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I r_ <br />]Profis Anchor 2.7.7 <br />Company: <br />Specilier. <br />.Address: <br />Phone I Fax <br />E-Mail: <br />Page: <br />Prqectr <br />S!b-Project I Pos. No <br />Date: <br />2 <br />7 t20t201a <br />2 Load case/Resulting anchor forces <br />Load case: Design loads <br />Anchor reactions Ilb] <br />T€nsion force: (+Tension,.Compression) <br />Anchor Tension force Shear Iorce Shear force x Shear rorce y <br />1,600 1,600 0 1.600 <br />max. concrete comprcsstve slrain: - t96"1 <br />max. concrets compressive stressr - [psi]resuiting tension force in (ryF(o.oOOiO 000): O tlblresulting compression force in (ry)=(0.000/0 OOO): O ttbl <br />3 Tension load <br />Load N". Ibl Capacity a N, Ib]Utillzation pr =N,Jo N. Stalus <br />Steel Streogth' <br />Bond Strength" t,6OO <br />Sustained Tension Load Bond Strengffi. N/A <br />Concrete Breakout Strenoth.. 1.600 <br />' andlor having the highsst loading ..anchor group (anchors an t6nsion) <br />3.1 SteGlStrangth <br />Ns = ESR v-alue rebr to ICC-ES ESR-38.14 <br />0 No> N.. ACt 3j&11Table D.4.1.1 <br />Variables <br />A-.* lin.'?l f"E [psi] <br />6,688 <br />6,303 <br />5.977 <br />OK <br />OK <br />OK <br />1,600 <br />26 <br />27 <br />0.14 <br />Calculatlons <br />N- (tbl <br />72 500 <br />10.2S0 <br />R.!ults <br />N- ttbl 0 N", trbl N,.ljbl'10.290 0 650 1.000 6,688 1,600 <br />rnFI d.E od ErB mu, b. .h.d(d rd .ottffir wih <br />?ROFTS <br />^nd5or { c ) 2oo!zoo9 x,rr, eO rrist s"r,..n <br />th. .,Er'l! @rdrhor .d ior Dl.6DalM <br />tr r E. clitrdld Tr.d.o.d ot X,n e'C sa,.* <br />1