proiect+la+constructii+metalic1
DESCRIPTION
kkkkkkTRANSCRIPT
PROIECT LA CONSTRUCTII METALICE
Proiect la constructii metalice
Moldovan Teodor-Dan
ICG II
FERMA METALICA
Cuprins
1.Schema geometrica2.Calculul incarcarilor 2.1 Din zapada 2.1.1.Calaculul invelitorii
2.1.1.Calaculul panei
2.1.1.Calaculul fermei 2.2.Calculul invelitorii
2.3.Calculul panelor
3.Calculul static4.Calcul static Axis5.Dimensionare 5.1.Alegerea alcatuirii sectiunii barelor 5.2.Bara intinse 5.3 Bare comprimate
6.Calculul sudurii8.Extras9.DesenPROIECT LA CONSTRUCTII METALICE
1.Schema geometrica
hm=
hr=
L=23 m
Alegem: hr=1,5m; hm=2,7m; =>Dh=hm - hr=2,7 - 1,5=1,2; =2,875;
=0,521 => a1=27,51 ;2.Calculul incarcarilor
2.1 Din zapada (cf. STAS 10101/21-92)
Sibiul se afla in zona B, pentru care greutatea de referinta a zapezii gz=1,2 kN/m2 (perioada de revenire- 10 ani)
coeficient ce se considera pentru conditii normale de expunere si are valoarea ce=0,8
czi, coeficientul de aglomerare cu zapada, pentru o structura cu acoperis in 2 pante pentru a=5.95 (corespunzator unei inclinatii de 10 %) => czi=1
=1 x 0,8 x 1,2=0,96 kN/m2 (96 daN/m2)Coeficientul incarcarii n, pentru zapada este notat de STAS 10101/21-92 cu si are expresiile:
pentru stari limita de rezistenta si
stabilitate
pentru stari limita ale exploatarii normale
(sageti)
Din STAS 10101/21-92 rezulta: =2,2; =1,4
gp= incarcari gravitationale, altele decat din zapada
Ele se aproximeaza la inceput si dupa alegerea sectiuniilor se verifica daca a fost apreciata corect.Ele provin din:
greutatea invelitorii
greutatea panelor
greutatea fermelor, si se stabilesc in functie de situatia reala pentru calculul invelitorii, panelor si fermei.greutatea invelitoriipresupusa din ONDATERM 101/60:~13,9kg/m2greutate panelorpresupunand ca sunt din profile laminate la cald (I, U, IPE) cu h=~140 mm => ~14 kg/mlPentru distanta dintre pane =2,875 m =>greutatea panelor pe m2 de hala =~5 kg/m2Pentru ferma, la o deschidere de 23 m, travee de 6,8 m si incaracare totala 150 kg/m2 => ~11 kg/ m2 2.1.1.Pentru calaculul invelitorii rezulta:
=2,136 0,66
=1,369 0,42
2.1.2.Pentru calaculul panei rezulta:
=2,192 0,66
=1,396 0,42
2.1.3.Pentru calaculul fermei rezulta:
=2,187 0,66
=1,393 0,42
Incarcarile aferente de calcul (pt. rezistenta si stabilitate) sunt:
2.1.1.Pentru invelitoare:
=>2,136 x 96=205,056 daN/m2 pt. rezistenta
=>1,369 x 96=131,42 daN/m2 pt. sageata
2.1.2.Pentru pana:
=>2,192 x 96=210,43 daN/m2 pt. rezistenta
=>1,396 x 96=134,016 daN/m2 pt. sageata
2.1.3.Pentru ferma:
=>2,187 x 96=209,95 daN/m2 pt. rezistenta
=>1,393 x 96=133,728 daN/m2 pt. sageata
2.2. Calculul invelitorii Se alege invelitoare de tip ONDATERM 101/60 cu greutatea de 13,9 kg/m2.In afara de greutatea proprie invelitoarea mai trebuie sa preia si efectul greutatii din zapada si al presiunii vantului.Presiunea vantului actioneaza in sens contrar efectului greutatii asa ca ele nu se insumeaza. Ca urmare calculul se face la efectul greutatii proprii si a zapezii, care actioneaza in acelasi sens.
a=5.95 => cosa=0,9946
=> sina=0,1036
q=pz + gp=225 + 15,38= 220,38 daN/m2Din tabelul ONDATERM se observa ca panoul 101/60 poate fi folosit pana la deschideri 3,00 m (simpla rezemare) respectiv 3,50 m (rezemare continuua).
2.3. Calculul panelor
Panele de streasina si coama, desi mai putin solicitate datorita incarcarii numai de pe panouri l, se realizeaza din aceleasi profile ca si panele curente.
=>S=~649,21 daN/ml
gx=g x cosa=649,21 x 0,9946=~645,70 daN/m
gy=g x sina=649,21 x 0,09946=~67,25 daN/m
lpana=T=6,8 m
A.Pana simplu rezemata
3732 daNm=373200 daNcm
388,705 daNm=38871 daNcm
EMBED Equation.3 =>corespund profilele:
I20: Wx=214 cm3 Wy= 26 cm3 (G=26,3kg/m)
U20: Wx=191 cm3 Wy= 27 cm3 (G=25,3 kg/m)
=>Se observa ca rezulta sectiuni cu greutati de ~26 kg/m care corespund unui consum de otel de ~26/2,875=9,04 kg/m2 ceea ce este prea mult.
B.Pana continu rezemata
Panoul marginal:
Mxm=0,095 x q x lx2=0,095 x 645,70 x 6,82=2836,43 daNm=283643 daNcm
Mxi=0,0625 x q x lx2=0,0625 x 645,70 x 6,82=1866,07 daNm=186607 daNcm
388,60 daNm=38860 daNcm
Dimensionarea in panourile intermediare:
EMBED Equation.3 =>corespund profilele:
I18: Wx=161 cm3; Wy=19,8 S=338,1 daN/m
Panoul marginal
Din calculele anterioare se observa ca hotaratoare pentru dimensionare este conditia de rezistenta Mxm fiind cu aproximativ 1000 daN/m >Mxi.Cum My ramane neschimbat in panoul marginal insemna ca pana trebuie intarita fata de axa maxima de inertie (x-x).
EMBED Equation.3
1245,59+490,76=1736daN/cm2U13=0 (SM)7=0
189,44x2,875-23,68x2,875+O38x1,79=0=> O38=-266,2 kN
=>x=2,875 x =0,2996
=>h=1,5+0,2996=1,8 m => ho=cosax 1,8=1,79 m
(SM)A=0
23,68x14,39-189,44x14,39+D37x7,98=0=>D37=298,6 kN
=>d=14,39 m
27,5571
hd=7,98 m
4.VERIFICARE AXISBaraN [kN]Lungime (m)
D 3-7298,623,243
U 7-4389,035,750
D 4-645,163,560
D 2-430,273,944
U 4-11403,445,750
U 1-702,875
M 1-3-189,441,5
O 3-8-266,192,891
M 7-8-47,361,80
D 7-6-155,893,56
O 8-6-266,192,891
O 6-5-427,812,891
M 4-5-47,362,40
O 5-2-427,442,891
5.Dimensionare
5.1.Alegerea alcatuirii sectiunii barelor:
Bare intinse
Bare comprimate
grosime guseu: tg=10 mm
5.2.Bara intinse
Dimensionare de rezistenta:
In functie de aceasta valoare se alege din tabelul cu profile o sectiune cu .
Verificarea de rezistenta:
Verificare de zveltete:
U37=298,62 kN=29862daNl=3,243m
Alegem corniera: 65x50x7 cu Aef=15,2cm2
Verificari:
de rezistenta:
de zveltete:
x-x:
y-y:
U74=389,03 kN=38903daNl=5,75m
Alegem corniera: 80x60x7 cu Aef=18,76cm2
Verificari:
de rezistenta:
de zveltete:
x-x:
y-y:
U46=45,16 kN=4516daN l=3,56m
Alegem corniera: 40x20x4 cu Aef=4,52
Verificari:
de rezistenta:
de zveltete:
x-x: fals
y-y:
=> alegem alta corniera 60x40x6 cu Aef=11,36
de zveltete:
x-x:
y-y:
D24=280,32 kN=28032daNl=3,94m
Alegem corniera: 60x40x6 cu Aef=11,36cm2
Verificari:
de rezistenta:
de zveltete:
x-x:
y-y:
U4-11=403,44 kN=40344daNl=5,750m
Alegem corniera: 80x65x8 cu Aef=22cm2
Verificari:
de rezistenta:
de zveltete:
x-x:
y-y:
D17=0 kN=0daN l=2,875m
Alegem corniera: 60x30x5 cu Aef=8,58cm2
Verificari:
de rezistenta:
de zveltete:
x-x:
y-y:
5.3 Bare comprimate
In functie de tipul sectiunii alese (L-cu aripi egale sau L-cu aripi inegale) se scot din tabel coeficientii kx si ky cu care se calculeaza:
;
cu care se intra in tabelul (R=24->OL37) si se determina un si un in functie de care se scot din tabelele coeficientilor de flambaj (curba C pentru axa x-x si curba B pentru axa y-y) coeficientii si .Cu cea mai mica din cele 2 valori se determina:si se alege grupa de corniere care are aria si ix respectiv iy proprii.
Cu aceste ultime valori se calculeaza si[care trebuie sa fie =83 =>=0,6
ky=2,00
=>
=>=63 =>=0,810
------------------------------------------------------------------------
=>70x70x6
Abr=16,26cm2
ix=2,13
iy=3,23
O38=-266,19 kN=-26619 daN l=2,891m
kx=4,60
=>
=>=114 =>=0,424
ky=2,00
=>
=>=90 =>=0,622------------------------------------------------------------------------
=>90x90x9
Abr=31cm2
ix=2,74
iy=4,09
M78=-47,36 kN=-4736 daN l=1,8m
kx=4,60
=>
=>=143 =>=0,308
ky=2,00
=>
=>=101 =>=0,546
------------------------------------------------------------------------
=>50x50x4
Abr=7,78cm2
ix=1,52
iy=2,39
D76=-153,89 kN=-15389 daN l=3,56m
kx=4,60
=>
=>=151 =>=0,284
ky=2,00
=>
=>=106 =>=0,513
------------------------------------------------------------------------
=90x90x8
Abr=27,8cm2
ix=2,74
iy=4,06
O86=-266,19 kN=-26619 daN l=2,891m
kx=4,60
=>
=>=114 =>=0,424
ky=2,00
=>
=>=90 =>=0,622------------------------------------------------------------------------
=>90x90x9
Abr=31cm2
ix=2,74
iy=4,09
O65=-427,81 kN=-42781 daN l=2,891m
kx=4,60
=>
=>=98=>=0,508
ky=2,00
=>
=>=77 =>=0,715
------------------------------------------------------------------------
=>100x100x12
Abr=45,4cm2
ix=3,02
iy=4,55
M45=-47,36 kN=-4736 daN l=2,4m
kx=4,60
=>
=>=168=>=0,239
ky=2,00
=>
=>=119 =>=0,437
------------------------------------------------------------------------
=>60x60x5
Abr=11,64cm2
ix=1,82
iy=2,81
O52=-427,81 kN=-42781 daN l=2,891m
kx=4,60
=>
=>=98=>=0,508
ky=2,00
=>
=>=77 =>=0,715
------------------------------------------------------------------------
=>100x100x12
Abr=45,4cm2
ix=3,02
iy=4,55
EMBED Equation.3 6.Calculul sudurii
Vom calcula grosimea si lungimea necesara a cordonului de sudura pentru ca acesta sa poata transmite si sa preia fortele axiale.
6.1 Imbinarea talpii inferioare
l=100mm
7.Solidarizari
Bare intinse: l80 x i1
Bare comprimate: l40 x i1
EMBED \* MERGEFORMAT
EMBED \* MERGEFORMAT
EMBED \* MERGEFORMAT
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