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Calcule proiect METAL
Date de tema:
Geometria1.deschideri [m]: 8; 7; 8;traveea t[m]: 7,0numar travei: 8numar nivele: 8 (P+7E)
2. Amplasament
Ploiesti;
3. Sistem de contravanturi
X
4. Inaltime de nivel
he= 3.70 m
5. Geometria
6. Incarcari
Permanente : - greutate proprie elemente structurale
- greutate proprie placa din beton armat (13 cm x 25kN/m2)
- greutate proprie pardoseala (inclusiv sapa) (5 cm x 22kN/m2)
- spatii tehnice (instalatii) 0.60 kN/m2
- elemente de compartimentare 0.70 kN/m2
- inchideri exterioare (panouri de inchidere) 0.30 kN/m2
- ultimul planseu (echpamente) 2.00 kN/m2
Incarcari variabile (Q)
- planseu curent 3.00 kN/m2
- ultimul planseu 3.00 kN/m2
Actiunea vantul ui (W) - conform NP-082-04
Actiunea zapezii (S)
- conform CR 1-1-3-2005
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Coeficient aerodinamic de presiune:
c pez
c pez 0.8
Presiunea vantului pe unitatea de suprafata:
wz q ref c pez cez 0.593 kN
m2
Forta vantului pe unitatea de lungime:
Fvant wz 3.70 m 2.193 kN
m
Calculu l incarcarilor din zapada
Valoarea caracterist ica a incarcarii din zapada pe sol:
s0k 2 kN
m2
Coeficient de expunere:
Ce
Ce 1
Coeficient termic:
Ct 1
Coeficientul de forma pentru incarcarea din zapada pe acoperis:μi 0.8
Valoarea caracteristica a incarcarii din zapada pe acoperis:
Sk μi Ce Ct s0k 1.6 kN
m2
Determinarea sectiunii echivalente pentrugrinzile secundare
Placa din beton
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E b beton N
mm2
3 104
N
mm2
Metalul folosit la G.S. Metal f y 355
N
mm2
f yGSMetal
1.1
N
mm2
322.727 N
mm2
f yc
355 N
mm2
1.13.227 10
8 Pa
E
m.GS
210000 N
mm2
Dimensiunile sectiunii de beton: bef 1 m
h pl 13 cm
Caracteristicile geometrice ale profilului ales IPE300:
tf.gs 10.7 mm
hw.gs 278.6 mm
tw.gs 7.1 mm
bgs 150 mm
bech
E b
Em.GS
bef 142.857 mm
zcg
tf.gs bgs 0.5 tf.gs tw.gs hw.gs tf.gs 0.5 hw.gs tf.gs bgs 1.5 tf.gs hw.gs h pl bech 2 tf.gs hw.gs 0.5h pl
tf.gs bgs 2 bgs tw.gs h pl bech
zcg 330.764 mm
Iy.gs
bgs tf.gs3
12
zcg tf.gs
2
2
bgs tf.gs
tw.gs hw.gs3
120.5 hw.gs zcg
2hw.gs tw.gs
bgs tf.gs3
12
hw.gs 1.5 tf.gs zcg 2 bgs tf.gs
bech h pl3
12
0.5 h pl 2 tf.gs hw.gs zcg 2 bech h pl
1.765 108
mm4
Iy.gs 1.765 108
mm4
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Iz.gs 2tf.gs bgs
3
12
hw.gs tw.gs3
12
h pl bech3
12 3.761 10
7 mm
4
Iz.gs 3.761 107
mm4
zmax max zcg 2 tf.gs hw.gs h pl zcg 330.764 mm
Wy.gs
Iy.gs
zmax
533.485 103
mm3
ymax max bgs
2
bech
2
75 mm
Wz.gs
Iz.gs
ymax
5.015 105
mm3
Momentul maxim in grinda secundara:
D 7.5m 6m 7.5m( )
t 8m
Numarul de grinzi secundare dintr-un ochi de placa: n pe.dir.traveei 3
n pe.dir.deschiderii 3
Aaf.gs max t
n pe.dir.traveei 1 D
0 0
D0 0
n pe.dir.deschiderii 1 t
15 m
2
Lgs D1 1t
n pe.dir.traveei 1 D
0 0
D0 0
n pe.dir.deschiderii 1 t
if
t otherwise
Lgs 8 m (lungimea de calcul a grinzii)
Incarcari pe m2 de placa
g pl 25 kN
m3
g pardoseala 22 kN
m3
ginstalatii 0.60 kN
m2
gelem.compartimentare 0.70 kN
m2
gechipamente 2 kN
m2
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gutila 3 kN
m2
P g pl h pl g pardoseala 5 cm ginstalatii gelem.compartimentare
gechipamente gutila
10.65 kN
m2
Incarcarea pe metru liniar
Fgs P 2 m 21.3 kN
m
Mmax.gs
Fgs Lgs2
8170.4 kN m
σGS
Mmax.gs
Wy.gs
319.409 N
mm2
if σGS f yGS "Se verifica" "Nu se verifica" "Se verifica"
Dimensionare si verificare elemente structurale
Clase de sectiuni:
Contravantuire
compresiune, compresiune + incovoiere
ε355 0.81
clasa d cv tcv 1d cv
tcv
50ε3552
if
2 50 ε3552
d cv
tcv
70ε3552
if
3 70ε3552
d cv
tcv
90ε3552
if
Dimensionare si verificare contravantuiri
γM0 1Sistem de contravantuiri i n X:
γM1 1Contravantuiri pe directia XγM2 1.25
CV244.5x25 A 17200mm2
d cv 244.5mm
I 105.2 106 mm4 tcv 25mm
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E 2.1 108
kN
m2
clasa d cv tcv 1
lcr 5.25m i 78.1mm
La cadrele cu contravantuiri in X, coeficientul de zvelteteλ trebuie sa ia valori in intervalul1.3 - 2.0. Limita 1.3 este stabilita pentru a evita supraincarcarea stalpilor in stadiul
premergator atingerii fortei critice de flambaj.
Ncr π
2E I
lcr 2
7.911 103
kN
λ A f yc
Ncr
0.838
if 1.3 λ 2.0 "verifica" "nu verifica"( ) "nu verifica"
dimensionare la efort de intindere:
Ned 3133.45kN
σ Ned
A182.177
N
mm2
if σ f yc "verifica" "nu verifica" "verifica"
verificare la efort de compresiune:
Ned 1799.81kN
Ncrd
A f yc
γM0
5.551 103
kN
Ned
Ncrd
0.324
verificare la flambaj:
α 0.21 Φ 0.5 1 α λ 0.2( ) λ 2
0.918
χ 1
Φ Φ2
λ 2
0.773
N brd
χ A f yc
γM1
4.294 103
kN
Ned
N brd
0.419
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if d cv
tcv
4.658 "d=1, e=10, c=0.4" "caz2"
"caz2"
if d cv
tcv
18.634 "d=1, e=4, c=0.2" "caz1"
"caz1"
d cv
tcv
9.78
λ lcr
i67.222 ψ 0.747
d 1 e 7.801 c 0.3267
CV193.7x16 A 8930mm2
d cv 193.7mm
I 35.54 106 mm4 tcv 16mm
E 2.1 108
N
mm2
clasa d cv tcv 1
lcr 5.25m i 63.1mm
Ncr π
2E I
lcr 2
2.673 106
kN
λ A f
yc
Ncr
0.033
if 1.3 λ 2.0 "verifica" "nu verifica"( ) "nu verifica"
dimensionare la efort de intindere:
Ned 2643.55kN
σ Ned
A296.03
N
mm2
if σ f yc "verifica" "nu verifica" "verifica"
verificare la efort de compresiune:
Ned 1433.57kN
Ncrd
A f yc
γM0
2.882 103
kN
Ned
Ncrd
0.497
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verificare la flambaj:
α 0.21 Φ 0.5 1 α λ 0.2( ) λ 2
0.483
χ 1
Φ Φ2
λ 2
1.036
N brd
χ A f yc
γM1
2.987 103
kN
Ned
N brd
0.48
if d cv
tcv
4.658 "d=1, e=10, c=0.4" "caz2"
"caz2"
if d cv
tcv
18.634 "d=1, e=4, c=0.2" "caz1"
"caz1"
d cv
tcv
12.106
λ lcr
i83.201 ψ 0.604
d 1 e 6.8 c 0.293
CV159x16 A 7190mm2
d cv 159mm
I 18.6 106
mm4
tcv 16mm
E 2.1 108
N
mm2
clasa d cv tcv 1
lcr 5.25m i 50.9mm
Ncr π
2E I
lcr 2
1.399 106 kN
λ A f yc
Ncr
0.041
if 1.3 λ 2.0 "verifica" "nu verifica"( ) "nu verifica"
dimensionare la efort de intindere:
Ned 2232.44kN
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σ Ned
A310.492
N
mm2
if σ f yc "verifica" "nu verifica" "verifica"
verificare la efort de compresiune:
Ned 1246.99kN
Ncrd
A f yc
γM0
2.32 103
kN
Ned
Ncrd
0.537
verificare la flambaj:
α 0.21 Φ 0.5 1 α λ 0.2( ) λ 2
0.484
χ 1
Φ Φ2
λ 2
1.035
N brd
χ A f yc
γM1
2.401 103
kN
Ned
N brd
0.519
if d cv
tcv
4.658 "d=1, e=10, c=0.4" "caz2"
"caz2"
if d cv
tcv
18.634 "d=1, e=4, c=0.2" "caz1"
"caz1"
d cv
tcv
9.938
λ lcr i
103.143 ψ 0.446
d 1 e 7.8 c 0.3
CV139.7x10 A 4070mm2
d cv 139.7mm
I 8.62 106
mm4
tcv 10mm
E 2.1 108
N
mm2
clasa d cv tcv 1
lcr 5.25m i 46mm
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Ncr π
2E I
lcr 2
6.482 105
kN
λ A f yc
Ncr
0.045
if 1.3 λ 2.0 "verifica" "nu verifica"( ) "nu verifica"
dimensionare la efort de intindere:
Ned 1093.74kN
σ Ned
A268.732
N
mm2
if σ f yc
"verifica" "nu verifica"
"verifica"
verificare la efort de compresiune:
Ned 631.11kN
Ncrd
A f yc
γM0
1.313 103
kN
Ned
Ncrd
0.48
verificare la flambaj:
α 0.21 Φ 0.5 1 α λ 0.2( ) λ 2 0.485
χ 1
Φ Φ2
λ 2
1.034
N brd
χ A f yc
γM1
1.358 103
kN
Ned
N brd
0.465
if d cv
tcv
4.658 "d=1, e=10, c=0.4" "caz2"
"caz2"
if d cv
tcv
18.634 "d=1, e=4, c=0.2" "caz1"
"caz1"
d cv
tcv
13.97
λ
lcr
i 114.13 ψ 0.379
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d 1 e 6 c 0.33
Contravantuiri pe directia Y
CV244.5x25 A 17200mm2 d cv 244.5mm
I 105.2 106
mm4
tcv 25mm
E 2.1 108
kN
m2
clasa d cv tcv 1
lcr 5.45m i 78.1mm
La cadrele cu contravantuiri in X, coeficientul de zveltete λ trebuie sa ia valori in intervalul
1.3 - 2.0. Limita 1.3 este stabilita pentru a evita supraincarcarea stalpilor in stadiul
premergator atingerii fortei critice de flambaj.
Ncr π
2E I
lcr 2
7.341 103
kN
λ A f yc
Ncr
0.87
if 1.3 λ 2.0 "verifica" "nu verifica"( ) "nu verifica"
dimensionare la efort de intindere:
Ned 3058.88kN
σ Ned
A177.842
N
mm2
if σ f yc "verifica" "nu verifica" "verifica"
verificare la efort de compresiune:
Ned 1712.83kN
Ncrd
A f yc
γM0
5.551 103
kN
Ned
Ncrd
0.309
verificare la flambaj:
α 0.21 Φ 0.5 1 α λ 0.2( ) λ 2
0.948
χ 1
Φ Φ2
λ 2
0.754
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N brd
χ A f yc
γM1
4.183 103
kN
Ned
N brd
0.409
if d cv
tcv
4.658 "d=1, e=10, c=0.4" "caz2"
"caz2"
if d cv
tcv
18.634 "d=1, e=4, c=0.2" "caz1"
"caz1"
d cv
tcv
9.78
λ lcr
i69.782 ψ 0.721
d 1 e 7.801 c 0.3267
CV193.7x16 A 8930mm2
d cv 193.7mm
I 35.54 106
mm4
tcv 16mm
E 2.1 108
N
mm2
clasa d cv tcv 1
i 63.1mmlcr 5.45m
Ncr π
2E I
lcr 2
2.48 106
kN
λ A f yc
Ncr
0.034
if 1.3 λ 2.0 "verifica" "nu verifica"( ) "nu verifica"
dimensionare la efort de intindere:
Ned 2760.58kN
σ Ned
A309.135
N
mm2
if σ f yc "verifica" "nu verifica" "verifica"
verificare la efort de compresiune:
Ned 1456.29kN
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Ncrd
A f yc
γM0
2.882 103
kN
Ned
Ncrd
0.505
verificare la flambaj:
α 0.21 Φ 0.5 1 α λ 0.2( ) λ 2
0.483
χ 1
Φ Φ2
λ 2
1.036
N brd
χ A f yc
γM1
2.986 103
kN
Ned
N brd
0.488
if d cv
tcv
4.658 "d=1, e=10, c=0.4" "caz2"
"caz2"
if d cv
tcv
18.634 "d=1, e=4, c=0.2" "caz1"
"caz1"
d cv
tcv12.106
λ lcr
i86.371 ψ 0.578
d 1 e 6.8 c 0.293
CV159x16 A 7190mm2
d cv 159mm
I 18.6 106
mm4
tcv 16mm
E 2.1 108
N
mm2
clasa d cv tcv 1lcr 5.45m i 50.9mm
Ncr π
2E I
lcr 2
1.298 106
kN
λ A f yc
Ncr
0.042
if 1.3 λ 2.0 "verifica" "nu verifica"( ) "nu verifica"
dimensionare la efort de intindere:
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Ned 2186.14kN
σ Ned
A304.053
N
mm2
if σ f yc "verifica" "nu verifica" "verifica"
verificare la efort de compresiune:
Ned 1197.84kN
Ncrd
A f yc
γM0
2.32 103
kN
Ned
Ncrd
0.516
verificare la flambaj:
α 0.21 Φ 0.5 1 α λ 0.2( ) λ 2
0.484
χ 1
Φ Φ2
λ 2
1.034
N brd
χ A f yc
γM1
2.4 103
kN
Ned
N brd
0.499
if d cv
tcv
4.658 "d=1, e=10, c=0.4" "caz2"
"caz2"
if d cv
tcv
18.634 "d=1, e=4, c=0.2" "caz1"
"caz1"
d cv
tcv9.938
λ lcr
i107.073 ψ 0.42
d 1 e 7.8 c 0.3
CV139.7x10 A 4070mm2
d cv 139.7mm
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I 8.62 106
mm4
tcv 10mm
E 2.1 108
N
mm2
clasa d cv tcv 1
lcr 5.45m i 46mm
Ncr π
2E I
lcr 2
6.015 105
kN
λ A f yc
Ncr
0.047
if 1.3 λ 2.0 "verifica" "nu verifica"( ) "nu verifica"
dimensionare la efort de intindere: Ned 1082.66kN
σ Ned
A266.01
N
mm2
if σ f yc "verifica" "nu verifica" "verifica"
verificare la efort de compresiune:
Ned 603.82kN
Ncrd A f ycγM0
1.313 103
kN
Ned
Ncrd
0.46
verificare la flambaj:
α 0.21 Φ 0.5 1 α λ 0.2( ) λ 2
0.485
χ 1
Φ Φ2 λ 2
1.033
N brd
χ A f yc
γM1
1.357 103
kN
Ned
N brd
0.445
if d cv
tcv
4.658 "d=1, e=10, c=0.4" "caz2"
"caz2"
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if d cv
tcv
18.634 "d=1, e=4, c=0.2" "caz1"
"caz1"
d cv
tcv
13.97
λ lcr
i118.478 ψ 0.357
d 1 e 6 c 0.33
0 1 2 3 4
0
1
2
3
"244.5x25" 0 0.8 3.9 5.53
"193.7x16" 0 0.8 3.36 4.81
"159x16" 0 0.8 3.867 5.489
"139.7x10" 0 0.8 3 4.33
Dimensionare si verificare grinzi principale
Reactiuni in stalpi la baza - directia x:
Reactiunea totala in stalpi
R t 12353.94kN
Reactiunea in stalpii cadrelor contravantuite:
R c 9753.40kN
Reactiunea in stalpii cadrelor necontravantuite:
R n 2600.54kN25
R n
R t
100
1.188R c
R t
100 78.95R n
R t
100 21.05
Cadrele necontravantuite preiau 21.05% din eforturi, minim este 25%
Reactiuni in stalpi la baza - directia y:
Reactiunea totala in stalpi
R t 12484.14kN
Reactiunea in stalpii cadrelor contravantuite:
R c 10593.90kN
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Reactiunea in stalpii cadrelor necontravantuite:
R n 1890.24kN
25
R n
R t100
1.651R c
R t
100 84.859R n
R t
100 15.141
Cadrele necontravantuite preiau 15.141% din eforturi, minim este 25%
Clase de sectiuni:
Grinzi
pereti ε355 0.81
clasaperete cw tw 1cw
tw
72ε355if
2 72 ε355cw
tw
83ε355if
3 83ε355
cw
tw
124ε355if
72ε355 58.32
82ε355 66.42
124ε355 100.44
talpi ε355 0.81
clasatalpa cf tf 1cf
tf
10ε355if
2 10 ε355cf
tf
11ε355if
3 11ε355
cf
tf
15ε355if
10ε355
8.1
10ε355 8.1
14ε355 11.34
Dimensionare grinzi cadru necontravantuit, directia x
HEA 360 h 350mm
b 300mm
tw 10mm
tf 17.5mm
r 27mm
cw 315mm
cf b
2150 mm
Wel 1890cm3
clasagrinda max clasaperete cw tw clasatalpa cf tf
clasaperete cw tw 1
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clasatalpa cf tf 2
clasagrinda 2
Med 344.38kN m
σMed
Wel
182.212 N
mm2
if σ f yc "Se verifica" "Nu se verifica" "Se verifica"
Ved 172.23kN
τVed
cw tw 54.676
N
mm2
if τ 0.6 f yc "Se verifica" "Nu se verifica" "Se verifica" 0.6 f yc 193.636 N
mm2
σech σ2
3 τ2
205.352 N
mm2
if σech f yc "Se verifica" "Nu se verifica" "Se verifica"
Dimensionare grinzi cadru contravantuit directia x
HEA 360 h 350mm
b 300mm
tw 10mm
tf 17.5mm
r 27mm
cw 315mm
cf b
2150 mm
Wel 1890cm3
clasagrinda max clasaperete cw
tw
clasatalpa c
f t
f
clasaperete cw tw 1
clasatalpa cf tf 2
clasagrinda 2
Med 255.13kN m
σMed
Wel
134.989 N
mm2
if σ f yc "Se verifica" "Nu se verifica" "Se verifica"
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Ved 128.30kN
τVed
cw tw 40.73
N
mm2
if τ 0.6 f yc "Se verifica" "Nu se verifica" "Se verifica" 0.6 f yc 193.636 N
mm2
σech σ2
3 τ2
152.312 N
mm2
if σech f yc "Se verifica" "Nu se verifica" "Se verifica"
Dimensionare grinzi cadru necontravantuit, directia y
HEA 360 h 350mm
b 300mmtw 10mm
tf 17.5mm
r 27mm
cw 315mm
cf b
2150 mm
Wel 1890cm3
clasagrinda max clasaperete cw tw clasatalpa cf tf
clasaperete cw tw 1
clasatalpa cf tf 2
clasagrinda 2
Med 367.51kN m
σMed
Wel
194.45 N
mm
2
if σ f yc "Se verifica" "Nu se verifica" "Se verifica"
Ved 161.21kN
τVed
cw tw 51.178
N
mm2
if τ 0.6 f yc "Se verifica" "Nu se verifica" "Se verifica" 0.6 f yc 193.636 N
mm2
σech σ2
3 τ2
213.701 N
mm2
if σech f yc "Se verifica" "Nu se verifica" "Se verifica"
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Dimensionare grinzi cadru contravantuit directia y
HEA 360 h 350mm
b 300mmtw 10mm
tf 17.5mm
r 27mm
cw 315mm
cf b
2150 mm
Wel 1890cm3
clasagrinda max clasaperete cw tw clasatalpa cf tf
clasaperete cw tw 1
clasatalpa cf tf
clasagrinda 2
Med 270.39kN m
σMed
Wel
143.063 N
mm2
if σ f yc "Se verifica" "Nu se verifica" "Se verifica"
Ved 127.16kN
τVed
cw tw 40.368
N
mm2
0.6 f yc 193.636 N
mm2
if τ 0.6 f yc "Se verifica" "Nu se verifica" "Se verifica"
σech σ2
3 τ2
159.236 N
mm2
if σech f yc "Se verifica" "Nu se verifica" "Se verifica"
Dimensionare si verificare stalpi
Sistem structural cu noduri fixe sau cu noduri deplasabile:
Deplasare sistem necontravantuit
d x1
0.14m
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d y1 0.15m
Deplasare sistem contravantuit
d x2 0.054m
d y2 0.051mDeplasare relativa
d x2
d x1
100 38.571
Sistem structural cu noduri deplasabile.
Raportul intre deplasarile sis temelor
contravantuit/necontravantuit este mai
mic de 80%.
d y2
d y1
100 34
Parter si etajul 1 ( STALP AX 1B )
2HEB650: b 300mm
A 57011.5579mm2
Ic 2245995472.2775mm4
ic
Ic
A19.848 cm
WIc
350mm6.417 10
6 mm
3
Lc 3.70m
Lungim i de flambaj:
k c
Ic
Lc
607.026 cm3
k 1 k c k 2 k c
factori de distribu tie pe directia x:
Grinzi cadru directia x:
I11 637.2 106
mm4
I12 637.2 106
mm4
L11 7.5m L12 6m
k 11 1.5I11
L11
127.44 cm3
k 12 1.5I12
L12
159.3 cm3
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Eforturi i n element:
Mx 661.33kN m Ncor 10394.8kN
Mycor 118.62kN m
Verificarea de rezistenta:
σ Ncor
A
Mx
W
Mycor
W 303.87
N
mm2
if σ f yc "se verifica" "nu se verifica" "se verifica"
Verificarea de stabi li tate:
Ncor
ρmin A 184.917
N
mm2
0.15 f yc 48.409 N
mm2
σst
Ncor
ρmin A
cx Mx
ρg 1 σ
σEx
W
cy Mycor
1 σ
σEy
W
316.533 N
mm2
if σst 1.1f yc "se verifica" "nu se verifica" "se verifica"
Eforturi i n element:
My 582.35kN m Ncor 3551.2kN
Mxcor 35.53kN m
Verificarea de rezistenta:
σ Ncor
A
Mxcor
W
My
W 158.575
N
mm2
if σ f yc "se verifica" "nu se verifica" "se verifica"
Verificarea de stabi li tate:
Ncor
ρmin A 63.174
N
mm2
0.15 f yc 48.409 N
mm2
σst
Ncor
ρmin A
cx Mxcor
ρg 1 σ
σEx
W
cy My
1 σ
σEy
W
160.003 N
mm2
if σst 1.1f yc "se verifica" "nu se verifica" "se verifica"
Etaj 2 si 3 ( STALP AX 1B )
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2HEB600: b 300mm
A 53751.3079mm2
Ic 1845708756.5443mm4
ic
Ic
A18.53 cm
WIc
300mm6.152 10
6 mm
3
Lc 3.70m
Lungim i de flambaj:
k c
Ic
Lc
498.84 cm3
k 1
Ic
Lc
498.84 cm3
k 2 733.321cm3
factori de distribu tie pe directia x:
Grinzi cadru directia x:
I11 330.9 106
mm4
I12 330.9 106
mm4
L11 7.5m L12 6m
I21 450.7 106
mm4
I22 450.7 106
mm4
L21 7.5m L22 6m
k 11 1.5
I11
L11 66.18 cm
3
k 21 1.5
I21
L21 90.14 cm
3
k 12 1.5I12
L12
82.725 cm3
k 22 1.5I22
L22
112.675 cm3
η1
k c k 1
k c k 1 k 11 k 12 0.87
η2
k c k 2
k c k 2 k 21 k 22
0.859
lfx Lc
1 0.2 η1 η2 0.12 η1 η21 0.8 η1 η2 0.60 η1 η2
0.5
10.883m
λ x
lfx
ic
58.732 1.3 π E
f yc
3.294 103
ρx 0.812
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factori de distribu tie pe directia y:
Grinzi cadru directia y:
I12 330.9 106
mm4
I22 450.7 106
mm4
L12 8m L22 8m
k 12 1.5I12
L12
62.044 cm3
k 22 1.5I12
L12
62.044 cm3
η1
k c k 1
k c k 1 k 12 0.941
η2
k c k 2
k c k 2 k 22 0.952
lfy Lc
1 0.2 η1 η2 0.12 η1 η21 0.8 η1 η2 0.60 η1 η2
0.5
17.494m
λ y
lfy
ic
94.406 1.3 π E
f yc
3.294 103
ρy 0.512
directie transversala:
ig1
12 b 8.66 cm het 3.70m
λ g
het
ig
42.724 ρg 0.911
ρmin min ρx ρy 0.512
cx 1 cy cx
σExπ
2E
λ x2
6.009 104 kN
cm2
σEyπ
2E
λ y2
2.326 108
kN
m2
Eforturi i n element:
Mx 742.87kN m Ncor 6367.23kN
Mycor 79.55kN m
Verificarea de rezistenta:
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σ Ncor
A
Mx
W
Mycor
W 252.133
N
mm2
if σ f yc "se verifica" "nu se verifica" "se verifica"
Verificarea de stabi li tate:
Ncor
ρmin A 231.362
N
mm2
0.15 f yc 48.409 N
mm2
σst
Ncor
ρmin A
cx Mx
ρg 1σ
σEx
W
cy Mycor
1σ
σEy
W
376.903 N
mm2
if σst 1.1f yc "se verifica" "nu se verifica" "nu se verifica"
Eforturi i n element:
My 309.76kN m Ncor 2821.01kN
Mxcor 95.91kN m
Verificarea de rezistenta:
σ Ncor
A
Mxcor
W
My
W 118.42
N
mm2
if σ f yc "se verifica" "nu se verifica" "se verifica"
Verificarea de stabi li tate:
Ncor
ρmin A 102.505
N
mm2
0.15 f yc 48.409 N
mm2
σst
Ncor
ρmin A
cx Mxcor
ρg 1
σ
σEx
W
cy My
1
σ
σEy
W
169.994 N
mm
2
if σst 1.1f yc "se verifica" "nu se verifica" "se verifica"
STALP ETAJ 6: ( STALP AX 1B )
2HEB550: b 300mm
A 50586.5579mm2
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Ic 1497673542.5674mm4
ic
Ic
A17.206 cm
WIc
300mm4.992 10
6 mm
3
Lc 3.70m
Lungim i de flambaj:
k c
Ic
Lc
404.777 cm3
k 1
Ic
Lc
404.777 cm3
k 2 498.84cm3
factori de distribu tie pe directia x:
Grinzi cadru directia x:
I
11
330.9 106
mm4
I12
330.9 106
mm4
L11 7.5m L12 6m
I21 330.9 106
mm4
I22 330.9 106
mm4
L21 7.5m L22 6m
k 11 1.5I11
L11
66.18 cm3
k 21 1.5I21
L21
66.18 cm3
k 12
1.5I12
L12
82.725 cm3
k 22
1.5I22
L22
82.725 cm3
η1
k c k 1
k c k 1 k 11 k 12 0.845
η2
k c k 2
k c k 2 k 21 k 22 0.859
lfx Lc
1 0.2 η1 η2 0.12 η1 η21 0.8 η1 η2 0.60 η1 η2
0.5
10.392m
λ x
lfx
ic
60.396 1.3 π E
f yc
3.294 103
ρx 0.805
factori de distribu tie pe directia y:
Grinzi cadru directia y:
I12 330.9 106
mm4
I22 330.9 106
mm4
L12 8m L22 8m
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k 12 1.5I12
L12
62.044 cm3
k 22 1.5I12
L12
62.044 cm3
η1
k c k 1
k c k 1 k 12 0.929
η2
k c k 2
k c k 2 k 22 0.936
lfy Lc
1 0.2 η1 η2 0.12 η1 η21 0.8 η1 η2 0.60 η1 η2
0.5
15.489m
λ y
lfy
i
c
90.02 1.3 π E
f
yc
3.294 103
ρy 0.544
directie transversala:
ig1
12 b 8.66 cm het 3.70m
λ g
het
ig
42.724 ρg 0.911
ρ
min
min ρ
x
ρ
y
0.544
cx 1 cy cx
σExπ
2E
λ x2
5.682 104
kN
cm2
σEyπ
2E
λ y2
2.558 108
kN
m2
Eforturi i n element:
Mx 343.99kN m Ncor 2822.01kN
Mycor 102.04kN m
Verificarea de rezistenta:
σ Ncor
A
Mx
W
Mycor
W 145.13
N
mm2
if σ f yc "se verifica" "nu se verifica" "se verifica"
Verificarea de stabi li tate:
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Ncor
ρmin A 102.547
N
mm2
0.15 f yc 48.409 N
mm2
σst
Ncor
ρmin A
cx Mx
ρg 1 σσEx
W
cy Mycor
1 σσEy
W
198.655 N
mm2
if σst 1.1f yc "se verifica" "nu se verifica" "se verifica"
Eforturi i n element:
My 220.69kN m Ncor 1573.96kN
Mxcor 48.08kN m
Verificarea de rezistenta:
σ Ncor
A
Mxcor
W
My
W 84.952
N
mm2
if σ f yc "se verifica" "nu se verifica" "se verifica"
Verificarea de stabi li tate:
Ncor
ρmin A 57.195
N
mm2
0.15 f yc 48.409 N
mm2
σst
Ncor
ρmin A
cx Mxcor
ρg 1σ
σEx
W
cy My
1σ
σEy
W
111.99 N
mm2
if σst 1.1f yc "se verifica" "nu se verifica" "se verifica"
Verificarea deformatiilor:
Verificarea deformatiilor la starea limita de serviciu:
inaltimea de nivel: h 3.7m
Deformatia admisibila: 0.0075 h 2.775 cm
d s ν q d e ν 0.4 q 4
d 8 0.057194m
d 7 0.050944m d e8 d 8 d 7 0.625 cm d s8 ν q d e8 1 cm
d 6 0.042769m d e7 d 7 d 6 0.818 cm d s7 ν q d e7 1.308 cm
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d 5 0.034044m d e6 d 6 d 5 0.873 cm d s6 ν q d e6 1.396 cm
d 4 0.025182m d e5 d 5 d 4 0.886 cm d s5 ν q d e5 1.418 cm
d 3 0.016865m d e4 d 4 d 3 0.832 cm d s4 ν q d e4 1.331 cm
d 2 0.009172m d e3 d 3 d 2 0.769 cm d s3 ν q d e3 1.231 cm
d 1 0.002947m d e2 d 2 d 1 0.622 cm d s2 ν q d e2 0.996 cm
d e1 d 1 0.295 cm d s1 ν q d e1 0.472 cm
Verificarea deformatiilor la starea limita ultima:
inaltimea de nivel: h 3.7m
Deformatia admisibila: 0.025 h 9.25 cm
d s c q d e
T 0.8352s Tc 1s c 3 2.5T
Tc
0.912 q 4
c 1d 8 0.053895m
d 7 0.047982m d e8 d 8 d 7 0.591 cm d s8 c q d e8 2.365 cm
d 6 0.040157m d e7 d 7 d 6 0.782 cm d s7 c q d e7 3.13 cm
d 5 0.032156m d e6 d 6 d 5 0.8 cm d s6 c q d e6 3.2 cm
d 4 0.024034m d e5 d 5 d 4 0.812 cm d s5 c q d e5 3.249 cm
d 3 0.015996m d e4 d 4 d 3 0.804 cm d s4 c q d e4 3.215 cm
d 2 0.008381m d e3 d 3 d 2 0.761 cm d s3 c q d e3 3.046 cm
d 1 0.002916m d e2 d 2 d 1 0.546 cm d s2 c q d e2 2.186 cm
d e1 d 1 0.292 cm d s1 c q d e1 1.166 cm
Dimensionarea imbinarilor:
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Imbinare stalp 2HEB700 - ginda HEA450
1. Grosimea talpii stalpului: tf 32mm
Grosimea placii de capat: t p 25mm
2. Suruburi de inalta rezistenta GR. 10.9
R c 900 N
mm2
R b
R c
1.25720
N
mm2
3. Diametrul surubului: d 27mm
4. 12 suruburi dispuse pe 6 randuri si 2 coloane
5. Efortul capabil la intindere al surubului:
Ncapπ 0.89 d ( )
2
4
R b 326.535 kN
6. Solicitarile in imbinare:
M 634.32kN m
7. Efortul in surubul cel mai solicitat
NM.max Mymax
2
n
yn2
ymax 540mm
y1 130mm
y2 210mm
y3 290mm
y4 400mm
y5 540mm
NM.max Mymax
2 y12
y22
y32
y42
y52
287.023 kN
NM.max
Ncap
0.879
if NM.max Ncap "verifica" "nu verifica" "verifica"
Imbinare stalp 2HEB600 - ginda HEA400
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1. Grosimea talpii stalpului: tf 30mm
Grosimea placii de capat: t p 25mm
2. Suruburi de inalta rezistenta GR. 10.9
R c 900 N
mm2
R b
R
c1.25
720 N
mm2
3. Diametrul surubului: d 27mm
4. 10 suruburi dispuse pe 5 randuri si 2 coloane
5. Efortul capabil la intindere al surubului:
Ncapπ 0.89 d ( )
2
4R b 326.535 kN
6. Solicitarile in imbinare:
M 495.6kN m
7. Efortul in surubul cel mai solicitat
NM.max Mymax
2
n
yn2
ymax 490mm
y1 138mm
y2 238mm
y3 370mm
y4 490mm
NM.max Mymax
2 y12
y22
y32
y42
268.224 kN
NM.max
Ncap
0.821
if NM.max Ncap "verifica" "nu verifica" "verifica"
Imbinare stalp 2HEB550 - ginda HEA360
1. Grosimea talpii stalpului: tf 25mm
Grosimea placii de capat: t p 29mm
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2. Suruburi de inalta rezistenta GR. 10.9
R c 900 N
mm2
R b
R c
1.25720
N
mm2
3. Diametrul surubului: d 27mm
4. 10 suruburi dispuse pe 5 randuri si 2 coloane
5. Efortul capabil la intindere al surubului:
Ncapπ 0.89 d ( )
2
4R b 326.535 kN
6. Solicitarile in imbinare:
M 392.53kN m
7. Efortul in surubul cel mai solicitat
NM.max Mymax
2
n
yn2
ymax 450mm
y1 123mm
y2 214mm
y3 331mm
y4 450mm
NM.max Mymax
2 y12
y22
y32
y42
236.79 kN
NM.max
Ncap
0.725
if NM.max Ncap
"verifica"
"nu verifica"
"verifica"
Imbinare contravantuiri:
Contravantuiri 244.5x25:
Ned 3111.25kN
Capacitatea de rezistenta la forfecare:
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nf 2 d 170mm R f 0.6 R b 432 N
mm2
Ncap.f nf π d
2
4 R f 1.961 10
4 kN
Capacitatea de rezistenta la presiune pe peretii gaurii:
tmin 40mm R pg 480 N
mm2
Ncap.pg d tmin R pg 3.264 103
kN
Ncap min Ncap.f Ncap.pg 3.264 103
kN
Ned
Ncap
0.953
if Ned Ncap "verifica" "nu verifica" "verifica"
Contravantuiri 193.7x16:
Ned 2641.68kN
Capacitatea de rezistenta la forfecare:
nf 2 d 150mm R f 0.6 R b 432 N
mm2
Ncap.f nf π d
2
4 R f 1.527 10
4 kN
Capacitatea de rezistenta la presiune pe peretii gaurii:
tmin
40mm R pg
480 N
mm2
Ncap.pg d tmin R pg 2.88 103
kN
Ncap min Ncap.f Ncap.pg 2.88 103
kN
Ned
Ncap
0.917
if Ned Ncap "verifica" "nu verifica" "verifica"
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Contravantuiri 159x16:
Ned 2238.75kN
Capacitatea de rezistenta la forfecare:
nf 2 d 120mm R f 0.6 R b 432 N
mm2
Ncap.f nf π d
2
4 R f 9.772 10
3 kN
Capacitatea de rezistenta la presiune pe peretii gaurii:
tmin 40mm R pg 480 N
mm2
Ncap.pg d tmin R pg 2.304 103
kN
Ncap min Ncap.f Ncap.pg 2.304 103
kN
Ned
Ncap
0.972
if Ned Ncap "verifica" "nu verifica" "verifica"
Contravantuiri 139.7x10:
Ned 1098.64kN
Capacitatea de rezistenta la forfecare:
nf 2 d 60mm R f 0.6 R b 432 N
mm2
Ncap.f nf π d
2
4 R f 2.443 10
3 kN
Capacitatea de rezistenta la presiune pe peretii gaurii:
tmin 40mm R pg 480 N
mm2
Ncap.pg d tmin R pg 1.152 103
kN
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Ncap min Ncap.f Ncap.pg 1.152 103
kN
Ned
Ncap
0.954
if Ned Ncap "verifica" "nu verifica" "verifica"
Memoriu tehn ic
1. Alcatuirea generala a cladirii:
Functiunea cladirii, exigentele de performanta ale structurii de rezistenta si exigentele de
realizare a instalatiilor de diferite tipuri au dus la adoptarea urmatoarelor dimensiuni si
inaltimi de nivel:
trei travei: una centrala de 6.0m si doua marginale de 7.5m sase deschideri de 8.0minaltimea de nivel curent de 3.7m
Pentru indeplinirea exigentelor de performanta funct ionale si a celor structurale, in conditii
de siguranta in exploatare, s-a ales o structura de rezistenta metalica realizata in sistem
dual format din cadre contravantuite centric si cadre necontravantuite.
Intr-o prezentare succinta, procesul de proiectare cuprinde, dupa stabilirea tipului de
structura si a gabaritelor acesteia, urmatoarele faze principale:
identificarea, evaluarea si gruparea actiunilor alegerea initiala a dimensiunilor pe criterii de rigiditate, ductilitate si rezistentacalculul s tructural in domeniul liniar elastic, care evalueaza eforturile de proiectare sideformatiile structurii
dimensionarea structuriicalculul s tructural in domeniul neliniar
2. Schema generala a operatiilor de proiectare:
predimensionarea structuriimodelarea structurii in ETABSanaliza modala si calcul staticverificari de rezistenta si stabilitaterefacerea calculului static cu noile sectiuni
dimensionare imbinaricalcul static neliniar
3. Functiunea cladirii:
Imobil de birouri
4. Date generale de alcatuire a cladirii:
Constructia analizata are destinatia de birouri.
Regimul de inaltime este S+P+7E.
Constructia, din punct de vedere structural, este realizata in sistem dual format din cadre
contravantuite centric si cadre necontravantuite. Pe directie transversala sunt prevazute
patru cadre contravantuite si sapte cadre necontravantuite. Pe directie longitudinala exista
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