COL-TREL

CLCULO DE COLUNAS TRELIADAS

CLIENTE : 0 DATA:0

OBRA : 0

ASSUNTO : 0 REV.:0

ESFOROS SOLICITANTES :

N = 1.000 tfMx = 1.00 tfxm

HIPTESE 1 : My = 1.00 tfxmkx = 1.00 Qx = 1.000 tf

Qy = 1.000 tfky = 1.00

Lx (mm) = 1 Ly (mm) = 1 N = 1.000 tfMx = 1.00 tfxm

HIPTESE 2 : My = 1.00 tfxm

Qx = 1.000 tfN Qy = 1.000 tf

1 N = 1.000 tfMx Mx = 1.00 tfxm

HIPTESE 3 : My = 1.00 tfxm1 Qx = 1.000 tf

Qy = 1.000 tf

PERFIL ADOTADO : CARACTERSTICAS INDIVIDUAIS : CARACTERSTICAS DO CONJUNTO :

H (mm) = 102.00 Si (cm2) = 14.5 St (cm2) = 29.00B (mm) = 68.00 P (kg/m) = 11.5 Pt (kg/m) = 22.92tf (mm) = 7.40 Jxi (cm4) = 252 Jxt (cm4) = 48

AO : tw (mm) = 4.80 Jyi (cm4) = 31.7 Jyt (cm4) = 504Wxi (cm3) = 49.7 Wxt (cm3) = 952.1Wyi (cm3) = 9.4 Wyt (cm3) = 99.4

Fy = 2531 kgf/cm2 rxi (cm) = 4.17 rxt (cm) = 1.28ryi (cm) = 1.48 ryt (cm) = 4.17

VERIFICAES :

1. VERIFICAO NO PLANO PERPENDICULAR AO Mx :

TENSES ADMISSVEIS : TENSES ATUANTES :

ld/Af = 0 HIPTESE 1 : HIPTESE 2 : HIPTESE 3 :cm = 1.00

N1 = 1000.500 tf N1 = 1000.500 tf N1 = 1000.500 tfkyLy/ry = 0 My1 = 0.50 tfxm My1 = 0.50 tfxm My1 = 0.50 tfxm

Lt/ryi = 0 fa = 69000 kgf/cm2 fa = 69000 kgf/cm2 fa = 69000 kgf/cm2(kL/r)i = 0 fby = 1006 kgf/cm2 fby = 1006 kgf/cm2 fby = 1006 kgf/cm2

fvy = 102 kgf/cm2 fvy = 102 kgf/cm2 fvy = 102 kgf/cm2Fa = 1519 kgf/cm2

Fby = 1519 kgf/cm2 fa/Fa = 45.44 fa/Fa = 45.44 fa/Fa = 45.44F'ey = ### kgf/cm2 Soma dos Efeitos = 46.10 Soma dos Efeitos = 46.10 Soma dos Efeitos = 46.10


CLIENTE : 0 DATA:0

OBRA : 0

ASSUNTO : 0 REV.:0

2. VERIFICAO NO PLANO DO Mx :



kxLx/rx = 0 e = 100.00 cm e = 100.00 cm e = 100.00 cmkyLy/ry = 0 Wx/S = 32.83 cm Wx/S = 32.83 cm Wx/S = 32.83 cm

Lt/ryi = 0 k = 3.960 k = 3.960 k = 3.960(kLx/r)i = 0 alfa = 2.980 alfa = 2.980 alfa = 2.980(kL/ry)i = 0

Fa = 1518 kgf/cm2 fa = 103 kgf/cm2 fa = 103 kgf/cm2 fa = 103 kgf/cm2Fby = 1519 kgf/cm2 fby = 1006 kgf/cm2 fby = 1006 kgf/cm2 fby = 1006 kgf/cm2F'ey = ### kgf/cm2

fa/Fa = 0.07 fa/Fa = 0.07 fa/Fa = 0.07Soma dos efeitos = 0.73 Soma dos efeitos = 0.73 Soma dos efeitos = 0.73

TRELIAMENTO :

1. MONTANTES :

PERFIL ADOTADO : HIPTESE 1 : HIPTESE 2 : HIPTESE 3 :

N = 1.000 tf N = 1.000 tf N = 1.000 tf

S = 12.1 cm2 fa = 83 kgf/cm2 fa = 83 kgf/cm2 fa = 83 kgf/cm2rx = 1.55 cm

rmin = 0.99 cm fa/Fa = 0.06 < 1,00 fa/Fa = 0.06 < 1,00 fa/Fa = 0.06 < 1,00Lx = 1 mm

Lmin = 500 mmkLx/rx = 0

kLmin/rmin = 51(kLx/rx)i = 51

Fa = 1292 kgf/cm2

2. DIAGONAIS :


N = 1.414 tf N = 1.414 tf N = 1.414 tf





Fa = 1352 kgf/cm2


CLIENTE : DATA:

OBRA :

ASSUNTO : REV.:


N = 1.000 tfMx = 1.00 tfxm


Qy = 1.000 tfky = 1.00



Qx = 1.000 tfN Qy = 1.000 tf

1 N = 1.000 tfMx Mx = 1.00 tfxm


Qy = 1.000 tf


H (mm) = 102.00 S (cm2) = 10.1 St (cm2) = 20.20B (mm) = 40.10 P (kg/m) = 8.0 Pt (kg/m) = 15.9tf (mm) = 7.50 Jx (cm4) = 160 Jxt (cm4) = 37

AO : tw (mm) = 4.60 Jy (cm4) = 13.1 Jyt (cm4) = 319yg (cm) = 1.11 Wx (cm3) = 31.4 Wxt (cm3) = 733.5

Wy (cm3) = 4.6 Wyt (cm3) = 62.8Fy = 2531 kgf/cm2 rx (cm) = 3.97 rxt (cm) = 1.35

ry (cm) = 1.14 ryt (cm) = 3.97

VERIFICAES :




N1 = -46.670 tf N1 = -46.670 tf N1 = -46.670 tfkyLy/ry = 0 My1 = 0.50 tfxm My1 = 0.50 tfxm My1 = 0.50 tfxm

Lt/ryi = 0 fa = -4621 kgf/cm2 fa = -4621 kgf/cm2 fa = -4621 kgf/cm2(kL/r)i = 0 fby = 1592 kgf/cm2 fby = 1592 kgf/cm2 fby = 1592 kgf/cm2


Fby = 1519 kgf/cm2 fa/Fa = -3.04 fa/Fa = -3.04 fa/Fa = -3.04F'ey = ### kgf/cm2 Soma dos Efeitos = -1.99 Soma dos Efeitos = -1.99 Soma dos Efeitos = -1.99


CLIENTE : 0 DATA:

OBRA : 0

ASSUNTO : 0 REV.:








TRELIAMENTO :

1. MONTANTES :


N = 1.000 tf N = 1.000 tf N = 1.000 tf





Fa = 1248 kgf/cm2

2. DIAGONAIS :


N = 1.414 tf N = 1.414 tf N = 1.414 tf


rmin = 0.99 cm fa/Fa = #DIV/0! #DIV/0! fa/Fa = #DIV/0! #DIV/0! fa/Fa = #DIV/0! #DIV/0!Lx = 1 mm



Fa = kgf/cm2


CLIENTE : 0 DATA:0

OBRA : 0

ASSUNTO : 0 REV.:0


N = 1.000 tfMx = 1.00 tfxm


Qy = 1.000 tfky = 1.00



Qx = 1.000 tfN Qy = 1.000 tf

1 N = 1.000 tfMx Mx = 1.00 tfxm


Qy = 1.000 tf


H (mm) = 250 Si (cm2) = 38.5 St (cm2) = 76.98B (mm) = 125 P (kg/m) = 30.2 Pt (kg/m) = 60.42881tf (mm) = 9.53 Jxi (cm4) = 4096 Jxt (cm4) = 465

AO : tw (mm) = 6.35 Jyi (cm4) = 310.2 Jyt (cm4) = 8192Wxi (cm3) = 327.7 Wxt (cm3) = 9309.5Wyi (cm3) = 49.6 Wyt (cm3) = 655.3622


VERIFICAES :




N1 = 1000.500 tf N1 = 1000.500 tf N1 = 1000.500 tfkyLy/ry = 0 My1 = 0.50 tfxm My1 = 0.50 tfxm My1 = 0.50 tfxm

Lt/ryi = 0 fa = 25994 kgf/cm2 fa = 25994 kgf/cm2 fa = 25994 kgf/cm2(kL/r)i = 0 fby = 153 kgf/cm2 fby = 153 kgf/cm2 fby = 153 kgf/cm2


Fby = 1519 kgf/cm2 fa/Fa = 17.12 fa/Fa = 17.12 fa/Fa = 17.12F'ey = ### kgf/cm2 Soma dos Efeitos = 17.22 Soma dos Efeitos = 17.22 Soma dos Efeitos = 17.22


CLIENTE : 0 DATA:0

OBRA : 0

ASSUNTO : 0 REV.:0








TRELIAMENTO :

1. MONTANTES :


N = 1.000 tf N = 1.000 tf N = 1.000 tf





Fa = 1388 kgf/cm2

2. DIAGONAIS :


N = 1.414 tf N = 1.414 tf N = 1.414 tf





Fa = 1428 kgf/cm2


CLIENTE : DATA:

OBRA : FOLHA: 1

ASSUNTO : REV.:0


N = 0.000 tfMx = 0.00 tfxm


Qy = 0.000 tfky = 1.00



Qx = 0.000 tfN Qy = 0.000 tf

0 N = 0.000 tfMx Mx = 0.00 tfxm


Qy = 0.000 tf


H (mm) = 350 Si (cm2) = 94.4 St (cm2) = 188.87B (mm) = 250 P (kg/m) = 74.1 Pt (kg/m) = 148.262tf (mm) = 12.70 Jxi (cm4) = 20777 Jxt (cm4) = 4961

AO : tw (mm) = 9.53 Jyi (cm4) = 3307.3 Jyt (cm4) = 41555Wxi (cm3) = 1187.3 Wxt (cm3) = #DIV/0!Wyi (cm3) = 264.6 Wyt (cm3) = 2374.556


VERIFICAES :




N1 = #DIV/0! tf N1 = #DIV/0! tf N1 = #DIV/0! tfkyLy/ry = 0 My1 = 0.00 tfxm My1 = 0.00 tfxm My1 = 0.00 tfxm

Lt/ryi = 0 fa = #DIV/0! kgf/cm2 fa = #DIV/0! kgf/cm2 fa = #DIV/0! kgf/cm2(kL/r)i = 0 fby = 0 kgf/cm2 fby = 0 kgf/cm2 fby = 0 kgf/cm2


Fby = #DIV/0! kgf/cm2 fa/Fa = #DIV/0! fa/Fa = #DIV/0! fa/Fa = #DIV/0!F'ey = #DIV/0! kgf/cm2 Soma dos Efeitos = #DIV/0! Soma dos Efeitos = #DIV/0! Soma dos Efeitos = #DIV/0!


CLIENTE : HMB - HYUNDAI MOTORS DO BRASIL DATA:

OBRA : SIMES FILHO - BA FOLHA: 2

ASSUNTO : ESTRUTURAS METLICAS PARA O " EDIFCIO DO PRESS SHOP " REV.:0




kxLx/rx = 0 e = #DIV/0! cm e = #DIV/0! cm e = #DIV/0! cmkyLy/ry = 0 Wx/S = #DIV/0! cm Wx/S = #DIV/0! cm Wx/S = #DIV/0! cm

Lt/ryi = 0 k = #DIV/0! k = #DIV/0! k = #DIV/0!(kLx/r)i = 0 alfa = #DIV/0! alfa = #DIV/0! alfa = #DIV/0!(kL/ry)i = 0

Fa = 1519 kgf/cm2 fa = #DIV/0! kgf/cm2 fa = #DIV/0! kgf/cm2 fa = #DIV/0! kgf/cm2Fby = #DIV/0! kgf/cm2 fby = 0 kgf/cm2 fby = 0 kgf/cm2 fby = 0 kgf/cm2F'ey = #DIV/0! kgf/cm2

fa/Fa = #DIV/0! fa/Fa = #DIV/0! fa/Fa = #DIV/0!Soma dos efeitos = #DIV/0! Soma dos efeitos = #DIV/0! Soma dos efeitos = #DIV/0!

TRELIAMENTO :

1. MONTANTES :


N = 0.000 tf N = 0.000 tf N = 0.000 tf


rmin = 1 cm fa/Fa = 0.00 < 1,00 fa/Fa = 0.00 < 1,00 fa/Fa = 0.00 < 1,00Lx = 0 mm



Fa = 1295 kgf/cm2

2. DIAGONAIS :


N = 0.000 tf N = 0.000 tf N = 0.000 tf

S = 11.88 cm2 fa = 0 kgf/cm2 fa = 0 kgf/cm2 fa = 0 kgf/cm2rx = -1.98 cm




Fa = 1354 kgf/cm2

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