diseño estructural.xls

losa\apoyo voladizo [D]

20 24 28 10

16 18.5 21 8

estructura1

panel tipo losa tipo apoyo x Lx [m] tipo apoyo y Ly [m] espesor [m]

1 N B 7.16 B 7.70 0.39 0.42 0.422 N C 5.40 B 7.70 0.26 0.42 0.423 N C 6.02 B 7.70 0.29 0.42 0.424 N B 7.19 B 7.70 0.39 0.42 0.425 N B 7.16 B 5.02 0.39 0.27 0.396 N C 5.40 B 5.02 0.26 0.27 0.277 N C 6.02 B 5.02 0.29 0.27 0.298 N B 7.19 B 5.02 0.39 0.27 0.399 N D 3.16 A 2.82 0.40 0.18 0.40

0.42

0.5

estructura2


9 N A 6.93 D 1.20 0.43 0.15 0.4310 N B 3.98 B 1.29 0.22 0.07 0.2211 N A 6.93 B 6.78 0.37 0.37 0.3712 N B 3.98 B 5.00 0.22 0.27 0.2713 N B 6.93 B 5.00 0.37 0.27 0.3714 N A 3.98 B 7.76 0.22 0.42 0.4215 N B 6.93 A 4.88 0.43 0.31 0.43

0.43

0.5

estructura3


16 N B 8.88 B 4.42 0.48 0.24 0.4817 N B 6.90 B 4.42 0.37 0.24 0.3718 N B 8.88 B 4.46 0.48 0.24 0.4819 N B 6.90 B 4.46 0.37 0.24 0.37

0.48

0.5

apoyos simples

[A]un extremo continuo [B]

ambos extremos

continuos [C]

losa maciza 1D [M]

viga o losa nervada 1D [N]

espesor x [m]

espesor y [m]

espesor máx [m]

espesor asum [m]

espesor x [m]

espesor y [m]

espesor máx [m]

espesor asum [m]

espesor x [m]

espesor y [m]

espesor máx [m]

espesor asum [m]

1.1 2D 2D1.4 2D 2D1.3 2D 2D1.1 2D 2D1.4 2D 2D1.1 2D 2D1.2 2D 2D1.4 2D 2D1.1 2D 2D

5.8 1D 1D3.1 1D 1D1.0 2D 2D1.3 1D 2D1.4 2D 2D1.9 1D 2D1.4 2D 2D

2.0 1D 1D1.6 1D 2D2.0 1D 2D1.5 1D 2D

máxL/mínL

transf. carga

máxL/mínL

transf. carga

máxL/mínL

transf. carga

ESTRUCTURA 1cargas verticales dims nerviosacabados [kg/m2] 150 bw [m]particiones [kg/m2] 200 h [m]aligerante [kg/m2] 17 t [m]loseta [kg/m2] 120 s [m]nervios [kg/m2] 196#dirs transmis carga 2

MUERTA (D) [kg/m2] 683 563VIVA (L) [kg/m2] 500 auditorioD+L [kg/m2] 11831.2D+1.6L [kg/m2] 1620D cubierta [kg/m2] 50

peso total del edificiolosa y aligerante [kg/m2] 333 LT estruct_x [m] 24particiones [kg/m2] 200 LT estruct_y [m] 13

acabados [kg/m2] 150 LT cubierta_x [m] 24

cubierta [kg/m2] 50 LT cubierta_y [m] 16

Nivel area [m2] estructura [kg] particiones [kg]

2 312 104009 62400cubierta 384 19200 0

Sa 0.7

Peso [kg] 232409Fs [kg] 162687

cortante sísmica elástica aprox hztal (derivas)

calculo de espectro

ver archivo Espectro NSR-10.xls

D2

validar dimensiones en hoja "12 dis vigas"

A8

-poner 1 si losa en una dirección -poner 2 si losa en dos dirección

fza viento edificio (hztal) presión [kg/m2] 40W [kg]

hacia el Norte 24 7 6720hacia el Norte 13 7 3640

fza viento cubierta presión [kg/m2] 40pendiente 10%Lx [m] Ly [m] W [kg]

Horizontal 24 16 15284Vertical 24 16 1528

análisis vigas y viguetas apoyoL afer [m] 1.12 cort.máx [kg] 3629

q_lin [kg/m] 907 -4839

L [m] 8 0

E [kg/m2] 2.15E+09

b [m] 0.3

h [m] 0.5

I [m4] 0.003125I reduc [m4] 0.0015625

mom.max (empotrada) [kg.m]

mom.max (simple) [kg.m]

deflex.max (simple) [m]

deflex.max (empotrada) [m]

0.10.50.051

acabados [kg] peso por piso [kg]

46800 2132090 19200

Peso edificio 232409

Ro 5

fi_r 1fi_p 0.8fi_a 1R 4Fs/R [kg] 40672

cortante sísmica inelástica aprox hztal (diseño)

centro luz apoyo0 3629

2419 -4839

7258 0

0.014 a=L/deflex 556

0.003 a=L/deflex 2782

ESTRUCTURA 2cargas verticales dims nerviosacabados [kg/m2] 150 bw [m] 0.12particiones [kg/m2] 200 h [m] 0.5aligerante [kg/m2] 17 t [m] 0.05loseta [kg/m2] 120 s [m] 1nervios [kg/m2] 231#dirs transmis carga 2

MUERTA (D) [kg/m2] 718 598VIVA (L) [kg/m2] 500 corredorD+L [kg/m2] 12181.2D+1.6L [kg/m2] 1662D cubierta [kg/m2] 35

peso total del edificiolosa y aligerante [kg/m2] 368 LT estruct_x [m] 11particiones [kg/m2] 200 LT estruct_y [m] 20

acabados [kg/m2] 150 LT cubierta_x [m] 10

cubierta [kg/m2] 35 LT cubierta_y [m] 20

Nivel area [m2] estructura [kg] particiones [kg] acabados [kg]

2 220 81054 44000 330003 220 81054 44000 33000

cubierta 200 7000 0 0Peso edificio

Sa 0.7 Ro

Peso [kg] 323109 fi_rFs [kg] 226176 fi_p

fi_aRFs/R [kg]

cortante sísmica elástica aprox (derivas)

calculo de espectro

cortante sísmica inelástica aprox (diseño)


L2

revisar dimensiones en hoja "12 dis vigas"

I8


fza viento edificio (hztal) presión [kg/m2] 40W [kg]

hacia el Norte 11 10 4400hacia el Norte 20 10 8000

fza viento cubierta presión [kg/m2] 40pendiente 10%Lx [m] Ly [m] W [kg]

Horizontal 10 20 7960Vertical 10 20 796

análisis vigas y viguetas apoyo centro luzq_lin [kg/m] 931 cort.máx [kg] 3118.1264 0

L [m] 6.7 -3482 5223

E [kg/m2] 2E+09 0 1741

b [m] 0.12

h [m] 0.5 0.020

I [m4] 0.00125 0.004

I reduc [m4] 0.000625





ESTRUCTURA 3cargas verticalesacabados [kg/m2] 150particiones [kg/m2] 200aligerante [kg/m2] 17loseta [kg/m2] 120nervios [kg/m2] 98#dirs transmis carga 1

MUERTA (D) [kg/m2] 585VIVA (L) [kg/m2] 500D+L [kg/m2] 10851.2D+1.6L [kg/m2] 1502D cubierta [kg/m2] 37

peso total del edificiolosa y aligerante [kg/m2] 235particiones [kg/m2] 200

acabados [kg/m2] 150

cubierta [kg/m2] 37

peso por piso [kg] Nivel area [m2]

158054 2 144158054 3 144

7000 cubierta 198323109

5 Sa 0.7

1 Peso [kg] 1758580.8 Fs [kg] 1231011456544

cortante sísmica elástica aprox (derivas)

Q8


fza viento edificio (hztal) presión [kg/m2]

hacia el Norte 16hacia el Norte 9

fza viento cubierta presión [kg/m2]pendienteLx [m]

Horizontal 18Vertical 18

apoyo análisis vigas y viguetas3118.1264 q_lin [kg/m] 1652

-3482 L [m] 6.7

0 E [kg/m2] 2E+09

b [m] 0.1

a=L/deflex 343 h [m] 0.5

a=L/deflex 1715 I [m4] 0.0010416666667

I reduc [m4] 0.0005208333333

dims nerviosbw [m] 0.1h [m] 0.5t [m] 0.05s [m] 1

465biblioteca

LT estruct_x [m] 16LT estruct_y [m] 9

LT cubierta_x [m] 18

LT cubierta_y [m] 11

estructura [kg] particiones [kg] acabados [kg] peso por piso [kg]

33866 28800 21600 8426633866 28800 21600 842667326 0 0 7326

Peso edificio 175858

Ro 5

fi_r 1fi_p 0.8fi_a 1R 4Fs/R [kg] 30775

calculo de espectro

cortante sísmica inelástica aprox (diseño)


T2

revisar dimensiones en hoja "12 dis vigas"

40W [kg]

10 640010 3600

4015%Ly [m] W [kg]11 783211 1175

apoyo centro luz apoyocort.máx [kg] 5535.674 0 5535.674

-6182 9272 -6182

0 3091 0







ver archivo "tablas análisis.xlsx"en carpeta de pórtico respectivo

FLEXIÓN Mu [kN] 100

f'c [MPa] 21 M- en viga T?? no # capas 1fy [MPa] 420 h [mm] 300 db_max [mm] 12.7Ec [MPa] 21538 hf [mm] 0 db_min [mm] 12.7Es [MPa] 200000 b [mm] 300 d [mm] 254

bw [mm] 300 db' [mm] 12.7bw_calc [mm] 300 d' [mm] 96

rec+ [mm] 40rec- [mm] 90

Luz [mm] 8000 cuant + 0.0052

1000 As'_fict [mm2] 0 cuant - 0.0000

As' barras [mm2] 0 detallado As' 0#4

As'_total [mm2] 0f's [Mpa] 0 As_flex [mm2] 398 detallado As 3#4

0 As_barras [mm2] 398c [mm] 37

OK

viga simple/ ref. ó As' fluye aplicaa [mm] 31 c/d 0.14c [mm] 37

Mn1 [kN.m] 40 falla dúctilMn2 [kN.m] 0

fi.Mn [kN.m] 36 0

viga doble/ ref. y As' en rango elástico 0A [N/mm] 4551.75

B [N] -167160C [N.mm] 0

c1 [mm] 37c2 [mm] 0

c [mm] 37 c/d 0.14

f's [MPa] 0 falla dúctila [mm] 31

Mn1 [kN.m] 40Mn2 [kN.m] 0

fi.Mn [kN.m] 36 0

CORTE Vu [kN] 200

s=Luz libre vigs parals [mm]

acero negativo NO trabaja

C6

-Espaciamiento de refuerzo de losa <5hf <450mm -Si es viga rectangular: anular aleta (hf=0) -Si es viga de sección compuesta: chequear rangos de dimensionamiento (ver celda H4)

A13

aplica para T's paralelas (nervios 1D)

CORTE

s [mm] 200 inválidolong_E@s [m] 600

dbt [mm] 9.5# ramas 2 Astv > Astv_mín

stv_barras [mm2] 142 detallado AstAstv [mm2] 142 3E#[email protected]

fi.Vc [KN] 36fi.Vs [KN] 57fi.Vn [KN] 92 0

# (ferrasa) Φ [mm] A [mm2] W [kg/m]2 6.4 32 0.253 9.5 71 0.564 12.7 129 0.995 15.9 199 1.556 19.1 284 2.247 22.2 387 3.048 25.4 510 3.979 28.7 645 5.06

10 32.26 819 6.4011 35.81 1006 7.9114 43.00 1452 11.38

A44

-desde borde interno de apoyo -1er [email protected]

%reducción resistencia*Cort+tors concr 0.6

*Tens.acero 0.9 *Cort+tors acero 0.75

rangos de dimensionamiento: vigas de sección compuesta

T's parals L T aislOK OK 0OK OK OK0

0 # (ferrasa) Φ [mm]2 6.4

cuant mín M+ 0.0033 As válida 3 9.5

4 12.7

5 15.9

6 19.12#8+1#7 7 22.2

8 25.49 28.7

10 32.2611 35.81

14 43.00

TORSIÓN Tu [kN.m] 0

(0 . 85 f ' cbβ1 )c2+(0 . 003E s A ' s−A s f y )c−0 . 003d ' E s A ' s=0 (54 )

H5

-Nervios de amarre @10hf<4m (sist. 1D) -Para aleta a tracción (M-) considerar refuerzo en (b-bw)/2<=4hf

I5

-Para aleta a tracción (M-) considerar refuerzo en b-bw <= 4hf

J5

-Para aleta a tracción (M-) considerar refuerzo en (b-bw)/2<=4hf

TORSIÓN

*Astt [mm2] 0Acp [mm2] 90000

Pcp [mm] 1200fi.Tc [KN.m] 1.5 no req. Astt

Asl [mm2] 0 OKfi.Tn [KN.m] 0.0 0

A_v+t [mm2] 142 OKPh [mm] 978

Aoh [mm2] 59780tao_v+t [Mpa] 2.63 redimensionar

A [mm2] W [kg/m]32 0.25 0.32 7.67

71 0.56 0.71

129 0.99 1.29

199 1.55 1.99

284 2.24 2.84387 3.04 3.87

510 3.97 5.1645 5.06 6.45819 6.40 8.19

1006 7.91 10.06

1452 11.38 14.52

(0 . 85 f ' cbβ1 )c2+(0 . 003E s A ' s−A s f y )c−0 . 003d ' E s A ' s=0 (54 )

AXIAL + FLEXIÓN %reducción resistenciafi_P fi_exc

f'c (MPa) 21 h [mm] 400 0.65 0.75fy (MPa) 420 b [mm] 500Es (MPa) 200000 r [mm] 40

db [mm] 28.7# capas 3

# barras en ancho 4sl [mm] 146

OK cuantía As 0.032capa # *d=d' [mm] *As=As' [mm2] *%As=As' [mm2] # (ferrasa)

1 346 2580 0 22 200 1290 0 33 54 2580 0 44 0 0 0 55 0 0 0 66 0 0 0 77 0 0 0 88 0 0 0 99 0 0 0 10

10 0 0 0 11% Asl torsion 0% 14

k 1 detallado As dir."b"lu [m] 2.5 4#9

I [mm4] 2666666666.667A [mm2] 200000 detallado As dir."h"

r [mm] 115.5 3#9k.lu/r 21.7 no esbelta

CORTE Vu [kN] 116

so [mm] 100 OKLo [m] 400

s [mm] 170 OKdbt [mm] 9.5# ramas b 4 OK# ramas h 3 OK

Astv_barras [mm2] 284 detallado AstAstv [mm2] 284 4E#[email protected]

fi.Vc [KN] 84 Astv > Astv_mínfi.Vs [KN] 189fi.Vn [KN] 274

OK# (ferrasa) Φ [mm] A [mm2] W [kg/m]

2 6.4 32 0.253 9.5 71 0.564 12.7 129 0.99

0 100 200 300 400 500

-2000

-1000

0

1000

2000

3000

4000

M [kN.m]

P [k

N]

A34

-desde borde interno de apoyo -1er [email protected]

5 15.9 199 1.556 19.1 284 2.24

7 22.2 387 3.048 25.4 510 3.979 28.7 645 5.06

10 32.26 819 6.4011 35.81 1006 7.9114 43.00 1452 11.38

%reducción resistencia 1fi_M fi_V+T_conc fi_V+T_acero *d=d' [mm] 346

0.9 0.6 0.75 *As=As' [mm2] 2580brazo [mm] 146

c (mm) fs [MPa]0.1 42020 42040 42060 42080 420

Φ [mm] A [mm2] W [kg/m] 100 4206.4 32 0.25 120 4209.5 71 0.56 140 420

12.7 129 0.99 160 42015.9 199 1.55 180 42019.1 284 2.24 200 42022.2 387 3.04 220 34325.4 510 3.97 240 26428.7 645 5.06 260 198

32.26 819 6.40 280 14135.81 1006 7.91 300 9143.00 1452 11.38 320 48

340 10360 0380 0400 0420 0440 0460 0480 0

TORSIÓN Tu [kN.m] 0 500 0520 0

*Astt [mm2] 0 540 0Acp [mm2] 200000 560 0

Pcp [mm] 1800 580 0fi.Tc [KN.m] 5.1 no req. Astt 600 0

Asl [mm2] 0 OK 620 0fi.Tn [KN.m] 5.1 OK 640 0

660 0A_v+t [mm2] 284 OK 680 0

Ph [mm] 1640 700 0Aoh [mm2] 165600 720 0

tao_v+t [Mpa] 0.64 OK 740 0760 0780 0800 0

0 100 200 300 400 500

-2000

-1000

0

1000

2000

3000

4000

M [kN.m]

P [k

N]

2 3 4 5 6 7 8 9 10 1200 54 0 0 0 0 0 0 0 346

1290 2580 0 0 0 0 0 0 0 25800 -146 -200 -200 -200 -200 -200 -200 -200 -146

fs [MPa] fs [MPa] fs [MPa] fs [MPa] fs [MPa] fs [MPa] fs [MPa] fs [MPa] fs [MPa] fs' [MPa]420 420 0 0 0 0 0 0 0 0420 420 0 0 0 0 0 0 0 0420 215 0 0 0 0 0 0 0 0420 0 0 0 0 0 0 0 0 0420 0 0 0 0 0 0 0 0 0420 0 0 0 0 0 0 0 0 0400 0 0 0 0 0 0 0 0 0257 0 0 0 0 0 0 0 0 0150 0 0 0 0 0 0 0 0 067 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 240 0 0 0 0 0 0 0 0 540 0 0 0 0 0 0 0 0 820 0 0 0 0 0 0 0 0 1060 0 0 0 0 0 0 0 0 1290 0 0 0 0 0 0 0 0 1490 0 0 0 0 0 0 0 0 1680 0 0 0 0 0 0 0 0 1850 0 0 0 0 0 0 0 0 2010 0 0 0 0 0 0 0 0 2160 0 0 0 0 0 0 0 0 2300 0 0 0 0 0 0 0 0 2420 0 0 0 0 0 0 0 0 2540 0 0 0 0 0 0 0 0 2660 0 0 0 0 0 0 0 0 2760 0 0 0 0 0 0 0 0 2860 0 0 0 0 0 0 0 0 2950 0 0 0 0 0 0 0 0 3040 0 0 0 0 0 0 0 0 3120 0 0 0 0 0 0 0 0 3200 0 0 0 0 0 0 0 0 3270 0 0 0 0 0 0 0 0 3340 0 0 0 0 0 0 0 0 341

2 3 4 5 6 7 8 9 10200 54 0 0 0 0 0 0 0

1290 2580 0 0 0 0 0 0 00 146 200 200 200 200 200 200 200

fs' [MPa] fs' [MPa] fs' [MPa] fs' [MPa] fs' [MPa] fs' [MPa] fs' [MPa] fs' [MPa] fs' [MPa]0 0 420 420 420 420 420 420 4200 0 420 420 420 420 420 420 4200 0 420 420 420 420 420 420 4200 56 420 420 420 420 420 420 4200 192 420 420 420 420 420 420 4200 274 420 420 420 420 420 420 4200 328 420 420 420 420 420 420 4200 367 420 420 420 420 420 420 4200 396 420 420 420 420 420 420 4200 419 420 420 420 420 420 420 4200 420 420 420 420 420 420 420 42055 420 420 420 420 420 420 420 420100 420 420 420 420 420 420 420 420138 420 420 420 420 420 420 420 420171 420 420 420 420 420 420 420 420200 420 420 420 420 420 420 420 420225 420 420 420 420 420 420 420 420247 420 420 420 420 420 420 420 420267 420 420 420 420 420 420 420 420284 420 420 420 420 420 420 420 420300 420 420 420 420 420 420 420 420314 420 420 420 420 420 420 420 420327 420 420 420 420 420 420 420 420339 420 420 420 420 420 420 420 420350 420 420 420 420 420 420 420 420360 420 420 420 420 420 420 420 420369 420 420 420 420 420 420 420 420378 420 420 420 420 420 420 420 420386 420 420 420 420 420 420 420 420393 420 420 420 420 420 420 420 420400 420 420 420 420 420 420 420 420406 420 420 420 420 420 420 420 420413 420 420 420 420 420 420 420 420418 420 420 420 420 420 420 420 420420 420 420 420 420 420 420 420 420420 420 420 420 420 420 420 420 420420 420 420 420 420 420 420 420 420420 420 420 420 420 420 420 420 420420 420 420 420 420 420 420 420 420420 420 420 420 420 420 420 420 420420 420 420 420 420 420 420 420 420

fi.Mn [kN.m] fi.Pn [kN.m] e (mm]0 -1320 026 -1247 -21119 -915 -130233 -499 -466298 -255 -1170342 -78 -4384375 77 4882400 289 1383420 467 899435 622 700441 740 596418 945 442392 1147 342368 1328 277344 1495 230321 1649 195298 1793 166274 1929 142249 2057 121224 2181 103196 2299 85168 2413 70138 2523 55106 2630 4072 2735 2637 2837 130 2837 00 2837 00 2837 00 2837 00 2837 00 2837 00 2837 00 2837 00 2837 00 2837 00 2837 00 2837 00 2837 00 2837 00 2837 0

CUBIERTA ELEVADA CORREDOR Y RAMPA

Cargas

21.74 *Resultante Compon. x Compon. y

*# templeros 4 12.500 1.244 12.438

4.35 15.000 1.493 14.926

*Pendiente (%) 10 9.560 0.951 9.513

Ángulo [rads] 0.100 7.354 0.732 7.317

Ángulo [grados] 5.71 D [kg/m2] 34.854 3.468 34.681

1.3 *Lr [kg/m2] 50.000 4.975 49.752

*Wp [kg/m2] 40.000 0.000 40.000

*Ws [kg/m2] -40.000 0.000 -40.000

24.398 2.428 24.277

Sa 0.700 0.700 0.700

wx [kg/m2] wy [kg/m2]

1.4D 4.855 48.553 qy [kg/m] 199

1.2D+0.5Lr 6.649 66.493 Mx [kg.m] 11768

1.2D+1.6Lr+0.8Wp 12.122 153.220 qx [kg/m] 15.759

1.2D+1.6Wp+0.5Lr 6.649 130.493 My [kg.m] 37.2

1.2D + sismo 6.589 65.894

0.9D+1.6Ws 3.121 -32.787

Carga máxima 12.122 153.220

*b [m] 0.110 Fe [kg/m2] 21709182 *Fy [ksi] 40

*h [m] 0.355 fi*Mnx [kg.m] 3374 Fy [kg/m2] 27579200

*tf [m] 0.003 *E [kg/m2] 20000000000

*tw [m] 0.003 fi*Mny [kg.m] 294

*Ix [mm4] 33554588

Ix [m4] 3.4E-05 Fv [kg/m2] 6894861

*Iy [mm4] 2613640 *fi*Vn [kg] 6976

Iy [m4] 2.6E-06

*Sx [mm3] 189040

Sx [m3] 1.9E-04

*Sy [mm3] 31830

Sy [m3] 3.2E-05

1

Dimensiones Cubierta

*Ly=Lby=Luz de correa [m]

*Teja Standing-Seam

[kg/m2]

Lx=Lbx=L entre templ. [m]

*Instalac. + Cielo [kg/m2]

*peso perfil [kg/m]

Correas [kg/m2]

*Espaciamiento correas [m]

*sismo [kg/m2]

Combinaciones de carga

Momentos últimos

Propiedades Geométricas Perfil

"C"

Propiedades Mecánicas Perfil "C"

Propiedades Acero Perfil

"C"

*ky (pandeo-torsolateral)

C28

f2662

*kv (pandeo corte) 5.34

*x centr [m] 0.028

Iyc [m4] 1.107E-06

cumple cumple

Lr

qx [kg/m] 6.468 10.025

dx [m] 0.0006 0.0009

dx adm [m] 0.0121 0.0181

no cumple no cumple no cumple

Lr W=Wp

qy [kg/m] 64.677 52.000 100.250

dy [m] 0.280 0.225 0.434

dy adm [m] 0.060 0.060 0.091

Flexión Biaxial no cumple

3.61

Flexión y cortante no cumple

3.502

Deflexiones admisibles en x

D (sin peso propio) + Lr

Deflexiones admisibles en y


prop Inercias Momentos Cortante Arrugamiento

cat acesco pg 37 69-76 88 92-93

perf lam delg

305*80*2,5

no hay W en x

gr 40 acero negro

ref: diapos de garza

*f'cu [Mpa] 12*f'cp [Mpa] 7*h [mm] 1500*kp 0.8f'm [Mpa] 8f'm [kg/m2] 793005

*L [m] 10*t [m] 0.15A [m2] 1.5*Ae/A 30%*Aesforz/AT 50%

fi*Pn [kg] 142741*q [kg/m] 215*L correa [m] 8*# correas 10P correas 17200FS 8.30 OK

CUBIERTA ELEVADA CORREDOR Y RAMPA

Cargas

8.64 *Resultante Compon. x Compon. y

*# templeros 2 12.500 0.000 12.500

2.88 15.000 0.000 15.000

*Pendiente (%) 10 9.560 0.000 9.560

Ángulo [rads] 0.100 Correas [kg/m2] 5.975 0.000 5.975

Ángulo [grados] 5.71 D [kg/m2] 33.475 0.000 33.475

1.6 *Lr [kg/m2] 50.000 0.000 50.000

*Wp [kg/m2] 40.000 0.000 40.000

*Ws [kg/m2] -40.000 0.000 -40.000

*sismo [kg/m2] 23.433 0.000 23.433

Sa 0.700 0.700 0.700

wx [kg/m2] wy [kg/m2]

1.4D 0.000 46.865 qy [kg/m] 22.826

1.2D+0.5Lr 0.000 65.170 Mx [kg.m] 213.0

0.000 152.170 qx [kg/m] 0.000

0.000 129.170 My [kg.m] 0.0

1.2D + sismo 0.000 63.603

0.9D+1.6Ws 0.000 -33.873

Dimensiones Cubierta

*Ly=Lby=Luz de correa [m]

*Teja Standing-Seam [kg/m2]

Lx=Lbx=L entre templ. [m]

*Instalac. + Cielo [kg/m2]

*peso perfil [kg/m]

*Espaciamiento correas [m]

Combinaciones de carga

Momentos últimos

1.2D+1.6Lr+0.8Wp

1.2D+1.6Wp+0.5Lr

A4

0.8: arcilla 1.4: concreto

Carga máxima 0.000 152.170

*b [m] 0.067 Fe [kg/m2] 18693876 *Fy [ksi] 40

*h [m] 0.254 fi*Mnx [kg.m] 1388 Fy [kg/m2] 27579200

*tf [m] 0.003 *E [kg/m2] 20000000000

*tw [m] 0.003 fi*Mny [kg.m] 295

*Ix [mm4] 10830953

Ix [m4] 1.1E-05 Fv [kg/m2] 12162287

*Iy [mm4] 603975 *fi*Vn [kg] 8804

Iy [m4] 6.0E-07

*Sx [mm3] 85283

Sx [m3] 8.5E-05

*Sy [mm3] 11865

Sy [m3] 1.2E-05

1

5.34

*x centr [m] 0.016

Iyc [m4] 2.637E-07

#DIV/0! #DIV/0!

Lr

qx [kg/m] 0.000 0.000

dx [m] #DIV/0! #DIV/0!

dx adm [m] 0.0220 0.0330

#DIV/0! #DIV/0! #DIV/0!

Lr W=Wp

qy [kg/m] 80.000 64.000 124.000

dy [m] #DIV/0! #DIV/0! #DIV/0!

dy adm [m] 4.167 4.167 6.250

Flexión Biaxial cumple

0.15

cumple

0.154

Propiedades Geométricas

Perfil "C"

Propiedades Mecánicas Perfil

"C"

Propiedades Acero Perfil

"C"

*ky (pandeo-torsolateral)

*kv (pandeo corte)

Deflexiones admisibles en x


Deflexiones admisibles en y


Flexión y cortante

C48

f2662

diseño estructural.xls

Documents