20
= 2 OK = h = 5 m = 2 = NOTE DE CALCUL Stalpi de cadru HEB 320 Mecanisme plastice de cedare Eforturi de calcul in situatia seismica de proiectare suprarezistenta sistemului structural pendul inversat q=2 I. Calculul imperfectiunilor 0.894 0.005 Imperfectiune cadru transveral curent (ax17; ax19; ax21)

Nota de Calcul-Stalpi - HEB 320

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  • = 2

    OK

    = h = 5m = 2

    =

    NOTE DE CALCULStalpi de cadru HEB 320

    Mecanisme plastice de cedare

    Eforturi de calcul in situatia seismica de proiectare

    suprarezistenta sistemului structural

    pendul inversat

    q=2

    I. Calculul imperfectiunilor

    0.894

    0.005

    Imperfectiune cadru transveral curent (ax17; ax19; ax21)

  • ==

    = KNF =

    =F = KN

    =F =

    = h =m = 3

    =

    =

    =

    = KNF =

    =F = KN

    =F =

    =F =

    =F =

    =F =

    0.866

    0.003873

    Ax-2185

    0.329

    8.1

    Ax-19189

    0.732

    Ax-17250

    0.968

    Imperfectiune cadru transveral curent (ax11; ax13; ax15)

    0.005

    0.703

    0.816

    0.003

    3100.889

    880.252

    Ax-11 - nivel 1

    Ax-11 - nivel 2

    Ax-13 - nivel 1510

    1.463

    Ax-13 - nivel 237

    0.106

    Ax-15 - nivel 1450

    1.291

    Ax-15 - nivel 210

    0.029

  • = h =m = 6

    =

    =

    =

    = KNF =

    = KNF =

    = KN= KN

    == =

    == =

    = m=

    = 2=

    ==

    = =

    0.1 Nu se tine cont de aceste efecte

    5.0

    III. Verificarea la SLS -HEB 320

    0.0026h

    IV. Verificarea la SLU -HEB 320

    11

    20.004h OK

    OK

    0.0170.015

    Imperfectiune cadru longitudinal (axI; axK)

    0.005

    0.894

    0.764

    0.003Ax-I

    2

    0.680.7

    1

    0.034

    850.29

    Ax-K85

    0.29

    II. Determinarea efectelor de ordin 2

    510232

    2

  • == h ==

    r =

    = ==

    =

    =

    =

    =

    b == r =

    ===

    =

    HEB 320 - predimensionare

    510 KN

    1. Determinarea clasei de sectiune

    Dimensionare

    20.5320225

    30027

    11.520.5

    128.8

    35.37

    Clasa 1

    1.1. Pereti interiori (inima) supusi la inconvoiere cu compresiune

    1.2. Talpa in consola supusa la compresiune

    0.778

    19.57

    0.814

    35.37

    19.57

    124.9 11.5355

    27

    6.28355

  • ==

    = KN= KN A =

    == OK =

    = KNA =

    ==

    b == =

    == KN r =

    = OK

    ===

    = =

    = OK

    510

    Clasa 1

    2. Verificarea la forta axiala

    16130

    0.814

    7.323

    6.28 7.323

    0.098 1.0

    3. Verificarea la forta taietoare

    3551.1

    16130

    3551.1

    5205.5909

    5173

    963.8

    0.162

    156

    0.5

    30020.511.527

    1.1762.9

    0.229

    175

    1.0

    4. Verificarea la incovoiere

    Clasa 1355

    2149000

  • A =; =

    E ==

    ; ===

    = N

    = N

    =

    =

    = h =b =

    = ===

    =

    =

    = OK

    8132967

    2438042.8

    0.839

    30820000092390000

    50005000

    5. Verificarea la incovoiere - compresiune

    16130355210000

    3001.2

    20.520.5 100

    1.533

    alegerea curbelor de flambaj

    1.067 320

    0.447 1.0

    0.961

    0.340.49

    2.001

  • = OK

    =

    k == fara prevederi speciale impotriva rasucirii

    E =G =

    ===

    L =

    =

    = ==

    = h = b ==

    =

    =

    0.221 1.0

    5000

    478.9

    804300

    78810001.99E+11281500

    2.092

    0.7 Grinda incastrata la un capat si articulat la celalalt1.021000081000

    3001.067 Curba a

    0.21

    0.858

    3550.772

    320

    0.811

    Sectiune de clasa 1

  • ===

    =

    ==

    A ==

    =

    == =

    =

    ==

    = ==

    = OK ==

    = =

    = KNA =

    = KN ==

    =

    ==

    A =G =

    == E =

    == N =

    ===

    308200000923900001.991E+11

    5000

    400590000

    2E+06

    2.092

    3551.0

    5726

    0.089

    1613081000

    281500210000

    5102438042.8

    192600021490001.116 1.5

    max( ) 1.61

    51016130

    22510003082000000.993

    0.885

    1.00.447510

    81320.964

    1926000

    0.805

    8132

    0.783

    49510

    16130

    5100

  • == KNm ==

    = ===

    = ===

    =====

    =

    ======

    == =

    =====

    490.8850.811762.9

    0.8851.0

    0.964510

    8132

    0.937

    0.9930.2481.533

    0.005

    0.993

    0.001

    0.811

    1.1157840.8849753

    1.610.08906510.0012638

    0.9718124

    2149000

    355939100

    1.0

    762.9

    333.4

    49175

    0.2475142

  • === KN

    =

    = > = ==

    = =====

    ==

    = =====

    == =

    =

    ======

    = ====

    490.8850.811762.9175

    0.765333.4

    0.055

    1.116

    0.78

    51024380.221

    0.829

    0.9930.2481.533

    0.0890.005

    0.962

    0.8850.964510

    24380.962

    1.5

    939100615900

    1.525 1.5 1.5

    1.50.7651.61

    0510

    2438

    0.765

  • ==

    = ===

    ==

    = ======

    ==

    = =====

    ==

    = ===

    ======

    24380.969

    0.828

    0.7651.61

    0.0890.007

    0.969

    0.7650.829510

    490.8850.811762.9

    0.007

    1.5

    81320.845

    1.51.116

    1.00.48

    0.9930.2481.533

    1.1160.8851.61

    0.0890.055

    0.845

    0.885

    0.829510

  • == KNm =

    == KNm A =

    = KN

    = 0= 0

    ======

    =========

    1.1

    0.751 1.0 OK

    0.886 1.0 OK

    0.780.48

    0.8280.4470.2210.8115726762.9333.4

    5726

    16130

    prevederi pt sect de clasa 4prevederi pt sect de clasa 4

    51049

    1750.937

    0

    3552149000

    762.9

    333.4939100