Loading...
Report (2) &W / ,90 ()2_ 071 3 Sw opt/7- Calculations for : INSULATION DISTRIBUTORS TIGARD , OR 12/08/2014 Loading: 2800 # load levels 2 pallet levels @ 84 , 168 Seismic per IBC 2012 1000 Utilization Sds = 0 . 720 Sdl = 0 .447 I = 1 . 00 96 " Load Beams Uprights : 42 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 3 . 00x 6 . 00x 0 . 125 Base Plates with 1- 0 . 500in x 3 . 25in Embed Anchor/Column 4 . 50x 2 . 750x 0 . 075 Load beams w/ 2-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 ccis.,� PN� FFf4. / cic 1194.• 11 o• a C 3 10' evJ. c ' ! EXP. DATE: 12/ 4 Design Maps Summary Report http://ehpl-earthquake.cr.usgs.gov/designmaps/us/summary.php?temp.. musGs Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.4166°N, 122.7461°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III , 1 2nii :!,„,,,e0' \..--/- ' _ 43 ' 12n Garden Home4y I esrd � + 217'1 n _ _ . .9 . ;€ v 0) , =Mitwaukie " •V � 210 t7 . � ri°e1 ,ti..,,,,, ,d o , %` ` Lake Oswego y " : f ida. 1, • \--, , •, , ' of: r ,, Clacker: N Ee . f.alatin , s Sherwood " ��mapquest - o n2Q � @ MapQuest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sos = 0.720 g ' S1 = 0.421 g SM1 = 0.665 g Sol = 0.443 g . For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.55 1.10 0.20 0.99 0.72 • 0.22 0.64 0.77 0.56 In 0.66 S 0.45 LA 0.55 I V 0.40 ' 0.44 0.32 • 0.33 0.24 0.22 0.16 0.11 0.02 0.00 0.00 0.00 0.20 0.40 0.60 0.50 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.00 2.00 Period,T(sec) Period. T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 3 i .,e t ,�,,,. IBC 2012 LOADING SEISMIC: Ss= 97.2 % g S1= 42.1 % g Soil Class D Modified Design spectral response parameters Sms= 108.0 % g Sds= 72.0 % g Sm1= 66.5 % g Sd1= 44.3 % g Seismic Use Group 2 Seismic Design Category D or D le= 1 R = 4 R = 6 Cs = 0.1800 W Cs = 0.1200 W Using Working Stress Design V= Cs*W/1.4 V= 0.1286 W V= 0.0857 W Cold Formed Channel Depth 3 .000 in Fy = 55 ksi Flange 3 .000 in Lip 0.750 in Thickness 0 .0750 in COLUMN SECTION R 0.1000 in Blank = 9.96 in wt = 2.5 plf A = 0.747 in2 Ix = 1.191 in4 Sx = 0.794 in3 Rx = 1.263 in Iy = 0.935 in4 Sy = 0.544 in3 Ry = 1.119 in a 2 .6500 Web w/t 35.3333 a bar 2 .9250 Flg w/t 35.3333 b 2.6500 x bar 1.2423 b bar 2 .9250 m 1.6690 c 0 .5750 x0 -2.9114 c bar 0.7125 J 0.0014 u 0.2160 x web 1.2798 gamma 1.0000 x lip 1.7202 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' = 0.595 in2 x bar = 1.478 in I'x = 1.014 in4 S'x= 0.676 in3 R'x= 1.305 in i'y = 0.743 in4 S'y= 0.476 in3 R'y= 1.117 in Cold Formed Channel Depth 1.500 in Fy = 55 ksi Flange 1.500 in Lip 0.000 in Thickness 0 . 0750 in BRACE SECTION R 0.1000 in Blank = 4 .23 in wt = 1.1 plf A = 0.317 in2 Ix = 0.125 in4 Sx = 0.166 in3 Rx = 0.627 in Iy = 0.075 in4 Sy = 0.079 in3 Ry = 0.487 in a 1.1500 Web w/t 15.3333 a bar 1.4250 Flg w/t 17.6667 b 1.3250 x bar 0.5060 b bar 1.4625 m 0.6531 c 0 . 0000 x0 -1.1592 c bar 0.0000 J 0.0006 u 0.2160 x web 0.5435 gamma 0.0000 x lip 0.9565 R' 0.1375 h/t 18.0000 5 • Cold Formed Section HEIGHT OF BEAM 4 .500 INCHES MAT'L THICKNESS 0.07 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM 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 4 .1500 2.2500 9.3375 21.0094 5.9561 0.0375 0.1556 TOP 1.4000 4.4625 6.2475 27.8795 0.0000 0.8750 1.2250 STEP SIDE 1.3500 3.6500 4.9275 17. 9854 0.2050 1.7125 2 .3119 STEP BOTT 0.7250 2.8375 2.0572 5.8373 0.0000 2.2125 1.6041 SHORT SID 2.5250 1.4375 3.6297 5.2177 1.3415 2.7125 6.8491 BOTTOM 2 .4000 0.0375 0.0900 0.0034 0.0000 1.3750 3 .3000 CORNERS 0.2160 4 .4125 0.9530 4 .2053 0.0004 0.0875 0 .0189 2 0.2160 4.4125 0.9530 4 .2053 0.0004 1.6625 0.3591 3 0.2160 2.8875 0.6236 1.8008 0.0004 1.8000 0 .3888 4 0.2160 2.7875 0.6021 1.6783 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 13 .8459 29.3500 29.4589 89.8255 7.5050 17.8875 17 .3814 AREA = 1.038 IN2 CENTER GRAVITY = 2.128 INCHES TO BASE 1.255 INCHES TO LONG SIDE Ix = 2 .599 IN4 Iy = 1.174 IN4 Sx = 1.096 IN3 Sy = 0.786 IN3 Rx = 1.582 IN Ry = 1.063 IN 6 BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4 .5 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 2800 LBS PER PAIR CONNECTOR VERTICAL LOAD = 700 LBS EACH RIVETS 2 RIVETS @ 4 " 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 = 4.266 KIPS 16% 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 @ 0.7 IN FROM BTM OF CONN M = PL L = 0.8 IN Pmax = Mcap/L = 4 .905 KIPS RIVET LOAD DIST MOMENT P1 2 .844 4.300 12.228 RIVET OK P2 0.198 0.300 0.060 P3 0.000 0.000 0.000 P4 0.000 0.000 0. 000 TOTAL 3.042 12.288 CONNECTOR OK WELDS 0.125 " x 4 .500 " FILLET WELD UP OUTSIDE 0.125 " x 2 .875 " 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 = 9.00 IN A = 0.675 IN2 S = 0.506 IN3 Fv = 26.0 KSI Mcap = 13.16 K-IN 13.16 K-IN 7 In Upright Plane Seismic Load Distribution per 2012 IBC Sds = 0.720 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1* .67 Weight 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3 .000x 3 .000x 0.075 168 2860 480 460 77 84 2860 240 230 19 0 0 0 0 0 KLx = 142.8 in 0 0 0 0 0 KLy = 49 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 7551 lbs ---- ---- ---- ==== 5720 ---- ---- ---- 5720 721 690 97 Column 68% Stress Max column load = 5159 # Min column load = -672 # Uplift ' Overturning ( .6-.llSds)DL+(0.6- .14Sds) .75PLapp-1.02EL -1612 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3549 # MAX REQUIRED HOLD DOWN = -1612 # Anchors: 4 T = 1612 # 1 0.5 in dia POWERS STUD+SD2 3 .25 "embedment in 2500 psi concrete Tcap = 1711 # 94% Stressed V = 362 # per leg Vcap = 2551 # = 14% Stressed COMBINED = 108o Stressed OK Braces: Brace height = 49 " Brace width = 42 " Length = 65 " P = 795 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 133 Pcap = 2740 # 29% • In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2012 IBC Sds = 0.720 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R)*I*P1 Weight 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 168 2860 480 520 87 84 60 5 5 0 O 0 0 0 0 KLx = 142.8 in O 0 0 0 0 KLy = 49 in O 0 0 0 0 A = 0.595 in O 0 0 0 0 Pcap = 7551 lbs 2920 486 526 88 Column 47% Stress Max column load = 3551 # Min column load = -779 # Uplift Overturning ( .6-.11Sds)DL+(0.6-.14Sds) .75PLapp-1.02EL -1639 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3556 # MAX REQUIRED HOLD DOWN = -1639 # Anchors: 4 T = 1639 # 1 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 1711 # 96% Stressed V = 263 # per leg Vcap = 2551 # = 10% Stressed COMBINED = 106% Stressed OK Braces: Brace height = 49 " Brace width = 42 " Length = 65 P = 606 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 133 Pcap = 2740 # 221 9 PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 12/08/;4 --- TIME OF DAY: 13 :49:13 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 1 0.0 84 .0 S 2 5 8 10 2 0.0 168.0 S 3 49.5 0. 0 S 4 49.5 84.0 5 49.5 168.0 6 148.5 0.0 S 1 4 7 9 7 148.5 84.0 8 148.5 168.0 9 198 .0 84 .0 S 10 198 .0 168.0 S Joint Releases 3 6 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 1.038 Ay 0.727 Iz 2.599 3 Thru 6 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 7 Thru 10 Prismatic Ax 1.038 Ay 0.727 Iz 2.599 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -1.43 5 Force Y -1.43 7 Force Y -1.43 8 Force Y -1.43 4 Force X 0.032 /" PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 12/08/;4 --- TIME OF DAY: 13:49:13 5 Force X 0.062 7 Force X 0.032 8 Force X 0.062 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2012 IBC wi di widi2 fi fidi # in # 2860 0.7287 1519 64 46.6 32 64 2860 0.8952 2292 124 111.0 62 124 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 5720 3811 188 157.6 188 g = 32.2 ft/sec2 T = 1.5715 sec I = 1.00 Cs = 0.0474 or 0.1200 Sdl = 0.447 Cs min = 0.072 R = 6 Cs = 0.0720 V = (Cs*I* .67) *W* .67 V = 0.0482 W*.67 = 188 # 1001; / / PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 12/08/;4 --- TIME OF DAY: 13 :49:13 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 -0.090 0.00 1 4 0.000 0.090 -4 .43 2 2 0.000 -0.013 0.00 2 5 0.000 0.013 -0.65 3 3 2 .830 0.092 0.00 3 4 -2 .830 -0.092 7 .76 4 4 1.414 0.053 1.98 4 5 -1.414 -0.053 2 .46 5 6 2.830 0.096 0.00 5 7 -2.830 -0.096 8.03 6 7 1.414 0.071 2.66 6 8 -1.414 -0.071 3 .31 7 4 -0.008 -0.103 -5.30 7 7 0.008 0.103 - 8 7 0.000 -0.117 0(,4-0,9,4441` 8 9 0.000 0.117 S . ' ' 9 5 0.009 -0.029 -1.81 A Lerww t--g)O, 9 8 -0. 009 0.029 -1.08 10 8 0.000 -0.045 -2 .24 10 10 0.000 0.045 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.032 -1.430 0.00 5 0.062 -1.430 0.00 7 0.032 -1.430 0.00 8 0.062 -1.430 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS /2- PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 12/08/;4 --- TIME OF DAY: 13:49:13 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.090 0.00 2 0.000 -0.013 0.00 3 -0.092 2.830 0.00 6 -0.096 2.830 0.00 9 0.000 0.117 0.00 10 0.000 0.045 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 4 0.7287 -0.0138 -0.0013 5 0.8952 -0.0207 -0.0006 7 0.7287 -0.0138 -0.0010 8 0.8951 -0.0207 -0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.7287 0.0000 0.0002 2 0.8952 0.0000 -0.0003 3 0.0000 0.0000 -0.0123 6 0.0000 0.0000 -0.0125 9 0.7287 0.0000 0.0009 10 0.8951 0.0000 0.0007 /3 Beam-Column Check C 3 .000x 3.000x 0.075 Fy = 55 ksi A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.70 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 7 2.9 8.0 84.0 49.0 7.55 22 .30 74% 8 1.5 3 .3 84.0 49.0 7.55 22.30 34% 0 0.0 0.0 84.0 49.0 7.55 22.30 0% 0 0. 0 0.0 84.0 49.0 7.55 22 .30 0% 0 0.0 0.0 84.0 49.0 7.55 22.30 0% 0 0.0 0.0 84 .0 49.0 7.55 22.30 0% Load Beam Check 4.50x = 2.750x 0.075 Fy55 ksi A = 1.038 in2 E = 29,500 E3 ksi Sx = 1.096 in3 Ix = 2.599 in4 Length = 96 inches Pallet Load 2800 lbs Assume 0.5 pallet load on each beam M = PL/8= 16.80 k-in fb = 15.34 ksi Fb = 33 ksi 46% Mcap = 36.15 k-in • 48.20 k-in with 1/3 increase Defl = 0.21 in = L/ 456 . w/ 25% added to one pallet load M = .22 PL = 14 .78 k-in 41% Iv Base Plate Design Column Load 3.9 kips Allowable Soil 1500 psf basic Assume Footing 26.9 in square on side Soil Pressure 776 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 = w1A2/3 Use 3 "square footprint w = 5.4 psi 1 = 11.95 in Load factor = 1.67 M = 428 #-in 5 in thick slab f'c = 2500 psi s = 4 .17 in3 fb = 103 psi Fb = 5 (phi) (f'cA.5) = 163 psi OK ! ! Shear : Beam fv = 22 psi Fv = 85 psi OK ! ! Punching fir = 37 psi Fv = 170 psi OK ! ! Footprint Bearing Use 0.13 " thick 10.5 inches long under column section 0.335 inches wide 3 .5175 in2 Bearing: 1.109 ksi 1.750 ksi Allowable