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calcul-stalp metalic
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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