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MIKE SMITH FNMNFFOG - 4 NORTH MAIN STREET - LODI, CA6240 - (209) 334-2332 15
<br />Single Anchor
<br />Project: Tracy Unified School District
<br />Job No.: 11221
<br />Date: 12-17-11
<br />Bolt Design
<br />* Per AC1318-05, Appendix D
<br />Anchor Bolt Data
<br />Load Data
<br />Seismic Design Category.,
<br />D
<br />Seismic Risk Reduction Factor =
<br />Anchor Bolt Data:
<br />Number of bolts, n =
<br />0.75
<br />Case: Dead+(Live, Wind, EQ) =
<br />Maximum tensile reaction, T =
<br />Maximum horizontal react., V;
<br />Wind
<br />0� (kips)
<br />(kips)
<br />Bolt diameter, D =
<br />(in)(Controlling
<br />Shear for Type
<br />"M"
<br />Effective Bolt Area (Table 34-2), A,, =
<br />�J
<br />0.226 (int)
<br />Anchor Bolt Shear Strength
<br />Anchor Bolt ASTM: F1554
<br />Specified Tensile Strength, FS =
<br />58 (ksi)
<br />Based on steel strength:
<br />Length of embedment, h e, _
<br />Spacing Btwn Bolts, d x =
<br />(in)
<br />(in)
<br />Strength reduction factor, =
<br />�V s = 0.60 n A,, F,
<br />0.65
<br />r7&jl (kips)
<br />Spacing Btwn Bolts, d„ _
<br />(in)
<br />Concrete Breakout Strength
<br />Minimum edge distance, ex =
<br />(in)
<br />Strength reduction factor, =
<br />Shear Failure Surface Area, _
<br />0.70
<br />Minimum edge distance, e„ = (in)
<br />Anchor Bolt Tensile Strength
<br />A,, = (2*1.5ex)*(1.5ex) =
<br />2592.0 (int)
<br />Tensile Strength Reduction, =
<br />0.75
<br />Projected Failure Area for One Bolt,
<br />�Nsa = ( � n Ase F., =
<br />9.83 (kips)
<br />A. = 4-5(e X)2 =
<br />2592.0 (int)
<br />0.75�NSa =
<br />7.37 (kips)
<br />Check: Ac-- n Av o < 1.0
<br />0.50 OK
<br />T,,,v (no eccentricity) =
<br />`t'ed,V (edge distance modifier) _
<br />= 0.7 + 0.3(ex/1.5ex) _
<br />Concrete Breakout Strength
<br />Concrete Comp. Strength, F, =
<br />2500 (psi)
<br />T,v (crack concrete modifier) =
<br />y
<br />Strength reduction factor, =
<br />Failure Surface Area, ANc =
<br />0.70
<br />For Single Anchor Shear Strength, V
<br />V,, = 7(/e/D)0.2(Do.5)(f^0.5)(e-�.5) =
<br />49.31 (kips)
<br />(ex+1.5hef)*(2*1.5hef) =
<br />320.13 (int)
<br />Edge, �V
<br />For Two Anchors Strength Nh
<br />Projected Failure Area for One Bolt,
<br />rfear
<br />WV cbp - W AVC/AV.* (Tec,V)( ed,V)(Tc,V) Vb =
<br />AA,- = 9(h e,) 2 =
<br />Check: A Nc = n A Nco < 1.0
<br />Tec.N (no eccentricity) =
<br />118 (int)
<br />2.71 NG
<br />N/A (kips)
<br />For Anchor Group Breakout Shear Strength,
<br />("/.)*�V-h,. = N/A (kips)
<br />Ted.N (edge distance modifier) =
<br />= 0.7 + 0.3(ex/1.5hef) =Concrete
<br />Pryout Strength
<br />T,.N (crack concrete modifier) =
<br />0
<br />T,,.N (cast -in-place anchors) =
<br />kip = 2.0 for hef > 2.5 in.
<br />2.0
<br />N,,= 24 (f',.) v2 h _'1_5 = 8.3 (kips)
<br />�Ncb., - ANdANce* (Tec,N)(Ted,N)(u c.N)(Tc N) Nb =
<br />31.77 (kips)
<br />Ncb, = ANCAN.* (Tec.N)( ed.N)(Tc.N)(/w cP.N) Nb -
<br />45.38 (kips)
<br />c V.,, = k. N, (kips)
<br />Concrete Pullout Strength
<br />Combined Tension and Shear
<br />Bearing Area (Table 34-2), Abm =
<br />0.454 (int)
<br />(T/�N„)+(V/+V„) < 1.2=
<br />0.10 OK
<br />N = 8 Abrg f , (Hex head) =
<br />9.08 (kips)
<br />Tr_p (cast -in-place anchors)
<br />�Np = (`I'c,p) n Np =
<br />6.36 (kips)
<br />Use:
<br />5/8 � "Hilti" Kwik Bolt 3 w/
<br />3-5/8" Min Embed
<br />Design by: Mike Smith Engineering
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