Portico 2-Kani Con Desplazamiento

PORTICO 2

COLUMNAS: 0.25 m. x 0.25 m.

Inercia:

39.06

VIGAS : 0.25 m. x 0.25 m.

Inercia:

39.06

METRADO DE CARGAS

1. EJE 2 - PRIMER NIVEL (A-B)

Vigas: 0.25 m. x 0.25 m.Columnas: 0.25 m. x 0.25 m.

Luz libre: 2.55 m.Luz entre ejes: 2.80 m.

Ancho Tributario(losa): 3.23 m.Ancho Trib.(+ 10cm viga): 3.33 m.

Muro: 0.15 m. x 1.00 m.

DESCRIPCION CARGA

C. M.

Peso Aligerado: 300 Kg/m2 x 3.23 m. 967.50 Kg/mPeso Acabados 100 Kg/m2 x 3.33 m. 332.50 Kg/mTabiqueria Equivalente 100 Kg/m2 x 3.23 m. 322.50 Kg/mMuro: 1800 Kg/m3 x 0.15 m2 270.00 Kg/mPeso propio: 2400 Kg/m3 x 0.0625 m2 150.00 Kg/m

TOTAL 2042.50 Kg/m

C.V. Para Viviendas 200 Kg/m2 x 3.33 m. 665.00 Kg/m

CARGAS MAYORADAS Y CARGA ULTIMA

Carga Muerta 2042.50 Kg/m x 1.2 = 2451 Kg/m 2.45 Tn/mCarga Viva 665.00 Kg/m x 1.6 = 1064.0 Kg/m 1.06 Tn/mCarga Ultima 3515.0 Kg/m 3.52 Tn/m

2. EJE 2 - SEGUNDO NIVEL (A-B)




Muro: 0.15 m. x 1.00 m.

DESCRIPCION CARGA

C. M.


TOTAL 1117.50 Kg/m




3. EJE 2 - PRIMER NIVEL (B - C)




Muro: 0.15 m. x 1.00 m.

DESCRIPCION CARGA

C. M.


TOTAL 1768.00 Kg/m




4. EJE 2 - SEGUNDO NIVEL (B - C)




Muro: 0.15 m. x 1.00 m.

DESCRIPCION CARGA

C. M.

Peso Aligerado: 300 Kg/m2 x 2.68 m. 802.50 Kg/mPeso Acabados 0 Kg/m2 x 2.78 m. 0.00 Kg/mTabiqueria Equivalente 0 Kg/m2 x 2.68 m. 0.00 Kg/mtanque elevado 500 Kg / 2.70 m 185.19 Kg/mPeso propio: 2400 Kg/m3 x 0.0625 m2 150.00 Kg/m

C. M.

TOTAL 1137.69 Kg/m




COMBINACION 1

1. MOMENTOS DE EMPOTRAMIENTO

VIGA 1-2

Wu = 1.34 Tn/mL = 2.80 m.

ME 1-2 = -0.88 Tn-mME 2-1 = 0.88 Tn-m

VIGA 2-3

Wu = 1.37 Tn/mL = 2.95 m.

ME 2-3 = -0.99 Tn-mME 3-2 = 0.99 Tn-m

VIGA 4-5

Wu = 3.52 Tn/mL = 2.80 m.

ME 4-5 = -2.30 Tn-mME 5-4 = 2.30 Tn-m

VIGA 5-6

Wu = 3.01 Tn/mL = 2.95 m.

ME 5-6 = -2.18 Tn-mME 6-5 = 2.18 Tn-m

2. COEFICIENTES DE GIRO

COLUMNASInercia 39.06 m4L (1er nivel) 2.80 m.L (2do nivel) 2.70 m.

VIGASInercia 39.06 m4L (A-B) 2.80 m.L (B-C) 2.95 m.

Nudo Barra Longitud (L) Inercia (I) K Suma K u (Coef de giro)

11 - 2 2.80 m. 39.06 13.95

28.42-0.245

1 - 4 2.70 m. 39.06 14.47 -0.255

22 - 1 2.80 m. 39.06 13.95

41.66-0.167

2 - 3 2.95 m. 39.06 13.24 -0.1592 - 5 2.70 m. 39.06 14.47 -0.174

33 - 2 2.95 m. 39.06 13.24

27.71-0.239

3 - 6 2.70 m. 39.06 14.47 -0.261

44 - 1 2.70 m. 39.06 14.47

42.37-0.171

4 - 5 2.80 m. 39.06 13.95 -0.1654 - 7 2.80 m. 39.06 13.95 -0.165

5

5 - 2 2.70 m. 39.06 14.47

55.61

-0.1305 - 4 2.80 m. 39.06 13.95 -0.1255 - 6 2.95 m. 39.06 13.24 -0.1195 - 8 2.80 m. 39.06 13.95 -0.125

66 - 3 2.70 m. 39.06 14.47

41.66-0.174

6 - 5 2.95 m. 39.06 13.24 -0.1596 - 9 2.80 m. 39.06 13.95 -0.167

δ (Coef de desplaz.)

-0.500

-0.500

-0.500

-0.500

-0.500

-0.500

1 2

-0.2

45

-0.1

67-0.876 -0.876 0.876 -0.114

-0.255 0.215 -0.017 -0.1740.223 0.133 0.031 -0.0180.137 0.115 0.030 0.0320.119 0.113 0.030 0.0310.117 0.113 0.030 0.0310.117 -0.621 1.048 0.0310.233

-0.5 0.349 -0.5 0.0280.003 0.375 0.003 -0.0190.002 0.376 0.002 -0.0240.009 0.375 0.009 -0.0260.013 0.375 0.013 -0.0260.014 0.014

6 5

-0.171

-0.1

65

-0.1

25

-0.130-2.296 -2.296 2.296 0.113-0.165 0.337 0.027 -0.125

0.337 0.361 -0.018 0.0270.361 0.362 -0.024 -0.0180.362 0.362 -0.025 -0.0240.362 0.361 -0.025 -0.0250.361 -1.599 2.608 -0.025

0.722

-0.5 -0.5-0.020 -0.020-0.003 -0.003-0.003 -0.003-0.002 -0.002-0.001 -0.001

3

-0.1

59

-0.2

39-0.990 0.990 0.990

-0.016 -0.233 -0.261-0.018 0.029 -0.164 -0.2540.032 0.029 -0.160 -0.1800.031 0.028 -0.163 -0.1750.031 0.028 -0.164 -0.1780.031 -1.098 0.691 -0.179

-0.621 Tn-m

-0.5 -0.3350.003 -0.3490.002 -0.3460.009 -0.3460.013 -0.3460.014

-1.599 Tn-m

4

-0.1

19

-0.1

59

-0.174-2.184 2.184 2.184

0.025 -0.307 -0.1670.027 -0.017 -0.320 -0.323-0.018 -0.022 -0.316 -0.337-0.024 -0.023 -0.316 -0.333-0.025 -0.024 -0.317 -0.333-0.025 -2.548 1.527 -0.334

-0.5-0.020-0.003-0.003-0.002-0.001

1.34 Tn/m

1.048 Tn-m -1.098 Tn-mL = 2.80 m. L =

1.73 Tn. 2.03 Tn. 2.15 Tn.

M max(+) = 0.488 Tn-m M max(+) =

3.52 Tn/m

2.608 Tn-m -2.548 Tn-mL = 2.80 m. L =

4.56 Tn. 5.28 Tn. 4.79 Tn.

M max(+) = 1.360 Tn-m M max(+) =

1.37 Tn/m

0.691 Tn-m2.95 m.

1.88 Tn.

0.598 Tn-m

3.01 Tn/m

1.527 Tn-m2.95 m.

4.10 Tn.

1.258 Tn-m

COMBINACION 2


VIGA 1-2

Wu = 1.34 Tn/mL = 2.80 m.

ME 1-2 = -0.88 Tn-mME 2-1 = 0.88 Tn-m

VIGA 2-3

Wdu = 1.37 Tn/mL = 2.95 m.

ME 2-3 = -0.99 Tn-mME 3-2 = 0.99 Tn-m

VIGA 4-5

Wdu = 2.45 Tn/mL = 2.80 m.

ME 4-5 = -1.60 Tn-mME 5-4 = 1.60 Tn-m

VIGA 5-6

Wdu= 2.12 Tn/mL = 2.95 m.

ME 5-6 = -1.54 Tn-mME 6-5 = 1.54 Tn-m

2. FACTORES DE DISTRIBUCION

COLUMNAS 0.25 x 0.25Inercia 39.06 m4L (1er nivel) 2.80 m.L (2do nivel) 2.70 m.


Nudo Barra Longitud (L) Inercia (I) K Suma K Fd

11 - 2 2.80 m. 39.063 13.951

28.4180.491

1 - 4 2.70 m. 39.063 14.468 0.509

22 - 1 2.80 m. 39.063 13.951

41.6600.335

2 - 3 2.95 m. 39.063 13.242 0.3182 - 5 2.70 m. 39.063 14.468 0.347

33 - 2 2.95 m. 39.063 13.242

27.7090.478

3 - 6 2.70 m. 39.063 14.468 0.522

44 - 1 2.70 m. 39.063 14.468

42.3690.341

4 - 5 2.80 m. 39.063 13.951 0.3294 - 7 2.80 m. 39.063 13.951 0.329

5

5 - 2 2.70 m. 39.063 14.468

55.611

0.2605 - 4 2.80 m. 39.063 13.951 0.2515 - 6 2.95 m. 39.063 13.242 0.2385 - 8 2.80 m. 39.063 13.951 0.251

66 - 3 2.80 m. 39.063 13.951

41.1430.339

6 - 5 2.95 m. 39.063 13.242 0.3226 - 9 2.80 m. 39.063 13.951 0.339

1

-0.2

45

-0.1

67-0.876 -0.876 0.876

-0.255 0.215 -0.0170.223 0.160 0.0260.166 0.146 0.0280.151 0.144 0.0270.150 0.144 0.0270.149 -0.561 1.075

-0.5 0.232 -0.50.010 0.248 0.0100.007 0.249 0.0070.012 0.249 0.0120.014 0.248 0.0140.015 0.015

6

-0.171

-0.1

65

-0.1

25-1.601 -1.601 1.601-0.165 0.224 0.020

0.224 0.239 -0.0120.239 0.240 -0.0160.240 0.240 -0.0160.240 0.240 -0.0170.240 -1.139 1.807

-0.5 -0.5-0.014 -0.014-0.001 -0.001-0.001 -0.001-0.001 -0.0010.000 0.000

2 3

-0.1

59

-0.2

39-0.114 -0.990 0.990 0.990

-0.174 -0.016 -0.233 -0.261-0.018 0.025 -0.192 -0.2540.027 0.026 -0.189 -0.2090.029 0.026 -0.191 -0.2060.028 0.026 -0.191 -0.2080.028 -1.129 0.634 -0.209

0.021 -0.5 -0.223-0.012 0.010 -0.233-0.016 0.007 -0.230-0.017 0.012 -0.230-0.017 0.014 -0.231

0.015

5 4

-0.130

-0.1

19

-0.1

59

-0.1740.063 -1.539 1.539 1.539-0.125 0.019 -0.204 -0.167

0.020 -0.011 -0.214 -0.215-0.012 -0.015 -0.211 -0.225-0.016 -0.016 -0.211 -0.222-0.016 -0.016 -0.211 -0.222-0.017 -1.781 1.101 -0.222

-0.5-0.014-0.001-0.001-0.0010.000

1.34 Tn/m

-0.561 Tn-m 1.075 Tn-m -1.129 Tn-mL = 2.80 m.

1.69 Tn. 2.06 Tn.

M max(+) = 0.509 Tn-m

2.45 Tn/m

-1.139 Tn-m 1.807 Tn-m -1.781 Tn-mL = 2.80 m.

3.19 Tn. 3.67 Tn.

M max(+) = 0.940 Tn-m

1.37 Tn/m

0.634 Tn-mL = 2.95 m.

2.18 Tn. 1.85 Tn.

M max(+) = 0.614 Tn-m

2.12 Tn/m

1.101 Tn-mL = 2.95 m.

3.36 Tn. 2.90 Tn.

M max(+) = 0.879 Tn-m

COMBINACION 3


VIGA 1-2

Wu = 1.34 Tn/mL = 2.80 m.

ME 1-2 = -0.88 Tn-mME 2-1 = 0.88 Tn-m

VIGA 2-3

Wu = 1.37 Tn/mL = 2.95 m.

ME 2-3 = -0.99 Tn-mME 3-2 = 0.99 Tn-m

VIGA 4-5

Wu = 2.45 Tn/mL = 2.80 m.

ME 4-5 = -1.60 Tn-mME 5-4 = 1.60 Tn-m

VIGA 5-6

Wu = 2.12 Tn/mL = 2.95 m.

ME 5-6 = -1.54 Tn-mME 6-5 = 1.54 Tn-m





11 - 2 2.80 m. 39.063 13.951

28.4180.491

1 - 4 2.70 m. 39.063 14.468 0.509

22 - 1 2.80 m. 39.063 13.951

41.6600.335

2 - 3 2.95 m. 39.063 13.242 0.3182 - 5 2.70 m. 39.063 14.468 0.347

33 - 2 2.95 m. 39.063 13.242

27.7090.478

3 - 6 2.70 m. 39.063 14.468 0.522

44 - 1 2.70 m. 39.063 14.468

42.3690.341

4 - 5 2.80 m. 39.063 13.951 0.3294 - 7 2.80 m. 39.063 13.951 0.329

5

5 - 2 2.70 m. 39.063 14.468

55.611

0.2605 - 4 2.80 m. 39.063 13.951 0.2515 - 6 2.95 m. 39.063 13.242 0.2385 - 8 2.80 m. 39.063 13.951 0.251

66 - 3 2.80 m. 39.063 13.951

41.1430.339

6 - 5 2.95 m. 39.063 13.242 0.3226 - 9 2.80 m. 39.063 13.951 0.339

1

-0.2

45

-0.1

67-0.876 -0.876 0.876

-0.255 0.215 -0.0170.223 0.160 0.0260.166 0.146 0.0280.151 0.144 0.0270.150 0.144 0.0270.149 -0.561 1.075

-0.5 0.232 -0.50.010 0.248 0.0100.007 0.249 0.0070.012 0.249 0.0120.014 0.248 0.0140.015 0.015

6

-0.171

-0.1

65

-0.1

25-1.601 -1.601 1.601-0.165 0.224 0.020

0.224 0.239 -0.0120.239 0.240 -0.0160.240 0.240 -0.0160.240 0.240 -0.0170.240 -1.139 1.807

-0.5 -0.5-0.014 -0.014-0.001 -0.001-0.001 -0.001-0.001 -0.0010.000 0.000

2 3

-0.1

59

-0.2

39-0.114 -0.990 0.990 0.990

-0.174 -0.016 -0.233 -0.261-0.018 0.025 -0.192 -0.2540.027 0.026 -0.189 -0.2090.029 0.026 -0.191 -0.2060.028 0.026 -0.191 -0.2080.028 -1.129 0.634 -0.209

0.021 -0.5 -0.223-0.012 0.010 -0.233-0.016 0.007 -0.230-0.017 0.012 -0.230-0.017 0.014 -0.231

0.015

5 4

-0.130

-0.1

19

-0.1

59

-0.1740.063 -1.539 1.539 1.539-0.125 0.019 -0.204 -0.167

0.020 -0.011 -0.214 -0.215-0.012 -0.015 -0.211 -0.225-0.016 -0.016 -0.211 -0.222-0.016 -0.016 -0.211 -0.222-0.017 -1.781 1.101 -0.222

-0.5-0.014-0.001-0.001-0.0010.000

1.34 Tn/m

-0.561 Tn-m 1.075 Tn-m -1.129 Tn-mL = 2.80 m.

1.69 Tn. 2.06 Tn.

M max(+) = 0.509 Tn-m

2.45 Tn/m

-1.139 Tn-m 1.807 Tn-m -1.781 Tn-mL = 2.80 m.

3.19 Tn. 3.67 Tn.

M max(+) = 0.940 Tn-m

1.37 Tn/m

0.399 Tn-mL = 2.95 m.

2.26 Tn. 1.77 Tn.

M max(+) = 0.744 Tn-m

2.12 Tn/m

1.101 Tn-mL = 2.95 m.

3.36 Tn. 2.90 Tn.

M max(+) = 0.879 Tn-m

COMBINACION 4


VIGA 1-2

Wu = 1.34 Tn/mL = 2.80 m.

ME 1-2 = -0.88 Tn-mME 2-1 = 0.88 Tn-m

VIGA 2-3

Wu = 1.37 Tn/mL = 2.95 m.

ME 2-3 = -0.99 Tn-mME 3-2 = 0.99 Tn-m

VIGA 4-5

Wu = 3.52 Tn/mL = 2.80 m.

ME 4-5 = -2.30 Tn-mME 5-4 = 2.30 Tn-m

VIGA 5-6

Wu = 2.12 Tn/mL = 2.95 m.

ME 5-6 = -1.54 Tn-mME 6-5 = 1.54 Tn-m


COLUMNASInercia 3.91E+01 m4L (1er nivel) 2.68 m.L (2do nivel) 2.60 m.

VIGASInercia 3.91E+01 m4L (A-B) 2.80 m.L (B-C) 2.95 m.


11 - 2 2.80 m. 3.91E+01 m4 1.40E+01 m3

2.90E+01 m3 13/27

1 - 4 2.60 m. 3.91E+01 m4 1.50E+01 m3 14/27

22 - 1 2.80 m. 3.91E+01 m4 1.40E+01 m3

4.22E+01 m3 115/348

2 - 3 2.95 m. 3.91E+01 m4 1.32E+01 m3 271/8642 - 5 2.60 m. 3.91E+01 m4 1.50E+01 m3 121/340

33 - 2 2.95 m. 3.91E+01 m4 1.32E+01 m3

2.83E+01 m3 52/111

3 - 6 2.60 m. 3.91E+01 m4 1.50E+01 m3 59/111

44 - 1 2.60 m. 3.91E+01 m4 1.50E+01 m3

4.36E+01 m3 79/229

4 - 5 2.80 m. 3.91E+01 m4 1.40E+01 m3 189/5904 - 7 2.68 m. 3.91E+01 m4 1.46E+01 m3 331/989

5

5 - 2 2.60 m. 3.91E+01 m4 1.50E+01 m3

5.68E+01 m3

241/9115 - 4 2.80 m. 3.91E+01 m4 1.40E+01 m3 127/5175 - 6 2.95 m. 3.91E+01 m4 1.32E+01 m3 45/1935 - 8 2.68 m. 3.91E+01 m4 1.46E+01 m3 222/865

66 - 3 2.68 m. 3.91E+01 m4 1.46E+01 m3

4.24E+01 m3 295/858

6 - 5 2.95 m. 3.91E+01 m4 1.32E+01 m3 134/4296 - 9 2.68 m. 3.91E+01 m4 1.46E+01 m3 295/858

1

-0.2

45

-0.1

67-0.876 -0.876 0.876

-0.255 0.215 -0.0170.223 0.132 0.0500.137 0.111 0.0560.115 0.107 0.0580.111 0.106 0.0580.110 -0.606 1.098

-0.5 0.365 -0.5-0.012 0.396 -0.012-0.022 0.402 -0.022-0.019 0.403 -0.019-0.016 0.403 -0.016-0.015 -0.015

6

-0.171

-0.1

65

-0.1

25-2.296 -2.296 2.296-0.165 0.352 -0.067

0.352 0.382 -0.1160.382 0.388 -0.1200.388 0.389 -0.1210.389 0.389 -0.1220.389 -1.641 2.442

-0.5 -0.5-0.035 -0.035-0.031 -0.031-0.036 -0.036-0.037 -0.037-0.037 -0.037

2 3

-0.1

59

-0.2

39-0.114 -0.990 0.990 0.990

-0.174 -0.016 -0.233 -0.261-0.018 0.047 -0.192 -0.2540.051 0.053 -0.194 -0.2090.058 0.055 -0.197 -0.2110.060 0.055 -0.198 -0.2150.060 -1.078 0.649 -0.216

-0.070 -0.5 -0.223-0.120 -0.012 -0.212-0.125 -0.022 -0.202-0.126 -0.019 -0.200-0.126 -0.016 -0.200

-0.015

5 4

-0.130

-0.1

19

-0.1

59

-0.1740.758 -1.539 1.539 1.539-0.125 -0.064 -0.204 -0.167

-0.067 -0.110 -0.194 -0.215-0.116 -0.114 -0.185 -0.204-0.120 -0.115 -0.183 -0.195-0.121 -0.115 -0.183 -0.193-0.122 -1.953 1.056 -0.193

-0.5-0.035-0.031-0.036-0.037-0.037

1.34 Tn/m

-0.606 Tn-m 1.098 Tn-m -1.078 Tn-mL = 2.80 m.

1.70 Tn. 2.05 Tn.

M max(+) = 0.474 Tn-m

3.52 Tn/m

-1.641 Tn-m 2.442 Tn-m -1.953 Tn-mL = 2.80 m.

4.63 Tn. 5.21 Tn.

M max(+) = 1.415 Tn-m

1.37 Tn/m

0.378 Tn-mL = 2.95 m.

2.25 Tn. 1.78 Tn.

M max(+) = 0.778 Tn-m

2.12 Tn/m

1.056 Tn-mL = 2.95 m.

3.43 Tn. 2.83 Tn.

M max(+) = 0.825 Tn-m

COMBINACION 5


VIGA 1-2

Wu = 1.34 Tn/mL = 2.80 m.

ME 1-2 = -0.88 Tn-mME 2-1 = 0.88 Tn-m

VIGA 2-3

Wu 2-3= 1.37 Tn/mL = 2.95 m.

ME 2-3 = -0.99 Tn-mME 3-2 = 0.99 Tn-m

VIGA 4-5

Wu4-5 = 2.45 Tn/mL = 2.80 m.

ME 4-5 = -1.60 Tn-mME 5-4 = 1.60 Tn-m

VIGA 5-6

Wu 5-6= 3.01 Tn/mL = 2.95 m.

ME 5-6 = -2.18 Tn-mME 6-5 = 2.18 Tn-m





11 - 2 2.80 m. 39.063 13.951

28.9750.481

1 - 4 2.60 m. 39.063 15.024 0.519

22 - 1 2.80 m. 39.063 13.951

42.2160.330

2 - 3 2.95 m. 39.063 13.242 0.3142 - 5 2.60 m. 39.063 15.024 0.356

33 - 2 2.95 m. 39.063 13.242

28.2660.468

3 - 6 2.60 m. 39.063 15.024 0.532

44 - 1 2.60 m. 39.063 15.024

43.5500.345

4 - 5 2.80 m. 39.063 13.951 0.3204 - 7 2.68 m. 39.063 14.576 0.335

5

5 - 2 2.60 m. 39.063 15.024

56.792

0.2655 - 4 2.80 m. 39.063 13.951 0.2465 - 6 2.95 m. 39.063 13.242 0.2335 - 8 2.68 m. 39.063 14.576 0.257

66 - 3 2.68 m. 39.063 14.576

42.3930.344

6 - 5 2.95 m. 39.063 13.242 0.3126 - 9 2.68 m. 39.063 14.576 0.344

1

-0.2

45

-0.1

67-0.876 -0.876 0.876

-0.255 0.215 -0.0170.223 0.160 0.0070.166 0.150 0.0010.156 0.150 -0.0010.156 0.150 -0.0010.156 -0.577 1.024

-0.5 0.216 -0.50.025 0.226 0.0250.031 0.223 0.0310.040 0.221 0.0400.044 0.220 0.0440.045 0.045

6

-0.171

-0.1

65

-0.1

25-1.601 -2.296 2.296-0.165 0.208 0.114

0.208 0.218 0.0850.218 0.215 0.0810.215 0.213 0.0800.213 0.212 0.0800.212 -1.793 2.668

-0.5 -0.50.001 0.0010.027 0.0270.032 0.0320.034 0.0340.035 0.035

2 3

-0.1

59

-0.2

39-0.114 -0.990 0.990 0.990

-0.174 -0.016 -0.233 -0.261-0.018 0.007 -0.164 -0.2540.008 0.001 -0.156 -0.1790.001 -0.001 -0.157 -0.170-0.001 -0.001 -0.157 -0.171-0.001 -1.149 0.675 -0.172

0.118 -0.5 -0.3350.089 0.025 -0.3710.084 0.031 -0.3740.083 0.040 -0.3750.083 0.044 -0.376

0.045

5 4

-0.130

-0.1

19

-0.1

59

-0.174-0.582 -1.539 1.539 2.184-0.125 0.108 -0.307 -0.167

0.114 0.081 -0.340 -0.3230.085 0.077 -0.342 -0.3580.081 0.076 -0.344 -0.3610.080 0.076 -0.344 -0.3620.080 -1.731 0.926 -0.363

-0.50.0010.0270.0320.0340.035

1.34 Tn/m

-0.577 Tn-m 1.024 Tn-m -1.149 Tn-mL = 2.80 m.

1.72 Tn. 2.04 Tn.

M max(+) = 0.523 Tn-m

2.45 Tn/m

-1.793 Tn-m 2.668 Tn-m -1.731 Tn-mL = 2.80 m.

3.12 Tn. 3.74 Tn.

M max(+) = 0.191 Tn-m

1.37 Tn/m

0.504 Tn-mL = 2.95 m.

2.23 Tn. 1.80 Tn.

M max(+) = 0.676 Tn-m

3.01 Tn/m

0.926 Tn-mL = 2.95 m.

4.71 Tn. 4.17 Tn.

M max(+) = 1.959 Tn-m

CALCULO DE ENVOLVENTE DE MOMENTOS MAXIMOS

M. en 1 (-) M. 1-2 (+) M. en 2 (-) M. 2-3 (+) M. en 3 (-)COM 1 -0.621 Tn-m 0.488 Tn-m 1.098 Tn-m -1.098 Tn-m 0.691 Tn-mCOM 2 -0.561 Tn-m 0.509 Tn-m 1.129 Tn-m -1.129 Tn-m 0.634 Tn-mCOM 3 -0.561 Tn-m 0.509 Tn-m 1.129 Tn-m -1.129 Tn-m 0.399 Tn-mCOM 4 -0.606 Tn-m 0.474 Tn-m 1.098 Tn-m -1.078 Tn-m 0.378 Tn-mCOM 5 -0.577 Tn-m 0.523 Tn-m 1.149 Tn-m -1.149 Tn-m 0.504 Tn-m

-0.561 Tn-m 0.523 Tn-m 1.149 Tn-m -1.078 Tn-m 0.691 Tn-m

M. en 4 (-) M. 4-5 (+) M. en 5 (-) M. 5-6 (+) M. en 6 (-)COM 1 -1.599 Tn-m 1.360 Tn-m 2.608 Tn-m 1.258 Tn-m 1.527 Tn-mCOM 2 -1.139 Tn-m 0.940 Tn-m 1.129 Tn-m 0.879 Tn-m 1.101 Tn-mCOM 3 -1.139 Tn-m 0.940 Tn-m 1.129 Tn-m 0.879 Tn-m 1.101 Tn-mCOM 4 -1.641 Tn-m 1.415 Tn-m 2.442 Tn-m 0.825 Tn-m 1.056 Tn-mCOM 5 -1.793 Tn-m 0.191 Tn-m 2.668 Tn-m 1.959 Tn-m 0.926 Tn-m

1 2 3

4 5 6

-1.139 Tn-m 1.415 Tn-m 2.668 Tn-m 1.959 Tn-m 1.527 Tn-m

DISEÑO DEL ACERO POR FLEXION

1. Datosf'c = 210kg/cm2fy = 4200kg/cm2

h (altura) = 35.00 cm.

b (ancho) = 35.00 cm.

d (peralte)= 29.413 cm.

recubrimiento = 4.00 cm.

estribos = 3/8''

acero asumido = 1/2''β = 0.85φ = 0.90

2. Cuantias

Cuantia Balanceada Cuantia Minima Cuantia Maxima

0.02142 0.00086 0.01606

3. Refuerzo Maximo y Minimo

Area de acero max. Area de acero min.

ρb = ρ min= ρb =

b

dh

Seccion en el apoyo

b

dh

Seccion centro de viga

As max = 29.97 cm2 As min = 0.89 cm2

4. Diseño por Flexion

M. en 4 (-) = -1.139 Tn-m

Asumimos "a=0.1d"

As = -1.078 cm2 a = -0.725 cm.As = -1.012 cm2 a = -0.680 cm.As = -1.013 cm2 a = -0.681 cm.As = -1.013 cm2 a = -0.681 cm.

Usar = 0.000 cm2

# Diametros Area Parcial1 1/2'' 1.2671 1/2'' 1.267

Area Total 2.534 cm2

M. 4-5 (+) = 1.415 Tn-m

Asumimos "a=0.1d"

As = 1.340 cm2 a = 0.901 cm.As = 1.293 cm2 a = 0.869 cm.

As = 1.292 cm2 a = 0.869 cm.As = 1.292 cm2 a = 0.869 cm.

Usar = 1.292 cm2



M. en 5 (-) = 2.668 Tn-m

Asumimos "a=0.1d"

As = 2.526 cm2 a = 1.698 cm.As = 2.471 cm2 a = 1.661 cm.As = 2.470 cm2 a = 1.660 cm.As = 2.470 cm2 a = 1.660 cm.

Usar = 2.470 cm2



M. 5-6 (+) = 1.959 Tn-m

Asumimos "a=0.1d"

As = 1.855 cm2 a = 1.247 cm.As = 1.801 cm2 a = 1.210 cm.

As = 1.799 cm2 a = 1.210 cm.As = 1.799 cm2 a = 1.210 cm.As = 1.799 cm2 a = 1.210 cm.

Usar = 1.799 cm2



M. en 6 (-) = 1.527 Tn-m

Asumimos "a=0.1d"

As = 1.445 cm2 a = 0.972 cm.As = 1.396 cm2 a = 0.939 cm.As = 1.395 cm2 a = 0.938 cm.As = 1.395 cm2 a = 0.938 cm.

Usar = 1.395 cm2



DISEÑO DEL ACERO POR CORTE

1. Datosf'c = 210kg/cm2fy = 4200kg/cm2

h (altura) = 35.00 cm.

b (ancho) = 35.00 cm.

d (peralte)= 29.413 cm.

recubrimiento = 4.00 cm.

estribos = 3/8''

Av= 1.43 cm2β = 0.85φ = 0.75

1 1/2''Φ 1 1/2''Φ 1 1/2''Φ1 1/2''Φ 1 1/2''Φ 1 1/2''Φ

1 1/2''Φ 1 1/2''Φ1 1/2''Φ 1 1/2''Φ

L1 = 2.55 m. L2 = 2.70 m.

2. Consideraciones para el diseño por corte

A.

B. Cortante asumido por el concreto, en vigas:

Fórmulas

C. Requisitos para diseño por corte:

Caso 1 Vn ≤ 0.5*Vc --> No requiere estribos.

Caso 2 Vn > 0.5*Vc , y , Vn ≤ Vc --> Requiere refuerzo transversal mínimo.

Caso 3 Vn > Vc

Caso 3.1

Caso 3.2

Caso 4 --> Mejorar calidad del concreto.Cambiar sección.

3. Calculo de Momentos Nominales

2.735 Tn-m 2.735 Tn-m 2.735 Tn-m

4. Calculo de Diagrama de Cortantes

Wu (viga 1-2) = 0.695 Tn/mWu (viga 2-3) = 0.360 Tn/m

V1 = 0.886 Tn. V2' = 0.486 Tn.

l = 1.28 m. l = 1.35 m.

l = 1.28 m. l = 1.35 m.

V2 = -0.886 Tn. V3 = -0.486 Tn.

L 1-2 = 2.55 m. L 2-3 = 2.70 m.

5 Calculo del refuerzo para VIGA 1-2Para diseñar el cortante en un tramo de la viga, se seleccióna el mayor cortante; y el refuerzo q resulte de este, se repetira al otro lado

VudVu = 0.886 Tn. 0.876 Tn.

l = 1.28 m.

Cortante tomado por el concreto : Vc = 2.536 Tn.Vc/2 = 1.268 Tn.

Cortante ultimo a una distancia "d" : Vud = 0.876 Tn.Cortante Nominal : Vn = 1.168 Tn.

Cortante tomado por el acero : Vs = 0.000 Tn.0.33*√f'c*bw*d = 4.923 Tn

Cortante Maximo : 0.66*√f'c*bw*d = 9.846 TnEspaciamiento 1: S1 = 0.00 cmEspaciamiento 2: S2 =

Cortante Minimo : Vmin = 1.769 Tn

Marcado en el: Caso 1No requiere estribos.

Se asume: S = 0.00 cm

Longitud a estribar : Le = -1.27 m

Número de estribos: N°e = 0

Usar estribos 1 2/5'' : 1 @ 0.05 cm , 0 @ 0.00 cm

6. Calculo del refuerzo para VIGA 2-3

Para diseñar el cortante en un tramo de la viga, se seleccióna el mayor cortante; y el refuerzo q resulte de este, se repetira al otro lado

Vud

dd

Vu = 0.486 Tn. 0.481 Tn.

l = 1.35 m.

Cortante tomado por el concreto : Vc = 2.536 Tn.Vc/2 = 1.268 Tn.

Cortante ultimo a una distancia "d" : Vud = 0.481 Tn.Cortante Nominal : Vn = 0.641 Tn.

Cortante tomado por el acero : Vs = 0.000 Tn.0.33*√f'c*bw*d = 4.923 Tn

Cortante Maximo : 0.66*√f'c*bw*d = 9.846 TnEspaciamiento 1: S1 = 0.00 cmEspaciamiento 2: S2 =

Cortante Minimo : Vmin = 1.769 Tn

Marcado en el: Caso 1

Se asume: S = 0.00 cm

Longitud a estribar : Le = 0.00 m

Número de estribos: N°e = 0

Usar estribos 3/8'' : 1 @ 0.05 cm , 0 @ 0.00 cm

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