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MIKE CMITW 9=n1rr1K1=:L n . LIP M I
<br />Anchor Bo=TankJob
<br />DesignProject: California �Tank Lines �vui, �H ''L4u - ��ua� ss4-lssl
<br />10,300 Gal No. 11071 Date: 5-24-11
<br />Anchor Bolt Data I Load Data
<br />Seismic Risk Reduction Factor=
<br />0.75
<br />Case: Dead+(Live, Wind, EQ) =
<br />Wind
<br />Anchor Bolt Data:
<br />Maximum tensile reaction, T =
<br />2:38, (kips)
<br />Number of bolts, n =
<br />r,
<br />Maximum horizontal react., V =
<br />9;1.8' (kips)
<br />Bolt diameter, D =
<br />8 (in)
<br />Effective Bolt Area (Table 34-2), A Se
<br />= 0.462 (in=)
<br />Anchor Bolt Shear Strength
<br />"Simpson" IXP Anchor Bolt ASTM:
<br />A193, Gr B7
<br />Specified Tensile Strength, f _
<br />(ksi)
<br />Based on steel strength:
<br />Length of embedment, h of =
<br />(in)
<br />Strength reduction factor, =
<br />0.65
<br />Spacing Btwn Bolts, d, _
<br />(in)
<br />�V, _ 0.60 n A,,, Fr, =
<br />45.05 (kips)
<br />Spacing Btwn Bolts, d, _:=(in)
<br />Minimum edge distance, eX =
<br />4>f'(in)
<br />Concrete Breakout Strength
<br />Minimum edge distance, e,, _
<br />= y; ; (in)
<br />Strength reduction factor, =
<br />Shear Failure Surface Area, _
<br />A „, _ (e,,+dX+1.5eJ*(1.5e,) =
<br />0.70
<br />1437.8 (int)
<br />Anchor Bolt Tensile Strength
<br />Tensile Strength Reduction, =
<br />0.75
<br />Projected Failure Area for One Bolt,
<br />n F,; =
<br />86.63 (kips)
<br />A..o = 4.5(eX) 2 =
<br />1458.0 (in2)
<br />0.75�NSa =
<br />64.97 (kips)
<br />Check: A - n A ,o < 1.0
<br />0.49 OK
<br />OK
<br />T,,.v (no eccentricity)_
<br />Ted,V (edge distance modifier)_
<br />= 0.7 + 0.3(e,11.5e,f)
<br />Concrete Breakout Strength
<br />Concrete Comp. Strength, f, =
<br />2500 (ksi)
<br />Try (crack concrete modifier) _1r;
<br />Strength reduction factor, =
<br />0.65
<br />For Single Anchor Shear Strength, Vb
<br />Failure Surface Area, AN, =
<br />V,. = 7(/e/D)0.2(Do.5)(fo.$)(ei.$) =
<br />37.90 (kips)
<br />(eX+dx+1.5hef)"(e,+d,+1.5hef) =
<br />951.75 (in2)For
<br />Two Anchors Strength Near Edge, (f)V h
<br />Projected Failure Area for One Bolt,
<br />0V�ba = AvaiAv.* (`F`ec.v)(T.d.V)(T..v) Vb =
<br />A,,- = 9(h e,) 2 =
<br />324 (in2)23.54
<br />(kips)
<br />Check: AN, - n A Nco -<1-0
<br />1.47 NG
<br />For Anchor Group Breakout Shear Strength,
<br />Ter N (no eccentricity) _)
<br />fl.
<br />("/,)'�V =
<br />23.54 (kips)
<br />Ted N (edge distance modifier) _
<br />= 0.7 + 0.3(eX/1.5hef) _
<br />Concrete Pryout Strength
<br />T, N (crack concrete modifier) _
<br />Tm N (cast -in-place anchors)_
<br />k, (effectiveness factor) _
<br />AN
<br />N. = k,.AA,,(f ,.) fa ha,1.s = 12.5 (kips)
<br />WNcbQ = W ANCAN.* (Tec,N)(Ted,N)(Tc,N)('IJ N) Nb =
<br />31.01 (kips)
<br />OK
<br />kip = 2.0 for hef > 2.5 in. 2.0
<br />Ncba _ ANL/AN.* M,N)Md,N)(Tc,NXT.,N) Nb -
<br />47.71 (kips)
<br />Wrna = krn Nrho = 66.79 (kips)
<br />I Combined Tension and Shear I
<br />{T/�N„)+(V/�Vn) < 1.2 = 0.47 OK
<br />Concrete Pullout Strength
<br />N p = (Bond strength, per Simpson) = 41 �7$'� (kips)
<br />OK
<br />Design by: Mike Smith Engineering
<br />Use:
<br />2-'/Q" � x 6" Min Embed F1554 Threaderd Rod
<br />Epoxy Anchors
<br />
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