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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
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