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Specifications NOW -08 -2004 11 :38 AM r1 z UC P.01 UuP filijNORLET 7373 S.E. M!twaukle Expressway Portland Oregon 97222 F,O, Box 68348 • Portland, Oregon 97268 OF OREGON, INC, i (509) 653-6966 www.norllftacom City of Tigard RECE1 v E® 13125 SW Fall Blvd NOV 1, 200 Tigard OR 97223 CITY OF TIGARD Brian Blalock / Debbie BUILDING DIVISION Please see the attached letter of authorization for Integrated Bakery racking install at 14160 SW 72° Ave Tigard OR 97223 Thanks Brian Ferrick Cell phone number 503 -5193 -043 eastiasmovon CLARK oiths100 DRIEIGIEL. clAgars. Material Handling Specialists • 1 -800- 452 -0050 NOV -08 -2004 11:38 AM P.02 • ckec° NOV. • 5. 2004. 1:25PM, RREf'F Nov 0 1QQ4 NO,• 135 P, 1 SI RREEF �,�� 0 � � ' SAS o N DB Real Estate woe hpasmitee AA�gw gull -�� � /��.����. yye ,��� • 720 SW Weetlington Street Suite 890 Pottiend. won 672O Tel 603 295 5566 Fs* 503 295 1165 . www,rreetcem November 5, 2004 9ORWARDBD VIA FAX 503-699 -9912 Milne Lengachet Integrated Bakery Resourwe, rec. 640S S.W. Rosewood Street, Suite C Lake Oswego, Oregon 97035 Re: 14160 S.W. 72 *4 M►eSUI, S1ulN 125, Tigard, Oregon Dear Mike, Please accept this letter as Calweet Industrial Holdings, LLC's written authoriration to Install ranking at the above setreneed address. The owtmr'e approval and authorization was given verbally upon linage/ad Bakery Resources, Inc. signing the lease on December 18, 2002, Please cell me if y eu have any queatiene or need further documentation. Thank you. Sincerely, R R. EP Management Corspany J.. St. +ar ...,, • : • • 7n'4 ne':ci ton?. c AoN 7ARAARGRnc:xeJ NA! DU JU 1NU - ItJ IN HKLA I U 13L VLHLL11 U 4 LUUl IN CONSPICUOUS LOCATI ❑N STATING 0 3600# CAPACITY @ 70', 146' CI Of TIGARD 3' -8' 8' -0' II D 1 V I4 r 1 - t zi _.;. � ca, r , 6 / . A ' 1 V:2.1 • 4i: i - - 3g Ii; 4' rte' < } J . ---- z W LOAD BEAM W a CONNECTOR W U 6' -4' D a N CU E W LOAD BEAM W W 4t J \ `CONNECTOR N v) c U ( w a. z o BRACE -/ Lo u 5' -10' 0 ce _� ;a o w ci_ ce CL > 0 I c ~ _) o d> o Y LI ' ' JNQ' J U Q UPRIGHT LOAD BEAM ELEVATI ❑N w D C w '-' x pa N D GE C (1J w w ¢ z W 12 GA THK 4) 3' Z COL 3 (U '� v) � , � w F— CM i N 1=1 1 J 0 -. Z 0 0\ J 3/8x 4x 7 BASEPLATE \ID p J Q' v) , I A Q 3 °.) (2) 1/2'0 ANCHORS '"' In w () II o P al w Q/ a_ c 3/8'x 4'x 7' C 1.5 x 1,25 At 14 GA THK U 3 II U o 0 3 0 Z Y x �/ tn N BASEPLATE X I-1.5 1/8 F1 -1/2' I EA SIDE - MI J J (n W w Q LJ 3 (2) 1/2'0 ANCHORS FIL WELD r L. ' °•= FF f CO Q Q N F — Tr EA END TO COLUMN BRACE I o __ _ N BRACE 6' 1 III 3.5 cu w w M H ,—, Q riz N 1/8 r1 -1/2 EA FACE w > MI o ■ ! 6 ' CON CRETE SLAB ON GR w J Q �, COLUMN & BASE PL 1/8' F1 a_ ( - o o L U PQ COLUMN BASE X- SECTION J v) w 0 0 1-- �Q- fa ¢ w v) x 4- Tr w,� U� Z F— ri BRACE CENN w ii w N la 0 x z I �- 1 -5/8'H x 1' W (3) PIN CONN 0 CONNECTOR o 1- II A X ( w o z 3,5� STEP 0 (3) AISI A502 -2 RIVETS Z 0 0 i� ^ _ 'l ..--. '1 ^ r -1 0 1 14 GA THICK LOAD BEAM 7/16 2'oc N M `r o J D o HOOK THRU SLOTS o I. I 6 1 -5 /8x 3x o � \ IN COLUMN S o loll 0 W �O 2.75' 3/16' THK 1/8V V VERT EDGES 0 0 ' c I 0 o CONNECTOR 0 0 SAFETY PIN TO RESIST O Q 1 nnn 'D AU Calculations for : INTEGRATED BAKERY RESOURCES TIGARD, OR 10/26/2004 Loading: 3600 # load levels 2 pallet levels @ 70,146 Seismic per IBC 2003 1000 Utilization Sds = 0.767 Sdl = 0.413 I = 1.00 96 " Load Beams Uprights: 44 " wide C 3.000x 3.000x 0.105 Columns C 1.500x 1.250x 0.075 Braces 4.00x 7.00x 0.375 Base Plates with 2- 0.500in x 3.50in Embed Anchor /Column 3.50x 2.750x 0.075 Load beams w/ 3 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 PROffs3 G1NE /ma C 1949 . � • 1 1 F N j. a�E � 'PXR fl 1_?1 D( MCE Parameters - Conterminous 48 States Zip Code - 97223 Central Latitude = 45.44033 Central Longitude = - 122.776223 Data are based on the 0.10 deg grid set Period SA (sec) ( %g) 0.2 106.1 Map Value, Soil Factor of 1.0 1.0 037.2 Map Value, Soil Factor of 1.0 MCE Parameters x Specified Soil Factors 0.2 114.6 Soil Factor of 1.08 1.0 061.8 Soil Factor of 1.66 IBC 2003 LOADING SEISMIC: Ss= 106.1 % g S1= 37.2 %g Soil Class D Modified Design spectral response parameters Sms= 114.6 % g Sds= 76.4 % g Sm1= 61.8 %g Sd1= 41.2 %g Seismic Use Group 1 Seismic Design Category D or D le = 1 R= 4 R= 6 Cs = 0.191 W Cs = 0.127333 W Using Working Stress Design V = Cs*W /1.4 V = 0.1364 W V = 0.0910 W 3 • Cold Formed Channel Depth 3.000 in Fy = 50 ksi Flange 3.000 in Lip 0.750 in Thickness 0.1050 in COLUMN SECTION R 0.1000 in Blank = 9.82 in wt = 3.5 plf A = 1.031 in2 Ix = 1.609 in4 Sx = 1.073 in3 Rx = 1.249 in Iy = 1.258 in4 Sy = 0.731 in3 Ry = 1.105 in a 2.5900 Web w/t 24.6667 a bar 2.8950 Flg w/t 24.6667 b 2.5900 x bar 1.2264 b bar 2.8950 m 1.6549 c 0.5450 x0 - 2.8813 c bar 0.6975 J 0.0038 u 0.2395 x web 1.2789 gamma 1.0000 x lip 1.7211 R' 0.1525 h/t 26.5714 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- = 0.213 in2 A' = 0.818 in2 x bar = 1.462 in I'x = 1.364 in4 Six= 0.910 in3 R'x= 1.292 in I'y = 0.994 in4 S'y= 0.625 in3 R'y= 1.103 in Cold Formed Channel Depth 1.500 in Fy = 50 ksi Flange 1.250 in Lip 0.000 in Thickness 0.0750 in BRACE SECTION R 0.1000 in Blank = 3.73 in wt = 1.0 plf A = 0.280 in2 Ix = 0.106 in4 Sx = 0.141 in3 Rx = 0.614 in Iy = 0.046 in4 Sy = 0.056 in3 Ry = 0.403 in a 1.1500 Web w/t 15.3333 a bar 1.4250 Flg w/t 14.3333 b 1.0750 x bar 0.3946 b bar 1.2125 m 0.5298 c 0.0000 x0 - 0.9244 c bar 0.0000 J 0.0005 u 0.2160 x web 0.4321 gamma 0.0000 x lip 0.8179 R' 0.1375 h/t 18.0000 1 Cold Formed Section HEIGHT OF BEAM 3.500 INCHES MAT'L THICKNESS 0.075 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2.750 INCHES STEEL YIELD 50.0 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 3.1500 1.7500 5.5125 9.6469 2.6047 0.0375 0.1181 TOP 1.4000 3.4625 4.8475 16.7845 0.0000 0.8750 1.2250 STEP SIDE 1.3500 2.6500 3.5775 9.4804 0.2050 1.7125 2.3119 STEP.BOTT 0.7250 1.8375 1.3322 2.4479 0.0000 2.2125 1.6041 SHORT SID 1.5250 0.9375 1.4297 1.3403 0.2955 2.7125 4.1366 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 3.4125 0.7371 2.5152 0.0004 0.0875 0.0189 2 0.2160 3.4125 0.7371 2.5152 0.0004 1.6625 0.3591 3 0.2160 1.8875 0.4077 0.7694 0.0004 1.8000 0.3888 4 0.2160 1.7875 0.3861 0.6901 0.0004 2.6625 0.5751 5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751 6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 TOTALS 11.8459 21.3500 19.0950 46.1967 3.1076 17.8875 14.6314 AREA = 0.888 IN2 CENTER GRAVITY = 1.612 INCHES TO BASE 1.235 INCHES TO LONG SIDE Ix = 1.389 IN4 Iy = 0.904 IN4 Sx = 0.736 IN3 Sy = 0.596 IN3 Rx = 1.250 IN Ry = 1.008 IN BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.105 IN LOAD BEAM DEPTH = 3.5 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 3600 LBS PER PAIR CONNECTOR VERTICAL LOAD = 900 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= 2.986 KIPS EACH RIVET TOTAL RIVET VERTICAL CAPACITY = 8.958 KIPS 100 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 W/ 1/3 INCREASE = 5.232 K -IN RIVET MOMENT RESULTANT @ 1.6 IN FROM BTM OF CONN M = PL L = 0.9 IN Pmax = Mcap /L = 5.813 KIPS RIVET LOAD DIST MOMENT P1 3.981 3.400 13.536 RIVET OK P2 1.639 1.400 2.295 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 5.621 15.831 CONNECTOR OK WELDS 0.125 " x 3.500 " FILLET WELD UP OUTSIDE 0.125 " x 1.875 " 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 = 7.00 IN A = 0.525 IN2 S = 0.306 IN3 Fy = 26.0 KSI Mcap = 7.96 K -IN W /1/3 INCR= 10.62 K -IN • • • W In Upright Plane Seismic Load Distribution per 2003 IBC Ca = 0.307 1.33 Allowable Stress Increase I = 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 *.67 LF = 1.4 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 146 3660 534 454 66 70 3660 256 218 15 O 0 0 0 0 KLx = 70 in O 0 0 0 0 KLy = 44 in O 0 0 0 0 A= 0.818 in O 0 0 0 0 Pcap = 24871 lbs 7320 791 671 81 Column 22% Stress Max column load = 5512 # Min column load = 1808 # Overturning OTM = 81.5 K -IN X 1.15 = 93.7 K -IN RM = 161.0 K -IN REQUIRED HOLD DOWN = 0.00 KIPS Anchors: Special Inspection(Y or N)? NO 2 T = 0 No uplift anchors req'd 2 2 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete Tcap = 2333 # 0% Stressed V = 336 # per leg Vcap = 4907 # = 7% Stressed COMBINED = 1% Stressed Braces: Brace height = 44 " Brace width = 44 " Length = 62 " P = 950 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 154 Pcap = 2382 # 40% 7 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2003 IBC Ca = 0.307 1.33 Allowable Stress Increase I = 1.00 R = 4.0 V = (2 . 5 *Ca *I) / (R *LF) *Pl LF = 1.4 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 146 3660 534 505 74 70 60 4 4 0 O 0 0 0 0 KLx = 70 in O 0 0 0 0 KLy = 44 in O 0 0 0 0 A= 0.818 in O 0 0 0 0 Pcap = 24871 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 3720 539 509 74 Column 14% Stress Max column load = 3543 # Min column load = 177 # Overturning OTM = 74.1 K -IN X 1.15 = 85.2 K -IN RM = 81.8 K -IN REQUIRED HOLD DOWN = 0.08 KIPS Anchors: Special Inspection(Y or N)? NO 2 T = 75 # 2 2 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete Tcap = 2333 # 3% Stressed V = 255 # per leg Vcap = 4907 # = 5% Stressed COMBINED = 1% Stressed Braces: Brace height = 44 " Brace width = 44 " Length = 62 " P = 720 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 154 Pcap = 2382 # 30% PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 10/26/:4 - -- TIME OF DAY: 13:38:41 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 2 I =eels Type Plane Frame Number of Joints 10 Number of Supports 6 Number of Members 10 Number of Loadings 1 Joint Coordinates 1 0.0 70.0 S 2 0.0 146.0 S 2 5 8 10 3 49.5 0.0 S 4 49.5 70.0 5 49.5 146.0 6 148.5 0.0 S 7 148.5 70.0 8 148.5 146.0 1 4 7 9 9 198.0 70.0 S 10 198.0 146.0 S Joint Releases 3 Moment Z 3 6 Moment Z 6 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 0.888 Ay 0.622 Iz 1.389 3 Thru 6 Prismatic Ax 0.818 Ay 0.409 Iz 1.364 7 Thru 10 Prismatic Ax 0.888 Ay 0.622 Iz 1.389 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -1.83 5 Force Y -1.83 7 Force Y -1.83 8 Force Y -1.83 4 Force X 0.061 PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 10/26/:4 - -- TIME OF DAY: 13:38:41 5 Force X 0.127228 7 Force X 0.061 8 Force X 0.127228 . Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2003 IBC wi di widi2 fi fidi # in # 3660 0.7899 2284 122 96.4 61 122 3660 1.0885 4336 254 277.0 127 254 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 7320 6620 376 373.3 376 g = 32.2 ft /sec2 T = 1.3460 sec I = 1.00 Cs = 0.0678 or 0.3067 Cv = 0.413333 Cs min = .14 *Sds= 0.1073 or 1.5% R = 6 Cs = 0.1073 LF = 1.4 V = (Cs *I) /(LF) *W *.67 V = 0.076666 W *.67 = 376 # 100% • PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 10/26/:4 - -- TIME OF DAY: 13:38:41 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 -0.162 0.00 1 4 0.000 0.162 -8.03 2 2 0.000 -0.051 0.00 2 .5 0.000 0.051 -2.53 3 3 3.643 0.187 0.00 3 4 -3.643 -0.187 13.08 4 4 1.821 0.119 3.41 4 5 -1.821 -0.119 5.65 5 6 3.643 0.190 0.00 5 7 -3.643 -0.190 13.27 6 7 1.821 0.135 3.93 6 8 -1.821 -0.135 6.35 7 4 -0.007 -0.170 -8.47 7 7 0.007 0.170 -8.38 8 7 0.000 -0.178 8 9 0.000 0.178 0.00 9 5 0.008 -0.061 - 3.129044.457V1 9 8 -0.008 0.061 -2.88 10 8 0.000 -0.070 -3.46 10 10 0.000 0.070 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z _ 4 0.061 -1.830 0.00 5 0.127 -1.830 0.00 7 0.061 -1.830 0.00 8 0.127 -1.830 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS 11 e •. PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 10/26/:4 - -- TIME OF DAY: 13:38:41 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.162 0.00 2 0.000 -0.051 0.00 3 -0.187 3.643 0.00 6 -0.190 3.643 0.00 9 0.000 0.178 0.00 . 10 0.000 0.070 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 4 0.7899 - 0.0107 -0.0035 5 1.0885 - 0.0166 - 0.0014 7 0.7899 - 0.0107 - 0.0034 8 1.0885 - 0.0166 - 0.0011 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.7899 0.0000 0.0014 2 1.0885 0.0000 0.0002 3 0.0000 0.0000 - 0.0151 6 0.0000 0.0000 - 0.0152 9 0.7899 0.0000 0.0020 10 1.0885 0.0000 0.0010 )1/ Beam - Column Check ' C 3.000x 3.000x 0.105 Fy = 50 ksi A = 0.818 in2 Sx = 0.910 in3 Rx = 1.292 in Ry = 1.103 in kx = 1.00 ky = 1.00 Stress Factor 1.333 Point P M Lx Ly Pcap Mcap Ratio 7 3.7 13.3 70.0 44.0 24.87 36.38 51% 8 1.9 6.4 76.0 44.0 24.23 36.38 250 O 0.0 0.0 76.0 44.0 24.23 36.38 0% O 0.0 0.0 76.0 44.0 24.23 36.38 0% O 0.0 0.0 76.0 44.0 24.23 36.38 0% O 0.0 0.0 76.0 44.0 24.23 36.38 0$ Load Beam Check 3.50x 2.750x 0.075 Fy = 50 ksi A = 0.888 in2 E = 29,500 E3 ksi Sx = 0.736 in3 Ix = 1.389 in4 Length = 96 inches Pallet Load 3600 lbs Assume 0.5 pallet load on each beam M= PL /10= 17.28 k -in fb = 23.48 ksi Fb = 30 ksi 78% Mcap = 22.08 k -in 29.43 k -in with 1/3 increase Defl = 0.40 in = L/ 237 w/ 25% added to one pallet load M = .23 PL = 19.87 k -in 90% /3 • Base Plate Design Column Load 4.1 kips Allowable Soil 1500 psf basic Assume Footing 19.9 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 /3 Use 4 "square base plate w = 10.4 psi 1 = 4.96 in Load factor = 1.67 M = 143 # -in 6 in thick slab f'c = 2500 psi s = 6.00 in3 fb = 24 psi Fb = 5(phi) (f'c = 163 psi OK ! ! Shear : Beam fv = 14 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 = 258 psi fb = 12402 psi Fb = 27000 psi OK !! /L)