(Plancha Base ASD P).xls

Last rev.130GD05: 12/08/99 L.Z. document.xls 1/2

PROYECTO XXXXXXXX CALCULÓ: X.X

CLIENTE XXXXXXXX REVISÓ: X.X

ESTRUCTURA XXXXXXXX APROBÓ: X.X

PLANCHA BASE DE COLUMNA -ASD FECHA: XX/XX/XX

1. Materiales

Esfuerzo de cedencia del acero Plancha : 2530 kg/cm2

Resistencia de Concreto a 28 d.Concreto: 280 kg/cm2

2. Geometría de los componentes

COLUMNA PERNOS DE CONEXIÓN

ELEMENTO DESIG. CANTIDAD

COLUMNA CP 400x55 17.5 12.5 1.2 0.6 1.9 8 7.92

PLANCHA BASE

GEOMETRIA PLANCHA

VALORES SUGERIDOS 35 35 5 3.75 8.75 11.25

PEDESTAL

40 40

3. Solicitaciones actuantes

Caso de Carga: 0,75*( DL + W )

Corte : V = 0 kg

Carga Vertical: P = 10000 kg

Momento: M = 500000 kg-cm (Moment)

4. Excentricidad

e= 50.00 cm e > B/2, CASO 4

Fy =

f'c =

d (cm) bf (cm) tf (cm) tw (cm) DIA. (cm) Ab (cm2)

A (cm) B (cm) C (cm) D (cm) E (cm) F (cm)

bx (cm) by (cm)

Mx

DISEÑO DE CONEXIONES

C D C

F

F

A

P

Mx

Vx

B

DE E

bf

I40

Diametros disponibles: 16 (5/8") 19 (3/4") 22 (7/8") 25 (1") 29 (1 1/8") 32 (1 1/4")

J40

Indique cuantos pernos desea colocar en total (ala traccionada + ala comprimida). En el ala traccionada, usar mínimo 4 pernos de 3/4", 2 arriba del ala, 2 abajo del ala (siguiente arreglo 8 pernos). Evitar usar arreglos impares.

K40

Area nominal del perno

Last rev.130GD05: 12/08/99 L.Z. document.xls 2/2

Last rev. 130GD05: 12/08/99 L.Z. document.xls 2/2





CASE 1 - e=0 THIS SHEET IS NOT VALID. SEE CASE 4

35*35 = 1225 cm2

40*40 = 1600 cm2

fp max = 0,70*f'c = 196 kg/cm2

112 kg/cm2 < 0,70*f'c OK

fp (allowed) = 112 kg/cm2

fp = 10000 / 1225 8.16 kg/cm2 OK

0,95d = 16.63 cm 0,8bf = 10.00 cm

m = 9.19 cm n = 12.50 cm

345 kg-cm 638 kg-cm

M max = 638 kg-cm

Fb = 0,75*Fy = 1898 kg/cm2

THICKNESS PLATE IS BIG !

tp = 14 mm

A1 =

A2 =

fp (allowed) = 0,35*f'c*(A2/A1)0,5 = 0,35*f'c*(A2/A1)0,5 =

M1 = fp*m2/2 = M2 = fp*n2/2 =

tp = Ö 6M /(0,75Fb*b) =

Moment Diagram (x)

0,8bf

fp = P/A

M2 M2

Moment Diagram (y)

PP

0,95d

fp = P/A

M1 M1

mn


Last rev. 130GD05: 12/08/99 L.Z. document.xls 2/2

last rev. 130GD05: 12/08/99, L.Z. document.xls Rev. A0 2/2





CASE 2 - e <= B/6 THIS SHEET IS NOT VALID. SEE CASE 4

a= 9.1875 cm (Critical section)

f1= 78.13 £ 0,70*f'c0

f2= -61.81

f3= 41.40

2781 kg-cm (on critical section)

30 mm

kg/cm2

kg/cm2

kg/cm2

Mpl=

tpl=

Critical section

M

P

f1

a

B

f2 f3



last rev. 130GD05: 12/08/99, L.Z. document.xls Rev. A0 2/2

LAST REV. 130GD05: 12/08/99 L.Z. document.xls Rev. A0 2/2





CASE 3 - B/6 < e <= B/2 THIS SHEET IS NOT VALID. SEE CASE 4

N= -97.5 cm

f1= -5.86 OK £ 0,70*f'c 00

f2= -6.41

a= 9.19 cm (Critical section)

-255 kg-cm (on critical section)

Err:502 mm Err:502Err:502

kg/cm2

kg/cm2

Mpl=

tpl=

Critical section

M

P

f1

a

N

B

f2








CASE 4 - e > B/2 "VALID CASE FOR DESIGN"

N'= 12.50 cm

B'= 30 cm

fp= 98 OK £ 0,70*f'c 00

N= 14.48 cm

a= 9.2 cm (critical section)

3261 kg-cm (critical section)

33 mm THICKNESS PLATE IS BIG ! USE STIFFENER

T= 14827 kg Resultant force in the anchor bolts

kg/cm2

Mpl=

tpl=

M

P

Critical section

fpT

a

N

B'

B

N'







CASE 5 - Pu < 0 (UPLIFT) THIS SHEET IS NOT VALID. SEE CASE 4

g = 10.00 cm

tpl = 15 mm


C EED D C

B

F

bf

F

AP

d

g


(Plancha Base ASD P).xls

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