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Metrado de Cargas.xls

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UNIVERSIDAD NACIONAL DE CAJAMARCA INGENIERA CIVILPara el predimensionamiento de las columnas, tendremos en cuenta el tipo de columna con el quese va a trabajar, en funcin de ello se tomarn los coeficientes a ser utilizados para calcular elel rea y finalmente la seccin de la columna.Es importante sealar que las frmulas utilizadas han sido elegidas para una luz promedio de 6 m.siendo ese rango el promedio de luces que tenemos.0.0028 0.0015 Esquina C40.0011 0.0012 Central C10.0020 0.0014 Extrema Prt PRIN C20.0016 0.0014 Extrema Prt SEC C3En este caso slo se ha analizado el caso ms crtico, que lo constituye la columna del primer piso,la que soportar ms peso que las columnas del segundo piso, por lo que slo se analizar lascolumnas de este piso y se uniformizar la seccin para el segundo piso, consiguiendo de estaforma un mejor comportamiento estructural de la edicifacion. Los clculos se han realizado columnapor columna, teniendo en cuenta el rea de influencia.A continuacin se detalla paso a paso el procedimiento seguido:C1 C2 0.0020 429250.00 858.50 29.30 30.00C2 C1 0.0011 811750.00 892.93 29.88 30.00C3 C1 0.0011 578000.00 635.80 25.22 30.00C4 C1 0.0011 522750.00 575.03 23.98 30.00C5 C2 0.0020 378250.00 756.50 27.50 30.00C6 C2 0.0020 489850.00 979.70 31.30 30.00C7 C1 0.0011 926350.00 1018.99 31.92 30.00C8 C1 0.0011 659600.00 725.56 26.94 30.00C9 C1 0.0011 596550.00 656.21 25.62 30.00C10 C2 0.0020 431650.00 863.30 29.38 30.00C11 C2 0.0020 333300.00 666.60 25.82 30.00C12 C1 0.0011 630300.00 693.33 26.33 30.00C13 C1 0.0011 448800.00 493.68 22.22 30.00C14 C1 0.0011 405900.00 446.49 21.13 30.00C15 C2 0.0020 293700.00 587.40 24.24 30.00t calc. (cm)t eleg. (cm)ColumnaTipo de Columnak a (m) b (m)2.53 4.25At4.78 4.25PREDIMENSIONAMIENTO DE COLUMNASValores de "K"Primer PisoSegundo PisoAc3.40 4.253.08 4.252.23 4.252.53 4.854.78 4.853.40 4.853.08 4.852.23 4.852.53 3.302.23 3.304.78 3.303.40 3.303.08 3.30( ) ( )( ) ( )() ( )7 4 100004 100003 10000 2 , 1 1 2 , 1 2 5 , 4 , 3 5 , 4 , 3+ = = =K A AK A AA K At Ct Ct CINGENIERA SISMICA II 1Luz Crtica: 5.80 m L58025 25VIGAS PRINCIPALES5.8011L1 = 0.00 mL2 = 2.38 m0.00/2 2.38/20.503.9011L1 = 0.00 mL2 = 2.38 m0.00/2 2.38/20.50= 0.06 m200.30 m0.300.50 m0.53 m 0.50 m20= 0.06 mPREDIMENSIONAMIENTO DE ELEMENTOS ESTRUCTURALESTipo de edificacion: Bar - RestauranteLOSA DE PRIMER Y SEGUNDO NIVELt 23.20 cm 25.00 cmEJE A - ATramo 1 - 20.30 m0.30Tramo 2 - 30.35 m= == =11Lhp ==|||.|

\|+=202 22 1L Lbp+( )= =11Lhp ==|||.|

\|+=202 22 1L Lbp+( )5.8011L1 = 2.38 mL2 = 2.40 m2.38/2 2.40/20.503.9011L1 = 2.38 mL2 = 2.40 m2.38/2 2.40/20.50= 0.12 m200.30 m0.300.30 m0.30Tramo 2 - 30.35 m 0.50 m0.53 m 0.50 m= 0.12 m20EJE B - BTramo 1 - 2= =11Lhp ==|||.|

\|+=202 22 1L Lbp+( )= =11Lhp ==|||.|

\|+=202 22 1L Lbp+( )5.8011L1 = 2.40 mL2 = 1.00 m2.40/2 1.00/20.503.9011L1 = 2.40 mL2 = 1.00 m2.40/2 1.00/20.50= 0.09 m200.30 m0.300.30 m0.30Tramo 2 - 30.35 m 0.50 mTramo 1 - 20.53 m 0.50 m= 0.09 m20EJE C - C= =11Lhp ==|||.|

\|+=202 22 1L Lbp+( )= =11Lhp ==|||.|

\|+=202 22 1L Lbp+( )5.8011L1 = 1.00 mL2 = 2.08 m1.00/2 2.08/20.503.9011L1 = 1.00 mL2 = 2.08 m1.00/2 2.08/20.50= 0.08 m200.30 m0.300.30 m0.30Tramo 2 - 30.35 m 0.50 mTramo 1 - 20.53 m 0.50 m= 0.08 m20EJE D - D= =11Lhp ==|||.|

\|+=202 22 1L Lbp+( )= =11Lhp ==|||.|

\|+=202 22 1L Lbp+( )5.8011L1 = 2.08 mL2 = 0.00 m2.08/2 0.00/20.503.9011L1 = 2.08 mL2 = 0.00 m2.08/2 0.00/20.504.7514L1 = 0.00 mL2 = 2.90 mVIGAS SECUNDARIAS0.300.35 mEJE 1 - 1Tramo A - B0.34 m 0.35 m0.30 m= 0.05 m200.30 m0.30Tramo 2 - 3EJE E - ETramo 1 - 20.53 m 0.50 m0.50 m= 0.05 m20= =11Lhp==|||.|

\|+=202 22 1L Lbp+( )= =11Lhp ==|||.|

\|+=202 22 1L Lbp+( )= =14Lhs =0.00/2 2.90/20.354.8014L1 = 0.00 mL2 = 2.90 m0.00/2 2.90/20.352.0014L1 = 0.00 mL2 = 2.90 m0.00/2 2.90/20.350.30 m0.30Tramo B - C0.34 m 0.35 m= 0.07 m200.30= 0.07 m200.30 m0.30Tramo C - D0.14 m 0.35 m= 0.07 m200.30 m=|||.|

\|+=202 22 1L Lbs+( )= =14Lhs ==|||.|

\|+=202 22 1L Lbs+( )= =14Lhs ==|||.|

\|+=202 22 1L Lbs+( )==4.1514L1 = 0.00 mL2 = 2.90 m0.00/2 2.90/20.354.7514L1 = 2.90 mL2 = 1.95 m2.90/2 1.95/20.354.8014L1 = 2.90 mL2 = 1.95 m2.90/2 1.95/2Tramo D - E0.30 m 0.35 m0.34 m 0.35 m= 0.12 m20= 0.07 m200.30 m0.30EJE 2 - 2Tramo A - B0.30 m0.30 m0.30Tramo B - C0.34 m 0.35 m= 0.12 m20= =14Lhs ==|||.|

\|+=202 22 1L Lbs+( )= =14Lhs ==|||.|

\|+=202 22 1L Lbs+( )= =14Lhs ==|||.|

\|+=202 22 1L Lbs+( )===0.352.0014L1 = 2.90 mL2 = 1.95 m2.90/2 1.95/20.354.1514L1 = 2.90 mL2 = 1.95 m2.90/2 1.95/20.350.30Tramo C - D0.14 m 0.35 m= 0.12 m200.30 m0.30Tramo D - E0.30 m 0.35 m= 0.12 m200.30 m0.30= =14Lhs ==|||.|

\|+=202 22 1L Lbs+( )= =14Lhs ==|||.|

\|+=202 22 1L Lbs+( )==4.7514L1 = 1.95 mL2 = 0.00 m1.95/2 0.00/20.354.8014L1 = 1.95 mL2 = 0.00 m1.95/2 0.00/20.352.0014L1 = 1.95 mL2 = 0.00 m1.95/2 0.00/20.300.14 m 0.35 m= 0.05 m200.30 mTramo A - B0.34 m 0.35 m= 0.05 m200.30 mTramo B - C0.34 m0.30 m0.30Tramo C - D0.35 m= 0.05 m20EJE 3 - 3= =14Lhs ==|||.|

\|+=202 22 1L Lbs+( )= =14Lhs==|||.|

\|+=202 22 1L Lbs+( )= =14Lhs ==|||.|

\|+=202 22 1L Lbs+( )===0.354.1514L1 = 1.95 mL2 = 0.00 m1.95/2 0.00/20.350.35 m= 0.05 m200.30 m0.300.30Tramo D - E0.30 m= =14Lhs ==|||.|

\|+=202 22 1L Lbs+( )=b h L1 L2 kg/m3D Lkg/m2kg/m2kg/m2m m kg/m2m kg/m2m kg/m 2400 kg/m kg/m kg/mA - A1' - 1 350 100 100 0.30 0.50 250 0.00 250 2.38 1223.75 360.00 1583.75 593.75 3444.381 - 2 350 100 100 0.30 0.50 250 0.00 250 2.38 1223.75 360.00 1583.75 593.75 3444.382 - 3 350 100 100 0.30 0.50 250 0.00 250 2.38 1223.75 360.00 1583.75 593.75 3444.383 - 3'' 350 100 100 0.30 0.50 250 0.00 250 2.38 1223.75 360.00 1583.75 593.75 3444.38B - B1' - 1 350 100 100 0.30 0.50 250 2.38 250 2.40 2543.75 360.00 2903.75 1193.75 6504.381 - 2 350 100 100 0.30 0.50 250 2.38 250 2.40 2543.75 360.00 2903.75 1193.75 6504.382 - 3 350 100 100 0.30 0.50 250 2.38 250 2.40 2543.75 360.00 2903.75 1193.75 6504.383 - 3'' 350 100 100 0.30 0.50 250 2.38 250 2.40 2543.75 360.00 2903.75 1193.75 6504.38C - C1' - 1 350 100 100 0.30 0.50 250 2.40 250 1.00 1787.50 360.00 2147.50 850.00 4751.251 - 2 350 100 100 0.30 0.50 250 2.40 250 1.00 1787.50 360.00 2147.50 850.00 4751.252 - 3 350 100 100 0.30 0.50 250 2.40 250 1.00 1787.50 360.00 2147.50 850.00 4751.253 - 3'' 350 100 100 0.30 0.50 250 2.40 250 1.00 1787.50 360.00 2147.50 850.00 4751.25D - D1' - 1 350 100 100 0.30 0.50 250 1.00 250 2.08 1608.75 360.00 1968.75 768.75 4336.881 - 2 350 100 100 0.30 0.50 250 1.00 250 2.08 1608.75 360.00 1968.75 768.75 4336.882 - 3 350 100 100 0.30 0.50 250 1.00 250 2.08 1608.75 360.00 1968.75 768.75 4336.883 - 3'' 350 100 100 0.30 0.50 250 1.00 250 2.08 1608.75 360.00 1968.75 768.75 4336.88E - E1' - 1 350 100 100 0.30 0.50 250 2.08 250 0.00 1058.75 360.00 1418.75 518.75 3061.881 - 2 350 100 100 0.30 0.50 250 2.08 250 0.00 1058.75 360.00 1418.75 518.75 3061.882 - 3 350 100 100 0.30 0.50 250 2.08 250 0.00 1058.75 360.00 1418.75 518.75 3061.883 - 3'' 350 100 100 0.30 0.50 250 2.08 250 0.00 1058.75 360.00 1418.75 518.75 3061.88U= 1.5D + 1.8LS/C 1Lado 1S/C 2P. que transmite la S/CALIGERADO AZOTEACarga muertaPORTICOS PRINCIPALESMETRADO DE CARGASALIGERADO AZOTEAALIGERADO AZOTEAALIGERADO AZOTEATRAMOPeso del aligerado Peso piso terminadoPeso Tabiquera MovilDimensiones de la viga Lado 2S/CP. que transmite el aligerado a la vigaP. Propio de la vigaALIGERADO AZOTEAb h L1 L2 kg/m3D Lkg/m2kg/m2kg/m2m m kg/m2m kg/m2m kg/m 2400 kg/m kg/m kg/mA - A1' - 1 350 100 100 0.30 0.50 500 0.00 500 2.38 1223.75 360.00 1583.75 1187.50 4513.131 - 2 350 100 100 0.30 0.50 500 0.00 500 2.38 1223.75 360.00 1583.75 1187.50 4513.132 - 3 350 100 100 0.30 0.50 500 0.00 500 2.38 1223.75 360.00 1583.75 1187.50 4513.133 - 3'' 350 100 100 0.30 0.50 500 0.00 500 2.38 1223.75 360.00 1583.75 1187.50 4513.13B - B1' - 1 350 100 100 0.30 0.50 500 2.38 500 2.40 2543.75 360.00 2903.75 2387.50 8653.131 - 2 350 100 100 0.30 0.50 500 2.38 500 2.40 2543.75 360.00 2903.75 2387.50 8653.132 - 3 350 100 100 0.30 0.50 500 2.38 500 2.40 2543.75 360.00 2903.75 2387.50 8653.133 - 3'' 350 100 100 0.30 0.50 500 2.38 500 2.40 2543.75 360.00 2903.75 2387.50 8653.13C - C1' - 1 350 100 100 0.30 0.50 500 2.40 500 1.00 1787.50 360.00 2147.50 1700.00 6281.251 - 2 350 100 100 0.30 0.50 500 2.40 500 1.00 1787.50 360.00 2147.50 1700.00 6281.252 - 3 350 100 100 0.30 0.50 500 2.40 500 1.00 1787.50 360.00 2147.50 1700.00 6281.253 - 3'' 350 100 100 0.30 0.50 500 2.40 500 1.00 1787.50 360.00 2147.50 1700.00 6281.25D - D1' - 1 350 100 100 0.30 0.50 500 1.00 500 2.08 1608.75 360.00 1968.75 1537.50 5720.631 - 2 350 100 100 0.30 0.50 500 1.00 500 2.08 1608.75 360.00 1968.75 1537.50 5720.632 - 3 350 100 100 0.30 0.50 500 1.00 500 2.08 1608.75 360.00 1968.75 1537.50 5720.633 - 3'' 350 100 100 0.30 0.50 500 1.00 500 2.08 1608.75 360.00 1968.75 1537.50 5720.63E - E1' - 1 350 100 100 0.30 0.50 500 2.08 500 0.00 1058.75 360.00 1418.75 1037.50 3995.631 - 2 350 100 100 0.30 0.50 500 2.08 500 0.00 1058.75 360.00 1418.75 1037.50 3995.632 - 3 350 100 100 0.30 0.50 500 2.08 500 0.00 1058.75 360.00 1418.75 1037.50 3995.633 - 3'' 350 100 100 0.30 0.50 500 2.08 500 0.00 1058.75 360.00 1418.75 1037.50 3995.63ALIGERADO PRIMER NIVELALIGERADO PRIMER NIVELALIGERADO PRIMER NIVELALIGERADO PRIMER NIVELP. que transmite la S/CU= 1.5D + 1.8LS/C 1Lado 1S/C 2Lado 2ALIGERADO PRIMER NIVELP. Propio de la vigaCarga muertaS/CP. que transmite el aligerado a la vigaTRAMOPeso del aligerado Peso piso terminadoPeso Taqui.MovilDimensiones de la viga b h L1 L2 kg/m3D Lkg/m2kg/m2kg/m2m m kg/m2m kg/m2m kg/m 2400 kg/m kg/m kg/m1' - 1'A - B 350 100 100 0.20 0.25 250 0.00 250 1.00 550.00 120.00 670.00 250.00 1455.00B - C 350 100 100 0.20 0.25 250 0.00 250 1.00 550.00 120.00 670.00 250.00 1455.00C - D 350 100 100 0.20 0.25 250 0.00 250 1.00 550.00 120.00 670.00 250.00 1455.00D - E 350 100 100 0.20 0.25 250 0.00 250 1.00 550.00 120.00 670.00 250.00 1455.001 - 1A - B 350 100 100 0.30 0.35 250 1.00 250 1.00 1100.00 252.00 1352.00 500.00 2928.00B - C 350 100 100 0.30 0.35 250 1.00 250 1.00 1100.00 252.00 1352.00 500.00 2928.00C - D 350 100 100 0.30 0.35 250 1.00 250 1.00 1100.00 252.00 1352.00 500.00 2928.00D - E 350 100 100 0.30 0.35 250 1.00 250 1.00 1100.00 252.00 1352.00 500.00 2928.002 - 2A - B 350 100 100 0.30 0.35 250 1.00 250 1.00 1100.00 252.00 1352.00 500.00 2928.00B - C 350 100 100 0.30 0.35 250 1.00 250 1.00 1100.00 252.00 1352.00 500.00 2928.00C - D 350 100 100 0.30 0.35 250 1.00 250 1.00 1100.00 252.00 1352.00 500.00 2928.00D - E 350 100 100 0.30 0.35 250 1.00 250 1.00 1100.00 252.00 1352.00 500.00 2928.003 - 3A - B 350 100 100 0.30 0.35 250 1.00 250 1.00 1100.00 252.00 1352.00 500.00 2928.00B - C 350 100 100 0.30 0.35 250 1.00 250 1.00 1100.00 252.00 1352.00 500.00 2928.00C - D 350 100 100 0.30 0.35 250 1.00 250 1.00 1100.00 252.00 1352.00 500.00 2928.00D - E 350 100 100 0.30 0.35 250 1.00 250 1.00 1100.00 252.00 1352.00 500.00 2928.003'' - 3''A - B 350 100 100 0.20 0.25 250 1.00 250 0.00 550.00 120.00 670.00 250.00 1455.00B - C 350 100 100 0.20 0.25 250 1.00 250 0.00 550.00 120.00 670.00 250.00 1455.00C - D 350 100 100 0.20 0.25 250 1.00 250 0.00 550.00 120.00 670.00 250.00 1455.00D - E 350 100 100 0.20 0.25 250 1.00 250 0.00 550.00 120.00 670.00 250.00 1455.00(Considerando un ancho tributario de 1.00 m para vigas secundarias)S/C 1P. que transmite la S/CU= 1.5D + 1.8LLado 1P. Propio de la vigaPORTICOS SECUNDARIOSTRAMOPeso del aligerado Peso piso terminadoPeso Taqui.MovilDimensiones de la vigaS/CP. que transmite el aligerado a la vigaCarga muertaALIGERADO AZOTEAALIGERADO AZOTEAALIGERADO AZOTEAALIGERADO AZOTEALado 2ALIGERADO AZOTEAS/C 2b h L1 L2 kg/m3D Lkg/m2kg/m2kg/m2m m kg/m2m kg/m2m kg/m 2400 kg/m kg/m kg/m1' - 1'A - B 350 100 100 0.20 0.25 500 0.00 500 1.00 550.00 120.00 670.00 500.00 1905.00B - C 350 100 100 0.20 0.25 500 0.00 500 1.00 550.00 120.00 670.00 500.00 1905.00C - D 350 100 100 0.20 0.25 500 0.00 500 1.00 550.00 120.00 670.00 500.00 1905.00D - E 350 100 100 0.20 0.25 500 0.00 500 1.00 550.00 120.00 670.00 500.00 1905.001 - 1A - B 350 100 100 0.30 0.35 500 1.00 500 1.00 1100.00 252.00 1352.00 1000.00 3828.00B - C 350 100 100 0.30 0.35 500 1.00 500 1.00 1100.00 252.00 1352.00 1000.00 3828.00C - D 350 100 100 0.30 0.35 500 1.00 500 1.00 1100.00 252.00 1352.00 1000.00 3828.00D - E 350 100 100 0.30 0.35 500 1.00 500 1.00 1100.00 252.00 1352.00 1000.00 3828.002 - 2A - B 350 100 100 0.30 0.35 500 1.00 500 1.00 1100.00 252.00 1352.00 1000.00 3828.00B - C 350 100 100 0.30 0.35 500 1.00 500 1.00 1100.00 252.00 1352.00 1000.00 3828.00C - D 350 100 100 0.30 0.35 500 1.00 500 1.00 1100.00 252.00 1352.00 1000.00 3828.00D - E 350 100 100 0.30 0.35 500 1.00 500 1.00 1100.00 252.00 1352.00 1000.00 3828.003 - 3A - B 350 100 100 0.30 0.35 500 1.00 500 1.00 1100.00 252.00 1352.00 1000.00 3828.00B - C 350 100 100 0.30 0.35 500 1.00 500 1.00 1100.00 252.00 1352.00 1000.00 3828.00C - D 350 100 100 0.30 0.35 500 1.00 500 1.00 1100.00 252.00 1352.00 1000.00 3828.00D - E 350 100 100 0.30 0.35 500 1.00 500 1.00 1100.00 252.00 1352.00 1000.00 3828.003'' - 3''A - B 350 100 100 0.20 0.25 500 1.00 500 0.00 550.00 120.00 670.00 500.00 1905.00B - C 350 100 100 0.20 0.25 500 1.00 500 0.00 550.00 120.00 670.00 500.00 1905.00C - D 350 100 100 0.20 0.25 500 1.00 500 0.00 550.00 120.00 670.00 500.00 1905.00D - E 350 100 100 0.20 0.25 500 1.00 500 0.00 550.00 120.00 670.00 500.00 1905.00ALIGERADO AZOTEAALIGERADO PRIMER NIVELALIGERADO PRIMER NIVELALIGERADO AZOTEAALIGERADO PRIMER NIVELTRAMOPeso del aligerado Peso piso terminadoPeso Taqui.MovilDimensiones de la viga U= 1.5D + 1.8LS/C 1Lado 1S/C 2Lado 2S/CP. que transmite el aligerado a la vigaP. Propio de la vigaCarga muertaP. que transmite la S/C0.90 mP. Espe. N pisos x,b y,h P.P L TOTAL P. Espe. N pisos x,b y,h P.P L TOTALLosa aligerada - 1 2.23 4.55 350.00 - 3543.31 - 1 2.23 4.55 350.00 - 3543.31Tabiqueria 1 2.23 4.55 100.00 1012.38 1 2.23 4.55 100.00 1012.38Cielo raso 1 2.23 4.55 20.00 202.48 1 2.23 4.55 20.00 202.48Vigas principal 2400.00 1 0.30 0.50 4.55 1638.00 2400.00 1 0.30 0.50 4.55 1638.00Vigas secundaria 2400.00 1 0.30 0.35 2.23 560.70 2400.00 1 0.30 0.35 2.23 560.70Columnas 2400.00 1 0.30 0.30 3.00 648.00 2400.00 1 0.30 0.30 3.00 648.00Sobrecargas 1 2.23 4.55 500.00 5061.88 1 2.23 4.55 100.00 1012.3812666.7375 8617.237521283.98 kg0.85 kg/cmA2= 25039.97059 cm L = 1.58 m L = 1.60 mP. Espe. N pisos x,b y,h P.P L TOTAL P. Espe. N pisos x,b y,h P.P L TOTALLosa aligerada - 1 4.48 4.55 350.00 - 7126.44 - 1 4.48 4.55 350.00 - 7126.44Tabiqueria 1 4.48 4.55 100.00 2036.13 1 4.48 4.55 100.00 2036.13Cielo raso 1 4.48 4.55 20.00 407.23 1 4.48 4.55 20.00 407.23Vigas principal 2400.00 1 0.30 0.50 4.55 1638.00 2400.00 1 0.30 0.50 4.55 1638.00Vigas secundaria 2400.00 1 0.30 0.35 4.48 1127.70 2400.00 1 0.30 0.35 4.48 1127.70Columnas 2400.00 1 0.30 0.30 3.00 648.00 2400.00 1 0.30 0.30 3.00 648.00Sobrecargas 1 4.48 4.55 500.00 10180.63 1 4.48 4.55 100.00 2036.1323164.1125 15019.612538183.73 kg0.85 kg/cmA2= 44922.02941 cm L = 2.12 m L = 2.10 mMETRADO DE CARGAS PARA COLUMNAS PARA PREDIMENSIONAMIENTO DE ZAPATASSOLO SE METRARA UNA COLUMNA POR EJE, LA QUE TENGA MAS AREA TRIBUTARIAPESOTOTAL A NIVEL DE COLUMNACAPACIDAD PORTANTE DEL TERRENOLA ZAPATA SERA DE SE CONSIDERARA UNA ALTURA DE CIMENTACION DEEJE A - A, Entre 2 - 2PRIMER PISO AZOTEAPESOTOTAL A NIVEL DE COLUMNACAPACIDAD PORTANTE DEL TERRENOEJE B - B, Entre 2 - 2PRIMER PISO AZOTEALA ZAPATA SERA DE P. Espe. N pisos x,b y,h P.P L TOTAL P. Espe. N pisos x,b y,h P.P L TOTALLosa aligerada - 1 3.10 4.55 350.00 - 4936.75 - 1 3.10 4.55 350.00 - 4936.75Tabiqueria 1 3.10 4.55 100.00 1410.50 1 3.10 4.55 100.00 1410.50Cielo raso 1 3.10 4.55 20.00 282.10 1 3.10 4.55 20.00 282.10Vigas principal 2400.00 1 0.30 0.50 4.55 1638.00 2400.00 1 0.30 0.50 4.55 1638.00Vigas secundaria 2400.00 1 0.30 0.35 3.10 781.20 2400.00 1 0.30 0.35 3.10 781.20Columnas 2400.00 1 0.30 0.30 3.00 648.00 2400.00 1 0.30 0.30 3.00 648.00Sobrecargas 1 3.10 4.55 500.00 7052.50 1 3.10 4.55 100.00 1410.5016749.05 11107.0527856.10 kg0.85 kg/cmA2= 32771.88235 cm L = 1.81 m L = 1.80 mP. Espe. N pisos x,b y,h P.P L TOTAL P. Espe. N pisos x,b y,h P.P L TOTALLosa aligerada - 1 2.78 4.55 350.00 - 4419.19 - 1 2.78 4.55 350.00 - 4419.19Tabiqueria 1 2.78 4.55 100.00 1262.63 1 2.78 4.55 100.00 1262.63Cielo raso 1 2.78 4.55 20.00 252.53 1 2.78 4.55 20.00 252.53Vigas principal 2400.00 1 0.30 0.50 4.55 1638.00 2400.00 1 0.30 0.50 4.55 1638.00Vigas secundaria 2400.00 1 0.30 0.35 2.78 699.30 2400.00 1 0.30 0.35 2.78 699.30Columnas 2400.00 1 0.30 0.30 3.00 648.00 2400.00 1 0.30 0.30 3.00 648.00Sobrecargas 1 2.78 4.55 500.00 6313.13 1 2.78 4.55 100.00 1262.6315232.7625 10182.262525415.03 kg0.85 kg/cmA2= 29900.02941 cm L = 1.73 m L = 1.80 mAZOTEAPESOTOTAL A NIVEL DE COLUMNACAPACIDAD PORTANTE DEL TERRENOEJE C - C, Entre 2 - 2PRIMER PISO AZOTEAPESOTOTAL A NIVEL DE COLUMNACAPACIDAD PORTANTE DEL TERRENOLA ZAPATA SERA DE EJE D - D, Entre 2 - 2PRIMER PISOLA ZAPATA SERA DE P. Espe. N pisos x,b y,h P.P L TOTAL P. Espe. N pisos x,b y,h P.P L TOTALLosa aligerada - 1 1.93 4.55 350.00 - 3065.56 - 1 1.93 4.55 350.00 - 3065.56Tabiqueria 1 1.93 4.55 100.00 875.88 1 1.93 4.55 100.00 875.88Cielo raso 1 1.93 4.55 20.00 175.18 1 1.93 4.55 20.00 175.18Vigas principal 2400.00 1 0.30 0.50 4.55 1638.00 2400.00 1 0.30 0.50 4.55 1638.00Vigas secundaria 2400.00 1 0.30 0.35 1.93 485.10 2400.00 1 0.30 0.35 1.93 485.10Columnas 2400.00 1 0.30 0.30 3.00 648.00 2400.00 1 0.30 0.30 3.00 648.00Sobrecargas 1 1.93 4.55 500.00 4379.38 1 1.93 4.55 100.00 875.8811267.0875 7763.587519030.68 kg0.85 kg/cmA2= 22389.02941 cm L = 1.50 m L = 1.50 mLA ZAPATA SERA DE EJE E - E, Entre 2 - 2PRIMER PISO AZOTEAPESOTOTAL A NIVEL DE COLUMNACAPACIDAD PORTANTE DEL TERRENOArea total192.00 mEJE Long. (m) b (m) h (m) Vol. (m)A 12.00 0.30 0.50 1.80B 12.00 0.30 0.50 1.80C 12.00 0.30 0.50 1.80D 12.00 0.30 0.50 1.80E 12.00 0.30 0.50 1.809.00EJE Long. (m) b (m) h (m) Vol. (m)1' 16.00 0.20 0.20 0.641 16.00 0.30 0.35 1.682 16.00 0.30 0.35 1.683 16.00 0.30 0.35 1.683' 16.00 0.20 0.20 0.646.32Regulares 15 0.30 0.30 1.35Irregulares 0.001.35 m350 (192.00 - 1.35) =2400 x 9.00 =2400 x 6.32 =Regulares 2400 x 1.35 x 3.30=Irregulares 2400 x 0.00 x 3.30=100 x 192.00 =500 x 192.00 =250 x 192.00 =S/CPeso de sobrecarga 96000.00 kg50 % SC 48000.00 kgN Veces a (m) b (m) rea (m)Volmen de Vigas SecundariasTotalClculo del rea de ColumnasTipoEn edificaciones de las categoria C se tomara el 50% de la carga vivaEn azoteas y techos en general se tomara el 25% de la carga vivaMETRADO DE CARGAS PARA HALLAR EL PESO DE LA ESTRUCTURA POR SISMOTotalVolmen de Vigas PrincipalesPRIMER PISOCATEGORIA Y ESTRUCTURA DE LA EDIFICACIONRegular CCategoria Edificacin Regularidad de la estructuraPESO DE LA EDIFICACION Area Total ColumnasPeso de la losaP. Vigas principalesP. Vigas secundariasClculo del Peso Total66727.50 kg21600.00 kg15168.00 kg1 Piso19200.00 kg Peso de acabadoP columnas10692.00 kg0.00 kgAcabadosP. Vol: h = 2.60 mb (m) h (m)1' 0.15 0.00 0.001 0.15 14.50 2.60 1.00 2.10 24991.200.15 2.60 1.75 1.20 -1474.200.15 2.60 1.75 1.20 -1474.200.15 2.60 1.70 2.10 -2506.140.15 2.60 1.75 1.20 -1474.202' 0.15 4.75 2.60 8669.702'' 0.15 4.00 2.60 0.90 2.10 5974.022 0.15 4.50 2.60 0.90 2.10 6886.623' 0.15 4.50 2.60 0.80 2.10 7034.040.15 2.60 0.65 0.40 -182.520.15 2.60 0.65 0.40 -182.520.15 2.60 0.80 2.10 -1179.363 0.15 14.50 2.60 26465.403'' 0.15 0.00 0.00A 0.15 9.10 2.60 1.50 1.20 15345.720.15 2.60 1.50 1.20 -1263.60B 0.15 9.10 2.60 1.50 1.20 15345.720.15 2.60 0.90 2.10 -1326.78B' 0.15 3.70 2.60 6753.24C 0.15 9.10 2.60 1.00 2.10 15135.12D 0.15 9.10 2.60 0.90 2.10 15282.54E 0.15 9.10 2.60 1.50 1.20 15345.720.15 2.60 1.50 1.20 -1263.60Area total192.00 mEJE Long. (m) b (m) h (m) Vol. (m)A 12.00 0.30 0.50 1.80B 12.00 0.30 0.50 1.80C 12.00 0.30 0.50 1.80D 12.00 0.30 0.50 1.80E 12.00 0.30 0.50 1.809.00EJE Long. (m) b (m) h (m) Vol. (m)1' 16.00 0.20 0.20 0.641 16.00 0.30 0.35 1.682 16.00 0.30 0.35 1.683 16.00 0.30 0.35 1.683' 16.00 0.20 0.20 0.646.32Regulares 15 0.3 0.3 1.35Irregulares 0.001.35 mClculo del rea de ColumnasMetrado de muros1800.00 kg/mPeso (Kg)428289.42 kg TOTAL PRIMER PISOSEGUNDO PISO + AZOTEAEJE e (m) L (m) h (m)VanosTOTAL EN MUROS 150901.92Tipo N Veces a (m) b (m) rea (m)Area Total ColumnasVolmen de Vigas PrincipalesTotalVolmen de Vigas SecundariasTotal350 (192.00 - 1.35) =2400 x 9.00 =2400 x 6.32 =Regulares 2400 x 1.35 x 2.80=Irregulares 2400 x 0.00 x 2.80=100 x 192.00 =100 x 192.00 =50 x 192.00 =P. Vol: h = 2.60 mb (m) h (m)1' 0.15 15.70 0.90 9919.261 0.15 14.50 2.60 1.00 2.10 24991.200.15 2.60 1.75 1.20 -1474.200.15 2.60 1.75 1.20 -1474.200.15 2.60 1.70 1.20 -1432.080.15 2.60 1.00 2.10 -1474.202' 0.15 2.60 0.002'' 0.15 2.60 0.002 0.15 2.60 2.60 1.70 2.10 2239.383' 0.15 17.60 2.60 1.00 2.10 30649.320.15 2.60 0.80 2.10 -1179.360.15 2.60 0.65 0.40 -182.520.15 2.60 0.65 0.40 -182.520.15 2.60 0.80 2.10 -1179.363 0.15 14.50 2.60 1.00 2.10 24991.200.15 2.60 1.75 1.20 -1474.200.15 2.60 0.65 0.40 -182.520.15 2.60 0.65 0.40 -182.520.15 2.60 1.70 1.20 -1432.080.15 2.60 1.00 2.10 -1474.200.15 2.60 1.75 1.20 -1474.203'' 0.15 15.70 0.90 9919.26A 0.15 11.10 2.60 0.85 1.70 19245.330.15 2.60 1.50 1.20 -1263.600.15 2.60 1.50 1.20 -1263.600.15 2.60 1.50 1.20 -1263.600.15 2.60 0.85 1.70 -1014.39B 0.15 1.70 2.60 3102.84B' 0.15 2.70 2.60 4928.04C 0.15 2.35 2.60 4289.22D 0.15 2.60 2.60 4745.52D' 0.15 0.80 2.60 1460.16E 0.15 11.10 0.90 0.85 1.70 5998.590.15 2.60 1.50 1.00 -1053.000.15 2.60 1.50 1.00 -1053.000.15 0.90 0.85 1.70 -1014.39712.61 Ton712612.50 kgTOTAL SEGUNDO PISO + AZOTEAPESO DE LA ESTRUCTURAClculo del Peso TotalPeso de la losa 66727.50 kgP. Vigas principalesPeso de sobrecarga 19200.00 kg50 % SC 9600.00 kgP. Vigas secundarias 15168.00 kg21600.00 kgMetrado de murosP columnas9072.00 kg0.00 kgAcabadosPeso de acabado 19200.00 kg2 Piso + AzoteaS/CPeso (Kg)TOTAL EN MUROS 123755.58284323.08 kgVanos1800.00 kg/mEJE e (m) L (m) h (m)ELEMENTO UNIDADVIGAS Kg 36768.0036768.00 LOSAS Kg 66727.5066727.50 COLUMNAS Kg 10692.009072.00 ACABADOS Kg 19200.0019200.00 SOBRE CARGA Kg 144000.0028800.00 MUROS Kg 150901.92123755.58 PESO Kg 428289.42284323.08 AREA m 192 192PESO TOTAL KgPESO TOTAL TonPESO / m Kg/m 2230.67 1480.85MASA Kg*seg/m 43673.37 28992.89VALOR DEL CORTANTE BASALCOEF.SISMICA VALOR NORMA E-030Z 0.400 TABLA N 1U 1.000 TABLA N 3S2 1.200 TABLA N 2Tp 0.600 TABLA N 2hn 5.600Ct 35.000 ITEM 17.2 aT 0.160 ITEM 17.2 aC 2.500 ITEM 2.3R 7.000 TABLA N 6C/R 0.357 ITEM 17.3FACTOR 0.171 ITEM 17.3PESO 712.613C.B. (Cortante basal) 122.162 ITEM 2.3rea total de columnas en X = 1.350 mfc = 210.00 Kg/cmVc = 103685.801 KgVc = 103.686 TonCORTANTE BASAL EJEA-A 40.721 Tonrea total de columnas eje A-A 0.270 mfc = 210.00 Kg/cmVc = 20737.160 KgVc = 20.737 TonVerficacion Cortante resistenteANALIZANDO LOS CORTANTES EJE POR EJE TOMAMOS C=2.5CONCRETO ARMADO PRTICOSES MAYOR QUE 0.125ZONA 3Primer PisoSUELO INTERMEDIOSUELO INTERMEDIOALTURA DE EDIFICACINPRTICOSSeg. Piso + AzoteaEDIFICACIONES COMUNESToneladasRESUMEN DE METRADO DE CARGASPERIODO FUNDAMENTAL