calculos estructurales analisis predimencionado

8/15/2019 Calculos Estructurales Analisis Predimencionado

1/43

CONFIGURACION DE LAS LOSAS NIVEL ENTREPISO

LTE-1

L1 L2

LTE-2

LTE-3

UN EXTREMO CONTINUO

SIMPLEMENTE APOYADA

L1

L1


2/43

z


3/43

CONFIGURACION DE LAS LOSAS NIVEL TECHO

LAT-1

LNT-2

L1 L2 L3

UN EXTREMO CONTINUO

VOLADO

AMBOS EXTREMOSCONTINUOS

L1L2


4/43

ANALISIS DE CARGA DE LA LOSA ACERO DE TECHO

5 m

4 CORREAS

L = Sc (MINIMA) 1.25 mL = Sc (DE CALCULO) 1.25 m

DATOSe (cm) L = Sc (m) γ ( P ACERO)

ESPESOR SEP. CORREAS 2 !3" !!!#!! 12#!! 1.25 2 $!!#!! 1!!#!!

VOLUMEN DE CONCRETO (VC) e (cm)

12.00 0.0926 220

CALIBRES DISPONIBLES EN V%LA#20 L = LU% PERPENDICULAR MA22

E&c' *+ C , ./0 22I

15.300 22 1 #3

6.299 2! 1 #37.210

CARGA TOTAL

CARGA MUERTA 220.00 SECCIÓN A CALCULARCARGA VIVA 100.00

P LOSA (SEG!N CALI"RE) 7.21250.00

TOTAL CARGA 327.21ANC#O !TIL ($) 0.762 ml

TOTAL CARGA 249.33 W (Kg/ml) 1.25

SE APRÓ%IMA 250.00 W (Kg/ml)

MOMENTO M4XIMO

M m&' 250.00 775.17

DIMENSIONES DEL PER*IL1.25

LOSAS ACERO

PERPENDICULR MASDESFABORABLE5INTRODU%CA N6 DE CORREAS(ASUMIR)

E (Kg/cm 2 ) Cv (Kg/m 2 )(Kg/m 3 )

VC (m 3 / m 2 ) CM (Kg/m 2 )

I (+m4)

S' (+m3

)P (,- m 2)

CM (Kg/m 2 )CV (Kg/m 2 ) (Kg/m 2 )

W (Kg/m 2 )

/ (789:,); L2 (:) 9


5/43

125

4 . 3 ,- m

0.25 != 1.0"

SI CUMPLE

PROPIEDADES DELOSACERO DENTADO

2!0@ -3;/ (789:,); L4 (c:) 9 I (c: $) >= L912! =

=


6/43

S DESFABORABLE

SX P#2"" #21

# " "#21

!= 1"00.00

:) 9( ; I (c: 3) )>1$!!


7/43

SI CUMPLE


8/43


9/43

V=!

!

M=!

!

M


10/43

BASE DE DATOS LOSA ACERO 2

? = 2 !#!! 789 :, 2 !#!!L 1 3#!! : 3#!!L 2 3#!! :L 3 !# ! : K !#2

#$ 1 !# ! !# !#% 192

ME -2 1#2 2 1#2-1 # 3

# 1 # 132 !# 2 ME% 273.44 273.44

V& 3 #!! 3 #!! 3 #!!V' -"1#1 "1#1 !# 3V% 2 3# $ #1 $ # 3

R 2 3# "21#

M% 161.15

2 3# $ # 3

V= ! 1#1#1$ 1#

$ #1

X2= 1# 2273.44

M= !

161.15

-

-

X1= X2=

B C


11/43


12/43

789 :,3#!! !# !

!#2

19231#2

-31#2

31.25 31.25

3 #!! 12- !# 3 !2"$#2 12

$1"#2

141.94

12

1#12

$1"#2

31.25

141.94

D


13/43


14/43

CORREAS

W = ### W= ###L1= 4.5 4.5 3L2= 3L3= 3 K 0.17 0.33

FD 1 0.33 0.67 0.57FT 1/2 1/2Me 0 -632.81 187.50 ###

148.44 296.88 148.44-69.20 ###

23.07 46.13 23.07-6.59 -13.18

2.20 4.39 2.20-0.63 -1.26

0.21 0.42 0.21-0.06 -0.12

Met 0 -458.90 ### ###VI 562.5 562.5 375 375VH -101.98 101.98 97.43 -97.43VT 460.52 664.48 472.43 277.57R 460.52 1136.91 708.08

MT 424.16 -12.45

460.52 472.43 4

277.57664.48

458.84

B C A


15/43

424.16 -12.45

MOMENTO MAX = 424.16

REACCION APOY = 460.52


16/43


17/43

204.14


18/43

PERFILES

) "$

10.1 4.2

19.6 6.1

34.2 8.32

54.7 11.1

81.9 14.3


19/43


20/43

CALC LO *E LA +I,A *E CAR,A

L1 L2

W= 460.52

R= 460.52 %&= 1.25 '

W= R/ %&/'(

W= 368.42 %&/'(

W= 370.00 E A"RO MA

A E DE DA O +I,A *E CAR,A NI+EL EC O

W = 370.00 %&/ '( 370.00

L 1 5.00 ' 5.00 4.00

L 2 4.00 '

L MA 5.00 ' % 0.15 0.19

F* = 2500.00 FD 0.44 0.56

F 1/2 1/2

ME 0 ### 740.00

185.00 231.25

ME 0 -971.25 971.25

V 925.00 925.00 740.00V ### 194.25 242.81

V 730.75 1119.25 982.81

R 730.75 2102.06

M 721.62 334.05

730.75 982.81

%&/ ' 2

/ (,-)

Sc


21/43

V= 0 3.03 1.3

1.98 2.66

=V/W 1119.251= 1.98

2= 2.66

971.25

M= 0

334.05

721.62

$ %& = 721.62

CHEQUEO S

S' M ' 1000.60 *

S& = 48.107708 3

-

-

X1= X2=


22/43

0

0

740.00###

497.19

497.19


23/43

497.19


24/43

C E EO +I,A *E CAR,A

1 F = 0.60 F* 1500

2 ) +, = 48.11

3 E A UME U! "ERF L

"ERF L A UM DOIPN - 140 DE .

"!DA O DEL "ERF L ) 81.90

6.60 '

14.00 ' 60

0.86 ' 80

: 5.70 ' 100

"$ $,+ ( = 14.30 %&/'( 120

) = 573.00 140

* = 35.20

! ROD

4 FLEC A MA MA "ERM DA 140

EM"R

L / 180 EC O DA O

DA O .

3.06

384 > E

I = 482.82

)

482.82 573.00

SI C $PLE)))

W= 370.00 Kg/ !

W = 384.30 Kg/ !

' 3

' 4

' 4

5 > W > ( 4

PERM=

MAX=

PERM=


25/43

W = 385.00 Kg/ !

$ = 750.87 K-$

$ %&' 10 1500S&

916.81 1500

SI C $PLE)))


26/43

AL URA ) ) * "E O

: = ?%&/'(

'' '' '' ''

60 34 5.3 3.6 30.4 10.1 3.04 4.2

80 42 5.9 4.2 78.4 19.6 6.29 6.1

100 50 6.8 4.5 170 34.2 12.2 8.32

120 58 7.7 5.1 328 54.7 21.5 11.1

140 66 8.6 5.7 573 81.9 35.2 14.3

U


27/43


28/43


29/43

6 5.17 1>500.00

SI C $PLE)))


30/43

) ) * "E O

: = ?%&/'(

'' ''

5.3 3.6 30.4 10.1 3.04 4.2

5.9 4.2 78.4 19.6 6.29 6.1

6.8 4.5 170 34.2 12.2 8.32

7.7 5.1 328 54.7 21.5 11.1

8.6 5.7 573 81.9 35.2 14.3

O

RF AL DE E A A LA LA O E!C O! DE

RA ! RODUC R MA!UAL ME! E D C O

E "E ORALA

E "E ORALMA

' 4 ' 3 ' 4


31/43


32/43


33/43


34/43

0.74 ' 80 80: 5.00 ' 100 100 55

"$ $,+ ( 15.80 %&/'( 120 120 64

) 869.00 140 140

* 68.30

! RODU


35/43

CALC LO *E LA LOSA A>ELON

W= 460.52

R= 270.00 %&= 1.25 '

W= R/ %&/'(

W= 216.00 %&/'(

W= 220.00 E A"RO MA

A E DE DA O LOSA EN REPISO A>ELON

W = 572.00 %&/ '( 572.00

L 1 4.50 ' 4.50 3.00

L 2 3.00 '

L MA 4.50 ' % 0.17 0.25

F* = 2500.00 FD 0.40 0.60

F 1/2 1/2ME 0 ### 643.50 0

321.75 482.63

ME 0 ### ### 0

V ### 1287.00 858.00 858.00

V ### 250.25 375.38 ###

V ### 1537.25 ### 482.63R ### 2770.63 482.63

M 939.55 203.61

### ###

V= 0 2.69 0.84

1.81 2.16

%&/ ' 2

-X1= X2=


36/43

=V/W 1537.25 482.63

1= 1.81

2= 2.16

###

M= 0

203.61

939.55

$ %& = ###

-


37/43


38/43


39/43


40/43

3

=

V=!# !

#!!5 .00

M=!

D


41/43

BASE DE DATOS LET 3

?= 2#!!L1 $# ! ?= 2#!!

$ $# !

VA VB= 2 $#!!V$ V3 2 $#!!

- "1# ! VB;3 = 12 #!!VB= 12 #!! - "1# ! VB;3VA= 12 #!! V3= 12 #!!

V$= 12 #!!V=!

M MAX VA A SER IGUAL A EL AREA DE CORTE 2#2MENOS EL MOMENTO EN EL APOYO I%J

AREA 1$$ #M APOYO I%J# !#!!

R 12 7.00

M MAXIMO 1$$ #

M=!

M MA*= 1,""7.--

∑F =!K∑F =!K

∑MA = !K∑MA = !K

D


42/43

3

=

V=!#2

12 #!!12 7.00

M=!

E


43/43

calculos estructurales analisis predimencionado

Documents