Predimensionamiento - Trabajo Moiko

8/16/2019 Predimensionamiento - Trabajo Moiko

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ANALISIS ESTRUCTURAL I

DATOS ESTRUCTURALESUBICACIÓN GEOGRAFICA:

DEPARTAMENTO : AYACUCHO

PROVINCIA : HUAMANGA

DISTRITO: SAN JUAN BAUTISTA

LUGAR: ASOC. LOS OLIVOS MZ. P - 12

VIVELES: 4 PISOS 4.00

DIMENSIONES:

L1 = 5.00

L2 = 20.00

PARAMETROS DE SITIO:

ZONA !2! Z = 0."0

USO !C! U = 1.00

SUELO !S1!:

T# T$= 0.40

S S = 1.00

%&'()* &#. S+$+'& C = 2.50

CT= "5.00

SISTEMAS ESTRUCTURALES:PORTICOS R = ,.00

%' = 210 /'2

% = 4200 /'"

P*+)3) 63&6(&7 = ,.85

T = 0.114"

CATEGORIA DE VIVIENDA

CATEGORIA DE VIVIENDA '= 1.00


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I


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PREDIMENSIONAMIENTO DE LOSA ALIGERADA

LOSA ALIGERADA

CARGA VERTICAL 9%7+;7<

SISMO 9D+&*&/& *+/+3)<

H= Ln/25 = 18.6L6: L)6/+(3 37 7&3) &)* !"!#$ % !' H =

PREDIMENSIONAMIENTO DE VIGASVIGA PRINCIPAL VP(2)1*).25 + ).,)-

=L12 = 41.>8 =

;=2 = 20.," =

VIGA SECUNDARIA *VS-

=L10 = "2.?2 =

;=2 = 1>.4> =

PREDIMENSIONAMIENTO DE COLUMNASCOLUMNAS CENTRADASE$ 7& *&+@ '&3*&3& 37 25 &$ 37 &*& 3 7& +/& #*+6'+#&7 =

CC=R&+@9A*& 3 VP< = "5."> =

SEGN ACI:

COLUMNAS LATERALES

D$3 7 *$7(&3) 3 7&$ ')76&$ '6(*&3&$ $ #*)'(& 7&$ CE =

=

COLUMNAS ES0UINADAS

D$3 7 *$7(&3) 3 7&$ ')76&$ '6(*&3&$ $ #*)'(& 7&$ CL =

=

= 90.45


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MUROSMUROS LATERALES : C&;@&

MUROS INTERIORE : S)/&


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), P+$)$2) '

,) '

25 '

,) '

25 '

5) '

25 '

5 '

) '

5 '

) '

222


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METRADOS DE CARGASPRIMER PISO:

CARGA *- * L *- PESO *Tn/-

PORTICO A(A

C'$3' M4$' 1.2)

En$ 1(1 7 2(2VP-20190.25 0.40< 0.25 0.40 ".80 2.40 0.24

LOSA ALIGERADA 2.25 0."0 0.>,

ACABADOS 2."5 0.10 0.24

MUROS LATERALES 0.115 2."0 ".80 0.1, 0.05

C'$3' V9' ).,

SC 200 /2 2."5 0.20 0.48

; 1.6

C'$3' M4$' 1.2)En$ 2(2 7 (

VP-20190.25 0.40< 0.25 0.40 ".?5 2.40 0.24


ACABADOS 2."5 0.10 0.24

MUROS LATERALES 0.115 2."0 ".?5 0.1, 0.05

MUROS INTERIOR 0.115 2."0 1.>5 0.1,

C'$3' V9' ).,

SC 200 /2 2."5 0.20 0.48

; 1.6

C'$3' M4$' 1.2)

En$ ( 7 ,(,

VP-20190.25 0.40< 0.25 0.40 ".?5 2.40 0.24


ACABADOS 2."5 0.10 0.24

MUROS LATERALES 0.115 2."0 ".?5 0.1, 0.05

MUROS INTERIOR 0.115 2."0 2."5 0.1,

C'$3' V9' ).,SC 200 /2 2."5 0.20 0.48

; 1.6

< *Tn/-


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PESOTn/> Tn

PESO *Tn-

).)8

).11


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ALUMNO: GUTIERRE? PERE?@ MOISES

K PORTICO 1(1 6(6

> 2 = 2>>.>8

' = "2,.1" ' = "2,.1"

= 0.,1" = 0.,1"

2 4 0 & = 0.2,? & = 0.2,?

= ,.2 = ,.2

= 2>>.>8

' = "2,.1" ' = "2,.1"

= 0.,1" = 0.,1"

2 4 0 & = 0.2,? & = 0.2,?

= ,.2 = ,.2

= 2>>.>8

' = "2,.1" ' = "2,.1"

= 0.,1" = 0.,1"

2 4 0 & = 0.2,? & = 0.2,?

= ,.2 = ,.2

= 2>>.>8

' = 2>2.50 ' = 2>2.50

= 1.01> = 1.01>

" 0 0 & = 0.50" & = 0.50"

= .82, = .82,

5))

" 4 1 2

' 9 =

I9 > =

I>L9 H>


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1 2

E6(*#+$) ) 7(+) #+$) P7&6(& #)(*&3&

=;9

=91 9

2> >

' =

' =).5

2 2


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CL CC

1 5

5 )

) 25

I = 8,850.00 I = >5104.18

VS

, )

F> = 21) 3/>2

E = 21).6511 3/>2

25 E = 21.)65 Tn/>2

I = 1"""""."" E =

I =

12

15)))F>


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K PORTICO 2(2@ (@ ,(,@ 5(5

> 2 = 2>>.>8

' = "2,.1" ' = "2,.1"

= 0.,1" = 0.,1"

2 4 0 & = 0.2,? & = 0.2,?

= ,.2 = ,.2

= 2>>.>8

' = "2,.1" ' = "2,.1"

= 0.,1" = 0.,1"

2 4 0 & = 0.2,? & = 0.2,?

= ,.2 = ,.2

= 2>>.>8

' = "2,.1" ' = "2,.1"

= 0.,1" = 0.,1"

2 4 0 & = 0.2,? & = 0.2,?

= ,.2 = ,.2

= 2>>.>8

' = 2>2.50 ' = 2>2.50

= 1.01> = 1.01>

" 0 0 & = 0.50" & = 0.50"

= .82, = .82,

5))

" 4 1 2

' 9 =

I9 > =

I>L9 H>


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1 2

E6(*#+$) ) 7(+) #+$) P7&6(& #)(*&3&

=;9

=91 9

2> >

' =

' =).5

2 2


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CL CC

1 5

5 )

) 25

I = 8,850.00 I = >5104.18

VS

, )

F> = 21) 3/>2

E = 21).6511 3/>2

25 E = 21.)65 Tn/>2

I = 1"""""."" E =

I =

12

15)))F>


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Y PORTICO A(A E(E

> 2 = ""855.28 = ""855.28 = ""855.28 = "

' = 44>.>1 ' = 44>.>1 ' = 44>.>1 ' = 44>.>1

= 85.5,0 = 151.1>1 = 151.1>1 = 151.1>1

2 4 0 & = 0.?84 & = 0.?,8 & = 0.?,8 & = 0.?,8

= 1.), = 1.61 = 1.61 = 1.61

= ""855.28 = ""855.28 = ""855.28 = "

' = 44>.>1 ' = 44>.>1 ' = 44>.>1 ' = 44>.>1

= 85.5,0 = 151.1>1 = 151.1>1 = 151.1>1

2 4 0 & = 0.?84 & = 0.?,8 & = 0.?,8 & = 0.?,8

= 1.), = 1.61 = 1.61 = 1.61

= ""855.28 = ""855.28 = ""855.28 = "

' = 44>.>1 ' = 44>.>1 ' = 44>.>1 ' = 44>.>1

= 85.5,0 = 151.1>1 = 85.5,0 = 151.1>1

2 4 0 & = 0.?84 & = 0.?,8 & = 0.?84 & = 0.?,8

= 1.), = 1.61 = 1.), = 1.61

= ""855.28 = ""855.28 = ""855.28 = "

' = "58.2? ' = "58.2? ' = "58.2? ' = "58.2?

= ?4.485 = 1,,.?51 = 1,,.?51 0 1,,.?51

" 0 0 & = 0.?,4 & = 0.??2 & = 0.??2 0 0.??2

= 1).1, = 1).2, = 1).2, = 1).2,

".?5 ".?5 ".?5

" 4 1

' 9 =

I9 > =

I>L9 H>


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1 2

E6(*#+$) ) 7(+) #+$) P7&6(& #)(*&3&

=;9

=91 9

2> >

' =

' =).5

2 2


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CE CL CC

1 5

1 5

) ) 25

I = 1081,8.50 I = I =

VP VS

, )

, ) F> = 21)

E =

25 E = 21

25

I = 1"""""."" I = E =

I = 12

15)))F


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ANALISIS ESTATICO

DELTA 0.008C)*(&6( V= E**:50?G*&3&3 /= ?,1.00Z = 0."0

U = 1.00C = 2.50S = 1.00R = ,.00

SENTIDO (NIVEL PESO *Tn- MASA *Tn/>- *- P F D=F/

4.00 - - - 12.00 - E**:50? E**:50? ".00 E**:50? - ?.00 VALUE

2.00 - - - >.00 - E**:50? E**:50? 1.00 E**:50? E**:50? E**:50? ".00 E**:50? E**:50? E**:50?

E$$:5) E$$:5)

SENTIDO J(J NIVEL PESO *Tn- MASA *Tn/>- *- P F D=F/

4.00 - - E**:50? 12.00 - E**:50? E**:50? ".00 E**:50? ?.00 VALUE

2.00 - - - >.00 - E**:50? E**:50? 1.00 E**:50? E**:50? E**:50? ".00 E**:50? VALUE

E**:50? E$$:5)


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*>- R D/VALUE VALUE VALUE VALUE

E**:50? VALUE

*>- R D/VALUE VALUE VALUE VALUE

VALUE VALUE


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PREDIMENSIONAMIENTO DE COLUMNA*PUESTO DE SALUD-

D'#! "#$ S!#:

DATOS

CATEGORIA DE EDI%ICACION CZONA SISMICA 2

TIPO DE SUELO S2

COE%ICIENTE DE REDUCCION DIRECCION K RK 9< Concreto ArmCOE%ICIENTE DE REDUCCION DIRECCION Y RY 9< Albañileria Arm

TIPO DE ESTRUCTURA: REGULAR 91< IRREGULAR 92< 1 %ACTOR PAR

E!">$# % A>&$'>#n S!'>':

S'+ S'T (s) C ZUCS/RX ZUCS/R

0.00 2.50 0.1125 0.3000

0.20 2.50 0.1125 0.3000

0.40 2.50 0.1125 0.3000

0.45 2.50 0.1125 0.3000

0.50 2.50 0.1125 0.3000

0.55 2.50 0.1125 0.3000

0.60 2.50 0.1125 0.3000

0.65 2.31 0.1038 0.2769

0.70 2.14 0.0964 0.2571

0.75 2.00 0.0900 0.2400

0.80 1.88 0.0844 0.2250

0.85 1.76 0.0794 0.2118

0.90 1.67 0.0750 0.2000

0.95 1.58 0.0711 0.1895

1.00 1.50 0.0675 0.1800

1.05 1.43 0.0643 0.1714

1.10 1.36 0.0614 0.1636

1.15 1.30 0.0587 0.1565

1.20 1.25 0.0563 0.1500

1.25 1.20 0.0540 0.1440

1.30 1.15 0.0519 0.1385

1.35 1.11 0.0500 0.1333

1.40 1.07 0.0482 0.1286

1.45 1.03 0.0466 0.1241

1.50 1.00 0.0450 0.1200

1.55 0.97 0.0435 0.1161

1.60 0.94 0.0422 0.1125

1.65 0.91 0.0409 0.1091

1.70 0.88 0.0397 0.1059

1.75 0.86 0.0386 0.1029

1.80 0.83 0.0375 0.1000

1 85 0 81 0 0365 0 0973

0.00 0.50

0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

ESPEC

Sa(x,y) = ZUCS/R

5.2 ;5.2

),(

),(

C T

T xC

R

ZUCS S

Y X

Y X a

≤=

=


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PREDIMENSIONAMIENTO DE COLUMNA*PUESTO DE SALUD-

D'#! "#$ S!#:

DATOS

CATEGORIA DE EDI%ICACION CZONA SISMICA 2

TIPO DE SUELO S2

COE%ICIENTE DE REDUCCION DIRECCION K RK 9< Concreto ArmCOE%ICIENTE DE REDUCCION DIRECCION Y RY 9< Albañileria Arm

1.90 0.79 0.0355 0.0947

1.95 0.77 0.0346 0.0923

2.00 0.75 0.0338 0.0900

2.05 0.73 0.0329 0.0878

2.10 0.71 0.0321 0.0857

2.15 0.70 0.0314 0.0837

2.20 0.68 0.0307 0.0818

2.25 0.67 0.0300 0.0800

2.30 0.65 0.0293 0.0783

2.35 0.64 0.0287 0.0766

2.40 0.63 0.0281 0.0750

2.45 0.61 0.0276 0.0735

2.50 0.60 0.0270 0.0720


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POR SISMO

CALCULOS

U = 1!""Z = "!#"

T# 9$< = "!$"S = 1!2"

ado, Porticos RK = %!"" da o Confnada RY = #!""

ESCALAR R 1!"" RK = %!""

RY = #!""

1.00 1.50 2.00 2.50

O DE SISMO NORM A E-030 2003

SaX

SaY

PERIODO T (seg)

`(

) (

mica)cación Sísde Amplifi Factor C

Espectral n Aceleració g

=


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POR SISMO

CALCULOS

U = 1!""Z = "!#"

T# 9$< = "!$"S = 1!2"

ado, Porticos RK = %!"" da o Confnada RY = #!""


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PARA SISMO(

0 0.1125

0.2 0.11250.4 0.11250.45 0.11250.5 0.11250.55 0.11250.> 0.11250.>5 0.10",4>15",4>1540.8 0.0?>42,58142,58140.85 0.0?0., 0.0,4"85

0.,5 0.08?4118>4805,,2"0.? 0.0850.?5 0.081052>"158,?48"1 0.0>851.05 0.0>42,58142,5814"1.1 0.0>1">">">">">">"1.15 0.05,>?5>5218"?1"1.2 0.05>251.25 0.0541." 0.051?2"08>?2"08>?1."5 0.051.4 0.04,2142,58142,581.45 0.04>5518241"8?"11.5 0.0451.55 0.04"54,",80?>88421.> 0.0421,851.>5 0.040?0?0?0?0?0?0?1.8 0.0"?805,,2"52?4111.85 0.0",58142,58142,51., 0.0"851.,5 0.0">4,>4,>4,>4,>51.? 0.0"552>"158,?48"81.?5 0.0"4>15",4>15",4>2 0.0""852.05 0.0"2?2>,2?2>,2?282.1 0.0"2142,58142,5812.15 0.0"1"?5"4,,"820?"2.2 0.0"0>,1,1,1,1,1,22.25 0.0"


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2." 0.02?"48,2>0,>?5>52."5 0.02,82"404255"1?12.4 0.02,1252.45 0.02855102040,1>""2.5 0.028


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PARA SISMO J(J

0 0."

0.2 0."0.4 0."0.45 0."0.5 0."0.55 0."0.> 0."0.>5 0.28>?2"08>?2"0880.8 0.258142,58142,580.85 0.240., 0.225

0.,5 0.2118>4805,,2"5"0.? 0.20.?5 0.1,?48">,421052>1 0.1,1.05 0.18142,58142,5811.1 0.1>">">">">">">41.15 0.15>5218"?1"04"51.2 0.151.25 0.1441." 0.1",4>15",4>15",1."5 0.1""""""""""""""1.4 0.12,58142,58142,1.45 0.1241"8?"10"44,"1.5 0.121.55 0.11>12?0"225,0>41.> 0.11251.>5 0.10?0?0?0?0?0?0?1.8 0.105,,2"52?4118>1.85 0.102,58142,5814"1., 0.11.,5 0.0?82?82?82?82?821.? 0.0?48">,421052>"11.?5 0.0?2"08>?2"08>?222 0.0?2.05 0.0,8,04,8,04,8,042.1 0.0,58142,58142,582.15 0.0,"820?"02"255,12.2 0.0,1,1,1,1,1,1,1,2.25 0.0,


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2." 0.08,2>0,>?5>521842."5 0.08>5?5844>,0,5112.4 0.0852.45 0.08"4>?",88551022.5 0.082


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C'$3' E49'&n *3/2- USO"0 B+;7+)('&$>0?0 E$'7&$

150210 H)$#+(&7$280""0 O'+6&$"?0

T+63&$V++63&$A@)(&$

USOS

SOBRECARGAS 250 500ALTURA TOTAL L11 L10

DEPARTAMENTO J

OFICINAS

GARAGES JTIENDAS


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AMBIENTE S/C *3/2-S&7& 3 7'(*& "00S&7& 3 &7&'6& 850A7&$ 7&;)*&()*+) "00

T&77*$ "50C&*()$ 200S&7& 3 O#*&'+6 7&;)*&()*+) "00A;+6($ C)6$ 250S&7& 3 A*'+)$ 500

C)**3)*$ E$'&7*&$ 500C)**3)*$ E$'&7*&$ 200P7&6&$ 6) (+7+@&;7 100

DEPOSITOS

1000L,


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MATERIALES PESO *3/-1.( AISLAMIENTO%+;*& 3 +3*+) "00C)*') 200

P)7+*(&6) #)7+$(+*6) 200%+;*)'6() >002.( ALBAILERIA DEA3); 1>00U6+3&3$ 3 &7;&Q+7*+& $)7+3&$ 1,00

U6+3&3$ 3 &7;&Q+7*+& '&$ 1"50.( CONCRETO SIMPLE DE

G*&& 2"00C&$')( 3 7&3*+77) 1,00P)@ 1>00

,.( CONCRETO ARMADO

5.( ENLUCIDO O REVO0UE DEM)*(*) 3 '6() 2000

M)*(*) 3 '&7 '6() 1,50M)*(*) 3 '&7 1800

Y$) 10006.( LI0UIDOS

A/& 1000

AQ&3+* 100 /" &7 #$) 37')6'*() $+#7


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PARAMETROS

P/+6& "5

CATEGORIA EDIFICIO FACTOR U

A 1.5

B 1.3

C 1.0

D 0.6(*) En estas edificaciones, a criterio del proyectista, se podrá oitir el análisis por f!er"as s#sicas,

pero de$erá pro%eerse de la resistencia y ri&ide" adec!adas para acciones laterales

ZONA SISMICA Z

1 0.15

' 0.30

3 0.0

TIPO DE SUELO

1 0.

' 0.6

3 0.

1.3

Características para hallar el periodo !"da#e"tal CT

1 35

' 5

3 60

Zo"a co"tri$!%e"te

etros c!adrados'

14.9 o menor

15 - 29.9999

30 - 44.9999

45 - 59.9999

60 ó más

R Coe Re(!lar

R" A'*) A**+)$(*$ 6R2 A'*) A**+)$(*$ E'R1 A'*) P)*(+')$ D'(+R, A7;&Q+7*+& A*&3& )R> C)6'*() A*&3) 3R5 C)6'*() A*&3) DR4 C)6'*() A*&3) P)R? M&3*& 9P)* E$*@)

TP *!-


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PARAMETROS

P/+6& ">

R8 M*)$ 3 D'(+7+3&3

estado R

1 1.00' 0.85


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PARAMETROS

P/+6& "8

Edificaciones Esenciales

Edificaciones +portantes

Edificaciones Co!nes

Edificaciones enores

S

1 -oca o s!elos !y r#&idos

1.' !elos interedios

1. !elos flei$les o con estratos de &ran espesor

0. Condiciones ecepcionales

Eleentos resistentes en la direcci/n de los p/rticos

Eleentos resistentes p/rticos, caas de ascensores y escaleras

Eleentos sisorresistentes por !ros de corte

Relaci)" car(a *i*a a car(a #!erta

+,-./ o #e"or 0 . ) #1s

100 100 100,0 ,5 ,5>0 80 8550 >0 8040 55 >5

>.000>.500?.500".000>.0008.000,.0008.000


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PARAMETROS

4.000

REGULARIRREGULAR

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Predimensionamiento - Trabajo Moiko