Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans
PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING ,�, 2000# CAPACITY @ 60', 96' 4 ,_ 0 , 8 ,_ 0 , F \ova`' LOAD BEAM 19 `�� iiiiimiiii --I 0 OS, 4' 9 CO ' g \ `CONNECTOR 3' - Old X ° LOAD BEAM U 10' -0' HMEMMEMMEMMEMMEMMEMMEMMEN CONNECTOR BRACE - _ = 5' -0' as 0 > > � ECEV - UPRIGHT t LOAD BEAM ELEVATION MAy 10 2005 GI1Y DF 11GARD gU1LDIN G p� V1S�� C) $ . 6- f;;-* i in U) co E I— � p ll i COLUMN 3 U1 C') d t" -J CL c 14 GA THK o 3/8x 2x 7 BASEPLATE q o A Z O a_ I— (U 1 -5/8' (2) 1/2'0 ANCHORS p -_ 0 Q C 1.5 x 1.25 1 5 1/8 EA SIDE ' Qom' Q +' ¢ Q 3/8 x 2 x 7 EA SIDE BASEPLATE • GA THK I U o U > p 2' LE 1/8' 14 W B RACE % • IL FF to o 1 J PO , 3' EA END O ■ (2) 1/2'� ANCHORS FILLET TO COLUMN OLD 5' I MI 3.5' w rn H Li T x �( v 'i) � nw a 1/8 �1 -1/2' EA FACE BRACE 1/8' V1' ! 5' CONCRETE SLAB ON GRADE n - Lt A O Cl- z z ol COLUMN & BASE PL � q- COLUMN BASE X-SECTION .� w w J rn z L i I I Ln BR ACE CONN � oA� ° C i a ' U �3 z o 3� Zm m o z J Q U �� J U O N w ,� W Z � S- L� oi. >, J s J v) J: 0 O H CO o LL Q If) t CA = Lr) F- z (-E- H- 'I o \J (�U ,N (U v) CO Li CONNECTOR U O` > pq O —1-5/8 x 1' W (3) PIN CONN 0 4 ce L ii w v) 0 3 5' STEP o (3) AISI A502 -2 RIVETS E 0 0 !'' CL ( . 4 7 J o p L • LOAD BEAM 7/16 2'oc 3 0 14 GA THICK o J J -I H THRU SLOTS p W Q U w V) Q Lr) 0 1 -5/ 3x ' o \ IN COLUMN ki, ► �-+ CI_ tY 0 o 2.75' 3/16' THK C ONNECTOR 1/8V V VERT EDGES O a p 0 SAFETY PIN TO RESIST w II w U Q A Z w W 0 ' F- II v ) I- �-. U •--1 0_ (U 0 LOAD BEAM 1000# UPLIFT LOAD zz II A Z LJ aJ Q IV) ' Q 0 r COLUMN -BEAM CONN „ .. .... E .--. ni ri 4 1ri U Calculations for : PRINTING ARTS TIGARD, OR 04/28/2005 Loading: 2000 # load levels 2 pallet levels @ 60,96 Seismic per IBC 2003 100% Utilization Sds = 0.760 Shc = 0.407 I = 1.00 96 " Load Beams Uprights: `48 " wide C 3.000x 1.625x 0.075 Columns C 1.500x 1.250x 0.075 Braces -2.00x 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 • • PRoci; e e 4 414 04 " 1194' 0' ON EXP. DATE: 12/ Q( MCE Parameters - Conterminous 48 States Zip Code - 97224 Central Latitude = 45.407291 Central Longitude = - 122.79903 • Data are based on the 0.10 deg grid set Period SA (sec) ( %g) 0.2 105.3 Map Value, Soil Factor of 1.0 • 1.0 037.0 Map Value, Soil Factor of 1.0 MCE Parameters x Specified Soil Factors 0.2 113.7 Soil Factor of 1.08 1.0 061.4 Soil Factor of 1.66 • • • IBC 2003 LOADING SEISMIC: Ss= 105.3 % g S1= 37 %g Soil Class D Modified • Design spectral response parameters Sms= 113.7• % g Sds= 75.8 % g , Sm1=, 61.4 % g Sd1= 40.9 % g Seismic Use Group 1 Seismic Design Category D or D le = 1 • R= 4 R= 6 Cs = 0.1895 W Cs = 0.126333 W Using Working Stress Design V = Cs *W/1.4 V = 0.1354 W V = 0.0902 W • • • • • • Cold Formed Channel Depth 3.000 in Fy = 50 ksi Flange 1.625 in Lip 0.750 in • Thickness 0.0750 in COLUMN SECTION R 0.1000 in Blank = 7.21 in wt = 1.8 plf A = 0.541 in2 Ix = 0.750 in4 Sx = 0.500 in3 Rx = 1.177 in ' Iy = 0.217 in4 Sy = 0.223 in3 Ry = 0.633 in a 2.6500 Web w/t 35.3333 a bar 2.9250 Flg w/t 17.0000 b 1.2750 x bar 0.6139 b bar 1.5500 m 0.9488 c 0.5750 x0 - 1.5627 c bar 0.7125 J 0.0010 u 0.2160 • x web 0.6514 gamma 1.0000 x lip 0.9736 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' = ' 0.389 in2 x bar = 0.728 in I'x = 0.573 in4 S'x= 0.382'in3 R'x= 1.213 in I'y = 0.172 in4 S'y= 0.184 in3 R'y= 0.665 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 • • 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 0.2 -955 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 0.0.004 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 = 0.075 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 = 2000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 500 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 8% 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 @ 1.25 IN FROM BTM OF CONN M = PL L 1 . 2 5 1 N 'Pmax = Mcap /L = 4.185 KIPS RIVET LOAD. DIST MOMENT - P1 2.844 3.750 10.664 RIVET OK P2 1.327 1.750 2.322 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 4.171 12.986 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 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 = 7.00 IN A = 0.525 IN2 • S = 0.306 IN3 Fv = 26.0 KSI Mcap = 7.96 K -IN W /1/3 INCR= 10.62 K -IN • • • "(17 • i In Upright Plane Seismic Load Distribution per 2003 IBC Ca = 0.304 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 © 48 " Levels Load WiHi Fi ' FiHi Column:. (inches) ( #) (k -in) ,( #) (k -in) C 3.000x 1.625x 0.075 96 2060 198 231 22 60 2060 124 144 9 0 •0 0 0 0 KLx = 60 in 0 0 0 0 0 KLy = 50 in 0 • 0 0 0 0 A= 0.389 in 0 0 0 0 0 Pcap = 9913 lbs 412 321 375 31 Column 27% Stress Max column load = 2701 # Min column load = 1419 # • Overturning OTM = 30.8 K -IN X 1.15 = 35.4, K -IN RM = 98.9 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 = 187 # per leg Vcap = 4907 #, = 4 %- Stressed • COMBINED = 0% Stressed Braces: " Brace height = " 50-." • Brace width = 48 " Length 69 " P = 541 # ' Use : C'1.500x 1.250x 0.075 • A •= 0.280 in L/r = 172 Pcap = 1920 # 28% • 1 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2003 IBC Ca = 0.304 1.33 Allowable Stress Increase I = 1.00 R = 4.0 V = (2. 5 *Ca *I) / (R *LF) *P1 LF = 1.4 Weight 60 # per level frame weight Columns Q 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075 96 2060 198 283 27 60 60 4 5 0 0 0 0 0 0 KLx = 60 in 0 '0 0 0 , .0 KLy =, 50 in 0 0 0 0 0 A = 0.389 in 0 0 0 0' '0 Pcap = 9913 lbs • 2120 201 288 27 Column ' 16% Stress Max column load = 1632 # Min column load = 488 # Overturning OTM = 27.4 K -IN X 1.15 = 31.6 K -IN RM = 50.9 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 = 144 # per leg Vcap = 4907 # = 3% Stressed COMBINED = Oo Stressed Braces: Brace height = 50 " Brace width = 48 " Length = 69 " P = 415 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 172 Pcap = 1920 # 2296 PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/28/:5 - -- TIME OF DAY: 16:40:45 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 . 60.0 S 2 5 8 10 2 0.0 96.0 S 3 49.5 0.0 S 4 49.5 60.0 5 49.5 96.0 6 148.5 0.0 S ' 1 4 7 9 7 148.5 60.0 8 148.5 96.0 9 198.0 60.0 S 10 198.0 96.0 S Joint Releases: 3 6 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 0.888 Ay 0.622.; Iz '1.,389 ' 3 Thru.6 Prismatic Ax 0.389 Ay 0.i94 Iz 0:573: - ' 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 -1.03 ' 5 Force Y -1.03 7 Force Y -1.03 8 Force Y -1.03 4 Force X 0.041 q. PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/28/:5 - -- TIME OF DAY: 16:40:45 5 Force X 0.064 7 Force X 0.041 8 Force X 0.064 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2003 IBC wi di widi2 fi fidi # in # • 2060 0.5436 609 • 82 44.6 41 82 2060 0.5915 721 128 75.7' 64 128 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' 4120 1329 210 120.3 •210 g = 32.2 ft /sec2 T = 1.0627 sec I = 1.00 Cs ,= 0.0781 or 0.3040 Cv = 0.406666 Cs min = .14 *Sds= 0.1064 or 1.5% R = 6 Cs' = 0.1064 LF = 1.4 V = (Cs *I) /(LF) *W *.67 V = 0.076 W *.67 210 # • 100% • • • • /0 PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/28/:5 - -- TIME OF DAY: 16:40:45 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 -0.063 0.00 1 4 0.000 0.063 -3.12 2 2 0.000 -0.009 0.00 2 5 0.000 0.009 -0.44 3 3 2.045 0.104 0.00 3 4 -2.045 -0.104 6.24 4 4 1.022 0.050 0.42 _ 4 5 -1.022 -0.050 1.37 5 6 2.045 0.106 0.00 5 7 -2.045 -0.106 6.36 6 7 1.022 0.078 0.88 6 8 -1.022 -0.078 1.94 7 4 -0.013 -0.070 -3.53 7 7 0.013 0.070 -3.41 8 7 0.000 -0.077 411111B `74,410 , ic sci 8 9 0.000 0.077 I.A. r- 9 5 0.014 -0.017 -0.93 9 8 -0.014 0.017 -0.72 10 8 0.000 -0.024 -1.21 10 10 0.000 0.024 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.041 -1.030 0.00 5 0.064 -1.030 0.00 7 0.041 -1.030 0.00 _ 8 0.064 -1.030 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS 7/ PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/28/:5 - -- TIME OF DAY: 16:40:45 JOINT FORCE X FORCE'Y MOMENT Z 1 0.000 -0.063 0.00 • 2 0.000 -0.009 0.00 3 -0.104 2.045 0.00 6 -0.106 2.045 0.00 9 0.000 0.077 0.00 10 0.000 0.024 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 4 0.5436 - 0.0109 - 0.0015 5 0.5915 - 0.0141 - 0.0005 7 0.5436 - 0.0109 - 0.0014 8 0.5915 - 0.0141 - 0.0002 • SUPPORT JOINT DISPLACEMENTS 'JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.5436 0.0000 0.0004 2 0.5915 0.0000 - 0.0002 3 0.0000 0.0000 - 0.0128 6 0.0000 0.0000 - 0.0128 9 0.5436 0.0000 0.0010 10 0.5915 0.0000 0.0005 • • / 'H. Beam - Column Check C 3.000x 1.625x 0.075 Fy = 50 ksi A = 0.389 in2 _ Sx = 0.382 in3 Rx = 1.213 in Ry = 0.665 in kx = 1.00 ky = 1.00 . Stress Factor 1.333 Point P M Lx Ly Pcap Mcap Ratio 7 2.1 6.4 - 60.0 50.0 10.25 15.27 62% 8 1.1 1.9 36.0 50.0 10.25 15.27 23% 0 0.0 0.0 36.0 50.0 10.25 15.27 0% 0 0.0 0.0 36.0 50.0 10.25 15.27 0% 0 0.0 0.0 36.0 50.0 10.25 15.27 0% 0 0.0 0.0 36.0 50.0 10.25 15.27 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 2000 lbs Assume 0.5 pallet load on each beam M = PL /8= 12.00 k -in fb = 16.31 ksi Fb = 30 ksi 54% Mcap = 22.08 k -in 29.43 k -in with 1/3 increase Defl = 0.28 in = L/ 342 w/ 25% added to one pallet load M = .282 PL = 13.54 k -in 61% /3 Base Plate Design Column Load 2.1 kips Allowable Soil 1500 psf basic Assume Footing 14.1 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 /3 • Use 2 "square base plate w = •10.4 psi 1 = 3.53 in Load factor = 1.67 - M:= • 72 # -in • 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 17 psi Fb = 5(phi)(f'c ^ .5) = 163 psi OK !! Shear : Beam fv = 12 psi Fv = 85 psi OK !! Punching fv = 18 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = ' 515 psi fb = 24720 psi Fb = 27000 psi OK !! • )14-