STATIČNI IZRAČUN JEKLENE KONSTURKCIJE …Konstrukcija regularna po višini, Sistemi obrnjenega nihala, Razred duktilnosti DCM: qo=1.5 Sistem zidov, dvojni sistem z dominantno steno

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STATIČNI IZRAČUN JEKLENE KONSTURKCIJE STOPNIC (KVALITETA JEKLA S235 J2): Greda

1. HOP [] 200x100x52. HOP [] 150x150x53. HOP [] 100x100x5

Greda (1-3) Seti numeričnih podatkov

Greda1. HOP [] 200x100x52. HOP [] 150x150x53. HOP [] 100x100x5

Greda (1-3) Seti numeričnih podatkov


Tabele materialov

No Naziv materiala E[kN/m2] μ γ[kN/m3] αt[1/C] Em[kN/m2] μm

1 Jeklo 2.100e+8 0.30 78.50 1.000e-5 2.100e+8 0.30 Seti gred Set: 1 Prerez: HOP [] 200x100x5, Fiktivna ekscentričnost

3

2

10

20

0.5

[cm]

T

Mat. A1 A2 A3 I1 I2 I3 1 - Jeklo 2.836e-3 2.000e-3 1.000e-3 1.204e-5 4.876e-6 1.438e-5

Set: 2 Prerez: HOP [] 150x150x5, Fiktivna ekscentričnost

3

2

15

15

0.5

[cm]

T


Set: 3 Prerez: HOP [] 100x100x5, Fiktivna ekscentričnost

3

2

10

10

0.5

[cm]

T



Vhodni podatki - Obtežba

Lista obtežnih primerov

LC Naziv

1 LASTNA (g) 2 STALNA 3 KORISTNA 4 Komb.: 1.35xI+1.35xII+1.5xIII 5 Komb.: I+1.35xII+1.5xIII 6 Komb.: 1.35xI+II+1.5xIII 7 Komb.: I+II+1.5xIII

8 Komb.: 1.35xI+1.35xII 9 Komb.: I+1.35xII 10 Komb.: 1.35xI+II 11 Komb.: I+II

p=1.00

p=1.00

p=1.00

p=1.00

p=1.00

p=1.00

Obt. 2: STALNA

Okvir: H_2

p=1.00

p=1.00

p=1.00

p=1.00

p=1.00

p=1.00

Obt. 2: STALNA

Okvir: H_1

p=5.00

p=5.00

p=5.00

p=5.00

p=5.00

p=5.00

Obt. 3: KORISTNA

Okvir: H_2

p=5.00

p=5.00

p=5.00

p=5.00

p=5.00

p=5.00

Obt. 3: KORISTNA

Okvir: H_1


Modalna analiza Napredne opcije seizmičnega preračuna: Preprečeno nihanje v Z smeri

Faktorji obtežb za preračun mas

No Naziv Koeficient

1 LASTNA (g) 1.00 2 STALNA 1.00 3 KORISTNA 0.60

Razporeditev mas po višini objekta

Nivo Z [m] X [m] Y [m] Masa [T] T/m²

0.00 6.94 -0.60 14.21 Skupno: 0.00 6.94 -0.60 14.21

Nihajne dobe konstrukcije

No T [s] f [Hz] 1 0.4552 2.1968 2 0.2489 4.0184 3 0.0979 10.2183 4 0.0768 13.0154 5 0.0735 13.6086


Seizmični preračun Seizmični preračun: EC8 (EN 1998) Kategorija tal: C Kategorija pomena: III (γ=1.2) Razmerje ag/g: 0.23 Koeficient dušenja: 0.05

Faktorji smeri potresa:

Obtežni primer Kot α[°] k,α k,α+90° kz Faktor O.

POTRES-X 0 1.000 0.300 0.000 1.500* POTRES-Y 90 1.000 0.300 0.000 1.500*

Tip spektra

Obtežni primer S Tb Tc Td POTRES-X 1.150 0.200 0.600 2.000 POTRES-Y 1.150 0.200 0.600 2.000

T5

T1

T(s)

m/s2 Kategorija tal: CKategorija pomena: III (γ=1.2)

Razmerje ag/g: 0.23Koeficient dušenja: 0.05

0.2

0

5.07

0.6

0

5.07

2.0

0

1.52

Projektni spekter

POTRES-X Konstrukcija regularna po višini, Sistemi obrnjenega nihala, Razred duktilnosti DCM: qo=1.5 Sistem zidov, dvojni sistem z dominantno steno in sistem z jedrom: αo=1.00, kw=0.67. Faktor obnašanja: q=qo∙kw=1.00(Osvojeno 1.5)

Ton 1 Ton 2 Ton 3 Nivo Z [m] Px [kN] Py [kN] Pz [kN] Px [kN] Py [kN] Pz [kN] Px [kN] Py [kN] Pz [kN]

0.00 -0.00 9.09 0.00 0.00 5.34 -0.00 0.00 2.08 0.00 Σ= -0.00 9.09 0.00 0.00 5.34 -0.00 0.00 2.08 0.00

Ton 4 Ton 5

Nivo Z [m] Px [kN] Py [kN] Pz [kN] Px [kN] Py [kN] Pz [kN] 0.00 0.00 0.02 0.00 -0.00 0.05 -0.00

Σ= 0.00 0.02 0.00 -0.00 0.05 -0.00 POTRES-Y Konstrukcija regularna po višini, Sistemi obrnjenega nihala, Razred duktilnosti DCM: qo=1.5 Sistem zidov, dvojni sistem z dominantno steno in sistem z jedrom: αo=1.00, kw=0.67. Faktor obnašanja: q=qo∙kw=1.00(Osvojeno 1.5)

Ton 1 Ton 2 Ton 3 Nivo Z [m] Px [kN] Py [kN] Pz [kN] Px [kN] Py [kN] Pz [kN] Px [kN] Py [kN] Pz [kN]

0.00 -0.00 30.29 0.00 -0.00 17.79 -0.00 0.00 6.93 0.00 Σ= -0.00 30.29 0.00 -0.00 17.79 -0.00 0.00 6.93 0.00

Ton 4 Ton 5

Nivo Z [m] Px [kN] Py [kN] Pz [kN] Px [kN] Py [kN] Pz [kN] 0.00 0.00 0.06 0.00 -0.00 0.17 -0.00

Σ= 0.00 0.06 0.00 -0.00 0.17 -0.00 Faktorji participacije - relativno sodelovanje

Ton \ Naziv 1. POTRES-X 2. POTRES-Y

1 0.548 0.548 2 0.322 0.322 3 0.126 0.126 4 0.001 0.001 5 0.003 0.003

Faktorji participacije - angažiranje mase

Ton U [α=0°] U [α=90°] Upošteva se samo masa nad koto temelja Kota temelja: 0.00 m Skupna masa nad temeljem: 12.13 T Skupna masa celega objekta: 14.21 T

1 0.00 49.24 2 0.00 29.00 3 0.00 16.47


Statični preračun

0.01

-0.01

-0.01

9.83

-51.95

13.83

-51.82

0.93

-0.93

-59.66

-44.52

-62.10

0.27

-45.83

-63.48

13.25

-46.78

9.83

-51.95

13.83

-51.82

0.93

-0.93

-59.66

-44.52

-62.10

0.27

-45.83

-63.48

13.25

-46.78

Obt. 22: [Ovo] 6-21

Vplivi v gredi: max N1= 13.83 / min N1= -63.48 kN Izometrija

1.36

-1.36

1.86

-1.86

5.34

-5.34

3.52

-3.52

12.21

-12.21

13.82

-13.82

1.58

-2.35

0.56

-1.13

0.40

-0.17

13.92

-19.03

5.83

-6.53

18.67

-17.02

8.33

-7.74

17.95

-15.00 -4.87 8.72

1.58

-2.35

0.56

-1.13

0.40

-0.17 13.92

-19.03

5.83

-6.53

18.67

-17.02

8.33

-7.74

17.95

-15.00 -4.87 8.72 Obt. 22: [Ovo] 6-21

Vplivi v gredi: max T2= 18.67 / min T2= -19.03 kN Izometrija


6.03

-6.03

10.87

-10.87

2.85

-2.85

2.83

-2.83 6.46

-6.46

8.04

-8.04

10.11

-10.14

7.07

-7.08

0.11 -0.12

0.37 -0.38

5.20

-5.19

2.88

-2.89

4.15

-4.13

3.38

-3.38

5.12

-5.13

10.14

-10.11

7.08

-7.07

0.12 -0.11

0.38 -0.37

5.19

-5.20

2.89

-2.88

4.13

-4.15

3.38

-3.38

5.13

-5.12 Obt. 22: [Ovo] 6-21

Vplivi v gredi: max T3= 10.87 / min T3= -10.87 kN Izometrija

3.62

3.62

-3.62

-3.62

6.52

6.52

-6.52

-6.52

1.71

1.71 -1.71

-1.71

1.69

1.69 -1.70

-1.70 3.87

3.87

-3.87

-3.87

4.83

4.83

-4.83

-4.83

13.36

-13.37

16.51

-16.52

0.49 -0.47

1.56 -1.56

2.95

-2.95

6.57

-6.56

4.52

-4.51

7.51

-7.52

3.41

-3.41

13.37

-13.36

16.52

-16.51

0.47 -0.49

1.56 -1.56

2.95

-2.95

6.56

-6.57

4.51

-4.52

7.52

-7.51

3.41

-3.41

Obt. 22: [Ovo] 6-21

Vplivi v gredi: max M2= 16.52 / min M2= -16.52 kNm Izometrija


0.75 0.75

-0.77

-0.77

1.06 1.06

-1.07

-1.07

3.14 3.14

-3.16

-3.16

2.05 2.05

-2.06

-2.06

7.26 7.26

-7.29

-7.29

8.23 8.23

-8.25

-8.25

1.88 -3.10

1.71

-3.03

1.67

-0.83

12.09

-10.65

1.03

0.15

-11.40

8.09

-9.80

-13.45

1.58

1.84

-9.80

8.21

-5.71

-11.79

0.72

1.36

-5.71

1.88 -3.10

1.71

-3.03

1.67

-0.83

12.09

-10.65

1.03

0.15

-11.40

8.09

-9.80

-13.45

1.58

1.84

-9.80

8.21

-5.71

-11.79

0.72

1.36

-5.71 Obt. 22: [Ovo] 6-21

Vplivi v gredi: max M3= 12.09 / min M3= -13.45 kNm Izometrija

0.02 0.02

0.23 0.23

0.32 0.32

0.17 0.17

0.06

0.07

0.12

0.27

0.20

0.27

0.17

0.44

0.32

0.28

0.23

0.12

0.27

0.20

0.27

0.17

0.44

0.32

0.28

0.23 Obt. 4: POTRES-X

Vplivi v gredi: max u2= 0.44 / min u2= 0.00 m / 1000 Izometrija


0.03 0.06

0.16

0.16

0.11

0.11

0.11

0.11

0.17

0.17

2.10

8.68

0.10

2.49 2

.49

9.25 9

.25

8.68

0.67

2.10

8.68

0.10

2.49 2

.49

9.25 9

.25

8.68

0.67

Obt. 4: POTRES-X

Vplivi v gredi: max u3= 9.25 / min u3= 0.00 m / 1000 Izometrija


Dimenzioniranje (jeklo)

0.54 (10)

0.63 (10)

0.07 (11)

0.43 (6)

0.40 (6)

0.54 (10)

0.46 (10)

0.56 (10)

0.26 (10)

Kontrola napetosti Okvir: H_1

0.54 (10)

0.63 (10)

0.07 (11)

0.43 (6)

0.40 (6)

0.55 (10)

0.46 (10)

0.56 (10)

0.26 (10)

Kontrola napetosti Okvir: H_2

0.36

0.45

0.05

0.36

0.32

0.32

0.28

0.31

0.19

Kontrola stabilnosti Okvir: H_2


PALICA 3-11 PREČNI PREREZ: HOP [] 150x150x5 [S 235] [Set: 2] EUROCODE 3 (EN 1993-1-1:2005) GEOMETRIJSKE KARAKTERISTIKE prereza

y

z

150

15

0

5

[m m ]

T

Ax = 28.360 cm2 Ay = 14.180 cm2 Az = 14.180 cm2 Ix = 1551.8 cm4 Iy = 966.95 cm4 Iz = 966.95 cm4 Wy = 128.93 cm3 Wz = 128.93 cm3 Wy,pl = 157.75 cm3 Wz,pl = 157.75 cm3 γM0 = 1.000 γM1 = 1.000 γM2 = 1.250 Anet/A = 0.900

(fy = 23.5 kN/cm2, fu = 36.0 kN/cm2) FAKTORJI IZKORIŠČENOSTI PO KOMBINACIJAH OBTEŽB 10. γ=0.45 11. γ=0.45 15. γ=0.45 16. γ=0.45 6. γ=0.14 9. γ=0.14 7. γ=0.14 8. γ=0.14 13. γ=0.13 12. γ=0.13 14. γ=0.13 17. γ=0.13 18. γ=0.03 19. γ=0.02 20. γ=0.02 21. γ=0.02 PALICA IZPOSTAVLJENA PRITISKU IN UPOGIBU (obtežni primer 10, konec palice) Računska osna sila NEd = -45.058 kN Prečna sila v y smeri VEd,y = -7.083 kN Prečna sila v z smeri VEd,z = -1.127 kN Upogibni moment okoli y osi MEd,y = -0.451 kNm Upogibni moment okoli z osi MEd,z = 16.521 kNm Moment torzije Mt = -0.817 kNm Sistemska dolžina palice L = 420.00 cm 5.5 KLASIFIKACIJA PREČNIH PREREZOV Razred prereza 1 6.2 NOSILNOST PREČNIH PREREZOV 6.2.4 Tlak Računska nosilnost na tlak Nc,Rd = 666.46 kN Pogoj 6.9: NEd <= Nc,Rd (45.06 <= 666.46) 6.2.5 Upogib y-y Plastični odpornostni moment Wy,pl = 157.75 cm3 Računska nosilnost na upogib Mc,Rd = 37.071 kNm Pogoj 6.12: MEd,y <= Mc,Rd,y (0.45 <= 37.07) 6.2.5 Upogib z-z Plastični odpornostni moment Wz,pl = 157.75 cm3 Računska nosilnost na upogib Mc,Rd = 37.071 kNm Pogoj 6.12: MEd,z <= Mc,Rd,z (16.52 <= 37.07) 6.2.6 Strig Računska strižna nosilnost Vpl,Rd,z = 192.39 kN Računska strižna nosilnost Vc,Rd,z = 192.39 kN Pogoj 6.17: VEd,z <= Vc,Rd,z (1.13 <= 192.39) Računska strižna nosilnost Vpl,Rd,y = 192.39 kN Računska strižna nosilnost Vc,Rd,y = 192.39 kN Pogoj 6.17: VEd,y <= Vc,Rd,y (7.08 <= 192.39)

6.2.10 Upogib z osno in prečno silo Ni potrebno zmanjšanje upogibne nosilnosti Pogoj: VEd,z <= 50%Vpl,Rd,z ; VEd,y <= 50%Vpl,Rd,y 6.2.9 Upogib in osna sila Razmerje NEd / Npl,Rd 0.068 Zmanjšana plast.upogibna nosilnost MN,z,Rd = 37.071 kNm Koeficient β = 1.669 Razmerje (Mz,Ed / MN,z,Rd)^β 0.260 Pogoj 6.41: (0.26 <= 1) 6.3 NOSILNOST ELEMENTA NA UKLON 6.3.1.1 Nosilnost na uklon Uklonska dolžina y-y l,y = 420.00 cm Relativna vitkost y-y λ_y = 0.766 Uklonska krivulja za os y-y: C α = 0.490 Elastična kritična sila Ncr,y = 1136.1 kN Koeficient nepopolnosti χ,y = 0.684 Računska uklonska nosilnost Nb,Rd,y = 455.57 kN Pogoj 6.46: NEd <= Nb,Rd,y (45.06 <= 455.57) Uklonska dolžina z-z l,z = 420.00 cm Relativna vitkost z-z λ_z = 0.766 Uklonska krivulja za os z-z: C α = 0.490 Koeficient nepopolnosti χ,z = 0.684 Računska uklonska nosilnost Nb.Rd,z = 455.57 kN Pogoj 6.46: NEd <= Nb,Rd,z (45.06 <= 455.57) 6.3.2.1 Nosilnost na bočno-torzijski uklon Koeficient C1 = 1.132 Koeficient C2 = 0.459 Koeficient C3 = 0.525 Koef.ukl.dolžine za uklon k = 1.000 Koef.ukl.dolžine za vbočenje kw = 1.000 Koordinata zg = 0.000 cm Koordinata zj = 0.000 cm Razmak med bočnimi podporami L = 420.00 cm Sektorski vztrajnostni moment Iw = 0.000 cm6 Krit.moment bočne zvrnitve Mcr = 1350.8 kNm Ustrezni odpornostni moment Wy = 157.75 cm3 Koeficient imperf. αLT = 0.760 Brezdimenz.vitkost λLT_ = 0.166 Koeficient zmanjšanja χLT = 1.000 Računska uklonska nosilnost Mb,Rd = 37.071 kNm Pogoj 6.54: MEd,y <= Mb,Rd (0.45 <= 37.07) 6.3.3. Elementi konstantnega prečnega prereza obremenjeni z upogibom in osnim tlakom Preračun koeficienta interakcije je izvršen z alternativno metodo št.2 (Aneks B) Koeficient oblike momenta Cmy = 0.584 Koeficient oblike momenta Cmz = 0.520 Koeficient oblike momenta CmLT = 0.584 Koeficient interakcije kyy = 0.616 Koeficient interakcije kyz = 0.329 Koeficient interakcije kzy = 0.370 Koeficient interakcije kzz = 0.549 Koeficient nepopolnosti χy = 0.684 NEd / (χy NRk / γM1) 0.099 kyy * (MyEd + ΔMyEd) / ... 0.007 kyz * (MzEd + ΔMzEd) / ... 0.147 Pogoj 6.61: (0.25 <= 1) Koeficient nepopolnosti χz = 0.684 NEd / (χz NRk / γM1) 0.099 kzy * (MyEd + ΔMyEd) / ... 0.004 kzz * (MzEd + ΔMzEd) / ... 0.245 Pogoj 6.62: (0.35 <= 1)


y

z

100

20

0

5

[m m ]

T


(fy = 23.5 kN/cm2, fu = 36.0 kN/cm2) FAKTORJI IZKORIŠČENOSTI PO KOMBINACIJAH OBTEŽB 6. γ=0.36 7. γ=0.36 8. γ=0.35 13. γ=0.35 10. γ=0.18 11. γ=0.17 12. γ=0.17 9. γ=0.17 15. γ=0.08 18. γ=0.06 19. γ=0.06 16. γ=0.06 14. γ=0.05 17. γ=0.05 20. γ=0.05 21. γ=0.05 PALICA IZPOSTAVLJENA PRITISKU IN UPOGIBU (obtežni primer 6, na 258.0 cm od začetka palice) Računska osna sila NEd = -52.338 kN Prečna sila v z smeri VEd,z = 1.366 kN Upogibni moment okoli y osi MEd,y = 12.082 kNm Sistemska dolžina palice L = 416.77 cm

5.5 KLASIFIKACIJA PREČNIH PREREZOV Razred prereza 1 6.2 NOSILNOST PREČNIH PREREZOV 6.2.4 Tlak Računska nosilnost na tlak Nc,Rd = 666.46 kN Pogoj 6.9: NEd <= Nc,Rd (52.34 <= 666.46) 6.2.5 Upogib y-y Plastični odpornostni moment Wy,pl = 187.75 cm3 Računska nosilnost na upogib Mc,Rd = 44.121 kNm Pogoj 6.12: MEd,y <= Mc,Rd,y (12.08 <= 44.12) 6.2.6 Strig Računska strižna nosilnost Vpl,Rd,z = 256.52 kN Računska strižna nosilnost Vc,Rd,z = 256.52 kN Pogoj 6.17: VEd,z <= Vc,Rd,z (1.37 <= 256.52) 6.2.10 Upogib z osno in prečno silo Ni potrebno zmanjšanje upogibne nosilnosti Pogoj: VEd,z <= 50%Vpl,Rd,z 6.2.9 Upogib in osna sila Razmerje NEd / Npl,Rd 0.079 Zmanjšana plast.upogibna nosilnost MN,y,Rd = 44.121 kNm Koeficient α = 1.000 Razmerje (My,Ed / MN,y,Rd)^α 0.274 Pogoj 6.41: (0.27 <= 1) 6.3 NOSILNOST ELEMENTA NA UKLON 6.3.1.1 Nosilnost na uklon Uklonska dolžina y-y l,y = 416.77 cm Relativna vitkost y-y λ_y = 0.623 Uklonska krivulja za os y-y: C α = 0.490 Elastična kritična sila Ncr,y = 1716.1 kN Koeficient nepopolnosti χ,y = 0.772 Računska uklonska nosilnost Nb,Rd,y = 514.22 kN Pogoj 6.46: NEd <= Nb,Rd,y (52.34 <= 514.22) Uklonska dolžina z-z l,z = 416.77 cm Relativna vitkost z-z λ_z = 1.070 Uklonska krivulja za os z-z: C α = 0.490


Koeficient nepopolnosti χ,z = 0.500 Računska uklonska nosilnost Nb.Rd,z = 333.42 kN Pogoj 6.46: NEd <= Nb,Rd,z (52.34 <= 333.42) 6.3.2.1 Nosilnost na bočno-torzijski uklon Koeficient C1 = 1.285 Koeficient C2 = 1.562 Koeficient C3 = 0.753 Koef.ukl.dolžine za uklon k = 1.000 Koef.ukl.dolžine za vbočenje kw = 1.000 Koordinata zg = 10.000 cm Koordinata zj = 0.000 cm Razmak med bočnimi podporami L = 416.77 cm Sektorski vztrajnostni moment Iw = 0.000 cm6 Krit.moment bočne zvrnitve Mcr = 856.79 kNm Ustrezni odpornostni moment Wy = 187.75 cm3 Koeficient imperf. αLT = 0.760 Brezdimenz.vitkost λLT_ = 0.227 Koeficient zmanjšanja χLT = 0.979 Računska uklonska nosilnost Mb,Rd = 43.190 kNm Pogoj 6.54: MEd,y <= Mb,Rd (12.08 <= 43.19) 6.3.3. Elementi konstantnega prečnega prereza obremenjeni z upogibom in osnim tlakom Preračun koeficienta interakcije je izvršen z alternativno metodo št.2 (Aneks B) Koeficient oblike momenta Cmy = 0.900 Koeficient oblike momenta Cmz = 1.000 Koeficient oblike momenta CmLT = 0.900 Koeficient interakcije kyy = 0.939

Koeficient interakcije kyz = 0.675 Koeficient interakcije kzy = 0.563 Koeficient interakcije kzz = 1.126 Koeficient nepopolnosti χy = 0.772 NEd / (χy NRk / γM1) 0.102 kyy * (MyEd + ΔMyEd) / ... 0.263 Pogoj 6.61: (0.36 <= 1) Koeficient nepopolnosti χz = 0.500 NEd / (χz NRk / γM1) 0.157 kzy * (MyEd + ΔMyEd) / ... 0.158 Pogoj 6.62: (0.31 <= 1) KONTROLA STRIŽNE NOSILNOSTI (obtežni primer 6, začetek palice) Računska osna sila NEd = -40.442 kN Prečna sila v z smeri VEd,z = -19.027 kN Upogibni moment okoli y osi MEd,y = -10.652 kNm Sistemska dolžina palice L = 416.77 cm 6.2 NOSILNOST PREČNIH PREREZOV 6.2.6 Strig Računska strižna nosilnost Vpl,Rd,z = 256.52 kN Računska strižna nosilnost Vc,Rd,z = 256.52 kN Pogoj 6.17: VEd,z <= Vc,Rd,z (19.03 <= 256.52)


y

z

100

10

0

5

[m m ]

T


(fy = 23.5 kN/cm2, fu = 36.0 kN/cm2) FAKTORJI IZKORIŠČENOSTI PO KOMBINACIJAH OBTEŽB 10. γ=0.52 15. γ=0.52 11. γ=0.52 16. γ=0.52 9. γ=0.16 14. γ=0.16 12. γ=0.15 17. γ=0.15 6. γ=0.00 8. γ=0.00 18. γ=0.00 20. γ=0.00 7. γ=0.00 19. γ=0.00 13. γ=0.00 21. γ=0.00 PALICA IZPOSTAVLJENA UPOGIBU (obtežni primer 10, začetek palice) Prečna sila v y smeri VEd,y = -8.044 kN Prečna sila v z smeri VEd,z = -13.824 kN Upogibni moment okoli y osi MEd,y = -8.253 kNm Upogibni moment okoli z osi MEd,z = 4.826 kNm Moment torzije Mt = -0.453 kNm Sistemska dolžina palice L = 120.00 cm 5.5 KLASIFIKACIJA PREČNIH PREREZOV Razred prereza 1 6.2 NOSILNOST PREČNIH PREREZOV 6.2.5 Upogib y-y Plastični odpornostni moment Wy,pl = 67.750 cm3

Računska nosilnost na upogib Mc,Rd = 15.921 kNm Pogoj 6.12: MEd,y <= Mc,Rd,y (8.25 <= 15.92) 6.2.5 Upogib z-z Plastični odpornostni moment Wz,pl = 67.750 cm3 Računska nosilnost na upogib Mc,Rd = 15.921 kNm Pogoj 6.12: MEd,z <= Mc,Rd,z (4.83 <= 15.92) 6.2.6 Strig Računska strižna nosilnost Vpl,Rd,z = 124.55 kN Računska strižna nosilnost Vc,Rd,z = 124.55 kN Pogoj 6.17: VEd,z <= Vc,Rd,z (13.82 <= 124.55) Računska strižna nosilnost Vpl,Rd,y = 124.55 kN Računska strižna nosilnost Vc,Rd,y = 124.55 kN Pogoj 6.17: VEd,y <= Vc,Rd,y (8.04 <= 124.55) 6.2.8 Upogib in strig Ni potrebno zmanjšanje upogibne nosilnosti Pogoj: VEd,z <= 50%Vpl.Rd,z ; VEd,y <= 50%Vpl,Rd,y 6.2.9 Upogib in osna sila Koeficient α = 1.660 Razmerje (My,Ed / Mpl,Rd,y)^α 0.336 Koeficient β = 1.660 Razmerje (Mz,Ed / Mpl,Rd,z)^β 0.138 Pogoj 6.41: (0.47 <= 1) 6.3 NOSILNOST ELEMENTA NA UKLON 6.3.2.1 Nosilnost na bočno-torzijski uklon Koeficient C1 = 1.132 Koeficient C2 = 0.459 Koeficient C3 = 0.525 Koef.ukl.dolžine za uklon k = 1.000 Koef.ukl.dolžine za vbočenje kw = 1.000 Koordinata zg = 0.000 cm Koordinata zj = 0.000 cm Razmak med bočnimi podporami L = 120.00 cm Sektorski vztrajnostni moment Iw = 0.000 cm6 Krit.moment bočne zvrnitve Mcr = 1308.4 kNm Ustrezni odpornostni moment Wy = 67.750 cm3 Koeficient imperf. αLT = 0.760 Brezdimenz.vitkost λLT_ = 0.110 Koeficient zmanjšanja χLT = 1.000 Računska uklonska nosilnost Mb,Rd = 15.921 kNm Pogoj 6.54: MEd,y <= Mb,Rd (8.25 <= 15.92)


STATIČNI IZRAČUN TEMELJEV STOPNIC: Plošča / Zid

1. d = 0.50 m

Plošča / Zid (1) Seti numeričnih podatkov

Tabele materialov No Naziv materiala E[kN/m2] μ γ[kN/m3] αt[1/C] Em[kN/m2] μm

1 C 25/30 3.100e+7 0.20 25.00 1.000e-5 3.100e+7 0.20

2 Jeklo 2.100e+8 0.30 78.50 1.000e-5 2.100e+8 0.30

Seti plošč No d[m] e[m] Material Tip preračuna Ortotropija E2[kN/m2] G[kN/m2] α

<1> 0.500 0.250 1 Tanka plošča Izotropna

Seti površinskih podpor Set K,R1 K,R2 K,R3

1 2.500e+3 2.500e+3 2.500e+4


Statični preračun



Dimenzioniranje (beton)

www.hilti.com Profis Anchor 2.7.6

Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:Specifier:Address:Phone I Fax:E-Mail:

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Page:Project:Sub-Project I Pos. No.:Date:

1STOPNICE

15. 10. 2019

Specifier's comments: STATIČNI IZRAČUN SIDRANJA PODESTA V STENO

1 Input dataAnchor type and diameter: HST3 M20 hef2

Effective embedment depth: hef = 101 mm, hnom = 116 mm

Material:

Evaluation Service Report: ETA-98/0001

Issued I Valid: 28. 07. 2016 | -

Proof: Design method ETAG (No. 001 Annex C/2010)

Stand-off installation: eb = 0 mm (no stand-off); t = 15 mm

Anchor plate: lx x ly x t = 300 mm x 300 mm x 15 mm; (Recommended plate thickness: not calculated

Profile: Rectangular hollow; (L x W x T) = 200 mm x 100 mm x 6 mm

Base material: uncracked concrete, C25/30, fc,cube = 30.00 N/mm2; h = 500 mmInstallation: hammer drilled hole, Installation condition: DryReinforcement: no reinforcement or reinforcement spacing >= 150 mm (any Ø) or >= 100 mm (Ø <= 10 mm)

no longitudinal edge reinforcement .

Geometry [mm] & Loading [kN, kNm]

www.hilti.com




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2STOPNICE

15. 10. 2019

2 Load case/Resulting anchor forcesLoad case: Design loads

Anchor reactions [kN]Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y1 3.500 1.875 1.375 1.275

2 3.500 1.875 1.375 1.2753 3.500 1.875 1.375 1.2754 3.500 1.875 1.375 1.275

max. concrete compressive strain: - [‰] max. concrete compressive stress: - [N/mm2]resulting tension force in (x/y)=(0/0): 14.000 [kN]resulting compression force in (x/y)=(0/0): 0.000 [kN]

Tension

1 2

3 4

x

y

3 Tension load (ETAG, Annex C, Section 5.2.2) Load [kN] Capacity [kN] Utilization bbbbN [%] Status

Steel Strength* 3.500 88.714 4 OK

Pullout Strength* N/A N/A N/A N/A

Concrete Breakout Strength** 14.000 103.163 14 OK

Splitting failure** N/A N/A N/A N/A

* anchor having the highest loading **anchor group (anchors in tension)

3.1 Steel Strength

NRk,s [kN] gM,s NRd,s [kN] NSd [kN] 124.200 1.400 88.714 3.500

3.2 Concrete Breakout Strength

Ac,N [mm2] A0c,N [mm2] ccr,N [mm] scr,N [mm]

253.009 91.809 152 303

ec1,N [mm] y ec1,N ec2,N [mm] y ec2,N y s,N y re,N 0 1.000 0 1.000 1.000 1.000

k1 N0Rk,c [kN] gM,c NRd,c [kN] NSd [kN]

10.100 56.152 1.500 103.163 14.000

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3STOPNICE

15. 10. 2019

4 Shear load (ETAG, Annex C, Section 5.2.3) Load [kN] Capacity [kN] Utilization bbbbV [%] Status

Steel Strength (without lever arm)* 1.875 67.120 3 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength** 7.501 330.121 3 OK

Concrete edge failure in direction x+** 6.062 72.967 9 OK

* anchor having the highest loading **anchor group (relevant anchors)

4.1 Steel Strength (without lever arm)

VRk,s [kN] gM,s VRd,s [kN] VSd [kN] 83.900 1.250 67.120 1.875

4.2 Pryout Strength

Ac,N [mm2] A0c,N [mm2] ccr,N [mm] scr,N [mm] k-factor

253.009 91.809 152 303 3.200

ec1,V [mm] y ec1,N ec2,V [mm] y ec2,N y s,N y re,N 0 1.000 0 1.000 1.000 1.000

N0Rk,c [kN] gM,c,p VRd,cp [kN] VSd [kN]

56.152 1.500 330.121 7.501

4.3 Concrete edge failure in direction x+

lf [mm] dnom [mm] k1 a b 101 20.0 2.400 0.058 0.058

c1 [mm] Ac,V [mm2] A0c,V [mm2]

300 427.500 405.000

y s,V y h,V y a,V ec,V [mm] y ec,V y re,V 0.900 1.000 1.084 0 1.000 1.000

V0Rk,c [kN] gM,c VRd,c [kN] VSd [kN]

106.306 1.500 72.967 6.062

5 Combined tension and shear loads (ETAG, Annex C, Section 5.2.4)

bN bV a Utilization bN,V [%] Status

0.136 0.083 1.500 8 OK

baN + ba

V ≤ 1.0

6 Displacements (highest loaded anchor)Short term loading:

NSk = 2.593 [kN] dN = 0.053 [mm]

VSk = 2.245 [kN] dV = 0.127 [mm]

dNV = 0.137 [mm]Long term loading:

NSk = 2.593 [kN] dN = 0.096 [mm]

VSk = 2.245 [kN] dV = 0.192 [mm]

dNV = 0.215 [mm]

Comments: Tension displacements are valid with half of the required installation torque moment for uncracked concrete! Shear displacements are valid without friction between the concrete and the anchor plate! The gap due to the drilled hole and clearance hole tolerances are not included in this calculation!

The acceptable anchor displacements depend on the fastened construction and must be defined by the designer!

www.hilti.com




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4STOPNICE

15. 10. 2019

7 Warnings• The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.).

This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• Checking the transfer of loads into the base material is required in accordance with ETAG 001, Annex C(2010)Section 7! The software considers that the grout is installed under the anchor plate without creating air voids and before application of the loads.

• The design is only valid if the clearance hole in the fixture is not larger than the value given in Table 4.1 of ETAG 001, Annex C! For larger diameters of the clearance hole see Chapter 1.1. of ETAG 001, Annex C!

• The accessory list in this report is for the information of the user only. In any case, the instructions for use provided with the product have to be followed to ensure a proper installation.

Fastening meets the design criteria!

www.hilti.com




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5STOPNICE

15. 10. 2019

Coordinates Anchor [mm]

Anchor x y c-x c+x c-y c+y

1 -100 -100 - 500 300 -

2 100 -100 - 300 300 -3 -100 100 - 500 500 -4 100 100 - 300 500 -

8 Installation dataAnchor plate, steel: - Anchor type and diameter: HST3 M20 hef2

Profile: Rectangular hollow; 200 x 100 x 6 mm Installation torque: 0.180 kNmHole diameter in the fixture: df = 22 mm Hole diameter in the base material: 20 mmPlate thickness (input): 15 mm Hole depth in the base material: 126 mmRecommended plate thickness: not calculated Minimum thickness of the base material: 200 mmDrilling method: Hammer drilledCleaning: Manual cleaning of the drilled hole according to instructions for use is required.

8.1 Recommended accessories

Drilling Cleaning Setting• Suitable Rotary Hammer• Properly sized drill bit

• Manual blow-out pump • Torque wrench• Hammer

1 2

3 4

50 200 50

5020

050

x

y

150 150

150

150

www.hilti.com




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6STOPNICE

15. 10. 2019

9 Remarks; Your Cooperation Duties• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas

and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.

www.hilti.com

HST3 (-R) subject to:

Anchor size M8 M10 M12 M16 M20 M24

Hammer drilling*

TE2(-A) – TE30(-A) TE40 – TE70

Diamond core drilling*

DD-30W, DD-EC1

Setting tool*

Setting tool HS-SC -

Hollow drill bit drilling*

- TE-CD, TE-YD

Seismic Set/ Filling Set**

Seismic/Filling Set M8-M20 (Carbon and Stainless Steel A4) -

*Installation methods provided in ETA-98/0001**Seismic set needed to fill the annular gap between anchor and fixture:No annular gap, double design resistance (agap=1)




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1STOPNICE

15. 10. 2019

Specifier's comments: STATIČNI IZRAČUN SIDRANJA STEBROV V TEMELJE

1 Input dataAnchor type and diameter: HST3 M20 hef2

Effective embedment depth: hef = 101 mm, hnom = 116 mm

Material:

Evaluation Service Report: ETA-98/0001

Issued I Valid: 28. 07. 2016 | -

Proof: Design method ETAG (No. 001 Annex C/2010)

Stand-off installation: eb = 0 mm (no stand-off); t = 15 mm

Anchor plate: lx x ly x t = 300 mm x 300 mm x 15 mm; (Recommended plate thickness: not calculated

Profile: Square hollow; (L x W x T) = 150 mm x 150 mm x 6 mm

Base material: uncracked concrete, C25/30, fc,cube = 30.00 N/mm2; h = 500 mmInstallation: hammer drilled hole, Installation condition: DryReinforcement: no reinforcement or reinforcement spacing >= 150 mm (any Ø) or >= 100 mm (Ø <= 10 mm)

no longitudinal edge reinforcement .

Geometry [mm] & Loading [kN, kNm]

www.hilti.com




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2STOPNICE

15. 10. 2019

2 Load case/Resulting anchor forcesLoad case: Design loads

Anchor reactions [kN]Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y1 22.408 1.790 1.750 0.375

2 0.000 1.790 1.750 0.3753 24.767 1.790 1.750 0.3754 0.000 1.790 1.750 0.375

max. concrete compressive strain: 0.35 [‰] max. concrete compressive stress: 10.47 [N/mm2]resulting tension force in (x/y)=(-100/5): 47.175 [kN]resulting compression force in (x/y)=(125/-18): 98.175 [kN]

TensionCompression

1 2

3 4

x

y

3 Tension load (ETAG, Annex C, Section 5.2.2) Load [kN] Capacity [kN] Utilization bbbbN [%] Status

Steel Strength* 24.767 88.714 28 OK

Pullout Strength* N/A N/A N/A N/A

Concrete Breakout Strength** 47.175 60.158 79 OK

Splitting failure** N/A N/A N/A N/A

* anchor having the highest loading **anchor group (anchors in tension)

3.1 Steel Strength

NRk,s [kN] gM,s NRd,s [kN] NSd [kN] 124.200 1.400 88.714 24.767

3.2 Concrete Breakout Strength

Ac,N [mm2] A0c,N [mm2] ccr,N [mm] scr,N [mm]

152.409 91.809 152 303

ec1,N [mm] y ec1,N ec2,N [mm] y ec2,N y s,N y re,N 0 1.000 5 0.968 1.000 1.000

k1 N0Rk,c [kN] gM,c NRd,c [kN] NSd [kN]

10.100 56.152 1.500 60.158 47.175

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3STOPNICE

15. 10. 2019

4 Shear load (ETAG, Annex C, Section 5.2.3) Load [kN] Capacity [kN] Utilization bbbbV [%] Status

Steel Strength (without lever arm)* 1.790 67.120 3 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength** 7.159 330.121 3 OK

Concrete edge failure in direction x+** 7.040 67.650 11 OK

* anchor having the highest loading **anchor group (relevant anchors)

4.1 Steel Strength (without lever arm)

VRk,s [kN] gM,s VRd,s [kN] VSd [kN] 83.900 1.250 67.120 1.790

4.2 Pryout Strength

Ac,N [mm2] A0c,N [mm2] ccr,N [mm] scr,N [mm] k-factor

253.009 91.809 152 303 3.200

ec1,V [mm] y ec1,N ec2,V [mm] y ec2,N y s,N y re,N 0 1.000 0 1.000 1.000 1.000

N0Rk,c [kN] gM,c,p VRd,cp [kN] VSd [kN]

56.152 1.500 330.121 7.159

4.3 Concrete edge failure in direction x+

lf [mm] dnom [mm] k1 a b 101 20.0 2.400 0.058 0.058

c1 [mm] Ac,V [mm2] A0c,V [mm2]

300 427.500 405.000

y s,V y h,V y a,V ec,V [mm] y ec,V y re,V 0.900 1.000 1.005 0 1.000 1.000

V0Rk,c [kN] gM,c VRd,c [kN] VSd [kN]

106.306 1.500 67.650 7.040

5 Combined tension and shear loads (ETAG, Annex C, Section 5.2.4)

bN bV a Utilization bN,V [%] Status

0.784 0.104 1.500 73 OK

baN + ba

V ≤ 1.0

6 Displacements (highest loaded anchor)Short term loading:

NSk = 18.346 [kN] dN = 0.376 [mm]

VSk = 1.326 [kN] dV = 0.075 [mm]

dNV = 0.383 [mm]Long term loading:

NSk = 18.346 [kN] dN = 0.677 [mm]

VSk = 1.326 [kN] dV = 0.113 [mm]

dNV = 0.686 [mm]

Comments: Tension displacements are valid with half of the required installation torque moment for uncracked concrete! Shear displacements are valid without friction between the concrete and the anchor plate! The gap due to the drilled hole and clearance hole tolerances are not included in this calculation!

The acceptable anchor displacements depend on the fastened construction and must be defined by the designer!

www.hilti.com




|


4STOPNICE

15. 10. 2019

7 Warnings• The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.).

This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• Checking the transfer of loads into the base material is required in accordance with ETAG 001, Annex C(2010)Section 7! The software considers that the grout is installed under the anchor plate without creating air voids and before application of the loads.

• The design is only valid if the clearance hole in the fixture is not larger than the value given in Table 4.1 of ETAG 001, Annex C! For larger diameters of the clearance hole see Chapter 1.1. of ETAG 001, Annex C!

• The accessory list in this report is for the information of the user only. In any case, the instructions for use provided with the product have to be followed to ensure a proper installation.

Fastening meets the design criteria!

www.hilti.com




|


5STOPNICE

15. 10. 2019

Coordinates Anchor [mm]

Anchor x y c-x c+x c-y c+y

1 -100 -100 - 500 300 -

2 100 -100 - 300 300 -3 -100 100 - 500 500 -4 100 100 - 300 500 -

8 Installation dataAnchor plate, steel: - Anchor type and diameter: HST3 M20 hef2

Profile: Square hollow; 150 x 150 x 6 mm Installation torque: 0.180 kNmHole diameter in the fixture: df = 22 mm Hole diameter in the base material: 20 mmPlate thickness (input): 15 mm Hole depth in the base material: 126 mmRecommended plate thickness: not calculated Minimum thickness of the base material: 200 mmDrilling method: Hammer drilledCleaning: Manual cleaning of the drilled hole according to instructions for use is required.

8.1 Recommended accessories

Drilling Cleaning Setting• Suitable Rotary Hammer• Properly sized drill bit

• Manual blow-out pump • Torque wrench• Hammer

1 2

3 4

50 200 50

5020

050

x

y

150 150

150

150

www.hilti.com




|


6STOPNICE

15. 10. 2019

9 Remarks; Your Cooperation Duties• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas

and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.

www.hilti.com

HST3 (-R) subject to:

Anchor size M8 M10 M12 M16 M20 M24

Hammer drilling*

TE2(-A) – TE30(-A) TE40 – TE70

Diamond core drilling*

DD-30W, DD-EC1

Setting tool*

Setting tool HS-SC -

Hollow drill bit drilling*

- TE-CD, TE-YD

Seismic Set/ Filling Set**

Seismic/Filling Set M8-M20 (Carbon and Stainless Steel A4) -

*Installation methods provided in ETA-98/0001**Seismic set needed to fill the annular gap between anchor and fixture:No annular gap, double design resistance (agap=1)

Documents

STATIČNI IZRAČUN JEKLENE KONSTURKCIJE …Konstrukcija regularna po višini, Sistemi obrnjenega nihala, Razred duktilnosti DCM: qo=1.5 Sistem zidov, dvojni sistem z dominantno steno