METRADO CARGAS ENFERMERIA

8/19/2019 METRADO CARGAS ENFERMERIA

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PREDIMENSIONAMIENTO (PABELLON 02)

CARGA MUERTA (D)

2400.00

PESO DE LOSA ALIGERADO e=0.25 250.00

PESO DE TABIQUERIA 100.00

PESO DE ACABADO 100.00

PESO DE MUROS PERIMETRALES (fachada 1! "#$(%2&c% 15 c% = 4'5.00

PESO DE PARAPETO 14 "#$(%2&c% 15 c% = 210.00

CARGA VIVA (L)

S$C TODOS LOS I)ELES MEOS EL ULTIMO (La* +00.00

S$C TODOS LOS I)ELES MEOS EL ULTIMO (Pa,ad-/ 400.00

S$C ULTIMO I)EL (AOTE PLAA 150.00

Paa /,a, %e3/e, de '.5 %

h e,e,/ de /,a

L L/3#-67d e3 87e ,e a%a a /,a h $ L$25

Se 6/%a9 a d-%e3,-:3 %a;/ aa 73-f/%-a a, /,a,

h $ 5$25 = 0.20 %.

Pe/ de*-d/ a 87e ,e 6a6a de La*/a6/-/, ,e a7%e36a9 e e,e,/ a h = 0.25 %6,.

Paa e ea6e

+? 4>4? 5>5? @>@? '>'? >

Paa 73a /3#-67d de '.00 %6,.

h = '.00 $ 10 = 0.'0 %.

Paa 73-f/%-a a,


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Paa 73-f/%-a a,


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"#$%+

"#$%2

"#$%2

"#$%2

"#$%2

"#$%2

"#$%2

"#$%2

"#$%2

,/*eca#a 87ea87-6ec6:3-c/.

a 250 "#$%2? ;


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aa 73-f/%-a ,e


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METRADO DE CARGAS (PAB

PLANTA TIPICAN° DE PISOS=

A) EN DIRECCIÓN DE LAS VIGAS PRIMARIAS

CARGA MUERTA (

1. METRADO DE ACABADO

NIVEL 1 PESO Ton/2 An!"o T#$%'#$o (Ton/)

)IGA +>+ 0.120 2.+00 0.2'@

)IGA 4>4 0.120 4.@!0 0.5@+

)IGA 5>5 0.120 4.@+0 0.55@

)IGA @>@ 0.120 4.50 0.550

)IGA '>' 0.120 4.@@5 0.5@0

)IGA > 0.120 2.+25 0.2'!

. METRADO DEL ALIGERADO * = 0.2+ .


)IGA +>+ 0.250 2.+00 0.5'5

)IGA 4>4 0.250 4.@!0 1.1'+

)IGA 5>5 0.250 4.@+0 1.15

)IGA @>@ 0.250 4.50 1.145

)IGA '>' 0.250 4.@@5 1.1@@

)IGA > 0.250 2.+25 0.51

CARGA

NIVEL 1 S/C Tn/2 An!"o T#$%'#$o (Ton/))IGA +>+ 0.+00 2.+00 0.@!0

)IGA 4>4 0.+00 4.@!0 1.40'

)IGA 5>5 0.+00 4.@+0 1.+!

)IGA @>@ 0.+00 4.50 1.+'4

)IGA '>' 0.+00 4.@@5 1.400

)IGA > 0.+00 2.+25 0.@!

SUMATORIA DE LAS CARGAS POR SUPERPTIPO DE CARGA VIGA , VIGA -,- VIGA +,+CARGA MUERTA 1.55 2.'0 2.@0

CARGA VIVA (LAB.) 0.@!0 1.40' 1.+!CARGA VIVA (PASADISO) 0.!20 1.'@ 1.52

RESULTADOS DE LAS REACCIONES EN LOS APO$1 $2 $

R*'!!$on*: 101.@+2 2@!.1'4 >+'.'@2R*'!!$on*: 1!5.5'1 40'.142 2@4.!24R*'!!$on*: 1!+.25 402.+2@ 2@1.'!0

R*'!!$on*: 1!1.++0 +!.+12 25!.1'R*'!!$on*: 1!4.@0' 405.1+5 2@+.@1R*'!!$on*: 104.+'@ 21'.2!1 141.+!0


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B) EN DIRECCIÓN DE LAS VIGAS SECUNDARIAS

CARGA MUERTA

1. METRADO DE ACABADO


)IGA A>A 0.120 1.000 0.120

)IGA C>C 0.120 2.000 0.240

)IGA C>C 0.120 2.000 0.240

)IGA D>D 0.120 1.000 0.120

. METRADO DEL ALIGERADO * = 0.2+ .


)IGA A>A 0.250 1.000 0.250)IGA C>C 0.250 2.000 0.500

)IGA C>C 0.250 2.000 0.500

)IGA D>D 0.250 1.000 0.250

CARG

NIVEL 1 S/C Tn/2 An!"o T)IGA A>A 0.+00 1.

)IGA C>C 0.+50 2.

)IGA C>C 0.+50 2.)IGA D>D 0.+00 1.

SUMATORIA DE LAS CARGAS POR SUPER VIGA A,A VIGA C,C

CARGA MUERTA 0.'5 1.22CARGA VIVA 0.+00 0.'00

RESULTADOS DE LAS REACCIONES EN LOS APO$1 $2 $

R*'!!$on*: 1@.@+ +0.0@ +0.0@R*'!!$on*: 4.@+' !0.05@ !0.05@R*'!!$on*: 42.!+4 '!.4!@ '!.4!@R*'!!$on*: 42.54 '.4' '.4'R*'!!$on*: 4!.'+! !2.0!5 !2.0!5R*'!!$on*: 1'.2+' +1.!1@ +1.!1@

C) METRADO DE LAS CARGAS PUNTUALES EN LA COLUMNAS

METRADO DE CONCRETO ARMADO (COLUMNAS

NIVEL 1 PESO Ton/ S*!!$n (2) Lon$&3 ()

C>1 2.400 0.21 2+.1

C>2 2.400 0.1+ 2+.1


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C>+ 2.400 0.++ 2+.1C>4 2.400 0.21 2+.1C>5 2.400 0.45 2+.1

RESULTADOS DE LA CARGA POR PESO PROPIO$1 $2 $

C,1 11.@42 11.@42 11.@42C, 1.2!5 1.2!5 1.2!5C,- 11.@42 11.@42 11.@42C,+ 24.!4 24.!4 24.!4C,- 11.@42 11.@42 11.@42C, 1.2!5 1.2!5 1.2!5

D) SUMATORIA DE TODAS LAS CARGAS

TOTAL DE CARGAS 4UE ACTUA EN LA$1 $2 $

C,1 12!.!11 +11.@22 4.@@C, [email protected] 515.4!+ +'+.2'5C,- 24'.+4 4!+.4@4 +52.!2!C,+ 25.@1 502.10' +@2.!'+C,- 255.! 50.'+ +@'.+5@C, 1+!.!0 2@'.502 1!1.@01


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ELLON 01)

5.000

)

2. METRADO DE TABI4UERIA


)IGA +>+ 0.100 2.+00 0.2+0

)IGA 4>4 0.100 4.@!0 0.4@!

)IGA 5>5 0.100 4.@+0 0.4@+

)IGA @>@ 0.100 4.50 0.45

)IGA '>' 0.100 4.@@5 0.4@'

)IGA > 0.100 2.+25 0.2++

-. METRADO DE CONCRETO ARMADO VIGAS PRINC.

NIVEL 1 PESO Ton/ S*!!$n (2) (Ton/)

)IGA +>+ 2.400 0.21 0.504

)IGA 4>4 2.400 0.21 0.504

)IGA 5>5 2.400 0.21 0.504

)IGA @>@ 2.400 0.21 0.504

)IGA '>' 2.400 0.21 0.504

)IGA > 2.400 0.21 0.504

IVA (L)

NIVEL 1 S/C Tn/2 An!"o T#$%'#$o (Ton/))IGA +>+ 0.400 2.+00 0.!20

)IGA 4>4 0.400 4.@!0 1.'@

)IGA 5>5 0.400 4.@+0 1.52

)IGA @>@ 0.400 4.50 1.+2

)IGA '>' 0.400 4.@@5 1.@@

)IGA > 0.400 2.+25 0.!+0

OSICIÓNVIGA 5,5 VIGA 6,6 VIGA 7,7

2.@5' 2.@!' 1.5!'

1.+'4 1.400 0.@!

1.+2 1.@@ 0.!+0

OS (COLUMNAS)$-

181'2.'+4 281'0.@!1 8

1@.! -81'1.+ +8!2.1 59


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2. METRADO DE TABI4UERIA


)IGA A>A 0.100 1.000 0.100

)IGA C>C 0.100 2.000 0.200

)IGA C>C 0.100 2.000 0.200

)IGA D>D 0.100 1.000 0.100

-. METRADO DE CONCRETO ARMADO VIGAS SEC.

NIVEL 1 PESO Ton/ S*!!$n (2) (Ton/)

)IGA A>A 2.400 0.12 0.2)IGA C>C 2.400 0.12 0.2

)IGA C>C 2.400 0.12 0.2

)IGA D>D 2.400 0.12 0.2

VIVA

$%'#$o (Ton/)00 0.+00

00 0.'00

00 0.'0000 0.+00

OSICIÓNVIGA C,C VIGA D,D

1.22 0.'5

0.'00 0.+00

OS (COLUMNAS)$-

181'.221 2850.0!! 840.'05 -850.0!! +81'.221 59

P (Ton)

11.@42

'.20'


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1.2!5

11.@42

24.!4

E LA COLUMNA$-

181.2!5 2811.@42 824.!4 -811.@42 +81.2!5 59

LOSA$-

1820.251 282+2.4+2 82+4.@41 -82++.@24 +812'.'04 59


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METRADO DE CONCRETO ARMADO COLUMNAS

NIVEL 1 PESO Ton/ S*!!$n (2) Lon$&3 ()

C>2 2.400 0.++ +.5C>+ 2.400 0.21 +.5

C>4 2.400 0.45 +.5

C>5 2.400 0.1+ +.5


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P (Ton)

0.'!20.504

1.00

0.+12


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A) CALCULO DE LAS RECCIONES POR ACCIÓN DE LAS VIGAS PRINCIPALES:

VIGAS PRINCIPALES

VIGA 3-3 VIGA 4-4 VIGA 5-5

CARGA MUERTA 1.59 2.71 2.68

CARGA VIVA (LAB.) 0.69 1.41 1.39ARGA VIVA (PASADISO 0.92 1.88 1.85

CARGA MAYORADA 4.956 9.37272 9.26184

PISOS = 6 29.736 56.23632 55.57!4

"""C#$%&$' $*+ ,*%%'+ %** /0*1 *

VIGA 3-3

AB BA BC

0.088 0.088 0.278CD 1.000 0.241 0.759

M8 -179.036 179.036 -18.065

179.036 89.518 -9.032

-29.104 -58.208 -183.248

M -29.104 210.345 -210.345

V: 101.632 151.124 118.049

V !.632 269.74

VIGA

AB BA BC

0.088 0.088 0.370

CD 1.000 0.192 0.808

M8 -338.590 338.590 -34.164

338.590 169.295

-91.143 -382.577

208.130

-40.044 -168.086

32.896

-6.329 -26.567

5.199

-1.000 -4.199

0.822

-0.158 -0.664

0.130

-0.025 -0.105

0.021

-0.004 -0.017


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M 0.000 369.180 -369.180

V: 195.571 282.437 124.705

V 95.57 4!7.42

VIGAAB BA BC

0.088 0.088 0.370

CD 1.000 0.192 0.808

M8 -334.584 334.584 -33.759

334.584 167.292

-90.065 -378.051

205.668

-39.570 -166.097

32.507

-6.254 -26.2535.138

-0.989 -4.149

0.812

-0.156 -0.656

0.128

-0.025 -0.104

0.020

-0.004 -0.016

M 0.000 364.813 -364.813

V: 193.258 279.096 123.230

V 93.25; 4!2.326

VIGA

AB BA BC

0.088 0.088 0.370

CD 1.000 0.192 0.808

M8 -331.246 331.246 -33.423

331.246 165.623

-89.167 -374.280

203.616

-39.176 -164.440

32.183

-6.192 -25.991

5.087

-0.979 -4.108

0.804

-0.155 -0.649

0.127


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-0.024 -0.103

0.020

-0.004 -0.016

M 0.000 361.173 -361.173

V: 191.330 276.312 122.000V 9.33! 39;.32

VIGA

AB BA BC

0.088 0.088 0.370

CD 1.000 0.192 0.808

M8 -336.921 336.921 -33.995

336.921 168.460

-90.694 -380.691207.104

-39.847 -167.257

32.734

-6.298 -26.436

5.174

-0.995 -4.178

0.818

-0.157 -0.660

0.129

-0.025 -0.1040.020

-0.004 -0.016

M 0.000 367.360 -367.360

V: 194.607 281.045 124.090

V 94.6!7 4!5.35

VIGA

AB BA BC

0.088 0.088 0.370

CD 1.000 0.192 0.808

M8 -180.704 180.704 -18.233

180.704 90.352

-48.643 -204.181

111.078

-21.371 -89.707

17.557

-3.378 -14.179

2.775


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-0.534 -2.241

0.439

-0.084 -0.354

0.069

-0.013 -0.056

0.011

-0.002 -0.009

M 0.000 197.031 -197.031

V: 104.376 150.736 66.555

V !4.376 27.29

B) CALCULO DE LAS RECCIONES POR ACCIÓN DE LAS VIGAS SECUNDARIAS:

TIPO DE CARGA VIGA A,A VIGA C,C

CARGA MUERTA 0.'5 1.22

CARGA VIVA 0.+00 0.'00

CARGA MAYORADA 1.571 2.909

PISOS = 6 9.427 7.455

"""C#$%&$' $*+ ,*%%'

34 43 45 54

0.167 0.167 0.215 0.215

CD 1.000 0.437 0.563 0.500

M8 -15.908 15.908 -16.987 16.987

15.908 7.954

-3.002 -3.874 -1.937

0.636 1.272

-0.278 -0.358 -0.179

0.090

0.003 0.006

-0.001 -0.002

M 0.000 20.582 -20.582 16.238

V: 16.638 25.785 22.852 20.984

V 6.63; 4;.637 42.

34 43 45 54

0.167 0.167 0.215 0.215


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CD 1.000 0.437 0.563 0.500

M8 -29.456 29.456 -31.452 31.452

29.456 14.728

-5.559 -7.173 -3.586

1.177 2.355

-0.514 -0.663 -0.3320.166

0.005 0.011

-0.002 -0.003

M 0.000 38.108 -38.108 30.065

V: 30.806 47.743 42.313 38.854

V 3!.;!6 9!.!56 79.

34 43 45 54

0.167 0.167 0.215 0.215

CD 1.000 0.437 0.563 0.500

M8 -29.456 29.456 -31.452 31.452

29.456 14.728

-5.559 -7.173 -3.586

1.177 2.355

-0.514 -0.663 -0.3320.166

0.005 0.011

-0.002 -0.003

M 0.000 38.108 -38.108 30.065

V: 30.806 47.743 42.313 38.854

V 3!.;!6 9!.!56 79.

VIGA

45 54 56 65

0.161 0.161 0.215 0.215

CD 1.000 0.429 0.571 0.500

M8 -16.987 16.987 -16.987 16.987

16.987 8.493

-3.640 -4.853 -2.427

M 0.000 21.840 -21.840 14.560

V: 17.221 26.615 23.484 20.353


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V 7.22 5!.!99 4!.


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VIGA 6-6 VIGA 7-7 VIGA ;-;

2.66 2.70 1.60

1.37 1.40 0.701.83 1.87 0.93

9.16944 9.32652 5.0022

55.!664 55.9592 3!.!32

$ '' *, C,'++"""

CB

0.2781.000

18.065

-18.065

-91.624

-91.624

-37.762

-37.762 333.043

4-4

CB CD DC

0.370 0.103 0.103

0.783 0.217 1.000

34.164 -249.736 249.736

-124.868 -249.736

-191.289

416.260 115.469

-84.043

65.792 18.251

-13.283

10.399 2.885

-2.100

1.644 0.456

-0.332

0.260 0.072

-0.052

0.041 0.011

-0.008

0.006 0.002


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237.458 -237.458 0.000

27.133 237.791 172.734

264.924 72.734 1040.372

5-5CB CD DC

0.370 0.103 0.103

0.783 0.217 1.000

33.759 -246.782 246.782

-123.391 -246.782

-189.026

411.336 114.103

-83.049

65.014 18.035

-13.12610.276 2.850

-2.075

1.624 0.451

-0.328

0.257 0.071

-0.052

0.041 0.011

-0.008

0.006 0.002

234.649 -234.649 0.000

26.812 234.978 170.691

26.79! 7!.69 1028.064

6-6

CB CD DC

0.370 0.103 0.103

0.783 0.217 1.000

33.423 -244.320 244.320

-122.160 -244.320

-187.140

407.232 112.965

-82.220

64.365 17.855

-12.995

10.173 2.822

-2.054

1.608 0.446

-0.325

0.254 0.070


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-0.051

0.040 0.011

-0.008

0.006 0.002

232.308 -232.308 0.000

26.545 232.634 168.988259.7; 6;.9;; 1017.808

7-7

CB CD DC

0.370 0.103 0.103

0.783 0.217 1.000

33.995 -248.505 248.505

-124.253 -248.505

-190.346414.208 114.900

-83.629

65.468 18.161

-13.218

10.348 2.870

-2.089

1.636 0.454

-0.330

0.259 0.072

-0.0520.041 0.011

-0.008

0.006 0.002

236.288 -236.288 0.000

26.999 236.619 171.883

263.6; 7.;;3 1035.244

7-7

CB CD DC

0.370 0.103 0.103

0.783 0.217 1.000

18.233 -133.284 133.284

-66.642 -133.284

-102.090

222.157 61.626

-44.854

35.113 9.740

-7.089

5.550 1.540


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-1.121

0.877 0.243

-0.177

0.139 0.038

-0.028

0.022 0.006

-0.0040.003 0.001

126.731 -126.731 0.000

14.481 126.909 92.188

4.39! 92.;; 555.244

VIGA C,C VIGA D,D

1.22 0.'5

0.'00 0.+00

2.909 1.571

7.455 9.427

%** /0*1 * $ '' *, C,'++"""

VIGA A-A

56 65 67 76 7; ;7

0.215 0.215 0.215 0.215 0.161 0.161

0.500 0.500 0.500 0.571 0.429 1.000

-16.987 16.987 -16.987 16.987 -16.987 16.987

-8.493 -16.987

2.427 4.853 3.640

-0.607 -1.213 -1.213

1.272 0.636

-0.318 -0.318 -0.159

0.090 0.045 0.045 0.091 0.068

-0.011 -0.023 -0.023 -0.011

0.006 0.003 0.006 0.005

-0.024 -0.024

-16.238 16.089 -16.089 21.767 -21.767 0.000

21.950 21.886 20.697 23.139 26.599 17.237

34 42.5;4 49.739 7.237

VIGA C-C

56 65 67 76 7; ;7

0.215 0.215 0.215 0.215 0.161 0.161


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0.500 0.500 0.500 0.571 0.429 1.000

-31.452 31.452 -31.452 31.452 -31.452 31.452

-15.726 -31.452

4.493 8.986 6.740

-1.123 -2.247 -2.247

2.355 1.177

-0.589 -0.589 -0.2940.166 0.083 0.084 0.168 0.126

-0.021 -0.042 -0.042 -0.021

0.011 0.006 0.012 0.009

-0.044 -0.044

-30.065 29.791 -29.791 40.303 -40.303 0.000

40.642 40.524 38.323 42.844 49.251 31.916

96 7;.;47 92.!95 3.96

VIGA C


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!5 5!.!99 7.22


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27.76;


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4!3.25

4!3.25


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A) DETERMINAMOS EL CENTRO GEOMETRICO DE LA PLATEA

A1 331.98 A2 150.38 A3

!1 6.6 !2 16.85 !3

"1 12.575 "2 10.3 "3

;!= .@+5

!= 10.2!1

B) DETERMINAMOS EL CENTRO DE PRESIONES

TOTAL DE CARGAS 4UE ACTUA EN LA LOSA

$1 $2 $ $-

C,1 12!.!11 +11.@22 4.@@ 18 C,1

C, [email protected] 515.4!+ +'+.2'5 20.251 28 C,

C,- 24'.+4 4!+.4@4 +52.!2! 2+2.4+2 8 C,-

C,+ 25.@1 502.10' +@2.!'+ 2+4.@41 -8 C,+

C,- 255.! 50.'+ +@'.+5@ 2++.@24 +8 C,-

C, 1+!.!0 2@'.502 1!1.@01 12'.'04 59 C,

E0.@+

E= 0.15

CARGA TOTAL

6583.540

B) SE CALCULA LOS ES>UER?OS MAORADOS EN EL SUELO

@A= 1.5 @D= 1.+'5

@B= 1.+54 @C= 0.45


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33.215

16.85

22.875

OORDENADAS ; DE CADA COLUMNA COORDENADAS DE CA

$1 $2 $ $- $1 $2

>.@40 >0.1+0 2.5'0 C,1 12.@0 12.@0

>.@40 >0.1+0 2.5'0 2.!'0 C, .+10 .+10

>.@40 >0.1+0 2.5'0 2.!'0 C,- +.@@0 +.@@0

>.@40 >0.1+0 2.5'0 2.!'0 C,+ >0.!!0 >0.!!0

>.@40 >0.1+0 2.5'0 2.!'0 C,- >5.@40 >5.@40

>.@40 >0.1+0 2.5'0 2.!'0 C, >10.2!0 >10.2!0


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A COLUMNA

$ $-

12.@0

.+10 .+10

+.@@0 +.@@0

>0.!!0 >0.!!0

>5.@40 >5.@40

>10.2!0 >10.2!0

METRADO CARGAS ENFERMERIA

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