Loading...
Report (39) IOW fElvUUP Calculations for : APERION AUDIO PORTLAND , OR 05/21/2014 Loading: 3200 # load levels 2 pallet levels @ 64 , 128 Seismic per IBC 2009 100% Utilization Sds = 0 . 700 Sdl = 0 . 387 I = 1 . 00 94 " Load Beams Uprights : 48 " wide C 3 . 000x 1. 625x 0 . 075 Columns C 1 . 500x 1 . 250x 0 . 075 Braces 3 . 50x 8 . 00x 0 . 375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 3 . 38x 2 . 750x 0 . 075 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 • CT 9PROIr � GINF444 44, F'�/�� Cic 1949 • ` ,. I,. , OFC 3 ,q5R J. a% ., EXP. DATE: 12/ 26/y Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4057 Longitude = -122.74899999999998 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 0.936 (Ss, Site Class B) 1.0 0.336 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4057 Longitude = -122.74899999999998 Spectral Response Accelerations SMs and SM1 SMs = FaxSs and SM1 = FvxS1 Site Class D - Fa = 1.125 ,Fv = 1.727 Period Sa (sec) (g) 0.2 1.053 (SMs, Site Class D) 1.0 0.581 (SM1, Site Class D) IBC 2012 LOADING SEISMIC: Ss= 93.6 %g S1= 33.6 %g Soil Class D Modified Design spectral response parameters Sms= 105.3 %g Sds= 70.2 %g Sm1= 58.1 % g Sd1= 38.7 % g Seismic Use Group 2 Seismic Design Category D or D Ie= 1 R = 4 R= 6 Cs= 0.1755 W Cs= 0.1170 W Using Working Stress Design V= Cs*W/1.4 V= 0.1254 W V= 0.0836 W 3 r Cold Formed Channel Depth 3 .000 in Fy = 55 ksi Flange 1.625 in Lip 0.750 in COLUMN SECTION Thickness 0.0750 in R 0.1000 in Blank = 7.21 in wt = 1.8 plf A = 0.541 in2 Ix = 0.750 in4 Sx = 0.500 in3 Rx = 1.177 in Iy = 0.217 in4 Sy = 0.223 in3 Ry = 0.633 in a 2 .6500 Web w/t 35.3333 a bar 2.9250 Flg w/t 17.0000 b 1.2750 x bar 0.6139 b bar 1.5500 m 0.9488 c 0.5750 x0 -1.5627 c bar 0.7125 J 0.0010 u 0.2160 x web 0.6514 gamma 1.0000 x lip 0.9736 R' 0.1375 h/t 38.0000 Section Removing: • 0.640 inch slot 0.75 inches each side of center on web 0.375 inch hole 0.87 inches from web in each flange A- = 0.152 in2 A' = 0.389 in2 x bar = 0.728 in I'x = 0.573 in4 S'x= 0.382 in3 R'x= 1.213 in I'y = 0.172 in4 S'y= 0.184 in3 R'y= 0.665 in • Cold Formed Channel Depth 1.500 in Fy = 55 ksi Flange 1.250 in Lip 0.000 in BRACE SECTION Thickness 0.0750 in R 0.1000 in Blank = 3.73 in wt = 1.0 plf A = 0.280 in2 Ix = 0.106 in4 Sx = 0.141 in3 Rx = 0.614 in Iy = 0.046 in4 Sy = 0.056 in3 Ry = 0.403 in a 1.1500 Web w/t 15.3333 a bar 1.4250 Flg w/t 14 .3333 b 1.0750 x bar 0 .3946 b bar 1.2125 m 0 .5298 c 0.0000 x0 -0.9244 c bar 0.0000 J 0.0005 u 0.2160 x web 0.4321 gamma 0.0000 x lip 0 .8179 R' 0.1375 h/t 18 .0000 r Cold Formed Section HEIGHT OF BEAM 3.380 INCHES MAT'L THICKNESS 0.075 INCHES LOAD BEAM INSIDE RADIUS 0.100 INCHES WIDTH 2.750 INCHES STEEL YIELD 55.0 KSI STEP 1.625 INCHES HIGH 1.000 INCHES WIDE ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC L Y LY LY2 Ii X LX LONG SIDE 3.0300 1.6900 5.1207 8 .6540 2.3182 0.0375 0.1136 TOP 1.4000 3 .3425 4.6795 15.6412 0.0000 0.8750 1.2250 STEP SIDE 1.3500 2 .5300 3.4155 8.6412 0.2050 1.7125 2.3119 STEP BOTT 0.7250 1.7175 1.2452 2.1386 0.0000 2.2125 1.6041 SHORT SID 1.4050 0.8775 1.2329 1.0819 0.2311 2.7125 3 .8111 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3 .3000 CORNERS 0.2160 3.2925 0.7111 2.3414 0.0004 0.0875 0.0189 2 0.2160 3 .2925 0.7111 2.3414 0.0004 1.6625 0.3591 3 0.2160 1.7675 0.3817 0.6747 0.0004 1.8000 0.3888 4 0.2160 1.6675 0.3602 0.6006 0.0004 2.6625 0.5751 5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751 6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 TOTALS 11.6059 20.3900 17.9857 42.1218 2.7567 17 .8875 14.3014 AREA = 0.870 IN2 CENTER GRAVITY = 1.550 INCHES TO BASE 1.232 INCHES TO LONG SIDE Ix = 1.275 IN4 Iy = 0.871 IN4 Sx = 0.697 IN3 Sy = 0.574 IN3 Rx = 1.210 IN Ry = 1.000 IN 5 BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 3 .38 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 3200 LBS PER PAIR CONNECTOR VERTICAL LOAD = 800 LBS EACH RIVETS 3 RIVETS @ 2 " oc 0.4375 " DIA A502-2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH Fv = 22 .0 KSI Vcap = 3.307 KIPS EACH RIVET BEARING Fb = 65.0 KSI BRG CAP= 2.133 KIPS EACH RIVET TOTAL RIVET VERTICAL CAPACITY = 6.398 KIPS 13% CONNECTOR 6 " LONG CONNECTOR ANGLE Fy = 50 KSI 1.625 " x 3 " x , 0.1875 " THICK S = 0.131 IN3 Mcap = 3.924 K-IN 3.924 K-IN • RIVET MOMENT RESULTANT @ 1.7 IN FROM BTM OF CONN M = PL L = 0.92 IN Pmax = Mcap/L = 4.265 KIPS RIVET LOAD DIST MOMENT P1 2.844 3.300 9.384 RIVET OK P2 1.120 1.300 1.456 P3 0.000 0.000 0.000 • P4 0.000 0.000 0.000 TOTAL 3.964 10.841 CONNECTOR OK WELDS 0.125 " x 3.380 " FILLET WELD UP OUTSIDE 0.125 " x 1.755 " FILLET WELD UP INSIDE 0.125 " x 1.625 " FILLET WELD UP STEP SIDE 0 " x 1.000 " FILLET WELD STEP BOTTOM 0 " x 2.750 " FILLET WELD ACROSS BOTTOM 0 " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.075 " THICK WELD L = 6.76 IN A = 0.507 IN2 S = 0.286 IN3 Fv = 26.0 KSI Mcap = 7.43 K-IN 7.43 K-IN In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1*.67 Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 1.625x 0.075 128 3260 417 510 65 64 3260 209 255 16 0 0 0 0 0 KLx = 64 in 0 0 0 0 0 KLy = 43 in . 0 0 0 0 0 A = 0.389 in 0 0 0 0 0 Pcap = 8734 lbs 6520 626 764 82 Column 57% Stress Max column load = 4959 # Min column load = 166 # Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= -28 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3566 #MAX REQUIRED HOLD DOWN = 4 Anchors: T = 28 # 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 1% Stressed V = 382 # per leg Vcap = 4309 # = 9% Stressed COMBINED = 10% Stressed OK Braces: Brace height = 43 " Brace width = 48 " Length = 64 " P = 770 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 160 Pcap = 1666 # 46% 1 In Upright Plane TOP LOAD ONLY Seismic Load Distribution per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4 .0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 1.625x 0.075 128 3260 417 576 74 64 60 4 5 0 0 0 0 0 0 KLx = 64 in 0 0 0 0 0 KLy = 43 in • 0 0 0 0 0 A = 0.389 in 0 0 0 0 0 Pcap = 8734 lbs 3320 421 581 74 Column 37% Stress • Max column load = 3202 # Min column load = -45 # Uplift Overturning -551 # MIN ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 32071 # MAX REQUIRED HOLD DOWN = 4 Anchors: T = 551 # 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 20% Stressed V = 291 # per leg Vcap = 4309 # = 7% Stressed COMBINED = 26% Stressed OK Braces: Brace height = 43 " Brace width = 48 " Length = 64 " P = 585 # Use : C 1.500x 1.250x 0.075 A = 0.280 in . L/r = 160 Pcap = 1666 # 35% • PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 05/21/;4 --- TIME OF DAY: 11:19:27 . INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 2 Levels Type Plane Frame Number of Joints 10 Number of Supports 6 Number of Members 10 Number of Loadings 1 Joint Coordinates 2 5 8 10 1 0.0 64.0 S 2 0.0 128.0 S 3 48.5 0.0 S 4 48.5 64.0 5 48.5 128.0 1 4 9 6 145.5 0.0 S 7 145.5 64.0 8 145.5 128.0 9 194 .0 64.0 S 10 194 .0 128.0 S 3 6 Joint Releases 3 Moment Z • 6 Moment Z 1 Force X Moment Z 2 Force X Moment Z 9 Force X Moment Z 10 Force X Moment Z Member Incidences 1 1 4 2 2 5 3 3 4 4 4 5 5 6 7 6 7 8 7 4 7 8 7 9 9 5 8 10 8 10 Member Properties 1 Thru 2 Prismatic Ax 0.870 Ay 0.609 Iz 1.275 3 Thru 6 Prismatic Ax 0.389 Ay 0.194 Iz 0.573 7 Thru 10 Prismatic Ax 0.870 Ay 0.609 Iz 1.275 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -1.63 5 Force Y -1.63 7 Force Y -1.63 8 Force Y -1.63 4 Force X 0 .035 i PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 05/21/;4 --- TIME OF DAY: 11:19:27 5 Force X 0.069 7 Force X 0.035 8 Force X 0.069 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 35 70 3260 0.6697 1462 70 46.969 138 3260 0.8403 2302 138 116.0 0 0 0 0.0000 0 0 0.0 0 0 0 0.0 0 0 0.0000 0 0.0000 0 0 0.0 0 0 ' 0 0.0000 0 0 0.0 0 0 6520 3764 208 162.8 208 • g = 32.2 ft/sec2 T = 1.5368 sec I = 1.00 Cs = 0.0419 or 0.1167 Sdl = 0.387 Cs min = 0.07 R = 6 Cs = 0.0700 V = (Cs*I*.67)*W* .67 V = 0.0469 W* .67 100 = 208 # 16 PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 05/21/;4 --- TIME OF DAY: 11:19:27 • Structure Storage Rack in Load Beam Plane 2 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.077 0.00 1 4 0.000 0.077 -3 .73 2 2 0.000 -0.014 0.00 2 5 0.000 0.014 -0.67 3 3 3 .237 0.102 0.00 . 3 4 -3.237 -0.102 6.54 4 4 1.617 0.058 1.57 4 5 -1.617 -0.058 2.17 • 5 6 3 .237 0.106 0.00 5 7 -3.237 -0.106 6.77 6 7 1.617 0.080 2 .17 6 8 -1.617 -0.080 2.93 7 4 -0.009 -0.088 -4.37 7 7 0.009 0.088 -4.15 8 7 0.000 -0.099A ,49"44e 8 9 0.000 0.099 • . • • frk"1411Wr 9 5 0.011 -0.026 -1.50 9 8 -0.011 0.026 -1.05 10 8 0 .000 -0.039 -1.88 10 10 0 .000 0.039 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.035 -1.630 0.00 5 0.069 -1.630 0.00 7 0.035 -1.630 0.00 8 0.069 -1.630 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS ii . PAGE 4 - MSU STRESS-11 VERSION 9/89 --- DATE: 05/21/;4 --- TIME OF DAY: 11:19:27 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.077 0.00 2 0.000 -0.014 0.00 3 -0.102 3.237 0.00 6 -0.106 3.237 0.00 9 0.000 0.099 0.00 10 0.000 0.039 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 4 0.6697 -0.0184 -0.0020 5 0.8403 -0.0275 -0.0009 7 0.6698 -0.0184 -0.0017 8 0.8403 -0.0275 -0.0003 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.6697 0.0000 0.0004 2 0.8403 0.0000 -0.0004 3 0.0000 0.0000 -0.0146 6 0.0000 0.0000 -0.0148 . 9 0.6698 0.0000 0.0014 10 0.8403 0.0000 0.0010 (I/ I Beam-Column Check • C 3.000x 1.625x 0.075 Fy = 55 ksi A = 0.389 in2 Sx = 0.382 in3 Rx = 1.213 in Ry = 0 .665 in kx = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 7 3 .3 6.8 64.0 43.0 8 .96 12 .60 90% 8 1.7 2.9 64.0 43.0 8 .96 12.60 42% 0 0.0 0.0 64.0 43.0 8 .96 12.60 0% 0 0.0 0.0 64.0 43.0 8 .96 12 .60 0% 0 0.0 0.0 64.0 43.0 8.96 12.60 0% 0 0.0 0.0 64.0 43.0 8.96 12.60 0% Load Beam Check 3.38x 2.750x 0.075 Fy = 55 ksi A = 0.870 in2 E = 29,500 E3 ksi . Sx = 0.697 in3 Ix = 1.275 in4 Length = 94 inches Pallet Load 3200 lbs Assume 0.5 pallet load on each beam M = PL/8= 18.80 k-in 82% fb = 26.98 ksi Fb = 33 ksi Mcap = 23.00 k-in 30.66 k-in with 1/3 increase Defl = 0.46 in = L/ 204 w/ 25% added to one pallet load 76% M = .232 PL = 17.45 k-in 6 Base Plate Design Column Load 3.7 kips Allowable Soil 1500 psf basic Assume Footing 18.9 in square on side Soil Pressure 1500 psf 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 '2/3 • Use 3.5 "square base plate w = 10.4 psi 1 = 5.20 in • Load factor = 1.67 M = 157 #-in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 38 psi Fb = 5 (phi) (f'cA .5) = 163 psi OK ! ! Shear : OK ! ! Beam fv = 18 psi FIT = 85 psi psi fv = 29 Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 304 psi fb = 14573 psi Fb = 37500 psi OK ! ! • H