ANALISIS ESTRUCTURA MAHUAYPAMPA

8/16/2019 ANALISIS ESTRUCTURA MAHUAYPAMPA

1/34


2/34

- 1 0.0013 0.0025 0.0022 3 0.0011 0.0020 0.0018 - 0.0011 0.0016 0.0015- 1 0.0011 0.001- 0.001- 3 0.0012 0.001- 0.001-8 - 0.0012 0.001- 0.001-

17 ANTEPENULTIOA= 3L1 L2 4 ES DECIR TRES VECES EL AREA TRIBUTARIA EN %92.' = "A+:0.527 SEGUNDO PISOA= "N;1+L1 L24 ES DECIR AREA TRIBUTARIA POR EL N7 DE PISOS ENOS' = "A+:0.537 AL ' DEL SEGUNDO PISO SE LE AUENTA 6 C.

NUERO PISOS N = 2

L1 = .85L2 = 1.50L3 = -.0L-= -.52L5 = -.,5

PREDIENSIONAIENTO DE COLUNASANTEPENULTIO PISO

4 N ;"N;3+ AREA "%92+C1C2C3C-

SEGUNDO PISO

4 "N;1+ AREA "%92+C1 0.0013 -.,25 -.5 1 2,1.,5C2 0.0025 3.-25 -.5 1 3,0.-5C3 0.0022 -.,25 2.3 1 2-,.21C- 0.00-0 3.-25 2.3 1 315.10

NOTA PARA NIVELES ENORES TRABA


3/34

1,.5

C-

.

.

.

.

. .

.

.


4/34

0.00-00.00280.00230.00210.00150.0015

UNO EN %92.

'2 ' #?&@'#?&16 2- 3020 26 301 23 3018 25 30

PRIERO

'2 = '1 6"%9+


5/34

PREDIENSIONAIENTO DE ZAPATAS'= 1.0 4/%92

COLUNA PESO ZAPATA

C1 35806.32 1.1 3,388.052 1 Z1C2 2128.20 1.1 286-1.02 1 Z2

C3 2020.0 1.1 22226.2 1 Z3C- 1-233.25 1.1 155.565 1 Z4

VERIICACION Y DISEOE


6/34

A B

1.,8 1.,81.60 1.60

1.-, 1.-,1.25 1.25


7/34

CALCULO DEL CORTAN

Z= 0.- Z&$# %#F#9#(%#U = 1.5 INST. EDUCATIVAS= 1.- S*l& H)lC= 2.5"T(/T+:1.25C'= 35 P&(')%&9 = 6

T( = 0., T = /C' = 0.20

C = 0.38 2.5

R? = 10 P&(')%& ? %&$%('1

C = 1.2 ADOTAOS = ZUSCP/R? = 1620.28

1.62

NIVEL P) "T$+ ) "9+ P))2 56.-, 6 -02.-11 108.3, - -33.55

15.88 835.,6

DISTRIBUCION DE UERZAS Y CORTANTES EN CADA ELEENTOSENTIDO ; LA AS CONSIDERABLE

PORTICOS CENTRALES J "T$+ ALTURA "9+PRIER PISO E


8/34

C2 18618.2 6-10.00 -1-15.30C3 1-,1.0 52,0.00 318,.,0C- 10-,5.65 3636.50 22-61.13

Q = 210 4/%92R%. = 3.00 cm.

= 0.86 TIPO DE ABACO A

COLUMNA b t Ag (!2)

C1 25.00 -5.00 1125.00C2 25.00 -5.00 1125.00C3 25.00 -5.00 1125.00C- 25.00 -5.00 1125.00


9/34


10/34

E BASAL

O4.

& #(9#?&

) "T$+ V)8.05 8.058.6 1.62

V) N7 DE COLU. C3 C1

5.56 2.00 2.6, 2.6,2.8 2.00 1.3- 1.3-

0.5V) C- C22.6, 2.00 1.3, 1.3,1.3- 2.00 0.6 0.6

USO EL ETODO DE PORTAL

$ ' %#& $& h# %&l*9$# )$'(9?)#

1.25 8.3 15.00

"ACTOR P#RSISMO

MOMENTO ENLA BASE

E$CENTRECIDAD (CM)

4 . 6 0

4 . 6 0

4 . 5 2

4 . 5 2

4 . 9 5

4 . 9 5

0 . 0 0

0 . 0 0 0

. 3 0

0 . 3 0

4 . 1 8

4 . 1 8

0 . 3 0

0 . 3 0

4 . 2 3

4 . 2 3

0 . 3 0

0 . 3 0

4 . 5 0

4 . 5 0

0 . 3 0

0 . 3 0

0.300.30 6 .406.40 0 .300. 30 1 . 351.35

6.506.50

0.250.25

0.250.25

6.856.85 1 .501.50

A B

1

2

3

4

.

.


11/34

1.25 -.18 10.001.25 8.3 2.001.25 -.18 1,.00

SAR

%&'t % A (!2)

0.08 0.2- 0.00 0.01 0.0100 11.250.0- 0.18 0.00 0.01 0.0100 11.250.08 0.1- 0.005 0.01 0.0100 11.250.0- 0.10 0.005 0.01 0.0100 11.25

DISTRIBUCIONDE ACERO E

(C*,*-)

(M/0/!)

(*-t*-)

2T 5/83

2T 5/83

2T 1/22T 1/23


12/34


13/34


14/34

DIAMETRO

5/8 5/8 5/8 5/8

N COLUNA


15/34


16/34

CALCULO DEL CORTAN

Z= 0.- Z&$# %#F#9#(%#U = 1.5 INST. EDUCATIVAS= 1.- S*l& H)lC= 2.5"T(/T+:1.25C'= 35 P&(')%&9 = 6

T( = 0., T = /C' = 0.20

C = 0.38 2.5

R? = 10 P&(')%& ? %&$%('1

C = 1.2 ADOTAOS = ZUSCP/R? = 1620.28

1.62

NIVELP) "T$+ ) "9+ P))

2 56.-, 6 -02.-11 108.3, - -33.55

15.88 835.,6

DISTRIBUCION DE UERZAS Y CORTANTES EN CADA ELEENTOSENTIDO Y ; Y LA AS CONSIDERABLE

J "T$+ ALTURA "9+PRIER PISO E


17/34


18/34


19/34

TE BASAL

O4.

& #(9#?&

) "T$+8.05 8.058.6 1.62

V) C- C3 C3 C-

8.3 1.6 2.51 2.51 1.6-.02 0.80 1.21 1.21 0.80

V) C2 C1 C1 C2

8.3 1.6 2.51 2.51 1.6

-.02 0.80 1.21 1.21 0.80 USO EL ETODO DE PORTAL

$ ' %#& $& h# %&l*9$# )$'(9?)#

CORTANTE ENLA BASE

"ACTOR P#RSISMO

MOMENTO ENLA BASE

E$CENTRECIDAD (CM)

1

2.68 Tn

2.89 Tn

4 . 6 0

4 . 6 0

4 . 5 2

4 . 5 2

4 . 9 5

4 . 9 5

0 . 0 0

0 . 0 0 0

. 3 0

0 . 3 0

4 . 1 8

4 . 1 8

0 . 3 0

0 . 3 0

4 . 2 3

4 . 2 3

0 . 3 0

0 . 3 0

4 . 5 0

4 . 5 0

0 . 3 0

0 . 3 0

0.300.30 6.406.40 0.300.30 1.351.35

6.506.50

0.250.25

0.250.25

6.856.85 1. 501.50

A B

1

2

3

4


20/34

1.25 6.52 13.001.25 5.02 12.001.25 6.52 2-.001.25 5.02 22.00

SAR

%&'t % A (!2)

0.13 0.2- 0.00, 0.01 0.0100 11.250.08 0.18 0.005 0.01 0.0100 11.250.13 0.1- 0.013 0.01 0.0130 1-.30.08 0.10 0.00, 0.01 0.0100 11.25

DISTRIBUCIONDE ACERO E

(C*,*-)

(M/0/!)

(*-t*-)

1

2T 5/83

2T 5/83

2T 1/22T 1/23


21/34


22/34

. .

. .

. .

. .


23/34

DIAMETRO

5/8 5/8 5/8 5/8

N COLUNA

4321


24/34


25/34

VERIFICACION DISEÑO DEL ACERO EN COLUMNAS CORTA METODO GENERALConceptos prevos

! "s # $300.%&'r(c).Es * !+ ##* Fs # !+

! s # $300.%%t'c'r)(c).Es* !+ ##* Fs # !+

, # 0.-.CC # , ( 0.-

/ # C,r1, 2e servco E = 2.1 10:

/" # 0.-0%0.-.! "c%A1'Ast) 4 Ast!+) &5$506.7-- 0.5 6-65.70 Tm.

C89c9o CUANDO c : t FLE;OCOM/RESIONESTADO # 7 cmr # 3 cm

CARGA DE DISEÑO % = 0.003$.57 = 0.007&

Lo1. L>re L(7 # 3 Es # 7000000 ?1(cm7

/ESO TOTAL 70.&$ ! " c # 7&0 ?1(cm7

As # A "s # .75 cm7 /OR CARA FUER@ASCUATRO /ISOS# $.-=77 Tne9,2,s /# $.-=

/o # /(0.5 co9mn,s estr>,2,s C # &.000, # &7.50! "s # =-00 /" > #

=700.00! s # --00.00

=700.00

FUER@AS


26/34

/" > # $.6 M "> # &.7-

-.3$ Tn'm

$.-=

&3.5

0.9*Mb > Mus Aceptable

&3.5 * -.3$ OK

US DE SERVICIO =P* DE SERVICIO =

0., =0.00

0

20

-0

0

2T 5/83

2T 5/83

2T 1/232T 1/23


27/34

/on # $.-=Tn

!+ # =700t # =0 cm

> # 7 cmr # 3.73= cm

% = 0.003 = .

Es # 7000000 ?1(cm7! " c # 7&0 ?1(cm7As # A "s # .75 cm7/# $.-=C # =.7-7

, # 3.$=0 &0.&$! "s # &=$-.=5 .0-

&=$-.=5! s # =&5.0

=700.00


28/34

2.00 -.00 .00 8 .00 10.00 12.00 1 -.00 1.00 18.00

0

5.,

MOMENTOS EN T03!.


29/34

VERIFICACION DISEÑO DEL ACERO EN COLUMNAS CORTA METODO GENERALConceptos prevos

! "s # $300.%&'r(c).Es * !+ ##* Fs # !+

! s # $300.%%t'c'r)(c).Es* !+ ##* Fs # !+

, # 0.-.CC # , ( 0.-

/ # C,r1, 2e servco E = 2.1 10:

/" # 0.-0%0.-.! "c%A1'Ast) 4 Ast!+) &6560.&5$ 0.5 &&0-7$.60 Tm.

C89c9o CUANDO c : t FLE;OCOM/RESIONESTADO # = cm .6=r # 3 cm

CARGA DE DISEÑO % = 0.003$.57 = 0.007&

Lo1. L>re L(7 # 3 Es # 7000000 ?1(cm7

/ESO TOTAL 70.&$ ! " c # 7&0 ?1(cm7

As # A "s # .56 cm7 /OR CARA FUER@AS

CUATRO /ISOS# $.-=77 Tne9,2,s /# $.-=

/o # /(0.5 co9mn,s estr>,2,s C # 5.-=0, # $.$$=! "s # 350=.0- .56 /" > #

350=.0-! s # &0-3$.53

=700.00

FUER@AS


30/34

/" > # 0.$$ M "> # 6.7$

5.7 Tn'm

$.-=

-.33

0.9*Mb > Mus Aceptable

-.33 * 5.7 OK

US DE SERVICIO =P* DE SERVICIO =

0., =0.00

0

20

-0

0

2T 5/83

2T 5/83

2T 1/232T 1/23


31/34

/on # $.-=Tn

!+ # =700t # 7 cm > # = cmr # 3.73= cm

% = 0.003 = .

Es # 7000000 ?1(cm7! " c # 7&0 ?1(cm7As # A "s # .56 cm7/# $.-=C # =.000

, # 3.=00! "s # &&=6

&&=6.00! s # 7$$=6.00

=700.00


32/34

1.00 2.00 3.00 -.00 5.00 .00 6.00 8.00 ,.00 10.00

0

50.

MOMENTOS EN T03!.


33/34

CIMIENTOS CORRIDOS

/s # /D 4 /L: =0 TMAS# /s 4/pDATOSB e # 0.7 ES/ESOR DEL MAnco mnmo ># 0.00 cmA9tr, mnm, # $0.00 cm

/D# 3.7/L# 0./S# 3.5Rt# 0.-

Anco 2e9 ># 0.--cmento

># 0.-5C,r1, 9tm, /U# .5Es!ero 9tmo Rn# &.&70

2e9 terrenoCEUEO /OR FLE;ION! "c # &00!r # &3m# &7.6=e(=# $.7

M"#Rn&000.%m'e(=)H7 70.3 ?1'cm.

A9tr, por !9eon # =.70 cm# $0.00 cm

CEUEO /OR CORTE# 7.-$ cm

# $0 cm

ALTURA DEFINIDA # 0.$0 m# 0.0 m


34/34

RO

Documents

ANALISIS ESTRUCTURA MAHUAYPAMPA