UNIVERSIDAD VERACRUZANA FACULTAD DE INGENIERÍA CIVIL REGIÓN XALAPA. Análisis y diseño estructural de un edificio de 5 niveles MEMORIA

UNIVERSIDAD VERACRUZANA FACULTAD DE INGENIERÍA CIVIL REGIÓN XALAPA Análisis y diseño estructural de un edificio de 5 niveles MEMORIA QUE PARA OBTENER EL TÍTULO DE INGENIERO CIVIL PRESENTA Huesca Salazar Tito Ricardo DIRECTOR Ing. David Hernández Santiago Xalapa Enríquez Veracruz 2013

Índice Memoria de calculo Análisis de carga..4 Escalera...6 Bajada de cargas...8 Cimentación... 14 Cajón de ascensor..18 Análisis sísmico-estático....21 Cargas a colocar en Ram Advanse 9.5.....37 Calculo de trabes.... 40 Calculo de columnas.....47 Calculo de losas....49 Calculo de rampa de escalera.....51 Anexos.....53

Memoria de cálculo

Análisis de carga

PROPUESTA ESTRUCTURAL SECCION TRABES *L (cm) = 700.00 cm h(cm) = 50.00 cm b (cm)= 25.00 cm SECCION COLUMNAS Propuesta columnas cuadradas *l (cm)= 40.00 cm *b real= 30.00 cm ANALISIS DE NERVADURA ANALISIS DE CARGAS zz Dimensiones Block Espesor de losa Espesor de nervadura * l(m)= 0.40 m *h(m)= 0.20 m *a(m)= 0.10 m *h(m)= 0.15 m *b(m)= 0.20 m Analisis de losa Concreto= 240.00 Kg Peso de block Block= 115.20 Kg *p(kg)= 12.00 Kg Peso de Block= 48.00 Kg Total= 172.80 Kg Carga de losa= 345.60 Kg/m2 Peso Volumetrico concreto *p= 2,400.00 Kg/m3 Peso Volumetrico muro *p= 1,500.00 Kg/m3 ANALISIS DE LOSAS DE ENTREPISO Y AZOTEA Losa de azotea Losa de entrepiso *Impermeabilizante= 15.00 Kg/m2 *Ceramica= 0.01 2000 20.00 Kg/m2 *Aplanado fino= 40.00 Kg/m2 *Pegamento= 0.01 2000 20.00 Kg/m2 Losa= 345.60 Kg/m2 *Apladado fino= 0.02 2000 40.00 Kg/m2 *Sobrecarga= 40.00 Kg/m2 Losa = 345.60 Kg/m2 Total= 440.60 Kg/m2 Sobrecarga= 40.00 Kg/m2 Total= 465.60 Kg/m2 Losa de baño Carga por tinaco *Ceramica= 0.01 2000 20.00 Kg/m2 *Peso por tinaco= 60.00 Kg *Pegamento= 0.01 2000 20.00 Kg/m2 *Peso de agua= 1,100.00 Kg *Apladado fino= 0.02 2000 40.00 Kg/m2 Losa = 540.00 Kg Losa = 345.60 Kg/m2 Muretes= 648.00 Kg *Relleno= 0.13 1300 162.50 Kg/m2 Total= 2,348.00 Kg Sobrecarga= 40.00 Kg/m2 Total= 628.10 Kg/m2 RESUMEN DE CARGAS Losa de azotea= Losa de entrepiso= Losa de baño= Carga por tinaco= 440.60 Kg/m2 465.60 Kg/m2 628.10 Kg/m2 2,348.00 Kg CARGAS VIVAS Azotea Entrepiso *p= 100.00 Kg/m2 *p= 250.00 Kg/m2

Escalera

ANALISIS DE ESCALERA DIMENSIONES DE ESCALERA *Peralte= 0.18 m Analisando tres escalones se tiene que: *Huella= 0.25 m a= 0.54 m *Ancho= 1.40 m b= 0.75 m 0.25 m hi= 0.92 m 0.18 m Analisis de carga de escalera *Ceramica= 0.01 2000 20.00 Kg/m2 *Pegamento= 0.01 2000 20.00 Kg/m2 *Aplanado= 0.02 2000 40.00 Kg/m2 Forjado 0.07 2400 175.29 Kg/m2 *Losa 0.1 2400 240.00 Kg/m2 *Sobrecarga 40.00 Kg/m2 Total= 535.29 Kg/m2 CARGA DE ESCALERA *Area de escalera= 11.00 m2 *Carga Viva escalera= 500.00 Kg/m2 Peso por m2= 535.29 Kg/m2 Reglamento Peso CM (kg)= 5,888.21 Kg Peso CV (Kg)= 5,500.00 Kg

Bajada de cargas

BAJADA DE CARGAS Trabes Columna Trabe tipo b h L Volumen (m3) (m) (m) (m) Peso volumetrico Peso total (Kg) (Kg/m3) D1 Estandar 0.30 m 0.50 m 7.00 m 1.05 m3 2,400.00 Kg/m3 2,520.00 Kg D2 Estandar 0.30 m 0.50 m 10.50 m 1.58 m3 2,400.00 Kg/m3 3,780.00 Kg D3 Estandar 0.30 m 0.50 m 10.50 m 1.58 m3 2,400.00 Kg/m3 3,780.00 Kg D4 Estandar 0.30 m 0.50 m 10.50 m 1.58 m3 2,400.00 Kg/m3 3,780.00 Kg D5 Estandar 0.30 m 0.50 m 7.00 m 1.05 m3 2,400.00 Kg/m3 2,520.00 Kg C1 Estandar 0.30 m 0.50 m 10.50 m 1.58 m3 2,400.00 Kg/m3 3,780.00 Kg secundaria 0.30 m 0.50 m 3.50 m 0.53 m3 2,400.00 Kg/m3 1,260.00 Kg C2 Estandar 0.30 m 0.50 m 14.00 m 2.10 m3 2,400.00 Kg/m3 5,040.00 Kg secundaria 0.30 m 0.50 m 3.50 m 0.53 m3 2,400.00 Kg/m3 1,260.00 Kg C3 Estandar 0.30 m 0.50 m 14.00 m 2.10 m3 2,400.00 Kg/m3 5,040.00 Kg C4 Estandar 0.30 m 0.50 m 14.00 m 2.10 m3 2,400.00 Kg/m3 5,040.00 Kg C5 Estandar 0.30 m 0.50 m 10.50 m 1.58 m3 2,400.00 Kg/m3 3,780.00 Kg B1 Estandar 0.30 m 0.50 m 10.50 m 1.58 m3 2,400.00 Kg/m3 3,780.00 Kg Secundaria 0.30 m 0.50 m 3.50 m 0.53 m3 2,400.00 Kg/m3 1,260.00 Kg Secundaria 0.30 m 0.50 m 1.37 m 0.21 m3 2,400.00 Kg/m3 493.20 Kg B2 Estandar 0.30 m 0.50 m 14.00 m 2.10 m3 2,400.00 Kg/m3 5,040.00 Kg Secundaria 0.30 m 0.50 m 3.50 m 0.53 m3 2,400.00 Kg/m3 1,260.00 Kg Secundaria 0.30 m 0.50 m 1.37 m 0.21 m3 2,400.00 Kg/m3 493.20 Kg B3 Estandar 0.30 m 0.50 m 14.00 m 2.10 m3 2,400.00 Kg/m3 5,040.00 Kg B4 Estandar 0.30 m 0.50 m 14.00 m 2.10 m3 2,400.00 Kg/m3 5,040.00 Kg B5 Estandar 0.30 m 0.50 m 10.50 m 1.58 m3 2,400.00 Kg/m3 3,780.00 Kg A1 Estandar 0.30 m 0.50 m 9.20 m 1.38 m3 2,400.00 Kg/m3 3,312.00 Kg A2 Estandar 0.30 m 0.50 m 12.30 m 1.85 m3 2,400.00 Kg/m3 4,428.00 Kg A3 Estandar 0.30 m 0.50 m 12.30 m 1.85 m3 2,400.00 Kg/m3 4,428.00 Kg A4 Estandar 0.30 m 0.50 m 12.30 m 1.85 m3 2,400.00 Kg/m3 4,428.00 Kg A5 Estandar 0.30 m 0.50 m 8.80 m 1.32 m3 2,400.00 Kg/m3 3,168.00 Kg Columna Tipo de columna Lado 1 (m) Lado 2 (m) Columnas L (m) Volumen (m3) Peso volumetrico (Kg/m3) D1 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg D2 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg D3 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg D4 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg D5 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg C1 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg C2 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg C3 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg C4 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg C5 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg B1 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg B2 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg B3 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg B4 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg B5 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg A1 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg A2 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg A3 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg A4 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg A5 Estandar 0.40 m 0.40 m 3.15 m 0.50 m3 2,400.00 Kg/m3 1,209.60 Kg Peso (Kg)

Losa Entrepiso Columna Tipo de losa Lado 1 Lado 2 Area Peso por m2 Sobrecarga (Kg) Peso (m) (m) (m2) (Kg/m2) (Kg) D1 Baño 3.50 m 3.50 m 12.25 m2 628.10 Kg/m2 0.00 Kg 7,694.23 Kg D2 Baño 7.00 m 3.50 m 24.50 m2 628.10 Kg/m2 0.00 Kg 15,388.45 Kg D3 Entrepiso 7.00 m 3.50 m 24.50 m2 465.60 Kg/m2 0.00 Kg 11,407.20 Kg D4 Entrepiso 7.00 m 3.50 m 24.50 m2 465.60 Kg/m2 0.00 Kg 11,407.20 Kg D5 Entrepiso 3.50 m 3.50 m 12.25 m2 465.60 Kg/m2 0.00 Kg 5,703.60 Kg C1 Baño 3.50 m 7.00 m 15.40 m2 628.10 Kg/m2 0.00 Kg 9,672.74 Kg C2 Baño 3.50 m 3.50 m 12.25 m2 628.10 Kg/m2 0.00 Kg 7,694.23 Kg Entrepiso 7.00 m 3.30 m 14.00 m2 628.10 Kg/m2 0.00 Kg 8,793.40 Kg C3 Entrepiso 7.00 m 7.00 m 49.00 m2 465.60 Kg/m2 0.00 Kg 22,814.40 Kg C4 Entrepiso 7.00 m 7.00 m 49.00 m2 465.60 Kg/m2 0.00 Kg 22,814.40 Kg C5 Entrepiso 3.50 m 7.00 m 24.50 m2 465.60 Kg/m2 0.00 Kg 11,407.20 Kg B1 Entrepiso 3.50 m 7.00 m 19.70 m2 465.60 Kg/m2 22,776.41 Kg 31,948.73 Kg Entrepiso 2.20 m 4.70 m 10.34 m2 465.60 Kg/m2 0.00 Kg 27,590.72 Kg B2 Entrepiso 7.00 m 7.00 m 44.20 m2 465.60 Kg/m2 22,776.41 Kg 43,355.93 Kg B3 Entrepiso 7.00 m 7.00 m 49.00 m2 465.60 Kg/m2 0.00 Kg 22,814.40 Kg B4 Entrepiso 7.00 m 7.00 m 49.00 m2 465.60 Kg/m2 0.00 Kg 22,814.40 Kg B5 Entrepiso 3.50 m 7.00 m 24.50 m2 465.60 Kg/m2 0.00 Kg 11,407.20 Kg A1 Entrepiso 4.70 m 5.70 m 26.79 m2 465.60 Kg/m2 0.00 Kg 12,473.42 Kg A2 Entrepiso 7.00 m 5.30 m 37.10 m2 465.60 Kg/m2 0.00 Kg 17,273.76 Kg A3 Entrepiso 7.00 m 5.30 m 37.10 m2 465.60 Kg/m2 0.00 Kg 17,273.76 Kg A4 Entrepiso 7.00 m 5.30 m 37.10 m2 465.60 Kg/m2 0.00 Kg 17,273.76 Kg A5 Entrepiso 3.50 m 5.30 m 18.55 m2 465.60 Kg/m2 0.00 Kg 8,636.88 Kg Losa Entrepiso (Carga viva) Columna Tipo de losa Lado 1 Lado 2 Area Peso por m2 Sobrecarga (Kg) Peso (m) (m) (m2) (Kg/m2) (Kg) D1 Baño 3.50 m 3.50 m 12.25 m2 250.00 Kg/m2 0.00 Kg 3,062.50 Kg D2 Baño 7.00 m 3.50 m 24.50 m2 250.00 Kg/m2 0.00 Kg 6,125.00 Kg D3 Entrepiso 7.00 m 3.50 m 24.50 m2 250.00 Kg/m2 0.00 Kg 6,125.00 Kg D4 Entrepiso 7.00 m 3.50 m 24.50 m2 250.00 Kg/m2 0.00 Kg 6,125.00 Kg D5 Entrepiso 3.50 m 3.50 m 12.25 m2 250.00 Kg/m2 0.00 Kg 3,062.50 Kg C1 Baño 3.50 m 7.00 m 12.25 m2 250.00 Kg/m2 0.00 Kg 3,062.50 Kg C2 Baño 3.50 m 3.50 m 12.25 m2 250.00 Kg/m2 0.00 Kg 3,062.50 Kg Entrepiso 7.00 m 3.30 m 23.10 m2 250.00 Kg/m2 0.00 Kg 5,775.00 Kg C3 Entrepiso 7.00 m 7.00 m 49.00 m2 250.00 Kg/m2 0.00 Kg 12,250.00 Kg C4 Entrepiso 7.00 m 7.00 m 49.00 m2 250.00 Kg/m2 0.00 Kg 12,250.00 Kg C5 Entrepiso 3.50 m 7.00 m 24.50 m2 250.00 Kg/m2 0.00 Kg 6,125.00 Kg B1 Entrepiso 3.50 m 7.00 m 19.70 m2 250.00 Kg/m2 0.00 Kg 4,925.00 Kg Entrepiso 2.20 m 4.70 m 10.34 m2 250.00 Kg/m2 0.00 Kg 2,585.00 Kg B2 Entrepiso 7.00 m 7.00 m 44.20 m2 250.00 Kg/m2 0.00 Kg 11,050.00 Kg B3 Entrepiso 7.00 m 7.00 m 49.00 m2 250.00 Kg/m2 0.00 Kg 12,250.00 Kg B4 Entrepiso 7.00 m 7.00 m 49.00 m2 250.00 Kg/m2 0.00 Kg 12,250.00 Kg B5 Entrepiso 3.50 m 7.00 m 24.50 m2 250.00 Kg/m2 0.00 Kg 6,125.00 Kg A1 Entrepiso 4.70 m 5.70 m 26.79 m2 250.00 Kg/m2 0.00 Kg 6,697.50 Kg

A2 Entrepiso 7.00 m 5.30 m 37.10 m2 250.00 Kg/m2 0.00 Kg 9,275.00 Kg A3 Entrepiso 7.00 m 5.30 m 37.10 m2 250.00 Kg/m2 0.00 Kg 9,275.00 Kg A4 Entrepiso 7.00 m 5.30 m 37.10 m2 250.00 Kg/m2 0.00 Kg 9,275.00 Kg A5 Entrepiso 3.50 m 5.30 m 18.55 m2 250.00 Kg/m2 0.00 Kg 4,637.50 Kg Losa Azotea Columna Tipo de losa Lado 1 Lado 2 Area Peso por m2 Sobrecarga (Kg) Peso (m) (m) (m2) (Kg/m2) (Kg) D1 Azotea 3.50 m 3.50 m 12.25 m2 440.60 Kg/m2 1,174.00 Kg 6,571.35 Kg D2 Azotea 7.00 m 3.50 m 24.50 m2 440.60 Kg/m2 1,174.00 Kg 11,968.70 Kg D3 Azotea 7.00 m 3.50 m 24.50 m2 440.60 Kg/m2 0.00 Kg 10,794.70 Kg D4 Azotea 7.00 m 3.50 m 24.50 m2 440.60 Kg/m2 0.00 Kg 10,794.70 Kg D5 Azotea 3.50 m 3.50 m 12.25 m2 440.60 Kg/m2 0.00 Kg 5,397.35 Kg C1 Azotea 3.50 m 7.00 m 21.12 m2 440.60 Kg/m2 1,174.00 Kg 10,479.47 Kg C2 Azotea 7.00 m 7.00 m 45.62 m2 440.60 Kg/m2 1,174.00 Kg 21,274.17 Kg C3 Azotea 7.00 m 7.00 m 49.00 m2 440.60 Kg/m2 0.00 Kg 21,589.40 Kg C4 Azotea 7.00 m 7.00 m 49.00 m2 440.60 Kg/m2 0.00 Kg 21,589.40 Kg C5 Azotea 3.50 m 7.00 m 24.50 m2 440.60 Kg/m2 0.00 Kg 10,794.70 Kg B1 Azotea 3.50 m 7.00 m 19.71 m2 440.60 Kg/m2 0.00 Kg 8,682.02 Kg B2 Azotea 7.00 m 7.00 m 44.21 m2 440.60 Kg/m2 5,694.11 Kg 25,170.83 Kg B3 Azotea 7.00 m 7.00 m 49.00 m2 440.60 Kg/m2 0.00 Kg 21,589.40 Kg B4 Azotea 7.00 m 7.00 m 49.00 m2 440.60 Kg/m2 0.00 Kg 21,589.40 Kg B5 Azotea 3.50 m 7.00 m 24.50 m2 440.60 Kg/m2 0.00 Kg 10,794.70 Kg A1 Azotea 4.70 m 5.70 m 26.79 m2 440.60 Kg/m2 0.00 Kg 11,803.67 Kg A2 Azotea 7.00 m 5.30 m 37.10 m2 440.60 Kg/m2 0.00 Kg 16,346.26 Kg A3 Azotea 7.00 m 5.30 m 37.10 m2 440.60 Kg/m2 0.00 Kg 16,346.26 Kg A4 Azotea 7.00 m 5.30 m 37.10 m2 440.60 Kg/m2 0.00 Kg 16,346.26 Kg A5 Azotea 3.50 m 5.30 m 18.55 m2 440.60 Kg/m2 0.00 Kg 8,173.13 Kg Losa Azotea (Carga Viva) Columna Tipo de losa Lado 1 Lado 2 Area Peso por m2 Sobrecarga (Kg) Peso (m) (m) (m2) (Kg/m2) (Kg) D1 Azotea 3.50 m 3.50 m 12.25 m2 100.00 Kg/m2 0.00 Kg 1,225.00 Kg D2 Azotea 7.00 m 3.50 m 24.50 m2 100.00 Kg/m2 0.00 Kg 2,450.00 Kg D3 Azotea 7.00 m 3.50 m 24.50 m2 100.00 Kg/m2 0.00 Kg 2,450.00 Kg D4 Azotea 7.00 m 3.50 m 24.50 m2 100.00 Kg/m2 0.00 Kg 2,450.00 Kg D5 Azotea 3.50 m 3.50 m 12.25 m2 100.00 Kg/m2 0.00 Kg 1,225.00 Kg C1 Azotea 3.50 m 7.00 m 21.12 m2 100.00 Kg/m2 0.00 Kg 2,112.00 Kg C2 Azotea 7.00 m 7.00 m 45.62 m2 100.00 Kg/m2 0.00 Kg 4,562.00 Kg C3 Azotea 7.00 m 7.00 m 49.00 m2 100.00 Kg/m2 0.00 Kg 4,900.00 Kg C4 Azotea 7.00 m 7.00 m 49.00 m2 100.00 Kg/m2 0.00 Kg 4,900.00 Kg C5 Azotea 3.50 m 7.00 m 24.50 m2 100.00 Kg/m2 0.00 Kg 2,450.00 Kg

B1 Azotea 3.50 m 7.00 m 19.71 m2 100.00 Kg/m2 0.00 Kg 1,970.50 Kg B2 Azotea 7.00 m 7.00 m 44.21 m2 100.00 Kg/m2 0.00 Kg 4,420.50 Kg B3 Azotea 7.00 m 7.00 m 49.00 m2 100.00 Kg/m2 0.00 Kg 4,900.00 Kg B4 Azotea 7.00 m 7.00 m 49.00 m2 100.00 Kg/m2 0.00 Kg 4,900.00 Kg B5 Azotea 3.50 m 7.00 m 24.50 m2 100.00 Kg/m2 0.00 Kg 2,450.00 Kg A1 Azotea 4.70 m 5.70 m 26.79 m2 100.00 Kg/m2 0.00 Kg 2,679.00 Kg A2 Azotea 7.00 m 5.30 m 37.10 m2 100.00 Kg/m2 0.00 Kg 3,710.00 Kg A3 Azotea 7.00 m 5.30 m 37.10 m2 100.00 Kg/m2 0.00 Kg 3,710.00 Kg A4 Azotea 7.00 m 5.30 m 37.10 m2 100.00 Kg/m2 0.00 Kg 3,710.00 Kg A5 Azotea 3.50 m 5.30 m 18.55 m2 100.00 Kg/m2 0.00 Kg 1,855.00 Kg Muros Columna Longitud (m) Altura Grosor Volumen Peso por m3 Sobrecarga (Kg) Peso (m) (m) (m3) (Kg/m3) (Kg) D1 7.00 m 3.15 m 0.15 m 3.31 m3 1,500.00 Kg/m3 0.00 Kg 4,961.25 Kg D2 7.00 m 3.15 m 0.15 m 3.31 m3 1,500.00 Kg/m3 0.00 Kg 4,961.25 Kg 3.50 m 0.80 m 0.15 m 0.42 m3 1,500.00 Kg/m3 0.00 Kg 630.00 Kg D3 7.00 m 0.80 m 0.15 m 0.84 m3 1,500.00 Kg/m3 0.00 Kg 1,260.00 Kg D4 7.00 m 0.80 m 0.15 m 0.84 m3 1,500.00 Kg/m3 0.00 Kg 1,260.00 Kg D5 7.00 m 0.80 m 0.15 m 0.84 m3 1,500.00 Kg/m3 0.00 Kg 1,260.00 Kg C1 3.50 m 3.15 m 0.15 m 1.65 m3 1,500.00 Kg/m3 0.00 Kg 2,480.63 Kg 7.00 m 1.45 m 0.15 m 1.52 m3 1,500.00 Kg/m3 0.00 Kg 2,283.75 Kg C2 0.00 m 0.00 m 0.15 m 0.00 m3 1,500.00 Kg/m3 0.00 Kg 0.00 Kg 7.00 m 1.45 m 0.15 m 1.52 m3 1,500.00 Kg/m3 3.00 Kg 2,286.75 Kg C3 0.00 m 0.00 m 0.15 m 0.00 m3 1,500.00 Kg/m3 0.00 Kg 0.00 Kg C4 0.00 m 0.00 m 0.15 m 0.00 m3 1,500.00 Kg/m3 0.00 Kg 0.00 Kg C5 7.00 m 0.80 m 0.15 m 0.84 m3 1,500.00 Kg/m3 0.00 Kg 1,260.00 Kg B1 7.00 m 0.80 m 0.15 m 0.84 m3 1,500.00 Kg/m3 0.00 Kg 1,260.00 Kg 7.00 m 1.45 m 0.15 m 1.52 m3 1,500.00 Kg/m3 0.00 Kg 2,283.75 Kg B2 0.00 m 0.00 m 0.15 m 0.00 m3 1,500.00 Kg/m3 0.00 Kg 0.00 Kg 7.00 m 1.45 m 0.15 m 1.52 m3 1,500.00 Kg/m3 0.00 Kg 2,283.75 Kg B3 0.00 m 0.00 m 0.15 m 0.00 m3 1,500.00 Kg/m3 0.00 Kg 0.00 Kg B4 0.00 m 0.00 m 0.15 m 0.00 m3 1,500.00 Kg/m3 0.00 Kg 0.00 Kg B5 7.00 m 0.80 m 0.15 m 0.84 m3 1,500.00 Kg/m3 0.00 Kg 1,260.00 Kg A1 10.50 m 0.80 m 0.15 m 1.26 m3 1,500.00 Kg/m3 0.00 Kg 1,890.00 Kg A2 7.00 m 0.80 m 0.15 m 0.84 m3 1,500.00 Kg/m3 0.00 Kg 1,260.00 Kg A3 7.00 m 0.80 m 0.15 m 0.84 m3 1,500.00 Kg/m3 0.00 Kg 1,260.00 Kg A4 7.00 m 0.80 m 0.15 m 0.84 m3 1,500.00 Kg/m3 0.00 Kg 1,260.00 Kg A5 9.20 m 0.80 m 0.15 m 1.10 m3 1,500.00 Kg/m3 0.00 Kg 1,656.00 Kg Ventanas Columna Longitud (m) Altura Grosor Area (m2) Peso por m2 Sobrecarga (Kg) Peso (m) (m) (Kg/m2) (Kg) D1 7.00 m 0.00 m 0.01 m 0.00 m2 50.00 Kg/m2 0.00 Kg 0.00 Kg D2 7.00 m 2.35 m 0.01 m 16.45 m2 50.00 Kg/m2 0.00 Kg 822.50 Kg D3 7.00 m 2.35 m 0.01 m 16.45 m2 50.00 Kg/m2 0.00 Kg 822.50 Kg D4 7.00 m 2.35 m 0.01 m 16.45 m2 50.00 Kg/m2 0.00 Kg 822.50 Kg D5 7.00 m 2.35 m 0.01 m 16.45 m2 50.00 Kg/m2 0.00 Kg 822.50 Kg

C1 3.50 m 0.00 m 0.01 m 0.00 m2 50.00 Kg/m2 0.00 Kg 0.00 Kg C2 0.00 m 0.00 m 0.01 m 0.00 m2 50.00 Kg/m2 0.00 Kg 0.00 Kg C3 0.00 m 0.00 m 0.01 m 0.00 m2 50.00 Kg/m2 0.00 Kg 0.00 Kg C4 0.00 m 0.00 m 0.01 m 0.00 m2 50.00 Kg/m2 0.00 Kg 0.00 Kg C5 7.00 m 2.35 m 0.01 m 16.45 m2 50.00 Kg/m2 0.00 Kg 822.50 Kg B1 5.70 m 2.35 m 0.01 m 13.40 m2 50.00 Kg/m2 0.00 Kg 669.75 Kg B2 0.00 m 0.00 m 0.01 m 0.00 m2 50.00 Kg/m2 0.00 Kg 0.00 Kg B3 0.00 m 0.00 m 0.01 m 0.00 m2 50.00 Kg/m2 0.00 Kg 0.00 Kg B4 0.00 m 0.00 m 0.01 m 0.00 m2 50.00 Kg/m2 0.00 Kg 0.00 Kg B5 7.00 m 2.35 m 0.01 m 16.45 m2 50.00 Kg/m2 0.00 Kg 822.50 Kg A1 10.50 m 2.35 m 0.01 m 24.68 m2 50.00 Kg/m2 0.00 Kg 1,233.75 Kg A2 7.00 m 0.80 m 0.01 m 5.60 m2 50.00 Kg/m2 0.00 Kg 280.00 Kg A3 7.00 m 0.80 m 0.01 m 5.60 m2 50.00 Kg/m2 0.00 Kg 280.00 Kg A4 7.00 m 0.80 m 0.01 m 5.60 m2 50.00 Kg/m2 0.00 Kg 280.00 Kg A5 9.20 m 2.35 m 0.01 m 21.62 m2 50.00 Kg/m2 0.00 Kg 1,081.00 Kg RESUMEN DE CARGAS D1 D2 D3 D4 D5 C1 C2 C3 C4 C5 B1 B2 B3 B4 B5 A1 A2 A3 A4 A5 94,277.50 Kg 94.28 Ton 154,339.25 Kg 154.34 Ton 115,584.00 Kg 115.58 Ton 118,734.00 Kg 118.73 Ton 70,747.25 Kg 70.75 Ton 118,602.31 Kg 118.60 Ton 176,118.42 Kg 176.12 Ton 197,995.00 Kg 198.00 Ton 197,995.00 Kg 198.00 Ton 118,734.00 Kg 118.73 Ton 333,631.81 Kg 333.63 Ton 298,647.80 Kg 298.65 Ton 197,995.00 Kg 198.00 Ton 197,995.00 Kg 198.00 Ton 118,734.00 Kg 118.73 Ton 129,393.12 Kg 129.39 Ton 162,139.30 Kg 162.14 Ton 162,139.30 Kg 162.14 Ton 162,139.30 Kg 162.14 Ton 98,698.65 Kg 98.70 Ton

Cimentación

PROPUESTA DE DIMENSIONES 1 2 3 4 5 D 94.28 Ton 154.34 Ton 115.58 Ton 118.73 Ton 70.75 Ton C 118.60 Ton 176.12 Ton 198.00 Ton 198.00 Ton 118.73 Ton B 333.63 Ton 298.65 Ton 198.00 Ton 198.00 Ton 118.73 Ton A 129.39 Ton 162.14 Ton 162.14 Ton 162.14 Ton 98.70 Ton Carga total 3,224.64 Ton Dimensiones contratrabe Datos sobre suelo y otros *h= 0.70 m *Carga resistente= 13.00 Ton/m2 *b= 0.30 m *Peso volumetrico ( ɤ)= 1.50 Ton/m3 *Profundidad de desplante= 1.60 m Dimensiones dado (Cuadrado) *Longitud zapata= 217.00 m *L= 0.50 m *Peso vol. Concreto= 2.40 Ton/m3 H. zapatas *H1= *H2= 0.30 m 0.15 m ANALISIS Datos Ancho de zapata Peso propio dados= 15.60 Ton Area= 343.34 m2 Carga total= 3,240.24 Ton Ancho= 1.58 m Peso propio zapara= Peso propio suelo= Peso propio contratrabe= 0.54 Ton/m2 2.06 Ton/m2 0.96 Ton/m2 1.60 m WP= QN= 3.56 Ton/m2 9.44 Ton/m2 ACERO DE REFUERZO En zapata Dimension de dado (cuadrado) Brazo de palanca L= 0.50 m L= 0.55 m Base de zapata Esfuerzo de fluencia acero L= 1.60 m *F y= 4,200.00 Kg/cm2 Qn Esfuerzo de compresion de concreto p= 9.44 Ton/m2 *F c= 250.00 Kg/cm2 1.43 Ton-m Datos *h= 0.30 m

*d= *z= 22.50 m 20.00 m Primer tanteo En contratrabe As= 1.89 20.00 Cm2 < 22.31 Cm2 Separacion de varillas a= 0.37 ok Vs No 4 1.27 Cm2 21.71 cm z= 22.31 Asmin= 5.85 Cm2 Vs No 5 2.85 Cm2 48.72 cm Dimension de claros Ancho de zapata *Sentido horizontal= 7.00 m L= 1.60 m *Sentido vertical= 7.00 m Datos Esfuerzo de fluencia de acero Qn= 9.44 Ton/m2 F y= 4,200.00 Kg/cm2 Wp= 15.10 Ton Analisis Seccion de contratrabe Esfuerzo de compresion de concreto *h= 70.00 cm F c= 250.00 Kg/cm2 *b= 30.00 cm *h= 70.00 cm 61.66 Ton-m 30.83 Ton-m *d= 65.00 cm *Z= 60.00 cm Primer tanteo As= 27.19 Cm2 a= 17.91 56.04 cm < 60.00 cm z= 56.04 Segundo tanteo As= 29.10 Cm2 a= 19.18 55.41 cm < 60.00 cm z= 55.41 Tercer tanteo As= 29.44 Cm2 a= 19.39 55.30 cm < 60.00 cm z= 55.3

Cuarto tanteo As= 29.50 Cm2 a= 19.43 55.28 cm < 60.00 cm z= 55.28 Refuerzo de acero Asmin= As= 6.44 Cm2 29.50 Cm2 Vs Vs OKVs No 8 5.07 Cm2 5.82 Cm2 1.27 Cm2

Cajón de ascensor

CAJON DE ASCENSOR Area seccion transversal Volumen cajon Peso total *A= 1.30 m2 v= 30.92 m3 p= 76,468.00 Kg 76.47 Ton Altura de cajon Peso Volumetrico concreto *h= 23.00 m *p= 2,400.00 Kg/m3 Area de cimentacion *A= 6.80 m2 Volumen tapa Carga por cajon *v= 1.02 m3 P= 74,208.00 Kg Carga p= 11.25 Ton/m2 Peso de elevador Capacidad de elevador *p= 1,000.00 Kg *c= 14.00 Personas Resistencia del suelo p= 13.00 Ton/m2 Peso por persona Peso de personas *p= 90.00 Kg *p= 1,260.00 Kg OK Para losa de cimentacion Acero de refuerzo Grosor de Losa propuesto Revision de acero minimo *h= 0.25 m Longitud Dimensiones L= 2.60 m *L1= 2.60 m *L2= 2.60 m Separacion de refuerzo *L= 0.25 m Asmin= 10.40 Cm2 Varillas según hacer minimo Vs= 3.65 Area transversal varilla No. 6 a= 2.85 Cm2 Varillas según separacion Vs= 10.4 Vs No 6 a cada 25 cm en ambos sentidos con doble armado Ok

sentidos con doble armado Ok Considerando pared lateral para el analisis Acero de refuerzo en cajon de ascensor Longitud de base Revision de acero minimo *L= 2.60 m Longitud Asmin= 6.50 Cm2 L= 2.60 m Area transversal varilla No. 6 Separacion de refuerzo a= 2.85 Cm2 *L= 0.25 m Vs No 6 a cada 25 cm en ambos sentidos con doble armado Ok Varillas según hacer minimo Vs= 2.28 Varillas según separacion Vs= 10.4

Análisis sísmico-estático

ANALISIS SISMICO-ESTATICO Azotea Entrepiso CV= 100.00 Ton/m2 CV= 250.00 Ton/m2 CM= 440.60 Ton/m2 CM= 465.60 Ton/m2 CS= 540.60 Ton/m2 CS= 715.60 Ton/m2 Carga azotea= 317,872.80 Kg Carga azotea= 420,772.80 Kg 317.87 Ton 420.77 Ton El coeficiente Qn resulta el mismo en ambas direcciones debido a que el soporte se da solo por parcos rigidos Qx= 4 Qy= 4 a)obtenicion de coeficiente de cortante de Basal Cs=c/Q Datos obtenidos de libro diseño estructural edicion actual Qo= 0.04 Csx= 3.5 c= 0.14 T1= 0.2 T2= 0.6 Csy= 3.5 r= 0.5 b)estimacion de periodo para ambos sentidos H= 19.61 m Ct es.o8 para concreto T= 0.75 s Se aplicara una reduccion del coeficiente sismico debido a que el Cs en ambo sentidos no queda dentro de los valores de T1 y T2 12.18 Vx=CsW= 67.79 Ton

Cs=a0+(c-a0)(T/T1)= 0.03 Vy=CsW= 67.79 Ton C)Determinacion de fuerzas en entrepiso Direccion x Direccion y Nivel Altura Peso Wihi Fi Vi Fi Vi 5 19.61 m 317.87 Ton 6,233.43 Ton-m 18.34 Ton 18.34 Ton 18.34 Ton 18.34 Ton 4 15.76 m 420.77 Ton 6,631.34 Ton-m 19.51 Ton 37.86 Ton 19.51 Ton 37.86 Ton 3 11.91 m 420.77 Ton 5,011.37 Ton-m 14.75 Ton 52.60 Ton 14.75 Ton 52.60 Ton 2 8.06 m 420.77 Ton 3,391.41 Ton-m 9.98 Ton 62.58 Ton 9.98 Ton 62.58 Ton 1 4.21 m 420.77 Ton 1,771.44 Ton-m 5.21 Ton 67.79 Ton 5.21 Ton 67.79 Ton 0 Suma 2,000.95 Ton 23,038.98 Ton-m 67.79 Ton 67.79 Ton Para nivel cinco Columna Ic= 213,333.33 Cm4 kc= 554.11 Cm3 Seccion 40 Longitud 385 Vigas Ic= 312,500.00 Cm4 kv= 446.43 Cm3 Seccion 30 50 Longitud 700

Rd=Rc=Rb=Ra Rg1= 0.09 R1=R2=R3=R4=R5 Rg2= 0.08 Coordenadas de centro de torcion consideradas Exentricidad calculada Xm= 14.00 m Ym= 10.50 m Xt= 14.00 m Yt= 10.50 m OK OK Ecx= 0.00 m Ecy= 0.00 m Exentricidad de diseño Ex= 2.80 m Ey= 2.10 m Cortante en nivel Vx= 18.34 Ton Vy= 18.34 Ton Momentos torsionantes Fuerza cortante Mtx= 38.52 Ton-m Mty= 51.36 Ton-m

Vix= 52.16 rix Viy= 45.82 riy Cortante por torsion Cortante total Eje Rix Yi RixYi Cortante directo Yit RixYit RixY2it x y x y x+.3y D 0.09 21 1.85 4.59 10.5 0.92 9.69 0.59 0.78 5.17 0.78 5.4 C 0.09 14 1.23 4.59 3.5 0.31 1.08 0.2 0.26 4.78 0.26 4.86 B 0.09 7 0.62 4.59-3.5-0.31 1.08-0.2-0.26 4.39-0.26 4.31 A 0.09 0 0 4.59-10.5-0.92 9.69-0.59-0.78 4-0.78 3.77 Suma 0.35 18.34 21.54 Cortante por torsion Cortante total Eje Riy Xi RiyXi Cortante directo Xit RiyXit RiyX2it x y x y x+.3y 1 0.08 0 0 3.67-14 -1.12 15.69-0.71-0.95 2.96-0.95 2.67 2 0.08 7 0.56 3.67-7 -0.56 3.92-0.36-0.47 3.31-0.47 3.17 3 0.08 14 1.12 3.67 0 0 0 0 0 3.67 0 3.67 4 0.08 21 1.68 3.67 7 0.56 3.92 0.36 0.47 4.02 0.47 4.17 5 0.08 28 2.24 3.67 14 1.12 15.69 0.71 0.95 4.38 0.95 4.66 Suma 0.4 18.34 39.23 Sumatoria= 60.77

Para nivel cuatro Columna Ic= 213,333.33 Cm4 kc= 554.11 Cm3 Seccion 40 Longitud 385 Vigas Ic= 312,500.00 Cm4 kv= 446.43 Cm3 Seccion 30 50 Longitud 700 Rg1= 0.09 Rg2= 0.07 Coordenadas de centro de torcion consideradas Exentricidad calculada Rd=Rc=Rb=Ra R1=R2=R3=R4=R5 Xm= 14.00 m Ym= 10.50 m Xt= 14.00 m Yt= 10.50 m OK OK Ecx= 0.00 m Ecy= 0.00 m

Exentricidad de diseño Ex= 2.80 m Ey= 2.10 m Cortante en nivel Vx= 37.86 Ton Vy= 37.86 Ton Momentos torsionantes Mtx= 79.50 Ton-m Mty= 105.99 Ton-m Fuerza cortante Vix= 107.66 rix Viy= 112.02 riy Eje Rix Yi RixYi Cortante directo Yit RixYit RixY2it Cortante por torsion Cortante total x+.3y

Eje Rix Yi RixYi Cortante directo Yit RixYit RixY2it x y x y x+.3y D 0.09 21 1.85 9.46 10.5 0.92 9.69 1.34 1.79 10.81 1.79 11.34 C 0.09 14 1.23 9.46 3.5 0.31 1.08 0.45 0.6 9.91 0.6 10.09 B 0.09 7 0.62 9.46-3.5-0.31 1.08-0.45-0.6 9.02-0.6 8.84 A 0.09 0 0 9.46-10.5-0.92 9.69-1.34-1.79 8.12-1.79 7.58 Suma 0.35 37.86 21.54 Cortante por torsion Cortante total Eje Riy Xi RiyXi Cortante directo Xit RiyXit RiyX2it x y x y x+.3y 1 0.07 0 0 7.57-14 -0.95 13.25-1.38-1.84 6.19-1.84 5.64 2 0.07 7 0.47 7.57-7 -0.47 3.31-0.69-0.92 6.88-0.92 6.61 3 0.07 14 0.95 7.57 0 0 0 0 0 7.57 0 7.57 4 0.07 21 1.42 7.57 7 0.47 3.31 0.69 0.92 8.26 0.92 8.53 5 0.07 28 1.89 7.57 14 0.95 13.25 1.38 1.84 8.95 1.84 9.5 Suma 0.34 37.86 33.12 Sumatoria= 54.66 Para nivel tres Columna Ic= 213,333.33 Cm4 kc= 554.11 Cm3 Seccion 40 Longitud 385 Vigas Ic= 312,500.00 Cm4 kv= 446.43 Cm3

Seccion 30 50 Longitud 700 Rd=Rc=Rb=Ra Rg1= 0.09 R1=R2=R3=R4=R5 Rg2= 0.07 Coordenadas de centro de torcion consideradas Exentricidad calculada Xm= 14.00 m Ym= 10.50 m Xt= 14.00 m Yt= 10.50 m OK OK Ecx= 0.00 m Ecy= 0.00 m Exentricidad de diseño Ex= 2.80 m Ey= 2.10 m Cortante en nivel Vx= 52.60 Ton Vy= 52.60 Ton Momentos torsionantes

Fuerza cortante Mtx= 110.46 Ton-m Mty= 147.28 Ton-m Vix= 149.59 rix Viy= 155.66 riy Cortante por torsion Cortante total Eje Rix Yi RixYi Cortante directo Yit RixYit RixY2it x y x y x+.3y D 0.09 21 1.85 13.15 10.5 0.92 9.69 1.87 2.49 15.02 2.49 15.76 C 0.09 14 1.23 13.15 3.5 0.31 1.08 0.62 0.83 13.77 0.83 14.02 B 0.09 7 0.62 13.15-3.5-0.31 1.08-0.62-0.83 12.53-0.83 12.28 A 0.09 0 0 13.15-10.5-0.92 9.69-1.87-2.49 11.28-2.49 10.54 Suma 0.35 52.6 21.54 Cortante por torsion Cortante total Eje Riy Xi RiyXi Cortante directo Xit RiyXit RiyX2it x y x y x+.3y 1 0.07 0 0 10.52-14 -0.95 13.25-1.91-2.55 8.61-2.55 7.84 2 0.07 7 0.47 10.52-7 -0.47 3.31-0.96-1.27 9.56-1.27 9.18 3 0.07 14 0.95 10.52 0 0 0 0 0 10.52 0 10.52 4 0.07 21 1.42 10.52 7 0.47 3.31 0.96 1.27 11.48 1.27 11.86 5 0.07 28 1.89 10.52 14 0.95 13.25 1.91 2.55 12.43 2.55 13.2 Suma 0.34 52.6 33.12 Sumatoria= 54.66

Para nivel dos Columna Ic= 213,333.33 Cm4 kc= 554.11 Cm3 Seccion 40 kc2= 506.73 Cm3 Longitud 385 Longitud 2 421 Vigas Ic= 312,500.00 Cm4 kv= 446.43 Cm3 Seccion 30 50 Longitud 700 Rg1= 0.09 Rg2= 0.07 Coordenadas de centro de torcion consideradas Rd=Rc=Rb=Ra R1=R2=R3=R4=R5 Xm= 14.00 m Ym= 10.50 m Xt= 14.00 m Yt= 10.50 m OK OK

Exentricidad calculada Ecx= 0.00 m Ecy= 0.00 m Exentricidad de diseño Ex= 2.80 m Ey= 2.10 m Cortante en nivel Vx= 62.58 Ton Vy= 62.58 Ton Momentos torsionantes Fuerza cortante Mtx= 131.42 Ton-m Mty= 175.23 Ton-m Vix= 180.5 rix Viy= 187.89 riy

Cortante por torsion Cortante total Eje Rix Yi RixYi Cortante directo Yit RixYit RixY2it x y x y x+.3y D 0.09 21 1.82 15.65 10.5 0.91 9.56 2.22 2.96 17.87 2.96 18.75 C 0.09 14 1.21 15.65 3.5 0.3 1.06 0.74 0.99 16.39 0.99 16.68 B 0.09 7 0.61 15.65-3.5-0.3 1.06-0.74-0.99 14.91-0.99 14.61 A 0.09 0 0 15.65-10.5-0.91 9.56-2.22-2.96 13.43-2.96 12.54 Suma 0.35 62.58 21.24 Cortante por torsion Cortante total Eje Riy Xi RiyXi Cortante directo Xit RiyXit RiyX2it x y x y x+.3y 1 0.07 0 0 12.52-14 -0.93 13.06-2.27-3.03 10.24-3.03 9.33 2 0.07 7 0.47 12.52-7 -0.47 3.26-1.14-1.52 11.38-1.52 10.92 3 0.07 14 0.93 12.52 0 0 0 0 0 12.52 0 12.52 4 0.07 21 1.4 12.52 7 0.47 3.26 1.14 1.52 13.65 1.52 14.11 5 0.07 28 1.87 12.52 14 0.93 13.06 2.27 3.03 14.79 3.03 15.7 Suma 0.33 62.58 32.64 Sumatoria= 53.88 Para nivel uno Columna Ic= 213,333.33 Cm4 kc= 554.11 Cm3

Seccion 40 kc2= 506.73 Cm3 Longitud 385 Longitud 2 421 Vigas Ic= 312,500.00 Cm4 kv= 446.43 Cm3 Seccion 30 50 Longitud 700 Rg1= 0.1 Rg2= 0.08 Coordenadas de centro de torcion consideradas Exentricidad calculada Rd=Rc=Rb=Ra R1=R2=R3=R4=R5 Xm= 14.00 m Ym= 10.50 m Xt= 14.00 m Yt= 10.50 m OK OK Ecx= 0.00 m Ecy= 0.00 m Exentricidad de diseño Ex= 2.80 m Ey= 2.10 m Cortante en nivel Vx= 67.79 Ton Vy= 67.79 Ton

Momentos torsionantes Fuerza cortante Mtx= 142.37 Ton-m Mty= 189.82 Ton-m Vix= 165.9 rix Viy= 170.37 riy Cortante por torsion Cortante total Eje Rix Yi RixYi Cortante directo Yit RixYit RixY2it x y x y x+.3y D 0.1 21 2.15 16.95 10.5 1.07 11.26 2.39 3.18 19.33 3.18 20.29 C 0.1 14 1.43 16.95 3.5 0.36 1.25 0.8 1.06 17.74 1.06 18.06 B 0.1 7 0.72 16.95-3.5-0.36 1.25-0.8-1.06 16.15-1.06 15.84 A 0.1 0 0 16.95-10.5-1.07 11.26-2.39-3.18 14.56-3.18 13.61 Suma 0.41 67.79 25.03 Cortante por torsion Cortante total Eje Riy Xi RiyXi Cortante directo Xit RiyXit RiyX2it x y x y x+.3y 1 0.08 0 0 13.56-14 -1.11 15.6-2.48-3.3 11.08-3.3 10.09 2 0.08 7 0.56 13.56-7 -0.56 3.9-1.24-1.65 12.32-1.65 11.82 3 0.08 14 1.11 13.56 0 0 0 0 0 13.56 0 13.56 4 0.08 21 1.67 13.56 7 0.56 3.9 1.24 1.65 14.8 1.65 15.29 5 0.08 28 2.23 13.56 14 1.11 15.6 2.48 3.3 16.04 3.3 17.03

Suma 0.4 67.79 39 Sumatoria= 64.03 Resumen por nivel Eje horizontal Eje vertical Nivel 1 2 3 4 5 D C B A 5 2.67 Ton 3.17 Ton 3.67 Ton 4.17 Ton 4.66 Ton 5.40 Ton 4.86 Ton 4.31 Ton 3.77 Ton 4 5.64 Ton 6.61 Ton 7.57 Ton 8.53 Ton 9.50 Ton 11.34 Ton 10.09 Ton 8.84 Ton 7.58 Ton 3 7.84 Ton 9.18 Ton 10.52 Ton 11.86 Ton 13.20 Ton 15.76 Ton 14.02 Ton 12.28 Ton 10.54 Ton 2 9.33 Ton 10.92 Ton 12.52 Ton 14.11 Ton 15.70 Ton 18.75 Ton 16.68 Ton 14.61 Ton 12.54 Ton 1 10.09 Ton 11.82 Ton 13.56 Ton 15.29 Ton 17.03 Ton 20.29 Ton 18.06 Ton 15.84 Ton 13.61 Ton

Cargas a colocar en Ram Advanse 9.5

Cargas sobre miembros en Ram Advanse Losas Cm Cv Entrepiso 465.6 250 Azotea 440.6 100 Baño 628.1 250 Cargas por muros de 3.15 m de altura Cdm= 1500x.15x7x3.15= 4961.3 kg =.7 ton/m 7 7 Cargas por muros de.80 m de altura (Distribuida) Cdm= 1500x.15x7x.8= 1260 kg =.18 ton/m 7 7 Cargas por muros de.80 m de altura (Puntuales) Centrales=.18X7= 1.26 ton Lateral derecha= (1.5+3.5)x1.8=.9 ton Lateral izquierda 1= (1.5+2.2+7)x.18= 1.93 ton Lateral izquierda 2= (3.5+2.2)x.18= 1.03 ton Cargas por ventanas de 2.35 m de altura (Distribuida) Cpv= 7x2.35x50 = 822.5 =.118 ton/m 7 7 Cargas por ventanas de 2.35 m de altura (Puntuales) Centrales= 7x.12=.84 ton Lateral derecha= 3.5x.12=.5 ton Lateral izquierda 1= 12.7x.12= 1.52 ton Lateral izquierda 2= 5.7x.12=.69 ton

Cargas en nudos de zona de tinacos (Puntuales) Cpt=1174 kg por nudo Carga por escalera Cpe= 6.7 ton/m por apollo Carga por cubierta de cajon de ascensor Cpc= 5694.11 kg

Calculo de trabes

Nivel 1 Eje 5 Eje 5 Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Centro ( + ) = 15.98 Ton -m Centro ( + ) = 14.31 Ton -m ( + ) = 22.4 Ton -m 6.45 Ton 20.44 Ton 19.1 Ton 21.22 Ton ( - ) = 7.57 Ton -m ( - ) = 45.06 Ton -m ( - ) = 39.04 Ton -m ( - ) = 43.31 Ton -m Uu= 4.78 kg/cm2 Uu= 15.14 kg/cm2 Uu= 14.15 kg/cm2 Uu= 15.72 kg/cm2 Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 z = 40 cm z = 40 cm z = 40 cm z = 40 cm z = 40 cm L= 180 z = 40 cm L= 660 z = 40 cm L= 660 z = 40 cm L= 660 As = 0 As =5.01 As = 10.57 As =29.8 As = 9.46 As =25.82 As = 14.81 As =28.64 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 a = 0 a =3.3 a = 6.96 a =19.63 a = 6.24 a =17.01 a = 9.76 a =18.87 S1 = av*fy*v / Uu*b Sc= 11 S1 = av*fy*v / Uu*b Sc= 9 S1 = av*fy*v / Uu*b Sc= 9 S1 = av*fy*v / Uu*b Sc= 8 z = 45 z =43.35 z = 41.52 z =35.18 z = 41.88 z =36.49 z = 40.12 z =35.56 S= 28 ESc= 8.18 8 S= 9 ^LSc= 10 10 S= 9 ^LSc= 10 10 S= 8 ^LSc= 11.25 12 As mín = 4.46 As mín = 4.46 As mín = 4.46 As mín = 4.46 S= 12.49 LScT= 88 S= 12.49 LScT= 90 S= 12.49 LScT= 90 S= 12.49 LScT= 96 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 S= 20 LscTt= 93 S= 20 LscTt= 95 S= 20 LscTt= 95 S= 20 LscTt= 101 N Vs ( + ) = 0 N Vs ( - ) = 1 N Vs ( + ) = 2 N Vs ( - ) = 6 N Vs ( + ) = 2 N Vs ( - ) = 5 N Vs ( + ) = 3 N Vs ( - ) = 6 S= 23 Smax= 22.5 20 S= 23.Smax= 22.5 20 S= 23.Smax= 22.5 20 S= 23.Smax= 22.5 20 S= 11.25 s= 11.25 Vsmax= 6.63 s= 11.25 Vsmax= 6.63 s= 11.25 Vsmax= 6.63 ^Lvsmax=144.43 150 ^Lvsmax= 154.56 160 ^Lvsmax=139.12 140 1 @ 5 1 @ 5 Lt= 240 1 @ 5 Lt= 250 1 @ 5 Lt= 236 8 @ 11 10 @ 9.Lr= 90 90 10 @ 9.Lr= 50 50 12 @ 8.Lr= 94 94 4.35 @ 20 6 @ 15 3.33 @ 15 6.27 @ 15 7.25 @ 20 9.25 @ 20 6.75 @ 20 87 180 145 185 185 145 135 195 Nivel 1 Eje 4 Eje 4 Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Centro ( + ) = 15.46 Ton -m Centro ( + ) = 14.74 Ton -m ( + ) = 21.9 Ton -m 8.71 Ton 25.63 Ton 24.5 Ton 26.79 Ton ( - ) = 10.48 Ton -m ( - ) = 49.54 Ton -m ( - ) = 44.62 Ton -m ( - ) = 49.07 Ton -m Uu= 6.45 kg/cm2 Uu= 18.99 kg/cm2 Uu= 18.15 kg/cm2 Uu= 19.84 kg/cm2 Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 z = 40 cm z = 40 cm z = 40 cm z = 40 cm z = 40 cm L= 180 z = 40 cm L= 660 z = 40 cm L= 660 z = 40 cm L= 660 As = 0 As =6.93 As = 10.22 As =32.76 As = 9.75 As =29.51 As = 14.48 As =32.45 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 a = 0 a =4.57 a = 6.74 a =21.59 a = 6.42 a =19.44 a = 9.54 a =21.38 S1 = av*fy*v / Uu*b Sc= 11 S1 = av*fy*v / Uu*b Sc= 7 S1 = av*fy*v / Uu*b Sc= 7 S1 = av*fy*v / Uu*b Sc= 7 z = 45 z =42.72 z = 41.63 z =34.21 z = 41.79 z =35.28 z = 40.23 z =34.31 S= 21 ESc= 8.18 9 S= 7 ^LSc= 12.86 13 S= 7 ^LSc= 12.86 13 S= 7 ^LSc= 12.86 13 As mín = 4.46 As mín = 4.46 As mín = 4.46 As mín = 4.46 S= 12.49 LScT= 99 S= 12.49 LScT= 91 S= 12.49 LScT= 91 S= 12.49 LScT= 91 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 S= 20 LscTt= 104 S= 20 LscTt= 96 S= 20 LscTt= 96 S= 20 LscTt= 96 N Vs ( + ) = 0 N Vs ( - ) = 1 N Vs ( + ) = 2 N Vs ( - ) = 6 N Vs ( + ) = 2 N Vs ( - ) = 6 N Vs ( + ) = 3 N Vs ( - ) = 6 S= 23 Smax= 22.5 20 S= 23.Smax= 22.5 20 S= 23.Smax= 22.5 20 S= 23 Smax= 22.5 25 S= 11.25 s= 11.25 Vsmax= 6.63 s= 11.25 Vsmax= 6.63 s= 11.25.Vsmax= 5.3 ^Lvsmax=115.18 120 ^Lvsmax= 120.5 120 ^Lvsmax=88.16 90 1 @ 5 1 @ 5 Lt= 211 1 @ 5 Lt= 211 1 @ 5 Lt= 181 9 @ 11 13 @ 7.Lr= 119 119 13 @ 7.Lr= 119 119 13 @ 7.Lr= 149 149 3.8 @ 20 7.93 @ 15 7.93 @ 15 9.93 @ 15 5.75 @ 20 5.75 @ 20 3.4 @ 25 76 180 115 215 115 215 85 245 Nivel 1 Eje 3 Eje 3 Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Centro ( + ) = 14.96 Ton -m Centro ( + ) = 14.33 Ton -m ( + ) = 21.22 Ton -m 8.71 Ton 25.26 Ton 24.18 Ton 26.5 Ton ( - ) = 10.48 Ton -m ( - ) = 48.16 Ton -m ( - ) = 43.51 Ton -m ( - ) = 47.83 Ton -m Uu= 6.45 kg/cm2 Uu= 18.71 kg/cm2 Uu= 17.91 kg/cm2 Uu= 19.63 kg/cm2 Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 z = 40 cm z = 40 cm z = 40 cm z = 40 cm z = 40 cm L= 180 z = 40 cm L= 660 z = 40 cm L= 660 z = 40 cm L= 660 As = 0 As =6.93 As = 9.89 As =31.85 As = 9.48 As =28.78 As = 14.03 As =31.63 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 a = 0 a =4.57 a = 6.52 a =20.98 a = 6.24 a =18.96 a = 9.25 a =20.84 S1 = av*fy*v / Uu*b Sc= 11 S1 = av*fy*v / Uu*b Sc= 7 S1 = av*fy*v / Uu*b Sc= 7 S1 = av*fy*v / Uu*b Sc= 7 z = 45 z =42.72 z = 41.74 z =34.51 z = 41.88 z =35.52 z = 40.38 z =34.58 S= 21 ESc= 8.18 9 S= 7 ^ESc= 12.86 13 S= 7 ^LSc= 12.86 13 S= 7 ^LSc= 12.86 14 As mín = 4.46 As mín = 4.46 As mín = 4.46 As mín = 4.46 S= 12.49 LScT= 99 S= 12.49 LScT= 91 S= 12.49 LScT= 91 S= 12.49 LScT= 98 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 S= 20 LscTt= 104 S= 20 LscTt= 96 S= 20 LscTt= 96 S= 20 LscTt= 103 N Vs ( + ) = 0 N Vs ( - ) = 1 N Vs ( + ) = 2 N Vs ( - ) = 6 N Vs ( + ) = 2 N Vs ( - ) = 6 N Vs ( + ) = 3 N Vs ( - ) = 6 S= 23 Smax= 22.5 20 S= 23.Smax= 22.5 20 S= 23.Smax= 22.5 20 S= 23 Smax= 22.5 20 S= 11.25 s= 11.25 Vsmax= 6.63 s= 11.25 Vsmax= 6.63 s= 11.25.Vsmax= 6.63 ^Lvsmax=116.87 120 ^Lvsmax= 122.09 130 ^Lvsmax=111.4 120 1 @ 5 1 @ 5 Lt= 211 1 @ 5 Lt= 221 1 @ 5 Lt= 218 9 @ 11 13 @ 7.Lr= 119 119 13 @ 7.Lr= 109 109 14 @ 7.Lr= 112 112 3.8 @ 20 7.93 @ 15 7.27 @ 15 7.47 @ 15 5.75 @ 20 6.25 @ 20 5.75 @ 20 76 180 115 215 125 205 115 215 Nivel 1 Eje 2 Eje 2 Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Centro ( + ) = 13.07 Ton -m Centro ( + ) = 20 Ton -m ( + ) = 20 Ton -m ( + ) = 22.63 Ton -m 8.71 Ton 24.42 Ton 35.04 Ton 31.4 Ton ( - ) = 10.48 Ton -m ( - ) = 45.93 Ton -m ( - ) = 52.48 Ton -m ( - ) = 1.40 Ton -m ( - ) = 8.00 Ton -m ( - ) = 53.81 Ton -m Uu= 6.45 kg/cm2 Uu= 18.09 kg/cm2 Uu= 25.96 kg/cm2 Uu= 23.26 kg/cm2 Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 z = 40 cm z = 40 cm z = 40 cm z = 40 cm z = 40 cm z = 40 cm z = 40 cm L= 180 z = 40 cm L= 660 z = 40 cm L= 660 z = 40 cm L= 660 As = 0 As =6.93 As = 8.64 As =30.38 As = 0 As =34.71 As = 13.23 As =0.93 As = 13.23 As =5.29 As = 14.97 As =35.59 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 a = 0 a =4.57 a = 5.69 a =20.01 a = 0 a =22.87 a = 8.71 a =0.61 a = 8.71 a =3.49 a = 9.86 a =23.45 S1 = av*fy*v / Uu*b Sc= 11 S1 = av*fy*v / Uu*b Sc= 7 S1 = av*fy*v / Uu*b Sc= 5 S1 = av*fy*v / Uu*b Sc= 6 z = 45 z =42.72 z = 42.15 z =34.99 z = 45 z =33.57 z = 40.64 z =44.69 z = 40.64 z =43.26 z = 40.07 z =33.28 S= 21 ESc= 8.18 9 S= 7 ^ESc= 12.86 13 S= 5 ^ESc= 18 18 S= 6 ^ESc= 15 15 As mín = 4.46 As mín = 4.46 As mín = 4.46 As mín = 4.46 As mín = 4.46 As mín = 4.46 S= 12.49 LScT= 99 S= 12.49 LScT= 91 S= 12.49 LScT= 90 S= 12.49 LScT= 90 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 S= 20 LscTt= 104 S= 20 LscTt= 96 S= 20 LscTt= 95 S= 20 LscTt= 95 N Vs ( + ) = 0 N Vs ( - ) = 1 N Vs ( + ) = 2 N Vs ( - ) = 6 N Vs ( + ) = 0 N Vs ( - ) = 7 N Vs ( + ) = 3 N Vs ( - ) = 0 N Vs ( + ) = 3 N Vs ( - ) = 1 N Vs ( + ) = 3 N Vs ( - ) = 7 S= 23 Smax= 22.5 20 S= 23.Smax= 22.5 20 S= 23.Smax= 22.5 20 S= 23 Smax= 22.5 20 S= 11.25 s= 11.25 Vsmax= 6.63 s= 11.25 Vsmax= 6.63 s= 11.25.Vsmax= 6.63 Separación de Estribos Separación de Estribos ^Lvsmax=120.89 130 ^Lvsmax= 84.25 90 ^Lvsmax=94.02 100 1 @ 5 1 @ 5 Lt= 221 1 @ 5 Lt= 180 1 @ 5 Lt= 190 9 @ 11 13 @ 7.Lr= 109 109 18 @ 5.Lr= 150 10 15 @ 6.Lr= 140 140 3.8 @ 20 7.27 @ 15 0.67 @ 15 9.33 @ 15 6.25 @ 20 11.25 @ 20 4.75 @ 20 76 180 125 205 225 105 95 235 Nivel 1 Eje 1 Eje 1 Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Centro ( + ) = 13.98 Ton -m Centro ( + ) = 14.98 Ton -m ( + ) = 14.98 Ton -m ( + ) = 19.4 Ton -m 5.77 Ton 23.4 Ton 28.33 Ton 23.93 Ton ( - ) = 5.19 Ton -m ( - ) = 43.21 Ton -m ( - ) = 44.54 Ton -m ( - ) = 6.87 Ton -m ( - ) = 0.00 Ton -m ( - ) = 43.80 Ton -m Uu= 4.27 kg/cm2 Uu= 17.33 kg/cm2 Uu= 20.99 kg/cm2 Uu= 17.73 kg/cm2 Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 z = 40 cm z = 40 cm z = 40 cm z = 40 cm z = 40 cm z = 40 cm z = 40 cm L= 180 z = 40 cm L= 660 z = 40 cm L= 660 z = 40 cm L= 660 As = 0 As =3.43 As = 9.25 As =28.58 As = 0 As =29.46 As = 9.91 As =4.54 As = 9.91 As =0 As = 12.83 As =28.97 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 a = 0 a =2.26 a = 6.09 a =18.83 a = 0 a =19.41 a = 6.53 a =2.99 a = 6.53 a =0 a = 8.45 a =19.08 S1 = av*fy*v / Uu*b Sc= 11 S1 = av*fy*v / Uu*b Sc= 8 S1 = av*fy*v / Uu*b Sc= 6 S1 = av*fy*v / Uu*b Sc= 7 z = 45 z =43.87 z = 41.95 z =35.59 z = 45 z =35.3 z = 41.74 z =43.5 z = 41.74 z =45 z = 40.77 z =35.46 S= 31 ESc= 8.18 9 S= 8 ^ESc= 11.25 12 S= 6 ^ESc= 15 15 S= 7 ^ESc= 12.86 13 As mín = 4.46 As mín = 4.46 As mín = 4.46 As mín = 4.46 As mín = 4.46 As mín = 4.46 S= 12.49 LScT= 99 S= 12.49 LScT= 96 S= 12.49 LScT= 90 S= 12.49 LScT= 91 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 S= 20 LscTt= 104 S= 20 LscTt= 101 S= 20 LscTt= 95 S= 20 LscTt= 96 N Vs ( + ) = 0 N Vs ( - ) = 1 N Vs ( + ) = 2 N Vs ( - ) = 6 N Vs ( + ) = 0 N Vs ( - ) = 6 N Vs ( + ) = 2 N Vs ( - ) = 1 N Vs ( + ) = 2 N Vs ( - ) = 0 N Vs ( + ) = 3 N Vs ( - ) = 6 S= 23 Smax= 22.5 20 S= 23.Smax= 22.5 20 S= 23.Smax= 22.5 20 S= 23 Smax= 22.5 20 S= 11.25 s= 11.25 Vsmax= 6.63 s= 11.25 Vsmax= 6.63 s= 11.25.Vsmax= 6.63 ^Lvsmax=126.16 130 ^Lvsmax= 104.21 110 ^Lvsmax=123.37 130 1 @ 5 1 @ 5 Lt= 226 1 @ 5 Lt= 200 1 @ 5 Lt= 221 9 @ 11 12 @ 8.Lr= 104 104 15 @ 6.Lr= 130 130 13 @ 7.Lr= 109 109 3.8 @ 20 6.93 @ 15 8.67 @ 15 7.27 @ 15 6.25 @ 20 5.25 @ 20 6.25 @ 20 76 180 125 205 105 225 125 205 Nivel 1 Eje A Eje A Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Centro ( + ) = 14.06 Ton -m Centro ( + ) = 14.02 Ton -m ( + ) = 13.42 Ton -m ( + ) = 20.11 Ton -m 7.9 Ton 23.31 Ton 22.51 Ton 22.4 Ton 24.44 Ton ( - ) = 8.69 Ton -m ( - ) = 45.00 Ton -m ( - ) = 41.08 Ton -m ( - ) = 41.14 Ton -m ( - ) = 44.81 Ton -m Uu= 5.85 kg/cm2 Uu= 17.27 kg/cm2 Uu= 16.67 kg/cm2 Uu= 16.59 kg/cm2 Uu= 18.10 kg/cm2 Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 z = 40 cm z = 40 cm z = 40 cm z = 40 cm z = 40 cm z = 40 cm L= 180 z = 40 cm L= 660 z = 40 cm L= 660 z = 40 cm L= 660 z = 40 cm L= 660 As = 0 As =5.75 As = 9.3 As =29.76 As = 9.27 As =27.17 As = 8.88 As =27.21 As = 13.3 As =29.64 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 a = 0 a =3.79 a = 6.13 a =19.61 a = 6.11 a =17.9 a = 5.85 a =17.93 a = 8.76 a =19.53 S1 = av*fy*v / Uu*b Sc= 11 S1 = av*fy*v / Uu*b Sc= 8 S1 = av*fy*v / Uu*b Sc= 8 S1 = av*fy*v / Uu*b Sc= 8 S1 = av*fy*v / Uu*b Sc= 7 z = 45 z =43.11 z = 41.94 z =35.2 z = 41.95 z =36.05 z = 42.08 z =36.04 z = 40.62 z =35.24 S= 23 ESc= 8.18 9 S= 8 ^ESc= 11.25 12 S= 8 ^ESc= 11.25 12 S= 8 ^ESc= 11.25 12 S= 7 ^ESc= 12.86 13 As mín = 4.46 As mín = 4.46 As mín = 4.46 As mín = 4.46 As mín = 4.46 S= 12.49 LScT= 99 S= 12.49 LScT= 96 S= 12.49 LScT= 96 S= 12.49 LScT= 96 S= 12.49 LScT= 91 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 S= 20 LscTt= 104 S= 20 LscTt= 101 S= 20 LscTt= 101 S= 20 LscTt= 101 S= 20 LscTt= 96 N Vs ( + ) = 0 N Vs ( - ) = 1 N Vs ( + ) = 2 N Vs ( - ) = 6 N Vs ( + ) = 2 N Vs ( - ) = 5 N Vs ( + ) = 2 N Vs ( - ) = 5 N Vs ( + ) = 3 N Vs ( - ) = 6 S= 23 Smax= 22.5 20 S= 23.Smax= 22.5 20 S= 23.Smax= 22.5 20 S= 23 Smax= 22.5 20 S= 23 Smax= 22.5 20 S= 11.25 s= 11.25 Vsmax= 6.63 s= 11.25 Vsmax= 6.63 s= 11.25.Vsmax= 6.63 s= 11.25.Vsmax= 6.63 ^Lvsmax=126.65 130 ^Lvsmax= 131.15 140 ^Lvsmax=131.79 140 ^Lvsmax= 120.79 120 1 @ 5 1 @ 5 Lt= 226 1 @ 5 Lt= 236 1 @ 5 Lt= 236 1 @ 5 Lt= 211 9 @ 11 12 @ 8.Lr= 104 104 12 @ 8.Lr= 94 94 12 @ 8.Lr= 94 94 13 @ 7.Lr= 119 119 3.8 @ 20 6.93 @ 15 6.27 @ 15 6.27 @ 15 7.93 @ 15 6.25 @ 20 6.75 @ 20 6.75 @ 20 5.75 @ 20 76 180 125 205 135 195 135 195 115 215 Nivel 1 Eje B Eje B Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Centro ( + ) = 13.84 Ton -m Centro ( + ) = 14.93 Ton -m ( + ) = 14.28 Ton -m ( + ) = 21.25 Ton -m 7.81 Ton 18.23 Ton 23.94 Ton 24.32 Ton 26.51 Ton ( - ) = 11.24 Ton -m ( - ) = 41.50 Ton -m ( - ) = 41.76 Ton -m ( - ) = 44.24 Ton -m ( - ) = 47.79 Ton -m Uu= 5.79 kg/cm2 Uu= 13.50 kg/cm2 Uu= 17.73 kg/cm2 Uu= 18.01 kg/cm2 Uu= 19.64 kg/cm2 Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 z = 40 cm z = 40 cm z = 40 cm z = 40 cm z = 40 cm z = 40 cm L= 180 z = 40 cm L= 660 z = 40 cm L= 660 z = 40 cm L= 660 z = 40 cm L= 660 As = 0 As =7.43 As = 9.15 As =27.45 As = 9.87 As =27.62 As = 9.44 As =29.26 As = 14.05 As =31.61 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 a = 0 a =4.9 a = 6.03 a =18.08 a = 6.51 a =18.2 a = 6.22 a =19.28 a = 9.26 a =20.82 S1 = av*fy*v / Uu*b Sc= 11 S1 = av*fy*v / Uu*b Sc= 10 S1 = av*fy*v / Uu*b Sc= 7 S1 = av*fy*v / Uu*b Sc= 7 S1 = av*fy*v / Uu*b Sc= 7 z = 45 z =42.55 z = 41.98 z =35.96 z = 41.75 z =35.9 z = 41.89 z =35.36 z = 40.37 z =34.59 S= 23 ESc= 8.18 9 S= 10 ^ESc= 9 9 S= 7 ^ESc= 12.86 13 S= 7 ^ESc= 12.86 13 S= 7 ^ESc= 12.86 13 As mín = 4.46 As mín = 4.46 As mín = 4.46 As mín = 4.46 As mín = 4.46 S= 12.49 LScT= 99 S= 12.49 LScT= 90 S= 12.49 LScT= 91 S= 12.49 LScT= 91 S= 12.49 LScT= 91 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 S= 20 LscTt= 104 S= 20 LscTt= 95 S= 20 LscTt= 96 S= 20 LscTt= 96 S= 20 LscTt= 96 N Vs ( + ) = 0 N Vs ( - ) = 1 N Vs ( + ) = 2 N Vs ( - ) = 5 N Vs ( + ) = 2 N Vs ( - ) = 5 N Vs ( + ) = 2 N Vs ( - ) = 6 N Vs ( + ) = 3 N Vs ( - ) = 6 S= 23 Smax= 22.5 20 S= 23.Smax= 22.5 20 S= 23.Smax= 22.5 20 S= 23 Smax= 22.5 20 S= 23 Smax= 22.5 20 S= 11.25 s= 11.25 Vsmax= 6.63 s= 11.25 Vsmax= 6.63 s= 11.25.Vsmax= 6.63 s= 11.25.Vsmax= 6.63 Separación de Estribos ^Lvsmax=161.94 170 ^Lvsmax= 123.32 130 ^Lvsmax=121.39 130 ^Lvsmax= 111.36 120 #NAME? ton 1 @ 5 1 @ 5 Lt= 260 1 @ 5 Lt= 221 1 @ 5 Lt= 221 1 @ 5 Lt= 211 Uu = Vu / b*d Uu=#NAME? kg/cm2 9 @ 11 9 @ 10.Lr= 70 70 13 @ 7.Lr= 109 109 13 @ 7.Lr= 109 109 13 @ 7.Lr= 119 119 Usando Vs N 3 3.8 @ 20 4.67 @ 15 7.27 @ 15 7.27 @ 15 7.93 @ 15 S1 = av*fy*v / Uu*b 8.25 @ 20 6.25 @ 20 6.25 @ 20 5.75 @ 20 S= #NAME? 76 180 165 165 125 205 125 205 115 215 Nivel 1 Secundaria 1 Eje B Ubicación Momentos Sección Ubicación Cortante Sección ( + ) = 13.44 Ton -m 8 Ton ( - ) = 0.00 Ton -m Uu= 5.93 kg/cm2 Cálculo de Acero Cálculo de Acero h = 50 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 z = 40 cm z = 40 cm L= 660 As = 8.89 As =0 Separación de Estribos Zc= 90 a = 5.86 a =0 S1 = av*fy*v / Uu*b Sc= 11 z = 42.07 z =45 S= 22 ^ESc= 8.18 9 As mín = 4.46 S= 12.49 LScT= 99

Usando Vs N 8 Usando Vs N 8 S= 20 LscTt= 104 N Vs ( + ) = 2 N Vs (-) = 0 S= 23.Smax= 22.5 20 s= 11.25 Vsmax= 6.63 ^Lvsmax=369.02 370 1 @ 5 Lt= 469 9 @ 11.Lr= -139 180 12 @ 15 2.3 @ 20 46 284 Nivel 1 Ubicación Momentos Sección Ubicación Cortante Sección ( + ) = 14.6 Ton -m 8.5 Ton (-) = 0.00 Ton -m Uu= 6.30 kg/cm2 Cálculo de Acero Cálculo de Acero h = 50 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 z = 40 cm z = 40 cm L= 660 As = 9.66 As =0 Separación de Estribos Zc= 90 a = 6.36 a =0 S1 = av*fy*v / Uu*b Sc= 11 z = 41.82 z =45 S= 21 ^ESc= 8.18 9 Secundaria 2 As mín = 4.46 Eje B S= 12.49 LScT= 99 Usando Vs N 8 Usando Vs N 8 S= 20 LscTt= 104 N Vs ( + ) = 2 N Vs (-) = 0 S= 23.Smax= 22.5 20 s= 11.25 Vsmax= 6.63 ^Lvsmax=347.32 350 1 @ 5 Lt= 449 9 @ 11.Lr= -119 80 5.33 @ 15 7.3 @ 20 146 184 Nivel 1 Eje C Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección ( + ) = 14.98 Ton -m ( + ) = 15.26 Ton -m ( + ) = 14.68 Ton -m ( + ) = 21.93 Ton -m 23.52 Ton 24.57 Ton 24.58 Ton 26.76 Ton Centro Centro (-) = 45.63 Ton -m (-) = 44.45 Ton -m (-) = 45.08 Ton -m (-) = 48.93 Ton -m Uu= 17.42 kg/cm2 Uu= 18.20 kg/cm2 Uu= 18.21 kg/cm2 Uu= 19.82 kg/cm2 Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 z = 40 cm z = 40 cm z = 40 cm z = 40 cm z = 40 cm L= 660 z = 40 cm L= 660 z = 40 cm L= 660 z = 40 cm L= 660 As = 9.91 As =30.18 As = 10.09 As =29.4 As = 9.71 As =29.81 As = 14.5 As =32.36 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 a = 6.53 a =19.88 a = 6.65 a =19.37 a = 6.4 a =19.64 a = 9.56 a =21.32 S1 = av*fy*v / Uu*b Sc= 8 S1 = av*fy*v / Uu*b Sc= 7 S1 = av*fy*v / Uu*b Sc= 7 S1 = av*fy*v / Uu*b Sc= 7 z = 41.74 z =35.06 z = 41.68 z =35.32 z = 41.8 z =35.18 z = 40.22 z =34.34 S= 8 ^ESc= 11.25 12 S= 7 ^ESc= 12.86 13 S= 7 ^ESc= 12.86 13 S= 7 ^ESc= 12.86 13 As mín = 4.46 As mín = 4.46 As mín = 4.46 As mín = 4.46 Eje C S= 12.49 LScT= 96 S= 12.49 LScT= 91 S= 12.49 LScT= 91 S= 12.49 LScT= 91 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 S= 20 LscTt= 101 S= 20 LscTt= 96 S= 20 LscTt= 96 S= 20 LscTt= 96 N Vs ( + ) = 2 N Vs (-) = 6 N Vs ( + ) = 2 N Vs (-) = 6 N Vs ( + ) = 2 N Vs (-) = 6 N Vs ( + ) = 3 N Vs (-) = 6 S= 23.Smax= 22.5 20 S= 23 Smax= 22.5 20 S= 23 Smax= 22.5 20 S= 23 Smax= 22.5 20 s= 11.25 Vsmax= 6.63 s= 11.25.Vsmax= 6.63 s= 11.25.Vsmax= 6.63 s= 11.25.Vsmax= 6.63 ^Lvsmax= 125.52 130 ^Lvsmax= 120.15 120 ^Lvsmax= 120.1 120 ^Lvsmax=110.32 120 1 @ 5 Lt= 226 1 @ 5 Lt= 211 1 @ 5 Lt= 211 1 @ 5 Lt= 211 12 @ 8.Lr= 104 100 13 @ 7.Lr= 119 120 13 @ 7.Lr= 119 120 13 @ 7.Lr= 119 120 6.67 @ 15 8 @ 15 8 @ 15 8 @ 15 6.45 @ 20 5.7 @ 20 5.7 @ 20 5.7 @ 20 129 201 114 216 114 216 114 216 Nivel 1 Eje D Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Momentos Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección Ubicación Cortante Sección ( + ) = 16.18 Ton -m ( + ) = 14.89 Ton -m ( + ) = 14.23 Ton -m ( + ) = 22.21 Ton -m 24.04 Ton 19.4 Ton 19.2 Ton 21.2 Ton Centro Centro (-) = 47.17 Ton -m (-) = 40.13 Ton -m (-) = 39.34 Ton -m (-) = 43.07 Ton -m Uu= 17.81 kg/cm2 Uu= 14.37 kg/cm2 Uu= 14.22 kg/cm2 Uu= 15.70 kg/cm2 Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero Cálculo de Acero h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 h = 50 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 b = 30 cm Fy = 4200 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 d = 45 cm Fc = 250 Kg/cm2 z = 40 cm z = 40 cm z = 40 cm z = 40 cm z = 40 cm L= 660 z = 40 cm L= 660 z = 40 cm L= 660 z = 40 cm L= 660 As = 10.7 As =31.2 As = 9.85 As =26.54 As = 9.41 As =26.02 As = 14.69 As =28.49 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 Separación de Estribos Zc= 90 a = 7.05 a =20.55 a = 6.49 a =17.49 a = 6.2 a =17.14 a = 9.68 a =18.77 S1 = av*fy*v / Uu*b Sc= 7 S1 = av*fy*v / Uu*b Sc= 9 S1 = av*fy*v / Uu*b Sc= 9 S1 = av*fy*v / Uu*b Sc= 8 z = 41.47 z =34.72 z = 41.76 z =36.26 z = 41.9 z =36.43 z = 40.16 z =35.62 S= 7 ^ESc= 12.86 13 S= 9 ^ESc= 10 10 S= 9 ^ESc= 10 10 S= 8 ^ESc= 11.25 12 Eje D As mín = 4.46 As mín = 4.46 As mín = 4.46 As mín = 4.46 S= 12.49 LScT= 91 S= 12.49 LScT= 90 S= 12.49 LScT= 90 S= 12.49 LScT= 96 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 Usando Vs N 8 S= 20 LscTt= 96 S= 20 LscTt= 95 S= 20 LscTt= 95 S= 20 LscTt= 101 N Vs ( + ) = 2 N Vs (-) = 6 N Vs ( + ) = 2 N Vs (-) = 5 N Vs ( + ) = 2 N Vs (-) = 5 N Vs ( + ) = 3 N Vs (-) = 6 S= 23.Smax= 22.5 20 S= 23 Smax= 22.5 20 S= 23 Smax= 22.5 20 S= 23 Smax= 22.5 20 s= 11.25 Vsmax= 6.63 s= 11.25.Vsmax= 6.63 s= 11.25.Vsmax= 6.63 s= 11.25.Vsmax= 6.63 ^Lvsmax= 122.8 130 ^Lvsmax= 152.17 160 ^Lvsmax= 153.76 160 ^Lvsmax=139.25 140 1 @ 5 Lt= 221 1 @ 5 Lt= 250 1 @ 5 Lt= 250 1 @ 5 Lt= 236 13 @ 7.Lr= 109 100 10 @ 9.Lr= 80 80 10 @ 9.Lr= 80 80 12 @ 8.Lr= 94 100 6.67 @ 15 5.33 @ 15 5.33 @ 15 6.67 @ 15 6.7 @ 20 7.75 @ 20 7.75 @ 20 6.45 @ 20 134 196 155 175 155 175 129 201