proyecto mamposteria

INSTITUTO POLITÉCNICO NACIONALESCUELA SUPERIOR DE INGENIERÍA Y ARQUITECTURA.

UNIDAD TECAMACHALCO.

Estructuras de mampostería y madera Grupo: 3AM6

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1. PROYECTO ARQUITECTONICO





3. AREAS TRIBUTARIAS




A. Los

a de azotea.

1. Impermeabilizantre:5 kg/m2

2. Enladrillado: .02 m: 0.02 x 1 x 1 x 1500= 303. Entortado cem- are .03 m: 0.03 m x 1 x 1 x 2100=634. Relleno de tezontle. 12 cm:.12 cm x 1 x 1 x 1250 =1505. Losa de concreto armado. 10 cm: .10m x 1 x 1 x2400=2406. Aplanado de cem-are 1.5 cm: .015m x 1 x 1 x 2700= 307. Sobrecarga por reglamento : 40

__________________________________

Carga muerta: 560 kg/m2

Carga viva: 100 kg /m2

W: 660

B. Cadena de cerramiento.

1. Concreto armado 0.14 m x .20 x 1x 2400 = 67.2 kg.

2. Aplanado de cem- are: .015 m x 0.40 x 1 x 2100= 13

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80 kg/ml

C. Trabe de concreto armado:


4. ANALISIS DE CARGAS

ENLADRILLADO

IMPERMEABILIZANTE

RELLENO

LOSA DE CONCRETO

APLANADO




H= L/12= 400/12= 33.3=35 cm

B= L/24= 16.67= 15 cm

1. Concreto armado: 0.15 m x .25 x 1.00 x 2400=902. Aplanado cem- are: 0.015 m x 0.65 x1.00x 2100= 20

__________________________________ 110 kg /ml

D. Muro de tabique común.

1. Muro de tabique común: 0.14 m x 1 x 1x 1500= 2100 kg/ m2

2. Aplanado de cem–are: 0.015 m x 1x 1 x 2100 x 2=630 kg/m2 __________________________________ 272 kg/m2

X 2.10

__________________________________ 575 kg /ml

E. Lam brin de azulejos en muros.1. Muro de tabique común: 0.14m x 1 x 1 x 1500=2100 kg/m2.2. Aplanado de cem-aren: 0.015 m x 1 x 1 x 2100=323. Repellado de cem-are: 0.01m x 1 x 1 x 2100= 214. Azulejo: 15 kg

__________________________________ 278 kg/m2

x2.10m

__________________________________Estructuras de mampostería y madera Grupo: 3AM6

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585 kg /ml

F. Pretil.1. Muro de tabique:0.14 m x 0.75 x 1 x 1500= 158 kg/m2

2. Cadena de remate:0.14 m x 0.15 x 1 x 2400= 503. Aplanado:0.015 m x 194 x1 x 2100 =62

__________________________________ 270 kg/ml

G. Antepecho con cancelería

1. Antepecho tabique:0.14 m x 0.75 x 1 x 1500= 158 kg/m2

2. Cadena de repizon:0.14 m x 0.15 x 1 x 2100= 503. Aplanado:0.015 m x 194 x1 x 2100 =624. Canceleria: 1.20 x 1 x .35 =42

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312=315 kg/ml






5. CANALIZACION DE CARGAS

Eje A tramo 1-3 (M, 4.00 m)Loza Azotea 3.50 (4)(660) = 2 600 kg/mLCadena de Remate 4mL (80) = 320Pretil 4m (2.70) = 540Muro = 4mL (575) = 2 300

=6 300 / 4 = 1575

Azotea (N1)

Eje A tramo 3-4 (M, 2.00 m)Loza Azotea = (1.00m2)(660) = 2 600 kg/mLCadena de Remate = 2mL (80) = 160Pretil = 4m (2.70) = 540Muro = 2m (575) = 1 150

= 2510 / 2 = 1 255 kg/mL





Eje A tramo 4-5 (M, 4.00 m)Loza Azotea 3.50 (4)(660) = 2 600 kg/mLCadena de Remate 4mL (80) = 320Pretil 4m (2.70) = 540Muro = 4mL (575) = 2 300

=6 300 / 4 = 1575

Eje B tramo 1-2 (M, 3.00 m)L = (5.20m2)(660) = 1 148 kg/mLC = 3mL (80) = 240M = 3m (575) = 1 725

= 5 397kg / 3 = 1 799 kg

Eje B tramo 2-3 (M, 1.00 m)L = (5.20m2)(660) = 1 148 kg/mLC = 3mL (80) = 80M = 3m (575) = 575

= 1 803

Eje B tramo 3-4 (T, 2.00 m)L = (2.50m2)(660) = 5 240 kg/mLC = 2m (80) = 160

= 1810kg / 2 = 905kg/mL

Eje B tramo 4-5 (M, 4.00 m)L = (7.94m2)(660) = 5 240 kg/mLC = 4mL (80) = 320M = 3m (575) = 2 300

= 7 860/ 4 = 1 965kg/mL

Eje C tramo 1-2 (M, 3.00 m)L = (2.25.00m2)(660) = 21 485 kg/mLC = 3mL (80) = 240P = 3m (2.70) = 810M = 3m (575) = 1 725

= 2260 / 3 = 1 260 kg/mL





Eje C tramo 2-4 (M, 3.00 m)L = (2.25.00m2)(660) = 1 485 kg/mLC = 3mL (80) = 240P = 3m (2.70) = 810M = 3m (575) = 1 725

= 2260 / 3 = 1 260 kg/mL

Eje C tramo 4-5 (M, 4.00 m)L = (4.00m2)(660) = 2 640 kg/mLC = 4mL (80) = 320P = 4m (2.70) = 1 080M = 4m (575) = 2 340

= 6 340 / 4 = 11 585 kg/mL

Eje 1 tramo A-B (M, 3.50 m)L = (3.06m2)(660) = 2 020 kg/mLC = 3.5mL (80) = 280P = 3.5m (2.70) = 945M = 3.5m (575) = 2 013

= 5 258 / 3.5 = 1 502 kg/mL

Eje 1 tramo B-C (M, 4.00 m)L = (3.75m2)(660) = 2 475 kg/mLC = 4mL (80) = 320P = 4m (2.70) = 1 080M = 4m (575) = 2 340

= **** / 4 = 1 544 kg/mL


= 7 610 / 4 = 1 903 kg/mL





Eje 3 tramo A-B (M, 3.50 m)L = (5.06m2)(660) = 3 670 kg/mLC = 3.5mL (80) = 280P = 3.5m (2.70) = 2 048M = 3.5m (575) = 2 000t = 1 PZA (2 000) = 2 000

= 7 998 / 3.50 = 2 285 kg/mL

Eje 4 tramo A-B (M, 3.50 m)L = (5.06m2)(660) = 3 670 kg/mLC = 3.5mL (80) = 280P = 3.5m (2.70) = 2 048M = 3.5m (575) = 2 000

= 5 998 / 3.50 = 1 714 kg/mL

Eje 4 tramo B-C (M, 3.50 m)L = (7.75 m2)(660) = 5 115 kg/mLT = 4.00 (110) = 440

= 5 5555= 2 778 kg/mL

Eje 4 tramo B-C (M, 3.50 m)L = (7.75 m2)(660) = 5 115 kg/mLT = 4.00 (110) = 440

= 5 5555= 2 778 kg/mL

Eje 5 tramo A-B (M, 3.50 m)L = (3.06m2)(660) = 2 020 kg/mLC = 3.5mL (80) = 280P = 3.5m (2.70) = 945M = 3.5m (575) = 2 013

= 5 258 / 3.5 = 1 502 kg/mL


= 6 340 / 4 = 11 585 kg/mL





6. CALCULO DE CIMENTACION




H= B+L = 400+700 = 11cm 100 100 F’c=100 kg/m² - firmes2 F’c =150 kg/cm – castillos y cadenas de desplante F’c= 200 kg/cm² - trabes, columnas y losas

H= (B+L)+(B+L) 1.25 = 110+1375 = 13.75 = 14.00 cm 180 180Clase 1 ˃ f’c = 250 kg/cm²H= (B+L)+(B+L) = 1100+1375 = 9.2 = 10cm 270 270

CIMIENTO EJE 3 TRAMO A-BP = 2285 kg/mlFc = x 1.4Pu = 3199

25% p.p = 4000 kg/mlBL = An = PTU = 4000 = 0.80 RT 5000B = An = 0.80 mm LH= 1.5x 45 = 67.5 = 70


Co

Co

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2.ANÁLISIS DE CARGAS


proyecto mamposteria

Engineering