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BuP201 y- 000 l p i',p 30 S `70 1 KM7373 SE Milwaukie, OR 97268 rr PO Box 68348-Portland, OR 97268 IN Brian Ferrick, Sales Representative __ ..w OF OREGON, INC. Cell: 503-519-3043 FAX: 503-653-2536 City of Tigard 13125 SW Hall Blvd RECEIVED Tigard OR 97223 Dan Nelson JAN 2 2014 In regards to Bridgeport Distribution at 16630 SW 72nd CITY OFTIGARD They will be storing soda in glass bottles BUILDING DIVISION class I No product is encapsulated The sprinkler system is .29GPM/2000 SQFT Hydraulic system The heads are at 286 degrees There are single rows and double rows but no multiple rows The distance between the top of the commodity and the sprinkler deflector is approximately 24"or greater Total area of rack high pile storage is 23,400 SQ FT and non public accessible The aisles between the racks are 8' or greater Transverse flues are provided at rack uprights and between pallet loads. Currently no curtain boards not required There high pile storage racks will have no solid decking There are smoke heat vents Required sprinkler density per NFPA 13 required for class I with storage to 20' Non encapsulated with aisles 8' or greater Table 12.3.2.1.2 A curve E with 286 degree heads Requires .29 GPM/2000 SQFT The system has been upgraded to .29GPM/2000 SQFT Thanks my cell number is 503-519-3043 Brian Ferrick ti Calculations for : n' BRIDGEPORT DIST . TIGARD , OR 01/13/2014 Loading: 4000 # load levels 3 pallet levels @ 62, 124 , 186 Seismic per IBC 2009 1000 Utilization Sds = 0 . 700 Sdl = 0 . 387 I = 1 . 00 96 " Load Beams Uprights : 44 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 4 . 00x 7 . 00x 0 . 375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 4 . 38x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 • CT . • PROi oc 119 �/ y ' ON C3119'6 . Fr . oirTE: 12/�oi Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4003 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 0.933 (Ss, Site Class B) 1.0 0.335 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4003 Longitude = -122.74899999999998 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.127 ,Fv = 1.729 Period Sa (sec) (g) 0.2 1.052 (SMs, Site Class D) 1.0 0.580 (SM1, Site Class D) IBC 2009 LOADING SEISMIC: Ss= 93.3 % g S1= 33.5 % g Soil Class D Modified Design spectral response parameters Sms= 105.2 % g Sds= 70.1 %g Sm1= 58.0 % g Sd1= 38.7 % g Seismic Use Group 2 Seismic Design Category D or D le = 1 R = 4 R= 6 , Cs= 0.1753 W Cs= 0.1169 W Using Working Stress Design V= Cs*W/1.4 V= 0.1252 W V= 0.0835 W A 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 6:2 Cold Formed Section HEIGHT OF BEAM 4.380 INCHES MAT'L THICKNESS 0.060 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 .0600 2.1900 8 .8914 19.4722 5.5770 0.0300 0. 1218 TOP 1.4300 4.3500 6.2205 27.0592 0.0000 0.8750 1.2513 STEP SIDE 1.3650 3.5375 4.8287 17.0815 0.2119 1.7200 2 .3478 STEP BOTT 0.7400 2.7250 2 .0165 5.4950 0.0000 2.2200 1.6428 SHORT SID 2.4350 1.3775 3.3542 4.6204 1.2031 2.7200 6.6232 BOTTOM 2 .4300 0.0300 0.0729 0.0022 0.0000 1.3750 3.3413 CORNERS 0.2042 4 .3028 0.8786 3 .7806 0.0003 0.0772 0.0158 2 0.2042 4.3028 0.8786 3 .7806 0.0003 1.6728 0.3416 3 0.2042 2.7722 0.5661 1.5694 0.0003 1.7972 0.3670 4 0.2042 2.6778 0.5468 1.4642 0.0003 2.6728 0.5458 5 0.2042 0.0772 0.0158 0.0012 0.0003 2.6728 0.5458 6 0.2042 0.0772 0.0158 0.0012 0.0003 0.0772 0.0158 TOTALS 13 .6852 28.4200 28.2859 84.3276 6.9940 17.9100 17.1598 AREA = 0.821 IN2 CENTER GRAVITY = 2.067 INCHES TO BASE 1.254 INCHES TO LONG SIDE Ix = 1.971 IN4 Iy = 0.930 IN4 Sx = 0.852 IN3 Sy = 0.622 IN3 Rx = 1.549 IN Ry = 1.064 IN 1L/ BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0 . 075 IN LOAD BEAM DEPTH = 4 .38 IN TOP OF BEAM TO TOP OF CONN= 0 . 000 IN WELD @ BTM OF BEAM = 0 .000 IN LOAD = 4000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 1000 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 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 @ 0.75 IN FROM BTM OF CONN M = PL L = 0.87 IN Pmax = Mcap/L = 4.510 KIPS RIVET LOAD DIST MOMENT P1 2.844 4.250 12 . 086 RIVET OK P2 1.506 2.250 3 .387 P3 0.167 0.250 0. 042 P4 0.000 0.000 0 .000 TOTAL 4.517 15.515 CONNECTOR OK WELDS 0.125 " x 4.380 " FILLET WELD UP OUTSIDE 0.125 " x 2.755 " 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 0.06 " THICK WELD L = 8.76 IN A = 0.526 IN2 S = 0.384 IN3 Fv = 26.0 KSI Mcap = 9.98 K-IN 9.98 K-IN • 7 In Upright Plane 1 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 @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 186 4060 755 714 133 124 4060 503 476 59 62 4060 252 238 15 KLx = 62 in 0 0 0 0 0 KLy = 44 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15264 lbs ---- ---- ---- ==== 12180 ---- ---- ---- 12180 1510 1428 207 Column 71% Stress Max column load = 10785 # Min column load = -1212 # Uplift 1 Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= -834 # MIN (1+0. 11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 7433 # MAX REQUIRED HOLD DOWN = -1212 # Anchors: 4 T = 1212 # 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 43% Stressed V = 714 # per leg Vcap = 4309 # = 17% Stressed COMBINED = 60% Stressed OK Braces: Brace height = 44 " Brace width = 44 " Length = 62 " P = 1515 # Use : C 1.500x 1.500x 0. 075 A = 0.317 in L/r = 128 Pcap = 2947 # 51% 9 In Upright Plane Seismic Load Distribution TOP LOAD ONLY 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 @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3. 000x 0.075 186 4060 755 721 134 124 60 7 7 1 62 60 4 4 0 KLx = 62 in 0 0 0 0 0 KLy = 44 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15264 lbs ---- ---- ---- ==== 4180 ---- ---- ---- 4180 766 732 135 Column 34% Stress Max column load = 5162 # Min column load = -1187 # Uplift Overturning ( .6-.11Sds)DL+(0.6- .14Sds) .75PLapp- .51EL= -1825 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 5169 # MAX REQUIRED HOLD DOWN = -1825 # Anchors: 4 T = 1825 # 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 65% Stressed V = 366 # per leg Vcap = 4309 # = 8% Stressed COMBINED = 74% Stressed OK Braces: Brace height = 44 " Brace width = 44 " Length = 62 " P = 776 # Use : C 1.500x 1.500x 0.075 • A = 0.317 in L/r = 128 Pcap = 2947 # 26% 9 PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 16:26:32 4 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 3 Levels Type Plane Frame Number of Joints 14 Number of Supports 8 Number of Members 15 Number of Loadings 1 Joint Coordinates 1 0.0 62.0 S 2 0.0 124.0 S 3 7 11 14 3 0.0 186.0 S 4 49.5 0.0 S 5 49.5 62.0 2 6 10 13 6 49.5 124.0 7 49.5 186.0 8 148.5 0.0 S 9 148.5 62.0 1 5 9 12 10 148.5 124 .0 11 148.5 186.0 12 198.0 62.0 S 4 8 13 198.0 124.0 S 14 198.0 186.0 S Joint Releases 4 Moment Z 8 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 12 Force X Moment Z 13 Force X Moment Z 14 Force X Moment Z Member Incidences 1 1 5 2 2 6 3 3 7 4 4 5 5 5 6 6 6 7 7 8 9 8 9 10 9 10 11 10 5 9 11 9 12 12 6 10 13 10 13 14 7 11 15 11 14 Member Properties 1 Thru 3 Prismatic Ax 0 .821 Ay 0.575 Iz 1.971 /0 ♦ PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 16:26:32 r 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 10 Thru 15 Prismatic Ax 0.821 Ay 0.575 Iz 1.971 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -2.03 6 Force Y -2.03 7 Force Y -2.03 9 Force Y -2 .03 10 Force Y -2.03 11 Force Y -2.03 5 Force X 0.033 6 Force X 0.064 7 Force X 0.097 9 Force X 0.033 10 Force X 0.064 11 Force X 0.097 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC ' wi di widi2 fi fidi # in # 4060 0.6761 1856 66 44.6 33 66 4060 0.8992 3283 128 115.1 64 128 4060 1.0188 4214 194 197.6 97 194 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 12180 9353 388 357.4 388 g = 32.2 ft/sec2 T = 1.6352 sec I = 1.00 Cs = 0.0394 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 = 388 # 10015 11 PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 16:26:32 Structure Storage Rack in Load Beam Plane 3 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.147 0.00 1 5 0.000 0.147 -7.29 2 2 0.000 -0.049 0.00 2 6 0.000 0 .049 -2.43 3 3 0.000 -0.003 0.00 3 7 0.000 0.003 -0.16 4 4 6.007 0.190 0.00 4 5 -6.007 -0.190 11.80 5 5 3 .995 0.143 3.90 5 6 -3 .995 -0.143 4.97 6 6 1.999 0.067 1.84 6 7 -1.999 -0.067 2 .33 7 8 6.007 0.198 0.00 •1 7 9 -6.007 -0.198 12.26 8 9 3.995 0.179 4.94 8 10 -3 .995 -0.179 6.15 . 9 10 1.999 0.127 3.50 9 11 -1.999 -0.127 4.36 10 5 -0.014 -0.166 -8.41 10 9 0.014 0.166 -8.04 11 9 0.000 -0.185 (-9.16 (4(/j,C4,0G,;,(4 11 12 0 .000 0.185 0.00 L/__G�0� 12 6 -0.012 -0.083 -4 .39 /"�0�� 12 10 0.012 0.083 -3.84 13 10 0.000 -0.117 -5.80 13 13 0.000 0.117 0.00 14 7 0.030 -0.034 -2.17 14 11 -0.030 0.034 -1.17 15 11 0.000 -0 .064 -3.18 15 14 0.000 0.064 0.00 APPLIED JOINT LOADS, FREE JOINTS r .-r PAGE 4 * MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 16:26:32 JOINT FORCE X FORCE Y MOMENT Z 5 0.033 -2 .030 0.00 6 0.064 -2 .030 0.00 7 0.097 -2 .030 0.00 9 0.033 -2 .030 0.00 10 0 .064 -2.030 0.00 11 0. 097 -2 .030 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.147 0.00 2 0.000 -0.049 0.00 3 0. 000 -0.003 0.00 4 -0.190 6.007 0.00 8 -0.198 6.007 0.00 12 0.000 0 .185 0.00 13 0.000 0.117 0.00 14 0.000 0.064 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION - 5 0.6761 -0.0216 -0.0026 6 0.8992 -0.0359 -0.0014 ' 7 1.0188 -0.0431 -0.0009 9 0 .6762 -0.0216 -0 .0022 10 0 .8993 -0.0359 -0.0010 11 1. 0187 -0.0431 -0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.6761 0.0000 0 .0006 2 0.8992 0.0000 -0.0004 3 1.0188 0.0000 -0.0008 4 0.0000 0.0000 -0 .0150 8 0.0000 0.0000 -0.0152 12 0.6762 0.0000 0 .0017 13 0.8993 0.0000 0.0015 14 1.0187 0.0000 0.0013 1 ? Beam-Column Check _. C 3 .000x 3.000x 0.075 Fy = 55 ksi 4 A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 9 6.1 12.3 62.0 44.0 15.26 22.30 95% 10 4 .1 6.2 62 .0 44.0 15.26 22.30 55% 11 2.1 4 .4 62.0 44 .0 15.26 22.30 33% 0 0. 0 0.0 62.0 44 .0 15.26 22.30 0% 0 0. 0 0.0 62.0 44 .0 15.26 22.30 0% 0 0.0 0.0 62.0 44 .0 15.26 22.30 0% Load Beam Check 4.38x 2.750x 0.060 Fy = 55 ksi A = 0.821 in2 E = 29,500 E3 ksi Sx = 0.852 in3 Ix = 1.971 in4 Length = 96 inches Pallet Load 4000 lbs Assume 0.5 pallet load on each beam M = PL/8= 24 .00 k-in fb = 28.16 ksi Fb = 33 ksi 85% 1 Mcap = 28.13 k-in 37.50 k-in with 1/3 increase Defl = 0.40 in = L/ 242 w/ 25% added to one pallet load M = .232 PL = 22.27 k-in 79% I /4 •.t Base Plate Design Column Load 8.1 kips Allowable Soil 1500 psf basic Assume Footing 27.9 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 = wl"2/3 Use 4 "square base plate w = 10.4 psi 1 = 9.43 in Load factor = 1.67 M = 516 #-in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 124 psi Fb = 5 (phi) (f'c" .5) = 163 psi OK ! ! Shear : • Beam fv = 33 psi Fv = 85 psi OK ! ! Punching fv = 67 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 506 psi fb = 24267 psi Fb = 37500 psi OK ! ! I6:7 Calculations for : BRIDGEPORT DIST . TIGARD , OR 01/13/2014 Loading: 4300 # load levels 2 pallet levels @ 102, 166 Seismic per IBC 2009 100% Utilization Sds = 0 . 700 Sdl = 0 . 387 I = 1 . 00 144 " Load Beams Uprights : 44 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 4 . 00x 7 . 00x 0 . 375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 6 . 00x 2 . 750x 0 . 090 Load beams w/ 4-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 /4°' Cold Formed Section HEIGHT OF BEAM 6.000 INCHES MAT'L THICKNESS 0. 090 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 5.6200 3 .0000 16.8600 50.5800 14.7920 0.0450 0.2529 TOP 1.3700 5.9550 8 .1584 48.5830 0.0000 0.8750 1.1988 STEP SIDE 1.3350 5.1425 6.8652 35.3045 0.1983 1.7050 2.2762 STEP BOTT 0.7100 4.3300 3.0743 13.3117 0.0000 2 .2050 1.5656 SHORT SID 3 .9950 2. 1875 8.7391 19.1167 5.3134 2.7050 10 .8065 BOTTOM 2 .3700 0. 0450 0.1067 0.0048 0.0000 1.3750 3 .2588 CORNERS 0.2278 5.9023 1.3443 7.9347 0 .0005 0.0977 0.0223 2 0.2278 5.9023 1.3443 7.9347 0.0005 1.6523 0.3763 3 0.2278 4 .3827 0.9982 4 .3749 0.0005 1.8027 0 .4106 4 0.2278 4 .2773 0.9742 4 .1671 0.0005 2.6523 0.6041 5 0 .2278 0.0977 0.0223 0.0022 0.0005 2.6523 0.6041 6 0 .2278 0.0977 0.0223 0.0022 0.0005 0.0977 0.0223 TOTALS 16.7666 41.3200 48.5092 191.3164 20.3064 17.8650 21.3982 AREA = 1.509 IN2 • CENTER GRAVITY = 2 .893 INCHES TO BASE 1.276 INCHES TO LONG SIDE Ix = 6.415 IN4 Iy = 1.865 IN4 Sx = 2.065 IN3 Sy = 1.266 IN3 Rx = 2 .062 IN Ry = 1.112 IN /1 BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 6 IN TOP OF BEAM TO TOP OF CONN= 0 .000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 4300 LBS PER PAIR CONNECTOR VERTICAL LOAD = 1075 LBS EACH RIVETS 4 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 = 8.531 KIPS 130 CONNECTOR 8 " 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 @ 1.3 IN FROM BTM OF CONN M = PL L = 0.7 IN Pmax = Mcap/L = 5.605 KIPS RIVET LOAD DIST MOMENT P1 2.844 5.700 16.209 RIVET OK P2 1.846 3.700 6.830 P3 0.848 1.700 1.442 • P4 0. 000 0. 000 0.000 TOTAL 5.538 24 .481 CONNECTOR OK WELDS 0.125 " x 6.000 " FILLET WELD UP OUTSIDE 0.125 " x 4 .375 " 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 0.09 " THICK WELD L = 12. 00 IN A = 1.080 IN2 S = 1.080 IN3 Fv = 26.0 KSI Mcap = 28. 08 K-IN 28 .08 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 @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3 .000x 0.075 166 4360 724 633 105 102 4360 445 389 40 0 0 0 0 0 KLx = 102 in 0 0 0 0 0 KLy = 44 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 12158 lbs ---- ---- ---- ==== 8720 ---- ---- ---- 8720 1168 1022 145 Column 63% Stress Max column load = 7651 # Min column load = -797 # Uplift Overturning ' ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp- .51EL= -562 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 5284 # MAX REQUIRED HOLD DOWN = -797 # Anchors: 4 T = 797 # 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 28% Stressed V = 511 # per leg Vcap = 4309 # = 12% Stressed COMBINED = 40% Stressed OK Braces: Brace height = 44 " Brace width = 44 " Length = 62 " P = 1084 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2947 # 37% .1 /1 n a In Upright Plane Seismic Load Distribution TOP LOAD ONLY 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 @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 166 4360 724 767 127 102 60 6 6 1 0 0 0 0 0 KLx = 102 in 0 0 0 0 0 KLy = 44 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 12158 lbs ---- ---- ---- ==== 4420 ---- ---- ---- 4420 730 774 128 Column 42% Stress Max column load = 5119 # • Min column load = -915 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp-.51EL= -1587 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 5123 # MAX REQUIRED HOLD DOWN = -1587 # Anchors: 4 T = 1587 # 2 0.5 in dia POWERS STUD+SD2 3 .25 "embedment in 2500 psi concrete Tcap = 2801 # 57% Stressed V = 387 # per leg Vcap = 4309 # = 9% Stressed COMBINED = 66% Stressed OK Braces: Brace height = 44 " Brace width = 44 " Length = 62 " P = 820 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2947 # 28% 261 PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 16:33 :49 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 0.0 102.0 S 2 0.0 166.0 S 3 73 .5 0.0 S 4 73.5 102.0 5 73.5 166.0 1 4 7 9 6 220.5 0.0 S 7 220.5 102.0 8 220.5 166.0 9 294.0 102.0 S 3 6 10 294 . 0 166.0 S 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 1.509 Ay 1.056 Iz 6.415 3 Thru 6 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 7 Thru 10 Prismatic Ax 1.509 Ay 1.056 Iz 6.415 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -2.18 5 Force Y -2 .18 7 Force Y -2 .18 8 Force Y -2 .18 4 Force X 0.053 J Zf PAGE 2 t MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 16:33:49 5 Force X 0.086 7 Force X 0.053 8 Force X 0.086 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 4360 1.7879 13937 106 189.5 53 106 4360 1.8952 15660 172 326.0 86 172 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 8720 29597 278 515.5 278 g = 32.2 ft/sec2 T = 2.4220 sec I = 1. 00 Cs = 0.0266 or 0.1167 Shc = 0.387 Cs min = 0.07 R = 6 Cs = 0.0700 V = (Cs*I*.67) *W*.67 V = 0.0469 W*.67 = 278 # 100%- 22 PAGE 3 * MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 16:33 :49 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 -0.096 0.00 1 4 0.000 0.096 -7 .05 2 2 0.000 -0.003 0 .00 2 5 0.000 0.003 -0.22 3 3 4 .325 0.137 0.00 3 4 -4 .325 -0.137 14.02 4 4 2 .161 0.067 1.77 4 5 -2.161 -0.067 2.50 5 6 4.325 0.141 0.00 5 7 -4.325 -0.141 14.34 6 7 2. 161 0.105 2.92 6 8 -2 . 161 -0.105 3 .82 1 7 4 -0.018 -0.112 -8.73 7 7 0 .018 0.112 -7 .7• 8 7 0.000 -0.129 -9.47 i¢}a! C/■∎904J/C4 • 8 9 0.000 0.129 0 .00 wf1_� 1r 9 5 0.019 -0.021 -2.28 /'�� 9 8 -0.019 0.021 -0.88 10 8 0.000 -0.040 -2.94 10 10 0.000 0.040 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.053 -2 . 180 0.00 5 0.086 -2. 180 0.00 7 0.053 -2. 180 0.00 8 0.086 -2 .180 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS J 21 .1 PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 16:33:49 4 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.096 0.00 2 0.000 -0.003 0.00 3 -0.137 4.325 0.00 6 -0.141 4 .325 0.00 9 0.000 0.129 0.00 10 0.000 0.040 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 4 1.7879 -0.0256 -0.0013 5 1.8952 -0.0336 -0.0005 7 1.7880 -0.0256 -0.0009 8 1.8951 -0.0336 0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 1.7879 0 .0000 0.0001 2 1.8952 0.0000 -0.0004 3 0.0000 0.0000 -0.0256 6 0.0000 0.0000 -0.0258 r 9 1.7880 0.0000 0.0010 10 1.8951 0.0000 0.0006 14 Beam-Column Check 1.,4 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 = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 7 4 .4 14.3 102.0 44 .0 12.16 22 .30 100% 8 2.2 3.8 64.0 44.0 15.14 22 .30 32% O 0.0 0.0 20.0 44.0 15.83 22.30 0% O 0.0 0.0 102.0 44 .0 12 .16 22.30 0% 0 0.0 0.0 102.0 44 .0 12 .16 22.30 0% 0 0.0 0.0 102.0 44.0 12 .16 22 .30 0% Load Beam Check 6.00x 2 .750x 0.090 Fy = 55 ksi A = 1.509 in2 E = 29, 500 E3 ksi Sx = 2.065 in3 Ix = 6.415 in4 Length = 144 inches Pallet Load 4300 lbs Assume 0.5 pallet load on each beam M = PL/8= 38.70 k-in fb = 18.74 ksi Fb = 33 ksi 57% • Mcap = 68.14 k-in 90.85 k-in with 1/3 increase • Defl = 0.44 in = L/ 326 w/ 25% added to one pallet load M = .232 PL = 35.91 k-in 53% o Base Plate Design Column Load 5.7 kips Allowable Soil 1500 psf basic Assume Footing 23.5 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 4 "square base plate w = 10.4 psi 1 = 7.24 in Load factor = 1.67 M = 304 #-in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 73 psi Fb = 5 (phi) (f'cA.5) = 163 psi OK ! ! • Shear : Beam fv = 25 psi Fv = 85 psi OK ! ! • Punching fv = 45 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 359 psi fb = 17215 psi Fb = 37500 psi OK ! !