1. PLANO DE ARQUITECTURA Y ELEVACION 3 3.0 2 3.0 1 3.5 A 3.5 B 3.5 C D 2.50 2.50 2.50 2.90 3.0 3.0 DIRECCION Y 3.5 3.5 DIRECCION X 3.5 Descripcion 1-2 2-3 D m. 3.00 3.00 Descripcion A-B B-C C-D D m. 3.50 3.50 3.50 VERTICAL HORIZONTAL CUADRO DE DISTANCIA ENTRE COLUMNAS EJES PRINCIPALES: A B C 2 3 D EJES SECUNDARIOS 1 1, 2, 3 A, B, C, D 2. PREDIMENCIONAMIENTO A) LOSA ALIGERADA Hl 100 cm 𝐻𝑙 = 𝑙 18 𝑙 25 , donde Hl = espesor de la losa l= luz mas critica en el sentido secundario l= 𝐻𝑙 = 3 18 𝐻𝑙 = 0.17 𝐻𝑙 = 0.145 3.00 𝐻𝑙 = 3 25 𝐻𝑙 = 0.12 Adoptado 0.25 e= 0.05 t= 0.20 B) VIGAS PRINCIPALES Son encargados de soportar el peso de la edificacion. L=longitud critica en el sentido principal 𝐿 3.50 0.39 m 𝐻𝑉𝑃 = 9 9 𝐿 12 3.50 12 0.29 m 𝐻𝑉𝑃 2 0.34 2 0.17 m 𝐻𝑉𝑃 = 𝐵𝑉𝑃 = h= 0.34 0.30 = 𝐻𝑉𝑃 𝐵𝑉𝑃 = 0.20 secciones adoptadas HVP= 0.30 BVP= 0.20 C) VIGA SECUNDARIA L= luz mas critica en sentido secundario L= 3.00 𝐻𝑉𝑆 = 𝐿 14 3.00 14 HVS adoptado= 0.21 0.20 𝐻𝑉𝑆 2 𝐵𝑉𝑆(adop) = 0.21 2 0.25 𝐵𝑉𝑆 = 0.11 m 0.20 = 𝐻𝑉𝑆 secciones adoptadas BVS= 0.25 HVS= 0.20 𝐵𝑉𝑆 = 0.25 D) COLUMNAS C3 C4 C3 C4 3 3.0 C2 C1 C1 C2 2 3.0 C4 3.5 A Columna 1 Columna 2 Columna 3 Columna 4 C3 C3 3.5 B B 0.70 0.50 0.50 0.45 1 C4 3.5 C D H 0.70 0.50 0.50 0.45 3. ANALISIS SISMICO PARA EDIFICACIONES APORTICADAS PESO LOSA e=25cm PISO TERMINADO PESO DEL MURO CONCRETO f[c MUROS S/C n4 350 100 150 210 100 200 n3 350 100 150 210 150 200 n2 350 100 150 210 150 200 n1 350 100 150 210 150 200 3. FORMULACION DEL MODELO DINAMICO DIRECCION Y DIRECCION X 2.50 2.50 2.50 2.90 3.0 3.0 DIRECCION Y 2.50 2.50 2.50 2.90 3.5 3.5 DIRECCION X 3.5 3. METRADO DE CARGAS PARA EL ANALISIS DINAMICO VIGAS a) Vigas Principales ( DIRECCION X) NIVEL 1 - 2 - 3 - 4 2.4 ∗ 0.20 ∗ 0.30 ∗ 4 ∗ 3.50 = 2.4 ∗ 0.20 ∗ 0.30 ∗ 4 ∗ 3.50 = 2.4 ∗ 0.20 ∗ 0.30 ∗ 4 ∗ 3.50 = 2.4 ∗ 0.20 ∗ 0.30 ∗ 4 ∗ 3.50 = 2.016 2.016 2.016 2.016 8.06 ton B) Vigas Secundarias ( DIRECCION Y) NIVEL 1 - 2 - 3 - 4 2.4 ∗ 0.25 ∗ 0.20 ∗ 4 ∗ 3 = 2.4 ∗ 0.25 ∗ 0.20 ∗ 4 ∗ 3 = 2.4 ∗ 0.25 ∗ 0.20 ∗ 4 ∗ 3 = 2.4 ∗ 0.25 ∗ 0.20 ∗ 4 ∗ 3 = 1.44 1.44 1.44 1.44 5.76 ton COLUMNAS 2.50 1.25 2.50 2.50 2.50 2.50 2.70 2.90 0.0 0.0 NIVEL 1 2.4 ∗ 0.70 ∗ 0.70 ∗ 4 ∗ 2.70 = 2.4 ∗ 0.50 ∗ 0.50 ∗ 2 ∗ 2.70 = 2.4 ∗ 0.50 ∗ 0.50 ∗ 4 ∗ 2.70 = 2.4 ∗ 0.45 ∗ 0.45 ∗ 2 ∗ 2.70 = NIVEL 2 - 3 2.4 ∗ 0.70 ∗ 0.70 ∗ 4 ∗ 2.50 = 2.4 ∗ 0.50 ∗ 0.50 ∗ 2 ∗ 2.50 = 2.4 ∗ 0.50 ∗ 0.50 ∗ 4 ∗ 2.50 = 2.4 ∗ 0.45 ∗ 0.45 ∗ 2 ∗ 2.50 = NIVEL 4 2.4 ∗ 0.70 ∗ 0.70 ∗ 4 ∗ 1.25 = 2.4 ∗ 0.50 ∗ 0.50 ∗ 2 ∗ 1.25 = 2.4 ∗ 0.50 ∗ 0.50 ∗ 4 ∗ 1.25 = 2.4 ∗ 0.45 ∗ 0.45 ∗ 2 ∗ 1.25 = 0.0 12.7008 6.3504 12.7008 6.3504 38.10 ton 11.76 5.88 11.76 5.88 35.28 ton 5.88 2.94 5.88 2.94 17.64 ton ALIGERADO NIVEL 1 - 2 - 3- 4 350 ∗ 3.35 ∗ 2.85 ∗ 4 = NIVEL 1 - 2 - 3 100 ∗ 10.05 ∗ 6 = 13366.5 kg 13.37 ton TABIQUERIA 6300 kg 6.30 ton 1.45 ACABADOS NIVEL 1 - 2 - 3- 4 100 ∗ 10.05 ∗ 6 = 6300 kg 6.30 ton PARAPETOS 150 ∗ 10.05 + 6 ∗ 2 = 4815.0 kg 4.82 ton SOBRECARGA 200 ∗ 10.05 ∗ 6 = 9045.0 kg 9.05 ton MUROS PERIMETRALES NIVEL 1 𝑉𝑃 = 1350 ∗ 0.15 ∗ 32.5 ∗ 2.20 = 𝑉𝑆 = 1350 ∗ 0.15 ∗ 6.50 ∗ 2.30 = 2895.75 kg 6849.56 kg 2.90 ton 6.85 ton 9.75 ton NIVEL 1 - 2 - 3- 4 𝑉𝑃 = 1350 ∗ 0.15 ∗ 32.5 ∗ 2.20 = 𝑉𝑆 = 1350 ∗ 0.15 ∗ 6.50 ∗ 2.30 = 3159.00 kg 7244.44 kg 3.16 ton 7.24 ton 22.89 ton RESUMEN DE METRADO DE CARGAS POR NIVEL 1 NIVEL 2 NIVEL 3 NIVEL 4 NIVEL Viga Principal 8.064 8.064 8.064 8.064 Viga Secundaria 5.76 5.76 5.76 5.76 Columnas 38.1024 35.28 35.28 17.64 Aligerado 13.37 13.37 13.37 13.37 Tabiqueria 6.30 6.30 6.30 Acabados 6.30 6.30 6.30 6.30 Sobrecarga 9.05 9.05 9.05 9.05 Muros P 9.75 22.89 22.89 22.89 96.68 107.00 107.00 83.06 3.- OBTENCION DE REGIDECES POR METODO MUTO OBTENCION DE REGIDECES PARA EL PORTICO PRINCIPAL 250 250 250 270 350 350 DIRECCION X 350 ton COLUMNA C4 PORTICO 1C3 1 Y 3-3 C4 C3 C2 PORTICO 2C1 2 C2 C1 K 0.1015873 0.1333029 0.0627082 0.0822857 0.0666514 0.0346998 0.0411429 0.0214196 a 0.0422164 0.0526221 0.0304009 0.039517 0.0294058 0.016224 0.0201568 0.0105963 D 53.430079 101.50864 41.554247 82.327113 56.724214 120.22767 41.993281 84.806028 K 1911.7911 3632.0988 1734.2733 3435.9357 2029.6592 4301.8876 1752.5965 3539.3936 1734.2733 3435.9357 3435.9357 1734.2733 kg/cm 10340.418 1734.2733 3435.9357 3435.9357 1734.2733 10340.418 1734.2733 3435.9357 3435.9357 1734.2733 10340.418 1911.7911 3632.0988 3632.0988 1911.7911 11087.78 PORTICOS 1-1 Y 3-3 1752.5965 3539.3936 3539.3936 1752.5965 kg/cm 10583.98 1752.5965 3539.3936 3539.3936 1752.5965 10583.98 1752.5965 3539.3936 3539.3936 1752.5965 10583.98 2029.6592 4301.8876 4301.8876 2029.6592 12663.093 PORTICOS 2-2 OBTENCION DE REGIDECES PARA PORTICOS SECUNDARIOS 250 250 250 270 300 300 COLUMNA C4 PORTICO AC3 A y D-D C4 C3 C2 PORTICO BC1 B y C-C C2 C1 K 0.0438957 0.0576 0.0270961 0.0355556 0.0288 0.0149938 0.0177778 0.0092554 a 0.0201765 0.025825 0.013367 0.0174672 0.0136157 0.0072786 0.0088106 0.0046064 D 25.535939 49.816675 18.270982 36.390102 26.264918 53.938087 18.35536 36.86643 K 913.70597 1782.4993 762.54245 1518.7469 939.7897 1929.9682 766.06397 1538.6265 762.54245 1518.7469 762.54245 3043.8318 762.54245 1518.7469 762.54245 3043.8318 762.54245 1518.7469 762.54245 3043.8318 913.70597 1782.4993 913.70597 3609.9112 766.06397 1538.6265 766.06397 3070.7545 766.06397 1538.6265 766.06397 3070.7545 766.06397 1538.6265 766.06397 3070.7545 939.7897 1929.9682 939.7897 3809.5476 A-A Y D-D B-B Y C-C RIGIDEZ TOTAL EN X RIGIDEZ TOTAL EN Y w4= 83.06 ton 31264.816 kg/cm 12229.173 kg/cm w3= 107.0 ton 31264.816 kg/cm 12229.173 kg/cm w2= 107.0 ton 31264.816 kg/cm 12229.173 kg/cm w1= 96.7 ton 34838.653 kg/cm 14838.918 kg/cm