- No category
Concrete Unit Conversion Table: SI, MKS, US Customary
advertisement
APPENDICES & REFERENCES APPENDIX E—EQUIVALENCE BETWEEN SI-METRIC, MKS-METRIC, AND U.S. CUSTOMARY UNITS OF NONHOMOGENOUS EQUATIONS IN THE CODE SI-metric stress in MPa 1 MPa fc′ = 21 MPa fc′ = 28 MPa fc′ = 35 MPa fc′ = 40 MPa fy = 280 MPa fy = 420 MPa fy = 550 MPa fy = 690 MPa fpu = 1725 MPa fpu = 1860 MPa f c′ in MPa U.S. Customary units stress in pounds per square inch (psi) mks-metric stress in kgf/cm2 10 kgf/cm2 fc′ = 210 kgf/cm2 fc′ = 280 kgf/cm2 fc′ = 350 kgf/cm2 fc′ = 420 kgf/cm2 fy = 2800 kgf/cm2 fy = 4200 kgf/cm2 fy = 5600 kgf/cm2 fy = 7000 kgf/cm2 fpu = 17,600 kgf/cm2 fpu = 19,000 kgf/cm2 f c′ in kgf/cm2 3.18 0.313 f c′ in MPa f c′ in kgf/cm2 0.083 f c′ in MPa 0.27 f c′ in kgf/cm2 0.17 f c′ in MPa 0.53 f c′ in kgf/cm2 145 psi fc′ = 3000 psi fc′ = 4000 psi fc′ = 5000 psi fc′ = 6000 psi fy = 40,000 psi fy = 60,000 psi fy = 80,000 psi fy = 100,000 psi fpu = 250,000 psi fpu = 270,000 psi f c′ in psi 12 f c′ in psi 3.77 f c′ in psi 2 f c′ in psi 6.6.4.5.4 M2,min = Pu(15 + 0.03h) M2,min = Pu(1.5 + 0.03h) M2,min = Pu(0.6 + 0.03h) 7.3.1.1.1 fy 0.4 + 700 fy 0.4 + 7000 fy 0.4 + 100, 000 7.3.1.1.2 (1.65 – 0.0003wc) (1.65 – 0.0003wc) (1.65 – 0.005wc) 7.7.3.5(c) 0.41 b s 4.2 w f yt b s 60 w f yt 8.3.1.2(b) fy fy n 0.8 + n 0.8 + 1400 14, 000 h= ≥ 125 mm h = ≥ 12.5 cm 36 + 5β(α fm − 0.2) 36 + 5β(α fm − 0.2) fy 0.8 + 200, 000 h= ≥ 5 in. 36 + 5β(α fm − 0.2) 8.3.1.2(d) fy n 0.8 + 1400 ≥ 90 mm h= 36 + 9β fy n 0.8 + 14, 000 ≥ 9 cm h= 36 + 9β fy n 0.8 + 200, 000 ≥ 3.5 in. h= 36 + 9β 8.3.4.1 ft ≤ 0.50 ft ≤ 1.6 8.6.2.3 bw s f yt f c′ f c′ n ft ≤ 6 0.17 f c′ 0.53 f c′ 2 f c′ 0.50 f c′ 1.6 f c′ 6 f c′ American Concrete Institute – Copyrighted © Material – www.concrete.org f c′ C Conv. Tables Provision number ACI 318-25: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE Provision number 8.7.5.6.3.1(a) and (b) SI-metric stress in MPa 0.37 f c′c2 d As = As = fy U.S. Customary units stress in pounds per square inch (psi) mks-metric stress in kgf/cm2 1.2 f c′c2 d 4.5 f c′c2 d As = fy fy As = 2.1c2 d fy As = 21c2 d fy As = 300c2 d fy 8.7.7.1.2 ϕ0.5 f c′ ϕ1.6 f c′ ϕ6 f c′ 9.3.1.1.1 fy 0.4 + 700 fy 0.4 + 7000 fy 0.4 + 100, 000 9.3.1.1.2 (1.65 – 0.0003wc) (1.65 – 0.0003wc) (1.65 – 0.005wc) 0.25 f c′ 0.80 f c′ 3 f c′ 9.6.1.2(a) and (b) 9.6.3.1 fy Av , min s 9.6.4.3(a) and (b) bw d fy 14 bw d fy f c′ bwd Vu > 0.083ϕλ s 9.6.4.2(a) and (b) fy 1.4 bw d fy Av , min 9.6.3.4 bw d 0.35 f c 200 bw d fy f c′ bwd Vu > ϕλ 0.2 f c bw f yt Av , min 3.5 f c bw f yt Av ,min Vu > 0.27ϕλ bw f yt Av , min bw f yt Av , min 0.062 f c s s s s Av 2 At min / s 3.5 f c w Aℓ,min ≤ Aℓ,min ≤ 0.175bw f yt − ph f f yt y Aℓ,min ≤ fy 0.42 f c′Acp fy 9.7.3.5(c) b s 0.41 w f yt b s 4.2 w f yt 9.7.6.2.2 0.33 1.1 9.9.2.1 Vu ≤ ϕ0.83 f c′ bwd f c′ bwd 1.33 f c′Acp 1.33 f c′Acp fy b f yt Aℓ,min ≤ 1.75bw f yt − ph f f yt y Aℓ,min ≤ 5 f c′Acp fy 5 f c′Acp fy f yt A − t ph s fy 25bw f yt − ph fy f yt b s 60 w f yt f c′ bwd Vu ≤ ϕ2.65 b f yt f yt A − t ph s fy fy bw f yt Av 2 At min / s 50 f c w b f yt f yt A − t ph s fy 50 f c b f yt Av 2 At min / s 0.2 f c w 0.42 f c′Acp bw f yt 0.75 f c Av 2 At min / s 0.75 f c w b f yt Aℓ,min ≤ f c′ bwd b f yt Av 2 At min / s 0.062 f c w Av 2 At min / s 0.35 f c w bw d 4 f c′ bwd f c′ bwd Vu ≤ ϕ10 American Concrete Institute – Copyrighted © Material – www.concrete.org f c′ bwd APPENDICES & REFERENCES SI-metric stress in MPa Av,min ≥ 0.062 b s f c′ w f yt U.S. Customary units stress in pounds per square inch (psi) mks-metric stress in kgf/cm2 b s f c′ w f yt bw s Av,min ≥ 3.5 f yt Av,min ≥ 0.2 Av,min ≥ 0.75 10.6.2.2 b s Av,min ≥ 0.35 w f yt 10.7.6.5.2 0.33 f c′ bwd 1.1 f c′ bwd 4 f c′ bwd 11.5.4.2 0.67 f c′ Acv 2.12 f c′ Acv 8 f c′ Acv Vn = (αcλ 11.5.4.3 f c′ + ρt fy)Acv Vn = (αcλ b s Av,min ≥ 50 w f yt b s f c′ w f yt f c′ + ρt fy)Acv Vn = (αcλ f c′ + ρt fy)Acv αc = 0.25 for hw ≤ 1.5 w αc = 0.80 for hw ≤ 1.5 w αc = 3.0 for hw ≤ 1.5 w αc = 0.17 for hw ≥ 2.0 w αc = 0.53 for hw ≥ 2.0 w αc = 2.0 for hw ≥ 2.0 w 11.5.4.4 Nu α c = 0.17 1 + ≥ 0.0 3.5 Ag N α c = 0.53 1 + u ≥ 0.0 35 Ag Nu α c = 2 1 + ≥ 0.0 500 Ag 11.6.1 Vu ≤ 0.5ϕαcλ f c′ Acv Vu ≤ 0.5ϕαcλ f c′ Acv Vu ≤ 0.5ϕαcλ f c′ Acv 11.6.2 Vu > 0.5ϕαcλ f c′ Acv Vu > 0.5ϕαcλ f c′ Acv Vu > 0.5ϕαcλ f c′ Acv 12.5.3.3 Vn = Acv(0.17λ f c′ + ρt fy) f c′ ≤ 8.3 MPa Vn = Acv(0.53λ f c′ + ρt fy) f c′ ≤ 27 kgf/cm2 Vn = Acv(2λ f c′ + ρt fy) f c′ ≤ 100 psi 12.5.3.4 Vu ≤ ϕ0.66Acv f c′ f c′ ≤ 8.3 MPa Vu ≤ ϕ2.1Acv f c′ f c′ ≤ 27 kgf/cm2 Vu ≤ ϕ8Acv f c′ f c′ ≤ 100 psi 13.2.6.2(a) Vc 0.17 f cbw d Vc 0.53 f cbw d Vc 2 f cbw d 13.3.6.1.1 Vc 0.17 f cbw d Vc 0.53 f cbw d Vc 2 f cbw d 13.3.7.1(c) Vc 0.17 f cbw d Vc 0.53 f cbw d Vc 2 f cbw d 13.4.6.8(a) Vc 0.17 f cbw d Vc 0.53 f cbw d Vc 2 f cbw d 14.5.2.1(a) Mn = 0.42λ 14.5.4.1(a) M u Pu − ≤ φ0.42λ f c′ Sm Ag 14.5.5.1(a) Vn = 0.11λ 14.5.5.1(b) and (c) f c′ Sm f c′ bwh Mn = 1.33λ f c′ Sm M u Pu − ≤ φ1.33λ f c′ Sm Ag Vn = 0.35λ f c′ bwh V= 0.11 1 + λ f c′bo h n β 2 Vn = 0.35 1 + λ f c′bo h β = Vn 0.22 λ f c′bo h = Vn 0.71λ f c′bo h Mn = 5λ f c′ Sm M u Pu − ≤ φ5λ f c′ Sm Ag Vn = 4 λ f c′ bwh 3 2 4 Vn = 1 + β 3 λ f c′bo h 4 = Vn 2 λ f c′bo h 3 American Concrete Institute – Copyrighted © Material – www.concrete.org C Conv. Tables Provision number ACI 318-25: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE Provision number 15.5.2.1 16.4.4.1 16.4.6.1 16.5.2.4(b) and (c) 16.5.2.5(b) 17.6.2.2.1 SI-metric stress in MPa f c′ Aj 6.4λ f c′ Aj 24λ f c′ Aj 1.7λ f c′ Aj 5.3λ f c′ Aj 20λ f c′ Aj 1.3λ f c′ Aj 4.0λ f c′ Aj 15λ f c′ Aj 1.0λ f c′ Aj 3.2λ f c′ Aj 12λ f c′ Aj Av f yt λ 1.8 + 0.6 bv d bv s Av f yt λ 18 + 0.6 bv d bv s Av f yt λ 260 + 0.6 bv d bv s 3.5bvd 0.55bvd 35bvd 5.6bvd 500bvd 80bvd bs Avf , min ≥ 0.35 v fy bs Avf , min ≥ 3.5 v fy bs Avf ,min ≥ 50 v fy (3.3 + 0.08fc′)bwd (34 + 0.08fc′)bwd (480 + 0.08fc′)bwd 11bwd 110bwd 1600bwd av 5.5 − 1.9 d bw d av 55 − 20 d bw d av 800 − 280 d bw d Nb = kcλa f c′ hef1.5 Nb = kcλa f c′ hef5/3 Nb = 3.9λa 17.6.4.1 Nsb = 13ca1 Abrg λa 17.6.5.1.2b 10d a Nb = 5.8λa f c′ τ uncr 7.6 0.2 da λ a f c′ ( ca1 ) 1.5 17.7.2.2.2 = Vb 0.66 e da 0.2 kc = 24 or 17 f c′ hef5/3 τ uncr 76 350 − hx = so 100 + 3 18.7.5.4(a) kf = f c′ + 0.6 ≥ 1.0 175 da λ a f c′ ( ca1 ) da λ a = f c′(ca1 )1.5 Vb 2.1 e da 18.7.5.3 0.2 1.5 0.2 da λ a 35 − hx s= 10 + o 3 kf = f c′ + 0.6 ≥ 1.0 1750 f c′ hef5/3 Nb = 16λa ′ Nsb = 160ca1 Abrg λa 10d a = f c′(ca1 )1.5 Vb 1.9 e da Vb = 3.8λa f c′ hef1.5 Nb = kcλa Nsb = 42.5ca1 Abrg λa 10d a 17.7.2.2.1a = Vb 0.6 e da Vb = 3.7λa f c′ hef1.5 kc = 10 or 7 17.6.2.2.3 18.8.4.3 U.S. Customary units stress in pounds per square inch (psi) 2.0λ kc = 10 or 7 17.7.2.2.1b mks-metric stress in kgf/cm2 f c′ τ uncr 1100 1.5 f c′(c= Vb 7 e a1 ) da Vb = 9λa 0.2 da λ a f c′(ca1 )1.5 f c′ ( ca1 ) 1.5 f c′(c= Vb 8 e a1 ) da 1.5 0.2 da λ a f c′(ca1 )1.5 14 − hx so= 4 + 3 = kf f c′ + 0.6 ≥ 1.0 25, 000 1.7λ f c′ Aj 5.3λ f c′ Aj 20λ f c′ Aj 1.3λ f c′ Aj 4.0λ f c′ Aj 15λ f c′ Aj 1.0λ f c′ Aj 3.2λ f c′ Aj 12λ f c′ Aj 0.66λ f c′ Aj 2.1λ f c′ Aj 8λ f c′ Aj American Concrete Institute – Copyrighted © Material – www.concrete.org APPENDICES & REFERENCES SI-metric stress in MPa U.S. Customary units stress in pounds per square inch (psi) mks-metric stress in kgf/cm2 18.8.5.1 dh = f y db /(5.4λ f c′) 18.10.2.1 0.083λ f c′ Acv 0.27λ f c′ Acv λ f c′ Acv 18.10.2.2 0.17λ f c′ Acv 0.53λ f c′ Acv 2λ f c′ Acv 18.10.2.4 0.50 f c′ 1.6 fy Vn c f c t f y Acv 18.10.4.1 f y db /(17λ f c′) = dh f c′ 6 fy f y db /(65λ f c′) = dh Vn c f c t f y Acv f c′ fy Vn c f c t f y Acv αc = 0.25 for hw ≤ 1.5 w αc = 0.80 for hw ≤ 1.5 w αc = 3.0 for hw ≤ 1.5 w αc = 0.17 for hw ≥ 2.0 w αc = 0.53 for hw ≥ 2.0 w αc =2.0 for hw ≥ 2.0 w sh 0.66 f c Acv sh 2.12 f c Acv sh 8 f c Acv sh 0.83 f c Acv sh 2.65 f c Acv sh 10 f c Acv 18.10.4.5 0.83 2.65 10 18.10.6.2b δc Vu 1 1 l c = 4 − w − hwcs 100 50 b b 0.66 f c′Acv δc Vu 1 1 l c = 4 − w − 50 b b 2.1 f c′Acv hwcs 100 Vu δc 1 1 l c = 4 − w − 50 b b 8 f c′Acv hwcs 100 18.10.6.5(a) 0.083λ 0.27λ λ 18.10.6.5(b) 2.8/fy 18.10.7.2 0.33λ 18.10.7.4 Vn = 2Avd fysinα ≤ 0.83 18.10.4.4 f c′ Acw f c′ Acv f c′ Acv 28/fy 1.1λ f c′ Acw f c′ Acw b s f c′ w f yt Av,min ≥ 0.062 18.12.7.7 f c′ Acw b s Av,min ≥ 0.35 w f yt f c′ Acv 400/fy 4λ f c′ Acw Vn = 2Avd fysinα ≤ 2.65 Av,min ≥ 0.2 f c′ Acw b s f c′ w f yt f c′ Acw Vn = 2Avd fysinα ≤ 10 f c′ + ρt fy) Vn = Acv(0.17λ Vn = Acv(0.53λ 18.12.9.2 0.66 f c′ Acv 2.12 f c′ Acv 8 f c′ Acv 18.14.5.3 0.29 f c′ 0.93 f c′ 3.5 f c′ 19.2.2.1(a) Ec = wc1.50.043 19.2.2.1(b) Ec = 4700 f c′ Ec = 15,100 19.2.3.1 fr = 0.62λ f c′ fr = 2λ 19.2.4.1 0.00047 wc ≤ 1.0 Ec = wc1.50.14 b s f c′ w f yt Av,min ≥ 0.75 18.12.9.1 f c′ f c′ Acw b s Av,min ≥ 50 w f yt b s Av,min ≥ 3.5 w f yt f c′ + ρt fy) f c′ Acw f c′ f c′ f c′ 0.00047 wc ≤ 1.0 Vn = Acv(2λ f c′ + ρt fy) Ec = wc1.533 f c′ Ec = 57,000 f c′ fr = 7.5λ f c′ 0.0075wc ≤ 1.0 American Concrete Institute – Copyrighted © Material – www.concrete.org C Conv. Tables Provision number ACI 318-25: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE Provision number SI-metric stress in MPa f c′ 100ρ p fse + 70 + 20.3.2.4.1 mks-metric stress in kgf/cm2 f c′ 100ρ p fse + 700 + fse + 420 f c′ 300ρ p f c′ 100ρ p fse + 10,000 + fse + 4200 fse + 70 + U.S. Customary units stress in pounds per square inch (psi) fse + 60,000 f c′ 300ρ p fse + 700 + f c′ 300ρ p fse + 10,000 + fse + 210 fse + 2100 fse + 30,000 21.2.3 f ℓtr = se db 21 f ℓtr = se db 210 f ℓtr = se db 3000 22.2.2.4.3(b) 0.85 − 22.5.1.2 Vu ≤ ϕ(Vc + 0.66 22.5.5.1(a) Nu 0.17λ f c′ + 6 A bw d g Nu 0.53λ f c′ + 6 A bw d g Nu 2λ f c′ + 6 A bw d g 22.5.5.1(b) 1 3 λ ρ 0.66 ( ) w 1 3 λ ρ 2.1 ( ) w 1 3 8 λ ( ρ ) w 22.5.5.1(c) 1 3 0.66λ s λ (ρw ) 22.5.5.1.1 0.42λ f c′bw d 22.5.5.1.3 s 0.05 ( f c′ − 28) 0.85 − 7 f c′ bwd) f c′ + Nu bw d 6 Ag 2 d 1 254 1 f c′ bwdp + Vd + 22.5.6.2.1b Vci = 0.14λ 22.5.6.2.1c Vci = 0.17λ 22.5.6.21d I Mcre = (0.5λ yt 22.5.6.2.2 Vcw = (0.29λ 22.5.6.2.3 0.33λ f c′ + 22.5.8.6.2(b) Vs = 0.25 Vi M cre M max Nu bw d 6 Ag 2 d 1 25.4 1 Vci = 0.45λ f c′ bwd Vci = 0.53λ Vi M cre M max f c′ ≤ 8.3 MPa f c′ Nu bw d 6 Ag 2 1 1 d 10 f c′ bwd Vci = 1.7λ f c′ bwd f c′ bwd Vci = 2λ f c′ f c′ + fpe – fd) f c′ bwd Vcw = (3.5λ f c′ ≤ 27 kgf/cm2 f c′ f c′ bwd f c′ ≤ 100 psi vc = 4λsλ American Concrete Institute – Copyrighted © Material – www.concrete.org f c′ + fpe – fd) f c′ + 0.3fpc)bwdp + Vp f c′ Vs = 3 Vi M cre M max f c′ bwd I Mcre = (6λ yt 4λ vc = 1.1λsλ f c′ + f c′ bwdp + Vd + I Mcre = (1.6λ yt Vs = 0.8 Nu bw d 6 Ag Vci = 0.6λ f c′ + 0.3fpc)bwdp + Vp Vcw = (0.93λ f c′ + 0.3fpc)bwdp + Vp f c′ bwd f c′ bwd) f c′ + 1 3 8λ s λ (ρw ) s f c′ bwd 1.1λ 1000 5λ f c′bw d f c′ bwdp + Vd + f c′ + fpe – fd) 0.05 ( f c′ − 4000 ) Vu ≤ ϕ(Vc + 8 N bw d 6 Ag Vci = 0.16λ f c′ vc = 0.33λsλ f c′ + 1 3 2.1λ s λ (ρw ) s Vci = 0.05λ 22.6.5.2(a) f c′ bwd) 1.33λ f c′bw d 22.5.6.2.1a 22.6.3.1 0.85 − 70 Vu ≤ ϕ(Vc + 2.2 Nu bw d 6 Ag f c′ + 0.05 ( f c′ − 280) f c′ APPENDICES & REFERENCES SI-metric stress in MPa mks-metric stress in kgf/cm2 U.S. Customary units stress in pounds per square inch (psi) 2 vc 0.17 1 + λ s λ f c′ 22.6.5.2(b) = β 2 = vc 0.53 1 + λ s λ f c′ β 4 vc= 2 + λ s λ f c′ β α d vc 0.083 2 + s λ s λ f c′ 22.6.5.2(c) = bo α d = vc 0.27 2 + s λ s λ f c′ bo α d vc= 2 + s λ s λ f c′ bo 22.6.5.5 f c′ ≤ 19 kgf/cm2 ′ ≤ 5.8 MPa fpc ≤ 3.5 MPa f c′ ≤ 70 psi fpc ≤ 35 kgf/cm fpc ≤ 500 psi 2 f c′ + 0.3fpc + Vp/(bod) 22.6.5.5a vc = 0.29λs 22.6.5.5b α d vc = 0.083 1.5 + s λ bo f c′ vc = 0.93λs f c′ + 0.3fpc + Vp/(bod) α d vc = 0.27 1.5 + s λ bo vc = 3.5λs f c′ + 0.3fpc + Vp/(bod) α d f c′ = vc 1.5 + s λ f c′ bo + 0.3fpc + Vp/(bod) + 0.3fpc + Vp/(bod) + 0.3fpc + Vp/(bod) 22.6.6.1(a) and (e) 0.17λsλ ′ 0.53λsλ f c′ 2λsλ f c′ 22.6.6.1(b) 0.25λsλ f c′ 0.80λsλ f c′ 3λsλ f c′ 22.6.6.1(c) 0.33 0.17 + β λ s λ f c′ 1.06 0.53 + β λ s λ f c′ 4 2 + β λ s λ f c′ 22.6.6.1(d) 0.083α s d 0.17 + λ s λ f c′ b 0.27α s d 0.53 + λ s λ f c′ b αsd 2 + b λ s λ f c′ 22.6.6.2(a) Av b ≥ 0.17 f c′ o s f yt Av b ≥ 0.53 f c′ o s f yt Av b ≥ 2 f c′ o s f yt 22.6.6.2(b) Av b ≥ 0.17 f c′ o s f yt Av b ≥ 0.53 f c′ o s f yt Av b ≥ 2 f c′ o s f yt 22.6.6.3(a) ϕ0.5 f c′ ϕ1.6 f c′ ϕ6 f c′ 22.6.6.3(b) ϕ0.66 f c′ ϕ2.1 f c′ ϕ8 f c′ 22.6.8.3 Av b ≥ 0.17 f c′ o s f yt 22.7.2.1 f c′ ≤ 8.3 MPa o 22.7.4.1(a)(a) Tth = 0.083λ Acp2 f c′ pcp o Av b ≥ 0.53 f c′ o s f yt f c′ ≤ 27 kgf/cm2 Tth = 0.27λ Acp2 f c′ pcp o Av b ≥ 2 f c′ o s f yt f c′ ≤ 100 psi Tth = λ Acp2 f c′ pcp 0.083λ f c′ 22.7.4.1(a)(b) Tth = Acp2 f pc Tth = λ f c′ 1+ 1.1λ f c′ pcp Acp2 f pc f c′ 1+ 4λ f c′ pcp Acp2 Nu Tth = 0.27λ 0.083λ f c′ 22.7.4.1(a)(c) Tth = 1+ 0.33 Ag λ f c′ pcp Acp2 Nu f c′ 1+ 1.1Ag λ f c′ pcp Acp2 Nu f c′ 1+ p 4 Ag λ f c′ cp Acp2 f pc Tth = 0.27λ 1+ p 0.33λ f c′ cp Tth = λ American Concrete Institute – Copyrighted © Material – www.concrete.org C Conv. Tables Provision number ACI 318-25: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE Provision number U.S. Customary units stress in pounds per square inch (psi) SI-metric stress in MPa mks-metric stress in kgf/cm2 Ag2 f c′ p cp Ag2 f c′ p cp Tth = λ Ag2 f c′ p cp Ag2 f pc ′ T = 0.083 λ f Tth = 0.27λ 1 + 22.7.4.1(b)(b) th c 0.33λ f c′ pcp Ag2 f pc f c′ 1+ p 1.1λ f c′ cp Tth = λ Ag2 f pc f c′ 1+ 4λ f c′ pcp A2 Tth = 0.27λ f c′ Ag2 Nu 1 + p 1.1 A f c′ gλ cp Tth = λ Ag2 Nu f c′ 1+ p 4 Ag λ f c′ cp Acp2 f c′ pcp Tcr = 4λ Acp2 f c′ pcp 22.7.4.1(b)(a) Tth = 0.083λ g 0.083λ f c′ 1+ 22.7.4.1(b)(c) Tth = p cp Tth = 0.27λ Nu 0.33 Ag λ f c′ Acp2 f c′ pcp 22.7.5.1(a) Tcr = 0.33λ Tcr = λ 22.7.5.1(b) Acp2 f pc Tcr = 0.33λ f c′ Tcr = λ 1+ 0.33λ f c′ pcp Acp2 f pc f c′ 1+ 1.1λ f c′ pcp Tcr = 4λ Acp2 f pc f c′ 1+ 4λ f c′ pcp 22.7.5.1(c) Acp2 Nu Tcr = 0.33λ f c′ Tcr = λ 1+ p 0.33 A f c′ cp gλ Acp2 Nu f c′ 1+ p 1.1Ag λ f c′ cp Tcr = 4λ Acp2 Nu f c′ 1+ 4 Ag λ f c′ pcp 22.7.7.1a Vu Tu ph Vc b d + 1.7 A2 ≤ φ b d + 0.66 f c′ w w oh 22.7.7.1b 2 2 2 2 2 2 Vu Tu ph Vc b d + 1.7 A2 ≤ φ b d + 2 f c′ w w oh Vu Tu ph Vc b d + 1.7 A2 ≤ φ b d + 8 f c′ w w oh Vu Tu ph Vc b d + 1.7 A2 ≤ φ b d + 0.66 f c′ w w oh Vu Tu ph Vc b d + 1.7 A2 ≤ φ b d + 2 f c′ w w oh Vu Tu ph Vc b d + 1.7 A2 ≤ φ b d + 8 f c′ w w oh 22.9.4.4(b), (c), and (e) (3.3 + 0.08fc′)Ac 11Ac 5.5Ac (34 + 0.08fc′)Ac 110Ac 55Ac (480 + 0.08fc′)Ac 1600Ac 800Ac 23.4.4 Vu ≤ φ0.42 tan ( θ) λλ s 23.4.4.1 = λs 24.3.2 2 ≤ 1.0 1 + 0.004d Vu ≤ φ1.33 tan ( θ) λλ s 2 ≤ 1.0 1 + 0.04d = λs f c′bw d Vu ≤ φ5 tan ( θ) λλ s 2 = λs 1+ d 10 f c′bw d ≤ 1.0 280 – 2.5cc s = 380 f s 2800 s = 38 – 2.5cc f s 40, 000 s = 15 – 2.5cc f s 280 s = 300 f s 2800 s = 30 f s 40, 000 s = 12 f s ft ≤ 0.62 24.5.2.1 f c′bw d 0.62 f c′ ft ≤ 2 f c′ < ft ≤ 1.0 f c′ 2 f c′ f c′ < ft ≤ 3.2 ft ≤ 7.5 f c′ 7.5 f c′ f c′ < ft ≤ 12 ft > 1.0 f c′ ft > 3.2 f c′ ft > 12 f c′ ft ≤ 0.50 f c′ ft ≤ 1.6 f c′ ft ≤ 6 f c′ American Concrete Institute – Copyrighted © Material – www.concrete.org f c′ APPENDICES & REFERENCES 24.5.3.2 25.4.1.4 SI-metric stress in MPa U.S. Customary units stress in pounds per square inch (psi) mks-metric stress in kgf/cm2 0.50 f ci′ 1.6 f ci′ 6 f ci′ 0.25 f ci′ 0.8 f ci′ 3 f ci′ f c′ ≤ 8.3 MPa f c′ ≤ 100 psi f c′ ≤ 27 kgf/cm2 25.4.2.3 (top left) f yψt ψeψ g db 2.1λ f c′ f yψt ψeψ g db 6.6λ f c′ f yψt ψeψ g db 25λ f c′ 25.4.2.3 (top right) f yψt ψeψ g db 1.7λ f c′ f yψt ψeψ g db 5.3λ f c′ f yψt ψeψ g db 20λ f c′ 25.4.2.3 (lower left) f yψt ψeψ g db 1.4λ f c′ f yψt ψeψ g db 4.4λ f c′ 3 f yψt ψeψ g db 50λ f c′ 25.4.2.3 (lower right) f yψt ψeψ g db 1.1λ f c′ f yψt ψeψ g db 3.5λ f c′ 3 f yψt ψeψ g db 40λ f c′ 25.4.2.4a ℓd = fy ψt ψeψ sψ g 1.1λ f c′ cb + K tr d b db ℓd = fy ψt ψeψ sψ g 3.5λ f c′ cb + K tr d b db ℓd = 3 fy ψt ψeψ sψ g 40λ f c′ cb + K tr db db 25.4.3.1(a) f y e s cc r d 21 f b c f y e s cc r d 21 f b c f y ψeψr ψoψc d 50λ f ′ b c 25.4.4.2(a) y e p o c 1.5 d 37 f b c y e p o c 1.5 d 38 f b c y e p o c 1.5 d 90 f b c 25.4.4.3 0.01fc′ + 0.6 f c′ + 0.6 1055 f c′ + 0.6 15, 000 25.4.6.3(a) f y − 240 f y f y − 2460 fy f y − 35, 000 fy 25.4.7.2(b) f y Ab 3.3 λ f c′ s f y Ab λ f c′ s f y Ab 0.27 λ f c′ s 25.4.8.1(a) f se d + f ps − f se d b 21 b 7 f se d + f ps − f se d 210 b 70 b f se d + f ps − f se d 3000 b 1000 b 25.4.9.2(a) 0.24ψ r f y db λ f c′ 0.075ψ r f y db λ f c′ ψr fy db 50λ f c′ 25.4.9.2(b) 25.4.11.4 (0.043ψr fy)db kc = 15 or 17 (0.0044ψr fy)db kc = 15 or 17 (0.0003ψr fy)db kc = 35 or 40 American Concrete Institute – Copyrighted © Material – www.concrete.org C Conv. Tables Provision number ACI 318-25: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE Provision number SI-metric stress in MPa mks-metric stress in kgf/cm2 U.S. Customary units stress in pounds per square inch (psi) 25.5.5.1(a), (b) and (c) 0.071fydb 0.0073fydb 0.0005fydb (0.13fy – 24)db (0.013fy – 24)db (0.0009fy – 24)db 25.7.1.3(b) 0.17 db f yt db f yt 0.053 λ f c′ λ f c′ db f yt 0.014 λ f c′ 0.17 db f yt 0.053db f yt 0.014db f yt f c′ f c′ f c′ 25.9.4.5.1 fps = fse + 70 fps = fse + 700 fps = fse + 10,000 26.12.8.1 0.62 A.10.2b(ii) ℓp = 0.08hw + 0.022fydb ℓp = 0.08hw + 0.0021fydb ℓp = 0.08hw + 0.00015fydb A.11.3.2.1.1 Vne = 1.5Acv(0.17 λ f ce′ + ρt fye) Vne = 1.5Acv(0.53 λ f ce′ + ρt fye) Vne = 1.5Acv(2 λ f ce′ + ρt fye) 1.0Acv f ce′ 3.2Acv f ce′ 12Acv f ce′ 1.25Acv f ce′ 4.0Acv f ce′ 15Acv f ce′ A.11.3.2.2 2.1Acv f ce′ 6.6Acv f ce′ 25Acv f ce′ A.12.3.4 0.33Acv λ f c′ 1.1Acv λ f c′ 4Acv λ f c′ 0.5 f c′ 1.6 f c′ 6 f c′ fy fy fy 0.29 f c′ 0.93 f c′ 3.5 f c′ 25.7.1.8.3 A.11.3.2.1.2 B.13.2.2 B.13.9.2.2 f c′ 2 f c′ 7.5 American Concrete Institute – Copyrighted © Material – www.concrete.org f c′
0
advertisement
Download
advertisement
Add this document to collection(s)
You can add this document to your study collection(s)
Sign in Available only to authorized usersAdd this document to saved
You can add this document to your saved list
Sign in Available only to authorized users