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STEEL STRENGTH (TENSION AND SHEAR) <br />n =2 (NUMBER OF BOLTS PER ANCHOR POINT) <br />INPUT da =0.375 in (DIAMETER OF ANCHOR BOLT) <br />SEISMIC?:NO *TOPSIDE OF DECK?:NO <br />STEEL:STAINLESS <br />Nsa = 6180 lbs (FROM TABLES 4 & 5) <br />Vsa =4885 lbs (FROM TABLES 6 & 7) <br />FsN =0.75 (TENSION STRENGTH REDUCTION FACTOR FOR DUCTILE STEEL; ACI-318 17.3.3) <br />FsV =0.65 (SHEAR STRENGTH REDUCTION FACTOR FOR DUCTILE STEEL; ACI-318 17.3.3) <br />FsN*Nsa = 4635 lbs (ACI 318, 17.4.1.2) ¬ DESIGN STEEL TENSION STRENGTH <br />FsV*Vsa = 3175.25 lbs (ACI 318, 17.5.1.2) ¬ DESIGN STEEL SHEAR STRENGTH <br />CONCRETE <br />CONCRETE BREAKOUT TENSION STRENGTH <br />INPUT hnom =2.5 in (NOMINAL EMBED., ESR TABLE 3 & 9) <br />ha =4 in (MEMBER THICKNESS, USE AT LEAST MIN. VALUES IN ESR, TABLE 3 OR 9) <br />hef =2 in (EFFECTIVE EMBED., ESR TABLE 3 OR 9) <br /> Cac = 5.5 in Cmin =2.50 hmin =4.00 smin =3.65 <br />Ca1 =3 in (USE AT LEAST Ca,min GIVEN IN TABLE 3 & 9 IN ESR, INCREASE IF NECESSARY) <br />INPUT Ca2 =3 in (USE AT LEAST Ca,min & ³ Ca1 GIVEN IN TABLE 3 & 9 IN ESR, INCREASE IF NECESSARY) <br />Ca3 =4.5 in (USE AT LEAST Ca,min & ³ Ca2 GIVEN IN TABLE 3 & 9 IN ESR, INCREASE IF NECESSARY) <br />Ca4 =4.5 in (USE AT LEAST Ca,min & ³ Ca2 GIVEN IN TABLE 3 & 9 IN ESR, INCREASE IF NECESSARY) <br />SMIN =4.5 in (CLOSEST SPACING DIST. BETWEEN (2) ANCHORS IN THE ANCHOR GROUP) <br />S1 =0 in (USE AT LEAST Smin FROM TABLES 3 & 9, ENTER 0 IF SINGLE ANCHOR) <br />S2 =4.5 in (USE AT LEAST Smin FROM TABLES 3 & 9, ENTER 0 IF SINGLE ANCHOR) <br />Yec,N =1 (ACI 17.4.2.4; 1.0 WHEN NO LOAD ECCENTRICITY) <br />f'c =3000 psi (CONCRETE COMPRESSIVE STRENGTH) <br />l =1.00 (1.0 FOR NW CONCRETE, 0.68 FOR STRUCTURAL SAND LW, 0.6 FOR ALL LW, 4.1.12 OF ESR) <br />CRACKED CONCRETE CONDITION… <br />kc =21 (ESR TABLE 4 & 5) <br />Yc,N =1.00 (FROM ESR TABLE 4 & 5) <br />FcN =0.65 (PULLOUT/CONCRETE BREAKOUT STRENGTH REDUCTION; ESR TABLES 4 & 5) <br />hef CHECK = hef' =2 in (IF 3 OR MORE EDGES ARE LESS THAN 1.5*hef, 17.4.2.3 OF THE ACI-318) <br />SIDE^ = min(Ca,2;1.5hef')+S2+min(Ca4;1.5hef') =10.50 in (LENGTH OF SIDE PERPENDICULAR TO SHEAR / SMALLEST EDGE DIST.) <br />SIDEll = min(Ca1;1.5hef')+S1+min(Ca3;1.5hef') =6.00 in (LENGTH OF SIDE PARALLEL TO SHEAR / PERPENDICULAR TO CLOSEST EDGE) <br />ANc = SIDE^ * SIDEll =63.00 in2 (PROJECTED FAILURE SURFACE AREA ACI-318 17.4.2.1) <br />ANc0 = n*9*(hef')2 =72.00 in2 (PROJECTED FAILURE SURFACE AREA OF 1 ANCHOR, NO INFLUENCE 17.4.2.1) <br />Yed,N = 0.7+0.3*Ca1/(1.5*hef') =1.00 (IF Ca1 ≥1.5hef THEN = 1.0) <br />0.55 (ALWAYS ≤ 1.0) <br />3253.31 lbs <br />N/A (MORE THAN ONE ANCHOR) <br />(VALUES ARE IN POUNDS) <br />1552.71 <br />1009.26 lbs ¬ DESIGN CONRETE BREAKOUT TENSION STRENGTH <br />CHECK SIDE-FACE BLOWOUT <br />Abrg =0.051 in2 (BEARING AREA OF CONCRETE AT ANCHOR BOTTOM. USE Ase FROM TABLES 4 & 5 OF ESR) <br />CHECK EDGE DISTANCE → Ca1 < 0.4hef →3 > 0.8 <br />FOR SINGLE ANCHORS - <br />CHECK Ca2 → Ca2 < 3Ca1 →3 < 9 <br />REDUCTION FACTOR FROM Ca2 =0.5 → WHERE 1.0 £ Ca2/Ca1 £ 3.0 →TRUE! <br />5937.27 lbs → REDUCED VALUE =2968.6 lbs (ACI 318, 17.4.4.1) <br />FOR MULTIPLE ANCHORS (GROUPS) - <br />CHECK BOLT SPACING → S < 6Ca1 →4.5 < 18 <br />3710.8 lbs (ACI-318 17.4.4.2) <br />FcNNsb < FcNNcb →2412.0 lbs SIDE FACE BLOWOUT VALUE <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 />HILTI KB-TZ2 CARBON AND STAINLESS STEEL ANCHORS IN CONCRETE <br />(U.S. CUSTOMARY UNITS, ESR-4266 (REISSUED DECEMBER 2021) AND ACI-318-14, CH. 17) <br />JA <br />18-Nov-24 <br />P26681-S8076-C3.2A <br />== <br />ac <br />efa1 <br />Ncp,C <br />;1.5hCmaxΨ <br />==1.5 <br />efccbh*f'*k*N λ <br />= <br />== <br />== <br />cbcN <br />bNcp,Nc,Ned,Nec, <br />Nc0 <br />Nc <br />cb <br />bNcp,Nc,Ned, <br />Nc0 <br />Nc <br />cb <br />NΦ <br />NΨΨΨΨ <br />A <br />AN <br />NΨΨΨ <br />A <br />AN <br />=='fACN cbrga1sb160*l <br />=+ <br />4 <br />1 1 <br />2 <br />a <br />a C <br />C <br />= <br /> <br /> <br /> <br /> <br />+=sb <br />a1 <br />sbg N <br />6C <br />S1N <br />3/4/2025