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~ MIKE SMITH ENGINSING ING -4 NORTH MAIN STREET-LODI, 095240 - 209 334-2332 �I"f
<br /> Anchor Bolt Design Project: Valued Products
<br /> 10,300 Gal Tank Job No.:11174 Date: 10-10-11
<br /> Anchor Bolt Data Load Data
<br /> eismic Design Category. D
<br /> Seismic Risk Reduction Factor= 0.75 Case: Dead+(Live,Wind, EQ)= Wind
<br /> Anchor Bolt Data: Maximum tensile reaction, T= (kips)
<br /> Number of bolts n = Maximum horizontal react. V
<br /> .
<br /> Bolt diameter, D= (7n) (kips)
<br /> Effective Bolt Area(Table 34-2),Ase = 0.141 (inZ) Anchor Bolt Shear Strength
<br /> "Simpson" IXP Anchor Bolt ASTM: A193,Gr B7
<br /> Specified Tensile Strength, f, _ I(in)
<br /> (ksi) Based on steel strength:
<br /> Length of embedment, h., _ (in) Strength reduction factor, = 0.65
<br /> Spacing Btwn Bolts, d, _ (in) CVs = 0.60 n Ase FS = 6.89 (kips)
<br /> Spacing Btwn Bolts, dy = (in)
<br /> Minimum edge distance, e, _ (in) Concrete Breakout Stren th
<br /> Minimum edge distance, e, =
<br /> Strength reduction factor, = 0.70
<br /> Anchor Bolt Tensile Strength Shear Failure Surface Area, _
<br /> A,, _ (e,,+d),+1.5eJ*(1.5eJ= 2187.0 (int)
<br /> Tensile Strength Reduction, = 0.75 Projected Failure Area for One Bolt,
<br /> -0 Nsa = ( �n F,, = 13.26 (kips) A. =4.5(e.)2 = 1458.0 (in)
<br /> 0.75�N sa = 9.94 (kips) Check: A,, _ n Avco < 1.0 0.75 OK
<br /> OK Tec,v (no eccentricity) _
<br /> Concrete Breakout Strength `t'ed,V (edge distance modifier)_
<br /> = 0.7+0.3(e,/1.5e X) _
<br /> Concrete Comp. Strength, f, = 2500 (ksi) ` ,.v (crack concrete modifier)
<br /> Strength reduction factor, = 0.65 For Single Anchor Shear Strength, Vb
<br /> Failure Surface Area, ANS = V. =7(/-/D)0.2(D0.5)(f^0.5)(e-'.5)= 32.03 (kips)
<br /> (eX+d,+1.5hef)*(e„+d,+1.5hef)= 1316.3 (int) For Two Anchors Strength Near Edge, W h
<br /> Projected Failure Area for One Bolt, W cba = Avo/AV.*(` .C,v)(` .d,v)(`�c,v)Vb=
<br /> A Al- = 9(h es)2 = 81 (inZ) 30.27 (kips)
<br /> Check: A Nc_ n A Nw < 1.0 16.25 NG For Anchor Group Breakout Shear Strength,
<br /> Tec.N (no eccentricity) _ ("/,)*�V-, . = 15.13 (kips)
<br /> Ted.N (edge distance modifier)_
<br /> =0.7+ 0.3(e,,/1.5hef)= Concrete Pryout Strength
<br /> Tc.N (crack concrete modifier)_
<br /> Tco.N (cast-in-place anchors) = kc„=2.0 for hef>2.5 in. 2.0
<br /> kc (effectiveness factor) = Ncb, = AN./AN.*(T..N)(` .d.N)(` IN)(Tcp,N)Nb=
<br /> N,, =k,. (f )' heFv�15 = 4.4 (kips) 136.37 (kips)
<br /> oNcbp - /
<br /> AN�✓AN�*0•ec.N)( ed.N)( c.N)(T N)Nb= �V rno = krn Nrh. = 190.91 (kips)
<br /> 88.64 (kips)
<br /> OK Combined Tension and Shear
<br /> (T/�N.NVWn):5 1.2= 0.06 OK
<br /> Concrete Pullout Strength
<br /> Np = (Bond strength,per Simpson) _ (kips) USe:
<br /> OK
<br /> 8-s/."(b x 3"Min Embed F1554 Threaderd Rod
<br /> Epoxy Anchors
<br /> Design by: Mike Smith Engineering
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