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A.4.1.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 1, 2, 3 Y 4: 1 3 2 Mu = 53.82 Ton.m Vu = 0.55 20.37 Ton A.4.2.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE IZQUIERDO TRAMO 1, 2, 3 Y 4: 4 1 Mu = 3 2 70.98 Ton.m d = h-3-(5/8")/2 d= 51.206 Vu = 0.55 1 28.28 Ton d = h-3-(5/8")/2 d= 51.206 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As = Mu/(o*fy*(d-a/2) As = 0.00 31.109 5% 32.664 -5% 29.553 cantidad de fierros = As *d-0.17647*As^2/2-Mu/(o*fy) cm2 Paralelo al trafico se diseña este acero 16 fierros 5/8 @ 0.10 cm a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 41.845 cm2 5% 43.9375 -5% 39.753 Paralelo al trafico se diseña este acero cantidad de fierros = 21 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00608 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 8.608 Fierros = 8.-ACERO TRAS VERS AL S UPERI OR 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 45.4128 VERDADERO VERDADERO SI h<= 600 mm VERDADERO Fierros = 16 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR Analisis para un metro As = 0.00817 AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 11.58 12 3/8" @ 0.125 cm acero perpendicuar al trafico As >= 0.75*Ag/fy p= 7.- DI S EÑO DE ACERO TRANS VERS AL @ As >= 0.75*Ag/fy Analisis para un metro As = 0.33 cm ambos sentidos 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 45.4128 VERDADERO @ 0.33 cm ambos sentidos 4
A.4.3.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE DERECHO TRAMO 1, 2, 3 Y 4: 1 Mu = 3 2 81.03 Ton.m Vu = 0.55 31.76 Ton d = h-3-(5/8")/2 d= 51.206 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 48.355 cm2 5% 50.7723 -5% 45.937 Paralelo al trafico se diseña este acero cantidad de fierros = 24 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00944 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 13.38 Fierros = 19 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR As >= 0.75*Ag/fy Analisis para un metro As = 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 45.4128 VERDADERO @ 0.33 cm ambos sentidos 4
B.3.1.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 1 Y 3 M (+): 1 Mu = 3 2 37.44 Ton.m Vu = 0.45 27.03 Ton B.3.1.2.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 2 Y 4 M (-): 4 1 3 2 Mu = 37.44 Ton.m d = h-3-(5/8")/2 d= 41.206 Vu = 0.45 1 20.06 Ton d = h-3-(5/8")/2 d= 41.206 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 27.0136 cm2 5% 28.3642 -5% 25.6629 Paralelo al trafico se diseña este acero cantidad de fierros = 14 fierros 5/8 @ 0.10 cm a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 27.0136 cm2 5% 28.3642 -5% 25.6629 Paralelo al trafico se diseña este acero cantidad de fierros = 14 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00656 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm 8.-ACERO TRAS VERS AL S UPERI OR 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO SI h<= 600 mm VERDADERO Fierros = 11 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR Analisis para un metro As = VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 7.475 11 3/8" @ 0.125 cm acero perpendicuar al trafico As >= 0.75*Ag/fy 0.00656 7.- DI S EÑO DE ACERO TRANS VERS AL VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 7.475 Fierros = p= @ As >= 0.75*Ag/fy Analisis para un metro As = 0.33 cm ambos sentidos 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
B.3.1.3.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 1 Y 3 M (-): 1 3 2 Mu = 43.53 Ton.m Vu = 0.45 30.82 Ton B.3.1.4.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 2 Y 4 M (-): 4 1 3 2 Mu = 43.53 Ton.m d = h-3-(5/8")/2 d= 41.206 Vu = 0.45 1 23.32 Ton d = h-3-(5/8")/2 d= 41.206 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 31.7493 cm2 5% 33.3368 -5% 30.1619 Paralelo al trafico se diseña este acero cantidad de fierros = 16 fierros 5/8 @ 0.10 cm a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 31.7493 cm2 5% 33.3368 -5% 30.1619 Paralelo al trafico se diseña este acero cantidad de fierros = 16 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00770 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm p= 0.00770 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL VERDADERO SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 8.785 AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 8.785 Fierros = Fierros = 12 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR As >= 0.75*Ag/fy 8.-ACERO TRAS VERS AL S UPERI OR Analisis para un metro As = 0.4464 Fierros = 1 cm2 3/8" 12 3/8" @ 0.125 cm acero perpendicuar al trafico @ As >= 0.75*Ag/fy Analisis para un metro As = 0.33 cm ambos sentidos 0.4464 Fierros = 1 9.- CHEQUEO POR CORTE: 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu cm2 3/8" Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
B.3.2.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE IZQUIERDO TRAMO 1 Y 3 M (+): 1 Mu = 3 2 84.90 Ton.m Vu = 0.45 20.80 Ton B.3.2.2.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE IZQUIERDO TRAMO 2 Y 4 M (+): 4 1 Mu = 3 2 84.90 Ton.m d = h-3-(5/8")/2 d= 41.206 Vu = 0.45 18.10 Ton d = h-3-(5/8")/2 d= 41.206 1 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 67.457 cm2 5% 70.8303 -5% 64.085 Paralelo al trafico se diseña este acero cantidad de fierros = 34 fierros 5/8 @ 0.10 cm a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 67.457 cm2 5% 70.8303 -5% 64.085 Paralelo al trafico se diseña este acero cantidad de fierros = 34 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.01637 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm VERDADERO 26 3/8" @ 0.125 cm acero perpendicuar al trafico As = Analisis para un metro 0.4464 Fierros = 1 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO SI h<= 600 mm Fierros = VERDADERO 26 3/8" @ 0.125 cm acero perpendicuar al trafico @ As >= 0.75*Ag/fy Analisis para un metro As = cm2 3/8" VERDADERO 8.-ACERO TRAS VERS AL S UPERI OR 8.-ACERO TRAS VERS AL S UPERI OR As >= 0.75*Ag/fy 0.01637 AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 18.67 AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 18.67 Fierros = p= 7.- DI S EÑO DE ACERO TRANS VERS AL 0.33 cm ambos sentidos 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
B.3.2.3.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE DERECHO TRAMO 1 Y 3 M (+): 1 3 2 Mu = 54.54 Ton.m Vu = B.3.2.4.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE DERECHO TRAMO 2 Y 4 M (+): 4 34.98 Ton 1 Mu = 3 2 54.54 Ton.m d = h-3-(5/8")/2 0.45 d= 41.206 Vu = 26.95 Ton d = h-3-(5/8")/2 0.45 d= 41.206 1 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 40.606 cm2 5% 42.6362 -5% 38.576 Paralelo al trafico se diseña este acero cantidad de fierros = 20 fierros 5/8 @ 0.10 cm a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 40.606 cm2 5% 42.6362 -5% 38.576 Paralelo al trafico se diseña este acero cantidad de fierros = 20 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00985 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm 8.-ACERO TRAS VERS AL S UPERI OR 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO SI h<= 600 mm VERDADERO Fierros = 16 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR Analisis para un metro As = VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 11.24 16 3/8" @ 0.125 cm acero perpendicuar al trafico As >= 0.75*Ag/fy 0.00985 7.- DI S EÑO DE ACERO TRANS VERS AL VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 11.24 Fierros = p= @ As >= 0.75*Ag/fy Analisis para un metro As = 0.33 cm ambos sentidos 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
C.3.1.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 1 Y 4 M (+): 1 3 2 Mu = 38.69 Ton.m Vu = 0.45 26.72 Ton d = h-3-(5/8")/2 d= 41.206 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 27.9767 cm2 5% 29.3755 -5% 26.5779 Paralelo al trafico se diseña este acero cantidad de fierros = 14 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00679 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 7.741 Fierros = 11 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR As >= 0.75*Ag/fy Analisis para un metro As = 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
C.3.1.2.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 2 Y 3 M (+): 1 3 2 Mu = 26.36 Ton.m Vu = 0.45 23.13 Ton C.3.1.3.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 1 Y 4 M (-): 4 1 Mu = 44.38 Ton.m d = h-3-(5/8")/2 d= 41.206 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 0.00453 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm d = h-3-(5/8")/2 d= 41.206 8.-ACERO TRAS VERS AL S UPERI OR Fierros = 1 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu VERDADERO 0.00787 @ VERDADERO 0.33 cm ambos sentidos VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 8.97 13 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR Analisis para un metro As = 0.4464 Fierros = cm2 3/8" p= 7.- DI S EÑO DE ACERO TRANS VERS AL As >= 0.75*Ag/fy Analisis para un metro 0.4464 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Fierros = 7 3/8" @ 0.125 cm acero perpendicuar al trafico As = a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 32.4192 cm2 5% 34.0401 -5% 30.7982 Paralelo al trafico se diseña este acero cantidad de fierros = 16 fierros 5/8 @ 0.10 cm SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 5.165 36.5442 Ton Cheque de cuantia maxima: Cheque de cuantia maxima: As >= 0.75*Ag/fy 30.52 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 18.665 cm2 5% 19.5983 -5% 17.7318 Paralelo al trafico se diseña este acero cantidad de fierros = 9 fierros 5/8 @ 0.10 cm Fierros = Vu = 0.45 1 p= 3 2 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
C.3.1.4.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 2 Y 3 M (-): 1 3 2 Mu = 35.66 Ton.m Vu = 0.45 26.73 Ton C.3.2.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE IZQUIERDO TRAMO 1 Y 4 M (-): 4 1 Mu = 3 2 49.90 Ton.m d = h-3-(5/8")/2 d= 41.206 Vu = 0.45 1 30.35 Ton d = h-3-(5/8")/2 d= 41.206 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 25.6498 cm2 5% 26.9322 -5% 24.3673 Paralelo al trafico se diseña este acero cantidad de fierros = 13 fierros 5/8 @ 0.10 cm a = As*fy/(0.85*f¨c*b) a= 0.176 As As = Mu/(o*fy*(d-a/2) As = 0.00 36.825 5% 38.666 -5% 34.984 cantidad de fierros = As *d-0.17647*As^2/2-Mu/(o*fy) cm2 Paralelo al trafico se diseña este acero 18 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00622 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm p= 0.00894 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL VERDADERO SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 7.097 AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 10.19 Fierros = Fierros = 10 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR As >= 0.75*Ag/fy 8.-ACERO TRAS VERS AL S UPERI OR Analisis para un metro As = 0.4464 Fierros = 1 cm2 3/8" 14 3/8" @ 0.125 cm acero perpendicuar al trafico @ As >= 0.75*Ag/fy Analisis para un metro As = 0.33 cm ambos sentidos 0.4464 Fierros = 1 9.- CHEQUEO POR CORTE: 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu cm2 3/8" Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
C.3.2.2.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE IZQUIERDO TRAMO 2 Y 3 M (-): 1 Mu = 3 2 36.17 Ton.m Vu = 24.17 Ton C.3.3.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE DERECHO TRAMO 1 Y 4 M (-): 4 1 Mu = 3 2 56.11 Ton.m d = h-3-(5/8")/2 0.45 d= 41.206 Vu = 34.69 Ton d = h-3-(5/8")/2 0.45 d= 41.206 1 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 26.040 cm2 5% 27.3416 -5% 24.738 Paralelo al trafico se diseña este acero cantidad de fierros = 13 fierros 5/8 @ 0.10 cm a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 41.902 cm2 5% 43.9973 -5% 39.807 Paralelo al trafico se diseña este acero cantidad de fierros = 21 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00632 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 7.205 Fierros = 8.-ACERO TRAS VERS AL S UPERI OR 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO VERDADERO SI h<= 600 mm VERDADERO Fierros = 16 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR Analisis para un metro As = 0.01017 AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 11.59 10 3/8" @ 0.125 cm acero perpendicuar al trafico As >= 0.75*Ag/fy p= 7.- DI S EÑO DE ACERO TRANS VERS AL @ As >= 0.75*Ag/fy Analisis para un metro As = 0.33 cm ambos sentidos 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
C.3.3.2.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE DERECHO TRAMO 2 Y 3 M (-): 1 Mu = 3 2 39.08 Ton.m Vu = 30.72 Ton d = h-3-(5/8")/2 0.45 d= 41.206 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 28.278 cm2 5% 29.6921 -5% 26.864 Paralelo al trafico se diseña este acero cantidad de fierros = 14 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00686 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 7.825 Fierros = 11 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR As >= 0.75*Ag/fy Analisis para un metro As = 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4

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Calculo 1

  • 1. A.4.1.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 1, 2, 3 Y 4: 1 3 2 Mu = 53.82 Ton.m Vu = 0.55 20.37 Ton A.4.2.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE IZQUIERDO TRAMO 1, 2, 3 Y 4: 4 1 Mu = 3 2 70.98 Ton.m d = h-3-(5/8")/2 d= 51.206 Vu = 0.55 1 28.28 Ton d = h-3-(5/8")/2 d= 51.206 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As = Mu/(o*fy*(d-a/2) As = 0.00 31.109 5% 32.664 -5% 29.553 cantidad de fierros = As *d-0.17647*As^2/2-Mu/(o*fy) cm2 Paralelo al trafico se diseña este acero 16 fierros 5/8 @ 0.10 cm a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 41.845 cm2 5% 43.9375 -5% 39.753 Paralelo al trafico se diseña este acero cantidad de fierros = 21 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00608 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 8.608 Fierros = 8.-ACERO TRAS VERS AL S UPERI OR 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 45.4128 VERDADERO VERDADERO SI h<= 600 mm VERDADERO Fierros = 16 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR Analisis para un metro As = 0.00817 AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 11.58 12 3/8" @ 0.125 cm acero perpendicuar al trafico As >= 0.75*Ag/fy p= 7.- DI S EÑO DE ACERO TRANS VERS AL @ As >= 0.75*Ag/fy Analisis para un metro As = 0.33 cm ambos sentidos 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 45.4128 VERDADERO @ 0.33 cm ambos sentidos 4
  • 2. A.4.3.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE DERECHO TRAMO 1, 2, 3 Y 4: 1 Mu = 3 2 81.03 Ton.m Vu = 0.55 31.76 Ton d = h-3-(5/8")/2 d= 51.206 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 48.355 cm2 5% 50.7723 -5% 45.937 Paralelo al trafico se diseña este acero cantidad de fierros = 24 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00944 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 13.38 Fierros = 19 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR As >= 0.75*Ag/fy Analisis para un metro As = 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 45.4128 VERDADERO @ 0.33 cm ambos sentidos 4
  • 3. B.3.1.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 1 Y 3 M (+): 1 Mu = 3 2 37.44 Ton.m Vu = 0.45 27.03 Ton B.3.1.2.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 2 Y 4 M (-): 4 1 3 2 Mu = 37.44 Ton.m d = h-3-(5/8")/2 d= 41.206 Vu = 0.45 1 20.06 Ton d = h-3-(5/8")/2 d= 41.206 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 27.0136 cm2 5% 28.3642 -5% 25.6629 Paralelo al trafico se diseña este acero cantidad de fierros = 14 fierros 5/8 @ 0.10 cm a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 27.0136 cm2 5% 28.3642 -5% 25.6629 Paralelo al trafico se diseña este acero cantidad de fierros = 14 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00656 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm 8.-ACERO TRAS VERS AL S UPERI OR 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO SI h<= 600 mm VERDADERO Fierros = 11 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR Analisis para un metro As = VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 7.475 11 3/8" @ 0.125 cm acero perpendicuar al trafico As >= 0.75*Ag/fy 0.00656 7.- DI S EÑO DE ACERO TRANS VERS AL VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 7.475 Fierros = p= @ As >= 0.75*Ag/fy Analisis para un metro As = 0.33 cm ambos sentidos 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
  • 4. B.3.1.3.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 1 Y 3 M (-): 1 3 2 Mu = 43.53 Ton.m Vu = 0.45 30.82 Ton B.3.1.4.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 2 Y 4 M (-): 4 1 3 2 Mu = 43.53 Ton.m d = h-3-(5/8")/2 d= 41.206 Vu = 0.45 1 23.32 Ton d = h-3-(5/8")/2 d= 41.206 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 31.7493 cm2 5% 33.3368 -5% 30.1619 Paralelo al trafico se diseña este acero cantidad de fierros = 16 fierros 5/8 @ 0.10 cm a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 31.7493 cm2 5% 33.3368 -5% 30.1619 Paralelo al trafico se diseña este acero cantidad de fierros = 16 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00770 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm p= 0.00770 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL VERDADERO SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 8.785 AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 8.785 Fierros = Fierros = 12 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR As >= 0.75*Ag/fy 8.-ACERO TRAS VERS AL S UPERI OR Analisis para un metro As = 0.4464 Fierros = 1 cm2 3/8" 12 3/8" @ 0.125 cm acero perpendicuar al trafico @ As >= 0.75*Ag/fy Analisis para un metro As = 0.33 cm ambos sentidos 0.4464 Fierros = 1 9.- CHEQUEO POR CORTE: 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu cm2 3/8" Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
  • 5. B.3.2.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE IZQUIERDO TRAMO 1 Y 3 M (+): 1 Mu = 3 2 84.90 Ton.m Vu = 0.45 20.80 Ton B.3.2.2.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE IZQUIERDO TRAMO 2 Y 4 M (+): 4 1 Mu = 3 2 84.90 Ton.m d = h-3-(5/8")/2 d= 41.206 Vu = 0.45 18.10 Ton d = h-3-(5/8")/2 d= 41.206 1 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 67.457 cm2 5% 70.8303 -5% 64.085 Paralelo al trafico se diseña este acero cantidad de fierros = 34 fierros 5/8 @ 0.10 cm a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 67.457 cm2 5% 70.8303 -5% 64.085 Paralelo al trafico se diseña este acero cantidad de fierros = 34 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.01637 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm VERDADERO 26 3/8" @ 0.125 cm acero perpendicuar al trafico As = Analisis para un metro 0.4464 Fierros = 1 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO SI h<= 600 mm Fierros = VERDADERO 26 3/8" @ 0.125 cm acero perpendicuar al trafico @ As >= 0.75*Ag/fy Analisis para un metro As = cm2 3/8" VERDADERO 8.-ACERO TRAS VERS AL S UPERI OR 8.-ACERO TRAS VERS AL S UPERI OR As >= 0.75*Ag/fy 0.01637 AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 18.67 AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 18.67 Fierros = p= 7.- DI S EÑO DE ACERO TRANS VERS AL 0.33 cm ambos sentidos 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
  • 6. B.3.2.3.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE DERECHO TRAMO 1 Y 3 M (+): 1 3 2 Mu = 54.54 Ton.m Vu = B.3.2.4.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE DERECHO TRAMO 2 Y 4 M (+): 4 34.98 Ton 1 Mu = 3 2 54.54 Ton.m d = h-3-(5/8")/2 0.45 d= 41.206 Vu = 26.95 Ton d = h-3-(5/8")/2 0.45 d= 41.206 1 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 40.606 cm2 5% 42.6362 -5% 38.576 Paralelo al trafico se diseña este acero cantidad de fierros = 20 fierros 5/8 @ 0.10 cm a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 40.606 cm2 5% 42.6362 -5% 38.576 Paralelo al trafico se diseña este acero cantidad de fierros = 20 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00985 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm 8.-ACERO TRAS VERS AL S UPERI OR 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO SI h<= 600 mm VERDADERO Fierros = 16 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR Analisis para un metro As = VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 11.24 16 3/8" @ 0.125 cm acero perpendicuar al trafico As >= 0.75*Ag/fy 0.00985 7.- DI S EÑO DE ACERO TRANS VERS AL VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 11.24 Fierros = p= @ As >= 0.75*Ag/fy Analisis para un metro As = 0.33 cm ambos sentidos 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
  • 7. C.3.1.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 1 Y 4 M (+): 1 3 2 Mu = 38.69 Ton.m Vu = 0.45 26.72 Ton d = h-3-(5/8")/2 d= 41.206 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 27.9767 cm2 5% 29.3755 -5% 26.5779 Paralelo al trafico se diseña este acero cantidad de fierros = 14 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00679 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 7.741 Fierros = 11 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR As >= 0.75*Ag/fy Analisis para un metro As = 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
  • 8. C.3.1.2.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 2 Y 3 M (+): 1 3 2 Mu = 26.36 Ton.m Vu = 0.45 23.13 Ton C.3.1.3.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 1 Y 4 M (-): 4 1 Mu = 44.38 Ton.m d = h-3-(5/8")/2 d= 41.206 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 0.00453 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm d = h-3-(5/8")/2 d= 41.206 8.-ACERO TRAS VERS AL S UPERI OR Fierros = 1 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu VERDADERO 0.00787 @ VERDADERO 0.33 cm ambos sentidos VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 8.97 13 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR Analisis para un metro As = 0.4464 Fierros = cm2 3/8" p= 7.- DI S EÑO DE ACERO TRANS VERS AL As >= 0.75*Ag/fy Analisis para un metro 0.4464 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Fierros = 7 3/8" @ 0.125 cm acero perpendicuar al trafico As = a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 32.4192 cm2 5% 34.0401 -5% 30.7982 Paralelo al trafico se diseña este acero cantidad de fierros = 16 fierros 5/8 @ 0.10 cm SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 5.165 36.5442 Ton Cheque de cuantia maxima: Cheque de cuantia maxima: As >= 0.75*Ag/fy 30.52 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 18.665 cm2 5% 19.5983 -5% 17.7318 Paralelo al trafico se diseña este acero cantidad de fierros = 9 fierros 5/8 @ 0.10 cm Fierros = Vu = 0.45 1 p= 3 2 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
  • 9. C.3.1.4.- DISEÑO DE ACERO POR FLEXIÓN FRANJA INTERIOR TRAMO 2 Y 3 M (-): 1 3 2 Mu = 35.66 Ton.m Vu = 0.45 26.73 Ton C.3.2.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE IZQUIERDO TRAMO 1 Y 4 M (-): 4 1 Mu = 3 2 49.90 Ton.m d = h-3-(5/8")/2 d= 41.206 Vu = 0.45 1 30.35 Ton d = h-3-(5/8")/2 d= 41.206 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 25.6498 cm2 5% 26.9322 -5% 24.3673 Paralelo al trafico se diseña este acero cantidad de fierros = 13 fierros 5/8 @ 0.10 cm a = As*fy/(0.85*f¨c*b) a= 0.176 As As = Mu/(o*fy*(d-a/2) As = 0.00 36.825 5% 38.666 -5% 34.984 cantidad de fierros = As *d-0.17647*As^2/2-Mu/(o*fy) cm2 Paralelo al trafico se diseña este acero 18 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00622 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm p= 0.00894 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL VERDADERO SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 7.097 AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 10.19 Fierros = Fierros = 10 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR As >= 0.75*Ag/fy 8.-ACERO TRAS VERS AL S UPERI OR Analisis para un metro As = 0.4464 Fierros = 1 cm2 3/8" 14 3/8" @ 0.125 cm acero perpendicuar al trafico @ As >= 0.75*Ag/fy Analisis para un metro As = 0.33 cm ambos sentidos 0.4464 Fierros = 1 9.- CHEQUEO POR CORTE: 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu cm2 3/8" Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
  • 10. C.3.2.2.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE IZQUIERDO TRAMO 2 Y 3 M (-): 1 Mu = 3 2 36.17 Ton.m Vu = 24.17 Ton C.3.3.1.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE DERECHO TRAMO 1 Y 4 M (-): 4 1 Mu = 3 2 56.11 Ton.m d = h-3-(5/8")/2 0.45 d= 41.206 Vu = 34.69 Ton d = h-3-(5/8")/2 0.45 d= 41.206 1 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 26.040 cm2 5% 27.3416 -5% 24.738 Paralelo al trafico se diseña este acero cantidad de fierros = 13 fierros 5/8 @ 0.10 cm a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 41.902 cm2 5% 43.9973 -5% 39.807 Paralelo al trafico se diseña este acero cantidad de fierros = 21 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00632 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 7.205 Fierros = 8.-ACERO TRAS VERS AL S UPERI OR 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO VERDADERO SI h<= 600 mm VERDADERO Fierros = 16 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR Analisis para un metro As = 0.01017 AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 11.59 10 3/8" @ 0.125 cm acero perpendicuar al trafico As >= 0.75*Ag/fy p= 7.- DI S EÑO DE ACERO TRANS VERS AL @ As >= 0.75*Ag/fy Analisis para un metro As = 0.33 cm ambos sentidos 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4
  • 11. C.3.3.2.- DISEÑO DE ACERO POR FLEXIÓN FRANJA DE BORDE DERECHO TRAMO 2 Y 3 M (-): 1 Mu = 3 2 39.08 Ton.m Vu = 30.72 Ton d = h-3-(5/8")/2 0.45 d= 41.206 1 a = As*fy/(0.85*f¨c*b) a= 0.176 As As *d-0.17647*As^2/2-Mu/(o*fy) As = Mu/(o*fy*(d-a/2) As = 0.00 28.278 cm2 5% 29.6921 -5% 26.864 Paralelo al trafico se diseña este acero cantidad de fierros = 14 fierros 5/8 @ 0.10 cm Cheque de cuantia maxima: Pmax =0.75*[0.85*B1*f¨c*(6117/(6117+fy))/fy] Pmax = 0.0214 p= 0.00686 VERDADERO 7.- DI S EÑO DE ACERO TRANS VERS AL SI h<= 600 mm VERDADERO AST < 1750/(L^0.5) <= 50% > As AST = 27.67 As Ast = 7.825 Fierros = 11 3/8" @ 0.125 cm acero perpendicuar al trafico 8.-ACERO TRAS VERS AL S UPERI OR As >= 0.75*Ag/fy Analisis para un metro As = 0.4464 Fierros = 1 cm2 3/8" 9.- CHEQUEO POR CORTE: Vs + Vc >= Vu 0.53*(f´c^0.5)*bw*d>= Vu 36.5442 VERDADERO @ 0.33 cm ambos sentidos 4