INSTRUCTIONS FOR PAPER PREPARATION FOR SOLAR THERMAL 2000 - SPA

Predimensionamiento de losas, vigas y columnas. Diseo de vigas y losa. Predimensioning slabs, beams and columns. Design of beams and slab.

Renzo Garca1, Csar Romero21 Universidad Ricardo Palma, rpgll92@hotmail.com2 Universidad Ricardo Palma, jesus-0304@hotmail.comRESUMENEn el siguiente trabajo se realiza el predimensionamiento y diseo de losas, vigas y columnas para un edificio de cuatro pisos que ser empleado como clnica, se refuerza el edificio para que cumpla la normativa vigente. Para el predimensionamiento y diseo de dichas estructuras se utiliz las frmulas y conceptos brindados por el profesor en las clases.ABSTRACTIn this work the pre-dimensioning and design of slabs, beams and columns for a four-storey building to be used as a clinic takes place, the building is reinforced to meet current regulations.For the pre-dimensioning and design of such structures formulas and concepts provided by the teacher in the classroom it was used.INTRODUCCINSe ha realizado el levantamiento arquitectnico de un establecimiento de salud. El edificio tiene 1 semistano y tres niveles, pero en el ao 2012 se realiz una intervencin en la cimentacin de tal manera que se puede considerar como un edificio de 4 niveles. La altura de entrepiso es 3.50m.

El edificio fue construido en 1942, los ensayos de diamantina en el concreto revelaron la resistencia del concreto es fc 85kg/cm2. La inspeccin en vigas y columnas revel que tiene fy=2800kg/cm2 de fluencia.

Aparentemente fue un edificio planteado como albailera al cual posteriormente se le cambi la configuracin estructural de prticos.

La recomendacin inicial, que se le hizo a los propietarios fue demoler y reconstruir otro edificio, pero se tom la decisin de mantener el edifico original, solo reforzarlo que cumpla la Normativa Vigente y ampliarlo 2 niveles adicionales, pero a la fecha no se ha exigido realizar el reforzamiento, pero por un tema de tica lo realizarn.

El criterio que se sigui en este trabajo fue de modificar la resistencia del concreto a 210kg/cm2 y la fluencia a 4200kg/cm2.

EXPERIMENTAL Para el trabajo realizado se us el software VISUALFEA, adems las frmulas y criterios de la norma E-060 y las que fueron brindadas en clase por el profesor.Predimensionamiento de columnas, vigas y losas.Deformacin:

Luz mayor = 6.43 m

Luz menor = 4.25 m 6.43 = 1.5 < 1.8 (Def. Esfrica)

4.25

Segn esta deformacin, la losa debe ser en 2 direcciones, pero por razones del curso se forzar a que sea una losa en 1 direccin. Por lo tanto ser una losa maciza en 1 direccin.

Espesor de la losa:

Se utiliz la luz menor ya que en ese sentido ir el acero de refuerzo.

e = 4.25 = 0.142 20 cm

30

La losa tendr un espesor de 20 cm.

Columnas:

Las columnas deben tener un rea mnima de 2000 cm2, teniendo en cuenta este criterio se decidi que las columnas sern de 40 cm x 50 cm.

Vigas:

Se disean las vigas primarias y secundarias seg[un los criterios de clase.

Vigas principales

6.43 = 0.64

10

h: 0.60 m

6.43 = 0.54

12

b: 0.5 x 0.60 = 0.30 m

Vigas Secundarias

h = 4.25 = 0.30 m

14b = 0.5 x 0.30 = 0.15 m

Se procedi con el metrado de cargas de las vigas y la losa.Vigas Principales externas: Piso tpico

Cargas Muertas:

Wviga= 0.6 x 0.3 x 2.4 = 432 kg/m2Wlosa= 0.2 x 2.4 x 1 x (2.125-0.15) = 948 kg/m2Wtab= 0.15 x 2.125 = 319 kg/m2Wacab= 0.10 x 2.125 = 213 kg/m2

Cargas Vivas:

Wsob= 500 x 2.125 = 1063 kg/m2 Azotea

Cargas Muertas:

Wviga= 0.6 x 0.3 x 2.4 = 432 kg/m2Wlosa= 0.2 x 2.4 x 1 x (2.125-0.15) = 948 kg/m2Wacab= 0.10 x 2.125 = 213 kg/m2

Cargas Vivas:

Wsob= 150 x 2.125 = 319 kg/m2

Vigas principales internas:

Piso tpico

Cargas Muertas:

Wviga= 0.6 x 0.3 x 2.4 = 432 kg/m2Wlosa= 0.2 x 2.4 x 1 x (4.25-0.30) = 1896 kg/m2Wtab= 0.15 x 4.25 = 638 kg/m2Wacab= 0.10 x 4.25 = 425 kg/m2

Cargas Vivas:

Wsob= 500 x 4.25 = 2125 kg/m2 Azotea

Cargas Muertas:

Wviga= 0.6 x 0.3 x 2.4 = 432 kg/m2Wlosa= 0.2 x 2.4 x 1 x (4.25 0.30) = 1896 kg/m2Wacab= 0.10 x 4.25 = 425 kg/m2

Cargas Vivas:

Wsob= 150 x 4.25 = 638 kg/m2

Vigas secundarias internas:

Piso tpico

Cargas Muertas:

Wviga= 0.3 x 0.15 x 2.4 = 108 kg/m2Wlosa= 0.2 x 2.4 x 1= 480 kg/m2Wtab= 0.15 x 1 = 150 kg/m2Wacab= 0.10 x 1 = 100 kg/m2

Cargas Vivas:

Wsob= 500 x 1 = 500 kg/m2 Azotea

Cargas Muertas:

Wviga= 0.3 x 0.15 x 2.4 = 108 kg/m2Wlosa= 0.2 x 2.4 x 1 = 480kg/m2Wacab= 0.10 x 1 = 100 kg/m2

Cargas Vivas:

Wsob= 150 x 1 = 150 kg/m2

Losa:

Piso tpico

Cargas Muertas:

Wlosa= 0.2 x 2.4 x 1= 480 kg/m2Wtab= 0.15 x 1 = 150 kg/m2Wacab= 0.10 x 1 = 100 kg/m2

Cargas Vivas:

Wsob= 500 x 1 = 500 kg/m2 Azotea

Cargas Muertas:

Wlosa= 0.2 x 2.4 x 1 = 480kg/m2Wacab= 0.10 x 1 = 100 kg/m2

Cargas Vivas:

Wsob= 150 x 1 = 150 kg/m2

Se utiliz el software Visual FEA.

Una vez obtenidos los metrados, se procedi a utilizar el visual FEA para modelar las vigas y losas, y con esto obtenemos los momentos ltimos en cada tramo de vigas y losa, para luego con estos momentos obtener el rea de acero que requiere cada seccin.

Se calcula el rea de acero para todas las secciones de vigas y losas.

Vigas Principales internas.

Mu= x As x fy (d-a/2); a= As x fy

0.85fc

= 0.9

fy=4200kg/cm2

fc=210kg/cm2

d = 54cm

b= 30cm

1 Piso:

Tramo 1:Mu=22784.468kg-mAs =12.25 cm2Mu=16120.944kg-mAs =8.41 cm2

Mu=25149.547kg-mAs =13.68 cm2Tramo 2:Mu=10448.403kg-mAs =5.32 cm2

Mu=1723.916kg-mAs =0.85 cm2

Mu=10448.403kg-mAs =5.32 cm2

Tramo 3:Mu=25149.547kg-mAs =13.68 cm2

Mu=16120.944kg-mAs =8.41 cm2

Mu=22784.468kg-mAs =12.25 cm22 Piso:

Tramo 1:Mu=24027.357kg-mAs =13.00 cm2

Mu=15582.607kg-mAs =8.11 cm2

Mu=24968.651kg-mAs =13.57 cm2Tramo 2:Mu=9517.549kg-mAs =4.83 cm2

Mu=793.082kg-mAs =0.39 cm2

Mu=9517.54kg-mAs =4.83 cm2

Tramo 3:Mu=24968.651kg-mAs =13.57 cm2

Mu=15582.607kg-mAs =8.11 cm2

Mu=24027.357kg-mAs =13.00 cm2

3 Piso:

Tramo 1:Mu=23997.767kg-mAs =12.98 cm2

Mu=15725.767kg-mAs =8.19 cm2

Mu=24710.744kg-mAs =13.41 cm2Tramo 2:Mu=9722.693kg-mAs =4.94 cm2

Mu=998.206kg-mAs =0.49 cm2

Mu=9722.693kg-mAs =4.94 cm2

Tramo 3:Mu=24710.744kg-mAs =13.41 cm2

Mu=15725.767kg-mAs =8.19 cm2

Mu=23997.767kg-mAs =12.98 cm2Azotea:

Tramo 1:Mu=11931.390kg-mAs =6.12 cm2

Mu=9707.012kg-mAs =4.93 cm2

Mu=13464.910kg-mAs =6.95 cm2Tramo 2:Mu=6514.647kg-mAs =3.27 cm2

Mu=1638.897kg-mAs =0.81 cm2

Mu=6514.647kg-mAs =3.27 cm2

Tramo 3:Mu=13464.910kg-mAs =6.95 cm2

Mu=9707.012kg-mAs =4.93 cm2

Mu=11931.390kg-mAs =6.12 cm2

Vigas Principales Externas:1 Piso:Tramo 1:Mu = 11398.78 kg-m As = 5.83 cm2

Mu = 8063.695 kg-m As = 4.07 cm2Mu = 12579.803 kg-m As = 6.47 cm2

Tramo 2:Mu = 5228.292 kg-m As = 0.42 cm2

Mu = 8063.695 kg-m As = 4.07 cm2

Mu = 5228.292 kg-m As = 0.42 cm2

Tramo 3:Mu = 12579.803 kg-m As = 6.47 cm2

Mu = 8063.695 kg-m As = 4.07 cm2Mu = 11398.78 kg-m As = 5.83 cm2

2 Piso:Tramo 1:Mu = 12018.481 kg-m As = 6.16 cm2

Mu = 7794.914 kg-m As = 3.93 cm2

Mu = 12489.323 kg-m As = 6.41 cm2

Tramo 2:Mu = 4760.672 kg-m As = 2.37 cm2

Mu = 396.684 kg-m As = 0.20 cm2

Mu = 4760.672 kg-m As = 2.37 cm2

Tramo 3:Mu = 12489.323 kg-m As = 6.41 cm2Mu = 7794.914 kg-m As = 3.93 cm2Mu = 12018.481 kg-m As = 6.16 cm23 PisoTramo 1:Mu = 12003.628 kg-m As = 6.16 cm2

Mu = 7806.049 kg-m As = 3.94 cm2

Mu = 12360.317 kg-m As = 6.35 cm2

Tramo 2:Mu = 4863.327 kg-m As = 2.43 cm2

Mu = 499.339 kg-m As = 0.25 cm2

Mu = 4863.327 kg-m As = 2.43 cm2

Tramo 3:Mu = 12360.317 kg-m As = 6.35 cm2

Mu = 7806.049 kg-m As = 3.94 cm2Mu = 12003.628 kg-m As = 6.16 cm2Azotea :

Tramo 1:Mu = 5967.710 kg-m As = 2.99 cm2

Mu = 4855.038 kg-m As = 2.42 cm2

Mu = 6734.611 kg-m As = 3.38 cm2

Tramo 2:Mu = 3258.314 kg-m As = 1.62 cm2

Mu = 819.652 kg-m As = 0.40 cm2Mu = 3258.314 kg-m As = 1.62 cm2

Tramo 3:Mu = 6734.611 kg-m As = 3.38 cm2

Mu = 4855.038 kg-m As = 2.42 cm2Mu = 5967.710 kg-m As = 2.99 cm2Vigas Secundarias Internas:

1 Piso:

Tramo 1:Mu = 1893.991 kg-m As = 0.93 cm2

Mu = 974.271 kg-m As = 0.48 cm2

Mu = 1923.980 kg-m As = 0.94 cm2Tramo 2:Mu = 1923.980 kg-m As = 0.94 cm2

Mu = 960.965 kg-m As = 0.47 cm2

Mu = 1918.584 kg-m As = 0.95 cm2Tramo 3:Mu = 1918.584 kg-m As = 0.95 cm2

Mu = 960.979 kg-m As = 0.47 cm2

Mu = 1919.186 kg-m As = 0.95 cm2Tramo 4:Mu = 1919.186 kg-m As = 0.95 cm2

Mu = 960.954 kg-m As = 0.47 cm2

Mu = 1919.870 kg-m As = 0.95 cm2

Tramo 5:Mu = 1919.870 kg-m As = 0.95 cm2

Mu = 960.943 kg-m As = 0.47 cm2

Mu = 1920.646 kg-m As = 0.95 cm2Tramo 6:Mu = 1920.646 kg-m As = 0.95 cm2

Mu = 960.938 kg-m As = 0.47 cm2

Mu = 1921.462 kg-m As = 0.95 cm2Tramo 7:Mu = 1921.462 kg-m As = 0.95 cm2

Mu = 960.937 kg-m As = 0.47 cm2

Mu = 1920.646 kg-m As = 0.95 cm2Tramo 8:Mu = 1920.646 kg-m As = 0.95 cm2

Mu = 960.938 kg-m As = 0.47 cm2

Mu = 1921.462 kg-m As = 0.95 cm2Tramo 9:Mu = 1919.870 kg-m As = 0.95 cm2

Mu = 960.943 kg-m As = 0.47 cm2

Mu = 1920.646 kg-m As = 0.95 cm2Tramo 10:Mu = 1919.186 kg-m As = 0.95 cm2

Mu = 960.954 kg-m As = 0.47 cm2

Mu = 1919.870 kg-m As = 0.95 cm2Tramo 11:Mu = 1918.584 kg-m As = 0.95 cm2

Mu = 960.979 kg-m As = 0.47 cm2

Mu = 1919.186 kg-m As = 0.95 cm2Tramo 12:Mu = 1923.980 kg-m As = 0.94 cm2

Mu = 960.965 kg-m As = 0.47 cm2

Mu = 1918.584 kg-m As = 0.95 cm2Tramo 13:Mu = 1893.991 kg-m As = 0.93 cm2

Mu = 974.271 kg-m As = 0.48 cm2

Mu = 1923.980 kg-m As = 0.94 cm22 Piso:Tramo 1:Mu = 1913.096 kg-m As = 0.94 cm2

Mu = 971.630 kg-m As = 0.48 cm2

Mu = 1918.598 kg-m As = 0.95 cm2Tramo 2:Mu = 1918.598 kg-m As = 0.95 cm2

Mu = 961.123 kg-m As = 0.47 cm2

Mu = 1920.983 kg-m As = 0.95 cm2Tramo 3:Mu = 1920.983 kg-m As = 0.95 cm2Mu = 961.106 kg-m As = 0.47 cm2

Mu = 1920.274 kg-m As = 0.95 cm2Tramo 4:Mu = 1920.274 kg-m As = 0.95 cm2

Mu = 961.147 kg-m As = 0.47 cm2

Mu = 1920.929 kg-m As = 0.95 cm2Tramo 5:Mu = 1920.929 kg-m As = 0.95 cm2

Mu = 961.174 kg-m As = 0.47 cm2

Mu = 1921.398 kg-m As = 0.95 cm2Tramo 6:Mu = 1921.398 kg-m As = 0.95 cm2

Mu = 961.190 kg-m As = 0.47 cm2

Mu = 1922.038 kg-m As = 0.95 cm2Tramo 7:Mu = 1922.038 kg-m As = 0.95 cm2

Mu = 961.195 kg-m As = 0.47 cm2

Mu = 1922.038 kg-m As = 0.95 cm2Tramo 8:Mu = 1921.398 kg-m As = 0.95 cm2

Mu = 961.190 kg-m As = 0.47 cm2

Mu = 1922.038 kg-m As = 0.95 cm2Tramo 9:Mu = 1920.929 kg-m As = 0.95 cm2

Mu = 961.174 kg-m As = 0.47 cm2

Mu = 1921.398 kg-m As = 0.95 cm2Tramo 10:Mu = 1920.274 kg-m As = 0.95 cm2

Mu = 961.147 kg-m As = 0.47 cm2

Mu = 1920.929 kg-m As = 0.95 cm2Tramo 11:Mu = 1920.983 kg-m As = 0.95 cm2Mu = 961.106 kg-m As = 0.47 cm2

Mu = 1920.274 kg-m As = 0.95 cm2Tramo 12:Mu = 1918.598 kg-m As = 0.95 cm2

Mu = 961.123 kg-m As = 0.47 cm2

Mu = 1920.983 kg-m As = 0.95 cm2Tramo 13:Mu = 1913.096 kg-m As = 0.94 cm2

Mu = 971.630 kg-m As = 0.48 cm2

Mu = 1918.598 kg-m As = 0.95 cm23 Piso:

Tramo 1:Mu = 1971.753 kg-m As = 0.97 cm2

Mu = 969.306 kg-m As = 0.48 cm2

Mu = 1905.939kg-m As = 0.94 cm2Tramo 2:Mu = 1905.939 kg-m As = 0.94 cm2

Mu = 961.979 kg-m As = 0.47 cm2

Mu = 1905.687kg-m As = 0.94 cm2Tramo 3:Mu = 1905.687 kg-m As = 0.94 cm2

Mu = 961.756 kg-m As = 0.47 cm2

Mu = 1903.838 kg-m As = 0.94 cm2Tramo 4: Mu = 1903.838 kg-m As = 0.94 cm2Mu = 961.753 kg-m As = 0.47 cm2

Mu = 1823.825 kg-m As = 0.90 cm2Tramo 5: Mu = 1823.825 kg-m As = 0.90 cm2

Mu = 961.741 kg-m As = 0.47 cm2

Mu = 1829.803 kg-m As = 0.90 cm2Tramo 6: Mu = 1829.803 kg-m As = 0.90 cm2

Mu = 961.732 kg-m As = 0.47 cm2

Mu = 1925.490 kg-m As = 0.95 cm2

Tramo 7: Mu = 1925.490 kg-m As = 0.95 cm2

Mu = 961.728 kg-m As = 0.47 cm2

Mu = 1925.490 kg-m As = 0.95 cm2Tramo 8: Mu = 1829.803 kg-m As = 0.90 cm2

Mu = 961.732 kg-m As = 0.47 cm2

Mu = 1925.490 kg-m As = 0.95 cm2Tramo 9: Mu = 1823.825 kg-m As = 0.90 cm2

Mu = 961.741 kg-m As = 0.47 cm2

Mu = 1829.803 kg-m As = 0.90 cm2Tramo 10: Mu = 1903.838 kg-m As = 0.94 cm2Mu = 961.753 kg-m As = 0.47 cm2

Mu = 1823.825 kg-m As = 0.90 cm2Tramo 11:Mu = 1905.687 kg-m As = 0.94 cm2

Mu = 961.756 kg-m As = 0.47 cm2

Mu = 1903.838 kg-m As = 0.94 cm2Tramo 12:Mu = 1905.939 kg-m As = 0.94 cm2

Mu = 961.979 kg-m As = 0.47 cm2

Mu = 1905.687kg-m As = 0.94 cm2Tramo 13:Mu = 1971.753 kg-m As = 0.97 cm2

Mu = 969.306 kg-m As = 0.48 cm2

Mu = 1905.939kg-m As = 0.94 cm24 Piso:

Tramo 1

Mu = 1518.323 kg-m As = 0.75 cm2

Mu = 828.593 kg-m As = 0.41 cm2

Mu = 1643.474kg-m As = 0.81 cm2Tramo 2

Mu = 1643.474kg-m As = 0.81 cm2

Mu = 804.684 kg-m As = 0.40 cm2

Mu = 1637.071 kg-m As = 0.81 cm2Tramo 3

Mu = 1637.071 kg-m As = 0.81 cm2Mu = 804.371 kg-m As = 0.40 cm2

Mu = 1628.840 kg-m As = 0.80 cm2Tramo 4

Mu = 1628.840 kg-m As = 0.80 cm2

Mu = 804.140 kg-m As = 0.40 cm2

Mu = 1621.948 kg-m As = 0.80 cm2Tramo 5

Mu = 1621.948 kg-m As = 0.80 cm2

Mu = 804.000 kg-m As = 0.40 cm2

Mu = 1615.948 kg-m As = 0.80 cm2Tramo 6

Mu = 1615.948 kg-m As = 0.80 cm2

Mu = 803.024 kg-m As = 0.39 cm2

Mu = 1610.458 kg-m As = 0.80 cm2Tramo 7

Mu = 1610.458 kg-m As = 0.80 cm2

Mu = 803.900 kg-m As = 0.39 cm2

Mu = 1615.948 kg-m As = 0.80 cm2Tramo 8

Mu = 1615.948 kg-m As = 0.80 cm2

Mu = 803.024 kg-m As = 0.39 cm2

Mu = 1610.458 kg-m As = 0.80 cm2Tramo 9

Mu = 1621.948 kg-m As = 0.80 cm2

Mu = 804.000 kg-m As = 0.40 cm2

Mu = 1615.948 kg-m As = 0.80 cm2Tramo 10

Mu = 1628.840 kg-m As = 0.80 cm2

Mu = 804.140 kg-m As = 0.40 cm2

Mu = 1621.948 kg-m As = 0.80 cm2Tramo 11

Mu = 1637.071 kg-m As = 0.81 cm2Mu = 804.371 kg-m As = 0.40 cm2

Mu = 1628.840 kg-m As = 0.80 cm2Tramo 12

Mu = 1643.474kg-m As = 0.81 cm2

Mu = 804.684 kg-m As = 0.40 cm2

Mu = 1637.071 kg-m As = 0.81 cm2Tramo 13

Mu = 1518.323 kg-m As = 0.75 cm2

Mu = 828.593 kg-m As = 0.41 cm2

Mu = 1643.474kg-m As = 0.81 cm2Losa

Mu= x As x fy (d-a/2); a= As x fy

0.85fc

= 0.9

fy=4200kg/cm2

fc=210kg/cm2

d = 16cm

b= 100cm

1 Piso:

Tramo 1.

Mu=1222.132kg-mAs =2.05 cm2

Mu=649.32kg-mAs =1.08 cm2

Mu=1272.477kg-mAs =2.14 cm2Tramo 2.

Mu=1272.477kg-mAs =2.14 cm2

Mu=631.988kg-mAs =1.05cm2

Mu=1263.256kg-mAs =2.12cm2

Tramo 3.

Mu=1263.256kg-mAs =2.12cm2

Mu=632.174kg-mAs =1.05 cm2

Mu=1263.759kg-mAs =2.12 cm2

Tramo 4.

Mu=1263.759kg-mAs =2.12 cm2

Mu=632.161kg-mAs =1.05 cm2

Mu=1263.887kg-mAs =2.12 cm2

Tramo 5.Mu=1263.887kg-mAs =2.12 cm2

Mu=632.159kg-mAs =1.05 cm2

Mu=1264.052kg-mAs =2.12 cm2

Tramo 6.

Mu=1264.052kg-mAs =2.12 cm2

Mu=632.158kg-mAs =1.05 cm2

Mu=1264.225kg-mAs =2.12 cm2

Tramo 7.Mu=1264.225kg-mAs =2.12 cm2

Mu=632.158kg-mAs =1.05 cm2

Mu=1264.406kg-mAs =2.12 cm2

Tramo 8.

Mu=1264.406kg-mAs =2.12 cm2

Mu=632.158kg-mAs =1.05 cm2

Mu=1264.582kg-mAs =2.12cm2Tramo 9.

Mu=1264.582kg-mAs =2.12cm2

Mu=632.159kg-mAs =1.05 cm2

Mu=1264.754kg-mAs =2.12 cm2

Tramo 10.

Mu=1264.754kg-mAs =2.12 cm2

Mu=632.161kg-mAs =1.05 cm2

Mu=1264.916kg-mAs =2.12 cm2Tramo 11.

Mu=1264.916kg-mAs =2.12 cm2Mu=632.174kg-mAs =1.05 cm2

Mu=1265.019kg-mAs =2.12 cm2

Tramo 12.

Mu=1265.019kg-mAs =2.12 cm2

Mu=631.968kg-mAs =1.05 cm2

Mu=1266.927kg-mAs =2.12 cm2

Tramo 13.

Mu=1266.927kg-mAs =2.12 cm2

Mu=649.342kg-mAs =1.08cm2

Mu=1222.132kg-mAs =2.05cm22 Piso:

Tramo 1:Mu=1251.022kg-mAs =2.1 cm2

Mu=644.891kg-mAs =1.07 cm2

Mu=1262.452kg-mAs =2.12 cm2Tramo 2:Mu=1262.452kg-mAs =2.12 cm2

Mu=632.508kg-mAs =1.05cm2

Mu=1269.786kg-mAs =2.13cm2

Tramo 3:Mu=1269.786kg-mAs =2.13cm2

Mu=632.244kg-mAs =1.05 cm2

Mu=1269.570kg-mAs =2.13 cm2

Tramo 4:

Mu=1269.570kg-mAs =2.13 cm2

Mu=632.254kg-mAs =1.05 cm2

Mu=1269.920kg-mAs =2.13 cm2

Tramo 5:

Mu=1269.920kg-mAs =2.13 cm2

Mu=632.252kg-mAs =1.05 cm2

Mu=1269.080kg-mAs =2.13 cm2

Tramo 6:Mu=1269.080kg-mAs =2.13 cm2

Mu=632.252kg-mAs =1.05 cm2

Mu=1264.895kg-mAs =2.12 cm2

Tramo 7:Mu=1264.895kg-mAs =2.12 cm2

Mu=632.251kg-mAs =1.05 cm2

Mu=1264.895kg-mAs =2.12 cm2

Tramo 8:Mu=1264.895kg-mAs =2.12 cm2

Mu=632.252kg-mAs =1.05 cm2

Mu=1269.420kg-mAs =2.13cm2

Tramo 9:Mu=1269.420kg-mAs =2.13cm2

Mu=632.252kg-mAs =1.05 cm2

Mu=1269.570kg-mAs =2.13 cm2

Tramo 10:Mu=1269.570kg-mAs =2.13 cm2

Mu=632.254kg-mAs =1.05 cm2

Mu=1269.857kg-mAs =2.13 cm2Tramo 11:Mu=1269.857kg-mAs =2.13 cm2Mu=632.244kg-mAs =1.05 cm2

Mu=1269.786kg-mAs =2.13 cm2Tramo 12:Mu=1269.786kg-mAs =2.13 cm2Mu=632.508kg-mAs =1.05 cm2

Mu=1262.452kg-mAs =2.12 cm2

Tramo 13:Mu=1262.452kg-mAs =2.12 cm2

Mu=644.891kg-mAs =1.07cm2

Mu=1251.022kg-mAs =2.1cm23 Piso:

Tramo 1:Mu=587.746kg-mAs =0.98 cm2

Mu=646.591kg-mAs =1.08 cm2

Mu=576.681kg-mAs =0.96 cm2Tramo 2:Mu=576.681kg-mAs =0.96 cm2

Mu=632.434kg-mAs =1.05cm2

Mu=602.203kg-mAs =1.00cm2

Tramo 3:Mu=602.203kg-mAs =1.00cm2

Mu=632.340kg-mAs =1.05 cm2

Mu=599.511kg-mAs =1.00 cm2

Tramo 4:Mu=599.511kg-mAs =1.00 cm2Mu=632.333kg-mAs =1.05 cm2

Mu=598.173kg-mAs =1.00 cm2

Tramo 5:Mu=598.173kg-mAs =1.00 cm2

Mu=632.336kg-mAs =1.05 cm2

Mu=596.858kg-mAs =1.00 cm2

Tramo 6:

Mu=596.858kg-mAs =1.00 cm2

Mu=632.337kg-mAs =1.05 cm2

Mu=596.594kg-mAs =1.00 cm2Tramo 7:Mu=596.594kg-mAs =1.00 cm2Mu=632.337kg-mAs =1.05 cm2

Mu=594.351kg-mAs =1.00 cm2

Tramo 8:

Mu=594.351kg-mAs =1.00 cm2

Mu=632.337kg-mAs =1.05 cm2

Mu=593.104kg-mAs =1.00cm2

Tramo 9:

Mu=593.104kg-mAs =1.00cm2Mu=632.336kg-mAs =1.05 cm2

Mu=591.827kg-mAs =0.99 cm2

Tramo 10:Mu=591.827kg-mAs =0.99 cm2

Mu=632.333kg-mAs =1.05 cm2

Mu=590.485kg-mAs =0.98 cm2Tramo 11:Mu=590.485kg-mAs =0.98 cm2Mu=632.340kg-mAs =1.05 cm2

Mu=589.197kg-mAs =0.98 cm2Tramo 12:Mu=589.197kg-mAs =0.98 cm2Mu=632.434kg-mAs =1.05 cm2

Mu=584.879kg-mAs =0.97 cm2

Tramo 13:Mu=584.879kg-mAs =0.97 cm2

Mu=646.591kg-mAs =1.08 cm2

Mu=587.746kg-mAs =0.98 cm2Azotea:

Tramo 1:

Mu=1252.493kg-mAs =2.10 cm2

Mu=309.63kg-mAs =0.51 cm2

Mu=1259.582kg-mAs =2.12 cm2Tramo 2:Mu=1259.582kg-mAs =2.12 cm2

Mu=298.316kg-mAs =0.50cm2

Mu=1266.762kg-mAs =2.13cm2

Tramo 3:

Mu=1266.762kg-mAs =2.13cm2

Mu=297.489kg-mAs =0.49 cm2

Mu=1267.768kg-mAs =2.13 cm2

Tramo 4:

Mu=1267.768kg-mAs =2.13 cm2

Mu=297.51kg-mAs =0.49 cm2

Mu=1266.885kg-mAs =2.13 cm2

Tramo 5:

Mu=1266.885kg-mAs =2.13 cm2

Mu=297.495kg-mAs =0.49 cm2

Mu=1268.829kg-mAs =2.13 cm2

Tramo 6:

Mu=1268.829kg-mAs =2.13 cm2

Mu=297.488kg-mAs =0.49 cm2

Mu=1265.228kg-mAs =2.13 cm2Tramo 7:

Mu=1265.228kg-mAs =2.13 cm2Mu=297.488kg-mAs =0.49 cm2

Mu=1265.228kg-mAs =2.13 cm2

Tramo 8:Mu=1265.228kg-mAs =2.13 cm2

Mu=297.488kg-mAs =0.49 cm2

Mu=1268.829kg-mAs =2.13cm2

Tramo 9:Mu=1268.829kg-mAs =2.13cm2

Mu=297.495kg-mAs =0.49cm2

Mu=1266.885kg-mAs =2.13 cm2

Tramo 10:Mu=1266.885kg-mAs =2.13 cm2

Mu=297.51kg-mAs =0.49 cm2

Mu=1267.768kg-mAs =2.13 cm2Tramo 11:Mu=1267.768kg-mAs =2.13 cm2Mu=297.4890kg-mAs =0.49 cm2

Mu=1266.762kg-mAs =2.13 cm2Tramo 12:Mu=1266.762kg-mAs =2.13 cm2Mu=298.316kg-mAs =0.50 cm2

Mu=1259.582kg-mAs =2.12 cm2

Tramo 13:Mu=1259.582kg-mAs =2.12 cm2

Mu=309.63kg-mAs =0.51 cm2Mu=1252.493kg-mAs =2.10 cm2RESULTADOSLos resultados obtenidos son los momentos de las vigas y la losa con el VISUAL FEA y los diagramas de la distribucin del acero que se hizo en autocad.

Se presenta los resultados en los Anexos. CONCLUSIONESSe observa en todas las vigas que sus mayores momentos tanto positivos y negativos se obtienen en los pisos tpicos, plantas 2 y 3, y en la azotea se obtiene momento menores debido a que recibe cargas menores.

Las vigas principales son las que mayor rea de acero necesitan, mientras que en las vigas secundarias se calcul reas de acero menores.

El edificio inicialmente estaba diseado para ser construido con f'c= 85kg/cm2 y fy= 2800 kg/cm2, pero por motivos de normativa vigente se decidi trabajar con un f'c= 210 kg/cm2 y fy= 4200 kg/cm2.El diseo se realizo para la clnica con 4 pisos como inicialmente se pens.AGRADECIMIENTOSAgradecemos la enseanza del profesor Virgilio Pea ya que con todo lo aprendido se pudo realizar este trabajo.REFERENCIASPara realizar el trabajo usamos la siguiente bibliografa:[1]Virgilio Pea, Cuaderno del curso de comportamiento mecnico de materiales, (Universidad Ricardo Palma,2015).

[2]

ANEXOS