9 flexoaxt di amv muvu ug12 5to recuperacion 120117 123p ok

Examen Recuperacin UNIVERSIDAD DE GUAYAQUIL - Facultad de Ciencias Matemtica y Fsic HORMIGON ARMADO - Ing. Fausto E. Melndez M.5to. Hormign Armado IIEnero/18/ 2012 DATOS: DIAGRAMAS DE INTERACCION, Mn, Pn, e=Mn/Pn Mn, Pn, e=Mn/Pn

f'c= 420 Kg/cm2 Respecto a cada plano de flexin Valores de la resistencia Valores de la resistenciafy= 4200 Kg/cm2 Rutina Flexo-Axial -ACI 318-R08 Usar Diagramas de Interaccin Solucin analtica

FLEXO-AXIAL - P.F. Xb= 40 cm Cx Mnx Pnx ex Mnx Pnx ex Cxh= 70 cm cm T.m. T cm T.m. T cm cmi di Asi 1 O 1,226 O 1 O 1,226 O 1

cm cm2 2 h/B1=93,33 12.60 1,194 1.1 2 20.00 600 3.33 2 48.57 1 5 14.73 3 70 85.92 905 9.5 3 125.00 400 31.25 3 36.62 2 20 9.82 4 60 105.51 771 13.7 4 130.00 430 30.00 4 38.44 3 35 9.82 5 50 118.83 624 19.0 5 75.00 O 5 12.16 4 50 9.82 6 Cb=38,24 128.65 424 30.3 6 38.00 -125 -30.00 6 5.20 5 - 7 30 122.25 292 41.9 7 96.00 100 96.00 7 17.74 6 65 14.73 8 15 86.66 56 155.8 8 20.00 -185 -10.81 8 3.51

Ast[cm2]= 58.91 9 0 O -247 O 9 O -247 O 9 O

FLEXO-AXIAL - P.F. YAs = 25mm b= 70 cm Cy Mny Pny ey Mny Pny ey Cy

h= 40 cm cm T.m. T cm T.m. T cm cmFLEXOCOMPRESION BIAXIAL: i di Asi 1 O 1,226 O 1 O 1,226 O 1

1226 [cm] [cm2] 2 h/B1=53,33 7.88 1,190 0.66 2 20.00 390 5.13 2 20.69 15 732 1 5 24.54 3 45 36.91 1,012 3.65 3 78.00 400 19.50 3 20.97 25 293 2 20 9.82 4 35 60.56 784 7.72 4 70.00 230 30.00 4 13.96

3 5 25 74.08 525 14.12 5 40.00 O 5 6.19 Frmula de BRESSLER 4 - 6 Cb=20,59 78.31 388 20.21 6 27.00 -90 -30.00 6 4.29

5 - 7 15 70.60 257 27.52 7 55.00 100 55.00 7 9.38 252.3 6 35 24.54 8 10 56.96 117 48.80 8 20.00 -130 -15.38 8 3.65

Ast[cm2]= 58.90 9 0 O -247 O 9 O -247 O 9 O

Ex = Ey (cm) = 0 Pno (T) =Ex (cm) = Pnx (T) =Ey (cm) = Pny (T) =

Pn (T) =

Hx= 70 cm

Hy 40 cm

HORMIGON ARMADO - Ing. Fausto E. Melndez M.

Mn, Pn, e=Mn/PnValores de la resistenciaSolucin analtica

Mnx Pnx exT.m. T cm O 1,226 O

20.00 602 3.32 127.76 400 31.94 128.51 428 30.00 74.29 O 37.98 -126 -30.00 96.03 100 96.03 20.00 -185 -10.81

O -247 O

Mny Pny eyT.m. T cm O 1,226 O

20.00 391 5.12 77.94 400 19.49 68.27 228 30.00 40.22 O 26.59 -88 -30.00 54.75 100 54.75 20.00 -130 -15.38

O -247 O

FLEXO-AXIAL/VIGAS T: ACI 318-2005 Asb= 97.50 DATOS: 6 capas CALCULOS PREVIOS: aT p=

f'c= 420 Kg/cm2 Rov'DA= 0.00000 aR'p=fy= 4200 Kg/cm2 ey= 0.0021 Rov SA= 0.02266 aR p=b= 40 cm B1= 0.7500 Rov b = 0.03750 Poc[T]=h= 70 cm cb[cm]= 38.24 Roc = 0.02104 Pot[T]=

bw= 40 cm RUTINA: c hf C1 bhf= 0 cm a a-hf C2

V.R.: bw = b hf = 0 esi fsi Fsi [cm]i di Asi 1 C1 93.33 0.00 0 0.00

[cm] [cm2] C2 70.00 70.00 999600 0.00 25mm 1 5 14.73 As1 0.00284 4200 61850 30.00 25mm 2 20 9.82 As2 0.00236 4200 41233 15.00 25mm 3 35 9.82 As3 0.00188 3750 36816 0.00 25mm 4 50 9.82 As4 0.00139 2786 27349 -15.00

5 - As5 0.00300 4200 0 35.00 25mm 6 65 14.73 As6 0.00091 1821 26823 -30.00

, 58.90 1.05 1193670

bw= #REF! cm RUTINA: c hf C1 bhf= 0 cm a a-hf C2V.R. bw=b hf=0 esi fsi Fsi [cm]i di Asi 2 C1 70.000 0.00 0 0.00 Ast[cm2]= ### 9.49 905377 nb Diam Areai di Asi 3 C1 60.000 0.00 0 0.00 Ast[cm2]= ### 13.69 770718 nb Diam Areai di Asi 4 C1 50.000 0.00 0 0.00 Ast[cm2]= ### 19.05 623857 nb Diam Areai di Asi 5 C1 38.235 0.00 0 0.00 Ast[cm2]= ### 30.31 424453 nb Diam Areai di Asi 6 C1 30.000 0.00 0 0.00 Ast[cm2]= ### 41.89 291848 nb Diam Areai di Asi 7 C1 15.000 0.00 0 0.00 Ast[cm2]= ### 155.85 55603 nb Diam Areai di Asi 8 C1 0.001 0.00 0 0.00 Ast[cm2]= ### -0.00 -247390 nb Diam Area

Cmx.clc =

Ast[cm2]= e[cm]= Pn[Kg]= Mn[T.m]=

e[cm]= Pn[Kg]= Mn[T.m]=







93.33 Cx Mnx Pnx ex17.32 cm T.m. T cm0.00 - 1,226 -

17.32 ## ### 12.59 1,194 1.1 1225.97 ## 70 85.92 905 9.5 -247.40 ## 60 105.51 771 13.7

## 50 118.83 624 19.0 ## ### 128.65 424 30.3 ## 30 122.25 292 41.9

[T.m]## 15 86.66 56 155.8 0.00 ## 0.001 0.00 -247 -0.0 0.00

18.56 Cy Mny Pny ey6.19 cm T.m. T cm0.00 - 1,226 -

-4.10 ## 53.33 7.87 1,190 0.7 0.00 ## 45 36.91 1,012 3.6

-8.05 ## 35 60.56 784 7.7 12.59 ## 25 74.08 525 14.1

## ### 78.31 388 20.2 ## 15 70.60 257 27.5 ## 10 56.96 117 48.8

[T.m]## 0.001 0.00 -247 -0.0 0.00

85.92

0.00 105.51

0.00 118.83

0.00 128.65

0.00 122.25

0.00 86.66

0.00 0.00

M /1E5

M /1E5

FLEXO-AXIAL/VIGAS T: ACI 318- Asb= 91.88 53.33 DATOS: 6 capas CALCULOS PREVIOS: aT p= 9.90

f'c= 420 Kg/cm2 Rov'DA= 0.00000 aR'p= 0.00 fy= 4200 Kg/cm2 ey= 0.0021 Rov SA= 0.02404 aR p= 9.90 b= 70 cm B1= 0.7500 Rov b = 0.03750 Poc[T]= 1225.97 h= 40 cm cb[cm]= 20.59 Roc = 0.02104 Pot[T]= -247.40


V.R.: bw = b hf = 0 esi fsi Fsi [cm] [T.m]i di Asi### C1 53.33 0.00 0 0.00 0.00

[cm] [cm2] C2 40.00 40.00 999600 0.00 0.00 25mm 1 5 24.54 As1 0.00272 4200 103084 15.00 15.46 25mm 2 20 9.82 As2 0.00188 3750 36816 0.00 0.00

3 - As3 0.00300 4200 0 20.00 0.00 4 - As4 0.00300 4200 0 20.00 0.00 5 - As5 0.00300 4200 0 20.00 0.00

25mm 6 35 24.54 As6 0.00103 2063 50621 -15.00 -7.59 58.90 0.66 1190120 7.87

RUTINA: c hf C1 ba a-hf C2

esi fsi Fsi [cm] [T.m]## C1 45.000 0.00 0 0.00 0.00

3.65 1011946 36.91

## C1 35.000 0.00 0 0.00 0.00 7.72 784316 60.56

## C1 25.000 0.00 0 0.00 0.00 14.12 524522 74.08

## C1 20.588 0.00 0 0.00 0.00 20.21 387558 78.31

## C1 15.0000 0.00 0 0.00 0.00 27.52 256594 70.60

## C1 10.0000 0.00 0 0.00 0.00 48.80 116739 56.96

## C1 0.0010 0.00 0 0.00 0.00 -0.00 -247382 0.00

Cmx.clc =

M /1E5


M /1E5








##

##

- 5.00

10.00 15.00

20.00 25.00

30.00 35.00

40.00 45.00

50.00 55.00

60.00 65.00

70.00 75.00

80.00 85.00

90.00 95.00

100.00 105.00

110.00 115.00

120.00 125.00

130.00 135.00

-400

-300

-200

-100

-

100

200

300

400

500

600

700

800

900

1,000

1,100

1,200

1,300

1,400

Diagrama de Interaccin (Mn-Pn)

Mn (T.m.)

Pn (T

.)

FLEXOAX.WK1F.M./08/03/2015/Pg.8

FLEXO-AXIAL/Col,VR,VT: ACI 318-08 14.49 61.25 DATOS: (6 capas) CALCULOS PREVIOS: 87.50 Mn Mx

f'c= 350 Kg/cm2 ey= 0.0021 Ro = 0.003333 0.016667 fy= 4200 Kg/cm2 B1= 0.8000 38.24 W = 0.04000 0.20000 b= 30 cm 816.99 Ro.b = 6.50 32.50 h= 70 cm -206.89 0.03333 15.59 70.43

RUTINA:bw= 30 cm C1 c (cm)hf= 0 cm C2 a (cm)

(V.R.: bw = b hf = 0) Asi esi

nbDim i di Asi C1 28.980 0.00 0 0.00 0.00 mm [cm] [cm2] C2 23.18 23.18 206917 23.41 48.44

6 5 - As6 0.00000 0 0 30.00 0.00 5 - As5 0.00000 0 0 0.00 0.00 4 - As4 0.00000 0 0 0.00 0.00 3 - As3 0.00000 0 0 0.00 0.00

28mm 2 60 24.63 As2 -0.00321 -4200 -103446 -25.00 25.86 28mm 1 65 24.63 As1 -0.00373 -4200 -103446 -30.00 31.03

49.26 ### 24 105.33

Co,vrsas= Mno(Tm)=Cmx.clc =

cb [cm]=

Poc [T]= As (cm2) =Pot [T]= Mu (T.m) =

hf (cm) C1 (Kg) bc1 (cm) Mc1 /1E5a-hf,(cm) C2 (Kg) bc2 (cm) Mc2 /1E5

fsi (Kg/cm2) Fsi (Kg) bsi (cm) Msi / 1E5

Ast[cm2]= e[cm]= Pn [Kg]= Mn [T.m]=

FLEXO-AXIAL/Col,VR,VT: ACI 318-08 10.87 DATOS: (6 capas) CALCULOS PREVIOS: 87.50 Mn

f'c= 350 Kg/cm2 ey= 0.0021 Ro = 0.003333 fy= 4200 Kg/cm2 B1= 0.8000 38.24 W = 0.04000 b= 30 cm 816.99 Ro.b = 6.50 h= 70 cm -206.89 0.03333 15.59



nbDim i di Asi C1 10.200 0.00 0 0.00 mm [cm] [cm2] C2 8.16 8.16 72828 30.92

28mm 6 5 18.47 As6 0.00153 3059 56504 30.00 5 - As5 0.00000 0 0 0.00 4 - As4 0.00000 0 0 0.00 3 - As3 0.00000 0 0 0.00

28mm 2 60 12.32 As2 -0.01465 -4200 -51723 -25.00 28mm 1 65 18.47 As1 -0.01612 -4200 -77585 -30.00

49.26 ### 24


cb [cm]=


hf (cm) C1 (Kg) bc1 (cm)a-hf,(cm) C2 (Kg) bc2 (cm)

fsi (Kg/cm2) Fsi (Kg) bsi (cm)


47.06 Mx

0.016667 0.20000 32.50 70.43

0.00 22.52 16.95

0.00 0.00 0.00

12.93 23.28 75.68

Mc1 /1E5Mc2 /1E5Msi / 1E5






6 5 - As6 0.00000 0 0 30.00 5 - As5 0.00000 0 0 0.00 4 - As4 0.00000 0 0 0.00 3 - As3 0.00000 0 0 0.00

25mm 2 60 14.73 As2 -0.00921 -4200 -61850 -25.00 25mm 1 65 14.73 As1 -0.01023 -4200 -61850 -30.00

29.45 ### 12


cb [cm]=





38.92 Mx

0.016667 0.20000 54.17 117.38

28.56 9.00 0.00 0.00 0.00 0.00

15.46 18.56 71.57







6 5 - As6 0.00000 0 0 30.00 5 - As5 0.00000 0 0 0.00 4 - As4 0.00000 0 0 0.00 3 - As3 0.00000 0 0 0.00

25mm 2 60 9.82 As2 -0.03857 -4200 -41233 -25.00 25mm 1 65 9.82 As1 -0.04203 -4200 -41233 -30.00

19.63 ### -24


cb [cm]=





26.44 Mx

0.016667 0.20000 86.67 187.81

0.00 27.43

0.00 0.00 0.00 0.00

10.31 12.37 50.11







6 - As6 0.00000 0 0 0.00 5 - As5 0.00000 0 0 0.00 4 - As4 0.00000 0 0 0.00 3 - As3 0.00000 0 0 0.00

20mm 2 64 12.57 As2 0.00081 1611 20250 -29.00 20mm 1 64 12.57 As1 0.00081 1611 20250 -29.00

25.13 -2.09 561125


cb [cm]=





31.91 Mx

0.016667 0.20000 26.67 56.90

0.00 0.00 0.00 0.00 0.00 0.00

-5.87 -5.87

-11.74






nbDim i di Asi C1 7.000 7.00 89250 26.50 mm [cm] [cm2] C2 5.85 -1.15 -5865 23.58

6 - As6 0.00000 0 0 0.00 5 - As5 0.00000 0 0 0.00 4 - As4 0.00000 0 0 0.00 3 - As3 0.00000 0 0 0.00

25mm 2 50 14.73 As2 -0.01843 -4200 -61850 -20.00 25mm 1 55 14.73 As1 -0.02057 -4200 -61850 -25.00

29.45 -124.27 -40315


cb [cm]=





32.52 Mx

0.014923 0.20893 41.04 74.80

23.65 -1.38 0.00 0.00 0.00 0.00

12.37 15.46 50.10


ANALISIS DE MIEMBRO: DE VIGAS Y DE COLUMNASVIGAS L W MA MB RA RB Xo Mo X1 X2

No. m T/m T.m T.m T T m T.m m m1 5 6.8 -13.6 -2.6 20.24 13.76 2.98 16.52 0.77 5.18 2 6 3 -2 5 8.50 9.50 2.83 10.04 0.25 5.42 3 7 4 -1 6 13.29 14.71 3.32 21.06 0.08 6.57 4 8 5 0 7 19.13 20.88 3.83 36.58 0.00 7.65 5 9 6 1 8 26.00 28.00 4.33 57.33 -0.04 8.70 6 5 2 -20 9 7.20 2.80 3.60 -7.04 0.00 0.00 7 11 8 3 10 42.82 45.18 5.35 117.59 -0.07 10.77

VIGAS No. 1 2 3 4 5 6 7 8 9 L m 1.5 5 2 1.5 5 2 1.5 5 2 W T/m 1.5 1.5 2.5 1.5 1.5 2.5 1.5 1.5 2.5

MA T.m 0 -4.69 -5 0 -4.69 -5 0 -4.69 -5 MB T.m 4.69 5 0 4.69 5 0 4.69 5 0 RA T -2.00 3.69 5.00 -2.00 3.69 5.00 -2.00 3.69 5.00 RB T 4.25 3.81 0.00 4.25 3.81 0.00 4.25 3.81 0.00 Xo m -1.33 2.46 2.00 -1.33 2.46 2.00 -1.33 2.46 2.00 Mo T.m 1.34 -0.16 0.00 1.34 -0.16 0.00 1.34 -0.16 0.00 X1 m -2.67 0.00 2.00 -2.67 0.00 2.00 -2.67 0.00 2.00 X2 m 0.00 0.00 2.00 0.00 0.00 2.00 0.00 0.00 2.00

Bajo carga puntual:L W MA MB RA RB X0 M0 X1 X24 3 -6.38 6 7.35 6.66 2.45 2.61 1.13 3.77

P[T]= 2 a[m]= 1.5 M(a) = 1.26 V(a) = 2.85 Bajo carga puntual:

L W MA MB RA RB X0 M0 X1 X24 3 -6.38 6 7.35 6.66 2.45 2.61 1.13 3.77

P[T]= 2 a[m]= 1.5 M(a) = 1.26 V(a) = 2.85

Volado: Volado:L[m] W[T/m] P[T] Mv[Tm] = 4.69 L[m] W[T/m] P[T] Mv = 5.00 1.5 1.5 2 Vv[T] = 4.25 2 2.5 0 Vv = 5.00

PILAR H MA MB RA X1No. m T.m T.m T m1 3 2.94 -2.13 -0.27 10.89 2 3 -0.12 -0.45 0.19 0.63 3 3 -2.73 1.83 0.30 9.10 4 4 -4.23 -3.1 1.83 2.31 5 4 -0.3 1.2 -0.23 -1.33 6 4 0.09 3.4 -0.87 0.10

PILAR No. 1 2 3 4 5 6 H m 3 3 3 4 4 4

MA T.m 2.94 -0.12 -2.73 -4.23 -0.3 0.09

MB T.m -2.13 -0.45 1.83 -3.1 1.2 3.4 RA T -0.27 0.19 0.30 1.83 -0.23 -0.87 X1 m 10.89 0.63 9.10 2.31 -1.33 0.10

RESISTENCIA A CARGA AXIAL DE COLUMNAS CORTASColumna Rectang. Estribada Columna Sunchada CUADRADA

DATOS: DATOS INICIALES: DATOS de SUNCHOSb (cm) = 70 50 d (cm) =h (cm) = 40 f' c (Kg/cm2) = 240 s (cm) =f' c (Kg/cm2) = 300 fy (Kg/cm2) = 4200fy (Kg/cm2) = 4200 n (# variilas) = 8 fye (Kg/cm2) =n (# variilas) = 10 20 Clculos Previos

25 Ae (cm2) =Clculos Previos Clculos Previos Acc (cm2) =

Ab (cm2) = 4.91 Ab (cm2) = 3.14 As (cm2) = 49.09 As (cm2) = 25.13 RESISTENCIA Pn2Ag (cm2) = 2,800 Ag (cm2) = 2,500 Pcc ( T ) =

0.01753 0.01005 Ps ( T ) =RESISTENCIA Pe ( T ) =Pc ( T ) = 701.5 RESISTENCIA Pn1 Pn2 ( T ) =Ps ( T ) = 206.2 Pc ( T ) = 504.9 RESISTENCIA Pn

907.6 Ps ( T ) = 105.6 Pu ( T ) = 590.0 Pn1 ( T ) = 610.4 Pu ( T ) =

Columna Rectang. Estribada Columna Sunchada CIRCULARDATOS: DATOS INICIALES: DATOS de SUNCHOSb (cm) = 70 40 d (cm) =h (cm) = 40 f' c (Kg/cm2) = 200 s (cm) =f' c (Kg/cm2) = 300 fy (Kg/cm2) = 4200fy (Kg/cm2) = 4200 n (# variilas) = 8 fye (Kg/cm2) =n (# variilas) = 10 25 Clculos Previos

25 Ae (cm2) =Clculos Previos Clculos Previos Acc (cm2) =

Ab (cm2) = 4.91 Ab (cm2) = 4.91 As (cm2) = 49.09 As (cm2) = 39.27 RESISTENCIA PnAg (cm2) = 2,800 Ag (cm2) = 1,257 Pcc ( T ) =

0.01753 0.03125 Ps ( T ) =RESISTENCIA Pe ( T ) =Pc ( T ) = 701.5 RESISTENCIA Pn1 Pn2 ( T ) =Ps ( T ) = 206.2 Pc ( T ) = 207.0 RESISTENCIA Pn2

907.6 Ps ( T ) = 164.9 Pu ( T ) = 590.0 Pn1 ( T ) = 371.9 Pu ( T ) =

L (cm) =

e(mm) =

(mm) =(mm) =

s =

= As/Ag = = As/Ag =

Pn ( T ) = Pn ( T ) =

D (cm) =

e(mm) =

(mm) =(mm) =

s =

= As/Ag = = As/Ag =

Pn ( T ) = Pn ( T ) =

Rediseo del Suncho Rediseo del SunchoDATOS de SUNCHOS DATOS de SUNCHOS DATOS de SUNCHOS

45 d (cm) = 34 d (cm) = 345 s (cm) = 4 s (cm) = 4

10 10 104200 fye (Kg/cm2) = 4200 fye (Kg/cm2) = 4200

Clculos Previos Clculos Previos Clculos Previos 0.79 Ae (cm2) = 0.79 Ae (cm2) = 0.79 1,590 Acc (cm2) = 908 Acc (cm2) = 908

0.01404 0.02324 0.02324 RESISTENCIA Pn2 RESISTENCIA Pn2 RESISTENCIA Pn2

324.4 Pcc ( T ) = 185.2 Pcc ( T ) =Pcc ( T ) = 185.2 105.6 Ps ( T ) = 105.6 Ps ( T ) =Ps ( T ) = 105.6 187.6 Pe ( T ) = 177.2 Pe ( T ) =Pe ( T ) = 177.2 617.6 Pn2 ( T ) = 468.0 Pn2 ( T ) =Pn2 ( T ) = 468.0

RESISTENCIA Pn RESISTENCIA Pn RESISTENCIA Pn2RESISTENCIA Pn 617.6 610.4 Pn ( T ) = 610.4 463.2 Pu ( T ) = 457.8 Pu ( T ) =Pu ( T ) = 457.8

Rediseo del Suncho Rediseo del SunchoDATOS de SUNCHOS DATOS de SUNCHOS DATOS de SUNCHOS

34 d (cm) = 34 d (cm) = 344 s (cm) = 4 s (cm) = 4

10 10 104200 fye (Kg/cm2) = 4200 fye (Kg/cm2) = 4200

Clculos Previos Clculos Previos Clculos Previos 0.79 Ae (cm2) = 0.79 Ae (cm2) = 0.79 908 Acc (cm2) = 908 Acc (cm2) = 908

0.02324 0.02324 0.02324 RESISTENCIA Pn RESISTENCIA Pn RESISTENCIA Pn

154.3 Pcc ( T ) = 154.3 Pcc ( T ) = 154.3 164.9 Ps ( T ) = 164.9 Ps ( T ) = 164.9 177.2 Pe ( T ) = 177.2 Pe ( T ) = 177.2 496.5 Pn2 ( T ) = 496.5 Pn2 ( T ) = 496.5

RESISTENCIA Pn2 RESISTENCIA Pn2 RESISTENCIA Pn2 496.5 496.5 496.5 372.4 Pu ( T ) = 372.4 Pu ( T ) = 372.4

e(mm) = e(mm) =

s = s =

Pn ( T ) = Pn ( T ) =

e(mm) = e(mm) =

s = s =

Pn ( T ) = Pn ( T ) =

ANALISIS Y DISENO DE VIGAS POR FLEXION Y CORTANTE D A T O S : L(m) = 5.60 f'c =

c(m) = 0.50 fy =D 2.40 -6.30 5.40 b(m) = 0.30 R/Rb=

COEFICIENTES DE L 0.80 -2.20 1.50 d(m) = 0.45 fy,v=MAYORACION E 8.10 6.50 d'(m) = 0.05 Av =

D L E U Wi MAi MBi RA RB Xoi T/m. T.m. T.m. T. T. m.

1.4 1.7 0 1 4.72 -12.56 10.11 13.65 12.78 2.89 1.05 1.275 ### 2 3.54 1.94 16.70 6.58 13.24 1.86 1.05 1.275 ### 3 3.54 -20.78 -1.53 13.90 5.93 3.93 1.05 0 ### 4 2.52 4.75 14.79 3.57 10.54 1.42 1.05 0 ### 5 2.52 -17.98 -3.45 10.88 3.23 4.32 0.9 0 1.43 6 2.16 5.91 14.16 2.46 9.63 1.14 0.9 0 -1.43 7 2.16 -17.25 -4.44 9.92 2.18 4.59

MAX. 4.72 5.91 16.70 13.90 13.24 4.59 MIN. 2.16 -20.78 -4.44 2.46 2.18 1.14

DISENO A FLEXIONLIMITES MAX. MIN. f'c(Kg/cm2) =

B1 = 0.85000 Ro = ### 0.0033 b(m) =Rb = 0.025298 W = 0.2125 0.0560 d(m) =

25.40 7.40 d'(m) =17.08 4.50

Mu As A's Ku Q WT.m. cm2 cm2 Kg/cm2

MAcu = -17.42 11.19 0.00 28.67 0.1274 0.1392 Mocu = 8.06 4.93 0.00 13.27 0.0590 0.0614 MBcu = -13.50 8.49 0.00 22.22 0.0988 0.1056


MAcu = -12.13 7.57 0.00 19.97 0.0887 0.0942 Mocu = 8.25 5.05 0.00 13.58 0.0604 0.0629 MBcu = -18.13 11.69 0.00 29.84 0.1326 0.1455


MAcu = -21.15 13.88 0.00 34.81 0.1547 0.1728 Mocu = 0.00 4.50 0.00 0.00 0.0000 0.0000 MBcu = 0.00 4.50 0.00 0.00 0.0000 0.0000

Mu; Tm=As; cm2=

ANALISIS Y DISENO DE VIGAS POR FLEXION Y CORTANTE250 Kg/cm2

4200 Kg/cm20.50 DISTANCIAS Y ESFUERZOS DE DISEO

2800 Kg/cm2 Xc= c/2 L-c/2 c/2+d L-c/2-d1.01 cm2 0.25 5.35 0.70 4.90 Mo X1 X2 MAcu MBcu VAcu VBcuT.m. m. m. T.m. T.m. T. T.7.19 1.15 4.64 -9.29 -7.06 10.35 -9.47 8.06 -0.27 3.99 3.48 -13.50 4.11 -10.76 6.50 2.01 5.84 -17.42 2.90 11.42 -3.45 7.27 -0.99 3.82 5.56 -12.23 1.80 -8.78 5.52 2.23 6.41 -15.33 4.18 9.12 -1.47 7.32 -1.46 3.74 6.46 -11.81 0.95 -8.12 5.53 2.33 6.86 -14.84 4.91 8.41 -0.66 8.06 2.33 6.86 6.46 4.91 11.42 -0.66 5.52 -1.46 3.74 -17.42 -13.50 0.95 -10.76

DISENO A CORTANTE250 LIMITES DISTANCIAS

0.30 Av.fy.d = 127260 MAXIMAS 0.45 .85Av.fy.d = 108171 d/4= 11.3 0.05 Vcn [Kg] = 11313 d/2= 22.5

Vcu [Kg] = 9616 Avfy/3.5b= 26.9

RoRo/Rob Vu Scalc Smx S Kg cm. cm. cm.

0.00829 0.33 VAcu= 11419 ### 11.3 11.3 0.00365 0.14 Vocu= 22.5 22.5 0.00629 0.25 VBcu= -10762 ### 11.3 11.3


0.00561 0.22 VAcu= 10000 ### 11.3 11.3 0.00374 0.15 Vocu= 22.5 22.5 0.00866 0.34 VBcu= 8000 ### 11.3 11.3


0.01028 0.41 VAcu= 15000 ### 11.3 11.3 0.00000 0.00 Vocu= 22.5 22.5 0.00000 0.00 VBcu= 14000 ### 11.3 11.3

ANALISIS Y DISENO DE VIGAS POR FLEXION Y CORTANTE D A T O S : L(m) = 1.15 f'c = 420

c(m) = 0.30 fy = 4200 D 2.00 -3.00 4.00 b(m) = 0.30 R/Rb= 0.50

COEFICIENTES DE L 1.00 -1.00 2.00 d(m) = 0.45 fy,v= 2800 MAYORACION E 0.00 0.00 0.00 d'(m) = 0.05 Av = 1.01

DISENO A FLEXIONLIMITES MAX. MIN.

B1 = 0.75000 Ro = 0.01875 0.0033 Rb = 0.03750 W = 0.1875 0.0333

38.29 7.50 25.31 4.50

VALORES Mu As A's Ku Q W RoRELACIONADOS T.m. cm2 cm2 Kg/cm2

MAcu = -5.27 4.50 0.00 8.67 0.0229 0.0233 0.00233 Mocu = -2.68 4.50 0.00 4.42 0.0117 0.0118 0.00118 MBcu = -7.33 4.50 0.00 12.07 0.0319 0.0327 0.00327

SOLO MAcu = -15.37 9.45 4.50 25.30 0.0669 0.0700 0.00700 VALORES Mocu = 9.01 5.44 4.50 14.82 0.0392 0.0403 0.00403

MBcu = -12.95 7.91 4.50 21.31 0.0564 0.0586 0.00586 MAcu = -14.61 8.97 4.50 24.05 0.0636 0.0664 0.00664 Mocu = 6.78 4.50 4.50 11.16 0.0295 0.0301 0.00301 MBcu = -13.02 7.95 4.50 21.43 0.0567 0.0589 0.00589

5.5 0.24 MAcu = -5.27 4.50 4.50 8.67 0.0229 0.0233 0.00233 8 0.50 Mocu = -2.68 4.50 4.50 4.42 0.0117 0.0118 0.00118 10 0.79 MBcu = -7.33 4.50 4.50 12.07 0.0319 0.0327 0.00327 12 1.13

14 1.54 A L(m)= 6.00 B L(m)= 4.90 16 2.01 Momentos: Mu; (T.m.)18 2.54 Mu= -15.37 Mu= -14.61 20 3.14 Mu= 9.01 Mu= 6.78 22 3.80 25 4.91 Areas calculadas: As; (cm2) 28 6.16 As= 9.45 As= 8.97 32 8.04 As= 5.44 As= 4.50

Varillas, As.real; (cm2) As= - As= -

As= - As= -

Detallado de las varillas: As.min= 4.50

Mu; Tm=As; cm2=

,mm Ab,cm2

ANALISIS Y DISENO DE VIGAS POR FLEXION Y CORTANTE 2.00 -2.40 5.40 -5.00 4.00 -3.00 4.00 Kg/cm 1.00 -3.00 1.00 -2.00 3.00 -1.00 2.00 Kg/cm 0.00 8.00 5.20 6.00 5.00 0.00 0.00

DISTANCIAS Y ESFUERZOS DE DISEOKg/cm Xc= c/2 L-c/2 c/2+d L-c/2-dcm 0.15 1.00 0.60 0.55

DISENO A CORTANTELIMITES DISTANCIAS

Av.fy.d = 127260 MAXIMAS .85Av.fy.d = 108171 d/4= 11.3 Vcn [Kg] = 14663 d/2= 22.5 Vcu [Kg] = 12464 Avfy/3.5b= 26.9

Ro/Rob Vu Scalc Smx S Kg cm. cm. cm.

0.06 VAcu= -828 ### 11.3 9.3 0.03 Vocu= 22.5 22.5 0.09 VBcu= -2335 ### 11.3 10.7

0.19 VAcu= 10000 ### 11.3 11.3 0.11 Vocu= 22.5 22.5 0.16 VBcu= 8000 ### 11.3 11.3 0.18 VAcu= 10000 ### 11.3 11.3 0.08 Vocu= 22.5 22.5 0.16 VBcu= 8000 ### 11.3 11.3 0.06 VAcu= 15000 ### 11.3 11.3 0.03 Vocu= 22.5 22.5 0.09 VBcu= 14000 ### 11.3 11.3

C L(m)= 2.70 D

Mu= -13.02 Mu= -7.33 Mu= -2.68

As= 7.95 As= 4.50 As= 4.50

As= - As= -

As= -

0 2 4 6 8 10 120

2

4

6

8

10

12

COMBINACIONES-Mui U1U2U3U4U5U6U7U8U9U10

0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.10

2

4

6

8

10

12

COMBINACIONES-Vui

U1U2U3U4U5U6U7U8U9U10

FLEXO-AXIAL/VIGAS T: ACI 318-2005 Asb= 97.50 93.33 DATOS: 6 capas CALCULOS PREVIOS: aT p= 17.32

f'c= 420 Kg/cm2 Rov'DA= 0.00000 aR'p= 0.00 fy= 4200 Kg/cm2 ey= 0.0021 Rov SA= 0.02266 aR p= 17.32 b= 40 cm B1= 0.7500 Rov b = 0.03750 Poc[T]= 1225.97 h= 70 cm cb[cm]= 38.24 Roc = 0.02104 Pot[T]= -247.40


V.R.: bw = b hf = 0 esi fsi Fsi [cm] [T.m]i di Asi 1 C1 57.25 0.00 0 0.00 0.00

[cm] [cm2] C2 42.94 42.94 613148 13.53 82.97 25mm 1 5 14.73 As1 0.00274 4200 61850 30.00 18.56 25mm 2 20 9.82 As2 0.00195 3904 38327 15.00 5.75 25mm 3 35 9.82 As3 0.00117 2332 22893 0.00 0.00 25mm 4 50 9.82 As4 0.00038 760 7460 -15.00 -1.12

5 - As5 0.00300 4200 0 35.00 0.00 25mm 6 65 14.73 As6 -0.00041 -812 -11961 -30.00 3.59

, 58.90 15.00 731716 109.74

bw= #REF! cm RUTINA: c hf C1 bhf= 0 cm a a-hf C2V.R. bw=b hf=0 esi fsi Fsi [cm] [T.m]i di Asi 2 C1 70.000 0.00 0 0.00 0.00 Ast[cm2]= ### 9.49 905377 85.92 nb Diam Areai di Asi 3 C1 60.000 0.00 0 0.00 0.00 Ast[cm2]= ### 13.69 770718 105.51 nb Diam Areai di Asi 4 C1 50.000 0.00 0 0.00 0.00 Ast[cm2]= ### 19.05 623857 118.83 nb Diam Areai di Asi 5 C1 38.235 0.00 0 0.00 0.00 Ast[cm2]= ### 30.31 424453 128.65 nb Diam Areai di Asi 6 C1 30.000 0.00 0 0.00 0.00 Ast[cm2]= ### 41.89 291848 122.25 nb Diam Areai di Asi 7 C1 15.000 0.00 0 0.00 0.00 Ast[cm2]= ### 155.85 55603 86.66 nb Diam Areai di Asi 8 C1 0.001 0.00 0 0.00 0.00 Ast[cm2]= ### -0.00 -247390 0.00 nb Diam Area

Cmx.clc =

M /1E5


M /1E5








Cx Mnx Pnx excm T.m. T cm - 1,226 -

1 57.25 109.74 732 15.0 2 70 85.92 905 9.5 3 60 105.51 771 13.7 4 50 118.83 624 19.0 5 ### 128.65 424 30.3 6 30 122.25 292 41.9 7 15 86.66 56 155.8 8 0.001 0.00 -247 -0.0

Cy Mny Pny eycm T.m. T cm - 1,226 -

1 53.33 7.87 1,190 0.7 2 45 36.91 1,012 3.6 3 35 60.56 784 7.7 4 25 74.08 525 14.1 5 ### 78.31 388 20.2 6 15 70.60 257 27.5 7 10 56.96 117 48.8 8 0.001 0.00 -247 -0.0

FLEXO-AXIAL/VIGAS T: ACI 318-89 Asb= 91.88 DATOS: 6 capas CALCULOS PREVIOS: aT p=

f'c= 420 Kg/cm2 Rov'DA= 0.00000 aR'p=fy= 4200 Kg/cm2 ey= 0.0021 Rov SA= 0.02404 aR p=b= 70 cm B1= 0.7500 Rov b = 0.03750 Poc[T]=h= 40 cm cb[cm]= 20.59 Roc = 0.02104 Pot[T]=


V.R.: bw = b hf = 0 esi fsi Fsi [cm]i di Asi 1 C1 16.39 0.00 0 0.00

[cm] [cm2] C2 12.29 12.29 307190 13.85 25mm 1 5 24.54 As1 0.00208 4170 102338 15.00 25mm 2 20 9.82 As2 -0.00066 -1322 -12974 0.00

3 - As3 0.00300 4200 0 20.00 4 - As4 0.00300 4200 0 20.00 5 - As5 0.00300 4200 0 20.00

25mm 6 35 24.54 As6 -0.00341 -4200 -103084 -15.00 58.90 25.00 293470

RUTINA: c hf C1 ba a-hf C2

esi fsi Fsi [cm]2 C1 55.000 0.00 0 0.00

0.62 1193718

3 C1 40.000 0.00 0 0.00 5.57 900644

4 C1 30.000 0.00 0 0.00 10.35 660450

5 C1 20.588 0.00 0 0.00 20.21 387558

6 C1 15.0000 0.00 0 0.00 27.52 256594

7 C1 10.0000 0.00 0 0.00 48.80 116739

8 C1 0.0010 0.00 0 0.00 -0.00 -247382

Cmx.clc =









53.33 9.90 0.00 9.90

1225.97 -247.40

[T.m]0.00

42.56 15.35 0.00 0.00 0.00 0.00

15.46 73.37

[T.m]0.00 7.43

0.00 50.19

0.00 68.34

0.00 78.31

0.00 70.60

0.00 56.96

0.00 0.00

M /1E5

M /1E5

DI-MPe-ExamenDI-XDI-YGrfico1FLEXOAXT-123456AM-Vig-ColPn-Axial-OKAMvigasACI-95AMvigasACI-08E-Mu08E-Vu08Hoja1Hoja2

9 flexoaxt di amv muvu ug12 5to recuperacion 120117 123p ok

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