DISEÑO POR FLEXIÓN

DATOSDiámetro

3/8"

β = 0.85 1/2"

Ø = 0.90 5/8"

b = 40. cm 3/4"

h = 60. cm 7/8"

d' = 6. cm 1"

d = 01 capa 54. cm 02 capas 51. cm 03 capas 49. cm

Fc 210 Fy 4200

Ku(max) = 49.53

ρ(max)= 0.0162

Mu = 5000000

01 capa 02 CAPASd 54. cm d

ku 42.866941 ku

ku max 49.53 ku max

ρmax 0.0162 ρmax

SIMPLE. REFORZADA SIMPLE. REFORZADAMu max 5777179 kg-cm Mu max

As = 34.992 As =

Mr = -777179.20 Mr = A's = -4.28 A's =

a= 0.59 a=

b= -1.00 b=

c= 0.23 c=

w 1= 0.27 w 1=

w 2= 1.43 w 2=

P= 0.0135 P=

As= 29.13 cm2 As=

Ast= ----

SI(BO69="SIMPLEM. REFORZADA";"------";(BO50+BO56))

DISEÑO POR FLEXIÓN

Área Nº d fierros Área Parcial dim. diámetro

0.71 0 0.95

1.27 6.35 24.36 1.27

1.98 0 1.59

2.85 1 0 1.90

3.88 0 2.22

5.07 5 #NAME? 30.70 2.54

02 CAPAS 03 CAPAS51. cm d 49. cm

48.058439 ku 52.06164149.53 ku max 49.53

0.0162 ρmax 0.0162SIMPLE. REFORZADA DOBLEM. REFORZADA

5153101 kg-cm Mu max 4756861 kg-cm33.048 As = 31.752

-5153101.2 Mr = -4756861.2

-30.29 A's = -29.27

0.59 a= 0.59

-1.00 b= -1.00

0.25 c= 0.28

0.31 w 1= 0.35

1.38 w 2= 1.35

0.0156 P= 0.0173

31.78 cm2 As= FALSO

DATOS 01 capa

Mu = 1882297. kg.cm

f'c = 210. kg/cm2

f'y = 4200. kg/cm2

Pmax = 0.0162

Ku = Mu Ku = 49.53

b*d^2

As = P*b*d 21.38 cm2

Ku*b*d^2 2876708.21 kg.cm

Mr = Mr = -994411.21 kg.cm

A's = Mu A's = -6.92 cm2

Ø*F'y*(d-d')

As = Total As = ------

Total A's = -6.92 cm2

DATOS 01 capa

a = 0.59

b = -1.00

c = 0.23

w 1 = 0.280

w 2 = 1.415

P = 0.0140

chequeo de P = SIMPLEM. REFORZADA

As = 12.78 cm2

As MINIMO € 3.62

As1 =

Mu1 = Mu1 =

Mu-Mu1

As1 + A's

02 capas 03 capas

1882297. kg.cm 1882297. kg.cm

210. kg/cm2 210. kg/cm2

4200. kg/cm2 4200. kg/cm2

0.0162 0.0162

49.53 49.53

19.93 cm2 18.95 cm2

2497802.94 kg.cm 2260058.463 kg.cm

-615505.94 kg.cm -377761.46 kg.cm

-4.65 cm2 -3.03 cm2

------ ------

-4.65 cm2 -3.03 cm2

02 capas 03 capas

0.59 0.59

-1.00 -1.00

0.20 0.22

0.228 0.257

1.467 1.438

0.0114 0.0129

SIMPLEM. REFORZADA SIMPLEM. REFORZADA

14.04 cm2 15.05 cm2