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Specifications Lai 7 2gfq S-) P i-k --, Goon OCT 4 20H CITY OF TIGARD BUILDING DIVISION 7373 SE Milwaukie, OR 97268 all NORM' PO Box 68348 - Portland, OR 97268 Brian Ferrick, Sales Representative OF OREGON, INC. Cell: 503 -519 -3043 FAX: 503 - 653 -2536 City of Tigard 13125 SW Hall Blvd Tigard OR 97223 Dan Nelson In regards to Tolt Service Group 7244 SW Durham Rd suite 600 Tigard OR 97224 They will be storing I — IV products. Paper and electronics The product is not encapsulated and on racks with open wire decking and no solid decking The total square footage of racking storage 705 SQFT The top of storage will be 20' and nonpublic accessible The aisles between the racks are 16' and single row racks The sprinkler system is .49GPM / 2000 SQFT The heads are at 286 degrees There will be 1 fire extinguisher for every 3000SQFT of warehouse space or 1 every 75' of travel. Commodity class IV NFPA 13 16.2.1.3.2 (D) no in rack sprinklers curve E with 286 degree heads requires . .49GPM over 2000 Square feet Apply figure 16.2.1.3.4.1 with 20' storage height .100 X .49 = .49 GPM over 2000 SQFT is required to meet the codes for commodity class IV With the existing system at .49GPM / 200SQFT the existing sprinkler system should meet all the codes Thank you Brian Ferrick Cell phone 503- 519 -3043 I • • PERMANENT PLAQUE NOT LESS THAN I I ,�UP // — CO 2_13 50 SO INCHES IN AREA TO BE PLACED RECEIVED IN CONSPICUOUS LOCATION STATING 3000# CAPACITY @ 60', 120', 180' . OCT 42011 3' -8' 8' -1' I - LOAD BEAM CITY OF TIGARD BUILDING DIVISION — - w w \— CONNECTOR I ` 5' -0' • I ��la g / LOAD BEAM _ ° ° e l c z ' t d CONNECTOR a- c r ' ! u 15' -0' 5 -0' .lf� c� Q LOAD BEAM L7 z W W — I—I D = CONNECTOR i • BRACE u 0 ii cz 5' -0' O D_ O - - UPRIGHT LOAD BEAM ELEVATION 0 _ • D LLJ in aI— Q V) • L .0 LA (4- I 0 in V) Q CI_ w 0-% • .55 •:C A 2 A El LLJ I Ck 14 GA THK 'Pi z 3' I c U U) ° I— N t" J COLUMN I— Q'-' -I-' •Q 6 1 3' U 3/8x 5x 8 BASEPLATE o U °o d > F---1 7 a 3/8 5'x 8' C 1.5 x 1.5 1 . 5 (2) 1/2'0 ANCHORS I J CE U J Ce 0 Zo 14 BASEPLATE X 14 GA THK II 1/8 T1 -1/2' 6'oc N LIJ — J C W U CZ _ 63 3 (2) 1/2 AN CHORS 2' OF ELD it EA SIDE w x Q orn w W Q / ' kik EA END TO COLUMN B RACE ∎ ?_ . FF U oX J LU , ] () N BRACE 1■ 3.25' w r , U a A RI Q N 1/8 V1 -1/2' EA FACE 6 ' 6' U W W Q -6 COLUMN & BASE PL 1/8' ' 1' V. ! 6' CONCRETE SLAB ON GRADE Q A O 0 q Z : oi Ln �� COLUMN BASE X— SECTION U' 3 ZZ 3 M I— re BRACE CONN PQ " J U JNw.� II 'Cl Z n >%J a J J I ' - 1 0 Nt Z ON Li_ 0) i k r 0 0 CU (UV o N oWL�INW Z (4- N- ce LJ pq(oeL as 1 -5/8'H x 1' W (2) PIN CONN 'I Lv II J p l Z LA STEP 0 (2) AISI A502 -2 RIVETS 0 CONNECTO �. 73 I- 0 I -I 5� 0 q J U LOAD BEAM 7/16 4'oc 0 . � w Q U W N Q z 14 GA THICK ∎D . --1 H ❑ ❑K THRU SLOTS 0 I (/) II Z O U 1 -5/8x 3x� o\ IN COLUMN d p 1%.71,, W II W N A 2 z W .--1 2 2 3/16 THK 1 V VER EDG 0 I— II U I- W o Z LLJ 0 o= CONNECTOR 0 0 Z II A Z (n J a CU 0 z LOAD BEAM 0 � SAFETY PIN TO RESIST I w ACCEPTABLE IF CONNECTOR 1000# UPLIFT .LOAD ^ ^ ^ ^ Q a IS (3) PINS @ 2'oc COLUMN—BEAM CONN ~ N U I - d. Calculations for : TOLT SERVICE GROUP TIGARD, OR 09/26/2011 Loading: 3000 # load levels 3 pallet levels © 60,120,180 Seismic per IBC 2009 100% Utilization Sds = 0.700 Sdl = 0.387 I = 1.00 97 " 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 5.00x 2.750x 0.075 Load beams w/ 2 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 444 40 C1/4. 119 O'r_e•N ' ■ - L: 12/ _ _ .._._.._ ___. Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.3992 Longitude = - 122.75029999999998 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values ., Site Class B - Fa = 1.O ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.932 (Ss, Site Class B) 1.0 0.335 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.3992 Longitude = - 122.75029999999998 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 1.051 (SMs, Site Class D) 1.0 0.580 (SM1, Site Class D) IBC 2009 LOADING SEISMIC: Ss= 93.2 % g S1= 33.5 %g Soil Class D Modified Design spectral response parameters Sms= 105.1 % 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= 6 R= 4 Cs = 0.1168 W Cs = 0.1752 W Using Working Stress Design V = Cs *W/1.4 V = 0.0834 W V = 0.1251 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 0.000 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 V Cold Formed Section HEIGHT OF BEAM 5.000 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 4.6500 2.5000 11.6250 29.0625 8.3 0.0375 0.1744 TOP 1.4000 4.9625 6.9475 34.4770 0.0000 0.8750 1.2250 STEP SIDE 1.3500 4.1500 5.6025 23.2504. 0.2050 1.7125 2.3119 STEP BOTT 0.7250 3.3375 2.4197 8.0757 0.0000 2.2125 1.6041 SHORT SID 3.0250 1.6875 5.1047 8.6142 2.3067 2.7125 8.2053 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 4.9125 1.0610 5.2124 0.0004 0.0875 0.0189 2 0.2160 4.9125 1.0610 5.2124 0.0004 1.6625 0.3591 3 0.2160 3.3875 0.7316 2.4784 0.0004 1.8000 0.3888 4 0.2160 3.2875 0.7101 2.3343 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 14.8459 33.3500 35.3909 118.7238 10.8928 17.8875 18.7564 AREA = 1.113 IN2 CENTER GRAVITY = 2.384 INCHES TO BASE 1.263 INCHES TO LONG SIDE Ix = 3.394 IN4 Iy = 1.310 IN4 Sx = 1.297 IN3 Sy = 0.881 IN3 Rx = 1.746 IN Ry = 1.085 IN BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 5 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 187s 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 @ 0.25 IN FROM BTM OF CONN M = PL L = 0.75 IN Pmax = Mcap /L = 6.975 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 CONNECTOR OK WELDS 0.125 " x 5.000 " FILLET WELD UP OUTSIDE 0.125 " x 3.375 " 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 0.075 " THICK WELD L = 10.00 IN A = 0.750 IN2 S = 0.625 IN3 Fv = 26.0 KSI Mcap = 16.25 K -IN W /1/3 INCR= 21.67 K -IN In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.700 1.33 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 0.075 180 3060 551 538 97 120 3060 367 359 43 60 3060 184 179 11 KLx = 60 in O 0 0 0 0 KLy = 40 in O 0 0 0 0 A= 0.595 in O 0 0 0 0 Pcap = 20506 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 9180 1102 1076 151 Column 41% Stress Max column load = 8015 # Min column load = -799 # Uplift Overturning (. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL = -1864 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL = 8463 # MAX REQUIRED HOLD DOWN = -1864 # Anchors: 1 T = 1864 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 67% Stressed V = 538 # per leg Vcap = 4858 # = 11% Stressed COMBINED = 53% Stressed OK Braces: Brace height = 40 " Brace width = 44 " Length = 59 " P = 1455 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 122 Pcap = 4303 # 34% 7 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.700 1.33 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 Weight 60 # per level frame weight • Columns Q 44 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 3060 551 546 98 120 60 7 7 1 60 60 4 4 0 KLx = 60 in 0 0 0 0 0 KLy = 40 in 0 0 0 0 0 A= 0.595 in 0 0 0. 0 0 Pcap = 20506 lbs 3180 562 557 99 Column 19% Stress Max column load = 3847 # Min column load = -823 # Uplift . Overturning (. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL = -1310 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL = 3854 # MAX REQUIRED HOLD DOWN = -1310 # Anchors: 1 T = 1310 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 47% Stressed V = 278 # per leg Vcap = 4858 # = 6% Stressed COMBINED = 29% Stressed OK Braces: Brace height = 40 " Brace width = 44 " Length = 59 " P = 752 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 122 Pcap = 4303 # 17% PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 09/26/;1 - -- TIME OF DAY: 11:13:10 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 60.0 S 3 7 11 14 2 0.0 120.0 S 3 0.0 180.0 S 4 50.0 0.0 S 2 6 10 13 5 50.0 60.0 6 50.0 120.0 7 50.0 180.0 1 5 9 12 8 150.0 0.0 S 9 150.0 60.0 10 150.0 120.0 4 8 11 150.0 180.0 12 200.0 60.0 S 13 200.0 120.0 S 14 200.0 180.0 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 1.113 Ay 0.779 Iz 3.394 PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 09/26/;1 - -- TIME OF DAY: 11:13:10 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 10 Thru 15 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 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 0.037 6 Force X 0.072 7 Force X 0.109 9 Force X 0.037 10 Force X 0.072 11 Force X 0.109 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 3060 0.6306 1217 74 46.7 37 74 3060 0.8139 2027 144 117.2 72 144 3060 0.9143 2558 218 199.3 109 218 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 9180 5802 436 363.2 437 g = 32.2 ft /sec2 T = 1.2776 sec I = 1.00 Cs = 0.0504 or 0.1167 Sdl = 0.387 Cs min = 0.07 or 1.5% R = 6 Cs = 0.0700 V = (Cs *I) *W *.67 V = 0.0700 W *.67 437 # 100% • /o PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 09/26/;1 - -- TIME OF DAY: 11:13:10 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 -0.162 0.00 1 5 0.000 0.162 -8.08 2 2 0.000 -0.054 0.00 2 6 0.000 0.054 -2.68 3 3 0.000 -0.003 0.00 3 7 0.000 0.003 -0.16 4 4 4.504 0.214 0.00 4 5 -4.504 -0.214 12.87 5 5 2.993 0.164 4.56 5 6 -2.993 -0.164 5.26 6 6 1.498 0.082 2.29 6 7 -1.498 -0.082 2.61 7 8 4.504 0.222 0.00 7 9 -4.504 -0.222 13.29 8 9 2.993 0.198 5.53 8 10 -2.993 -0.198 6.38 9 10 1.498 0.136 3.80 9 11 -1.498 -0.136 4.38 10 5 -0.014 -0.181 -9.35 10 9 0.014 0.181 -8.78 11 9 0.000 -0.201 -10. 04 1 ��. ep . 11 12 0.000 0.201 1.00 ® etln 12 6 -0.010 -0.089 -4.87 12 10 0.010 0.089 -4.00 13 10 0.000 -0.124 -6.18 13 13 0.000 0.124 0.00 14 7 0.027 -0.035 -2.44 14 11 -0.027 0.035 -1.05 15 11 0.000 -0.067 -3.33 15 14 0.000 0.067 0.00 APPLIED JOINT LOADS, FREE JOINTS // PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 09/26/;1 - -- TIME OF DAY: 11:13:10 • JOINT FORCE X FORCE Y MOMENT Z 5 0.037 -1.530 0.00 6 0.072 -1.530 0.00 7 0.109 -1.530 0.00 9 0.037 -1.530 0.00 10 0.072 -1.530 0.00 11 0.109 -1.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.162 0.00 2 0.000 -0.054 0.00 3 0.000 -0.003 0.00 4 -0.214 4.504 0.00 8 -0.222 4.504 0.00 12 0.000 0.201 0.00 13 0.000 0.124 0.00 14 0.000 0.067 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 5 0.6306 - 0.0157 - 0.0017 6 0.8139 - 0.0261 - 0.0010 7 0.9143 - 0.0313 - 0.0007 9 0.6307 - 0.0157 - 0.0014 . 10 0.8139 - 0.0261 - 0.0005 11 0.9142 - 0.0313 0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.6306 0.0000 0.0004 2 0.8139 0.0000 - 0.0003 3 0.9143 0.0000 - 0.0006 4 0.0000 0.0000 - 0.0148 8 0.0000 0.0000 - 0.0150 12 0.6307 0.0000 0.0011 13 0.8139 0.0000 0.0010 14 0.9142 0.0000 0.0009 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 1.333 Point P M Lx Ly Pcap Mcap Ratio 9 4.6 13.3 60.0 40.0 20.51 29.73 67% 10 3.1 6.4 60.0 40.0 20.51 29.73 37% 11 1.6 4.4 60.0 40.0 20.51 29.73 23% O 0.0 0.0 60.0 40.0 20.51 29.73 0% O 0.0 0.0 60.0 40.0 20.51 29.73 0% O 0.0 0.0 60.0 40.0 20.51 29.73 0% Load Beam Check 5.00x 2.750x 0.075 Fy = 55 ksi A = 1.113 in2 E = 29,500 E3 ksi Sx = 1.297 in3 Ix = 3.394 in4 Length = 97 inches Pallet Load 3000 lbs Assume 0.5 pallet load on each beam M = PL /8= 18.19 k -in fb = 14.02 ksi Fb = 33 ksi 42% Mcap = 42.81 k -in 57.08 k -in with 1/3 increase Defl = 0.18 in = L/ 545 w/ 25% added to one pallet load _ M = .232 PL = 16.88 k -in 39% /3 Base Plate Design Column Load 6.3 kips Allowable Soil 1500 psf basic Assume Footing 24.7 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 = 7.34 in Load factor = 1.67 M = 313 # -in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 75 psi Fb = 5(phi)(f'c = 163 psi OK !! Shear : Beam fv = 26 psi Fv = 85 psi OK !! Punching fv = 44 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 254 psi fb = 12186 psi Fb = 37500 psi OK !! • / i