SOLUCIN DE PORTICOS EN SP 2000 Y EXCEL

PRESENTADO POR:Andrs Felipe Rincn

PRESENTADO A:Ronald Jess pea Prez

ASIGNATURA:ANALISIS ESTRUCTURAL II

Universidad Cooperativa de ColombiaSede Medelln2015

Uso: residencialColumnas=0.4 m * 0.4 mVigas= 0.30 x 0.40 m (norma NSR 10 ttulo B)Concreto densidad= 2400 kg/m^3Fc= 23 MpaEspesor de la losa = 0.15 cm

Vigas: Carga por peso de concreto:

w= 2400 kg/m^3 * 9.81 m/s^2= 23.544 KN/m^3w= 23544 N/m^3*(0.30*0.40) = 28.544 KN/m

CARGAS MUERTAS PRESENTES REQUERIDAS POR LA NORMA

EN LA VIGA 1

w= 23544 N/m^3*(0.30*0.40) = 2825.28 N/mW =2825.28 N/m *1.2 = 3390.336 N/mw=3390.336 k /m*1.2w= 4068.40 k/m

La dividimos entre mil para obtener la carga en kN/m Viga 1= w = = 4.06 KN/mEN LA VIGA 2w= 23.544 *(5m*0.15m)w = 17.65kN / m

CARGA MUERTA PRODUCIDA POR ELEMENTOS VERTICALES NO ESTRUCTURALES: 3.8 KN/m^2 * (b * h) / bW = 3.8 KN/m^2 * 6m* 3 m / 6 mW = 3.8 KN/m^2 * 3 mW = 11.4kN / mCARGA MUERTA POR PESO PROPIO DE MATERIAL w= 23.544 kn/m^3*(0.30*0.40) = 2.82 kN/m

TOTAL CARGAS MUERTAS PRESENTES EN LA VIGA 2W= (2.82 kN /m+11.4 kN / m+17.65 kN / m)W= 31.87 kN / m

CARGAS VIVAS REQUERIDAS POR LA NORMA EN LA VIGA 2

w= w = (2 K n / m^2)*(6 m)w = 12 k N / mw = 12 kn / m * 1.6 W = 19.2 k N / m

CARGAS TOTALES PRESENTES CARGAS VIVAS +CARGAS MUERTASW = (19.2kN / m+31.87 k N / m) W = 51.07 k N / m

Viga Nocarga

14.06 kn/m

251.07 kn/m

SOLUCIN POR EXCEL PORTICO #2

Grados de libertad y restricciones

MOMENTOS DE EMPOTRAMIENTO

Tramo 2-5

Solucin de Elementos o Tramos

2F Emp5F Emp

110

2165.7811165.78

3165.7812-165.78

Tramo 5-8Solucin de Elementos o Tramos

5F Emp8F Emp

1016

11221.0417221.04

12294.7218-294.72

Tramo 3-6Solucin de Elementos o Tramos

3F Emp6F Emp

47

510.2810.2

610.29-10.2

Tramo 6-9Solucin de Elementos o Tramos

6F Emp9F Emp

713

813.61413.6

918.1315-18.13

CORDENADAS, REAS, MODULO DE ELASTICIDAD, INERCIA, ANGULO Y LONGITUD DE CADA ELEMENTO

Elementos Coordenadas globalesGRADOS DE LIBERTAD INICIALGRADOS DE LIBERTAD FINAL

NODONODOX iY iX fY fXYXYAreaModulo EInerciaLANGULOSENOCOSE

1200031920211011120.162.25E+072.13E-0339010

4703061011121230.162.25E+072.13E-0339010

2560632223241314150.162.25E+072.13E-0339010

5863661314154560.162.25E+072.13E-0339010

361401432526271617180.162.25E+072.13E-0339010

691431461617187890.162.25E+072.13E-0339010

4503631011121314150.122.25E+071.60E-036001

56631431314151617180.122.25E+071.60E-038001

7806661234560.122.25E+071.60E-036001

89661464567890.122.25E+071.60E-038001

Fuerzas de empotramientoTramo 4-5Solucion de Elementos o Tramos

4F Emp5F Emp

1013

11153.2114153.21

12153.2115-153.21

Tramo 5-6Solucion de Elemenrtos o Tramos

5F Emp6F Emp

1316

14204.2817204.28

15272.3718-272.37

Tramo 7-8Solucion de Elemenrtos o Tramos

7F Emp8F Emp

14

212.18512.18

312.186-12.18

Tramo 8-9Solucion de Elemenrtos o Tramos

8F Emp9F Emp

47

516.24816.24

621.769-21.76

FUERZAR Y DESPLAZAMIENTOS QUE ACTAN EN LA ESTRUCTURAFuerzasDesplazamEmp

0U10

0U212.18

0U312.18

0U40

0U528.42

0U69.58

0U70

0U816.24

0U9-21.76

0U100

0U11153.21

0U12153.21

0U130

0U14357.49

0U15119.16

0U160

0U17204.28

0U18-272.37

F1900

F2000

F2100

F2200

F2300

F2400

F2500

F2600

F2700

MATRIZ DE RIGIDEZ PARA CADA ELEMENTO192021101112

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2001202155.100-1202155.10

21-32057.4694064114.938832057.4694032057.4694

k 1-2=10-21371.6463032057.469421371.6463032057.4694

110-1202155.1001202155.10

12-32057.4694032057.469432057.4694064114.9388

101112123

1021371.64630-32057.4694-21371.64630-32057.4694

1101202155.100-1202155.10

12-32057.4694064114.938832057.4694032057.4694

k 4-71-21371.6463032057.469421371.6463032057.4694

20-1202155.1001202155.10

3-32057.4694032057.469432057.4694064114.9388

222324131415

2221371.64630-32057.4694-21371.64630-32057.4694

2301202155.100-1202155.10

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k 2-513-21371.6463032057.469421371.6463032057.4694

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1401202155.100-1202155.10

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k 5-84-21371.6463032057.469421371.6463032057.4694

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2601202155.100-1202155.10

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k 3-616-21371.6463032057.469421371.6463032057.4694

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1621371.64630-32057.4694-21371.64630-32057.4694

1701202155.100-1202155.10

18-32057.4694064114.938832057.4694032057.4694

k 6-97-21371.6463032057.469421371.6463032057.4694

80-1202155.1001202155.10

9-32057.4694032057.469432057.4694064114.9388

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10450808.16300-450808.16300

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1206010.7755124043.1020-6010.7755112021.551

k 4-513-450808.16300450808.16300

140-2003.59184-6010.7755102003.59184-6010.77551

1506010.7755112021.5510-6010.7755124043.102

131415161718

13338106.12200-338106.12200

140845.2653063381.061220-845.2653063381.06122

1503381.0612218032.32650-3381.061229016.16326

k 5-616-338106.12200338106.12200

170-845.265306-3381.061220845.265306-3381.06122

1803381.061229016.163260-3381.0612218032.3265

123456

1450808.16300-450808.16300

202003.591846010.775510-2003.591846010.77551

306010.7755124043.1020-6010.7755112021.551

k 7-84-450808.16300450808.16300

50-2003.59184-6010.7755102003.59184-6010.77551

606010.7755112021.5510-6010.7755124043.102

456789

43.38E+0500-338106.12200

50845.2653063381.061220-845.2653063381.06122

603381.0612218032.32650-3381.061229016.16326

k 8-97-338106.12200338106.12200

80-845.265306-3381.061220845.265306-3381.06122

903381.061229016.163260-3381.0612218032.3265

MATRIZ GENERAL123456789101112131415161718192021222324252627

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0000000-120215500000-845-338102405155-33810000000-1202155017

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0000000000000000-1202155000000001202155026

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FUERZA123456789101112131415161718192021222324252627DESPLEmp

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0=00003381901632057-338182147000000-32057032057000000000U9-21.76

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F25000000000000000-213720-32057000000213720-3205700

F260000000000000000-1202155000000001202155000

F2700000000000000032057032057000000-3205706411500

MATRIZ INVERSA123456789101112131415161718F empo

U111.0E-044.2E-07-1.5E-051.0E-04-1.8E-07-1.1E-051.0E-04-2.4E-07-1.5E-054.1E-052.9E-07-1.7E-054.1E-05-1.2E-07-1.5E-054.1E-05-1.7E-07-1.8E-050

U224.2E-071.7E-06-1.8E-074.2E-074.6E-09-1.4E-074.1E-07-1.6E-09-7.4E-081.1E-078.3E-07-7.7E-081.1E-072.8E-09-7.2E-081.1E-07-9.9E-10-6.9E-08-12.18

U33-1.5E-05-1.8E-071.6E-05-1.4E-051.4E-078.1E-07-1.4E-053.9E-083.7E-06-1.6E-06-9.5E-08-4.6E-07-2.2E-066.9E-082.5E-06-2.5E-062.6E-082.2E-06-12.18

U441.0E-044.2E-07-1.4E-051.0E-04-1.7E-07-1.1E-051.0E-04-2.4E-07-1.6E-054.1E-052.9E-07-1.7E-054.1E-05-1.2E-07-1.5E-054.1E-05-1.7E-07-1.8E-050

U55-1.8E-074.6E-091.4E-07-1.7E-071.7E-065.7E-08-1.6E-073.2E-09-4.0E-08-4.0E-082.8E-093.8E-08-4.5E-088.3E-073.0E-08-5.3E-081.9E-092.4E-08-28.42

U66-1.1E-05-1.4E-078.1E-07-1.1E-055.7E-081.2E-05-1.1E-058.1E-081.3E-06-2.0E-06-7.3E-082.2E-06-1.7E-063.1E-08-4.6E-07-2.0E-064.3E-082.1E-06-9.58

U771.0E-044.1E-07-1.4E-051.0E-04-1.6E-07-1.1E-051.0E-04-2.5E-07-1.6E-054.1E-052.8E-07-1.7E-054.1E-05-1.1E-07-1.5E-054.1E-05-1.7E-07-1.8E-050

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U13134.1E-051.1E-07-2.2E-064.1E-05-4.5E-08-1.7E-064.1E-05-6.4E-08-2.4E-062.6E-058.9E-08-7.6E-062.7E-05-3.7E-08-6.4E-062.6E-05-5.2E-08-8.0E-060

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U1717-1.7E-07-9.9E-102.6E-08-1.7E-071.9E-094.3E-08-1.7E-078.3E-076.0E-08-5.3E-08-6.5E-102.7E-08-5.2E-081.3E-093.6E-08-5.1E-088.3E-074.1E-08-204.28

U1818-1.8E-05-6.9E-082.2E-06-1.8E-052.4E-082.1E-06-1.8E-054.6E-08-5.2E-07-8.0E-06-4.8E-083.1E-06-8.0E-066.8E-092.2E-06-8.2E-064.1E-081.1E-05272.37

RESULTADOS DesplazamientosU1-0.00042264

U2-0.00014482

U30.00022141

U4-0.0004808

U5-0.00034979

U60.00019615

U7-0.00062021

U8-0.0001947

U9-0.00046346

U10-0.00023821

U11-0.00013226

U12-0.00091639

U13-0.0002565

U14-0.00032944

U15-0.00069904

U16-0.00030153

U17-0.00018033

U180.00214626

FuerzasF1934.468

F20158.996

F21-37.013

F2227.891

F23396.037

F24-30.632

F25-62.359

F26216.788

F2759.137

MONTAJE EN SAP 2000Prtico 2

RESULTADOS

Anlisis de resultadosFUERZASSAPEXCEL

F1934.46833.733

F20158.996158.735

F21-37.01335.504

F2227.89127.274

F23396.037396.468

F24-30.63229.389

F25-62.359-61.007

F26216.788216.617

F2759.137-56.191