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i <br /> ` �$rUCtural <br /> � <br /> � �ngir�eering & �esign �ne. <br /> � <br /> , <br /> 1815 Wriaht Ave La Verne CA�J1750 TeL 909.596.1351 Fax: 909.596.7186 <br /> 6y: S,P. Project: MAJESTIC GLOVE Project#: LV-01241&2 ; <br /> Base Plate Configuration:`TYPE 1 SELECTTVE RACK � <br /> P <br /> Section �' a �' <br /> Baseplate= H>c8x0.5 � <br /> Eff Width=N/= 8.00 in a= 3.00 in rab � <br /> Effi Depth=D= 8.00 in Anchor c.c.=2*a=d= 6.00 in � I <br /> Column Nfidth=b= 3.00 in N=#Anchor/Base= 4 �!� � ,,! i <br /> Column�epeh=dc= 4.63 in Fy= 36,000 psi _,,,____ � �� I <br /> L= 2.50 in W ( <br /> Plate Thickness=t= 0.500 in Do�rma?sle Etevation � <br /> Dorxn Aisle La�ds LoadCase_5.•:(1-�0,105�Sds)D f 0.75*(�,4t0,14Sds)*B*P-r-0.75�*�0.7*rho*EJ<=1.0,RSDMethod i <br /> COLUMN DL= 188 ib Axiat-P= 1.1(311466*�II7.51b-I.OJ5*(]..�34862*�.7*7�0(1 Ib) � <br /> COLUMN PL= 7,500 ib = 6,250 Ib � <br /> Base Moment= $,000 in-Ib Mb= F3ase?tornent*t3.75*0.7'*rho j <br /> 1+0,105*Sds= I.1011 = SQO�in-Ib*OJ5*0.�*rh� � <br /> 1.4-�-0,14Sds= 1.5349 = 4,2AU iit-1!� Effc " <br /> , -: <br /> B= Q 7Q�Q;:= _. �ial I_oad P = 6,250 Ib Mbas�=Mb= 4,20� in-Ib Effe i <br /> Axial stress=fa= P/A=PI(D*W)� . � M1= wL^2J2=f�*L^2/2 I <br /> = 98 psi � = 305 in-Ib � <br /> Moment Stress=ff�= P'1/S=6*Mb/[(D*6^2] Moment Stress=fb2= 2*fb*L/W ' <br /> = 49.2 psi - 30.8 psi � <br /> Mome[it Stress=fbi = fh-fb2 M2= fbi*L^2)J2 I <br /> = 18.5 psi = 5II in-tb <br /> � M3= (1/2)*fb2xL*(2/3)*L=(1/3}*fb2*L^2 Mtotal= M1-�•M?.+M3 + <br /> = 64 in-lb � 427 in-Ib/in � <br /> S-plate= (1)(t^2)/6 Fb= 0,75'"Fy ' <br /> = 0.042 in^3/in = 27,OOQ psi i <br /> fb{Fb= Mtotal/L(S-plate)(Fb)] F'p= 0.7*F'c � <br /> � — 0.38 OK = 2,450 psi OK i <br /> 7anchor= (Nib-(FLappXQ.75*0.46)(a})/[(d}*[V/2} Talfow= 1,595 I[a ��f ; <br /> = -1,494 Ib Na Tension i <br /> Cross Aisle Loaeis �'a/kadcasvHfllSec2l,rLwn4:(1f0.SS5ds)DL+(Zi0.19SOS�L"0.75iEY'O.iS<�1.O,itSU�feMu7 �y���k uplif�Imad on Baseplate <br /> � ChecK uplift forces�n baseplate tivith 2 or mare anchors per Rt�1I 7.2.7. � <br /> r 'L"lheo the base late mnfi va[lon wnsists of h:o anchcr bolts Ieca[ed on eltttec side � <br /> P.,tafii�= 5,�501i� P 9' I <br /> f the column and a net uplift force exists,the minimum base piate thickness � <br /> MOvt*0.75*0.7*I'ho= 351,841 In-Ib PSei5I11iC= MOvt/FCd1Yl8 D2pth Iiall 6e detennined based on a design bendiny moment in tlie plate equal i <br /> Frame Depkil=4�F.0 in = 7,946 lb t�the uplift force on one a�iehor times 1/2 the distance fram � <br /> W=Pstatie-l-Pseistnie= 14,246 Ib he centerline of fhe anchor to the nearest edge of the rack cofumn" <br /> b=Column Depth= 4.63 in - • T 1� <br /> Iq— c i E <br /> t <br /> L=Base Plate Depth-Col Depth= 2.50 in ra M° a ( <br /> fa= PiA=PJ(D*W) M= wL^2/2=fa*L^2/2 I„� �_e � o_�! I <br /> = 223 psi = 695 ill-lb/IFt (vatro j <br /> Uplift per Column= 6,029 Ib � <br /> i <br /> 5base/in= (1)(t^2)/G Fbase= 0,75*Fy Qty Anchor per BP= 4 � <br /> = 0,042 in^3/in = 27,000 psi NeCTension per anchor=Ta= 1,5Q71b <br /> c= 2.50 in ,+ <br /> fb/Fb= M/[(S-plate)(Fb)] Mu=Moment on Baseplate due to uplift= Ta*c/2 � <br /> = 0.62 �RC = 1,$84 in-Ib <br /> Spiale= 0.333 in^3 <br /> fb Fb *OJ5= 0.157 �iK <br /> '� <br /> Ni�JESTIC GLOVE-TYPE I.xls Page p�,.,of ��� 1/2�+/20�8 <br /> I <br /> 1 <br />