Zapata Conectada

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Tipo :Centrada Portico 1/B - 3/BDatos de Diseo : Cargas de Gravedad :Resistencia del terreno : Pm = Mmx = Mmy =s/c = P v = Mvx = Mvy =Df =Ko = Cargas de Sismo :s = Psx = Msx = ca = Ps y= Msy = cs =f'c =fy =Piso = Seccin de ColumnaH asumido = a =N.P.T. = b =rec =consideraciones: Pu = 1.00 (1.40 Pm +1.70 Pv 1,4 CM + 1,7 CV1,25 ( CM + CV CS ) .Solucin :N.P.T.N.T.N. 0.00N.F.C.ab 0.450.50L1.- Dimensionamientoa) Presin Neta del Terreno : nt = t-s/c-h(ca)-ep(cs)-er(s)nt = 300nt =Cuando se considera sismos : nt =1.3 t-s/c-h(ca)-ep(cs)-er(s)nt = 300nt =nt =b) Area de la Zapata :A =Para considerar los momentos aumentamos en % : A =c) Dimensiones de la Zapata considerando cargas de gravedad axiales :a-b= L - BL - B L2= 01.3B x L = A L = 0.003 +4 = A 2.00L = 2.63 = L =2.0B =A= B =LANLISIS Y DISEO DE ZAPATA AISLADA0.49 kg/cm 4.3 Ton 0.4 Ton-m 0.01 Ton-m300 kg/m 0.9 Ton 0.1 Ton-m 0.00 Ton-m4200 kg/cm0.10 m0.50 m 0.50 m0.20 m 0.45 m2.40 Ton/m 0.4 Ton 0.1 Ton-m2.0 Ton/m210 kg/cm1.50 m.2054 Ton/m1.80 Ton/m 0.1 Ton 1.8 Ton-m-1802970 kg/m6305 - -1200 -200 -180 0.50- 1.50B4850 - -1200 -2007.50 cm+ 0.00Ps)+ 0.20 0.20 1.00 1.500.05 x 1.7271.7271.340.05 1.6029701.00 x 1.727 = 1.727 m0.05 = - 0.05 L - 1.7274425 kg/m0.443 kg/cm( 4.25 + 0.88 ) x 1000= 1.727 m-1.291.727 = 1.29 1.601.34ntP SumA =d) Considerando Momentos por Cargas de Gravedad en el eje X-X y en el eje Y-Y (transversal y longitudinalmente) = = = > OKAjustando las medidas en un0% sobre las establcidas : L x B : = = = < OKe) Considerando Cagas de Gravedad y sismo en el eje X-X : = = = < OKe) Considerando Cagas de Gravedad y sismo en el eje Y-Y : = = = < OKg) Resumen de PresionesI) =II) =III) =La mayor presin generada viene dada por las Cargas de Gravedad : Presin ltima de Diseou =2.- Diseo de la Zapataa) Determinacin de la carga ltimaPu = 0.75 (1.4 Pm +1.7 Pv Pu =b) Presin Ultima Actuante : u =c) Determinacin de h por Rigidez : = h L3 Ko L E = 15000f'cE E =h 1.07x 2.5032054 =Se adopta : h =Peralte: d = h-rec-"/2 (pulg) = 5/8''d = 45.0d =d) Verificacin del Esfuerzo CortanteEn X-X En Y-YCortante en la Seccin Crtica Cortante en la Seccin CrticaVud =u B x Vud =u L yx = L/2 -a/2 - d y = B/2 -t/2 - dx = y = 0.367x = y =Vud = Vud = 0.63Vud = Vud =Vud < Vn Vn =Vc+Vs,Vs =0 Vud < Vn Vn =Vc+Vs,Vs =0Vud < Vc Vc = 0.53 Bd Vud < Vc Vc = 0.53 LdVc = Vc =Vc = 0.85 Vc = Vc = 0.85 Vc =Vud< Vc Ok CONFORME Vud< Vc Ok CONFORME2.746 nt = 2.97 ton/m1.60x 1.60 2.50 x 2.502.56 1.60 X 2.56 1.60 X 2.562.00 0.73 0.015.13 6 (0.41+ 0.08) 6 (0.01+ 0.00) 6 (0.01+ 0.00) 6.25 2.50 X 6.25 2.50 X 6.250.82 0.19 0.001.02 nt = 2.97 ton/m5.13+0.14 6 (0.50+ 1.82) 5.13 6 (0.41+ 0.08) 6 (0.01+ 0.00) 6.25 2.50 X 6.25 2.50 X 6.250.88 0.19 0.031.10 nt = 4.43 ton/m1.19 +0.28 +0.016 (0.01+ 0.07) 6.25 2.50 X 6.25 2.50 X 6.250.84 0.89 0.001.74 nt = 4.43 ton/m5.13+0.37 6 (0.41+ 0.08) 5.6 Ton 1.47 Ton/m1.072173707 Ton/mx 2.50 0.36 m1.19 +0.28 +0.01 1.47 1.47 Ton/m+ 1.85Ps)1.471.19 +0.28 +0.01 1.470.63 m 0.63 mL= 2.50 1.47 x 2.50 x 0.63 1.47 x0.50 1.25 - 0.250 - 0.367 1.25 - 0.250 -21737070.45 m-7.50- 0.7936.71 cm0.45 B= 2.5060 Ton2.50 x2.33 Ton 2.33 Ton70.5 Ton 70.5 Ton60 Tond xdy2 26 6LBMBLMAP = oc ' f c ' fe) Verificacin Por Punzonamientobo = 2 (t+d) + 2 (b+ d)bo =2 2 (bo = 0.45 Ao = (t + d)(b + d)Ao =0.50 Ao =Corte Actuante por PunzonamientoVup = u (At - Ao )Vup =Vup =A t =Corte Tomado por el Concreto = lado mayor Vc = Vc =lado menor Vc = 1.1) 337 x 0.37 Vc = 1.1 337 x 0.37 = = 1.11 Vc = Vc =Vcp=Vcp=Vup< Vcp Ok CONFORMEf ) Chequeo por AplastamientoPu Pn Pn = x 0.85 x f'c x A1 = 0.70 Pn = 0.70 x 0.85 50x 45 Pn =Pu =Pu < PnOK CONFORMEg ) Diseo del Refuerzo.x = L/2 - t/2 y = B/2 - b/2x = 0.250 y =xWux =B u Wux = 1.47 en X-XWuy =L u Wuy = 1.47 en Y-YMux = Wu.x2= 1.002 2Muy = Wu.y2= 1.052 2Diseo por Flexin: =0.9 (36.71= 210As mn = 0.0018bd As mn =As mn =se colocar refuerzo por acero mnimo As=separacin : usando s = usar :Refuerzo Tranversal :(Y-Y) d = 7.5- 0.6d ==0.9 0.75)=210As mn = 0.0018bd As mn =As mn =se colocar refuerzo por acero mnimo As=separacin : usando s = usar :B= 2.50( 0.50 + 0.37 ) ( 0.45+ 0.37 )( 0.50 + 0.37 )+ 0.45+ 0.37 )336.83 cm0.50 272.33 Ton 197.08 Ton0.450.85x 197.082.50 x 2.50 = 6.25 m(0.53+1.1/ 210 x 210 x0.708 mL= 2.501.47( 6.25 - 0.708 ) 8.16 Ton33.60 x = 16.80 ton/m0.45 m35.20 x = 18.49 ton/m16.80 x10^5 =5.6cm0.23 = 1.032.50x = 33.60 ton/m2.50x = 35.20 ton/m167.52 Tonx 210 x281.14 Ton5.6 Ton1.25 -=1.00 1.25 -1/2'' @ 15.011.5645.00- 1.27 -35.60 cm0.0018 x250 x36.7116.52cm11.56cm1/2'' 1.27 x 233.73 =15.75cmx 4200 x - 0.37)5.57 x 4200 =0.75cm0.85 x x 25016.02cm1/2'' 1.27 x 233.73 =18.48cm 1/2''0.85 x x 2500.0018 x250 x35.6016.02cm18.49 x10^5 =14.04cmx 4200 x(35.60-16.02 x 4200 [email protected] 17.516.02d/2d/2) xd xb c f' (1.1o0xd b cx f' ) 1.1/. (0.53o+ )2afy(d MuAs=0.85fcbAsfya =)2afy(d MuAs=0.85fcbAsfya =H =Tipo :Centrada Portico 2/BDatos de Diseo : Cargas de Gravedad :Resistencia del terreno : Pm = Mmx = Mmy =s/c = P v = Mvx = Mvy =Df =Ko = Cargas de Sismo :s = Psx = Msx = ca = Ps y= Msy = cs =f'c =fy =Piso = Seccin de ColumnaH asumido = a =N.P.T. = b =rec =consideraciones: Pu = 1.00 (1.40 Pm +1.70 Pv 1,4 CM + 1,7 CV1,25 ( CM + CV CS ) .Solucin :N.P.T.N.T.N. 0.00N.F.C.ab 0.700.25L1.- Dimensionamientoa) Presin Neta del Terreno : nt = t-s/c-h(ca)-ep(cs)-er(s)nt = 200nt =Cuando se considera sismos : nt =1.3 t-s/c-h(ca)-ep(cs)-er(s)nt = 200nt =nt =b) Area de la Zapata :A =Para considerar los momentos aumentamos en % : A =ANLISIS Y DISEO DE ZAPATA AISLADA2.25 kg/cm 62.1 Ton200 kg/m 13.4 Ton 1/2' '0.452.501/2'' @ 17.52.500.45 [email protected] 15.0 00.504200 kg/cm0.10 m0.50 m 0.25 m0.20 m 0.70 m2.40 Ton/m2.0 Ton/m210 kg/cm1.10 m.3000 Ton/m1.60 Ton/m-16020740 kg/m29250 - -1200 -200 -160 0.50- 1.10B22500 - -1200 -2007.50 cm+ 0.00Ps)+ 0.20 0.20 0.60 1.10207401.00 x 3.639 = 3.639 m27490 kg/m2.749 kg/cm( 62.10 + 13.38 ) x 1000= 3.639 mntP SumA =c) Dimensiones de la Zapata considerando cargas de gravedad axiales :a-b= L - BL - B L2= 01.9B x L = A L = 0.203 +4 = A 2.00L = 3.84 = L =2.0B =A= B =Ld) Considerando Momentos por Cargas de Gravedad en el eje X-X y en el eje Y-Y (transversal y longitudinalmente) = = = > OKAjustando las medidas en un0% sobre las establcidas : L x B : = = = < OKe) Considerando Cagas de Gravedad y sismo en el eje X-X : = = = < OKe) Considerando Cagas de Gravedad y sismo en el eje Y-Y : = = = < OKg) Resumen de PresionesI) =II) =III) =La mayor presin generada viene dada por las Cargas de Gravedad : Presin ltima de Diseou =2.- Diseo de la Zapataa) Determinacin de la carga ltimaPu = 0.75 (1.4 Pm +1.7 Pv Pu =b) Presin Ultima Actuante : u =c) Determinacin de h por Rigidez : = h L3 Ko L E = 15000f'cE E =h 1.07x 2.1533000 =Se adopta : h =Peralte: d = h-rec-"/2 (pulg) = 5/8''d = 45.0d =-0.45 x 3.6393.6391.70-0.45 1.70-0.45 = -- 0.45 L - 3.63920.651 nt = 20.74 ton/m1.70x 2.15 1.70 x 2.153.66 2.15 X 2.89 1.70 X 4.622520.65 0.00 0.00-2.153.639 = 2.15 2.151.7075.48 6 (0.00+ 0.00) 6 (0.00+ 0.00) 6 (0.00+ 0.00) 3.66 1.70 X 4.62 2.15 X 2.8920.65 0.00 0.0020.65 nt = 20.74 ton/m75.48+0.00 6 (0.00+ 0.00) 75.48 6 (0.00+ 0.00) 6 (0.00+ 0.00) 3.66 1.70 X 4.62 2.15 X 2.8920.65 0.00 0.0020.65 nt = 27.49 ton/m30.01 +0.00 +0.006 (0.00+ 0.00) 3.66 1.70 X 4.62 2.15 X 2.8920.65 0.00 0.0020.65 nt = 27.49 ton/m75.48+0.00 6 (0.00+ 0.00) 82.3 Ton 30.01 Ton/m1.072173707 Ton/mx 2.15 0.33 m30.01 +0.00 +0.00 30.01 30.01 Ton/m+ 1.85Ps)30.0130.01 +0.00 +0.00 30.0121737070.45 m-7.50- 0.7936.71 cm2 26 6LBMBLMAP = od) Verificacin del Esfuerzo CortanteEn X-X En Y-YCortante en la Seccin Crtica Cortante en la Seccin CrticaVud =u B x Vud =u L yx = L/2 -a/2 - d y = B/2 -t/2 - dx = y = 0.367x = y =Vud = Vud = 0.58Vud = Vud =Vud < Vn Vn =Vc+Vs,Vs =0 Vud < Vn Vn =Vc+Vs,Vs =0Vud < Vc Vc = 0.53 Bd Vud < Vc Vc = 0.53 LdVc = Vc =Vc = 0.85 Vc = Vc = 0.85 Vc =Vud< Vc Ok CONFORME Vud< Vc Ok CONFORMEe) Verificacin Por Punzonamientobo = 2 (t+d) + 2 (b+ d)bo =2 2 (bo = 0.70 Ao = (t + d)(b + d)Ao =0.25 Ao =Corte Actuante por PunzonamientoVup = u (At - Ao )Vup =Vup =A t =Corte Tomado por el Concreto = lado mayor Vc = Vc =lado menor Vc = 0.4) 337 x 0.37 Vc = 1.1 337 x 0.37 = = 0.36 Vc = Vc =Vcp=Vcp=Vup< Vcp Ok CONFORMEf ) Chequeo por AplastamientoPu Pn Pn = x 0.85 x f'c x A1 = 0.70 Pn = 0.70 x 0.85 25x 70 Pn =Pu =Pu < PnOK CONFORMEg ) Diseo del Refuerzo.x = L/2 - t/2 y = B/2 - b/2x = 0.125 y =xWux =B u Wux = 30.01 en X-XWuy =L u Wuy = 30.01 en Y-YMux = Wu.x2= 0.532 2Muy = Wu.y2= 0.532 2Diseo por Flexin: =0.9 (36.71= 210As mn = 0.0018bd As mn =As mn =se colocar refuerzo por acero mnimo As=separacin : usando s = usar :0.36 m 0.58 mL= 1.70 30.01 x 2.15 x 0.36 30.01 x0.25 0.85 - 0.125 - 0.367 1.08 - 0.125 -0.70 B= 2.15B= 2.15( 0.25 + 0.37 ) ( 0.70+ 0.37 )41 Ton( 0.25 + 0.37 )+ 0.70+ 0.37 )336.83 cm1.70 x23.09 Ton 29.74 Ton60.6 Ton 47.9 Ton52 Ton0.25 646.79 Ton 197.08 Ton0.700.85x 197.081.70 x 2.15 = 3.66 m(0.53+1.1/ 210 x 210 x0.658 mL= 1.7030.01( 3.66 - 0.658 ) 89.93 Ton33.60 x = 8.83 ton/m0.45 m35.20 x = 9.25 ton/m8.83 x10^5 =6.4cm0.35 = 0.732.15x = 33.60 ton/m1.70x = 35.20 ton/m167.52 Tonx 210 x218.66 Ton82.3 Ton0.85 -=0.73 1.08 -1/2'' @ 12.514.210.0018 x215 x36.7114.21cm14.21cm1/2'' 1.27 x 153.73 =13.71cmx 4200 x - 0.35)6.43 x 4200 =0.70cm0.85 x x 215d xd/2d/2) xd xb c f' (1.1o0dyc ' fxd b cx f' ) 1.1/. (0.53o+ )2afy(d MuAs=0.85fcbAsfya =c ' fRefuerzo Tranversal :(Y-Y) d = 7.5- 0.6d ==0.9 0.75)=210As mn = 0.0018bd As mn =As mn =se colocar refuerzo por acero mnimo As=separacin : usando s = usar :H =Tipo :Centrada Portico 4/BDatos de Diseo : Cargas de Gravedad :Resistencia del terreno : Pm = Mmx = Mmy =s/c = P v = Mvx = Mvy =Df =Ko = Cargas de Sismo :s = Psx = Msx = ca = Ps y= Msy = cs =f'c =fy =Piso = Seccin de ColumnaH asumido = a =N.P.T. = b =rec =consideraciones: Pu = 1.00 (1.40 Pm +1.70 Pv 1,4 CM + 1,7 CV1,25 ( CM + CV CS ) .Solucin :N.P.T.N.T.N. 0.00N.F.C.ab 0.800.25L45.00- 1.27 -35.60 cm10.89cm1/2'' 1.27 x 198.73 =23.11cm 1/2''0.85 x x 1700.0018 x170