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Plans ?',� f ��i' PERMANENT PLAQUE NOT LESS THAN NO',Inl� �����1��� 1313110 1 " 50 SQ INCHES IN AREA TO BE PLACED /c 2 (p 0 siJ � • 4000# CAPACITY @ 60', 120' �2G1 „,.yv �v v i cf Q OJ IN CONSPICUOUS LOCATION STATING / / ��/ �, I �� ' � �n� - 3' -8' 8' -0' J �� �A �� _1 an t+ li, 0.. 0i IV1 Nt I dU I � L O ILI L OAD BEAM I I A u u u n ►` Z CONNE ❑R • � � � 6) NO Q If a N D 5' -0' 1.'° me Z v L CY c: J �1 CS • M Q o U 12' -0' �, �p`` 0 LOAD BEAM ` �� p 1---1 Z uu nn s 03,y a: I— a x BRACE z I _ \- ”' J = _ 1 = 1 o - 5 ' -0 " C2 o' o_ o_ _ >- UPRIGHT LOAD BEAM ELEVATION _ • W v) in Q LLJ z ° J ` z . 14 GA THK � % COLUMN 3' W c+- F- P J D o 3' 3/8x 4x 7 BASEPLATE Q o q Z C� pq (2) 1/2'0 ANCHORS 2 O o p p J 0 3/8'x 4'x 7' C 1.5 x 1.25 1.5 1/8 F1 -1/2' U _ ul " ' I- w W BASEPLATE ,14 F A THK n EA SIDE o a +' Q OC U (2) 1/2'0 ANCHORS 2 ❑ 1/8 r In d cy FILLET WELD BRACE ■ FF o J I� U J pA W --1--- • 3 EA END TO COLUMN �! I 11 3.25' N W N D C W U CY 0_ 1/8 r1 -1/2' EA FACE BRACE 5' � I j x Q N � w LLJ 1/8' Pr1' P` _I_ 5' CONCRETE SLAB ON GRADE N N A 0 COLUMN & BASE PL W m 4? COLUMN BASE X- SECTI ❑N N _ W U J CD F- (/) ) BRACE C ❑NN a . , A IX a "" I I 0 V) o °� LL N U - ' D -' F- W r U O II pZ n Py JUJ�WF- J `CI - >,J. J N JU CZ i ai \D Li_ QIf)Q �-, Q N o -- �J =l!7 N I U I N o W W N Z (-+- .� a b 1 -5/8'H x 1' W (3) PIN C ❑NN C ONNECTOR w CL II w L iii — STEP 0 0 4 Q`N z Ja • CL 3.5 0 (3) AISI A502 -2 RIVETS E 0 (-. ' N Q 1_ 14 GA THICK o LOAD BEAM 7/16'0 2'oc ? 0 A Z W (n HOOK THRU SLOTS o 0 ( ' I W -I U LJ Cr: 7 ,� 4 c 0 3x� IN COLUMN " � . tta j v., 1, p 1 -5 / 8x o \ \ CO o ' 3/16' THK \ 0 W (() II W A= o S 2 1/8V VERT EDGES 0 I- II i- Q U I .. 5 CONNECTOR 0 0 SAFETY PIN TO RESIST 1, p II W Q W 0 Z I u3 W ccq LOAD BEAM 10 00# UP LIFT LOAD i� Z II A E V) J Q 0 N k COLUMN -BEAM CONN • CU ri 4 U) Q 0 1 Calculations for : CONSUMER CELLULAR TIGARD, OR 07/16/2008 Loading: 4000 # load levels 2 pallet levels @ 60,120 Seismic per IBC 2006 100% Utilization Sds = 0.700 Sdl = 0.387 I = 1.00 96 " Load Beams Uprights: 44 " wide C 3.000x 3.000x 0.075 Columns C 1.500x 1.250x 0.075 Braces 4.00x 7.00x 0.375 Base Plates with 2- 0.500in x 3.25in Embed Anchor /Column 3.50x 2.750x 0.075 Load beams w/ 3 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 t CT �� PROp GI"F ° y cic 1194. 9 p •N O et. 31,g e41 J. R�E� E XP. DAT E: 12/ • (S) • Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4023 Longitude = - 122.7521 Spectral Response Accelerations Ss and 51 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 0.933 (Ss, Site Class B) 1.0 0.336 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4023 Longitude = - 122.7521 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.127 ,Fv = 1.729 Period Sa (sec) (g) 0.2 1.052 (SMs, Site Class D) 1.0 0.580 (SM1, Site Class D) IBC 2006 LOADING SEISMIC: Ss= 93.3 % g S1= 33.6 %g Soil Class D Modified Design spectral response parameters Sms= 105.2 % g Sds= 70.1 % g Sm1= 58.0 % g Sd1= 38.7 % g Seismic Use Group 1 Seismic Design Category D or D le = 1 R= 4 R= 6 Cs = 0.1753 W Cs = 0.1169 W Using Working Stress Design V = Cs *W/1.4 V = 0.1252 W V = 0.0835 W • • Cold Formed Channel • 4 . 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 1.250 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 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 3.1500 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 = 0.075 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 = 4000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 1000 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 W/ 1/3 INCREASE = 5.232 K -IN RIVET MOMENT RESULTANT @ 1.25 IN FROM BTM OF CONN M = PL L = 1.25 IN 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 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 Fv = 26.0 KSI Mcap = 7.96 K -IN W /1/3 INCR= 10.62 K -IN `C In Upright Plane Seismic Load Distribution per 2006 IBC Ca = 0.280 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 0.075 120 4060 487 453 54 60 4060 244 227 14 0 0 0 0 0 KLx = 60 in 0 0 0 0. 0 KLy = 62 in 0 0 0 0 0 A= 0.595 in 0 0 0 0 Pcap = 19475 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 8120 731 680 68 Column 29% Stress Max column load = 5606 # Min column load = 1175 # Overturning OTM = 68.0 K -IN X 1.15 = 78.2 K -IN RM = 178.6 K -IN REQUIRED HOLD DOWN = 0.00 KIPS Anchors: Special Inspection(Y or N)? YES 2 T = 0 No uplift anchors req'd 2 2 0.5 " diameter Hilti TZ 3.25 "embedment in 2500 psi concrete Tcap = 4356 # 0% Stressed V = 340 # per leg Vcap = 5678 # = 6% Stressed COMBINED = 6% Stressed OK Braces: Brace height = 62 " Brace width = 44 Length = 76 " P = 1175 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 188 Pcap = 1596 # 74% 7 . . • , • . . . . - , . , , . . . ' . . - . . . , . In Upright Plane . • Seismic Distribution TOP LOAD ONLY per 2006 IBC Ca = 0.280 • 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 @ 44 . . Levels Load WiHi Fi FiHi Column: • (inches) (#) '(k-in) (#) (k-in) C 3.000x 3.000x 0,075 • 120 . 4060. 487. 511 61 60 60 - 4 4 0 . . O 0. 0 . 0 ,0 KLx = 60 in O 0 0. 0 0 KLy = •62 in O 0 0 0 0 A =' 0.595 in O . 0 0 0 0 Pcap = . 19475 lbs ==== ==== ==== ==== 4120. 491 . 515 62 ' Column 18% Stress. Max column load = 3459 # Min column load = 661 # ' Overturning . • OTM = 61.6 K-IN ' X 1.15 = 70.8 K-IN • - RM= - 90.6 K-IN - REQUIRED HOLD, DOWN = • 0.00,. KIPS Anchors: Special. Inspection(Y or N)? • 2 , T = 0 No uplift anchors reci'd• 2 • 2 0.5 " diameter Hilti TZ 3.25 "embedment in 2560-psi concrete • Tcap = 4356 #. 0% Stressed • V = 258 # per, leg Vcap = 5678 # = 5% Stressed • COMBINED = 5% Stressed OK Braces: . Brace height = 62 " Brace width = - 44 " Length = 76 " P = 890 # Use : C 1.500x 1.250x-0.075 • , . • A= 0.280 in • _ '• = ' 188 ' • Pcap = 1596 # • 56% 8 . . PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/16/:8 - -- TIME OF DAY: 15:02:44 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 2 5 8 10 Joint Coordinates 1 0.0 60.0 S 2 0.0 120.0 S 3 49.5 0.0 S 4 49.5 60.0 1 4 7 9 5 49.5 120.0 6 148.5 0.0 S 7 148.5 60.0 8 148.5 120.0 3 6 9 198.0 60.0 S 10 198.0 120.0 S 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 0.888 Ay 0.622 Iz 1.389 3 Thru 6 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 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 -2.03 5 Force Y -2.03 7 Force Y -2.03 8 Force Y -2.03 4 Force X 0.064 . . .. - - . • , , ' .. ' . , .. , . . . . . . - . , 1 4 . . • -,. • PAGE 2 ' • MSU STRESS-11 VERSION 9/89---- DATE: 07/16/:8 --- TIME OF DAY: 15:02:44 . , • " 5 Force X 0.127 . ' . 7 Force X 0.064 ' -- .i 8 Force X 0.127 . . _ . e - . • . - . . . Solve ' PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED , . _ . Seismic Analysis per 2006 IBC ' , • wi di widi2 fi fidi # in • # • . , . 4.060 0.6478 1704 128 82.9 64 128 4060. 0..8457 2904 • 254 214.8 127 253 . 0 0:0600 0 0 0.0 0 '0 • 0 0.0000 0 0 0.0 0 0 0 0:0000 0 0 0.0 0 ,. - _ 0 o. 00600 0 0 ' o.o - . . . . 8120 4608 '382 297.7 ' 381. ..g = 32.2 ft/sec2 • T = 1.2574 sec , . • I = 1.00 Cs = 0.0664 or 0.2800 . . Cv = 0.386666 Cs min = .14*Sds= 0.0980 or 1.5% • R= 6 Cs = 0.0980 LF = 1.4 V = (Cs*I)/(LF)*W*.67 ' V = 0.07 W*.67 = 381 # 100% . . . _ • • . . . . • . , . • • . . . . ., . . . . . . . . . . . . . • . . , . . . • • . . . . • , . . . . . • , . . . . ,-,, ' • . . . . , .. . • , . fi9 • . , . . .. . . • . . .. . • . . - . . PAGE 3 ' MSU STRESS -11 VERSION 9/89 - -- DATE: 07/16/:8 - -- TIME OF DAY: 15:02:44 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 -0.134 0.00 1 4 0.000 0.134 -6.65 2 2 0.000 -0.036 0.00 2 5 0.000 0.036 -1.81 3 3 4.038 0.189 0.00 3 4 -4.038 -0.189 11.35 4 4 2.018 0.114 2.52 4 5 -2.018 -0.114 4.34 5 6 4.038 0.193 0.00 5 7 -4.038 -0.193 11.57 6 7 2.018 0.140 3.17 6 8 -2.018 -0.140 5.20 7 4 -0.011 -0.145 -7.22 7 7 0.011 0.145 -7 09 n 8 7 0.000 - 0.155 1,�. 8 9 0.000 0.155 0.00 u 9 5 0.013 -0.048 -2.54 9 8 -0.013 0.048 -2.24 10 8 0.000 -0.060 -2.97 10 10 0.000 0.060 0.00 - APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.064 -2.030 0.00 5 0.127 -2.030 0.00 7 0.064 -2.030 0.00 8 0.127 -2.030 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS // • • PAGE 4 ‘MSU STRESS -11 VERSION 9/89 - -- DATE: 07/161:8 - -- TIME OF DAY: 15:02:44 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.134 0.00 2 0.000 -0.036 0:00 3 -0.189 4.038 0.00 6 -0.193 4.038 0.00 9 0.000 0.155 0.00 10 0.000 0.060 0.00 • FREE JOINT DISPLACEMENTS • 'JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION A 0.6478 - 0.0140 - 0.0030 5 0.8457 - 0.0211 - 0.0012 7 0.6479 - 0.0140 - 0.0029 8 0'.8457 - 0.0211 - 0.0008 • SUPPORT JOINT DISPLACEMENTS '• • JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.6478 0.0000 0.0011 2 0.8457 0.0000 - 0.0001 3 0.0000 0.0000 - 0.0146 6 0.0000 0.0000 - 0.0147 9 0.6479 0.0000 0.0018 10 0.8457 0.0000 0.0010 • • • • 3 • • • /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 1.333 Point P M Lx Ly Pcap Mcap Ratio 7 4.1 11.6 60.0 62.0 19.47 29.73 60% 8 2.1 5.2 60.0 62.0 19.47 29.73 28% 0 0.0 0.0 60.0 62.0 19.47 29.73 0% 0 0.0 0.0 60.0 62.0 19.47 29.73 0% • 0 0.0 0.0 60.0 62.0 19.47 29.73 0% 0 0.0 0.0 60.0 62.0 19.47 29.73 0% Load Beam Check 3.50x 2.750x 0.075 Fy = 55 ksi A = 0.888 in2 E = 29,500 E3 ksi Sx = 0.736 in3 Ix = 1.389 in4 Length = 96 inches Pallet Load 4000 lbs Assume 0.5 pallet load on each beam M= PL /10= 19.20 k -in fb = 26.09 ksi Fb = 33 ksi 79% Mcap = 24.28 k -in 32.38 k -in with 1/3 increase Defl = 0.45 in = L/ 213 w/ 25% added to one pallet load M = .23 PL = 22.08 k -in 91% /3 • • Base Plate Design Column Load 4.2 kips Allowable Soil 1500 psf basic Assume Footing 20.1 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 4 "square base plate w = 10.4 psi 1 = 5.54 in Load factor = 1.67 M = 178 # -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 = 31 psi Fv = 170 psi OK !! ' Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 263 psi fb = 12613 psi Fb = 37500 psi OK !! fit [Page Too Large for OCR Processing]