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i <br /> i <br /> I <br /> SNYDER INDUSTRIES INC, DATE 9/3/2010 <br /> TANK RESTRAINT CALCULATIONS-SEISMIC &WIND ANALYSIS BY TAM <br /> JOB# E10-071 <br /> PROJECT NAME SNYDER INDUSTRIES INC. <br /> DESIGN LEGENDS AND METHODOLOGY <br /> The tank restraints are designed per 2009 IBC/2006 IBC,Section 1613 &ASCE 7-05,Section 15.7,6 which allows tanks with supported botto <br /> the criteria of 15.4.2, Equation 15.4-5 <br /> SEISMIC DESIGN LEGEND <br /> Veq Seismic base shear= 0.48 *(tank weight+contents weight) <br /> Mot Tank overturning movement=Veq (lateral component)* 1/2 height of inner tank <br /> Mr Tank stabilizing moment= (60%of weight of tank+contents)*tank radius <br /> Mr/Mot Ratio resisting moment to overturning moment; If> 1.00, then no net overturning for <br /> seismic forces. <br /> #bolts req'd Total number of bolts required.on each side of tank to restrain tank from sliding for <br /> 2006 IBC seismic forces. <br /> Bolt Layout Minimum bolt arrangement per tank anchor drawing. <br /> WIND DESIGN LEGEND <br /> VW Wind base shear= 533 <br /> Mot Tank overturning moment=Vw* 1/2 height of tank <br /> Mr Tank stabilizing moment= (67%of weight of tank)*tank radius <br /> Mc Required stabilizing moment from cable system = Mat-Mr. If less than 0, then no overturning. <br /> He Distance from top of foundation to top of cable brace, <br /> Pb Horizontal restraining force required at top of cable brace to resist net <br /> overturning moment= Mc/I-Ic. <br /> Pc Cable force= Ph/[2*cos(arctan(Hc/tank radius))]/.7071 <br /> Rv Vertical reaction at cable brace anchor bolt= <br /> Pc*[sin(arctan(Hc/tank radius))] <br /> Rh Horizontal reactions at cable brace anchor bolt= Pc*[cos(arctan(Hc/tank radius))] <br /> Cable size required is noted to the left of the"Rh"column and is based on a 4;1 factor of safety <br /> for the cable breaking strengths indicated on the drawings and as repeated below, <br /> CABLE BREAK DESIGN <br /> DIAMETER STRENGTH STRENGTH <br /> (IN) (LBS) (LBS) <br /> 3/16 3,700 925 <br /> 1/4 6,400 1,600 <br /> 5/16 9,000 2,250 <br /> 3/8 12,000 3,000 <br /> 7/16 16,300 4,075 <br /> As stated in the footnote to the wind design calculation summary, seismic design criteria governs for <br /> the design of base shear anchorage. <br /> Page 5 <br />