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Report (65) c;1092•013 '- 000(.0S yic,—t o i 4-41a 11 • NNW" 'WINN IFT 7373 SE Milwaukee, OR 97268 art I PO Box 68348 - Portland, OR 97268 MMI MI all Brian Ferrick, Sales Representative imam' r OF OREGON, INC. Cell: 503-519-3043 FAX: 503-653-2536 City of Tigard RECEIVED 13125 SW Hall Blvd Tigard OR 97223 MAR 2 0 2013 Dan Nelson CITY OF TIGARD In regards to Canteen 12670 at 12670 SW Hall Blvd BUILDING DIVISION There is an existing sprinkler system but I believe its an old schedule pipe system so I do not know the density. They will be storing Gum,Candy and Chips for vending machines. These are class III—IV These products will be hand picked so the will be stored below 12' and they will be on open wire decking. They will also be storing approximately 400 SQFT of full cans of soda to 16' high Thank You Brian 503-519-3043 r I, f Calculations for CANTEEN TIGARD , OR 02/28/2013 Loading: 5000 # load levels 2 pallet levels @ 66, 132 Seismic per IBC 2009 100% Utilization Sds = 0 . 707 Sdl = 0 . 387 I = 1 . 00 90 " Load Beams Uprights : 30 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 5 . 00x 8 . 00x 0 . 375 Base Plates with 2- 0 . 500in x 3 .25in Embed Anchor/Column 4 . 00x 2 . 750x 0 . 075 Load beams w/ 2-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 r v'�o eROFEfs� GSNFF °4p 9 '1949 `�• O:• •Nry OFC 3 �� eFN ,1. R6- EXP. DATE: 12/ Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.427800000000005 Longitude = -122.7644 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 0.942 (Ss, Site Class B) 1.0 0.338 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.427800000000005 Longitude = -122.7644 Spectral Response Accelerations SMs and SM1 SMs = Fax Ss and SM1 = FvxS1 Site Class D - Fa = 1.123 ,Fv = 1.723 Period Sa ti (sec) (g) 0.2 1.058 (SMs, Site Class D) 1.0 0.583 (SM1, Site Class D) IBC 2009 LOADING SEISMIC: Ss= 94.2 % g S1= 33.8 % g Soil Class D Modified Design spectral response parameters Sms= 105.8 % g Sds= 70.5 % g Sm1= 58.3 % g Sd1= 38.9 % g Seismic Use Group 2 Seismic Design Category D or D le = 1 R = 4 R = 6 Cs = 0.1763 W Cs = 0.1176 W Using Working Stress Design V = Cs`W/1.4 V= 0.1260 W V= 0.0840 W Cold Formed Channel t 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 v 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; Cold Formed Section HEIGHT OF BEAM 4 .000 INCHES MAT'L THICKNESS 0.075 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 3 .6500 2.0000 7.3000 14 .6000 4.0523 0.0375 0.1369 TOP 1.4000 3.9625 5.5475 21.9820 0.0000 0.8750 1.2250 STEP SIDE 1.3500 3.1500 4.2525 13.3954 0.2050 1.7125 2.3119 STEP BOTT 0.7250 2.3375 1.6947 3.9613 0.0000 2.2125 1.6041 SHORT SID 2.0250 1.1875 2.4047 2.8556 0.6920 2.7125 5.4928 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 3 .9125 0.8450 3 .3063 0.0004 0.0875 0.0189 2 0.2160 3.9125 0.8450 3 .3063 0.0004 1.6625 0.3591 3 0.2160 2.3875 0.5157 1.2311 0.0004 1.8000 0.3888 4 0.2160 2.2875 0.4941 1.1302 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 12.8459 25.3500 24.0270 65.7748 4.9516 17.8875 16.0064 AREA = 0.963 IN2 CENTER GRAVITY = 1.870 INCHES TO BASE 1.246 INCHES TO LONG SIDE r Ix = 1.934 IN4 Iy = 1.039 IN4 p Sx = 0.908 IN3 Sy = 0.691 IN3 Rx = 1.417 IN Ry = 1.039 IN • 1 7 BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 3000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 750 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 18k 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 = 1.3 IN Pmax = Mcap/L = 3.018 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 4 P4 0.000 0.000 0.000 TOTAL 3 .042 12.288 CONNECTOR OK WELDS 0.125 " x 4.000 " FILLET WELD UP OUTSIDE 0.125 " x 2.375 " FILLET WELD UP INSIDE 0.125 " x 1.625 " FILLET WELD UP STEP SIDE O " x 1.000 " FILLET WELD STEP BOTTOM O " x 2.750 " FILLET WELD ACROSS BOTTOM O " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.075 " THICK WELD L = 8.00 IN A = 0.600 IN2 S = 0.400 IN3 Fv = 26.0 KSI 4 Mcap = 10.40 K-IN 10.40 K-IN r In Upright Plane Seismic Load Distribution e per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1*.67 Weight 60 # per level frame weight Columns @ 30 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 132 5060 668 799 105 66 5060 334 399 26 O 0 0 0 0 KLx = 66 in O 0 0 0 0 KLy = 41 in O 0 0 0 0 A = 0.595 in O 0 0 0 0 Pcap = 15022 lbs ---- ---- ---- ---- ---- ---- ---- ---- 10120 1002 1198 132 Column 63% Stress Max column load = 9452 # Min column load = -1503 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp-.51EL= -950 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 6426 # MAX REQUIRED HOLD DOWN = -1503 # Anchors: 1 T = 1503 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 54% Stressed V = 599 # per leg Vcap = 4858 # = 12% Stressed COMBINED = 38% Stressed OK Braces: Brace height = 41 " 0 Brace width = 30 " Length = 51 " P = 1521 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 104 Pcap = 4422 # 34% 4 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 30 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 132 5060 668 899 119 66 60 4 5 0 O 0 0 0 0 KLx = 66 in O 0 0 0 0 KLy = 41 in O 0 0 0 0 A = 0.595 in O 0 0 0 0 Pcap = 15022 lbs ---- -- - - -- - - - ---- ---- ---- --- ---- 5120 672 905 119 Column 43% Stress Max column load = 6528 # Min column load = -1661 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp- .51EL= -2437 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 6533 # MAX REQUIRED HOLD DOWN = -2437 # Anchors: 1 T = 2437 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 87% Stressed V = 452 # per leg Vcap = 4858 # = 9% Stressed COMBINED = 81% Stressed OK Braces: Brace height = 41 " Brace width = 30 " Length = 51 " P = 1149 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 104 Pcap = 4422 # 26% r PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 10:45:36 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 66.0 S 2 5 8 10 2 0.0 132.0 S 3 46.5 0.0 S 4 46.5 66.0 5 46.5 132.0 6 139.5 0.0 S 1 4 7 9 7 139.5 66.0 8 139.5 132.0 9 186.0 66.0 S 10 186.0 132.0 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. 963 Ay 0.674 Iz 1.934 3 Thru 6 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 7 Thru 10 Prismatic Ax 0.963 Ay 0.674 Iz 1.934 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -2.53 5 Force Y -2.53 7 Force Y -2.53 8 Force Y -2.53 4 Force X 0.055 11 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 10:45:36 5 Force X 0.108 7 Force X 0.055 8 Force X 0.108 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 5060 0.6606 2208 110 72.7 55 110 5060 0.8330 3511 216 179.9 108 216 0 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 10120 5719 326 252.6 326 g = 32 .2 ft/sec2 T = 1.5210 sec I = 1.00 Cs = 0.0424 or 0.1178 Sdl = 0.387 Cs min = 0.070666 R = 6 Cs = 0.0707 V = (Cs*I* .67) *W* .67 V = 0.0473 W*.67 = 326 # 100°% 4 I 11K PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 10:45:36 + 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 -0.128 0.00 1 4 0.000 0.128 -5.93 2 2 0.000 -0.022 0.00 2 5 0.000 0.022 -1.01 3 3 5.017 0.160 0.00 3 4 -5.017 -0.160 10.55 4 4 2.507 0.089 2.43 4 5 -2.507 -0.089 3.47 5 6 5.017 0.166 0.00 5 7 -5.017 -0.166 10.96 6 7 2.507 0.127 3.51 6 8 -2.507 -0.127 4.85 7 4 -0.016 -0.148 -7.05 7 7 0.016 0.148 -. 68 8 7 0.000 -0.168 ang ,y14 o Cdpwr(/, 8 9 0.000 0.168 0.00 "14,11-t45)td„T- 9 5 0.019 -0.045 -2.46 9 8 -0.019 0.045 -1.69 10 8 0.000 -0.068 -3.15 10 10 0.000 0.068 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.055 -2 .530 0.00 5 0.108 -2.530 0.00 7 0.055 -2.530 0.00 8 0.108 -2.530 0.00 1 REACTIONS,APPLIED LOADS SUPPORT JOINTS 13 PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 10:45:36 gpINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.128 0.00 2 0.000 -0.022 0.00 3 -0.160 5.017 0.00 6 -0.166 5.017 0.00 9 0.000 0.168 0.00 10 0.000 0.068 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 4 0.6606 -0.0192 -0.0021 5 0.8330 -0.0288 -0.0009 7 0.6606 -0.0192 -0.0018 8 0.8329 -0.0288 -0.0003 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.6606 0.0000 0.0004 2 0.8330 0.0000 -0.0005 3 0.0000 0.0000 -0.0139 6 0.0000 0.0000 -0.0141 9 0.6606 0.0000 0.0015 10 0.8329 0.0000 0.0010 • J11 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 = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 7 5.1 11.0 66.0 41.0 15.02 22.30 83% 8 2.6 4.9 66.0 41.0 15.02 22.30 39% 0 0.0 0.0 66.0 41.0 15.02 22.30 0% 0 0.0 0.0 66. 0 41.0 15.02 22.30 0% 0 0.0 0.0 66.0 41.0 15.02 22 .30 0% 0 0.0 0.0 66.0 41.0 15.02 22.30 0% Load Beam Check 4.00x 2.750x 0.075 Fy = 55 ksi A = 0.963 in2 E = 29,500 E3 ksi Sx = 0.908 in3 Ix = 1.934 in4 Length = 90 inches Pallet Load 5000 lbs Assume 0.5 pallet load on each beam M = PL/8= 28.13 k-in fb = 30.97 ksi Fb = 33 ksi 94% Mcap = 29.97 k-in 39.96 k-in with 1/3 increase Defl = 0.42 in = L/ 216 0 w/ 25% added to one pallet load M = .232 PL = 26.10 k-in 87% 0 4 ( .7 9 Base Plate Design Column Load 7.1 kips Allowable Soil 1500 psf basic Assume Footing 26.1 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 = w1A2/3 Use 5 "square base plate w = 10.4 psi 1 = 8.04 in Load factor = 1.67 M = 375 #-in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 90 psi Fb = 5(phi) (f'cA.5) = 163 psi OK ! ! Shear : Beam fir = 28 psi Fv = 85 psi OK ! ! Punching fv = 50 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 284 psi fb = 13611 psi Fb = 37500 psi OK ! ! 0 l� Calculations for : CANTEEN TIGARD , OR 02/28/2013 Loading: 3000 # load levels 3 pallet levels @ 10, 46, 82 Seismic per IBC 2009 100% Utilization Sds = 0 . 707 Sdl = 0 . 387 I = 1 . 00 106 " Load Beams Uprights : 44 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 5 . 00x 8 . 00x 0 . 375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 4 . 00x 2 . 750x 0 . 075 Load beams w/ 2-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 o o 4 ii In Upright Plane Seismic Load Distribution f per 2009 IBC Sds = 0.707 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 82 3060 251 646 53 46 3060 141 362 17 10 3060 31 79 1 KLx = 10 in 0 0 0 0 0 KLy = 41 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 16000 lbs ---- ---- ---- ==== 9180 ---- ---- ---- 9180 422 1087 70 Column 39% Stress Max column load = 6190 # Min column load = 1021 # Overturning ( .6-.11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= 364 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 4622 # MAX REQUIRED HOLD DOWN = 0 # Anchors: 1 T = 0 No uplift anchors req'd 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 0% Stressed V = 543 # per leg Vcap = 4858 # = 11% Stressed COMBINED = 3% Stressed OK Braces: Brace height = 41 " Brace width = 44 " Length = 60 " P = 1114 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 124 Pcap = 3155 # 35% I I '6 • In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 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 82 3060 251 554 45 46 60 3 6 0 10 60 1 1 0 KLx = 10 in 0 0 0 0 0 KLy = 41 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 16000 lbs ---- ---- ---- ==== 3180 ---- ---- ---- 3180 254 562 46 Column 16% Stress Max column load = 2630 # Min column load = 393 # Overturning ( .6-.11Sds)DL+(0.6- .14Sds) .75PLapp-.51EL= -93 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 2637 # MAX REQUIRED HOLD DOWN = -93 # Anchors: 1 T = 93 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 3% Stressed V = 281 # per leg Vcap = 4858 # = 6% Stressed COMBINED = 1% Stressed OK 6 Braces: Brace height = 41 " Brace width = 44 " Length = 60 " P = 576 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 124 Pcap = 3155 # 18% 11 PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 10:55:14 r 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 10.0 S 3 7 11 14 2 0.0 46.0 S 3 0.0 82.0 S 4 54.5 0.0 S 2 6 10 13 5 54.5 10.0 6 54.5 46.0 7 54 .5 82.0 1 5 9 12 8 163 .5 0.0 S 9 163.5 10.0 10 163.5 46.0 4 8 11 163.5 82.0 12 218.0 10.0 S 13 218.0 46.0 S 14 218.0 82.0 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 0.963 Ay 0.674 Iz 1.934 • Z° PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 10:55:14 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 10 Thru 15 Prismatic Ax 0.963 Ay 0.674 Iz 1.934 • Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -1.53 6 Force Y -1.53 7 Force Y -1.53 9 Force Y -1.53 10 Force Y -1.53 11 Force Y -1.53 5 Force X 0.019 6 Force X 0.081 7 Force X 0.147 9 Force X 0.019 10 Force X 0.081 11 Force X 0.147 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 3060 0.0142 1 38 0.5 19 38 3060 0.0844 22 162 13.7 81 162 3060 0.1331 54 294 39.1 147 293 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 9180 77 494 53.3 493 g = 32.2 ft/sect T = 0.3831 sec I = 1.00 Cs = 0.1682 or 0.1178 Sdl = 0.387 Cs min = 0.070666 R = 6 Cs = 0.1178 V = (Cs*I*.67)*W*.67 V = 0.0789 W*.67 493 # 100 • • 21 PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 10:55:14 • 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 -0.058 0.00 1 5 0.000 0.058 -3.14 2 2 0.000 -0.051 0.00 2 6 0.000 0.051 -2.78 3 3 0.000 -0.021 0.00 3 7 0.000 0.021 -1.13 4 4 4.573 0.242 0.00 4 5 -4.573 -0.242 2.42 5 5 3.045 0.222 4.00 5 6 -3.045 -0.222 4.01 6 6 1.522 0.132 1.98 6 7 -1.522 -0.132 2.76 7 8 4.573 0.252 0.00 7 9 -4.573 -0.252 2.52 8 9 3.045 0.234 4.15 8 10 -3.045 -0.234 4.25 t 9 10 1.522 0.162 2.45 9 11 -1.522 -0.162 3.40 - 10 5 -0.001 -0.060 -3.28 10 9 0.001 0.060 -3.27 11 9 0.000 -0.062 -3.40 11 12 0.000 0.062 0.00 12 6 -0.010 -0.058 -3.21 12 10 0.010 0.058 -3.13 13 10 0.000 -0.065 ® .Cc, 13 13 0.000 0.065 4 . 10 14 7 0.015 -0.028 -1.63 1Pw4- 14 11 -0.015 0.028 -1.45 • 15 11 0.000 -0.036 -1.95 15 14 0.000 0.036 0.00 p APPLIED JOINT LOADS, FREE JOINTS 1 22 PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 10:55:14 JOINT FORCE X FORCE Y MOMENT Z • 5 0.019 -1.530 0.00 6 0.081 -1.530 0.00 7 0.147 -1.530 0.00 9 0.019 -1.530 0.00 10 0.081 -1.530 0.00 11 0.147 -1.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.058 0.00 2 0.000 -0.051 0.00 3 0.000 -0.021 0.00 4 -0.242 4.573 0.00 8 -0.252 4.573 0.00 12 0.000 0.062 0.00 13 0.000 0.065 0.00 14 0.000 0.036 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 5 0.0142 -0.0027 -0.0011 6 0.0844 -0.0090 -0.0011 7 0.1331 -0.0122 -0.0006 9 0.0142 -0.0027 -0.0011 1 10 0.0845 -0.0090 -0.0010 11 0.1330 -0.0122 -0.0004 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.0142 0.0000 0.0005 2 0.0844 0.0000 0.0003 3 0.1331 0.0000 0.0000 4 0.0000 0.0000 -0.0015 . 8 0.0000 0.0000 -0.0015 12 0.0142 0.0000 0.0006 01 13 0.0845 0.0000 0.0007 14 0.1330 0.0000 0.0005 r 11 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 = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 9 4 .6 2.5 10.0 41.0 16.00 22.30 40% 10 3.1 4.3 36.0 41.0 16.00 22.30 39% 11 1.6 3.4 36.0 41.0 16.00 22.30 25% 0 0.0 0.0 10.0 41.0 16.00 22.30 0% 0 0.0 0.0 10.0 41.0 16.00 22.30 0% 0 0.0 0.0 10.0 41.0 16.00 22.30 0% Load Beam Check 4.00x 2.750x 0.075 Fy = 55 ksi A = 0.963 in2 E = 29,500 E3 ksi Sx = 0.908 in3 Ix = 1.934 in4 Length = 106 inches Pallet Load 3000 lbs Assume 0.5 pallet load on each beam M = PL/8= 19.88 k-in fb = 21.89 ksi Fb = 33 ksi 66% Mcap = 29.97 k-in 39.96 k-in with 1/3 increase Defl = 0.41 in = L/ 260 w/ 25% added to one pallet load M = .232 PL = 18.44 k-in 62% • • ZH • Base Plate Design Column Load 4 .6 kips Allowable Soil 1500 psf basic Assume Footing 21.1 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 5 "square base plate w = 10.4 psi 1 = 5.56 in Load factor = 1.67 M = 179 #-in 5 in thick slab f'c = 2500 psi s = 4 .17 in3 fb = 43 psi Fb = 5 (phi) (f'c".5) = 163 psi OK ! ! Shear : Beam fv = 19 psi Fv = 85 psi OK ! ! Punching fv = 30 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 186 psi fb = 8913 psi Fb = 37500 psi OK ! ! • • v 3 Calculations for : CANTEEN TIGARD , OR 02/28/2013 Loading: 3000 # load levels 4 pallet levels Q 10, 46 , 68, 90 Seismic per IBC 2009 10096- Utilization Sds = 0 . 707 Sdl = 0 . 387 I = 1 . 00 106 " Load Beams Uprights : 44 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 5. 00x 8 . 00x 0 . 375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 4 . 00x 2 . 750x 0 . 075 Load beams w/ 2-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 R IC9 In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 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 90 3060 275 609 55 68 3060 208 460 31 46 3060 141 311 14 KLx = 10 in 10 3060 31 68 1 KLy = 41 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 16000 lbs ---- ---- ---- ---- ---- ---- ---- ---- 12240 655 1449 101 Column 53% Stress Max column load = 8419 # Min column load = 1196 # Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp- .51EL= 401 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 6247 # MAX REQUIRED HOLD DOWN = 0 # Anchors: 1 T = 0 No uplift anchors req'd 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 0% Stressed V = 724 # per leg Vcap = 4858 # = 15% Stressed COMBINED = 4% Stressed OK • Braces: Brace height = 41 " • Brace width = 44 " Length = 60 " P = 1485 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 124 Pcap = 3155 # 47% 2? In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 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 90 3060 275 557 50 68 60 4 8 1 46 60 3 6 0 KLx = 10 in 10 60 1 1 0 KLy = 41 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 16000 lbs ---- ---- ---- ==== 3240 ---- ---- ---- 3240 283 572 51 Column 19% Stress Max column load = 2779 # Min column load = 301 # • Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= -196 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 2788 # MAX REQUIRED HOLD DOWN = -196 # Anchors: 1 T = 196 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 7% Stressed • V = 286 # per leg Vcap = 4858 # = 6% Stressed COMBINED = 2% Stressed • OK Braces: Brace height = 41 " Brace width = 44 " Length = 60 " P = 587 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 124 ` Pcap = 3155 # 19% lq PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 10:59:27 a INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 4 Levels Type Plane Frame Number of Joints 18 Number of Supports 10 Number of Members 20 Number of Loadings 1 Joint Coordinates 1 0.0 10.0 S 4 9 14 18 2 0.0 46.0 S 3 0.0 68.0 S 4 0.0 90.0 S 3 8 13 17 5 54.5 0.0 S 6 54.5 10.0 2 7 12 16 7 54.5 46.0 8 54.5 68.0 _ 9 54.5 90.0 1 6 11 15 10 163.5 0.0 S 11 163.5 10.0 5 lU 12 163.5 46.0 13 163.5 68.0 14 163 .5 90.0 15 218.0 10.0 S 16 218.0 46.0 S 17 218.0 68.0 S 18 218.0 90.0 S Joint Releases 5 Moment Z 10 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 15 Force X Moment Z 16 Force X Moment Z 17 Force X Moment Z 18 Force X Moment Z Member Incidences 1 1 6 2 2 7 3 3 8 4 4 9 5 5 6 6 6 7 7 7 8 8 8 9 9 10 11 10 11 12 11 12 13 w 71 • PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 10:59:27 12 13 14 + 13 6 11 14 11 15 15 7 12 16 12 16 17 8 13 18 13 17 19 9 14 20 14 18 Member Properties 1 Thru 4 Prismatic Ax 0.963 Ay 0.674 Iz 1.934 5 Thru 12 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 13 Thru 20 Prismatic Ax 0.963 Ay 0.674 Iz 1.934 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 6 Force Y -1.530 7 Force Y -1.530 8 Force Y -1.530 9 Force Y -1.530 11 Force Y -1.530 12 Force Y -1.530 13 Force Y -1.530 14 Force Y -1.530 6 Force X 0.016 7 Force X 0.070 8 Force X 0.105 9 Force X 0.138 11 Force X 0.016 12 Force X 0.070 13 Force X 0.105 14 Force X 0.138 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 3060 0.0190 1 32 0.6 16 32 3060 0.1119 38 140 15.7 70 140 3060 0.1425 62 210 29.9 105 210 3060 0.1592 78 276 43.9 138 275 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 12240 179 658 90.1 657 g = 32.2 ft/sec2 T = 0.4506 sec I = 1.00 Cs = 0.1430 or 0.1178 Sdl = 0.387 Cs min = 0.070666 R = 6 Cs = 0.1178 V = (Cs*I*.67) *W*.67 V = 0.0789 W*.67 = 657 # 100 5k 3D PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 10:59:27 % Structure Storage Rack in Load Beam Plane 4 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.077 0.00 1 6 0.000 0.077 -4.22 2 2 0.000 -0.060 0.00 2 7 0.000 0.060 -3.29 3 3 0.000 -0.026 0.00 3 8 0.000 0.026 -1.40 4 4 0.000 -0.006 0.00 4 9 0.000 0.006 -0.31 5 5 6.079 0.323 0.00 5 6 -6.079 -0.323 3.23 6 6 4.552 0.305 5.39 6 7 -4.552 -0.305 5.60 7 7 3.032 0.213 1.61 7 8 -3.032 -0.213 3.07 8 8 1.517 0.092 0.58 8 9 -1.517 -0.092 1.44 9 10 6.079 0.335 0.00 w 9 11 -6.079 -0.335 3.35 10 11 4.552 0.321 5.60 10 12 -4.552 -0.321 5.95 11 12 3.032 0.273 2.29 11 13 -3.032 -0.273 3.73 12 13 1.517 0.184 1.42 12 14 -1.517 -0.184 2.63 13 6 -0.002 -0.081 -4 .40 13 11 0.002 0.081 14 11 0.000 -0.084 , co,,,,u` 14 15 0.000 0.084 0.00 15 7 -0.022 -0.071 -3 .92 . 15 12 0.022 0.071 -3 .81 16 12 0.000 -0.081 -4 .43 16 16 0.000 0.081 0.00 17 8 -0.016 -0.040 -2 .25 17 13 0.016 0.040 -2.15 18 13 0.000 -0.055 -3.00 18 17 0.000 0.055 0.00 19 9 0.046 -0.019 -1.13 19 14 -0.046 0.019 -0.90 20 14 0.000 -0.032 -1.73 20 18 0.000 0.032 0.00 ;;) PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 10:59:27 I • APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 6 0.016 -1.530 0.00 7 0.070 -1.530 0.00 8 0.105 -1.530 0.00 9 0.138 -1.530 0.00 11 0.016 -1.530 0.00 12 0.070 -1.530 0.00 13 0.105 -1.530 0.00 14 0.138 -1.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.077 0.00 2 0.000 -0.060 0.00 3 0.000 -0.026 0.00 4 0.000 -0.006 0.00 5 -0.323 6.079 0.00 10 -0.335 6.079 0.00 15 0.000 0.084 0.00 16 0.000 0.081 0.00 17 0.000 0.055 0.00 . 18 0.000 0.032 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 6 0.0190 -0.0035 -0.0014 7 0.1119 -0.0130 -0.0013 8 0.1425 -0.0169 -0.0008 9 0.1592 -0.0188 -0.0004 11 0.0190 -0.0035 -0.0014 12 0.1120 -0.0130 -0.0012 i3 0.1426 -0.0169 -0.0007 .14 0.1590 -0.0188 -0.0002 SUPPORT JOINT DISPLACEMENTS • is 4'2 PAGE 5 MSU STRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 10:59:27 JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.0190 0.0000 0.0006 2 0.1119 0.0000 0.0003 3 0.1425 0.0000 -0.0001 4 0.1592 0.0000 -0.0003 5 0.0000 0.0000 -0.0020 10 0.0000 0.0000 -0.0020 15 0.0190 0.0000 0.0008 16 0.1120 0.0000 0.0009 17 0.1426 0.0000 0.0008 18 0.1590 0.0000 0.0006 9. 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 = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 11 6.1 3.4 10.0 41.0 16.00 22.30 54% 12 4.6 6.0 36.0 41.0 16.00 22.30 56% 13 3 .1 3.7 22.0 41.0 16.00 22.30 36% 14 1.6 2.6 22.0 41.0 16.00 22.30 22% 0 0.0 0.0 10.0 41.0 16.00 22.30 0% 0 0.0 0.0 10.0 41.0 16.00 22.30 0% Load Beam Check 4 .00x 2.750x 0.075 Fy = 55 ksi A = 0.963 in2 E = 29,500 E3 ksi Sx = 0.908 in3 Ix = 1.934 in4 Length = 106 inches Pallet Load 3000 lbs Assume 0.5 pallet load on each beam M = PL/8= 19.88 k-in fb = 21.89 ksi Fb = 33 ksi 66% Mcap = 29.97 k-in 39.96 k-in with 1/3 increase Defl = 0.41 in = L/ 260 w/ 25% added to one pallet load M = .232 PL = 18.44 k-in 62% . iii Base Plate Design _ Column Load 6.3 kips Allowable Soil 1500 psf basic Assume Footing 24.6 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 = w1A2/3 Use 5 "square base plate w = 10.4 psi 1 = 7.31 in Load factor = 1.67 M = 310 #-in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 74 psi Fb = 5 (phi) (f'c" .5) = 163 psi OK ! ! Shear : Beam fv = 25 psi Fv = 85 psi OK ! ! Punching fv = 44 psi Fv = 170 psi OK ! ! w Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 253 psi fb = 12123 psi Fb = 37500 psi OK ! ! S Calculations for : 17 CANTEEN TIGARD , OR 02/28/2013 Loading: 6500 # load levels 1 pallet levels @ 94 Seismic per IBC 2009 1000 Utilization Sds = 0 . 707 Sdl = 0 . 387 I = 1 . 00 14 " Load Beams Uprights : 44 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 5 . 00x 8 . 00x 0 . 375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 6 . 00x 2 . 750x 0 . 090 Load beams w/ 2-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 2:r42 1 1 . 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 VERT 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 SID Ix = 6.415 IN4 Iy = 1.865 IN4 e Sx = 2.065 IN3 Sy = 1.266 IN3 _ Rx = 2.062 IN Ry = 1.112 IN R II / 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 = 6500 LBS PER PAIR CONNECTOR VERTICAL LOAD = 1625 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 38% 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 @ 0.25 IN FROM BTM OF CONN M = PL L = -0.25 IN Pmax = Mcap/L = -15.695 KIPS RIVET LOAD DIST MOMENT P1 2.844 4.750 13.508 RIVET OK P2 0.449 0.750 0.337 P3 0.000 0.000 0.000 • P4 0.000 0.000 0.000 TOTAL 3.293 13.845 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 i ;/ In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 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 94 6560 617 1159 109 O 0 0 0 0 0 0 0 0 0 KLx = 94 in 0 0 0 0 0 KLy = 41 in O 0 0 0 0 A = 0.595 in O 0 0 0 0 Pcap = 12901 lbs ---- ---- ---- ==== 6560 ---- ---- ---- 6560 617 1159 109 Column 45% Stress Max column load = 5756 # Min column load = 480 # 4 Overturning ( .6-.11Sds)DL+(0.6- .14Sds) .75PLapp-.51EL= -513 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 5761 # MAX REQUIRED HOLD DOWN = -513 # Anchors: 1 T = 513 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 18% Stressed V = 579 # per leg Vcap = 4858 # = 12% Stressed COMBINED = 9% Stressed OK Braces: Brace height = 41 " Brace width = 44 " Length = 60 " P = 1188 # Use : C 1.500x 1.500x 0 .075 A = 0.317 in L/r = 124 Pcap = 3155 # 38% PAGE 1 'MSU 5TRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 11:12 :18 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 1 Levels Type Plane Frame Number of Joints 6 Number of Supports 4 Number of Members 5 Number of Loadings 1 Joint Coordinates 1 0.0 94.0 S 1 3 5 6 2 73.5 0.0 S 3 73.5 94.0 4 220.5 0.0 S 5 220.5 94.0 6 294.0 94.0 S 2 4 Joint Releases 1 Force X Moment Z 6 Force X Moment Z 2 Moment Z 4 Moment Z Member Incidences 1 1 3 2 2 3 3 4 5 4 3 5 5 5 6 Member Properties 1 Prismatic Ax 1.500 Ay 0.800 Iz 7.600 2 Thru 3 Prismatic Ax 0.600 Ay 0.300 Iz 1.000 4 Thru 5 Prismatic Ax 1.500 Ay 0.800 Iz 7 .600 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Jbint Loads 3_Force Y -3.28 5 Force Y -3.28 3 Force X 0.156 5 Force X 0.156 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in # 6560 0.3955 1026 312 123.4 155 311 O 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 6560 1026 312 123.4 311 g = 32.2 ft/sec2 T = 0.9217 sec I = 1.00 Cs = 0.0699 or 0.1178 Sdl = 0.387 Cs min = 0.070666 R = 6 Cs = 0.0707 V = (Cs*I*.67) *W V = 0.0473 W 311 # 100% 116 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 11:12:18 . Structure Storage Rack in Load Beam Plane 1 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.091 0.00 1 3 0.000 0.091 -6.68 2 2 3.271 0.154 0.00 2 3 -3.271 -0.154 14.51 3 4 3 .271 0.158 0.00 3 5 -3.271 -0.158 14.82 4 3 0.002 -0.100 -7.83 4 5 -0.002 0.100 -6.83 5 5 0.000 -0.109 IMO "'PP* OA/A 5 6 0.000 0.109 1 .00 1114 Mir APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 3 0.156 -3.280 0.00 5 0.156 -3.280 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.091 0.00 2 -0.154 3 .271 0.00 4 -0.158 3.271 0.00 6 0.000 0.109 0.00 o FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 3 1.5710 -0.0177 -0.0010 5 1.5710 -0.0177 -0.0007 1/r PAGE 3 M$U STRESS-11 VERSION 9/89 --- DATE: 02/28/;3 --- TIME OF DAY: 11:12:18 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 1.5710 0.0000 0.0001 2 0.0000 0.0000 -0.0245 4 0.0000 0.0000 -0.0247 6 1.5710 0.0000 0.0007 t I'Z 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 = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 7 3 .3 14 .8 94 .0 41.0 12.90 22.30 92% 8 0.0 0.0 0.0 41.0 16.00 22.30 0% O 0.0 0.0 -27.0 41.0 16.00 22.30 OW O 0.0 0.0 22.0 41.0 16.00 22.30 0% O 0.0 0.0 94.0 41.0 12.90 22.30 0% O 0.0 0.0 94.0 41.0 12 .90 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 = 14 inches Pallet Load 6500 lbs Assume 0.5 pallet load on each beam M = PL/8= 5.69 k-in fb = 2.75 ksi Fb = 33 ksi 8% Mcap = 68.14 k-in 90.85 k-in with 1/3 increase Defl = 0.00 in = L/ 22815 7 w/ 25% added to one pallet load M = .232 PL = 5.28 k-in 8% 1 "3 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 5 "square base plate w = 10.4 psi 1 = 4.43 in Load factor = 1.67 M = 114 #-in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 27 psi Fb = 5 (phi) (f'c".5) = 163 psi OK ! ! Shear : Beam fv = 15 psi Fv = 85 psi OK ! ! • Punching fv = 22 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 148 psi fb = 7112 psi Fb = 37500 psi OK ! ! t IN