DESIGN NOTE AND MECHANICAL PROPERTIES PART

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1 COVER PAGE INDEX 1) INDEX PART A SHEET 1~ OF DESIGN NOTE AND MECHANICAL PROPERTIES PART A SHEET ~ OF ) RETRACTABLE OUTRIGGER PART B SHEET 1~7 OF ) TIEBACK ANCHOR PART C SHEET 1~ OF 7 TOTAL 1 SHEETS PROJECT GATEWAY HOTEL 550 GATEWAY BLVD., S.F. CA CLIENT AKSHAR DEVELOPMENT INC. Swingstage Division 1615 Warden Avenue, Toronto, Ontario M1R T BY Vlado CK RV PROJECT NO 8J19 PART A SHEET 1 19Jan18 OF

2 DESIGN NOTE AND MATERIAL SPECIFICATIONS A) The design safety factor for window washing equipment is against failure, thus the <P factor modified to be unity. ( <P = 1) B) Unless otherwise noted, all steel conform to ASTM standard which has the following material strength: 1) PLATES AND BARS DESIGNATION: A57 GR. MIN YIELD STRESS TENSILE STRESS F y = F u = Ksi 60Ksi ) STRUCTURAL SHAPES RECTANGULAR A500 GR.C MIN YIELD STRESS TENSILE STRESS F, = SOKsi F = 6Ksi ROUND A500 GR.C MIN YIELD STRESS TENSILE STRESS F y = F u = 6Ksi 6Ksi W, M, S, gp, C, MC, L A57GR. MIN YIELD STRESS TENSILE STRESS F, = Ksi F u = 60Ksi C) Unless otherwise noted, all aluminium conform to ANSIIA WS D1.97 I(CAN S157 M8) standard, which has the following material strength: 6061 T6 NON WELDED F, = 5Ksi Fu = 8Ksi WELDED F y = Fu = 16 Ksi 5Ksi 651 T6 NON WELDED F, = 7Ksi Fu = Ksi WELDED Fy = 16Ksi F u = 5Ksi PROJECT CLIENT l1t/incle~ BY DS 1G 1111 ~.Oq CK RV PROJECT NO 8 \\ 6 CJ Swingstage Division PART A SHEET l/. OF Warden Avenue, Toronto, Ontario M1R T

3 Table.. Applicable ASTM Specific~tions for Various Structural Shapes.. 1'19fe118d IIIII8t1aIll'ilClfJ\lliun "' OIlIer ap~ /IIIII8rIaI1jI8CIIic8tIDn. the availabluty cr1wh1ch lhould be coo&nned prior to ~ _1101. PROJECT CLIENT BY. D"> 1 <& JO L 1..0\7 ~~~~i.:::~~~u=~;ick RV D~E SWingstage Division PROJECT NO. S \ Warden Avenue, Scarborough, Ontario M1R T PART A SHEET ~ OF

4 'MECElANICAL PROPERTIES FOR ALUM1NIVM ALOYS ITABLE. FROM CAN. S157.M8 fl EI 7.ble. M.chanlc~1 Prop 1IT1l1>" '~A.wmlnum AIlO')l'. and Product: Commonly Uud In Building, (MPa) '!:l' ~ th! we/lite WtlJt.d ".. T.ru:Jlt T,,,..u, Cllmpffurr. renall' Ten.ah 5 &llli"",l. )'Idd 1bl. "IUm~!.t )'Iclii' jjloy. M,,",duel r, 1', f, f_ '1'., r:. lj< Sholl =_Hm 11.\'.,.. L! '00 :.s :Z~H1.(, '00,00 :.s ~I' 1e "~5 '5 '00 :.s,shell, lad plaj., 5~1.'l~.>.5 '5. '5 SO,'.0,,,,., "=>01 ~o.s '~ 'SO!lINdens &Ad IIlI.wn tuba' _.'15< ::I' 1).5 :os 10,... SOICo'l, :o.s '17,0 170,"". 1"",,,,,,,,,",.. 0; r t '" Tabl.; (Ccnclutiod) Nol 'WIlli. a Wddcd H ~ i i=:luii, icmh' Compru:Jyt jenslle jetud~ ""umi&!' yld,. yitkl 1II/Im&1 Yield.A.fley ane' p~clucl f. Fr f, f.., b.tmlom, :.hu~ pillt., and ot;l;wn I." ):" SDsi~TS :so '".lo ',m.'ao buv:illr= c,n js :ZOO :so.il 170 ". UU/mal. &hlilr,,',...1 lor Dllt! W&Ji:U (Wild 'On 1brD&1 IIIII), i mun, L.ofIpliua:in~1 W.1dlnp witt F~ f~' Q" '70 '0 o(~.,..,dc,~ JUnlJ..'.,. :a: IVT.aI.wlA' ww.,..,, '"0 Ul&.Im&lt,h.u a:.i.tn: ROJECT CLIENT BY ~~~~~~&;~==7<ID~CK RV '" j Uk 10lT Swingstage Division PROJECT NO Warden Avenue, Scarborough, Ontario M1R T PART A SHEET OF _"1_

5 1. Input Data Fig.1 Service Load > P s 1000 lbf Load Factor > α f Factored Load > P f α f P s = kip Distance between wheel supports (minim) > A s 78 in = 6.5 ft A s Cantilever > B s 5 in =.5 ft B s Distance between supports (minim) > Distance between supports (minim) > C s 8 in = 7 ft C s G s C s A s = 0.5 ft = 6 in G s Distance between supports (minim) > a 1s 7 in =.5 ft a 1s 01/18/018 Page 1 of 7

6 . Structure Loading P f B s P f C s + B s R R =.571 kip R F = kip C s C s Maximum Bending Momen M B B s P f = 16 kip in Bending moment at a1s. Boom Boom Material : AL 6061T6 > M B C s a 1s M 1B = kip in C s F u 7.7 ksi F y 5 ksi 16 ksi F wy E AL ksi 800 ksi G AL.1 HSS 7 5/8" x 5/8" x 1/" Section Properties HSS Height > inside height > h H 7.65 in HSS Width > w H.65 in Wall thickness > 0.5 in a H t H = 7.15 in inside width b H t H =.15 in h H w H t H Area > Moment of inertia > Elastic section modulus "xx" > A H h H w H a H b H = in w H h H b H a H I H = 6.58 in 1 w H h H b H a H S H = 1.0 in 6 h H radius of gyration > Plastic section modulus "xx" > I H r H =.81 in A H w H h H b H a H Z H = 1.87 in Q flg w H t H h H t H =.6 in Q web a H = t H a H.17 in Static moment > Q H Q flg + Q web = 7.7 in 01/18/018 Page of 7

7 a) Allowable stress design (weld connection) R F = kip M B = 16 kip in = 5 ksi S H = 1.0 in I H = 6.58 in Q H = 7.7 in = 0.5 in Bending stress > M B F y t H σ H = ksi Shear Stress > τ H =.01 ksi S H I H t H R F Q H equivalent stress > σ equ σ H + τ H = ksi F y σ equ = 1 1=True; ` 0=False Load and resistance factor design (LRFD) Z H = 1.87 in a H = 7.15 in = 0.5 in t H Moment capacity > shear capacity > M n F y Z H = 50.6 kip in V n 0.6 F y a H t H = 7.06 kip chk 1 M B + R F = 0.6 chk 1 1 = 1 1=True; 0=False V n M n. HSS 7 " x " x 1/" Section Properties HSS Height > inside height > h H 7.0 in HSS Width > w H.0 in Wall thickness > 0.5 in a H t H = 6.5 in inside width b H t H =.5 in h H w H t H Area > Moment of inertia > Elastic section modulus "xx" > A H h H w H a H b H = 5.5 in w H h H b H a H I H =. in 1 w H h H b H a H S H = in 6 h H radius of gyration > I H r H =.55 in A H 01/18/018 Page of 7

8 Plastic section modulus "xx" > w H h H b H a H Z H = 1.01 in Q flg w H t H h H t H =.75 in Q web a H = t H a H.61 in Static moment > Q H Q flg + Q web = in a) Allowable stress design (weld connection) R R =.571 kip M 1B = kip in = 5 ksi S H = in I H =. in Q H = in = 0.5 in Bending stress > M 1B F y t H σ H = ksi Shear Stress > τ H = ksi S H I H t H R R Q H equivalent stress > σ equ σ H + τ H = ksi F y σ equ = 1 1=True; ` 0=False Load and resistance factor design (LRFD) Z H = 1.01 in a H = 6.5 in = 0.5 in t H Moment capacity > shear capacity > M n F y Z H = 1.1 kip in V n 0.6 F y a H t H =.15 kip chk 1 M B + R R = chk 1 1 = 1 1=True; 0=False V n M n 01/18/018 Page of 7

9 . Front Frame Fig. R F = kip Boom Material : ASTM500 Gr.C > F u 6 ksi F y 50 ksi E ST 9000 ksi HSS " x"x/16" Properties L HSS 1 in A HSS 1.89 in r HSS 1.1 in Z HSS 1.97 in Lenght Factor K 1 R F L HSS F c =.811 kip 8 in Fig. K L HSS λ c F y = 0.75 π r HSS E ST P n (0.658) λ c F y = 86 kip P n F c = 1 1=True; 0=False A HSS 01/18/018 Page 5 of 7

10 5. Pins Fig. R F = kip D P in a P 5 8 in D P = 0.75 in Fig. a P = 0.65 in Boom Material : SS0 > F y 5 ksi Z P D P π D = 0.07 in P A P = 0. in 6 M n F y Z P =.61 kip in V n 0.6 F y A P = 9.78 kip R F M u a P =.05 kip in R F V u =.86 kip chk M u + V u = 0.96 chk 1 = 1 1=True; 0=False V n M n 01/18/018 Page 6 of 7

11 6. Pin Fig. Safety Line Ultimate Force > F SL 5 kip b P in t 5 8 in = 0.65 in t D P 1 in Boom Material : SS0 > F y 5 ksi L P b P + t =.65 in Fig. Z P D P π D = in P A P = in 6 M n F y Z P = 5.8 kip in V n 0.6 F y A P = 16.9 kip F SL L P M u =.81 kip in F SL V u =.5 kip chk M u + V u = chk 1 = 1 1=True; 0=False V n M n 01/18/018 Page 7 of 7

12 Tie Back Anchor Ultimate Applied Load 5.00 kip Pedestal Tube Height of Tie Back Anchor.00 in The tieback anchors are used as anchorage to which personal fall arrest equipment is attached. Maximum Design load = 5,000 Lbs per OSHA Actual arresting load with body harness and shock absorber is 900 Lbs So, S.F = = for OSHA Design anchors for P ult = 5,000 Lbs For a safety factor of 5. ~ 6.0, the performance factor in design equation shall be ignored. Loading P f = 5.00 kip h = 6.50 in M f = P * h = 5.00 * 6.50 = 1.50 kipin Pedestal Tube HSS.0" OD x 0.5" wall A500 Gr C F u r F y = 6.00 ksi = 6.00 ksi Z =.1 in = 1. in A =.76 in M n F y = * Z = 6.00 *.1 = 15.9 kipin > 1.50 kipin = M f OK PROJECT CLIENT.. Swingstage Division 1615 Warden Avenue, Toronto, Ontario M1R T BY CHK RV Vlado 19Jan18 PROJECT NO 8J19 PART C SHEET 1 OF

13 Tie Back Anchor Ultimate Applied Load 5.00 kip Bottom Plate and Weld Size Height of Tie Back Anchor.00 in Weld Size = 5/16" in t w1 F EXX = ksi E70xx 5,000 Lbs in any direction S w = f rw = * D.1 * = M f S w 1.50 = 1.56 = 1.56 in = kip/in h F w = 0.60 * F EXX * * ( * SIN 1.5 ) = 0.60 * * * 1.50 =.5 kip/in t req'd = f rw = = 0. in < 0.1 in O.K. F w.5 PROJECT. CLIENT Swingstage Division 1615 Warden Avenue, Toronto, Ontario M1R T. BY CHK RV Vlado 19Jan18 PROJECT NO 8J19 PART C SHEET OF