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P10 <br />Project:Job No.:Calc. No.: Rev: <br />MCFADDEN AVE. / EUCLID AVE.CLU3406 / CLL03406 DCI- 1 <br />Subject:Discipline: <br />Equipment anchorage support analysis Arch./Civil/Structural <br />Anchorage Design <br />Design: Hilti KB-TZ2 1/2" w/3.25 "embedmentpost installed number of bolt= 1 <br />bolt diameter 0.5 in <br />Bolt space= 32 " <br />Ca= 8 " <br />CHECK ANCHOR TENSILE STRENGTH ACI318, 17.4.1.2 <br />Φ Ns= Φ Ase futa =8465 lb <br />Φ =0.75 ACI318, 17.3.4 <br />Ase =0.099 in² ICC-ESR-4266 <br />futa =114000 psi ICC-ESR-4266 <br />CHECK CONCRETE BREAKOUT STRENGTH IN TENSION ACI318, 17.4.2.1 <br />Φ Ncb= Φ (ANC/ANCO) x Ψed,N x Ψc,N x Ψcp,N x Nb=3237 lb ACI318, Eq. 17.4.2.1a <br /> Ψed,N= 1.00 (Ca min > Cac = 6.75") ACI318, Eq. 17-11 <br /> ΨC,N= 1.00 ACI318, 17.4.2.6 <br /> Ψcp,N= 1.00 (Ca,min >= Ca) ACI318, 17.4.2.6 <br />Φ =0.65 ACI 318, 17.3.4 <br />ANCO=95.06 (9 hef^2) ACI318. Eq. 17.4.2.1c <br />ANC=95.06 <br />Nb= 4980 (Kc= 17 f'c= 2500 ) ACI318, Eq. 17.4.2.2b <br />Nb= Kc x (f'c)^.5 (hef)^1.5 <br />CHECK PULLOUT STRENGTH IN TENSION ACI318, 17.4.3.1 <br />Φ NPN= Φ Ψc,p x Np=2759 ACI318, Eq. 17.4.3.1 <br />Np= 4245 ICC-ESR-4266 <br />Φ =0.65 ACI318, 17.3.4 <br />Ψc,p= 1.00 ICC-ESR-1917 <br />CHECK SIDE-FACE BLOWOUT STRENGTH ACI318, 17.4.4.1 <br /> Cmin > 0.4 hef [Satisfactory] <br />Ф N allow = 2069 lb where Ф =0.75 <br />CHECK ANCHOR SHEAR STRENGTH ACI318, 17.5.1.2 <br />Φ Vs =5424 lb <br />Φ =0.65 ACI318, 17.3.5 <br />Vs=8345 (using Vsa per ICC-ESR-4266) ACI318, Eq. 17.5.1.2 <br />CHECK CONCRETE BREAKOUT STRENGTH IN SHEAR ACI318, 17.5.2.1 <br />Φ Vcb= Φ (AVC/AVCO) x Ψed,V x Ψc,V x Vb=3254 lb ACI318, Eq. 17.5.2.1a <br /> Ψed,V= 1.00 (Ca,min > 1.5hef= 4 7/8 ) ACI318, Eq. 17.4.2.5a <br /> ΨC,V= 1.20 ACI318, 17.5.2.7 <br />Φ =0.70 ACI318, 17.3.4 <br />AVCO=96.00 (Ca x 2 x t) t= 6 " ACI318, Eq. 17.5.2.1c <br />AVC=96.00 <br />Vb= 3873 (for d0=0.500 , le= 3 1/4 ACI318, Eq. 17.5.2.2a <br />f'c= 2500 ) <br />CHECK PRYOUT STRENGTH IN SHEAR ACI318, 17.5.3.1 <br />Φ VCP= Φ kcp x Ncb=4208 lb ACI318, Eq. 17.5.3.1a <br />kcp= 2.00 <br />Φ =0.65 <br />Ф V allow =2440 lb where Ф =0.75 <br />Anchor Bolt Strength 5111 3%4 W Edinger Ave <br />#WCC014/30/2025