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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 17-00097 - 415 W 6th S - Falls Pointe Apt - 42 UnitsSTRUCTURAL CALCULATIONS PROJECT: Liljenquist Apartments Rexburg, ID PROJECT No: 17.2009 CLIENT: Harris Architecture DATE: 03/02/2017 tsasJsfor ueslgn................................................................................................................................ 1 GravityDesign................................................................................................................................... 3 LateralDesign.................................................................................................................................... 114 FoundationDesign............................................................................................................................. 187 4ORTH 29 LAS`r, STE A O FALLS, IDAHO 83401 IONe:(208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL•MF.P•BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 3632 NORTH RANCHO DRIVE 16771 URF.K " `— LAS VEGAS, NV 89130 ROSE. ' VIL PEION13: (702) 616-3107 PHONE: (I Liljenquist Apartments 03/02/2( Rexbum.ID ' SEAL: 17-00097 Liljenquist Apartments Structural Calcs Office Copy (1 of 1) STRUCTURAL CALCULATIONS PROJECT: Liljenquist Apartments Rexburg, ID PROJECT No: 17.2009 CLIENT: Harris Architecture DATE: 03/02/2017 Sheet Index BasisFor Design................................................................................................................................ 1 GravityDesign................................................................................................................................... 3 LateralDesign.................................................................................................................................... 114 FoundationDesign............................................................................................................................. 187 :)RTH 29 EAST, STB A FALLS, IDAHO £13401 )NI::(208) 552-9874 l. SErl: ENGINEERING SYSTEM SOLUTIONS SS\pNAL FNc STRUCTURAL•MENBUILDING COMMISSIONING <.B www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 3632 NORTH RANCHO DRIVE 1677 EUREKA RD STE N I U I LAS VEGAS, NV $9130 ROSEVILLE, CA 95661 PHONES: (702) 616-3107 PI#ONR: (916) 780-2030 03/02/2017 4L CALCULATIONS FOR DATE ENGINEER: PROJECT NUMBER. SHEET NUlABER. Liljenquist Apartments ( 03/02/2017 I H/M I 17.2009 I COVER Rexburg, ID _. BASIS FOR DESIGN 17.2009 - Liljenquist Apartments BASIS FOR DESIGN NOTES: DESIGN CODE: 2012 IBC DESIGN CRITERIA: wind speed 115 MPH Exp.0 seismic category C allowable soil bearing pressure 2500 psf DESIGN LOADS: SLOPED ROOF: SLOPED ROOF asphalt shingles o/felt 5.0 prefab wood trusses at 24' o.c. 3.5 1/2' plywood or OSB 1.7 10' batt insulation 3.0 5/8' gypboard 2.8 sprinklers 2.0 mech./elec./misc. 2.0 D.L: 20.0 psi L.L: 20 psf SNOW= 35 psi FLOOR: CORRIDORS RESIDENTIAL UNITS acoustical tile (metal suspension) 1.5 0.0 3/4' plywood or OSB 2.5 2.5 wood I joists at 24' o.c. 3.0 3.0 2 layers of 5/8' gypboard 5.6 5.6 1' gyperete 11.7 11.7 6.25' batt insulation (R-19) 1.8 1.8 non bearing partitions 0 3 mech./elec./misc. 2.9 2.4 D.L.= 29.0 psi 30.0 psi L.L: 100 psf 40 psi EXTERIOR WALLS: stucco on metal lath 1/2' plywood or OSB 2x wood studs at 16' o.c. 5/8'gypboard 6.25' batt insulation (R 19) mech./elec./misc. brick veneer MATERIALS, structural lumber connections reinforcing steel 9.0 1.7 1.2 2.8 1.8 1.5 D.L: 18.0 psf 39 psf ADDITIONAL Douglas Fir #2 Simpson Grade 60 17.2009 - Liljenquist Apartments 2 GRAVITY DESIGN 17.2009 - Liljenquist Apartments FRAMING KEY PLANS 17-2009 - Li1jenquist Apartments 4 III a III f.I III A I- – ---.– —1. II it I 11 1 L - - --- - - - - - L i II dl 1I III a Il ll m O 1n � W O nm O 0 O O.. o CR X3 x i W _: A N I,, i W 0 W N N m O 1n � W O O 0 O O.. m I I 3 CD 0 Z m x m 17 Z G) co m m 12� JOIST DESIGN 17.2009 - Li1jenquist Apartments 10 IVSPEC RedSpec'" by RedBuilt'" v7.1.4 Project: Project Type: Corridor Long Location: Rexburg, ID Folder: Floor Joists Date: 2/22/17 7:14 PM Designer: SDG Comment: DOUBLE 11.875" Red-I45L'm @ 2411 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 All Spans Pass/Fail PASS Shear (lb) 51% Positive Moment (ft -Ib) 93% 1742 3400 Floor(100%) 1.OD+1.OL 5878 6350 Floor(100%) I.OD+I.OL All Spans PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern All Spans Pass/Fail PASS Span Live 77% 0.261 0.338 L/620 L/480 I.OD+I.OL 0.450 L/480 L / 360 1.OD+1.OL All Spans PASS Span Total 75% 0.337 FloorChoice'" Rating: 8.8 Performance rating is based on: 24 oc (23/32", 3/4") sheathing, glued and nailed, 1 1/2" Lightweight Concrete topping, 5/8" Gypsum ceiling, ' simple span, flexible support. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction, Critical (100) 392 (100) Dead Reaction (b) 392 Total Reaction (lb) (DOL%) 1741 (100) 1741 (100) f Bearing Flush Flush Support Beam Wall 7 Req'd Bearing, No Stiffeners (in) 1.75 1.75 I Req'd Bearing, Stiffeners (in) - - (' HANGERS Model Top Face Member Header Size i Left None Selected Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. 13'- 6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 100 29 0 24" Glued Floor Joist NOTES • Building code and design methodology: 2012 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. • Connect multiple ply members per RedBuilt'" Installation Guidelines. W:\SMEP\2017\17.2000 SIR only\17.2009_Liljenquist Apartments\02 Engineering\Calculations\Structural\Gravity\17.2009_floor joists.red 2/22/2017 7:14:56 PM Project : Floor Joists : Corridor Long 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 installe, in accordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and muss 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'M, Red -145", Red -1451-1M, Red-I58'M, Red -1657^, Red -1657'^, Red -190'M, Red-190H'M, Red-190HS'", Red -LTM, Red -1 -TIM, Red - W'", Red-S'M R d- Red ;ti- Red Lam"" FloorChoice'" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright p 2010-2016 RedBuilt LLC 1111 rights reserved. 17.E - Llljenqulst Apartments 1 RedSpeCT" by RedBuiltT" v7.1.4 Project: Project Type: Corridor Short Location: Rexburg, ID Folder: Floor Joists Date: 2/22/17 7:15 PM Designer: SDG Comment: 9.5" Red-I451_Tm @ 24" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed IESIGN CONTROLS % Design Allow. DOL Combination Pattern Shear (lb) Positive Moment (ft -Ib) 63% 61% 892 1543 1420 Floor(100%) 2525 Floor(100%) 1.OD+1.OL 1.OD+1.OL All Spans Req'd Bearing, No Stiffeners (in) 1.75 Req'd Bearing, Stiffeners (in) - All Spans DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Span Live 42% 0.073 0.173 L/999+ L / 480 1.OD+1.OL All Spans Span pan Total o 41 /0 0.094 0.231 L / 861 L/ 360 1.OD+1.OL All Spans FloorChoice'" Rating: 9.9 UPPORTS Support 1 Live Reaction, Critical (lb) (DOL%) 692 (100) Dead Reaction (lb) 201 Total Reaction (lb) (DOL%) 892 (100) Bearing Flush Support Beam Req'd Bearing, No Stiffeners (in) 1.75 Req'd Bearing, Stiffeners (in) - ANGERS Model Left None Selected Right None Selected )ANS AND LOADS Dimensions represent horizontal design spans. (PLICATION LOADS Performance rating is based on: 24 oc (23/32", 3/4") sheathing, glued and nailed, 1 1/2" Lightweight Concrete topping, 5/8" Gypsum ceiling, simple span, flexible support. RedSpec has not performed a structural analysis of the sheathing. Support 2 692 (100) 201 892 (100) Flush Wall 1.75 Top Face Member Header Size 6'- 11.0" Type Units DOLD Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 100 29 0 24" Glued Floor Joist ITES • Building code and design methodology: 2012 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. SMEP\2017\17.2000 STR only\17.2009_Liljenquist Apartments\02 Engineering\CalculatIons\Structural\Gravity\37.2009_Hoor joists.red rojea : rioor Joists : Corridor Short Page 1 of 1 Pass/Fail PASS PASS Pass/Fail PASS PASS products noted are intended for interior, untreated, non -corrosive applications with normal temperatures and dry conditions of use, and must be Installed :cordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and must pproved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt'" plate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. luilt", RedSpeCT", Red -I'", Red -145", Red-I45LTM, Red-158TM, Red -165'", Red -]65T'", Red -190'", Red -190H'", Red-190HS'm, Red -LTM, Red -LT'", Red - Red -S'" R d- R T", Red Lam'" FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright p 2010-2016 RedBuilt LLC. qlI rights rued. 1 �. 0�5 �iljenqulst ApartmentsL IVSPEC RedSppeec'" by ReclBuilt` v7.1.4 Project: Project Location: Rexburg, ID Folder: Floor Joists Date: 2/22/17 7:16 PM Designer: SDG Comment: 25% Type: Exterior Popout 11.875" Red -145L TM @ 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 All Spans Shear (lb) 96% -1629 1700 Floor(300%) 1.OD+1.OL Positive Moment (ft -Ib) 25% 806 3175 Floor(100%) 1.OD+1.OL Even Members Negative Moment (ft -Ib) 74% -2339 3175 Floor(100%) 1.OD+I.OL All Spans DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Span Live 24% 0.066 0.277 L/999+ L/480 1.OD+1.OL Even Members Span Total 17% 0.062 0.369 L/999+ L/ 360 1.013+1.01_ Even Members Overhang Live (down) 60% 0.045 0.075 2L/ 804 2L/ 480 1.OD+1.OL Odd Members Overhang Total (down) 97% 0.097 0.100 2L / 370 2L / 360 1.OD+1.OL Odd Members Overhang Live (up) -0.022 2L / 999+ _ Overhang Total (up) 0.000 2L/ 0 FloorChoice'" Rating: 9.6 Performance rating is based on: 24 oc (23/32", 3/4") sheathing, glued ' and nailed, 1 1/2" Lightweight Concrete topping, 5/8" Gypsum ceiling, simple span, flexible support. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 1031 (100) 295 (100) Dead Reaction (lb) 1326 93 Total Reaction (lb) (DOL07o) 2357 (100) 388 (100) Bearing Bottom Flush Support Wall Beam Req'd Bearing, No Stiffeners (in) 5.08 1.75 Req'd Bearing, Stiffeners (in) 3.71 - HANGERS Model Top Face Member Header 14-10d 6-10dx1..5" Glulam DF/SP Right U14* (* = Web stiffeners required) SPANS AND LOADS Dimensions represent horizontal design spans. 1'- 6.0" 11'- 0.75" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 40 30 0 16" Glued Floor Joist Pass/Fall PASS PASS PASS Pass/Fail PASS PASS PASS PASS Size 8.75x34.5 ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Point plf Floor(100%) 430 687 0'-0.0" Adds To Load from Roof, Floor, Walls above NOTES • Building code and design methodology: 2012 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 Red Built recommendations. W:\SMEP\2017\17.2000 STR only\17.2009_Liljenquist Apartments\02 Engineering\Calculations\Structural\Gravity\17.2009_floor joists.red 2/22/2017 7:16:46 PM Project : Floor Joists : Exterior Popout 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 Installer in accordance with local building code requirements and Red Built'" 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 Red Built'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt"", RedSpec'"', Red -I'", Red -145'"', Red -1451-'", Red -158T", Red -165'"', Red -1657'", Red-I90T", Red -I901-1'", Red-I90HS'", Red -L'", Red -LT", Red - WT", Red -S'" Rgd-r� Rid RedLamT" FloorCholce'" are trademarks of Red Built LLC, Boise ID, USA. Copyright p 2010-2016 Redsullt LLCI SII rights reserved. 17.05 Lil"jenqulst Apartments j WSPEC Project: Project Type: Exterior Popout Location: Rexburg, ID Folder: Floor Joists RedSpecTM by ReclBuiltTM v7.1.4 Date: 2/22/17 7:16 PM Designer: SDG Comment: Live Reaction, Critical (lb) (DOL^/o) 780 (100) Live Reaction, Max. (lb) (DOL%) 11.875" Red -145L TM @ 1211 o.c. with Glued Sheathing 1912 (100) This product meets or exceeds the set design controls for the application and loads listed Bottom _ IESIGN CONTROLS % Design Allow. DOL Combination Pattern Req'd Bearing, Stiffeners (in) Shear (lb) 72% -1222 1700 Floor(300%) 1.OD+1.OL All Spans Pass/Fail Positive Moment (ft -Ib) 0% 0 0 Dead PASS Negative Moment (ft -Ib) 55% -1754 3175 Floor(100%) 1.OD+1.OLAll Spans PASS P PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Span Live 3% Span Total 4^/ -0.002 -0.075 L/999+ L/480 -0.004 1.OD+1.OL Odd Members Pass/Fail PASS Overhang Live (down) 27% -0.100 L/ 999+ L/ 360 0.020 0.075 2L/ 999+ 2L/ 480 IoD+1.0L 1.OD+1.OL Odd Members PASS Overhang Total (down) 51% 0.051 0.100 2L / 702 2L / 360 1.OD+1.OL Odd Members Odd Members PASS Overhang Live (up) 0.000 2L / 999+ PASS Overhang Total (up) 0.000 2L/0 FloorChoice'" Rating: 10.0 T UPPORTS Support 1 Live Reaction, Critical (lb) (DOL^/o) 780 (100) Live Reaction, Max. (lb) (DOL%) 780 (100) Dead Reaction (lb) 1132 Total Reaction (lb) (DOL%) 1912 (100) Net Uplift Reaction (Ib) (DOL%) Bearing Bottom _ Support Wall Req'd Bearing, No Stiffeners (in) 3.50 Req'd Bearing, Stiffeners (in) - ANGERS Model Right U14- (* = Web stiffeners required) PANS AND LOADS Dimensions represent horizontal design spans. Performance rating is based on: 24 oc (23/32", 3/4") sheathing, glued and nailed, 1 1/2" Lightweight Concrete topping, 5/8" Gypsum ceiling, simple span, flexible support. RedSpec has not performed a structural analysis of the sheathing. Support 2 0 60 (100) -310 0 -540 (100) Flush Beam 1.75 Top Face Member Header Size 14-10d 6-10dx1.5" Glulam DF/SP 8.75x34.5 V- 6.0" 3'- 0.0" rPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 40 30 0 12" Glued Floor Joist IDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Point plf Floor(100%) 430 687 0'-0.0" Adds To Load from Roof, Floor, Walls above ITES • Building code and design methodology: 2012 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 Red Built recommendations. • Net uplift over 200 Ib detected. ¢MEP\2017\17.2000 STR only\17.2009_Liljenquist Apartments\02 Engineering\Calculations\Structural\Gravity\17.2009_floor joists.red 2/2017 7:16:21 PM Project : Floor Joists : Exterior Popout Page 1 of 1 products noted are intended for Interior, untreated, non -corrosive applications with normal temperatures and dry conditions of use, and must be installed ccordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and mus[ ipproved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt­ Built—, RedSpec'", Red-I"'"Red-145'", Red-145LT", Red -158'", Red -165'", Red-I65T'", Red -190'", Red-I90HT", Red-I90H5'", Red -L'", Red -LT'", Red- , Red -S'" R d- R RedLdm'" FloorChoice'" are trademarks of Red Built LLC, Boise 10, USA. Copyright © 2010-2016 RedBuilt LLC ij' rights rved. 17.�0�5-�iljenquist Apartments 4 IVSPEC - RedSpecT" by RedBuiltT" v7.1.4 ect Locat on: Rexjburg, ID Type: Floor Joist Folder: Floor Joists Date: 2/22/17 7:17 PM Designer: SDG Comment: 11.875" Red -145L T11 @ 16" o.c. with Glued Sheathing Live Reaction, Critical (lb) (DOL%) This product meets or exceeds the set design controls for the application and loads listed 900 (100) DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear (lb) 46% -784 1700 Floor(300%) I.OD+I.OL All Spans PASS Positive Moment (ft -Ib) 63% 1992 3175 Floor(100%) 1.OD+1.OL Odd Members PASS Negative Moment (ft -Ib) 70% -2237 3175 Floor(100%) 1.OD+1.OL All Spans PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 41% 0.162 0.393 L/999+ L/480 1.OD+1.OL Odd Members PASS Span Total 51% 0.268 0.524 L / 704 L / 360 1.OD+1.OL Odd Members PASS FloorChoice'" Rating: 6.7 Performance rating is based on: 24 oc (23/32", 3/4") sheathing, glued - ' and nailed, 1 1/2" Lightweight Concrete topping, 5/8" Gypsum ceiling, Top continuous spans, Flexible support. RedSpec has not performed a Left None Selected structural analysis of the sheathing SUPPORTS Support 1 Support 2 Support 3 Live Reaction, Critical (lb) (DOL%) 356 (100) 900 (100) 249 (100) Dead Reaction (lb) 254 675 114 Total Reaction (lb) (DOL -16) 610 (100) 1576 (100) 363 (100) Bearing Flush Bottom Flush Support Wall Beam Wall Req'd Bearing, No Stiffeners (in) 1.75 3.50 1.75 Req'd Bearing, Stiffeners (in) - - - HANGERS Model Top Face Member Header Size Left None Selected Right U14* 14-10d 6-10dx1.5" Glulam DF/SP 8.75x34.5 (* = Web stiffeners required) SPANS AND LOADS Dimensions represent horizontal design spans 15'- 8.75" 10'- 4.25" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 40 30 0 16" Glued Floor Joist NOTES • Building code and design methodology: 2012 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 Red Built recommendations. W:\SMEP\2017\17.2000 STR only\17.2009_Liljenquist Apartments\02 Engineering\Calculations\Structural\Gravity\17.2009_Ooor jolsts.red 2/22/2017 7:17:20 PM Project : Floor Joists : Floor Joist 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 installer 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. RedBuIlV", RedSpecT", Red -I'", Red -1451", fR.ed-I45LT", Red -]587", Red-I65T", Red -165T7", Red -190'", Red -190H'", Red-190HST", Red -L'", Red -LT'", Red - WT", Red -Sl" R d-M'"Refn,, '", eu str Apartments tljlQntse trademarks of Red Built LLC, Boise ID, USA. Copyright © 2010-2016 Red Built LLC PSI rights reserved. /. 0-- ' L IJ" q p 9 WSPEC edSpeCTM by RedBuilt'"' 7.1.4 Project: Project Type: Storage Joists Location: Rexburg, ID Folder: Floor Joists Date: 2/22/17 7:17 PM Designer: SDG Comment: 11.875" Red -145L TIM @ 1611 o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed :SIGN CONTROLS % Design Allow. DOL Combination Pattern Shear (lb) Positive Moment (ft -Ib) 49% 52% 827 1653 1700 Floor(100%) 3175 Floor(100%) 1.0D+1.01_ 1.OD+I.OL All Spans Req'd Bearing, No Stiffeners (in) 1.75 Req'd Bearing, Stiffeners (in) - All Spans DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Span Live 3400 0.067 0.200 L/999+ L/480 I.OD+I.OL All Spans Span Total 31% 0.084 0.267 L/ 999+ L / 360 1.0D+1.0L All Spans FloorChoiceT" Rating: 9.9 PPORTS Support 1 ive Reaction, Critical (lb) (DOL^/o) 667 (100) Dead Reaction (lb) 160 Total Reaction (lb) (DOL%) 827 (100) Bearing Flush Support Wall Req'd Bearing, No Stiffeners (in) 1.75 Req'd Bearing, Stiffeners (in) - NGERS Model Left None Selected Right None Selected WS AND LOADS Dimensions represent horizontal design spans. PLICATION LOADS Performance rating Is based on: 24 oc (23/32", 3/4") sheathing, glued and nailed, 1 1/2" Lightweight Concrete topping, 5/8" Gypsum ceiling, simple span, Flexible support. RedSpec has not performed a structural analysis of the sheathing. Support 2 667 (100) 160 827 (100) Flush Beam 1.75 Top Face Member Header Size Type Units DOL u Live Dead Partition Tributary Member Type Uniform psf Floor(100 /o) 125 30 0 16" Glued Floor Joist rES • Building code and design methodology: 2012 IBC ASD (US). • Deflection analysis is based on composite action with 24 oc (23/3211, 3/4") sheathing, glued and nailed. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per Redeuilt recommendations. MEP\2017\17.2000 STR only\17.2009_Liljenquist Apartments\02 Eng ineering\Calculations\Structural\Gravity\17.2009_floor joists. red rolecr : rioor joists : Storage Joists Page 1 of 1 Pass/Fail PASS PASS Pass/Fail PASS PASS roducts noted are intended for interior, untreated, non -corrosive applications with normal temperatures and dry conditions of use, and must be installed ordance with local building code requirements and Redeuilt'" recommendations. The loads, spans, and spacing have been provided by others and must proved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBUiltT" late. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. lilt'", RedSpec'", Red -I", Red -145T", Red -145L'", Red -158'", Red-165TX, Red -165T", Red -I90'", Red -190X'", Red-I90HS'M, Red -U", Red-LTTM, Red- ied-5'" R d-M'M Red ;I.LTM, Red Lam'" FloorChoiceT" are trademarks of Red Built LLC, Boise ID, USA. Copyright © 2010-2016 Red Built LLC.LFII rights 'ed. 17. 009' - Llljenqulst Apartments9 BEAM & HEADER DESIGN 17.2009 - Liljenquist Apartments 17 t'J 7,0 2-4 4 `I�33�\ 4J vs ul, _)-n Psf (W, s = 11D �4F wot 3o�5P(� `^J LI, , 4a L_o1\rj W DL > 125 ("'f ( )`1 ) - 31A2 PLF- �Dt. s 1087 P4F wG�- � 14$0 CC -P OF-Ovc- L Of,�D : VJpLs .2 cr Ps'f'\�,33�d l�,Gb�� 2O1 pLp ww =Ro ;7G-O-iL Loco worm A �o Pao ( I) 3v PAF w L -k- , 140 qsF (1) = `lo ft.F W oL- IaNl pf F W4 -t- 573 f�F v.) Lr_ = 241 e�y "-CXT ON (°W' OM N�A-f ' (I 1 Ret -(tog7FLF>( C) = 6w7a Rt,L- `130CI_f. (I)v y,p-} pct Name: 17 2009 - I ilicnn 'st 4.p;irtMpn, Project #: I Initials: Date: Sheet: OgCptrt,a..t r -O. ,,., f -LQ oR 300,Ts vosh" -� Vlo fl -f- (4QuK) VJtt,r 230 R4- (�Apt,if�T) v �u,• 4o P �tA'4YI+�.t.1 (-ta,nv,.,^, RAA 7- ?b\," Qef,a-,-,A ,,N LT ,\-r- r -0d4-- wn� � Z� ps.� (2' -F •1,33 / s Co 3. 3 P� F 2 W LL, ` 4 3. 3 F&F )/ 2 2 Project Name: Project #: Initials: Date: Sheet 17 ?Ona I ihenni list Apartment 1 11 19 CM.tn1.oA=-h_ g AAA , - j> -oo F- V --'DL = (Z�psF}( 3') (10 pLF \PJLL.=- two ptc �Wo2 wLL � yapst- (r) -. 4d PAF Lvq LL w°L= 12 P, l9) 3N2 P�f C tfN-r L. A -p F -(mown [rT G'f: 14' apt* 9Tytg `lZo �2a PSfi�t i la c 2,2W 1-- y 12" 2.2yk Y t70E- woLr w�t.R� 5s p�F t-uroR r wAklk. ; -w 1>1-' 342.pLF WaL "0 Pt ¢ ",-u 35oek f )ject Name: 5No C . ? cot.> Z,`i eLl, ` RI'b J., Date: � Sheet: Project Title: Engineer: Project ID: Project Descr: 2000 STR only\17,211 ugenqulstP Description : Cantilever Beam 2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 L d Combination Set ASCE 7-10 oa Material Properties Analysis Method: Allowable Stress Design Fb- Tension 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2,600.0 psi Ebend-xx 2,000.Oksi Fc -Prll 2,510.0 psi Eminbend -xx 1,016.54ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Fv 285.0 psi Wood Grade MicroLam LVL 2.0 E Ft 1,555.0 psi Density 42.Opcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.687) Lr 0.9) L(0.34) D(0.5730) Lr(020) L(0.40) • • M Il r 3-1.75x11.87 3-1.7501.87 3-1.75x11.87 Span =6.3308 Span =6.330 ft Span =4.50n „Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.5730, Lr = 0.20, L = 0.40 klfl Load for Span Number 3 Point Load : D = 0.6870, Lr = 0.90, L = 0.340 k an, 4.250 fl, (Reaction from Cant' Joist 1) DESIGN SUMMARY _ _ __ _ ' • Maximum Bending Stress Ratio _ 0.539 1 Maximum Shear Stress Ratio = 0.381 : 1 Section used for this span 3-1.75x11.87 Section used for this span 3-1.75x11.87 fb:Actual = 1,400.50 psi fv:Actual = 108.58 psi FB: Allowable = 2,600.00 psi Fv : Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.330ft Location of maximum on span - 6.330ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward Transient Deflection 0.093 In Ratio = 1158>=480. Max Upward Transient Deflection -0.012 in Ratio= 6378>=480. Max Downward Total Deflection 0.257 in Ratio = 420>=360. Max Upward Total Deflection -0.031 in Ratio= 2463>=360. Overall Maximum Deflections Load Combination Span Max. %" Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+0.7501-00.750L+0.45OW+H 1 0.0235 3.138 0.0000 4.043 2 0.0000 3.138 +D+0.750Lr+0.750L+0.450W+H -0.0310 4.043 +D+0.750Lr+0.750L+0.450W+H 3 0.2568 4.500 0.0000 4.043 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 3.159 4.430 12.213 Overall MINimum 0.706 0.196 3.430 +D+H 1.755 2.567 6.509 17.2009 - Liljenquist Apartments 21 Project Title: Engineer: Project Descr: Project ID: Wood Beam ' 2000 STIR only\172009DIenGmst ApartmenIM2 EngIreerJnJCelwlaUonstSvucu,,,AGrdvi y172009 beams .0 ENERCALC, INC. 1983-2017, 8w1d 6.171 16, V,,!6.17.1.16 d' Description : Cantilever Beam 2 " Vertical Reactions Support notation: Far left is N1 Values in KIPS load Combination Support 1 Support 2 Support 3 Support4 +D+L+H 2.922 4.430 10.684 +D+Lr+H 2.461 2.764 9.939 +D+S+H 1.755 2.567 6.509 +D+0.750Lr+0.750L+H 3.159 4.112 12.213 +0+0.750L+0.750S+H 2.630 3.965 9.640 +D+0,60W+H 1.755 2.567 6.509 +D+0.70E+H 1.755 2.567 6.509 +D+0.750Lr+0.750L+0.450W+H 3,159 4,112 12.213 +D+0.750L+0.1505+0.450W+H 2.630 3.965 9.640 +D+0.750L+0.7505+0.5250E+H 2.630 3.965 9.640 +0.60D+H0W+0.60H 1.053 1.540 3.906 +0.60D+0.70E+0.60H 1.053 1.540 3.906 D Only 1.755 2.567 6.509 Lr Only 0.706 0.196 3.430 L Only 1.167 1.863 4.175 S Only W Only E Only H Only 1,61 3.30 4.95 6.49 8.19 9.84 11,54 13,11 1418 16,48 Distance (ft) 7+H I+D+1+N I+D+1i+N I+D+S+N 1+D+1.7SO1+D.1S01+N I+D+0.7501+0.7565+N +0.60W+N I+D+O.]DE+N I+D+O.TSOt+O.TSOl+0.4SOW+N I+D+0.7S01+0.7505+0.4SOW+N I+D+O.TSDI+O.1565+O.S2SOE+NI+0.66D+D.6DW+0.60N 1.66D+0.10E+0.6DN 17.2009 - Liljenquist Apartments 22 Description : Cantilever Beam 2 1.60 ID 4,95 6.49 8.19 9.84 1154 1311 14.78 1648 Distance (ft) 1+D+H I+D+t+H I+D+U+H I+D+S+H I+D+01SDI+D.ISDI+B I+D+D.ISDI+67SDS+N +D+0.6DW+H 104 7DE+H 1447501,147SI)MAS6W+8I+D+D.1SD1+6.1S6S+O.8SDW+H I+D+D.7SR+D.ISDS+D:SZSDE+NI+66DD+6.66W+6.668 +0.66D+6.1DE+6.6DH 1.16 3.56 S91 7.13 894 1015 QISS 1383 ISIR 16.40 Distance (ft) I+D+H I+D+I+H I+D+NH I+D+S+N I+D+6.ISDb+D.1S6l+N 1+D+D.ISDI+D.ISDS+H 1440+11 1+D+D.1DE+H I00.ISDN+D.1S6t+DA MH I+D+D.1S6t+D.1S6S+O.4SDW+H I+D+D.791. 7SDS+ RS6EOI0.6DD+6.6DW+6.011 1+6.6DD+D.1DE+6.60H IDonly IIIOMly IOnly aSonly IW0nly IEonly IHOnly 17.2009 - Liljenquist Apartments 23 Project Title: Engineer: Project Descr Wood Beam 2000 STR onlytl72009_LiljengWi to Description: Cantilever Beam Project ID: CODE REFERENCES +D+L+H Load Combination - Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Location of maximum on span = 11.167ft Location of maximum on span Load Combination Set: ASCE 7-10 +D+L+H Span # where maximum occurs = Span # 1 Material Properties = 11.167 ft Maximum Deflection Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Fb- Tension 2,600.0 psi E: Modulus of Elasticity Max Downward Transient Deflection Fb-Compr 2,600.0 psi Ebend-xx 2,000.Oksi Wood Species : Trus Joist Fc -Prll Fc - Perp 2,510.0 psi 750.0 psi Eminbend -xx 1,016.54ksi Wood Grade : Micro Lam LVL 2.0 E Fv 285.0 psi 0.063 in Ratio = Beam Bracing : Completely Unbraced R 1,555.0 psi Density 42.Opcf 2-1.75x11.87 2-1.75x11.87 Span= 11.167 It soon = 1.60 6 L(1.86) J Applied. (OadS Service loads entered. Load Factors will be applied for calculations. team self weight calculated and added to loads — oads on all spans... Uniform Load on ALL spans: D = 0.030, L = 0.040 k/fl pact for Span Number 2 Point Load : D = 2.570, Lr = 0.20, L = 1.860 k (0, 1.50 it, (Reaction from Cant' Beam 2) DESIGN SUMMARY aximum BendingStress Ratio---- ------ 0.39T. 1 Maximum Shear Stress Ratio = 0.566 : 1 _ Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 to : Actual - 982.85psi fv : Actual 161.39 FB : Allowable = 2,476.23 psi Fv : Allowable _ psi Load Combination +D+L+H Load Combination - 285.00 psi Location of maximum on span = 11.167ft Location of maximum on span = +D+L+H Span # where maximum occurs = Span # 1 Span # where maximum occurs = 11.167 ft Maximum Deflection Span # 1 Max Downward Transient Deflection 0.026 in Ratio = 1406>=480. Max Upward Transient Deflection -0.027 in Ratio = 5038>=480. Max Downward Total Deflection 0.063 in Ratio = 572>=360. Max Upward Total Deflection -0.068 in Ratio = 1982>=360. .___....... ..... ........................... Overall Maximum Deflections iad Combination Span Max. %" Dell Location in Span Load Combination Max. "+" Dell Location in Span �D+L+H 2 0.0000 1.500 0.0628 1.500 +D+L+H -0.0676 6.862 'ertical Reactions Support notation: Farleftis#1 0.0000 6.862 gad Combination Support 1 Support 2 Suppon 3 Values in KIPS Vera]] MAKimum -0.157 5.615 Verall MINimum -0.027 0.227 D+H -0.114 3.218 D+L+H -0.145 5.615 17.2009 - Liljenquist Apartments 24 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+S+H -0.114 3.218 +D+O.750Lr+0.750L+H .0.157 5.186 +D+0.750L+0.750S+H -0.137 5.016 +D+H0W+H -0.114 3.218 +D+0.70E+H -0.114 3.218 +D+0,75OLr+0.750L+0.450W+H -0.157 5.186 +0+0.750L+0.7505+0.450W+H -0.137 5.016 +D+0.750L+0.750S+0.5250E+H -0.137 5.016 +0.60D+0.60W+0.60H -0.069 1.931 +0.60D+0.70E+0.60H -0.069 1.931 D Only -0.114 3.218 Lr Only -0.027 0.227 L Only -0.031 2.397 S Only W Only E Only H Only B +D+N 1 +D+6.60W+N 1 +6.660+DRE+6.60H 1,11 M3 3.68 4.13 6.10 7A2 8.67 882 11.17 12,40 Distance (ft) +D+1+H I+D+11+H I+D+S+N I+D+0.1501+6.IS6l+N I+D+6.1501+67565+N I+D+D.1DE+H I+D+6.15611+0.1501+0.HNAI+D+0.1501+67S0S+D.MW+HI+D+0,1561+6.1505+O.S2S6E+HI+0.600+0.60W+D.66H 17.2009 - Liljenquist Apartments 25 I IY +D+H 1 +D+[+H +D+0.60W+H 1+D+0.7DE+H 0.60MBE+0.60H 1.43 3.68 493 6,18 7,42 8,67 992 11,17 12,40 Distance (ft) I+D+L+H I+D+S+H I+D+0.7S0[1+DJSR4H I047SO[+DJSDS+H 1 +D+DJSOb+0.750[+0.4SDW+H 1 +D+6.110[+6.1101+0.4SOW+N 1 +D+D.ISOI+O.ISDS+O.SZSUE+H 1 +D.60D+0.60W+0.60H 17.2009 - Liljenquist Apartments 26 Lig 2,43 3168 4,93 6,18 7,42 8167 9192 IL28 12,45 Distance (ft) 7+N +0.60W+H I +D+I+H I+D+D.7DE+H I +D+[ +H I +D+S+H I+D+0.7S6[1+D.7SOI+6.4SOW+HI+D+0.116[+D.TSDS+0.4SDW+H 1 +D+6.1161 +6.110[+N 100,791.0,755+11 I+D+O.1SDt+6.1161+6.S2SOE+NI 0.606+6.60W+0.60H 1.66MAE+0.60H IDOnly Ibonly IOnly ISOnIy, IWOnIy MY 1 HOfiIy 17.2009 - Liljenquist Apartments 26 Project Title: Engineer: Project Descr: Description : Cantilever Beam 4 Project ID: Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Section used for this span 1,340.06psi Load Combination Set: ASCE 7-10 fv:Actual 2,579.82 psi Material Properties +D+L+H Load Combination Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2,600.0 psi Ebend-m 2,000.Oksi 672>=480. Fc -Prll 2,510.0 psi Eminbend -xx 1,016.54ksi Wood Species : Trus Joist Fc - Perp Fv 750.0 psi 285.0 psi -0.238 in Wood Grade Microl-am LVL 2.0 E Ft 1,555.0 psi Density 42.Opcf Beam Bracing : Completely Unbraced 4-1.75x11.87 4-1.75x11.87 Soan = 11.670 It Span = 1.50 It Service loads entered. Load Factors will be applied for ryFFI Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.030, L = 0.040 klfl Load for Span Number 1 Uniform Load : D = -0.310, L = -0.230, Tributary Width =1.0 ft, (Reaction from Cant Joist 11 Load for Span Number 2 Point Load : D = 6.510, Lr = 3.430, L = 4.180 k 0, 1.50 It, (Reaction from Cant Beam 21 Point Load : D = 0.490, Lr = 0.490 k 0, 1.50 ft, (Reaction from GT) DESIGNS...SUMMARY 'Maximum Bending Stress Ratio = 0519.1 Maximum Shear Stress Ratio Section used for this span lb: Actual = FB : Allowable = Load Combination Location of maximum on span = Span If where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Load 4-1.75x11.87 Section used for this span 1,340.06psi fv:Actual 2,579.82 psi Fv : Allowable +D+L+H Load Combination 9.062ft Location of maximum on span Span # 1 Span # where maximum occurs 0.053 in Ratio= 672>=480. -0.089 in Ratio= 1564>=480. 0.150 in Ratio= 240 <360.0 -0.238 in Ratio= 589>=360. )ns , Span Max.- Dell Location Combination Design ok. deflection as permitted by code. 0.711 : 1 4-1.75x11.87 202.61 psi 285.00 psi +D+L+H = 11.670ft Span # 1 Max. *+" Dell Location in Span 1 0.0000 1.500 +D+0.750Lr+0.750L+0.450W+H -0.2377 � +D+0.750Lr+0.750L+0.450W*H 2 0.1497 1.500 0.0000 0.454 Support notation: Far left is#1 Values in KIPS Combination 17.2009 - Liljenquist Apartments 1 Support2 Support 27 Project Title: Engineer: Project Descr Wood': Beam 2000 STR.onlyl17 2009_Liltengwsr;A Description : Cantilever Beam 4 Load Combination Overall MINimum +D+H' +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.7505+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.7505+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support notation : Far left is #1 vvo1 L I ouppun c ouppon s -0.504 3.672 -2.397 6.494 -4.047 10.166 -2.901 10.918 -2.397 6.494 -4.013 12.566 -3.635 9.248 -2.397 6.494 -2.397 6.494 -4.013 12.566 -3.635 9.248 -3.635 9.248 -1.438 3.896 -1.438 3.896 -2.397 6.494 -0.504 4.424 -1.650 3.672 Values in KIPS Project ID: 614 1,54 3185 515 6,45 7.76 9.06 18,37 11,67 12,96 Distance (A) A I+D+(+H 10+10 1+D+S+H I+D+D.750b+0.7591+H I+D+6.7501+6.7SDS+H +0.60W+H I+0+076E+H I+D+D.751)b+67SD1+D.4S0W+HI+0+6.7501+6.RDS+6.4S6W+HI+D+6.1501+D.7SDS+0.S2S6E+HI+6.0466W+AH 6D0+6.70E+6.60H 17.2009 - Liljenquist Apartments 28 v.... -r'..... 1 +D+H 1 +D+I+N I+D+O.6DW+H i+D+D.1DE+N 1 +0.660+D.IDE4661i C 254 3.85 5115 6.45 1.16 9,Od 1011 11,61 12,94 Distance (ft) I 04 I+D+S+H I+D+D.1S0li+D.IS0I+H I+D+DJSR+D.1SDS+H +D+0.1SDl+0.1Sal+D.4SDW+N I+D+D.1S61+D.1SDS+6ASDW+H I+D+D.1SDl+D.1SDS45.S2SDE+H I+D.6DD+6.6DW+D.6DN 17.2009 - Liljenquist Apartments 29 124 2.54 3.85 5.15 MS 7.76 9,06 10.31 11,80 13 Distance (ft) +D+H I+D+I+H I+D+b+H 10+50 1+D+D.ISDU+DJSDI+H I+D+D.1SDl+D.ISDS+H 1+D+0.60W+H 1+D+0.1DE+H I+D+O.ISDU+D.ISDI+DASDW+H I+D+D.ISOl+D.1SDS+69SDW+H I+D+DJSDI+D.ISDS+D.SZSDE+NI+0160+D.6DW MIl 1+0.600+D.JDE+D.6DN IDOnly 11, only lOfily IS4nly IWOnIy IEOnIy IHOnly 17.2009 - Liljenquist Apartments 29 L• " ZTTE File W1$MEP1201T7763EC�1.2001770FAE-7(2 .. fb : Actual 6X8 Description R1 Roof Exterior FS: Allowable 632.68 psi 1,003.44psi jrma L Load Combination 1.00 a- y w Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Location of maximum on span +D+S+H Load Combination Set: IBC 2012 Span # where maximum occurs = 2.500ft Material Properties Maximum Deflection Span # 1 Analysis Method: Allowable Stress Design Max Downward Transient Deflection 0.430 Load Combination IBC 2012 Fb - Tension 875.0 psi 2030>=360. Fb - Compr 875.0 psi Wood Species ;Douglas Fir- Larch Fc - Prll 600.0 psi 625.0 Wood Grade No.2 Fv psi 0 <240.0 -Perp 170.0 psi Beam Bracing : Completely Unbraced Ft 425.0 psi E: Modulus of Elasticity Ebend- xx 11300.0 ksi Eminbend -xx 470.Oksi Density 31.20pcf Applied Loads Service loads entered I nad ---"' --" eoiwiareu aria aaaea to loads Uniform Load : D = 0.020, Lr = 0.020, S = 0.0350 ksf, Tributary Width =15.0 ft, (Roof) Uniform Load: D = 0.0180 ksf, Tributary Width= 2.0 h, (Wall Above) DESIGN SUMMARY lax urn Bending Stress Ratio - Section used for this span 0.631: 1 Maximum Shear Stress Ratio fb : Actual 6X8 Section used for this span FS: Allowable 632.68 psi 1,003.44psi fv : Actual Load Combination 1.00 Fv:Allowable Location of maximum on span +D+S+H Load Combination Span # where maximum occurs = 2.500ft Location of maximum on span Maximum Deflection Span # 1 Span # where maximum occurs Max Downward Transient Deflection 0.430 0.207 Max Upward Transient Deflection 0.030 in Ratio = 2030>=360. Max Downward Total Deflection 0.000 in Ratio = 0 <360.0 Max Upward Total Deflection 0.049 in Ratio = 0.000 in Ratio 1225>=240 0.304 = 0 <240.0 -- I Combination Max Stress Ratios 'agmen) Length Span # M a V Cd CFN Cl Cr )nglh = 5.0 ft 1 0.319 0.154 0.90 1.000 1'08 250.86 0.00 785.80 1.00 1.00 angth = 5.0 h 1 0.287 0.139 1.00 1.000 1.000 r+H 1.00 1.00 1.00 1.00 1.00 :ngth = 5.0 ft 1 0.430 0.207 1.25 1.000 1.000 +H 1.00 1.00 1.00 ngth = 5.0 h 1 0.631 0.304 1.15 1.000 1.000 .750Lr+0.750L+H 1.00 2.02 469.05 0.00 1090.41 ngth = 5.0 it 1 0.380 0.183 1.25 1.000 1.000 17.2009 - Liljenquist Apartments moment Values Cm C t CL M fb Fb 1.00 1.00 1.001.00 1.00 1'08 250.86 0.00 785.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.08 250.86 0.00 872.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.02 469.05 0.00 1090.41 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.72 632.68 0.00 1003.44 1.00 1.00 1.00 1.00 1.00 too 1.00 1.00 1.00 1.00 t7a 414so 0.00 1090.41 for calculations. 0.304: 1 6X8 59.46 psi 195.50 psi +D+S+H 0.00011 Span # 1 V fv 0.00 0.00 0.65 23.58 0.00 0.00 0.65 23.58 0.00 0.00 1.21 44.08 0.00 0.00 1.64 59.46 0.00 0.00 1.07 38.95 30 F'v 0.00 153.00 0.00 170.00 0.00 212.50 0.00 195.50 0.00 212.50 w..., ..r.._.. Load Combination Max Stress Ratios Seament Length Span# M V Cd CFN Length = 5.0 ft 1 +D+0.60W+H Length = 5.0 ft 1 +D+0.70E+H Length =5.0 it 1 +D+0.750Lr+0.750L+0.450W+H Length = 5.0 It 1 +D+0.750L+0.750S+0.450W+H Length = 5.0 it 1 +D+0.750L+0.750S+0.5250E+H Length =6.0ft 1 +0.60D+0.60W+0.60H Length = 5.0 ft 1 +0.60D+0.70E+0 60H Length = 5.0 it 1 0.535 0.180 0.180 0.297 0.385 0.385 0.108 0.108 t.uuu 0.258 1.15 1.000 1.000 0.087 1.60 1.000 1.000 0.087 1.60 1.000 1.000 0.143 1.60 1.000 1.000 0.186 1.60 1.000 1.000 0.186 1.60 1.000 1.000 0.052 1.60 1.000 1.000 0.052 1.60 1.000 Moment Values C• Cr Cm C t CL M fb Fib 1.001.00 Support 1 1.00 1.00 1.00 2.175 1.00 1.00 1.00 1.00 1.00 2.31 1.00 1.00 1.00 1.00 1.00 1.612 1.00 1.00 1.00 1.00 1.00 1.08 1.00 1.00 1.00 1.00 1.00 0.862 1.00 1.00 1.00 1.00 1.00 1.08 1.00 1.00 1.00 1.00 1.00 1.847 1.00 1.00 1.00 1.00 1.00 1.78 1.00 1.00 1.00 1.00 1.00 0.750 1.00 1.00 1.00 1.00 1.00 2.31 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.31 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.65 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.65 Support notation : Far left is #1 .%,---._..__ _ .. -. . Support 1 Support Load Combination 2.175 2.175 Overall MAXimum 0.517 0.517 Overall MINimum 0.862 0.862 +D+H 0.862 0.862 +D+L+H 1.612 1.612 +D+Lr+H P.175 2.175 +D+S+H 1,425 1.425 +D+0.750Lr+0.750L+H 1.847 1.847 +D+0.750L+0.750S+H 0.862 0.862 +D+0.60W+H 0.862 0.862 +D+0.70E+H 1,425 1.425 +D+0.750Lr+0.750L+0.450W+H 1.847 1.847 +D+0.750L+0.7505+0.450W+H 1.847 1.847 +D+0.750L+0.750S+0.5250E+H 0.517 0.517 +0.60D+0.60W+0.60H 0.517 0.517 +0.60D+0.70E+0.60H 0.882 0.862 D Only 0.750 0.750 Lr Only L Only 7,313 1.313 S Only W Only E Only H Only V Shear Values i M FY u.uu u.uu 0.00 0.00 537.23 1003.44 1.39 50.49 195.50 0.00 0.00 0.00 0.00 250.86 1394.45 0.65 23.58 272.00 0.00 0.00 0.00 0.00 250.86 1394.45 0.65 23.58 272.00 0.00 0.00 0.00 0.00 414.50 1394.45 1.07 38.95 272.00 0.00 0.00 0.00 0.00 537.23 1394.45 1.39 50.49 272.00 0.00 0.00 0.00 0.00 537.23 1394.45 1.39 50A9 272.00 0.00 0.00 0.00 0.001 150.52 1394.45 0.39 14.15 272.00 0.00 0.00 0.00 0.00 150.52 1394.45 0.39 14.15 272.00 Values in KIPS 31 17.2009 - Liljenquist Apartments wood -.Beam F Description : R2 Roof Exterior Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 so.,,=csun - Load Combination Set: IBC 2012 Material Properties Seam self weight calculated and added to loads Service loads entered. Load Factors will be applied for calculations. Analysis Method: Allowable Stress Design (Roof) Load Combination IBC 2012 Fb- Tension 875.0 psi E: Modulus o/Elasticity Fb -Compr Fc -Prll 875.0 psi 600.0 Ebend-xx 1,300.Oksi Eminbend Wood Species :Douglas Fir - Larch Fc - Perp psi 625.0 psi -xx 470.Oksi Wood Grade No.2 Fv 170.0 psi 6x8 Beam Bracing : Completely Unbraced Ft 425.0 psi Density 31,20pcf us so.,,=csun Applied Loads Seam self weight calculated and added to loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.020, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 5.0 ft, (Roof) Uniform Load: D = 0.0180 ksf, Tributary Width = 2.0 ft, (Wall Above) DESIGN SUMMARY laximum Bending Stress Ratio= Section used for this span 0.522 1 Maximum Shear Stress Ratio •' fb :Actual 6x8 Section used for this span 0.187 : 1 = FB: Allowable -_ 523.53psi p 1,002.21 psi fv : Actual Fv: = 6x8 36.62 S p i Load Combination +D+S+H Allowable 195.50 psi Location of maximum on span = 3.750ft Load Combination +D+S+H Span # where maximum occurs = Span # 1 Location of maximum on span = 6.898 ft Maximum Deflection Span #where maximum occurs = Span # 1 Max Downward Transient Deflection Max Upward Transient Deflection 0.050 in Ratio = 1805 >= 360. Max Downward Total Deflection 0.000 in Ratio = 0 <360.0 Max Upward Total Deflection 0.091 in Ratio = 987>=240. 0.000 in Ratio = 0 <240.0 10Kl)num Forces &Stresses for Load Combinations -- - d Combination Max Stress Ratios iegment Length Span # M V Cd C pN C i Cr C Moment Values C C Shear Values H m t L M fb Pb V fv FY ength=7.500 1 0.302 0.108 0.90 L+H 1.000 1.00 1.00 1.00 too 1.00 1.02 237.17 0.00 0.00 785.07 0.00 0.00 ength = 7.50 ft1 0.272 0.098 1.00 1.000 1.00 1.00 1 00 0.46 0.00 0.00 16.59 153.00 0.00 0.00 .r+H sngth = 7.50 0 1 1.000 1.00 1.00 1.00 1 00 1.00 1.02 237.17 1.00 1.00 871.98 0.46 16.59 170.00 0.368 0.132 1.25 i+H 1.000 1.00 1.00 1.00 1.00 1.00 1.72 400.81 0.00 0.00 1088.95 0.77 0.00 0.00 mgth 7. 0 1 0.522 0.187 1.15 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 0.00 00 28.04 212.50 .00 0.00 1.750Lr+0.750L+H 1.00 2.25 523.53 1002.21 1.01 1 366.62 195.50 :ngth = 7.50 ft0.00 1 0.330 0.118 1.25 1.000 1.00 1.00 1.00 too 1.00 1.55 359.90 0.00 0.00 0.00 1088.95 0.69 25.18 212.50 17.2009 - Liljenquist Apartments 32 fIl¢=W:6N Description: R2 Roof Exterior uveran mmimuul 0.326 0.326 Overall MINIMUM 0.544 0.544 +D+H 0.544 0.544 +D+L+H Moment Values 0.919 +D+Lr+H Shear Values Load Combination Max Stress Ratios 0.825 +D+0.750L+0.7505+H 1.036 1.036 C C CL 0.544 M fb Fb V tv Fv Segment Length Spanq M V Cd OFN Ci Cr m t +0.60D+0.70E+0.60H 0.326 0.326 0.00 0.00 0.00 0.00 +0+0.7501-+0.7505+H 0.375 L Only 0.656 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.94 451.94 1002.21 0.87 31.61 195.50 Length = 7.50 It 1 0.451 0.162 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +0+0.60W+H 0.170 0.061 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.02 237.17 1391.96 0.46 16.59 272.00 Length = 7.50 ft 1 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 +D+0.70E+H 0.170 0.061 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.02 237.17 1391.96 0.46 16.59 272.00 Length = 7.50 .11 1 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 +D+0.750Lr+0.750L+0.450W+H 0.093 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.55 359.90 1391.96 0.69 25.18 272.00' Length =7.50 ft 1 0.259 1.000 1.00 1.00 1.00 1.00 0 .99 0.00 0.00 0.00 0.00 +D+0.750L+O.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 1.94 451.94 1391.96 0.81 31.61 272.00 Length = 7.50 It 1 0.325 0.116 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 +0+0.750L+0.7505+0.5250E+H 0.116 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.94 451.94 1391.96 0.87 31.61 272.00 Length = 7.50 If 1 0.325 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 CID 0.00 +0.60D+0.60W+O.60H 0.102 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.61 142.30 1391.96 0.27 9.95 272.00 Length = 7.50 ft 1 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 +0.60D+0.70E+0.60H 1.00 1.00 1.00 1.00 0.99 0.61 142.30 1391.96 0.27 9.95 272.00 Length = 7.50 ft 1 0.102 0.037 1.60 1.000 support notation: Far left is Nl Values in KIPS Vertical Reactions _ Load Combination __,_, Support 1 Support 2 uveran mmimuul 0.326 0.326 Overall MINIMUM 0.544 0.544 +D+H 0.544 0.544 +D+L+H 0.919 0.919 +D+Lr+H 1.200 1.200 +D+S+H +D+0.75OLr+0.750L+H 0.825 0.825 +D+0.750L+0.7505+H 1.036 1.036 +D+0.60W+H 0.544 0.544 +D+0.70E+H 0.544 0.544 +D+0.750Lr+0.750L+0.460W+H 0.825 0.825 +D+0.750L+0.7505+0.450W+H 1.036 1.036 +D+0.750L+0.750S+0.5250E+H 1.036 1.036 +0.60D+0.60W+0.60H 0.326 0.326 +0.60D+0.70E+0.60H 0.326 0.326 D Only 0.544 0.544 Lr Only 0.375 0.375 L Only 0.656 0.656 S Only W Only E Only H Only 17.2009 - Liljenquist Apartments 33 %,vuc7ccrtKtNGES Calculations per NDS 2012 IBC 2012 CBC 2013, ASCE 7-10 Load Combination Set-: IBC 2012 Analysis Method: Allowable Stress Design Span =l.50fl ---- Load Combination iBC 2012 Fb - Tension 875.0 psi E: Modulus of Elasticity Wood Species Douglas Fir -Larch Fb - Compr Fc - PHI 875.0 psi 600.0 psi Ebend- xx Eminbend-xx 140 70.Oksi Wood Grade ; No.2 Fc - Per P 625.0 psi Beam Bracing Completely Unbraced Fv Ft 170.0 psi 425.0 psi Density 3ximum Bending StressRatio = 31.20pcf 6x10 Wiled Loads Span =l.50fl ---- eam self weight calculated and added to loads -_ Service loads entered. Load Factors will __ be applied for calculations. Uniform Load : D = 0.020, Lr = 0.020, S = 0.0350 ksf, Tributary Width Uniform =10.0 ft, Load : D = 0.0180 ksf, Tributary Width = 2.0 ft, (Wall Above) (Roof) )ESIGN SUMMARY 3ximum Bending StressRatio = Section used for this span 0.603 1 Maximum Shear Stress Ratio = to : Actual _ 6x10 Section used for this span 0.262: 1 FB :Allowable _ 609.20psi 6x10 - Load Combination 1,000.84 psi Fv Allowlable 51.16 psi Location of maximum on span = +D+S+H Load Combination = 195.50 psi Span #where maximum occurs _ - 3. Location of maximum on span +D+S+H daximum Deflection Span # 1 # I Span # where maximum occurs 6. ft Max Downward Transient Deflection Span # 1 # 1 Max Upward Transient Deflection 0.049 in Ratio = 1834>=360. Max Downward Total Deflection 0.000 in Ratio = 0 <360.0 Max Upward Total Deflection 0.084 in Ratio = 1074 >=240, 0.000 in Ratio = 0 <240.0 aximurn Forces & Stresses for Load Combinations Combination Max Stress Ratios __.. gmenl Length Span # M VCd C FN C i Cr C Moment Values C C Shear Values 19th = 7.50 h 1 0.322 0.138 0.90 . H 1.000 1.00 1.00 m 1.00 I L M Fb 0.00 V N pv 0.00 0.00 =1.50 igth H 1 0.290 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.74 252.24 784.25 0.00 0.74 21.18 153.00 0.125 1.00 +H 1.000 1.00 1.00 1.00 1.00 1.00 1.74 252.24 0.00 0 0.00 gfh = 7.50 H 100 0.420 0.180 1.25 000 0.704 21.18 170.00 H1.000 9th =1.50 N 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 3.15 456.22 0.00 1087.30 0.00 0.00 0.00 1.33 38.31 212.50 1 0.609 0.262 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.20 00 1.708 1th = 7.50 ft 1 0.373 0.160 1.000 1.00 1.00 1.00 609.20 1.00 0.99 1000.84 '50Lr+0.750L+H 51.16 195.50 1.25 1.000 1.00 1.00 too 1.00 0.99 2.79 405.23 1087.30 1.19 34.03 212.50 17.2009 - Liljenquist Apartments 34 ucawyuo� Load Combination Segment Lengtl Max Stress Ratios Span# M V Cd C Length = 7.50 ft 1 +D+0.60W+H Length =7.50 It 1 +D+0.70E+H Length = 7.50 it 1 +D+0.750Lr+0.750L+0.450W+H Length = 7.50 it 1 +D+0.750L+0.750$+0.450W+H Length = 7.50 8 1 +D+0.750L+0.750S+0.5250E+H Length = 7.50 it 1 +0.60D+0.60W+0.60H Length = 7.50 ft 1 +0.60D+0.70E+0.60H Length = 7.50 8 1 Load 0.520 0.182 0.182 0.292 0.374 0.374 0.109 0.109 Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.760Lr+0.750L+H +D+0.750L+0.7505+H +D+0.60W+H +0+0.70E+H +D+O 750Lr+0.750L+0.450W+H +D+0.750L+0.7505+0.450W+H +D+0.750L+0.7505+0.5250E+H +O.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 1.000 0.223 1.15 1.000 1.000 0.078 1.60 1.000 1.000 0.078 1.60 1.000 1.000 0.125 1.60 1.000 1.000 0.161 1.60 1.000 1.000 0.161 1.60 1.000 1.000 0.047 1.60 1.000 1.000 0.047 1.60 1.000 Ci Cr Cm C t CL M Moment Values fb Fb 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.99 3.58 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.74 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.74 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.99 2.79 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.99 3.58 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.99 3.58 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.04 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.04 support I 0.556 0.927 0.927 1.677 2.240 1.490 1.912 0.927 0.927 1.490 1.912 1.912 0.556 0.556 0.927 0.750 1.313 17.2009 - Liljenquist Apartments Support notation : Far left is #1 0.556 0.927 0.927 1.677 2.240 1.490 1.912 0.927 0.927 1.490 1.912 1.912 0.556 0.556 0.927 0.750 1.313 Shear Values V W 0.00 0.00 0.00 519.96 1000.84 1.52 43.67 0.00 0.00 0.00 252.24 1389.11 0.74 21.18 0.00 0.00 0.00 252.24 1389.11 0.74 21.18 0.00 0.00 0.00 405.23 1389.11 1.19 34.03 0.00 0.00 0.00 519.96 1389.11 1.52 43.67 Ho 0.00 0.00 519.96 1389.11 1.52 43.67 0.00 0.00 0.00 151.34 1389.11 0.44 12.71 0.00 0.00 0.00 151.34 1389.11 0.44 12.71 Values in KIPS 0.001 195.50 i 0.00 272.00 0.00 272.00 0.00 272.00 0.00 272.00 0.00 272.00 0.001 272.00 0.00 272.00 35 Wood Beam Eile=W:ISMEPQ01711793Ec-1.2001170EAE-i: i.rt. Description : R3 Roof Exterior CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Analysis Method : Allowable Stress Design Load Combination iBC2012 Fb - Tension 875.0 psi E: Modulus of Elasticity �- Fb -Compr Fc -Prll 875.0 psi 600.0 psi Ebend-xx 1,300.Oksi Eminbend -xx 470.0ksi Wood Species :Douglas Fir- Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Beam Bracing : Completely Unbraced Ft 425.0 psi Density 31.20pcf o o.us �, a.iass xsns n SWC=3WA Applied loads Service loads entered. Load Factors will be applied for calculations. Seam self weight calculated and added to loads - Uniform Load : D = 0.020, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 7.250 it, (Roof) Uniform Load : D = 0.0180 ksf, Tributary Width = 2.0 it, (Wall Above) DESIGN SUMMARY laximum Bending Stress Ratio = 0.291:1 Maximum Shear Stress Ratio �- Section used for this span 6x6 Section used for this span 0.146: 1 fb : Actual = 292.43psi fv: Actual 6x6 FB : Allowable = 1,006.25 psi Fv :Allowable 2851 psi Load Combination +D+S+H Load Combination = 195.50 psi Location of maximum on span = P 1.# Location of maximum on span = +D+S+H Span #where maximum occurs = Span # 1 1 Span # where maximum occurs = 3.053h Maximum Deflection Span # 1 Max Downward Transient Deflection 0.009 in Ratio = 4831 >=360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.015 in Ratio = 2778>=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 ............... _.............. laximum Forces & Stresses for Load Combinations LL id Combination Max Stress Ratios Hment Length Span# M V Cd CFN Ci Cr Cm Moment Values C CL M Shear Values t Ib F'b V N FV .ength =3.50 it 1 0.158 0.079 L+H 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.2912428 787010-0 0 4 02 0 00 000 .ength = 3.50 fl 1 0.142 0.071 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 . 1.00 1.00 .50 0.00 02 0.00 12.1 153.00 0 0 0.00 Lr+H 1.000 1.00 1.00 1.00 0.29 124.28 1.00 1.00 815.00 0.24 12.7 2 170.00 ength = 3.50 It 1 0.201 0.101 S+H 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.51 220.37 0.00 1093.75 0.00 0.43 0.00 0.00 ength = 3.50 ft 1 0.291 0.146 1.15 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 21.49 212.50 0.00 0.00 0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.68 292.43 7.00 1.00 1008.25 0.57 28.51 195.50 ength = 3.50 fl 1 0.100 0.090 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.45 196.35 1093.75 0.00 0.39 79.104 272.50 17.2009 - Liljenquist Apartments 36 Overall MINimum 0.197 0.197 +D+H 0.328 0.328 +D+L+H 0.328 0.328 +D+Lr+H Moment Values 0.582 Shear Values Load Combination Max Stress Ratios 0.519 0.519 +D+0.750L+0.750S+H 0.661 0.661 +D+0.60W+H C M Po F'b V N F'v Segment Length Span # M V C d C FN C i Cr C m C t L +0.60D+0.70E+0.60H 0.197 0.197 D Only 0.328 0.328 +D+0.750L+0.750S+H 0.254 0.254 L Only 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 It 1 0.249 0.125 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.58 250.40 1006.25 0.49 24.41 195.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.601t 1 0.089 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.29 124.28 1400.00 0.24 12.12 272.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.70E+H Length = 3.50 it 1 0.089 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.29. 124.28 1400.00 0.24 12.12 272.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.140 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 196.35 1400.00 0.39 19.14 272.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 It 1 0.179 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.58 250.40 1400.00 0.49 24.41 272.00 +0+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Ho 0.00 0.00 0.00 Length = 3.50 It 1 0.179 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.58 250.40 1400.00 0.49 24.41 272.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 It 1 0.053 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 74.57 1400.00 0.15 7.27 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 It 1 0.053 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 74.57 1400.00 0.15 7.27 272.00 ' Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Supports Support Overall MINimum 0.197 0.197 +D+H 0.328 0.328 +D+L+H 0.328 0.328 +D+Lr+H 0.582 0.582 +D+S+H 0.772 0.772 +D+0.750Lr+0.750L+H 0.519 0.519 +D+0.750L+0.750S+H 0.661 0.661 +D+0.60W+H 0.328 0.328 +D+0.70E+H 0.328 0.328 +D+0.750Lr+0.750L+0.450W+H 0.519 0.519 +0+0.750L+0.7505+0.450W+H 0.661 0.661 +D+0.750L+0.7505+0.5250E+H 0.661 0.661 +0.60D+0.60W+0.60H 0.197 0.197 +0.60D+0.70E+0.60H 0.197 0.197 D Only 0.328 0.328 Lr Only 0.254 0.254 L Only S Only 0.444 0.444 W Only E Only H Only 17.2009 - Liljenquist Apartments 37 CODE` REFERENCES 0.492 1 Maximum Shear Stress Ratio Max Upward Transient Deflection Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Section used for this span fb : Actual = 494.11 psi -oad Combination Set: IBC 2012 FB : Allowable = 1,004.26psi Fv: Allowable Material Properties +D+S+H Load Combination Span # where maximum occurs = Analysis Method: Allowable Stress Design Load Combination I BC 2012 Fb - Tension 875.0 psi E: Modulus of Elasticity C i Fb-Compr 875.0 psi Ebend-xx 1,300.Oksi Wood Species :Douglas Fir- Larch Fc - PHI Fc - Perp 600.0 psi 625.0 psi Eminbend - xx 470.0 ksi Wood Grade No.2 Fv 170.0 psi H Beam Bracing :Completely Unbraced Ft 425.0 psi Density 31.20pcf 6x8 = 3.50 a 4ppliedl Loads Service loads entered. Load Factors will be applied for calculations. eam self weight calculated and added to loads Uniform Load: D = 0.020, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 7.250 ft, (Roof) Uniform Load: D = 0.0180 ksf, Tributary Width = 2.0 ft, (Wall Above) Point Load: D = 0.60, S = 1.050 k a),, 1.750 ft, (Girder Truss) )ES/GN SUMMARY aximum Bending Stress Ratio = Section used for this span 0.492 1 Maximum Shear Stress Ratio Max Upward Transient Deflection 6x8 Section used for this span fb : Actual = 494.11 psi fv : Actual FB : Allowable = 1,004.26psi Fv: Allowable Load Combination Location of maximum on span = +D+S+H Load Combination Span # where maximum occurs = 1.750ft Span # 1 Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 4237>=360. Max Upward Transient Deflection 0.000 in Ratio= 0 <360.0 Max Downward Total Deflection Max Upward Total Deflection 0.016 in Ratio= 2595>=240. 0.000 in Ratio= 0 <240.0 laximum Forces & Stresses for Load Combinations 0.247 :1 6x8 48.34 psi 195.50 psi +D+S+H 2.887 ft Span # 1 d Combination Max Stress Ratios Moment Values segment Length Span # M V Cd C FN C i Cr Cm C C M it, Shear Values H t L Fb V fv, Fv ength=3.50it 1 0.241 0.123 0.90 1.000 1.00 1.00 1.00 too 1.00 0.82 189.87 0.00 786.29 0.00 0.00 0.00 L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.52 18.76 153.00 ength = 3.50 it 1 0.217 0.110 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.82 189.87 0.00 873.50 0.00 0.00 0.00 -r*H 1.000 1.00 1.00 1.00 1.00 1.00 0.52 16.76 170.00 mgth = 3.50 it 1 0.221 0.116 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.04 241.54 0.00 1091.39 0.00 0.68 0.00 0.00 3+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 24.76 212.50 mgth = 3.5011 1.750Lr+0.750L+H 1 0.492 0.247 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.12 494.11 1004.26 1.33 0.00 48.34 0.00 195.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 17.2009 - Liljenquist Apartments 38 Load Combination Max Stress Ratios Moment Values Span# M V Cd CFN Ci Cr Cm C t CIL M fb Shear Values V 1v Fb Length = 3.50 ft 1 0.209 0.109 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.98 228.62 1091.39 0.64 23.26 212.50 +D+0.750L+0.750S+H +D+S+H 1.601 1.601 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.632 0.632 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.416 0.209 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.80 418.05 1004.26 1.13 40.95 195.50 +D+0.60W+H 0.254 0.254 L Only 1.000 1.00 1.00 1.00 1.00 1.00 E Only 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.136 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.82 189.87 1396.09 0.52 18.76 272.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 it 1 0.136 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.82 189.87 1396.09 0.52 18.76 272.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 it 1 0.164 0.086 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.98 228.62 1396.09 0.64 23.26 272.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.299 0.151 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.80 418.05 1396.09 1.13 40.95 272.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.299 0.151 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.80 418.05 1396.09 1.13 40.95 272.00 +0.60D+0.60W+O.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.082 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.49 113.92 1396.09 0.31 11.26 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00. Length = 3.50 It 1 0.082 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.49 113.92 1396.09 0.31 11.26 272.00i 0.c Minns Support notation: Far left is#1 Values in KIPS - -. Load Combination Support 1 Support 2 Overall MAXimum 1.601 1.601 Overall MINimum 0.254 0.254 +D+H 0.632 0.632 +D+L+H 0.632 0.632 +D+Lr+H 0.886 0.886 +D+S+H 1.601 1.601 +D+0.750Lr+0.750L+H 0.823 0.823 +0+0.750L+0.7505+H 1.359 1.359 +D+O.60W+H 0.632 0.632 +D+0.70E+H 0.632 0.632 +D+0.750Lr+0.750L+OA50W+H 0.823 0.823 +D+0.750L+0.7505+0.450W+H 1.359 1.359 +D+0.750L+0.7505+0.5250E+H 1.359 1.359 +0.60D+0.60W+0.60H 0.379 0.379 +0.600+0.70E+0.60H 0.379 0.379 D Only 0.632 0.632 Lr Only 0.254 0.254 L Only S Only 0.969 0.969 W Only E Only H Only 17.2009 - Liljenquist Apartments 39 Description : R4A Roof Cooridor CODE REFERENCES ,alculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 -oad Combination Set: IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb - Tension 875.0 psi Load Combination 1BC 2012 Fb - Com r 875 0 Wood Species :Douglas Fir- Larch Wood Grade No.2 Beam Bracing : Completely Unbraced P • psi Fc - PHI 600.0 psi Fc - Perp 625.0 psi Fv 170.0 psi Ft 425.0 psi 6xio 3.833 It INC. E: Modulus of Elasticity Ebend-xx 1,300.Oksi Eminbend -xx 470.Oksi Density 31.20pcf 4ppliedLoads Service loads entered. Load Factors will be applied for calculations. earn self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020, S = 0.0350 ksf, Tributary Width =15.0 It, (Roof) Uniform Load : D = 0.0090 ksf, Tributary Width = 2.0 ft, (Wall Above) Point Load : D =1.420, S = 2.480 k (a) 1.750 fl, (Girder Truss) 7ESIGN_- 4 ARY aximum Bending Stress Ratio = 0.761: 1 Maximum Shear Stress Ratio Section used for this span 6x10 Section used for this span fb : Actual = 763.40 psi fv : Actual FB: Allowable = 1,003.45 psi Fv : Allowable Load Combination +D+S+H Load Combination Location of maximum on span = 1.749ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio = 3104>=360. Max Upward Transient Deflection 0.000 in Ratio= 0 <360.0 Max Downward Total Deflection 0.024 in Ratio = 1951 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 laximum Forces & Stresses for Load Combinations 0.453 :1 6x10 = 88.64 psi i = 195.50 psi +D+S+H --_ = 0.000 It = Span # 1 id Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C I C L M fb F'b H V iv FY eength = 3.833 It 1 0.360 0.215 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.95 282.78 0.00 785.80 0.00 0.00 0.00 L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 1.14 0.00 32.87 0.00 153.00 .ength = 3.833 It 1 0.324 0.193 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.95 282.78 872.89 1.14 32.87 0.00 170.00 Lr+H .ength=3.833It 1 0.332 0.201 1.25 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 S+H 1.000 1.00 1.00 1.00 1.00 1.00 2.50 362.09 1090.42 1.48 42.63 212.50 .ength = 3.8331t 1 0.761 0.453 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.26 763.40 0.00 1003.45 0.00 3.09 0.00 88.64 0.00 0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 195.50 0.00 0.00 0.00 0.00 17.2009 - Liljenquist Apartments 40 Description : R4A Roof Cooddor Load Combination Max Stress Ratios +D+H 1.403 1.279 +D+L+H 1.403 1.279 +D+Lr+H Moment Values 1.854 +D+S+H Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t CIL M fb Fb V N Fv Length = 3.833 ft 1 0.314 0.189 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.36 342.26 1090.42 1.40 .4019 212.50 +D+0.750L+0.7505+H 0.575 L Only 1.000 1.00 1.00 1.00 1.00 1.00 E Only 0.00 0.00 0.00 0.00 Length = 3.833 ft 1 0.641 0.382 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.43 643.25 1003.45 2.60 74.69 195.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 ft 1 0.203 0.121 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.95 282.78 1394.46 1.14 32.87 212.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.833ft 1 0.203 0A21 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.95 282.78 1394.46 1.14 32.87 272.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 ft 1 0.245 0.148 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.36 342.26 1394.46 1.40 40.19 272.00 +0+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 ft 1 0.461 0.275 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.43 643.25 1394.46 2.60 74.69 272.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 ft 1 0.461 0.275 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.43 643.25 1394.46 2.60 74.69 272.00 - +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 ft 1 0.122 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.17 169.67 1394.46 0.69 19.72 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 it 1 0.122 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.17 169.67 1394.46 0.69 19.72 272.00 Vertical Reactions Support notation: Far left is#1 Values in KIPS Support 1 Overall MlNimum 0.575 0.575 +D+H 1.403 1.279 +D+L+H 1.403 1.279 +D+Lr+H 1.978 1.854 +D+S+H 3.757 3.418 +D+0,750Lr+0.750L+H 1.834 1.711 +0+0.750L+0.7505+H 3.168 2.883 +D+0.60W+H 1.403 1.279 +D+0.70E+H 1.403 1.279 +0+0.750Lr+0.750L+0.450W+H 1.834 1.711 +D+0.750L+0.7505+0.450W+H 3.168 2.883 +D+0.750L+0.750S+0.5250E+H 3.168 2.883 +0.60D+0.60W+0.60H 0.842 0.768 +0.600+0.70E+0.60H 0.842 0.768 D Only 1.403 1.279 Lr Only 0.575 0.575 L Only S Only 2.354 2.138 W Only E Only H Only 17.2009 - Liljenquist Apartments 41 Description : R5 Roof Cooddor Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties An ' M th d • All bl S Anal a! e o . Allow a tress Design Load Combination iBC2012 Fb- Tension 2,400.0 psi E: Modulus of Elasticity - Fb -Compr 1,850.0 psi Ebend-xx 1,800.Oksi Section used for this span Fc -Prll 1,650.0 psi Eminbend -xx 950.0ksi Wood Species :DF/DF Fc - Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Beam Bracing : Ft Beam is Fully Braced against lateral -torsional buckling - ---- 1,100.0 psi Density 31.20pcf +D+S+H D 0.018 __ ..._. .___... Span # where maximum occurs = D 0.3 Lr(0.3 )8(0.525) t = 12.874ft 5.125x12 Span=13.833ft Applied Loads Service loads entered. Load Factors will be applied for calculations. team self weight calculated and added to loads Uniform Load . D = 0.020, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 15.0 ft, (Roof) Uniform Load : D = 0.0090 ksf, Tributary Width = 2.0 it, (Wall Above) nccrner cr uee. n'nv laximum Bending Stress Ratio = 0.724: 1 Maximum Shear Stress Ratio - _ Section used for this span 5.125x12 Section used for this span 5.125x12 0.408 : 1 fb : Actual = 1,998.29 psi iv, : Actual - 124.42 psi FB: Allowable = 2,760.00 psi Fv: Allowable = 304.75 psi Load Combination Location of maximum on span = +D+S+H Load Combination +D+S+H Span # where maximum occurs = 6.917ft Span # 1 Location of maximum on span Span = 12.874ft # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.327 in Ratio = 506>=360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.534 in Ratio = 310>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Aaximum Forces& Stresses for Load Combinations_ 1d Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b �H V iv Fv _ength =13.833 R 1 0.358 0.202 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.92 773.17 0.00 2160.00 1.907 0.00 48.104 .L+H .ength = 13.833 ft 1 0.322 0.182 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 238.50 0.00 0.00 Lr+H 1.000 1.00 1.00 1.00 7.92 773.17 1.00 1.00 2400.00 7.97 48.14 265.00 .ength = 13.833 it 1 0.491 0.277 S+H 1.25 1.000 1.00 1.00 1.00 1.00 1.00 15.10 1,473.23 . 000 3000.00 0.00 3.76 0.00 0.00 91.13 331.25 .ength r3ft 1 0.724 0.408 1.15 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 20.48 1,998.29 0.00 2760.00 0.00 0.00 0.00 0.750Lr+0.75+0.75 0L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 5.10 124.42 304.75 .ength = 13.833 fl 1 0.433 0.244 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.31 1,298.22 3000.00 0.00 3.31 0.00 0.00 80.83 331.25 17.2009 - Liljenquist Apartments 42 Description: R5 Roof Cooddor Beam Load Combination Max Stress Ratios Moment Values Shear Values i Segment Length Span If M V C d C FN C i Cr C m C t C L M fb Fib V fy F v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ! Length = 13.833 It 1 0.613 0.346 1.15 1.000 1.00 1.00 1.00 1.00 1.00 17.34 1,692.01 2760.00 4.32 105.35 304.75 +0+O.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.833 It 1 0.201 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.92 773.17 3840.00 1.97 48.14 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.833 It 1 0.201 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.92 773.17 3840.00 1.97 48.14 424.00 +0+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.833 It 1 0.338 0.191 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.31 1,298.22 3840.00 3.31 80.83 424.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13,833 It 1 0.441 0.248 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.34 1,692.01 3840.00 4.32 105.35 424.00 +0+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.833 It 1 0.441 0.248 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.34 1,692.01 3840.00 4.32 105.35 424.00 i +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00', Length = 13.833 It 1 0.121 0.068 1.60 1.000 1.00 UO 1.00 1.00 1.00 4.75 463.90 3840.00 1.18 28.88 424.00 +O.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.833 ft 1 0.121 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.75 463.90 3840.00 1.18 28.88 424.00 Vertical Reactions Support notation : Far left is Nl Values in KIPS _ Load Combination Support 1 Support 2 Overall MAXimum 5.923 5.923 Overall MINimum 1.375 1.375 +D+H 2.292 2.292 +D+L+H 2.292 2.292 +D+Lr+H 4.367 4.367 +D+S+H 5.923 5.923 +D+0.750Lr+0.750L+H 3.848 3.848 +D+0.750L+O.750S+H 5.015 5.015 +D+0.60W+H 2.292 2.292 +0+0.70E+H - 2.292 2.292 +D+0.750Lr+0.750L+0.450W+H 3.848 3.848 +D+0.750L+0.750S+0.450W+H 5.015 5.015 +D+0.750L+0.7505+0.5250E+H 5.015 5.015 +0.600+0.60W+0.60H 1.375 1.375 +0.60D+0.70E+O.60H 1.375 1.375 D Only 2.292 2.292 Lr Only 2.075 2.075 Only S Only 3.631 3.631 W Only E Only H Only 17.2009 - Liljenquist Apartments 43 File = W:15ME1201 T17I33EC-1.2001170EAE-1 Description : R6 Roof Corridor CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb - Tension 875.0 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb - Com r 875 0 Wood Species :Douglas Fir- Larch Wood Grade No.2 Beam Bracing : Completely Unbraced p . psl Fc - Prll 600.0 psi Fc - Perp 625.0 psi Fv 170.0 psi Ft 425.0 psi oa.z �, oz s6as 6,6 3 633 fl Ebend-xx 1,300.Oksl Eminbend -xx 470.0ksi Density 31.20pcf Applied Loads J Service loads entered. Load Factors will be applied for calculations. Seam self weight calculated and added to loads Uniform Load: D = 0.020, Lr = 0.020, S = 0.0350 ksf, Tributary Width =10.0 ft, (Rooq Uniform Load: D = 0.0090 ksf, Tributary Width = 2.0 ft, (Wall Above) Moment Values DESIGN SUMMARY Shear Values Segment Length Span # laxlmum Bending Stress Ratio = 0.454:1 Maximum Shear Stress Ratio - r 0.214: 1 Section used for this span 6x6 Section used for this span 6x6 fb : Actual 456.63 psi fv : Actual = 41.85 psi FB: Allowable = 1,006.25psi Fv: Allowable = 195.50 psi Load Combination Location of maximum on span = +D+S+H 1.917ft Load Combination Location of maximum on span = +D+S+H Span # where maximum occurs = Span # 1 Span # where maximum occurs = 3.385 ft Span # 1 Maximum Deflection I Max Downward Transient Deflection 0.017 in Ratio = 2666>=360. fv Max Upward Transient Deflection 0.000 in Ratio= 0 <360.0 Max Downward Total Deflection 0.028 in Ratio = 1624>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations ad Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C CIL M fb Fib I V fv Fv +H Length = 3.833 ft 1 0.227 0.107 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.41 178.47 0.00 787.50 0.00 0.00 0.00 +L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.33 16.36 153.00 Length = 3.833 ft 1 0.204 0.096 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.41 178.47 0.00 875.00 0.00 0.00 0.00 +Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.33 16.36 170.00 Length = 3.8331t 1 0.308 0.146 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.78 337.42 0.00 1093.75 0.00 0.62 0.00 0.00 'S+H 1.000 1.00 1.00 1.00 1.00 1.00 30.92 212.50 Length = 3.83311 1 0.454 0.214 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.06 456.63 0.00 1006.25 0.00 0.84 0.00 0.00 4750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 41.85 195.50 -ength = 3.833 ft 1 0.272 0.128 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.69 0.00 0.00 0.00 0.00 297.68 1093.75 0.55 27.28 212.50 17.2009 - Liljenquist Apartments 44 Ylle°W:\JMtYLUI/11/6JCU.LGWII IVGG^LGI Description : R6 Roof Cooddor_ Load Combination Max Stress Ratios +D+H 0.430 0.430 +D+L+H 0.430 0.430 +D+Lr+H Moment Values 0.814 +D+S+H Shear Values 1 Segment Length Span # M V C d C FN. C i Cr C m C t CIL M Po Fb V fv Fv +D+0.750L+0.750S+H 0.933 0.933 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.258 0.258 0.00 0.00 0.00 0.00 Length = 3.833 ft 1 0.385 0.181 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.89 387.09 1006.25 0.72 35.47 195.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 ft 1 0.127 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.41 178.47 1400.00 0.3$ 16.36 272.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 R 1 0.127 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.41 178.47 1400.00 0.33 16.36 272.00 +D+0.750Lr+0.760L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 ft 1 0.213 0.100 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.69 297.68 1400.00 0.55 27.28 272.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 ft 1 0.276 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.89 387.09 1400.00 0.72 35.47 272.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.833ft 1 0.276 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.89 387.09 1400.00 0.72 35.47 272.00 +0.600+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 ft 1 0.076 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.25 107.08 1400.00 0.20 9.81 272.00 +0.60+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 R 1 0.076 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.25 107.08 1400.00 0.20 9.81 272.00 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Suppont Support Overall MINimum 0.258 0.258 +D+H 0.430 0.430 +D+L+H 0.430 0.430 +D+Lr+H 0.814 0.814 +D+S+H 1.101 1.101 +0+0.750Lr+0.750L+H 0.718 0.718 +D+0.750L+0.7505+H 0.933 0.933 +D+0.60W+H 0.430 0.430 +D+0.70E+H 0.430 0.430 +D+0.750Lr+0.750L+0.450W+H 0.718 0.718 +D+0.750L+0.7505+0.450W+H 0.933 0.933 +D+0.750L+0.7505+0.5250E+H 0.933 0.933 +0.60D+0.60W+0.60H 0.258 0.258 +0.60D+0.70E+0.60H 0.258 0.258 D Only 0.430 0.430 Lr Only 0.383 0.383 L Only S Only 0.671 0.671 W Only E Only H Only 17.2009 - Liljenquist Apartments 45 Beam File = W:ISMEPV017t17B3EC-1.2o01170EAE-1200102ENGE7\CALCUL-11STRUCT-11Grav,)Al72069-1.EC6 ENERCALC, -19632017,Buildi6.17.1.16;Vec6.17.1.16 Description : #1 Exterior Header CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 0.647. 1 Load Combination Set: IBC 2012 = 0.315 : 1 Material Properties 6x12 Analysis Method: Allowable Stress Design Load Combination IBC 2012 Fb - Tension 875.0 psi E: Modulus of Elasticity 6x12 Fb -Compr 875.0 psi Ebend-xx 1,300.Oksi Fc - Pill 600.0 psi Eminbend -xx 470.0ksi Wood Species Douglas Fir - Larch Fc - Perp 625.0 psi .83 869psi Wood Grade No.2 Fv 170.0 psi Beam Bracing :Completely Unbraced Ft 425.0 psi Density 31.20pcf U12 span = 7.50 n Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.030, L = 0.040 ksf, Tributary Width = 8.50 it, (Room Weight) Uniform Load : D = 0.0570 ksf, Tributary Width = 3.50 it, (Wall Above) DESIGN SUMMARY . ✓laximum Bending Stress Ratio = 0.647. 1 Maximum Shear Stress Ratio = 0.315 : 1 Section used for this span 6x12 Section used for this span 6x12 to : Actual 562.51 psi fv : Actual 53.51 psi FB: Allowable .83 869psi Fv : Allowable = 170.00 psi Load Combination Location of maximum on span = +D+L+H 3.750ft Load Combination +D+L+H Span # where maximum occurs = Span # 1 Location of maximum on span Span # where maximum occurs = = 6.542 ft Span # 1 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio = 3349>=600. Max Upward Transient Deflection 0.000 in Ratio = 0 <600.0 Max Downward Total Deflection 0.064 in Ratio = 1409>=480. Max Upward Total Deflection 0.000 in Ratio = 0 <480.0 Maximum Forces &Stresses for Load Combinations )ad Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C, C i Cr C m C t C L M @ F I+H V fv FV Length = 7.50 it 1 0.416 0.203 0.90 1.000 1.00 1.00 1.00 1.00 0.99 3.29 325.87 783.36 0.00.00 1.31 310.00 0.00 +L+11 Length = 7.50 it 1 0.647 0.315 1.00 1.000 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 0.00 0.00 153.00 0.00 0.00 l+Lr+H 1.000 1.00 1.00 1.00 5.68 562.51 1.00 0.99 869.83 2.26 53.51 170.00 Length =7.500 1 0.300 0.146 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.29 325.87 0.00 1085.46 0.00 1.31 0.00 0.00 31.00 212.50 +S+H Length = 7.50 it 1 0.326 0.159 1.15 1.000 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 0.00 0.00 0.00 0.00 +0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 3.29 325.87 1.00 0.99 999.30 1.31 31.00 195.50 Length =7.50 it 1 0.464 0.225 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.09 503.35 0.00 1085.46 0.00 2.02 0.00 0.00 47.89 212.50 17.2009 - Liljenquist Apartments as segmem Lengm .^ v - -rnv - +D+L+H 3.031 3.031 +D+Lr+H 1.756 1.756 +D+S+H 1.756 1.756 +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H 2.712 +D+0.750L+0.7505+H 2.712 1.000 1.00 1.00 1.00 1.00 0.99 1.756 +D+0.750Lr+0.750L+0.450W+H 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.504 0.245 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.09 503.35 999.30 2.02 47.89 195.50 +D+0.60W+H 1.275 1.275 S Only 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.235 0.114 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.29 325.87 1385.88 1.31 31.00 272.001 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.235 0.114 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.29 325.87 1385.88 1.31 31.00 272.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.363 0.176 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.09 503.35 1385.88 2.02 47.89 272.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.363 0.176 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.09 503.35 1385.88 M2 47.89 272.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.363 0.176 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.09 503.35 1385.88 2.02 47.89 272.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.141 0.068 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.98 195.52 1385.88 0.78 18.60 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.141 0.068 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.98 195.52 1385.88 0.78 18.60 272.00 lie.+tc�l Rcar4inns Support notation: Far left is#1 Values in KIPS Load Combination Supportl Support Overall MINimum 1.053 1.053 +D+H 1.756 1.756 +D+L+H 3.031 3.031 +D+Lr+H 1.756 1.756 +D+S+H 1.756 1.756 +D+0.750Lr+0.750L+H 2.712 2.712 +D+0.750L+0.7505+H 2.712 2.712 +D+0.60W+H 1.756 1.756 +D+0.70E+H 1.756 1.756 +D+0.750Lr+0.750L+0.450W+H 2.712 2.712 +D+0.750L+0.1505+0.450W+H 2.712 2.712 +D+0.750L+0.7505+0.5250E+H 2.712 2.712 +0.60D+0.60W+0.60H 1.053 1.053 +0.60D+0.70E+0.60H 1.053 1.053 D Only 1.756 1.756 Lr Only L Only 1.275 1.275 S Only W Only E Only H Only 17.2009 - Liljenquist Apartments 47 Wood Description : 42 Exterior Header CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Analysis Method : Allowable Stress Design Load Combination IBC 2012 Wood Species : Douglas Fir - Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced Fb - Tension Fb - Compr Fc - PHI Fc - Perp Fv Ft 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi ss ft Applied Loacs _ Seam self weight calculated and added to loads Uniform Load : D = 0.030, L = 0.040 ksf, Tributary Width = 8.0 fl, (Floor Weight) Uniform Load: D = 0.0570 ksf, Tributary Width = 4.50 ft, (Wall Above) DESIGN SUMMARY i i"`: E: Modulus of Elasticity Ebend-xx 1,300.Oksi Eminbend -xx 470.Oksi Density 31.20pcf Service loads entered. Load Factors will be applied for calculations. ,aximum Bending Stress Ratio = 0.688 1 Maximum Shear Stress Ratio Section used for this span 6x8 Section used for this span fb : Actual = 600.32 psi fv : Actual FB : Allowable = 872.89psi Fv : Allowable Load Combination +D+L+H Load Combination Location of maximum on span = 2.500ff Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio= 3332>=480. Max Upward Transient Deflection 0.000 in Ratio= 0 <480.0 Max Downward Total Deflection 0.046 in Ratio= 1291 >=360. Max Upward Total Deflection 0.000 in Ratio = 0<360.0 Maximum Forces & Stresses for Load Combinations 6x8 56.42 psi 170.00 psi +D+L+H 0.000 ft Span # 1 ad Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C in C C M fb Fb t L V fv Rv +H Length = 5.0 it 1 0.468 0.226 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.58 367.59 0.00 +L+H 1.000 1.00 1.00 1.00 1.00 1.00 785.80 0.95 34.55 153.00 Length = 5.0 ft 1 0.688 0.332 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.58 600.32 0.00 872.89 0.00 0.00 0.00 +Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 1.55 56.42 170.00 Length = 5.0 ft 1 0.337 0.163 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.58 367.59 0.00 1090.41 0.00 0.95 0.00 0.00 +S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 34.55 0.00 212.50 0.00 Length = 5.0 ft 1 0.366 0.177 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.58 367.59 1003.44 0.95 34.55 195.50 �0.7501-r+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.497 0.240 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.33 542.14 0.00 1090.41 1.40 50.95 212.50 17.2009 - Liljenquist Apartments 48 Load Combination Max Stress Ratios Support 2 Overall MAXimum 2.064 2.064 Overall MINimum 0.758 0.758 Moment Values 1.264 1.264 Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M Po F'b V fv FV +D+0.750L+0.150S+H +D+0.70E+H 1.264 1.264 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.7505+0.5250E+H 1.864 0.00 0.00 0.00 0.00 Length =5.0ft 1 0.540 0.261 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.33 542.14 1003.44 1.40 50.95 195.50 +D+0.60W+H E Only 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.264 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 367.59 1394.45 0.95 34.55 272.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0ft 1 0.264 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 367.59 1394.45 0.95 34.55 272.00' +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.389 0.187 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.33 542.14 1394.45 1.40 50.95 272.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.389 0.187 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.33 542.14 1394.45 1.40 50.95 272.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.389 0.187 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.33 542.14 1394.45 1.40 50.95 272.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.158 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.95 220.55 1394.45 0.57 20.73 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.158 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00. 0.95 220.55 1394.45 0.57 20.13 272.00 _-- SUDDort notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.064 2.064 Overall MINimum 0.758 0.758 +D+H 1.264 1.264 +D+L+H 2.064 2.064 +D+Lr+H 1.264 1.264 +D+S+H 1.264 1.264 +D+0.750Lr+0.750L+H 1.864 1.864 +D+0.750L+0.750S+H 1.864 1.864 +D+0.60W+H 1.264 1.264 +D+0.70E+H 1.264 1.264 +D+0.750Lr+0.750L+0.450W+H 1.864 1.864 +D+0.750L+0.750S+0.450W+H 1.864 1.864 +D+0.750L+0.7505+0.5250E+H 1.864 1.864 +0.600+0.60W+0.60H 0.758 0.758 +0.60D+0.70E+0.60H 0.758 0.758 D Only 1.264 1.264 Lr Only L Only 0.800 0.800 S Only W Only E Only H Only 17.2009 - Liljenquist Apartments EEO Wood Description : #3 Interior Drop Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Analysis Method: Allowable Stress Design fb : Actual 5.125x9 Section used for this span _ - FB: Allowable Load Combination IBC 2012 Fb •Tension 2,400.0 psi E: Modulus of Elasticity Fv: Allowable Location of maximum on span = Fb -Compr Fc -Prll 1,850.0 psi 1,650.0 Ebend-xx Eminbend 1,800.Oksi Wood Species Wood Grade :DF/DF :24F - V4 Fc - Perp psi 650.0 psi -xx Ebend-yy 950.0ksi 1,600.Oksi 987 >_ -460. Max Downward Total Deflection Fv 265.0 psi Eminbend - yy 850.Oksi Beam BracingFt Beam is Fully Braced against lateral -torsional buckling in = 1,100.Opsi Density 31.20pcf 5.125x9 Span =82Wft Applied Loads 3eam self weight calculated and added to loads Uniform Load : D = 0.030, L = 0.040 ksf, Tributary Width = 13.670 ft, (Floor Weight) DESIGN_SUMMAR_Y__ laximum Bendin St R - _- --- -�--- -- ------------ Service loads entered. Load Factors will be applied for calculations. g rase atio = Section used for this span 0.594; 1 Maximum Shear Stress Ratio fb : Actual 5.125x9 Section used for this span _ - FB: Allowable 1,426.76 psi tv: Actual = Load Combination 2,400.00 psi Fv: Allowable Location of maximum on span = +D+L+H Load Combination Span # where maximum occurs = 4.125ft Span # 1 Location of maximum on span Maximum Deflection C Span # where maximum occurs Max Downward Transient Deflection Max Upward Transient Deflection 0.102 in Ratio = 987 >_ -460. Max Downward Total Deflection 0.000 in Ratio = 0 <g80.0 Max Upward Total Deflection 0.181 in Ratio = 0.000 Ratio 54 360. . in = 0 < 0 <360.0 oaxtmum "OMes & stresses for Load' Combinations 0.40 5.125x9 106.98 psi 265.00 psi +D+L+H 0.000 ft Span # 1 3d Combination Max Stress Ratios Segment Length Span # M V Cd C C Cr C Moment Values Shear Values FH FIV i m C t CIL M fb Fb V fv Fv -ength = 8.250 It L+H 1 0.287 0.195 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.57 0.00 = 8.250 It 1 1.000 1.00 1.00 1.00 1.00 1.00 619.89 2160.00 1 .43 46.48 238.500 .ength 0.594 0.404 1.00 1.000 1.00 1.00 1.00 1.00 too 8.23 11426.76 2400.00 e ength .ength = 8.250 (t 1 0.207 0.140 1.25 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 0.00 3.29 106.98 265.00 S+H 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.57 619.89 3000.00 10.43 46.48 3310..00 25 ength=8.250ft 1 0.225 0.153 1.15 1.000 1.00 too 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 3.57 619.89 2760.00 1.43 46.48 304.75 ength = 8.250 ft 1 0.408 0.277 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 7.06 1,225.04 3000.00 2.82 91.86 331.25 0.00 0.00 0.00 0.00 17.2009 Liljenquist Apartments 50 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN O i Cr Cm C t CL M fb Fb V N F'v Length = 8.250 It 1 0.444 0.301 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.06 1,225.04 2760.00 2.82 91.86 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.161 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.57 619.89 3840.00 1.43 46.48 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.161 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.57 619.89 3840.00 1.43 46.48 424.00 1 +D+0.750L50L+0.450W*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 r+0.7 Length r+0.70ft 1 0.319 0.211 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.06 1,225.04 3840.00 2.82 91.86 424.00 +0+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.319 0.217 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.06 1,225.04 3840.00 2.82 91.86 424.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.319 0.217 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.06 1,225.04 3840.00 2.82 91.86 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.097 0.066 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.14 371.94 3840.00 0.86 27.89 424.00 +O.60D+0.70E+O.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8,250 It 1 0.097 0.066 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.14 371.94 3840.00 0.86 27.89 424.00 Vertical. ReactiOnS ' Support notation: Far left is #1 . Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.040 1.040 +D+H 1.733 1.733 +D+L+H 3.988 3.988 +D+Lr+H 1.733 1.733 +D+S+H 1.733 1.733 +D+0.750Lr+0.750L+H 3.425 3.425 +D+0.750L+0.7505+H 3.425 3.425 +D+0.60W+H 1.733 1.733 +D+0.70E+H 1.733 1.733 +D+0.750Lr+0.750L+0.450W+H 3.425 3.425 +D+0.750L+0.7505+0.450W+H 3.425 3.425 +D+0.750L+0.7505+0.5250E+H 3.425 3.425 +0.60D+0.60W+0.60H 1.040 1.040 +0.60D+0.70E+0.60H 1.040 1.040 D Only 1.733 1.733 Lr Only 2.256 2.256 L Only S Only W Only E Only H Only 17.2009 - Liljenquist Apartments 51 Description : #3A Interior Drop Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 0.624 1 -..... Maximum Shear Stress Ratio_ Section used for this span 5.125x12 Load Combination Set: IBC 2012 to : Actual = 1,497.49 psi fv : Actual FB: Allowable = Material Properties Fv: Allowable Load Combination +D+L+H Load Combination Analysis Method : Allowable Stress Design Load Combination 1BC2012 Fb - Tension 2,400.0 psi E: Modulus of Elasticity Span # 1 Span # where maximum occurs Fb -Compr 1,850.0 psi Ebend-xx 1,800.Oksi Shear Values Fc - PHI 1,650.0 psi Eminbend - xx 950.0lost Wood Species :DF/DF Fc - Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1'100.0 Psi Density 31.20pcf 5.125x12 Span =11.250fl Applied loads learn self weight calculated and added to loads Uniform Load : D = 0.030, L = 0.040 ksf, Tributary Width = 13.670 ft, (Floor Weight; DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. aximum Bending Stress Ratio = 0.624 1 -..... Maximum Shear Stress Ratio_ Section used for this span 5.125x12 Section used for this span to : Actual = 1,497.49 psi fv : Actual FB: Allowable = 2,400.00psi Fv: Allowable Load Combination +D+L+H Load Combination Location of maximum on span = 5.625ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.149 in Ratio = 904>=480. Max Upward Transient Deflection 0.000 in Ratio= 0 <480.0 Max Downward Total Deflection 0.265 in Ratio= 509>=360. Max Upward Total Deflection 0.000 in Ratio= 0 <360.0 0.414 : 1 5.125x12 = 109.79 psi = 265.00 psi +D+L+H 10.265 ft = Span # 1 XaYfimum Forces& Stresses for Load Combinations Id Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C CL M to tH t Fib V fv Fv .ength = 11.250 # 1 0.303 0.201 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.70 0.00 0.00 0.00 0.00 1+ H 1.000 1.00 1.00 1.00 1.00 1.00 653.53 21fi0.00 1.96 47.92 238.50 .ength = 11.250 ft 1 0.624 0.414 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.35 1,497.49 0.00 2400.00 0.00 4.50 0.00 0.00 -Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 109.79 0.00 265.00 _ength =11.250 rt 1 0.218 0.145 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.70 653.53 3000.00 1.96 0.00 'S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 47.92 331.25 ength = 11.250 ft 1 0.237 0.157 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.70 653.53 2760.00 0.00 0.00 0.00 0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 1.96 47.92 304.75 .ength = 11.250 ft 1 0.429 0.285 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.19 1,286.50 0.00 3000.00 0.00 3.87 0.00 0.00 0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 94.32 331.25 0.00 0.00 0.00 0.00 17.2009 - Liljenquist Apartments 52 Load Combination 1.429 Max Stress Ratios 2.382 2.382 +D+L+H 5.458 5.458 +D+Lr+H 2.382 Moment Values +D+S+H 2.382 Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv F v Length = 11.250 It 1 0.466 0.310 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.19 1,286.50 2760.00 3.87 94.32 304.75 +D+0.60W+H 3.076 S Only 1.000 1.00 1.00 1.00 1.00 1.00 H Only 0.00 0.00 0.00 0.00 Length= 11.260 ft 1 0.170 0.113 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.70 653.53 3840.00 1.96 47.92 424.00 +0+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250It 1 0.170 0.113 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.70 653.53 3840.00 1.96 47.92 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.250 It 1 0.335 0.222 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.19 1,286.50 3840.00 3.87 94.32 424.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00. Length=11.250 it 1 0.335 0.222 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.19 1,286.50 3640.00 3.87 94.32 424.00, +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0'00I Length =11.250 ft 1 0.335 0.222 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.19 1,286.50 3840.00 3.87 94.32 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.250 ft 1 0.102 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.02 392.12 3840.00 1.18 28.75 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.2508 1 0.102 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.02 392.12 3840.00 1.18 28.75 424.001 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.429 1.429 +D+H 2.382 2.382 +D+L+H 5.458 5.458 +D+Lr+H 2.382 2.382 +D+S+H 2.382 2.382 +D+0.750Lr+0.750L+H 4.689 4.689 +D+0.750L+0.750S+H 4.689 4.689 +D+0.60W+H 2.382 2.382 +D+0.70E+H 2.382 2.382 +D+0.750Lr+0.750L+0.450W+H 4.689 4.689 +D+0.750L+0.7505+0.450W+H 4.689 4.689 +D+0.750L+0.7505+0.5250E+H 4.689 4.689 +0.60D+0.60W+0.60H 1.429 1.429 +0.60D+0.70E+0.60H 1.429 1.429 D Only 2.382 2.382 Lr Only L Only 3.076 3.076 S Only W Only E Only H Only 17.2009 - Liljenquist Apartments 53 Description : #4 Interior Header CODE REFERENCES Calculations per NDS 2012, IBC 2012 CBC 2013, ASCE 7-10 -oad Combination Set: IBC 2012 Analysis Method : Allowable Stress Design Fb - Tension 875.0 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 875.0 psi Ebend-xx 1,300.Oksi FB: Allowable = 675.00 psi Fc -Prll 600.0 psi Eminbend -xx 470.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Span # where maximum occurs = Wood Grade No.2 Fv 170.0 psiFt - Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 425.0 psi Density 31.20pcf 0 0.345 1 1 L 0.46 i s,8 = 4.083 ft Applied Loads team self weight calculated and added to loads Uniform Load : D = 0.030, L = 0.040 ksf, Tributary Width =11.50 ft, (Floor Weight) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. laximum Bending Stress Ratio = 0.451: 1 Maximum Shear Stress Ratio Section used for this span 6x8 Section used for this span fb : Actual = 394.79 psi fv : Actual FB: Allowable = 675.00 psi Fv : Allowable Load Combination +D+L+H Load Combination Location of maximum on span = 2.042ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio= 4255>=600. Max Upward Transient Deflection 0.000 in Ratio= 0 <600.0 Max Downward Total Deflection 0.020 in Ratio= 2405 >=480. Max Upward Total Deflection 0.000 in Ratio= 0 <480.0 Aaxirnum Forces & Stresses for Load Combinations Fb V Shear Values IV FY A Combination Max Stress Ratios 0.00 0.00 0.00 0.74 171.67 787.50 0.51 Segment Length Span # M V Cd C FN C i Cr Cm C t CIL - �H 42.34 170.00 0.00 0.00 0.00 0.00 0.74 171.67 Length = 4.063 ft 1 0.218 0.120 0.90 1.000 1.00 1.00 1.00 1.00 1.00 �L+H 1006.25 0.51 18.41 195.50 1.000 1.00 1.00 1.00 1.00 1.00 .ength = 4.083 ft 1 0.451 0.249 1.00 1.000 1.00 1.00 1.00 1.00 1.00 �Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 -ength = 4.083 ft 1 0.157 0.087 1.25 1.000 1.00 1.00 1.00 1.00 1.00 ,$+H 1.000 1.00 1.00 1.00 1.00 1.00 -ength = 4.083 ft 1 0.171 0.094 1.15 1.000 1.00 1.00 1.00 1.00 1.00 .0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 .ength = 4.083 ft 1 0.310 0.171 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.249 :1 6x8 = 42.34 psi = 170.00 psi +D+L+H 3.472 ft = Span # 1 Moment Values M Ib Fb V Shear Values IV FY 0.00 0.00 0.00 0.00 0.74 171.67 787.50 0.51 18.41 153.00 0.00 0.00 0.00 0.00 1.70 394.79 875.00 1.16 42.34 170.00 0.00 0.00 0.00 0.00 0.74 171.67 1093.75 0.51 18.41 212.50 0.00 0.00 0.00 0.00 0.74 171.67 1006.25 0.51 18.41 195.50 0.00 0.00 0.00 0.00 1.46 339.01 1093.75 1.00 36.36 212.50 0.00 0.00 0.00 0.00 17.2009 - Liljenquist Apartments 54 Description : #4 Interior Header Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M fb F'b Shear Values V fv F'v Length = 4.083 ft 1 0.337 0.186 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.46 339.01 1006.25 1.00 36.36 195.50 +D+0.60W+H 0.723 +D+S+H 0.723 1.000 1.00 1.00 1.00 1.00 1.00 1.427 +D+0.60W+H 0.00 0.00 0.00 0.00 Length = 4.083 ft 1 0.123 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 171.67 1400.00 0.51 18.41 272.00 +D+0.70E+H 0.723 0.723 Lr Only 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.083 ft 1 0.123 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 171.67 1400.00 0.51 18.41 272.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 UG 0.00 0.00 0.00 Length = 4.083 It 1 0.242 0.134 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.46 339.01 1400.00 1.00 36.36 272.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0831t 1 0.242 0.134 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.46 339.01 1400.00 1.00 36.36 272.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.083 It 1 0.242 0.134 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.46 339.01 1400.00 1.00 36.36 272.00 i +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ` Length = 4.083 ft 1 0.074 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.44 103.00 1400.00 0.30 11.05 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.083 ft 1 0.074 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.44 103.00 1400.00 0.30 11.05 272.00 ' Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 DveralI MAXImum 1.662 1.662 Overall MlNimum 0.434 0.434 +D+H 0.723 0.723 +D+L+H 1.662 1.662 +D+Lr+H 0.723 0.723 +D+S+H 0.723 0.723 +D+0.750Lr+0.750L+H 1.427 1.427 +D+0.750L+0.750S+H 1.427 1.427 +D+0.60W+H 0.723 0.723 +D+0.70E+H 0.723 0.723 +D+0.750Lr+0.750L+0.450W+H 1.427 1.427 +D+0.750L+0.750S!0.450W+H 1.427 1.427 +D+0.750L+0.750S+0.5250E+H 1.427 1.427 +0.60D+0.60W+0.60H 0.434 0.434 +0.60D+0.70E+0.60H 0.434 0.434 D Only 0.723 0.723 Lr Only L Only 0.939 0.939 S Only W Only E Only H Only 17.2009 - Liljenquist Apartments 55 File =W.%N Description : #5 Cooridor Header CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Analysis Method : Allowable Stress Design Fb- Tension Load Combination iBC 2012 Fb - Compr - Fc - Prll Wood Species :Douglas Fir - Larch Fc - Perp Wood Grade No.2 Fv Beam Bracing :Completely Unbraced ---... Ft 875.0 psi E: Modulus of Elasticity 875.0 psi Ebend-xx 1,300.Oksi 600.0 psi Eminbend -xx 470.Oksi 625.0 psi 170.0 psi 425.0 psi Density 31.20pcf exa SDen = IM II Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Seam self weight calculated and added to loads Uniform Load : D = 0.030, L = 0.040 ksf, Tributary Width = 5.0 ft, (Floor Weight) Uniform Load : D = 0.0290, L = 0.10 ksf, Tributary Width = 4.750 ft, (Floor Weight) DESIGN SUMMARY laximum Bending Stress Ratio = 0.4761 Maximum Shear Stress Ratio - Section used for this span 6x8 Section used for this span 0.270 :1 fb :Actual = 415.30 psi fv : Actual = 6x8 45.97 psi FB: Allowable = 873.35 psi Fv : Allowable = 170.00 psi Load Combination Location of maximum on span = +D+L+H Load Combination +D+L+H +L+H Span # where maximum occurs = 1.917ft Span # 1 Location of maximum on span Span #where maximum occurs = = ft Span # 1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio = 3506>=600. Max Upward Transient Deflection 0.000 in Ratio = 0 <600.0 Max Downward Total Deflection 0.019 in Ratio = 2435>=480. Max Upward Total Deflection 0.000 in Ratio = 0 <480.0 Maximum Forces &Stresses for Load Combinations ......____ - _........_- ad Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Call C t C L M fb Pb +H V fv FV Length = 3.833 ft 1 0.161 0.092 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.54 126.80 0.00 786.17 0.00 0.39 0.00 0.00 +L+H Length = 3.833 It 1 0.476 0.270 1.00 1.000 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 14.04 153.00 0.00 0.00 +Lr+H 1.000 1.00 1.00 1.00 1.00 1.78 415.30 1.00 1.00 873.35 1.26 45.97 170.00 Length = 3.833 ft 1 0.116 0.066 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.54 126.80 0.00 1091.15 0.00 0.39 0.00 0.00 14.04 212.60 +S+H Length = 3.833 ft 1 0.126 0.072 1.15 1.000 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 4750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.54 126.80 1.00 1.00 1004.06 0.39 14.04 195.50 -ength = 3.833 ft 1 0.315 0.179 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.47 343.18 0.00 1091.15 0.00 0.00 0.00 1.04 37.99 212.50 17.2009 - Liljenquist Apartments 56 Description : #5 Cooridor Header Load Combination Max Stress Ratios +D+H 0.569 0.569 +D+L+H 1.862 1.862 +D+Lr+H Moment Values 0.569 +D+S+H Shear Values Segment Length Span # M V Cd C FN C 1 Cr C m C t C L M Po F'b V fv F'v +D+0.750L+0.7505+H 1.539 1.539 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.341 0.341 0.00 0.00 0.00 - 0.00 Length = 3.833 it 1 0.342 0.194 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.47 343.18 1004.06 1.04 37.99 195.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 ft 1 0.091 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.54 126.80 1395.69 0.39 14.04 272.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 it 1 0.091 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.54 126.80 1395.69 0.39 14.04 272.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 It 1 0.246 0.140 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.47 343.18 1395.69 1.04 37.99 272.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.8338 1 0.246 0.140 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.47 343.18 1395.69 1.04 37.99 272.00 +0+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.001 Length = 3.833 It 1 0.246 0.140 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.47 343.18 1395.69 1.04 37.99 272.00 t +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 It 1 0.055 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.33 76.08 1395.69 0.23 8.42 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.833 ft 1 0.055 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.33 76.08 1395.69 0.23 8.42 272.00 ._:Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.341 0.341 +D+H 0.569 0.569 +D+L+H 1.862 1.862 +D+Lr+H 0.569 0.569 +D+S+H 0.569 0.569 +D+0.750Lr+0.750L+H 1.539 1.539 +D+0.750L+0.7505+H 1.539 1.539 +D+0.60W+H 0.569 0.569 +0+0.70E+H 0.569 0.569 +D+0.750Lr+0.750L+0.450W+H 1.539 1.539 +D+0.750L+0.7505+0.450W+H 1.539 1.539 +D+0.750L+0.7505+0.5250E+H 1.539 1.539 +0.60D+0.60W+0.60H 0.341 0.341 +0.600+0.70E+0.60H 0.341 0.341 D Only 0.569 0.569 Lr Only L Only 1.294 1.294 S Only W Only E Only H Only 17.2009 - Liljenquist Apartments 57 Wood Beat Description : 46 File = CODE REFERENCES Calculations per NDS 2012, IBC 2012 CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties AnalMethod • Allowed St D ysis wa a ress as go Load Combination IBC 2012 Fb- Tension 875.0 psi E: Modulus of Elasticity Fb - Compr 875.0 psi Ebend- xx 1,300.0 ksi Uniform Load : D = 0.0180 ksf, Tributary Width Fc - Pill 600.0 psi Eminbend -xx 470.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi 4aximum Bending Stress Ratio - Wood Grade No.2 Fv 170.0 psi Section used for this span Beam Bracing :Completely Unbraced Ft 425.0 psi Density 31.20pcf sa Span=7w# Applied Loads Service loads entered. Load Factors will be applied for calculations. 3eam self weight calculated and added to loads Uniform Load : D = 0.030, L = 0.040 ksf, Tributary Width = 2.0 ft, (Floor Weight) Uniform Load : D = 0.0180 ksf, Tributary Width = 3.0 ft, (Wall Above Weight) Shear Values DESIGN SUMMARY e M V 4aximum Bending Stress Ratio - 0.381: 1 Maximum Shear Stress Ratio - 0.137 : 1 Section used for this span 6x8 Section used for this span 6x8 fb : Actual - 332.08 psi tv : Actual = 23.23 psi FB :Allowable = 871.98 psi Fv :Allowable = 170.00 psi Load Combination Location of maximum on span = +D+L+H 3.750ft Load Combination Location of maximum on span = +D+L+H Span # where maximum occurs = Span # 1 Span # where maximum occurs = 6.898 ft Span # 1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = 3949>=600. +H Max Upward Transient Deflection 0.000 in Ratio = 0 <600.0 Max Downward Total Deflection 0.058 in Ratio = 1556>=480. Max Upward Total Deflection 0.000 in Ratio = 0 <480.0 Maximum Forces & Stresses for Load Combinations gad Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C C M tb F'b t L V f, P, +H Length = 7.50 it 1 0.256 0.092 0.90 1.000 1.00 1.00 1.00 1.00 too 0.86 201.17 +L+H 1.000 1.00 1.00 1.00 1.00 1.00 785.07 0.39 14.07 753.00 Length = 7.50 ft 1 0.381 0.137 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.43 332.08 0.00 871.98 0.00 0.64 0.00 0.00 +Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 , 0.00 0.00 23.23 170.00 Length = 7.50 it 1 0.185 0.066 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.86 201.17 1088.95 0.39 0.00 14.07 0.00 +S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 212.50 0.00 Length = 7.50 ft 1 0.201 0.072 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.86 201.17 1002.21 0.39 14.07 195.50 +0.7501-r+0.7501+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length = 7.50 it 1 0.275 0.099 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.29 299.35 1088.95 0.00 0.58 20.94 212.50 17.2009 - Liljenquist Apartments 58 Load Combination Max Stress Ratios Moment Values Se ment Len th Span N M V Cd C FN C i Cr Cm C t CIL M fb Shear Values V N FV 9 9 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.299 0.107 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.29 299.35 1002.21 0.58 20.94 195.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50 it 1 0.145 0.052 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.86 201.17 1391.96 0.39 14.07 272.00i +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.50 N 1 0.145 0.052 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.86 201.17 1391.96 0.39 14.07 272.00 +D+0.75OLr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =7.5011 1 0.215 0.077 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.29 299.35 1391.96 0.58 20.94 272.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.215 0.077 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.29 299.35 1391.96 0.58 20.94 272.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.215 0.077 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.29 299.35 1391.96 0.58 20.94 272.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.087 0.031 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.52 120.70 1391.96 0.23 8.44 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.50 fl 1 0.087 0.031 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.52 120.70 1391.96 0.23 8.44 272.001 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H - +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H .+D+0.750L+0.7505+0.450W+H +D+0.750L+0.7505+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support 1 0.277 0.461 0.761 0.461 0.461 0.686 0.686 0.461 0.461 0.686 0.686 0.686 0.277 0.277 0.461 0.300 17.2009 - Liljenquist Apartments 0.277 0.461 0.761 0.461 0.461 0.686 0.686 0.461 0.461 0.686 0.686 0.686 0.277 0.277 0.461 0.300 59 Era= W:ISMEPOI A17B3ECd.20Y17061E Description : #7 Exterior Header _ CODE REFERENCES " =i ' Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Analysis Method : Allowable Stress Design Fb - Tension 875.0 psi Load Combination IBC 2012 Fb - Compr 875.0 psi Section used for this span Fc - Prll 600.0 psi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Beam Bracing : Beam is Fully Braced against lateral --- -... Ft -torsional buckling 425.0 psi . 87500 psi oomz = 64 Span =3.5pfl E: Modulus of Elasticity Ebend-xx 1,300.Oksi Eminbend -xx 470.Oksi Density 31.20 pd 40011140bgds Service loads entered. Load Factors will be applied for calculations. learn self weight calculated and added to loads Uniform Load : D = 0.030, L = 0.10 ksf, Tributary Width = 2.0 ft, (Floor Weight) Uniform Load: D = 0.0180 ksf, Tributary Width = 4.0 ft, (Wail Above Weight) DESIGN SUMMARY laximum Bending Stress Ratio = 0.256: 1 Maximum Shear Stress Ratio = 0.129 : 1 Section used for this span 6x6 Section used for this span 6x6 lb : Actual 224.35psi fv : Actual 21.87 p sl FB :Allowable . 87500 psi Fv : Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span # where maximum occurs = Span # 1 Span It maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio = 6129>=600. Max Upward Transient Deflection 0.000 in Ratio = 0 <600.0 Max Downward Total Deflection 0.012 in Ratio= 3621 >=480. Max Upward Total Deflection 0.000 in Ratio = 0 <480.0 Aaximurn Forces &Stresses for Load Combinations ,I. ad Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C I CL M P6 tH V M Fy Length = 3.50 ft 1 0.117 0.059 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.21 91.81 0.00 787.50 0.108 8.95 153.00 FL+H Length = 3.50 ft 1 0.256 0.129 1.00 1.000 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Q+H 1.000 1.00 1.00 1.00 0.52 224.35 1.00 1.00 875.00 0.44 21.87 170.00 .ength = 3.50 ft 1 0.084 0.042 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.21 91.81 0.00 1093.75 0.00 0.18 0.00 0.00 8.95 212.50 �S+H _ength = 3.50 ft 1 0.091 0.046 1.15 1.000 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ,0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.21 91.81 1.00 1.00 1006.25 0.18 8.95 195.50 .ength = 3.50 ft 1 0.175 0.088 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.44 191.21 0.00 1093.75 0.00 0.38 0.00 0.00 18.64 212.50 17.2009 - Liljenquist Apartments 60 Description: #7 Exterior Header Load Combination Max Stress Ratios +D+H 0.242 0.242 +D+L+H 0.592 0.592 +D+Lr+H Moment Values 0.242 +D+S+H Shear Values Segment Length Span # M V Cd C FN C 1 Cr C m C t C L M fb Fb V fv Fv +D+0.750L+0.750S+H 0.505 0.505 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.145 0.145 0.00 0.00 0.00 0.00 Length = 3.50 N 1 0.190 0.095 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.44 191.21 1006.25 0.38 18.64 195.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.066 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.21 91.81 1400.00 0.18 8.95 272.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.066 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.21 91.81 1400.00 0.18 8.95 272.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.137 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.44 191.21 1400.00 0.38 18.64 272.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 U0 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.137 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.44 191.21 1400.00 0.38 18.64 272.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.137 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.44 191.21 1400.00 0.38 18.64 272.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 it 1 0.039 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 55.09 1400.00 0.11 5.37 272.00' +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00.. Length = 3.50 ft 1 0.039 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 55.09 1400.00 0.11 5.37 272.00 Vertical Reactions - .. Support notation: Far left is#1 Values in KIPS --.- Load Combination - - Support 1 Support .. ......_..._ X609 n549 Overall MlNimum 0.145 0.145 +D+H 0.242 0.242 +D+L+H 0.592 0.592 +D+Lr+H 0.242 0.242 +D+S+H 0.242 0.242 +D+0.750Lr+0.750L+H 0.505 0.505 +D+0.750L+0.750S+H 0.505 0.505 +D+0.60W+H 0.242 0.242 +D+0.70E+H 0.242 0.242 +D+0.750Lr+0.750L+0.450W+H 0.505 0.505 +0+0.750L+0.750S+0.450W+H 0.505 0.505 +D+0.750L+0.7505+0.5250E+H 0.505 0.505 +0.600+0.60W+0.60H 0.145 0.145 +0.60D+0.70E+0.60H 0.145 0.145 D Only 0.242 0.242 Lr Only L Only 0.350 0.350 S Only W Only E Only H Only 17.2009 - Liljenquist Apartments 61 Description : #8 Cooridor Header CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Analysis Method : Allowable Stress Design Fb - Tension 2,400.0 psi Load Combination iBC 2012 Fb - Compr 1,850.0 psi Eminbend -yy 850.Oksi Fc - Prll 1,650.0 psi Wood Species : DF/DF Fc - Perp 650.0 psi Wood Grade :24F - V4 Fv 265.0 psi Beam Bracing : Ft Beam is Fully Braced against lateral -torsional buckling 1,100.Opsi D10.19,575) L(0,675) IF v E: Modulus of Elasticity Ebend-1a 1,800.0ksi Eminbend -xx 950.0ksi Ebend-yy 1,600.0ksi Eminbend -yy 850.Oksi Density 31.20pcf 5.125x15 Span = 13.833 It d ite j}}S d �oailS Load Combinations Service loads entered Load Factors will be applied for calculations. Team self weight calculated and added to loads Uniform Load : D = 0.0290, L = 0.10 ksf, Tributary Width = 6.750 ft, (Floor Weight) DESIGN _SUMMARY ad Combination Max Stress laximum Bending Stress Ratio = 0.552 1 Maximum Shear Stress Ratio = 0.373 Section used for this span 5.125x15 Section used for this span :1 5.125x15 fb : Actual 1,325.32 psi fv : Actual 98.78sl p FB: Allowable = 2,400.00 psi Fv : Allowable = 265.00 psi Load Combination Location of maximum on span = +D+L+H 6.917ft Load Combination +D+L+H Span # where maximum occurs = Span # 1 Location of maximum on span = Span # where maximum occurs = 12.621 it M @ Pb Span # 1 Maximum Deflection +H Max Downward Transient Deflection 0.216 in Ratio= 769>=480. Max Upward Transient Deflection 0.000 in Ratio = 0 <480.0 Max Downward Total Deflection 0.283 in Ratio= 585>=360. Max Upward Total Deflection 0.000 in Ratio= 0 <360.0 Length = 13.833 it Maximum Forces & Stresses for Load Combinations ad Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C Fly C i C r C in C I C L M @ Pb +H v fv Pv Length = 13.833 it 1 0.147 0.099 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.08 317.22 0.00 2160.00 0.21 0,00 +L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 23.00 0.00 238.50 0.00 Length =13.833 8 1 0.552 0.373 1.00 1.000 1.00 1.00 1.00 1.00 1.00 21.23 1,325.32 2400.00 5.06 98.78 265.00 +Lr+H Length = 13.833 it 1 0.106 0.071 1.25 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 �S+H 1.000 1.00 1.00 1.00 1.00 1.00 5.08 317.22 3000.00 1.21 23.64 331.25 Length = 13.833 8 1 0.115 0.078 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.08 317.22 0.00 0.00 0.00 0.00 t0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 2760.00 1.21 23.64 304.75 .ength =13.833 it 1 0.358 0.241 1.25 1.000 1.00 1.00 1.00 1.00 1.00 17.19 1,073.30 0.00 3000.00 0.00 4.10 0.00 80.00 0.00 �0.7501_+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 331.25 0.00 0.00 0.00 0.00 17.2009 - Liljenquist Apartments 62 Description: #8 Cooridor Load Combination Max Stress Ratios 6.138 Overall MINimum 0.881 0.881 +D+H 1.469 1.469 Moment Values 6.138 Shear Values Segment Length Span # M V Cd C FN C I Cr C m C t C L M Po Fb V tv F`v Length = 13.833 It 1 0.389 0.262 1.15 1.000 1.00 1.00 1.00 1.00 1.00 17.19 1,073.30 2760.00 4.10 80.00 304.15 +D+0.60W+H D Only 1.469 1.469 1.000 1.00 1.00 1.00 1.00 1.00 S Only 0.00 0.00 0.00 0.00 , Length = 13.833 It 1 0.083 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.08 317.22 3840.00 1.21 23.64 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.833 It 1 0.083 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.08 317.22 3840.00 1.21 23.64 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.833 It 1 0.280 0.189 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.19 1,073.30 3840.00 4.10 80.00 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 _ Length = 13.833 It 1 0.280 0.189 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.19 1,073.30 3840.00 4.10 80.00 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.833 ft 1 0.280 0.189 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.19 1,073.30 3840.00 4.10 80.00 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.833 ft 1 0.050 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.05 190.33 3840.00 0.73 14.19 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.83311 1 0.050 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.05 190.33 3840.00 0.73 14.19 424.00 Vertical Reactions Support notation: Far left is#1 Values in KIPS Support 1 Support 2 Overall MAXimum 6.138 6.138 Overall MINimum 0.881 0.881 +D+H 1.469 1.469 +D+L+H 6.138 6.138 +D+Lr+H 1.469 1.469 +D+S+H 1.469 1.469 +0+0.750Lr+0.750L+H 4.971 4.971 +D+0.750L+0.750S+H 4.971 4.971 +D+0.60W+H 1.469 1.469 +D+0.70E+H 1.469 1.469 +D+0.750Lr+0.750L+0.450W+H 4.971 4.971 +D+0.750L+0.750S+0.450W+H 4.971 4.971 +D+0.750L+0.7505+0.5250E+H 4.971 4.971 +0.60D+0.60W+0.60H 0.881 0.881 +0.60D+0.70E+0.60H 0.881 0.881 D Only 1.469 1.469 Lr Only L Only 4.669 4.669 S Only W Only E Only H Only 17.2009 - Liljenquist Apartments 63 Description: #11- Wall Suppod Beam CODEREFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W 10Q6 ----- -_- _......._ _ ......... .- ____ _____ Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0290, L = 0.1250 ksf, Tributary Width = 8.0 fl, (Storage Floors) Uniform Load : D = 0.0290, L = 0.10 ksf, Tributary Width =14.0 ft, (Cooddor Floors) Uniform Load: D = 0.0090 ksf, Tributary Width = 20.0 ft, (Wall Above) DESIGN SUMMARY - Maximum Bendin Stress Ratio - -__--- ------- --- 9 - Section used for this span 0.748. 1 W1 Ox26 Maximum Shear Stress Ratio = Section used for this span Me: Applied 58.390 k -ft Va : Applied Mn / Omega : Allowable 78.094 k -ft Vn/Omega : Allowable Load Combination +D+L+H Load Combination Location of maximum on span 6.000ft Location of maximum on span Span # where maximum occurs Span If 1 Span # where maximum occurs Maximum Deflection 0.195 0.095 +L+H Max Downward Transient Deflection 0.269 in Ratio= 534 >=480. Max Upward Transient Deflection 0.000 in Ratio= 0 <480.0 Max Downward Total Deflection 0.364 in Ratio= 396 >=360. Max Upward Total Deflection 0.000 in Ratio= 0 <360.0 P ad Combination # M V Dsgn. L = 12.00 ft 1 0.195 0.095 +L+H Va Max Vnx Dsgn. L = 12.00 ft 1 0.748 0.363 +Lr+H 78.09 1.00 1.00 Dsgn. L = 12.00 It 1 0.195 0.095 +S+H 58.39 130.42 Dsgn. L = 12.00 ft 1 0.195 0.095 +0.750Lr+0.750L+H 53.56 15.19 Dsgn. L = 12.00 it 1 0.609 0.296 +0.7501.+0350SM 5.06 80.34 Dsgn. L = 12.00 It 1 0.609 0.296 +O.60W+H 78.09 1.00 1.00 Dsgn. L = 12.00 It 1 0.195 0.095 +0.70E+H 47.59 130.42 Dsgn. L = 12.00 ft 1 0.195 0.095 r0.750Lr+0.750L+0.450W+H 53.56 47.59 Dsgn. L = 12.00 ft 1 0.609 0.296 47501_+0.7505+0.450W+H 15.86 80.34 )sgn. L = 12.00 ft 1 0.609 0.296 t0.750L+0.7505+0.5250E+H 78.09 1.00 1.00 )sgn. L = 12.00 It 1 0.609 0.296 50D+o.61T.M9 - Liljenquist Apartments W 10x26 19.463 k 53.560 k +D+L+H 0.000 ft Span If 1 1max+ Mmax- Me Max Mnx Mnx/0mega Cb Rm Va Max Vnx Vnx/Omega 15.19 15.19 130.42 78.09 1.00 1.00 5.06 80.34 53.56 58.39 58.39 130.42 78.09 1.00 1.00 19.46 80.34 53.56 15.19 15.19 130.42 78.09 1.00 1.00 5.06 80.34 53.56 15.19 15.19 130.42 78.09 1.00 1.00 5.06 80.34 53.56 47.59 47.59 130.42 78.09 1.00 1.00 15.86 80.34 53.56 47.59 47.59 130.42 78.09 1.00 1.00 15.86 80.34 53.56 15.19 15.19 130.42 78.09 1.00 1.00 5.06 80.34 53.56 15.19 15.19 130.42 78.09 1.00 1.00 5.06 80.34 53.56 47.59 47.59 130.42 78.09 1.00 1.00 15.86 80.34 53.56 47.59 47.59 130.42 78.09 1.00 1.00 15.86 80.34 53.56 47.59 47.59 130.42 78.09 1.00 1.00 15.86 80.34 53.56 64 Steel Beam Description: #11- Wall Support Beam Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Osgn. L = 12.00 fl 1 0.117 0.057 9.11 9.11 130.42 78.09 1.00 1.00 3.04 80.34 53.56 +0.600+0.70E+0.60H Dsgn. L = 12.00 It 1 0.117 0.057 9.11 9.11 130.42 78.09 1.00 1.00 3.04 80.34 53.56 Overall Maximum Deflections Load Combination --- Span Max . Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.3641 6.034 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS _ Load Combination Support 1 Support 2 Overall MAXimum 19.463 19.463 1 Overall MINimum 3.038 3.038 I +D+H 5.063 5.063 +D+L+H 19.463 19.463 +D+Lr+H 5.063 5.063 +D+S+H 5.063 5.063 +D+0.750Lr+0.750L+H 15.863 15.863 +D+0.750L+0.750S+H 15.863 15.863 ` +0+0.60W+H 5.063 5.063 +D+0.70E+H 5.063 5.063 +D+0.750Lr+0.750L+0.450W+H 15.863 15.863 I`I I +D+0.750L+0.750S+0.450W+H 15.863 15.863 +D+0.750L+07505+0.5250E+H 15.863 15.863 +0.60D+0.60W+0.60H 3.038 3.038 +0.60D+0.70E+0.60H 3.038 3.038 D Only 5.063 5.063 Lr Only L Only 14.400 14.400 I S Only W Only E Only H Only 1 I 17.2009 - Liljenquist Apartments 65 Steel Beam Pile-W:ISMEP12017117B3EC^};2001170EAE^L200102ENGIdICALCUL-71STRUCT-tlGravity1172009-1 ENERCALC, INC. 1983-2017, Build.6.171,16 VaL6.17116' Description . #12 Wall Support Beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 - Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ooeols La.3s Span = 17 n W12x35 ..._-__-.... -_._....-_- Applied Loads Service loads entered. Load Factors will be Beam self weight calculated and added to loading Uniform Load : D = 0.0290, L = 0.1250 ksf, Tributary Width = 1.0 ft, (Storage Floors) Point Load : D = 5.064, L =14.40 k (a) 3.0 ft, (Beam Reaction) Uniform Load : D = 0.0290, L = 0.10 ksf, Tributary Width = 3.50 fl, (Corridor Floors) Point Load : D = 1.470, L = 4.670 k (a, 3.0 ft, (Beam 8 Reaction) Point Load : D = 2.920, Lr = 2.080, S = 3.630 k (a) 3.0 ft, (Roof Beam 5 Reaction) DESIGN SUMMARY for calculations. rviaximurn oenaing brress nano = 0.657: 1 Maximum Shear Stress Ratio = 0.386 : 1 Section used for this span W 12x35 Section used for this span W1 2x35 Me: Applied 83.906 k -ft Va : Applied 28.935 k Mn / Omega: Allowable 127.745 k -ft Vn/Omega : Allowable 75.0 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 3.011 ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.319 in Ratio= 638>=480. Max Upward Transient Deflection 0.000 in Ratio= 0 <480.0 Max Downward Total Deflection 0.462 in Ratio = 441 >=360. Max Upward Total Deflection ..---.... _.. _.-..-..... 0.000 in Ratio = 0 <360.0 Maximum Forces & Stresses for Load Combinations ___._..... _-.....--- iad Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax - Me Max lynx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega I+H Dsgn. L = 17.00 N 1 0.210 0.123 26.83 26.83 213.33 127.74 1.00 1.00 9.19 112.50 I+L+H 75.00 Dsgn. L = 17.00 k 1 0.657 i+Lr+H 0.386 83.91 83.91 213.33 127.74 1.00 1.00 28.94 112.50 75.00 Dsgn. L = 17.00 ft 1 0.250 +S+11 0.145 31.96 31.96 213.33 127.74 1.00 1.00 10.91 112.50 75.00 Dsgn. L = 17.00 ft 1 0.280 +0.750Lr+0.750L+H 0.162 35.79 35.79 213.33 127.74 1.00 1.00 12.18 112.50 75.00 Dsgn. L = 17.00ft 1 0.575 +0.750L+0.750S+H 0.337 73.49 73.49 213.33 127.74 1.00 1.00 25.28 112.50 75.00 Dsgn. L = 17.00 N 1 0.598 +0.60W+H 0.350 76.36 76.36 213.33 127.74 1.00 1.00 26.24 112.50 75.00 Dsgn. L = 17.00 ft 1 0.210 +0.70E+H 0.123 26.83 26.83 213.33 127.74 1.00 1.00 9.19 112.50 75.00 Dsgn. L = 17.00 N 1 0.210 +0.750Lr+0.750L+0.450W+H 0.123 26.83 26.83 213.33 127.74 1.00 1.00 9.19 112.50 75.00 Dsgn. L = 17.00 ft 1 0.575 +0.750L+0.750S+0.450W+H 0.337 73.49 73.49 213.33 127.74 1.00 1.00 25.28 112.50 75.00 Dsgn. L = 17.00 N 1 0.598 0.350 76.36 76.36 213.33 127.74 1.00 1.00 26.24 112.50 75.00 +0.750L+P75IM90Etiljenquist Apartments 66 uescrlp110n : nic nan wppvu �oaiu U. iaa o.mu +D+0.750Lr+0.750L+0.450W+H 25.284 8.903 +D+0.750L+0.750S+0.450W+H 26.242 Load Combination Max Stress Ratios 26.242 9.108 Summary of Moment Values 5.516 Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnxt0mega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 17.00 ft 1 0.598 0.350 76.36 S Only 76.36 213.33 127.74 1.00 1.00 26.24 112.50 75.00 +0.60D+0.60W+0.60H E Only H Only Dsgn. L = 11.00 ft 1 0.126 0.074 16.10 16.10 213.33 127.74 1.00 1.00 5.52 112.50 75.00 +0.60D+0.70E+0.60H Dsgn L = 17.00 It 1 0.126 0.074 16.10 16.10 213.33 127.74 1.00 1.00 5.52 112.50 75.001 Overall Maximum Deflections " Load Combination Span Max. ""Dell Location in Span Load Combination Max. "+^ Defl Location in Span ----T-0 +D+L+H .4623 7.723 0.0000 0.000 VerticalReactions Support notation: Parleftis#1 Values in KIPS _ Load Combination Supportl Support2 Overall N1AXimum 28.935 10.478 Overall MINimum 1.713 0.367 +D+H 9.193 3.076 +D+L+H 28.935 10.478 +D+Lr+H 10.906 3443 +D+S+H 12.182 3.716 +D+0.750Lr+0.750L+H 25.284 8.903 +D+0.750L+0.7505+H 26.242 9.108 +D+0.60W+H 9.193 3.076 +u+U.tuE-H U. iaa o.mu +D+0.750Lr+0.750L+0.450W+H 25.284 8.903 +D+0.750L+0.750S+0.450W+H 26.242 9.108 +D+0.750L+0.750S+0.5250E+H 26.242 9.108 +0.60D+0.60W+0.60H 5.516 1.845 +0.60D+0.70E+0.60H 5.516 1.845 D Only 9.193 3.076 Lr Only 1.713 0.367 L Only 19.742 7.403 S Only 2.989 0.641 W Only E Only H Only 17.2009 - Liljenquist Apartments 67 Project Title: Engineer: Protect Descr. Wood Beam Description: Left Canopy Joists 2000 S3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Analysis Method : Allowable Stress Design Fb - Tension Load Combination IBC 2015 Fb - Compr Eminbend -xx 580.01ksi 625.0 psi Fc - Prll Wood Species : Douglas Fir - Larch Fc- Perp Wood Grade No.2 Fv Beam Bracing Ft Beam is Fully Braced against lateral -torsional buckling Project ID: 900.0 psi E: Modulus of Elasticity 900.0 psi Ebend-xx 1,600.0ksi 1,350.0 psi Eminbend -xx 580.01ksi 625.0 psi +D+S+H 180.0 psi 6.681 It 575.0 psi Density 31.20 pd Span # where maximum occurs Repetitive Member Stress Increase D(0.022661 Lr ).02666 S 0.046655 D 0.02261 i Lr 0.0266 S 0.04655 D 0.022661 Lr 0.02666 S 0.046655) We Span = 2.333 ft Span = 13.250 ft Span = 2.333 ft Apqp1bad Loads _ Service loads entered. Load Factors will be applied for calculations, Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0170, Lr = 0.020, S = 0.0350 ksf, Tributary Width =1.333 ft, (Roof Joists) -oad for Span Number 2 Uniform Load: D = 0.0170, Lr = 0.020, S = 0.0350 ksf, Tributary Width =1.330 It, (Roof Joists) -oad for Span Number 3 Uniform Load : D=0.0170, Lr = 0.020, S = 0.0350 ksf, Tributary Width =1.333 fl, (Roof Joists) DESIGN SUMMARY laximum Bending Stress Ratio = Section used for this span fe:Actual = FB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection num 0.594:1 Maximum Shear Stress Ratio 2x10 Section used for this span 777.97 psi fv : Actual 1,309.28psi Fv:Allowable +D+S+H Load Combination 6.681 It Location of maximum on span Span # 2 Span # where maximum occurs 0.176 in Ratio= 904 >=360 -0.092 in Ratio= 610>=360 0.273 in Ratio= 583>=240. -0.142 in Ratio= 394>=240. = 0.225 :1 2x10 46.47 psi 207.00 psi +D+S+H 2.333 ft = Span # 1 oad Combination Span Max. %" Def] Lo -ca -bon in Span Load Combmation Max.'+' DA Location in Span +D+S+H 1 2 0.0000 0.000 +D+S+H -0.1420 0.000 0.2725 6.681 0.0000 0.000 3 0.0000 6.681 +D+S+H -0.1420 2.333 lertical: Reactions Support notation: Far left is#1 Values in KIPS oad Combination Support 1 Support 2 Support 3 Suppod 4 17.2009 - Liljenquist Apartments 68 Description : Left Canopy Joists C C N 0 0 f Vertical Reactions Support notation: Par left is#1 Values in KIPS Load Combination Suppodi Support2 Support3 Support +D+H 0.230 0.230 +D+L+H 0.230 0.230 +D+Lr+H 0.468 0.468 +D+S+H 0.647 0.647 +D+0.750Lr+0.750L+H 0.408 0.408 +D+0.750L+0.750S+H 0.543 0.543 +D+0.60WfH 0.230 0.230 +D+0.70E+H 0.230 0.230 +D+0.750Lr+0.750L+0.450W+H 0.408 0.408 +D+0.750L+0.7505+0.450W+H 0.543 0.543 +0+0.750L+0.7505+0.5250E+H 0.543 0.543 +0.60D+0.60W+0.60H 0.138 0.138 +0.60D+0.70E+0.60H 0.138 0.138 D Only 0.230 0.230 Lr Only 0.238 0.238 L Only S Only 0.417 0.417 W Only E Only H Only 114 3.34 5.12 6.90 8.68 10.46 12.24 14,02 15,18 1156 Distance (ft) 1+D+N 1441.0 1+D+l+H I+D+S+H I+D+0.1SD1+D.1S01+H I+D+D.1SD1+6.1SDS+H I+D+0.6DW+H I+D+D.1DE+H I00.1SDt1+0.1501+6.4SDW+HI+D+0.1501+D.1SDS+0.4SDW+HI+D+D.1S01+D.1505+RSDS+HI+0.600+0.60W+D.60H 1 +0.600+D.I0E+0.6011 17.2009 - Liljenquist Apartments 69 1.14 3.34 S,12 6190 8.68 10.46 12,24 14N 15,78 1756 Distance (ft) rD+H I+D+I+H I+D+b+H I+D+S+H 1+D+D.1SDb+0.1S01+H 1+0+0.1501.+o.1S0S+H tD+0.60W+N I+D+0.10E+N 1+0+0.ISO1,47501.+0.4SOW+HI+D+0.1561.+O.1SDS+0.4SOW+HI+D+DJSD1.+0.1SOS+O.S2SOE+HI+0.600+0.60W+Db0N fMDD+0.10E+0.6011 17.2009 - Liljenquist Apartments 70 1,14 3.34 S,01 6.68 8,35 10,02 11,69 13,36 1583 16,9) Distance (ft) )+H I+D+I+H I+D+b+11 I+D+S+H 0+0+0.1SOb+0.1501.+H 1+0+0.1501.+6.1505+H +0.0+11 1+0+0.70E+H I+D+0.7501.1+0.1501.+11AN+H I+0+0.1SDI+D.ISDS+0.4SDW+H 1+0+0.7501.41)ISOS+O.SZSOE+HI+6.606+0.66W+0.60H V.61)D+OIDE+0.6011 DOnly IbOnly t0ly HSO�Iy 1WOnly My HOnly 17.2009 - Liljenquist Apartments 70 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Analysis Method: Allowable Stress Design Fb- Tension 900.0 psi Load Combination 1BC 2015 Fb - Compr 900.0 psi Beam self weight calculated and added to loads 0.41 Fc- Pill 1,350.0 psi Wood Species : Douglas Fir - Larch Fc - Perp Fv 625.0 psi 180.0 psi Wood Grade : No.2 Ft 575.0 psi Beam Bracing : Completely Unbraced 14.88 Uniform Load : D = 0.0170, Lr = 0.020, S = 00.153 Lr 0.18)s(031 V 8 50315 D0.153 Lr 8)S(0315) E: Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend - xx 580.0 ksi Density 31.20pcf 6x8 6x8 Span - 2.333 tl V Span = 5.2.50 fl 0.00 Applied Loads 0.00 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads 0.41 14.88 162.0( Load for Span Number 1 0.41 14.88 162.0( Uniform Load : D = 0.0170, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 9.0 ft, (Roof Joists) 0.00 Load for Span Number 2 899.15 0.41 14.88 Uniform Load : D = 0.0170, Lr = 0.020, S = 0,0350 ksf, Tributary Width = 9.0 ft (Roof Joists) 14.88 DESIGN SUMMARY 0.00 ....... ... -- ..- . ...... 0.00 Maximum Bending Stress Ratio = 0.293: 1 Maximum Shear Stress Ratio = 0.212 : 1 Section used for this span 6x8 Section used for this span 6x8 fb : Actual = 302.07 psi fv : Actual = 43.83 psi FB: Allowable = 1,032.51 psi Fv: Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 0.000ft Location of maximum on span = 2.333 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio= 6748>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.014 in Ratio= 4457>=240. Max Upward Total Deflection -0.001 in Ratio = 61696>=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios - Segment Length Span # M V Cd C FN C i Cr C m C t C L +D+H Length = 2.333 ft 1 0.127 0.092 0.90 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.250 ft 2 0.127 0.092 0.90 1.000 1.00 1.00 1.00 1.00 1.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.333 ft 1 0.114 0.083 1.00 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.250 ft 2 0.114 0.083 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.44 102.56 0.44 102.56 0.44 102.56 0.44 102.56 _ Fib V Shear Values N Fv 0.00 0.00 0.00 0.0( 809.32 0.41 14.88 162.0( 808.49 0.41 14.88 162.0( 0.00 0.00 0.00 Oct 899.15 0.41 14.88 180.0( 898.13 0.41 14.88 180.01 0.00 0.00 0.00 0+01 17.2009 - Liljenquist Apartments 71 Load Combination Support Support Max Stress Ratios 2.612 1.005 Overall MlNimum 0.532 0.205 +D+H 0.887 Moment Values +D+L+H 0.887 Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M Po 0.887 0.341 +D+0.70E+H 0.887 Length = 2.333 It 1 0.193 0.140 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.93 216.57 Fb 1123.67 V 0.86 IN, Fv Length = 5.250 ft 2 0.193 0.140 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.93 216.57 1122.04 0.86 31.43 31.43 225.00 225.00 �D+S+H Length = 2.333 ft 1 0.292 0.212 1.15 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.250 It 2 0.293 0.212 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.30 302.07 1033.88 1.21 43.83 207.00 .D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 1.30 302.07 1032.51 1.21 43.83 207.00 Length = 2.333 It 1 0.167 0.121 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.81 188.07 0.00 1123.67 0.00 0.00 0.00 Length = 5.250 ft 2 0.168 0.121 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.81 188.07 1122.04 0.75 -0.75 27.29 225.00 D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 27.29 225.00 Length = 2.333 ft 1 0.244 0.177 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.08 252.19 0.00 1033.88 0.00 1.01 0.00 0.00 Length = 5.250 ft 2 0.244 0.177 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.08 36.60 207.00 D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 252.19 1032.51 1.01 36.60 201.00 Length = 2.333 ft 1 0.071 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.44 102.56 . 000 1437.81 0.00 0.41 0.00 14.88 0.00 Length = 5.250 ft 2 0.071 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.44 102.56 1435.09 0.41 14.88 288.00 288.00 D+0.70E+H Length =2.3338 1 0.071 0.052 1.60 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.250 It 2 0.071 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.44 102.56 1437.81 0.41 14.88 288.00 D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.44 102.56 1435.09 0.41 14.88 288.00 Length = 2.333 ft 1 0.131 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.81 188.07 0.00 1437.81 0.00 0.75 0.00 0.00 Length = 5.250 ft 2 0.131 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.81 188.07 1435.09 0.75 27.29 27.29 288.00 D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 288.00 Length = 2.333 ft 1 0.175 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 252.19 0.00 1437.81 0.00 1.01 0.00 0.00 Length = 5.250 ft 2 0.176 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 252.19 1435.09 1.01 36.60 36.60 288.00 7+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 288.00 Length = 2.333 ft 1 0.175 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 252.19 0.00 1437.81 0.00 1.01 0.00 0.00 Length = 5.250 ft 2 0.176 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 252.19 1435.09 1.01 38.60 288.00 1.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 36.60 288.00 Length = 2.333 ft 1 0.043 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 61.54 0.00 1437.81 0.00 0.25 0.00 0.00 Length = 5.250 ft 2 0.043 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 61.54 1435.09 0.25 8.93 288.00 1.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 8.93 288.00 Length = 2.333 It 1 0.043 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 61.54 0.00 1437.81 0.00 0.25 0.00 0.00 Length = 5.250 ft 2 0.043 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 61.54 1435.09 0.25 8.93 288.00 Vertical Reactions Support notation; Far left is Values in KIPS 8.93 288.00 _oad Combination -MAX Support Support Support Overall imum 2.612 1.005 Overall MlNimum 0.532 0.205 +D+H 0.887 0.341 +D+L+H 0.887 0.341 +D+Lr+H 1.873 0.720 +D+S+H 2.612 1.005 +0+0.750Lr+0.750L+H 1.626 0.626 +D+0.750L+0.7505+H 2.181 0.839 +D+O.60W+H 0.887 0.341 +D+0.70E+H 0.887 0.341 +D+0.750Lr+0.750L+0.450W+H 1.626 0.626 +D+0.750L+0.7505+0.450W+H 2.181 0.839 +D+0.750L+0.750S+0.5250E+H 2.181 0.839 +O.60D+0.60W+0.60H 0.532 0.205 0.60D+0.70E+0.60H 0.532 0.205 7 Only 0.887 0.341 _r Only 0.986 0.379 _ Only i Only 1.725 0.664 N Only Only I Only 17.2009 - Liljenquist Apartments 72 Fi Description : Left Canopy Bottom Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E: Modulus of Elasticity S = 0.0350 ksf, Extent = 0.0 -->> 5.333 ft, Tributary Width = 6.0 ft, (di) Load Combination iBC 2015 Fb - Compr 1650 psi Ebend- xx 1700ksi Load Combination Fc - Prll 1350 psi Eminbend - xx 900 ksi Wood Species :SP/SP Fc - Perp Fv 650 psi 210 psi Ebend-yy Eminbend -yy 1500ksi 790ksi Wood Grade :24F - V4 Ft 975 psi Density 34.32pcf Beam Bracing : Completely Unbraced Ratio= 416>=240. Max Upward Total Deflection -0.205 in D(0.153 Lr 0.18 S 0.315 D 0.102 Lr i 12 S 0.21 5.125x10.5 Span = 2.333 it 5.125x10.5 span = 19.0 it D 0.051 Lr(0.06 S 0.105 e., u.rl l node Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0.0170 Lr = 0.020 S = 0.0350 ksf, Tributary Width = 9.0 ft, (Roof Joists) Load for Span Number 2 +D+S+H 1 Uniform Load: D = 0.0170, Lr = 0.020, S = 0.0350 ksf, Extent = 0.0 -->> 5.333 ft, Tributary Width = 6.0 ft, (di) 8.648ft Uniform Load: D=0.0170, Lr = 0.020, S = 0.0350 ksf, Extent = 5.083 » 18.0 it, Tributary Width = 3.0 ft, (di) i DESIGN SUMMARY Load Combination �' irnmej Maximum Bending Stress Ratio = 0.356: 1 Maximum Shear Stress Ratio = 0.239 : 1 Section used for this span 5.125x10.5 Section used for this span 5.125x10.5 ib : Actual = 943.62 psi fv : Actual = 57.62 psi FB: Allowable = 2,653.72 psi Fv : Allowable = 241.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.648ft Location of maximum on span = 2.333ft Span # where maximum occurs = Span # 2 Load Combination Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.326 in Ratio = 662>=360 Max Upward Transient Deflection -0.129 in Ratio = 434>=360 Max Downward Total Deflection 0.519 in Ratio= 416>=240. Max Upward Total Deflection -0.205 in Ratio= 272>=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb Fb V N Pv +D+H 0.00 0.00 0.00 0.01 Length = 2.333 R 1 0.039 0.110 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.45 57.51 1482.23 0.75 20.85 189.0( Length = 18.0 0 2 0.167 0.110 0.90 1.000 1.00 1.00 1.00 1.00 0.97 2.76 351.42 2102.78 0.75 20.85 189.01 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.01 Length = 2.333 it 1 0.035 0.099 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.45 57.51 1646.57 0.75 20.85 210.01 Length = 18.0 it 2 0.151 0.099 1.00 1.000 1.00 1.00 1.00 1.00 0.97 2.76 351.42 2325.72 0.75 20.85 210.01 17.2009 - Liljenquist Apartments 73 Wood Beam Description: Left Canopy Bottom Beam -oad Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M Po Fb D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 V 0.00 IV 0.00 FV 0.00 Length = 2.3331t 1 0.058 0.159 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.94 119.93 2057.08 1.50_ 41.86 262.50 Length =18.0 ft 2 0.241 0.159 1.25 1.000 1.00 1.00 1.00 1.00 0.96 5.41 689.82 2867.36 1.50 41.86 262.50 D+S+H Length = 2.333 R 1 0.088 0.239 1.15 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 18.0 It 2 0.356 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 1.31 166.74 1892.93 2.07 57.62 241.50 D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 0.96 7.41 943.62 2653.72 2.07 57.62 241.50 Length = 2.333 It 1 0.051 0.139 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.82 104.32 0.00 2057.08 0.00 1.31 0.00 0.00 Length = 18.0 ft 2 0.211 0.139 1.25 1.000 1.00 1.00 1.00 1.00 0.96 4.75 605.22 2867.36 1.31 36.61 36.61 262.50 D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0.96 262.50 Length = 2.333 It 1 0.074 0.201 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.09 139.43 0.00 1892.93 0.00 1.74 0.00 0.00 Length = 18.0 R 2 0.300 0.201 1.15 1.000 1.00 1.00 1.00 1.00 0.96 6.24 795.57 2653.72 1.74 48.43 48.43 241.50 D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 241.50 Length = 2.333 ft 1 0.022 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 57.51 2631.01 0.75 20.85 0.00 Length = 18.0 It 2 0.098 0.062 1.60 1.000 1.00 1.00 1.00 1.00 0.93 2.76 351.42 3573.27 0.75 336.00 )+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.93 0.00 0.00 20.85 336.00 Length = 2.333 It 1 0.022 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 57.51 2631.01 0.75 0.00 20.85 0.00 Length=18.0It 2 0.098 0.062 1.60 1.000 1.00 1.00 1.00 1.00 0.93 2.76 351.42 3573.27 0.75 2085. 336.00 )+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.93 336.00 Length = 2.333 R 1 0.040 0.109 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.82 104.32 0.00 2631.01 0.00 1.31 0.00 0.00 Length =18.0 it 2 0.169 0.109 1.60 1.000 1.00 1.00 1.00 1.00 0.93 4.75 605.22 3573.27 1.31 36.61 336.00 )+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.93 36.61 336.00 Length = 2.333 It 1 0.053 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.09 139.43 0.00 2631.01 0.00 1.74 0.00 0.00 Length = 18.0 ft 2 0.223 0.144 1.60 1.000 1.00 1.00 1.00 1.00 0.93 6.24 795.57 3573.27 1.74 48.43 336.00 )+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.93 48.43 336.00 Length = 2.333 It 1 0.053 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.09 139.43 0.00 2631.01 0.00 1.74 0.00 0.00 Length = 18.0 It 2 0.223 0.144 1.60 1.000 1.00 1.00 1.00 1.00 0.93 6.24 795.57 3573.27 1.74 48.43 336.00 i.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.93 48.43 336.00 Length = 2.333 ft 1 0.013 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 34.50 0.00 2631.01 0.00 0.00 0.00 Length = 18.0 It 2 0.059 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.93 1.65 210.85 3573.27 0.45 0.45 12.51 12.51 336.00 .60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.93 336.00 Length = 2.333 It 1 0.013 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 34.50 0.00 2631.01 0.00 0.45 0.00 0.00 Length = 18.0 It 2 0.059 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.93 1.65 210.85 3573.27 0.45 12.51 12.51 336.00 336.00 3uppon Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +0+0.7501.+0.750S+1-1 +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.7501.+0.450W+H +D+0.7501.+0.7505+0.450W+H �D+0.750L+0.1505+0.5250E+H F0.60D+0.60W+0.601-1 �0.60D+0.70E+0.601-1 ) Only _r Only Only i Only V Only Only i Only Support notation : Far left is #1 Values in KIPS 0.736 1.227 1.227 2.498 3.450 2.180 2.895 1.227 1.227 2.180 2.895 2.895 0.736 0.736 1.227 1.270 2.223 Suppon 3 0.356 0.593 0.593 1.158 1.581 1.017 1.334 0.593 0.593 1.017 1.334 1.334 0.356 0.356 0.593 0.565 0.988 17.2009 - Liljenquist Apartments 74 Project Title: Engineer: Project Descr: 'VVV 01 K Vinyl Description : Bottom CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Analysis Method: Allowable Stress Design Fb -Tension Load Combination IBC 2015 Fb - Compr Eminbend -xx 580.Oksi 625.0 psi Fc - PHI Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Project ID: 900.0 psi E: Modulus of Elasticity 900.0 psi Ebend-xx 1,600.Oksi 1,350.0 psi Eminbend -xx 580.Oksi 625.0 psi t 180.0 psi 575.0 psi Density 31.20pcf Repetitive Member Stress Increase D 0.034 Lr 04 S 0.07 u u.usa s u.ur IF i t b 2x10 2x10 Span = 12.333 ft Span = 2.333 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0170, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 2.0 ft, (Roof Weight) Load for Span Number 2 Uniform Load : D = 0.0170, S = 0.0350 ksf, Tributary Width = 2.0 ft, (Roof Joists) ,DESIGN SUMMARY Maximum Bending Stress Ratio 0.810: 1 Maximum Shear Stress Ratio = 0.315 : 1 Section used for this span 2x10 Section used for this span 2x10 fb : Actual = 1,061.10 psi v: Actual = 65.12 psi FB : Allowable = 1,309.28 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.925ft Location of maximum on span = 11.575ft Span # where maximum occurs = Span If 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.212 in Ratio = 696>=360 Max Upward Transient Deflection -0.117 in Ratio = 480>=360 Max Downward Total Deflection 0.325 in Ratio = 455>=240. Max Upward Total Deflection -0.178 in Ratio= 314>=240. Overall Maximum Deflections Load Combination Span Max. "=' Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.3247 6.132 0.0000 0.000 2 0.0000 6.132 +D+S+H 0.1782 2.333 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support Support Support3 Overall MAXimum 0.636 0.933 Overall MINimum 0.132 0.194 +D+H 0.220 0.323 +D+L+H 0.220 0.323 17.2009 - Liljenquist Apartments 75 Wood Beam r.rr. Description : Bottom Canopy Joists Load Combination +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +0+0.750Lr+0.750L+0.450W+H +D+0.750L+0.1505+0.450W+H +D+0.750L+0.7505+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 5upportl 0.467 0.636 0.405 0.532 0.220 0.220 0.405 0.532 0.532 0.132 0.132 0.220 0.247 0.416 Project Title: Engineer: Project Descr: Support notation : Far left is #1 Values in KIPS ,F,mlc 0uppu(t0 0.569 0.933 0.508 0.781 0.323 0.323 0.508 0.781 0.781 0.194 0.194 0.323 0.247 0.610 Project ID: 1138 U2 4.27 5.72 1,11 Ml 11)1)6 1151 12,93 14.38 Disfance (ft) DO I+D+1+H I+D+WH I+D+S+H I047SHA7SIt+H 1040.1501+1.151)5+H D+0.61W+H I+D+DDE+H I+D+D.ISDU+OJSol+1.4S6W+NI+D+0.7SD1+0.7SDS+0.4S0W+HI+D+1.1501+0.1SDS+D.SZSDE+HI+0.61D+0.6DW+6.60H 0.60D+0.70M 60H 17.2009 - Liljenquist Apartments 76 1 +D+B 1 +D+1+H I +D+6.60W+H 1 +D+D.16E+H 1 +6.60D47DE+6.6611 2,82 4.27 5.72 1117 Al 10,06 11,51 12,93 14.38 Distance (ft) +D+U+H I+D+S+H I+D+01SDIA]S01+8 I+D+D.I5DI+D.TSDS+H +D+D7SO1,41561+0.4SOW+8I+D+6.1SD1+DISUASOW+B I+D+0.1561+AIS6S+6.S2SOE+HI+D.60D+0.60W+6.6DH 1.38 282 4.27 5.12 7117 8.61 10,06 1L51 1304 14.41 Distance (ft) I+D+H I+D+1+H I+D+HH I+D+S+H I+D+6.IS0U+6.1561+H ®+D+6.1SD1+6.ISDS+H II+D+0.60W+H I+D+6.70E+H 1+D+6.1SOb+6.1561+6.4S6W+H 1+D+6JS61+OISOMASOW+H I+D+6.1561+0.1565+0.51SOE+111+6.66D+0.60W+6.668 4660+0.70M609 IDOnly IUOnly 1.Only HS9nly IWOnly I EOnly 1 Homy 17.2009 - Liljenquist Apartments 77 Wood Beam Description : Bottom Canopy Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Pronerties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi Load Combination IBC 2015 Fb - Compr 900.0 psi oad for Span Number 1 Fc - PHI 1,350.0 psi Wood Species :Douglas Fir- Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Beam Bracing : Ft Beam is Fully Braced against lateral -torsional buckling 575.0 psi E: Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend -xx 580.Oksi Density 31.20pcf D(0.14666 Lr 0.1,466618(01656) D 0.14666 1- ro.14666 S(0,256655) D 0.14666 Lr(0.14666) 5(0.256655) 6x12 Span = 2.333 ft 6x12 Span = 11.750 A 6x12 Span = 0.750 fl died Loads Service loads entered. Load Factors will be applied for calculations. Seam self weight calculated and added to loads - oad for Span Number 1 Uniform Load : D = 0.020, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 7.333 ft, (Roof Joists) oad for Span Number 2 Uniform Load : D = 0.020, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 7.333 it, (Roof Joists) oad for Span Number 3 Uniform Load : D = 0.020, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 7.333 it, (Roof Joists) DESIGN SUMMARY laximum Bending Stress Ratio _ 0.629: 1 Maximum Shear Stress Ratio r - r ■ Section used for this span 6x12 Section used for this span p Y48 : 1 fb : Actual = 651.27 psi fv : Actual - 6x12 FB :Allowable = 1,035.00 psi Fv: Allowable 51.37 psi Load Combination +D+S+H Load Combination = 207.00 psi Location of maximum on span = 6.122ft Location of maximum on span = +D+S+H Span # where maximum occurs = Span # 2 Span It where maximum occurs = 2.333 ft Maximum Deflection Span # 1 Max Downward Transient Deflection 0.090 in Ratio = 1575>=360 Max Upward Transient Deflection -0.018 in Ratio = 986 >=360 Max Downward Total Deflection 0.145 in Ratio = 969 >=240. Max Upward Total Deflection -0.030 in Ratio = 606>=240. i Aaximum Forces 8 Stresses for Load _......__ Combinations ......... ......... ...-.__..... - -`- td Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M V Cd CFN Ci Cr Cm G CL M fb Pb -H V fv Fv .ength = 2.333 ft 1 0.053 0.122 0.90 1.000 1.00 1.00 1.00 1.00 too 0.44 43.20 0.00 0.00 810.00 0.83 0 0.00 .ength = 11.750 ft 2 0.309 0.122 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.53 250.45 810.00 0.83 19.05 162.00 .ength = 0.750 It 3 0.006 0.122 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.05 4.46 810.00 0.12 19.75 162.00 L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 19.75 162.00 0.00 0.00 17.2009 - Liljenquist Apartments 78 Length = 2.333 ft 1 0.074 0.168 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.84 82.71 112b.uu t.b8 W.e2 rzb.uu Length =11.750 ft 2 0.426 0.168 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.84 479.49 1125.00 1.59 37.82 225.00 Length = 0.750 it 3 0.008 0.168 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.09 8.55 1125.00 0.23 37.82 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.333 ft 1 0.109 0.248 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.13 112.34 1035.00 2.17 51.37 207.00 Length = 11.750 It 2 0.629 0.248 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.58 651.27 1035.00 2.17 51.37 207.00 Length = 0.750 it 3 0.011 0.248 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.12 11.61 1035.00 0.31 51.37 207.00 +D+0.75OLr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.333 ft 1 0.065 0.148 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.74 72.83 1125.00 1.40 33.30 225.00 Length = 11.750 It 2 0.375 0.148 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.27 422.23 1125.00 1.40 33.30 225.00 Length = 0.750 ft 3 0.007 0.148 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.08 7.53 1125.00 0.20 33.30 225.00 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.333 ft 1 0.092 0.210 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.96 95.05 1035.00 1.83 43.46 207.00 Length = 11.750 ft 2 0.532 0.210 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.57 551.06 1035.00 1.83 43.46 207.00 Length = 0.750 ft 3 0.009 0.210 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.10 9.82 1035.00 0.26 43.46 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.333 it 1 0.030 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.44 43.20 1440.00 0.83 19.75 288.00: Length = 11.750 it 2 0.174 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.53 250.45 1440.00 0.83 19.75 288.00 Length = 0.750 it 3 0.003 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 4.46 1440.00 0.12 19.75 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.333 ft 1 0.030 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.44 43.20 1440.00 0.83 19.75 288.00 Length = 11.750 It 2 0.174 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.53 250.45 1440.00 0.83 19.75 288.00 Length = 0.750 It 3 0.003 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 4.46 1440.00 0.12 19.75 288.00 +D+0.75OLr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.333 It 1 0.051 0.116 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 72.83 1440.00 1.40 33.30 288.00 Length =11.750 ft 2 0.293 0.116 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.27 422.23 1440.00 1.40 33.30 288.00 Length = 0.750 it 3 0.005 0.116 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 7.53 1440.00 0.20 33.30 288.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 O.00 Length = 2.333 ft 1 0.066 0.151 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 95.05 1440.00 1.83 43.46 288.00 Length = 11.750 ft 2 0.383 0.151 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.57 551.06 1440.00 1.83 43.46 288.00 Length = 0.750 It 3 0.007 0.151 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 9.82 1440.00 0.26 43.46 288.00 +0+0.750L+0.750$+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0C Length = 2.333 ft 1 0.066 0.151 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 95.05 1440.00 1.83 43.46 288.00 Length = 11.750 ft 2 0.383 0.151 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.57 551.06 1440.00 1.83 43.46 288.0[ Length =0.750 it 3 0.007 0.151 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 9.82 1440.00 0.26 43.46 288.0( +0.60D+O.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0( Length = 2.333 ft 1 0.018 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 25.92 1440.00 0.50 11.85 288.0( Length =11.750 ft 2 0.104 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.52 150.27 1440.00 0.50 11.85 288.0( Length =0.750 ft 3 0.002 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 2.68 1440.00 0.07 11.85 288.0( +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0( Length = 2.333 It 1 0.018 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 25.92 1440.00 0.50 11.85 288.0( Length =11.750 ft 2 0.104 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.52 150.27 1440.00 0.50 11.85 288.0( Length = 0.750 ft 3 0.002 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 2.68 1440.00 0.07 11.85 288.0( Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Supports Support Support Support Overall MINimum 0.810 0.617 +D+H 1.350 1.029 +D+L+H 1.350 1.029 +D+Lr+H 2.584 1.970 +D+S+H 3.509 2.676 +D+0.750Lr+0.750L+H 2.275 1.735 +D+0.750L+0.750S+H 2.970 2.264 +D+0.60W+H 1.360 1.029 +D+0.70E+H 1.350 1.029 17.2009 - Liljenquist Apartments 79 Description : Bottom Canopy Vertical File = W:15MER Support notation : Far left is #1 Values in KIPS Load Combination Supports Support2 Supporta Support4 +D+0.750Lr+0.150L+0.450W*H 2.275 1.735 +D+0.750L+0.750S+0.450W+H 2.970 2.264 +D+0.750L+0.7505+0.5250E+H 2.970 2.264 +0.60D+0.60W+0.60H 0.810 0.617 +0.60D+0.70E+0.60H 0.810 0.617 D Only 1.350 1.029 Lr Only 1.234 0.941 L Only S Only 2.160 1.647 W Only E Only H Only 17.2009 - Liljenquist Apartments gp Steel Beam t>0 1ss3"zo17 8mla s ii i 1s ver s n 11s `' rFM 11 Description : Stair header unbraced CODE REFERENCES Calculations perAISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method : Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(1) 2.5) DnlF(2.5) '.. 00141(04{ 5, =10'"o n CBx18]5 Applied Loads 6.19 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading 0.196 0.026 +D+L+H Uniform Load : D = 0.0350, L = 0.10 ksf, Tributary Width = 4.0 ft, (Landing) Dsgn. L = 10.33 ft 1 0.686 Point Load: D =1.0, L = 2.50 k (rD 4.50 ft, (Stair stringers) +D+Lr+H 6.50 Point Load : D = 1.0, L = 2.50 k 0 5.50 ft, (Stair stringers) Dsgn. L = 10.33 ft 1 0.196 DESIGN SUMMARY +D+S+H 34.68 •' • Maximum Bending Stress Ratio = 0.686:1 Maximum Shear Stress Ratio 0.026 Section used for this span C8x18.75 Section used for this span C8x18.75 Ma : Applied 23.792 k -ft Va : Applied 6.498 k Mn / Omega: Allowable 34.681 k -ft Vn/Omega : Allowable 69.988 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.372ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection 6.79 57.92 Dsgn. L = 10.33 0 1 Max Downward Transient Deflection 0.235 in Ratio= 527 >=480. 69.9! Max Upward Transient Deflection 0.000 in Ratio= 0 <480.0 0.076 Max Downward Total Deflection 0.329 in Ratio = 377 >=360. Dsgn.L= 10.338 1 Max Upward Total Deflection 0.000 in Ratio= 0 <360.0 Apartments Maximum Forces & Stresses for Load C Load Combination Max Stress Ratios Segment Length Span# My +D+H 6.19 57.92 Dsgn. L = 10.33 It 1 0.196 0.026 +D+L+H 69.9E 23.79 Dsgn. L = 10.33 ft 1 0.686 0.093 +D+Lr+H 6.50 116.88 Dsgn. L = 10.33 ft 1 0.196 0.026 +D+S+H 34.68 1.00 1.00 Dsgn. L = 10.33 ft 1 0.196 0.026 +0+0.750Lr+0.750L+H 6.79 57.92 Dsgn. L = 10.33 ft 1 0.563 0.076 +D+0.750L+0.750S+H 69.9E 19.54 Dsgn. L = 10.33 It 1 0.563 0.076 +D+0.60W+H 5.34 116.88 Dsgn. L = 10.33 ft 1 0.196 0.026 +D+0.70E+H 34.68 1.00 1.00 Dsgn. L = 10.33 ft 1 0.196 0.026 +D+0.760Lr+0.750L+0.450W+H 6.79 57.92 Dsgn. L = 10.33 0 1 0.563 0.076 +D+0.750L+0.7505+0.450W+H 69.9! 6.79 Dsgn. L = 10.33 ft 1 0.563 0.076 +0+0.750L+0.7505+0.5250E+H 1.85 116.88 Dsgn.L= 10.338 1 0.563 0.076 +0.60D+0.6gT.M9 - Liljenquist Apartments 1.00 1.00 ,s + Mmax- Me Max Mnx 6.79 6.19 57.92 34.68 1.00 1.00 1.85 116.88 69.9E 23.79 23.79 57.92 34.68 1.00 1.00 6.50 116.88 69.9E 6.79 6.79 57.92 34.68 1.00 1.00 1.85 116.88 69.94 6.79 6.79 57.92 34.68 1.00 1.00 1.85 116.88 69.9E 19.54 19.54 57.92 34.68 1.00 1.00 5.34 116.88 69.9< 19.54 19.54 57.92 34.68 1.00 1.00 5.34 116.88 69.9E 6.79 6.79 57.92 34.68 1.00 1.00 1.85 116.88 69.9! 6.79 6.79 57.92 34.68 1.00 1.00 1.85 116.88 69.9! 19.54 19.54 57.92 34.68 1.00 1.00 5.34 116.88 69.9! 19.54 19.54 57.92 34.68 1.00 1.00 5.34 116.88 69.9! 19.54 19.54 57.92 34.68 1.00 1.00 5.34 116.88 69.9' 81 Aeel Beam ]ascription : tad Combination header unbraoed Max Stress Ratios Summary of Moment Values Summary of Shear Values Span # M V Mmax+ Mmax - Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn.L=10.33 it 1 0.117 0.016 4.07 4.07 57.92 34.68 1.00 1.00 1.11 116.88 69.99 Overall Maximum Deflections - Load Combination Span Max. "" Dell Location in Span Load Combination Max. "+" Defl Location in Span Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support l Support 2 Overall MINimum 1.111 1.073 +D+H 1.852 1.788 +D+L+H 6.498 6.274 +D+Lr+H 1.852 1.788 +D+S+H 1.852 1.788 +D+0.750Lr+0.750L+H 5.336 5.153 +D+0.750L+0.750S+H 5.336 5.153 +D+0.60W+H 1.852 1.788 +D+0.70E+H 1.852 1.788 +0+0.750Lr+0.750L+0.450W+H 5.336 5.153 +D+0.750L+0.750S+0.450W+H 5.336 5.153 +D+0.750L+0.750S+0.5250E+H 5.336 5.153 +0.60D+0.60W+0.60H 1.111 1.073 +0.60D+0.70E+0.60H 1.111 1.073 D Only 1.852 1.788 Lr Only L Only 4.646 4.486 S Only W Only E Only H Only 17.2009 - Liljenquist Apartments 82 Beam FII Description : Angle welded to channel CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: IBC 2015 ,MaterialProperties Analysis Method: Allowable Strength Design Fy : Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending lL.12U.1/lH1B Applied Loads !seam sell weight calculated and added to loading Uniform Load : D=0.0350, L = 0.10 ksf, Tributary Width= 4.0 ft, (Landing) Maximum Bending Stress Ratio = 0.511 :1 Section used for this span L2-1/2x2.1/2x3/8 Me: Applied 0.614 k -ft Mn / Omega: Allowable 1.203 k -ft Load Combination +D+L+H ',. Location of maximum on span - 1.500ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces &Stresses for Load Cor Load Combination Max Stress Ratios Segment Length Span # M V .0*n 0.16 2.01 Dsgn.L= 3.00f1 1 0.136 0.018 +D+L+H 12.V 0.610.61 Dsgn. L = 3.00 It 1 0.511 0.068 +D+Lr+H 0.82 20.25 Dsgn. L = 3.00 ft 1 0.136 0.018 +D+S+H 1.20 1.14 1.00 Dsgn. L = 3.00 It 1 0.136 0.018 +D+0.750Lr+0.750L+H 0.16 2.01 Dsgn. L = 3.00 ft 1 0.417 0.055 +D+0.750L+0.7503+H 12.11 0.50 Dsgn. L = 3.00 It 1 0.417 0.055 +D+0.60W+H 0.67 20.25 Dsgn. L = 3.00 It 1 0.136 0.018 +D+0.70E+H 1.20 1.14 1.00 Dsgn. L = 3.00 ft 1 0.136 0.018 +D+0.750Lr+0.750L+0.450W+H 0.16 2.01 Dsgn. L = 3.00 it 1 0.417 0.055 +D+0.750L+0.7505+0.450W+H 12.1 0.16 Dsgn. L = 3.00 ft 1 0.417 0.055 +D+0.750L+0.750S+0.5250E+H 0.22 20.25 Dsgn. L = 3.00 ft 1 0.417 0.055 +0.60D+0.60W+0.60H 1.20 1.14 1.00 Dsgn. L = 3.00 fl 1 0.082 0.011 +0.60D+O.7gt70909 - Liljenquist Apartments 0.026 in Ratio= 0.000 in Radio= 0.035 in Ratio= 0.000 in Radio= Service loads entered. Load Factors will he aonhed for r•atrl.I.finnc Jill Jllear Jlress marlo = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1,385>=480. 0 <480.0 1015 >=360. 0 <360.0 max+ Mmax- Me Max Mnx L2 -1/2x2 -1/2x3/8 0.8189 k 12.126 k +D+L+H 0.000 ft Span # 1 0.16 0.16 2.01 1.20 1.14 1.00 0.22 20.25 12.V 0.610.61 2.01 1.20 1.14 1.00 0.82 20.25 12.12 0.16 0.16 2.01 1.20 1.14 1.00 0.22 20.25 12.1;! 0.16 0.16 2.01 1.20 1.14 1.00 0.22 20.25 12.11 0.50 0.50 2.01 1.20 1.14 1.00 0.67 20.25 12.1! 0.50 0.50 2.01 1.20 1.14 1.00 0.67 20.25 12.11 0.16 0.16 2.01 1.20 1.14 1.00 0.22 20.25 12.1 0.16 0.16 2.01 1.20 1.14 1.00 0.22 20.25 12.1 0.50 0.50 2.01 1.20 1.14 1.00 0.67 20.25 12.11 0.50 0.50 2.01 1.20 1.14 1.00 0.67 20.25 12.1. 0.50 0.50 2.01 1.20 1.14 1.00 0.67 20.25 12.1 0.10 0.10 2.01 1.20 1.14 1.00 0.13 20.25 12.1 83 Steel Beam File -W:ISMEPWl7MB3EC-12001170EAE-tr200102ENGHTALCULISTRUCT-i1GraVityN72009-1 EC6;J ENERCALC, INC. 1963.2017, Build6.17,1.16,Vec6.17.1.16 !. Description . Angle welded to channel Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 3.00 fl 1 0.082 0.011 0.10 0.10 2.01 1.20 1.14 1.00 0.13 20.25 12.13 Overall Maximum Deflections"- Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Deb Location in Span +6iL+H 1 0.0355 1.509 0.0000 0.000 _ Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 0 II MAX' vera imum 0.819 0.819 Overall MINimum 0.131 0.131 +D+H 0.219 0.219 +D+L+H 0.819 0.819 +D+Lr+H 0.219 0.219 +D+S+H 0.219 0.219 +D+0.750Lr+0.750L+H 0.669 0.669 +D+0.750L+0.750S+H 0.669 0.669 +D+0.60W+H 0.219 0.219 +D+0.70E+H 0.219 0.219 +D+0.750Lr+0.750L+0.450W+H 0.669 0.669 +D+0.750L+0.7505+0.450W+H 0.669 0.669 +D+0.150L+0.750S+0.5250E+H 0.669 0.669 +0.60D+0.60W+0.60H 0.131 0.131 +0.60D+0.70E+0.60H 0.131 0.131 D Only 0.219 0.219 Lr Only L Only 0.600 0.600 S Only W Only E Only H Only 17.2009 - Liljenquist Apartments CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2015 M�lnr:.l Drnnnrlinc Analysis Method: Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis : Major Axis Bending Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.50 ft Dh i r(2 5) Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi span = io.3ID ft 1.48 it 1 0.074 Max Downward Transient Deflection 0.235 in Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading 0.000 in Ratio= Uniform Load : D = 0.0350, L = 0.10 ksf, Tributary Width = 4.0 ft, (Landing) '.. Max Downward Total Deflection 0.329 in Point Load : D =1.0, L = 2.50 k fid! 4.50 ft, (Stair stringers) 377 >=360. Max Upward Total Deflection Point Load : D = 1.0, L = 2.50 k (d1a, 5.50 ft, (Stair stringers) Ratio= 0 <360.0 DESIGN SUMMARY 1.51 ft 1 Maximum Bending Stress Ratio 0.686:1 Maximum Shear Stress Ratio = 0.093:1 Section used for this span C8x18.75 Section used for this span C8x18.75 _ '.. Me: Applied 23.792 k -ft Va : Applied 6.498 k Mn / Omega: Allowable 34.681 k -ft Vn/Omega : Allowable 69.988 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.372ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection 1.48 it 1 0.074 Max Downward Transient Deflection 0.235 in Ratio= 527>=480. Max Upward Transient Deflection 0.000 in Ratio= 0 <480.0 '.. Max Downward Total Deflection 0.329 in Ratio= 377 >=360. Max Upward Total Deflection 0.000 in Ratio= 0 <360.0 Maximum Forces & Stresses for Loa( Load Combination Max Stress Ratic Segment Length Span ri M V Dsgn. L = 1.48 it 1 0.074 0.026 Dsgn. L = 1.51 It 1 0.139 0.023 Dsgn. L = 1.51 ft 1 0.193 0.020 Dsgn. L= 1.518 1 0.196 0.016 Dsgn. L = 1.51 ft 1 0.181 0.019 Dsgn. L = 1.48 ft 1 0.128 0.022 Dsgn. L= 1.36 ft 1 0.066 0.026 +D+L+H 6.26 6.79 57.92 34.68 Dsgn. L = 1.48 ft 1 0.259 0.093 Dsgn. L= 1.51 it 1 0.487 0.081 Dsgn. L = 1.51 ft 1 0.678 0.069 Dsgn. L = 1.51 it 1 0.686 0.057 Dsgn. L = 1.51 It 1 0.633 0.067 Dsgn. L= 1.48 ft 1 0.448 0.079 Dsgn. L= 1.36 ft 1 0.231 0.090 +D+Lr+H 34.68 1.23 1.00 1.62 116.88 Dsgn. L= 1.48 ft 1 0.074 0.026 Dsgn. L= 1.51 ft 1 0.139 0.023 Dsgn. L4ARON Lifjenquist64partments iax+ Mmax- Ma Max Mnx Mnx/0mega Cb Rm Va Max Vnx Vnx/Omegt 2.56 16.89 2.56 57.92 34.68 1.65 1.00 1.85 116.88 69.9! 4.82 2.56 4.82 57.92 34.68 1.23 1.00 1.62 116.88 69.9! 6.71 4.82 6.71 57.92 34.68 1.12 1.00 1.38 116.88 69.9! 6.79 6.26 6.79 57.92 34.68 1.01 1.00 1.14 116.88 69.91 6.26 4.43 6.26 57.92 34.68 1.12 1.00 1.34 116.88 69.91 4.43 2.28 4.43 57.92 34.68 1.23 1.00 1.57 116.88 69.9! 2.28 2.56 2.28 57.92 34.68 1.62 1.00 1.79 116.88 69.9! 8.98 8.98 57.92 34.68 1.65 1.00 6.50 116.88 69.9! 16.89 8.98 16.89 57.92 34.68 1.23 1.00 5.67 116.88 69.9! 23.53 16.89 23.53 57.92 34.68 1.12 1.00 4.83 116.88 69.9' 23.79 21.96 23.79 57.92 34.68 1.01 1.00 3.99 116.88 69.9! 21.96 15.53 21.96 57.92 34.68 1.12 1.00 4.69 116.88 69.9! 15.53 8.00 15.53 57.92 34.68 1.23 1.00 5.52 116.88 69.9! 8.00 8.00 57.92 34.68 1.62 1.00 6.27 116.88 69.9' 2.56 2.56 57.92 34.68 1.65 1.00 1.85 116.88 69.9 4.82 2.56 4.82 57.92 34.68 1.23 1.00 1.62 116.88 69.9 6.71 4.82 6.71 57.92 34.68 1.12 1.00 1.38 11685 69.9 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax• Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnzlOmega Dsgn. L = 1.51 ft 1 0.196 0.016 6.79 6.26 6.79 57.92 34.68 1.01 1.00 1.14 116.88 69.99 Dsgn. L= 1.518 1 0.181 0.019 6.26 4.43 6.26 57.92 34.68 1.12 1.00 1.34 116.88 69.99 Dsgn. L = 1.48 ft 1 0.128 0.022 4.43 2.28 4.43 57.92 34.68 1.23 1.00 1.57 116.88 69.99 Dsgn. L = 1.36 ft 1 0.066 0.026 2.28 2.28 57.92 34.68 1.62 1.00 1.79 116.88 69.99 +D+S+H Dsgn. L = 1.48 ft 1 0.074 0.026 2.56 2.56 57.92 34.68 1.65 1.00 1.85 116.88 69.99 Dsgn. L = 1.51 It 1 0.139 0.023 4.82 2.56 4.82 57.92 34.68 1.23 1.00 1.62 116.88 69.99 Dsgn. L = 1.51 ft 1 0.193 0.020 6.71 4.82 6.71 57.92 34.68 1.12 1.00 1.38 116.88 69.99 Dsgn. L = 1.51 ft 1 0.196 0.016 6.79 6.26 6.79 57.92 34.68 1.01 1.00 1.14 116.88 69.99 Dsgn. L = 1.51 R 1 0.181 0.019 6.26 4.43 6.26 57.92 34.68 1.12 1.00 1.34 116.88 69.99 Dsgn. L = 1.48 ft 1 0.128 0.022 4.43 2.28 4.43 57.92 34.68 1.23 1.00 1.57 116.88 69.99 Dsgn. L = 1.36 ft 1 0.066 0.026 2.28 2.28 57.92 34.68 1.62 1.00 1.79 116.88 69.99 +D+0.750Lr+0.750L+H Dsgn. L = 1.48 ft 1 0.213 0.076 7.38 7.38 57.92 34.68 1.65 1.00 5.34 116.88 69.99 Dsgn. L = 1.51 ft 1 0.400 0.067 13.87 7.38 13.87 57.92 34.68 1.23 1.00 4.66 116.88 69.99 Dsgn. L = 1.51 R 1 0.557 0.057 19.32 13.87 19.32 57.92 34.68 1.12 1.00 3.97 116.88 69.99 Dsgn. L = 1.51 ft 1 0.563 0.047 19.54 18.04 19.54 57.92 34.68 1.01 1.00 3.28 116.88 69.99 Dsgn. L = 1.51 ft 1 0.520 0.055 18.04 12.76 18.04 57.92 34.68 1.12 1.00 3.85 116.88 69.99 Dsgn. L = 1.48 ft 1 0.368 0.065 12.76 6.57 12.76 57.92 34.68 1.23 1.00 4.53 116.88 69.99 Dsgn. L = 1.36 ft 1 0.190 0.074 6.57 6.57 57.92 34.68 1.62 1.00 5.15 116.88 69.99 +D+0.750L+0.7505+H Dsgn. L = 1.48 ft 1 0.213 0.076 7.38 7.38 57.92 34.68 1.65 1.00 5.34 116.88 69.99 Dsgn. L = 1.51 ft 1 0.400 0.067 13.87 7.38 13.87 57.92 34.68 1.23 1.00 4.66 116.88 69.99 Dsgn. L = 1.51 ft 1 0.557 0.057 19.32 13.87 19.32 57.92 34.68 1.12 1.00 3.97 116.88 69.99 Dsgn. L = 1.51 ft 1 0.563 0.047 19.54 18.04 19.54 57.92 34.68 1.01 1.00 3.28 116.88 69.99 Dsgn. L = 1.51 ft 1 0.520 0.055 18.04 12.76 18.04 57.92 34.68 1.12 1.00 3.85 116.88 69.99 Dsgn. L = 1.48 ft 1 0.368 0.065 12.76 6.57 12.76 57.92 34.68 1.23 1.00 4.53 116.88 69.99 Dsgn. L = 1.36 ft 1 0.190 0.074 6.57 6.57 57.92 34.68 1.62 1.00 5.15 116.88 69.99 +D+0.60W+H Dsgn. L = 1.48 ft 1 0.074 0.026 2.56 2.56 57.92 34.68 1.65 1.00 1.85 116.88 69.99 Dsgn. L = 1.51 ft 1 0.139 0.023 4.82 2.56 4.82 57.92 34.68 1.23 1.00 1.62 116.88 69.99 Dsgn. L = 1.51 ft 1 0.193 0.020 6.71 4.82 6.71 57.92 34.68 1.12 1.00 1.38 116.88 69.99 Dsgn. L = 1.51 ft 1 0.196 0.016 6.79 6.26 6.79 57.92 34.68 1.01 1.00 1.14 116.88 69.99 Dsgn. L = 1.51 R 1 0.181 0.019 6.26 4.43 6.26 57.92 34.68 1.12 1.00 1.34 116.88 69.99 Dsgn. L = 1.48 ft 1 0.128 0.022 4.43 2.28 4.43 57.92 34.68 1.23 1.00 1.57 116.88 69.99 Dsgn. L = 1.36 ft 1 0.066 0.026 2.28 2.28 57.92 34.68 1.62 1.00 1.79 116.88 69.99 �D+0.70E+H Dsgn. L = 1.48 ft 1 0.074 0.026 2.56 2.56 57.92 34.68 1.65 1.00 1.85 116.88 69.99 Dsgn. L = 1.51 ft 1 0.139 0.023 4.82 2.56 4.82 57.92 34.68 1.23 1.00 1.62 116.88 69.99 Dsgn. L = 1.51 R 1 0.193 0.020 6.71 4.82 6.71 57.92 34.68 1.12 1.00 1.38 116.88 69.99 Dsgn. L = 1.51 ft 1 0.196 0.016 6.79 6.26 6.79 57.92 34.68 1.01 1.00 1.14 116.88 69.99 Dsgn. L = 1.51 ft 1 0.181 0.019 6.26 4.43 6.26 57.92 34.68 1.12 1.00 1.34 116.88 69.99 Dsgn. L = 1.48 R 1 0.128 0.022 4.43 2.28 4.43 57.92 34.68 1.23 1.00 1.57 116.88 69.99 Dsgn. L = 1.36 ft 1 0.066 0.026 2.28 2.28 57.92 34.68 1.62 1.00 1.79 116.88 69.99 D+0.750Lr+0.750L+0.450W+H Dsgn. L = 1.48 ft 1 0.213 0.076 7.38 7.38 57.92 34.68 1.65 1.00 5.34 116.88 69.99 Dsgn. L = 1.51 ft 1 0.400 0.067 13.87 7.38 13.87 57.92 34.68 1.23 1.00 4.66 116.88 69.99 Dsgn. L = 1.51 ft 1 0.557 0.057 19.32 13.87 19.32 57.92 34.68 1.12 1.00 3.97 116.88 69.99 - Dsgn. L = 1.51 ft 1 0.563 0.047 19.54 18.04 19.54 57.92 34.68 1.01 1.00 3.28 116.88 69.99 Dsgn. L = 1.51 R 1 0.520 0.055 18.04 12.76 18.04 57.92 34.68 1.12 1.00 3.85 116.88 69.99 Dsgn. L = 1.48 fl 1 0.368 0.065 12.76 6.57 12.76 57.92 34.68 1.23 1.00 4.53 116.88 69.99 Dsgn. L = 1.36 ft 1 0.190 0.074 6.57 6.57 57.92 34.68 1.62 1.00 5.15 116.88 69.99 D+0.750L+0.750S+0.450W+H Dsgn. L = 1.48 If 1 0.213 0.076 7.38 7.38 57.92 34.68 1.65 1.00 5.34 116.88 69.99 Dsgn. L = 1.51 ft 1 0.400 0.067 13.87 7.38 13.87 57.92 34.68 1.23 1.00 4.66 116.88 69.99 Dsgn. L = 1.51 ft 1 0.557 0.057 19.32 13.87 19.32 57.92 34.68 1.12 1.00 3.97 116.88 69.99 Dsgn. L = 1.51 ft 1 0.563 0.047 19.54 18.04 19.54 57.92 34.68 1.01 1.00 3.28 116.88 69.99 Dsgn. L = 1.51 R 1 0.520 0.055 18.04 12.76 18.04 57.92 34.68 1.12 1.00 3.85 116.88 69.99 Dsgn. L = 1.48 ft 1 0.368 0.065 12.76 6.57 12.76 57.92 34.68 1.23 1.00 4.53 116.88 69.99 Dsgn. L = 1.36 ft 1 0.190 0.074 6.57 6.57 57.92 34.68 1.62 1.00 5.15 116.88 69.99 D+0.750L+0.750S+0.5250E+H Dsgn. L = 1.48 R 1 0.213 0.076 7.38 7.38 57.92 34.68 1.65 1.00 5.34 116.88 69.99 Dsgn. L = 1.51 R 1 0.400 0.067 13.87 7.38 13.87 57.92 34.68 1.23 1.00 4.66 116.88 69.99 Dsgn. L = 1.51 R 1 0.557 0.057 19.32 13.87 19.32 57.92 34.68 1.12 1.00 3.97 116.88 69.99 Dsgn. L = 1.51 ft 1 0.563 0.047 19.54 18.04 19.54 57.92 34.68 1.01 1.00 3.28 116.88 69.99 Dsgn. L = 1.51 R 1 0.520 0.055 18.04 12.76 18.04 57.92 34.68 1.12 1.00 3.85 116.88 69.99 Dsgn. L = 1.48 ft 1 0.368 0.065 12.76 6.57 12.76 57.92 34.68 1.23 1.00 4.53 116.88 69.99 Dsgn. L = 1.36 ft 1 1.60D+0.649+MO9 - Liljenquist 0.190 0.074 Apartments 6.57 6.57 57.92 34.68 1.62 1.00 5.15 116.8886 69.99 .rue=wnsmer¢uvnr Description: Stair header braced Load Combination Max Stress Ratios Support 2 Overall MAXimum Summary of Moment Values 6.274 Overall MINimum Summary of Shear Values Segment Length Span # M V Mmax+ Mmax - Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 1.48 ft 1 0.044 0.016 1.54 5.336 1.54 51.92 34.68 .1.65 1.00 1.11 116.88 69.99 Dsgn. L = 1.51 ft 1 0.083 0.014 2.89 1.54 2.89 57.92 34.68 1.23 1.00 0.97 116.88 69.99 Dsgn. L = 1.51 It 1 0.116 0.012 4.03 2.89 4.03 57.92 34.68 1.12 1.00 0.83 116.88 69.99 Dsgn. L= 1.518 1 0.117 0.010 4.07 3.76 4.07 57.92 34.68 1.01 1.00 0.68 116.88 - 69.99 Dsgn. L = 1.51 ft 1 0.108 0.011 3.76 2.66 3.76 57.92 34.68 1.12 1.00 0.80 116.88 69.99 i Dsgn. L = 1.48 it 1 0.077 0.013 2.66 1.37 2.66 57.92 34.68 1.23 1.00 0.94 116.88 69.99 Dsgn. L = 1.36 ft 1 0.039 0.015 1.37 1.37 57.92 34.68 1.62 1.00 1.07 116.88 69.99 +0.60D+0.70E+0.60H Dsgn.L = 1.48 ft 1 0.044 0.016 1.54 1.54 57.92 34.68 1.65 1.00 1.11 116.88 69.99 Dsgn. L = 1.51 it 1 0.083 0.014 2.89 1.54 2.89 57.92 34.68 1.23 1.00 0.97 116.88 69.99 Dsgn. L = 1.51 ft 1 0.116 0.012 4.03 2.89 4.03 57.92 34.68 1.12 1.00 0.83 116.88 69.99 Dsgn. L = 1.51 it 1 0.117 0.010 4.07 3.76 4.07 57.92 34.68 1.01 1.00 0.68 116.88 69.99 j Dsgn. L = 1.51 N 1 0.108 0.011 3.76 2.66 3.76 57.92 34.68 1.12 1.00 0.80 116.88 69.99 Dsgn. L = 1.48 ft 1 0.077 0.013 2.66 1.37 2.66 57.92 34.68 1.23 1.00 0.94 116.88 69.99 Dsgn. L = 1.36 ft 1 0.039 0.015 1.37 1.37 57.92 34.68 1.62 1.00 1.07 116.88 69.99 Overall Maximum Deflections Load Combination Span Max. "" De8 Location in Span Load Combination Max. "+" Deb Location in Span +D+L+H 1 0.3288 5.135 0.0000 0.000 Vertical Reactions. Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.498 6.274 Overall MINimum 1.111 1.073 +D+H 1.852 1.788 +D+L+H 6.498 6.274 +D+Lr+H 1.852 1.788 +D+S+H 1.852 1.788 +D+0.750Lr+0.750L+H 5.336 5.153 +D+0.750L+0.750S+H 5.336 5.153 +D+0.60W+H 1.852 1.788 +D+0.70E+H 1.852 1.788 +D+0.750Lr+0.750L+0.450W+H 5.336 5.153 +D+0.750L+0.1505+0.450W+H 5.336 5.153 +D+0.750L+0.750S+0.5250E+H 5.336 5.153 +0.60D+0.60W+0.60H 1.111 1.073 +0.60D+0.70E+0.60H 1.111 1.073 D Only 1.852 1.788 Lr Only L Only 4.646 4.486 S Only W Only E Only H Only 17.2009 - Liljenquist Apartments 87 Steel Column Description : Column under unbraced stair header Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: HSS3x3x114 Overall Column Height 10.0 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy: Steel Yield 46.0 ksi X -X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling =10.0 ft, K =1.0 Y -Y (depth) axis: Un raced Length for Y -Y Axis buckling = 10.0 ft, K = 1.0 _kpplied Loads .._ _ Service loads entered. Load Factors will be applied for calculations. Column self weight included: 88.10 Itis *Dead Load Factor AXIAL LOADS ... Stair header: Axial Load at 10.0 ft, Xecc = 1.50 in, D = 1.850, L = 4.650 k Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are... Pa: Axial Pn I Omega: Allowable Ma -x: Applied Mn -x / Omega : Allowable Ma -y: Applied Mn -y / Omega: Allowable - PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Al maximum location values are... Va : Applied Vn I Omega: Allowable Load Combination Results +D+H 0.072 +D+L+H 0.341 +D+Lr+H 0.072 +D+S+H 0.072 +D+0.75OLr+0.750L+H 0.205 +D+0.750L+0.750S+H 0.205 +D+0.60W+H 0.072 +D+0.70E+H 0.072 +0+0.75OLr+0.750L+0.450W+H 0.205 +D+0.750L+0.750S+0.450W+H 0.205 +D+0.750L+0.7505+0.5250E+H 0.205 +0.60D+0.60W+0.60H 0.043 +0.60D+0.70E+0.60H 0.043 laximunn Reactions 0.3412 :1 +D+L+H 9.933 ft 6.588 k 30.619 k 0.0 k -ft 5.693 k -ft -0.8070 k -ft 5.693 k -ft 0.004585 +D+L+H 0.0 ft 0.08125 k 17.721 k PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Location 9.93 ft 9.93 ft 9.93 ft 9.93 ft 9.93 ft 9.93 ft 9.93 ft 9.93 ft 9.93 ft 9.93 ft 9.93 ft 9.93 ft 9.93 ft Maximum SERVICE Load Reactions Top along X -X 0.08125 k Bottom along X -X 0.08125 k Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Maximum SERVICE Load Deflections ... Along Y -Y 0.0 in at O.Oft above base for load combination : Along X -X -0.1037 in at for load combination: +D+L+H Stress 0.001 0.005 0.001 0.001 0.004 0.004 0.001 0.001 0.004 0.004 0.004 0.001 0.001 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 5.839ft above base 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. X -X AXIS Reaction Y -Y Axis Reacuon Hxlai rceacuon Load Combination @ Base @ Top @ Base @ Top @ Base 17.2009 - Liljenquist Apartments 88 File= . W:ISMEPt20171' Description : Column under unbraced stair header Maximum Reactions Note: Only non -zero reactions are listed rad Combination X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+L+H 0.081 0.081 k k 6.588 k +D+Lr+H 0.023 0.023 k k 1.938 k +D+S+H 0.023 0.023 k k 1.938 k +D+0.750Lr+0.750L+H 0.067 0.067 k k 5.426 k +D+0.750L+0.7505+H 0.067 0.067 k k 5.426 k +D+0.60W+H 0.023 0.023 k k 1.938 k +D+0.70E+H 0.023 0.023 k k 1.938 k +D+0.750Lr+0.750L+0.450W+H 0.081 0.067 k k 5.426 k +D+0.750L+0.750S+0.450W+H 0.067 0.067 k k 5.426 k +D+0.750L+0.750S+0.5250E+H 0.067 0.067 k k 5.426 k '. +0.60D+0.60W+0.60H 0.014 0.014 k k 1.163 k +0.60D+0.70E+0.60H 0.014 0.014 k k 1.163 k D Only 0.023 0.023 k k 1.938 k Lr Only +D+0.750L+0.750S+0.5250E+H k k k L Only 0.058 0.058 k k 4.650 k i S Only 5.839 k k k W Only -0.0177 k k k E Only 0.000 k k k H Only ft 0.000 k k k Maximum Deflections for Load Combinations in 0.000 ft 0.000 rad Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distai +D+H -0.0295 in 5.839 ft 0.000 in 0000 +D+L+H -0.1037 in 5.839 ft 0.000 in 0.000 +D+Lr+H -0.0295 in 5.839 It 0.000 in 0.000 +D+S+H -0.0295 in 5.839 ft 0.000 in 0.000 +D+0.750Lr+0.750L+H -0.0852 in 5.839 It 0.000 in 0.000 +D+0.750L+0.750S+H -0.0852 in 5.839 It 0.000 in 0.000 +D+0.60W+H -0.0295 in 5.839 It 0.000 in 0.000 +D+0.70E+H -0.0295 in 5.839 8 0.000 in 0.000 +D+0.750Lr+0.750L+0.450W+H -0.0852 in 5.839 It 0.000 in 0.000 +D+0.750L+0.750S+0.450W+H -0.0852 in 5.839 R 0.000 in 0.000 +D+0.750L+0.750S+0.5250E+H -0.0852 in 5.839 It 0.000 in 0.000 +0.60D+0.60W+0.60H -0.0177 in 5.839 It 0.000 in 0.000 +0.600+0.70E+0.60H -0.0177 in 5.839 It 0.000 in 0.000 D Only -0.0295 in 5.839 ft 0.000 in 0.000 Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 L Only -0.0742 in 5.839 ft 0.000 in 0.000 S Only 0.0000 in 0.000 ft 0.000 in 0.000 W Only 0.0000 in 0.000 ft 0.000 in 0.000 E Only 0.0000 in 0.000 It 0.000 in 0.000 H Only 0.0000 in 0.000 ft 0.000 in 0.000 17.2009 - Liljenquist Apartments 89 File = V Description : Column under unbraced stair header Steel Section Properties HSS3x3x114 _: Depth = 3.000 in I xz = 3.02 inA4 J = 5.080 inA4 Design Thick = 0.233 in S xx = 2.01 inA3 Width = 3.000 in R = 1.110 in Wall Thick = 0.250 in Zx = 2.480 103 Area = 2.440 inA2 I yy = 3.020 104 C = 3.520 inA3 Weight = 8.810 pit Syy = 2.010 inA3 R yy = 1.110 in Yeg = 0.000 in L6ed 1 Loads are total entered value. Arrows do not reflect absolute direction. 17.2009 - Liljenquist Apartments 90 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Maximum Axial + Bendino Load Combinations Used: IBC 2015 Maximum Shear Ratios Load Combination General Information Status Location Steel Section Name : HSS3x3xl/4 Status Overall Column Height 10.0 ft Analysis Method: Allowable Strength 0.352 Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 46.0 ksi 0.00 ft X -X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi PASS Unbraoed Length for X -X Axis buckling = 10.0 ft, K = 1.0 0.011 PASS Y -Y (depth) axis: 10.0 ft, +D+Lr+H 0.352 Un raced Length for Y -Y Axis buckling = K = 1.0 Applied Loads 0.005 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 88.10 lbs ` Dead Load Factor +D+S+H 0.352 AXIAL LOADS ... 9.93 ft 0.005 Stair header: Axial Load at 10.0 ft, Xecc =1.50 in, D = 6.70, L = 9.30 k +D+0.750Lr+0.750L+H DESIGN SUMMARY PASS 9.93 ft Bending & Shear Check Results PASS 0.00 ft PASS Max. Axial+Bending Stress Ratio = 0.8356 :1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X -X 0.20 k . Location of max.abovs base 9.933 ft Bottom along X -X 0.20 k At maximum location values are ... 9.93 ft Top along Y -Y 0.0 k Pa: Axial 16.088 k Bottom along Y -Y 0.0k Pn l Omega: Allowable 30.619 k 9.93 ft Ma -x: Applied 0.0 k -ft Maximum SERVICE Load Deflections ... Mn -x/ Omega: Allowable 5.693 k -ft Along Y -Y 0.0 in at O.Oft abovebase 9.93 ft 0.010 for load combination : Ma -y: Applied -1.987 k -ft 0.715 Mn -yl Omega: Allowable 5.693 k -ft Along X -X -0.2553 in at 5.839ft abovebase PASS 0.00 ft for load combination:+D+L+H PASS Maximum Shear Stress Ratio = 0.01129 : 1 9.93 ft Load Combination +D+L+H 0.00 ft Location of max.above base 0.0 ft PASS At maximum location values are ... 0.003 PASS Va:Applied 0.20 k 0.154 Vn I Omega: Allowable 17.721 k 0.003 Load Combination Results Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base 17.2009 - Liljenquist Apartments 91 Maximum Axial + Bendino Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.352 PASS 9.93 ft 0.005 PASS 0.00 ft +D+L+H 0.836 PASS 9.93 ft 0.011 PASS 0.00 ft +D+Lr+H 0.352 PASS 9.93 ft 0.005 PASS 0.00 ft +D+S+H 0.352 PASS 9.93 ft 0.005 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.715 PASS 9.93 ft 0.010 PASS 0.00 ft +D+0.750L+0.750S+H 0.715 PASS 9.93 ft 0.010 PASS 0.00 ft +D+0.60W+H 0.352 PASS 9.93 ft 0.005 PASS 0.00 ft +D+0.70E+H 0.352 PASS 9.93 ft 0.005 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.715 PASS 9.93 ft 0.010 PASS 0.00 ft +D+0750L+0.750S+0.450W+H 0.715 PASS 9.93 ft 0.010 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.715 PASS 9.93 ft 0.010 PASS 0.00 ft +0.60D+0.60W+0.60H 0.154 PASS 9.93 ft 0.003 PASS 0.00 ft +0.60D+0.70E+0.60H 0.154 PASS 9.93 ft 0.003 PASS 0.00 ft Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base 17.2009 - Liljenquist Apartments 91 Steel Columr Description : Column under unbraced stair header 2nd floor Maximum_ Reactions_ Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top (1a- Base +D+L+H 0.200 0.200 k k 16.088 k +D+Lr+H 0.084 0.084 k k 6.788 k +D+S+H 0.084 0.084 k k 6.788 k +D+0.750Lr+0.750L+H 0.171 0.171 k k 13.763 k +D+0.750L+0.750S+H 0.171 0.171 k k 13.763 k +D+0.60W+H 0.084 0.084 k k 6.788 k +D+0.70E+H 0.084 0.084 k k 6.788 k +D+0.750Lr+0.750L+0.450W+H 0.171 0.171 k k 13.763 k +D+0.750L+0.7505+0.450W+H 0.171 0.171 k k 13.763 k +D+0.750L+0.750S+0.5250E+H 0.171 0.171 k k 13.763 k +0.60D+0.60W+0.60H 0.050 0.050 k k 4.073 k +0.60D+0.70E+0.60H 0.050 0.050 k k 4.073 k D Only 0.084 0.084 k k 6.788 k Lr Only It 0.000 k k k L Only 0.116 0.116 k k 9.300 k S Only 0.000 k k k W Only 5.839 k k k E Only +D+0.750L+0.750S+0.5250E+H k k k H Only in k k k Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H -0.1069 in 5.839 It 0.000 in 0.000 ft +D+L+H -0.2553 in 5.839 it 0.000 in 0.000 It +D+Lr+H -0.1069 in 5.839 It 0.000 in 0.000 It +D+S+H -0.1069 in 5.839 ft 0.000 in 0.000 It +D+0.750Lr+0.750L+H -0.2182 in 5.839 fl 0.000 in 0.000 It +D+0.750L+0.750S+H -0.2182 in 5.839 It 0.000 in 0.000 It +D+0.60W+H -0.1069 in 5.839 R 0.000 in 0.000 it +D+0.70E+H -0.1069 in 5.839 It 0.000 in 0.000 ft +0+0.750Lr+0.750L+0.450W+H -0.2182 in 5.839 It 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H -0.2182 in 5.839 It 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H -0.2182 in 5.839 It 0.000 in 0.000 It +0.60D+0.60W+0.60H -0.0642 in 5.839 It 0.000 in 0.000 ft +0.60D+0.70E+0.60H -0.0642 in 5.839 It 0.000 in 0.000 ft D Only .0.1069 in 5.839 ft 0.000 in 0.000 It Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 It L Only -0.1484 in 5.839 ft 0.000 in 0.000 It S Only 0.0000 in 0.000 ft 0.000 in 0.000 It W Only 0.0000 in 0.000 It 0.000 in 0.000 It E Only 0.0000 in 0.000 It 0.000 in 0.000 It H Only 0.0000 in 0.000 It 0.000 in 0.000 it 17.2009 - Liljenquist Apartments 92 Description: Column underunbraced stairheader2nd floorframing plan Steel Section Properties : HSS3x3x114 Depth = 3.000 in I xx = Design Thick = 0.233 in S M = Width = 3.000 in R u = Wall Thick = 0.250 in Zx = Area = 2.440 in A2 1 yy = Weight = 8.810 plf S yy = Ryy = Ycg = 0.000 in Lead 1 17.2009 - Liljenquist Apartments tNtRUAW,IN,, Atla3-Ni/, nUIIQ:n.lr.1. ib Y@ 3.02 inA4 J = 5.080 inA4 2.01 inA3 1.110 in 2.480 inA3 3.020 inA4 C = 3.520 inA3 2.010 inA3 1.110 in I Loads are total entered value. Arrows do not reflect absolute direction. i 93 WALL DESIGN 17.2009 - Liljenquist Apartments 94 WOOD STUD WALL DESIGN ALLOWABLE STRESS DESIGN - 201 2 NDS Description: Exterior Bearing Deflection limit: U240 C&C Interior Zone: 21 psf C&C End Zone: 24.9 psf Earthquake pressure: 0.4 psf Interior Wall: No 1.00 Fire Assembly: No 0.97 FRT Wood: No 0.96 Level Height (ft) Species Roof / Floor (psf) D L Lr S Trib (ft) Axial a (in) Wall (psf) D Trib (h) NA 0 NA 1 2 NA 0 at 16"O.C. NA Roof 10 DF No. 2 20 20 35 12.75 0 18 5 2 10 DF No. 2 30 40 11.5 0 57 10 1 10 DF No. 2 30 40 11.5 0 57 10 Interior Zone Level No. of lams Size - Governing Case Spacing NA 1 2 x 6 at 16"O.C. NA 1 2 x 6 at 16 " O.C. Roof 1 2 x 6 at 16 " O.C. 2 1 2 x 6 at 16"O.C. 1 1 2 x 6 at 16 " O.C. End Zone Level No. of lams Size - Governing Case Spacing NA 1 2 x 6 at 16 " O.C. NA 1 2 x 6 at 16"O.C. Roof 1 2 x 6 at 16 " O.C. 2 1 2 x 6 at 16"O.C. 1 1 2 x 6 at 16"O.C. 17.2009 - Liljenquist Apartments 95 Code Check - Governing Case Level CSR A(in.) CSRe CSRe2 fc<Fc' NA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A NA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Roof 0.159 <1.0 OK 0.094 U1273 0.040 <1.0 OK 0.068 <1.0 OK OK 2 0.216 <1.0 OK 0.094 U1273 0.155 <1.0 OK 0.068 <1.0 OK OK 1 0.415 <1.0 OK 0.094 U1273 0.409 <1.0 OK 0.068 <1.0 OK OK 17.2009 - Liljenquist Apartments 95 WOOD STUD WALL DESIGN - TRIMMER AND KING STUDS ALLOWABLE STRESS DESIGN' 2012 NDS Description: Exterior Bearing Level Height (ft) Height of highest header (ft) load/ Trimmer capacity (Off) King stud trib width per stud (ft) Wind interior Wind end lEarthquake NA 0 7.67 #N/A #N/A #N/A #N/A NA 0 7.67 #N/A #N/A #N/A #N/A Roof 10 7.67 0.153 7.58 6.40 6.40 2 10 7.67 0.376 7.58 6.40 6.40 1 10 8 0.621 7.58 6.40 6.40 Level NA Opening No. of No. of King Studs Width (ft) Trimmers (wind int) I (wind end) 3 #N/A #N/A -(earthquake) #N/A #N/A 4 #N/A #N/A #N/A #N/A 5 #N/A #N/A #N/A #N/A 6 #N/A #N/A #N/A #N/A 7 #N/A. #N/A #N/A #N/A 8 #N/A #N/A #N/A #N/A 10 #N/A #N/A #N/A #N/A 12 #N/A #N/A #N/A #N/A 15 #N/A #N/A #N/A #N/A 25 #N/A #N/A #N/A #N/A Level Roof Opening No. of No. of King Studs Width (ft) Trimmers (wind int) I (wind end) (earthquake) 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 1 1 1 1 7 1 1 1 1 8 1 1 1 1 10 1 1 1 1 12 1 1 2 2 15 2 2 2 2 25 2 2 3 3 Level 1 Opening No. of No. of King Studs Width (ft) Trimmers (wind int) (wind end) (earthquake) 3 1 1 1 1 4 2 1 1 1 5 2 1 1 1 6 2 1 1 1 7 3 1 1 1 8 3 1 1 1 10 4 1 1 1 12 4 1 2 2 15 5 2 2 2 25 8 2 3 3 17.2009 - Liljenquist Apartments Level NA Opening No. of No. of King Studs Width (ft) Trimmers (wind int) (wind end) (earthquake) 3 #N/A #N/A #N/A #N/A 4 #N/A #N/A #N/A #N/A 5 #N/A #N/A #N/A #N/A 6 #N/A #N/A #N/A #N/A 7 #N/A #N/A #N/A #N/A 8 #N/A #N/A #N/A #N/A 10 #N/A #N/A #N/A #N/A 12 #N/A #N/A #N/A #N/A 15 #N/A #N/A #N/A #N/A 25 #N/A #N/A #N/A #N/A Level 2 Opening No. of No. of King Studs Width (/) Trimmers (wind int) I (wind end) I (earthquake) 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 2 1 1 1 7 2 1 1 1 8 2 1 1 1 10 2 1 1 1 12 3 1 2 2 15 3 2 2 2 25 5 2 3 3 WOOD STUD WALL DESIGN ALLOWABLE STRESS DESIGN - 201 2 NDS Description: Cooridor Bearing Deflection limit: L/240 C&C Interior Zone: 8.3 psf C&C End Zone: 8.3 psf Earthquake pressure: 0.4 psf Interior Wall: Yes 1.00 Fire Assembly: No 0.97 FRT Wood: No 0.96 Level Height (ft) Species Roof / Floor (psf) D L Lr S Trib (f) Axial a (in) Wall (psf) D Trib (ft) NA 0 1 2 x NA 0 NA 1 2 Roof 10 DF No. 2 20 20 35 14.63 0 18 5 2 10 DF No. 2 30 100 11.5 0 18 10 1 10 DF No. 2 30 100 11.5 0 18 10 Interior Zone Level No. of lams CSR Size Me Spacing NA 1 2 x 6 at 16 " D.C. NA 1 2 x 6 at 16 " D.C. Roof 1 2 x 6 at 16 " O.C. 2 1 2 x 6 at 16 " D.C. 1 1 2 x 6 at 16 " D.C. Fnd 7nnn LevelNo. of lams CSR Size Me Spacing NA 1 2 x 6 at 16"O.C. NA 1 2 x 6 at 16 " O.C. Roof 1 2 x 6 at 16 " O.C. 2 1 2 x 6 at 16"O.C. 1 1 2 x 6 at 16"O.C. Code Check - Governing Case Level CSR d (in.) Me CSRe2 fc<Fc' NA #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A NA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Roof 0.088 <1.0 OK 0.031 L/3818 0.037 <1.0 OK 0.008 <1.0 OK OK 2 0.234 <1.0 OK 0.031 L/3818 0.204 <1.0 OK 0.008 <1.0 OK OK 1 0.557 <1.0 OK 0.031 L/3818 0.557 <1.0 OK 0.008 <1.0 OK OK 17.2009 - Liljenquist Apartments 97 WOOD STUD WALL DESIGN - TRIMMER AND KING STUDS ALLOWABLE STRESS DESIGN - 201 2 NDS Description: Cooridor Bearing Level Height (ft) Height of highest header (R) load/ Trimmer capacity (/ft) King stud Crib width per stud (ft) Wind interior Wind end lEarthquake NA 0 8 #N/A #N/A #N/A #N/A NA 0 8 #N/A #N/A #N/A #N/A Roof 10 8 0.173 11.99 11.99 11.99 2 10 8 0.418 11.99 11.99 11.99 1 10 8 0.724 11.99 11.99 11.99 Level NA Opening No. of No. of King Studs Width (ft) Trimmers (wind int) (wind end) (earth wake) 3 #N/A #N/A #N/A #N/A 4 #N/A #N/A #N/A #N/A 5 #N/A #N/A #N/A #N/A 6 #N/A #N/A #N/A #N/A 7 #N/A #N/A #N/A #N/A 8 #N/A #N/A #N/A #N/A 10 #N/A #N/A #N/A #N/A 12 #N/A #N/A #N/A #N/A 15 #N/A #N/A #N/A #N/A 25 #N/A #N/A #N/A #N/A Level Roof Opening No. of No. of King Studs Width (ft) Trimmers (wind int) I (wind end) (earthquake) 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 1 1 1 1 7 1 1 1 1 8 1 1 1 1 10 1 1 1 1 12 2 1 1 1 15 2 1 1 1 25 3 2 2 2 Level 1 Opening No. of No. of King Studs Width (ft) Trimmers (wind int) (wind end) I(earthquake) 3 2 1 1 1 4 2 1 1 1 5 2 1 1 1 6 3 1 1 1 7 3 1 1 1 8 3 1 1 1 10 4 1 1 1 12 5 1 1 1 15 6 1 1 1 25 10 2 2 2 17.2009 - Liljenquist Apartments Level NA Opening No. ofNo. of King Studs Width (ft) Trimmers (wind int) (wind end) (earthquake) 3 #N/A #N/A #N/A #N/A 4 #N/A #N/A #N/A #N/A 5 #N/A #N/A #N/A #N/A 6 #N/A #N/A #N/A #N/A 7 #N/A #N/A #N/A #N/A 8 #N/A #N/A #N/A #N/A 10 #N/A #N/A #N/A #N/A 12 #N/A #N/A #N/A #N/A 15 #N/A #N/A #N/A #N/A 25 #N/A I #N/A #N/A #N/A Level 2 Opening No. of No. of King Studs Width (ft) Trimmers (wind int) (wind end) (earthquake) 3 1 1 1 1 4 1 1 1 1 5 2 1 1 1 6 2 1 1 1 7 2 1 1 1 8 2 1 1 1 10 3 1 1 1 12 3 1 1 1 15 4 1 1 1 25 6 2 2 2 WOOD STUD WALL DESIGN ALLOWABLE STRESS DESIGN - 201 2 NDS Description: Interior Bearing Deflection limit: U240 C&C Interior Zone: 8.3 psf C&C End Zone: 8.3 psf Earthquake pressure: 0.4 psf Interior Wall: Yes 1.00 Fire Assembly: No 0.97 FRT Wood: No 0.96 Level Height (it) Species Roof / Floor (psf) D L U S Trib (it) Axial a (in) Wall (psf) D Trib (ft) NA 0 NA 1 2 NA 0 at 16 " O.C. NA Roof 10 DF No. 2 20 20 35 11.5 0 18 5 2 10 DF No. 2 30 40 13 0 18 10 1 10 DF No. 2 30 40 13 0 18 10 Interior Zone Level No. of lams NA Size 2 x Spacing NA 1 2 x 4 at 16 " O.C. NA 1 2 x 4 at 16 " O.C. Roof 1 2 x 4 at 16 " O.C. 2 2 2 x 4 at 16 " O.C. 1 2 2 x 4 at 16 " O.C. End Zone Level I No. of lams Size Spacing NA 1 2 x 4 at 16 " O.C. NA 1 2 x 4 at 16"O.C. Roof 1 2 x 4 at 16 " O.C. 2 2 2 x 4 at 16 " O.C. 1 2 2 x 4 at 16 ".O.C. Code Check - Governing Case Level CSR d (in.) CSRe CSRe2 fc<Fc' NA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A NA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Roof 0.273 <1.0 OK 0.122 U984 0.237 <1.0 OK 0.018 <1.0 OK OK 2 0.302 <1.0 OK 0.061 U1968 0.298 <1.0 OK 0.000 <1.0 OK OK 1 0.738 <1.0 OK 0.061 U1968 0.767 <1.0 OK 0.000 <1.0 OK OK 17.2009 - Liljenquist Apartments 99 WOOD STUD WALL DESIGN - TRIMMER AND KING STUDS STRESS DESIGN - 201 2 NDS Description: Interior Bearing Level Height (ft) Height of highest header (ft) load / Trimmer capacity (/fl) King stud trib width per stud (ft) Wind interior I Wind end JEarthquake NA 0 7.67 #N/A #N/A #N/A #N/A NA 0 7.67 #N/A #N/A #N/A #N/A Roof 10 7.67 0.221 5.47 5.47 5.47 2 10 7.67 0.494 6.23 6.23 6.23 1 10 8 0.852 6.23 6.23 6.23 Level NA Opening No. of No. of King Studs Width (ft) Trimmers (windint) (wind end) (earthquake) 3 #N/A #N/A #N/A #N/A 4 #N/A #N/A #N/A #N/A 5 #N/A #N/A #N/A #N/A 6 #N/A #N/A #N/A #N/A 7 #N/A #N/A #N/A #N/A 8 #N/A #N/A #N/A #N/A 10 #N/A #N/A #N/A #N/A 12 #N/A #N/A #N/A #N/A 14 #N/A #N/A #N/A #N/A 25 #N/A #N/A #N/A #N/A Level Roof Opening No. of No. of King Studs Width (ft) Trimmers (wind int) (wind end) (earthquake) 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 1 1 1 1 7 1 1 1 1 8 1 1 1 1 10 2 2 2 2 12 2 2 2 2 14 2 2 2 2 25 3 3 3 3 Level 1 Opening No. of No. of King Studs Width (ft) Trimmers (wind int) (wind end) (earthquake) 3 2 1 1 1 4 2 1 1 1 5 3 1 1 1 6 3 1 1 1 7 3 1 1 1 8 4 1 1 1 10 5 1 1 1 12 6 2 2 2 14 6 2 2 2 25 11 3 3 3 17.2009 - Liljenquist Apartments Level NA Opening No. of No. of King Studs Width (fV Trimmers (wind int) (wind end) (earthquake) 3 #N/A #N/A #N/A #N/A 4 #N/A #N/A #N/A #N/A 5 #N/A #N/A #N/A #N/A 6 #N/A #N/A #N/A #N/A 7 #N/A #N/A #N/A #N/A 8 #N/A #N/A #N/A #N/A 10 #N/A #N/A #N/A #N/A 12 #N/A #N/A #N/A #N/A 14 #N/A #N/A #N/A #N/A 25 #N/A #N/A #N/A #N/A Level 2 Opening No. of No. of King Studs Width (ft) Trimmers (wind ino (wind end) I (earthquake) 3 1 1 1 1 4 1 1 1 1 5 2 1 1 1 6 2 1 1 1 7 2 1 1 1 8 2 1 1 1 10 3 1 1 1 12 3 2 2 2 14 4 2 2 2 25 7 3 3 3 100 WOOD STUD WALL DESIGN ALLOWABLE STRESS DESIGN - 201 2 NDS Description: Interior Bearing Deflection limit: L/240 C&C Interior Zone: 8.3 psf C&C End Zone: 8.3 psf Earthquake pressure: 0.4 psf Interior Wall: Yes 1.00 Fire Assembly: No 0.97 FRT Wood: No 0.96 Level Height (ft) Species Roof / Floor (psf) D L Lr S Trib (ft) Axial e (in) Wall (psf) D Trib (ft) NA 0 1 2 x NA 0 NA 1 2 Roof 10 DF No, 2 20 20 35 11.5 0 18 5 2 10 DF No. 2 30 40 13 0 18 10 1 10 DF No. 2 30 40 13 0 18 10 Interior Zone Level No. of lams Size Case Spacing NA 1 2 x 6 at 16 " O.C. NA 1 2 x 6 at 16 " O.C. Roof 1 2 x 6 at 16 " O.C. 2 1 2 x 6 at 16 " O.C. 1 1 2 x 6 at 16 " O.C. End Zone Level No. of lams Size Case Spacing NA 1 2 x 6 at 16 " O.C. NA 1 2 x 6 at 16 " O.C. Roof 1 2 x 6 at 16 " O.C. 2 1 2 x 6 at 16 " D.C. 1 1 2 x 6 at 16 " O.C. 17.2009 - Liljenquist Apartments 101 Code Check - Governing Case Level CSR d (in.) Me CSRe2 fc<Fc' NA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A NA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Roof 0.087 <1.0 OK 0.031 1/3818 0.029 <1.0 OK 0.008 <1.0 OK OK 2 0.152 <1.0 OK 0.031 L/3818 0.116 <1.0 OK 0.008 <1.0 OK OK 1 0.305 <1.0 OK 0.031 L/3818 0.278 <1.0 OK 0.008 <1.0 OK OK 17.2009 - Liljenquist Apartments 101 WOOD STUD WALL DESIGN - TRIMMER AND KING STUDS ALLOWABLE STRESS DESIGN' 2012 NDS Description: Interior Bearing Level Height (/U Height of highest header (fU load / Trimmer capacity (lft) King stud frit, width per stud (ft) Wind interior Wind end Earthquake NA 0 7.67 #N/A #N/A #N/A#N/A #N/A NA 0 7.67 #N/A #N/A #N/A #N/A Roof 10 7.67 0.140 11.99 11.99 11.99 2 10 7.67 0.307 11.99 11.99 11.99 1 10 8 0.493 11.99 11.99 11.99 Level NA Opening No. of No. of King Studs Width (ft) Trimmers (wind int) (wind end) (earthquake) 3 #N/A #N/A #N/A #N/A 4 #N/A #N/A #N/A #N/A 5 #N/A #N/A #N/A #N/A 6 #N/A #N/A #N/A #N/A 7 #N/A #N/A #N/A #N/A 8 #N/A #N/A #N/A #N/A 10 #N/A #N/A #N/A #N/A 12 #N/A #N/A #N/A #N/A 14 #N/A #N/A #N/A #N/A 25 #N/A #N/A #N/A #N/A Level Roof Opening No. of No. of King Studs Width (ft) Trimmers (wind int) (wind end) (earthquake) 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 1 1 1 1 7 1 1 1 1 8 1 1 1 1 10 1 1 1 1 12 1 1 1 1 14 1 1 1 1 25 2 2 2 2 Level 1 Opening No. of No. of King Studs Width (ft) Trimmers (wind int) (wind end) (earthquake) 3 1 1 1 1 4 1 1 1 1 5 2 1 1 1 6 2 1 1 1 7 2 1 1 1 8 2 1 1 1 10 3 1 1 1 12 3 1 1 1 14 4 1 1 1 25 7 2 2 2 Level NA Opening No. of No. of King Studs Width (ft) Trimmers (wind in) (wind end) (earthquake) 3 #N/A #N/A #N/A #N/A 4 #N/A #N/A #N/A #N/A 5 #N/A #N/A #N/A #N/A 6 #N/A #N/A #N/A #N/A 7 #N/A #N/A #N/A #N/A 8 #N/A #N/A #N/A #N/A 10 #N/A #N/A #N/A #N/A 12 #N/A #N/A #N/A #N/A 14 #N/A #N/A #N/A #N/A 25 #N/A #N/A #N/A #N/A Level 2 Opening No. of No. of King Studs Width (ft) Trimmers (wind int) I (wind end) I (earthquake) 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 1 1 1 1 7 2 1 1 1 8 2 1 1 1 10 2 1 1 1 12 2 1 1 1 14 3 1 1 1 25 4 2 2 2 17.2009 - Liljenquist Apartments 102 WOOD STUD WALL DESIGN ALLOWABLE STRESS DESIGN - 201 2 NDS Description: Stair Walls Deflection limit: U240 C&C Interior Zone: 8.3 psf C&C End Zone: 8.3 psf Earthquake pressure: 0.4 psf Interior Wall: Yes 1.00 Fire Assembly: No 0.97 FRT Wood: No 0.96 Level Height (ft) Species Roof / Floor (psf) D L Lr S Trib (ft) Axial a (in) Wall (psf) D Trib (fV NA 0 NA 1 2 NA 0 at 16 " O.C. NA Roof 10 DF No. 2 20 20 35 0 0 18 5 2 10 DF No. 2 30 100 2.5 0 18 10 1 10 DF No. 2 30 100 2.5 0 18 10 Interior Zone Level No. of lams Size Case Spacing NA 1 2 x 6 at 16 " O.C. NA 1 2 x 6 at 16 " O.C. Roof 1 2 x 6 at 16 " O.C. 2 1 2 x 6 at 16"O.C. 1 1 2 x 6 at 16 " O.C. End Zone Code Check - Governing Case Level No. of lams d (in.) Size CSRe CSRe2 Spacing NA 1 2 x 6 at 16 " O.C. NA 1 2 x 6 at 16 " D.C. Roof 1 2 x 6 at 16 " O.C. 2 1 2 x 6 at 16"O.C. 1 1 2 x 6 at 16 " D.C. 17.2009 - Liljenquist Apartments 103 Code Check - Governing Case Level CSR d (in.) CSRe CSRe2 fc<Fc' NA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A NA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Roof 0.086 <1.0 OK 0.031 U3818 0.016 <1.0 OK 0.008 <1.0 OK OK 2 0.087 <1.0 OK 0.031 U3818 0.024 <1.0 OK 0.008 <1.0 OK OK 1 0.094 <1.0 OK 0.031 U3818 0.052 <1.0 OK 0.008 <1.0 OK OK 17.2009 - Liljenquist Apartments 103 WOOD STUD WALL DESIGN - TRIMMER AND KING STUDS ALLOWABLE STRESS pESIGN - 201 2 NDS Description: Stair Walls Level Height (fU Height of highest header (/t) load / Trimmer capacity (/ft) King stud trib width per stud (ft) Wind interior Wind end JEarthquake NA 0 7.67 #N/A #N/A #N/A #N/A NA 0 7.67 #N/A #N/A #N/A #N/A Roof 10 7.67 0.017 11.99 11.99 11.99 2 10 7.67 0.115 11.99 11.99 11.99 1 10 8 0.213 11.99 11.99 11.99 Level NA Opening No. of No. of King Studs Width (ft) Trimmers (wind int) (wind end) (earthquake) 3 #N/A #N/A #N/A #N/A 4 #N/A #N/A #N/A #N/A 5 #N/A #N/A #N/A #N/A 6 #N/A #N/A #N/A #N/A 7 #N/A #N/A #N/A #N/A 8 #N/A #N/A #N/A #N/A 10 #N/A #N/A #N/A #N/A 12 #N/A #N/A #N/A #N/A 14 #N/A #N/A #N/A #N/A 25 #N/A #N/A #N/A #N/A Level Roof Opening No.- of No. of King Studs Width (ft) Trimmers (wind int) (wind end) (earthquake) 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 1 1 1 1 7 1 1 1 1 8 1 1 1 1 10 1 1 1 1 12 1 1 1 1 14 1 1 1 1 25 1 2 2 2 Level 1 Opening No. of No. of King Studs Width (ft) Trimmers (wind int) (wind end) (earthquake) 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 1 1 1 1 7 1 1 1 1 8 1 1 1 1 10 2 1 1 1 12 2 1 1 1 14 2 1 1 1 25 1 3 1 2 2 2 17.2009 - Liljenquist Apartments Level NA Opening No. of No. of King Studs Width (ft) Trimmers (wind int) (wind end) (earthquake) 3 #N/A #N/A #N/A #N/A 4 #N/A #N/A #N/A #N/A 5 #N/A #N/A #N/A #N/A 6 #N/A #N/A #N/A #N/A 7 #N/A #N/A #N/A #N/A 8 #N/A #N/A #N/A #N/A 10 #N/A #N/A #N/A #N/A 12 #N/A #N/A #N/A #N/A 14 #N/A #N/A #N/A #N/A 25 #N/A #N/A #N/A #N/A Level 2 Opening No. of No. of King Studs Width (ft) Trimmers (wind int) (wind end) (earthquake) 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 1 1 1 1 7 1 1 1 1 8 1 1 1 1 10 1 1 1 1 12 1 1 1 1 14 1 1 1 1 25 2 2 2 2 104 COLUMN AND POST DESIGN 17.2009 - Liljenquist Apartments 105 Steel Column Description Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: Analysis Method: Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus HSS6x3xl/4 Overall Column Height 10.0 ft Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns 46.0 ksi X -X (width) axis: 29,000.0 ksi Unbraced Length for X -X Axis buckling= 10.0 ft, K =1.0 Y -Y tdepth) axis : Un raced Length for Y -Y Axis buckling = 10.0 ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 138.822 lbs" Dead Load Factor AXIAL LOADS ... Beam 12 Loads: Axial Load at 10.0 ft, Xecc = 3.0 in, D = 5.064, L =14.40 k 3ending & Shear Check Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination PASS Max. Axial+Bending Stress Ratio = 0.7797 : 1 Maximum SERVICE Load Reactions.. Stress Ratio Load Combination +D+L+H Top along X -X 0.4866 k Location of max.above base 9.933 ft Bottom along X -X 0.4866 k At maximum location values are ... +D+L+H Top along Y -Y 0.0 k Pa : Axial 19.603 k Bottom along Y -Y 0.0 k Pn / Omega: Allowable 55.174 k PASS 9.93 ft Ma -x: Applied 0.0 k -ft Maximum SERVICE Load Deflections ... +D+S+H Mn -x/ Omega: Allowable 16.504 k -ft Along Y -Y 0.0 in at O.Oft abovebase PASS 0.00 ft for load combination : 0.636 Ma -y: Applied -4.833 k -ft 0.022 PASS Mn -y/ Omega: Allowable 10.123 k -ft Along X -X -0.3292 in at 5.839ft abovebase 9.93 ft 0.022 for load combination :+D+L+H 0.00 ft PASS Maximum Shear Stress Ratio = 0.02746 :1 PASS 9.93 ft Load Combination +D+L+H 0.00 ft +D+0.70E+H Location of max.above base 0.0 ft 9.93 ft 0.007 At maximum location values are ... 0.00 ft +D+0.75OLr+0.750L+0.450W+H 0.636 Va: Applied 0.4866 k 0.022 PASS Vn / Omega: Allowable 17.721 k 0.636 PASS Load Combination Results 17.2009 - Liljenquist Apartments 106 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.171 PASS 9.93 ft 0.007 PASS 0.00 ft +D+L+H 0.780 PASS 9.93 ft 0.027 PASS 0.00 ft +D+Lr+H 0.171 PASS 9.93 ft 0.007 PASS 0.00 ft +D+S+H 0.171 PASS 9.93 ft 0.007 PASS 0.00 ft +D+0.75OLr+0.750L+H 0.636 PASS 9.93 ft 0.022 PASS 0.00 ft +D+0.750L+0.750S+H 0.636 PASS 9.93 ft 0.022 PASS 0.00 ft +D+0.60W+H 0.171 PASS 9.93 ft 0.007 PASS 0.00 ft +D+0.70E+H 0.171 PASS 9.93 ft 0.007 PASS 0.00 ft +D+0.75OLr+0.750L+0.450W+H 0.636 PASS 9.93 ft 0.022 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.636 PASS 9.93 ft 0.022 PASS 0.00 ft +0+0.750L+0.750S+0.5250E+H 0.636 PASS 9.93 ft 0.022 PASS 0.00 ft +0.60D+0.60W+0.60H 0.103 PASS 9.93 ft 0.004 PASS 0.00 ft +0.60D+0.70E+0.60H 0.103 PASS 9.93 ft 0.004 PASS 0.00 ft Maximum Reactions Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H 0.127 0.127 k k 5.203 k 17.2009 - Liljenquist Apartments 106 i Description : BM 11 Column Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Acis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+Lr+H 0.127 0.127 k +D+S+H 0.127 0.127 k +D+0.750Lr+0.750L+H 0.397 0.397 k +D+0.750L+0.750S+H 0.397 0.397 k +D+0.60W+H 0.127 0.127 k +D+0.70E+H 0.127 0.127 k +D+0.750Lr+0.750L+0.450W+H 0.397 0.397 k +D+0.750L+0.750S+0.450W+H 0.397 0.397 k +D+0.750L+0.7505+0.5250E+H 0.397 0.397 k +0.60D+0.60W+0.60H 0.076 0.076 k +0.600+0.70E+0.60H 0.076 0.076 k D Only 0.127 0.127 k Lr Only 0.000 k L Only 0.360 0.360 k S Only 0.000 k W Only 0.000 k E Only 0.000 k H Only 0.000 k maximum Deflections for Load Combinations 0.000 Load Combination Max. X -X Deflection Distance +D+H -0.0856 in 5.839 +D+L+H -0.3292 in 5.839 +D+Lr+H -0.0856 in 5.839 +D+S+H -0.0856 in 5.839 +D+0.750Lr+0.750L+H -0.2683 in 5.839 +D+0.750L+0.750S+H -0.2683 in 5.839 +D+0.60W+H -0.0856 in 5.839 +D+0.70E+H -0.0856 in 5.839 +D+0.750Lr+0.750L+0.450W+H -0.2683 in 5.839 +D+0.750L+0.7505+0.450W+H -0.2683 in 5.839 +D+0.750L+0.7505+0.5250E+H -0.2683 in 5.839 +0.60D+0.60W+0.60H -0.0514 in 5.839 +0.600+0.70E+0.60H -0.0514 in 5.839 D Only -0.0856 in 5.839 Lr Only 0.0000 in 0.000 L Only -0.2435 in 5.839 S Only 0.0000 in 0.000 W Only 0.0000 in 0.000 E Only 0.0000 in 0.000 H Only 0.0000 in 0.000 17.2009 - Liljenquist Apartments k k k k k k k k k k k k k k k k k k k Max. Y -Y Deflection Distance 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 5.203 k 5.203 k 16.003 k 16.003 k 5.203 k 5.203 k 16.003 k 16.003 k 16.003 k 3.122 k 3.122 k 5.203 k k 14.400 k k k k k 107 Description : BM 11 Column Steel Section Properties : HSS6x3x114 Depth = 6.000 in I xx = 17.00 iO4 1 = 14.200 it Design Thick = 0.233 in S roc = 5.66 in"3 Cw = 7.39 it Width = 3.000 in R = 2.100 in Wall Thick = 0.250 in Zx = 7.190 in"3 Area = 3.840 in A2 I yy = 5.700 in"4 C = 7.390 iO3 Weight = 13.882 plf S yy = 3.800 in^3 R yy = 1.220 in Zy = 4.410 in^3 ycg = 0.000 in I I c, I x/Load 1 0'.. J� L'. m I I I Loads are total entered value. Arrows do not reflect absolute direction. 17.2009 - Liljenquist Apartments 108 Description : BM 12 Column Calculations perAISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 Steel Section Name : HSS6x3x3/8 Overall Column Height 10.0 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade PASS Brace condition for deflection (buckling) along columns Fy : Steel Yield 46.0 ksi X -X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling= 10:0 ft, K =1.0 0.0 k At maximum location values are ... Y -Y tdepth) axis: Top along Y -Y 1.085 k Un raced Length for Y -Y Axis buckling = 10.0 It, K =1.0 Applied Loads Service loads entered. Load Factors will be a Column self weight included : 197.495 lbs' Dead Load Factor AXIAL LOADS ... Beam 12 Loads: Axial Load at 10.0 It, Yecc = 4.50 in, D = 9.190, LR =1.710, L = 19.740, S = 2.990 k for calculations I- -- -- ---- Bending & Shear Check Results Stress Ratios Stress Ratio Status PASS Max. Axial+Bending Stress Ratio = 0.8131 : 1 Maximum SERVICE Load Reactions.. PASS Load Combination +D+L+H Top along X -X 0.0 k Location of max.above base 9.933 ft Bottom along X -X 0.0 k At maximum location values are ... 9.93 ft Top along Y -Y 1.085 k Pa: Axial 29.128 k Bottom along Y -Y 1.085 k Pn I Omega: Allowable 74.389 k 9.93 ft 0.214 Ma -x: Applied -10.776 k -ft Maximum SERVICE Load Deflections ... PASS Mn -x/ Omega: Allowable 22.725 k -ft Along Y-Y-0.1843in at 5.839ft abovebase 0.738 PASS for load combination :+D+L+H 0.128 Ma -y :Applied 0.0 k -ft 0.128 PASS Mn -y/ Omega: Allowable 13.841 k -ft Along X -X 0.0 in at 0.0111 above base for load combination PASS Maximum Shear Stress Ratio = 0.01899 : 1 Load Combination +D+L+H Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 1.085 k Vn I Omega: Allowable 57.137 k Load Combination Results Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H Maximum Axial + Bending Stress Ratios Stress Ratio Status 0.006 Location 0.214 PASS 9.93 ft 0.813 PASS 9.93 ft 0.253 PASS 9.93 ft 0.283 PASS 9.93 ft 0.711 PASS 9.93 ft 0.738 PASS 9.93 ft 0.214 PASS 9.93 ft 0.214 PASS 9.93 ft 0.711 PASS 9.93 ft 0.738 PASS 9.93 ft 0.738 PASS 9.93 ft 0.128 PASS 9.93 ft 0.128 PASS 9.93 ft Maximum Shear Ratios Stress Ratio Status Location 0.006 PASS 0.00 0.019 PASS 0.00 0.007 PASS 0.00 0.008 PASS 0.00 0.017 PASS 0.00 0.017 PASS 0.00 0.006 PASS 0.00 0.006 PASS 0.00 0.017 PASS 0.00 0.017 PASS 0.00 0.017 PASS 0.00 0.004 PASS 0.00 0.004 PASS 0.00 - Maximum. Reactions Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base 17.2009 - Liljenquist Apartments 109 Steel Column Description Note: Onlv non -zero reactions are listed. X -X Axis Reaction in Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Tap in @ Base @ Top @ Base +D+L+H k -1.085 1.085 k 29.127 k +D+Lr+H k -0.409 0.409 k 11.097 k +D+S+H k -0.457 0.457 k 12.377 k +D+0.750Lr+0.750L+H k -0.948 0.948 k 25.475 k +D+0.750L+0.750S+H k -0.984 0.9a4 k 26.435 k +D+0.60W+H k -0.345 0.345 k 9.387 k +0+0.70E+H k -0.345 0.345 k 9.387 k +D+0.750Lr+0.750L+0.450W+H k -0.948 0.948 k 25.475 k +D+0.750L+0.750S+0.450W+H k -0.984 0.9a4 k 26.435 k +D+0.750L+0.750S+0.5250E+H k -0.9a4 0.984 k 26.435 k +0.60D+0.60W+0.60H k -0.207 0.207 k 5.632 k +0.60D+0.70E+0.60H k -0.207 0.207 k 5.632 k D Only k -0.345 0.345 k 9.387 k Lr Only k -0.064 0.064 k 1.710k L Only k -0.740 0.740 k 19.740 k S Only k -0.112 0.112 k 2.990 k W Only k It k k E Only k 0.0000 k k H Only k in k k Maximum Deflections for Load Combinations in 0.000 ft -0.059 Load Combination Max. X -X Deflection Distance 5.839 Max. Y -Y Deflection Distance 0.0000 +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.0000 in 0.000 ft -0.059 in 5.839 ft 0.0000 in 0.000 R -0.184 in 5.839 fl 0.0000 in 0.000 1t -0.069 in 5.839 It 0.0000 in 0.000 ft -0.078 in 5.839 R 0.0000 in 0.000 It -0.161 in 5.839 It 0.0000 in 0.000 It -0.167 in 5.839 ft 0.0000 in 0.000 a -0.059 in 5.839 It 0.0000 in 0.000 It -0.059 in 5.839 fl 0.0000 in 0.000 it -0.161 in 5.839 ft 0.0000 in 0.000 it -0.167 in 5.839 It 0.0000 in 0.000 it -0.167 in 5.839 it 0.0000 in 0.000 It -0.035 in 5.839 it 0.0000 in 0.000 ft 4035 in 5.839 it 0.0000 in 0.000 ft -0.059 in 5.839 it 0.0000 in 0.000 ft -0.011 in 5.839 it 0.0000 in 0.000 R -0.126 in 5.839 ft 0.0000 in 0.000 ft -0.019 in 5.839 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 1t 0.000 in 0.000 ft 17.2009 - Liljenquist Apartments 110 Steel Column File =W\SMEPVOIA17B3EC-12001170EAE-1200102ENGI i\c( �S,plk, `$j�YCT-71GraYi(y�172009+1 ECB ENERFAI,C INt;` - ;16 p 16,V .0.1 l.11. Description : BM 12 Column Steel Section Properties : HSS6x3x318 Depth = 6.000 in I xx = 22.70 ir4 J = 19.300 in"4 Design Thick = 0.349 in S xx = 7.57 ir3 CW = 10.30 ir6 Width = 3.000 in R roc = 2.040 in Wall Thick = 0.375 in Zx = 9.900 ir3 Area = 5.480 in"2 I yy = 7.480 in44 C = 10.300 MM3 Weight = 19.750 plf S yy = 4.990 ir3 R yy = 1.170 in Zy = 6.030 ir3 Ycg = 0.000 in Loads are total entered value. Arrows do not reflect absolute direction. 17.2009 - Liljenquist Apartments 111 17.2009 - Liljenquist Apartments 112 Trib Live Dead POSTMARK .5xGT Span GT trib Reaction (k) Reaction (k) Total MEMBER Built Up Pi 7.25 13.5 3.43 1.96 5.38 46 P2 12.5 13.25 5.80 3.31 9.11 48 P3 10.75 3.63 1.37 0.78 2.15 (2) 2x's P4 8 3.75 1.05 0.60 1.65 (2) 2x's PS 6.25 3.5 0.77 0.44 1.20 (2) 2x's P6 2.25 6.25 0.49 0.28 0.77 (2) 2x's P7 12.6 5.63 2.48 1.42 3.90 (2) 2x's P8 14.63 8.75 4.48 2.56 7.04 P9 3.25 3.25 0.37 0.21 0.58 (2) 2x's D L Reaction 2nd Reaction 1st Member Beam 3 8.5 13.25 1.733 2.256 3.989 7.978 4X6 P4 Beam 3A 8.5 13.25 2.382 3.076 5.458 10.916 4x8 Pi 17.2009 - Liljenquist Apartments 112 WOOD POST DESIGN DDu BLAB FIR LARCH 2006 IBC ALLOWABLE STRESS DESIGN ALLOWABLE LOADS (KIPS) LOAD DURATION, C D = 1.00 ALLOWABLE LOADS (KIPS) LOAD DURATION, C C - 1.15 UNBRACED HEIGHT OF POST, LE (Fr) ALLOWABLE POST 8 9 9.5 10 12 14 18 20 BEAM BEARING 2 x 4 stud * 2.4 2.0 1.9 1.7 1.2 0.9 - --- 3.3 2 x 4 no. 2 * 3.1 2.5 2.2 2.0 1..4 1.1 - - 3.3 2 x 6 stud * 5.8 5.4 5.2 4.9 4.0 3.2 2.1 1.7 5.2 2 x 6 no. 2* 9.4 8.1 7.5 7.0 5.2 3.9 2.5 2.0 5.2 4 x 4 no. 2 7.2 5.8 5.2 4.7 3.3 2.5 - - 7.7 4 x 6 no.2 11.1 9.0 8.1 7.4 5.2 3.9 - --- 12.0 4 x 8 no. 2 14.6 11.8 10.7 9.7 6.9 5.1 --- --- 15.9 6 x 6 no. 2 18.0 16.9 16.3 15.7 13.0 10.5 6.9 5.7 18.9 6 x 6 no. 1 24.8 23.0 22.0 20.9 16.8 13.3 8.7 7.1 18.9 6x8 no.2 24.5 23.1 22.2 21.4 17.7 14.3 9.4 7.8 25.8 6 x 8 no. 1 33.8 31.3 29.9 28.5 22.9 18.2 11.8 9.7 25.8 8 x 8 no. 1 51.5 50.0 49.1 48.1 43.4 37.9 27.2 23.0 35.2 ALLOWABLE LOADS (KIPS) LOAD DURATION, C C - 1.15 'Wall sheathing braces stud in weak axis bending 17.2009 - Liljenquist Apartments 113 UNBRACED HEIGHT OF POST, LE (Fr) ALLOWABLE POST 8 9 9.5 10 12 14 18 20 BEAM BEARING 2 x 4 stud * 2.5 2.1 1.9 1.7 1.2 0.9 ... ... 3.3 2 x 4 no. 2 * 3.1 2.5 2.3 2.0 1.4 1.1.. -- 3.3 2 x 6 stud * 6.4 5.9 5.6 5.3 4.2 3.3 2.1 1.7 5.2 2 x.6 no. 2 10.0 8.5 7.8 7.2 5.3 4.0 2.5 2.0 5.2 4 x 4 no. 2 7.3 5.8 5.3 4.8 3.4 2.5 ... - 7.7 4x6 no. 2 11.3 9.1 8.2 7.5 5.3 3.9 ... -- 12.0 4 x 8 no.2 14.9 12.0 10.8 9.8 6.9 5.1 - 15.9 6 x6 no. 2 20.0 18.5 17.7 16.9 13.6 10.8 7.0 5.8 18.9 6 x 6 no. 1 27.3 24.9 23.6 22.3 17.5 13.7 8.8 7.2 18.9 6 x 8 no. 2. 27.3 25.3 24.2 23.0 18.6 14.7 9.6 7.9 25.8 6 x 8 no. 1 37.3 33.9 32.2 30.4 23.9 18.7 11.9 9.8 25.8 8 x 8 no. 1 58.3 56.1 54.9 53.5 47.2 40.2 28.0 23.5 .35.2' 'Wall sheathing braces stud in weak axis bending 17.2009 - Liljenquist Apartments 113 LATERAL ANALYSIS & DESIGN 17.2009 - Liljenquist Apartments 114 SEISMIC ANALYSIS 17.2009 - Liljenquist Apartments 115 2017 Design Maps Summary Report 11M Design Maps Summary Report ;er-Specified Input Report Title Liljenquist Apartments Tue January 24, 2017 20:11:47 UTC Biding Code Reference Document 2012/2015 International Building Code 0.40 (which utilizes USGS hazard data available in 2008) Site Coordinates 43.825770N, 111.78961OW Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and erministic ground motions in the direction of maximum horizontal response, please return to the application and !ct the "2009 NEHRP" building code reference document. MCER Response Spectrum �i 0.50 0.70 0.45 0.63 0.40 0.56 0.35 0.44 1+tJ d«th1 _ 2Jr:, f _ - '-rr�rs I4 f 9111.0 0.35 0.35 s'riiTY 0.20 d 4> ;GS -Provided Output 0.21 0.15 Ss = 0.443 g Sns = 0.640 g Sus = 0.427 g 0.07 S, = 0.156 g SM, = 0.340 g SDI = 0.227 g information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and erministic ground motions in the direction of maximum horizontal response, please return to the application and !ct the "2009 NEHRP" building code reference document. Design Response Spectrum Period, T (sec) lough this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the Tracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. earthquaR7LrAP. 5des6tlkRRYA nfi AVRW§i =minimal&latitude=43.8257690629403&longitude=-111.78960860493532&siteclassesS&fiskcat.. 1/1 MCER Response Spectrum 0.50 0.70 0.45 0.63 0.40 0.56 0.35 0.44 0.42 0.35 0.35 fe 0.20 0.29 0.21 0.15 0.14 0.10 0.07 0.05 0.00 I I I 1 0,00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 LGO 1.60 2.00 C Period, T (sec) Design Response Spectrum Period, T (sec) lough this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the Tracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. earthquaR7LrAP. 5des6tlkRRYA nfi AVRW§i =minimal&latitude=43.8257690629403&longitude=-111.78960860493532&siteclassesS&fiskcat.. 1/1 SEismic LATERAL ANALYBIB FOR BUILDING STRUCTURES -ABLE 7.1 O Equivalent LaIeDIIFwca Pmcedura Chp 12 Building Structures Note.: PROJECT NAME: Lilfenquist Apartments Is: 1.00 R: 6.5 Fe: 1.45 Risk Category: II C,: 0.02 F,: 2.18 Seismic Design Category: D Ss: 0.443 SDs: 0.4269 (Eq. 11.4-1 & 11.4-3) Site Class: D SI: 0.156 SDI: 0.2263 (Eq. 11.4-2 & 11.4-4) k: 1.00 TL: 6.0 sec. T: 0.250 sec. (12.8-7) 20 Governs=> C,= Sro(R/I): 0.066 (12.8-2) 50.7 0.053 W Max Cs Sod(R/l)T: 0.139 (12.8-3) (T equal or less than TL ) 6,941 26.3 Max C,= SDI(TL)/(R/I)T2: - (12.8-4) (T greater than TL ) Min C,= 0.551/(R/I): - (12.8-6) (Sl equal or greater than 0.6) Min C,= 0.44SDsi: 0.019 (12.8-5) Seismic Base Shear (V) -C,W: 96.7 k (12.8-1) Vertical Distribution of Seismic Forces (calculations per ASCE 7.10 Section 12.8.3) Totals: 1502.6 26,041 98.7 Diaphragm Design Forces (calculations per ASCE 7-10 Section 12.10.1.1) h, W. W. h: F. V. V, (ASD) Level Level ft kips kip -ft kips kips kips E (ASD) Roof 29 325.6 9,442 35.8 35.8 25.0 0.077 W 3rd 20 482.9 9,658 36.6 72.4 50.7 0.053 W 2nd 10 694.1 6,941 26.3 98.7 69.1 0.027 W Totals: 1502.6 26,041 98.7 Diaphragm Design Forces (calculations per ASCE 7-10 Section 12.10.1.1) Out -of -Plane Forces and Diaphragm Anchorage (calculations per ASCE 7-10 Section 12.11) (Ultimate) (ASD) Fp=0.41ESDsW, or 0.1 W„ out -of -plane wall design forces =_> Fp: 0.17 Wp 0.12 Wp Fa=0.41sk,SDsW p anchorage to flexible diaphragm force =_> Fp: 0.34 Wp 0.24 Win F,In=0.2k,IsWp =_> F,(min): 0.40 Wp 0.29 Wp 17.2009 - Liljenquist Apartments 117 h, Wp, EW, FF, FP, F, (ASD) Level ft kips kips kips kips kips Roof 29 325.6 325.6 35.8 35.8 25.0 3rd 20 482.9 808.5 72.4 43.2 30.3 2nd 10 694.1 1502.6 98.7 59.3 41.5 Out -of -Plane Forces and Diaphragm Anchorage (calculations per ASCE 7-10 Section 12.11) (Ultimate) (ASD) Fp=0.41ESDsW, or 0.1 W„ out -of -plane wall design forces =_> Fp: 0.17 Wp 0.12 Wp Fa=0.41sk,SDsW p anchorage to flexible diaphragm force =_> Fp: 0.34 Wp 0.24 Win F,In=0.2k,IsWp =_> F,(min): 0.40 Wp 0.29 Wp 17.2009 - Liljenquist Apartments 117 SEISMIC WEIGHT CALCULATIONS NOTES: ZONE: 1 LEVEL : Roof WALL Wall Type Exterior Interior Total Length (ft) 556 0 Wall Height (ft) 9 0 Wall Above Height (it) 0 0 Wall (psf) 18 0 Weight (k) : 45.0 0.0 ROOF 1020: Total Area (ft -2) 10205.7 Dead load (psf) 20 i Snow Load (psf) 35 % Snow (psf) 20% Roof Top Equipment (lb) 5000 ; Weight (k) : 280.6 fI SEISMIC WEIGHT (K) k 325.6 I ZONE: 1 LEVEL : 3rd WALL Wall Type Exterior Interior Total Length (ft) 556 0 Wall Height (ft) 10 0 Wall Above Height (ft) 9 0 Wall (psf) 18 0 Weight (k) : 95.1 0.0 FLOOR Total Area (ft^2) 1020: Dead load (psf) 23 Live Load (psf) 40 % Live load (psf) 0% Partition Load (psf) 15 Weight (k) : 387.8 SEISMIC WEIGHT (K) : 462.9 17.2009 - Liljenquist Apartments 118 SEISMIC WEIGHT CALCULATIONS NOTES: ZONE i 1 LEVEL: 2nd WALL Exterior Interior Wall Type Exterior Interior Total Length (ft) 556 0 Wall Height (ft) 10 0 Wall Above Height (ft) 10 0 Wall (psf) 57 0 FLOOR Weight (k) : 316.9 0.0 _ FLOOR 44575.1 Total Area (ft^2) 10776 Deadload(pso 20 Live Load (par) 40 % Live load (psf) 0% Partition Load (psf) 15 j Weight (k) : 377.2 SEISMIC WEIGHT (K) 694.1 ZONE I 1 LEVEL : not used WALL Wall Type Exterior Interior Total Length (ft) 556 0 Wall Height (ft) 12 0 Wall Above Height (ft) 9 0 Wall (psf) 10 0 Weight (k) : 58.4 0.0 FLOOR Total Area (V2) 44575.1 Dead load (psf) 23 Live Load (psf) 40 % Live load (psf) 0% Partition Load (psf) 15 Weight (k) : 1693.9 SEISMIC WEIGHT (K) : 1752.2 17.2009 - Liljenquist Apartments 119 WIND ANALYSIS 17.2009 - Li1jenquist Apartments 120 1 /2412 01 7 ASCE 7 Windspeed Search Results for Map ASCE 7 Ground Snow Load Search Results Query Date: Tue Jan 24 2017 Latitude: 43.8231 Longitude: -111.7924 ASCE 7.10 Windspeeds (3 -sec peak gust in mph*): Risk Category I: 105 Risk Category II: 115 Risk Category III-IV: 120 MRI** 10 -Year: 76 MRI** 25 -Year: 84 MRI** 50 -Year: 90 MRI** 100 -Year: 96 ASCE 7.05 Windspeed: 90 (3 -sec peak gust in mph) ASCE 7-93 Windspeed: 73 (fastest mile in mph) 'Nibs per hour "Mean Recurrence Interval Users should consul with local building officab to determine l there are community -specific wind speed requirements that govern. Sponsors Contact . d9LVtlgA st S SF4KA [Cfil'WAfJ n0R7q wA41t14f.19*I MONTANA ' DAKOTA rniwu[Gn lz Boum wtscor nRfknON PANOIA OA11 Cr VJHOMVYG OYV0. NrppASKa MN RI VADA United states KrFlt COLORADO San Rancisro KnN;PS M.389J RI g CALJORNIA OUsvegas ... t1KUli0t+i I LosAapclas Ap' bONA 4NKANSA3 San NfWhgEIiCo MI gg Piegc Dallas Go le x 4 p: _. dm -,<J2017 6,,1, INEGI: WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. 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Engineering System Solutions JOB TITLE Liljenquist Apartments JOB NO. 17.2009 SHEET CALCULATED BY JM DATE--- 1/24/17 CHECKED BY DATE www.struware.com Code Search Code: International Building Code 201: Occupancy: Occupancy Group = B Business Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 use 0.60 NOTE: Output will be nominal wind pressures Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (e) 4.00/12 18.4 deg Building length (L) 186.5 ft Least width (B) 56.4 ft Mean Roof Ht (h) 34.5 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf Corridors above first floor 80 psf Lobbies & first floor corridors 100 psf Balconies (exterior) 50 psf 17.2009 - Liljenquist Apartments 122 Engineering System Solutions Wind Loads: ASCE 7- 10 Ultimate Wind Speed 115 mph Nominal Wind Speed 89.1 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kin case 1 1.012 Kin case 2 1.012 Type of roof Monoslope T000araohic Factor (Kzt Topography Flat Hill Height (H) 80.0 fl Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lin = 160.0 ft From top of crest x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K, = x/Lh = 0.31 KZ = z/Lh = 0.22 K3 = At Mean Roof Ht: 0.20 9o, 9v = Kzt = (1+K,K2K3)A2 = Gust Effect Factor h = 34.5 ft B = 56.4 ft /z (0.6h) = 20.7 ft Rigid Structure e = 0.20 f = 500 ft Zmin = 15 ft C = 0.20 9o, 9v = 3.4 Li = 455.5 ft Q = 0.90 Iz = 0.22 G= 0.87 use G=0.85 17.2009 - Liljenquist Apartments 0.000 0.792 1.000 1.00 JOB TITLE LiljenquistApartments JOB NO. 17.2009 SHEET NO. CALCULATED BY JM -_ DATE 1/241 CHECKED BY DATE 2D RIDGE or 3D AXISYMMETRICAL HILI Flexible structure if natural frequency < 1 Hz (T> 1 second). However, if building h/B < 4 then probably rigid structure (rule of thumb). h/B = 0.61 Rigid structure G = 0.85 Using rigid structure default Flexible or Dvnamicaliv Sensitive Structure Natural Frequency (91) = 0.0 Hz Damping ratio ((3) = 0 /b = 0.65 /a = 0.15 VZ = 102.0 N, = 0.00 Rn = 0.000 Rh = 28.282 q = 0.000 Re = 28.282 q = 0.000 RL = 28.282 q = 0.000 9R = 0.000 R = 0.000 G = 0.000 h = 34.f 123 Engineering System Solutions Enclosure Classification JOB TITLE Liljenquist Apartments JOB NO. 17.2009 SHEET NO. CALCULATED BY JM DATE 1/24/17 CHECKED BY Test for Enclosed Building: A building that does not qualify as open or partially enclosed. DATE Test for Open Building: All walls are at least 80% open. Ao z 0.8Ag Test for Partially Enclosed Building: Test Ao 0.0 sf Ao t 1.1Aoi YES Ag 0.0 sf Ao > 4' or 0.01Ag NO Aoi 0.0 sf Aoi / Agi s 0.20 NO Building is NOT Aginut Agi 0.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao z 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi s 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume Partially enclosed buildings (Ril If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor RL Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude = 0 feet Constant = 0.00256 Average Air Density = 0.0765 Ibm/ft3 17.2009 - Liljenquist Apartments 124 Engineering System Solutions JOB TITLE Liljenquist Apartments JOB NO. 17.2009 SHEET CALCULATED BY JM D CHECKED BY D Wind Loads - MWFRS h<60' (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) = 1.01 Edge Strip (a) = 5.6 ft Base pressure (qh) = 17.5 psf End Zone (2a) = 11.3 ft GCpi = +/-0.18 Zone 2 length = 28.2 ft Wind Pressure Coefficients Nominal Wind Surface Pressures (psi] 1 CASE A Transverse direction (normal to L) -4.7 -11.0 2 CASE B Roof -3.9 psf '* -8.9 -15.2 3 e = 18.4 deg Roof -6.9 psf *' -3.3 -9.6 4 -4.1 -10.4 Interior Zone: Wall 12.1 psf Surface GC f w/-GCpi w/+GCpi 10.1 3.8 GC f w/-GCpi w/+GC i 1 0.52 0.70 0.34 -5.2 -11.5 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -6.1 -12.4 -0.69 -0.51 -0.87 3 -0.47 -0.29 -0.65 13.8 7.5 -0.37 -0.19 -0.55 4 -0.42 -0.24 -0.60 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 IE 0.78 0.96 0.60 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.67 -0.49 -0.85 -0.53 -0.35 -0.71 4E -0.62 -0.44 -0.80 -0.48 -0.30 •0.66 5E 0.61 0.79 0.43 6E 1 1 -0.43 -0.25 -0.61 Nominal Wind Surface Pressures (psi] 1 12.2 5.9 Transverse direction (normal to L) -4.7 -11.0 2 -8.9 -15.2 Roof -3.9 psf '* -8.9 -15.2 3 -5.0 -11.3 Roof -6.9 psf *' -3.3 -9.6 4 -4.1 -10.4 Interior Zone: Wall 12.1 psf -4.7 -11.0 5 " NOTE: Total horiz force shall not be less than that determined 10.1 3.8 6 The code requires the MWFRS be designed for a min ultimate -1.9 -8.2 1E 16.8 10.5 -5.2 -11.5 2E -15.5 -21.8 -15.5 -21.8 3E -8.6 -14.9 -6.1 -12.4 4E -7.7 -13.9 -5.2 -11.5 5E 13.8 7.5 6E I 1 -4.4 -10.7 Parapet Windward parapet = 0.0 psf (GCpn = +1.5) Leeward parapet = 0.0 psf (GCpn = -1.0) Windward roof overhangs = Horizontal MWFRS Simple Diaphragm Pressures (psf) vnrrownna Transverse direction (normal to L) Interior Zone: Wall 16.3 psf Roof -3.9 psf '* End Zone: Wall 24.4 psf Roof -6.9 psf *' s � Longitudinal direction (parallel to L) Interior Zone: Wall 12.1 psf End Zone: Wall 18.2 psf " NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MW FRS moment frames). The code requires the MWFRS be designed for a min ultimate g force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. 17.2009 - Liljenquist Apartments 12.2 psf (upward) add to windward roof pressure TRANSVERSE ELEVATION LONGITUDINAL ELEVATION 125 Engineering System Solutions JOB TITLE LiJjenquistApartments JOB NO. 17.2009 SHEET NO. CALCULATED BY dM _ DATE 1/24/17 CHECKEDBY DATE CASE A Location of MWFRS Wind Pressure Zones -NV1ND DIRECTION RANGE ZONE 2: lessor of 0.4 B or 2.5 h If 2 is negative CASE B WM DIRECTION RANG NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) O.SBor2.5h nogati+ Transverse Direction Longitudinal Direction NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. ASCE 7 -02 and ASCE 7-05 lv ,I�]D DIRECTION 17.2009 - Liljenquist Apartments 126 LATERAL LOADS 17.2009 - Li1jenquist Apartments 127 NEW 1VNNfAPM1MFM%2NECi PFYBLNGdWA� ISI LILJENQUISTASAPARTMENN, 0 TS p HARRIS ARCHITECTURE IjEADarERSI g � ROOF FRAMING PLAN 17.2009 - Lilienauist Apartments 130 o moD omoDpo0D00 w CL m 03 d a m w W v N ca 7w v5 c. m m 01 m d n� � oD o n r-' S O T r s 0 O T m m 3 m m O „ N m n E 3 '� m 3 O D D o ° K O N w mm 0 y — S m 0 3 3 m D � D w m 0 0 CO N 0 0 0 0 kD W in LO N Vl A lD O N lD LO In tO w O A A lO O�o N In lO N VI f1 f1 p f1 7C 'o N A M N O N F+ O IA O A A i. to V F+ O A In tD F+ N N W O In H N O A V1 lD m o p m o N W. A M N O N A N W O tn No W O 11 N O A J N in N m I-' W N A O w O V 00 m m m p in in 2 in n N W A O A mo N -PIP ci C Vl In V (n 00 N F+ 1p W A A lIl W m N In 00 N F� lD A A V O 3 VI In In d .AP. m O V m O m O N W N G K 00 A In A ko N m N N A In in N N m A w N m In V V N m 3 3 w Z N N W -I In w �I m m In N N 00 V 10 m V w J Z Z 2 VI VI A N Ln N N W O N N N W O W O W O In N V N W W A w A W A :V W N N W In A A LnN N O m LD j N 1 O N In F+ N VI O � O F+ w d O O O O C O N O N O N o m o D o m o D o o M D o d o o an d m 3 m m m a o o m a aoa a� s a°3 CL (D 01 m n 00 '� er 00 O O) •O .ns m m o O 7 0) O — m O1 7 m D n D 00 00 N O N N O lD W N N N In O N N O O m 0 0 1p O W N A V O N In lD V �c- v 'a v m O A F O N O A 00V I--` O V F+ N O N O V lAD lO In A A I-` I-` Ol In In A In M v v o m }+ N N W N A F V Ot N O w N W O A OtD W V V W O O N W h+ In O O F� 01. Vl N lD N In In W Vt lD V 00 m m y m v in in vi = m n m n OAi. W A O VAi Ol O N N O O N V l0 N N A In N 3 J N A V 3 Ln In w w In A In m lD A O 2 2 2 n in d in w O 00 m O I-` Ol OW O N A W A Ol N W A 00 N N N W V I N In V Ql A In N 01 V Ot In V N 2 A W A un 00 W (n O N N W O l0 O N V O N N N N F+ 00 N mQD In V N O lD W In O N V lD V V 2 Z Z in n r N p W N W O O) N W O N O W N W N Ot N In N Ot N W N W 00 m In M W O n N A W W F Vn A A N v m m N N O N W O l0 Ol N J O w A O N O V m 00 V In 1 O M O N V1 C C In F� O N N V O V O O O O O H N N V N O O r C n c Fn' D D N 3 CD W W r r r D p N d 7 N ~D � l0 In O W N p N O_ o T v s mM, r T o 0 d ° d 3 H y D pq AA m ° O A O d 7 N In W In D n L w o o F+ N N V O W A 0 W A A n � o a' N 00 N O O N to O 0 Fn Ln 0 N N O 0 Q) N A N � l0 In O W Q N O_ , 0_ m p mM, o rD ° 1. H y y pq AA O ° O A O N 7 N In W In •• S � m in w N N fD � A O < W A oo N llt In 00 O �^ N Z O 0 n N N N O V N N N Ol tf� 1p N z A r N N N O N N L N Vl N A r m 1 D 0 �+ N 0 o �. � � 0 0 Q N O_ , 0_ mM, o ° 1. H y y pq o ° S. S O m fD D m OFw 0 W N O O m N W O N tD In W A CI O lD A O 2 N � a) N 0 N w W m w V LWI Roof 25 kips Direction: Longitudinal Direction: Longitudinal Force acting on Area/Total Area 0.44 0.11 0.45 Load 10.88 2.78 Gridline: 3 6 7 8 Total Area above 4390.4 1122.9 4579.3 395.47 10092.6 Trib area to shear line 2195.2 2756.65 2851.1 2289.65 10092.6 Portion of total 0.22 0.27 0.28 0.23 1.00 Load- -5.44 6.83 7.06 5.67- - 25.00 Roof 25 kips Direction: Longitudinal Diaphragm 36 67 78 Area/Total Area 0.44 0.11 0.45 Load 10.88 2.78 11.34 Length 27.50 6.08 27.17 Load PLF 395.47 457.48 417.54 Diaphragm 3 6 7 8 Area/Total Area 0.22 0.27 0.28 0.23 1.00 Load 5.44 6.83 7.06 5.67 25.00 Length 13.75 16.79 16.63 13.58 Load PLF 395.47 406.69 424.68 417.64 17.2009 - Liljenquist Apartments 134 3rd 50.7 kips 36 Direction: Longitudinal Force acting on 11.18 2.86 27.50 6.08 406.54 470.29 Gridline: 3 6 7 8 Total Area above 4390.4 1122.9 4579.3 406.54 10092.6 Trib area to shear line 2195.2 2756.65 2851.1 2289.65 10092.6 Portion of total 0.22 0.27 0.28 0.23 1.00 Load .: 11.03_ 13.85 ." 14.32 11.SOc' 50.70 Roof Diaphragm Area/Total Area Load Length Load PLF 25.7 kips 3 36 67 0.44 0.11 11.18 2.86 27.50 6.08 406.54 470.29 5.59 78 0.45 11.66 27.17 429.23 Direction: Longitudinal Diaphragm 3 6 7 8 Area/Total Area 0.22 0.27 0.28 0.23 Load 5.59 7.02 7.26 5.83 Length 13.75 16.79 16.63 13.58 Load PLF 406.54 418.08 436.57 429.34 1.00 25.70 17.2009 - Liljenquist Apartments 135 2nd 69.1 kips Direction: Longitudinal Direction: Longitudinal Force acting on Area/Total Area 0.44 0.11 0.45 Load 8.00 2.05 Gridline: 3 6 7 8 Total Area above 4390.4 1122.9 4579.3 10092.6 Trib area to shear line 2195.2 2756.65 2851.1 2289.65 10092.6 Portion of total 0.22 0.27 0.28 0.23 1.00 Load 15.03 18.87 19.52 15.68 69.10 Roof 18.4 kips Direction: Longitudinal Diaphragm 36 67 78 Area/Total Area 0.44 0.11 0.45 Load 8.00 2.05 8.35 Length 27.50 6.08 27.17 Load PLF 291.06 336.71 307.31 17.2009 - Liljenquist Apartments 136 DIAPHRAGM DESIGN 17.2009 - Liljenquist Apartments 137 ROOF DIAPHRAGM LATERAL FORCES NOT[el Mark: Roof Transverse WIND Pressures: 2nd Story Wall Height (ft) Total Wall Width (ft) Sloped Roof Number of End Zones Gabled? (Yfn) Wall 12.2 psf Wall End Zone 16.8 psf Roof 15.2 psf Gabled Roof n 6.8 Wall 10.1 psf Wall End Zone 13.8 psf Avg Roof Heigh 2nd Story Wall Height Truss Height 1st Story Wall Height WallWidth . Wall Width W1 W2 g Roof ight Label 2nd Story Wall Height (ft) Total Wall Width (ft) End Zone Width (ft) Number of End Zones Gabled? (Yfn) Avg Roof Ht Above Plates (ft) Resultant Wall Pressure Uniform Load (pif) 10 psf min Design Uniform Load (plf) AC 9.0 13.0 11.3 1 n 6.8 16.2 176.7 113.3 176.7 CD 9.0 11.0 11.3 1 In 10.8 16.8 239.0 152.5 239.0 DE.5 9.0 23.0 11.3 1 In 10.8 14.5 228.5 152.5 228.5 E.5H.5 9.0 45.3 11.3 0 In 10.8 12.2 218.3 152.5 218.3 H.5M 9.0 45.0 11.3 0 In 10.8 12.2 218.3 152.5 218.3 MN.5 1 9.0 1 22.7 1 11.3 1 0 1 In 1 10.8 1 12.2 1 218.3 1 152.5 1 218.3 N.5Q 9.0 24.5 11.3 1 In 6.8 14.3 167.8 113.0 167.8 Load at shear line Grid line 1.15 A 2.46 C 3.94 D 7.57 E.5 9.85 H.5 7.39 M 4.53 N.5 2.06 Q 17.2009 - Liljenquist Apartments 138 FLOOR DIAPHRAGM LATERAL FORCES NOT[BI Mark: 3rd Floor Transverse ww. Avg Roof Heigh 2nd Story Wall Height Pressures: Truss Height Sloped Roof Wall 12.2 psf 1st Story Wall Height Wall End Zone 16.8 psf Gabled Roof Wall 10.1 psf Wall End Zone 13.8 psf �� �► Wall Width I Wall Width W1 W2 g Roof sight Label 1st Story He ghtl(ft) Truss Height (ft) 2nd Story Wall Height (ft) Total Width I(H) End Zone Width (ft) NumberWalf End Zones Gabled? (yfn) Resultant Wall Presssure Uniform Load (plf) 10 psf min Design Uniform Load (plf) AC 10.0 0.0 9.0 13.0 11.3 1 n 16.2 153.9 95.0 153.9 CD 10.0 0.0 9.0 11.0 11.3 1 n 16.8 159.6 95.0 159.6 DE.5 10.0 0.0 9.0 23.0 11.3 1 n 14.5 137.4 95.0 137.4 E.5H.5 10.0 0.0 9.0 45.3 11.3 0 n 12.2 115.9 95.0 115.9 H.5M 10.0 0.0 9.0 45.0 11.3 0 n 12.2 115.9 95.0 115.9 MICS 10.0 0.0 9.0 22.7 11.3 0 n 12.2 115.9 95.0 115.9 N.SQ 10.0 1 0.0 9.0 24.5 11.3 1 n 14.3 136.1 95.0 136.1 Load at shear line Grid line 1.00 A 1.88 C 2.46 D 4.20 E.5 5.23 H.5 3.92 M 2.98 N.5 1.671 Q Combined wind loading 3rd Floor Grid line 2.15 A 4.34 C 6.40 D 11.77 E.5 15.08 H.5 11.31 M 7.511 N.5 3.721 Q Roof Load at shear line Grid line 1.15 A 2.46 C 3.94 D 7.57 E.5 9.85 H.5 7.39 M 4.53 N.5 2.061 Q 17.2009 - Liljenquist Apartments 139 FLOOR DIAPHRAGM LATERAL FORGES Neieel Mark: 2nd Floor Transverse W.N. Avg Roof Heigh 2nd Story Wall Height Pressures: Truss Height Sloped Roof Wall 12.2 psf 1st Story Wall Height Wall End Zone 16.8 psf Gabled Roof Wall 10.1 psf Wall End Zone 13.8 psf vvan vviam Wall Width Wt W2 Sof Label 1st Story Wall Height (ft) Truss Height (ft) 2nd Story Wall Height (fl) Total Wall Width (fl) End Zone Width (ft) ) Number of End Zones Gabled? (yfn) Resultant Wall Pressure s Uniform Load (plf) 10 psf min Design Uniform Load (plf) AC 10.0 0.0 10.0 13.0 11.3 1 n 16.2 162.0 100.0 162.0 CD 10.0 0.0 10.0 11.0 11.3 1 n 16.8 168.0 100.0 168.0 DE.5 10.0 0.0 10.0 23.0 11.3 1 n 14.5 144.6 100.0 144.6 E.5H.5 10.0 0.0 10.0 45.3 11.3 0 n 12.2 122.0 100.0 122.0 K5M 10.0 0.0 10.0 45.0 11.3 0 n 12.2 122.0 100.0 122.0 MN.5 1 10.0 0.0 1 10.0 22.7 11.3 0 n 12.2 122.0 100.0 122.0 N.50 10.0 0.0 10.0 24.5 11.3 1 n 14.3 143.2 100.0 143.2 Load at shear line Grid line 1.05 A 1.98 C 2.59 D 4.42 E.5 5.51 H.5 4.13 M 3141 N.5 1.75 Q Combined wind loading 2nd floor Grid line 3.20 A 6.32 C 8.99 D 16.19 E.5 20.59 H.5 15.44 M 10.65 N.5 5.48 Q Combined wind loading 3rd floor Grid line 2.15 A 4.34 C 6.40 D 11.77 E.5 15.08 H.5 11.31 M 7.51 N.5 3.721 Q 17.2009 - Liljenquist Apartments 140 ROOF DIAPHRAGM LATERAL FORCES Mark: Roof Longitudinal wiRR Pressures: Sloped Roof Wall 12.2 psf Wall End Zone 16.8 psf Roof 15.2 psf Gabled Roof Wall 10.1 psf Wall End Zone 13.8 psf Avg Roof Height 2nd Story Wall Height Truss Height 1st Story Wall Height :I 0 Wall Width Wall Width W1 W2 g Root fight Label 2nd Story Wall Height (ft) Total Wall Width (ft) End Zone Width (fl) Number of Gabled? End (Yfn) Zones Avg Roof Ht Above Plates (fl) Resultant Wall Pressure (pso Uniform Load (plf) 10 psf min Design Uniform Load (pit) 36 9.0 27.5 11.3 1 y 10.8 11.6 177.8 153.0 177.8 67 9.0 6.3 11.3 0 y 10.8 10.1 154.0 152.5 154.0 78 9.0 27.5 11.3 1 y 10.8 11.6 177.2 152.5 177.2 Load at shear Ifne Grid line 2.44 3 2.93 6 2.92 7 2.44 8 17.2009 - Liljenquist Apartments 141 FLOOR DIAPHRAGM LATERAL FORCES Noicel // Mark: 3rd Floor Longitudinal -y--------------- wmu Pressures: Sloped Roof Wall 12.2 psf Wall End Zone 16.8 psf Gabled Roof Wall 10.1 psf Wall End Zone 13.9 psf Avg Roof Heigh 2nd Story Wall Height Truss Height 1st Story Wall Height Wall Width I Wall Width W1 I W2 g Roof ight Label 1st Story Wall Height (ft) Truss 2nd Story Total Height (ft) Wall Wall Height (ft) Width (ft) End Zone Width (k) Number of End Zones Resultant Gabled? Wall (yfn) Pressure s Uniform Load (pit) 70 psf min Design Uniform Load (plf) 36 10.0 0.0 9.0 27.5 11.3 1 y 11.6 110.4 95.0 110.4 67 10.0 0.0 9.0 6.3 11.3 0 v 10.1 96.0 95.0 96.0 78 10.0 0.0 9.0 27.5 11.3 1 v 11.6 110.4 95.0 110.4 Load at shear line Grid line 1.52 3 1.82 6 1.82 7 1.52 8 Combined wind loading 3rd floor Gridline 3.96 3 4.74 6 4.74 7 3.95 8 Roof Load at shear line Grid line 2.44 3 2.93 6 2.92 7 2.44 8 17.2009 - Liljenquist Apartments 142 FLOOR DIAPHRAGM LATERAL FORCER Heiu: Mark: 2nd Floor Longitudinal 1st Story Wall Height (ft) 2nd Story Total Truss Height (ft) Wall Wall Height (R) Width (ft) End Zone Width (fl) Number of End Zones Avg Roof Heigh wlHo 10 psf min 2nd Story Wall Height Pressures: 10.0 Truss Height Sloped Roof 27.5 11.3 Wall 12.2 pat 1st Story Wall Height Wall End Zone 16.8 psf 67 Gabled Roof 0.0 10.0 Wall 10.1 psf 0 Wall End Zone 13.8 psf 100.0 Wall Width Wall Width Wt W2 g Roof ight Label 1st Story Wall Height (ft) 2nd Story Total Truss Height (ft) Wall Wall Height (R) Width (ft) End Zone Width (fl) Number of End Zones Resultant Gabled? Wall (yfn) Pressure sf Uniform Load (plf) 10 psf min Design g Uniform Load (plf) 36 10.0 0.0 10.0 27.5 11.3 1 v 11.6 116.2 100.0 116.2 67 10.0 0.0 10.0 6.3 11.3 0 v 10.1 101.0 100.0 101.0 78 10.0 0.0 10.0 27.5 11.3 1 y 11.6 116.2 100.0 116.2 Load at shear line Grid line 1.60 3 1.91 6 1.91 7 1.60 8 Combined wind loading 2nd floor Grid line 5.56 3 6.66 6 6.65 7 5.55 8 3rd Floor Load at shear line Grid line 3.96 3 4.74 6 4.74 7 3.95 8 17.2009 - Liljenquist Apartments 143 HORIZONTAL WOOD DIAPHRAGM ALLOWABLE STRESS DESIGN -2012 Nos NOTea: Thickness: 3/8 MARK: Roof Transverse—Between grids A & C 3/8 Lateral Force: 177 pit Loading (W/E): Span: 12.5 ft Reaction: Depth: 32.5 ft Unit Shear: Framing Size (2x/3x): 2x Aspect Ratio: Load Case (1-6): 3 Max Chord Force: None DIAPHRAGM OPTIONS None Structural 1 W 1106 34 0.38:1 0.11 C -D, C -C, or Sheathing Ib pit OK k MARK: Roof Transverse—Between grids C & D Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 3/8 15/32 Nail Size: 8d 10d 8d 8d 10d 10d Unit Shear: Blocking (ft): None None None None None None c N (in): Max Chord Force: 0.07 k DIAPHRAGM OPTIONS .Boundary Edge (in): Cont. Edge (in): (in): yj Field (in): Fn 0 Edge (in): QO Capacity (pif): 6 6 6 Field (in): 12 12 12 Edge (in): 6 6 6 6 6 6 320 Field (in): 12 12 12 12 12- 12 1/4" min Capacity (plf): 250 300 225 240 265 300 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. MARK: Roof Transverse—Between grids C & D Structural 1 Lateral Force: 239 plf Loading (W/E): W 3/8 15/32 Span: 11 ft Reaction: 1315 Ib Depth: 48.58 It Unit Shear: 27 pit Framing Size (2x/3x): 2x Aspect Ratio: 0.23:1 OK Load Case (1-6): 1 Max Chord Force: 0.07 k DIAPHRAGM OPTIONS 17.2009 - Liljenquist Apartments 144 Structural 1 C -D, C -C, or Sheathing Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 Nail Size: 8d 10d 8d 8d 10d 10d Blocking (it): None None None None None None C N Boundary(in): Edge (in): oField (in): Fn Capacity (plf): Edge (in): 6 6 6 6 6 6 Field (in): 12 12 12 12 12 12 Capacity (plf): 335 400 300 320 355 400 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. 17.2009 - Liljenquist Apartments 144 HORIZONTAL WOOD DIAPHRAGM ALLOWABLE STRESS DESIGN 2012 Nos NOTES: Thickness: 3/8 MARK: Roof Transverse—Between grids D & E.5 7/16 Lateral Force: 229 plf Loading (W/E): Span: 22.5 It Reaction: Depth: 55.58 It Unit Shear: Framing Size (2x/3x): 2x Aspect Ratio: Load Case (1-6): 1 Max Chord Force: None DIAPHRAGM OPTIONS None Structural 1 W 2571 46 0.40:1 0.26 C -D, C -C, or Sheathing Ib pit OK k MARK: Roof Transverse_ Between grids E.5 & H.5 Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 W Nail Size: 8d 10d 8d 8d 10d 10d d Blocking (ft): None None None None None None c Aspect Ratio: 0.82:1 OK Load Case (1-6): 1 Max Chord Force: 1.01 N Boundary (in): N DIAPHRAGM OPTIONS Edge (in): Field (in): oField (in): Fa Capacity (plf): Edge (in): ap Capacity (plf): 6 6 6 Field (in): 12 12 12 Edge (in): 6 6 6 6 6 6 320 Field (in): 12 12 12 12 12 12 Use 8d nails w/ 1 Capacity (plf): 335 400 300 320 355 400 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. MARK: Roof Transverse_ Between grids E.5 & H.5 Structural 1 Lateral Force: 218 pit Loading (W/E): W 3/8 Span: 45.33 ft Reaction: 4948 Ib Depth: 55.58 ft Unit Shear: 89 plf Framing Size (2x/3x): 2x None Aspect Ratio: 0.82:1 OK Load Case (1-6): 1 Max Chord Force: 1.01 k N DIAPHRAGM OPTIONS 17.2009 - Liljenquist Apartments 145 Structural 1 C -D, C -C, or Sheathing Thickness: 3/8 15/32 3/8 7/16 15/32 19/322 Nail Size: 8d 10d 8d 8d 10d 10d Blocking (ft): None None None None None None C 0 Boundary (in): N Edge (in): o Field (in): Fa Capacity (plf): Edge (in): 6 6 6 6 6 6 Field (in): 12 12 12 12 12 12 Capacity (plf): 335 400 300 320 355 400 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. 17.2009 - Liljenquist Apartments 145 HORIZONTAL WOOD DIAPHRAGM ALLOWABLE STRESS DESIGN-20i2NDS NOTES: Thickness: 3/8 15/32 3/8 MARK: Roof Transverse—Between grids H.5 & M 15/32 19/32 Depth: Lateral Force: 218 plf Loading (W/E): W 8d Span: 45 ft Reaction: 4912 Ib Depth: 55.58 ft Unit Shear: 88 pif Framing Size (2x/3x): 2x Aspect Ratio: 0.81:1 OK Load Case (1-6): 1 Max Chord Force: 0.99 k N DIAPHRAGM OPTIONS Structural 1 I C -D, C -C, or Sheathing NARK: Roof Transverse—Between grids M & N.5 Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 Depth: Nail Size: 8d 10d 8d 8d 10d 10d a: Blocking (ft): None None None None None None C o Boundary (in): None Z N Boundary (in): N N Edge (in): Edge (in): Field (in): v Field (in): on o Edge (in): GO Capacity (plo: 6 6 6 Field (in): 12 12 12 Edge (in): 6 6 6 6 6 6 320 Field (in): 12 12 12 12 12 12 1/4" min Capacity (plf): 335 400 300 320 355 400 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. NARK: Roof Transverse—Between grids M & N.5 Lateral Force: 218 pit Loading (W/E): Span: 22.5 ft Reaction: Depth: 52.58 ft Unit Shear: Framing Size (2x/3x): 2x Aspect Ratio: Load Case (1-6): 1 Max Chord Force: 8d DIAPHRAGM OPTIONS 10d W 2456 47 0.43:1 0.26 Ib plf OK k 17.2009 - Liljenquist Apartments 146 Structural 7 C -D, C -C, or Sheathing Thickness: 3/8 15/32 3/8 7/16 15/32 19/3: Nail Size: 8d 10d 8d 8d 10d 10d m Blocking (ft): None None None None None None Z N Boundary (in): N Edge (in): o Field (in): on Capacity (plf)i Edge (in): 6 6 6 6 6 6 Field (in): 12 12 12 12 12 12 Capacity (plf): 335 400 300 320 355 400 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. 17.2009 - Liljenquist Apartments 146 HORIZONTAL WOOD DIAPHRAGM ALLOWABLE STRESS DESIGN -2012 Nos NOTEa: Thickness: 3/8 MARK: Roof Transverse—Between grids N.5 8 Q 3/8 Lateral Force: 168 pif Loading (W/E): Span: 22.5 ft Reaction: Depth: 61.58 ft Unit Shear: Framing Size (2x/3x): 2x Aspect Ratio: Load Case (1-6): 3 Max Chord Force: None DIAPHRAGM OPTIONS Structural 1 W 1888 31 0.37:1 0.17 C -D, C -C, or Sheathing Ib pif OK k MARK: Lateral Force: plf Span: ft Depth: 48.58 ft Framing Size (2x/3x): 2x Load Case (1-6): 1 Loading (W/E): Reaction: Unit Shear: Aspect Ratio: Max Chord Force: DIAPHRAGM OPTIONS W 0 0 0.001 0.00 Ib plf OK k Thickness: 3/8 15/32 3/8 7/16 15/32 19/3, 3/8 15/32 Nail Size: 8d 10d 8d 8d 10d 10d d Blocking (ft): None None None None None None C 0 Boundary (in): None 0 N Boundary (in): N Edge (in): Cont. Edge (in): Field (in): 0 DO v Field (in): Edge (in): 0 6 6 6 6 Field (in): 12 12 DO Capacity(plf): 12 12 Capacity (plf): 335 400 300 320 Edge (in): 6 6 6 6 6 6 Use 8d nails w/ 1 Field (in): 12 12 12 12 12 12 Capacity (plf): 250 300 225 240 265 300 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. MARK: Lateral Force: plf Span: ft Depth: 48.58 ft Framing Size (2x/3x): 2x Load Case (1-6): 1 Loading (W/E): Reaction: Unit Shear: Aspect Ratio: Max Chord Force: DIAPHRAGM OPTIONS W 0 0 0.001 0.00 Ib plf OK k 17.2009 - Liljenquist Apartments 147 Structural 1 C -D, C -C, or Sheathing Thickness: 3/8 15/32 3/8 7/16 15/32 19/3: Nail Size: 8d 10d 8d 8d 10d 10d Q) Blocking (ft): None None None None None None 0 N Boundary (in): Edge (in): 0 Field (in): 0 DO Capacity (plf): Edge (in): 6 6 6 6 6 6 Field (in): 12 12 12 12 12 12 Capacity (plf): 335 400 300 320 355 400 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. 17.2009 - Liljenquist Apartments 147 HORIZONTAL WOOD DIAPHRAGM ALLOWABLE STRESS DESIGN - 2012 Nos NOTES: Thickness: 3/8 MARK: 3rd Transverse —Between grids A & C 3/8 Lateral Force: 154 plf Loading (W/E): Span: 12.5 ft Reaction: Depth: 32.5 ft Unit Shear: Framing Size (2x/3x): 2x Aspect Ratio: Load Case (1-6): 1 Max Chord Force: None DIAPHRAGM OPTIONS Structural W 962 30 0.38:1 0.09 C -D, C -C, or Sheathing to pit OK k MARK: Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 W Nail Size: 8d 10d 8d 8d 10d 10d ar Blocking (ft): None None None None None None C Boundary (in): 1 Max Chord Force: 0.05 k DIAPHRAGM OPTIONS N0 ar Edge (in): Edge (in): Field (in): Field. (in): Fa Capacity (pif): Edge (in): p� Capacity (plf): 6 6 6 Field (in): 12 12 12 Edge (in): 6 6 6 6 6 6 320 Field (in): 12 12 12 12 12 12 penetration. Nail boundaries and edges at 6" o.c. and Capacity (plf): 335 400 300 320 355 400 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. MARK: Roof Transverse—Between grids C & D Structural 1 C -D, C -C, or Sheathing Lateral Force: 160 plf Loading (W/E): W 3/8 Span: II It Reaction: 878 Ib Depth: 48.58 ft Unit Shear: 18 plf Framing Size (2x/3x): 2x Aspect Ratio: 0.23:1 OK Load Case (1-6): 1 Max Chord Force: 0.05 k DIAPHRAGM OPTIONS 17.2009 - Liljenquist Apartments 148 Structural 1 C -D, C -C, or Sheathing Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 Nail Size: 8d 10d fid 8d 10d 10d N Blocking (ft): None None None None None None IZ N Boundary (in): ar Edge (in): 0 Field (in): Fa Capacity (pif): Edge (in): 6 6 6 6 6 6 Field (in): 12 12 12 12 12 12 Capacity (plf): 335 400 300 320 355 400 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. 17.2009 - Liljenquist Apartments 148 HORIZONTAL WOOD DIAPHRAGM ALLOWABLE STRESS DESIGN -2012 Nos NOTES: Thickness: 3/8 MARK: Roof Transverse—Between grids D & E.5 3/8 Lateral Force: 149 plf Loading (W/E): Span: 22.5 ft Reaction: Depth: 55.58 ft Unit Shear: Framing Size (2x/3x): 2x Aspect Ratio: Load Case (1-6): 1 Max Chord Force: None DIAPHRAGM OPTIONS None Structural 1 E 1676 30 0.40:1 0.17 C -D, C -C, or Sheathing to plf OK k Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in geld at 12" o.c., max. MARK: Roof Transverse—Between grids E.5 & H.5 Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 Span: 45.33 ft Nail Size: 8d 10d 8d 8d 10d tOd �. Blocking (11): None None None None None None c None None C 0 N Boundary (in): N Boundary (in): Edge (in): v Field (in): 0 Edge (in): M Capacity (plf): Edge (in): 6 6 Field (in): 6 6 6 Field (in): 12 12 0 12 12 12 Capacity (plf): 240 285 215 GO Capacity:(plf): 285 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Edge (in): 6 6 6 6 6 6 Field (in): 12 12 12 12 12 12 Capacity (plf): 240 285 215 230 255 285 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in geld at 12" o.c., max. MARK: Roof Transverse—Between grids E.5 & H.5 Structural 1 Lateral Force: 146 plf Loading (W/E): E ; Span: 45.33 ft Reaction: 3309 to t Depth: 55.58 ft Unit Shear: 60 pit i Framing Size (2x/3x): 2x Aspect Ratio: 0.82:1 OK Load Case (1-6): 1 Max Chord Force: 0.67 k DIAPHRAGM OPTIONS 17.2009 - Liljenquist Apartments 149 Structural 1 C -D, C -C, or Sheathing Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 Nail Size: 8d 10d 8d 8d 10d 10d Blocking (ft): None None None None None None C 0 N Boundary (in): Edge (in): v Field (in): 0 M Capacity (plf): Edge (in): 6 6 6 6 6 6 Field (in): 12 12 12 12 12 12 Capacity (plf): 240 285 215 230 255 285 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. 17.2009 - Liljenquist Apartments 149 HORIZONTAL WOOD DIAPHRAGM ALLOWABLE STRESS DESIGN -2012 Nos Noise: Thickness: 3/8 15/32 3/8 MARK: Roof Transverse—Between grids H.5 & M 15/32 19/3', E Lateral Force: 152 pif Loading (W/E): E 8d Span: 45 ft Reaction: 3420 Ib Depth: 55.58 It Unit Shear: 62 plf Framing Size (2x/3x): 2x Aspect Ratio: 0.81:1 OK Load Case (1-6): 1 Max Chord Force: 0.69 k DIAPHRAGM OPTIONS Structural 1 C -D, C -C, or Sheathing MARK: Roof Transverse—Between grids M & N.5 Thickness: 3/8 15/32 3/8 7/16 15/32 19/3', E Nail Size: 8d 10d 8d 8d 10d 10d y Blocking (ft): None None None None None None 0 0 Boundary (in): 0.43:1 OK Load Case (1-6): 1 Max Chord Force: 0.17 N DIAPHRAGM OPTIONS Edge (in): Field (in): Fn Yj Field (in): Edge (in): 0 6 6 6 6 Field (in): 12 12 00 Capacity (plf): 12 12 Capacity (plf): 240 285 215 230 Edge (in): 6 6 6 6 6 6 1/4" min Field (in): 12 12 12 12 12 12 Capacity (plf): 240 285 215 230 255 285 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. MARK: Roof Transverse—Between grids M & N.5 Lateral Force: 143 plf Loading (W/E): E 3/8 Span: 22.5 It Reaction: 1609 Ib Depth: 52.58 ft Unit Shear: 31 plf Framing Size (2x/3x): 2x None Aspect Ratio: 0.43:1 OK Load Case (1-6): 1 Max Chord Force: 0.17 k DIAPHRAGM OPTIONS 17.2009 - Liljenquist Apartments 150 M•V, V•V, VI JIICGIIIIIIg Thickness: 3/8 15/32 3/8 7/16 15/32 19/3: Nail Size: 8d 10d 8d 8d 10d 10d a) Blocking (ft): None None None None None None N Boundary (in): Edge (in): 0 Field (in): Fn Capacity (plo: Edge (in): 6 6 6 6 6 6 Field (in): 12 12 12 12 12 12 Capacity (plf): 240 285 215 230 255 285 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. 17.2009 - Liljenquist Apartments 150 HORIZONTAL WOOD DIAPHRAGM ALLOWABLE STRESS DESIGN -2012 Nos NOTE.: Thickness: 3/8 MARK: Roof Transverse—Between grids N.5 & Q 3/8 Lateral Force: 157 plf Loading (W/E): Span: 22.5 ft Reaction: Depth: 61.58 ft Unit Shear: Framing Size (2x/3x): 2x Aspect Ratio: Load Case (1-6): 1 Max Chord Force: None DIAPHRAGM OPTIONS Structural 1 E 1766 29 0.37:1 0.16 C -D, C -C, or Sheathing Ib plf OK k MARK: Lateral Force: plf Span: It Depth: 48.58 It Framing Size (2x/3x): 2x Load Case (1-6): 1 Loading (W/E) Reaction Unit Shear Aspect Ratio Max Chord Force DIAPHRAGM OPTIONS CD CC W 0 0 0.00:1 0.00 Ib Pit OK k Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 3/8 15/32 Nail Size: Rd 10d 8d 8d 10d 10d d Blocking (ft): None None None None None None c 0 Boundary (in): None 0 Boundary (in): N Edge (in): Edge (in): Field (in): 0- GO Capacity (DO: Field (in): Edge (in): 0 6 6 6 6 Field (in): 12 12 Fn Capacity (plf): 12 12 Capacity (pit): 335 400 300 320 Edge (in): 6 6 6 6 6 6 Use 8d nails w/ 1 Field (in): 12 12 12 12 12 12 Capacity (plf): 240 285 215 230 255 285 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. MARK: Lateral Force: plf Span: It Depth: 48.58 It Framing Size (2x/3x): 2x Load Case (1-6): 1 Loading (W/E) Reaction Unit Shear Aspect Ratio Max Chord Force DIAPHRAGM OPTIONS CD CC W 0 0 0.00:1 0.00 Ib Pit OK k 17.2009 - Liljenquist Apartments 151 O, „y Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 Nail Size: 8d 10d 8d 8d 10d 10d Blocking (ft): None None None None None None 0 Boundary (in): Edge (in): 0 Field (in): 0- GO Capacity (DO: Edge (in): 6 6 6 6 6 6 Field (in): 12 12 12 12 12 12 Capacity (pit): 335 400 300 320 355 400 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. 17.2009 - Liljenquist Apartments 151 HORIZONTAL WOOD DIAPHRAGM ALLOWABLE STRESS DESIGN -2012 Nos NOTES: Thickness: 3/8 MARK: Roof Longitudinal—Between grids 3 & 6 7/16 Lateral Force: 396 plf Loading (W/E): Span: 27.5 It Reaction: Depth: 169.08 ft Unit Shear: Framing Size (2x/3x): 2x Aspect Ratio: Load Case (1-6): 1 Max Chord Force: None DIAPHRAGM OPTIONS None Structural 1 E 5445 32 0.16:1 0.22 C -D, C -C, or Sheathing Ib pit OK k MARK: Roof Transverse—Between grids 6 & 7 Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 Span: 6.08 ft Nail Size: 8d 10d 8d 8d 10d 10d y Blocking (ft): None None None None None None c None None c N Boundary (in): N Boundary (in): 0) Edge (in): Edge (in): Field (in): o Field (in): Dp Capacity (DO: Edge (in): �p Capacity (DO: 6 6 6 Field (in): 12 12 12 Edge (in): 6 6 6 6 6 6 230 Field (In): 12 12 12 12 12 12 1/4" min Capacity (plf): 240 285 215 230 255 285 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. MARK: Roof Transverse—Between grids 6 & 7 Structural 1 Lateral Force: 458 plf Loading (W/E): E Thickness: Span: 6.08 ft Reaction: 1392 Ib Depth: 176.92 it Unit Shear: 8 plf Framing Size (2x/3x): 2x Aspect Ratio: 0.03:1 OK Load Case (1-6): 1 Max Chord Force: 0.01 k DIAPHRAGM OPTIONS None None 17.2009 - Liljenquist Apartments 152 Structural 1 C -D, C -C, or Sheathing Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 Nail Size: 8d 10d 8d 8d 10d 10d N Blocking (ft): None None None None None None c N Boundary (in): 0) Edge (in): 0 Field (in): Dp Capacity (DO: Edge (in): 6 6 6 6 6 6 Field (in): 12 12 12 12 12 12 Capacity (DO: 240 285 215 230 255 285 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. 17.2009 - Liljenquist Apartments 152 HORIZONTAL WOOD DIAPHRAGM ALLOWABLE STRESS DESIGN -2012 Nos 3/8 15/32 NOTES: 7/16 15/32 19/32 Span: It MARK: ROOF Longitudinal—Between grids 7 8 8 10d 8d Lateral Force: 418 pit Loading (W/E): E Blocking (ft): Span: 27.167 it Reaction: 5678 D Depth: 181.67 it Unit Shear: 31 pif Framing Size (2x/3x): 2x Aspect Ratio: 0.15:1 OK Load Case (1-6): 1 Max Chord Force: 0.21 k DIAPHRAGM OPTIONS Edge (in): Field: (in): Structural 1 C -D, C -C, or Sheathing MARK: Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 Span: It Nail Size: 8d 10d 8d 8d 10d 10d Framing Size (2x/3x): 2x Blocking (ft): None None None None None None c Boundary (in): None N0 Boundary (in): !J 0) Edge (in): Edge (in): Field: (in): Field (in): pj O - Edge (in): M Capacity (pit): 6 6 6 Field (in): 12 12 12 Edge (in): 6 6 6 6 6 6 230 Field (in): 12 12 12 12 12 12 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., Capacity (plf): 240 285 215 230 255 285 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. MARK: Structural 1 Lateral Force: pit Loading (W/E): E Thickness: Span: It Reaction: 0 Ib Depth: 176.92 It Unit Shear: 0 plf Framing Size (2x/3x): 2x Aspect Ratio: 0.00:1 OK Load Case (1-6): 1 Max Chord Force: 0.00 k None DIAPHRAGM OPTIONS None N0 17.2009 - Liljenquist Apartments 153 Structural 1 C -D, C -C, or Sheathing Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 Nail Size: 8d 10d 8d 8d 10d 10d 0 Blocking (k): None None None None None None N0 Boundary (in): 0) Edge (in): o Field: (in): pj Capacity (plf): - Edge (in): 6 6 6 6 6 6 Field (in): 12 12 12 12 12 12 Capacity (plf): 240 285 215 230 255 285 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. 17.2009 - Liljenquist Apartments 153 HORIZONTAL WOOD DIAPHRAGM ALLOWABLE STRESS DESIGN -2012 Nos NOTES: Thickness: 3/8 MARK: 3rd Longitudinal_Betwee6 grids 3 & 6 7/16 Lateral Force: 407 plf Loading (W/E): Span: 27.5 It Reaction: Depth: 169.08 It Unit Shear: Framing Size (2x/3x): 2x Aspect Ratio: Load Case (1-6): 3 Max Chord Force: None DIAPHRAGM OPTIONS None Structural) E 5596 33 0.16:1 0.23 C -D, C -C, or Sheathing Ib plf OK k MARK: Roof Transverse—Between grids 6 & 7 Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 3/8 15/32 Nail Size: 8d 10d 8d 8d tOd 10d Unit Shear: Blocking (ft): None None None None None None C Boundary (in): Max Chord Force: 0.01 k DIAPHRAGM OPTIONS N0 O) Cont. Edge (in): N Cont. Edge (in): (in): Yj Field (in): GO 0 Edge (in): Fn Capacity (fill): 6 6 6 Field (in): 12 12 12 Edge (in): 6 6 6 6 6 6 170 Field (in): 12 12 12 12 12 12 1/4" min Capacity (plf): 180 215 160 170 190 215 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nall boundaries and edges at 6" o.c. and in field at 12" o.c., max. MARK: Roof Transverse—Between grids 6 & 7 Structural 1 Lateral Force: 471 plf Loading (W/E): E 3/8 15/32 Span: 6.08 ft Reaction: 1432 Ib Depth: 176.92 ft Unit Shear: 8 plf Framing Size (2x/3x): 2x Aspect Ratio: 0.03:1 OK Load Case (1-6): 3 Max Chord Force: 0.01 k DIAPHRAGM OPTIONS 17.2009 - Liljenquist Apartments 154 Structural 1 C -D, C -C, or Sheathing Thickness: 3/8 15/32 3/8 7/16 15/32 19/3: Nail Size: 8d 10d 8d 8d 10d 10d o> Blocking (ft): None None None None None None c N N Boundary (in): O) Cont. Edge (in): aField (in): GO Capacity (plf): Edge (in): 6 6 6 6 6 6 Field (in): 12 12 12 12 12 12 Capacity (pll): 180 215 160 170 190 215 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. 17.2009 - Liljenquist Apartments 154 HORIZONTAL WOOD DIAPHRAGM ALLOWABLE STRESS DESIGN -2012 Nos NOTES: Thickness: 3/8 15/32 3/8 7/16 MARK: Roof Longitudinal—Between grids 7 & 8 Reaction: Nail Size: 8d Lateral Force: 430 plf Loading (W/E): E w Span: 27.167 ft Reaction: 5841 He Depth: 181.67 ft Unit Shear: 32 plf Framing Size (2x/3x): 2x Aspect Ratio: 0.15:1 OK Load Case (1-6): 3 Max Chord Force: 0.22 k Cont. Edge (in): Field (in): DIAPHRAGM OPTIONS Structural 1 C -D, C -C, or Sheathing MARK: Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 Reaction: Nail Size: 8d lod 8d 8d 10d 10d w Blocking (ft): None None None None None None c Boundary (in): None O N Boundary (in): tJ Edge (in): Cont. Edge (in): Field (in): 0 p] Capacity, (pif): .Field (in): Edge (in): 0 6 6 6 6 Field (in): 12 12 00 Capacity (Pit): 12 12 Capacity (plf): 240 285 215 230 Edge (in): 6 6 6 6 6 6 Use 8d nails w/ 1 Field (in): 12 12 12 12 12 12 Capacity (plf): 180 215 160 170 190 215 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. - MARK: j 0 Lateral Force: plf Loading (W/E): Span: ft Reaction: Depth: 176.92 ft Unit Shear: Framing Size (2x/3x): 2x Aspect Ratio: Load Case (1-6): 1 Max Chord Force: 10d 10d DIAPHRAGM OPTIONS E j 0 Ib 0 pif 0.00:1 OK 0.00 k i 17.2009 - Liljenquist Apartments 155 Structural 1 C -D, C -C, or Sheathing Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 Nail Size: 8d 10d 8d 8d 10d 10d Blocking (ft): None None None None None None O N Boundary (in): Edge (in): 0 Field (in): 0 p] Capacity, (pif): Edge (in): 6 6 6 6 6 6 Field (in): 12 12 12 12 12 12 Capacity (plf): 240 285 215 230 255 285 Use 7/16" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 8d nails w/ 1 1/4" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. 17.2009 - Liljenquist Apartments 155 COLLECTOR FORCE DIAGRAM Line: A at Roof Diaphragm Shear: 79 plf Wall Shear: 134 plf Collector Force Diagram 400 g 300 / _.. 200 - /// � .__ .. 100 a 0 y-100 u `0-200 LL i1Qr; -500 600 ......Length (ft) Line: A at 3rd/2nd floor framing Diaphragm Shear: 82 plf Wall Shear: 139 plf Collector Force Diagram 400 300 200 100 a 0 W-100 u o-200 LL -300 -400 -500 -600 Length (ft) 3 7 Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Shear Wall 4.00 -220 -220 Collector 7.08 559 339 Shear Wall 15.00 -826 -487 Collector 6.17 487 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Shear Wall 4.00 -229 -229 Collector 7.08 581 352 Shear Wall 15.00 -858 -506 Collector 6.17 506 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17.2009 - Liljenquist Apartments 156 COLLECTOR FORCE DIAGRAM Line: D at Roof Diaphragm Shear: 134 plf Wall Shear: 181 plf Collector Force Diagram 0 -200 400 m a ;-600 u 0 '... "-800 -1000 -1200 Length (ft) Line: D at 3rd/2nd floor framing Diaphragm Shear: 138 plf Wall Shear: 186 plf 0 -200 -400 N -2_-600 v a-800 LL -1000 -1200 -1400 Collector Force Diagram Length (ft) J Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Shear Wall 22.58 -1055 -1055 Collector 6.17 826 -228 Shear Wall 19.50 -911 -1139 Collector 8.50 1139 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Shear Wall 22.58 -1086 -1086 Collector 6.17 851 -235 Shear Wall 19.50 -938 -1173 Collector 8.50 1173 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17.2009 - Liljenquist Apartments 157 COLLECTOR FORCE DIAGRAM Line: E.5 at 3rd/2nd floor framing Diaphragm Shear: 147 plf Wall Shear: 166 plf Collector Force Diagram 500 400 300 2-00 7100 a 0 �-100 -200 -300 -400 -500 -600 Length (ft) 11 Shear Wall / Collector Line: E.5 at Roof Diaphragm Shear: 143 plf Wall Shear: 161 plf -473 Collector Force Diagram Soo 6.17 400 409 300 22.58 200', 0 7100 '.. a 0 - -100 0 - - - 20 - 40 -----60 ra 200 0 300 400 0 500 600 -. 0 Length (ft) Line: E.5 at 3rd/2nd floor framing Diaphragm Shear: 147 plf Wall Shear: 166 plf Collector Force Diagram 500 400 300 2-00 7100 a 0 �-100 -200 -300 -400 -500 -600 Length (ft) 11 Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Shear Wall 26.08 -473 -473 Collector 6.17 882 409 Shear Wall 22.58 -409 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear Wall / Collector Length (ft) Net shears (Ibs) Force (lbs) Shear Wall 26.08 -486 -486 Collector 6.17 907 421 Shear Wall 22.58 -421 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17.2009 - Liljenquist Apartments 158 COLLECTOR FORCE DIAGRAM Line: H.5 at Roof Diaphragm Shear: 144 plf Wall Shear: 164 plf Collector Force Diagram 600 _.... 400 .. ... _.. .... 200 ':...... __... _. ... _. N a 0 u `0 0 20 40 60 „ 200 ... 400 -600 Length (ft) Line: H.5 at 3rd/2nd floor framing Diaphragm Shear: 149 plf Wall Shear: 170 plf Collector Force Diagram 600 400 200 N a y 0 u 0 LL -200 -400 -600 Length (ft) .7 Shear Wall / Collector Length (ft) Net shears (lbs) Force fibs) Shear Wall 25.58 -510 -510 Collector 6.67 960 450 Shear Wall 22.58 -450 0 0 0 0 0 0 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Shear Wall 25.58 -528 -528 Collector 6.67 994 466 Shear Wall 22.58 -466 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17.2009 - Liljenquist Apartments 159 COLLECTOR FORCE DIAGRAM Line: Mat Roof Diaphragm Shear: 145 plf Wall Shear: 162 plf Collector Force Diagram 600 400 200 N a y 0 - V :0 `-200 -400 -600 Length (ft) Line: Mat 3rd/2nd floor framing Diaphragm Shear: 149 plf Wall Shear: 167 plf Collector Force Diagram 600 __._. .... 400 200 N a `0 0 20 40 60 LL -200 ....... -400 _. ... -600 Length (ft) 7 tM Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Shear Wall 25.58 -437 -437 Collector 6.67 967 530 Shear Wall 31.00 -530 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear Wall / Collector Length (ft) Net shears (lbs) Force (Ibs) Shear Wall 25.58 -449 -449 Collector 6.67 994 545 Shear Wall 31.00 -545 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17.2009 - Liljenquist Apartments 160 COLLECTOR FORCE DIAGRAM Line: N.5 at Roof Diaphragm Shear: 146 plf Wall Shear: 167 plf Collector Force Diagram 600 400 200 N a 0 y `0 0 20 40 60 200 400 _.... __.. .__.. 600 Length (ft) Line: N.5 at 3rd/2nd floor framing Diaphragm Shear: 150 plf Wall Shear: 172 plf Collector Force Diagram 600 400 200 '.,. N y0 y `0 0 20 40 60 „-200 -400 Length (ft) Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Shear Wall 22.58 -480 -480 Collector 6.58 961 480 Shear Wall 22.58 -480 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Shear Wall 22.58 -494 -494 Collector 6.58 987 494 Shear Wall 22.58 -494 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17.2009 - Liljenquist Apartments 161 COLLECTOR FORCE DIAGRAM Line: Q at Roof Diaphragm Shear: 153 plf Wall Shear: 369 pit Collector Force Diagram 3000 2000 ',,. _.. ... ] 000 '... .....-....... .. N a v 0 V 0 20 40 60 r`-1000 _. _.... 2000 -... \ / _.. _. ...... -3000 -�( Length (ft) Line: Q at 3rd/2nd floor framing Diaphragm Shear: 157 plf Wall Shear: 378 plf Collector Force Diagram 3000 2000 1000 N a 0 `o ',.,... LL1000 -2000 -3000 Fain Length (ft) M Shear Wall / Collector Length (ft) Net shears (Ibs) Force (lbs) Collector 15.50 2372 2372 Shear Wall 12.17 -2626 -255 Collector 3.33 509 255 Shear Wall 12.17 -2626 -2372 Collector 15.50 2372 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Collector 15.50 2434 2434 Shear Wall 12.17 -2695 -261 Collector 3.33 523 261 Shear Wall 12.17 -2695 -2434 Collector 15.50 2434 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17.2009 - Liljenquist Apartments 162 COLLECTOR FORCE DIAGRAM Line: 3 at Roof Diaphragm Shear: 396 plf Wall Shear: 874 plf 10000 8000 6000 a 000 4,2000 u 0 0 -2000 -4000 -6000 Collector Force Diagram Length (ft) Line: 3 at 3rd/2nd floor framing Diaphragm Shear: 407 plf Wall Shear: 898 pit 10000 8000 6000 0000 a 4,2000 u 0 -2000 -4000 -6000 Collector Force Diagram Length (ft) Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Collector 9.50 3762 3762 Shear Wall 16.17 -7730 -3968 Collector 30.33 12011 8043 Shear Wall 14.75 -7052 990 Collector 15.75 6237 7227 Shear Wall 15.17 -7252 -24 Collector 21.33 8447 8422 Shear Wall 14.33 -6852 1571 Collector 15.75 6237 7808 Shear Wall 16.33 -7808 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Collector 9.50 3867 3867 Shear Wall 16.17 -7945 -4078 Collector 30.33 12344 8266 Shear Wall 14.75 -7248 1018 Collector 15.75 6410 7428 Shear Wall 15.17 -7453 -25 Collector 21.33 8681 8656 Shear Wall 14.33 -7042 1614 Collector 15.75 6410 8025 Shear Wall 16.33 -8025 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17.2009 - Liljenquist Apartments 163 COLLECTOR FORCE DIAGRAM Line: 6 at Roof Diaphragm Shear: 407 plf Wall Shear: 755 plf Collector Force Diagram 8000 6000 4000 2000 si H a 0 X000 0 "-4000 6000 -8000 -10000 8 Length (ft)- - Line: 6 at 3rd/2nd floor framing Diaphragm Shear: 419 plf Wall Shear: 777 plf Collector Force Diagram 8000 6000 4000 2000 a 0 Do00 V G1000 w -6000 -8000 -10000 - -12000 '.. Length (ft) 17.2009 - Liljenquist Apartments )0 Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Collector 6.00 2442 2442 Shear Wall 10.17 -3538 -1096 Collector 7.67 3122 2026 Collector 4.75 1933 3959 Shear Wall 28.42 -9890 -5931 Collector 4.75 1933 -3997 Collector 7.08 2882 -1116 Collector 4.75 1933 817 Shear Wall 28.42 -9890 -9072 Collector 4.75 1933 -7139 Collector 8.67 3529 -3610 Collector 16.33 6646 3036 Collector 3.67 1494 4530 Collector 4.75 1933 6463 Shear Wall 28.42 -9890 -3427 Collector 4.75 1933 -1494 Collector 3.67 1494 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Collector 6.00 2514 2514 Shear Wall 10.17 -3642 -1128 Collector 7.67 3214 2085 Collector 4.75 1990 4076 Shear Wall 28.42 -10181 -6106 Collector 4.75 1990 -4115 Collector 7.08 2967 -1149 Collector 4.75 1990 841 Shear Wall 28.42 -10181 -9340 Collector 4.75 1990 -7350 Collector 8.67 3633 -3717 Collector 16.33 6842 3125 Collector 3.67 1538 4663 Collector 4.75 1990 6653 Shear Wall 28.42 -10181 -3528 Collector 4.75 1990 -1538 Collector 3.67 1538 0 0 0 0 0 0 0 0 0 0 0 0 0 164 COLLECTOR FORCE DIAGRAM Line: 7 at Roof Diaphragm Shear: 425 plf Wall Shear: 675 plf Collector Force Diagram Length (ft) Line: 7 at 3rd/2nd floor framing Diaphragm Shear: 437 plf Wall Shear: 694 plf Collector Force Diagram 5000 ___...._...__. 4000 3000 .__.. _.__._.-_.___.._ 2000 .. .. _,..._..._... �l^ 000 _.. v 0 `010000-.... ___. 50 ....._ --100, _-150V......200 LL 2000_... 3000 ___. _._ __ _........... 4000 Length (ft) Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Collector 3.25 1381 1381 Collector 5.25 2231 3613 Shear Wall 28.42 -7091 -3479 Collector 4.75 2019 -1460 Collector 7.08 3009 1549 Collector 4.75 2019 3568 Shear Wall 28.42 -7091 -3523 Collector 4.75 2019 -1505 Collector 7.08 3009 1505 Collector 4.75 2019 3523 Shear Wall 28.42 -7091 -3568 Collector 4.75 2019 -1549 Collector 7.08 3009 1460 Collector 4.75 2019 3479 Shear Wall 28.42 -7091 -3612 Collector 5.25 2231 -1381 Collector 3.25 1381 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear Wall / Collector Length (ft) Net shears (lbs) Force (lbs) Collector 3.25 1420 1420 Collector 5.25 2294 3715 Shear Wall 28.42 -7291 -3577 Collector 4.75 2076 -1501 Collector 7.08 3094 1593 Collector 4.75 2076 3669 Shear Wall 28.42 -7291 -3623 Collector 4.75 2076 -1547 Collector 7.08 3094 1547 Collector 4.75 2076 3623 Shear Wall 28.42 -7291 -3669 Collector 4.75 2076 -1593 Collector 7.08 3094 1501 Collector 4.75 2076 3577 Shear Wall 28.42 -7291 -3715 Collector 5.25 2294 -1420 Collector 3.25 1420 0 0 0 0 0 0 0 0 0 0 0 0 0 17.2009 - Liljenquist Apartments 165 SHEAR WALL DESIGN 17.2009 - Liljenquist Apartments 166 WOOD SHEAR WALL MCE2-t0a AWC 80%452808 FLooa 3No LINE D[eIPMATIONI A ASD Wind Shear Force (Ibs): 1,150 ASD Seismic Shear Force (lbs): 490 Wall Framing: 2 z 6 Roof Uplift (psl): 0.0 Roof DL (psQ: 20 Floor DL (psi): 29 Well DL (ps) 18 Seismic Design Category: D Sc.: 0.427 DL FACTOR,,: 0.64022 DL FACTOR,: 0.6 P: 1.0 Govems Shear (W) or( S): W Line Shear, v (plp: 61 Shear Wall Selection: A Shear Well Capacity(pil 476 OK F... 3No LINE DEFIBNATI o,c A ASD Wind Shear Force (Ibs): 2,150 ASD Seismic Shear Force (lbs): 1,000 Wall Framing: 2 z 6 Roof Uplift (ps): 0.0 Roof OL (psQ: 20 Floor DL (psQ: 29 Wall DL (psQ 18 Seismic Design Category: D Sos: 0.427 DL FACTORS: 0.54022 DL FACTOR,: 0.6 p: 1.0 Governs Shear (W) or (S): W Line Shear, v (pll 114 Shear Wall Seledion: A Shear Wall Capacity(pIQ: 476 OK 4 3 6 7 WALL P¢nE 1 2 3 4 S 6 7 Well Length (ft): 4.00 14.83 Wall Height (ft): 8.95 8.95 Roof Trib. (ft): 0.00 0.00 Floor Trib.(ft): 2.00 2.00 Holdown Location: > Is > le Uplift Above (lbs): 410 0 DL Reaction at End Posts (lbs): 0 0 w'oi (PIQ: 219 219 F (lbs): 457 1693 Mol (Ib -ft): 4088 15155 Ma (Ib -ft): 1052 14456 Uplift (lbs): 1422 51 Strap/Strap Holdown—> SEE PLANS None Req'd Capacity (lbs): 1423 OK A.B. Holdown--> SEE PLANS None Req'd Capacity (lbs): 1423 OK End Posts: 1212 a6 No (2)2 a6 No Check Crushing: OK OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 2.2 0.6 17.2009 - Liljenquist Apartments 167 1 2 3 Wall Length (ft): 4.00 14.83 Wall Height (ft): 9.00 9.00 Roof Trib. (ft): 2.00 2.00 Floor Tdb.(ft): 0.00 0.00 Holdown Location: > le > Is Uplift Above (lbs): 0 0 OL Reaction at End Posts (lbs): 0 0 wbr(pIQ: 202 202 F (lbs): 244 906 Mo* (lb -ft): 2199 8151 Ma (Ib -ft): 970 13328 Uplift (lbs): 410 0 Strap/Strap Holdown—> None Req'd None Req'd Capacity (lbs): OK OK A.B. Holdown --> None Req'd None Req'd Capacity (lbs): OK OK End Posts: (2)2 x No (2)2x 0 Nat Check Crushing: OK OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 2.3 0.6 4 3 6 7 WALL P¢nE 1 2 3 4 S 6 7 Well Length (ft): 4.00 14.83 Wall Height (ft): 8.95 8.95 Roof Trib. (ft): 0.00 0.00 Floor Trib.(ft): 2.00 2.00 Holdown Location: > Is > le Uplift Above (lbs): 410 0 DL Reaction at End Posts (lbs): 0 0 w'oi (PIQ: 219 219 F (lbs): 457 1693 Mol (Ib -ft): 4088 15155 Ma (Ib -ft): 1052 14456 Uplift (lbs): 1422 51 Strap/Strap Holdown—> SEE PLANS None Req'd Capacity (lbs): 1423 OK A.B. Holdown--> SEE PLANS None Req'd Capacity (lbs): 1423 OK End Posts: 1212 a6 No (2)2 a6 No Check Crushing: OK OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 2.2 0.6 17.2009 - Liljenquist Apartments 167 WOOD SHEAR WALL MSCE7-10 L A W C SOP W 32008 FLOOR 1.T LIN. D..IONAT oi.0 A ASD Wind Shear Force (lbs): 3,200 ASD Seismic Shear Force (lbs): 1,360 Wall Framing: 2 z 6 Roof Uplift (psQ: 0.0 Roof OL (pst): 20 Floor DL (psf): 29 Wall DL (ps1) 18 Seismic Design Category: D Soc: 0.427 DL FACTORS: 0.64022 DL FACTORw : 0.6 P: 1.0 Governs Shear (W) or (S): W Line Shear, v (plo: 170 Shear Wall Selection: A Shear Wall Capacity (pit): 476 OK 4 5 6 7 17.2009 - Liljenquist Apartments 168 1 2 3 Wall Length (ft): 4.00 14.83 Wall Height (ft): 8.84 8.84 Roof Tdb. (ft): 0.00 0.00 Floor Trib.(ft): 2.00 2.00 Holdown Location: > le > Is Uplift Above(Ibs): 1422 51 DL Reaction at End Posts (lbs): 0 0 Wel(PIn: 217 217 F(lbs): 680 2520 Mor(Ib-ft): 6009 22279 MR (Ib -ft): 1042 14325 Uplift (Ibs): 3077 626 Strap/Sbap Holdown—> SEE PLANS SEE PLANS Capacity (lbs): 3265 3265 A.B. Holdown --> SEE PLANS SEE PLANS Capacity (lbs): 3265 3265 End Posts: (2)2 x a No (2)2x 8 No Check Crushing: OK OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 2.2 0.6 4 5 6 7 17.2009 - Liljenquist Apartments 168 WOOD SHEAR WALL - ASCERIOLAWCSaPWs2M6 FLOOR 3RG LINL DE[IONATIONi C ASD Wind Shear Force (lbs): 2,460 ASD Seismic Shear Force (lbs): 1,110 Wall Framing: 2 x 6 Roof Uplift (pso: 0.0 Roof DL (psl): 20 Floor DL (psl): 29 Wall GL(psl) 18 Seismic Design Category: D Sas: 0.427 OL FACTORE : 0.54022 DL FACTOR,,: 0.6 p: 1.0 Governs Shear (W) or (S)7 W Line Shear, v (pll): 172 Shear Wall Selection: A Shear Wall Capacity(plo: 476 OK FLOOR 2N0 LINL D[[IONATIONI C ASD Wind Shear Force (lbs): 4,340 ASD Seismic Shear Force (lbs): 2,250 Wall Framing: 2 x 6 Roof Uplift (pso: 0.0 Roof DL (pso: 20 Floor DL (pso: 29 Well OL (pso 18 Seismic Design Category: D Scs: 0.427 DL FACTORS: 0.54022 DL FACTORw : 0.6 P: 1.0 Governs Shear (W) or (S): W Line Shear, v (plo: 303 Shear Wall Selection: A Shear Wall Capacity(plo: 476 OK WALL PIER[ 1 2 3 4 B 7 Wall Length (ft): 14.33 Wall Height (ft): 9.00 Root Trib. (ft): 2.00 Floor Trib. (ft): 0.00 Holdov n Location: > le Uplift Above (lbs): 0 DL Reaction at End Posts (lbs): 0 we,(PIo: 202 F (lbs): 2460 Mor (Ib -ft): 22140 MR (Ib -ft): 12444 Uplift (lbs): 727 StraplSlrap Holdown —> SEE PLANS Capacity (lbs): 2630 A.B. Holdmn --> SEE PLANS Capacity (lbs): 2630 End Posts: (2)2 x6 No Check Crushing: OK Check Buckling: OK Check Tension: OK Height -Width Ratio: 0.6 2 3 4 D 6 7 17.2009 - Liljenquist Apartments 169 1 Wall Length (ft): 14.33 Wall Height (ft): 8.95 Roof Trib. (ft): 0.00 Floor Trib. (ft): 2.00 Holdown Location: > le Uplift Above (lbs): 727 DL Reaction at End Posts (lbs): 0 WOL(Isl): 219 F (Ibs): 4340 Mol (Ib -ft): 38843 MR (IbA): 13498 Uplift (lbs): 2629 Strap/Strap Holdown—> SEE PLANS Capacity (lbs): 2630 A.B. Holdown --> SEE PLANS Capacity (ibs): 2630 End Posts: (2)218 No Check Crushing: OK Check Buckling: OK Check Tension: OK Height -Width Ratio: 0.6 2 3 4 D 6 7 17.2009 - Liljenquist Apartments 169 WOOD SHEAR WALL AscE7-10n AWc 50.S-2css FLOON 1[T LIN[ D[[IONATIONr C ASD Wind Shear Force (lbs): 6,320 ASD Seismic Shear Force (lbs): 1,350 Wall Framing: 2 x 6 Roof Uplift (psl): 0.0 Roof DL (psQ: 20 Floor DL (pso: 29 Wall DL(psf) 18 Seismic Design Category: D Scs: 0.427 DL FACTORa : 0.64022 DL FACTOR,: 0.6 P: 1.3 Governs Shear (W) or (8): W Line Shear, v (plf): 441 Shear Well Selection: A Shear Wall Capacity (plf): 476 OK 9 4 e B 17.2009 - Liljenquist Apartments 170 1 8 Wall Length (ft): 14.33 Wall Height (ft): 8.84 Roof Trib. (ft): 0.00 Floor Tdb. (ft): 2.00 Holdown Location: > Is Uplift Above (lbs): 2629 DL Reaction at End Posts (lbs): 0 WCL (plq: 217 F (lbs): 6320 Me1(Ib-ft): 55869 Me (Ibft): 13376 Uplift (lbs): 5877 Strap/Strap Holdown, SEE PLANS Capacity (lbs): 5878 A.B. Holdown--> SEE PLANS Capacity (lbs): 5878 End Posts (3)2 e s Noe Check Crushing: OK Check Buckling: OK Check Tension: OK Height -Width Ratio: 0.6 9 4 e B 17.2009 - Liljenquist Apartments 170 WOOD SHEAR WALL MSCE7-106 AM 80T 2008 FLOOn 3wo LINE D[eIONATIONi D ASD Wind Shear Force (Ibs): 3,940 ASD Seismic Shear Force (lbs): 2,240 Wall Framing: 2 x 4 Roof Uplift (psf): 0.0 Roof OL (psp: 20 Floor OL (psf): 29 Wall DL (psQ 18 Seismic Design Category: D Boa: 0.427 OL FACTOR,: 0.54022 OL FACTORw: 0.6 P: 1.0 Governs Shear(W) or (S): W Line Shear, v (till): 96 Shear Wall Selection: A Shear Wall Capacity (plf): 476 OK FLOOR 3N0 LIN. DCFI ONATIONI D ASO Wind Shear Force (lbs): 6,400 ASO Seismic Shear Force (Ill 4,550 Wall Framing: 2 x 4 Roof Uplift (psf): 0.0 Roof OL (psQ: 20 Floor OL (pal): 29 Wall OL (psp 18 Seismic Design Category: D Boa: 0.427 DL FACTOR,: 0.64022 OL FACTOR,: 0.6 p: 1.0 Governs Shear (W) or (S): W Line Shear, v (plf): 156 Shear Wall Selection: A Shear Wall Capacity (plf): 476 OK 1 8 3 Wall Length (ft): 22.50 18.50 Wall Height (ft): 9.00 9.00 Roof Trib. (ft): 2.00 2.00 Floor Trib. (ft): 0.00 0.00 Holl Location: > le > la Uplift Above (lbs): 0 0 OL Reaction at End Posts (lbs): 0 0 w., (plf): 202 202 F (lbs): 2162 1778 Mol (Ib -ft): 19460 16000 MR (lb -ft): 30679 20740 Uplift (lbs): 0 0 Strep/Strep Holdown—> None Req'd None Req'd Capacity (Ibs): OK OK A.B. Holdown --> None Req'd None Req'd Capacity (lbs): OK OK End Posts: (2)2x45TUo (2)2x4MI) Check Crushing: OK ON Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.4 0.5 Shear Wall Selection: A Shear Wall Capacity (plf): 476 OK 4 5 6 7 3 4 5 6 7 17.2009 - Liljenquist Apartments 171 1 a Wall Length (ft): 22.50 18.50 Wall Height (ft): 8.95 8.95 Roof Trib. (ft): 0.00 0.00 Floor Trib. (it): 2.00 2.00 Holdown Location: >1. >le Uplift Above(Ibs): 0 0 OL Reaction at End Posts (lbs): 0 0 WM (Pill 219 219 F (lbs): 3512 2888 Mor (Ib -ft): 31434 25846 M, (lb -ft): 33276 22496 Uplift (Ibs): 0 196 Strap/Strap Holdown—> None Req'd None Req'd Capacity Qhs): OK OK A.B. Holdown --> None Req'd Nona Req'd Capacity (lbs): OK OK End Posts: 4x6No2 4 x 6 Not Check Crushing: OK OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.4 0.5 4 5 6 7 3 4 5 6 7 17.2009 - Liljenquist Apartments 171 WOOD SHEAR WALL ASCFF10&AM SORW8 FL..E Li LINE DcuENAINONr D ASD Wind Sheer Force (Ibs): 6,990 ASD Seismic Shear Force (Ibs): 6,200 Wall Framing: 2 x 4 Roof Uplift (psp: 0.0 Roof DL (psl): 20 Floor DL (pso: 29 Wall DL (psf) 76 Seismic Design Category: D Sos: 0.427 DL FACTORS: 0.54022 DL FACTORw: 0.6 p: 1.0 Governs Shear (W) or (S): W Line Shear, v (plf): 219 Shear Wall Selection: A Shear Wall Capacity (pif): 476 OK 4 5 17.2009 - Liljenquist Apartments 172 1 3 3 Wall Length (ft): 22.50 18.50 Well Height (ft): 8.84 8.84 Roof Trib. (ft): 0.00 0.00 Floor Trib.(ft): 2.00 2.00 Holdown Location: >le >le Uplift Above (Ibs): 0 196 DL Reaction at End Posts (Ibs): 0 0 ..(plf): 217 217 F (lbs): 4934 4056 Mor(lb-ft): 43612 35859 M,, (lb -ft); 32975 22293 Uplift (lbs): 512 1004 StraplStrap Holdown —> SEE PLANS SEE PLANS Capacity (Ibs): 1005 1005 A.B. Holdown --> SEE PLANS SEE PLANS Capacity (Ibs): 1006 1005 End Post$: 4x8Nn2 4x8 Not Check Crushing: OK OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.4 0.5 4 5 17.2009 - Liljenquist Apartments 172 WOOD SHEAR WALL ASCE7-108 AWCSO W 2(108 FLOOR 3RD LINE DEnDNATION: E.5 ASD Wind Shear Force (lbs): 7,570 ASO Seismic Shear Force (lbs): 4,810 Wall Framing: 2 x 4 Roof Uplift (psf): 0.0 Roof DL (psQ: 20 Floor DL (pan: 29 Wall DL (psf) 18 Seismic Design Category: D Sos: 0.427 DL FACTORS: 0.54022 DL FACTOR,: 0.6 p: 1.0 Governs Shear (W) or (S): W Line Shear, v (plo: 158 Shear Wall Selection: A Shear Wall Capacity (pIQ: 476 OK FLOOR 2.. WALL PIER. 1 2 3 4 5 6 7 Well Length (ft): 25.50 22.50 Wall Height (ft): 9.00 9.00 Roof Tdb. (ft): 2.00 2.00 Floor Trib. (ft): 0.00 0.00 Holdown Location: > le > la Uplift Above (Ibs): 0 0 DL Reaction at End Posts (lbs): 0 0 wo1(pIQ: 202 202 F (lbs): 4022 3548 Mo7(lb-ft): 36194 31936 M, (lb -ft): 39405 30679 Uplift Qbs): 0 58 alraplStrap Holdown-> None Req'd None Req'd Capacity Obs): OK ON A.B. Holdown --> None Req'd None Req'd Capacity (lbs): ON OK End Posts: (2)2x4STUU (2)2x4ST0e Check Crushing: OK OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.4 0.4 FLOOR 2.. Lwc o.aDNAnoNr E.5 1 3 Wall Length (ft): 25.50 22.50 ASO Wind Shear Force (lbs): 11,770 Wall Height (ft): 8.95 8.95 ASO Seismic Shear Force (lbs): 9,760 Roof Trib. (ft): 0.00 0.00 Wall Framing: 2 x 4 Floor Trib. (ft): 2.00 2.00 Roof Uplift (psf): 0.0 Holdown Location: > le > Is Roof DL (psQ: 20 Uplift Abova (lbs): 0 58 Floor DL (psQ: 29 DL Reaction at End Posts (lbs): 0 0 Wall OL (psQ 18 Wm (PIQ: 219 219 Seismic Design Category: D F (lbs): 6253 5517 Sol: 0.427 Mo7(lb-ft): 55963 49379 DL FACTOR,: 0.54022 M, (lb -ft): 42741 33276 OL FACTOR,: 0.6 Uplift (lbs): 549 B22 p: 1.0 Strap/Strap Holdown-> SEE PLANS SEE PLANS Capaciy(lbsk 823 823 Govems Shear (W) or (S): S A.B. Holdown--> SEE PLANS SEE PLANS Line Shear, v (pIQ: 203 Capacity (lbs): 823 823 End Posts: 4xa Not 4xe Not Shear Wall Selection: A Check Crushing: OK OK Shear Wall Capacity (pIQ: 340 OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.4 0.4 Allowable sh.a(d.creased by 2wlh per AWC SDPWS-20084.3.4: Not Req'd Not Req'd Wu" F.... 3 4 S' 6 7 17.2009 - Liljenquist Apartments 173 WOOD SHEAR WALL ASCEP10 a AWC SDM5-2008 FL... 1.T WALL PI.a. LIN. 0.1111I..,kr.1,H E.5 1 8 a 4 5 G 7 Wall Length (ft): 25.50 22.50 ASD Wind Shear Force (lbs): 16,190 Wall Height (ft): 8.84 8.84 ASD Seismic Sheer Force (Ibs): 13,300 Roof Tr b. (ft): 0.00 0.00 Wall Framing: 2 z 4 Floor Tdb. (ft): 2.00 2.00 Roof Uplift (psQ: 0.0 Holdown Location: > le > le Roof DL (psQ: 20 Uplift Above (Ibs): 549 822 Floor DL (psQ: 29 DL Reaction at End Pasts (lbs): 0 0 Wall DL (psQ 18 wol (pIQ: 217 217 " Seismic Design Category: D F (lbs): 8601 7589 Sos: 0.427 M., (lb -ft): 76032 67087 DL FACTOR,,: 0.54022 Ma (Ib -ft): 42355 32975 _ DL FACTORw: 0.6 Uplift (Ibs): 2003 2514 p: 1.0 Strap/Strap Holdown -> SEE PLANS SEE PLANS Capacity(Ibs): 2515 2515 Governs Shear (W) or (S): S A.B. Holdown-, SEE PLANS SEE PLANS Line Shear, v(pIQ: 277 Capacity (lbs): 2515 2515 End Posts: (2) 4 x 8 No 2 (2) 4 x e No 2 Shear Wall Selection: A Check Cushing: OK OK Shear Wall Capacity (pIQ: 340 OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.3 0.4 Allowable shear decreased by 2w/h per AWC SDPWS-20084.3.4: Not Req'd Not Req'd - 17.2009 - Liljenquist Apartments 174 WOOD SHEAR WALL ASCE7-10 & A W C SLIMS -2008 PLOOIII 3Ro LIMC DLLIONATIONI H.5 ASD Wind Shear Force (lbs): 9,850 ASD Seismic Shear Force (Ibs): 6,490 Wall Framing: 2 x 4 Roof Uplift (psf): 0.0 Roof DL (psi: 20 Floor DL (psi: 29 Wall DL (psi 18 Seismic Design Category: D Spy: 0.427 DL FACTORE: 0.64022 DL FACTORw: 0.6 P: 1.0 Governs Shear (W) or( S): W Line Shear, v (pli: 205 Shear Wall Selection: A Shear Well Capacity(plf): 476 OK 3 4 5 6 7 FLOOR 2NO 1 S Wall Length (ft): 25.50 22 50 Wall Height (ft): 9.00 9.00 Roof Tdb. (ft): 2.00 2.00 Floor Tdb. (ft): 0.00 0.00 Holdown Location: > le > le Uplift Above (lbs): 0 0 DL Reaction at End Posts (Ibs): 0 0 w. (PIT 202 202 F (Ibs): 5233 4617 M, (IM): 47095 41555 Mn (Ib -ft): 39405 30679 Uplift(Ibs): 317 512 Shap/Strap Holdown-> None Req'd SEE PLANS Capacity (lbs): OK 1955 A.B. Holdown --> None Req'd SEE PLANS Capacity (lbs): OK 1955 End Posts: (3)2x4siuo (3)2x4STuo Check Crushing: OK OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.4 0.4 3 4 5 6 7 FLOOR 2NO WALL PIERS LIN. DCn.NAnONr H.5 1 2 3 4 S S 7 Wall Length (ft): 25.50 22.50 ASD Wind Shear Force (lbs): 15,080 Well Height (it): 8.95 8.95 ASD Seismic Shear Force (Ibs): 13,170 Roof Trib. (ft): 0.00 0.00 Wall Framing: 2 x 4 Floor Trib. (ft): 2.00 2.00 Roof Uplift (psi: 0.0 Holdown Location: > I0 > le Roof DL (psi: 20 Uplift Above (Ibs): 317 512 Floor DL (psi: 29 DL Reaction at End Posts (lbs): 0 0 Wall OL (pat) 18 Wog (Pli: 219 219 Seismic Design Category: D F (lbs): 8011 7069 Scs: 0.427 Mm (lb -ft): 71701 63265 OL FACTORS: 0.54022 MR (Ib -ft): 42741 33276 DL FACTORw: 0.6 Uplift(Ibs): 1534 1954 P; 1.0 Strap/Strap Holdown -> SEE PLANS SEE PLANS Capacity (Ibs): 1955 1955 Governs Shear( W) or (S): S A.B. Holdown--> SEE PLANS SEE PLANS Line Shear, v (pli: 274 Capacity (lbs): 1955 1955 End Posts: 4x8N.2 4xsNv2 Shear Wall Selection: A Check Crushing: OK OK Shear Wall Capacity (pli: 340 OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.4 0.4 Allowable shear decreased by 2w1h per AWC SDPWS-20084.3.4: Not Req'd Not Req'd 17.2009 - Liljenquist Apartments 175 WOOD SHEAR WALL 17.2009 - - Liljenquist Apartments 176 ASCE7-10a AWCSDP -2008 FIOOR 1 RT WALL FERR - LINE D[RIONATION: H.5 1 5 3 4 b 6 7 Wall Length (ft): 25.50 22.50 ASD Wind Shear Force (lbs): 20,590 Wall Height (ft): 8.84 8.84 ASD Seismic Shear Force (lbs): 17,950 Root Trib. (ft): 0.00 0.00 - Wall Framing: 2 x 4 Floor Trio. (ft): 8.84 8.84 Root Uplift (psq: 0.0 Holtlown Location: > Is > le Root DL(psf): 20 Uplift Above (lbs): 1534 1954 Floor DL (mr): 29 DL Reaction at End Posts (lbs): 0 0 Wall DL (ps!) 18 W., (pl(): 415 415 Seismic Design Category: D F (lbs): 10938 9652 Sus: 0.427 MOT (lb -ft): 96696 85320 DL FACTOR,: 0.54022 Me (Ib -ft): 81050 63101 - DLFACTORw:0.6 Uplift(Ibs): 2227 3089 p: 1.0 Strap/Strap Holtlown—> SEE PLANS SEE PLANS Capacity (lbs); 3090 3090 Governs Shear (W) or (S): S A.B. Holdown--> SEE PLANS SEE PLANS - Line Shear, v(plf): 374 Capacity (lbs): 3090 3090 End Posts: (2)4x8M2 (2)4x0No2 Shear Wall Selection: C Check Crushing: OK OK Shear Wall Capacity (plf): 665 OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.3 0.4 Allowable shear decreased by 2w/h per AWC SDPWS-20084.3.4: Not Req'd Not Req'd 17.2009 - - Liljenquist Apartments 176 WOOD SHEAR WALL MOOR SNO A&M-IOaAM50%43-2006 FLOOR 3R0 WALL PIERS WALL PIewe LINE D AIONATION: M 1 1 3 3 4 S 6 7 Wall Length (ft): 25.50 30.50 ASD Wind Shear Force (lbs): 7,390 Well Height (ft): 9.00 9.00 ASD Seismic Shear Force (lbs): 4,870 Roof Trib. (A): 2.00 2.00 Wall Framing: 2 x 4 Floor Tdb. (ft): 0.00 0.00 Root Uplift (psl): 0.0 Holdown Location: > to > le Roof DL(pso: 20 Uplift Above (lbs): 0 0 Floor OL (psf): 29 DL Reaction at End Posts (IDs): 0 0 Wall OL (ps) 18 woL (04: 202 202 Seismic Design Category: D F (fibs): 3365 4025 Sns: 0.427 Mc, (lb -ft): 30286 36224 DL FACTORS: 0.54022 MR (lb -ft): 39405 56373 OL FACTOR,: 0.6 Uplift (lbs): 0 0 P. 1.0 Strap/Strap Holdown—> None Req'd None Req'd 55131 Capacity(lbs): OK OK Governs Shear (W) or (S): W A.B. Holdown--> None Req'd None Req'd Line Shear, v(plf): 132 Capacity (lbs): OK OK P: 1.0 End Posts: (3)2x4STUD (3)2x4SWD Shear Wall Selection: A Check Crushing: ON OK Shear Wall Capacity (plp: 476 OK Check Buckling: OK OK A.B. Holdown--> Check Tension: OK OK Line Sheer, v(plf): 176 Height -Width Ratio: DA 0.3 MOOR SNO WALL PIERS Lwc DcuONAnoN: M 1 8 3 4 S 6 7 Wall Length (ft): 25.50 30.50 ASD Wind Shear Force (lbs): 11,310 Well Height (ft): 8.95 8.95 ASO Seismic Shear Force (lbs): 9,870 Roof Trib. (ft): 0.00 0.00 Wali Framing: 2 x 4 Floor Trib. (ft): 2.00 2.00 Roof Uplift (psq: 0.0 Holdown Location: > le > Is Roof OL (psf): 20 Uplift Above (lbs): 0 0 Floor OL (psf): 29 DL Reaction at End Posts (lbs): 0 0 Wall OL (psf) 18 W.L. (Plf): 219 219 Seismic Design Category: D F (lbs): 5150 6160 Scs: 0.427 Mor (Ib -ft): 46093 55131 DL FACTORS: 0.54022 MR (Ib -ft): 42741 61145 DL FACTOR,: 0.6 Uplift (lbs): 141 0 P: 1.0 Strep/Strap Holdown—> None Req'd None Req'd Capacity (lbs): OK OK Governs Shear (W) or (S): S A.B. Holdown--> None Req'd None Req'd Line Sheer, v(plf): 176 Capacity (lbs): OK OK End Posts: 4x8NO2 4a8No2 Shear Wall Selection: A Check Crushing: OK OK Shear Wall Capacity (pip: 340 OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.4 0.3 Allowable shear decreased by 2w1h per AWC SDPWS-20084.3.4: Not Req'd Not Req'd 17.2009 - Liljenquist Apartments 177 WOOD SHEAR WALL 17.2009 - Liljenquist Apartments 3 4 S is 7 178 A E2-10AAW¢SDPWa-2000 Fwaa a L..c ocnoN.nom M 1 a Well Length (ft): 25.50 30.50 ASD Wind Shear Force (lbs): 15,440 Wall Height (8): 8.84 8.84 ASD Seismic Shear Force (lbs): 13,450 Roof Trib. (ft): 0.00 0.00 Wall Framing: 2 x 4 Floor Trib. (ft): 2.00 2.00 Roof Uplift (pal 0.0 Holdown Location: > IB > la Roof OL (Pat): 20 Uplift Above (lbs): 141 0 Floor DL (pso: 29 DL Reaction at End Posts (lbs): 0 0 Wall DL (pat) 18 wo1(Plf): 217 217 Seismic Design Category: D F (lbs): 7031 8409 Scs: 0.427 MOT (lb -ft): 62152 74338 OL FACTOR,: 0.54022 ON (Ib -ft): 42355 60593 OL FACTORw: 0.6 Uplift(Ibs): 995 488 p: 1.0 Strap/Strap Holdown —>SEE PLANS None Req'd Capacity(lbsk 996 OK Governs Shear (W) or (S): S A.R. Holdown.-> SEE PLANS None Req'd Line Shear, v(plil 240 Capacity(Ibs): 996 OK End Posts: (2)4x 6No2 (2)4 x6 No Shear Wall Selection: A Check Crushing: OK OK Shear Wall Capacity (till 340 OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.3 0.3 Allowable shear decreased by 2w/h per AWC SDPWS-2008 4.3.4: Not Req'd Not Req'd 17.2009 - Liljenquist Apartments 3 4 S is 7 178 WOOD SHEAR WALL ASCE7-106AWCSDPNS-1Ws FLOOR 3RD WALL PrtXe LIN[ D[eIONATION: N.5 1 2 3 4 D a 7 Wall Length (ft): 22.50 22.50 ASD Wind Shear Force (Ibs): 4,530 Wall Height (ft): 9.00 9.00 ASD Seismic Shear Force (Ibs): 3,270 Roof Trib. (ft): 2.00 2.00 Wall Framing: 2 x 4 Floor Trib. (ft): 0.00 0.00 Roof Uplift (psq: 0.0 Holdown Location: > le > le Roof DL(psf): 20 Uplift Above (lbs): 0 0 Floor DL (psft: 29 DL Reaction at End Posts (lbs): 0 0 Wall DL (psf) 18 wa (pit): 202 202 Seismic Design Category: D F (lbs): 2265 2265 Sc,: 0.427 M., (lb -ft): 20385 20385 DL FACTORS: 0.54022 Ma (Ib -fl): 30679 30679 DL FACTORw: 0.6 Uplift (lbs): 0 0 p: 1.0 Strap/Strap Holdown--> None Req'd None Req'd Capacity (lbs): OK OK Governs Shear (W) or (8): S A.B. Holdown--> None Req'd None Req'd Line Shear, v (plf): 73 Capacity (lbs): OK OK End Posts: (2)2x45TUD (2)2x4STUD Shear Wall Selection: A Check Crushing: OK OK Shear Wall Capacity (plo: 340 OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.4 0.4 Allowable shear decreased by 2w/h per AWC SDPWS-20084.3.4: Not Req'd Not Req'd FLDDR aMo WALL PIER. L:Nc Dcuen:AnDrv: N.5 1 2 3 4 S a 9 Wall Length (ft): 22.50 22.50 ASD Wind Shear Force (lbs): 7,510 Well Height (ft): 8.95 8.95 ASD Seismic Shear Force (Ibs): 6,630 Roof Trib. (ft): 0.00 0.00 Wall Framing: 2 x 4 Floor Trib. (ft): 2.00 2.00 Roof Uplift(psf): 0.0 Holdown Location: >le >Is Roof DL (psp: 20 Uplift Above (lbs): 0 0 Floor OL (psf): 29 DL Reaction at End Posts (lbs): 0 0 Wall OIL (psf)18 Won(Pl* 219 219 Seismic Design Category: D F (Ibs): 3755 3755 Sos: 0.427 M, (lb -ft): 33607 33607 DL FACTORS: 0.54022 MR (lb -ft): 33276 33276 DL FACTORw: 0.6 Uplift (lbs): 16 16 P: 1.0 Strap/Shap Holdown -> None Req'd None Req'd Capacity (lbs): OK OK Governs Shear (W) or (S): S A.B. Holdown--> None Req'd None Req'd Line Shear, v (plf): 147 Capacity (lbs): OK OK End Posts: 4XONO2 4xe Nut Shear Wall Selection: A Check Crushing: OK OK Shear Wall Capacity(plo: 340 OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.4 0.4 Allowable shear decreased by 2w/h per AWC SOPWS-20084.3.4: Not Req'd Not Req'd 17.2009 - Liljenquist Apartments 179 WOOD SHEAR WALL ASCE7-10 a AWC SDMS 2008 FLGOR 1 sT WALL PICRS LINE ou:oNANON: N.5 1 a 3 a 5 s 7 Wall Length (ft): 22.50 22.50 ASD Wind Shear Force (lbs): 10,650 Wall Height (ft): 8.84 8.84 ASD Seismic Shear Force (lbs): 9,040 Real Trib. (ft): 0.00 0.00 Wall Framing: 2 x 4 Floor Trib. (ft): 2.00 2.00 Roof Uplift (psf): 0.0 Holdown Location: - le >le Roof DL(psf): 20 Uplift Above (los): 16 16 Floor DL (psQ: 29 OL Reaction at End Posts (lbs): 0 0 Wall DL(ps) 18 Woc(PIO: 217 217 Seismic Design Category: D F(lbs): 5325 5325 Sos: 0.427 Mor(lb-ft): 47073 47073 DL FACTORE : 0.54022 MR (111 32975 32975 DL FACTORw: 0.6 Uplift (lbs): 694 694 p: 1.0 Strap/Strap Holdown —> SEE PLANS SEE PLANS Capacity(lbs): 695 695 Governs Shear (W) or (S): S A.B. Holdown--> SEE PLANS SEE PLANS Line Shear, v(pll): 201 Capacity (lbs): 696 695 End Posts: 4XBN02 4z8No2 Shear Wall Selection: A Check Crushing: OK OK Shear Wall Capacity (pil): 340 OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.4 0.4 Allowable shear decreased by 2w/h per AWC SDPWS-2008 4.3.4: Not Req'd Not Read 17.2009 - Liljenquist Apartments 180 WOOD SHEAR WALL A9CE7-108AWCSDR S -2O 8 FLOOR 3wo WALL PIE.. LINE OCEIONATIONI Q 1 3 3 4 5 d 7 Wall Length (ft): 12.00 12.00 ASD Wind Shear Force (lbs): 2,060 Wall Height (ft): 9.00 9.00 ASD Seismic Shear Force (lbs): 1,710 Roof Tdb. (ft): 2.00 2.00 Wall Framing: 2 z 6 Floor Tdb. (ft): 0.00 0.00 Roof Uplift (psQ: 0.0 Holdown Location: > le > la Roof DL (psQ: 20 Uplift Above (lbs): 0 0 Floor DL (ps): 29 OL Reaction at End Posts (lbs): 0 0 Wall DL (psQ 18 w., (pIQ: 202 202 Seismic Design Category: D F (lbs): 1030 1030 • Scy: 0.427 MOT (lb -ft): 9270 9270 OL FACTORs: 0.54022 MR (lb -ft): 8726 8726 DL FACTOR,: 0.6 Uplift (lbs): 49 49 p: 1.0 Strap/Strap Holdown--> None Req'd None Req'd Capacity(lbs): OK OK Governs Shear (W) or (S): S A.B. Holdown--> None Req'd None Req'd Line Shear, v(pIQ: 71 Capacity(lbs): OK OK End Posts: (2)2 x6 No (2)2 x 6 Not Shear Wall Selection: A Check Crushing: OK OK Shear Wall Capacity(pIQ: 340 OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.8 0.8 Allowable shear decreased by 2w/h per AWC SDPWS-20084.3.4: Not Req'd Not Req'd FLOOR 2ND WALL PIE.E LIN[ DLEIOMATIONI D 1 3 3 4 S a 7 Wall Length (ft): 12.00 12.00 ASD Wind Shear Force (lbs): 3,720 Wall Height (ft): 8.95 8.95 ASD Seismic Shear Force (Its): 3,480 Roof Tdb. (ft): 0.00 0.00 Well Framing: 2 z 6 Floor Tdb. (ft): 2.00 2.00 Roof Uplift (ps): 0.0 Holdown Location: > Is > le Roof OL (psQ: 20 Uplift Above (lbs): 49 49 Floor DL (psQ: 29 DL Reaction at End Posts (lbs): 0 0 Wall OL (psQ 18 WDL (PIQ: 219 219 Seismic Design Category: D F (lbs): 1860 1860 SDa: 0.427 MOT (lb -ft): 16647 16647 ' OL FACTORs: 0.54022 MR (Ib -ft): 9465 9465 DL FACTOR,: 0.6 Uplift (lbs): 702 702 p: 1.0 Strap/Strap Holdown —> SEE PLANS SEE PLANS Capacity (lbs): 703 703 Governs Shear (W) or (S): S A.B. Holdown--> SEE PLANS SEE PLANS Line Shear, v (pIQ: 145 Capacity (lbs): 703 703 End Posta: (2)2x6No2 (2)2x6No2 Shear Wall Selection: A Check Crushing: OK OK Shear Wall Capacity (pIQ: 340 OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.7 0.7 Allowable shear decreased by 2w/h per AWC SDPWS-20084.3.4: Not Req'd Not Req'd 17.2009 - Liljenquist Apartments 181 WOOD SHEAR WALL ASCE1-10 a A W C SDPNS-2808 FLCOq I.T wAL P'... LIMO OCg10NATION: Q 1 a 3 4 5 6 7 Wall Length (ft): 12.00 12.00 ASD Wind Shear Force(Ibs): 5,480 Wall Height (ft): 8.84 8.64 ASD Seismic Shear Force (lbs): 4,740 Roof Trib. (ft): 0.00 0.00 Wall Framing: 2 x 6 Floor Trib. (ft): 2.00 2.00 Roof Uplift (psf): 0.0 Holtlown Location: > Ie > Ie Roof DL(pso: 20 Uplift Above(Ibs): 702 702 Floor DL (psp: 29 DL Reaction a1 End Posts (Ibs): 0 0 Wall DL (psf) 18 woL (Plf): 217 217 Seismic Design Category: D F (lbs): 2740 2740 Sos: 0.427 Mm (lb -ft): 24222 24222 DL FACTORs : 0.54022 Ma (Ib -ft): 9380 9380 DLFACTORw: 0.6 Uplift(Ibs): 2052 2052 p: 1.0 Strap/Strap Holtlown --> SEE PLANS SEE PLANS Capacity(Ibs): 2053 2053 Governs Shear (W) or (S): S A.B. Holdown, SEE PLANS SEE PLANS Lina Shear, v(plf): 198 Capacity(Ibs): 2053 2053 End Posts: (2)2x6No2 (2)2x8No2 Shear Wall Selection: A Check Crushing: OK OK Shear Wall Capacity (pIQ: 340 OK Check Buckling: OK OK Check Tension: OK OK Height -Width Ratio: 0.7 0.7 Allowable shear decreased by 2w/h per AWC SDPWS-2008 4.3.4: Not Req'd Not Req'd 17.2009 - Liljenquist Apartments 182 WOOD SHEAR WALL P5CE1.10 A Awe SDMS-2M FLOOR 3Ro WALL PIER. Luv. O[u.RAnom 6 1 3 3 4 'J 6 7 Wall Length (ft): 10.83 28.33 28.33 28.33 ASD Wind Shear Force Pas): 2,930 Wall Height (ft): 9.00 9.00 9.00 9.00 ASD Seismic Shear Force (hos): 6,830 Roof Trib.(ft): 12.00 14.33 14.33 14.33 Wall Framing: 2 x 6 Floor Trib. (ft): 0.00 0.00 0.00 0.00 Roof Uplift (psQ: 0.0 Holdown Location: > le > Is > le > le Roof DL(psf): 20 Uplift Above (lbs): 0 0 0 0 Floor OL (psQ: 29 DL Reaction at End Posts (lbs): 0 0 0 0 Wall DL (psQ 18 woL (pIQ: 402 449 449 449 Seismic Design Category: D F (lbs): 331 866 866 866 Sos: 0.427 Mor(Ib-ft): 2980 7797 7797 7797 DL FACTOR, : 0.54022 Ma (lb -ft): 14145 108012 108012 108012 OL FACTOR,: 0.6 Uplift (lbs): 0 0 0 0 p: 1.0 Strap/Strap Holdown, None Req'd None Req'd None Req'd None Req'd Capacity (lbs): Capacity (lbs): ON OK OK OK Governs Shear (W) or (S): S A.B. Holdown--> None Req'd None Req'd None Req'd None Req'd Line Shear, v(pIQ: 71 Capacity (Iles): OK OK OK OK (2)2 x6 No End Posts: (2)2 x6 No (2)2 x No (2)2x 6 No (2)2x 6 No Shear Well Selection: A Check Crushing: OK OK OK OK Shear Wall Capacity (pIQ: 340 OK Check Buckling: OK ON OK OK OK Check Tension: OK OK OK OK 0.3 Height -Width Ratio: 0.8 0.3 0.3 0.3 Allowable shear decreased by 2w/h per AWC SDPWS-20084.3.4: Not Req'd Not Req'd Not Req'd Not Req'd FLOoa 2N. WALL PI[RM LIN[ CLeIONATIONi 6 1 2 3 4 S 6 7 Wall Length (ft): 10.83 28.33 28.33 28.33 ASD Wind Shear Force (lbs): 4,740 Wall Height (ft): 8.95 8.95 8.95 8.95 ASD Seismic Shear Force (lbs): 13,850 Roof Trib. (ft): 0.00 0.00 0.00 0.00 Wall Framing: 2 x 6 Floor Trib. (ft): 5.50 14.33 14.33 14.33 Roof Uplift (psf): 0.0 Holdown Location: > le > re > le > la Roof DL(psq: 20 Uplift Above (lbs): 0 0 0 0 ' Floor DL (psf): 29 DL Reaction at End Posts (lbs): 0 0 0 0 Well DL (psf) 18 wol (PID: 321 577 577 577 Seismic Design Category: D F (lbs): 1565 1401 1401 1401 - Sac: 0.427 MW (Ib -ft): 14010 12543 12543 12643 DL FACTORS: 0.54022 Ma(lb-ft): 10157 138849 138849 138849 DL FACTOR,: 0.6 Uplift (lbs): 392 0 0 0 p: 1.0 Strap/Strap Holdown --> None Req'd None Req'd None Req'd None Req'd Capacity (lbs): OK OK OK OK Governs Shear (W) or (S): S A.B. Holdown --> None Req'd None Req'd None Req'd None Req'd Line Shear, v(plf): 148 Capacity(lbs): OK OK OK ON End Posts: (2)2 x6 No )81- (2) 2 x 6 No JBL (2) 2 x No:)BL (2) 2 x 6 No 2 _ Shear Well Selection: A Check Crushing: OK OK OK OK Shear Wall Capacity (pIQ: 340 OK Check Buckling: OK OK ON OK Check Tension: OK OK OK OK Height -Width Ratio: 0.8 0.3 0.3 0.3 Allowable shear decreased by 2w/h per AWC SDPWS-2008 4.3.4: Not Req'd Not Req'd Not Req'd Not Req'd 17.2009 - Liljenquist Apartments 183 WOOD SHEAR WALL ASCE1-f0 a AW C SOB Ws300a FLooR 1[i WAIL Pmac Lrnc 1 3 3 4 S 8 p Wall Length (ft): 10.83 28.33 28.33 28.33 ASO Wind Shear Force(lbs): 6,660 Wall Height lft): 8.84 8.84 8.84 8.84 ASD Seismic Shear Force (lbs): 18,870 Roof Trib. (ft): 0.00 0.00 0.00 0.00 Wall Framing: 2 x 6 Floor Trib.(ft): 5.50 14.33 14.33 14.33 Roof Uplift (pst): 0.0 Holdown Location: > I[ > le > le > Is Roof OL (psf]: 20 Uplift Above (lbs): 392 0 0 0 Floor OL (psf): 29 OL Reaction at End Posts (lbs): 0 0 0 0 Wall OL (psf) 18 woL (Plt): 319 575 575 575 Seismic Design Category: D F (lbs): 2133 1969 1969 1969 Soo: 0.427 MOT (lb -ft): 18854 17407 17407 17407 OL FACTOR¢: 0.54022 Ma (lb -ft): 10094 138372 138372 138372 DL FACTOR,: 0.6 Uplift (lbs): 1283 9 0 0 P: 1.0 Strap/Strap Holdown --> SEE PLANS None Req'd None Req'd None Req'd Capacity(lbs): 1471 OK OK OK Governs Shear (W) or (S): S A.B. Holdown.-> SEE PLANS None Req'd None Req'd None Req'd _ Line Shear, v(plf): 197 Capacity (lbs): 1471 OK OK OK End Pests: (2)2 x6 No )BL (3) 2 x 6 NODBL(3) 2 x 6 No:)BL(3) 2 x 6 Not Shear Wall Selection: A Check Crushing: OK OK OK OK Shear Well Capacity (pit): 340 OK Check Buckling: OK OK OK OK Check Tension: OK OK OK OK Height -Width Ratio: 0.8 0.3 0.3 0.3 Allowable shear decreased by 2w/h per AWC SDPWS-20084.3.4: Not Req'd Not Req'd Not Req'd Not Req'd 17.2009 - Liljenquist Apartments 184 WOOD SHEAR WALL ASCE7-10 8 AWC BDMS30a8 FLOOR 3116 WALL PIERS LINE DESIGNATION: 7 1 2 3 4 5 6 7 Wall Length (ft): 28.33 28.33 28.33 28.33 ASD Wind Shear Force (lbs): 2,930 Wall Height (ft): 9.00 9.00 9.00 9.00 ASO Seismic Shear Form (lbs): 7,060 Roof Trib.(ft): 14.33 14.33 14.33 14.33 Wall Framing: 2 x 6 Floor Tdb. (ft): 0.00 0.00 0.00 0.00 Roof Uplift (psQ: 0.0 Holdown Location: > Ie > le > 1e > Ie Roof OL (psQ: 20 Uplift Above (lbs): 0 0 0 0 Floor DL (psQ: 29 DL Reaction at End Posts (lbs): 0 0 0 0 Wall DL (psQ 18 woL (pIQ: 449 449 449 449 Seismic Design Category: D F (lbs): 733 733 733 733 i Be,: 0.427 Me, (lb -ft): 6593 6593 6593 6593 DL FACTOR,: 0.54022 Ma (Ib -ft): 108012 108012 108012 108012 - OIL FACTORw:0.6 Uplift (1m): 0 0 0 0 - p: 1.0 Strep/Strap Holdown-> None Req'd None Req'd None Req'd None Req'd Capacity(Ibs): OK OK OK OK Governs Shear (W) or (S): S A.B. Holdown--> None Req'd None Req'd None Req'd None Req'd - Line Shear, v(plQ: 62 Capacity (11i ON OK OK OK End Posts: (2)2 x6 No (2)2x a Not (2)2x 6 No (2121,M2 Shear Wall Selection: A Check Crushing: OK OK OK OK Shear Wall Capacity (pig: 340 OK Check Buckling: OK OK OK OK OK Check Tension OK OK OK OK 0.3 Height -Width Ratio: 0.3 0.3 0.3 0.3 Allowable shear decreased by 2w/h per AWC SDPWS-2008 4.3.4: Not Req'd Not Req'd Not Req'd Not Req'd - ROOR z.o WALL PIERS LINE DumNAnoN: 7 1 2 3 4 5 6 7 Wall Length (ft): 28.33 28.33 28.33 28.33 ASO Wind Shear Force (lbs): 4,740 Wall Height (ft): 8.95 8.95 8.95 8.95 ASO Seismic Shear Form (lbs): 14,320 Roof Trib.(11): 0.00 0.00 0.00 0.00 Wall Framing: 2 x 6 Floor Trib. (ft): 14.33 14.33 14.33 14.33 Roof Uplift (psQ: 0.0 Holdown Location: > le > le > Is > Is Roof DL (ml): 20 Uplift Above(Ibs): 0 0 0 0 Floor DL (psQ: 29 DL Reaction at End Posts (lbs): 0 0 0 0 Wall DL (psQ 18 woL (plQ: 577 577 577 577 Seismic Design Category: D F (lbs): 1185 1185 1185 1185 Sos: 0.427 Mor(Ib-ft): 10606 10606 10606 10606 DL FACTOR,: 0.54022 Ma (lb -ft): 138849 138849 138849 138849 DL FACTORw: 0.6 Uplift (lbs): 0 0 0 0 P: 1.0 Strap/Strap Holdown-> None Req'd None Req'd None Req'd None Req'd Capacity (lbs): OK OK OK OK Govems Shear (W) or (S): S A.B. Holdown--> None Req'd None Rsq'd None Req'd None Req'd Line Shear, v(plf): 126 Capacity(11i OK OK OK OK End Posts: )ML (3) 2 x 6 NOOK (2) 2 x 6 No ]BL (2) 2 x 6 NoOBL (2) 2 x 6 No 2 Shear Wall Seleclion: A Check Crushing: OK OK OK OK Shear Wall Capacity (pit): 340 OK Check Buckling: OK OK OK OK Check Tension: OK OK OK OK Height -Width Ratio: 0.3 0.3 0.3 0.3 Allowable shear decreased by 2w/h per AWC SDPWS-20084.3.4: Not Req'd Not Req'd Not Req'd Not Req'd 17.2009 - Liljenquist Apartments 185 WOOD SHEAR WALL ASCE1104AWC60PWSM Iwow lci WALL PIER. Llrvc DcuorvAnow 7 1 2 3 4 S 6 9 Wall Length (ft): 28.33 28.33 28.33 28.33 ASD Wind Shear Force (lbs): 6,660 Wall Height (ft): 8.84 8.84 8.84 8.84 - ASD Seismic Shear Force (lbs): 19,520 Roof Trib. (M): 0.00 0.00 0.00 0.00 Wall Framing: 2 x 6 Floor Trib. (ft): 14.33 14.33 14.33 14.33 Roof Uplift (pst): 0.0 Holdown Location: > le > Ie > la > le Roof DL (pst): 20 Uplift Above (lbs): 0 0 0 0 Floor DL (psf): 29 DL Reaction at End Posts (lbs): 0 0 0 0 Wall DL (psf) 18 wa (plf): 575 575 575 575 Seismic Design Category: D F (lbs): 1665 1665 1665 1665 Sos: 0.427 MoT(lb-ft): 14719 14719 14719 14719 DLFACTORc: 0.54022 M, (lb -ft): 138372 138372 138372 138372 OL FACTORw: 0.6 Uplift (lbs): 0 0 0 0 p: 1.0 Strap/Strap Holdown —> None Req'd None Req'd None Req'd None Req'd Capacity (lbs): OK OK OK OK Governs Shear (W) or (S): S A.B. Holdown--> None Req'd None Req'd None Req'd None Req'd Line Shear, v (plf): 172 Capacity (lbs): OK OK OK OK - End Posts: JBL(3)2x6No]BL (3) 2 x 6 No:3BL(3) 2 x 6110:3131-(3) 2 x 6 Not Shear Wall Selection: A Check Crushing: OK ON OK OK - Shear Wall Capacity (plt): 340 OK Check Buckling: OK OK OK OK Check Tension: ON OK OK OK Height -Width Ratio: 0.3 0.3 0.3 0.3 Allowable shear decreased by 2w/h per AWC SDPWS-20084.3.4: Not Req'd Not Req'd Not Req'd Not Req'd 17.2009 - Liljenquist Apartments 186 FOUNDATION DESIGN 17.2009 - Liljenquist Apartments 187 WALL FOOTING DE51GN 17.2009 - Liljenquist Apartments 188 CONTINUOUS SPREAD FOOTING DESIGN NOTES: DESCRIPTION: EXTERIOR WALL SOIL BEARING (SB)= 2500 PSF WD= 2500 PSI MAXIMUM UNIFORM LOADING: TRIS. LT. ROOF =( 55 PSF Y( 13 FT) = 701.25 PLF WALL =( IS PSF 1'( 30 FT) = 540.00 PLF FLOOR =( 70 PSF 1'( 23 FT) = 1610.00 PLF FO OTO =( 300 PSF 1'1 3 FT) = 750.00 PLF TOTAL W= 3601.25 PLF WIDTH ReG'D = W/SB*12= 17.29 IN WF 1.0 12 " WIDE X 36 'EMBEDMENT WF 1.5 1B "WIDE 36 "EMBEDMENT WF 2.0 24 'WIDE X 36 "EMBEDMENT TYP COL WIDTH (CW)= 6 IN SLAB OR STEM IT)= 3.50 IN MAXIMUM ALLOWABLE POINT LOAD (BEARING): WF 1.0 PMAX = (2(D+T)+CW)'W/144000'56= 17.71 KIPS WF 1.5 PMAX = (2(D+T)+CW)'W/144000'SB= 26.56 KIPS WF 2.0 PMAX = 12(D+T)+CW)'W/144000'SB= 35.42 KIPS MAXIMUM ALLOWABLE POINT LOAD (CONCRETE SHEAR): w VN = (P(2X(FC)A112bwd ) T= 0.75 WF 1.0 (p VN = 29.70 KIPS PMAX= 19.80 KIPS WF 1.5 N VN = 44.55 KIPS PMAX= 29.70 KIPS WF 2.0 9 V. = 58.50 KIPS PMAX= 39.00 KIPS W Pmax FOOTING SECTION 17.2009 - Liljenquist Apartments 189 CONTINUOUS SPREAD FOOTING DESIGN NOTES: DESCRIPTION: CORRIDOR WALL SOIL BEARING (SB)= 2500 PSF Wc= 2500 PSI MAXIMUM UNIFORM LOADING: TRIG. LT. ROOF =( 55 PSF Y( 15 FT) = 797.50 PLF WALL =( IB PSF)•( 30 FT) = 540.00 PLF FLOOR =( 70 PSF)•( 23 FT) = 1610.00 PLF _ FOO1'G =( 300 PSF )'( 3 FT) = 750.00 PLF TOTAL W= 3697.50 PLF WIDTH REp'D = W/SB+12= 17.75 IN WF 1.0 12 "WIpEX 36 "EMBEDMENT i WF 1.5 1B °WIDE% 36 "EMBEDMENT I WF 2.0 24 WIDE X 36 "EMBEDMENT f TVP COL WIDTH (CW)= 6 IN SLAB OR STEM (T)= 3.5❑ IN i MAXIMUM ALLOWABLE POINT LOAD (BEARING): I j WF 1.0 PMAX = (2(D+T)+CW)•W/144000-SB= 17.71 KIPS I WF 1.5 PMAX = (21D+Tl+CW)^W/144000+SB= 26.55 KIPS WF 2.0 Pmnx = 12(D+T)+CWYW/144000•SB= 35.42 KIPS j MAXIMUM ALLOWABLE POINT LOAD (CONCRETE SHEAR): W VN = (p(2a(fc)^I12bwd) (p= 0.75 _ WF 1.0 (P VN = 29.70 KIPS PMAX= 19.80 KIPS WF 1.5 (P VN = 44.55 KIPS PMAX= 29.70 KIPS WF 2.0 (P VN - 58.50 KIPS PMAX= 39.00 KIPS PTO. IW- W I YY FOOTING SECTION FOOTING ELEVATION 17.2009 - Liljenquist Apartments 190 CONTINUOUS SPREAD FOOTING DESIGN NOTE.: DESCRIPTION: INTERIOR WADS SOIL BEARING (SISI= 2500 PSF F'D= 2500 PSI MAXIMUM UNIFORM LOADING: TRI.. LT. ROOF =( 55 PSF P( 13 FT) = 728.75 PLF WALL =1 18 PSF 1*f 30 FT) = 540.00 PLF FLOOR =1 70 PSF 1'( 27 FTI = 1855.00 PLF FOOT'G =( 300 PSF 1'( 2 FT) = 450.00 PLF TOTAL W= 3573.75 PLF WIDTH Rc4D = W/BB'12= 17.15 IN WF 1.0 12 "WIDE X 36 'EMBEDMENT WF 1.5 18 " WIDE X 36 'EMBEDMENT WF 2.0 24 "WIDE 36 "EMBEDMENT TYP COL WIDTH (OW)- 6 IN SLAB OR STEM IT)= 3.50 IN MAXIMUM ALLOWABLE POINT LOAD (BEARING): WF 1.0 PMAX = (Z.(D+T)+CW)'W/144000'SB= 17.71 KIPS WF 1.5 PMAX = (2(D+T)+CW)'W/144000'SB= 26.56 KIPS WF 2.0 PMAX = I2(D+T)+CWPW/144000'55= 35.42 KIPS MAXIMUM ALLOWABLE POINT LOAD (CONCRETE SHEAR): N VN = (p(21.(fc)-'%Wd ) (P= 0.75 _.. WF 1.0 (p VN = 29.70 KIPS PMAX= 19.80 KIPS WF 1.5 (p VN = 44.55 KIPS PMAX= 29.70 KIPS WF 2.0 (p VN = 58.50 KIPS PMAX= 39.00 KIPS . IW. W W c a C FOOTING SECTION 17.2009 - Liljenquist Apartments FOOTING ELEVATION 191 FOOTING DEaIGN • LATERAL LOADS (ASD) GRIDLINE: A Total Wall Length (ft): 26.5 Wall footing Gravity Loads Footing Thickness (in): 12 Footing Width (in): 24 Pc (psi): 2500 Rebar Size: #5 Allow Bearing (psf): 3325 Load Type: Wind I Gravity Loads Moments and shears in footing Dead Load Tributary Line Load, w Load Type Elevation (ft) b (ft) (k) Shear (psf) Width (ft) (plf) Roof 20 7.5 150 Level s 0 0.0 0 Level 4 0 0.0 0 Level 0 0.0 0 Level 30 2.0 60 Leven 30 5.8 172.5 Wall 18 29.0 522 Slab 50 6.0 300 Footing 150 2.0 300 Total 298 1504.5 Load Type: Wind I Lateral loads Moments and shears in footing Lateral Force Level P (kips) Elevation (ft) b (ft) (k) Shear Roof 1.2 29.0 5 0.0 0.0 4 0.0 0.0 3 0.0 0.0 2 2.2 20.0 1 3.2 10.0 Load Type: Wind I Moments and shears in footing Condition P (kips) a (ft) b (ft) L (ft) Shear M (k*ft) V (kips) OK 0 0 0 0 39.9 Concrete shear capacity, V. (kips): -_ Eccentricity (ft): 2.7 Bearing at point of uplift 0.00 '...I,"`I'--_""""___"`�1�1�1 1967.4 OK Ultimate moment in footing, M. (k*ft): Minimum steel, A. (in') 0.00 0.26 Bars Req'd - - Required steel, A:,,., (in') 0.00 (1) q5 T&B at center atends Condition i - pinned Ipinned a � ,I '' 3.1 14.75 11.75 26.5 at point of uplift0.00 FI at x-3/8-1- 0.00 at fixed end 0.00 0.00 Condition 2- fixed tpinned at pinned end - 0.00 RSL 0 10 5 15 rN at point of upliftTP at center _ ! atends Condition 3 • fixed I fixed Globalchecks Localchecks Overturning moment, MOT (k*ft): 108.4 Overturning Shear in footing, V (kips): 0.00 Shear Resisting moment, Ma (k*ft): 528.3 OK Ultimate shear in footing, V. (kips): 0.00 OK Total dead load (kips): 39.9 Concrete shear capacity, V. (kips): 16.20 Eccentricity (ft): 2.7 Bearing Moment in footing, M (k*ft): 0.00 Soil bearing pressure, cl- (psf): 1967.4 OK Ultimate moment in footing, M. (k*ft): Minimum steel, A. (in') 0.00 0.26 Bars Req'd - - Required steel, A:,,., (in') 0.00 (1) q5 T&B 17.2009 - Liljenquist Apartments 192 FOOTING DESIGN - LATERAL LOADS (ASD) GRIDLINE: C Total Wall Leneth (ft): 29.3 Wall footing Gravity Loads Footing Thickness (in): 12 Footing Width (in): 24 f'c (psi): 2500 Rebar Size: #5 Allow Bearing (pso: 3325 Load Type: Wind I Gravity Loads Moments and shears in footing Dead Load Tributary Line Load, w Load Type Elevation (ft) L (ft) (k) M (k -ft) V (kips) (psf) Width (ft) (plf) Roof 20 5.9 117.5 Level 0 0.0 0 Level 0 0.0 0 Level 0 0.0 0 Level 30 2.0 60 Level 30 2.0 60 Wall 18 29.0 522 Slab 50 5.0 250 Fooling 150 2.0 300 Total 298 1309.5 Load Type: Wind I Lateral loads Moments and shears in footing Lateral Force Condition Level a (ft) Elevation (ft) L (ft) (k) M (k -ft) V (kips) Roof 1.3 29.0 5 0.0 0.0 4 0.0 0.0 3 0.0 0.0 2 2.3 20.0 1 3.4 10.0 Load Type: Wind I Moments and shears in footing Condition P (kips) a (ft) b (ft) L (ft) 0.00 M (k -ft) V (kips) Resisting moment, MR (k•ft): 0 0 0 0 OK Total dead load (kips): W61 'I `I Concrete shear capacity, V. (kips): 16.20 at point of uplift 3.1 TP Moment in footing, M (k"ft): 0.00 Soil bearing pressure, q... (psf): at center OK Ultimate moment in footing, M. (k"ft): Minimum steel, A, (in') 0.00 0.26 Bars Req'd at ends ., Condition 1 -pinned ipinned 0.00 (11 #5 T&B a b 1.5 7.25 22.08 29.33 at point of uplift 0.00 to atxed 0.00 r 0.00 0.00 � at fixed end end Condition 2 - fixed I pinned at pinned end l 0.00 9 0 10 5 15 a at point of uplift TP r at center at ends CondilJot 3 -fixed f fixed Global checks Localchecks Overturning moment, MOT (k"ft): 118.8 Overturning Shear in footing, V (kips): 0.00 Shear Resisting moment, MR (k•ft): 563.2 OK Ultimate shear in footing, V. (kips): 0.00 OK Total dead load (kips): 38.4 Concrete shear capacity, V. (kips): 16.20 Eccentricity (ft): 3.1 Bearing Moment in footing, M (k"ft): 0.00 Soil bearing pressure, q... (psf): 1723.7 OK Ultimate moment in footing, M. (k"ft): Minimum steel, A, (in') 0.00 0.26 Bars Req'd Required steel, A,,.R (in') 0.00 (11 #5 T&B 17.2009 - Liljenquist Apartments 193 FOOTING DESIGN - LATERAL LOADS (ASD) GRIDLINE: D Wall footing Footing Thickness (in): 12 Footing Width (in): 24 f (psi): 2500 Rebar Size: NS Allow Load Type: Wind I Gravity Loads Moments and shears in footing Dead Load Tributary Line Load, w Load Type Elevation (ft) b (ft) L (ft) Shear (psf) Width (ft) (plf) Roof 20 2.0 40 Level 5 0 0.0 0 Level 0 0.0 0 Level 0 0.0 0 Level 30 2.0 60 Leven 30 2.0 60 Wall 18 29.0 522 Slab 50 6.0 300 Footing 150 2.0 300 Total 298 1282.0 Load Type: Wind I Lateral loads Moments and shears in footing Lateral Force Level P (kips) Elevation (ft) b (ft) L (ft) Shear Roof 2.1 29.0 5 0.0 0.0 4 0.0 0.0 3 0.0 0.0 2 3.4 20.0 1 4.8 10.0 Load Type: Wind I Moments and shears in footing Condition P (kips) a (ft) b (ft) L (ft) Shear M (k -ft) V (kips) a D 0 D D- 37.4 Concrete shear capacity, V< (kips): yn Eccentricity (ft): 4.7 Bearing at point of upliftTP rr, Soil bearing pressure, qm.. (psi): 1905.7 OK Ultimate moment in footing, M. (k*ft): Minimum steel, A. (in') 0.00 0.26 at centerfl Required steel, A.,,, (in') 0.00 Il) p5 T&B at ends Condition 1 -pinned ! pinned a 4, b 1.5 7.25 21.92 29.17 at point of uplift 0.00 To x=3/8*L 0.00 0.00 0.00 att f fixed end Condition 2- fixed (pinned at pinned end'` 0.00 ab 0 0 0 0 m at paint of uplift TP at center ' atends Condiffo13 -fixed/ fixed NEW, Globalchecks Localchecks Overturning moment, Mor (k*ft): 176.9 Overturning Shear in footing, V (kips): 0.00 Shear Resisting moment, MR (k*ft): 545.4 OK Ultimate shear in footing, V. (kips): 0.00 OK Total dead load (kips): 37.4 Concrete shear capacity, V< (kips): 16.20 Eccentricity (ft): 4.7 Bearing Moment in footing, M (k*ft): 0.00 Soil bearing pressure, qm.. (psi): 1905.7 OK Ultimate moment in footing, M. (k*ft): Minimum steel, A. (in') 0.00 0.26 Bars Req'd Required steel, A.,,, (in') 0.00 Il) p5 T&B 17.2009 - Liljenquist Apartments 194 FOOTING DESIGN - LATERAL LOADS (ASD) GRIDLINE: E.5 local Wall Lengun to : GLA Wall footing Moments and shears in footing Footing Thickness (in): 12 Footing Width (in): 24 f (psi): 2500 Rebar Size: N5 Allow Bearing (psf): 3325 Load Type: Wind I Gravity Loads Moments and shears in footing Dead Load Tributary Line Load, w Load Type Elevation (ft) L (ft) 0.00 M (k -ft) V (kips) (psf) Width (ft) (plf) Roof 20 2.0 40 Level 0 0.0 0 Level 0 0.0 0 Level 0 0.0 0 Level 30 2.0 60 Leven 30 2.0 60 Wall 18 29.0 522 Slab 50 6.0 300 Footing 150 2.0 300 Total 298 1282.0 Load Type: Wind I Lateral loads Moments and shears in footing Lateral Force Condition Level a (ft) Elevation (ft) L (ft) 0.00 M (k -ft) V (kips) Roof 4.1 29.0 5 0.0 0.0 4 0.0 0.0 3 0.0 0.0 2 6.3 20.0 1 8.7 10.0 Load Type: Wind I Moments and shears in footing Condition P (kips) a (ft) b (ft) L (ft) 0.00 M (k -ft) V (kips) Jia -may- 0 0 0 0 OK Total dead load (kips): pq t Concrete shear capacity, V� (kips): 16.20 at point of uplift 8.1 TP Moment in footing, M (k*ft): 0.00 Soil bearing pressure, qm.. (psf): at center OK � 0.00 0.26 Bars Req'd at ends Condigan t -pinned ! pinned 0.00 (1) N5 T&B e b 3.1 7.25 24.83 32.08 at point of uplift 0.00 F atx=3/8*L 0.00 i 0.00 0.00 at fixed end Condition 2- fixed ipinned at pinned end 0.00 a o 10 5 15 t. at point of uplift s. at center ur, I at ends Condit)oi 3 -fixed I Axed Globalchecks Localchecks Overturning moment, Mo, (k*ft): 331.9 Overturning Shear in footing, V (kips): 0.00 Shear Resisting moment, MR (k*ft): 659.7 OK Ultimate shear in footing, V. (kips): 0.00 OK Total dead load (kips): 41.1 Concrete shear capacity, V� (kips): 16.20 Eccentricity (ft): 8.1 Bearing Moment in footing, M (k*ft): 0.00 Soil bearing pressure, qm.. (psf): 2361.1 OK Ultimate moment in footing, M. (k*ft): Minimum steel, A, fn') 0.00 0.26 Bars Req'd Required steel, A,,, (in') 0.00 (1) N5 T&B 17.2009 - Liljenquist Apartments 195 FOOTING DESIGN - LATERAL LOADS (ASD) GRIDLINE: H.5 Footing Thickness (in): 12 Footing Width (in): 24 f (psi): 2500 Rebar Size: #5 Allow Bearing (psf): 3325 Load Type: Wind I Gravity Loads Moments and shears in footing Dead Load Tributary Line Load, w Load Type (ft) L (ft) 0.00 M (k*ft) V (kips) (psf) Width (ft) (plf) Roof 20 2.0 40 Level 0 0.0 0 Level 0 0.0 0 Level 0 0.0 0 Level 30 2.0 60 Leven 30 2.0 60 Wall 18 29.0 522 Slab 50 15.0 750 Footing 150 2.0 300 Total 298 1732.0 Load Type: Wind I Lateral loads Moments and shears in footing LateralForceElevation Condition Level a (ft) (ft) L (ft) 0.00 M (k*ft) V (kips) Roof 5.2 29.0 5 0.0 0.0 4 0.0 0.0 3 0.0 0.0 2 8.0 20.0 1 10.9 10.0 Load Type: Wind I Moments and shears in footing Condition P (kips) a (ft) b (ft) L (ft) 0.00 M (k*ft) V (kips) O 0 0 D 0 OK Total dead load (kips): OR,'I 'j Concrete shear capacity, Vc (kips): 16.20 at point of uplift 7.6 TP Moment in footing, M (k*ft): 0.00 Soil bearing pressure, qm.. (psf): 3058.7 OK Ultimate moment in footing, M. (k*ft): Minimum steel, A: (in') 0.00 0.26 Bars Req'd at center Required steel, A,,,, (in') 0.00 (1) #ST&B at ends Condittcn 1 -pinned !pinned a 3.1 7.33 24.67 32 0 at point of uplift 2N002 ` P atx=3/8*L 0.00 1 at fixed end 0.00 0.00 Condition 2- fixed I`pinned at pinned end 0.00 Ll�I, 0 0 0 0 t+w) 'i '1 at point of uplift � � �� JJ"s at center r at ends Condition 3 -fixed I fixed Globalchecks Localchecks Overturning moment, MOT (k*ft): 419.8 Overturning Shear in footing, V (kips): 0.00 Shear Resisting moment, M. (k*ft): 886.8 OK Ultimate shear in footing, Vu (kips): 0.00 OK Total dead load (kips): 55.4 Concrete shear capacity, Vc (kips): 16.20 Eccentricity (ft): 7.6 Bearing Moment in footing, M (k*ft): 0.00 Soil bearing pressure, qm.. (psf): 3058.7 OK Ultimate moment in footing, M. (k*ft): Minimum steel, A: (in') 0.00 0.26 Bars Req'd Required steel, A,,,, (in') 0.00 (1) #ST&B 17.2009 - Liljenquist Apartments 196 FOOTING DESIGN - LATERAL LOADS (ASD) GR1OLINE: M Total Wall Length (it): 37.0 Wall footing Gravity Loads Footing Thickness (in): 12 Footing Width (in): 24 f'c (psi): 2500 Rebar Size: p5 Allow Bearing (psi): 3325 Load Type: Wind I Gravity Loads Overturning moment, Mor (k*ft): 325.0 Moments and shears in footing Dead Load Tributary Line Load, w Load Type Elevation (ft) b (ft) (k) (psf) Width (ft) (plf) Roof 20 2.0 40 Level 0 0.0 0 Level 0 0.0 0 Level 0 0.0 0 Level 30 2.0 60 Leven 30 2.0 60 Wall 18 29.0 522 Slab 50 16.3 816.5 Footing 150 2.0 300 Total 298 1798.5 Load Type: Wind I Lateral loads Overturning moment, Mor (k*ft): 325.0 Moments and shears in footing Lateral Force Shear Level P (kips) Elevation (ft) b (ft) (k) Roof 4.0 29.0 5 0.0 0.0 4 0.0 0.0 3 0.0 0.0 2 6.2 20.0 1 8.5 10.0 Load Type: Wind I Localchecks Overturning moment, Mor (k*ft): 325.0 Moments and shears in footing Shear in footing, V (kips): 0.00 Shear Condition P (kips) a (ft) b (ft) L (ft) M (k -ft) V (kips) J� ay 0 0 0 0 OK Ultimate moment in footing, M. (k*ft): 0.00 Minimum steel, A. (int) 0.26 Bars Req'd �°I 1 at point of uplift TP at center L� at ends. C"ditm 1 -pinned /pinned -a la 1.5 14.75 29.67 44.42 at point of uplift 0.00 tp 0.00 s 0.00 0.00 r�atx=3/8*L at fixed end Condition 2- fixed tpinned at pinned end 0.00 80 10 5 15 wxv at point of uplift TP r at center at ends Condi8o13 -fixed / fixed Globalchecks Localchecks Overturning moment, Mor (k*ft): 325.0 Overturning Shear in footing, V (kips): 0.00 Shear Resisting moment, MR (k*ft): 1231.1 OK Ultimate shear in footing, Vu (kips): 0.00 OK Total dead load (kips): 66.5 Concrete shear capacity, Vc (kips): 16.20 Eccentricity (ft): 4.9 Bearing Moment in footing, M (k*ft): 0.00 Soil bearing pressure, qm.. (psf): 2510.7 OK Ultimate moment in footing, M. (k*ft): 0.00 Minimum steel, A. (int) 0.26 Bars Req'd 17.2009 - Liljenquist Apartments 197 FOOTING DESIGN - LATERAL LOADS (ASD) GRIDLINE: N.5 Total Wall Length (ft): 29.3 Wall footing Gravity Loads Footing Thickness (in): 12 Footing Width (in): 24 f (psi): 2500 Rebar Size: q5 Allow Bearing (psf): 3325 Load Type: Wind I Gravity Loads Moments and shears in footing Dead Load Tributary Line Load,w Load Type Elevation (ft) b (ft) () Shear (psf) Width (ft) (plf) Roof 20 2.0 40 Level 0 0.0 0 Level 0 0.0 0 Level 0 0.0 0 Level 30 2.0 60 Level 1 30 2.0 60 Wall 18 29.0 522 Slab 50 20.0 1000 Footing 150 2.0 300 Total 298 +. 1982.0 Load Type: Wind I Lateral loads Moments and shears in footing LateralForce Level P (kips) Elevation (ft) b (ft) () Shear Roof 2.3 29.0 5 0.0 0.0 4 0.0 0.0 3 0.0 0.0 2 3.8 20.0 1 5.3 10.0 Load Type: Wind I Moments and shears in footing Condition P (kips) a (ft) b (ft) L (ft) Shear M (k•ft) V (kips) OK 0 0 0 0 58.0 Concrete shear capacity, V< (kips): mli I Eccentricity (ft): 3.4 Bearing Moment in footing, M (k'ft): r. " ,,_ 2668.2 OK Ultimate moment in footing, Mu (k•ft): Minimum steel, A, (in') 0.00 0.26 at point of uplift Required steel, Aaac (in') 0.00 (1) q5 T&B --.�---'�'P at center +. � at ends � >. Condition 1 -pinned !pinned fes, b 'I 1.5 7.25 22.08 29.33 at point of uplift 0.00 fP at L 0.00 � IN at end8- at fixed end 0.00 0.00 Condition 2- fixed Ipinned at pi Tined end'''- 0.00 Rb 0 10 5 15 lei �p at point of uplift , at center 0 ,t. d f l at ends Conditiol 3 -fixed t fixed Global checks Local checks Overturning moment, MOT (k'ft): 195.7 Overturning Shear in footing, V (kips): 0.00 Shear Resisting moment, MR (k'ft): 847.9 OK Ultimate shear in footing, Vu (kips): 0.00 OK Total dead load (kips): 58.0 Concrete shear capacity, V< (kips): 16.20 Eccentricity (ft): 3.4 Bearing Moment in footing, M (k'ft): 0.00 Soil bearing pressure, qm,. (psf): 2668.2 OK Ultimate moment in footing, Mu (k•ft): Minimum steel, A, (in') 0.00 0.26 Bars Req'd Required steel, Aaac (in') 0.00 (1) q5 T&B 17.2009 - Liljenquist Apartments 198 FOOTING DESIGN - LATERAL LOADS (ASD) GRIDLINE: Q Total Wall Len¢th Ift): 26.8 Wall footing Gravity Loads Footing Thickness (in): 12 Footing Width (in): 24 f (psi): 2500 Rebar Size: #5 Allow Bearing (psf): 3325 Load Type: Wind I Gravity Loads Moments and shears in footing Dead Load Tributary Line Load, w Load Type (psf) Width (ft) (plf) Roof 20 8.3 166.6 Level 0 0.0 0 Level 0 0.0 0 Level 0 0.0 0 Level 30 2.0 60 Level 30 5.5 165 Wall 18 29.0 522 Slab 50 5.5 275 Footing 150 2.0 300 Total 298 1488.6 Load Type: Wind I Lateral loads Moments and shears in footing Lateral Force Level P (kips) Elevation (ft) b (ft) (k) Shear Roof 1.0 29.0 5 0.0 0.0 4 0.0 0.0 3 0.0 0.0 2 1.9 20.0 1 2.7 10.0 Load Type: Wind I Moments and shears in footing Condition P (kips) a (ft) b (ft) L (ft) Shear M (k -ft) V (kips) _ JG 0 0 0 0 39.8 Concrete shear capacity, V. (kips): 'I6'61 ,I Eccentricity (ft): 2.4 Bearing at point of uplift 0.00 TP.......,� 1884.7 OK Ultimate moment in footing, Mu (k*ft): Minimum steel, A. (In') 0.00 0.26 at center Required steel, A.,,.a (in') 0.00 (1) H5 T&B at ends Condition t - pinnod ! pinned a b 3.1 12.167 14.583 26.75 at point of uplift 0.00 p atx=3/8*L 0.00 ! A at fixed end 0.00 0.00 Condition 2- fixed Ipinned at pinned end 0.00 +'I 0 10 5 15 Is'bt ` at point of uplift` .. TP r at center at ends Conditioi 3 -fixed I fixed Global checks Local checks Overturning moment, Mor (k*ft): 94.5 Overturning Shear in footing, V (kips): 0.00 Shear Resisting moment, MR (k*ft): 532.6 OK Ultimate shear in footing, Vu (kips): 0.00 OK Total dead load (kips): 39.8 Concrete shear capacity, V. (kips): 16.20 Eccentricity (ft): 2.4 Bearing Moment in footing, M (k*ft): 0.00 Soil bearing pressure, qm.. (psf): 1884.7 OK Ultimate moment in footing, Mu (k*ft): Minimum steel, A. (In') 0.00 0.26 Bars Req'd Required steel, A.,,.a (in') 0.00 (1) H5 T&B 17.2009 - Liljenquist Apartments 199 FOOTING DESIGN - LATERAL LOADS (ASD) GRIDLINE: 3 Total Wall Length (ft): 14.8 Wall footing Gravity Loads Footing Thickness (in): 12 Footing Width (in): 30 f'c (psi): 2500 Rebar Size: N5 Allow Bearing (psf): 3325 Load Type: Seismic Gravity Loads Moments and shears in footing Dead Load Tributary Line Load, w Load Type Elevation (ft) L (ft) 0.00 M (k -ft) V (kips) (psf) Width (ft) (pin Roof 20 3.3 66.6 Level 0 0.0 0 Level 4 0 0.0 0 Level 3 0 0.0 0 Level 30 8.3 249.9 Leven 30 4.4 131.25 Wall 18 29.0 522 Slab 50 12.5 625 Footing 150 2.5 375 Total 298 1969.8 Load Type: Seismic Lateral loads Moments and shears in footing Lateral Force Condition Level a (ft) Elevation (ft) L (ft) 0.00 M (k -ft) V (kips) Roof 1.1 29.0 5 0.0 0.0 4 0.0 0.0 3 0.0 0.0 2 2.2 20.0 1 3.0 10.0 Load Type: Seismic Moments and shears in footing Condition P (kips) a (ft) b (ft) L (ft) 0.00 M (k -ft) V (kips) J am, _JLb y 0 0 0 0 OK Total dead load (kips): wel Concrete shear capacity, Va (kips): 20.25 Eccentricity (ft): 3.6 *,_ Moment in footing, M (k*ft): 0.00 Soil bearing pressure, gmaa (psf): at point of uplift OK �-("'-I. 0.00 Minimum steel, Aa (in') 0.32 Bars Req'd at center Required steel, Aa,,:,, (in') 0.00 (2) 1#5 T&B at ends Condition t - pinned 1pinned - a b 2.1 14.75 11.75 26.5 at point of uplift 0.00 P atx=3/8*L 0.00 at fixed end 0.00 0,00 Condition 2 -fixed f pinned at pinned end` 0.00 8b 0 10 5 15 Lia11F .... ... tP at point of uplift at center at ends Condition 3 -fixed 1 fixed Global checks Localchecks Overturning moment, MOT (k*ft): 105.9 Overturning Shear in footing, V (kips): 0.00 Shear Resisting moment, MR (k*ft): 214.3 OK Ultimate shear in footing, V. (kips): 0.00 OK Total dead load (kips): 29.1 Concrete shear capacity, Va (kips): 20.25 Eccentricity (ft): 3.6 Bearing Moment in footing, M (k*ft): 0.00 Soil bearing pressure, gmaa (psf): 2865.2 OK Ultimate moment in footing, M� (k -ft): 0.00 Minimum steel, Aa (in') 0.32 Bars Req'd Required steel, Aa,,:,, (in') 0.00 (2) 1#5 T&B 17.2009 - Liljenquist Apartments 200 FOOTING DESIGN • LATERAL LOADS (ASD) GRIDLINE: 6 Total Wall Length Ift): 23.8 Wall footing Gravity Loads Footing Thickness (in): 12 Footing Width (in): 24 f (psi): 2500 Rebar Size: d5 Allow Bearing (psf): 3325 Load Type: Seismic I Gravity Loads Moments and shears in footing Dead Load Tributary Line Load, w Load Type Elevation (ft) L (ft) (k) M (k -ft) V (kips) (psf) Width (ft) (plf) Roof 20 3.3 66.6 Level 0 0.0 0 Level 0 0.0 0 Level 0 0.0 0 Level 30 5.5 165 Level 30 5.5 165 Wall 18 29.0 522 Slab 50 5.5 275 Footing 150 2.0 300 Total 298 1493.6 Load Type: Seismic I Lateral loads Moments and shears in footing Lateral Force Condition Level a (ft) Elevation (ft) L (ft) (k) M (k -ft) V (kips) Roof 0.7 29.0 5 0.0 0.0 4 0.0 0.0 3 0.0 0.0 2 1.5 20.0 1 2.0 10.0 Load Type: Seismic I Moments and shears in footing Condition P (kips) a (ft) b (ft) L (ft) 0.00 M (k -ft) V (kips) Jia „b 1 0 0 0 0 OK Total dead load (kips): mq 'mmt°° Concrete shear capacity, V. (kips): 16.20 at point of uplift 2.0 Bearing Moment in footing, M (k•ft): 0.00 Soil bearing pressure, qm.. (psf): at center OK Z7 0.00 0.26 Bars Req'd at ends Condition 1 -pinned I 0.00 (1) d5 T&B a ( b 2.1 14.75 11.75 26.5 �I ri at point of uplift 0.00 lo at X=3/8-1.1 0.00 0.00 �IF�----- fi at fixed end 0.00 0.00 Condition 2- fixed? pinned at pinned end _ Rey 0 0 0 0 +I Ia'df � � at point of uplift TP r at center at ends C:ordifiol 3 -fixed I fixed Global checks Localchecks Overturning moment, Mor (k -ft): 70.9 Overturning Shear in footing, V (kips): 0.00 Shear Resisting moment, MR (k'ft): 424.1 OK Ultimate shear in footing, W (kips): 0.00 OK Total dead load (kips): 35.6 Concrete shear capacity, V. (kips): 16.20 Eccentricity (ft): 2.0 Bearing Moment in footing, M (k•ft): 0.00 Soil bearing pressure, qm.. (psf): 1868.0 OK Ultimate moment In footing, Mu (k`ft): Minimum steel, A, (in') 0.00 0.26 Bars Req'd Required steel, A,.,, (in') 0.00 (1) d5 T&B 17.2009 - Liljenquist Apartments 201 FOOTING DESIGN - LATERAL LOADS IABD) GRIDLINE: B Total Wan Lengtn tt): 14.6 Wall footing Moments and shears in footing Footing Thickness (in): 12 Footing Width (in): 30 f'c (psi): 2500 Rebar Size: tt5 Allow Bearing (psf): 3325 Load Type: Seismic Gravity Loads Moments and shears in footing Dead Load Tributary Line Load, w Load Type (psf) Width (ft) (plf) Roof 20 3.3 66.6 Level 5 0 0.0 0 Level 0 0.0 0 Level 0 0.0 0 Level 30 8.3 249.9 Level 30 4.4 131.25 Wall 18 29.0 522 Slab 50 12.5 625 Footing 150 2.5 375 Total 298 0 1969.8 Load Type: Seismic Lateral loads Moments and shears in footing Lateral Force Condition Level a (ft) Elevation (ft) L (ft) (k) M (k -ft) V (kips) Roof 0.7 29.0 5 0.0 0.0 4 0.0 0.0 3 0.0 0.0 2 1.5 20.0 1 2.0 10.0 Load Type: Seismic Moments and shears in footing Condition P (kips) a (ft) b (ft) L (ft) 0.00 M (k -ft) V (kips) Resisting moment, MR (k*ft): 2.1 14.25 0.5 14.75 OK Total dead load (kips): 29.1 Concrete shear capacity, V� (kips): 20.25 at point of uplifti 0.00 Bearing Moment in footing, M (k*ft): 0.00 Soil bearing pressure, qm.. (psf): at center 0.00 `... L� r� 0.00 0.32 Bars Req'd at ends. 0.00 Condition i -pinned I pinned 0.00 - a _/ 0 0 0 0 '' at point of uplift p at k ; , f at fixed d end end at Condition 2- fixed Ipinned at pinned end'' ' L, O 0 0 0 at point of uplift - -. at center at ends Conditiol 3 -fixed I fixed _ Globalchecks LOcalcnecxs Overturning moment, MuT (k*ft): 69.3 Overturning Shear in footing, V (kips): 0.00 Shear Resisting moment, MR (k*ft): 214.3 OK Ultimate shear in footing, V. (kips): 0.00 OK Total dead load (kips): 29.1 Concrete shear capacity, V� (kips): 20.25 Eccentricity (ft): 2.4 Bearing Moment in footing, M (k*ft): 0.00 Soil bearing pressure, qm.. (psf): 2340.2 OK Ultimate moment in footing, M. (k*ft): Minimum steel, A:(in ') 0.00 0.32 Bars Req'd Required steel, Axren (in') 0.00 (2) tt5 T&B 17.2009 - Liljenquist Apartments 202 �F SPREAD FOOTING DESIGN 17.2009 - Liljenquist Apartments 203 SPREAD FOOTING Ult. Ratio: 1.49 Allowable qu (psf)> qmax (psf) e (ft): 0.00 NOT[e: gmin (pso: 3149 b dia: 0.625 of (psf): 3149 FOOTING MARK! Cl ✓{ C2 Punching Vc (psi): 150.0 Punching Shear Resistance (k) > Applied Force (k) Vertical Loads: Moments: Properties: PDL (k): 9.4 MDL (k -ft): 0 COLI (in): 6 to (psi): 2,500 Qr: 0.85 PLL (k): 24.44 MILL (k -ft): 0 COL.W (in): 3 fy (psi): 60,000 Pu (k): 50.4 Mu (k -ft): 0 fl: 2.00 ca (psf): 2,500 FOOTING DIMENSIONS; Long (ft): 4 Short (ft): 4 Footing Depth (in): 18 Vol. (yd'): 0.89 Depth of Steel, d (in): 14.38 STEEL IN LONG DIRECTION; bar size: #5 area of bar: 0.31 b dia: 0.625 No. of bars req: 1 No. of bars provided: 4 BEARING AND SHEAR CALCULATIONS! Ult. Ratio: 1.49 Allowable qu (psf)> qmax (psf) e (ft): 0.00 3,722 > 3,149 OK gmin (pso: 3149 b dia: 0.625 of (psf): 3149 No. of bars req: 2 Punching Vc (psi): 150.0 Punching Shear Resistance (k) > Applied Force (k) 162.8 > 41.2 OK Wide Bm Vc (psi): 75.0 Wide Bm Shear Cap. (Ibfin) > Shear Force (Ib/in) 1078.1 > 144.9 OK U long (ft): 1.75 Check p., Check development length: Mu (k -ft): 4.82 Req p: 0.0004 Caldd Ld (in): 30 As req(in2/ft): 0.08 Min p: 0.0033 Reduced Ld (in): 7 As pro(in'/ft): 0.31 Max p: 0.0134 Min Ld (in): 12 Use p: 0.0006 Available Ld (in) - Req Ld (in) Less than pmax, OK 21 >= 12 OK STEEL IN SHORT DIRECTION! bar size: #5 U short (ft): 1.88 area of bar: 0.31 Mu (k -ft): 5.54 b dia: 0.625 As req(in'/ft): 0.09 No. of bars req: 2 As pro(in2/ft): 0.31 No. of bars provided: 4 Check p: Req p: 0.0005 Min p: 0.0033 Max p: 0.0134 Use p: 0.0007 Less than pmax, OK Check development length: Caldd Ld (in): 30 Reduced Ld (in): 8 Min Ld (in): 12 Available Ld (in)>= Req Ld (in) 21 >= 12 OK 17.2009 - Liljenquist Apartments 204 SPREAD FOOTING NOTESr FOOTING MARK, P4 (under canopies) Vertical Loads: Moments: Properties: PDL (k): 1.612 MDL (k -fl): 0 COU (in): 6 fc (psi): 2,500 fl': 0.85 PLL (k): 4.095 MLL (k -ft): 0 COL.W (in): 3 fy (psi): 60,000 Pu (k): 8.5 Mu (k -ft): 0 61: 2.00 qa (psp: 2,500 FOOTING DIMENSIONS, Long (ft): 2 Short (ft): 2 Footing Depth (in): 18 Vol. (yd'): 0.22 Depth of Steel, If (in): 14.50 STEEL IN LONG DIRECTION: bar size: #4 area of bar: 0.2 b dia: 0.5 No. of bars req: 1 No. of bars provided: 2 STEEL IN SHORT DIRECTION: bar size: #4 area of bar: 0.2 b dia: 0.5 No. of bars req: 1 No. of bars- provided: 2 SEARING AND SHEAR CALCULATIONS: Ult. Ratio: 1.49 Allowable qu (psf) > gmax (psf) e (It): 0.00 3,718 > 2,122 OK gmin (psf): 2122 of (psf): 2122 Punching Vc (psi): 150.0 Punching Shear Resistance (k) > Applied Force (k) 165.3 > -0.8 OK Wide Bm Vc (psi): 75.0 Wide Bm Shear Cap. (Ib/in)> Shear Force (Ib/in) 1087.5 > -81.0 OK U long (ft): 0.75 Check p: Check development length: Mu (k -ft): 0.60 Req p: 0.0001 Caldd Ld (in): 24 As req(In2/ft): 0.01 Min p: 0.0033 Reduced Ld (in): 1 As pro(in2/ft): 0.20 Max p: 0.0134 Min Ld (in): 12 Use p: 0.0001 Available Ld (in) >= Req Ld (in) Less than pmax, OK 12 >= 12 OK L' short (ft): 0.88 Check p. Check development length: Mu (k -ft): 0.81 Req p: 0.0001 Caldd Ld (in): 24 As req(in2/ft): 0.01 Min p: 0.0033 Reduced Ld (in): 1 As pro(in2/ft): 0.20 Max p: 0.0134 Min Ld (in): 12 Use P. 0.0001 Available Ld (in)>= Req Ld (in) Less than pmax, OK 12 >= 12 OK 17.2009 - Liljenquist Apartments 205 CONCRETE WALL DESIGN 17.2009 - Liljenquist Apartments 206 censeu LU: .01 Cuglneellug Jyslelll DUlLLLl Ulls. L1 Cenae In; u111Z/1/ \smep\2017\17.2000 str only\17.2009_liljenquist apartments\02 engineering\calculations \structural\foundation\17.200!'. I !neral Information: File Name: w:\smep\2017\17.2000 str only\17.2009_liljenquist apartments\02 ...\17.2O09_stem wall.col Project: Liljenquist Apartments Column: Engineer: SG Code: ACI 318-11 Units: English Run Option: Investigation Run Axis: X-axis .terial Properties: Concrete: Standard f -c = 2.5 ksi Ec = 2850 ksi fc = 2.125 ksi Eps_u = 0.003 in/in Betal = 0.85 ction: Rectangular: Width = 12 in Gross section area, Ag = 96 in^2 Ix = 512 in^4 rx = 2.3094 in Xo = 0 in inforcement Slenderness: Not considered Column Type: Structural Steel: Standard fy = 60 ksi Es = 29000 ksi Eps_yt = 0.00206897 in/in Depth = 8 in Iy = 1152 in^4 ry = 3.4641 in Yo = 0 in Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ------------------------ ------------------------ ------------------------ # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area: As = 0.13 in^2 at rho = 0.14% (Note: rho < 0.50%) Minimum clear spacing = -0.21 in Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) ---------.------------------------------------------------------------------ 0.13 0-.0 0..0 .ctored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. kip k -ft k -ft in in ----------------------------------------------------------------------- ------ 1 25.00 2.00 8.29 4.143 1.89 4.00 0.00335 0.759 *** End of output *** 17.2009 - Liljenquist Apartments 207 E:9) ris Wall in File: w:\smep\2017\17.2000 str Title LiljQnqulst Apartments Page: Job # 17.2009 Dsgnr: SDG Date: 1 MAR 2017 Description.... Screen Wall cense �KW�06057556f1tIICV@red Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 cense W' ONO SYSTEM SOLUTI Criteria Soil Data Soil Density, Toe Retained Height = 2.00 ft Allow Soil Bearing = 2,500.0 psf FootingIiSoil Friction Wall height above soil = 5.08 ft Equivalent Method Soil height to ignore Heel Acti eFluid Pressueesure 45.0 psf/ft for passive pressure Slope Behind Wall = 0.00: 1 = 1.00 Height of Soil over Toe = 24.00 in Passive Pressure = 250.0 psf/ft Base Above/Below Soil Water height over heel = 0.0 It Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIiSoil Friction = 0.350 Soil height to ignore The above lateral load for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel - 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 235.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 6.0 in additional DL on stem is for brick veneer Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load Wall to Fig CL Dist = has been increased 1.00 by a factor of Wind on Exposed Stem = 16.8 psf applied wind load=28 psf (LRFD) 17.2009 - Liljenquist Apartments Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 it Footing Type Line Load Base Above/Below Soil = at Back of Wall 0.0 ft Poisson's Ratio = 0.300 r�i Title Liljgnquist Apartments Page: Job # 17.2009 Dsgnr: SDG Date: 1 MAR 2017 Description.... Screen Wall This Wallin File: w:\smep\2017\17.2000 str License To :OENGINEERING SYSTEM SOLUTI&Antilevered Retaining Wall Design Code: IBC 2012,ACI 318 -11 -,ACI 530-1' Design Summary Wall Stability Ratios Overturning = 3.58 OK Sliding = 5.52 OK Total Bearing Load = 1,682 lbs ...resultant ecc. = 5.57 in Soil Pressure @ Toe = 1,081 psf OK Soil Pressure @ Heel = 40 psf OK Allowable = 2,500 psi Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,297 psi ACI Factored @ Heel = 48 psi Footing Shear @ Toe = 6.2 psi OK Footing Shear @ Heel = 1.5 psi OK Allowable = 75.0 psi Sliding Cafes (Vertical Component Used) Lateral Sliding Force = 287.8 lbs less 100% Passive Force= - 1,000.0 lbs less 100% Friction Force = - 588.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors Toe Width = Building Code IBC 2012,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Footing Dimensions & Strengths Toe Width = 1.25 ft Heel Width = 1.75 Total Footing Width = 3.00 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 it fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm: 3.00 in Stem Construction Design Height Above Ftt it Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data 243 ft-# Actual 1 -Way Shear fb/FB+fa/Fa = Total Force @ Section = 75.00 Service Level lbs = Strength Leve lbs= Moment.... Actual = # 5 @ 18.00 in Service Level ft-#= Strength Leve ft-#= phiMn or Mallowable ft-# = Shear..... Actual Service Level psi = Strength Leve psi = Vallowable/(bd) psi= Wall Weight psf= Rebar Depth 'd' in = Masonry Data I'm psi= Fs psi = Solid Grouting = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data fc Fy psi = psi = Bottom Stem OK Stem OK 2.00 0.00 Masonry Masonry ASD ASD 6.00 6.00 # 4 # 5 32.00 24.00 Center Center 0.917 0.951 85.3 175.3 334.3 565.0 375.7 625.3 2.6 5.3 45.9 46.5 58.0 58.0 2.75 2.75 1,500 1,500 24,000 20,000 Yes Yes 21.48 21.48 1.000 1.000 5.60 5.60 Medium Weight 416 ft-# ASD = 462 Footing Design Results Toe Heel Factored Pressure = 1,297 48 psi Mu': Upward = 878 173 ft-# Mu': Downward = 416 416 ft-# Mu: Design = 462 243 ft-# Actual 1 -Way Shear = 6.19 1.48 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S' Fr Key: No key defined 17.2009 - Liljenquist Apartments 209 Title Lillgnqulst Apartments Page:_ Job # 17.2009 Dsgnr: SDG Dale: 1 MAR 2017 Description.... Screen Wall iIs Wall in File: w:\smep\2017\17.2000 str only\17.2009_liljenquist apartments\02 engineering\calcu nainPro 10 (c) 1967-2014, Build 10.14.12.11 (�� cerise To ENGINEERING SYSTEM SOLUTIAntilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 test Active Hressure = ;urcharge over Heel = ;urcharge Over Toe = tdjacent Footing Load = tdded Lateral Load = .oad @ Stem Above Soil = Total .....OVERTURNING..... Force Distance Moment lbs ft ft-# 202.5 1.00 202.5 85.3 5.54 472.8 287.8 O.T.M. 675.3 Resisting/Overturning Ratio = 3.58 /art. component of active S.P. used for Overturning Resistance. Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight = .....RESISTING..... Force Distance Moment lbs ft ft-# 275.0 2.38 653.1 235.0 1.00 235.0 275.0 0.63 171.9 410.6 1.50 616.0 36.7 1.83 67.2 450.0 1.50 675.0 Total = 1,682.3 lbs R.M.= 2,418.2 " Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deo @ Top of Wall (approximate only) 0.071 in The above calculation is not valid if the heel soil bearina pressure exceeds that of the toe, because thew II would then tend to rotate into the retained soil. 17.2009 - Liljenquist Apartments 210