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Specifications (2) EUP2 O7 - coo19 10 575 s w CascctoLQ 13 05/03/07 Mezzanine for: HEMCON TIGARD, OR 125 psf Live Load Seismic per 2006 IBC Ss = 94.3 %g Si = 34.0 %g Soil Class "D° Use Grp "1" Design Cat "D" Cs = 0.202 16.7 ft Wide 48 ft Long 11.8 ft Top of Deck Deck: 3/4 "Plywood over 1 -1/2 "x 22qa "B" DECK 3 ft Span `; CT:j_.. PROfi le 11949 f ' CZ / h 4 J.Re IIMEMETAIT11111 /7; ' ' Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.443014 Longitude = - 122.781957 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa= 1.0,Fv =1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.943 Ss, Site Class B 1.0 0.340 S1, Site Class B Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.443014 Longitude = - 122.781957 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa =1.123 ,Fv =1.721 Period Sa (sec) (g) 0.2 1.059 SMs, Site Class D 1.0 0.584 SM1, Site Class D IBC 2006 LOADING SEISMIC: Ss= 94.3 % g S1= 34.0 %g Soil Class D Modified Design spectral response parameters Sms= 105.9 % g Sds= 70.6 % g Sm1= 58.4 % g Sd1= 38.9 % g Seismic Use Group 1 Seismic Design Category D or D le = 1 R= 3.5 R= 3.25 Cs = 0.2017 W Cs = 0.2172 W Using Working Stress Design V = Cs *W/1.4 V = 0.1441 W V = 0.1552 W if • Cold Formed Channel, 05/03/07 Depth 10.000 in Fy = 55 ksi Flange 3.250 in Lip 0.900 in Thickness 0.0750 in JOIST SECTION R 0.1000 in Blank = 17.76 in wt = 4.5 plf A = 1.332 in2 Ix = 20.068 in4 Sx = 4.014 in3 Rx = 3.881 in Iy = 1.840 in4 Sy = 0.781 in3 Ry = 1.175 in a 9.6500 Web w/t 128.6667 a bar 9.9250 Flg w/t 38.6667 b 2.9000 x bar 0.8547 b bar 3.1750 m 1.4268 c 0.7250 x0 - 2.2815 c bar 0.8625 J 0.0025 u 0.2160 x web 0.8922 gamma 1.0000 x lip 2.3578 R' 0.1375 h/t 131.3333 lamda 0.8782 p 0.8534 b 2.474967 15% Flange Reduction WEB BENDING 55 ksi @ FLGS 53.08 ksi @ WEB k 4 lamda 2.8707 p 0.3217 be 3.104 68% Web Reduction o 1.721 Ii 0.032 0.258809 LOAD CAPACTTY I eff= 19.526 in4 S eff= 3.713 in3 10.21 k -ft Cap RISC 32. BEAD 0.390 KLF UNIFORM LOAD 13.000 FT SPAN 0.000 K -FT MOMENT COUNTERCLOCKWISE ON LEFT 0.000 K -FT MOMENT CLOCKWISE ON RIGHT R1 = 2.535 KIPS R2 = 2.535 KIPS M3 = 8.239 K -FT @ 6.500 FT 81% Stressed b = 6.500 FT M =0 @ 0.000 FT AND 13.000 FT I = 19.53 IN4 E = 29500 KSI @ 6.500 FT Vx = 0.000 KIPS DEFL = 0.435 IN Mx = 8.239 K -FT = L/ 359 • 17 Steel Wide Flange Beams Fy = 50 ksi Dead Span = 16.7 ft 0 Partition ' Spacing = 11.5 ft OC 5 Deck 1.5 Joists 5Y1 Reduce Live Load? NO 0 Mech Live = 125 psf 2 Sprinkler R = 0 % 0 Insulation 0 Ceiling Assume Beam wt = 22 plf Total dead = 119.9 plf 8.5 Total Load Cond w V M Deft I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 120 1.0 4.2 180 6.5 0.04 5510 Live 1438 12.0 50.1 360 155.8 0.44 460 Dead +Live 1557 13.0 54.3 240 112.6 0.47 424 W 14x22 68% Bending 1.92 psf I = 199 in4 4) COLUMN: TS5x 5x 0.25 Trib: 11.5 ft x 7 ft Live: 125 psf Dead: 12 psf 0% Live load reduction Pmax = 11.0 kips Ht = 11.2167 ft Pcap = 90.51 kips 12% stressed Seismic: R = 3.5 Cs = 0.202 25% Live + Dead W = 3.5 kips V = Cs * W/1.4 V = 0.50 kips per column M = 2.82k -ft Mcap = 15.55 k -ft 18% stressed Column Conn: 12 in Deep 1 Connections gamma 3 M = 101 k -in T = 7.28 k per pair of bolts 5/8 in Diameter Grd 5 Bolts Ab = 0.61 in2 T cap = 24.54 k per pair of bolts Ft = 40 ksi 30% stressed Plate: Fy = 50 ksi M = 4.73 k -in 5 in Wide Plate t req'd = (M *6 /W *Fy) = 0.39 in Thick Use: 0.5in x 5in x 1 2in Plate w/ 6- 0.625 in Diameter Bolts .14 A /941 CI z+- luc,i (i4 42401 04) (1°) C b x 42 (/ Goe t.v 1 -05i7'J • e // °( / /I' g� IV ,vim- aauc-r .X‘C Base Plate Design 05/03/07 Column Load 11.0 kips Allowable Soil 1500 psf basic r / �t6 Assume Footing 32.5 in square on side Soil Pressure 1500 psf Use lam, "square base plate w= 10.4 psi 1 = 10.27 in 44 ') A / / / 76 af Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1 /3 Load factor = 1.67 M = 611 # -in 6 in thick slab f'c = 3000 psi s = 6.00 in3 fb = 102 psi Fb = 5(phi) (f'.c".5) = 178 psi OK 11 Shear : Beam fv = 30 psi Fv = 93 psi OK 11 Punching fv = 30 psi Fv = 186 psi OK 1! Base Plate Bending Use 5/8 " thick 1 = 3.50 in w = 77 psi fb = 7205 psi Fb = 37500 psi OK 11 Restrained Base 05/03/07 0% Stress Increase Column Moment 34 k -in 3000 psi Concrete Axial 3.5 kip 5 Inch wide column Base Plate 12 inch X 12 inch Anchors @ 1.5 inch from the edge 2 -5/8" dia x 4" Embed Tcap = 6602 lbs 90% Concrete Load at 1.25 " from edge of Base Plate OK P Arm M Bolts 5.942 9.25 54.96 Axial 3.482 4.75. 16.54 9.42 71.50 k -in 47% stressed Concrete Pressure 0.419 ksi 2.100 ksi Allow 20% stressed Plate Bending 19.44 k -in Fb = 37.5 ksi t req'd = 0.509 inches [Page Too Large for OCR Processing]