i . . . . . , , . , . . •. . . • , , , •• , . I , . . _ . .. . . . . . , . . i t ] . i 1 ; 7 1 i 7 , •• • , . . . , , . . , ' .... ,• . - , , . . . . , .. .. . . I, i ! i. . , . 1 i 1 . • .. i • , i.,•. 1. , ,— 1 — I "' . ,. • , . , . .. .. . 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com flW D y Structural • Civil Engineers him mil . Job Name: Broadway Rose Theatre Job No: 19130 Sheet No:V`L g- Client: SIB A Architecture,LLP Date: Nov 2019 By: DJD i I dip p ' ii! 02-9 \r--,I 16‘� � air ,, f. :...14).53k, it els, 1 t 9 9 4424 .. , 11 i l ' y s / UL� \L �� P- 2h ,_ 0-1 bl 1 t591 ; 25 �5 1 55 P i.s- 1 i I I '2-.nj , 91w.) 1 , , i\I i'i1 U V,6,- 14'e-j)*1Z,5`) ° g( )• }(k') c 1, u - 49-24"` 2s' b (s)4! o' .( 5 9-3 ( °T tii 14 : 47 Iss,. I9 5' 1 h � ! r 4424 o.(s)C2s'} -,1(- 'i a Q 1. D1l, M.8 \Vs`'("0>L�2S ) p4...0i �'(\o n� �450 1�✓ `.__: s i ` I a _1........ ...._ 1�• .1 I a���_ ._ __... , Lit _...i Cal.' ` 15s/%- j \1-1/\a4 1 ! � `'6 4'zcpe � 4 jf \ AeC L,.�� . S .--.. `)F'>(0.3)(02) \L'3.. 1 UPS Ki 1- (.2�(0.,(00,`1 -99'�1,--pl .,t ?X Siva, \r' ! 1-Si,(, !`7� A(S`f _z 4'"--� ;\ S).> - \,.,! ),I)A: : :ff `s o G Aso au Pso iv- , \1ov_l9'' w/ C> L S� Q .. t)\�� tk Z. L! iii ,., 3 35 ... iiii `Cl 3gg • ii 1 . 11 i • . i11111111 t j i i • lli e i i : i i V i 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com FlW D Y Structural • Civil Engineers bowl . Job Name: Broadway Rose Theatre Job No: 19130 Sheet No: VV c Client: SIE A Architecture,LLP Date: Nov 2019 By: DJD i. G�*t9 4 i 24bi4�v‘j ! i I ?1 ... 1. : II j l U / j. V` 24 a, <l ! ! / i I 1 ' i ! : ! ! : ! ' 1 ! 1 : 1 rl'::.)blifi'i: P:0 i 1 r r r ,_ ' s �_ : / r : : ; ; : : r 1 ; t • ; : \: �: ;mil : IZ o k \) , ; a 1121.E (5 )(I".zo )i‘ 2:. 5Z'143LT / 15.5t :tbO 6 St p50 �int -s1j s 15 '13inl"u�� w Ate._Gdt-.`-4. j(�.",..__. jA,..!: ! F-1-71,1 1 1 1,A i--.--)i I. 1 ! i ; ' : ; : : ' cl I i i I i ; © 1 41S t39�4Cb.c�( �, 1\\:4.,. 1____„.,,i_„1 t i i ; : , ', ; --- °,.-.014)(1t) 1''%e ASP i..�3 473� - 4-54 t.\L,E, Sl/MP34� Ck'S-r14-..1vA,\-- W‘c3C 1 I - 1'` 140)42!k)\-ii uCj€ ' S) 4j)(1 Qk"Itr? rP \t-., 1aA Al;(o c,. I i i q'v'., 6y-p41 Cr U\aV T u4C 9 ,1 t•(zt� l 7 k, b g 9fi-� �'�-0l 1 i .y, . (a 2 :(: u ({tt�)` s C�oS 4 0 2 o t o� / `16 r l�, \ i1)�le?yt, (�o�) 0,�� 4 � } - w �t, , Pso290kiy. 1 - 1M psn;t-• 4 .v Ci 1 0 - Co45 74 Cj - ;CJC i?(bL '3-C ,} 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com . ---- -- -- -- rIWDYStructural • Civil Engineers bow/ Job Name: Broadway Rose Theatre • Job No: 19130 Sheet No: Client: SIE A Architecture, LLP Date: Nov 2019 By: DJD . . . . . . . . . . , . . . . . . , . . .RI b 11-0)1 i.J.4v‘...1 !rac,..1 1 i ! 1 t\i\ --2-1,-4.0 k liss-i ‹. j,01-, 1 -Ni ,5 ; (_. \•sP\k'i.) . , • : : „ . • • ; ' - •• •• -.-7-- : ! ! . , . 2.4-4.0 1 .1 i eyi 4..) 1 : ! ! ; ; I; 1 tr•- ; I i 1 a ! 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' !C'o•t !' wi Kip'1111111 .11-5 ( iiii ,6 i ! i ! iiii 1 --4----1--1--- ! - .4--"4--1----- -- - ; ".-i------- -4------ 1 k,OkP l IL t '4H1 k ti:j:(211..`elii Orl S . a Z..0 y klf: I I I \_124-: - ! tii? -2--1 60-A fl----1441,1:;" \•1`) 1 kt-N-4 I'd" 4, ,‹ i ; i 1,i•-• -2-.._._!-szc." -,' 2,-,' (P L•FT 1.1,...-y; i 1 ! i , i i I ! \-22 '.^.. ! ' Al ' ! al ' ' ' ' ' 1" ! 1 I ! 1 ,-, (, , 1)(..1,40 -J; l(?" ,4? : -c-;‘.) ; (A& 1 1 1 I 1 i i _,:: \416, -", '- 1 i I'•• '. . ! : ' ' ' / -iidr"--) P°, 14 tli Ail' ! ! , . !, . . • . • ‘1 , ' I ' , it. • ' , 1 ! L i :1)7 .7c• )\-S*A. ,-).-41 C-"' c'i fq; W-i? 1 . I. ! . I I !'' , , ,i shmIP-s- i-A ! 1-14) 191- \i., / ft)(51 Wm) 1". ; _. . .. . i 1 : ii illi ii ! 1 1 41..-1 !I\ 1,37.•;46.1I. ,)-0,C(i`1-c 41..) ,.., ,: t, , i ! ! ! 1 i 1 i 1. 1 ! i i i 1 i% L, , r : F._...-t-----t• i-------i-----4-----4_--i 7, i 0' ' A:sr, .„-• A66\ S\'- bY--.1 ! 1 1 ! I ! ! . . . . .. • , . : : : : : , . .• • e1r5' , . . . ) : „ . . • ,- , , : : : , : 11-'°(iPc ! 71,Try- .,.4-1 .: . :----. : : : : „ , . . : , : ,•• , , . . , 1 1 C '-: k' V:'-'--1. -,,..• -GL\PI 3, ! I - • - • 1 1- 1 1 ! !• i , • • 1 i ''',- .,-'1 . (.<0cair- \t-11.410` 111111ii 1 • : : , 1 : : 1 : : , : , G`P r) .1 4-,'(!::. 1\.) ,:-,. \-211,eirizH N(.‘,.. .sc 1-s• ..06/441 0 Lt ‹---;•--5 ,1k-,.,' q L1 I i 5- A-c. ; -7 A*,/ ! 1 ; ---.4.----ii-tC-4;:...! ,.. 7 ft uisc-r i 1 -- ! 1- 1 - i - 1 i. I I a ! ! 1 ' I 1 I ! • ek:..L.--t. ! 5+-,..-617. D.,!) 410.0)-- :!.,'“kl:iik2-1-1 I 1 : : , ; • I 1 . . C"'iS1. ;A 'ri ,s4;-.;,10" 76(0)-0,(4si$747V];11,5)1 1 - Ai0 . : . „ , • : : „ 14c ,,,..r. 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 11711WDY Structural • Civil Engineers blinga Job Name: Broadway Rose Theatre Job No: 19130 Sheet No:\J L-] • Client: SSE A Architecture,LLP Date: Nov 2019 By: DJD L. I 1 i 111 ' ' T I vi : b 1!u i • F zzi ASS i li i0([ .ai�j 6r (kj1)' C' }($ � �"1) i 1; S; — o ( A '`k� ',7 h); ''D'�(5s )(1L� 1 7A g \.- 7-- O l Asti --� t : cox. ' ,`Cv ;...`t.'�A.d41 c lye 1saz�'(� � 4y � • i • • 9`1 0g5s c 1!.. x 5ku 4 /14 t0‘A 15_ i �.A ill • i , t • • i t j :I .._ s - l i • 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •Ix:503.203.8122•www.wdyi.com • fl W D Y Structural • Civil Engineers Job Name: Broadway Rose Theatre Job No: 19130 Sheet No: J4(,8 Client: StE A Architecture, LLP Date: Nov 2019 By: DJD • •Shear Wall Footing Design Wall Grid 11, Ult Line shear=: 5830 Lbs. Wind 1852 Lbs Seismic Total Wall Length= :12.00 Ft.. Wall shear : 1 486 plf Wind Min Wall Pier Length 12.00 Ft. Wall shear i , 154 plf Seismic ;.... ;. : Wall heightto bottom'ftg_ ... . '28.00 Ft. . .... Length;of footing= 15.00 Ft. Wall dead load I ; 5520 Lbs. ASD Overturning Moment= '97.94 kip ft 1.5 x OTM=':. 146.916 Ftg Wt Resisting Moment Required 105.52 kip ft. , Ftg wt req'd 14069 Lbs Footing Thickness= 2.25 ft includes 1'cover Footing Width Required= 2.78 Ft Use 3.0!Ft Ftg Wt 15188 Lbs ;. . Total Resisting Moment= ; 155.3.1 kip-ft. J Resultant 2.77 Ft , Out of mid 1/3 Toe Pressure 1661 psf I USE: 3'-0"wide x 1'-3"thick ftg Wall Grid 2 tilt Line shear 18911 Lbs Wind 6807 Lbs : . Seismic Total Wall Length 42.00 Ft Wall shear : ' 450 plf ; Wind Min Wall Pier Lehgth= 42.00 Ft Wall shear 162 pit ; Seismic Wall height to bottomftg 28.00.Ft Length of footing= 1 1 I 1 142.00 Ft., Wall dead load= 26880 Lbs. ASD Overturning Moment= I 1 317.70 kip-ft. ,' 1.5 x OTM=1476.557 Ftg Wt Resi sting Moment Required : i-87• :92 k• ip ft Ftg wt req'd -4187 Lbs Footing Thickness= 2.25 ft includes 1'cover Footing Width Required -0.30 Ft Use 1.5 Ft Ftg Wt ' 21263 Lbs Total Resisting Moment 1010.99 kip ft ! Resultant I 14.40 Ft w/ln mid 1/3 Toe Pressure= : 1485 psf USE: ; 1'-6"wide x 1.'-3"thickftg Wall Grid 3 Ult-Line-shear 1 I I 14899 Lbs. I Wind ... 5363 Lbs :- Seismic Total Wall Length= 20.00 Ft Wail shear 745 plf ; Wind Min Wall Pier Length 20.00 Ft. Wall shear i 268 plf Seismic Wall height to bottom';fig=: 28.00 Ft Length of footing= 23.00 Ft Wall dead load= I 1 1 1 I 9000, Lbs. ASD Overturning Moment= 250.30 kip ft. 1 1.5 x OTM= 375.455 Ftg Wt Resisting Moment Required 1... 271..95 kip ft Ftg wt req'd .., 23648Lbs Footing Thickness= 2.25 ft includes II cover Footing Width Required 3.05 Ft I Use 3.5;Ft Ftg Wt 27169 Lbs Total Resisting Moment 415.94 kip-ft. ; Resultant 4.58 Ft Out of mid 1/3 .Toe Pressure= ;_ 1504.psf USE: ; '3'-6"wide x 1'-3"thick ftg Wall Grid 4 Ult Line shear= 4424 Lbs. Wind 1592 Lbs Seismic Total Wall Length ;16.00 Ft Wall shear 277 plf Wind Min Wall Pier Length 16.00 Ft ; Wall shear 100 plf Seismic Wall height'to bottom ftg 28.00 Ft. . Length of footing= 20.00 Ft. Wall dead load= 5920 Lbs. ASO Overturning Moment- 74:32 kip-ft. I 1.5 x OTM=1 111.485 Fig Wt Resisting Moment Required 52,28 kip ft Ftg wt req d 5228 Lbs Footing Thickness 2:25 ft includes 1'cover Footing Width Required 0.77 Ft' Use 3.5 Ft Ftg Wt i 23625 Lbs j Total Resisting Moment= I 1 295.45 kip ft. Resultant 7.48 Ft w/in mid 1/3 Toe Pressure= 741 psf : USE: 3'-6"wide x 1'-3"thickftg 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com flW D Y Structural • Civil Engineers Job Name: Broadway Rose Theatre Job No: 19130 Sheet No: ,W°,9 Client: SIE A Architecture, LLP Date: Nov 2019 By: DJD • • Shear Wall Footing Design Wall Grid B...... a Ult Line shear= 1 24016 Lbs ; Wind 1 8646:Lbs Seismic Total Wall Length= i 1 140.00 Ft Wall shear 600 plf Wind Min Wall Pier Length= 1 '40.00 Ft.. ' Wall shear 216!plf 1 Seismic _ Wall height''to bettom ftg 29:00 Ft." Length;of footing= 45.00 Ft. 1 Wall dead load 8400 Lbs. ASD Overturning Moment 417.88 kip ft. I 1.5 x OTM= 625.818 Ftg Wt Resisting[Moment Required 437.82 kip-ft, Ftg wt req'd 19459:Lbs 1 Footing Thickness= 2.25 ft includes 1'cover Footing Width Required 1.28 Ft Use 1 5 Ft Ftg Wt 22781 Lbs Total.Resisting Moment 701.58 kip-ft. Resultant- 9.10'Ft Out of mid 1/3 1 1 1 1 1 TOe Pressure= 1523 psf USE: 1-6"wide x 1'-3"thick ftg Wall Grid 2.3 Mezz only ,. UlfCine shear"= ; " O L:bs. Wind- � 2520 Lbs 1 Seismic Total Wall Length= 8.00 Ft." Wall shear 0;plf Wind Min Wall Pier Length= 8.00 Ft. Wall shear 1 i 315,plf Seismic Wall height;to bottom,ftg .;15.00 Ft., Length,of footing= 10.00 Ft. Wall dead load f 4080 Lbs ASD Overturning Moment= I 26.46 kip ft 1.5 x OTM=I 39.69, Ftg MI Resisting Moment Required 19.29 kip ft. Ftg wt req'd 3858 Lbs. Footing Thickness= 2.25 ft includes 1'cover Footing Width Required= 1 1.14 Ft Use 3.0!Ft Ftg Wt 10125 Lbs Total Resisting Moment 71.03 kip-ft. 1 Resultant 1 13.14: Ft Out of mid 1/3 : Toe Pressure= " I 1 ; 1 1006 psf USE: 13'-0':'wide x 1'-3"thick ftg Wall Grid C.8 Mezz only ' Ult Line shear. 0 Lbs. I Wind 5040 Lbs " Seismic Total Wall Length= 23.00 Ft Wall shear 0 plf ; Wind Min Wall Pier Length 23.00 Ft. 1 Wall shear 219 plf Seismic Wall height bottom ftg 15.00 Ft.;, Length of footing= 24.00 Ft.: Wall dead lead= 1 1 1 5750 Lbs ASD Overturning Moment 52.92 kip ft 1.5 x OTM= 79.38 Fig.Wt Resisting,Moment Required ;.._ . 10.38_kip ft Ftg wt.req d ___ 855,Lbs Footing Thickness= 1 1 2 25 ft includes 1'cover Footing Width Required 0.1 1 I I 0.11 Ft Use 2 0 Ft " Ftg Wt 16200 Lbs Total Resisting Moment= 1 263.40 kip-ft. I Resultant 1 19.59, Ft 1 1 win mid 1/3i Toe Pressure= I ! I I 733 psf USE: ; 2'0"wide x 1-3"thick ftg Wall Grid D UltLine shear=I 1 I 1 24016 Lbs. Wind 8646 Lbs Seismic Total Wall Length= • 26.00 Ft Wall shear 924 plf Wind Min Wall Pier Length= 26.00 Ft. Wall shear 333 plf I Seismic Wall height:to bottom ftg- 28.00 Ft Length of footing 30.00 Ft. Wall dead load= I 110400Lb;s. ASD Overturning Moment`= ; 403.47 kip ft. 1.5 x OTM= 605.203 Ftg Wt Resisting Moment Required ; 449.20 kip ft. I Ftg wt req'd, 29947 Lbs Footing Thickness= 2:25 ft includes 1'cover Footing Width Required= 2.96 Fti Use 3.0,Ft : Ftg Wt 1 30375 Lbs Total Resisting Moment=! 611.63 kip-ft. ' Resultant 5.10 Ft I i Out of mid 1/3 Toe Pressure 1775 psf - 1 USE: ;3'-0'wide x 1'3'thick ftg 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com • flW D Y Structural • Civil Engineers Job Name: Broadway Rose Theatre Job No: 19130 Sheet No: R Client: SIE A Architecture, LLP Date: Nov 2019 By: DJD • b $i a3 1 i '�t ` 12n� 1 ' )5g25 Utz' i ;22h�� 41 t. oAO r- \'R1: P,RAP, (� f -\F i, .,�_ '.... ........ ._.'1 .. ....... _. .^1. .. i ... '. 1. Q6L4)1.- iv24B. kr I.p. Z 4-41 (1-ZS . U.4 8 n ..)r ,1 1 4 \. 1, r,� l 'x t5 PST ‘,? q5- n) 42:PSC `1"1P3C- 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com ,47KefliSPis 1 - Location: Project Type: R15 37 ft Folder: Folder Date: 12/15/19 5:44 PM RedSpecTM by RedBuiitTM Designer: v7.1.10 Comment: 20" Red-I65TM @ 16" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(lb) 31% -1180 3847 Snow(115%) 1.0D+1.0S All Spans PASS Positive Moment(ft-lb) 77% 10153 13271 Snow(115%) 1.0D+1.OS All Spans PASS Negative Moment(ft-lb) 10% -1775 18464 Wind(160%) 0.6D+1.0W All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 520/0 0.943 1.826 L/465 L/240 1.OD+1.0S All Spans PASS Span Total 92% 1.674 1.826 L/262 L/240 1.OD+1.OS All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 691(115) 694(115) Dead Reaction(Ib) 487 487 Total Reaction(Ib)(DOL%) 1178(115) 1180(115) Net Uplift Reaction(Ib)(DOL%) -195(160) -195(160) Bearing Bottom Bottom Support Wall Wall Req'd Bearing,No Stiffeners(in) - - Req'd Bearing,Stiffeners(in) 1.75 1.75 SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0.375/12 le 36'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psi Snow(115%) 25 20 0 16" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Tapered psi Snow(115%) 22 to 0 0 to 0 0'-0.0"to 5'-7.0" Adds To Drift Tapered psf Snow(115%) 0 to 22 0 to 0 30'-8.004"to 36'-6.0" Adds To Drift Uniform psf Wind(160%) -20 0 0'-0.0"to 36.-6.0" Adds To Wind Uplift NOTES •Building code and design methodology: 2009 IBC ASD(US). • Birdsmouth and beveled plate conditions require additional consideration. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Sloped length multiplier= 1.000.Bevel cut add=0.63". P:\2019\19130 Broadway Rose Theatre\Analysis\Framing\East Bldg.red 12/15/2019 5:44:51 PM Project:Folder: R15 37 ft Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBulit'TM,RedSpecm,Red-IT",Red-I45T",Red-145LT",Red-I58T",Red-I65T", Red-I90T",Red-I90HT",Red-190HS'",Red-LT",Red-W",Red-S",Red-MT", Red-HT",RedLam",FloorChoice"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.All rights reserved. z .iiren-'<ed - Project: Project Type: R15a 37 ft Par D is Location: Folder: Folder Date: 12/15/19 5:45 PM RedSpecTm by RedBuiltTM Designer: v7.1.10 Comment: DOUBLE 20" Red-I65TM @ 16" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 18% 1393 7694 Snow(115%) 1.0D+1.0S All Spans PASS ° Snow 115%ft 44/0 11677 26542 ( ) 1.0D+1.0S All Spans PASS Positive Moment(ft-lb) ) DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 32% 0.591 1.826 L/741 L/240 1.0D+1.0S All Spans PASS Span Total 52% 0.957 1.826 L/458 L/240 1.0D+1.OS All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 907(115) 706(115) Dead Reaction(Ib) 487 487 Total Reaction(lb)(DOL%) 1394(115) 1193(115) Bearing Bottom Bottom Support Wall Wall Req'd Bearing,No Stiffeners(in) - - Req'd Bearing,Stiffeners(in) 1.75 1.75 SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0.375/12 le L--------- ________________ 36'-6.0" -APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 20 0 16" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Tapered psf Snow(115%) 22 to 0 0 to 0 0'-0.0"to 27'-0.0" Adds To Drift NOTES •Building code and design methodology: 2009 IBC ASD(US). • Birdsmouth and beveled plate conditions require additional consideration. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Connect multiple ply members per RedBuilt"Installation Guidelines. •Sloped length multiplier= 1.000.Bevel cut add =0.63". P:\2019\19130 Broadway Rose Theatre\Analysis\Framing\East Bldg.red 12/15/2019 5:45:10 PM Project: Folder: R15a 37 ft Par D Page 1 of 1 The products noted are Intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed - in accordance with local building code requirements and RedBuilt" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'",RedSpec",Red-I",Red-I45'",Red-I45L",Red-I58'",Red-I65'", Red-I90",Red-I90HT",Red-I90MS",Red-LT",Red-W",Red-ST",Red-MT", Red-HT",RedLam",FloorChoice"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.All rights reserved. Tc/sPEc - Location: Project Type: R15b 33 ft Par D Folder: Folder Date: 12/15/19 5:45 PM RedSpecTM by RedBuiltT" Designer: v7.1.10 Comment: 20" Red-I65TM @ 16" o.c. - This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 34% 1293 3847 Snow(115%) 1.0D+1.OS All Spans PASS Positive Moment(ft-lb) 75% 9946 13271 Snow(115%) 1.0D+1.OS All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 52% 0.853 1.651 L/464 L/240 1.OD+1.OS All Spans PASS Span Total 82% 1.348 1.651 L/294 L/240 1.0D+1.OS All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 854(115) 679(115) Dead Reaction(lb) 440 440 Total Reaction(Ib)(DOL%) 1294(115) 1119(115) Bearing Bottom Bottom Support Wall Wall Req'd Bearing,No Stiffeners(in) - - Req'd Bearing,Stiffeners(in) 1.75 1.75 SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0.375/12 le E . - — - 33'-0.0" APPLICATION LOADS - Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 20 0 16" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Tapered psf Snow(1150/0) 22 to 0 0 to 0 0'-0.0"to 29'-6,0" Adds To Drift NOTES •Building code and design methodology: 2009 IBC ASD(US). •Birdsmouth and beveled plate conditions require additional consideration. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Sloped length multiplier= 1.000.Bevel cut add=0.63". I P:\2019\19130 Broadway Rose Theatre\Analysis\Framing\East Bidg.red 12/15/2019 5:45:21 PM Project: Folder: R15b 33 ft Par D Page 1 of 1 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'",RedSpec'",Red-I",Red-I45'",Red-I45L",Red-I58",Red-I65", Red-I90'",Red-I90H",Red-I90HS'",Red-L",Red-W",Red-S",Red-M", Red-H",Redlam",FloorChoice"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.All rights reserved, • - J .4r-KedSPEC Protect: Project Type: R15c 37 ft Par D Location: Folder: Folder Date: 12/15/19 5:45 PM RedSpecTM by RedBuiltTM Designer: v7.1.10 Comment: 20" Red-I65TM @ 16" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 34% 1325 3847 Snow(115%) 1.0D+1,0S All Spans PASS Positive Moment(ft-lb) 82% 10895 13271 Snow(115%) 1.0D+1.0S All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 58% 1.064 1.826 L/412 L/240 1.0D+1.OS All Spans PASS Span Total 98% 1.795 1.826 L/244 L/240 1.0D+1.0S All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 839(115) 657(115) Dead Reaction(Ib) 487 487 Total Reaction(Ib)(DOL%) 1326(115) 1144(115) Bearing Bottom Bottom Support Wall Wall Req'd Bearing,No Stiffeners(in) - - Req'd Bearing,Stiffeners(in) 1.75 1.75 SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0.375/12 le 36'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 20 0 16" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Tapered psf Snow(115%) 22 to 0 0 to 0 0'-0.0"to 19'-0.0" Adds To Drift NOTES •Building code and design methodology: 2009 IBC ASD(US). •Birdsmouth and beveled plate conditions require additional consideration. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Sloped length multiplier= 1.000.Bevel cut add=0.63". P:\2019\19130 Broadway Rose Theatre\Analysis\Framing\East Bldg.red 12/15/2019 5:45:32 PM Project: Folder: R15c 37 ft Par D Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed - in accordance with local building code requirements and RedBuiltTM recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM,RedSpecT",Red-ITM,Red-I45TM,Red-I45LT",Red-I58TM,Red-I65T", Red-I90T"',Red-I90HT",Red-I90HSTM,Red-LT" Red-WT",Red-ST",Red-MT", Red-HTM,RedLam'TM,FloorChoice'"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.All rights reserved. 'p. co &ir SPEC' Location: Project Type: R16 28 ft Folder: Folder Date: 12/15/19 5:45 PM RedSpecTM by RedBuiltTM Designer: v7.1.10 Comment: 20" Red-I65TM @ 24" o.c. - This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail - Shear(Ib) 36% 1382 3847 Snow(115%) 1.0D+1.05 All Spans PASS Positive Moment(ft-lb) 68% 9051 13271 Snow(115%) 1.0D+1.0S All Spans PASS Negative Moment(ft-lb) 8% -1567 18464 Wind(160%) 0.6D+1.OW All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 37% 0.518 1.401 L/648 L/240 1.0D+1.OS All Spans PASS Span Total 65% 0.913 1.401 L/368 L/240 1.OD+1.OS All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 823(115) 823(115) Dead Reaction(lb) 560 560 Total Reaction(Ib)(DOL%) 1383(115) 1383(115) Net Uplift Reaction(lb)(DOL%) -224(160) -224(160) Bearing Bottom Bottom Support Wall Wall Req'd Bearing,No Stiffeners(in) - - Req'd Bearing,Stiffeners(in) 1.75 1.75 SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0.375/12 14 28'-0,0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 20 0 24" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Tapered psf Snow(115%) 22 to 0 0 to 0 0'-0.0"to 5'-7.0" Adds To Drift Tapered psf Snow(115%) 0 to 22 0 to 0 22'-5.0"to 28'-0.0" Adds To Drift Uniform psf Wind(160%) -20 0 0'-0.0"to 28'-0.0" Adds To Wind Uplift NOTES • Building code and design methodology: 2009 IBC ASD(US). •Birdsmouth and beveled plate conditions require additional consideration. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Net uplift over 200 lb detected. •Sloped length multiplier= 1.000.Bevel cut add=0.63". P:\2019\19130 Broadway Rose Theatre\Analysis\Framing\East Bldg.red 12/15/2019 5:45:41 PM Project: Folder: R16 28 ft Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt'"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt'" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS, RedBuilt'",RedSpec'",Red-IT",Red-I45T",Red-I4512",Red-I58'",Red-I65T" Red-I90'",Red-I90H'",Red-I90HS'",Red-L'",Red-W'",Red-ST",Red-MT", Red-HT",RedLam'",FloorChoice" are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.All rights reserved. CR1 'INProject: Project Type: R16 28 ft par dr aCLocation: Folder: Folder Date: 12/15/19 5:45 PM RedSpecTM by RedBuiltTm Designer: v7.1.10 Comment: 20" Red-I65TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 44% 1679 3847 Snow(115%) 1.0D+1.0S All Spans PASS Positive Moment(ft-lb) 89% 11762 13271 Snow(115°/0) 1.0D+1.0S All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 56% 0.789 1.401 L/426 L/240 1.0D+1.0S All Spans PASS Span Total 84% 1.183 1.401 L/284 L/240 1.0D+1.0S All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 1120(115) 1120(115) Dead Reaction(Ib) 560 560 Total Reaction(lb)(DOL%) 1680(115) 1680(115) Bearing Bottom Bottom Support Wall Wall Req'd Bearing,No Stiffeners(in) - - Req'd Bearing,Stiffeners(in) 1.75 1.75 SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope:0.375/12 IC n 28'-0.0" -APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 20 0 24" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform psf Snow(115%) 15 0 0'-0.0"to 28'-0.0" Adds To Parallel drift NOTES •Building code and design methodology:2009 IBC ASD(US). •Birdsmouth and beveled plate conditions require additional consideration. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Sloped length multiplier= 1.000.Bevel cut add=0.63". P:\2019\19130 Broadway Rose Theatre\Analysis\Framing\East Bldg.red 12/15/2019 5:45:50 PM Project: Folder: R16 28 ft par dr Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed - in accordance with local building code requirements and RedBuilt"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt",RedSpec",Red-I",Red-I45",Red-I45L'",Red-I58'",Red-I65", Red-I90",Red-I90H",Red-I9OHS",Red-Um,Red-W",Red-S'",Red-M", Red-H'TM,RedLam",FloorChoice•"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.All rights reserved. cK 4WSPEC' Project: Project Location: Type: R17 19 ft • Folder: Folder Date: 12/15/19 5:45 PM RedSpecTM by RedBuiltTM Designer: v7.1.10 Comment: 14" Red-I45TM @ 24" o.c. - This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail - Shear(Ib) 44% 1000 2254 Snow(1150/0) 1.0D+1.OS All Spans PASS Positive Moment(ft-lb) 70% 4507 6406 Snow(115%) 1.OD+1.0S All Spans PASS Negative Moment(ft-lb) 90/0 -760 8912 Wind(160%) 0.6D+1.0W All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 43% 0.419 0.975 L/558 L/240 1.0D+1.0S All Spans PASS Span Total 740/0 0.723 0.975 L/324 L/240 1.OD+1.OS All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(lb)(DOL%) 610(115) 610(115) Dead Reaction(Ib) 390 390 Total Reaction(lb)(DOL%) 1001 (115) 1001 (115) Net Uplift Reaction(Ib)(DOL%) -156(160) -156(160) Bearing Bottom Bottom Support Wall Wall Req'd Bearing,No Stiffeners(in) 1.75 1.75 Req'd Bearing,Stiffeners(in) - - SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope:0.375/12 It F _____ __ 19'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 20 0 24" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Tapered psf Snow(115%) 22 to 0 0 to 0 0'-0.0"to 5'-7.0" Adds To Drift Tapered psf Snow(1150/0) 0 to 22 0 to 0 13'-11.0"to 19'-6.0" Adds To Drift Uniform psf Wind(160%) -20 0 0'-0.0"to 19'-6.0" Adds To Wind Uplift NOTES •Building code and design methodology:2009 IBC ASD(US). ! • Birdsmouth and beveled plate conditions require additional consideration. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Sloped length multiplier= 1.000.Bevel cut add =0.44". P:\2019\19130 Broadway Rose Theatre\Analysis\Framing\East Bidg.red 12/15/2019 5:45:58 PM Project: Folder: R17 19 ft Page 1 of 1 - The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be Installed in accordance with local building code requirements and RedBulltTM recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt'" - tI associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. I RedBuilt'",RedSpec°",Red-IT",Red-I45T",Red-I45L'",Red-I58T",Red-I65T", Red-I90",Red-I90HT" Red-I90HST",Red-LT",Red-WT'T,Red-ST",Red-MT", Red-H'TM,RedLam"",FloorCholceTM are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.All rights reserved. - ite-Ked _ „. I SPEC Project: Project Location: Type: R17 19 ft Par Dr Folder: Folder Date: 12/15/19 5:46 PM RedSpecTM by RedBuiltTM Designer: v7.1.10 Comment: 14" Red-I45TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 52% 1170 2254 Snow(115%) 1.OD+1.0S All Spans PASS Positive Moment(ft-lb) 89% 5705 6406 Snow(1150/0) 1.0D+1.0S All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 62% 0.607 0.975 L/386 L/240 1.0D+1.OS All Spans PASS Span Total 93% 0.911 0.975 L/257 L/240 1.OD+1.OS All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 780(115) 780(115) Dead Reaction(lb) 390 390 Total Reaction(lb)(DOL%) 1170(115) 1170(115) Bearing Bottom Bottom Support Wall Wall Req'd Bearing,No Stiffeners(in) 1.75 1.75 Req'd Bearing,Stiffeners(in) 1.75 1.75 SPANS AND LOADS Dimensions represent horizontal design spans, Member Slope: 0.375/12 le LF- 1 19'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psi Snow(115%) 25 20 0 24" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform psf Snow(115%) 15 0 0'-0.0"to 19'-6.0" Adds To side drift NOTES • Building code and design methodology: 2009 IBC ASD(US). • Birdsmouth and beveled plate conditions require additional consideration. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Sloped length multiplier= 1.000.Bevel cut add =0.44". P:\2019\19130 Broadway Rose Theatre\Analysis\Framing\East Bldg.red 12/15/2019 5:46:07 PM Project: Folder: R17 19 ft Par Dr Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed - in accordance with local building code requirements and RedBuilt'" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt'" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltm,RedSpec",Red-IT",Red-I45"",Red-I4SLTM,Red-I58T",Red_I65TM, Red-I90'",Red-I90HT",Red-I90HS'",Red-LT",Red-W'",Red-Si",Red-M'" Red-HT",RedLam°TM,FloorChoice'"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2019 RedBuilt LLC.All rights reserved. • E ,0 COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD OFSION . Dec. 15, 2019 17:49 R18 Hatch Bm.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 20.00(2.00' ) psf Load2 Snow Full Area 25.00(2.00' ) psf Load3 Snow Triangular 0.05 5. 64 44 .0 0.0 plf Load4 Snow Triangular 22.42 28.00 0.0 44.0 plf Hatch DL L Dead Point 2.05 50 lbs Hatch SL L Snow Point 2.05 63 lbs Hatch DL R Dead Point 7.05 525 lbs Hatch SL R Snow Point 7.05 656 lbs Self-weight Dead Full UDL 14 . 0 plf Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1 28'-1.1" b _ 0' 28' Unfactored: Dead 1199 893 Snow 1376 993 Factored: Total 2575 1886 Bearing: Capacity Beam 2575 1886 Support 2773 2031 Anal/Des Beam 1.00 1.00 Support 0. 93 0.93 Load comb #2 #2 Length 1.27 0.93 Min req'd 1.27 0.93 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.12 1.12 Fcp sup 625 625 { Glulam-Unbal., West Species, 24F-V4 DF, 3-1/8"x19-1/2" 13 laminations, 3-1/8" maximum width, Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 28'-1.1'; volume= 11.9 cu.ft.; - Lateral support: top=full, bottom=at supports; - tKit WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R18 Hatch Bm.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 57 Fv' = 305 psi fv/Fv' = 0.19 Bending(+) fb = 915 Fb' = 2684 psi fb/Fb' = 0.34 - Dead Defl'n 0.30 = <L/999 Live Defl'n 0.32 = <L/999 0.93 = L/360 in 0.34 Total Defl'n 0.62 = L/546 1.40 = L/240 in 0.44 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.973 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 2570, V design = 2333 lbs Bending(+) : LC #2 = D+S, M = 15107 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 _ CALCULATIONS: Deflection: EI = 3476e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd=actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). E. COMPANY PROJECT ffl 'WoodWorks® SOFTWARE FOR WOOD DESIGN Dec. 15, 2019 17:49 R19 Lobby Joist.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 20.00(24.0") psf Load2 Snow Full Area 47.00(24.0") psf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 7'-0.5" 0' 7' Unfactored: Dead 141 141 Snow 331 331 Factored: Total 472 472 Bearing: Capacity Joist 472 472 Support 590 590 Anal/Des Joist 1.00 1.00 Support 0.80 0.80 Load comb #2 #2 Length 0.50 0.50 Min req'd 0.50 0.50 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 Lumber-soft, D.Fir-L, No.2, 2x6 (1-1/2"x5-1/2") Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Roof joist spaced at 24.0"c/c; Total length: 7'-0.5"; volume=0.4 cu.ft.; Lateral support: top= full, bottom=at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 74 Fv' = 207 psi fv/Fv' = 0.36 Bending(+) fb = 1302 Fb' = 1547 psi fb/Fb' = 0.84 Dead Defl'n 0.06 = <L/999 Live Defl'n 0.15 = L/550 0.35 = L/240 in 0.44 Total Defl'n 0.22 = L/386 0.47 = L/180 in 0.47 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R19 Lobby Joist.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# - - - - Fv' 180 1.15 1.00 1.00 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 2 - Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 469, V design = 405 lbs Bending(+) : LC #2 = D+S, M = 821 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 33.3e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. i4 COMPANY PROJECT WoodWorks® SOFTWARE FOR WOOD OFSICN Dec. 15, 2019 18:03 R20 Hdr.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 20.00(4 .50' ) psf Load2 Snow Full Area 25.00(1.00' ) psf Load3 Snow Full Area 4/.00(3.50' ) psf Wall Dead Full UDL 200.0 plf Self-weight Dead Full UDL 13.2 plf Load magnitude does not include Importance factor from Table 4 .2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 10'-0.7" 0' 10' Unfactored: Dead 1524 1524 Snow 953 953 Factored: Total 2477 2477 Bearing: Capacity Beam 2477 2477 Support 2477 2477 Anal/Des Beam 1.00 1.00 Support 1.00 1.00 Load comb #2 #2 Length 0.66 0.66 Min req'd 0.66 0.66 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fcp sup 625 625 Lumber n-ply, D.Fir-L, No.2, 2x10, 4-ply(6"x9-1/4") Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 10'-0.7"; volume=3.9 cu.ft.; Lateral support:top=at supports, bottom=at supports; WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R20 Hdr.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 56 Fv' = 207 psi fv/Fv' = 0.27 Bending(+) fb = 864 Fb' = 1138 psi fb/Fb' = 0.76 Dead Defl'n 0.11 = <L/999 Live Defl'n 0.07 = <L/999 0.33 = L/360 in 0.20 Total Defl'n 0.18 = L/685 0.50 = L/240 in 0.35 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 2463, V design = 2070 lbs Bending(+) : LC #2 = D+S, M = 6159 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 158e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. ER1C, COMPANY PROJECT l 'WoodWorks® SOFTWARE FOR WOOD DEVON Dec. 15, 2019 18:14 R21 Hdr.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 ' Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 20.00(13.25' ) psf Load2 Snow Full Area 25.00(9.75') psf Load3 Snow Full Area 47.00 (3.50' ) psf Wall Dead Full UDL 200.0 plf Lobby Drift Snow Trapezoidal 0.05 8.55 164.0 55.0 plf Marketing Drit Snow Triangular 0.05 5.64 214.0 0.0 plf Self-weight Dead Full UDL 16.0 plf Load magnitude does not include Importance factor from Table 4 .2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 1 8'-7.2" 'I' 0' 8'-6" Unfactored: Dead 2069 2067 Snow 2766 2274 Factored: Total 4836 4341 Bearing: Capacity 4341 Beam 4836 Support 4836 4341 Anal/Des Beam 1.00 1.00 Support 1.00 1.00 Load comb #2 #2 Length 1.29 1.16 Min req'd 1.29 1.16 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fcp sup 625 625 Lumber n-ply, D.Fir-L, No.2, 2x12, 4-ply (6"x11-1/4") Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 8'-7.2"; volume=4.0 cu.ft.; Lateral support: top=at supports, bottom=at supports; 1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R21 Hdr.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 79 Fv' = 207 psi fv/Fv' = 0.38 Bending(+) fb = 908 Fb' = 1035 psi fb/Fb' = 0.88 Dead Defl'n 0.05 = <L/999 Live Defl'n 0.06 = <L/999 0.28 = L/360 in 0.21 Total Defl'n 0.11 = L/933 0.42 = L/240 in 0.26 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 4789, V design = 3575 lbs Bending(+) : LC #2 = D+S, M = 9572 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: - Deflection: RI = 285e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. fitCOMPANY PROJECT WoodWorks® SOFTWARE FOR WOOD MICA, Dec. 15, 2019 18:01 R22 Hdr.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 20.00(9.75' ) psf Load2 Snow Full Area 25.00(9.75' ) psf Wall Dead Full UDL 200.0 plf Self-weight Dead Full UDL 13.2 plf Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 9'-0.8" 0' 9' Unfactored: Dead 1850 1850 Snow 1105 1105 Factored: Total 2955 2955 Bearing: Capacity Beam 2955 2955 Support 2955 2955 Anal/Des Beam 1.00 1.00 Support 1.00 1.00 Load comb #2 #2 Length 0.79 0.79 Min req'd 0.79 0.79 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fcp sup 625 625 Lumber n-ply, D.Fir-L, No.2, 2x10, 4-ply (6"x9-1/4") Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 9'-0.8"; volume= 3.5 cu.ft.; Lateral support: top=at supports, bottom=at supports; Ir. Cg. l WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R22 Hdr.wwb WoodWorks®Sizer 10.4 Page 2 _ Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 65 Fv' = 207 psi fv/Fv' = 0.31 Bending(+) fb = 926 Fb' = 1138 psi fb/Fb' = 0.81 Dead Defl'n 0.10 = <L/999 Live Defl'n 0.06 = <L/999 0.30 = L/360 in 0.19 Total Defl'n 0.15 /= L 710 0.45 = L/240 in 0.34 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 2934, V design = 2410 lbs Bending(+) : LC #2 = D+S, M = 6601 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 158e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. CZO COMPANY PROJECT WoodWorks® SOPIWARFFOR WOOD OF'SICN Dec. 15, 2019 18:05 R23 Hdr.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 20.00(9.75' ) psf Load2 Snow Full Area 25.00 (9.75' ) psf Wall Dead Full UDL 200.0 plf Self-weight Dead Full UDL 3. 9 plf Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 4'-6.8" 1' 0' 4'-6" Unfactored: Dead 910 910 Snow 556 556 Factored: Total 1467 1467 Bearing: Capacity Beam 1467 1467 Support 1650 1650 Anal/Des Beam 1.00 1.00 Support 0.89 0.89 Load comb #2 #2 Length 0.78 0.78 Min req'd 0.78 0.78 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.13 1.13 Fcp sup 625 625 Lumber n-ply, D.Fir-L, No.2, 2x6, 2-ply (3"x5-1/2") Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length:4'-6.8'; volume=0.5 cu.ft.; Lateral support: top= at supports, bottom=at supports; [ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R23 Hdr.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 103 Fv' = 207 psi fv/Fv' = 0.50 Bending(+) fb = 1291 Fb' = 1345 psi fb/Fb' = 0. 96 - Dead Defl'n 0.06 = L/976 Live Defl'n 0.03 = <L/999 0.15 = L/360 in 0.23 Total Defl'n 0.09 = L/606 0.23 = L/240 in 0.40 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1446, V design = 1130 lbs Bending(+) : LC #2 = D+S, M = 1627 lbs-ft Deflection: LC #2 = D+S (live) LC #2 D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: . Deflection: EI = 33.3e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN Dec. 15, 2019 18:19 R24 Hall purlin.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 20.00(4.00' ) psf Load2 Snow Full Area Yes 72.00(4.00' ) psf Self-weight Dead Full UDL No 17.7 plf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 7'-0.3" 0' 5' 7' Unfactored: Dead 207 479 Snow 668 1411 Factored: Total 875 1890 Bearing: Capacity Beam 1666 3081 Support 1719 1890 Anal/Des Beam 0.53 0.61 Support 0.51 1.00 Load comb #3 #2 Length 0.50* 0.55 Min req'd 0.50* 0.55** Cb 1.00 1.68 Cb min 1.00 1.68 Cb support 1.07 1.07 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports **Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Glulam-Unbal., West Species, 24F-V4 DF, 5-1/8"x15" 10 laminations, 5-1/8"maximum width, Supports: All-Lumber n-ply Beam, D.Fir-L No.2 ITotal length: 7'-0.3";volume= 3.7 cult.; Lateral support: top=full, bottom=at supports; EKZ3 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R24 Hall purlin.wwb WoodWorks®Sizer 10.4 Page 2 _ Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 12 Fv' = 305 psi fv/Fv' = 0.04 _ Bending(+) fb = 61 Fb' = 2760 psi fb/Fb' = 0.02 Bending(-) fb = 48 Fb' = 2111 psi fb/Fb' = 0.02 Deflection: Interior Dead negligible Live 0.00 = <L/999 0.17 = L/360 in 0.01 Total 0.00 = <L/999 0.25 = L/240 in 0.01 Cantil. Dead negligible Live -0.00 = <L/999 0. 13 = L/180 in 0.01 Total -0.00 = <L/999 0.20 = L/120 in 0.01 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fb'- 1850 1.15 1.00 1.00 0.992 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1119, V design = 628 lbs _ Bending(+) : LC #3 = D+S (pattern: Ss) , M = 976 lbs-ft Bending(-) : LC #2 = D+S, M = 771 lbs-ft Deflection: LC #3 = (live) LC #3 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 2594e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Lateral stability (-) : Lu = 5' Le = 9'-4.19" RB = 8.00 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 5. GLULAM: bxd =actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 7. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). n,Zq- COMPANY PROJECT i WoodWorks° SOFFWARF FOR WOOD DESIGN Dec. 15, 2019 18:23 R25 Hall Bm.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 8.02 414 lbs Load2 Snow Point 8.02 1216 lbs Self-weight Dead Full UDL 19.5 plf Load magnitude does not include Importance factor from Table 4 .2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 16'-0.5" I 0' 16' Unfactored: Dead 363 363 Snow 608 608 Factored: Total 971 971 Bearing: Capacity Beam 1666 1666 Support 1719 1719 Anal/Des Beam 0.58 0.58 Support 0.56 0.56 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Glulam-Unbal., West Species, 24F-V4 DF, 5-1/8"x16-1/2" 11 laminations, 5-1/8" maximum width, Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 16'-0.5"; volume= 9.4 cu.ft.; Lateral support: top=96 bottom=at supports; [in] () WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R25 Hall Bm.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 17 Fv' = 305 psi fv/Fv' = 0.05 Bending(+) fb = 369 Fb' = 2694 psi fb/Fb' = 0.14 - Dead Defl'n 0.03 = <L/999 Live Defl'n 0.05 = <L/999 0.53 = L/360 in 0.10 Total Defl'n 0.08 = <L/999 0.80 = L/240 in 0.10 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.976 0.995 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Only the lesser of CL and CV is applied, as per NDS 5.3. 6 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 944, V design = 944 lbs Bending(+) : LC #2 = D+S, M = 7143 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 3453e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Lateral stability (+) : Lu = 8' Le = 16'-5.75" RB = 11.15 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd =actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT I WoodWorks® SOFTWARE FOR woo,OES1GN Dec. 15, 2019 18:31 R26 Hdr.wwb Design Check Calculation Sheet Wood Works Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Triangular 0.07 6.57 350.0 0.0 plf Load2 Snow Triangular 0.07 6.57 706.0 0.0 plf wall Dead Full UDL 200.0 plf Load magnitude does not include Normal Importance factor from Table 4 .2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 6-7.3" 0' 6-6" Unfactored: Dead 1421 1037 Snow 1530 765 Factored: Total 2951 1802 Bearing: Capacity Beam 2951 1802 Support 3320 2027 Anal/Des Beam 1.00 1.00 Support 0.89 0.89 Load comb #2 #2 Length 1.57 0.96 Min req'd 1.57 0.96 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.13 1.13 Fcp sup 625 625 Lumber n-ply, D.Fir-L, No.2, 2x10, 2-ply (3"x9-1/4") Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 6-7.3"; volume = 1.3 cu.ft.; Lateral support: top=at supports, bottom=at supports; WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R26 Hdr.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 108 Fv' = 207 psi fv/Fv' = 0.52 Bending(+) fb = 1095 Fb' = 1119 psi fb/Fb' = 0.98 Dead Defl'n 0.05 = <L/999 Live Defl'n 0.04 = <L/999 0.22 = L/360 in 0.21 Total Defl'n 0.09 = L/844 0.33 = L/240 in 0.28 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.983 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 2938, V design = 1995 lbs Bending(+) : LC #2 = D+S, M = 3902 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 - CALCULATIONS: Deflection: EI = 158e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (+) : Lu = 6'-6.00" Le = 12'-10.88" RB = 12.62 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. `+1 COMPANY PROJECT 1 WoodWorks® SOITWARF FOR WOOD 0F$1GN Dec. 15, 2019 18:33 R27 Hdr.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 20.00(18.25' ) psf Load2 Snow Full Area 25.00 (18.25' ) psf Wall Dead Full UDL 200.0 plf Drift Snow Full UDL 62.0 plf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 0' 3'-6" Unfactored: Dead 1013 1013 Snow 929 929 Factored: Total 1942 1942 Bearing: Capacity Beam 1942 1942 Support 2185 2185 Anal/Des Beam 1.00 1.00 Support 0.89 0.89 Load comb #2 #2 Length 1.04 1.04 Min req'd 1.04 1.04 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.13 1.13 Fcp sup 625 625 } Lumber n-ply, D.Fir-L, No.2, 2x6, 2-ply(3"x5-1/2") Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 3'-7.0'; volume=0.4 cu.ft.; Lateral support: top=at supports, bottom=at supports; WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R27 Hdr.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 123 Fv' = 207 psi fv/Fv' = 0.59 Bending(+) fb = 1316 Fb' = 1345 psi fb/Fb' = 0.98 - Dead Defl'n 0.03 = <L/999 Live Defl'n 0.03 = <L/999 0.12 = L/360 in 0.23 Total Defl'n 0.05 = L/764 0.17 = L/240 in 0.31 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb1+ 900 1. 15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1896, V design = 1352 lbs Bending(+) : LC #2 = D+S, M = 1659 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 33.3e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. • 3b COMPANY PROJECT WoodWorks® SOFDVARF FOR WOOD DFNlOF Dec. 15, 2019 18:37 R28 Hdr.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Point 3.28 440 lbs Load2 Snow Point 3.28 854 lbs Wall Dead Full UDL 200.0 plf Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 6'-6.7" 0' 6'-6" Unfactored: Dead 876 876 Snow 427 427 Factored: Total 1303 1303 Bearing: Capacity Beam 1303 1303 Support 1466 1466 Anal/Des Beam 1.00 1.00 Support 0.89 0.89 Load comb #2 #2 Length 0.69 0.69 Min req`d 0.69 0.69 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.13 1.13 Fcp sup 625 625 Lumber n-ply, D.Fir-L, No.2, 2x10, 2-ply (3"x9-1/4") Supports: All- Lumber n-ply Beam, D.Fir-L No.2 Total length: 6'-6.7";volume= 1.3 cu.ft.; Lateral support: top=at supports, bottom=at supports; WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R28 Hdr.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 61 Fv' = 207 psi fv/Fv' = 0.30 Bending(+) fb = 886 Fb' = 1119 psi fb/Fb' = 0.79 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.03 = <L/999 0.22 = L/360 in 0.12 Total Defl'n 0.07 = <L/999 0.33 = L/240 in 0.20 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.983 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1. 00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1297, V design = 1137 lbs Bending(+) : LC #2 = D+S, M = 3159 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 158e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Lateral stability (+) : Lu = 6'-6.00" Le = 12'-10.88" RB = 12.62 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. COMPANY PROJECT 1 WoodWorks' SOFTWARE FOR WOOD DESIGN Dec. 15, 2019 18:40 R29 Hdr.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 20.00(18.25' ) psf Load2 Snow Full Area 25.00 (18.25' ) psf drift Snow Full UDL 62.0 plf Wall Dead Full UDL 200.0 plf Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 6'-7" 0' 6'-6" Unfactored: Dead 1859 1859 Snow 1705 1705 Factored: Total 3563 3563 Bearing: Capacity Beam 3563 3563 Support 3563 3563 Anal/Des Beam 1.00 1.00 Support 1.00 1.00 Load comb #2 #2 Length 0.95 0. 95 Min req'd 0.95 0. 95 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fcp sup 625 625 Lumber n-ply, D.Fir-L, No.2, 2x10, 4-ply (6"x9-1/4") Supports: All- Lumber n-ply Beam, D.Fir-L No.2 Total length: 6'-7.0"; volume=2.5 cu.ft.; Lateral support: top=at supports, bottom= at supports; E33 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN R29 Hdr.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 71 Fv' = 207 psi fv/Fv' = 0.35 Bending(+) fb = 802 Fb' = 1138 psi fb/Fb' = 0.70 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.03 = <L/999 0.22 = L/360 in 0.15 Total Defl'n 0.07 = <L/999 0.33 = L/240 in 0.21 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' _ 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 3521, V design = 2643 lbs Bending(+) : LC #2 = D+S, M = 5721 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 158e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. F.� I COMPANY PROJECT 11 00°% Woodworks® SO£IWARf FOR WOOF!DESIGN Dec. 15, 2019 18:51 East Bldg Typ Stud Corner Zone.wwc Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Axial UDL (Ecc. = 0.00") 365 plf Load2 Snow Axial UDL (Ecc. = 0.00") 518 plf Load3 Wind C&C Full Area 29.00 (16.0") psf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Lateral Reactions (Ibs): 20' m D -°v 20, Unfactored: Dead Snow Wind 387 387 Factored: L->R 232 232 Load comb #4 #4 LVL Stud, Versa-Stud, 1.7-2400, 1-1/2"x7-1/4", 1-ply Support: Lumber Stud Bottom plate, Hem-Fir(N)Stud; Bearing length = stud thickness; continuous lower support Spaced at 16"c/c;Total length: 20'; volume= 1.5 cu.ft.; Pinned base; Load face =width(b); Ke x Lb: 1.0 x 0.0= 0.0[ft]; Ke x Ld: 1.0 x 20.0=20.0 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 32 Fv' = 456 psi fv/Fv' = 0.07 Bending(+) fb = 1059 Fb' = 3840 psi fb/Fb' = 0.28 Axial fc = 108 Fc' = 708 psi fc/Fc' = 0.15 Axial Bearing fc = 108 Fc* = 3450 psi fc/Fc* = 0.03 Support Bearing fcp = 108 Fcp = 506 kips fcp/Fcp = 0.21 Combined (axial compression - side load bending) Eq.3.9-3 = 0.30 Dead Defl'n negligible Live Defl'n 0.72 = L/332 1.00 = L/240 in 0.72 Total Defl'n 0.72 = L/332 1.00 = L/240 in 0.72 • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN East Bldg Typ Stud Corner Zone.wwc WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CV Cfu Cr Cfrt CF LC# - Fv' 285 1.60 - 1.00 - - - - 1.00 - 4 Fb'+ 2400 1.60 - 1.00 1.000 1.00 - 1.00 1.00 - 4 Fc' 3000 1.15 - 1.00 0.205 - - - 1.00 - 2 Fc'comb 3000 1.60 - - 0.149 - - - - - 5 - E' 1.7 million - 1.00 - - - - 1.00 - 4 Emin' 0.97 million - 1.00 - - - - 1.00 - 4 Eminy' 0.97 million - 1.00 - - - - 1.00 - 4 Fc* 3000 1.15 - 1.00 - - - - 1.00 - 2 Fcp sup 405 - - 1.00 - - - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = .6D+.6W, V = 232, V design = 232 lbs Bending(+) : LC #4 = . 6D+.6W, M = 1160 lbs-ft Deflection: LC #4 = .6D+.42W (live) LC #4 = .6D+.42W (total) Axial : LC #2 = D+S, P = 1177 lbs Combined : LC #5 = D+.6W; (1 - fc/FcE) = 0.94 Support : LC #2 = D+S; R = 1177 lbs, Cap = 5505, Lb = 1.50", Cb = 1.25 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 81.0e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4. SCL-Columns (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. C�3 COMPANY PROJECT s WoodWorks® SOFTWARE FOR WOOD DalGN Dec. 15, 2019 19:07 East Addn King Stud to 7 ft.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Wind C&C Full Area 33.00(4 .17' ) psf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 20'-0.5" I 0' 20' Unfactored: Dead Wind 1378 1378 - Factored: Total 827 827 Bearing: Capacity Beam 1313 1313 Support 1211 1211 Anal/Des Beam 0.63 0.63 Support 0.68 0.68 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports LVL n-ply, 1.9E, 2600Fb, 1-3/4"x7-1/4", 2-ply (3-1/2"x7-1/4") Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 20'-0.5"; volume= 3.5 cu.ft.; Lateral support: top=full, bottom=full; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 46 Fv' = 456 psi fv/Fv' = 0.10 Bending(+) fb = 1615 Fb' = 4455 psi fb/Fb' = 0.36 Dead Defl'n negligible Live Defl'n 0.98 = L/243 1.00 = L/240 in 0.98 Total Defl'n 0.98 = L/243 1.00 = L/240 in 0.98 EG-4" WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN East Addn King Stud to 7 ft.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# - Fv' 285 1.60 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2600 1.60 - 1.00 1.000 1.07 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - _ E' 1.9 million - 1.00 - - - - 1.00 - - 2 Eminy' 0. 98 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = .6D+. 6W, V = 825, V design = 773 lbs Bending(+) : LC #2 = .6D+.6W, M = 4125 lbs-ft Deflection: LC #2 = . 6D+.42W (live) LC #2 = .6D+.42W (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: RI = 106e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012),the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS(Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final - member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. C COMPANY PROJECT 011 WoodWorks® - SO'IWARF FOR WOOD DESIGN' Dec. 15, 2019 19:08 East Addn King Stud to 7 to 11 ft.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Wind C&C Full Area 33.00(6.17' ) psf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 20'-0.5" I 0' 20' Unfactored: Dead Wind 2039 2039 Factored: Total 1224 1224 Bearing: Capacity Beam 1969 1969 Support 1758 1758 Anal/Des Beam 0.62 0.62 Support 0.70 0.70 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports LVL n-ply, 1.9E, 2600Fb, 1-3/4"x7-1/4", 3-ply (5-1/4"x7-1/4") Supports: All- Lumber n-ply Beam, D.Fir-L No.2 Total length: 20'-0.5"; volume= 5.3 cu.ft.; Lateral support: top=full, bottom=full; Analysis vs. Allowable Stress and Deflection using NHS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 45 Fv' = 456 psi fv/Fv' = 0.10 Bending(+) fb = 1593 Fb' = 4455 psi fb/Fb' = 0.36 - Dead Defl'n negligible Live Defl'n 0.97 = L/247 1.00 = L/240 in 0.97 Total Defl'n 0.97 = L/247 1.00 = L/240 in 0.97 Cc� • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN East Addn King Stud to 7 to 11 ft.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.60 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2600 1.60 - 1.00 1.000 1.07 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 E' 1.9 million - 1.00 - - - - 1.00 - - 2 Eminy' 0.98 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = .6D+. 6W, V = 1221, V design = 1145 lbs Bending(+) : LC #2 = . 6D+. 6W, M = 6105 lbs-ft Deflection: LC #2 = . 6D+.42W (live) LC #2 = . 6D+.42W (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 106e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow.,.) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. rowDyStructural • Civil Engineers Job Name: Broadway Rose Theatre Job No: 19130 Sheet No:EL 1 Client: SIE A Architecture, LLP Date: Nov 2019 By: DJD . . . ... . . . . .. : i 1 I I I I i I I 1 i 1 0, ,, , ssi .i•fic. i:-:- ! I, 1 .1 I 1 1 i I i , ! ! : •: ,, : .! : ! : : ! 1 : i , I ! ! ! , .! ; ; ! 1 ! ( !•Ni ! ! ; ! 1 1 1 / 1 4to.-- .. k)1% (2S`7 qf)le 1.t' ') f' 1''' i I i : ', i / 1 i ! ! 1 !I I•hk..-1. 421, 1 1 i ! 1 i ! : . 8) :// • 1 i 1 ! ! . i , . : - : . p. , , „.. H. , , ,, o , „ „ , -- i , 1 . ,. c,*(13kS), Z51.7 e,N) .„ L , , , .___,!:_,Th7 ,_ ,. :. :7i • , . , , ,kol - 1 i ' ii ! ! ! 1 1 I-' k.:),.-5:r5 5-1 I i i 1 ! 11111 1ii y, 11! i 1 i i 1 i is.:•41,..N9i\a-VITI) 1r ! I iii, i li, ! 1.1_, 4---•=-h ! 1 " , 1 ! ' \ ! (N'15:7\ IZS I ?Cfi '''' t, ' ,•!.(o eS.:' 1 ! 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Asr� SO • • 11 ; 1 t ; i il I 1 • ' • t : i I i i i i i i i • • • 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com roWDY Structural • Civil Engineers hood Job Name: Broadway Rose Theatre Job No: 19130 Sheet No: ..,(-7 Client: SIE A Architecture, LLP Date: Nov 2019 By: DJD . . . . . . .. . , , . . . . . 1 ! ! i . • • .•• , . . . -Shear Wall Footing Design Wall Grid 6A . . . . , Ult Line sheer= 1 ! 1 ; 1 16913 Lb . ! Wind i , 8118!Lbs 1 Seismic 1 • 1 I i . 1 Total Wall Length= !. 1 i 1 32.50 Ft 1 Wall shear 1 1 520 plf 1 I Wind . . Mtn Wall Pier Length= ! 1 1 „19.00 Ft.; ! Wall shear ; ! 250!plf ; 1 Seismic : Wall height to.bottom'ft.=1 • I 1 !2200 Ft Length of fOoting1= 1 1 1 1 ;22.00 Ft Wall dead lOad= 1 : i ; 4370 LbS. . . ASD Overturning Moment= 1 1 130.52 kip ft 1 1.5 x OTM 195.774! Ftg Wt1Resisting1Mornent Required 1 147.70 kip ft 1 Ftg wt req'd 1 13428:Lbs . , . . , •, - , ! 1 ! I 1 Footing Thickness= ! ; 1 ; ; 2.25 ft includes 1 :cover ; ! ; , . 1 : • ; ; ; FOoting Width Required= I I 1 ; 1.81 Ft 1 Use ; ! 2.0!Ft ; :Ftg Wt 1 . 14850 Lbs . . . Total Resisting Moment= ! .1 1 211.42 kip ft ! Resultant ; . ;4.21: Ft ; . ; Out of mid 1/3 Toe Pressure= 1 : 1 1 I 1 1522 psf; 1 .... .... .. USE: ; !2'-0"min wide x 1-3"thick ftg ., • : • . .• Wall Grid 6B Ult Linethear= I ' -'•';-•"""1"-- 1""" 16913 Lbs."•"!" Wind ',"" -1-""- -8118"Lbs -".1 'Seismic ";"-- „. ..;" "• -• .. ; . . , . . Total Wall Length= 1 1 ; ! i 32.5Q Ft.; ; Wall shear ! i 520 plf ; 1 Wind .. .• : : : Mtn Wall Pier Length:= ; ; 1 :13.00 Ft.! 1 Wall shear ! 1 250 plf ; 1 Seismic !_: Wall height'to bettom:ftg=1 ! 1 ;22.00 Ft.! • ; • „ Length.of footing= ; ; I 1 :16.00 Ft.! Wall w dead load= : ! 1 1 ; 6885 LbS. " • : ASD Overturning Moment= ! 1 !89.30 kip ft 1 1.$x OTM=; 133.951; Ftg Wt ResIsting Moment Required ! ;78,87 kip ft 1 Ftg wt req'd.! 9859 Lbs. Footing Thickness= , 1 1 1 1 2.0 ft includes 1 cover Footing Width Required=1 1 1 ; 1.8,3 Ft Use 1 ; 3.01Ft 1 : Ftg Wt 1 1 16200 Lbs 1 1 ! 1 1 1 1 1 1 Total Resisting Moment=! 1 1 184.68 kip ft 1 Resultant 1 14.13 Ft 1 i Out of mid 1/3 ii 1 1 1 1 Toe Pressure= 1 , 1 1 1242 psf USE: ; !3.-07 min wide x 17-3"thickftg 1 1 ; 1 I Wall Grid 9A . . . . . •1 ! 1 1 1 1 Ult Line shear.= ; 1 ! •12674-Lbb. ! •Wind ' ; 5083 Lbs; ! •Seismic 1 1 1 I 1 1 Total Wall Length= 1 1 1 ! !39.00 Ft.! ; Wall shear ! ! 325 plf ; ; Wind ! • 1 1 1 1 i Min Wall Pier Length= i ; ; ! 8,5.0 Ft 1 Wall shear ! ! 156 plf ; ! Seismic .. . „ . , : . , „ ! 1 1 1 1 1 Wall height to bottom fig=1 I 1 ;22.00 Ft Length of footing= 1 , ; 1 ;14.50 Ft 1 ! ! ! ; ! WalldeadlOad= ! ; ! ! ; 4335LbS. „ ! ! ! ! ! ! ; 1 ! „ : ; ; 1 1 1 1 1 1 ASD Overturning Moment= 1 1 1 36.46 kip ft 1 1.5 x OIM=! 54.;6932 ! 1 I 1 1 1 Fig Wt Restating Moment Required ! 123,26.kip-ft• I Ftg wt req d: !3209 Lbs Footing Thickness= ; : ; ! : 2.25 ft includes 1',cover Footing Width Required=1 1 ! : 0.66 Ft Use ; 1.5:Ft ! : Ftg Wt ! ! 7341 Lbs 1 I i 1 1 1 Total Resisting Moment=I 1 1 :84.65 kip-ft. : Resultant ! :4.13 Ft : ! Out of mid 1/3 1 1 1 1 1 1 Toe Pressure.= , . I : ! 1257 psf USE i V-67 wide x l'-3"thick ftg 1 1 WallGrid9B ; ; ; 11 . „ Ult Line shear=1 1 ! 1 I 12674 Lbs. 1 Wind „ 1 :6083 Lbs „ Seismic i 1 I I 1 1 Total Wall Length= ! „ ! 1 „39.00 Ft1 I Wall shear 1 1 325 plf 1 1 Wind Min Wall Pier Length 1= 1 1 1 ! 8.00 Ft 1 Wall shear 1 1 156 plf ! ; Seismic Wall height to bottom ftg= 1 I ;22.00 Ft1 Length of footing- ! ! 1. 1 ;12.00 Ft „ . . . . 1 Wall dead load= 1 1 1 1 ! 1840 Lbs. ASD Overturning Mornenti= 1 1 !34.32 kip-ft. ! 1.5 x 0TM=; 51,4759 i i i i 1 Ftg Wt Resisting Moment Required ! !40.44 kip ft 1 Ftg wt req'cl I ;6739 Lbs Footing Thickness= 1 1 1 1 1 2.25-ft includes V cover Footing Width Required=1 1 1 1 1.66 Ft i Use ; 1 2.0, Ft 1 ! Ftg Wt I 1 8100 Lbs ! ; • , 1 „ Ili 1 Total Resisting Moment=I 1 , ,59.54 kip ft 1 Resultant 1 !2.55 Ft „ ; Out of mid 1/3 .Toe PressUre=1 1 ; .1 ! ;.1301 psf 1 I ; : 1 I USE: ! 1 2.-0"wide x 1'-3"thick ftg 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com rllWDY Structural • Civil Engineers Job Name: Broadway Rose Theatre Job No: 19130 Sheet No: EL U Client: SSE A Architecture, LLP Date: Nov 2019 By: DJD Shear Wall Footing Design Wall Grid Al_._. Ult Line shear= 1 I I i I 12471 Lbs. i Wind 1 I 3741 Lbs Seismic Total Wall Length= 13.00 Ft.; I Wall shear 1 ;959 plf Wind Min Wall Pier Length= 13.00 Ft Wall shear 1 ;288 plf Seismic Wall height to bottom ftg= - 22.00 Ft Length:of footing= 28.00 Ft Wall dead load !3000 Lbs ASD Overturning Moment= 164.62 kip ft 1.5 x OTM=: 246 926 Ftg Wt Resisting',Moment Required ; 204.93 kip ft. , Ftg wt req'd 14638 Lbs FOoting Thickness= 2.25 ft includes 1'cover Footing Width Required 1.55 Ft I Use I 3.0 Ft I ;Ftg Wt 28350 Lbs _._Total Resisting Moment 438.90 kip ft. ;_ Resultant 1 8.75 Ft Out of mid 113 IIIIIITee Pressure= 796 psf USE: 3'-0"wide x 1'-3"thick ftg Wall Grid D1 Ult Line shear= 14018 Lbs Wind 4205•Lbs , Seismic Total Wall Length= 19.00 Ft Wall shear 738;plf : Wind ' IIiiiimin Wall Pier Length= 19.00 Ft Wall shear ! I 221'plf I Seismic Wall height.o bottom toftg _ 22.00 Ft Length of footing; 28.00 Ft Wall dead load= '8400 Lbs ASD Overturning Moment= I 1 185.04 kip ft 1.5 x OTM=I 277.556; Ftg Wt:Resisting:MomentRequired ; 159:96 kip ft ' Ftg wtreq'd : 11425;Lbs Footing Thickness= 2.25 ft includes 1'cover Footing Width Required 1.21 Ft Use i 3.0 Ft Ftg Wt 283.50 Lbs Total Resisting Moment= 1 1 1 514.50 kip ft Resultant 8.96 Ft Out of mid 1/3 Toe Pressure= 911 psf ; USE 3'-0"wide x 1`-3"thick ftg Wall Grid E1 : - .._Ult-Line sheer-= I I 17406-Lbs Wind 2221;Lbs I ..Seismic Total Wall Length= 1 1 1 I 17.50 Ft Wall shear I 1 423:plf Wind Min Wall Pier Length= 17.50 Ft.; 1 Wall shear 127:plf i Seismic Wall height to bottom ftg= 22.00 Ft Length of footing;_ ' 22.00 Ft Wall dead load '8925 Lbs. : 1 ASD Overturning Moment 97.76 kip ft 1.5 x OTM ; 146.639; I,._-. Ftg.Wt•Resisting;Moment Required ...__.. 48.46..kip ft• ;_ Ftg•wt req d .4406 Lbs Footing Thickness= 2.25 ft includes 1 cover I. 1 Footing Width Required 0,59 Ft 1 Use 3 0 Ft Ftg Wt 22275 Lbs j Total Resisting Moment= 1 1 1 343.20 kip ft ? Resultant 7.87 Ft 1 I w/in mid 1/3' • Toe Pressure= 877 psf I USE. : 3'-0"wide x 1'-3'thick ftg ; Wall Grid F1 Ult Line shear I I 1 6186 Lbs Wind 1855 Lbs : Seismic 1 Total Wall Length= 7.00 Ft.1 I Wall shear ; 1 884 plf ; Wind j Min Wall Pier Length 7.00 Ft. Wall shear 265;plf Seismic Wall height to bottom;ft=1 1 1 122.0Q Ft.; Length;of footing:;- ;_.. 17.00 Ft. Wall dead load : 1 1 1 1 1 7310 Lbs. i ASD Overturning Moment- 1 1 181.66 kip-ft. !, 1.5 x OTM 122.483, Ftg Wt Resisting Moment Required 60.35 kip-ft. , Ftg wt req'd ; 7100 Lbs 1._..." Footing Thickness 2.25 ft includes 1'cover ! Footing Width Required 1.24 Ft; Use 3 0 Ft Ftg Wt 17213 Lbs Total Resisting Moment= 208.44 kip-ft. ; Resultant 5.17:Ft Out of mid 1/3 .Toe.Pressure 1054.psf USE: I 13'-fr wide x 1-3"thick ftg 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com rIWDY Structural • Civil Engineers Job Name: Broadway Rose Theatre Job No: 19130 Sheet No: E L J Client: SSE A Architecture, LLP Date: Nov 2019 By: DJD i Shear WWII Footing Design • Wall Grid G1 i 1 ' • Ult Line shear= 896 Lbs Wind 192 Lbs 1 Seismic Total Wall Length 1.00 Ft ! Wall shear 896'plf ' Wind Min Wall Pier Length 1.00 Ft Wall shear 192 plf Seismic Walt height to bottom ftg 14.00 Ft ' : Length of footing'= 8.00 Ft Well dead load ' 2245 LbS. ASD Overturning Moment 1 7.53 kip ft 1 5 x OTM=. 11.2896 Ftg Wt Resisting Moment Required 2.31 kip-ft. I Ftg wt req'd 577,Lbs Footing Thickness= 2.2S ft includes 1''cover Footing Width Required 0.21 Ft ' Use j ; 2.01Ft 'Ftg Wt 5400 Lbs ; Total Resisting.Moment 30.58 kip ft. i. Resultant .. . 3.02 Ft ..w/in mid 1/3 Toe Pressure= 831 psf USE: '2'-0'!wide x 1'-3"thick ftg • • • 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com nWDY Structural • Civil Engineers bind Job Name: Broadway Rose Theatre Job No: 19130 Sheet No: gr-— 1 Client: SIE A Architecture, LLP Date: Dec 2019 By: mw &If M 0 A/A y i2o-CE 4of 1C-14t0 1, r v it) Ave 1 7 \I-J I - l,-6 5- (2.6v,i0 (floiv crO 2( 4,1, c,) pi I ..-*,-( 1 i i)) 3 r 3 -. .7 2 - 40 77. 12. 224, 21- , r r 2eog c ,oxit-i- iv 2, 42 > 2 ,06 124(b4PEr --7 71- //ve aF la ir 1 N figi, U D ea,/F r: _ _____ 1 - --1/-- c` 1 ;---1 2 ) AV- 23et-e? /6 6' (. 44 r 06Q) .--r L4 w I 3 1 1 2 ---- -- —,, z: 11 d -:-- g(r, /39 / I 2,35- I IA ...::---> 14 of - • (6,,)/ I FIE- j,4,..,......JpI j. i )- i 1_ 1 1 i e 1 !,.. i i 1 1 1 J_. i L.... 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(C' P i i. : r } I 1 ..<� A �i • 1 i _ } 1 _ .! C't?� .Vie �t I ( Sr' t µ , 1 t v,. _ ' ; - 1 I ! I_ , I 1 I — � q - 7, rf 3� ! 1 I • 1 1 1 I l r 1 LeE)A ? k ( c/ P `F 1. ] .,. . 1 . _ t-I .,- l e I ,� ,/-- c1 S I ! I 1 } 1.} 1 1 I 1 ) 1 I I } I . } I } ! } I I i s [ I I 1 I I 1 I I ` I 1 4 } 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com • • S-A COMPANY PROJECT WoodWorks® 50DY, Inc. 3.203 8111 Broadway Tiga d, OR Rose Theater SOFTWARE FOR WOOD DESIGN June 25, 2019 08:40 19130_e2x8-16.wwb Design Check Calculation Sheet Wood Works Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 17.00(16.0") psf Load2 Snow Full Area 25.00(16.0") psf Load3 Snow Full Area 22.20(16.0") psf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 1 0' 10' Unfactored: Dead 114 114 Snow 316 316 Factored: Total 430 430 Bearing: Capacity Joist 469 469 Support 586 586 Anal/Des Joist 0.92 0.92 Support 0.73 0.73 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Lumber-soft, D.Fir-L, No.2, 2x8 (1-1/2"x7-1/4") Supports: All- Lumber n-ply Beam, D.Fir-L No.2 Roof joist spaced at 16.0"c/c; Total length: 10'-0.5"; volume=0.8 cu.ft.; Lateral support: top=full, bottom=at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 52 Fv' = 207 psi fv/Fv' = 0.25 Bending(+) fb = 977 Fb' = 1428 psi fb/Fb' = 0.68 Live Defl'n 0.19 = L/645 0.50 = L/240 in 0.37 Total Defl'n 0.29 = L/419 0.67 = L/180 in 0.43 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 19130_e2x8-16.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1. 6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 428, V design = 375 lbs Bending(+) : LC #2 = D+S, M = 1070 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 76.2e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. COMPANY PROJECT [/ ® WDY, Inc. Broadway Rose Theater " WoodWorks® Tigard, OR SOFTWARE FOR WOOD DESIGN June 25, 2019 08:46 19130_e5x24g1b.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit _tern Start End Start End Loadl Dead Full Area 17.00 (10.00' ) psf . Load2 Snow Full Area 25.00(10. 00' ) psf Load3 Snow Triangular 0.09 6. 99 275.0 0.0 plf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 31'-8.1" 0' 31'-6" Unfactored: Dead 2694 2692 Snow 4841 4028 Factored: Total 7534 6720 _ Bearing: Capacity Beam 7534 6720 Support 7774 6934 Anal/Des Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 2.26 2.02 Min req'd 2.26 2.02 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-V4 DF, 5-1/8"x24" 16 laminations, 5-1/8" maximum width, Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 31'-8.1';volume= 27.1 cu.ft.; Lateral support: top=full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 75 Fv' = 305 psi fv/Fv' = 0.25 Bending(+) fb = 1298 Fb' = 2473 psi fb/Fb' = 0.52 Live Defl'n 0.54 = L/696 1.05 = L/360 in 0.52 Total Defl'n 1.07 = L/351 1.58 = L/240 in 0. 68 • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 19130_e5x24g1b.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.896 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 7494, V design = 6143 lbs Bending(+) : LC #2 = D+S, M = 53222 lbs-ft • Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 10627e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Er-7� COMPANY PROJECT ® WDY, Inc. Broadway Rose Theater WoodWorks® 503.203.8111 Tigard, OR SOFTWARE FOR WOOD DESIGN June 25, 2019 08:51 19130_e5x24g1b_no-drift.wwb Design Check Calculation Sheet Wood Works Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 17.00(10.00' ) psf Load2 Snow Full Area 25.00(10.00' ) psf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 31'-8" 0' 31'-6" Unfactored: Dead 2692 2692 Snow 3958 3958 Factored: Total 6650 6650 Bearing: Capacity Beam 6650 6650 Support 6862 6862 Anal/Des Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 2.00 2.00 Min req'd 2.00 2.00 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-V4 DF, 5-1/8"x24" 16 laminations, 5-1/8" maximum width, Supports: All- Lumber n-ply Beam, D.Fir-L No.2 Total length: 31'-8.0';volume= 27.0 cu.ft.; Lateral support: top=full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 70 Fv' = 305 psi fv/Fv' = 0.23 Bending(+) fb = 1271 Fb' = 2473 psi fb/Fb' = 0.51 Live Defl'n 0.52 = L/725 1.05 = L/360 in 0.50 Total Defl'n 1.05 = L/359 1.58 = L/240 in 0.67 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 19130_e5x24g1b_no-drift.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.896 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 6615, V design = 5740 lbs Bending(+) : LC #2 = D+S, M = 52093 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 10627e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd =actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). I • COMPANY PROJECT WoodWorks® WDY, Inc. Biga d, O Rose Theater 503.203.8111 Tigard, OR SOFTWARE fOR WOOD DESIGN June 25, 2019 08:48 19130_e5x21glb.wwb '.... Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 17.00(10.00' ) psf Load2 Snow Full Area 25.00(10.00' ) psf Load3 Snow Triangular 0.09 6.99 275.0 0.0 plf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 29'-8" t o 0' 29'-6" Unfactored: Dead 2523 2521 Snow 4585 3781 Factored: Total 7107 6302 _ Bearing: Capacity Beam 7107 6302 Support 7334 6503 Anal/Des Beam 1.00 1.00 Support 0.97 0. 97 Load comb #2 #2 Length 2.13 1.89 Min req'd 2.13 1.89 Cb 1.00 1.00 Cb min 1. 00 1.00 • Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbal.,West Species, 24F-V4 DF, 5-1/8"x21" 14 laminations, 5-1/8" maximum width, Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 29'-8.0";volume= 22.2 cu.ft.; Lateral support: top=full, bottom=at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 82 Fv' = 305 psi fv/Fv' = 0.27 Bending(+) fb = 1491 Fb' = 2523 psi fb/Fb' = 0.59 Live Defl'n 0.63 = L/564 0. 98 = L/360 in 0. 64 Total Defl'n 1.24 = L/286 1.48 = L/240 in 0.84 • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 19130_e5x21g1b.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.914 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 7070, V design = 5873 lbs Bending(+) : LC #2 = D+S, M = 46813 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 7119e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). • COMPANY PROJECT WoodWorks® WDY, Inc. Broadway Rose Theater 503.203.8111 Tigard, OR SOFTWARE FOR WOOD DESIGN June 25, 2019 08:50 19130_e5x21 glb_no-drift.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 17.00 (10.00' ) psf Load2 Snow Full Area 25.00(10.00' ) psf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 29'-7.9" 4 0' 29'-6" Unfactored: Dead 2521 2521 Snow 3707 3707 Factored: Total 6228 6228 Bearing: Capacity Beam 6228 6228 Support 6426 6426 Anal/Des Beam 1.00 1.00 Support 0. 97 0. 97 Load comb #2 #2 Length 1.87 1.87 Min req'd 1.87 1.87 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-V4 DF, 5-1/8"x21" 14 laminations, 5-1/8" maximum width, Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 29'-7.9"; volume= 22.2 cu.ft.; Lateral support: top=full, bottom=at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 76 Fv' = 305 psi fv/Fv' = 0.25 Bending(+) fb = 1455 Fb' = 2523 psi fb/Fb' = 0.58 Live Defl'n 0.60 = L/591 0.98 = L/360 in 0.61 Total Defl'n 1.21 = L/292 1.48 = L/240 in 0.82 4b WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 19130_e5x21g1b_no-drift.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# _ Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0. 914 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 6195, V design = 5427 lbs Bending(+) : LC #2 = D+S, M = 45688 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Inc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 7119e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd =actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). lOct COMPANY PROJECT WoodWorks® WDY, Inc. Broadway Rose Theater 503.203.8111 Tigard, OR SOFTWARFFOR WOODDFSIGN June 25, 2019 09:29 19130_e2x12-16.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 17.00(16.0") psf Load2 Snow Full Area 25.00(16.0") psf Load3 Snow Full Area 22.20(16.0") psf Load4 Snow Triangular 0.00 4.75 25.3 0.0 plf Load magnitude does not include Normal Importance factor from Table 4 .2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 13'-0.6" 'I' 0' 13' Unfactored: Dead 148 148 Snow 464 418 Factored: Total 612 566 Bearing: Capacity Joist 612 566 Support 765 707 Anal/Des Joist 1.00 1.00 Support 0.80 0.80 Load comb #2 #2 Length 0. 65 0.60 Min req'd 0. 65 0.60 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 Lumber-soft, D.Fir-L, No.2, 2x12 (1-1/2"x11-1/4") Supports: All -Lumber n-ply Beam, D.Fir-L No.2 Roof joist spaced at 16.0"c/c; Total length: 13'-0.6"; volume= 1.5 cu.ft.; Lateral support: top=full, bottom=at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 45 Fv' = 207 psi fv/Fv' = 0.22 Bending(+) fb = 704 Fb' = 1190 psi fb/Fb' = 0.59 Live Defl'n 0.15 = <L/999 0. 65 = L/240 in 0.23 Total Defl'n 0.22 = L/695 0.87 = L/180 in 0.26 ep-foL • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 19130_e2x12-16.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 609, V design = 505 lbs Bending(+) : LC #2 = D+S, M = 1856 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 285e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. Gravity Beam Design• I RAM SBeam v5.01 BRT RAM R13 Grid 2.5 12/30/19 10:04:49 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (14.00,0.00) Beam Size (User Selected) = C12X20.7 Fy = 36.0 ksi Total Beam Length(ft) = 14.00 Mp (kip-ft) = 76.80 Top flange braced by decking. LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.021 0.000 14.000 0.021 0.000 2 0.000 0.893 0.346 14.000 0.893 0.346 SHEAR: Max Va (DL+LL) =8.82 kips Vn/1.67=43.77 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb SZ Mn/S2 kip-ft ft ft kip-ft - Center Max+ DL+LL 30.9 7.0 0.0 1.00 1.67 45.99 Controlling DL+LL 30.9 7.0 0.0 1.00 1.67 45.99 - REACTIONS (kips): Left Right DL reaction 6.40 6.40 Max+LL reaction 2.42 2.42 Max+total reaction 8.82 8.82 DEFLECTIONS: Dead load(in) at 7.00 ft = -0.211 L/D = 795 Live load(in) at 7.00 ft = -0.080 L/D = 2103 Net Total load(in) at 7.00 ft = -0.291 L/D = 577 E P--- /2 - S TEEL ANGLE.CAPACITY Per AISG Steel Construction lMllanual(13th Edition)(LRFD&ASD)[AISG 3'60-051 Job Name: BRT Subject: Date: l)t3 - /r.t`) Job Number: 19130 Originator: Checker: djd Input Data: Angle Size: L6X6X3/8 Fy= 36 : ksi Fu= 58 ksi Kxeif•= 1 Pa= 1 kips Ky et(•= 1 u= • 0.8 LBX.= 3.5 tt s IN. MRx= 21.7 in-kip Ley= 3.5 ft STRONG KZ Vy= 2.2 kips Cbx= 1.00 MRy= 0 in-kip CbY= 1.00 3B IN.'. VX= 0 kips - Angle Case= 3 Load Comb.= ASD 6 IN. Analysis: AXIAL FORCE CAPACITY Pr/Pc= 0.01 Tension capacity 94.42 kips BENDING MOMENT CAPACTIY Mrx/Mcx= 0.24 <1.0 Mcx= 90.80In•kips May— 0.00 in-kips SHEAR VRx= 29.10 kips VRy= 29.10 kips VRxNcx= 0.00 VRy/Vcv= 0.08 COMBINED STRESS RATIO C.S.R.= 0.24 <1.0 COMMENTS: t EPWDYStructural • Civil Engineers Job Name: Broadway Rose Theatre Job No: 19130 Sheet No: t.,— Client: SIE A Architecture,LLP Date: Dec 2019 By: mw _.� , iii 6/ /rJ (3 G FkP et e G fei,("M(C ; Ff -- < 7'? �,, ( ; � r l 7 9 S- fOrnr c Lf i6--/cir-C , k • (tI/aft iti Ifq 4/4-u-r : P. ata_ //yr, CLAy Dyck 5"-IPJ F. A / I() Sev,r,t_i__(___C : 1.7(qo v. 17?)70 + 57 2a 26+"" `t r 9) / ' `WO" (2?.77 , _•), / zi.c., it,' S-4-,'s Tr 183, c 7 s 13.- 5-. —) .� , 17,_r x / 3, /7 5- = 32 240 2) LI IN D t EkPiV =t,00 fo ps?o , -: 17 (Tr-- 2 ,P PSG -(26 ,gPsr�,B °jg�y-(7. P � � z�rs) 2 zxu;?.— a?i 2r2_5-7 1 / 0 i� t ovt a,1 . ...__._.... 1 I i t I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com flW D Y Structural • Civil Engineers Job Name: Broadway Rose Theatre Job No: 19130 Sheet No: L — 2 • Client: SSE A Architecture, LLP- Date: Dec 2019 By: mw y 1 1 1 _ 1 I I • • • i I } • { . (F.) I ' - i. 1 i f i I I !' __ RS - ... 1 (Ise:lip-I ic 16-.1 1---1_,IF___ i Li- 1) ' ' .,.. 1 1 I I ! I ' , i s I i , I I 1 1 �.._. A 1 • I 1 , I— I(?5--pi i f)(1) ay,,,,4 121 .1 I I I • 1 ' li -) • � • ! / j � i _ ��-rj I • II I • i 1 (.0 r.:::r,-.L• 1 i I- ) 1 • • h'4-Lc LII 4' 06,1 1FFQQ 1 eV) 1 /1/2,- i1/4/ 0?g,e, -1 I. lyl • • • • L_ Lki • • ') ) ,' .>:, I-7, Acr0 ' \----t- , 1 ! 1 .N Ift vv. "di'1-- 1 'C7 A; ; : L I I I 1 I I • t I I t 1 1 1 ;.. I I 1 I I ! 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Civil Engineers bum/ Job Name: Broadway Rose Theater Job No: 19130 Sheet No: L -3 a Client: SEA Date: June 2019 By: k'A master updated 2/18/16 printed 12/30/2019 1 Loading (use 22'-32"for bending,22'for shear) Wall @ Grid 5 pg 1/4 - Applied Dead Load 5.24 kips + mas dl 22.5 kips = 27.69 kips Live Load 7.70 kips = 7.70 kips Lateral Shear Force= VE= 32.88 kips Height at which VE is applied = hE= 19.00 ft Factored Moment= ME= 625 ft-k Vertical Component of Seismic Force= QE= 0.00 kips 2 Wall Properties (partially grouted) Masonry Density= 125 pcf Equivalent Block Thickness= 4.9 in Unit Wt= 51 psf nominal thickness= 8.00 in r= 2.6 Length of Wall= Lw= 19.33 ft Height of Masonry= h = 20.00 ft h/r= 92.3 Height of Masonry above for DL calculation = hDL= 20.00 ft Specified Compressive Strength = fa,= 2.000 ksi -Maximum Usable Compressive Strain = sm= 0.0025 Elastic Modulus= EM = 900 x fm= 1800 ksi Reinforcing Steel Fy= 40 ksi Es= 29000 ksi Es= 0.00138 3 2012 IBC Load Factors U = 1.2 D+ 1.6 L IBC(16-2) U = 1.2 D+ 1.0 L+ 1.0E IBC(16-5) U = 0.9 D- 1.0 E IBC(16-7) Strength Reduction Factors per ACI 530-11: axial (I)A= 0.90 flexural (l)e= 0.90 4 Calculate Factored Gravity Loads w/o Seismic Pu= 1.2 D+ 1.6 L = 46 kips 5 Axial Strength Po= 0.8xfmxAe x 0.57 = 1028 kips Pon=0.8 x Po= 823 kips for h/r<=99: 1-(h/140r)2= 0.57 (Pon= 740 kips ok for h/r>=99: (70r/h)2 = 0.58 use--> 0.57 6443 SW Beaverton Hillsdale Hwy,Suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com flW D Y Structural . Civil Engineers Job Name: Broadway Rose Theater Job No: 19130 Sheet No: LW?6 Client: SEA Date: June 2019 By: rri!J 6 Strain Compatibility Wall @ Grid 5 pg 2/4 Balance Neutral Axis Cb= 146.93 in Fmas=0.8xfm x 0.8c x t a=0.5 x 0.8 x cb= 58.8 in a= 0.5x0.8xco midpoint of wall= 116.0 in Masonry moment arm xb= -57.2 in Input Reber Pure Bending Results Balanced Condition Results Fmas= -51 kips Fmas= -922 kips block module= 8 in Mmas= -13.6 ft-kip Mmas= 4395 ASTL d Es fs Fstl Ma Es fs Fstl moment Mstl Mark in` in ksi kips ft-kips ksi kips arm ft-kips 1 0.31 4.00 -0.0013 -36.6 -11.3 -3.8 -0.0024 -40.0 -12.4 -112.0 115.7 2 0.00 12.00 • 0.0012 35.2 0.0 0.0 -0.0023 -40.0 0.0 -104.0 0.0 3 0.00 20.00 0.0037 40.0 0.0 0.0 -0.0022 -40.0 0.0 -96.0 0.0 4 0.00 28.00 0.0062 40.0 0.0 0.0 -0.0020 -40.0 0.0 -88.0 0.0 5 0.31 36.00 0.0086 40.0 12.4 37.2 -0.0019 -40.0 -12.4 -80.0 82.7 - 6 0.00 44.00 0.0111 40.0 0.0 0.0 -0.0018 -40.0 0.0 -72.0 0.0 7 0.00 52.00 0.0136 40.0 0.0 0.0 -0.0016 -40.0 0.0 -64.0 0.0 - 8 0.00 60.00 0.0161 40.0 0.0 0.0 -0.0015 -40.0 0.0 -56.0 0.0 9 0.31 68.00 0.0185 40.0 12.4 70.3 -0.0013 -38.9 -12.1 -48.0 48.3 10 0.00 76.00 0.0210 40.0 0.0 0.0 -0.0012 -35.0 0.0 -40.0 0.0 11 0.00 156.00 0.0458 40.0 0.0 0.0 0.0002 4.5 0.0 40.0 0.0 12 0.31 164.00 0.0483 40.0 12.4 169.5 0.0003 8.4 2.6 48.0 10.4 13 0.00 172.00 0.0507 40.0 0.0 0.0 0.0004 12.4 0.0 56.0 0.0 14 0.00 180.00 0.0532 40.0 0.0 0.0 0.0006 16.3 0.0 64.0 0.0 15 0.00 188.00 0.0557 40.0 0.0 0.0 0.0007 20.3 0.0 72.0 0.0 16 0.31 196.00 0.0582 40.0 12.4 202.5 0.0008 24.2 7.5 80.0 50.0 17 0.00 204.00 0.0606 40.0 0.0 0.0 0.0010 28.2 0.0 88.0 0.0 18 0.00 212.00 0.0631 40.0 0.0 0.0 0.0011 32.1 0.0 96.0 0.0 19 0.00 220.00 0.0656 40.0 0.0 0.0 0.0012 36.1 0.0 104.0 0.0 20 0.31 228.00 0.0681 40.0 12.4 235.6 0.0014 40.0 12.4 112.0 115.7 Ftotat= 0.0 kips PBN= 936 kips Atotal= 1.86 in` Neutral Axis co= 8.08 in ok PBN= 842 kips Nominal Pure Bending Moment MoN= 698 ft-kip MBN(ft-kip)= 4818 Design Pure Bending Moment 4MoN= 628 ft-kip 4MBN(ft-kip) = 4336 I t 6443 SW Beaverton Hillsdale Hwy,Suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com FlVV D Y Structural . Civil Engineers Job Name: Broadway Rose Theater Job No: 19130 Sheet No: L '3 C Client: SEA Date: June 2019 By: h7 ht 7 Check Maximum Reinforcing per ACI 530-11: 3.3.3.5 Wall @ Grid 5 pg 3/4 - strain compatibility and equilbrium: max fs= 1.0 x Fy= 40.0 ksi Fstl= 49.6 kips F cmu= 0.8xfm x 0.8c x t= -83.1 kips Pu= 1.0 D + 0.75 L + 0.525 x QE= 33.5 kips p max Neutral Axis c= 13.2 in > Ftotal= 0.0 kips Es at extreme tensile reinforcing = 0.0405 > 4.0 x sy= 0.0055 ok 8 Design Moment Capacity for Pu= 1.2 D+ 1.0 L = 40.9 kips = 5% of 4)PBN applied Mu= 625 k-ft MN= 898 k-ft 4MN= 808 k-ft ok 0.77 for Pu= 0.9 D = 24.9 kips = 3% of 4I'PBN applied Mu= 625 k-ft MN= 820 k-ft (IMN= 738 k-ft ok 0.85 Interaction Diagram Special Reinforced CMU Shearwall (Design Values Shown for Clarity-Nominal Values Used for Calcs) 1000 900 —•—Pure Axial _ 800 —a--Pure Bending �_' 700 Q. 600 Total Load p —Dead Load co 500 —�t—Load 1 --I 400 300 —•—Load 2 200 --+—Load 3 100 Max Axial 0 1000 2000 3000 4000 5000 Moment(ft-kips) 6443 SW Beaverton Hillsdale Hwy,Suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com nW D Y Structural . Civil Engineers himII Job Name: Broadway Rose Theater Job No: 19130 Sheet No: L `3 ci Client: SEA Date: June 2019 By: 114 9 Shear Design Wall @ Grid 5 pg 4/4 Vu= 1.0 Vs Vu = 33 kips Required Flexural Ductile Shear Vdu = 1.25 x Mn/h = 59.1 kips max Vdu =I),2.5 x Vu = 65.8 kips use Vdu = 59.1 kips VM= 2.25 AN (fm)°5 = 120.2 kips 94 psi Ph = 0.0013 ok Am= 0.31 in` s= 48.0 in dv= 260.0 in S max = 1/3 L wall Vs= 0.5*(Av/s)*dv*fy = 33.6 kips Smax = 77.3 in ok VN= VM+Vs — 153.8 kips 121 psi VNmax= 4*Av*(f m)°5 = 213.7 kips 168 psi ok use VN= 153.8 kips _ 121 psi 4 0.80 +VN= 123.0 kips > 59.1 kips ok Existing (1)#5 at 48"o.c. 10 Check Boundary Element Requirements per ACI 530-11,3.3.6.5: Pu = 40.9 kips < 0.1 Ag *fm = 259 kips ok Mu/Vu dv = 0.86 < 3 ok Vu = 32.9 kips < 3*An (fc)^0.5= 174 kips ok Boundary Element Not Req'd 6443 SW Beaverton Hillsdale Hwy,Suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com flW D Y Structural • Civil Engineers Job Name: CMU out-of-plane Job No: 1`1 t 3-o L Sheet No: -44. Client: WDY Date: DEC. 2.p Y Y' By: JO CMU Wall Design for Out of Plane Loads per ACI 530-11, 3.3.5 master updated 2015-12-29 pg 1/2 Location Cs,(2-\0 3 1,44,t.. C.t.. . , P. Ledger Loads P, PfD= 900 plf dead load Pft.= 0 plf floor live e'- -c Pfs= 400 plf snow or roof live - -- e, = 1.00 in cl of bearing to face of wall Concentric Loads (applied at centerline of wall) Pc0= 0 plf dead load(not incl.self wt.) PCseif= 676 plf mid ht self wt wall+parapet(no headers) PCB= 0 plf floor live M Pcs= 0 plf snow or roof live • .c Applied Moments(based on uniform load or equivalent) ML= 0 ft-lb/ft live load from canopy or similar Mw= 1 ft-lb/ft strength level wind per ASCE 7 ME= 1,617 ft-lb/ft strength level seismic (include I E) _ SDS= 0.61 ASCE 7 seismic coefficient SDC = D Wall Information - -\ hw= 21.5 ft clear span height tactual= 7.500 in e= 4.75 in hp= 2.0 ft parapet ht for dl calc fr= 118 psi Table 3.1.8.2 t= 8 in nominal block thickness EM= 2340 ksi 1.8.2.2.1 grouted Partially ok solid or partially grouted Ig = 422 in4 tin.,= 2,600 psi specified compressive strength Mcr= 1106 ft-lb Mcr=fr*21g/t Sallow= 0.007 x h allowable service load deflection 0.007h per 3.3.5.4 h/t= 34.4 Paiiow= 130 psi Reinforcing Information fy= 60 ksi reinforcing steel yield strength Es= 29000 ksi ' 5S-11 p vertical size= 5 n = 12.4 \'o f„ CAC. sf spacing= 40 in o.c. 0.00t' 10 Asp= 0.09 in2/ft Pv= 0.0010 > 0.0007 ok-based on gross are 1.18.3.2.6 location= center d= 3.75 in As max= 0.53 in2/ft ok commentary 3.3.3.5 = 0.90 o Factored Loads per foot of Wa Design E Strength Design Load Factors Puf Pure/2 Pc Pu=Puf+Pc bu Pu Su Mu 4)MN 0 D L S W E lb ft-lb lb lb in ft-lb ft-lb ft-lb 3 1.2 1.6 0.5 1720 340 811 2531 0.03 6 347 2182 ok 4 1.2 1.0 0.5 1.0 1280 253 811 2091 0.02 4 258 2069 ok 5 1.35 1.0 0.2 1.0 1295 256 912 2207 2.28 420 2293 2099 .G. 6-7 0.78 1.0 700 139 526 1226 1.60 163 1919' 18451.G. ASD Load Factors Pservice ssvc Msvc Sallow 6 1.0 0.75 0.75 0.5 0.7 1200 238 676 1876 0.82 127 1497 1.81 ok - 7-8 0.51 0.0 0.7 463 92 348 811 0.35 24 1248 1.81 ok max axial Pu = 2531 lb < #### ok 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •www.wdyi.com • flW D Y Structural • Civil Engineers Job Name: CMU out-of-plane Job No: \")C3o Sheet No: L-fib Client: WDY Date: DE,,- 201 o) By: 0J 0 CMU Wall Design for Out of Plane Loads per ACI 530, 3.3.5 pg 2/2 Location: Iterate to solve for deflections ref Amrhein 5th Edtion Load Combination: 3 4 5 6-7 6 7-8 Pu P„r+Pc= 2531 2091 2207 1226 1876 811 Mu-Pu*8„= 341 254 1873 1756 1370 1224 Iteration 0 50= 0 0 0 0 0 0 Pu*S„= 0 0 0 0 0 0 Mu = 341 254 1873 1756 1370 1224 Convergence 1 81 = 0.03 0.02 1.51 1.29 0.58 0.31 100% Pu*S„= 6 4 278 132 91 21 Mu= 347 258 2151 1888 1461 1245 2 82= 0.03 0.02 2.03 1.54 0.75 0.35 16% Pu*8u= 6 4 373 157 117 24 Mu= 347 258 2246 1913 1487 1247 3 83= 0.03 0.02 2.20 1.59 0.80 0.35 2.9% Pu*S„= 6 4 405 162 125 24 Mu = 347 258 2278 1918 1494 1247 4 84= 0.03 0.02 2.26 1.59 0.81 0.35 0.5% - Pu*Su= 6 4 416 163 127 24 Mu= 347 258 2289 1918 1497 1248 5 85= 0.03 0.02 2.28 1.60 0.82 0.35 0.1% Pu*6„= 6 4 420 163 127 24 Mu = 347 258 2293 1919 1497 1248 oo Calculate Nominal Bending Capacity E ASE a C ICR MN (I)MN 8 in2 in in in4 ft-lb ft-lb 3 0.14 0.32 0.38 19.2 2425 2182 4 0.13 0.31 0.36 18.4 2299 2069 5 0.13 0.31 0.37 18.6 2332 2099 6-7 0.11 0.27 0.32 16.7 2050 1845 6 0.12 0.30 0.35 18.0 7-8 0.11 0.26 0.30 15.8 max c= 0.38 - c within face shell= ok I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •www.wdyi.com