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Report �uf2Qls- O©1g \1308 w �V.w Comcast June 19, 2013 Streamline the project with information for the City of Tigard, Oregon. RECEIVED Referencing: IT Permit# BUP 2013-00024 JUN 2 0 ?013 From: Lease Crutcher Lewis CITYOFTIGARD The addendum: (Rack Review for Permit) BUILDING DIVISION Contact: Lease Crutcher Lewis: Vishnu Jhaveri 503-209-2032. Project Engineer vshnu.ihaveri(a�Iewisbuilds.com Cosco Fire Protection: Ken Molinari 360-883-6383 N lift of Oregon, inc. 503-659-3890 David Millette Norlift of Oregon, Inc. 503-209-0900 Rack/Installation davidmillette(a�earthlink.net Ben Reihl (Structural Engineer)406-256-3699 benriehl(a�imt.net B&B Installation: Brett Brucker 503-722-8155. bbinstallbrett(a)comcast.net Sue Adams (ACSI Testing)503-312-1192 sueacstestinq.com Scope of work: The Installation of rack with special inspection for anchoring to floor. Code 1917 anchor bolts inspected by ACSI Testing. Structural engineering provided. Adding 49 bays of rack, 10' height storage. Wire decking on each level. Anchor to floor with special inspection. Total Cost Of Rack Construction Project Materials And Labor$18,646.85 Hydraulic calculations are in the packets. 3-sets of each. 4 Engineering on pallet rack. 3-sets of each. All exits: Luminous with emergency battery backup. How the customer is storing: 1. The customer will have wire decking each level, no solid wood decking. 2. The ceiling height is 11'-5". 3. The height of the rack (frames) 8' ht. Top beam 5'. 4. The height of the top of the load on the beam 10'. 5. Exits: Are luminous with fire extinguishers 6. Fluoresces, with red eyes sensors runs. 7. 90 minute battery backup. 8. All utilities are working, water, power, gas, phone 9. There will be no appreciable banded or encapsulated commodities. Please don't hesitate to call me with any questions you might have, I'm here to help you through this process. Thank you' David Millette Territory Manager Norlift of Oregon, Inc. (503)209-0900 gu ts- DCA�1 Calculations for : COMCAST TIGARD , OR 06/17/2013 Loading: 4200 # load levels 1 pallet level @ 60" Seismic per IBC 2009 100% Utilization Sds = 0 . 713 Sdl = 0 . 393 I = 1 . 00 96 " Load Beams Uprights : 44 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 060 Braces 5 . 00x 8 . 00x 0 . 375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 4 . 13x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 • p NFFJ� 1949 / Or't•N F ' 3 �9� • 49 N J. Fa- EXP.. DATE: 12/ Z1* • Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4394 Longitude = -122.7451 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 0.956 (Ss, Site Class B) 1.0 0.341 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4394 Longitude = -122.7451 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = FvxS1 Site Class D - Fa = 1.117 ,Fv = 1.717 Period Sa (sec) (g) 0.2 1.068 (SMs, Site Class D) 1.0 0.586 (SM1, Site Class D) IBC 2009 LOADING SEISMIC: Ss= 95.6 % g S1= 34.1 % g Soil Class D Modified Design spectral response parameters Sms= 106.8 % g Sds= 71.2 % g Sm1= 58.6 % g Sd1= 39.1 % g Seismic Use Group 2 Seismic Design Category D or D le = 1 R = 4 R = 6 Cs = 0.1780 W Cs= 0.1187 W Using Working Stress Design V= Cs*W/1.4 V= 0.1271 W V= 0.0848 W 3 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 0.400 in Thickness 0.0600 in BRACE SECTION R 0.1000 in Blank = 4.68 in wt = 1.0 plf A = 0.290 in2 Ix = 0.110 in4 Sx = 0.147 in3 Rx = 0.617 in Iy = 0.128 in4 Sy = 0.130 in3 Ry = 0.663 in a 1.1800 Web w/t 19.6667 a bar 1.4400 Flg w/t 19.6667 b 1.1800 x bar 0.6158 b bar 1.4400 m 0.8581 c 0.2400 x0 -1.4739 c bar 0.3700 J 0.0003 u 0.2042 x web 0.6458 gamma 1.0000 x lip 0.8542 R' 0.1300 h/t 23.0000 4 Cold Formed Section HEIGHT OF BEAM 4 .130 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 3.8100 2.0650 7.8677 16.2467 4.6089 0.0300 0.1143 TOP 1.4300 4.1000 5.8630 24.0383 0.0000 0.8750 1.2513 STEP SIDE 1.3650 3.2875 4.4874 14.7525 0.2119 1.7200 2.3478 STEP BOTT 0.7400 2.4750 1.8315 4.5330 0.0000 2.2200 1.6428 SHORT SID 2 .1850 1.2525 2.7367 3.4277 0.8693 2.7200 5.9432 BOTTOM 2.4300 0.0300 0.0729 0.0022 0.0000 1.3750 3.3413 CORNERS 0.2042 4 .0528 0.8276 3.3540 0.0003 0.0772 0.0158 2 0.2042 4.0528 0.8276 3 .3540 0.0003 1.6728 0.3416 3 0.2042 2.5222 0.5151 1.2991 0.0003 1.7972 0.3670 4 0.2042 2.4278 0.4958 1.2036 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 13.1852 26.4200 25.5567 72.2135 5.6921 17.9100 16.4723 AREA = 0.791 IN2 CENTER GRAVITY = 1.938 INCHES TO BASE 1.249 INCHES TO LONG SIDE Ix = 1.702 IN4 Iy = 0.875 IN4 Sx = 0.777 IN3 Sy = 0.583 IN3 Rx = 1.467 IN Ry = 1.052 IN BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4.13 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 4200 LBS PER PAIR CONNECTOR VERTICAL LOAD = 1050 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 @ 1 IN FROM BTM OF CONN M = PL L = 0.87 IN Pmax = Mcap/L = 4.510 KIPS RIVET LOAD DIST MOMENT P1 2.844 4.000 11.375 RIVET OK P2 1.422 2.000 2.844 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 4.266 14.219 CONNECTOR OK WELDS 0.125 " x 4.130 " FILLET WELD UP OUTSIDE 0.125 " x 2.505 " 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 = 8.26 IN A = 0.496 IN2 S = 0.341 IN3 Fv = 26.0 KSI Mcap = 8.87 K-IN 8.87 K-IN In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.713 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 60 4260 256 760 46 O 0 0 0 0 O 0 0 0 0 KLx = 60 in O 0 0 0 0 KLy = 38 in O 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15379 lbs ---- ---- ---- ==== 4260 ---- ---- ---- 4260 256 760 46 Column 21% Stress Max column load = 3166 # Min column load = 881 # Overturning ( .6-.11Sds)DL+(0.6-.14Sds) .75PLapp-.51EL= 240 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3168 # 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 = 380 # per leg Vcap = 4858 # = 8% Stressed COMBINED = 1% Stressed OK Braces: Brace height = 38 " Brace width = 44 " Length = 58 " P = 753 # Use : C 1.500x 1.500x 0.060 • A = 0.290 in L/r = 106 Pcap = 3915 # 19% si PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 06/17/;3 --- TIME OF DAY: 10:59:04 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 60.0 S 1 3 2 49.5 0.0 S 5 6 3 49.5 60.0 4 148.5 0.0 S 5 148.5 60.0 6 198.0 60.0 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 Joint Loads 3 Force Y -2.13 5 Force Y -2.13 3 Force X 0.124 5 Force X 0 .124 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED • PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 06/17/;3 --- TIME OF DAY: 10:59:04 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 -0.063 0.00 1 3 0.000 0.063 -3.12 2 2 2.118 0.122 0.00 2 3 -2.118 -0.122 7.29 3 4 2.118 0.126 0.00 3 5 -2.118 -0.126 7.59 4 3 0.002 -0.075 -4.17 4 5 -0.002 0.075 -3.27 . 5 5 0.000 -0.087 41136r‘ t114 5 6 0.000 0.087 0.00 ���� APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 3 0.124 -2.130 0.00 5 0.124 -2.130 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.063 0.00 2 -0.122 2.118 0.00 4 -0.126 2.118 0.00 6 0.000 0.087 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 3 0.3271 -0.0073 -0.0004 5 0 .3271 -0.0073 -0.0002 9 . PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 06/17/;3 --- TIME OF DAY: 10:59:04 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.3271 0.0000 0.0000 2 0.0000 0.0000 -0.0079 4 0.0000 0.0000 -0.0080 6 0.3271 0.0000 0.0003 Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 4260 0.3271 456 248 81.1 123 247 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 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 4260 456 248 81.1 247 g = 32.2 ft/sec2 T = 0 .7577 sec I = 1.00 Cs = 0.0865 or 0.1189 Shc = 0.393 Cs min = 0.071333 R = 6 Cs = 0.0865 V = (Cs*I*.67) *W V = 0.0580 W = 247 # 100% to 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 5 2.1 7.6 60.0 38.0 15.38 22.30 48% 0 0.0 0.0 -22.0 38.0 16.15 22.30 0% , 0 0.0 0.0 30.0 38.0 16.15 22.30 0% 0 0.0 0.0 28.0 38.0 16.15 22.30 0% 0 0.0 0.0 60.0 38.0 15.38 22.30 0% . 0 0.0 0.0 60.0 38.0 15.38 22.30 0% Load Beam Check 4.13x 2.750x 0.060 Fy = 55 ksi A = 0.791 in2 E = 29,500 E3 ksi Sx = 0.777 in3 Ix = 1.702 in4 Length = 96 inches Pallet Load 4200 lbs Assume 0.5 pallet load on each beam M = PL/8= 25.20 k-in fb = 32.45 ksi Fb = 33 ksi 98% Mcap = 25.63 k-in 34.17 k-in with 1/3 increase Defl = 0.48 in = L/ 199 w/ 25% added to one pallet load M = .232 PL = 23 .39 k-in 91% '' Base Plate Design Column Load 2.1 kips Allowable Soil 1500 psf basic Assume Footing 14 .3 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 = 2.15 in Load factor = 1.67 M = 27 #-in 5 in thick slab f'c = 2500 psi s = 4 .17 in3 fb = 6 psi Fb = 5 (phi) (f'c".5) = 163 psi OK ! ! Shear : Beam fv = 7 psi Fv = 85 psi OK ! ! Punching fv = 9 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 85 psi fb = 4090 psi Fb = 37500 psi OK ! ! II' Calculations for : op • COMCAST TIGARD , OR 06/17/2013 Loading: 2800 # load levels 4 pallet levels @ 8, 38, 68, 96 Seismic per IBC 2009 1006 Utilization Sds = 0 . 713 Sdl = 0 . 393 I = 1 . 00 96 " Load Beams Uprights : 44 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 060 Braces 5 . 00x 8 . 00x 0 . 375 Base Plates with 2- 0 . SOOin x 3 . 25in Embed Anchor/Column . 4 . 13x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 14 In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.713 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 96 2860 275 625 60 68 2860 194 443 30 38 2860 109 247 9 KLx = 8 in 8 2860 23 52 0 KLy = 38 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 16153 lbs 11440 601 1367 100 Column 49% Stress Max column load = 7990 # Min column load = 991 # Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= 312 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 5907 # 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 = 683 # per leg Vcap = 4858 # = 14% Stressed COMBINED = 4% Stressed OK ' Braces: Brace height = 38 " Brace width = 44 " Length = 58 " P = 1355 # Use : C 1.500x 1.500x 0.060 A = 0.290 in L/r = 94 Pcap = 4837 # 28% • /IL In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.713 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 96 2860 275 529 51 _ 68 60 4 8 1 38 60 2 4 0 KLx = 8 in 8 60 0 1 0 KLy = 38 in . 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 16153 lbs ---- ---- ---- ==== 3040 ---- ---- ---- 3040 281 542 51 Column 17% Stress Max column load = 2690 # Min column load = 198 # Overturning ( .6-.11Sds)DL+(0.6-.14Sds) .75PLapp-.51EL= -268 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 2700 # MAX REQUIRED HOLD DOWN = -268 # Anchors: 1 T = 268 # 2 0.5 in dia HILTI TZ 3 .25 "embedment in 2500 psi concrete Tcap = 2801 # 10% Stressed V = 271 # per leg Vcap = 4858 # = 6% Stressed COMBINED = 3% Stressed OK Braces: Brace height = 38 " Brace width = 44 " Length = 58 " P = 537 # Use : C 1.500x 1.500x 0.060 A = 0.290 in • L/r = 94 Pcap = 4837 # 11% ' PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 06/17/;3 --- TIME OF DAY: 10:48: 19 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 8.0 S 4 9 14 18 . 2 0.0 38.0 S 3 0.0 68.0 S 4 0.0 96.0 S 3 8 13 17 5 49.5 0.0 S 6 49.5 8.0 2 7 12 16 7 49.5 38.0 8 49.5 68.0 9 49.5 96.0 1 6 11 15 10 148.5 0.0 S 11 148.5 8.0 5 10 12 148.5 38.0 13 148.5 68.0 14 148.5 96.0 15 198.0 8.0 S 16 198.0 38.0 S 17 198.0 68.0 S 18 198.0 96.0 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 If PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 06/17/;3 --- TIME OF DAY: 10:48:19 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 0.791 Ay 0.554 Iz 1.702 5 Thru 12 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 13 Thru 20 Prismatic Ax 0.791 Ay 0.554 Iz 1.702 . Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 6 Force Y -1.430 7 Force Y -1.430 8 Force Y -1.430 9 Force Y -1.430 11 Force Y -1.430 12 Force Y -1.430 13 Force Y -1.430 14 Force Y -1.430 6 Force X 0.012 7 Force X 0.056 8 Force X 0.100 9 Force X 0.142 11 Force X 0.012 12 Force X 0.056 13 Force X 0.100 14 Force X 0.142 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 2860 0.0120 0 24 0.3 12 24 . 2860 0.0744 16 112 8.3 56 112 2860 0.1281 47 200 25.6 100 200 2860 0.1570 70 284 44.6 142 284 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 11440 134 620 78.8 620 g = 32.2 ft/sec2 T = 0.4162 sec I = 1.00 Cs = 0.1575 or 0.1189 Sdl = 0.393 Cs min = 0.071333 R = 6 Cs = 0.1189 V = (Cs*I*.67)*W*.67 V = 0.0797 W*.67 = 620 # 100% . 0 PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 06/17/;3 --- TIME OF DAY: 10:48:19 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 -0.068 0.00 1 6 0.000 0.068 -3.38 2 2 0.000 -0.068 0.00 2 7 0.000 0.068 -3.35 3 3 0.000 -0.040 0.00 3 8 0.000 0.040 -2.00 4 4 0.000 -0.012 0.00 4 9 0.000 0.012 -0.59 5 5 5.679 0.304 0.00 5 6 -5.679 -0.304 2.43 6 6 4.252 0.289 4.47 6 7 -4.252 -0.289 4 .20 7 7 2.832 0.224 3.01 7 8 -2.832 -0.224 3 .72 8 8 1.416 0.108 1.06 8 9 -1.416 -0.108 1.96 9 10 5.679 0.316 0.00 9 11 -5.679 -0.316 2.53 10 11 4.252 0.307 4 .66 10 12 -4.252 -0.307 4.54 11 12 2.832 0.260 3.52 11 13 -2.832 -0.260 4.27 12 13 1.416 0.176 1.87 12 14 -1.416 -0.176 3.06 13 6 -0.003 -0.071 -3.53 13 11 0.003 0.071 -3.52 14 11 0.000 -0.074 -3.67 14 15 0.000 0.074 0.00 15 7 -0.009 -0.077 -3.86 ' 15 12 0.009 0.077 -3.78 16 12 0.000 -0.087 -4.29 ,1p, Cv0(144 16 16 0.000 0.087 0.00 / 17 8 -0.016 -0.055 -2.78 17 13 0.016 0.055 -2.67 18 13 0.000 -0.070 -3.46 18 17 0.000 0.070 0.00 • 19 9 0.034 -0.025 -1.38 19 14 -0.034 0.025 -1.13 20 14 0.000 -0.039 -1.92 • 20 18 0.000 0.039 0.00 1g PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 06/17/;3 --- TIME OF DAY: 10:48:19 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 6 0.012 -1.430 0.00 7 0.056 -1.430 0.00 8 0.100 -1.430 0.00 9 0.142 -1.430 0.00 11 0.012 -1.430 0.00 12 0.056 -1.430 0.00 . 13 0.100 -1.430 0.00 14 0.142 -1.430 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.068 0.00 2 0.000 -0.068 0.00 3 0.000 -0.040 0.00 4 0.000 -0.012 0.00 5 -0.304 5.679 0.00 10 -0.316 5.679 0.00 15 0.000 0.074 0.00 16 0.000 0.087 0.00 17 0.000 0.070 0.00 18 0.000 0.039 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 6 0.0120 -0.0026 -0.0012 7 0.0744 -0.0100 -0.0013 8 0.1281 -0.0149 -0.0010 9 0.1570 -0.0172 -0.0005 11 0.0120 -0.0026 -0.0012 12 0.0745 -0.0100 -0.0012 13 0.1282 -0.0149 -0.0009 14 0.1568 -0.0172 -0.0003 SUPPORT JOINT DISPLACEMENTS /1 PAGE 5 MSU STRESS-11 VERSION 9/89 --- DATE: 06/17/;3 --- TIME OF DAY: 10:48:19 ' JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.0120 0.0000 0.0005 2 0.0744 0.0000 0.0003 • 3 0.1281 0.0000 0.0000 4 0.1570 0.0000 -0.0003 5 0.0000 0.0000 -0.0015 10 0.0000 0.0000 -0.0015 15 0.0120 0.0000 0.0007 16 0.0745 0.0000 0.0009 17 0.1282 0.0000 0.0009 18 0.1568 0.0000 0.0007 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 5.7 2.5 8.0 38.0 16.15 22.30 47% 12 4.3 4.7 30.0 38.0 16.15 22.30 48% _ 13 2.9 4.3 30.0 38.0 16.15 22.30 37% 14 1.5 3.1 28.0 38.0 16.15 22.30 23% 0 0.0 0.0 8.0 38.0 16.15 22.30 0% . 0 0.0 0.0 8.0 38.0 16.15 22.30 0% Load Beam Check 4.13x 2.750x 0.060 Fy = 55 ksi A = 0.791 in2 E = 29,500 E3 ksi Sx = 0.777 in3 Ix = 1.702 in4 Length = 96 inches r Pallet Load 2800 lbs Assume 0.5 pallet load on each beam M = PL/8= 16.80 k-in fb = 21.63 ksi Fb = 33 ksi 66% Mcap = 25.63 k-in 34.17 k-in with 1/3 increase Defi = 0.32 in = L/ 299 w/ 25% added to one pallet load M = .232 PL = 15.59 k-in 61% Base Plate Design Column Load 6.0 kips Allowable Soil 1500 psf basic Assume Footing 24 .0 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 = 6.99 in Load factor = 1.67 M = 284 #-in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 68 psi Fb = 5 (phi) (f'c" .5) = 163 psi OK ! ! Shear : Beam fv = 24 psi Fv = 85 psi OK ! ! Punching fv = 41 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 240 psi fb = 11506 psi Fb = 37500 psi OK ! ! li°