Columna en flexocompresion

DISEÑO DE VIGA PUNTAL Geometría y solicitaciones b := 50cm h := 50 ⋅ cm L := 1200 ⋅ cm K := 0.5 d := h − rec − de − Mu := 11.06tonf ⋅ m Pu := 32.2tonf Vu :=3.1tonf DISEÑO POR FLEXO-COMPRESION Parámetros de interacción fc := 250 ⋅ kgf cm h
2

rec := 2 ⋅ cm de := 10 ⋅ mm db := 18 ⋅ mm db 2 d = 46.1 cm I :=h⋅b

3

12

Ag := b ⋅ h

Iy := Iy = 5.208 × 10
−3

b⋅h
4

3

12

Ix :=

h⋅b

3

12
−3

m

Ix = 5.208 × 10

m

4

fy :=4200 ⋅

kgf cm
2

fc 1000 ⋅ lbf in
2

= 4 ksi

fy 1000 ⋅ lbf in
2

K ⋅L = 60 ksi I Ag

= 42

h − 2 ⋅ rec − 2 ⋅ de − db

= 84 %Amplificación de momento de diseño por esbeltez Po := 0.1 ⋅ fc ⋅ Ag Po = 62.5 tonf Pu Po , 0.7⎟

ϕ := if ⎜ Pu < Po , 0.9 − 0.2 ⋅ E := 15100 ⋅
2

⎛ ⎝

⎞ ⎠

ϕ =0.8 kgf cm
2

kgf cm
2

⋅

fc
kgf cm
2

E = 238751.96

Pc := δ :=

π ⋅ E ⋅ Ix ( K ⋅ L) 1
2

Pc = 3409.13 tonf δ = 1.012

1−

Pu ϕ ⋅ PcMu := δ ⋅ Mu

Mu = 11.19 tonf ⋅ m

USAR DIAGRAMA E4-60.90 Pu Ag Absisa lbf in = 127
2

Ordenada

= 183

Mu Ag ⋅ h

lbf in
2

Cuantíacalculada ρ := 0.01 As := ρ ⋅ Ag
2⎞ 0.5 ⎛ ⎜ 1 + Pu ⋅ cm ⎟ ⋅ 0.53 ⋅ kgf ⋅ fc ⋅ Ag Vc := cm 1.4 ⋅ Ag kgf ⎠ ⎝

As = 25 cm

2 3

Armadura longitudinal
−2Vc = 2.1 × 10 m ⋅ s

4φ18 por cara tonne (30.48)

Separación de estribos s := 20 ⋅ cm Av := if ⎢

⎡ Vu ≥ Vc , ⎛ Vu − Vc⎞ ⋅ s , 3.51 ⋅ kgf ⋅ b ⋅ sAv =0.84 cm2 ⎤ ⎜ ⎟ 2 ⎥ fy ⋅ b 0.85 0.85 ⎝ ⎠ fy ⋅ cm ⎣ ⎦

Armadura de corte E φ10 a 20 (1.57)

tonf := 1000kgf

4

Vc1 :=

fc MPa

⋅b⋅

d 6