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The document describes the design of steel reinforcement for different sections of a structure over 4 spans. It includes the calculation of steel required for flexure and shear for the interior strip and edge strips on the left and right sides of each span. Design checks such as checking the steel ratio and steel quantity are also presented. Reinforcement details such as bar diameter and spacing are provided.

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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