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REVIEWED FIR2023-0122+LOCKED STRUCTURAL CALCS+12.22.2023_11.53.54_AM+3968525Tentnology° TS Monoslope 20ft x 40ft with 13'-4" bay For Edmonds Goodwill 10117 Edmonds Way, Edmonds,,,) Structural Engineerin Naiqi Zhao & Gery Warner, P.Eng. Tentnology Co. Surrey, British Columbia, Canada January 28, 2020 M Structure review of TS Monoslope 20ft x 40ft with 13'-4" bay Conclusion: Tent of TS Monoslope 20ft x 40ft with 13'-4" bay for Edmonds Goodwill, 10117 Edmonds Way, Edmonds, WA, 98020 USA meet the requirement of 2018 Seattle Building Code (SBC) and IBC 2018 and ASEC 7-16 Code. Contents Page 1. TS Monoslope 20ft x 40ft with 13'-4" bay Tent description ...... 1 2. Location ......1 3. Tent using ...... 1 4. Analysis software ....... 1 5. Design code ...... 1 6. Climate load and roof live load on fabric construction ...... 2 7. Load combination case ...... 5 8. Materials ......5 9. TS frame ...... 6 10. SAP2000 model ...... 7 11. SAP2000 model, input value of designed snow load, wind load ...... 7 12. SAP2000 model, Load combinations ....... 10 13. SAP2000 model output, frame beam design ratio map ....... 10 14. SAP2000 model output, reactions ...... 11 15. Anchorage review ....... 12 1. TS Monoslope 20ft x 40ft with 13'-4" bay Tent description: GA drawing: SR0089, as below. e an _. ..-.w r. �.� rsrra.r �nq.Mr rrawLar. r.r Q7 ��'.fir` a�i��..1T.'••S::IC :n,y'I'; r;, al G. '.1T .751. I - > ----- < '[ F.an Arta - 74.32 -- 192C 2:M1 wrrarrrarrr ayor N�r.V rgsr.rr nw ao. -..rtl ><N Ys.r rw .�rf�aw.arrrrr �.rrcl ..rrar�rew. /.ter rsrrw a..�•.r�.w �r.aC fa C/ � Ywrn4 rt NW 10r �r rr. Tr Y1M r. w Wr /rrrw. W • rw rrrr. wr�r r� rYrO F.1..r.rb. i�i 6.tirr wwpPr�rrr. e�rc.rr rre .r.w..r.r. r+� rrrr rr.r..y ww rww rr rpgrrr wa rrr.. w......r .r. r -yr o. arr.w awr. orro� suw� r�uarna.u.aa nr7p awn.a urr. w rr..r �w w .J.w• :I L•41M Fmd View End VIHP LPIILII OIO�J ]/ CO_ Wry. Mrr. YA♦ lG Cwr Y!. rr M Ir. HrO tic �wfrrl...re iMr.. I FA aura OMMI TS 20ft x 40ft with 13'-4" bay monoslope shape, with single beam TS frame, 12 degree roof slope, 20ft width, 16.3ft height. 2. Location: 10117 Edmonds Way, Edmonds, WA, 98020 USA 3. Using: Shipping of storage 4. Analysis software: 1. SAP2000, Popular structural engineering finite element software. 2. Tentnology TentCAD CAE (Computer Aided Engineering; Non -linear large deformation finite element analysis suite) 5. Design code: 1. 2018 Seattle Building Code (SBC) 2. IBC 2018 and ASEC 7-16 Code 3. AA-LRFD 2015, Aluminum Design Manual 2015. 4. AISC 360-16 Code, Specification for Structural Steel Buildings. 5. CSA A660-10, Certification of steel building system manufacturers 6. Climate load and Live load on fabric construction: Risk Category II is assumed Site location and structure heights; Exposure B. Snow load 20psf ground snow load Snow importance factor 1.0 and Exposure factor 0.9 assumed. Wind load 110mph basic wind speed Transverse and longitudinal direction winds are analyzed. Internal wind pressure coefficient, +/-0.18 Cpi are for both transverse and longitudinal directions, enclosed tent, all walls on. Internal wind pressure coefficient, +/-0.55 Cpi are for both transverse and longitudinal directions, one or two walls opening. Seismic load This clear span fabric structure is a low rise, light -weight structure. As wind drag > seismic force on the structure, wind design governs; seismic ignored. Roof live load According to roof fabric construction method, no people work on the top of roof fabric. Still, the building code requires 5psf (0.24kPa) roof live load by table 4.3-1 of ASCE 7-16, on fabric construction supported by a skeleton structure. Snow load and Wind load calculation are as below Snow load on TS monoslope frame, for 13'-4" bay. Snow Load Calculation - ASCE 7-16 Input Data Series- To choose Series of above: Width: 20 , ft, Width of the Building, Length: 40 ; ft; Length of the Building: D =1 4.064 ; m; Truss Spacing of the Building; Location: lEdmonds, WA USA; l Pg = 20.00 Ibs/fta; Ground Snow load; From Fig. 7-1 or Custom or Local government; Exposure: B <- A or B or C or D Exposure Category; Ce = 0.90 Exposure factor; From table 7-2; Ct = 1.0 Thermal factor, From table 7-3; Cl Category: 1 <-1 or 2 or 3 or 4; Nature Occupancy; From table 1-1; _ Is = 1.0 Inportance factor; From table 7-4; Cs = 0.89 Slope factor, Slope a = 12 ' ; Unobstructed Slippery Surfs Pf = 0.7 x Ce x Ct -is x Pq ; Ibs/ft' ; Flat roof snow load; Ps = Cs x Pf ; Ibs/ft' ; Slope roof snow load 11.21 Ibs/ft- , Using Fi ur 77-5 Calculate Balanced and Unbalanced snow load on the Truss; Pba = Ps x D ; Ibs/ft ; Balanced snow load on the Truss; = 149.52 Ibs/ft =L 2.2 KN/m , An unbalanced uniform snow load on the leeward side equal to I'Pg Purl = I' P D When W< 20 ft = 266.67 Ibs/ft ; = 3.89 1 KN/m ; From Fig_ 7-2; Wind load on TS monoslope frame, for with 13'-4" bay, -0.18 Cp for both transverse and longitudinal directions, enclosed tent. Vind Load Calculation - ASCE 7-16 boe a -10' h - 60 ft; Low -Rise Building; Wind Load CakulHbn is using: Main Wind Force - Resisting System of Method 2-AnaMical I input Data W = 20 ; ft; Width of the Bustling; 6.096 ; m; L= M.W ;ft; Length of the Building; 15.500 ; m; h= 16.30; ft; Height ofine Building; 4.96E ; m; hw = 8.25 ; ft; Wall height of the Building; D- 13.333 ; ft; Truss Spacing ofthe Building; 4.064 ; m; in Data Location:Edmonds WA H = 0.0 ; ft; Height of hill; Ke = 1.0 Topographic factor; From Fig. 6-4; Krt = (1+ KI . K2. K3 )' ; Eq.63; (IfH=0,than K1=K2=K3=0; Ka=1.0) xposure: B <-- A or B or C or D; Exposure Category; Krh= 0.69 Velocity pressure coefficient; From table 6-3; Cr 1 Kd = o.85 Wind directionality factor; From table 6-4 (for Buildings, Arch roofs); V = 110.0 ; mph; Basic wind speed; From Fig. 6-1; ;ategury: 2 <- 1 or 2 or 3 or 4; Nature Occupancy; From table 1-1; I= IDo Importance factor; From table 61; GCpi= -0.18 Mernal wintl ressure coefficient From Fill. 6-5; Enclosure ckssifKatbn Tien Builds 80 �- Accumulating> 80% oartialN enclosed Busdina Fo.55 �-Accumu,. in 10% A = 1 ; Conversion factor. Va = V xA= tta.00 ; mph ; :External peak pressure coefficient; From Fig. 6-10 ( Low -Rise Building); Side Wind End Wind qh = 0+00256 - Kz=h = Ka . Kd - Vs' - 1; bslft ; Velocity pressure evaluated at height Z=h 0.69 1.0 0.85 110.0 1.0 = is.l7 IbsM'; =KWrrP 0.126 psi P= qh x [ (GCpt) - ( GCpI) I x D; 11011m; Design wind bad pressure on the Truss; 0.870 -0.2 C064 P Wm: Roof slope a=12': GCi--0.18 1-2 2-3 3-4 4-5 1 5.6 6-7 1 1 Side Wmd 2.28 1.T6 -0.78 -1.80 -1.811 -1 1. <-OWput Dafa P KWm' Roof ab a=12' GC i= -0.18 1-2 2-3 3A 4-5 58 &7__M End Wintl -0.95 -0.88 -0.74 -0.67 -0.67 6-7 End u[ Data Wind load on TS monoslope frame, for with 13'-4" bay, +0.18 Cp for both transverse and longitudinal directions, enclosed tent. Load Calculation - ASCE 7-16 In o 60 ft; Low -Rise Building; W=®;ft; Width of the Building; 6.096 ; m ; L= 40.00 ; ft; Length of the Bustling; 15.500 ; m ; h= 16.30; it; Height ofthe Building; 4.968 ; m ; by = 8.25 ; ft; Wall height of the Burdmg; m; D= 13.333 ; ft; Truss Spacing of the Building, 4.064 ; m ; b at Dare Location: Edmoads WA H: 0.0 ;ft; Height of hill; Kzt = 1.0 Topographic factor; From Fig. 6-0; Kit = (1• KI • K2 • K3 p Eq.63; (IfH a 0, than Kl=K2=K3=0: Ka=1A) :xposure: B <- A or B or C or D; Exposure Category; Kz.h= 0.69 Velocity pressure coefficient; From table 6-3; Ci 1 Kd = 0.65 Wind h,ectionalky factor; From table 6-4 (for Buildings, Arch roofs), V = 110.0 ;mph ; Basic wind speed; From Fig. 6-1; Category. 2 <- 1 or 2 or 3 or 4; Nature Occupancy; From tabs, 1-1, I= 1.00 Importance factor; From table 6-1; GCpi= 0.18 Internal wind ressure coefficient Enclosure clessificatbn GCoi 80% 10% A= 1 ; Conversion factor. Va=VxA= II0.00; mph; (GCpi) :External peak pressure coefficient; From Fig. 6-10 (Low -Rise Building); GCPf. Roofsb o=12 1-2 2-3 3.4 4-s 56 6-7 Side Wind 0.47 0.18 -0A0 -1.. -0.69 -0.52 T' Roof sb a=12°' 1-2 23 3-4 4-5 5-0 6-7 End Wind -0.45 -0.43 -0.39 -0.37 -0.37 -0.28 qh=0.00256. KaA. Ka. Kd . Ve . I; lWfP; Velocity pressure evaluated at height z=h 0.69 1.0 0.85 110.0 1.0 18.17 balflz; 0.87 Kwm' = 0.126 psi P= qs x [ (GCPt) - ( GCpi) ] x D; Kwm; Design wind load pressure on the Truss; 0A70 0.2 4.064 P m: Roof slope a=12' GC i= D.18 1-2 2-33.4 4-5 56 6.7 Side Wind 1.01 -0.01 -2.05 38 -3.08 -2. .047 <- Output Data P m; Roof sb a=12' GC'= 0.18 1-2 23 3.4 45 Ss, .7 11indillfund -2.23 -2.16 -2.01 1 -1.94 -1.94 A.62 F1 T ..Put Data Wind load on TS monoslope frame, for with 13'-4" bay, -0.55 Cp for both transverse and longitudinal directions, one or two walls opening. Load Calculation - ASCE 7-16 h <=6015 Low -Rise Building; 'Put Data W =®; ft; Width of me Building; 6.096 ; m ; L = 40.00 ; ft; Length of the Building; 15.500 ; m; In = 16.30; ft; Height of the Building; 4.968 ; m ; h.- 8.25 ; ft; Well height of the Building, D = 13.333 ; ft; Truss Spacing of the Building; 4.064 ; m ; m ut Data L13catkin: Edmonds WA H = 0.0 ; ft; Height of hill; Kn = 1.0 Topographic factor, From Fig. 6-4; Kd - (1, KI . K2 . K3 Y Eq.6-3; (If H=0, than K1=K2=K3=0; Krt=1.0) Exposure: B <-A or B or C or D; Exposure Category; Kz=b = 0.69 Velocity pressure roefficent; From table 6-3; Ci 1 Kd= 0.85 Wind directbnaMy, factor, From table 6-4 (for Buildings; Arch roofs); V = 110.0 ; mph ; Basic wind speed; From Fig. 6-1; Category: 2 <- 1 or 2 or 3 or 4; Nature Occupancy; From table 1-1; I- 1.00 Inportance factor, From table 6-1; GCpi= -0.55 Internal wind pressure coefficient; From Fig. 6-5; Accumulating > 80% Accumulating > 10% (GCpf) :External peak pressure coefficient; From Fig. 6-10 (Low -Rise Building), GM. Roof slope a=12" 45 Ss, B-7 Side Wind 0.47 0.18 -0.40 -0.69 GC Y Raofsb 45 a=12' 1-2 2-3 3-0 5$ &7 End Wind -0.45 -0.43 -0.39 1 -0.37 -0.37 -0.28 qh: 0.00256. Kah. Kzt. Kd x Vaz . I; bsfftz; Velocity pressure evaluated at height z=h 0.69 1.0 0.85 110.0 1.0 = 18.17 1Iball? ; Do.87 KN/m' = 0.126 psi p- qh x [ (GCPf) - ( GCpi ) l x D; KNhM Design word load pressure on the Truss; 0.870 -0.6 4.064 A = 1 ; Conversion factor. Va = V x A = 110.00 ; rrph ; 13.59 I Z. 10.. I ... I ... 10.11 0.35 1 0.42 1 0.57 1 0.64 1 0.64 1 0.96 Side Wind _rl - Output Data -0.55 End Wind <- output Data Wind load on TS monoslope frame, for with 13'-4" bay, +0.55 Cp for both transverse and longitudinal directions, one or two walls opening. It F 60 it Low -Rise Building; Input Data W =®; ft; Width of the Bustling; 6.096 ; on; L = 40.00 ; ft; Length of the Building; 15.500 ; on; h= 16.3O; ft; Hightofthe Bustling; 4.968 ; in; hx= 8.25; ft; Wall height of the Buildng; in; D=F 13.333 ; ft; Truss Spacing of the Bustling; 4.064 ; in; b u Data Location: Edmonds WA H = 0.0 ; ft; Height of hill; .1= 1.0 Topographic factor; From Fig. 6-4; Ka = (1«K1. K2. K3 Y Eq.6-3; (If H=0, than K1-K2-K3=0; K,t-1.0) Exposure: B <-A or B or C or D; Exposure Category; KIA 069 Velocity pressure coefficient; From table 6-3; Cr 1 K4= 0.85 Wbtl directionality factor; From table 6A (for Buildings; Arch roofs); V = 110.0 ; rryh ; Basic wind speed; From Fig. &1; Category: 2 <-1 or 2 or 3 or 4; Nature Occupancy; From table 1-1; 1= 1.00 Importance factor, FromlaDk&1; GCpi= 0.55 mernal-fid pressure coefficient From Fio.&5: >80% 10% A= 1 ; Conversion factor. Va-VxA- 110.00;mph; (GCpf) :External peak pressure coeffa:knt; From Fig. 6-10 ( Law -Rise Building), GC f Roof slope a=12 1-2 2-3 3.4 4-5 5-6 &7 Side Wind 0.47 0.18 -0.4D -0.69 -0.69 -0.52 GC f Roofab o=12 1-2 13 3 4 45 SE &7 End Wind -0.45 -0.43 -0.39 1 -0.37 qh= 0.00256. Ks=h = Kd - Kd = Va' = I; bsfft•; Vebcsy pressure evaluated at height z=h 0.69 1.0 0.85 110.0 1.0 18.17I bsm; F-0-87-1 KWm' = 0.126 psi P= qh x [ (GCp) - ( GCpi) [ x D; Ill Design Wind bad pressure on the Truss; 0.870 0.6 4.064 M®MMM®■■■■■■■■ J54 I -346 I -332 I -925 I -325 I 293 I 1 1 1 1 1 1 1 I< -Output Data 7. Load combination case for strength design: 1.4 dead load 0.9 dead load + 1.0 wind load 1.2 dead load + 1.0 wind load + 0.5 snow or 0.5 roof live load 1.2 dead load + 1.6 snow or 1.6 roof live load + 0.5 wind load 8. Materials: 1. Fabric, SIJIA Fabric, 780 g/M^2 2. Frame, Aluminum 6061-T6, Fy 35 ksi, Fu 38 ksi 9. TS section: 1. TS section 3.1 S' x S.19r Ix = 8.615 in^4 ly = 3.441 in"4 a = 1.575 cy = 2.592 A = 2.348 in^2 Sx = 3.323 W3 Sy = 2.185 inA3 Ix = 7.0296 in^4 ly = 2.1183 inA4 a = 1.4252 cy = 2.4605 A2 = 2 SW inA2 Sx2 = 2.8570 inA3 S}2 = 1.4863 in^3 2. TS section - Alum sleeve Ix - 15.810 in14 I = 5.561 m^4 a = 1.575 cy = 2.592 A = 4.%S in^2 Sx = 6.099 inA3 —' Sy = 3.531 inA3 10. SAP2000 model: Base restraint TABLE: Joint Restraint Assignments Joint U1 U2 U3 R1 R2 R3 Text Yes/No Yes/No Yes/No Yes/No Yes/No Yes/No 22 Yes Yes Yes No No No 23 Yes Yes Yes No No No 48 Yes Yes Yes No No No 49 Yes Yes Yes No No No 11. SAP2000 model, input value of designed snow load, wind load on frame: 13'-4" bay, balanced snow load Frame Span Loads (Sba) (As Defined) I 13'-4" bay, -0.18 Cp, side wind, for enclosed tent. Frame Span Loads (S-0.18) (As Defined) 13'-4" bay, +0.18 Cp, side wind, for enclosed tent. 4.1 Frame Span Loads (S+0.18) (As Defined) 13'-4" bay, -0.55 Cp, end wind, for one end opening tent. Frame Span Loads (E-0.55) (As Defined) 13'-4" bay, +0.55 Cp, end wind, for one end opening tent. Frame Span Loads (E+0.55) (As Defined) 12. SAP2000 model, Load combinations: Define Load Combinations Load Combinations Click:. to: ,'AddNewCombo...I 1.2D +0.5W s-0.18+1.6S ba 1.2D+0.5Ws+0.18+1.6Sba Add Copy of Combo... I 1.2D+0.5We-0.55+1.6Sba 1.2D+0.5We+0.55+1.6Sba Modify/Show Combo... 1.2D+1.OWs-0.18+0.5Sba 1.2D+1.OWs+0.18+0.5S ba Delete Cr_riibo I 1.2D+1.OWe-0.55+0.5Sba 1.2D+1.OWe+0.55+0.5S ba 0.9D+1.OWs-018 0.9D+1.OWs+018 Add Default Design Combos... I 0.9D+1.OWe-0.55 0.9D+1.OWe+0.55 Convert Combos to Nonlinear Cases... I 1.2D+0.5Ws-0.18+1.6SLr 1.2D+0.5Ws+0.18+1.6S Lr '.�..-..�K........ 1.2D+0.5We-0.55+1.6SLr 1.2D+0.5We+0.55+1.6S Lr Cancel 13. SAP2000 model, output, frame beam design ratio map: Aluminum P-M Interaction Ratios (AA-LRFD 2000) • • • IN i DR 0.84' y DR0.98�;' mil, 14. SAP2000 model, output, reactions: i 48 TABLE: Joint Reactions Joint OutputCase CaseType F1 F2 F3 M1 M2 M3 Text Text Text Lb Lb Lb Lb -in Lb -in i Lb -in 22 DEAD NonStatic 4 0 206 0 0 0 22 1.4D Combination 6 0 288 0 0 0 22 1.2D+0.5Ws-0.18+1.6Sba Combination -34 0 2285 0 0 0 22 1.2D+0.5Ws+0.18+1.6Sba Combination 45 0 1791 0 0 0 22 1.2D+0.5We-0.55+1.6Sba Combination 65 0 2491 0 0 0 �2 1.2D+0.5We+0.55+1.6Sba Combination 716 0 1439 0 0 0 �2 1.2D+1.OWs-0.18+0.5Sba Combination -300 0 33 0 0 0 �2 1.2D+1.OWs+0.18+0.5Sba Combination -125 0 -638 0 0 0 52 1.2D+1.OWe-0.55+0.5Sba Combination -86 0 763 0 0 0 52 1.2D+1.OWe+0.55+0.5Sba Combination 1216 0 -1342 0 0 0 52 0.9D+1.OWs-018 Combination -343 0 -824 0 0 0 22 0.9D+1.OWs+018 Combination -169 0 -1494 0 0 0 22 0.9D+1.OWe-0.55 Combination -129 0 -94 0 0 0 22 0.9D+1.OWe+0.55 Combination 1173 0 -2199 0 0 0 52 1.2D+0.5Ws-0.18+1.6SLr Combination -86 0 1320 0 0 0 52 1.2D+0.5Ws+0.18+1.6SLr Combination 2 0 984 0 0 0 52 1.2D+O.SWe-0.55+1.6SLr Combination 16 0 1586 0 0 0 52 1.2D+O.SWe+0.55+1.6SLr Combination 667 0 534 0 0 0 Max 1216 0 2491 Min -343 0 -2199 DEAD NonStatic 0 0 270 0 0 0 DEAD NonStatic 0 0 270 0 0 0 1.4D Combination 1 0 377 0 0 0 1.2D+O.SWs-0.18+1.6Sba Combination -31 0 1831 0 0 0 1.2D+O.SWs+0.18+1.6Sba Combination 133 0 3214 0 0 0 1.2D+O.SWe-0.55+1.6Sba Combination -26 0 1996 0 0 0 1.2D+O.SWe+0.55+1.6Sba Combination 461 0 3099 0 0 0 1.2D+1.OWs-0.18+0.5Sba Combination -1 0 389 0 0 0 1.2D+1.OWs+0.18+0.5Sba Combination 323 0 3375 0 0 0 1.2D+1.OWe-0.55+0.5Sba Combination 6 0 939 0 0 0 1.2D+1.OWe+0.55+0.5Sba Combination 979 0 3145 0 0 0 0.9D+1.OWs-018 Combination it 0 -238 0 0 0 0.9D+1.OWs+018 Combination 334 0 2748 0 0 0 0.9D+1.OWe-0.55 Combination 17 0 312 0 0 0 0.9D+1.OWe+0.55 Combination 990 0 2519 0 0 0 1.2D+O.SWs-0.18+1.6SLr Combination -14 0 1141 0 0 0 1.2D+O.SWs+0.18+1.6SLr Combination 148 0 2634 0 0 0 1.2D+0.5We-0.55+1.6SLr Combination -10 0 1350 0 0 0 1.2D+0.5We+0.55+1.6SLr Combination 477 0 3453 0 0 0 Max F 990 F 0 F 3453 Min F -31 F 0 P, -238 15. Anchorage review: The max reactions Lower column 2491 lb, down reaticn -2199 lb, uplift 1216 lb, shear reaction upper column 3453 lb, down reation -238 lb, uplift 990 lb, shear reaction maxforce in guy line 2029 lb The stake pulling out test result from site, 11201b per stake of 1.125"OD 42" length double head stake 1.125"OD 42" length double head stake, 4340 steel, 134.5 ksi yield strength and 170.6 ksi tensile strength. 2-42" stake per column base, the pulling out capacities are 2*11201b=22401b > 21991b uplift, OK.