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PULLOUT STRENGTH <br />Np =0 lbs (ESR, TABLES 4 & 5) <br />n = ncr or nuncr =0.00 <br />FcN*l*Npn,f'c = N/A lbs (ANCHOR PULLOUT STRENGTH, 4.1.4 OF ESR) <br />SHEAR BREAKOUT STRENGTH <br />da =0.375 in (OUTSIDE DIAMETER OF ANCHOR BOLT OR ROD) <br />Ca1 =3 in (USE AT LEAST Ca,min GIVEN IN TABLE 3 & 6 IN ESR, INCREASE IF NECESSARY) <br />Ca2 =3 in (USE AT LEAST Ca,min & ³ Ca1 GIVEN IN TABLE 3 & 6 IN ESR, INCREASE IF NECESSARY) <br />le = 2 in (MIN( hef OR 8da); ACI-318 SECTION 17.5.2.2) <br />Yec,V =1 (ACI D.5.2.4; 1.0 WHEN NO LOAD ECCENTRICITY) <br />ha =4 in (THICKNESS OF CONCRETE MEMBER) <br />FcV =0.70 (SHEAR CONCRETE BREAKOUT STRENGTH REDUCTION; ESR TABLES 4 & 5) <br />kcp =1 (PRYOUT COEFFICIENT, ESR, TABLE 6) <br />Yc,V = 1.2 (1.0 FOR CONC. W/O REINFORCEMENT, 1.2 FOR CONC. W/ REINFORCEMENT, 1.4 SEE 17.5.2.7) <br />Ca1' =3 in (Ca1 ADJUSTED WHEN Ca2 & Ca4 ARE LESS THAN 1.5Ca1, 17.5.2.4) <br />nV =2 (NO. OF ANCHORS IN ROW CLOSEST TO CONCRETE EDGE) <br />Yed,V = 0.7+0.3*Ca2/(1.5*Ca1') =0.90 (IF Ca2 ³ 1.5Ca1 THEN = 1.0, ACI 318 17.5.2.6) <br />Yh,V = [(1.5*Ca1') / ha]0.5 =1.06 (ALWAYS GREATER THAN OR EQUAL TO 1.0, 17.5.2.8) <br />AVc = min(ha;1.5Ca1')*(min(1.5Ca1',Ca4)+S2+min(Ca2;1.5Ca1') =48.0 in2 (REFER TO ACI-318 17.5.2.1) <br />AVc = nV4.5Ca1'2=81.0 in2 (REFER TO ACI-318 17.5.2.1) <br />1705.12 OR Vb = 9la(fc')1/2 * ca1 <br />1.5 =2561.4 <br />Vb =1705.1 lbs <br />N/A (MORE THAN ONE ANCHOR) <br />(VALUES ARE IN POUNDS) <br />1157.48 <br />FcVVcb =810.234 lbs ¬ DESIGN SHEAR CONRETE STRENGTH <br />PRYOUT STRENGTH FROM SHEAR (ACI-318 SECTION 17.5.3.1) <br /> Vcp = kcp*FcNNcb =1009.26 lbs ¬ DESIGN PRYOUT (DUE TO SHEAR) STRENGTH <br />CONTROLLING STRENGTH FOR ANCHORAGE <br />TENSILE STRENGTH - <br />STEEL =4635 lbs <br />CONCRETE = 1009.3 lbs <= CONTROLLING STRENGTH Nd <br />PULLOUT =N/A lbs <br />SIDE FACE BLOWOUT =2412.0 lbs <br />SHEAR STRENGTH - <br />STEEL =3175.25 lbs <br />CONCRETE = 810.234 lbs <= CONTROLLING STRENGTH Vd <br />PRYOUT FROM SHEAR =1009.26 lbs <br />ASD ADJUSTMENT FACTORS AND DESIGN LOADS <br />INPUT… <br />a =1.00 (ASD CONVERSION FACTOR IF APPLICABLE) <br />SEISMIC TENSION FACTOR (FSEISMIC) =0.75 (PER SECTION 17.2.3.4.4, REDUCE TO 0.75 FOR SEISMIC DESIGN TENSION FOR CONCRETE FAILURE MODES) <br />Ncap = FSEISMICF Nn/a =757 lbs <br />Vcap =F Vn/a =810 lbs <br />ANCHORAGE SUMMARY: <br />ENTER GIVEN BOLT FORCES FROM PAGE:P26681-S8076-C3.1A 3/8 in DIAMETER <br />Nua =262.15 lbs STAINLESS STEEL HILTI KB-TZ2 ANCHORS, <br />Vua =93.02 lbs 2.5 in NOMINAL EMBEDMENT, <br />3 in MIN. EDGE DISTANCE, <br />CHECK COMBINED LOADING (ESR SECTION 4.2)4 in MIN. CONCRETE THICKNESS <br />3000 psi NORMALWEIGHT CONCRETE. <br />0.46 ≤ 1.2 OK!INSTALL W/ SPECIAL INSPECTION PER THE ICC ESR-4266. <br /> JOB NAME: SANTA ANA MEMORIAL PARK AQUATICS CENTER M. W. SAUSSE' & CO., INC. <br /> CUST.: WEST-TECH MECHANICAL PREPARED BY : <br /> MECH. ENG.: DATE : <br /> MARK: CU-1-1, 1-2 SHEET NO. : <br />18-Nov-24 <br />P26681-S8076-C3.3A <br />INPUT HERE <br />JA <br />== <br />== <br />= <br /> <br /> <br /> <br /> <br />= <br />bVc,Ved,Vec, <br />Vc0 <br />Vc <br />cb <br />bVc,Ved, <br />Vc0 <br />Vc <br />cb <br />1.5 <br />a1c0 <br />0.2 <br />0 <br />e <br />b <br />V <br />A <br />AV <br />V <br />A <br />AV <br />)'(Cf'd <br />d <br />7*V <br />Vh, <br />Vh, <br />ΨΨΨΨ <br />ΨΨΨ <br />λ l <br />=+ <br />cap <br />ua <br />cap <br />ua <br />V <br />V <br />N <br />N <br />ΦcNN <br />f′ <br />2500 <br /> <br /><br /> <br />3/4/2025