CALCUL VANT

0.4 kPa BRASOV

d 21 m

Presiunea vantului pe suprafete: w(z)=qref*ce(z)*cp

qref - presiunea de referinta a vantului

qref

ce(z) - factorul de expunere la inaltimea z deasupra terenului

cp - coeficient aerodinamic de presiune

h 41.8 md/h 0.50 <1

Calcul presiune pe zona D

ETAJ

0.40 11.40 1.25 0.80 0.40 3.80 1.520.40 22.80 1.50 0.80 0.48 3.80 1.820.40 34.20 1.80 0.80 0.58 3.80 2.190.40 41.80 2.10 0.80 0.67 3.80 2.55

Calcul succtiune pe zona E

ETAJ

0.40 11.40 1.25 -0.30 -0.15 3.80 -0.570.40 22.80 1.50 -0.30 -0.18 3.80 -0.680.40 34.20 1.80 -0.30 -0.22 3.80 -0.820.40 41.80 2.10 -0.30 -0.25 3.80 -0.96

d 45 mh 41.8 m

d/h 1.08 >1

Calcul presiune pe zonele A,B,C

ETAJ

0.40 11.40 1.25 0.60 0.30 3.80 1.140.40 22.80 1.50 0.60 0.36 3.80 1.370.40 34.20 1.80 0.60 0.43 3.80 1.640.40 41.80 2.10 0.60 0.50 3.80 1.92

Calcul succtiune pe zonele A,B,C

ETAJ

0.40 11.40 1.25 -0.30 -0.15 3.80 -0.57

qref [kN/m2] z

[m]ce(z) cp,presiune

w(z) [kN/m2]

hetaj [m]

qvant [kN/m]

1÷34÷66÷9

9÷11

qref [kN/m2] z

[m]ce(z) cp,succtiune

w(z) [kN/m2]

hetaj [m]

qvant [kN/m]

1÷34÷66÷9

9÷11

qref [kN/m2] z

[m]ce(z) cp,presiune

w(z) [kN/m2]

hetaj [m]

qvant [kN/m]

1÷34÷66÷9

9÷11

qref [kN/m2] z

[m]ce(z) cp,succtiune

w(z) [kN/m2]

hetaj [m]

qvant [kN/m]

1÷3

0.40 22.80 1.50 -0.30 -0.18 3.80 -0.680.40 34.20 1.80 -0.30 -0.22 3.80 -0.820.40 41.80 2.10 -0.30 -0.25 3.80 -0.96

4÷66÷9

9÷11

in Etabs qvant se va reprezenta pe grinzile de fatada

Grinzi secundare

IPE 240 A 39.12 3912

Iy 3891.62

240 mm

Calcul placa de beton luata ca o sectiune de metal

30000

2100001000 mm

142.86 mm

130.00 mm

fy 355Calcul centru de greutate

152.81 mm

8,431.35

272.81 mm 27.28 cm

309.05

99.74 kNm

cm2 mm2

cm4

hprofil

Eb N/mm2

Ea N/mm2

b+2Δ

be=(b+2Δ)*Eb/Ea be

hpl

N/mm2

zCG=ΣAizi/Ai zCG

Iy-ysec cm4

zmax

Wel cm3

MRd

CALCULUL CONTRAVANTUIRILOR

1) Verificarea la intindere

CV 168.3x16 A 7660

fy 355

2472090.91 N 2472.091 kN

930 kN 1860 kN

0.75239951 <1

CV 168.3x12.5 A 6120

fy 355

1975090.91 N 1975.091 kN

773 kN 1546 kN

0.78274878 <1

CV 168.3x10 A 4970

fy 355

1603954.55 N 1603.955 kN

711.5 kN 1423 kN

0.88718225 <1

2) Verificarea la compresiune

E 210000

5.33 m 5330 mmα 0.21 (pentru curba de flambaj A)

NEd/Nt,Rd ≤ 1

NEd - efortul din Etabs (din combinatiile 5÷8)

Nt,Rd=A*fy/1.1

mm2

N/mm2

Nt,Rd

NEd

NEd/Nt,Rd

mm2

N/mm2

Nt,Rd

NEd

NEd/Nt,Rd

mm2

N/mm2

Nt,Rd

NEd

NEd/Nt,Rd

NEd/Nt,Rd ≤ 1

NEd - efortul din Etabs (din combinatiile 1÷4)

Nt,Rd=χ*A*fy/1.1

χ=1/(φ+sqrt(φ2-λ2))

φ=0.5*(1+α(λ-0.2)+λ2)

λ=sqrt(A*fy/Ncr)

Ncr=π2*EI/Lcr2

N/mm2

Lcr

fy 355 d/t1500/fy

CV 168.3x16 A 7660 6000/fy

I 2.24E+07

1,637.15 kNλ 1.29 φ 1.44 χ 0.48 factorul de reducere pentru modul de flambaj considerat

1,178.36 kN

635.00 kN

0.54 <1

CV 168.3x12.5 A 6120

I 1.87E+07

1,362.83 kNλ 1.26 φ 1.41 χ 0.49

971.38 kN

410.00 kN

0.42 <1

CV 168.3x10 A 4970

I 1.56E+07

1,141.04 kNλ 1.24 φ 1.38 χ 0.50

807.09 kN

284.00 kN

0.35 <1

3) Verificarea la zveltete (cf. P100)

76.41

N/mm2

mm2

mm4

Ncr

Nt,Rd

NEd

NEd/Nt,Rd

mm2

mm4

Ncr

Nt,Rd

NEd

NEd/Nt,Rd

mm2

mm4

Ncr

Nt,Rd

NEd

NEd/Nt,Rd

λ=sqrt(A*fy/Ncr) 1.3≤λ≤2.0 (1.3λE≤λ≤2.0λE)

λE

E 210000

ε=N/EA

ε 5.78E-04

ε 6.01E-04

ε 6.82E-04

N/mm2

10.51875 CVP4 Stress Strain4.225352 E- -0.19 -10

16.90141 D- -0.19 -1

C- -0.48 -1

B- -0.48 0A 0 0B 1 0

factorul de reducere pentru modul de flambaj considerat C 1 12

D 0.8 12

E 0.8 15

CV58 Stress Strain

E- -0.20 -10

D- -0.20 -1

C- -0.49 -1B- -0.49 0A 0 0B 1 0

C 1 12

D 0.8 12

E 0.8 15

CV58 Stress Strain

E- 0.20 -10

D- 0.20 -1C- -807.09 -1B- -807.09 0A 0 0

B 1 0

C 1 12

D 0.8 12E 0.8 15

Story Point Load FX FY FZ MX MY MZBASE 2 Y 145.68 546.77 2619.07 156.293 4.443 0.006BASE 3 Y 176.95 39.34 1166.32 156.922 0.509 0.004BASE 4 Y 178.13 39.34 1171.12 156.929 0.563 0.003BASE 5 Y 144.94 546.61 2618.26 156.315 4.52 0.006BASE 6 Y 0.56 612.37 3013.91 168.695 0.601 0.001BASE 7 Y 0.11 54.66 202.93 174.924 0.314 0.002BASE 8 Y 0.1 52.68 1.5 172.777 0.309 0.001BASE 9 Y 0.11 54.56 201.05 174.8 0.313 0BASE 10 Y 0.76 612.33 3010.61 169.744 0.809 0.002BASE 11 Y 147.98 547.82 2624.61 156.52 3.874 0.002BASE 12 Y 182.79 39.42 1160.29 156.769 1.174 0.007BASE 13 Y 182.07 39.39 1163.87 156.721 1.137 0.007BASE 14 Y 147.66 547.61 2621.97 156.461 3.905 0.002BASE 15 Y 0.78 611.97 3009.55 169.637 0.83 0.002BASE 16 Y 0.11 54.51 200.89 174.686 0.309 0BASE 17 Y 0.1 52.64 1.46 172.683 0.307 0BASE 18 Y 0.12 54.63 202.6 174.843 0.318 0.002BASE 19 Y 0.59 611.93 3008.23 168.66 0.666 0.001BASE 20 Y 0.75 50.92 41.63 169.838 0.932 0.001BASE 21 Y 0.71 50.92 41.72 169.848 0.857 0.001BASE 22 Y 0.13 52.01 12.32 171.634 0.342 0BASE 23 Y 0.14 52 12.3 171.612 0.345 0BASE 24 Y 0.13 52.23 0.53 172.054 0.344 0BASE 25 Y 0.13 52.22 0.53 172.029 0.346 0BASE 26 Y 0.15 51.98 12.1 171.525 0.361 0.001BASE 27 Y 0.15 51.97 11.98 171.496 0.354 0.001BASE 28 Y 0.65 50.81 41.9 169.559 0.75 0.001BASE 29 Y 0.65 50.84 42 169.604 0.749 0.001

ΣFY= 5634.48 contravantuite= 3445.67 61.15 %

Story Point Load FX FY FZ MX MY MZBASE 2 X 648.47 152.14 2857.74 12.3 48.642 0.006BASE 3 X 671.71 1.68 2787.36 1.906 57.639 0.004BASE 4 X 671.55 1.6 2786.3 1.826 57.637 0.004BASE 5 X 648.57 151.69 2859.06 12.426 48.636 0.006BASE 6 X 17.48 192.41 1199.89 7.764 51.821 0.007BASE 7 X 18.64 1.44 278.2 3.422 53.701 0.004BASE 8 X 19.03 0.34 210.4 1.102 54.395 0.005BASE 9 X 18.62 1.93 276.49 4.865 53.719 0.006BASE 10 X 17.23 185.78 1199.21 6.851 51.482 0.003BASE 11 X 649.89 146.84 2845.08 13.07 48.619 0.005BASE 12 X 673.6 1.57 2766.63 2.24 57 0.003BASE 13 X 672.49 1.48 2801.89 2.111 56.862 0.003BASE 14 X 648.87 147.99 2866.07 13.221 48.571 0.005BASE 15 X 17.2 187.83 1211.98 6.871 51.436 0.003BASE 16 X 18.62 1.93 277.46 4.864 53.718 0.006BASE 17 X 19.03 0.32 210.53 1.086 54.398 0.005BASE 18 X 18.64 1.41 278.36 3.397 53.701 0.004BASE 19 X 17.47 192.01 1201.61 7.678 51.82 0.007BASE 20 X 22.65 1.33 55.28 1.92 58.153 0.002BASE 21 X 22.65 1.25 55.25 1.865 58.154 0.002BASE 22 X 23.63 0.47 86.16 1.32 59.771 0.002BASE 23 X 23.63 0.42 86.17 1.253 59.771 0.002BASE 24 X 24.02 0.31 81.86 1.046 60.45 0.001BASE 25 X 24.03 0.31 81.86 1.047 60.451 0.001BASE 26 X 23.62 0.58 86.18 1.624 59.781 0.001BASE 27 X 23.62 0.58 86.24 1.647 59.782 0.001BASE 28 X 22.4 1.7 55.94 2.126 57.774 0.002BASE 29 X 22.4 1.81 56.04 2.315 57.784 0.002

ΣFX= 5699.76 contravantuite 3103.96 54.46 %

STORY DISP-X DISP-Y DRIFT-X DRIFT-Y DRIFT-Y %

STORY11 0.000642 0.001405 0.000009 0.000019 0.000087 21.83908 <80%STORY10 0.000607 0.001335 0.00002 0.000042 0.0001 42 <80%STORY9 0.000533 0.001175 0.000021 0.000047 0.000104 45.19231 <80%STORY8 0.000453 0.000995 0.000019 0.000045 0.000104 43.26923 <80%STORY7 0.000379 0.000825 0.000018 0.000043 0.000104 41.34615 <80%STORY6 0.00031 0.000663 0.000018 0.000042 0.000098 42.85714 <80%STORY5 0.00024 0.000505 0.000016 0.000037 0.000089 41.57303 <80%STORY4 0.000179 0.000364 0.000015 0.000033 0.000077 42.85714 <80%STORY3 0.000121 0.000238 0.000012 0.000027 0.000064 42.1875 <80%STORY2 0.000077 0.000137 0.000013 0.000024 0.000047 51.06383 <80%STORY1 0.000029 0.000045 0.000008 0.000012 0.000016 75 <80%

1.Structura cu CV

2.Structura fara CV

Raport 1/2

structura cu noduri

deplasabile

VERIFICAREA GRINZILOR

a) Elemente nedisipative (grinzile cadrelor contravantuite) (din combinatiile 9÷10)

Etaj 1-2 HEA450 2900000

fy 355

935.91 KNm

230 KNm

0.25 <1

Etaj 3-5 HEA400 2300000

fy 355

742.27 KNm

195.5 KNm

0.26 <1

Etaj 6-11 HEA360 1900000

fy 355

613.18 KNm

246 KNm

0.40 <1

b) Elemente disipative (grinzile cadrelor necontravantuite) (din combinatiile 5÷8)

Verificarea la moment incovoietor

Verificarea la forta axiala

MEd/MRd ≤ 1

MEd - efortul din Etabs

MRd=Wef*fy/1.1

Wef mm3

N/mm2

MRd

MEd

MEd/MRd

Wef mm3

N/mm3

MRd

MEd

MEd/MRd

Wef mm3

N/mm3

MRd

MEd

MEd/MRd

În zonele potenţial plastice trebuie ca momentul capabil plastic, şi capacitatea de rotire a secţiunii să nu fie diminuate de eforturile axiale şi de forfecare. Pentru aceasta trebuie îndeplinite următoarele condiţii :

MEd/Mpl,Rd ≤ 1 Mpl,Rd=Wpl*fy/1.1

Verificarea la forta taietoare

A aria netă a secţiunii

Etaj 1-2 HEA450 A 17800

3220000tw 11.5 mmtf 21 mmd 440 mm

fy 355

1,039.18 kNm 5,744.55 KN

240 kNm 70 KN

0.23 <1 0.01 <0.15

Etaj 3-5 HEA400 A 15900

2560000tw 11 mmtf 19 mmd 390 mm

fy 355

826.18 kNm 5,131.36 KN

234.5 kNm 81 KN

0.28 <1 0.02 <0.15

Etaj 6-9 HEA360 A 14300

2088000tw 10 mm

NEd/Npl,Rd ≤ 0.15 Npl,Rd=A*fy/1.1

VEd/Vpl,Rd ≤ 0.5 Vpl,Rd=(d-tf)*tw*fy/√3*1.1

VEd=VEd,G+ VEd,M

NEd, MEd, VEd sunt eforturile de proiectare, respectiv forţa axială, moment încovoietor şi forţa tăietoare de proiectare din gruparea de încărcări care include acţiunea seismică

Npl, Rd, Mpl,Rd, Vpl, Rd sunt eforturile (capabile) plastice de proiectare ale secţiunii

VEd,G forţa tăietoare din acţiunile neseismice

VEd,M forţa tăietoare rezultată din aplicarea momentelor capabile Mpl,Rd,A şi Mpl,Rd,B cu semne opuse la cele două capete A şi B ale grinzii.

VEd,M= (Mpl,Rd,A+Mpl,Rd,B) / L; L = deschiderea grinzii

mm2

Wpl mm3

N/mm2

Mpl,Rd Npl,Rd

MEd3-3 NEd

MEd/Mpl,Rd NEd/Npl,Rd

mm2

Wpl mm3

N/mm2

Mpl,Rd Npl,Rd

MEd NEd

MEd/Mpl,Rd NEd/Npl,Rd

mm2

Wpl mm3

tf 17.5 mmd 300 mm

fy 355

673.85 kNm 4,615.00 KN

217.5 kNm 87 KN

0.32 <1 0.02 <0.15

N/mm2

Mpl,Rd Npl,Rd

MEd NEd

MEd/Mpl,Rd NEd/Npl,Rd

(din combinatiile 9÷10)

(din combinatiile 5÷8)

897.82 kN

135 kN

0.15 <0.5

760.40 kN

132.5 kN

0.17 <0.5

Vpl,Rd

VEd2-2

VEd/Vpl,Rd

Vpl,Rd

VEd

VEd/Vpl,Rd

526.37 kN

130 kN

0.25 <0.5

Vpl,Rd

VEd

VEd/Vpl,Rd

CALCUL STALPI

Verificarea de stabilitate (cf. SR EN 1993-1-1)

Barele supuse la compresiune axiala si incovoiere trebuie sa indeplineasca conditiile:

a)

b)

unde:

Determinare coeficient de pierdere a stabilitatii la compresiune

E 210000

3.8 m 3800 mmα 0.21 (pentru curba de flambaj A) factor de imperfectiune

fy 355

Determinare coeficient de pierdere a stabilitatii la incovoiere

3.8 m 3800 mm

0.13 (pentru curba de flambaj A0) factor de imperfectiune

1

1 factori de interactiune

1

Etaj 1 2HEB600 A 0.0309 30900

I 0.00038 3.80E+08

0.00126 1.26E+06b 0.3 m 300 mm

NEd/χy*NRk/γM1+kyy*MyEd/χLT*MyRk/γM1+kyz*MzEd/MzRk/γM1 ≤ 1

NEd/χz*NRk/γM1+kzy*MyEd/χLT*MyRk/γM1+kzz*MzEd/MzRk/γM1 ≤ 1

χy, χz - coeficienti de pierdere a stabilitatii la compresiune

χLT - coeficient de pierdere a stabilitatii la incovoiere

χ=1/(φ+sqrt(φ2-λ2))

φ=0.5*(1+α(λ-0.2)+λ2)

λy=lf/imin

λE=π*sqrt(E/fy)

λb=λy/λE

N/mm2

Lcr

N/mm2

χLT=1/(φLT+sqrt(φLT2-λLT

2))

φLT=0.5*(1+αLT(λLT-0.2)+λLT2)

λLT=lfLT/iz1

lfLT=Hetaj

iz1=0.288*b

αLT

kyy

kzy

kzz

m2 mm2

m4 mm4

Wy m3 mm3

0.110895 m 110.90 mm

86.40 mm

76.41

43.98 129.65 0.13

0.58 1.70 0.00169676 λ

0.69 <1 φ 2.10 0.48

0.93 χ 0.30 1.04 φχ

10969500 N 10969.5 kN

1.35E+11 Nmm 1.35E+05 kNm

a) Nmax=>Mcoresp b) Mmax=>Ncoresp

#REF! kN

#REF! kNm

#REF! kNm

#REF! >1

imin=sqrt(I/A)

iz1=0.288*b

λE

λLT λy Ncr

λLT,b λb

φLT λb

χLT

NRK=A*fy NRk

MyRk=Wy*fy MyRk

MzRk=Wz*fy MzRk

NEdmax My

3-3,max

My3-3 Mz

2-2

Mz2-2 Ned

3810203.8003 N 3,810.20 kN

53.66

0.70

0.80 0.85

Lungimi de flambaj ale stalpilor structurilor multietajate

obtinuta din diagrama F.5Lungimea de flambaj lf a unui stalp dintr-un cadru cu noduri deplasabile poate fi

Factorii de distributie a rigiditatii η1 si η2 sunt obtinute cu relatiile:

η1=(Kc+K1)/(Kc+K1+K11+K12)

η2=(Kc+K2)/(Kc+K2+K21+K22)

Kc=I/Lstalp

2HEB600 A 0.027 27000 parter-etaj 1

I 0.00171 1.71E+09

3.8 m 3800 mm

450

371.58 pt 2HEA600

0

I 63720

600 cm 750 cm

106.2 84.96

0 0

0.81 lf/L 3.8 m

1.00

Urmatoarea relatie se poate utiliza ca alternativa la valorile date in diagramecadre cu noduri deplasabile:

3.78

14.38 m 14,377.30 mm

2HEA600 A 0.0452 45200 etaj 1-etaj 2

I 0.001525 1.52E+09

3.8 m 3800 mm

401.315789

401.315789

450

I 63720

600 cm 750 cm

106.2 84.96

0.81

0.82

2.49

9.45 m 9,453.10 mm

m2 mm2

m4 mm4

Lstalp

Kc cm3

K1

k2

pt grinda HEA450

cm4

Lgrinda Lgrinda

K11 cm3 K12 cm3

K21 K22

η1

η2

lf/L=(1-0.2*(η1+η2)-0.12*η1*η2)/(1-0.8*(η1+η2)+0.60*η1*η2)0.5

lf/L

lf

m2 mm2

m4 mm4

Lstalp

Kc cm3

K1

K2

pt grinda HEA450

cm4

Lgrinda Lgrinda

K11=K21 cm3 K12=K22 cm3

η1

η2

lf/L=(1-0.2*(η1+η2)-0.12*η1*η2)/(1-0.8*(η1+η2)+0.60*η1*η2)0.5

lf/L

lf

2HEA550 A 0.0424 42400 etaj 3-etaj 4

I 0.001227 1.23E+09

3.8 m 3800 mm

322.894737

322.894737

401.315789

I 45070

600 cm 750 cm

75.1166667 60.093333

0.83

0.84

2.66

10.10 m 10,101.21 mm

CALCUL STALP CEL MAI SOLICITAT

STORY

C21 P-ET.1 2HEA600 HEA450 HEA450 152500 63720 380 750ET. 1-2 2HEA600 HEA450 HEA450 152500 63720 380 750ET. 2-3 2HEA600 HEA400 HEA400 152500 45070 380 750ET. 3-4 2HEA550 HEA400 HEA400 122700 45070 380 750ET. 4-5 2HEA550 HEA400 HEA400 122700 45070 380 750ET. 5-6 2HEA550 HEA360 HEA360 122700 33090 380 750ET. 6-7 2HEA500 HEA360 HEA360 97300 33090 380 750ET. 7-8 2HEA500 HEA360 HEA360 97300 33090 380 750ET. 8-9 2HEA500 HEA360 HEA360 97300 33090 380 750

ET. 9-10 2HEA500 HEA360 HEA360 97300 33090 380 750

ET. 10-11 2HEA500 HEA360 HEA360 97300 33090 380 750

STORY λ

P-ET.1 2HEB600 1.85E+09 54000 210000 14,881.55 184.84 80.51 ET. 1-2 2HEA600 1.52E+09 45200 210000 9,812.76 183.68 53.42

m2 mm2

m4 mm4

Lstalp

Kc cm3

K1

K2

pt grinda HEA400

cm4

Lgrinda Lgrinda

K11=K21 cm3 K12=K22 cm3

η1

η2

lf/L=(1-0.2*(η1+η2)-0.12*η1*η2)/(1-0.8*(η1+η2)+0.60*η1*η2)0.5

lf/L

lf

SECTIUNE STALP

SEC GR STANGA

SEC GR DREAPTA

Istalp [cm4]

Igrinda [cm4]

Lstalp [cm]

Lgr,stg [cm]

SECTIUNE STALP

Istalp [mm4]

Astalp [mm2]

E [N/mm2]

lf [mm]

i [mm]

ET. 2-3 2HEA600 1.52E+09 45200 210000 10,326.62 183.68 56.22 ET. 3-4 2HEA550 1.23E+09 42400 210000 10,628.99 170.11 62.48 ET. 4-5 2HEA550 1.23E+09 42400 210000 10,370.50 170.11 60.96 ET. 5-6 2HEA550 1.23E+09 42400 210000 10,822.05 170.11 63.62 ET. 6-7 2HEA500 9.73E+08 39600 210000 11,012.75 156.75 70.26 ET. 7-8 2HEA500 9.73E+08 39600 210000 10,723.99 156.75 68.41 ET. 8-9 2HEA500 9.73E+08 39600 210000 10,723.99 156.75 68.41

ET. 9-10 2HEA500 9.73E+08 39600 210000 10,723.99 156.75 68.41 ET. 10-11 2HEA500 9.73E+08 39600 210000 9,194.56 156.75 58.66

STORY

P-ET.1 2HEB600 54000 355 6.15E+06 19170 2183605 1ET. 1-2 2HEA600 45200 355 5.17E+06 16046 1834640 1ET. 2-3 2HEA600 45200 355 5.17E+06 16046 1834640 1ET. 3-4 2HEA550 42400 355 4.55E+06 15052 1613475 1ET. 4-5 2HEA550 42400 355 4.55E+06 15052 1613475 1ET. 5-6 2HEA550 42400 355 4.55E+06 15052 1613475 1ET. 6-7 2HEA500 39600 355 3.97E+06 14058 1410415 1ET. 7-8 2HEA500 39600 355 3.97E+06 14058 1410415 1ET. 8-9 2HEA500 39600 355 3.97E+06 14058 1410415 1

ET. 9-10 2HEA500 39600 355 3.97E+06 14058 1410415 1

ET. 10-11 2HEA500 39600 355 3.97E+06 14058 1410415 1

SECTIUNE STALP

A [mm2]

fy [N/mm2]

Wy [mm3]

NRk

[kN]MRk

[kNm] kyykzykzz

etaj 1-etaj 2

etaj 3-etaj 4

E 210000

750 401.32 401.32 0 84.96 0 84.96 0 0.83 1.00 750 401.32 401.32 401.32 84.96 84.96 84.96 84.96 0.83 0.83 750 401.32 322.89 401.32 60.09 84.96 60.09 84.96 0.86 0.83 750 322.89 322.89 401.32 60.09 60.09 60.09 60.09 0.84 0.86 750 322.89 322.89 322.89 60.09 60.09 60.09 60.09 0.84 0.84 750 322.89 256.05 322.89 44.12 60.09 44.12 60.09 0.87 0.84 750 256.05 256.05 322.89 44.12 44.12 44.12 44.12 0.85 0.87 750 256.05 256.05 256.05 44.12 44.12 44.12 44.12 0.85 0.85 750 256.05 256.05 256.05 44.12 44.12 44.12 44.12 0.85 0.85 750 256.05 256.05 256.05 44.12 44.12 44.12 44.12 0.85 0.85 750 256.05 0 256.05 44.12 44.12 44.12 44.12 0.74 0.85

φ χ

355 76.41 1.05 1.14 0.63 355 76.41 0.70 0.80 0.85

N/mm2

Lgr,dr [cm]

Kc K1 K2 K11 K21 K12 K22 η1 η2

fy [N/mm2] λE λb

355 76.41 0.74 0.83 0.83 355 76.41 0.82 0.90 0.79 355 76.41 0.80 0.88 0.80 355 76.41 0.83 0.91 0.78 355 76.41 0.92 1.00 0.72 355 76.41 0.90 0.97 0.74 355 76.41 0.90 0.97 0.74 355 76.41 0.90 0.97 0.74 355 76.41 0.77 0.85 0.81

χ Verificare Verificare

0.63 0.93 6964.4 39.80 435.60 0.64 6,230.99 460.50 41.83 0.31 0.85 0.93 6806.6 105.70 246.30 0.55 3,983.86 324.24 3.00 0.32 0.83 0.93 4,832.14 100.46 164.53 0.40 4,111.92 275.18 52.03 0.34 0.79 0.93 4,693.19 103.98 188.57 0.44 4,064.74 257.29 93.91 0.38 0.80 0.93 3,009.08 59.33 142.76 0.28 2,386.18 284.87 54.84 0.22 0.78 0.93 2,868.69 108.95 152.48 0.27 2,313.17 222.33 100.31 0.22 0.72 0.93 2,000.09 136.39 9.33 0.22 1,499.67 201.95 51.82 0.16 0.74 0.93 1,608.70 141.50 16.79 0.17 1,309.08 193.26 112.20 0.14 0.74 0.93 1,825.36 182.00 104.49 0.19 1,743.23 207.60 58.81 0.19 0.74 0.93 1,534.92 148.39 96.18 0.16 1,474.17 216.03 58.05 0.16 0.81 0.93 446.89 5.40 10.69 0.04 493.81 206.76 16.47 0.05

Nmax-Mcoresp Mmax-Ncoresp

χLTNEd

max

[kN]My

3-3 [kNm]

Mz2-2

[kNm]NEd

coresp

[kN]My

3-3max

[kNm]Mz

2-2 [kNm]

3.92 1,488.16 2.58 981.28 2.72 1,032.66 2.80 1,062.90 2.73 1,037.05 2.85 1,082.20 2.90 1,101.27 2.82 1,072.40 2.82 1,072.40 2.82 1,072.40 2.42 919.46

lf/L lf

[cm]

CALCUL STATIC NELINIAR

Calculul static neliniar este un calcul calitativ si se face pentru a verifica daca factorulde comportare considerat, este realizat (indeplinit).

Prin calcul static neliniar se urmareste ordinea aparitiilor articulatiilor plastice.Modelarea elementelor structurale se fac in conformitate cu FEMA273.

Vom defini articulatii plastice de tipul:

a)

b)c) P (pt contravantuiri)

CVP4 Stress StrainCV 168.3x16 E- -0.14 -7.02

D- -0.14 -1χ 0.48 C- -0.48 -1

B- -0.48 0 d/tA 0 0 4.23 B 1 0 CV 168.3x16

d/t 10.52

C 1 12 CV 168.3x12.5 13.46 D 0.8 12 CV 168.3x10 16.83 E 0.8 15 16.90

CV58 Stress Strain dCV 168.3x12.5 E- -0.13 -5.63 4.23 1

D- -0.13 -1 CV 168.3x16 10.52 1χ 0.49 C- -0.49 -1 16.90 1

B- -0.49 0A 0 0B 1 0C 1 12D 0.8 12E 0.8 15

CV58 Stress StrainCV 168.3x10 E- -0.10 -4.03

D- -0.10 -1χ 0.50 C- -0.50 -1

B- -0.50 0A 0 0B 1 0C 1 12D 0.8 12

P-M2-M3 (pt stalpi)

M3 (pt grinzi)

d/t≤1500/fy

d/t≥6000/fy

E 0.8 15

Braces in compressiond e c IO LS CP1 10 0.4 0.8 5 71 7.02 0.30 0.8 3.51 5.01 1 5.63 0.25 0.8 2.97 4.24 1 4.03 0.20 0.8 2.35 3.35 1 4 0.2 0.8 2 3

e c10 0.4 12.68 -6 x -3.021125 12.68

7.02 0.30 6.38 x 6.38 4 0.2

-0.2 y -0.100704y