Calcul Constructii Metalice Etajate

8/17/2019 Calcul Constructii Metalice Etajate

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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



Ned 2643.55kN

σ Ned

A296.03

N

mm2



Ned 1433.57kN

Ncrd

A f yc

γM0

2.882 103

kN

Ned

Ncrd

0.497


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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



Ned 2232.44kN


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σ Ned

A310.492

N

mm2



Ned 1246.99kN

Ncrd

A f yc

γM0

2.32 103

kN

Ned

Ncrd

0.537


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


11/38

Ncr π

2E I

lcr 2

6.482 105

kN

λ A f yc

Ncr

0.045



Ned 1093.74kN

σ Ned

A268.732

N

mm2

if σ f yc

"verifica" "nu verifica"

"verifica"


Ned 631.11kN

Ncrd

A f yc

γM0

1.313 103

kN

Ned

Ncrd

0.48


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


12/38

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



Ned 3058.88kN

σ Ned

A177.842

N

mm2



Ned 1712.83kN

Ncrd

A f yc

γM0

5.551 103

kN

Ned

Ncrd

0.309


α 0.21 Φ 0.5 1 α λ 0.2( ) λ 2

0.948

χ 1

Φ Φ2

λ 2

0.754


13/38

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



Ned 2760.58kN

σ Ned

A309.135

N

mm2



Ned 1456.29kN


14/38

Ncrd

A f yc

γM0

2.882 103

kN

Ned

Ncrd

0.505


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




15/38

Ned 2186.14kN

σ Ned

A304.053

N

mm2



Ned 1197.84kN

Ncrd

A f yc

γM0

2.32 103

kN

Ned

Ncrd

0.516


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


16/38

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


dimensionare la efort de intindere: Ned 1082.66kN

σ Ned

A266.01

N

mm2



Ned 603.82kN

Ncrd A f ycγM0

1.313 103

kN

Ned

Ncrd

0.46


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"


17/38

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


18/38

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


19/38

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



20/38

Ved 128.30kN

τVed

cw tw 40.73

N

mm2


mm2

σech σ2

3 τ2

152.312 N

mm2


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


clasaperete cw tw 1

clasatalpa cf tf 2

clasagrinda 2

Med 367.51kN m

σMed

Wel

194.45 N

mm

2


Ved 161.21kN

τVed

cw tw 51.178

N

mm2


mm2

σech σ2

3 τ2

213.701 N

mm2



21/38

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


clasaperete cw tw 1

clasatalpa cf tf

clasagrinda 2

Med 270.39kN m

σMed

Wel

143.063 N

mm2


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


Dimensionare si verificare stalpi

Sistem structural cu noduri fixe sau cu noduri deplasabile:

Deplasare sistem necontravantuit

d x1

0.14m


22/38

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


23/38


24/38

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"


My 582.35kN m Ncor 3551.2kN

Mxcor 35.53kN m


σ Ncor

A

Mxcor

W

My

W 158.575

N

mm2



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


Etaj 2 si 3 ( STALP AX 1B )


25/38

2HEB600: b 300mm

A 53751.3079mm2

Ic 1845708756.5443mm4

ic

Ic

A18.53 cm

WIc

300mm6.152 10

6 mm

3

Lc 3.70m


k c

Ic

Lc

498.84 cm3

k 1

Ic

Lc

498.84 cm3

k 2 733.321cm3



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


26/38

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


Mx 742.87kN m Ncor 6367.23kN

Mycor 79.55kN m



27/38

σ Ncor

A

Mx

W

Mycor

W 252.133

N

mm2



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"


My 309.76kN m Ncor 2821.01kN

Mxcor 95.91kN m


σ Ncor

A

Mxcor

W

My

W 118.42

N

mm2



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


STALP ETAJ 6: ( STALP AX 1B )

2HEB550: b 300mm

A 50586.5579mm2


28/38

Ic 1497673542.5674mm4

ic

Ic

A17.206 cm

WIc

300mm4.992 10

6 mm

3

Lc 3.70m


k c

Ic

Lc

404.777 cm3

k 1

Ic

Lc

404.777 cm3

k 2 498.84cm3



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


29/38

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


Mx 343.99kN m Ncor 2822.01kN

Mycor 102.04kN m


σ Ncor

A

Mx

W

Mycor

W 145.13

N

mm2




30/38

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



My 220.69kN m Ncor 1573.96kN

Mxcor 48.08kN m


σ Ncor

A

Mxcor

W

My

W 84.952

N

mm2



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


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


31/38






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 e1 d 1 0.292 cm d s1 c q d e1 1.166 cm

Dimensionarea imbinarilor:


32/38

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"



33/38




R c 900 N

mm2

R b

R

c1.25

720 N

mm2




Ncapπ 0.89 d ( )

2

4R b 326.535 kN


M 495.6kN m


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"





34/38


R c 900 N

mm2

R b

R c

1.25720

N

mm2




Ncapπ 0.89 d ( )

2

4R b 326.535 kN


M 392.53kN m


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:


35/38

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"


Ned 2641.68kN


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


tmin

40mm R pg

480 N

mm2


kN


kN

Ned

Ncap

0.917



36/38

Contravantuiri 159x16:

Ned 2238.75kN


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



mm2


kN


kN

Ned

Ncap

0.972



Ned 1098.64kN


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



mm2


kN


37/38


kN

Ned

Ncap

0.954


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


38/38

Documents

Calcul Constructii Metalice Etajate