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SNYDER INDUSTRIES INC. <br />TANK RESTRAINT CALCULATIONS -SEISMIC & WIND ANALYSIS <br />PROJECT NAME SNYDER INDUSTRIES INC. <br />DATE 5/18/2011 <br />BY TAM <br />JOB# E10-071 <br />DESIGN LEGENDS AND METHODOLOGY R, Em G <br />E. <br />I V <br />The tank restraints are designed per 2009 IBC12006 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 JUL 2 8 2014 <br />SEISMIC DESIGN LEGEND <br />Veq <br />Mot <br />Mr <br />Mr/Mot <br /># bolts req'd <br />Bolt Layout <br />WIND DESIGN LEGEND <br />VW <br />Mot <br />Mr <br />Mc <br />He <br />Pb <br />Pc <br />Rv <br />Rh <br />ENVIRONMENTAL HEAP -P <br />DEPARTMENT <br />Seismic base shear = 0.34 *(tank weight + contents weight) <br />Tank overturning movement = Veq (lateral component) * 1/2 height of inner tank <br />Tank stabilizing moment = (60% of weight of tank + contents) * tank radius <br />Ratio resisting moment to overturning moment; If > 1.00, then no nef overturning for <br />seismic forces. <br />Total number of bolts required on each side of tank to restrain tank from sliding for <br />2006 IBC seismic forces. <br />Minimum bolt arrangement per tank anchor drawing, <br />Wind base shear = 151 <br />Tank overturning moment = Vw * 1/2 height of tank <br />Tank stabilizing moment = (67% of weight of tank) * tank radius <br />Required stabilizing moment from cable system = Mot -Mr. If less than 0, then no overturning. <br />Distance from top of foundation to top of cable brace. <br />Horizontal restraining force required at top of cable brace to resist net <br />overturning moment = Mc / Hc. <br />Cable force = Ph / [2 * cos(arctan(Hc / tank radius))]1.7071 <br />Vertical reaction at cable brace anchor bolt = <br />Pc * [sin(arctan(Hc / tank radius))] <br />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 <br />BREAK <br />DESIGN <br />DIAMETER <br />STRENGTH <br />STRENGTH <br />(IN) <br />(LBS) <br />(LBS) <br />3/16 <br />3,700 <br />925 <br />114 <br />6,400 <br />1,600 <br />5/16 <br />9,000 <br />2,250 <br />318 <br />12,000 <br />3,000 <br />7/16 <br />16,300 <br />4,075 <br />As stated in the footnote to the wind design <br />calculation summary, seismic design criteria governs for <br />the design of base shear anchorage. <br />Page 5 <br />