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Report (3) Wi MUM, 0 Q NEW MILLENNIUM C7 pao i 81 00 I 8 BUILDING SYSTEMS APPROVED September 24,2019 RECEIVED OFFICE COPY To: Stuart Holgate MAR 2 3 2020 North Star Industries,Inc. CITY OF TIGARD BUILDING DIVISION Project: Tigard High School-Phase 1 Tigard, OR REVISION NMBS Job#5618-0007 REVISION Re: Joist Supplemental Calculations -Field Reinforcing Due to Added Loading This letter is provided as requested,for the analysis and field reinforcing recommendations due to the additional joist loading received June 6th, 2019. The additional loading was provided to NMBS from North Star Industries. "-�oogss Respectfully, \`' �,G I N EER 72501 9-26-19 Hamed Zargar ‹, OREGON Design Engineer <0 L, 3 20 p k- y7S MON1C3C Exp. 12-31-20 ®REVIEWED ❑MAKE CORRECTIONS NOTED []REJECTED []REVISE AND RESUBMIT THIS REVIEW DOES NOT RE`:EVE CONTRACTOR FROM COMPLIANCE WITH THE REOL'.REMENTS 0=THE DRAWINGS AND SPECIFICATIONS. THIS REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT O--HE PROJECT AND GENERAL COMPLIANCE WITH THE INFORMATION GIVEN IN THE CONTRACT DOCUMENTS- CONTRACTOR !S RESPONSIBLE FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIM ENS-ONS, SELECTING FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION.COORDINATING THEIR WORE WITH ALL OTHER TRADES,AND PERFORMING THEIR WORK IN A SAFE AND SATISFACTORY MANNER. 03/02/2020 DAA DATE CATENA CONSULTING ENGINEERS BY REVISION 8200 Woolery Way I Fallon,Nevada 89406 I Phone:775-867-2130 I Fax:775-867-2169 www.newmill.com Building a better steel experience. Cil NEW MILLENNIUM BUILDING SYSTEMS JOIST CALCULATION DEFINITION SHEET Load Types: (Figure 1) Uniform Uniform line load applied to TC or BC Net Uplift Uniform line load applied to TC(not concurrent w/uniform dead or live loading) Gross Uplift Uniform line load applied to TC(concurrently w/factored dead loads per Code requirements) Axial Compressive/Tensile(+/-)forces applied to TC or BC Concentrated Load Vertical load applied at given location Conc @ any pp Vertical load applied at any panel point(local panel bending not applied to chords) Conc anywhere Vertical load applied at any location along chord (local panel bending applied to chords) Conc w/bending Vertical load applied at given location (local panel bending applied 1 to chords) Category: (Figure 1) DL Dead Load LL Live Load TL Total Load (DL+ LL) IP Inward Pressure j WL Wind Load SM Seismic Load CL Collateral Load SL Snow Load (1), (2), (3),etc. Individual Separate Design Load Cases Position: (Figure 1) TC Top Chord BC Bottom Chord Load Combinations: (Figure 2) All shown load combinations are ran for each Load Case(1,2, 3,etc.) Loads Load Type Category Load1 Load2 Position Direction Loereegin Sp/End Uniform(plf) DL(1) 96.47 96.47 TC + 0-0 i 30-5 5/8 Uniform(plf) LL(1) 234.22 234.22 IC + 0-0 130-5518 • Net Up9ft(g__ WL(1) 87.00 67.00 TC - 0-0 I1 305 5/8 __ Uniform(pit) TL(2) 319.00 319.00 TC + 0-0 30-5 5/8 _ Axial(Ibs) SM(2) 300.00 0.00 TC + 0-0 0-0 Conc Load(Ibs) DL(2) 1,700.00 0.00 TO + 13-01/4 13-0 1/4 Conc Load(Ibs) DL(2) 1,700.00 0.00 TC 26-61/4 26-61/4 Figure 1 Load Col i (Example only) Case 1:OL Case 6a:OL+CL+0.85(TL)..WL+AX Case 2a:LL Case 66:DL+CL+0.851TLkWL.AX Case 2b:Si. Case&:DL+CL+0.85(L)+WL+AX+1P Case 3a:DL.CL.TL+LL Case 6d:0L+CL+0.851TL).W L-AX+IP Case 3b:OL+CL+TL+SL Case 6e:DL.CL.0.851TL)+SM+AX Case 3c:DL+CL+TL+LL+FEM Case 61:DL+CL.0.85(TL)+SM-AX Case 3d:DL+CL+TL+SL.FEM Case 7a:DL+CL+0.85(TL)+0.75(WL.AX.LL) Case 3e:DL+CL+TL.LL Case 7b:DL.CL.0.851T11+0.75(WL-AX+LL) Case 31:OL+CL+TL+SL Casa 7c:OL+C1.+0,85(TL)+0.751 W L+Ax.LL+IPI Case 4a:DL.WL+AX Case 7d:DL.CL.0.85(TL)+0.75(WL-AX-LL+IP) Case 46:DL+WL-AX Case 7e:OL.CL+0.85(1L).0.75(SM.AX+LL) Case 4c:DL+WL+AX+IP Case 71:DL.C1.+0.85(TL).0.75(SM-AX+LL) Case 4d:DL.WL-AX+IP Case 8a:DL+CL+0.85(TL)+0.75(WL.AX.SL) Casa 4e:DLeSM+AX Case 86:DL+CL+0.65(TL).0.75(WL-AX.SL) Casa 41:DL,SM-AX Case Pit:DL.CL+0.85(TL)+0 75(WL+AX+SL.IP) Case 5a:0.6(DL)+WL+AX Casa 8d:131..CLe0.8501.)+0.751WL.AX.SL+IP) Case 56:0.8(DL)+WLAX Case Be:DL+CL+0.85(TLµ0.751WL.Ax.SL+SM) — Case 5c:0.6(DL)+WL+AX+IP Case 8f:DL+CL+0.85(TL)+075(WL-AX+SL+SMI Case 5d:0.6(01)+WL-AX+IP Case 9a:12(D14+0.51LL)+0.8(TL)+SM+AX+FEM Figure 2 Case 5e:0.6(01)+WL+AX.SM Case 9b:1.2(DL)+0.5(LLµ0.8(TL)+SM-AX+FEM Case 61-0.6(OL)+W L-AX.SM 8200 Woolery Way I Fallon,Nevada 89406 Phone:775-428-0600 I Fax:775-867-2169 I www.newmill.com 'Lr=.XIBLE to the FINISH Interior Dimensions: TC PANEL -� — V2 BC PANEL Left End Dimensions: OVERALL. LENGTH BASELENG TH TCX FIRST DIAGONAL TC PANEL W2 V 1S W3 W4 V2 SC PANEL - FIRST HALF BC Right End Dimensions: FIRST DIAGONAL. T C X I TC PANEL V2 4 W3 1S 2 BCX FIRST HALF BC PANEL Notes&Abbreviations: TCX-Top Chord Extension BCX-Bottom Chord Extension BPL-Base Plate Length V1S-First Vertical Web Member V2-Standard Vertical Web Member W2-First Diagonal Web Member All vertical and diagonal web members are ordered numerically progressive toward interior 8200 Woolery Way I Fallon,Nevada 89406 I Phone:775-428-0600 I Fax:775-867-2169 I www.newmill.com FLEXIBLE to the FINISH , STRESS ANALYSIS - PAGE 1 l/� Job Number. Job Name: Date Run: �/� 5618-0007 TIGARD HIGH SCHOOL-SHOPORDERS 6/7/2019 1:27:58 PM NEW M I L L E N N I U M Location: Joist Description: Mark: aLIII_oING G,STElka TIGARD,OR Long Span 24LH386/260 J51 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 35-9 1/2 35-5 1/2 24.00 22.47 8 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 2-9 1/2 Ittmttm;mttnmtmm(nnmmirrrmtrrRtmmtrnrrmrrttmtmntlrtnmtrrrrnmmtt mmmrAtmttmr tmnmT1rmnmmtmmm�rrmrrrrnm t mr� TC Panel 2-6 2-0 / ��. First Half 1-0 0-6 III IIItI} Ball Ii11 1I IIIME1P1I1TAI ICI IIILILi(i lillllII]➢IDiII I[1tflLAl])'� First Diag. 4-6 3-3 1/2 Depth 24.00 24.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform(plf) DL(1) 126.00 126.00 TC + 0-0 35-9 1/2 L-BL Uniform(plf) LL(1) 260.00 260.00 TC + 0-0 35-9 1/2 L-BL Axial(Ibs) WL(1) 3,000.00 0.00 BC + 0-0 0-0 L-BL Uniform (plf) IP(1) 60.00 60.00 TC + 0-0 35-9 1/2 L-BL Additional Shear(Ibs) LL(1) 500.00 0.00 TC + 0-0 0-0 L-BL Axial (Ibs) WL(1) 3,000.00 0.00 TC + 0-0 0-0 L-BL Uniform(plf) DL(1) 84.00 84.00 BC + 0-0 35-9 1/2 L-BL Axial(Ibs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 L-BL Uniform(plf) SM (1) 21.00 21.00 TC + 0-0 35-9 1/2 L-BL Axial(Ibs) SM(1) 3,500.00 0.00 BC + 0-0 0-0 L-BL Uniform(plf) DL(1) 20.00 20.00 TC + 0-0 35-9 1/2 L-BL Conc Load(Ibs) CL(1) 3,000.00 0.00 TC + 5-3 5-3 L-OAL Conc Load(Ibs) CL(1) 3,000.00 0.00 TC + 16-5 16-5 L-OAL Concw/bending (Ibs) CL(1) 262.00 0.00 BC + 21-11 21-11 L-OAL Concw/bending (Ibs) CL(1) 262.00 0.00 BC + 24-3 24-3 L-OAL Gross Uplift(plf) WL(2) 36.00 36.00 TC - 0-0 35-9 1/2 L-BL Axial(Ibs) WL(2) 3,000.00 0.00 BC + 0-0 0-0 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 12,871.21 10,528.73 3,217.80 59,178.27 60,532.23 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,061.22 23,722.52 0.00 0.00 26,326.66 1,217.25 45.88 0-2 V1S 1,019.57 23,275.96 0.00 0.00 586.10 1,674.33 25.48 2-6 W3 1,019.57 23,275.96 29,203.89 4,296.29 587.50 13,480.89 25.48 3-6 W4 1,772.83 37,565.59 29,203.89 4,296.29 12,552.42 731.50 32.88 4-6 W5 1,772.83 37,565.59 44,254.97 5,172.49 547.53 10,202.83 32.88 6-6 W6 2,495.26 50,119.94 44,254.97 5,172.49 9,014.87 731.50 32.88 8-6 W7 2,495.26 50,119.94 54,801.69 5,741.14 336.86 7,335.34 32.88 10-6 W8 2,910.14 58,659.04 54,801.69 5,741.14 6,147.38 731.50 32.88 12-6 W9 2,910.14 58,659.04 60,532.23 6,002.24 233.44 4,707.67 32.88 14-6 W10 3,017.46 59,178.27 60,532.23 6,002.24 2,533.73 4,707.67 32.88 16-6 W10 3,017.46 59,178.27 56,571.13 5,955.79 4,707.67 733.13, 32.88 18-6 W9 2,817.23 53,139.57 56,571.13 5,955.79 733.13 5,538.18 32.88 20-6 W8 2,817.23 53,139.57 48,128.43 5,601.78 7,760.73 733.13 32.88 22-6 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 l/� Job Number: Job Name: Date Run: �/� 5618-0007 TIGARD HIGH SCHOOL-SHOPORDERS 6/7/2019 1:27:58 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILDING. SYSTEMS ,TIGARD, OR Long Span 24LH386/260 J51 Stress Analisis Summary, Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W7 2,309.45 42,292.88 48,128.43 5,601.78 733.13 8,948.70 32.88 24-6 W6 2,309.45 42,292.88 35,180.84 4,940.23 10,756.00 733.13 32.88 26-6 W5 1,494.11 27,244.38 35,180.84 4,940.23 733.13 11,943.96 32.88 28-6 W4 1,494.11 27,244.38 18,191.98 3,971.11 13,531.32 733.13 32.88 30-6 W3 824.55 15,759.27 18,191.98 3,971.11 568.23 10,264.53 23.26 32-6 V 1 S 824.55 15,759.27 0.00 0.00 542.84 1,302.74 24.40 33-9 1/2 W2 848.32 16,014.22 0.00 0.00 18,348.18 1,042.10 38.70 33-0 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 87.09 2,352.13 22.47 i STRESS ANALYSIS - PAGE 2 �/� Job Number. Job Name: Date Run: �/� 5618-0007 TIGARD HIGH SCHOOL-SHOPORDERS 6/7/2019 1:27:58 PM NEW MILLENNIUM Location: Joist Description: Mark: aLAILoItiG SYSTEMS TIGARD,OR Long Span 24LH386/260 J51 Chord Properties Chord Area Rx Rz Ryy Y lx Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A=2.8750 x.209 BC 1.0151 0.7748 0.4934 1.4841 0.7033 0.6093 0.9679 2521 =2 1/2 x 2 1/2 x.212 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 541.10 453.44 680.16 21-101/4 29-81/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 28.00 24.00 24.00 15.50 22.00 1.1250 Min Weld Len 2X: Bending Load 406.00, 406.00 406.00 406.00 406.00 0.6376 Axial Load 23,722.52 23,275.96 59,178.27 15,759.27 16,014.22 Max Load Fillers TC fa 5,782.60 10,384.56 26,402.37 7,030.99 3,903.62 59,849.52 Maximum K Lir 51.51 44.15 22.08 28.51 40.47 Max Load no Fillers TC: Fcr 38,755.03 40,650.88 44,889.95 43,908.75 41,518.74 57,427.07 Fa 23,253.02 24,390.53 26,933.97 26,345.25 24,911.25 TC OAL/Ryy. 257.69 Fe 2,563,715.75 401,690.22 714,116.00 963,053.38 4,152,795.75 BCOAL/Ryy: Cm 0.9989 0.9871 0.9752 0.9963 0.9995 286.71 Panel Point Moment 1,725.41 1,725.41 1,624.00 1,249.55 526.94 BC Stress: Mid Panel Moment 2,058.86 774.95 812.00 135.35 1,783.41 0.99 BC Panel Point fb 201.84 1,954.84 1,839.95 1,415.71 61.64 97.284 7.2841 Mid Panel fb 223.68 351.84 368.66 61.45 193.76 TC Shear Stress: Fillers 0 0 4 0 0 14,072.96 Panel Point Stress 5,984.44 12,339.41 28,242.32 8,446.71 3,965.26 BC Shear Stress: Mid Panel Stress 0.2558 0.4374 0.9925 0.2689 0.0853 13,414.83 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 26,326.66 28,624.38 1,217.25 11,091.20. 9.46 x 0.188 1 C4OBA= 1.125 x 2.014 x .218 W3 587.50 24,373.24 13,480.89 14,244.36 4.84 x 0.188 1 C38BA= 1.125 x 1.845 x .199 W4 12,552.42 14,381.54 731.50 7,464.59 5.64 x 0.150 1 C28BB= 1.125 x 1.344 x .150 W5 547.53 24,373.24 10,202.83 11,996.09 3.66 x 0.188 1 C38BA= 1.125 x 1.845 x .199 W6 9,014.87 10,742.43 731.50 5,736.18 4.71 x 0.129 1 C22BB= 1.125 x 1.110 x .129 W7 336.86 18,714.09 7,335.34 9,601.19 2.81 x 0.176 1 C34AA= 1.125 x 1.549 x .176 W8 6,147.38 7,826.93 731.50 3,860.34 4.06 x 0.102 1 C16BB= 1.125 x 1.025 x .102 W9 233.44 10,742.43 4,707.67 5,736.18 2.46 x 0.129 1 C22BB= 1.125 x 1.110 x .129 *W10* 2.533.73 8.984.69 4.707.67 4.673,84 2.69 x 0.118 1 C18BB= 1.125 x 1.035 x .118 W10 4,707.67 8,984.69 733.13 4,673.84 2.69 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W9 733.13 10,742.43 5,538.18 5,736.18 2.89 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 760.73 7,826.93 733.13 3,860.34 5.12 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 •33.13 18,714.09 8,948.70 9,601.19_ 3.42 x 0.176 1 C34AA= 1.125 x 1.549 x.176 i *W6* 10. •6.00 10,742.43 733.13 5,736.18 5.62 x 0.129- 1 C22BB= 1.125 x 1.110 x.129 1. W5 731.13 24,373.24 11,943.96 11,996.09 4.29 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 13,531 2 14,381.54 733.13 7,464.59 6.07 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 568.. 16,730.22 10,264.53 10,368.99 4.37 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W2 1:, 48.1: 18,714.09 1,042.10 9,160.58 7.02 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 5:. 10 4,802.89 1,674.33 2,725.35 2.00 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V2 87.'' 4,802.89 2,352.13 3,025.24 2.00 x 0.077 1 C10AB= 1.125 x 0.756 x.077 Field reinforcement detail was provided for these webs - see SK-2 see new webs extra capacity calculations at the end of this file • STRESS ANALYSIS - PAGE 3 Job Number: Job Name: Date Run: 5618-0007 TIGARD HIGH SCHOOL-SHOPORDERS 6/7/2019 1:27:58 PM NEW MILLENNIUM Location: Joist Description: Mark: PLJILoItiG SYSTEMS TIGARD,OR Long Span 24LH386/260 J51 TCX Design TCX Left TCX Right TCX Length 0-5 TCX Length 0-0 TCX Type S, Rnfd. TCX Type R, Rnfd. TCX Depth 6 1/2 TCX Depth 6 1/2 BPL Length 3-5 1/2 BPL Length 2-5 3/4 Clear Bearing 1-2 7/8 Clear Bearing 0-8 7/8 BPL Material:2024 =2 x 2 x.248 BPL Material:2024 =2 x 2 x.248 Total Load 386.00 Total Load 386.00 Reqd TL Def L/80 0.06 Reqd TL Def U80 0.00 Live Load 260.00 Live Load 260.00 Reqd LL Def L/120 0.04 Reqd LL Def U120 0.00 Section Modulus 8.5484 Section Modulus 8.5484 Reqd SM 0.0263 Reqd SM 0.0000 Mom of Inertia 28.8089 Mom of Inertia 28.8089 Reqd MI 0.0038 Reqd MI 0.0000 Seat Type:Pegged or Butted(Reinforced) Seat Type:Pegged or Butted(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+A)(+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP • STRESS ANALYSIS -PAGE 1 0 Job Number: Job Name: Date Run: 5618-0007 TIGARD HIGH SCHOOL-SHOPORDERS 6/7/2019 1:51:59 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILDING S./STEMS TIGARD,OR Long Span 24LH386/260 J53 Geometry Base Length: Working Length: Joist Depth. Effective Depth: BC Panel Length: Shape: 35-9 1/2 35-51/2 24.00 22.47 8 0 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 2-9 1/2 rrmmmnmrmm rmmm rrniTirr mffimrr nIImnr Tnrrrm n 11717rrnmrirn n,r' IMIT1 nmm�nlmnnrn ITTMI tinannIUmmMrrlrnnrgnmlm) TC Panel 2-6 2-0 �� �., � . First Half 1-0 0-6 Mil I ] kfli7I]h1i 7' 1 (1 I1�)[IIlT i i 1_flll _ _iIli _ f IIII��' First Diag. 4-6 3-3 1/2 Depth 24.00 24.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform(plf) LL(1) 260.00 260.00� TC + 0-0 35-9 1/2 L-BL Uniform(plf) DL(1) 126.00 126.00 TC + 0-0 35-9 1/2 L-BL Axial(Ibs) WL(1) 3,000.00 0.00 BC + 0-0 0-0 L-BL Uniform(plf) DL(1) 20.00 20.00 TC + 0-0 35-9 1/2 L-BL Additional Shear(Ibs) LL(1) 500.00 0.00 TC + 0-0 0-0 L-BL Uniform(plf) DL(1) 84.00 84.00 BC + 0-0 35-9 1/2 L-BL Axial(Ibs) WL(1) 3,000.00 0.00 TC + 0-0 0-0 L-BL Uniform(plf) SM(1) 21.00 21.00 IC + 0-0 35-9 1/2 L-BL Axial(Ibs) SM(1) 3,000.00 0.00 IC + 0-0 0-0 L-BL Uniform(plf) IP(1) 60.00 60.00 IC + 0-0 35-9 1/2 L-BL Axial(Ibs) SM(1) 3,500.00 0.00 BC + 0-0 0-0 L-BL Conc Load(Ibs) CL(1) 153.00 0.00 BC + 3-11 3-11 L-OAL Conc w/bending(Ibs) CL(1) 153.00 0.00 BC + 4-7 4-7 L-OAL Conc Load(Ibs) CL(1) 3,000.00 0.00 TC + 5-3 5-3 L-OAL Conc Load(Ibs) CL(1) 192.00 0.00 BC + 7-2 3/4 7-2 3/4 L-OAL Conc Load(Ibs) CL(1) 192.00 0.00 BC + 14-7 3/8 14-7 3/8 L-OAL Conc Load(Ibs) CL(1) 3,000.00 0.00 TC + 16-5 16-5 L-OAL Conc Load(Ibs) CL(1) 192.00 0.00 BC + 18-7 18-7 L-OAL Gross Uplift(plf) WL(2) 36.00 36.00 TC - 0-0 35-9 1/2 L-BL Axial(Ibs) WL(2) 3,000.00 0.00 BC + 0-0 0-0 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 13,320.64 10,437.30 3,330.16 59,536.76 61,135.98 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,061.22 24,522.43 0.00 0.00 27,244.18 1,217.25 45.88 0-2 V1S 1,019.57 24,075.87 0.00 0.00 586.10 1,678.33 25.48 2-6 W3 1,019.57 24,075.87 30,098.53 4,296.29 587.50 13,682.03 25.48 3-6 W4 1,772.83 38,649.71 30,098.53 4,296.29 12,812.01 731.50 32.88 4-6 W5 1,772.83 38,649.71 45,303.24 5,172.49 547.53 10,153.72 32.88 6-6 W6 2,495.26 51,132.38 45,303.24 5,172.49 8,965.76 731.50 32.88 8-6 W7 2,495.26 51,132.38 55,746.77 5,741.14 336.86 7,243.07 32.88 10-6 W8 2,910.14 59,536.76 55,746.77 5,741.14 6,055.11 731.50 32.88 12-6 W9 2,910.14 59,536.76 61,135.98 6,002.24 233.44 4,872.05 32.88 14-6 W10 3,017.46 59,508.02 61,135.98 6,002.24 2,533.73 4,872.05 32.88 16-6 'Continued on Next Page... • STRESS ANALYSIS - PAGE 7 l/� Job Number: Job Name: Date Run: �// 5618-0007 TIGARD HIGH SCHOOL-SHOPORDERS 6/7/2019 1:51:59 PM NEW MILLENNIUM Location: Joist Description: Mark: EMIL OINE. SYSTEMS TIGARD,OR Long Span 24LH386/260 J53 Stress Anal sis Summary,Continued... Member IC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W10 3,017.46 59,508.02 56,508.89 5,955.79 4,887.24 733.13 32.88 18-6 W9 2,817.23 52,685.34 56,508.89 5,955.79 733.13 6,075.20 32.88 20-6 W8 2,817.23 52,685.34 47,678.58 5,601.78 7,754.74 733.13 32.88 22-6 W7 2,309.45 41,847.40 47,678.58 5,601.78 733.13 8,942.70 32.88 24-6 W6 2,309.45 41,847.40 34,833.00 4,940.23 10,622.23 733.13 32.88 26-6 W5 1,494.11 26,994.18 34,833.00 4,940.23 733.13 11,810.20 32.88 28-6 W4 1,494.11 26,994.18 18,039.42 3,971.11 13,397.56 733.13 32.88 30-6 W3 824.55 15,631.12 18,039.42 3,971.11 568.23 10,169.89 23.26 32-6 V 1 S 824.55 15,631.12 0.00 0.00 542.84 1,302.09 24.40 33-9 1/2 W2 848.32 15,886.07 0.00 0.00 18,190.75 1,042.10 38.70 33-0 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 87.09 2,356.52 22.47 STRESS ANALYSIS - PAGE 2 �/� Job Number: Job Name: Date Run: �/� 5618-0007 TIGARD HIGH SCHOOL-SHOPORDERS 6/7/2019 1:51:59 PM NEW MILLENNIUM Location: Joist Description.' Mark. aLJ,LOING SYSTEMS TIGARD,OR Long Span 24LH3861260 J53 Chord Properties Chord Area Rx Rz Ryy Y lx Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A=2.8750 x.209 BC 1.0151 0.7748 0.4934 1.4841 0.7033 0.6093 0.9679 2521 =2 1/2 x 2 1/2 x.212 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 541.10 453.44 680.16 21-101/4 29-81/8 Top Chord Check End Panel LE First Panel LE Interior Panel I First Panel RE End Panel RE Gap Between Chords: Length 28.00 24.00 24.00 15.50 22.00 1.1250 Bending Load 406.00 406.00 406.00 406.00 406.00 Min Weld Len 2X:0.6415 Axial Load 24,522.43 24,075.87 59,536.76 15,631.12 15,886.07 Max Load Fillers TC: fa 5,977.58 10,741.44 26,562.31 6,973.82 3,872.38 59,849.52 Maximum K LJr 51.51 44.15 22.08 28.51 40.47 Max Load no Fillers TC: Fcr 38,755.03 40,650.88 44,889.95 43,908.75 41,518.74 57,427.07 TC Fa 23,253.02 24,390.53 26,933.97 26,345.25 24,911.25 257.69 57.69Ryy: F'e 2,563,715.75 401,690.22 714,116.00 963,053.38 4,152,795.75 BCOAURyy: Cm 0.9988 0.9866 0.9751 0.9964 0.9995 286.71 Panel Point Moment 1,725.41 1,725.41 1,624.00 1,249.55 526.94 BC Stress: Mid Panel Moment 2,058.86 774.95 812.00 135.35 1,783.41 1.00 BC Panel Point fb 201.84 1,954.84 1,839.95 1,415.71 61.64 97.284 7.2841 Mid Panel fb 223.68 351.84 368.66 61.45 193.76 TC Shear Stress: Fillers 0 0 4 0 0 14,563.42 Panel Point Stress 6,179.42 12,696.29 28,402.26 8,389.53 3,934.03 BC Shear Stress: Mid Panel Stress 0.2642 0.4520 0.9984 0.2667 0.0847 13,882.36 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 27,244.18 28,624.38 1,217.25 11,091.20 9.79 x 0.188 1 C4OBA= 1.125 x 2.014 x.218 W3 587.50 24,373.24 13,682.03 14,244.36 4.91 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 12,812.01 14,381.54 731.50 7,464.59 5.75 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W5 547.53 24,373.24 10,153.72 11,996.09 3.65 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 8,965.76 10,742.43 731.50 5,736.18 4.68 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W7 336.86 18,714.09 7,243.07 9,601.19 2.77 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W8 6,055.11 7,826.93 731.50 3,860.34 4.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 233.44, 10,742.43 4,872.05 5,736.18 2.54 x 0.129 1 C22BB= 1.125 x 1.110 x.129 *W10* 2,533.73 8,984.69 4,872.05 4,673.84 2.78 x 0.118 1 C18BB= 1.125 x 1.035 x.118 r W10 4,887.24 8,984.69 n 733.13 4,673.84 2.79 x 0.118 1 C18BB= 1.125 x 1.035 x.118 *W9* 733.13 10,742.43 6,075.20 5,736.18 3.17 x 0.129 1 C22BB = 1.125 x 1.110 x .129 r W8 7,754.74 7,826.93 733.13 3,860.34 5.12 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 733.13 18,714.09 8,942.70 9,601.19 3.42 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 10,622.23 0,742.43 733.13 5,736.18 5.55 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 733.13 2 373.24 11,810.20 11,996.09 4.24 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 13,397.56 14, 81.54 733.13 7,464.59 6.01 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 568.23 16, 0.22 10,169.89 10,368.99 4.33 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W2 18,190.75 18,71 .09 1,042.10 9,160.58 6.96 x 0.176 1 C34AA= 1.125 x 1.549 x .176 V1 586.10 4,802. 9 1,678.33 2,725.35 2.00 x 0.077 1 C10AB= 1.125 x 0.756 x .077 V2 87.09 4,802. 2,356.52 3,025.24 2.00 x 0.077 1 C10AB= 1.125 x 0.756 x .077 Field reinforcement detail was provided for these webs - see SK-4 see new webs extra capacity calculations at the end of this file • STRESS ANALYSIS -PAGE 3 Job Number. Job Name: Date Run: 5618-0007 TIGARD HIGH SCHOOL-SHOPORDERS 6/7/2019 1:51:59 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILDING. sysTEMS TIGARD,OR Long Span 24LH386/260 J53 TCX Design __ TCX Left TCX Right TCX Length 0-5 TCX Length 0-0 TCX Type S, Rnfd. TCX Type R, Rnfd. TCX Depth 6 1/2 TCX Depth 6 1/2 BPL Length 3-5 1/2 BPL Length 2-5 3/4 Clear Bearing 1-2 7/8 Clear Bearing 0-8 7/8 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 386.00 Total Load 386.00 Reqd TL Def L/80 0.06 Reqd TL Def L/80 0.00 Live Load 260.00 Live Load 260.00 Reqd LL Def L/120 0.04 Reqd LL Def L/120 0.00 Section Modulus 8.5484 Section Modulus 8.5484 Reqd SM 0.0263 Reqd SM 0.0000 Mom of Inertia 28.8089 Mom of Inertia 28.8089 Reqd MI 0.0038 Reqd MI 0.0000 Seat Type:Pegged or Butted(Reinforced) Seat Type:Pegged or Butted(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c:DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+1P STRESS ANALYSIS - PAGE 1 0 Job Number Job Name Date Run: 5618 0007 TIGARD HIGH SCHOOL-SHOPORDERS 6/7/2019 1:50:56 PM NEW MILLENNIUM Location: Joist Description. Mark: AL,ILoING SVSTenns TIGARD,OR Long Span 24LH386/260 J54 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 35-9 1/2 35-51/2 24.00 22.00 8 Special Parallel Chords Variable Left End Right End BC Panel 3-6 2-9 1/2 i 1 II1jJ TiTIT[1 ITal ilifiliTIRITIFIZJ IIIiflyITIFlihlTlill<i1 illliiiID1111FIFfi(IJllIIMI( TC Panel 2-6 2-0 �v First Half 1-0 0-6 tF i•i vvja� ._n4.:_...Mfl .Fr]SA.F hiV 3F£S a. Jn ... .. \,.C....yN.. /= m:.iJ:.. Nii' , First Diag. 4-6 3-3 1/2 Depth 24.00 24.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform(plf) LL(1) 260.00 260.00 TC + 0-0 35-9 1/2 L-BL Uniform(plf) DL(1) 126.00 126.00 TC + 0-0 35-9 1/2 L-BL Uniform(plf) DL(1) 84.00 84.00 BC + 0-0 35-9 1/2 L-BL Axial(Ibs) WL(1) 3,000.00 0.00 BC + 0-0 0-0 L-BL Uniform (plf) DL(1) 38.00 38.00 TC + 0-0 35-9 1/2 L-BL Uniform (plf) SM (1) 21.00 21.00 TC + 0-0 35-9 1/2 L-BL Uniform(plf) IP(1) 60.00 60.00 TC + 0-0 35-9 1/2 L-BL Axial(Ibs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 L-BL Uniform(plf) CL(1) 416.00 416.00 TC + 0-0 35-9 1/2 L-BL Axial(Ibs) SM (1) 3,500.00 0.00 BC + 0-0 0-0 L-BL Axial(Ibs) WL(1) 3,000.00 0.00 TC + 0-0 0-0 L-BL Additional Shear(Ibs) LL (1) 500.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) CL(1) 262.00 0.00 BC + 3-11 3-11 L-OAL Conc w/bending(Ibs) CL(1) 262.00 0.00 BC + 4-7 4-7 L-OAL Conc Load(Ibs) CL(1) 3,000.00 0.00 TC + 5-3 5-3 L-OAL Conc Load(Ibs) LL (1) 10,000.00 0.00 TC + 10-0 1/2 10-0 1/2 L-OAL Conc Load(Ibs) LL (1) 3,125.00 0.00 TC + 10-7 10-7 L-OAL Conc Load(Ibs) LL (1) 10,000.00 0.00 TC - 11-1 1/2 11-1 1/2 L-OAL Conc Load(Ibs) CL(1) 2,800.00 0.00 TC + 15-3 15-3 L-OAL Conc Load(Ibs) CL(1) 3,000.00 0.00 TC + 16-5 16-5 L-OAL Conc w/bending(Ibs) CL(1) 2,800.00 0.00 TC + 26-0 26-0 L-OAL Axial(Ibs) WL(2) 3,000.00 0.00 BC + 0-0 0-0 L-BL Gross Uplift(plf) WL(2) 36.00 36.00 TC - 0-0 35-9 1/2 L-BL Uniform(plf) SM(3) 21.00 21.00 TC + 0-0 35-9 1/2 L-BL Uniform(plf) IP(3) 60.00 60.00 TC + 0-0 35-9 1/2 L-BL Uniform(plf) DL(3) 35.00 35.00 TC + 0-0 35-9 1/2 L-BL Additional Shear(Ibs) LL(3) 500.00 0.00 TC + 0-0 0-0 L-BL Axial(Ibs) WL(3) 3,000.00 0.00 BC + 0-0 0-0 L-BL Axial(Ibs) SM (3) 3,500.00 0.00 BC + 0-0 0-0 L-BL Axial (Ibs) WL(3) 3,000.00 0.00 TC + 0-0 0-0 L-BL Uniform(plf) DL(3) 84.00 84.00 BC + 0-0 35-9 1/2 L-BL Uniform(plf) LL(3) 260.00 260.00 TC + 0-0 35-9 1/2 L-BL Uniform(plf) DL(3) 126.00 126.00 TC + 0-0 35-9 1/2 L-BL Axial(Ibs) SM(3) 3,000.00 0.00 TC + 0-0 0-0 L-BL *Continued on Next Page... STRESS ANALYSIS - PAGE 1 0 Job Number.5618-0007 Job Name: Date Run TIGARD HIGH SCHOOL-SHOPORDERS 6/7/2019 1:50:56 PM NEW MILLENNIUM Location: Joist Description: Mark: 61.JILMINO SYSTEMS TIGARD,OR Long Span 24LH386/260 J54 Loads,Continued... Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform(plf) CL(3) 416.00 416.00 TC + 0-0 35-9 1/2 L-BL Conc Load(Ibs) CL(3) 3,000.00 0.00 TC + 5-3 5-3 L-OAL Conc Load(Ibs) LL(3) 10,000.00 0.00 TC - 10-0 1/2 10-0 1/2 L-OAL Conc Load(Ibs) LL(3) 3,125.00 0.00 TC + 10-7 10-7 L-OAL Conc Load(Ibs) LL(3) 10,000.00 0.00 TC + 11-1 1/2 11-1 1/2 L-OAL Conc Load(Ibs) CL(3) 2,800.00 0.00 TC + 15-3 15-3 L-OAL Conc Load(Ibs) CL(3) 3,000.00 0.00 TC + 16-5 16-5 L-OAL Conc w/bending(Ibs) CL(3) 2,800.00 0.00 TC + 26-0 26-0 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 33.00 51.00 25,827.98 22,189.55 6,456.99 126,102.97 127,802.61 I Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,084.27 45,670.88 0.00 0.00 52,600.79 1,237.40 45.65 0-2 V1S 1,041.72 44,701.63 0.00 0.00 611.88 2,868.69 25.06 2-6 W3 1,041.72 44,701.63 56,435.79 4,324.44 590.35 26,127.32 25.06 3-6 W4 1,811.34 76,345.30 56,435.79 4,324.44 27,759.63 660.46 32.56 4-6 V2 1,811.34 76,345.30 56,435.79 4,324.44 94.56 3,376.73 22.00 6-6 W5 1,811.34 76,345.30 99,443.99 5,352.56 650.43 28,664.63 39.66 6-6 W6 2,585.16 111,019.45 99,443.99 5,352.56 25,248.36 8,254.61 28.42 9-3 V3 2,585.16 111,019.45 99,443.99 5,352.56 5,851.57 11,547.17 22.00 10-9 W7 2,585.16 111,019.45 118,857.51 5,800.69 2,332.15 12,840.43 30.41 10-9 W8 2,973.35 126,102.97 118,857.51 5,800.69 11,414.65 2,496.56 32.56 12-6 V4 2,973.35 126,102.97 118,857.51 5,800.69 86.87 5,887.85 22.00 14-6 W9 2,973.35 126,102.97 127,802.61 6,067.46 2,496.56 9,556.51 32.56 14-6 W10 3,083.01 124,711.63 127,802.61 6,067.46 1,937.01 9,556.51 32.56 16-6 V5 3,083.01 124,711.63 127,802.61 6,067.46 87.42 2,797.56 22.00 18-6 W10 3,083.01 124,711.63 119,427.58 6,019.99 9,556.51 236.16 32.56 18-6 W9 2,878.43 112,317.04 119,427.58 6,019.99 236.16 10,385.22 32.56 20-6 V6 2,878.43 112,317.04 119,427.58 6,019.99 86.39 2,735.59 22.00 22-6 W8 2,878.43 112,317.04 103,013.41 5,658.30 13,360.07 298.59 32.56 22-6 W7 2,359.61 90,483.08 103,013.41 5,658.30 405.16 17,737.00 32.56 24-6 V7 2,359.61 90,483.08 103,013.41 5,658.30 83.80 4,143.08 22.00 26-6 W6 2,359.61 90,483.08 74,104.84 4,982.37 22,956.55 511.72 32.56 26-6 W5 1,526.57 56,472.47 74,104.84 4,982.37 618.28 25,434.11 32.56 28-6 V8 1,526.57 56,472.47 74,104.84 4,982.37 79.63 2,453.50 22.00 30-6 W4 1,526.57 56,472.47 36,764.00 3,992.21 28,315.72 724.84 32.56 30-6 W3 842.46 31,470.10 36,764.00 3,992.21 569.06 21,258.80 22.80 32-6 V1S 842.46 31,470.10 0.00 0.00 544.64 2,124.08 23.96 33-9 1/2 W2 866.75 32,021.43 0.00 0.00 38,290.52 1,057.16 38.42 33-0 • STRESS ANALYSIS - PAGE 2 '' Job Number.5618-0007 Job Name Date Run: TIGARD HIGH SCHOOL-SHOPORDERS 6/7/2019 1:50:56 PM NEW MILLENNIUM Location: Joist Description: Mark: BUIl-raiec SYSTEMS TIGARD,OR Long Span 24LH386/260 J54 Chord Properties Chord Area Rx Rz Ryy Y lx Q Material TC 2.2897 1.0781 0.6883 1.8998 1.0018 2.6613 1.0000 3534=3 1/2 x 3 1/2 x.344 BC 2.2897 1.0781 0.6883 1.8998 1.0018 2.6613 1.0000 3534=3 1/2 x 3 1/2 x.344 Axial and Bending Analysis K: Fy; Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Brldg BC: 0.75 50,000.00 30,000.00 1,118.50 937.30 1,405.96 25-13/4 38-0 Top Chord Check End Panel LE First Panel LE Interior Panel I First Panel RE End Panel RE Gap Between Chords: Length 28.00 24.00 33.00 15.50 22.00 1.1250 Min Weld Len 2X: Bending Load 840.00 840.00 840.00 840.00 840.00 1.3588 Axial Load 45,670.88 44,701.63 126,102.97 31,470.10 32,021.43 Max Load Fillers TC: fa 9,973.11 9,761.46 27,537.01 6,872.10 6,992.49 133,456.02 Maximum K L/r 40.68 34.87 26.15 22.52 31.96 Max Load no Fillers TC: Fcr 44,301.76 45,746.99 47,561.25 48,180.00 46,401.18 129,926.73 Fa 26,581.05 27,448.20 28,536.75 28,908.00 27,840.71 TC DAURyy 223.97 Fe 424,326.09 577,555.00 1,026,764.50 1,384,689.50 687,338.13 BC CAURyy: Cm 0.9882 0.9915 0.9820 0.9975 0.9949 223.97 Panel Point Moment 5,241.51 5,241.51 3,360.00 2,899.48 2,899.48 BC Stress: Mid Panel Moment 3,845.21 1,192.22 1,680.00 1,614.44 2,797.95 0.93 BC Panel Point fb 2,460.14 2,460.14 1,577.04 1,360.89 1,360.89 74.095 4.0956 Mid Panel fb 723.73 224.39 316.20 757.75 526.62 TC Shear Stress: Fillers 0 0 0 0, 0 11,666.97 Panel Point Stress 12,433.25 12,221.60 29,114.05 8,232.99 8,353.39 BC Shear Stress: Mid Panel Stress 0.3973 0.3624 0.9746 0.2603 0.2670 11,666.97 Web Design Member Web Tension Allow Tension Web Comp Allow Comp I Weld Qty Material W2 52,600.79 56,109.09 1,237.40 43,745.85 ' 14.28 x 0.248 2 2024=2 x 2 x .248 V1 S 611.88 5,758.64 2,868.69 3,475.06 2.15 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W3 590.35 31,265.52 26,127.32 27,973.00 11.35 x 0.155 2 1715= 1 3/4 x 1 3/4 x.155 W4 27,759.63 28,624.38 660.46 13,972.95 9.97 x 0.188 1 C4OBA= 1.125 x 2.014 x.218 V2 94.56 5,758.64 3,376.73 3,769.64 2.53 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 650.43 37,711.59 28,664.63 30,148.34 11.84 x 0.163 2 2016=2 x 2 x.163 W6 25,248.36 28,624.38 8,254.61 15,437.67 9.07 x 0.188 1 C4OBA= 1.125 x 2.014 x.218 V3 5,851.57 18,714.09 11,547.17 12,153.26 4.42 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W7 2,332.15 28,624.38 12,840.43 14,726.32 4.61 x 0.188 1 C4OBA= 1.125 x 2.014 x.218 W8 11,414.65 14,381.54 2,496.56 7,520.78 5.12 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V4 86.87 8,984.69 5,887.85 5,930.70 3.36 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W9 2,496.56 24,373.24 9,556.51 12,091.68 3.43 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W10 1,937.01 18,714.09 9,556.51 9,674.79 3.66 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V5 87.42 4,802.89 2,797.56 3,059.20 2.45 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W10 9,556.51 18,714.09 236.16 9,674.79 3.66 x 0.176 1 C34AA= 1.125 x 1.549 x,176 W9 236.16 24,373.24 10,385.22 12,091.68 3.73 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V6 86.39 4,802.89 2,735.59 3,059.20 2.39 x 0.077 1 Cl OAB= 1.125 x 0.756 x.077 W8 13,360.07 14,381.54 298.59 7,520.78 6.00 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W7 405.16 23,649.64 17,737.00 18,862.49 8.72 x 0.137 2 1513= 1 1/2 x 1 1/2 x.137 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 0 Job Number: Job Name: Date Run: 5618-0007 TIGARD HIGH SCHOOL-SHOPORDERS 6/7/2019 1:50:56 PM NEW NH L L E N N I U M Location: Joist Description: Mark: BLELOING SYSTEMS TIGARD,OR Long Span 24LH386/260 J54 Web Design, Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 83.80 7,826.93 4,143.08 4,991.37 2.74 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W6 22,956.55 24,373.24 511.72 12,091.68 8.25 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W5 618.28 31,265.52 25,434.11 26,205.67 11.05 x 0.155 2 1715= 1 3/4 x 1 3/4 x.155 V8 79.63 4,802.89 2,453.50 3,059.20 2.15 x 0.077 1 Cl OAB = 1.125 x 0.756 x.077 W4 28,315.72 28,624.38 724.84 13,972.95 10.17 x 0.188 1 C4OBA= 1.125 x 2.014 x.218 W3 569.06 26,592.28 21,258.80 23,834.47 9.24 x 0.155 2 1515= 1 1/2 x 1 1/2 x.155 V1S 544.64 4,802.89 2,124.08 2,890.53 2.00 x 0.077 1 Cl OAB = 1.125 x 0.756 x.077 W2 38,290.52 43,216.97 1,057.16 36,315.48 13.75 x 0.188 2 2018=2 X 2 X.188 STRESS ANALYSIS - PAGE 3 Job Number: Job Name: Date Run: 5618-0007 TIGARD HIGH SCHOOL-SHOPORDERS 6/7/2019 1:50:56 PM NEW MILLENNIUM Location: Joist Description: Mark.' 61_I11_O1NC, SYSTEMS TIGARD,OR Long Span 24LH386/260 J54 TCX Design TCX Left TCX Right TCX Length 0-5 TCX Length 0-0 TCX Type S TCX Type R TCX Depth 6 1/2 TCX Depth 6 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-9 5/8 Clear Bearing 0-8 1/8 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 386.00 Total Load 386.00 Reqd TL Def L/80 0.06 Reqd TL Def L/80 0.00 Live Load 260.00 Live Load 260.00 Reqd LL Def L/120 0.04 Reqd LL Def L/120 0.00 Section Modulus 2.1306 Section Modulus 0.0000 Reqd SM 0.0263 Reqd SM 0.0000 Morn of Inertia 5.3226 Mom of Inertia 0.0000 Reqd MI 0.0038 Reqd MI 0.0000 Seat Type:T-Plate 1" Seat Type:T-Plate 1" Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 0 Job Number: Job Name: Date Run: 5618-0007 TIGARD HIGH SCHOOL-SHOPORDERS 9/24/2019 3:31:00 PM NEW MILLENNIUM Location: Joist Description. Mark: BUMMING SYSTEMS TIGARD, OR Long Span 24LH386/260 TJ52 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 35-9 1/2 35-51/2 24.00 22.47 8 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 2-9 1/2 TC Panel 2-6 2-0 � � 7- First Half 1-0 0-6 i ICIIITi[---irrn ' / First Diag. 4-6 3-3 1/2 Depth 24.00 24.00 Loads Load Type Category Load1 Load2 Position Direction Loc./Begin Sp/End Reference Uniform(plf) LL(1) 260.00 260.00 TC + 0-0 35-9 1/2 L-BL Uniform(plf) DL(1) 126.00 126.00 TC + 0-0 35-9 1/2 L-BL Uniform(plf) IP(1) 60.00 60.00 TC + 0-0 35-9 1/2 L-BL Axial(Ibs) WL(1) 3,000.00 0.00 TC + 0-0 0-0 L-BL Additional Shear(Ibs) LL(1) 500.00 0.00 TC + 0-0 0-0 L-BL Uniform(plf) SM (1) 21.00 21.00 TC + 0-0 35-9 1/2 L-BL Uniform(plf) DL(1) 84.00 84.00 BC + 0-0 35-9 1/2 L-BL Uniform(plf) DL(1) 20.00 20.00 TC + 0-0 35-9 1/2 L-BL Axial (Ibs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) CL(1) 3,000.00 0.00 TC + 5-3 5-3 L-OAL Conc Load(Ibs) CL(1) 192.00 0.00 BC + 7-2 3/4 7-2 3/4 L-OAL Conc Load(Ibs) CL(1) 192.00 0.00 BC + 14-7 3/8 14-7 3/8 L-OAL Conc Load(Ibs) CL(1) 3,000.00 0.00 TC + 16-5 16-5 L-OAL Conc Load (Ibs) CL(1) 192.00 0.00 BC + 18-7 18-7 L-OAL Concw/bending (Ibs) CL(1) 153.00 0.00 BC + 21-11 21-11 L-OAL Conc w/bending (Ibs) CL(1) 153.00 0.00 BC + 24-3 24-3 L-OAL Gross Uplift(plf) WL(2) 36.00 36.00 TC - 0-0 35-9 1/2 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 13,158.11 10,599.83 3,289.53 60,313.37 61,206.03 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,061.22 24,233.16 0.00 0.00 26,912.37 1,217.25 45.88 0-2 V1S 1,019.57 23,786.60 0.00 0.00 586.10 1,676.88 25.48 2-6 W3 1,019.57 23,786.60 28,337.87 1,296.29 587.50 13,806.13 25.48 3-6 W4 1,772.83 38,535.79 28,337.87 1,296.29 12,972.16 731.50 32.88 4-6 W5 1,772.83 38,535.79 44,299.48 2,172.49 547.53 10,363.62 32.88 6-6 W6 2,495.26 51,324.88 44,299.48 2,172.49 9,175.66 731.50 32.88 8-6 W7 2,495.26 51,324.88 55,365.35 2,741.14 336.86 7,452.97 32.88 10-6 W8 2,910.14 60,035.70 55,365.35 2,741.14 6,265.01 731.50 32.88 12-6 W9 2,910.14 60,035.70 61,206.03 3,002.24 233.44 4,812.61 32.88 14-6 W10 3,017.46 60,313.37 61,206.03 3,002.24 2,533.73 4,812.61 32.88 16-6 W10 3,017.46 60,313.37 56,818.71 2,955.79 4,812.61 733.13 32.88 18-6 W9 2,817.23 53,715.43 56,818.71 2,955.79 733.13 5,921.27 32.88 20-6 W8 2,817.23 53,715.43 47,784.99 2,601.78 7,917.90 733.13 32.88 22-6 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 0 Job Number: Job Name: Date Run: �/ 5618-0007 TIGARD HIGH SCHOOL-SHOPORDERS 9/24/2019 3:31:00 PM NEW MILLENNIUM Location: Joist Description: Mark: aLJILoING SYSTEMS TIGARD,OR Long Span 24LH386/260 TJ52 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W7 2,309.45 42,639.29 47,784.99 2,601.78 733.13 9,105.87 32.88 24-6 W6 2,309.45 42,639.29 34,279.22 1,940.23 10,860.01 733.13 32.88 26-6 W5 1,494.11 27,438.94 34,279.22 1,940.23 733.13 12,047.98 32.88 28-6 W4 1,494.11 27,438.94 16,600.12 971.11 13,635.34 733.13 32.88 30-6 W3 824.55 15,858.92 16,600.12 971.11 568.23 10,338.11 23.26 32-6 V1S 824.55 15,858.92 0.00 0.00 542.84 1,303.23 24.40 33-91/2 W2 848.32 16,113.87 0.00 0.00 18,470.59 1,042.10 38.70 33-0 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 87.09 2,359.01 22.47 STRESS ANALYSIS - PAGE 2 0 Job Number: Job Name: Date Run: �/ 5618-0007 TIGARD HIGH SCHOOL-SHOPORDERS 9/24/2019 3:31:00 PM NEW MI L L E N N I UM Location: Joist Description: Mark: eL L.CEMG SYSTEMS TIGARD,OR Long Span 24LH3861260 TJ52 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A=2.8750 x.209 BC 1.0151 0.7748 0.4934 1.4841 0.7033 0.6093 0.9679 2521 =2 1/2 x 2 1/2 x.212 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 541.10 453.44 680.16 21-101/4 29-81/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 28.00 24.00 24.00 15.50 22.00 1.1250 Min Weld Len 2X: Bending Load 406.00 406.00 406.00 406.00 406.00 0.6499 Axial Load 24,233.16 23,786.60 60,313.37 15,858.92 16,113.87 Max Load Fillers TC: fa 5,249.36 10,612.38 26,908.79 7,075.45 3,490.57 59,849.52 Maximum K L/r 51.51 44.15 22.08 28.51 40.47 Max Load no Fillers TC: Fcr 38,755.03 40,650.88 44,889.95 43,908.75 41,518.74 57,427.07 TC OAU Fa 23,253.02 24,390.53 26,933.97 26,345.25 24,911.25 257.69Ryy: 57.69 Fe 2,498,307.00 401,690.22 714,116.00 963,053.38 4,046,844.50 BCOAURyy: Cm 0.9989 0.9868 0.9748 0.9963 0.9996 286.71 Panel Point Moment 1,717.12 1,717.11 1,624.00 1,252.19 514.68 BC Stress: Mid Panel Moment 2,063.00 777.98 812.00 142.65 1,789.54 1.00 Panel Point fb 169.89 1,945.45 1,839.95 1,418.70 50.92 BC 97.284841 Mid Panel fb 220.36 353.22 368.66 64.77 191.15 TC Shear Stress: Fillers 0 0 4 0 0 14,386.05 Panel Point Stress 5,419.25 12,557.84 28,748.75 8,494.15 3,541.49 BC Shear Stress: Mid Panel Stress 0.2328 0.4467 1.0113 0.2707 0.0769 13,713.29 See SK-3 for field reinforcement detail Web Design See also calculations provided at the end of this Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 26,912.37 28,624.38 1,217.25 11,091.20 9.67 x 0.188 1 C4OBA= 1.125 x 2.014 x.218 W3 587.50 24,373.24 13,806.13 14,244.36 4.96 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 12,972.16 14,381.54 731.50 7,464.59 5.82 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W5 547.53 24,373.24 10,363.62 11,996.09 3.72 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 9,175.66 10,742.43 731.50 5,736.18 4.79 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W7 336.86 18,714.09 7,452.97 9,601.19 2.85 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W8 6,265.01 7,826.93 731.50 3,860.34 4.14 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 233.44 10,742.43 4,812.61 5,736.18 2.51 x 0.129 1 C22BB= 1.125 x 1.110 x .129 1 *W10* 2,533.73 8,984.69 4,812.61 4,673.84 2.75 x 0.118 1 C18BB= 1.125 x 1.035 x .118 W10 4,812.61 8,984.69 733.13 4,673.84 2.75 x 0.118 1 C18BB= 1.125 x 1.035 x .118 *W9* 733.13 10,7, ' 43 5,921.27 5,736.18 3.09 x 0.129 1 C22BB= 1.125 x 1.110 x .129 * 7.91® 7 824 93 733`'j 3 860.34 5.23 x 9)02 1 ,c1,gBB = 1.125 x 1.025 x.102 W7 733.13 ' ; 71. .09 9,105.87 9,601.19 3.48 x 0.176 1 C34AA= 1.125 x 1.549 x .176 W6* 10,860.01 0,74'.43 733.13 5,736.18 5.67 x 0.129 1 C22BB= 1.125 x 1.110 x.129 *W5* 733 13 37; 24 12 047 98 11 996 09 4 33 x 0 188 1 (138RA= 1 125 x 1 845 x 199 W4 13,635.34 1 ,38 .54 733.13 7,464.59 6.12 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 568.23 1:731.22 10,338.11 10,368.99 4.41 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W2 18,470.59 8,Y 1 '.09 1,042.10 9,160.58 7.07 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 586.10 ,.'0'.89 1,676.88 2,725.35 2.00 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V2 87.09 4,:a '.89 2,359.01 3,025.24 2.00 x 0.077 1 C10AB= 1.125 x 0.756 x.077 ' Field reinforcement detail was provided for these webs - see SK-3 see new webs extra capacity calculations at the end of this file . STRESS ANALYSIS - PAGE 3 ', Job Number. Job Name: Date Run. �/ 5618-0007 TIGARD HIGH SCHOOL-SHOPORDERS 9/24/2019 3:31:00 PM NEW MILLENNIUM Location: Joist Description: Mark: A",LCIIHG SYSTEMS TIGARD,OR Long Span 24LH386/260 TJ52 TCX Design TCX Left TCX Right TCX Length 0-5 TCX Length 0-0 TCX Type S, Rnfd. TCX Type R, Rnfd. TCX Depth 6 1/2 TCX Depth 6 1/2 BPL Length 3-5 1/2 BPL Length 2-5 7/8 Clear Bearing 1-2 7/8 Clear Bearing 0-8 7/8 BPL Material: 2525=2 1/2 x 2 1/2 x .250 BPL Material: 2525=2 1/2 x 2 1/2 x.250 Total Load 386.00 Total Load 386.00 Reqd TL Def U80 0.06 Reqd TL Def L/80 0.00 Live Load 260.00 Live Load 260.00 Reqd LL Def U120 0.04 Reqd LL Def U120 0.00 Section Modulus 9.3618 Section Modulus 9.3618 Reqd SM 0.0263 Reqd SM 0.0000 Mom of Inertia 31.5913 Mom of Inertia 31.5913 Reqd MI 0.0038 Reqd MI 0.0000 Seat Type:Pegged or Butted(Reinforced) Seat Type:Pegged or Butted(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c:DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP SK-2 OVERALL LENGTH: 36'-2 I/2" ° - o o N 0. WEB LOCATION AT TOP CHORD f • , N u v, f Co , TAG' z F` L��~ N r 1r �� \ � �, ENDS / \\ / \ j N /A Wl /B\ / \ W2\ U L T S1 (1) - ADD'L (2)262# BC LOADS m MARK: J ( ) WEB LOCATION AT BOTTOM CHORD TY .� pR z 0 INSTALL FILLER @ CENTER OF TC INTERIOR PANEL @ a EXIST. LOCATIONFILLERE , 1 SHOWN0 INx 2"JOISTLONG CONFIGURATION o TOP CHORD o rIl ^ cm rL___ (FY = 36KSI) c.o W NEW REINF. ANGLES -�`— EXIST. o ' LIJ " SEE ABOVE FOR CHANNEL 41 NEW WEB PROPERTIES �� WEB 3 .. MEMBER TYP. ? 3/16" 2" EX T. TOP WORKING PT. OF NEW SECTION A-A CHORD ANGLES MUST ALIGN SECTION B-B WITH WORKING POINT OF EXISTING WEB C oO o NEW WEB MEMBER PROPERTIES (DOUBLE ANGLES) (FY = 36 KSI) - SECTION A-A Z w W z WEB TC BC WELD SIZE AT ENDS Z I- z MEMBER MIN. MATERIAL LENGTH LOCATION LOCATION (D x L) W > o 0 JN N WI 2L I x I z x 8* 2'-8 3/8" 16'-II" 18'-I I" 1/8" x 2 1/4" J z a ; o W2 2L 1 z x 1 2 x 8* 2'-8 3/8" 28'-II" 26'-II" 1/8" x 3 1/4" ° 3 0 r * IT IS OKAY TO USE BRIDGING MARK "HI OR H4" AS NEW WEBS m o 6 ~ W 3 i o **FOR REFERENCE ONLY SEE FULL SET OF SK-1 THROUGH SK-4 SHEETS, SEALED 06-14-19. �o .0) � - Z N ` ' s SK-3 OVERALL LENGTH: 36'-2 1/2" ° O 0. 9 r, WEB LOCATION AT TOP CHORD L f W (NAV V TC REINFORCEMENT LOCATION TC REINF RCEMENT FROM L OAL:12' 5" LENGT : 9' O" _ N in C N o TAG \\ ,t •�, l ;i END \� \ \ \,\ C A WI W \h-, \ J`J4 vi it, +: a " m o MARK: TJ52 (1) - ADD'L (3)192# & (2)153# BC LOADS WEB LOCATION AT BOTTOM CHORD TYP.> D>L o_ EXIST. ~ REINFORCING ROD, L TOP CHORD 3/4"0- LENGTH: 9'-0" o rIillMI (6" PAST PANEL PT. MIN.) oo _ (FY = 36 KSI) 0 9 NEW REINF. ANGLES ��— EXIST. s E SEE ABOVE FOR CHANNEL oV Le' W NEW WEB PROPERTIES M9 WEB -1 Y w MEMBER v w L_, .o w WORKING PT. OF NEW TYP. z 3/I6" 2"-12" EXIST. TOP ANGLES MUST ALIGN SECTION A A STAGGERED CHORD I WITH WORKING POINT SECTION B-B OF EXISTING WEB NEW WEB MEMBER PROPERTIES (DOUBLE ANGLES) (FY = 36 KSI) - SECTION A-A °° a a 0 WEB TC BC WELD SIZE AT ENDS - N > MEMBER MIN. MATERIAL LENGTH LOCATION LOCATION (D x L) Z W Z Z H Z WI 2L I z x I .- x $* 2'-7 5/8" 16'-II" 18'-II" 1/8" x 2 I/4" W i o Lri Q 2 W2 2L I x I x g* 2'-7 I/4" 20'-II" 22'-II" 1/8" x 3 I/4" J u W3 2L I z x I x $* 2'-8" 24'-II" 22'-II" 1/8" x 2 I/4" J 5E o 0 W4 2L I .i x I z x $* 2'-8" 28'-II" 26'-lI" 1/8" x 3 I/4" 5 ' 0 m 51 .. W5 2L I z x I Z x $* 2'-8" 28'-11" 30'-I I" 1/8" x 3 I/4" W 3 o * IT IS OKAY TO USE BRIDGING MARK "HI OR H4" AS NEW WEBS Z cc-9 0 **FOR REFERENCE ONLY - SEE FULL SET OF SK-1 THROUGH SK-4 SHEETS, SEALED 06-14-19. co d J SK-4 w - OVERALL LENGTH: 36'-2 1/2" 0 0 -t WEB LOCATION AT TOP CHORD o ° t r / � f of N U o —R Lin NI- �� NV N j \ ZAW /ryWN-/ — 1 .:. ri = MARK: J53 (1) - ADD'L (3)192# & (2)153# BC LOADS a `` m o TY .> DD WEB LOCATION AT BOTTOM CHORD Z EXIST. INSTALL FILLER @ CENTER OF TC INTERIOR PANEL @ a TOP CHORD LOCATION SHOWN IN JOIST CONFIGURATION Lpli ,,,,III FILLER, 1 0 x 2" LONG a N. NEW REINF. ANGLES C_ EXIST. (FY = 36 KSI) o 06 W SEE ABOVE FOR „„ CHANNEL o NEW WEB PROPERTIES �/ WEB v '^ t MEMBER W TYP. 3/16 2 EXIST. TOP W a Luti WORKING PT. OF NEW SECTION A-A CHORD Z ANGLES MUST ALIGN WITH WORKING POINT SECTION B-B OF EXISTING WEB .o CC o NEW WEB MEMBER PROPERTIES (DOUBLE ANGLES) (FY = 36 KSI) - SECTION A-A C EQ L 0 WEB TC BC WELD SIZE AT ENDS — in > MIN. MATERIAL LENGTH Z g w MEMBER LOCATION LOCATION (D x L) w z Z1ZJ WI 2L I Z x 12 x g* 2'-8 3/8" 16'-II" 18'-II" 1/8" x 2 I/4" ►,, tfl N o 0 W2 2L I x I x 2' 8 3/8" 20' II" 22' II" I/8" x 2 I/4" " z z s J u * IT IS OKAY TO USE BRIDGING MARK "HI OR H4" AS NEW WEBS — z a ,.Do CCi ° 3 a 2- NOTE: JOIST MARK J54 IS ACCEPTABLE FOR ADD'L (2)262# C �' ce . a J 6BC LOADS, WITHOUT NEED FOR FIELD REINFORCING. 5 m o F • W 3 i, o o r, a **FOR REFERENCE ONLY - SEE FULL SET OF SK-1 THROUGH SK-4 SHEETS, SEALED 06-14-19. [ Z o ° " ry '- ° ea a_ J Chord Design Job Name: TIGARD HIGH SCHOOL Design Method: ASD 1/4= 0.60 Job#: 5618-0007 Design Units: Imperial Section: A44A Mark(s): TJ52-TC REINF. Series: LH or DLH Top Chord Gap= 1.125 in. Date: 9/25/2019 Fy= 36000 psi By: HZ End or Interior Panel? Interior Panel Is Chord Reinforced? Yes Type of Reinforcing: (2)Bars Axial Load Transfer Through Seat Axial Force,P= 60314 lb. P= lb. Panel-Point Moment= 1625 in.-lb. Seat Depth: 5 in. Mid-Panel Moment= 812.5 in.-lb. Msecondary= 0 in.-lb. Fillers? No fb= 0 psi Joist Depth= 24 in. Span= 434.5 in. Moment Transfer Through Seat Bridging Spacing= 242.531 in. M= ft.-lb. L,= 24 in. Seat Depth: 5 in. Ly.y= 36 in. Joist Depth: in. Ly= 24 in. fb= 0 psi Lz= 24 in. K,= 0.75 Non-Panel Point Bending Load Icy= 0.94 Load lb. Kz= 0.75 a= in. E= 29000000 psi b= 24 in. Ay= 3.124898158 in.^2 PP M= 0 in.-lb. I,= 1.878797522 in.^4 MP M= 0 in.-lb. ly_Y= 7.303773986 in.^4 PP Stress= 0 psi Vertical Leg= 2.875 in. MP Stress= 0 psi Horizontal Leg= 2.875 in. t= 0.209 in. Local Bending Moment on Chord Ybar= 0.755092139 in. M= ft-lb. r,= 0.77539332 in. PP Stress= 0 psi ry_y= 1.528817794 in. MP Stress= 0 psi ry= 0.77539332 in. rr= 0.600201802 in. Joist Bearing on TCX L,/r,= 30.95203348 Reaction= lb. Ly-y/ry.y= 23.54760662 e= in. Liry= 30.95203348 Msecondary= 0 in.-lb. Lz/rr= 39.98655106 fb= 0 psi K,L,/r,= 23.21402511 Ky.yLy_ylry_y= 22.13475022 KzL,/r,= 29.98991329 Governs Ao= 134.9656588 Form Factor,0= 0.981049123 S,,bot= 0.886263765 in.^3 S,,taa= 2.488169886 in.^3 Req'd Compressive Stress,fa= 19301.10901 psi Req'd Bending Stress @ PP,fb= 1833.539929 psi Req'd Bending Stress @ MP,fb= 326.545227 psi Cm= 0.975652172 Fe= 318234.5462 psi F'e= 531125.1217 psi Fc,= 33714.74723 psi Fa= 20228.84834 psi Fb= 21600 psi Panel-Point= 21134.65 psi < 21707.98 psi OKAY Mid-Panel= 0.9684 <_ 1.00 OKAY Reinforced Chord Properties 2 Bars Nested 1 Reinforcement Properties Mark(s): TJ52 -TC REINF. Section: R075 A= 0.8836 in.2 Ybar= 0.3750 in. Ix= 0.0311 in.4 Fy= 36000 psi Reinforcement Use Fy= 36000 psi Composite Section Properties Ag,comp = 3.1249 in.2 Ix,comp = 1.8788 in.4 ly_y,comp = 7.3038 in.4 Depth = 2.8750 in. Ybar,from top = 0.7551 in. ctop = 0.7551 in. cbot= 2.1199 in. Sx,bot= 0.8863 in.3 Sx,top = 2.4882 in.3 rx= 0.7754 in. ry_Y= 1.5288 in. r = 0.7754 in. zbar= 0.2335 in. Iz,comp = 0.5629 in.4 rz= 0.6002 in. Existing Web Properties Design: ASD Joist Series: K Fy = 36000 psi Q = 1.0000 **Note: If 'Type' = Single, this Section: 1512 box should be blank Type: Double Batten Clip? No Gap =I 1.125 Member: Angle t = 0.123 (in., Between Length = 32.5 in. 2L Web Angles) LX = 32.5 in. Ly = 32.5 in. LZ = 32.5 in. rX = 0.4655 in. ry = 1.0876 in. rZ = 0.2963 in. Ybar = 0.4205 in. (In the plane of the joist) Ix = 0.1533 in.4 ly = 0.8372 in.4 Iz = 0.0311 in.4 Kx = 0.75 Ky = 1.00 Kz = 1.00 L/r = 109.69 KL/r = 109.69 A = 133.68 A = 0.7077 in.2 Fe = 23790.39 psi Fcr = 19109.05 psi Fa = 11465.43 psi Pa = 8155.13 lb. Allowable Compression P, = 15363 5 lb. Allowable Tension Additional capacity provided by new webs: 2L 1 1/2" x 1 1/2" x 1/8"