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Specifications • • ti 5 695 s-J `�� —K, TUp°Zozo`t - adz) covi RECEIVED • APR 3 0 2009 CITY OF TIGARD 04/24/09 BUILDING DIVISION Mezzanine for: FRED MEYER • TIGARD, OR 125 psf Live Load • Seismic per 2006 IBC Ss = 95.4 %g S1 = 34.1 %g Soil Class "D" Use Grp "1" Design Cat "D" Cs = 0.203 19.5 ft Wide • 48 ft Long 11.1 ft Top of Deck Deck: 1-1/8" T & G Plywood Rated 2-4 -1 2.67 ft Span • scV" P N OFf � fi 1 9 1194• � f ..•• • . c 3, 1 9�ry vox 4901 j. EXR DATE: 12/ 2 °(0 • Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4397 Longitude = - 122.7539 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 0.954 (Ss, Site Class B) 1.0 0.341 (51, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4397 Longitude = - 122.7539 Spectral Response Accelerations SMs and SM1 SMs =FaxSs and SM1 =FvxS1 Site Class D - Fa = 1.119 ,Fv = 1.718 Period Sa (sec) (g) 0.2 1.067 (SMs, Site Class D) 1.0 0.586 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4397 • Longitude = - 122.7539 Design Spectral Response Accelerations SDs and SDI SDs = 2/3 x SMs and SDI = 2/3 x SM1 Site Class D - Fa = 1.119 ,Fv = 1.718 Period Sa (sec) (g) 0.2 0.711 (SDs, Site Class D) 1.0 0.391 (SDI, Site Class D) it IBC 2006 LOADING • SEISMIC: Ss= 95.4 % g • S1= 34.1 % g • Soil Class Modified Design spectral response parameters Sms= 106.7 % g Sds= 71.1 % g Sml= 58.6 % g Sdl= 39.1 % g Seismic Use Group 2 Seismic Design Category D • or le = R = 3.5 Ft = 3.25 Cs = 0.203 W Cs = 0.219 W Using Working Stress Design V = Cs*W/1.4 V = 0.145W V = 0.156W It1/ C2 4',c %so cos- 0, 14-5( 58 „a), 0 ,uf c e oas e.2 ao ej • • Cold Formed Channel, 04/24/09 Depth 10.000 in Fy = 55 ksi Flange 3.250 in Lip 0.900 in Thickness 0.0750 in ,TOTST SEC'TON 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 8 FLGS 53.08 ksi 8 WEB k 4 lamda 2.8707 p 0.3217 be 3.104 68% Web Reduction o 1.721 Ii 0.032 0.258809 LOAD CAPACITY I eff= 19.526 in4 S eff= 3.713 in3 10.21 k -ft Cap AISC 32. BEAM 0.347 KLF UNIFORM LOAD 11.300 FT SPAN 0.000 K -FT MOMENT COUNTERCLOCKWISE ON LEFT 0.000 K -FT MOMENT CLOCKWISE ON RIGHT R1 = 1.961 KIPS R2 = 1.961 KIPS M3 = 5.540 K -FT 8 5.650 FT 54% Stressed b = 5.650 FT M =0 8 0.000 FT AND 11.300 FT I = 19.53 IN4 E = 29500 KSI 8 5.650 FT Vx = 0.000 KIPS DEFL = 0.221 IN Mx = 5.540 K -FT = L/ 613 4 Steel Wide Flange Beams Fy = 50 ksi Dead Span = 15.3 ft 0 Partition • Spacing = 3.5 ft OC 5 Deck 1.7 Joists Y 1 Reduce Live Load? NO 0 Mech Live = 125 psf 0 Sprinkler R = 0 % 0 Insulation 0 Ceiling Assume Beam wt = 14 plf Total dead = 37.6 plf 6.7 Total • Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 38 0.3 1.1 180 1.6 0.02 10181 Live 438 3.3 12.8 360 36.5 0.21 875 Dead +Live 475 3.6 13.9 240 26.4 0.23 805 W 12x14 34% Bending 4.04 psf I = 88.6 in4 4 7- 1 7 7 —; �pL • J•� i (DC _ ''rr 7,2,q k Pr P• • • • • • • • • • Steel Wide Flange Beams Fy = 50 ksi Dead Span = 15.3 ft 0 Partition Spacing = 7 ft OC 5 Deck 1.7 Joists 13' Reduce Live Load? NO 0 Mech Live = 125 psf 0 Sprinkler R = 0 % 0 Insulation • 0 Ceiling Assume Beam wt = 14 plf • Total dead = 61.0 plf 6.7 Total Load Cond w V M . Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) -Dead 61 0.5 1.8 180 2.5 0.03 6270 Live • 875 . 6.7 25.6 360 72.9 0.42 437 Dead +Live 936 7.2 27.4 240 52.0 0.45 409 W 12x1$ 67% Bending 2.02 psf I = 88.6 in4 • Steel Wide Flange Beams Fy = 50 ksi Dead Span = 15.3 ft 0 Partition Spacing = 11.4 ft OC 5 Deck __- 11.7 Joists v 4 3l Reduce Live Load? NO 0 Mech Live = 125 psf 0 Sprinkler R = 0 % 0 Insulation 0 Ceiling Assume Beam wt = 19 plf Total dead = 95.3 plf 6.7 Total 3 • Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 95 , 0.7 2.8 180 4.0 0.03 5892 Live 1425 10.9 41.7 360 118.8 0.47 394 Dead +Live . 1520 11.6• 44.5 240 84.5 0.50 369 W 12x19 76% Bending 1.66 psf I = 130 in4 67 • Steel Wide Flange Beams Fy = 50 ksi Dead Span = 19 ft 0 Partition Spacing = 11.4 - ft OC 5 Deck /p • 1.7 Joists iv Reduce Live Load? NO 0 Mech Live = 125 psf 0 Sprinkler R = 0 % 0 Insulation 0 Ceiling Assume Beam wt = 26 plf Total dead = 102.4 plf 6.7 Total Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 102 1.0 4.6 180 8.2 0.05 4494 Live 1425 13.5 64.3 360 .227.5 0.71 323 Dead +Live 1527 14.5 68.9 240 162.6 0.76 301 W 12x26 75% Bending 2.28 psf I = 204 in4 Steel Wide Flange Beams Fy = 50 ksi Dead Span = 19 ft 0 Partition Spacing = 6 ft OC 5 Deck - B -‘p 1.7 Joists Reduce Live Load? NO 0 Mech Live = 125 psf 0 Sprinkler R = 0 % 0 Insulation . 0 Ceiling Assume Beam wt = 19 plf Total dead = 59.1 plf 6.7 Total Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 59 0.6 2.7 180 4.7 0.05 4959 Live 750 7.1 33.8 360 119.7 0.58 391 Dead +Live 809 7.7 36.5 240 86.1 0.63 362 W 12x19 62% Bending 3.16 psf I = 130 in4 1 • 1 COLUMN:. TS5x 5x 0.1875 • Trib: 11.3 ft x 9.8 ft Live: 125 psf Dead: 10 psf • 0% Live load reduction Pmax = 14.9 kips Ht = 10.6 ft Pcap = 72.12 kips 21% stressed Seismic: R = 3.5 Cs = 0.203 25% Live + Dead W = 4.6 kips • V = Cs * W /1.4 V = 0.66 kips per column M= 3.51 -ft • • Mcap = 12.31 k- f t 29% stressed Column Conn: 12 in Deep 1 Connections gamma 3 M =, 127 k -in T = 9.08 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 37% stressed Plate: Fy = 50 ksi M = 5.90 k -in 5 in Wide Plate t req'd = (M *6 /W *Fy) ^.5 = 0.43 in Thick • Use: 0.5in x Sin x 1 2in Plate w/ 6- 0.625 in Diameter Bolts • • • Base Plate Design 04/24/09 Column Load 14.9 kips • Allowable Soil 2000 psf basic Assume Footing 32.8 in square on side Soil Pressure 2 psf • Use 32 square base 1p ate w = 13.9 psi 1 = 10.40 in 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 = w1A2 /3 Load factor = 1.67 M = 837 # -in 6 in thick slab f'c = 3000 psi s = 6.00 in3 fb = 139 psi • Fb = 5(phi)(f'c ^.5) = 178 psi OK !! ,Shear : Beam fv = 40 psi Fv = 93 psi OK !! Punching fv = 30 psi Fv = 186 psi OK !! Base Plate Bending Use 5/8 " thick 1 = 5.50 in w = 104 psi fb = 24119 ,psi Fb = 37500 psi OK !! Restrained Base 04/24/09 • 0% Stress Increase • Column Moment 42 k -in 3000 psi Concrete Axial • 4.6 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 = 4072 1 90% — Concrete Load at 1.25 " from edge of Base Plate OK p Arm M Bolts 3.665 9.25 33.90 Axial - 4.568 2.75 12.56 8.23 46.46 k -in 91% stressed Concrete Pressure 0.366 ksi 2.100 ksi Allow 17% stressed Plate Bending 16.98 k -in Fb = 37.5 ksi t req'd = 0.476 inches • 9 gz.O,Z(7214)_z - 34 -' ": /C .�. �7Cr�� z !o. z .s* - - _ y A55 i x Z: ( ,3 / 1 -(4 z $414 -') • �v sue. 14-: RiPe" frix - . . . . . a go:- /5)1,7 /750c4 ! - ;- - a 7 / -/M-? . .. /vl s -h 3 </e � _ :4 • - . 4 gAi.-4--Ar- . •