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MIKE SMITH ENGINEEKwiG - 4 NORTH MAIN STREET - LODI_ CA -..224n - t2nm IIA -9119 q16
<br />Anchor Bolt Design
<br />Project:
<br />California Tank
<br />Lines
<br />10,300 Gal Tank
<br />JJob No.:
<br />11071
<br />Date: 5-24-11
<br />Anchor Bolt Data
<br />Load Data
<br />Seismic DesignCategory:
<br />D
<br />Seismic Risk Reduction Factor=
<br />0.75
<br />Case: Dead+(Live, Wind, EQ) = Wind
<br />Anchor Bolt Data:
<br />Number of bolts, n =
<br />Bolt diameter, D =
<br />1`
<br />19'_ (in)
<br />Maximum tensile reaction, T = 8 (kips)
<br />Maximum horizontal react., V =���: (kips)
<br />Effective Bolt Area (Table 34-2), A Se = 0.462 (int)
<br />Anchor Bolt Shear Strength
<br />"Simpson" IXP Anchor Bolt ASTM:
<br />A193, Gr B7
<br />Specified Tensile Strenqth, f_, _y.
<br />Oay''(ksi)
<br />Based on steel strength:
<br />Length of embedment, h a, _
<br />Spacing Btwn Bolts, dX =
<br />(in)
<br />(in)
<br />Strength reduction factor, = 0.65
<br />= 45.05
<br />SVS = 0.60 n Ase FS(kips)
<br />D
<br />Spacing Btwn Bolts, d„ _
<br />(in)
<br />Concrete Breakout Strength
<br />Minimum edge distance, ex =
<br />Minimum edge distance, e,, _
<br />y(in)
<br />(in)
<br />Strength reduction factor, = 0.70
<br />Shear Failure Surface Area, _
<br />A „� = (eX+dX+1.5eX)*(1.5e)J = 1437.8 (in2)
<br />Projected Failure Area for One Bolt,
<br />Anchor Bolt Tensile Strength
<br />Tensile Strength Reduction, = 0.75
<br />�Nsa = ( � n Fs) =
<br />0.75�Nsa =
<br />86.63 (kips)
<br />64.97 (kips)
<br />A „�o = 4.5(eX) 2 = 1458.0 (in)
<br />Check: A v, - n A „,, < 1.0 0.49 OK
<br />OK
<br />Tec,v (no eccentricity) =
<br />Ted,v (edge distance modifier) _
<br />= 0.7+0.3(eX/1.5eJ j, � s
<br />`f,v (crack concrete modifier) _
<br />Concrete Breakout Strength
<br />Concrete Comp. Strength, f, = 2500 (ksi)
<br />Strength reduction factor, =
<br />0.65
<br />For Single Anchor Shear Strength, Vb
<br />Failure Surface Area, ANS =
<br />V,, = 7(/e/D)0.200.5)(f^0.5)(e_'.5) = 37.90 (kips)
<br />(eX+dX+1.5hef)*(e,+d,+1.5hef) =
<br />951.75 (in2)For
<br />Two Anchors Strength Near Edge, �V h
<br />Projected Failure Area for One Bolt,
<br />OV cb, = Avc/Av.* (Tec.v)(ed,v)(Tc,v) ub =
<br />A .,.,, = 9(h <,) 2 =
<br />324 (in2)23.54
<br />(kips)
<br />Check: A Nc - n A Nco < 1.0
<br />N (no eccentricity)
<br />1.47 NG
<br />For Anchor Group Breakout Shear Stren th,
<br />(kips)
<br />T,d N (edge distance modifier) =
<br />= 0.7 + 0.3(eX/1.5hef) =
<br />V rt`'
<br />Concrete Pryout Strength
<br />T".N (crack concrete modifier) _
<br />Tcn N (cast -in-place anchors) ='`
<br />kip = 2.0 for hef > 2.5 in. 2.0
<br />kc (effectiveness factor) _
<br />Ncba = ANc/AN.* (Tec,N)(Ted.N)(wc,N)(Tc,.N) Nb -
<br />N,, = k,.A (F,) '12 h e,1-5 =
<br />�NcbC - W ANc/ANao* (Tec.N)(Ted.N)(Tc,N)('F
<br />12.5 (kips)
<br />N) Nb -
<br />31.01 (kips)
<br />47.71 (kips)
<br />$Vrna - krn Nrh. _ 66.79 (kips)
<br />Combined Tension and Shear
<br />OK
<br />(T/�Nn)+(V/$Vn): 1.2 = 0.47 OK
<br />Concrete Pullout Strength
<br />N p = (Bond strength, per Simpson) _
<br />v�� 3
<br />' (kips)
<br />USe:
<br />OK
<br />2_7/.,,6 x 6" Min Embed F1554 Threaderd Rod
<br />Epoxy Anchors
<br />Design by: Mike Smith Engineering
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