MEMORIA DE CÁLCULO VIGAS AMARRE ENTREPISO
39
UNIVERSIDAD AUTONOMA DE NUEVO LEON FACULTAD DE ARQUITECTURA ING. DAVID RAMIREZ TEMA: CALCULO DE LOSA DE ENTRE PISO Evaluación de la carga de servicio LOSA ENTREPISO CV= 300 Kg/m2 CM= P.P. Piso Cerámico= 40 Kg/m2 (15 a 45 Kg/m2) P.P. Empastado / Nivelar Piso= 100 Kg/m2 (60 a 160 Kg/m2) P.P. Losa Solida Concreto= Espesor= 240 Kg/m2 (.10 x 2400 = 240 Kg/m2) P.P. Lámina Galvanizada C-24 (Según Catalogo)= 5.70 Kg/m2 P.P. Vigas Joist (Según Catalogo)= 11 Kg/m2 (13.20 / 1.20= 11 Kg/m2) P.P. Ductos A/C= 35 Kg/m2 (20 a 40 Kg/m2) P.P. Muro Divisorio= 90 Kg/m2 P.P. Plafón Cielo (Panel Yeso)= 7.76 Kg/m2 (23.80 / 1.22x2.75= 7.76Kg/m2) P.P. Elementos Secundarios= 10 Kg/m2 (5 a 10 Kg/m2) CM= 539.46 Kg/m2 Carga de Servicio Losa Entrepiso: Ws= 539.46 + 300 = 839.46 = 840 Kg/m2 EQUIPO # 2 JUAN CARLOS LEURA ESPINOSA JESUS ARTEMIO CARRANZA SILVA MIGUEL ALEJANDRO CARRANZA MENDOZA LUIS ALAIN COBA REYES PAG:
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Trabajo escolar. Memoria de cálculo para vigas de amarre de entrepiso.
Transcript of MEMORIA DE CÁLCULO VIGAS AMARRE ENTREPISO
UNIVERSIDAD AUTONOMA DE NUEVO LEONFACULTAD DE ARQUITECTURAING. DAVID RAMIREZTEMA: CALCULO DE LOSA DE ENTRE PISO
Evaluacin de la carga de servicio LOSA ENTREPISOCV= 300 Kg/m2CM=P.P. Piso Cermico= 40 Kg/m2(15 a 45 Kg/m2)P.P. Empastado / Nivelar Piso= 100 Kg/m2(60 a 160 Kg/m2)P.P. Losa Solida Concreto= Espesor= 240 Kg/m2(.10 x 2400 = 240 Kg/m2)P.P. Lmina Galvanizada C-24 (Segn Catalogo)= 5.70 Kg/m2P.P. Vigas Joist (Segn Catalogo)= 11 Kg/m2(13.20 / 1.20= 11 Kg/m2)P.P. Ductos A/C= 35 Kg/m2(20 a 40 Kg/m2)P.P. Muro Divisorio= 90 Kg/m2P.P. Plafn Cielo (Panel Yeso)= 7.76 Kg/m2(23.80 / 1.22x2.75= 7.76Kg/m2)P.P. Elementos Secundarios= 10 Kg/m2(5 a 10 Kg/m2)CM= 539.46 Kg/m2Carga de Servicio Losa Entrepiso:Ws= 539.46 + 300 = 839.46 = 840 Kg/m2
EVALUACION DE LA CARGA LTIMA DE DISEO:VA-1 ENTREPISOWs VA-1 = (Ws Entrepiso) (At) + (P.P. VA-1) + (P.P. Muro perimetral)Ws VA-1 = (840) (1.95) + (40) + (12.5 x 18 x 3.8 )Ws VA1 = 2533 Kg / ml
5.50
Reacciones = Wl / 2 = 2533 (5.5) / 2 = 6966 KgMomento Mayor = Wl^2 /8 = 2533 (5.5)^2 / 8 = 9578 Kg/MModulo Secc. Sxx = MMax (100) / Fb = 9578(100) / 1520 = 630 cms2
Propone Perfil IPR 12 x 6 1/2 Seccin: 311 mm x 167 mmPeso: 53.7 Kg. / Ml rea: 68.32 cms2Sx: 752 > 630 cms3Ix: 11687 cms4Rx: 13.08 cm
REVISIN POR DEFLEXION (Flecha Mx.):Mx. = 5WL^4 / 384EI = < AP = L/360 = Perm.E= 2,100,000 Kg./cm3Amax. = 5 (2533) (5.5)^4 / 384 (2,100,000) (11687)Amax. = 1.23 cm < Perm. = 550/360 = 1.53 cms.
Revisin por Corte:Fv= Vmax./ rea = 6966 / 68.32 = 101.96 < Fv= 1050 Kg/cm2
EVALUACION DE LA CARGA LTIMA DE DISEO:VA-2 ENTREPISOWs VA-2 = (Ws Entrepiso) (At) + (P.P. VA-2) + (P.P. Muro perimetral)Ws VA-2 = (840) (1.95) + (40) + (12.5 x 18 x 3.8 )Ws VA-2 = 2533 Kg / ml
3.80
Reacciones = Wl / 2 = 2533 (3.8) / 2 = 4813 KgMomento Mayor = Wl^2 /8 = 2533 (3.8)^2 / 8 = 4572 Kg/MModulo Secc. Sxx = MMax (100) / Fb = 4572 (100) / 1520 = 301 cms2
Propone Perfil IPR 10 x 5 3/4 Seccin: 251 mm x 146 mmPeso: 31.3 Kg. / Ml rea: 39.93 cms2Sx: 352 > 301 cms3Ix: 4454 cms4Rx: 10.52 cm
REVISIN POR DEFLEXION (Flecha Mx.):Mx. = 5WL^4 / 384EI = < AP = L/360 = Perm.E= 2,100,000 Kg./cm3Amax. = 5 (2533) (3.8)^4 / 384 (2,100,000) (4454)Amax. = .73 cm < Perm. = 380/360 = 1.05 cms.
Revisin por Corte:Fv= Vmax./ rea = 4813 / 39.93 = 120.53 < Fv= 1050 Kg/cm2
EVALUACION DE LA CARGA LTIMA DE DISEO:VA-3 ENTREPISOWs VA-3 = (Ws Entrepiso) (At) + (P.P. VA-3) + (P.P. Muro perimetral)Ws VA-3 = (840) (3.45) + (50) + (12.5 x 18 x 3.8 )Ws VA-3 = 3803 Kg / ml4.50
Reacciones = Wl / 2 = 3803 (4.5) / 2 = 8557 KgMomento Mayor = Wl^2 /8 = 3803 (4.5)^2 / 8 = 9626 Kg/MModulo Secc. Sxx = MMax (100) / Fb = 9626 (100) / 1520 = 633 cms2
Propone Perfil IPR 12 x 6 1/2 Seccin: 311 mm x 167 mmPeso: 53.7 Kg. / Ml rea: 68.32 cms2Sx: 752 > 633 cms3Ix: 11687 cms4Rx: 13.08 cm
REVISIN POR DEFLEXION (Flecha Mx.):Mx. = 5WL^4 / 384EI = < AP = L/360 = Perm.E= 2,100,000 Kg./cm3Amax. = 5 (3803) (4.5)^4 / 384 (2,100,000) (11687)Amax. = .83 cm < Perm. = 450/360 = 1.25 cms.
Revisin por Corte:Fv= Vmax./ rea = 8557 / 68.32 = 125.25 < Fv= 1050 Kg/cm2
EVALUACION DE LA CARGA LTIMA DE DISEO:VA-4 ENTREPISOWs VA-4 = (Ws Entrepiso) (At) + (P.P. VA-4)Ws VA-4 = (840) (8.425) + (75)Ws VA-4 = 7152 Kg / ml5.50
Reacciones = Wl / 2 = 7152 (5.5) / 2 = 19668 KgMomento Mayor = Wl^2 /8 = 7152 (5.5)^2 / 8 = 27044 Kg/MModulo Secc. Sxx = MMax (100) / Fb = 27044(100) / 1520 = 1779 cms2
Propone Perfil IPR 18 x 8 3/4 Seccin: 454 mm x 221 mmPeso: 95.4 Kg. / Ml rea: 121.29 cms2Sx: 1917 > 1779 cms3Ix: 43529 cms4Rx: 18.95 cm
REVISIN POR DEFLEXION (Flecha Mx.):Mx. = 5WL^4 / 384EI = < AP = L/360 = Perm.E= 2,100,100 Kg./cm3Amax. = 5 (7152) (5.5)^4 / 384 (2,100,000) (43529)Amax. = .93 cm < Perm. = 550/360 = 1.53 cms.
Revisin por Corte:Fv= Vmax./ rea = 19668 / 121.29 = 162 < Fv= 1050 Kg/cm2
EVALUACION DE LA CARGA LTIMA DE DISEO:VA-5 ENTREPISOWs VA-5 = (Ws Entrepiso) (At) + (P.P. VA-5)Ws VA-5 = (840) (8.425) + (75)Ws VA-5 = 7152 Kg / ml3.80
Reacciones = Wl / 2 = 7152 (3.8) / 2 = 13589 KgMomento Mayor = Wl^2 /8 = 7152 (3.8)^2 / 8 = 12909 Kg/MModulo Secc. Sxx = MMax (100) / Fb = 12909(100) / 1520 = 849 cms2
Propone Perfil IPR 12 x 8 Seccin: 306 mm x 204 mmPeso: 67.1 Kg. / Ml rea: 85.42 cms2Sx: 953 > 849 cms3Ix: 14600 cms4Rx: 13.08 cm
REVISIN POR DEFLEXION (Flecha Mx.):Mx. = 5WL^4 / 384EI = < AP = L/360 = Perm.E= 2,100,100 Kg./cm3Amax. = 5 (7152) (3.8)^4 / 384 (2,100,000) (14600)Amax. = .63 cm < Perm. = 380/360 = 1.05 cms.
Revisin por Corte:Fv= Vmax./ rea = 13589 / 85.42 = 159 < Fv= 1050 Kg/cm2
EVALUACION DE LA CARGA LTIMA DE DISEO:VA-6 ENTREPISOWs VA-6 = (Ws Entrepiso) (At) + (P.P. VA-6) Ws VA-6 = (840) (6.475) + (50)Ws VA-6 = 5489 Kg / ml2.35
Reacciones = Wl / 2 = 5489 (2.35) / 2 = 6450 KgMomento Mayor = Wl^2 /8 = 5489 (2.35)^2 / 8 = 3789 Kg/MModulo Secc. Sxx = MMax (100) / Fb = 3789 (100) / 1520 = 249 cms2
Propone Perfil IPR 10 x 4 Seccin: 260 mm x 102 mmPeso: 28.3 Kg. / Ml rea: 36.19 cms2Sx: 308 > 249 cms3Ix: 4004 cms4Rx: 10.52 cm
REVISIN POR DEFLEXION (Flecha Mx.):Mx. = 5WL^4 / 384EI = < AP = L/360 = Perm.E= 2,100,100 Kg./cm3Amax. = 5 (5489) (2.35)^4 / 384 (2,100,000) (4004)Amax. = .26 cm < Perm. = 235/360 = .65 cms.
Revisin por Corte:Fv= Vmax./ rea = 6450 / 36.19 = 178 < Fv= 1050 Kg/cm2
EVALUACION DE LA CARGA LTIMA DE DISEO:VA-7 ENTREPISOWs VA-7 = (Ws Entrepiso) (At) + (P.P. VA-7) + (P.P. Muro Perimetral)Ws VA-7 = (840) (5.525) + (50) + (12.5 x 18 x 3.8 )Ws VA-7 = 5546 Kg / ml3.50
Reacciones = Wl / 2 = 5546 (3.5) / 2 = 9706 KgMomento Mayor = Wl^2 /8 = 5546 (3.5)^2 / 8 = 8492 Kg/MModulo Secc. Sxx = MMax (100) / Fb = 8492(100) / 1520 = 559 cms2
Propone Perfil IPR 12 x 6 1/2 Seccin: 307 mm x 166 mmPeso: 46.2 Kg. / Ml rea: 58.83 cms2Sx: 645 > 559 cms3Ix: 9923 cms4Rx: 12.98 cm
REVISIN POR DEFLEXION (Flecha Mx.):Mx. = 5WL^4 / 384EI = < AP = L/360 = Perm.E= 2,100,100 Kg./cm3Amax. = 5 (5546) (3.5)^4 / 384 (2,100,000) (9923)Amax. = .52 cm < Perm. = 350/360 = .97 cms.
Revisin por Corte:Fv= Vmax./ rea = 9706 / 58.83 = 165 < Fv= 1050 Kg/cm2
EVALUACION DE LA CARGA LTIMA DE DISEO:VA-8 ENTREPISOWs VA-8 = (Ws Entrepiso) (At) + (P.P. VA-8) Ws VA-8 = (840) (6.475) + (50) Ws VA-8 = 5489 Kg / ml4.50
Reacciones = Wl / 2 = 5489 (4.5) / 2 = 12350 KgMomento Mayor = Wl^2 /8 = 5489 (4.5)^2 / 8 = 13894 Kg/MModulo Secc. Sxx = MMax (100) / Fb = 13894(100) / 1520 = 914 cms2
Propone Perfil IPR 12 x 8 Seccin: 309 mm x 205 mmPeso: 74.5 Kg. / Ml rea: 94.90 cms2Sx: 1060 > 914 cms3Ix: 16420 cms4Rx: 13.15 cm
REVISIN POR DEFLEXION (Flecha Mx.):Mx. = 5WL^4 / 384EI = < AP = L/360 = Perm.E= 2,100,100 Kg./cm3Amax. = 5 (5489) (4.5)^4 / 384 (2,100,000) (16420)Amax. = .85 cm < Perm. = 450/360 = 1.25 cms.
Revisin por Corte:Fv= Vmax./ rea = 12350 / 94.90 = 130 < Fv= 1050 Kg/cm2
EVALUACION DE LA CARGA LTIMA DE DISEO:VA-9 ENTREPISOWs VA-9 = (Ws Entrepiso) (At) + (P.P. VA-9) + (P.P. Muro perimetral)Ws VA-9 = (840) (.95) + (25) + (12.5 x 18 x 3.8 )Ws VA-9 = 1678 Kg / ml
2.00
Reacciones = Wl / 2 = 1678 (2) / 2 = 1678 KgMomento Mayor = Wl^2 /8 = 1678 (2)^2 / 8 = 839 Kg/MModulo Secc. Sxx = MMax (100) / Fb = 839 (100) / 1520 = 55 cms2
Propone Perfil IPR 6 x 4 Seccin: 148 mm x 100 mmPeso: 12.7 Kg. / Ml rea: 16.13 cms2Sx: 83 > 55 cms3Ix: 616 cms4Rx: 6.17 cm
REVISIN POR DEFLEXION (Flecha Mx.):Mx. = 5WL^4 / 384EI = < AP = L/360 = Perm.E= 2,100,000 Kg./cm3Amax. = 5 (1678) (2)^4 / 384 (2,100,000) (616)Amax. = .27 cm < Perm. = 200/360 = .55 cms.
Revisin por Corte:Fv= Vmax./ rea = 1678 / 16.13 = 104 < Fv= 1050 Kg/cm2
EVALUACION DE LA CARGA LTIMA DE DISEO:VA-10 ENTREPISOWs VA-10 = (Ws Entrepiso) (At) + (P.P. VA-10) + (P.P. Muro Perimetral)Ws VA-10 = (840) (3.025) + (45) + (12.5 x 18 x 3.8 )Ws VA-10 = 3441 Kg / ml4.50
Reacciones = Wl / 2 =3441 (4.5) / 2 = 7742 KgMomento Mayor = Wl^2 /8 = 3441 (4.5)^2 / 8 = 8710 Kg/MModulo Secc. Sxx = MMax (100) / Fb = 8710 (100) / 1520 = 573 cms2
Propone Perfil IPR 12 x 6 1/2 Seccin: 307 mm x 166 mmPeso: 46.2 Kg. / Ml rea: 58.83 cms2Sx: 645 > 573 cms3Ix: 9923 cms4Rx: 12.98 cm
REVISIN POR DEFLEXION (Flecha Mx.):Mx. = 5WL^4 / 384EI = < AP = L/360 = Perm.E= 2,100,100 Kg./cm3Amax. = 5 (3441) (4.5)^4 / 384 (2,100,000) (9923)Amax. = .88 cm < Perm. = 450/360 = 1.25 cms.
Revisin por Corte:Fv= Vmax./ rea = 7742 / 58.83 = 132 < Fv= 1050 Kg/cm2
EVALUACION DE LA CARGA LTIMA DE DISEO:VA-11 ENTREPISOWs VA-11 = (Ws Entrepiso) (At) + (P.P. VA-11) Ws VA-11 = (840) (7.475) + (75)Ws VA-11 = 6354 Kg / ml5.50
Reacciones = Wl / 2 = 6354 (5.5) / 2 = 17474 KgMomento Mayor = Wl^2 /8 = 6354 (5.5)^2 / 8 = 24026 Kg/MModulo Secc. Sxx = MMax (100) / Fb = 24026 (100) / 1520 = 1581 cms2
Propone Perfil IPR 18 x 8 3/4 Seccin: 454 mm x 221 mmPeso: 95.4 Kg. / Ml rea: 121.29 cms2Sx: 1917 > 1581 cms3Ix: 43529 cms4Rx: 18.95 cm
REVISIN POR DEFLEXION (Flecha Mx.):Mx. = 5WL^4 / 384EI = < AP = L/360 = Perm.E= 2,100,100 Kg./cm3Amax. = 5 (6354) (5.5)^4 / 384 (2,100,000) (43529)Amax. = .82 cm < Perm. = 550/360 = 1.53 cms.
Revisin por Corte:Fv= Vmax./ rea = 17474 / 121.29 = 144 < Fv= 1050 Kg/cm2
EVALUACION DE LA CARGA LTIMA DE DISEO:VA-12 ENTREPISOWs VA-12 = (Ws Entrepiso) (At) + (P.P. VA-12) Ws VA-12 = (840) (6.525) + (65) Ws VA-12 = 5546 Kg / ml
Reacciones = Wl / 2 = 5546 (6.15) / 2 = 17054 KgMomento Mayor = Wl^2 /8 = 5546 (6.15)^2 / 8 = 26220 Kg/MModulo Secc. Sxx = MMax (100) / Fb = 26220(100) / 1520 = 1725 cms2
Propone Perfil IPR 18 x 8 3/4 Seccin: 454 mm x 221 mmPeso: 95.4 Kg. / Ml rea: 121.29 cms2Sx: 1917 > 1581 cms3Ix: 43529 cms4Rx: 18.95 cm
REVISIN POR DEFLEXION (Flecha Mx.):Mx. = 5WL^4 / 384EI = < AP = L/360 = Perm.E= 2,100,100 Kg./cm3Amax. = 5 (5546) (6.15)^4 / 384 (2,100,000) (43529)Amax. = 1.13 cm < Perm. = 615/360 = 1.71 cms.
Revisin por Corte:Fv= Vmax./ rea = 17054 / 121.29 = 141 < Fv= 1050 Kg/cm2
EVALUACION DE LA CARGA LTIMA DE DISEO:VA-13 ENTREPISOWs VA-13 = (Ws Entrepiso) (At) + (P.P. VA-13) + (P.P. Muro Perimetral)Ws VA-13 = (840) (1) + (35) + (12.5 x 18 x 3.8 )Ws VA-13 = 1730 Kg / ml
5.50
Reacciones = Wl / 2 = 1730 (5.5) / 2 = 4756 KgMomento Mayor = Wl^2 /8 = 1730 (5.5)^2 / 8 = 6542 Kg/MModulo Secc. Sxx = MMax (100) / Fb = 6542 (100) / 1520 = 430 cms2
Propone Perfil IPR 10 x 5 3/4 Seccin: 259 mm x 147 mmPeso: 43.2 Kg. / Ml rea: 55.03 cms2Sx: 505 > 430 cms3Ix: 6547 cms4Rx: 10.89 cm
REVISIN POR DEFLEXION (Flecha Mx.):Mx. = 5WL^4 / 384EI = < AP = L/360 = Perm.E= 2,100,000 Kg./cm3Amax. = 5 (1730) (5.5)^4 / 384 (2,100,000) (6547)Amax. = 1.49 cm < Perm. = 550/360 = 1.53 cms.
Revisin por Corte:Fv= Vmax./ rea = 4756 / 55.03 = 86.42 < Fv= 1050 Kg/cm2
EVALUACION DE LA CARGA LTIMA DE DISEO:VA-14 ENTREPISOWs VA-14 = (Ws Entrepiso) (At) + (P.P. VA-14) + (P.P. Muro perimetral)Ws VA-14 = (840) (1) + (30) + (12.5 x 18 x 3.8)Ws VA-14 = 1725 Kg / ml3.80
Reacciones = Wl / 2 = 1725 (3.8) / 2 = 3278 KgMomento Mayor = Wl^2 /8 = 1725 (3.8)^2 / 8 = 3114 Kg/MModulo Secc. Sxx = MMax (100) / Fb = 3114 (100) / 1520 = 205 cms2
Propone Perfil IPR 10 x 4 Seccin: 257 mm x 102 mmPeso: 25.3 Kg. / Ml rea: 32.13 cms2Sx: 265 > 205 cms3Ix: 3405 cms4Rx: 10.28 cm
REVISIN POR DEFLEXION (Flecha Mx.):Mx. = 5WL^4 / 384EI = < AP = L/360 = Perm.E= 2,100,100 Kg./cm3Amax. = 5 (1725) (3.8)^4 / 384 (2,100,000) (3405)Amax. = .65 cm < Perm. = 380/360 = 1.05 cms.
Revisin por Corte:Fv= Vmax./ rea = 3278 / 32.13 = 102 < Fv= 1050 Kg/cm2
EVALUACION DE LA CARGA LTIMA DE DISEO:VA-15 ENTREPISOWs VA-15 = (Ws Entrepiso) (At) + (P.P. VA-15) + (P.P. Muro Perimetral)Ws VA-15 = (840) (1.8) + (30) + (12.5 x 18 x 3.8)Ws VA-15 = 2397 Kg / ml2.35
Reacciones = Wl / 2 = 2397 (2.35) / 2 = 2816 KgMomento Mayor = Wl^2 /8 = 2397 (2.35)^2 / 8 = 1655 Kg/MModulo Secc. Sxx = MMax (100) / Fb = 1655 (100) / 1520 = 109 cms2
Propone Perfil IPR 6 x 4 Seccin: 159 mm x 102 mmPeso: 23.8 Kg. / Ml rea: 30.45 cms2Sx: 165 > 109 cms3Ix: 1319 cms4Rx: 6.58 cm
REVISIN POR DEFLEXION (Flecha Mx.):Mx. = 5WL^4 / 384EI = < AP = L/360 = Perm.E= 2,100,100 Kg./cm3Amax. = 5 (2397) (2.35)^4 / 384 (2,100,000) (1319)Amax. = .34 cm < Perm. = 235/360 = .65 cms.
Revisin por Corte:Fv= Vmax./ rea = 2816 / 30.45 = 92 < Fv= 1050 Kg/cm2
EQUIPO # 2 JUAN CARLOS LEURA ESPINOSAJESUS ARTEMIO CARRANZA SILVAMIGUEL ALEJANDRO CARRANZA MENDOZALUIS ALAIN COBA REYES PAG:
