Diseño de Columna en t

November 8, 2018 | Author: AlxArroyo | Category: N/A
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Short Description

diseño de columna de concreto armado...

Description

DISEÑO DE COLUMNAS columna en t  PROEC!O" ME#ORAMIEN!O  AMPLIACION DE LOS AM$IEN!ES EDUCA!I%OS& LA$ORA!ORIOS LA$ORA!ORIOS  ADMINIS!RA!I%OS DE LA 'ACUL 'ACUL!AD DE CIENCIAS 'ORES!ALE  A(RARIA LA MOLINA ) LIMA*

datos generales f 'c= fy= Ec= Es= r= 1=

210.00 kg/cm2 4200.00 kg/cm2 2173706.512 2,000,000 kg/cm2 0.0625 m 0.85

2100 42000

ton/m2 ton/m2 ton/m2 20,000,000 ton/m2

dimensiones H= L= b= t= recub.=

0.8 0.8 0.4 0.4 0.0625

m m m m m

distancias efectivas

CAPA

Capa 1 Capa 2 Capa 3 Capa 4 Capa 5 Capa 6 Capa 7 Capa 8 Capa " Capa 10 Capa 11 Capa 12

m

d1= d2= d3= d4= d5= d6= d7= d8= d"= d10= d11= d12=

cm

0.7375 0.0000 0.0000 0.6400 0.5400 0.2600 0.1600 0.0625 0.0000 0.0000 0.0000 0.0000

73.7500 0.0000 0.0000 64.0000 54.0000 26.0000 16.0000 6.2500 0.0000 0.0000 0.0000 0.0000

area

!1 !2 !3 !4 !5 !6 !7 !8 !" !10 !11 !12

5.68 0.00 0.00 4.00 8.52 8.52 4.00 5.68 0.00 0.00 0.00 0.00

 AREAS m2 0.16 0.32 0.48

C1 C2 Ag=

cm2 1600 3200 4800

Ast

concreto + acero #cu

0.003

cm

cm2 36 . 40

CAPA

m

Capa 1 Capa 2 Capa 3 Capa 4 Capa 5 Capa 6 Capa 7 Capa 8 Capa " Capa 10 Capa 11 Capa 12

d1= d2= d3= d4= d5= d6= d7= d8= d"= d10= d11= d12=

cm

0.7375 0.0000 0.0000 0.6400 0.5400 0.2600 0.1600 0.0625 0.0000 0.0000 0.0000 0.0000

73.7500 0.0000 0.0000 64.0000 54.0000 26.0000 16.0000 6.2500 0.0000 0.0000 0.0000 0.0000

area

cm

!1 !2 !3 !4 !5 !6 !7 !8 !" !10 !11 !12

5.68 0.00 0.00 4.00 8.52 8.52 4.00 5.68 0.00 0.00 0.00 0.00

 AREAS m2 0.16 0.32 0.48

C1 C2 Ag=

cm2 1600 3200 4800

cm2 36 . 40

Ast

concreto + acero #cu #$

0.003 0.0021

calculo de centro ,lastico -- . origen /0*01

Material

Area cm2

Fuerza g

!raz" ##' m

M"me$t" g%m

C"$cret"

Cc= 0 . 8 5∗ f ' c ∗ Ag C1 C2

1600 3200

C 285600 571200

!raz" 0.4 0.4

114240.00 228480.00

!raz" 0.0625 0.8000 0.8000 0.1600 0.2600 0.5400 0.6400 0.7375 0.8000 0.8000 0.8000 0.8000

1427.63 0.00 0.00 2573.76 8"08.43 18502.12 102"5.04 16846.06 0.00 0.00 0.00 0.00

Acer"

T =( fy − 0 . 8 5∗f ' c )∗ As %de!de e& e'tremo (na&) Capa 1 2* 3/4+ Capa 2 2* 3/4+ Capa 3 2* 5/8+ Capa 4 2* 5/8+ Capa 5 2* 3/4+ Capa 6 2* 3/4+ Capa 7 Capa 8 Capa " Capa 10 Capa 11 Capa 12

umat"ria

∑  M 

5.68 0.00 0.00 4.00 8.52 8.52 4.00 5.68 0.00 0.00 0.00 0.00

& 22842.12 0.00 0.00 16086.00 34263.18 34263.18 16086.00 22842.12 0.00 0.00 0.00 0.00

36.40 1003182.60 ) 1

0 400

4012(3.04 *

*

l+

* i f

i

Material

Area cm2

Fuerza g

!raz" ##' m

M"me$t" g%m

C"$cret"

Cc= 0 . 8 5∗ f ' c ∗ Ag C1 C2

C 285600 571200

1600 3200

!raz" 0.4 0.4

114240.00 228480.00

!raz" 0.0625 0.8000 0.8000 0.1600 0.2600 0.5400 0.6400 0.7375 0.8000 0.8000 0.8000 0.8000

1427.63 0.00 0.00 2573.76 8"08.43 18502.12 102"5.04 16846.06 0.00 0.00 0.00 0.00

Acer"

T =( fy − 0 . 8 5∗f ' c )∗ As %de!de e& e'tremo (na&) Capa 1 2* 3/4+ Capa 2 2* 3/4+ Capa 3 2* 5/8+ Capa 4 2* 5/8+ Capa 5 2* 3/4+ Capa 6 2* 3/4+ Capa 7 Capa 8 Capa " Capa 10 Capa 11 Capa 12

5.68 0.00 0.00 4.00 8.52 8.52 4.00 5.68 0.00 0.00 0.00 0.00

umat"ria Yo =

& 22842.12 0.00 0.00 16086.00 34263.18 34263.18 16086.00 22842.12 0.00 0.00 0.00 0.00

36.40 1003182.60

∑  M  ∑  P

)" 1 = )" 2 =

0.400 0.400

m m

*es*e el +"r*e i$feri"r de!de e& borde !uperor

diagrama de interaccion Pu$t" 1 , C"m-resi"$ Pura M=0 Area t"tal Concreto cero -=

4800 36.40 0.8 cuanta

 Po= Cc +  As

 Po = 0 . 8 5∗f ' c ( Ag − Ast  )+ Ast  Fuerza g

Concreto cero umat"ria

850302.60 152880.00 1003182.60

Fuerza &"$

M"me$t"

850.30 152.88 1003.18

Pu$t" 2 , suraci"$ i$ci-ie$te e !upone !1=0

Ecu= 0.003 Es6

4012(3.04

0 0 0

diagrama de interaccion Pu$t" 1 , C"m-resi"$ Pura M=0 Area t"tal Concreto cero -=

4800 36.40 0.8 cuanta

 Po= Cc +  As

 Po = 0 . 8 5∗f ' c ( Ag − Ast  )+ Ast  Fuerza g

Concreto cero umat"ria

Fuerza &"$

850302.60 152880.00 1003182.60

M"me$t"

850.30 152.88 1003.18

0 0 0

Pu$t" 2 , suraci"$ i$ci-ie$te e !upone !1=0

Ecu= 0.003 Es6

a'=(h-b)f 

Es5

Es4

c=d

CP

 

a=c*f 

Es3

a''=a-a' Es2 Es1=0

-

-

Ca&cu&o de 

!e !abe

ε si=

[

( c − δi ) c

∗ε cu

ε si < ε y ⇒ F si = ε si∗ E s∗ A si ε si > ε y ⇒ F si = A si∗f   y

]

calcul" *e la *ef"rmaci"$ u$itaria

1 capa 2 capa 3 capa 4 capa 5 capa 6 capa 7 capa 8 capa " capa 10 capa 11 capa 12 capa

!1 !2 !3 !4 !5 !6 !7 !8 !" !10 !11 !12

Area

0.0000 o u$e 0.0030 u$e 0.0030 u$e 0.0004 o u$e 0.0008 o u$e 0.001" o u$e 0.0023 u$e 0.0027 u$e 0.0030 u$e 0.0030 u$e 0.0030 u$e 0.0030 u$e

Esfuerz"s /g5cm2

Acer" 5.68 0.00 0.00 4.00 8.52 8.52 4.00 5.68 0.00 0.00 0.00 0.00

0.00 4200.00 4200.00 7"3.22 1606.78 3884.75 4200.00 4200.00 4200.00 4200.00 4200.00 4200.00

fuerzas /t"$

!raz" C- /m

M"me$t" r es-. a C- /t"$%m

0.00 0.00 0.00 3.17 13.6" 33.10 16.80 23.86 0.00 0.00 0.00 0.00

0.34 0.40 0.40 0.24 0.14 0.14 0.24 0.34 0.40 0.40 0.40 0.40

0.00 0.00 0.00 0.(6 1.2 4.63 4.03 8.0 0.00 0.00 0.00 0.00

242.76 40".6575

0.23 0.20

.83 83.34

c"$cret" C1 C2

a a=%b)9.85

0.626875 0.34

-

-

Ca&cu&o de 

!e !abe

ε si=

[

( c − δi ) c

∗ε cu

ε si < ε y ⇒ F si = ε si∗ E s∗ A si ε si > ε y ⇒ F si = A si∗f   y

]

calcul" *e la *ef"rmaci"$ u$itaria

1 capa 2 capa 3 capa 4 capa 5 capa 6 capa 7 capa 8 capa " capa 10 capa 11 capa 12 capa

!1 !2 !3 !4 !5 !6 !7 !8 !" !10 !11 !12

Esfuerz"s /g5cm2

Area

Acer" 5.68 0.00 0.00 4.00 8.52 8.52 4.00 5.68 0.00 0.00 0.00 0.00

0.0000 o u$e 0.0030 u$e 0.0030 u$e 0.0004 o u$e 0.0008 o u$e 0.001" o u$e 0.0023 u$e 0.0027 u$e 0.0030 u$e 0.0030 u$e 0.0030 u$e 0.0030 u$e

0.00 4200.00 4200.00 7"3.22 1606.78 3884.75 4200.00 4200.00 4200.00 4200.00 4200.00 4200.00

fuerzas /t"$

!raz" C- /m

M"me$t" r es-. a C- /t"$%m

0.00 0.00 0.00 3.17 13.6" 33.10 16.80 23.86 0.00 0.00 0.00 0.00

0.34 0.40 0.40 0.24 0.14 0.14 0.24 0.34 0.40 0.40 0.40 0.40

0.00 0.00 0.00 0.(6 1.2 4.63 4.03 8.0 0.00 0.00 0.00 0.00

242.76 40".6575

0.23 0.20

.83 83.34

c"$cret" C1 C2

a a=%b)9.85 a+=aa

0.626875 0.34 0.286875

P$ /t"$ & C

 acer"

 c"$cret"

M$ /t"$%m

"0.62

14.04

652.42 (43.03

27.50 13.4(

Pu$t" 3 , falla +ala$cea*a

Ecu= 0.003 Es6

 

Es5

c

a=c*f 

Es4

CP

Es3

Es2 Es1

Calcul" *e  ε si=

[

se sa+e

( c − δi ) c

∗ε cu

]

Calcul" *e c 0.003 c

ε si < ε y ⇒ F si = ε si∗ E s∗ A si ε si > ε y ⇒ F si = A si∗f   y

calcul" *e la *ef"rmaci"$ u$itaria

Area

Esfuerz"s /g5cm2

c= fuerzas /t"$

0. 0.7375 0.43

!raz" /m

M"me$t" res-. a C- /t"$%m

 c"$cret"

652.42 (43.03

27.50 13.4(

Pu$t" 3 , falla +ala$cea*a

Ecu= 0.003 Es6

 

Es5

c

a=c*f 

Es4

CP

Es3

Es2 Es1

Calcul" *e  ε si=

[

se sa+e

( c − δi ) c

∗ε cu

Calcul" *e c 0.003 c

ε si < ε y ⇒ F si = ε si∗ E s∗ A si ε si > ε y ⇒ F si = A si∗f   y

]

calcul" *e la *ef"rmaci"$ u$itaria

Esfuerz"s /g5cm2

Area

c= fuerzas /t"$

0. 0.7375 0.43

!raz" /m

M"me$t" res-. a C- /t"$%m

1 capa 2 capa 3 capa

!1 !2 !3

0.002100 u$e 0.003000 u$e 0.003000 u$e

Acer" 5.68 4200.00 0.00 4200.00 0.00 4200.00

23.86 0.00 0.00

0.34 0.40 0.40

8.0 0.00 0.00

4 capa 5 capa 6 capa 7 capa 8 capa " capa 10 capa 11 capa 12 capa

!4 !5 !6 !7 !8 !" !10 !11 !12

0.001426 o u$e 0.000734 o u$e 0.001202 o u$e 0.0018"4 o u$e 0.002568 u$e 0.003000 u$e 0.003000 u$e 0.003000 u$e 0.003000 u$e

4.00 8.52 8.52 4.00 5.68 0.00 0.00 0.00 0.00

11.41 12.51 20.48 15.15 23.86 0.00 0.00 0.00 0.00

0.24 0.14 0.14 0.24 0.34 0.40 0.40 0.40 0.40

2.(4 1.( 2.8( 3.64 8.0 0.00 0.00 0.00 0.00

263.2875 0

0.22 0.22

6.(( 0.00

2851.53 1468.47 2404.07 3787.12 4200.00 4200.00 4200.00 4200.00 4200.00

c"$cret" C1 C2

a a a+

0.36875 0 0.36875

P$ /t"$

M$ /t"$%m

11.(1

2(.10

 acer"  c"$cret"

263.2 2(.00

6.(( 83.8(

Pu$t" 4 , cam+i" *el 7al"r *e 

Ca&cu&o de  ε  si

!e !abe

 (c − δ  i)  * ε   =   cu

ε si < ε y ⇒ F si = ε si∗ E s∗ A si

ca&cu&o de c 0.003 c

0. :uer;a acero

0. :uer;a acero > concreto ?ara ime$si"$es L

M 0

0.01

Area 1.2

1

0.3 0.3

T

1.2

0.6

Rectangular

0.3

0.6

0.3 0.3  

 

As mi$ima 0.57 0.45 0.18

 

0.003

4.( 143.84 0.00 4.0

C2

a a+

0 0.20145

0.30

P$ /t"$ (1.48 143.84 0.00 21.31

> acero > concreto ?ara ime$si"$es L

M 0

0.01

Area 1.2

1

0.3 0.3

T

1.2

0.6

Rectangular

0.3

0.6

0.3 0.3  

CG (x-x)

cm2 1

1.2

0.3

3600

0.15

2

0.7

0.3

2100

0.5

 Xo =

∑  M  ∑  P

0.57 0.45 0.18

columna en L  Area

 

As mi$ima  

0.003

4.( 143.84 0.00 4.0

cm2 1

1.2

0.3

3600

0.15

2

0.7

0.3

2100

0.5

 Xo =

∑  M  ∑  P

 DE LA UNI%ERSIDAD NACIONAL

 DE LA UNI%ERSIDAD NACIONAL

021 c

021 c

021  c

021  c

t"$

M"me$t" res-. a C/t"$%m

8.0 0.00 0.00 3.6 2.( 2.3 3.40 8.0 0.00 0.00 0.00 0.00

.44 0.00 M$ /t"$%m 28.33

t"$

M"me$t" res-. a C/t"$%m

8.0 0.00 0.00 3.6 2.( 2.3 3.40 8.0 0.00 0.00 0.00 0.00

.44 0.00 M$ /t"$%m 28.33 55.44 83.(8

021  c

t"$ M"me$t" res-. a C/t"$%m

8.0 0.00 0.00 4.03 .01 0.6 1.8( 8.0 0.00 0.00 0.00 0.00

021  c

t"$ M"me$t" res-. a C/t"$%m

8.0 0.00 0.00 4.03 .01 0.6 1.8( 8.0 0.00 0.00 0.00 0.00

43.0

0.00 M$ /t"$%m 26.32 43.05 6.3( 6.3(

0.00 M$ /t"$%m 26.32 43.05 6.3( 6.3(

1200

>E
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