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Page 1: M STATIK s.p. - domzale.si Rodica_PZI_gradbene... · Temelji Nosilna konstrukcija objekta je temeljena na armiranobetonski temeljni plošči, debeline d = 25cm (POZ Tp). Plošča
Page 2: M STATIK s.p. - domzale.si Rodica_PZI_gradbene... · Temelji Nosilna konstrukcija objekta je temeljena na armiranobetonski temeljni plošči, debeline d = 25cm (POZ Tp). Plošča

M STATIK s.p.

OBJEKT : Razširitev jedilnice in kuhinje Osnovne šole Rodica NAROČNIK : Občina Domžale, Ljubljanska cesta 69, 1230 Domžale PROJEKTANTSKO : M STATIK, projektiranje in svetovanje, PODJETJE Matevž Govekar s.p. Novovaška cesta 106, 4226 Žiri NAČRT : T E H N I Č N O P O R O Č I L O S T A T I Č N I R A Č U N številka projekta številka načrta 18/2018 63/19 ODGOVORNI PROJEKTANT : MATEVŽ GOVEKAR, univ. dipl. inž. grad. IZS * G - 3743 * PROJEKTANT : MATEVŽ GOVEKAR, univ. dipl. inž. grad. KRAJ in DATUM: Žiri, oktober 2019

Page 3: M STATIK s.p. - domzale.si Rodica_PZI_gradbene... · Temelji Nosilna konstrukcija objekta je temeljena na armiranobetonski temeljni plošči, debeline d = 25cm (POZ Tp). Plošča

M STATIK s.p.

V S E B I N A

1.0. TEHNIČNO POROČILO

2.0. A.B. PLOŠČE in ZIDANA KONSTRUKCIJA, TEMELJI - jedilnica

3.0. A.B. PLOŠČE in ZIDANA KONSTRUKCIJA, TEMELJI - kuhinja

4.0. OPORNI ZIDOVI

5.0. NADSTREŠNICA 2 NAD TERASO

Page 4: M STATIK s.p. - domzale.si Rodica_PZI_gradbene... · Temelji Nosilna konstrukcija objekta je temeljena na armiranobetonski temeljni plošči, debeline d = 25cm (POZ Tp). Plošča

M STATIK s.p.

T E H N I Č N O P O R O Č I L O

Jedilnica in kuhinja sta eno-nadstropni objekt (K). Osne tlorisne dimenzije nosilne konstrukcije so:

Jedilnica 11,60m x 15,20m Kuhinja 16,45m x 19,05m

JEDILNICA Strešna konstrukcija Je klasična armiranobetonska plošča, debeline d = 20cm (POZ 101), narejena iz betona kvalitete C25/30 in armirana z rebrasto armaturo S500 ter mrežno armaturo kvalitete MAG S500. Nosilna konstrukcija objekta

Nosilna konstrukcija kleti so armiranobetonske stene in jekleni stebri:

zunanje stene so debeline d = 20 cm, jekleni stebri cev 150/50/10, stene opornih zidov so debeline d = 20 cm,

Vsi zidovi so narejeni iz betona kvalitete C25/30 in armirana z rebrasto armaturo S500 ter mrežno armaturo kvalitete MAG S500.

Jekleni stebri so iz materiala S235.

Temelji Nosilna konstrukcija objekta je temeljena na armiranobetonski temeljni plošči, debeline d = 25cm (POZ Tp). Plošča je narejena iz betona kvalitete C25/30 in armirana z rebrasto armaturo kvalitete S 500 ter mrežno armaturo kvalitete MAG S500. Temeljna tla se dobro skomprimirajo (Evd = 40Mpa, nasutje debeline d = 40-50 cm pod ploščo – glede na geološko poročilo in zahteve geomehanika). Temeljna plošča je dimenzionirana na dopustno obremenitev temeljnih tal: Stla = 150 kN/m2. Po odkopu gradbene jame je potrebno preveriti dejansko nosilnost temeljnih tal in po potrebi prilagoditi dimenzije temeljev.

Page 5: M STATIK s.p. - domzale.si Rodica_PZI_gradbene... · Temelji Nosilna konstrukcija objekta je temeljena na armiranobetonski temeljni plošči, debeline d = 25cm (POZ Tp). Plošča

M STATIK s.p.

KUHINJA Strešna konstrukcija Je klasična armiranobetonska plošča, debeline d = 20cm (POZ 101), narejena iz betona kvalitete C25/30 in armirana z rebrasto armaturo S500 ter mrežno armaturo kvalitete MAG S500. Nosilna konstrukcija objekta

Nosilna konstrukcija kleti so armiranobetonske stene in stebri:

zunanje stene so debeline d = 20 cm, vmesni stebri so dimenzij b/h = 20/60 cm in 20/83 cm,

Vsi zidovi so narejeni iz betona kvalitete C25/30 in armirana z rebrasto armaturo S500 ter mrežno armaturo kvalitete MAG S500.

Temelji Nosilna konstrukcija objekta je temeljena na armiranobetonski temeljni plošči, debeline d = 25cm (POZ Tp). Plošča je narejena iz betona kvalitete C25/30 in armirana z rebrasto armaturo kvalitete S 500 ter mrežno armaturo kvalitete MAG S500. Temeljna tla se dobro skomprimirajo (Evd = 40Mpa, nasutje debeline d = 40-50 cm pod ploščo – glede na geološko poročilo in zahteve geomehanika). Temeljna plošča je dimenzionirana na dopustno obremenitev temeljnih tal: Stla = 150 kN/m2. Po odkopu gradbene jame je potrebno preveriti dejansko nosilnost temeljnih tal in po potrebi prilagoditi dimenzije temeljev.

Nosilna konstrukcija opornih zidov

Nosilna konstrukcija opornih zidov so armiranobetonske stene: debeline d = 20 cm,

Vsi zidovi so narejeni iz betona kvalitete C25/30 in armirana z rebrasto armaturo S500 ter mrežno armaturo kvalitete MAG S500.

Page 6: M STATIK s.p. - domzale.si Rodica_PZI_gradbene... · Temelji Nosilna konstrukcija objekta je temeljena na armiranobetonski temeljni plošči, debeline d = 25cm (POZ Tp). Plošča

M STATIK s.p.

Jeklen nadstrešek 1

Jeklen nadstrešek je izdelan iz 4 vzporednih okvirjev iz cevi 200/100/5 in strešnih sekundarnih nosilcev cev 120/60/4. Primarni nosilci so medsebojno zavetrovani v strešni in fasadni ravnini z napenjalkami RD12. Okvirji so spodaj pritrjeni v oporne zidove, zgoraj pa v robni nosilec strešne plošče kuhinje.

Jeklo iz materiala S235. Jeklen nadstrešek 2

Jeklen nadstrešek je izdelan iz 4 vzporednih okvirjev iz cevi 200/100/5 in strešnih sekundarnih nosilcev cev 120/60/4. Primarni nosilci so medsebojno zavetrovani v strešni in fasadni ravnini z napenjalkami RD12. Okvirji so spodaj pritrjeni v ab pasovni temelj, zgoraj pa v robni nosilec obstoječe konstrukcije.

Jeklo iz materiala S235.

Predpisi

Načrt gradbenih konstrukcij je izdelan v skladu s Pravilnikom o mehanski odpornosti in stabilnosti objektov. Račun konstrukcije je izveden na podlagi pravil evrokodov, veljavnih predpisov in zahtevanih standardov, ki veljajo na območju Republike Slovenije.

Obtežbe konstrukcij: - lastna teža - stalna obtežba g = 2,00 kN/m2 (tlak), 1,00 kN/m2 (zelena str.), - koristna obtežba q = 1,00 kN/m2 (napa), 2,50 kN/m2 (klimat) - sneg s = 1,50 kN/m2 - veter w = 0,50 kN/m2 Za izračun nosilne konstrukcije je bil uporabljen program: - Dlubal RFEM - A.B. in jeklena konstrukcija, temelji

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M STATIK s.p. S T A T I Č N I R A Č U N

2.0. POZ Tpl, 100 - A.B. PLOŠČE - jedilnica 2.1. Zasnova plošča (POZ Tp) d = 25 cm plošča (POZ 101) d = 20 cm nosilec (POZ N) b/h = 20/20+55 cm 2.2. Obtežba POZ Tp stalna obtežba ------------------- keramika = 0,30 kN/m2 estrih (6cm) = 1,45 kN/m2 TI (15cm) = 0,25 kN/m2 -------------------------------------------------------------------------------------------------------------- g = 2,00 kN/m2 POZ 101 stalna obtežba ------------------- Zelena streha (urbanscape) = 0,90 kN/m2 omet (2cm) = 0,10 kN/m2 -------------------------------------------------------------------------------------------------------------- g = 1,00 kN/m2 sneg s = 1,20 kN/m2 ------- koristna obtežba (stopnice) q = 2,00 kN/m2 ------------------------------------ Obtežba zemljine na stene: zemljina = predpostavljeno γ = 20 kN/m3, φ = 30°, c = 0 ----------------------------------------------------- 2.3. Obremenitev in dimenzioniranje Obremenitve in dimenzionirane AB konstrukcije ter izračun armature so narejene s programom Dlubal » RFEM «

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4226 ŽiriNovovaška cesta 106

M Statik, Matevž Govekar s.p.

C O N T E N T S

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CONTENTS CONTENTS Graph. Konstrukcija - pogled 1 1 1.3.1 Cross-Sections 15Graph. Konstrukcija - pogled 2 2 1.5 Effective Lengths - Members 15Graph. Konstrukcija - pogled 3 3 1.9 Fire Resistance - Members 15

Structure 3 Results 161.3 Materials 3 2.2 Design by Cross-Section 161.9 Surface Elastic Foundations 4 RF-CONCRETE Surfaces 181.13 Cross-sections 4 CA1 - Reinforced Concrete Design 181.15 Member Eccentricities 4 1.1 General Data 181.18 Ribs 4 1.2 Materials 18

Loads 5 1.3 Surfaces 18 Load Cases 5 1.4 Reinforcement Group No. 1 - plošèa 18 LC 1 - lastna teža 5 1.4 Reinforcement Group No. 2 - stene 18

Graph. Loads - lastna teža, Isometric 5 Results 19 LC 2 - stalna obtezba 6 2.2 Required Reinforcement by Surface 19

Graph. Loads - stalna obtezba, Isometric 6 Graph. Poz Tp - armatura spodaj, smer 1 21 LC 3 - sneg 7 Graph. Poz Tp - armatura spodaj, smer 2 21

Graph. Loads - sneg, Isometric 7 Graph. Poz Tp - armatura zgoraj, smer 1 22 LC 4 - zemeljski pritisk 8 Graph. Poz Tp - armatura zgoraj, smer 2 22

Graph. Loads - zemeljski pritisk, Isometric 8 Graph. Poz St - armatura spodaj, smer 1 23 Load groups 8 Graph. Poz St - armatura spodaj, smer 2 23Results - Load Cases, Load Groups 9 Graph. Poz St - armatura zgoraj, smer 1 24

Graph. Poz Tp - moment m-x 9 Graph. Poz St - armatura zgoraj, smer 2 24Graph. Poz Tp - moment m-y 9 Graph. Poz 101 - armatura spodaj, smer 1 25Graph. Poz St - moment m-x 10 Graph. Poz 101 - armatura spodaj, smer 2 25Graph. Poz St - moment m-y 10 Graph. Poz 101 - armatura zgoraj, smer 1 26Graph. Poz 101 - moment m-x 11 Graph. Poz 101 - armatura zgoraj, smer 2 26Graph. Poz 101 - moment m-y 11 RF-CONCRETE Members 27Graph. Poz nosilec - notranje sile 12 CA1 - Design of concrete members 27Graph. Poz jeklen steber - osna sila 12 1.1 General data 27

RF-STEEL EC3 13 1.2 Materials 27 CA1 - Design of steel members 13 1.3 Cross-sections 27 according to Eurocode 3 13 1.6 Reinforcement group no. 1 - nosilci 27

1.1.1 General Data 13 Required Reinforcement 281.1.2 Details 13 2.1 Required Reinforcement by Cross- 281.1.3 National Annex - SIST 13 Section 281.2.1 Materials 14 Graph. Poz nosilec - armatura 28

Z

X

Y

Isometric

KONSTRUKCIJA - POGLED 1

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4226 ŽiriNovovaška cesta 106

M Statik, Matevž Govekar s.p.

G R A P H I C S

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Z

Y

X

Isometric

KONSTRUKCIJA - POGLED 2

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4226 ŽiriNovovaška cesta 106

M Statik, Matevž Govekar s.p.

STRUCTURE

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Z

Y

X

Isometric

KONSTRUKCIJA - POGLED 3

1.3 MATERIALS Material

No.Material

DescriptionE-ModulusE [kN/cm2]

G-ModulusG [kN/cm2]

Poisson's R. [-]

Sp. Weight [kN/m3]

Coeff. Thermal [1/°C]

Saf. FactorM [-]

1 Concrete C25/30 | DIN 1045- 2670.00 1110.00 0.200 25.00 1.0000E-05 1.0001:2008-08

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4226 ŽiriNovovaška cesta 106

M Statik, Matevž Govekar s.p.

STRUCTURE

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1.3 MATERIALS Material

No.Material

DescriptionE-ModulusE [kN/cm2]

G-ModulusG [kN/cm2]

Poisson's R. [-]

Sp. Weight [kN/m3]

Coeff. Thermal [1/°C]

Saf. FactorM [-]

Material Model - Isotropic...2 Steel S 235 | DIN 21000.00 8100.00 0.300 78.50 1.2000E-05 1.100

18800:1990-11Material Model - Isotropic...

1.9 SURFACE ELASTIC FOUNDATIONS Found.

No. On Surfaces No.Automatic with

RF-SOILINC1,x

[kN/m3]C1,y

[kN/m3]C1,z

[kN/m3]C2,x

[kN/m]C2,y

[kN/m]FoundationInefectivity

1 13-15 5000.000 5000.000 30000.000 1000.000 1000.000 -

1.13 CROSS-SECTIONS Section

No.Cross-sectionDescription

Mater.No.

IT [cm4]A [cm2]

Iy [cm4]Ay [cm2]

Iz [cm4]Az [cm2]

1 Rectangle 200/550 1 113115.16 277291.69 36666.661100.00 916.67 916.67

2 Rectangle 400/1100 1 1809842.50 4436667.00 586666.634400.00 3666.67 3666.67

3 RRO 150x50x10 (EN 10210) 2 364.00 792.00 119.0034.90 4.31 25.73

4 Rectangle 300/700 1 460373.72 857500.25 157500.022100.00 1750.00 1750.00

Rectangle 200/550 Rectangle 400/1100

RRO 150x50x10 (... Rectangle 300/700

1.15 MEMBER ECCENTRICITIES Ecc.No.

ReferenceSystem

Member Start - Eccentricity [mm]ei,x ei,y ei,z

Member End - Eccentricity [mm]ej,x ej,y ej,z Comment

1 Local 0.0 0.0 -365.0 0.0 0.0 -365.02 Local 0.0 0.0 -370.0 0.0 0.0 -370.0

1.18 RIBS Member

No.Rib

PositionEffective Width - Side 1

Surface No. b1 [m]Effective Width - Side 2

Surface No. b2 [m] Comment

11 On +z-Edge 4 0.567 4 0.567

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4226 ŽiriNovovaška cesta 106

M Statik, Matevž Govekar s.p.

LOADS

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LOAD CASES LCNo. LC Description LC Factor Property of load case Self-weight

Method ofAnalysis

1 lastna teža 1.0000 Permanent 1.00 Linear2 stalna obtezba 1.0000 Permanent - Linear3 sneg 1.0000 Variable - Linear4 zemeljski pritisk 1.0000 Permanent - Linear

IsometricLC1: lastna teža

LOADS - LASTNA TEŽA, ISOMETRIC

Page 13: M STATIK s.p. - domzale.si Rodica_PZI_gradbene... · Temelji Nosilna konstrukcija objekta je temeljena na armiranobetonski temeljni plošči, debeline d = 25cm (POZ Tp). Plošča

4226 ŽiriNovovaška cesta 106

M Statik, Matevž Govekar s.p.

LOADS

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2.4 SURFACE LOADS LC2LC2stalna obtezba

No. On Surfaces No.LoadType

LoadDistribution

LoadDirection

Load ParametersSymbol Value Unit

1 4 Force Uniform ZL p1 1.000 kN/m2

2 15 Force Uniform ZL p1 2.000 kN/m2

3 13,14 Force Uniform ZL p1 1.500 kN/m2

4 16-18 Force Uniform ZL p1 2.000 kN/m2

2.000 2.000 2.000

1.500 1.500

2.000

1.000

IsometricLC2: stalna obtezba

LOADS - STALNA OBTEZBA, ISOMETRIC

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4226 ŽiriNovovaška cesta 106

M Statik, Matevž Govekar s.p.

LOADS

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2.4 SURFACE LOADS LC3LC3sneg

No. On Surfaces No.LoadType

LoadDistribution

LoadDirection

Load ParametersSymbol Value Unit

1 4 Force Uniform ZL p1 1.200 kN/m2

2 16-18 Force Uniform ZP p1 3.200 kN/m2

3.200 3.200

3.200

1.200

IsometricLC3: sneg

LOADS - SNEG, ISOMETRIC

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4226 ŽiriNovovaška cesta 106

M Statik, Matevž Govekar s.p.

LOADS

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2.4 SURFACE LOADS LC4LC4zemeljski pritisk

No. On Surfaces No.LoadType

LoadDistribution

LoadDirection

Load ParametersSymbol Value Unit

On NodeNo.

1 9,11,12 Force Linear in Z z p11 0.000 kN/m2 42p12 22.000 kN/m2 41

2 10 Force Linear in Z z p11 0.000 kN/m2 42p12 -22.000 kN/m2 41

22.000

22.000

22.000 22.000

22.000

IsometricLC4: zemeljski pritisk

LOADS - ZEMELJSKI PRITISK, ISOMETRIC

LOAD GROUPS LGNo. LG-Description Factor Load Cases in LG

Method ofAnalysis

1 obtezba 1 1.0000 1.35*LC1 + 1.35*LC2 + 2nd Order1.5*LC3 + 1.35*LC4

2 Napetosti 1 1.0000 LC1 + LC2 + LC3 + LC4 2nd Order3 požar 1.0000 LC1 + LC2 + 0.2*LC3 2nd Order

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4226 ŽiriNovovaška cesta 106

M Statik, Matevž Govekar s.p.

G R A P H I C S

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Z -10.58

0.33

44.13

19.89

-15.56 -6.22

-11.55

1.08

41.23

45.2647.3541.8039.97

40.6242.05

-0.21-1.71

-8.42

-2.49

X

Y

-0.020.13

-5.02

-6.60 -7.12

-7.79

-0.66

-4.81-6.10

In Z-directionLG1: obtezba 1Surfaces m-x

Values: m-x [kNm/m]Surfaces Max m-x: 67.01, Min m-x: -15.56 [kNm/m]

Base valuesmx [kNm/m]

67.01

59.50

52.00

44.49

36.98

29.48

21.97

14.46

6.96

-0.55

-8.06

-15.56

Max : 67.01Min : -15.56

3.00 [m]

POZ TP - MOMENT M-X

Z

Y-4.92

-13.60

32.09

1.34

-4.54

-4.92

-5.31-5.74

42.0242.74

37.1940.8740.4643.81

43.9843.22

-1.19-1.69 -3.04-1.32

-2.00

X

-4.26

-2.98

14.041.07

-3.67 -3.66

-1.01 0.02-1.46 0.75

In Z-directionLG1: obtezba 1Surfaces m-y

Values: m-y [kNm/m]Surfaces Max m-y: 58.81, Min m-y: -13.60 [kNm/m]

Base valuesmy [kNm/m]

58.81

52.23

45.64

39.06

32.48

25.90

19.31

12.73

6.15

-0.43

-7.02

-13.60

Max : 58.81Min : -13.60

3.00 [m]

POZ TP - MOMENT M-Y

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G R A P H I C S

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-0.662.834.28

-15.98

-9.10

-0.89

-16.57

Z

16.06

-11.03 -12.56-11.78

X

-13.04

0.09

-4.74Y

0.68

-4.71

8.64

4.86

-5.63

10.43

13.62

-6.75

-0.21

0.79

1.07

-0.17

-14.02

0.42

10.030.85

7.69

-4.79-2.49

0.14

1.04

-0.90

6.43

-0.29

0.53-2.86

0.84

4.74

IsometricLG1: obtezba 1Surfaces m-x

Values: m-x [kNm/m]Surfaces Max m-x: 16.06, Min m-x: -16.57 [kNm/m]

Base valuesmx [kNm/m]

16.06

13.09

10.12

7.16

4.19

1.22

-1.74

-4.71

-7.67

-10.64

-13.61

-16.57

Max : 16.06Min : -16.57

POZ ST - MOMENT M-X

4.12

-46.71

-25.10

-6.31

Z

-47.35

-0.15

-24.14-58.58

X

9.81

Y

2.51

-22.88

28.14

3.86

0.40

2.18

70.0618.60

-7.45

8.97-77.39

0.17 -34.08

47.77

4.97

-64.56

0.04

-0.43

-7.87

0.08

20.10

28.00

5.27

-26.05

IsometricLG1: obtezba 1Surfaces m-y

Values: m-y [kNm/m]Surfaces Max m-y: 70.06, Min m-y: -77.39 [kNm/m]

Base valuesmy [kNm/m]

70.06

56.66

43.25

29.85

16.44

3.04

-10.37

-23.77

-37.18

-50.58

-63.99

-77.39

Max : 70.06Min : -77.39

POZ ST - MOMENT M-Y

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Z

Y

X

21.84

21.24

27.27

21.270.29

2.25

28.1719.99 21.281.43

21.982.56-21.94

-34.08

-26.30

-27.95-30.43 -20.49-5.71

-4.87

-6.22

-5.27-27.34 -31.76

In Z-directionLG1: obtezba 1Surfaces m-x

Values: m-x [kNm/m]Surfaces Max m-x: 28.17, Min m-x: -34.08 [kNm/m]

Base valuesmx [kNm/m]

28.17

22.51

16.85

11.19

5.53

-0.13

-5.79

-11.45

-17.11

-22.77

-28.43

-34.08

Max : 28.17Min : -34.08

1.00 [m]

POZ 101 - MOMENT M-X

Z

Y

X

-2.64

-6.57

24.54

55.90

-31.85

-2.72

-0.7821.11

22.26

25.8722.98

22.91

8.14

8.04

-25.85

-20.95-27.27

-36.39 -22.07-20.91

-6.42

1.43

-3.26

-3.59-20.24

-1.48

1.21

In Z-directionLG1: obtezba 1Surfaces m-y

Values: m-y [kNm/m]Surfaces Max m-y: 55.90, Min m-y: -36.39 [kNm/m]

Base valuesmy [kNm/m]

55.90

47.51

39.12

30.73

22.34

13.95

5.56

-2.83

-11.22

-19.61

-28.00

-36.39

Max : 55.90Min : -36.39

1.00 [m]

POZ 101 - MOMENT M-Y

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RFEM

LG1: obtezba 1

Internal forces - Nx[m]

N[kN]

max

min

3.040 82.21

15.200 -64.11

0 5 10

M19

15.2 m

0-1

00.0

50.0

-3.1

2

82.21

49.6

6

75.86

40.2

2

77.93

41.4

7

65.7

5

-16.10

-47.2

1

82.21

-64.11

RFEM

LG1: obtezba 1

Internal forces - V-zx[m]

V-z[kN]

max

min

12.667 41.95

2.533 -41.64

0 5 10

M19

15.2 m

0-5

0.0

-25.0

25.0

50.0

-21.02

-13.7

9

5.22

-0.2

3

-0.7

9

1.31

-1.01

14.3

0

18.06

8.8

5

-41.64

41.95

-3.0

5

RFEM

LG1: obtezba 1

Internal forces - M-yx[m]

M-y[kNm]

max

min

14.187 9.09

3.040 -18.63

0 5 10

M19

15.2 m

0-2

0.0

-10.0

10.0

5.89

-18.63

0.8

8

-14.9

5

2.5

1

-16.4

2

1.6

2

-17.51

7.00

-3.1

9

-18.63

9.09

-4.38

POZ NOSILEC - NOTRANJE SILE

RFEM

LG1: obtezba 1

Internal forces - Nx[m]

N[kN]

max

min

-- --

0.000 -133.43

0 0.5 1 1.5 2 2.5 3 3.5

M22

3.7 m

0-1

40.0

-120

.0-1

00.0

-80.0

-60.

0-4

0.0

-20.0

-133

.29

-133

.15

-133.

02

-132.

88

-132.

74

-132.

60

-132.

47

-132

.33

-132

.20

-133.

43

-132

.06

POZ JEKLEN STEBER - OSNA SILA

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1.1.1 GENERAL DATA RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Members to Design: 5,7,9,14,20-23

Ultimate Limit State DesignLoad Groups to Design: LG1 obtezba 1

1.1.2 DETAILS Stability AnalysisStability Check

Bending About the Major y-AxisEquivalent Member Method acc. to 6.3Include effects from second order theoryacc. to 5.2.2(4) by increasing bendingmoment

Bending About the Minor z-AxisEquivalent Member Method acc. to 6.3Include effects from second order theoryacc. to 5.2.2(4) by increasing bendingmoment

Determination of elastic critical moment for lateral-torsional bucklingFor members: Automatically by Eigenvalue Method

Load application of positive transverse On cross-section edge directed to shear center (e.g. top flange, destabilizing effect)loads:

Limit Load for Special CasesUnsymmetric cross-sections with compression and bendingMy,Ed / Mpl,y,Rd 0.01Mz,Ed / Mpl,z,Rd 0.01Nc,Ed / Npl 0.01

Non-Symmetrical Cross-Sections, Tapered Members or Sets of MembersMz,Ed / Mpl,z,Rd 0.05

Cross-Sections with Torsiont,Ed / t,Rd 0.05

Stability analysis method of sets of 6.3.4 General Methodmembers acc. to

OptionsElastic Design (also for cross-sections ofClass 1 or 2)

Member SlendernessesMembers with limitTension only: 300Compression / Flexure: 200

Design of WeldsAllow Design of Welds

Fire Design Settingstfi, requ [min] 60.00Unprotected Members t [s] 5.00Protected Members t [s] 30.00

Temperature Curve for Determination of Temperature of GasesNominal temperature curves Standard temperature-time curvec [W/m2K] 25.00

Thermal Actions for Temperature Analysis 1.00m 0.70f 1.00

Fire PropertiesM,fi 1.00

1.1.3 NATIONAL ANNEX - SIST Partial Factors acc. to 6.1, Note 2BFor resistance of cross-sections 1.00M0 :For resistance of members to buckling 1.00(assessed for checks in Clause 6.3)M1 :For resistance of cross-sections in tension1.25to fracture M2 :

Shear acc. to 6.2.6(3) and shear buckling acc. to EN 1993-1-5Factor : 1.20

Parameters for Lateral-Torsional BucklingImperfection coefficients of lateral-torsional buckling curves acc. to Table 6.3Buckling Curve a : 0.21Buckling Curve b : 0.34

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1.1.3 NATIONAL ANNEX - SIST Buckling Curve c : 0.49Buckling Curve d : 0.76

Use factor f for modification of LTaccording to 6.3.2.3(2)

Parameters for LT acc. to 6.3.2.3(1):Rolled I-SectionsLT,0 : 0.40 : 0.75

Welded I-SectionsLT,0 : 0.40 : 0.75

Determine lateral-torsional buckling If possible, acc. to 6.3.2.3, Eq. (6.57), otherwise acc. to 6.3.2.2, Eq. (6.56)curves:

Determine interaction factors for 6.3.3(4) 2 according to Annex Baccording to Method:

Serviceability Limits (Deflections) acc. to 7.2Combination of actions (Table A1.4 of EN 1990): CantileversCH : Characteristic L / 300 Lc / 150FR : Frequent L / 200 Lc / 100QP : Quasi-permanent L / 200 Lc / 100

General Method according to 6.3.4Use General Method also for non-I-sections

Always use General Method for stabilitydesign according to 6.3.4

Use Europan lateral-torsional bucklingcurve according to [5]

Use the method of Johannes CasparNaumes for assessing the out-of-planestability

Partial Factors acc. to 5.1For resistance of cross-sectionsM0 1.100For resistance of members to buckling (assessed for proofs in Clause 6.3)M1 1.100For resistance of cross-sections to fracture due to tension M2 1.250

Shear According to 5.6(2) and Shear Buckling 1.200

Parameters for Stability Design

Imperfection Coefficient BucklingCold formed open sections 0.490Hollow sections (welded or seamless) 0.490Welded open sections (about the major 0.490axis)Welded open sections (about the minor 0.760axis)Torsional and Lateral-Torsional BucklingAll structural members 0.340

Parameter for 0BucklingCold formed open sections 0.400Hollow sections (welded or seamless) 0.400Welded open sections (about the major 0.200axis)Welded open sections (about the minor 0.200axis)Torsional and Lateral-Torsional BucklingAll structural members 0.200

Imperfection Coefficient LTCold formed sections and hollow sections 0.340(welded and seamless)Welded open sections and other sections 0.760

1.2.1 MATERIALS Material

NoMaterial

Description Comment

2 Steel S 235

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1.3.1 CROSS-SECTIONS Cross-s.

NoMaterial

No Cross-section Description [mm] Comment

3 2 RRO 150x50x10 (EN 10210)

RRO 150x50x10 (...

1.5 EFFECTIVE LENGTHS - MEMBERS Member

NoBucklingPossible

Buckling About Axis yPossible kcr,y Lcr,y [m]

Buckling About Axis zPossible kcr,z Lcr,z [m]

Lateral-torsional BucklingPossible kz kw Lw [m] LT [m]

5 1.00 3.700 1.00 3.700 1.0 1.0 3.700 3.5007 1.00 3.700 1.00 3.700 1.0 1.0 3.700 3.5009 1.00 3.700 1.00 3.700 1.0 1.0 3.700 3.500

14 1.00 3.700 1.00 3.700 1.0 1.0 3.700 3.70020 1.00 3.700 1.00 3.700 1.0 1.0 3.700 3.70021 1.00 3.700 1.00 3.700 1.0 1.0 3.700 3.70022 1.00 3.700 1.00 3.700 1.0 1.0 3.700 3.70023 1.00 3.700 1.00 3.700 1.0 1.0 3.700 3.700

1.9 FIRE RESISTANCE - MEMBERS

No. Members No.Fire

ExposureFire

ProtectionProtection

TypeUnit massp [kg/m3]

Thermal Cond.p [W/K]

Specific Heatcp[J/(kg*K)]

Thicknessdp [mm]

1 7,8 All Sides Spray 300.000 0.120 1200.000 10.000

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

3 RRO 150x50x10 (EN 10210)

5 0.000 LG1 0.18 1 102) Cross-Section Check - Compression acc. to 6.2.4Design Internal Forces NEd -148.03 kN Vz,Ed 0.00 kN My,Ed 0.00 kNm Vy,Ed 0.00 kN TEd 0.00 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 32.654 w 1.000 f,A -4.24 kN/cm2 f,2 37.602 f-yd,1 24.00 kN/cm2

f,B -4.24 kN/cm2 f,3 41.560 f-yd,2 24.00 kN/cm2

cf 10.0 mm (c/t)f 1.000 w 1.000 tf 10.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 32.654 NEd -148.03 kN w,A -4.24 kN/cm2 w,2 37.602 f 1.000 w,B -4.24 kN/cm2 w,3 41.560 f-yd,1 24.00 kN/cm2 cw 110.0 mm (c/t)w 11.000 f-yd,2 24.00 kN/cm2 tw 10.0 mm Classw 1 f 1.000 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -148.03 kNDesign Ratio Nc,Ed 148.03 kN fy 24.00 kN/cm2 Nc,Rd 837.60 kN A 34.90 cm2 M0 1.000 0.18

5 0.000 LG1 0.23 1 302) Stability Analysis - Flexural Buckling about y-axis acc. to6.3.1.1 and 6.3.1.2

Design Internal Forces NEd -148.03 kN Vz,Ed 0.00 kN My,Ed 0.00 kNm Vy,Ed 0.00 kN TEd 0.00 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 32.654 w 1.000 f,A -4.24 kN/cm2 f,2 37.602 f-yd,1 24.00 kN/cm2

f,B -4.24 kN/cm2 f,3 41.560 f-yd,2 24.00 kN/cm2

cf 10.0 mm (c/t)f 1.000 w 1.000 tf 10.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 32.654 NEd -148.03 kN w,A -4.24 kN/cm2 w,2 37.602 f 1.000 w,B -4.24 kN/cm2 w,3 41.560 f-yd,1 24.00 kN/cm2 cw 110.0 mm (c/t)w 11.000 f-yd,2 24.00 kN/cm2 tw 10.0 mm Classw 1 f 1.000 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -148.03 kNDesign Ratio E 21000.00 kN/cm2 _y 0.836 y 0.775 Iy 792.00 cm4 NEd 148.03 kN M1 1.000 Lcr,y 3.700 m N,cr 0.123 Nb,y,Rd 648.82 kN Ncr,y 1199.06 kN BCy a 0.23 A 34.90 cm2 y 0.210 fy 24.00 kN/cm2 y 0.916

5 0.000 LG1 0.91 1 312) Stability Analysis - Flexural Buckling about z-axis acc. to6.3.1.1 and 6.3.1.2

Design Internal Forces NEd -148.03 kN Vz,Ed 0.00 kN My,Ed 0.00 kNm Vy,Ed 0.00 kN TEd 0.00 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 32.654 w 1.000 f,A -4.24 kN/cm2 f,2 37.602 f-yd,1 24.00 kN/cm2

f,B -4.24 kN/cm2 f,3 41.560 f-yd,2 24.00 kN/cm2

cf 10.0 mm (c/t)f 1.000 w 1.000 tf 10.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 32.654 NEd -148.03 kN w,A -4.24 kN/cm2 w,2 37.602 f 1.000 w,B -4.24 kN/cm2 w,3 41.560 f-yd,1 24.00 kN/cm2 cw 110.0 mm (c/t)w 11.000 f-yd,2 24.00 kN/cm2 tw 10.0 mm Classw 1 f 1.000 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -148.03 kNDesign Ratio E 21000.00 kN/cm2 _z 2.156 z 0.194 Iz 119.00 cm4 NEd 148.03 kN M1 1.000 Lcr,z 3.700 m N,cr 0.822 Nb,z,Rd 162.37 kN Ncr,z 180.16 kN BCz a 0.91 A 34.90 cm2 z 0.210

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

fy 24.00 kN/cm2 z 3.030

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1.1 GENERAL DATA RF-CONCRETESurfacesCA1Reinforced Concrete Design

Design acc. to Code: SIST EN 1992-1-1

ULTIMATE LIMIT STATE

LC-Groups for Design: LG1 obtezba 1

1.2 MATERIALS Material

No.Material Description

Concrete Strength Class Steel description Comment

1 Concrete C25/30 B 500 S (A)

1.3 SURFACES Surface-

No.Mat.-No.

ThicknessType

Thickness[cm]

Re-marks Comment

1 1 Constant 30.002 1 Constant 30.003 1 Constant 30.004 1 Constant 20.005 1 Constant 20.006 1 Constant 20.007 1 Constant 30.008 1 Constant 30.009 1 Constant 20.00

10 1 Constant 20.0011 1 Constant 20.0012 1 Constant 20.0013 1 Constant 25.0014 1 Constant 25.0015 1 Constant 25.0016 1 Constant 15.00

1.4 REINFORCEMENT GROUP NO. 1 - PLOŠÈA Applied to Surfaces 4,13-16

REINFORCEMENT RATIOMinimum Cross Reinforcement 20.0 %Basic Minimum Reinforcement 0.0 %Minimum Compressiove Reinforcement 0.0 %Minimum Tension Reinforcement 0.0 %Maximum Reinforcement Ratio 4.0 %Minimum Shear Reinforcement Ratio 0.0 %Walls

BASIC REINFORCEMENT LAYOUT - TOPNumber of Directions 2Cover to Rebar Centroid d-1: 3.00, d-2: 4.00 cmDirections of Reinforcement Phi-1: 0.000°, Phi-2: 90.000°Reinforcement Area As-1,top: 0.00, As-2,top: 0.00 cm2/m

BASIC REINFORCEMENT LAYOUT - BOTTOMNumber of Directions 2Cover to Rebar Centroid d-1: 3.00, d-2: 4.00 cmDirections of Reinforcement Phi-1: 0.000°, Phi-2: 90.000°Reinforcement Area As-1,bottom: 0.00, As-2,bottom: 0.00 cm2/m

LONGITUDINAL REINFORCEMENT FOR SHEAR FORCE DESIGNApply the greater value resulting from either required or defined provided reinforcement (basic and add. reinforcement) per r

OPTIONS FOR SIST EN 1992-1-1Neutral Axis Depth Limitation Partial Safety Factor Gamma-s 1.15Partial Safety Factor Gamma-c 1.50Consideration of Long-term Effects Alpha 1.00

1.4 REINFORCEMENT GROUP NO. 2 - STENE Applied to Surfaces 1-3,5-12

REINFORCEMENT RATIOMinimum Cross Reinforcement 20.0 %Basic Minimum Reinforcement 0.0 %Minimum Compressiove Reinforcement 0.0 %Minimum Tension Reinforcement 0.0 %Maximum Reinforcement Ratio 4.0 %Minimum Shear Reinforcement Ratio 0.0 %Walls

BASIC REINFORCEMENT LAYOUT - TOPNumber of Directions 2Cover to Rebar Centroid d-1: 3.00, d-2: 4.00 cmDirections of Reinforcement Phi-1: 0.000°, Phi-2: 90.000°Reinforcement Area As-1,top: 0.00, As-2,top: 0.00 cm2/m

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1.4 REINFORCEMENT GROUP NO. 2 - STENE Reinforcement Area

BASIC REINFORCEMENT LAYOUT - BOTTOMNumber of Directions 2Cover to Rebar Centroid d-1: 3.00, d-2: 4.00 cmDirections of Reinforcement Phi-1: 0.000°, Phi-2: 90.000°Reinforcement Area As-1,bottom: 0.00, As-2,bottom: 0.00 cm2/m

LONGITUDINAL REINFORCEMENT FOR SHEAR FORCE DESIGNApply the greater value resulting from either required or defined provided reinforcement (basic and add. reinforcement) per r

OPTIONS FOR SIST EN 1992-1-1Neutral Axis Depth Limitation Partial Safety Factor Gamma-s 1.15Partial Safety Factor Gamma-c 1.50Consideration of Long-term Effects Alpha 1.00

2.2 REQUIRED REINFORCEMENT BY SURFACE Surface

No.PointNo.

Point Coordinates [m]X Y Z Symbol

Required Reinf.ULS

BasicReinf.

Additional ReinforcementRequired Provided Unit

Re-marks

1 N122 15.1 3.129 -3.7 as,1 top 1.31 0.00 1.31 - cm2/m N5 15.1 0.000 0.000 as,2 top 3.00 0.00 3.00 - cm2/m N2112 15.1 3.129 0.000 as,1 bottom 2.15 0.00 2.15 - cm2/m N2112 15.1 3.129 0.000 as,2 bottom 5.62 0.00 5.62 - cm2/m N5 15.1 0.000 0.000 asw 0.00 - - - cm2/m2

2 N8 15.1 8.000 -3.7 as,1 top 0.86 0.00 0.86 - cm2/m N6 15.1 8.000 0.000 as,2 top 3.00 0.00 3.00 - cm2/m N6 15.1 8.000 0.000 as,1 bottom 0.75 0.00 0.75 - cm2/m N6 15.1 8.000 0.000 as,2 bottom 3.00 0.00 3.00 - cm2/m N6 15.1 8.000 0.000 asw 0.00 - - - cm2/m2 15)3 N2 0.000 8.000 0.000 as,1 top 1.30 0.00 1.30 - cm2/m N1 0.000 0.000 0.000 as,2 top 3.00 0.00 3.00 - cm2/m N3 0.000 0.000 -3.7 as,1 bottom 1.08 0.00 1.08 - cm2/m N3 0.000 0.000 -3.7 as,2 bottom 4.32 0.00 4.32 - cm2/m N1 0.000 0.000 0.000 asw 0.00 - - - cm2/m2 15)4 N3 0.000 0.000 -3.7 as,1 top 9.26 0.00 9.26 - cm2/m N25 15.1 0.000 -3.7 as,2 top 9.23 0.00 9.23 - cm2/m N3 0.000 0.000 -3.7 as,1 bottom 5.42 0.00 5.42 - cm2/m N442 7.700 4.000 -3.7 as,2 bottom 8.40 0.00 8.40 - cm2/m N665 12.1 8.000 -3.7 asw Not Designable - - - cm2/m2 7)5 N7 0.000 8.450 0.000 as,1 top 1.87 0.00 1.87 - cm2/m N2 0.000 8.000 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N2 0.000 8.000 0.000 as,1 bottom 0.80 0.00 0.80 - cm2/m N2 0.000 8.000 0.000 as,2 bottom 3.21 0.00 3.21 - cm2/m N2 0.000 8.000 0.000 asw 0.00 - - - cm2/m2 15)6 N1 0.000 0.000 0.000 as,1 top 0.73 0.00 0.73 - cm2/m N1 0.000 0.000 0.000 as,2 top 2.91 0.00 2.91 - cm2/m N3 0.000 0.000 -3.7 as,1 bottom 2.01 0.00 2.01 - cm2/m N3 0.000 0.000 -3.7 as,2 bottom 5.55 0.00 5.55 - cm2/m N3 0.000 0.000 -3.7 asw 8.00 - - - cm2/m2 15)7 N8 15.1 8.000 -3.7 as,1 top 2.19 0.00 2.19 - cm2/m N8 15.1 8.000 -3.7 as,2 top 5.94 0.00 5.94 - cm2/m N8 15.1 8.000 -3.7 as,1 bottom 0.98 0.00 0.98 - cm2/m N6 15.1 8.000 0.000 as,2 bottom 3.25 0.00 3.25 - cm2/m N8 15.1 8.000 -3.7 asw 8.00 - - - cm2/m2 15)8 N25 15.1 0.000 -3.7 as,1 top 2.15 0.00 2.15 - cm2/m N25 15.1 0.000 -3.7 as,2 top 6.98 0.00 6.98 - cm2/m N25 15.1 0.000 -3.7 as,1 bottom 1.29 0.00 1.29 - cm2/m N5 15.1 0.000 0.000 as,2 bottom 3.94 0.00 3.94 - cm2/m N25 15.1 0.000 -3.7 asw 8.00 - - - cm2/m2 15)9 N56 0.000 -2.0 -3.7 as,1 top 2.57 0.00 2.57 - cm2/m N826 0.000 -1.0 0.000 as,2 top 5.50 0.00 5.50 - cm2/m N769 0.000 -2.8 -3.1 as,1 bottom 1.83 0.00 1.83 - cm2/m N21 0.000 -3.6 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m N26 0.000 -3.6 -3.7 asw 8.00 - - - cm2/m2 15)

10 N863 15.1 -3.1 -1.0 as,1 top 1.70 0.00 1.70 - cm2/m N41 15.1 -3.6 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N882 15.1 -1.1 0.000 as,1 bottom 1.92 0.00 1.92 - cm2/m N882 15.1 -1.1 0.000 as,2 bottom 7.69 0.00 7.69 - cm2/m N41 15.1 -3.6 0.000 asw 0.00 - - - cm2/m2

11 N1110 - 2.650 -3.6 -1.8 as,1 top 4.09 0.00 4.09 - cm2/m N1061 9.120 -3.6 0.000 as,2 top 8.59 0.00 8.59 - cm2/m N935 13.7 -3.6 -3.1 as,1 bottom 2.71 0.00 2.71 - cm2/m N991 14.8 -3.6 -1.5 as,2 bottom 2.29 0.00 2.29 - cm2/m N843 15.1 -3.6 -2.6 asw 8.00 - - - cm2/m2 15)

12 N47 0.000 10.8 0.000 as,1 top 4.64 0.00 4.64 - cm2/m N45 0.000 8.650 0.000 as,2 top 17.38 0.00 17.38 - cm2/m

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2.2 REQUIRED REINFORCEMENT BY SURFACE Surface

No.PointNo.

Point Coordinates [m]X Y Z Symbol

Required Reinf.ULS

BasicReinf.

Additional ReinforcementRequired Provided Unit

Re-marks

12 N45 0.000 8.650 0.000 as,1 bottom 0.50 0.00 0.50 - cm2/m N45 0.000 8.650 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m N45 0.000 8.650 0.000 asw 0.00 - - - cm2/m2 15)

13 N2 0.000 8.000 0.000 as,1 top 1.54 0.00 1.54 - cm2/m N1200 0.000 11.3 0.000 as,2 top 1.40 0.00 1.40 - cm2/m N1155 0.000 9.100 0.000 as,1 bottom 8.16 0.00 8.16 - cm2/m N45 0.000 8.650 0.000 as,2 bottom 5.74 0.00 5.74 - cm2/m N45 0.000 8.650 0.000 asw 13.07 - - - cm2/m2 15)

14 N1637 1.520 0.000 0.000 as,1 top 1.34 0.00 1.34 - cm2/m N41 15.1 -3.6 0.000 as,2 top 0.82 0.00 0.82 - cm2/m N43 15.1 -.64 0.000 as,1 bottom 5.41 0.00 5.41 - cm2/m N1061 9.120 -3.6 0.000 as,2 bottom 5.91 0.00 5.91 - cm2/m N1 0.000 0.000 0.000 asw 8.00 - - - cm2/m2 15)

15 N2047 1.700 1.000 0.000 as,1 top 1.66 0.00 1.66 - cm2/m N2089 15.1 5.107 0.000 as,2 top 1.72 0.00 1.72 - cm2/m N39 - E 6.100 0.200 0.000 as,1 bottom 5.49 0.00 5.49 - cm2/m N70 - E 6.100 7.800 0.000 as,2 bottom 5.01 0.00 5.01 - cm2/m N39 - E 6.100 0.200 0.000 asw 18.52 - - - cm2/m2 15)

16 N54 0.000 -3.3 -3.7 as,1 top 2.81 0.00 2.81 - cm2/m N54 0.000 -3.3 -3.7 as,2 top 5.64 0.00 5.64 - cm2/m N54 0.000 -3.3 -3.7 as,1 bottom 2.62 0.00 2.62 - cm2/m N54 0.000 -3.3 -3.7 as,2 bottom 4.63 0.00 4.63 - cm2/m N54 0.000 -3.3 -3.7 asw 0.00 - - - cm2/m2

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Z 5.30

4.28

5.49

4.64

5.04

4.60 5.45

0.10

2.50

Y

X 4.28

0.03

0.10

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,1 bottom

Values: a-s,1 bottom [cm2/m]Surfaces Max a-s,1 bottom: 8.16, Min a-s,1 bottom: 0.00 [cm2/m]

RequiredReinforcementa-s,1 bottom [cm2/m]

8.16

4.24

3.85

3.46

3.07

2.69

2.30

1.91

1.52

1.13

0.74

0.00

Max : 8.16Min : 0.00

3.00

POZ TP - ARMATURA SPODAJ, SMER 1

Z

5.014.87

4.95 4.50 4.99 4.64

4.88 5.00

0.06 0.04

Y

X

1.02

4.140.51

0.03

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,2 bottom

Values: a-s,2 bottom [cm2/m]Surfaces Max a-s,2 bottom: 5.91, Min a-s,2 bottom: 0.00 [cm2/m]

RequiredReinforcementa-s,2 bottom [cm2/m]

5.91

4.24

3.83

3.43

3.02

2.61

2.21

1.80

1.39

0.98

0.58

0.00

Max : 5.91Min : 0.00

3.00

POZ TP - ARMATURA SPODAJ, SMER 2

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Z

0.38 0.84

0.76

0.23

0.42

1.66

1.56

1.40

0.49

1.37

0.01

1.07

Y

X0.49

0.45

0.37

0.43

0.57

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,1 top

Values: a-s,1 top [cm2/m]Surfaces Max a-s,1 top: 1.66, Min a-s,1 top: 0.00 [cm2/m]

RequiredReinforcementa-s,1 top [cm2/m]

1.66

1.51

1.36

1.21

1.06

0.91

0.76

0.61

0.45

0.30

0.15

0.00

Max : 1.66Min : 0.00

3.00

POZ TP - ARMATURA ZGORAJ, SMER 1

Z

0.27

1.72

0.15

0.53

0.30 0.55

0.56

0.49

0.14

0.17

0.75

0.03

0.20

0.01

Y

X

0.190.21

0.271.40 0.35

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,2 top

Values: a-s,2 top [cm2/m]Surfaces Max a-s,2 top: 1.72, Min a-s,2 top: 0.00 [cm2/m]

RequiredReinforcementa-s,2 top [cm2/m]

1.72

1.56

1.41

1.25

1.09

0.94

0.78

0.63

0.47

0.31

0.16

0.00

Max : 1.72Min : 0.00

3.00

POZ TP - ARMATURA ZGORAJ, SMER 2

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0.50

0.50

Z

1.83

XY

0.50

2.01

2.71

1.92

0.50

0.80

0.50

0.75

1.29

2.15

0.750.50

0.75

0.75

0.98

IsometricRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,1 bottom

Values: a-s,1 bottom [cm2/m]Surfaces Max a-s,1 bottom: 2.71, Min a-s,1 bottom: 0.50 [cm2/m]

RequiredReinforcementa-s,1 bottom [cm2/m]

2.71

2.51

2.30

2.10

1.90

1.70

1.50

1.30

1.10

0.90

0.70

0.50

Max : 2.71Min : 0.50

POZ ST - ARMATURA SPODAJ, SMER 1

2.00

2.00

Z

XY

2.00

5.55

2.29

7.69

2.00

3.94

3.21

2.00

3.00

5.62

3.002.00

3.00

3.25

3.00

3.00

IsometricRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,2 bottom

Values: a-s,2 bottom [cm2/m]Surfaces Max a-s,2 bottom: 7.69, Min a-s,2 bottom: 2.00 [cm2/m]

RequiredReinforcementa-s,2 bottom [cm2/m]

7.69

3.85

3.70

3.55

3.41

3.26

3.11

2.96

2.81

2.67

2.52

2.00

Max : 7.69Min : 2.00

POZ ST - ARMATURA SPODAJ, SMER 2

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0.50

4.09

Z

0.50

0.73

X

2.57

Y

0.50

1.70

0.50

0.501.87

0.75

2.15

0.75

4.64

0.50

1.310.75

0.75

0.75

2.19

IsometricRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,1 top

Values: a-s,1 top [cm2/m]Surfaces Max a-s,1 top: 4.64, Min a-s,1 top: 0.50 [cm2/m]

RequiredReinforcementa-s,1 top [cm2/m]

4.64

4.27

3.89

3.51

3.14

2.76

2.38

2.01

1.63

1.25

0.88

0.50

Max : 4.64Min : 0.50

POZ ST - ARMATURA ZGORAJ, SMER 1

2.00

5.50

Z

2.00

2.918.59

XY

2.00

2.00

2.0017.38

3.00

6.98

3.002.00

3.00

3.00

5.94

IsometricRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,2 top

Values: a-s,2 top [cm2/m]Surfaces Max a-s,2 top: 17.38, Min a-s,2 top: 2.00 [cm2/m]

RequiredReinforcementa-s,2 top [cm2/m]

17.38

3.85

3.80

3.75

3.70

3.65

3.60

3.55

3.50

3.45

3.40

2.00

Max : 17.38Min : 2.00

POZ ST - ARMATURA ZGORAJ, SMER 2

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Z

Y

X

3.702.29 2.15

2.31 3.242.01

0.11

5.38

0.14

4.63

5.12

4.77

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,1 bottom

Values: a-s,1 bottom [cm2/m]Surfaces Max a-s,1 bottom: 5.42, Min a-s,1 bottom: 0.00 [cm2/m]

RequiredReinforcementa-s,1 bottom [cm2/m]

5.42

4.93

4.44

3.94

3.45

2.96

2.47

1.97

1.48

0.99

0.49

0.00

Max : 5.42Min : 0.00

1.00

POZ 101 - ARMATURA SPODAJ, SMER 1

Z

Y

X

0.023.87 3.59

3.79 4.083.69

0.03

2.33

8.40

3.95

4.84

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,2 bottom

Values: a-s,2 bottom [cm2/m]Surfaces Max a-s,2 bottom: 8.40, Min a-s,2 bottom: 0.00 [cm2/m]

RequiredReinforcementa-s,2 bottom [cm2/m]

8.40

5.00

4.72

4.45

4.17

3.90

3.62

3.34

3.07

2.79

2.52

0.00

Max : 8.40Min : 0.00

1.00

POZ 101 - ARMATURA SPODAJ, SMER 2

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Z

Y

X

1.946.04

1.83

7.61

4.85

0.79

1.98 1.94

3.10

2.93 2.22

0.37

0.13

0.11

5.27

6.29

6.71

5.22 5.09

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,1 top

Values: a-s,1 top [cm2/m]Surfaces Max a-s,1 top: 9.26, Min a-s,1 top: 0.00 [cm2/m]

RequiredReinforcementa-s,1 top [cm2/m]

9.26

3.85

3.52

3.18

2.85

2.51

2.18

1.84

1.51

1.18

0.84

0.00

Max : 9.26Min : 0.00

1.00

POZ 101 - ARMATURA ZGORAJ, SMER 1

Z

Y

X 3.84 5.458.25 5.26

3.80 5.177.36 5.570.71

0.50

1.830.66

2.23

0.30

0.54 1.76

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,2 top

Values: a-s,2 top [cm2/m]Surfaces Max a-s,2 top: 9.23, Min a-s,2 top: 0.00 [cm2/m]

RequiredReinforcementa-s,2 top [cm2/m]

9.23

3.85

3.80

3.75

3.70

3.65

3.60

3.55

3.50

3.45

3.40

0.00

Max : 9.23Min : 0.00

1.00

POZ 101 - ARMATURA ZGORAJ, SMER 2

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1.1 GENERAL DATA RF-CONCRETEMembersCA1Design of concrete members

Concrete Design According to SIST EN 1992-1-1

ULTIMATE LIMIT STATESLoad Groups to Design: LG1 obtezba 1

1.2 MATERIALS Mat.-No.

Material DescriptionConcrete Strength Class Reinforcing Steel Comment

1 Concrete C30/37 B 500 S (A)

1.3 CROSS-SECTIONS Cross.

no.Mat.-No.

Cross-section-Description

- Notes

- Comment

1 1 Rectangle 200/550

Rectangle 200/550

1.6 REINFORCEMENT GROUP NO. 1 - NOSILCI Applied to members: 13,19

LONGITUDINAL REINFORCEMENTAvailable bar diameters: 20.0Max. number of layers: 1Min.spacing for first layer: 20.0 mmType of anchorage: StraightSteel surface: ribbedCurtailment of reinforcement: None

SHEAR REINFORCEMENTAvailable bar diameters: 10.0No. of sections: 2Inclination: 90°Type of anchorage: HookLink layout: Uniform link spacing

Reinforcement layoutConcrete Cover acc. to Code Concrete cover c- Top: 30.0 mm Parameters for Definition of Concrete Cover Settings Identical to Cover CbottomConcrete cover c-bottom: 30.0 mm Parameters for Definition of Concrete Cover Exposure Class acc. to 4.4.1.2 (5) XC1 Abrasion Class acc. to 4.4.1.2 (13) No Design Working Life acc. to 4.4.1.2 (5) Table 4.3N 50 Years Concrete Cast acc. to 4.4.1.3 (4) cast-in-place concrete Air Entrainment of More Than 4% acc. to 4.4.1.2 (5) Note 2. Special Quality Control of the Concrete Production acc. to 4.4.1.2 (5) Table 4.3N Nominal Maximum Aggregate Size Greater Than 32 mm acc. to 4.4.1.2 (3) Table 4.2 Maximum Used Diameter of Shear Reinforcement 0.0 mm Minimum Cover Due to Bond Requirement acc. to 4.4.1.2 (3) 0.0 mm Minimum Cover Due to Enviromental Conditions acc. to 4.4.1.2 (5) 0.0 mm Additive Safety Element acc. to 4.4.1.2 (6) 0.0 mm Minimum Concrete Cover acc. to 4.4.1.2 (2) 0.0 mm Allowance for Deviation acc. to 4.4.1.3 10.0 mm Nominal Cover for Longitudinal Reinforcement acc. to 4.4.1.1 0.0 mmConcrete cover c-side: 30.0 mm Parameters for Definition of Concrete Cover Settings Identical to Cover CbottomReinforcement layout: Top - Bottom (optimized Distribution)Relevant Inner Forces: N, V-y, V-z, M-T, M-y, M-z

MINIMUM REINFORCEMENTMin. reinforcement Min. A-s,top: 0.00 cm2

Min. reinforcement Min. A-s,bottom: 0.00 cm2

Min. Longitudinal Reinforcement acc. to Code: Min. Shear Reinforcement acc. to Code:

OPTIONS FOR EN 1992-1-1:2004Max. Percentage of Reinforcement: 8.00 %Neutral Axis Depth Limitation Steel strain limitation Eps_sd 20.00 ‰Partial Safety Factor Gamma-c 1.50Partial Safety Factor Gamma-s 1.15Factor Alpha 1.00Design method for shear force: Standard methodMin. Inclination of Concrete Strut 21.80 °Max. Inclination of Concrete Strut 45.00 °Max. factor single forces near support 5.00

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2.1 REQUIRED REINFORCEMENT BY CROSS-SECTION -

ReinforcementMember

No.Location

[m]LC/LG

COReinforcement

Area UnitError Message

or Note

Cross-section No.1 - Rectangle 200/550As,top 19 3.040 LG1 1.86 cm2

As,bottom 13 0.000 LG1 1.65 cm2 25) As,T 19 0.000 LG1 0.20 cm2

as,wV link 13 0.000 LG1 1.75 cm2/m 58) 69) as,wT link 19 0.000 LG1 0.03 cm2/m

RF-CONCRETE Members

CA1 - Design of concrete members

Required Reinforcement - A-s,top + A-s,T/2

x[m]

A-s,top + A-s,T/2[cm2]

max

min

3.040 1.88

-- --

0 5 10

M19

15.2 m

00.5

1.0

1.5

2.0

0.01

1.8

8

0.60

1.5

7

0.39

1.6

6

0.39

1.5

7

1.69

1.75

1.8

8

1.70

RF-CONCRETE Members

CA1 - Design of concrete members

Required Reinforcement - A-s,bottom + A-s,T/2

x[m]

A-s,bottom + A-s,T/2[cm2]

max

min

0.000 1.75

-- --

0 5 10

M19

15.2 m

00.5

1.0

1.5

2.0

1.5

5

0.04

1.5

5

0.1

9

1.5

5

0.20

1.5

5

0.0

3

1.6

9

1.75

1.70

RF-CONCRETE Members

CA1 - Design of concrete members

Required Reinforcement - 2*a-s,wT link + a-s,wV link

x

[m]

2*a-s,wT link + a-s,wV link[cm2/m]

max

min

0.000 1.81

0 5 10

M19

15.2 m

00.5

1.0

1.5

2.0 1.76

1.76

1.76

1.76

1.76

1.76

1.76

1.76

1.7

8

1.8

1

1.7

8

POZ NOSILEC - ARMATURA

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M STATIK s.p. S T A T I Č N I R A Č U N

3.0. POZ Tpl, 100 - A.B. PLOŠČE - kuhinja 3.1. Zasnova plošča (POZ Tp) d = 25 cm plošča (POZ 101) d = 20 cm nosilec (POZ N) b/h = 20/20+75 cm 3.2. Obtežba POZ Tp stalna obtežba ------------------- keramika = 0,30 kN/m2 estrih (6cm) = 1,45 kN/m2 TI (15cm) = 0,25 kN/m2 -------------------------------------------------------------------------------------------------------------- g = 2,00 kN/m2 POZ 101 stalna obtežba ------------------- Zelena streha (urbanscape) = 0,90 kN/m2 omet (2cm) = 0,10 kN/m2 -------------------------------------------------------------------------------------------------------------- g = 1,00 kN/m2 sneg s = 1,20 kN/m2 ------- koristna obtežba (napa, klimat) q = 1,00 kN/m2 ------------------------------------ q = 2,50 kN/m2 Obtežba zemljine na stene: zemljina = predpostavljeno γ = 20 kN/m3, φ = 30°, c = 0 -----------------------------------------------------

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M STATIK s.p. S T A T I Č N I R A Č U N

POZ Nadstrešek stalna obtežba ------------------- kritina = 0,50 kN/m2 -------------------------------------------------------------------------------------------------------------- g = 0,50 kN/m2 sneg s = 1,20 kN/m2 ------- 3.3. Obremenitev in dimenzioniranje Obremenitve in dimenzionirane AB konstrukcije ter izračun armature so narejene s programom Dlubal » RFEM «

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C O N T E N T S

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CONTENTS CONTENTS Graph. Kuhinja - pogled 1 1 1.1.1 General Data 20Graph. Kuhinja - pogled 2 2 1.1.2 Details 20Graph. Kuhinja - pogled 3 3 1.1.3 National Annex - SIST 20

Structure 4 1.2.1 Materials 211.3 Materials 4 1.3.1 Cross-Sections 221.9 Surface Elastic Foundations 4 1.4 Lateral Intermediate Supports 221.13 Cross-sections 4 1.5 Effective Lengths - Members 221.18 Ribs 4 1.9 Fire Resistance - Members 23

Loads 5 Results 24 Load Cases 5 2.2 Design by Cross-Section 24 LC 1 - lastna teža 5 RF-CONCRETE Surfaces 35

Graph. Loads - lastna teža, Isometric 5 CA1 - Reinforced Concrete Design 35 LC 2 - stalna obtezba 6 1.1 General Data 35

Graph. Loads - stalna obtezba, Isometric 7 1.2 Materials 35 LC 3 - sneg 8 1.3 Surfaces 35

Graph. Loads - sneg, Isometric 9 1.4 Reinforcement Group No. 1 - plošèa 35 LC 4 - zemeljski pritisk 10 1.4 Reinforcement Group No. 2 - stene 35

Graph. Loads - zemeljski pritisk, Isometric 10 Results 36 Load groups 10 2.2 Required Reinforcement by Surface 36Results - Load Cases, Load Groups 11 Graph. Poz Tp - armatura spodaj, smer 1 39

Graph. Napetosti v temeljnih tleh 11 Graph. Poz Tp - armatura spodaj, smer 2 39Graph. Poz Tp - moment m-x 12 Graph. Poz Tp - armatura zgoraj, smer 1 40Graph. Poz Tp - moment m-y 12 Graph. Poz Tp - armatura zgoraj, smer 2 40Graph. Poz St - moment m-x 13 Graph. Poz St - armatura spodaj, smer 1 41Graph. Poz St - moment m-y 13 Graph. Poz St - armatura spodaj, smer 2 41Graph. Poz 101 - moment m-x 14 Graph. Poz St - armatura zgoraj, smer 1 42Graph. Poz 101 - moment m-y 14 Graph. Poz St - armatura zgoraj, smer 2 42Graph. Nlosilci - osna sila N 15 Graph. Poz 101 - armatura spodaj, smer 1 43Graph. Nlosilci - precna sila Vy 15 Graph. Poz 101 - armatura spodaj, smer 2 43Graph. Nlosilci - precna sila Vz 16 Graph. Poz 101 - armatura zgoraj, smer 1 44Graph. Nlosilci - torzijski moment 16 Graph. Poz 101 - armatura zgoraj, smer 2 44Graph. Nlosilci - upogibni moment My 17 RF-CONCRETE Members 45Graph. Nlosilci - upogibni moment Mz 17 CA1 - Design of concrete members 45Graph. Nadstresek - primarni nosilec - osna 18 1.1 General data 45

sila N 18 1.2 Materials 45Graph. Nadstresek - primarni nosilec - 18 1.3 Cross-sections 45

precna sila V 18 1.4 Ribs 45Graph. Nadstresek - primarni nosilec - 19 1.6 Reinforcement group no. 1 - nosilci 45

upogibni moment M 19 Required Reinforcement 46Graph. Nadstresek - sekundarni nosilec - 19 2.1 Required Reinforcement by Cross- 46

notranje sile 19 Section 46RF-STEEL EC3 20 Graph. Nosilci - spodnja in zgornja armatura 46 CA1 - Design of steel members 20 Graph. Nosilci - strizna armatura 47 according to Eurocode 3 20

Z

X

Y

Isometric

KUHINJA - POGLED 1

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G R A P H I C S

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Z

X

Y

Isometric

KUHINJA - POGLED 2

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G R A P H I C S

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Y

Z

X

Isometric

KUHINJA - POGLED 3

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STRUCTURE

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1.3 MATERIALS Material

No.Material

DescriptionE-ModulusE [kN/cm2]

G-ModulusG [kN/cm2]

Poisson's R. [-]

Sp. Weight [kN/m3]

Coeff. Thermal [1/°C]

Saf. FactorM [-]

1 Concrete C25/30 | DIN 1045- 2670.00 1110.00 0.200 25.00 1.0000E-05 1.0001:2008-08Material Model - Isotropic...

2 Steel S 235 | DIN 21000.00 8100.00 0.300 78.50 1.2000E-05 1.10018800:1990-11Material Model - Isotropic...

1.9 SURFACE ELASTIC FOUNDATIONS Found.

No. On Surfaces No.Automatic with

RF-SOILINC1,x

[kN/m3]C1,y

[kN/m3]C1,z

[kN/m3]C2,x

[kN/m]C2,y

[kN/m]FoundationInefectivity

1 19,23,24 5000.000 5000.000 30000.000 1000.000 1000.000 -

1.13 CROSS-SECTIONS Section

No.Cross-sectionDescription

Mater.No.

IT [cm4]A [cm2]

Iy [cm4]Ay [cm2]

Iz [cm4]Az [cm2]

2 Rectangle 200/200 1 22506.67 13333.33 13333.33400.00 333.33 333.33

3 Rectangle 200/800 1 179744.16 853333.31 53333.331600.00 1333.33 1333.33

4 Rectangle 200/760 1 169079.95 731626.69 50666.671520.00 1266.67 1266.67

5 RRO 200x100x5.6 2 1330.00 1610.00 546.0031.50 7.10 20.03

6 RRO 120x60x4 2 199.00 247.00 82.7013.50 2.99 8.54

7 RD 12 2 0.20 0.10 0.101.13 0.95 0.95

8 Rectangle 200/550 1 113115.16 277291.69 36666.661100.00 916.67 916.67

9 Rectangle 300/200 1 46947.82 20000.00 45000.00600.00 500.00 500.00

10 Rectangle 200/1000 1 233071.11 1666666.75 66666.672000.00 1666.67 1666.67

Rectangle 200/200 Rectangle 200/800

Rectangle 200/760 RRO 200x100x5.6

RRO 120x60x4 RD 12

Rectangle 200/550 Rectangle 300/200

Rectangle 200/1000

1.18 RIBS Member

No.Rib

PositionEffective Width - Side 1

Surface No. b1 [m]Effective Width - Side 2

Surface No. b2 [m] Comment

5 On -z-Edge 28 0.750 28 0.75010 On -z-Edge 28 0.750 28 0.75060 On -z-Edge 28 0.750 28 0.75061 On -z-Edge 28 0.442 28 0.44262 On -z-Edge 28 0.000 0.00063 On -z-Edge 28 0.000 0.00066 On +z-Edge 28 0.175 28 0.17567 On +z-Edge 28 0.242 28 0.24268 On +z-Edge 28 0.183 28 0.18369 On +z-Edge 28 0.208 28 0.20870 On +z-Edge 28 1.125 28 1.125

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LOADS

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LOAD CASES LCNo. LC Description LC Factor Property of load case Self-weight

Method ofAnalysis

1 lastna teža 1.0000 Permanent 1.00 Linear2 stalna obtezba 1.0000 Permanent - Linear3 sneg 1.0000 Variable - Linear4 zemeljski pritisk 1.0000 Permanent - Linear

IsometricLC1: lastna teža

LOADS - LASTNA TEŽA, ISOMETRIC

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LOADS

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2.2 MEMBER LOADS LC2LC2stalna obtezba

No. Reference toOn members No.On sets of m. No.

LoadType

LoadDistribution

LoadDirection

ReferenceLength

Load ParametersSymbol Value Unit

1 Members 40 Force Uniform ZL True Length p 0.295 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

2 Members 41 Force Uniform ZL True Length p 0.295 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

3 Members 42 Force Uniform ZL True Length p 0.295 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

4 Members 43 Force Uniform ZL True Length p 0.295 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

5 Members 44 Force Uniform ZL True Length p 0.295 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

6 Members 45 Force Uniform ZL True Length p 0.295 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

7 Members 46 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

8 Members 47 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

9 Members 48 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

10 Members 49 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

11 Members 50 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

12 Members 51 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

13 Members 52 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

14 Members 53 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

15 Members 54 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

16 Members 55 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

17 Members 56 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

18 Members 57 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

2.4 SURFACE LOADS LC2

No. On Surfaces No.LoadType

LoadDistribution

LoadDirection

Load ParametersSymbol Value Unit

1 19,24 Force Uniform ZL p1 2.000 kN/m2

2 23 Force Uniform ZL p1 1.000 kN/m2

3 28 Force Uniform z p1 1.000 kN/m2

2.8 FREE RECTANGULAR LOADS LC2

No. On Surfaces No. ProjectionLoad

DistributionLoad

DirectionMagnitude

Symbol Value UnitLoad Position

X [m] Y [m] Z [m]

1 XY Uniform ZP p 1.000 kN/m2 -1.300 10.9502.100 13.150

2 XY Uniform ZP p 1.000 kN/m2 3.100 10.9504.500 13.150

3 XY Uniform ZP p 2.500 kN/m2 9.600 7.60011.150 10.900

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1.000

2.000

1.000

1.000 0.295 0.590 0.590 0.590

1.000 0.295

0.5902.500 0.295

0.590 0.590 0.590 0.295

0.590 0.295

0.590 0.590 0.590 0.590

2.000

0.295

IsometricLC2: stalna obtezba

LOADS - STALNA OBTEZBA, ISOMETRIC

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LOADS

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2.2 MEMBER LOADS LC3LC3sneg

No. Reference toOn members No.On sets of m. No.

LoadType

LoadDistribution

LoadDirection

ReferenceLength

Load ParametersSymbol Value Unit

1 Members 40 Force Uniform ZL True Length p 0.708 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

2 Members 41 Force Uniform ZL True Length p 0.708 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

3 Members 42 Force Uniform ZL True Length p 0.708 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

4 Members 43 Force Uniform ZL True Length p 0.708 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

5 Members 44 Force Uniform ZL True Length p 0.708 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

6 Members 45 Force Uniform ZL True Length p 0.708 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

7 Members 46 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

8 Members 47 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

9 Members 48 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

10 Members 49 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

11 Members 50 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

12 Members 51 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

13 Members 52 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

14 Members 53 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

15 Members 54 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

16 Members 55 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

17 Members 56 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

18 Members 57 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

2.4 SURFACE LOADS LC3

No. On Surfaces No.LoadType

LoadDistribution

LoadDirection

Load ParametersSymbol Value Unit

1 28 Force Uniform ZL p1 1.200 kN/m2

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1.200

0.708 1.416 1.416 1.416 0.708

1.416 0.708

1.416 1.416 1.416 0.708

1.416 0.708

1.416 1.416 1.416 1.416 0.708

IsometricLC3: sneg

LOADS - SNEG, ISOMETRIC

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2.4 SURFACE LOADS LC4LC4zemeljski pritisk

No. On Surfaces No.LoadType

LoadDistribution

LoadDirection

Load ParametersSymbol Value Unit

On NodeNo.

1 1,2,13,25 Force Linear in Z z p11 0.000 kN/m2 34p12 20.000 kN/m2 33

2 26 Force Linear in Z z p11 0.000 kN/m2 34p12 -20.000 kN/m2 33

3 14 Force Linear in Z z p11 0.000 kN/m2 34p12 -20.000 kN/m2 33

4 4 Force Linear in Z z p11 0.000 kN/m2 34p12 -20.000 kN/m2 33

5 21,22 Force Linear in Z z p11 0.000 kN/m2 70p12 -15.000 kN/m2 9

6 20 Force Linear in Z z p11 0.000 kN/m2 70p12 15.000 kN/m2 9

20.000

20.000 15.000 20.000

9.730

20.000

9.730

15.000 15.000 20.000 20.000

15.000 15.000 20.000

6.757

20.000

IsometricLC4: zemeljski pritisk

LOADS - ZEMELJSKI PRITISK, ISOMETRIC

LOAD GROUPS LGNo. LG-Description Factor Load Cases in LG

Method ofAnalysis

1 obtezba 1 1.0000 1.35*LC1 + 1.35*LC2 + 2nd Order1.5*LC3 + 1.35*LC4

2 Napetosti 1 1.0000 LC1 + LC2 + LC3 + LC4 2nd Order

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Z

22.05

25.31

1.17 18.48

31.30

23.78

33.68

31.24

10.75

14.16

Y

X

12.51

5.83

12.94

12.03

In Z-directionLG2: Napetosti 1Surfaces Sigma-z

Values: Sigma-z [kN/m2]Surfaces Max Sigma-z: 44.96, Min Sigma-z: 1.17 [kN/m2]

Contact Stresses-z [kN/m2]

44.96

40.98

37.00

33.02

29.04

25.06

21.07

17.09

13.11

9.13

5.15

1.17

Max : 44.96Min : 1.17

3.00 [m]

NAPETOSTI V TEMELJNIH TLEH

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Z

-0.0522.62 16.67

4.19

-0.11

-0.78

-0.14

23.20

26.62

20.21

6.07

0.180.40

4.12

3.72

2.184.16

Y

-8.75

-9.17

-9.82

-9.44

-12.99

X

-12.59

-7.71

0.14

-1.10

0.15

-0.02

-0.04

-1.06

-3.37

-4.54

In Z-directionLG1: obtezba 1Surfaces m-x

Values: m-x [kNm/m]Surfaces Max m-x: 36.81, Min m-x: -12.99 [kNm/m]

Base valuesmx [kNm/m]

36.81

32.28

27.76

23.23

18.70

14.18

9.65

5.12

0.60

-3.93

-8.46

-12.99

Max : 36.81Min : -12.99

3.00 [m]

POZ TP - MOMENT M-X

Z

Y

-1.41

0.07

4.47

5.10

-1.19

-2.43

-0.25

-2.51

5.73

19.21

3.91

29.78

20.5627.27

19.43

18.37

-11.79

-9.97

-5.93

-12.11

-12.90

X

-6.62

-12.58

1.36-2.24

-2.01

1.30

-10.23

-3.54

0.40

-12.95

In Z-directionLG1: obtezba 1Surfaces m-y

Values: m-y [kNm/m]Surfaces Max m-y: 34.08, Min m-y: -12.95 [kNm/m]

Base valuesmy [kNm/m]

34.08

29.81

25.53

21.26

16.98

12.71

8.43

4.16

-0.12

-4.40

-8.67

-12.95

Max : 34.08Min : -12.95

3.00 [m]

POZ TP - MOMENT M-Y

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Z

-0.20

XY

-9.37

-5.26

3.39

1.13

1.91-0.87

-1.71

-4.32-2.73

0.70

0.17

0.24

2.89

-4.60 -6.14

-2.06

0.01

0.02

0.57

2.19

-2.78

3.46

-0.51

-6.80

1.29

-2.52

-11.57

1.06

0.02

0.43

0.09

0.10

-0.31-0.62

0.85

1.351.76-4.92

0.37-2.67

-0.16

0.07

-0.06

6.30 4.0010.52-4.65

2.24

2.81

-1.21

-3.31

4.57-3.11

-3.77

2.61

3.50

5.24

-1.48

24.102.56-5.230.67

-0.47

0.58

2.70

-0.57

-2.09

-0.19

-1.77

-0.19

6.90-1.05

7.15-1.58

-0.87

IsometricLG1: obtezba 1Surfaces m-x

Values: m-x [kNm/m]Surfaces Max m-x: 24.10, Min m-x: -13.82 [kNm/m]

Base valuesmx [kNm/m]

24.10

20.66

17.21

13.76

10.31

6.86

3.42

-0.03

-3.48

-6.93

-10.37

-13.82

Max : 24.10Min : -13.82

POZ ST - MOMENT M-X

Z

XY

-1.81

-26.48

-6.77

4.61

8.79

-22.14-4.84

-12.75

-0.19

10.42

-23.98

4.86

-14.65

0.53

2.05-4.76

-0.19

-3.24

-32.98

-2.16

3.73

-0.312.58

3.64 2.98-23.97-18.00

0.40

38.5531.46 -22.20-1.53

-2.77

11.50

-6.57

-0.64

-0.55-0.91

-1.52

-1.34

26.18 71.76

-3.23

6.52-14.48-1.92 -0.14

-5.36

14.53

-0.72

-3.77

-1.5218.13

IsometricLG1: obtezba 1Surfaces m-y

Values: m-y [kNm/m]Surfaces Max m-y: 71.76, Min m-y: -32.98 [kNm/m]

Base valuesmy [kNm/m]

71.76

62.24

52.72

43.19

33.67

24.15

14.63

5.11

-4.41

-13.94

-23.46

-32.98

Max : 71.76Min : -32.98

POZ ST - MOMENT M-Y

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Z

Y

X

10.288.06

1.25

10.67

9.32 -18.00

8.16

6.40

1.72

0.89

6.32

2.57

0.39

0.15

0.24

0.37-26.66

-0.27-0.07 -1.40-1.65

-1.95

-22.76

8.52

-17.61

16.01

5.68

-2.31

0.44

-20.60

-0.59

In Z-directionLG1: obtezba 1Surfaces m-x

Values: m-x [kNm/m]Surfaces Max m-x: 27.39, Min m-x: -46.09 [kNm/m]

Base valuesmx [kNm/m]

27.39

20.71

14.03

7.35

0.67

-6.01

-12.69

-19.37

-26.05

-32.73

-39.41

-46.09

Max : 27.39Min : -46.09

3.00 [m]

POZ 101 - MOMENT M-X

Z

Y

X

16.96

-4.28

18.70

0.35

-3.02

-0.20

1.11

15.34

18.47

6.14

-1.89

0.67

-30.01 -23.94

-4.85

-1.58 -1.35

-0.25

-0.91-0.45 0.41

-0.80

0.42

In Z-directionLG1: obtezba 1Surfaces m-y

Values: m-y [kNm/m]Surfaces Max m-y: 52.49, Min m-y: -32.71 [kNm/m]

Base valuesmy [kNm/m]

52.49

44.75

37.00

29.26

21.51

13.77

6.02

-1.72

-9.47

-17.21

-24.96

-32.71

Max : 52.49Min : -32.71

3.00 [m]

POZ 101 - MOMENT M-Y

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Z

XY

13.22

-31.60

8.08

-26.05

-1.78 -33.47

-11.39

-1.57

-7.33

18.93

-75.00

37.07

-15.52

-84.60

-4.59

22.22

-59.70

21.66

-79.11

-7.16

IsometricLG1: obtezba 1Surfaces Sigma-zMembers N

Values: Sigma-z [kN/m2]Surfaces Max N: -, Min N: - [kN]Members Max N: 37.07, Min N: -84.60 [kN]

NLOSILCI - OSNA SILA N

Z

XY

23.75

14.22

-3.16-17.74

-10.79

1.17 14.10

-13.99 2.66

31.80

37.53

-0.07

-0.85 0.60

-32.20

-0.68 0.84

-20.67-1.76 1.28

-0.16 0.63

-0.290.08

0.14

-2.81

IsometricLG1: obtezba 1Surfaces Sigma-zMembers V-y

Values: Sigma-z [kN/m2]Surfaces Max V-y: -, Min V-y: - [kN]Members Max V-y: 37.53, Min V-y: -32.20 [kN]

NLOSILCI - PRECNA SILA VY

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Z

XY

38.40

51.26

-60.27

49.48

-48.31

66.55

-24.66

26.83

15.09

-2.17

7.00

-10.24

-13.82

11.80

-77.40

-3.49 -11.74

38.65

-9.83-22.34

-16.62-16.63

IsometricLG1: obtezba 1Surfaces Sigma-zMembers V-z

Values: Sigma-z [kN/m2]Surfaces Max V-z: -, Min V-z: - [kN]Members Max V-z: 66.55, Min V-z: -77.40 [kN]

NLOSILCI - PRECNA SILA VZ

Z

X

Y

-3.77

13.08

-11.15

9.02

-12.03

24.71

2.00

-1.20

0.49

-0.21

0.40

-0.33

-15.68

1.74

-13.91

0.60 0.16

-0.23

-0.14

0.04

-0.30

1.42

IsometricLG1: obtezba 1Surfaces Sigma-zMembers M-T

Values: Sigma-z [kN/m2]Surfaces Max M-T: -, Min M-T: - [kNm]Members Max M-T: 24.71, Min M-T: -15.68 [kNm]

NLOSILCI - TORZIJSKI MOMENT

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Z

XY

-1.29

33.61

-35.77

20.08

-28.73

21.10-9.50

-0.35

-8.95

118.67

12.93

10.01

13.52

-6.61 1.44

-4.15

-1.22

8.36

8.92

10.39

6.40

-9.00

IsometricLG1: obtezba 1Surfaces Sigma-zMembers M-y

Values: Sigma-z [kN/m2]Surfaces Max M-y: -, Min M-y: - [kNm]Members Max M-y: 118.67, Min M-y: -35.77 [kNm]

NLOSILCI - UPOGIBNI MOMENT MY

Z

X

Y

-0.11

-18.6214.62

-9.5311.18

-12.011.20

-8.05

1.05

-84.18

-0.26

0.09

-0.220.06

-1.29

-0.510.08

-0.59-0.22 0.01

-0.07

0.05-0.07

1.09

IsometricLG1: obtezba 1Surfaces Sigma-zMembers M-z

Values: Sigma-z [kN/m2]Surfaces Max M-z: -, Min M-z: - [kNm]Members Max M-z: 14.62, Min M-z: -84.18 [kNm]

NLOSILCI - UPOGIBNI MOMENT MZ

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-15.08

-15.21

-15.26

-15.22

-15.11

-28.49

-15.16

-28.01

IsometricLG1: obtezba 1Surfaces Sigma-zMembers N

Values: Sigma-z [kN/m2]Surfaces Max N: -, Min N: - [kN]Members Max N: -15.03, Min N: -28.49 [kN]

NADSTRESEK - PRIMARNI NOSILEC - OSNA SILA N

13.13

12.68

4.08

3.56

-5.03

-5.54

-14.14

15.37

15.14

-14.58

-23.18

-23.49

IsometricLG1: obtezba 1Surfaces Sigma-zMembers V-z

Values: Sigma-z [kN/m2]Surfaces Max V-z: -, Min V-z: - [kN]Members Max V-z: 15.37, Min V-z: -23.49 [kN]

NADSTRESEK - PRIMARNI NOSILEC - PRECNA SILA V

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3.22

18.46

22.76

16.64

-0.31

-27.64

-27.53

IsometricLG1: obtezba 1Surfaces Sigma-zMembers M-y

Values: Sigma-z [kN/m2]Surfaces Max M-y: -, Min M-y: - [kNm]Members Max M-y: 22.76, Min M-y: -27.64 [kNm]

NADSTRESEK - PRIMARNI NOSILEC - UPOGIBNI MOMENT M

RFEM

LG1: obtezba 1

Internal forces - Nx[m]

N[kN]

max

min

-- --

2.807 -0.01

0 0.5 1 1.5 2 2.5

M50

2.807 m

0-0

.01

-0.005

-0.0

1

-0.0

1

-0.0

1

-0.0

1

-0.0

1

-0.0

1

-0.0

1

-0.0

1

-0.0

1

-0.0

1

-0.0

1

RFEM

LG1: obtezba 1

Internal forces - V-zx[m]

V-z[kN]

max

min

0.000 4.30

2.807 -4.30

0 0.5 1 1.5 2 2.5

M50

2.807 m

0-5

.0-2

.52.5

5.0

3.4

4

2.58

1.7

2

0.8

6

-0.8

6

-1.7

2

-2.5

8

-3.4

4

4.3

0

-4.3

0

RFEM

LG1: obtezba 1

Internal forces - M-yx[m]

M-y[kNm]

max

min

1.403 3.02

2.807 0

0 0.5 1 1.5 2 2.5

M50

2.807 m

01.0

2.0

3.0

0.9

1

1.8

1

2.4

1

2.7

1

3.02

2.7

1

2.4

1 1.8

1 0.9

0

3.02

NADSTRESEK - SEKUNDARNI NOSILEC - NOTRANJE SILE

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RF-STEEL EC3

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1.1.1 GENERAL DATA RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Members to Design: All

Ultimate Limit State DesignLoad Groups to Design: LG1 obtezba 1

1.1.2 DETAILS Stability AnalysisStability Check

Bending About the Major y-AxisEquivalent Member Method acc. to 6.3Include effects from second order theoryacc. to 5.2.2(4) by increasing bendingmoment

Bending About the Minor z-AxisEquivalent Member Method acc. to 6.3Include effects from second order theoryacc. to 5.2.2(4) by increasing bendingmoment

Determination of elastic critical moment for lateral-torsional bucklingFor members: Automatically by Eigenvalue Method

Load application of positive transverse On cross-section edge directed to shear center (e.g. top flange, destabilizing effect)loads:

Limit Load for Special CasesUnsymmetric cross-sections with compression and bendingMy,Ed / Mpl,y,Rd 0.01Mz,Ed / Mpl,z,Rd 0.01Nc,Ed / Npl 0.01

Non-Symmetrical Cross-Sections, Tapered Members or Sets of MembersMz,Ed / Mpl,z,Rd 0.05

Cross-Sections with Torsiont,Ed / t,Rd 0.05

Stability analysis method of sets of 6.3.4 General Methodmembers acc. to

OptionsElastic Design (also for cross-sections ofClass 1 or 2)

Member SlendernessesMembers with limitTension only: 300Compression / Flexure: 200

Design of WeldsAllow Design of Welds

Fire Design Settingstfi, requ [min] 60.00Unprotected Members t [s] 5.00Protected Members t [s] 30.00

Temperature Curve for Determination of Temperature of GasesNominal temperature curves Standard temperature-time curvec [W/m2K] 25.00

Thermal Actions for Temperature Analysis 1.00m 0.70f 1.00

Fire PropertiesM,fi 1.00

1.1.3 NATIONAL ANNEX - SIST Partial Factors acc. to 6.1, Note 2BFor resistance of cross-sections 1.00M0 :For resistance of members to buckling 1.00(assessed for checks in Clause 6.3)M1 :For resistance of cross-sections in tension1.25to fracture M2 :

Shear acc. to 6.2.6(3) and shear buckling acc. to EN 1993-1-5Factor : 1.20

Parameters for Lateral-Torsional BucklingImperfection coefficients of lateral-torsional buckling curves acc. to Table 6.3Buckling Curve a : 0.21Buckling Curve b : 0.34

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RF-STEEL EC3

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1.1.3 NATIONAL ANNEX - SIST Buckling Curve c : 0.49Buckling Curve d : 0.76

Use factor f for modification of LTaccording to 6.3.2.3(2)

Parameters for LT acc. to 6.3.2.3(1):Rolled I-SectionsLT,0 : 0.40 : 0.75

Welded I-SectionsLT,0 : 0.40 : 0.75

Determine lateral-torsional buckling If possible, acc. to 6.3.2.3, Eq. (6.57), otherwise acc. to 6.3.2.2, Eq. (6.56)curves:

Determine interaction factors for 6.3.3(4) 2 according to Annex Baccording to Method:

Serviceability Limits (Deflections) acc. to 7.2Combination of actions (Table A1.4 of EN 1990): CantileversCH : Characteristic L / 300 Lc / 150FR : Frequent L / 200 Lc / 100QP : Quasi-permanent L / 200 Lc / 100

General Method according to 6.3.4Use General Method also for non-I-sections

Always use General Method for stabilitydesign according to 6.3.4

Use Europan lateral-torsional bucklingcurve according to [5]

Use the method of Johannes CasparNaumes for assessing the out-of-planestability

Partial Factors acc. to 5.1For resistance of cross-sectionsM0 1.100For resistance of members to buckling (assessed for proofs in Clause 6.3)M1 1.100For resistance of cross-sections to fracture due to tension M2 1.250

Shear According to 5.6(2) and Shear Buckling 1.200

Parameters for Stability Design

Imperfection Coefficient BucklingCold formed open sections 0.490Hollow sections (welded or seamless) 0.490Welded open sections (about the major 0.490axis)Welded open sections (about the minor 0.760axis)Torsional and Lateral-Torsional BucklingAll structural members 0.340

Parameter for 0BucklingCold formed open sections 0.400Hollow sections (welded or seamless) 0.400Welded open sections (about the major 0.200axis)Welded open sections (about the minor 0.200axis)Torsional and Lateral-Torsional BucklingAll structural members 0.200

Imperfection Coefficient LTCold formed sections and hollow sections 0.340(welded and seamless)Welded open sections and other sections 0.760

1.2.1 MATERIALS Material

NoMaterial

Description Comment

2 Steel S 235

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RF-STEEL EC3

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1.3.1 CROSS-SECTIONS Cross-s.

NoMaterial

No Cross-section Description [mm] Comment

2 1 Rectangle 200/200Type General - only Class 3 and Class 4 possible

3 1 Rectangle 200/800Type General - only Class 3 and Class 4 possible

4 1 Rectangle 200/760Type General - only Class 3 and Class 4 possible

5 2 RRO 200x100x5.66 2 RRO 120x60x47 2 RD 12

Type General - only Class 3 and Class 4 possible8 1 Rectangle 200/550

Type General - only Class 3 and Class 4 possible9 1 Rectangle 300/200

Type General - only Class 3 and Class 4 possible10 1 Rectangle 200/1000

Type General - only Class 3 and Class 4 possible

Rectangle 200/200 Rectangle 200/800

Rectangle 200/760 RRO 200x100x5.6

RRO 120x60x4 RD 12

Rectangle 200/550 Rectangle 300/200

Rectangle 200/1000

1.4 LATERAL INTERMEDIATE SUPPORTS Member

NoLengthL [m]

Lateral Intermediate Supports [-]Number x1 x2 x3 x4 x5 x6 x7 x8 x9

1 1.250 4 0.200 0.400 0.600 0.8002 1.250 4 0.200 0.400 0.600 0.800

41 2.807 5 0.167 0.333 0.500 0.667 0.83346 2.807 6 0.143 0.286 0.429 0.571 0.714 0.85748 2.807 5 0.167 0.333 0.500 0.667 0.83357 2.807 6 0.143 0.286 0.429 0.571 0.714 0.857

1.5 EFFECTIVE LENGTHS - MEMBERS Member

NoBucklingPossible

Buckling About Axis yPossible kcr,y Lcr,y [m]

Buckling About Axis zPossible kcr,z Lcr,z [m]

Lateral-torsional BucklingPossible kz kw Lw [m] LT [m]

1 1.00 1.250 1.00 0.250 1.0 1.0 1.250 1.2502 1.00 1.250 1.00 0.250 1.0 1.0 1.250 1.2505 1.00 4.500 1.00 4.500 1.0 1.0 4.500 3.500

Member of this type is not allowed for stability calculation.7 1.00 2.807 1.00 2.807 1.0 1.0 2.807 3.5008 1.00 2.807 1.00 2.807 1.0 1.0 2.807 3.5009 1.00 3.780 1.00 3.780 1.0 1.0 3.780 3.500

10 1.00 4.500 1.00 4.500 1.0 1.0 4.500 3.500Member of this type is not allowed for stability calculation.

11 1.00 2.807 1.00 2.807 1.0 1.0 2.807 2.80712 1.00 0.200 1.00 0.200 1.0 1.0 0.200 0.20013 1.00 0.200 1.00 0.200 1.0 1.0 0.200 0.20014 1.00 0.200 1.00 0.200 1.0 1.0 0.200 0.20015 1.00 0.200 1.00 0.200 1.0 1.0 0.200 0.20016 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18017 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18018 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18019 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18020 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18021 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18022 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18023 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18024 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18025 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18026 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18027 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18028 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18029 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18030 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18031 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18032 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18033 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18034 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18035 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18036 1.00 1.800 1.00 1.800 1.0 1.0 1.800 1.80037 1.00 1.800 1.00 1.800 1.0 1.0 1.800 1.80038 1.00 1.800 1.00 1.800 1.0 1.0 1.800 1.80039 1.00 1.800 1.00 1.800 1.0 1.0 1.800 1.80040 1.00 2.807 1.00 2.807 1.0 1.0 2.807 2.80741 1.00 2.807 1.00 0.468 1.0 1.0 2.807 2.80742 1.00 2.807 1.00 2.807 1.0 1.0 2.807 2.807

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1.5 EFFECTIVE LENGTHS - MEMBERS Member

NoBucklingPossible

Buckling About Axis yPossible kcr,y Lcr,y [m]

Buckling About Axis zPossible kcr,z Lcr,z [m]

Lateral-torsional BucklingPossible kz kw Lw [m] LT [m]

43 1.00 2.807 1.00 2.807 1.0 1.0 2.807 2.80744 1.00 2.807 1.00 2.807 1.0 1.0 2.807 2.80745 1.00 2.807 1.00 2.807 1.0 1.0 2.807 2.80746 1.00 2.807 1.00 0.401 1.0 1.0 2.807 2.80747 1.00 2.807 1.00 2.807 1.0 1.0 2.807 2.80748 1.00 2.807 1.00 0.468 1.0 1.0 2.807 2.80749 1.00 2.807 1.00 2.807 1.0 1.0 2.807 2.80750 1.00 2.807 1.00 2.807 1.0 1.0 2.807 2.80751 1.00 2.807 1.00 2.807 1.0 1.0 2.807 2.80752 1.00 2.807 1.00 2.807 1.0 1.0 2.807 2.80753 1.00 2.807 1.00 2.807 1.0 1.0 2.807 2.80754 1.00 2.807 1.00 2.807 1.0 1.0 2.807 2.80755 1.00 2.807 1.00 2.807 1.0 1.0 2.807 2.80756 1.00 2.807 1.00 2.807 1.0 1.0 2.807 2.80757 1.00 2.807 1.00 0.401 1.0 1.0 2.807 2.80758 1.00 3.334 1.00 3.334 1.0 1.0 3.334 3.334

Member of this type is not allowed for stability calculation.59 1.00 3.334 1.00 3.334 1.0 1.0 3.334 3.334

Member of this type is not allowed for stability calculation.60 1.00 4.500 1.00 4.500 1.0 1.0 4.500 4.500

Member of this type is not allowed for stability calculation.61 1.00 1.700 1.00 1.700 1.0 1.0 1.700 1.700

Member of this type is not allowed for stability calculation.62 1.00 2.450 1.00 2.450 1.0 1.0 2.450 2.450

Member of this type is not allowed for stability calculation.63 1.00 4.500 1.00 4.500 1.0 1.0 4.500 4.500

Member of this type is not allowed for stability calculation.64 1.00 3.700 1.00 3.700 1.0 1.0 3.700 3.70065 1.00 3.700 1.00 3.700 1.0 1.0 3.700 3.70066 1.00 1.050 1.00 1.050 1.0 1.0 1.050 1.050

Member of this type is not allowed for stability calculation.67 1.00 1.450 1.00 1.450 1.0 1.0 1.450 1.450

Member of this type is not allowed for stability calculation.68 1.00 1.100 1.00 1.100 1.0 1.0 1.100 1.100

Member of this type is not allowed for stability calculation.69 1.00 1.250 1.00 1.250 1.0 1.0 1.250 1.250

Member of this type is not allowed for stability calculation.70 1.00 6.750 1.00 6.750 1.0 1.0 6.750 6.750

Member of this type is not allowed for stability calculation.

1.9 FIRE RESISTANCE - MEMBERS

No. Members No.Fire

ExposureFire

ProtectionProtection

TypeUnit massp [kg/m3]

Thermal Cond.p [W/K]

Specific Heatcp[J/(kg*K)]

Thicknessdp [mm]

1 7,8 All Sides Spray 300.000 0.120 1200.000 10.000

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

5 RRO 200x100x5.6

38 1.800 LG1 0.04 1 102) Cross-Section Check - Compression acc. to 6.2.4Design Internal Forces NEd -28.49 kN Vz,Ed 15.37 kN My,Ed 0.00 kNm Vy,Ed 0.01 kN TEd 0.05 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 61.343 w 0.530 f,A -0.91 kN/cm2 f,2 70.638 f-yd,1 24.00 kN/cm2

f,B -0.90 kN/cm2 f,3 113.770 f-yd,2 23.98 kN/cm2

cf 77.6 mm (c/t)f 13.857 w 0.999 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 66.552 NEd -28.49 kN w,A -0.91 kN/cm2 w,2 76.635 f 0.568 w,B -0.91 kN/cm2 w,3 41.572 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 -22.16 kN/cm2 tw 5.6 mm Classw 1 f -0.923 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -28.49 kNDesign Ratio Nc,Ed 28.49 kN fy 24.00 kN/cm2 Nc,Rd 756.00 kN A 31.50 cm2 M0 1.000 0.04

35 1.180 LG1 0.08 1 121) Cross-Section Check - Shear Force in z-axis acc. to 6.2.6Design Internal Forces NEd -15.16 kN Vz,Ed -23.49 kN My,Ed -27.64 kNm Vy,Ed -0.13 kN TEd -0.02 kNm Mz,Ed 0.08 kNmCross-section Classification - Class 1 f,1 65.612 w 0.516 f,A -17.59 kN/cm2 f,2 75.553 f-yd,1 24.00 kN/cm2

f,B -17.70 kN/cm2 f,3 41.648 f-yd,2 -22.82 kN/cm2

cf 77.6 mm (c/t)f 13.857 w -0.951 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 68.670 NEd -15.16 kN w,A 14.69 kN/cm2 w,2 79.074 f 0.536 w,B -15.80 kN/cm2 w,3 116.647 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 23.85 kN/cm2 tw 5.6 mm Classw 1 f 0.994 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -15.16 kNDesign Ratio Vz,Ed 23.49 kN fy 24.00 kN/cm2 Vpl,z,Rd 290.98 kN Av,z 21.00 cm2 M0 1.000 0.08

13 0.000 LG1 0.01 1 123) Cross-Section Check - Shear Force in y-axis acc. to 6.2.6Design Internal Forces NEd -8.12 kN Vz,Ed 9.11 kN My,Ed 0.00 kNm Vy,Ed -1.32 kN TEd 0.02 kNm Mz,Ed -0.23 kNmCross-section Classification - Class 1 f,1 68.111 w 1.000 f,A -0.42 kN/cm2 f,2 78.431 f-yd,1 24.00 kN/cm2

f,B -0.09 kN/cm2 f,3 119.738 f-yd,2 24.00 kN/cm2

cf 77.6 mm (c/t)f 13.857 w 1.000 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 32.654 NEd -8.12 kN w,A -0.47 kN/cm2 w,2 37.602 f 0.519 w,B -0.47 kN/cm2 w,3 41.560 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 -23.48 kN/cm2 tw 5.6 mm Classw 1 f -0.979 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -8.12 kNDesign Ratio Vy,Ed 1.32 kN fy 24.00 kN/cm2 Vpl,y,Rd 145.49 kN Av,y 10.50 cm2 M0 1.000 0.01

12 0.000 LG1 0.00 1 126) Cross-Section Check - Shear Buckling acc. to 6.2.6(6)Design Internal Forces NEd -8.45 kN Vz,Ed 9.01 kN My,Ed 0.00 kNm Vy,Ed 0.94 kN TEd -0.03 kNm Mz,Ed 0.26 kNmCross-section Classification - Class 1 f,1 67.989 w 1.000 f,A -0.09 kN/cm2 f,2 78.291 f-yd,1 24.00 kN/cm2

f,B -0.45 kN/cm2 f,3 119.639 f-yd,2 24.00 kN/cm2

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

cf 77.6 mm (c/t)f 13.857 w 1.000 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 32.654 NEd -8.45 kN w,A -0.50 kN/cm2 w,2 37.602 f 0.520 w,B -0.50 kN/cm2 w,3 41.560 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 -23.46 kN/cm2 tw 5.6 mm Classw 1 f -0.978 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -8.45 kNDesign Ratio hw 177.6 mm 0.990 hw/tw 31.71 tw 5.6 mm 1.200 fy 24.00 kN/cm2 72/ 59.37

37 1.800 LG1 0.01 1 131) Cross-Section Check - Torsion acc. to 6.2.7Design Internal Forces NEd -15.21 kN Vz,Ed 8.14 kN My,Ed 0.00 kNm Vy,Ed 0.04 kN TEd -0.19 kNm Mz,Ed -0.10 kNmCross-section Classification - Class 1 f,1 65.592 w 0.516 f,A -0.56 kN/cm2 f,2 75.530 f-yd,1 24.00 kN/cm2

f,B -0.41 kN/cm2 f,3 117.595 f-yd,2 23.99 kN/cm2

cf 77.6 mm (c/t)f 13.857 w 1.000 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 68.660 NEd -15.21 kN w,A -0.58 kN/cm2 w,2 79.063 f 0.536 w,B -0.58 kN/cm2 w,3 41.564 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 -23.02 kN/cm2 tw 5.6 mm Classw 1 f -0.959 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -15.21 kNDesign Ratio TEd 0.19 kNm t,Ed 0.09 kN/cm2 Rd 13.86 kN/cm2

Ac 183.51 cm2 fy 24.00 kN/cm2 0.01 tmin 5.6 mm M0 1.000

39 1.800 LG1 0.05 1 132) Cross-Section Check - Torsion and Shear Force acc. to6.2.7(9)

Design Internal Forces NEd -28.47 kN Vz,Ed 15.29 kN My,Ed 0.00 kNm Vy,Ed -0.01 kN TEd -0.10 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 61.349 w 0.530 f,A -0.90 kN/cm2 f,2 70.645 f-yd,1 24.00 kN/cm2

f,B -0.90 kN/cm2 f,3 129.037 f-yd,2 22.13 kN/cm2

cf 77.6 mm (c/t)f 13.857 w 0.922 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 66.555 NEd -28.47 kN w,A -0.90 kN/cm2 w,2 76.639 f 0.568 w,B -0.90 kN/cm2 w,3 42.656 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 -25.23 kN/cm2 tw 5.6 mm Classw 1 f -1.051 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -28.47 kNDesign Ratio Vz,Ed 15.29 kN Vpl,z,Rd 290.98 kN t,Ed 0.05 kN/cm2

Av,z 21.00 cm2 TEd 0.10 kNm Vpl,z,T,Rd 289.96 kN fy 24.00 kN/cm2 Ac 183.51 cm2 0.05 M0 1.000 t 5.6 mm

38 0.000 LG1 0.61 1 181) Cross-Section Check - Bending, Shear and Axial Forceacc. to 6.2.9.1

Design Internal Forces NEd -28.01 kN Vz,Ed 15.14 kN My,Ed -27.53 kNm Vy,Ed 0.01 kN TEd 0.05 kNm Mz,Ed 0.02 kNmCross-section Classification - Class 1 f,1 61.487 w 0.529 f,A -17.97 kN/cm2 f,2 70.803 f-yd,1 24.00 kN/cm2

f,B -18.00 kN/cm2 f,3 41.581 f-yd,2 -22.17 kN/cm2

cf 77.6 mm (c/t)f 13.857 w -0.924 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 66.625

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

NEd -28.01 kN w,A 14.28 kN/cm2 w,2 76.720 f 0.567 w,B -16.09 kN/cm2 w,3 113.809 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 23.96 kN/cm2 tw 5.6 mm Classw 1 f 0.999 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -28.01 kNDesign Ratio My,Ed 27.53 kNm Vpl,z,Rd 290.98 kN Npl,Rd 756.00 kN Wpl,y 200.68 cm3 vz 0.052 n 0.037 fy 24.00 kN/cm2 A 31.50 cm2 MN,pl,y,Rd 48.16 kNm M0 1.000 b 100.0 mm My 0.57 Mpl,y,Rd 48.16 kNm t 5.6 mm 0.61 Vz,Ed 15.14 kN aw 0.500 Av,z 21.00 cm2 NEd -28.01 kN

39 0.000 LG1 0.61 1 186) Cross-Section Check - Bending, Shear, Torsion and AxialForce acc. to 6.2.9.1

Design Internal Forces NEd -27.99 kN Vz,Ed 15.06 kN My,Ed -27.38 kNm Vy,Ed 0.00 kN TEd -0.10 kNm Mz,Ed -0.01 kNmCross-section Classification - Class 1 f,1 61.493 w 0.529 f,A -17.90 kN/cm2 f,2 70.810 f-yd,1 24.00 kN/cm2

f,B -17.89 kN/cm2 f,3 41.568 f-yd,2 -22.20 kN/cm2

cf 77.6 mm (c/t)f 13.857 w -0.925 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 66.629 NEd -27.99 kN w,A 14.21 kN/cm2 w,2 76.724 f 0.567 w,B -16.00 kN/cm2 w,3 113.954 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 23.99 kN/cm2 tw 5.6 mm Classw 1 f 0.999 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -27.99 kNDesign Ratio My,Ed 27.38 kNm TEd 0.10 kNm t 5.6 mm Wpl,y 200.68 cm3 Ac 183.51 cm2 aw 0.500 fy 24.00 kN/cm2 tV,z 5.6 mm NEd -27.99 kN M0 1.000 t,Ed 0.05 kN/cm2 Npl,Rd 756.00 kN Mpl,y,Rd 48.16 kNm Vpl,z,T,Rd 289.97 kN n 0.037 Vz,Ed 15.06 kN vz,T 0.052 MN,pl,y,Rd 48.16 kNm Av,z 21.00 cm2 A 31.50 cm2 My 0.57 Vpl,z,Rd 290.98 kN b 100.0 mm 0.61

14 0.000 LG1 0.03 1 201) Cross-Section Check - Bending about z-axis, Shear andAxial Force acc. to 6.2.9.1

Design Internal Forces NEd -15.25 kN Vz,Ed 17.50 kN My,Ed 0.00 kNm Vy,Ed 0.93 kN TEd -0.02 kNm Mz,Ed 0.18 kNmCross-section Classification - Class 1 f,1 65.580 w 0.516 f,A -0.36 kN/cm2 f,2 75.516 f-yd,1 24.00 kN/cm2

f,B -0.61 kN/cm2 f,3 117.630 f-yd,2 24.00 kN/cm2

cf 77.6 mm (c/t)f 13.857 w 1.000 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 68.654 NEd -15.25 kN w,A -0.65 kN/cm2 w,2 79.056 f 0.537 w,B -0.65 kN/cm2 w,3 41.560 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 -23.03 kN/cm2 tw 5.6 mm Classw 1 f -0.960 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -15.25 kNDesign Ratio Mz,Ed 0.18 kNm Av,y 10.50 cm2 h 200.0 mm Wpl,z 123.85 cm3 Vpl,y,Rd 145.49 kN t 5.6 mm fy 24.00 kN/cm2 vy 0.006 af 0.289 M0 1.000 NEd -15.25 kN MN,pl,z,Rd 34.04 kNm Mpl,z,Rd 29.73 kNm A 31.50 cm2 Mz 0.01 Vy,Ed 0.93 kN Npl,Rd 756.00 kN 0.03

37 1.800 LG1 0.02 1 206) Cross-Section Check - Bending about z-axis, Shear,Torsion and Axial Force acc. to 6.2.9.1

Design Internal Forces

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

NEd -15.21 kN Vz,Ed 8.14 kN My,Ed 0.00 kNm Vy,Ed 0.04 kN TEd -0.19 kNm Mz,Ed -0.10 kNmCross-section Classification - Class 1 f,1 65.592 w 0.516 f,A -0.56 kN/cm2 f,2 75.530 f-yd,1 24.00 kN/cm2

f,B -0.41 kN/cm2 f,3 117.595 f-yd,2 23.99 kN/cm2

cf 77.6 mm (c/t)f 13.857 w 1.000 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 68.660 NEd -15.21 kN w,A -0.58 kN/cm2 w,2 79.063 f 0.536 w,B -0.58 kN/cm2 w,3 41.564 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 -23.02 kN/cm2 tw 5.6 mm Classw 1 f -0.959 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -15.21 kNDesign Ratio Mz,Ed 0.10 kNm It 1330.00 cm4 tw 5.6 mm Wpl,z 123.85 cm3 tV,y 5.6 mm n 0.020 fy 24.00 kN/cm2 t,Ed 0.09 kN/cm2 h 200.0 mm M0 1.000 Vpl,y,T,Rd 144.52 kN t 5.6 mm Mpl,z,Rd 29.73 kNm vy,T 0.000 af 0.289 Vy,Ed 0.04 kN NEd -15.21 kN MN,pl,z,Rd 34.04 kNm Av,y 10.50 cm2 A 31.50 cm2 Mz 0.00 Vpl,y,Rd 145.49 kN Npl,Rd 756.00 kN 0.02 TEd 0.19 kNm hw 188.8 mm

35 1.180 LG1 0.60 1 221) Cross-Section Check - Biaxial Bending, Shear and AxialForce acc. to 6.2.10 and 6.2.9

Design Internal Forces NEd -15.16 kN Vz,Ed -23.49 kN My,Ed -27.64 kNm Vy,Ed -0.13 kN TEd -0.02 kNm Mz,Ed 0.08 kNmCross-section Classification - Class 1 f,1 65.612 w 0.516 f,A -17.59 kN/cm2 f,2 75.553 f-yd,1 24.00 kN/cm2

f,B -17.70 kN/cm2 f,3 41.648 f-yd,2 -22.82 kN/cm2

cf 77.6 mm (c/t)f 13.857 w -0.951 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 68.670 NEd -15.16 kN w,A 14.69 kN/cm2 w,2 79.074 f 0.536 w,B -15.80 kN/cm2 w,3 116.647 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 23.85 kN/cm2 tw 5.6 mm Classw 1 f 0.994 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -15.16 kNDesign Ratio My,Ed 27.64 kNm hw 188.8 mm Vpl,y,Rd 145.49 kN Wpl,y 200.68 cm3 tw 5.6 mm vy 0.001 fy 24.00 kN/cm2 n 0.020 h 200.0 mm M0 1.000 b 100.0 mm t 5.6 mm Mpl,y,Rd 48.16 kNm t 5.6 mm af 0.289 Vz,Ed 23.49 kN aw 0.500 MN,pl,z,Rd 34.05 kNm Av,z 21.00 cm2 MN,pl,y,Rd 48.16 kNm 1.661 Vpl,z,Rd 290.98 kN Mz,Ed 0.08 kNm 1.661 vz 0.081 Wpl,z 123.85 cm3 My 0.40 NEd -15.16 kN Mpl,z,Rd 29.73 kNm Mz 0.00 A 31.50 cm2 Vy,Ed 0.13 kN M 0.40 Npl,Rd 756.00 kN Av,y 10.50 cm2 0.60

37 1.200 LG1 0.12 1 226) Cross-Section Check - Biaxial Bending, Shear, Torsionand Axial Force acc. to 6.2.10 and 6.2.9

Design Internal Forces NEd -15.02 kN Vz,Ed 8.13 kN My,Ed -4.88 kNm Vy,Ed 0.04 kN TEd -0.19 kNm Mz,Ed -0.08 kNmCross-section Classification - Class 1 f,1 65.659 w 0.516 f,A -3.56 kN/cm2 f,2 75.607 f-yd,1 24.00 kN/cm2

f,B -3.45 kN/cm2 f,3 42.041 f-yd,2 -21.85 kN/cm2

cf 77.6 mm (c/t)f 13.857 w -0.910 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 68.692 NEd -15.02 kN w,A 2.15 kN/cm2 w,2 79.100 f 0.536 w,B -3.24 kN/cm2 w,3 112.449

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 23.17 kN/cm2 tw 5.6 mm Classw 1 f 0.965 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -15.02 kNDesign Ratio My,Ed 4.88 kNm A 31.50 cm2 tV,y 5.6 mm Wpl,y 200.68 cm3 Npl,Rd 756.00 kN t,f,Ed 0.09 kN/cm2

fy 24.00 kN/cm2 hw 188.8 mm Vpl,y,T,Rd 144.52 kN M0 1.000 tw 5.6 mm vy,T 0.000 Mpl,y,Rd 48.16 kNm n 0.020 h 200.0 mm Vz,Ed 8.13 kN b 100.0 mm t 5.6 mm Av,z 21.00 cm2 t 5.6 mm af 0.289 Vpl,z,Rd 290.98 kN aw 0.500 MN,pl,z,Rd 34.05 kNm TEd 0.19 kNm MN,pl,y,Rd 48.16 kNm 1.661 It 1330.00 cm4 Mz,Ed 0.08 kNm 1.661 tV,z 5.6 mm Wpl,z 123.85 cm3 My 0.02 t,w_Ed 0.09 kN/cm2 Mpl,z,Rd 29.73 kNm Mz 0.00 Vpl,z,T,Rd 289.03 kN Vy,Ed 0.04 kN M 0.02 vz,T 0.028 Av,y 10.50 cm2 0.12 NEd -15.02 kN Vpl,y,Rd 145.49 kN

38 1.800 LG1 0.04 1 301) Stability Analysis - Flexural Buckling about y-axis acc. to6.3.1.1 and 6.3.1.2(4)

Design Internal Forces NEd -28.49 kN Vz,Ed 15.37 kN My,Ed 0.00 kNm Vy,Ed 0.01 kN TEd 0.05 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 61.343 w 0.530 f,A -0.91 kN/cm2 f,2 70.638 f-yd,1 24.00 kN/cm2

f,B -0.90 kN/cm2 f,3 113.770 f-yd,2 23.98 kN/cm2

cf 77.6 mm (c/t)f 13.857 w 0.999 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 66.552 NEd -28.49 kN w,A -0.91 kN/cm2 w,2 76.635 f 0.568 w,B -0.91 kN/cm2 w,3 41.572 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 -22.16 kN/cm2 tw 5.6 mm Classw 1 f -0.923 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -28.49 kNDesign Ratio E 21000.00 kN/cm2 Ncr,y 10299.10 kN M1 1.000 Iy 1610.00 cm4 A 31.50 cm2 NEd 28.49 kN Lcr,y 1.800 m fy 24.00 kN/cm2 N,cr 0.003

38 1.800 LG1 0.04 1 311) Stability Analysis - Flexural Buckling about z-axis acc. to6.3.1.1 and 6.3.1.2(4)

Design Internal Forces NEd -28.49 kN Vz,Ed 15.37 kN My,Ed 0.00 kNm Vy,Ed 0.01 kN TEd 0.05 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 61.343 w 0.530 f,A -0.91 kN/cm2 f,2 70.638 f-yd,1 24.00 kN/cm2

f,B -0.90 kN/cm2 f,3 113.770 f-yd,2 23.98 kN/cm2

cf 77.6 mm (c/t)f 13.857 w 0.999 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 66.552 NEd -28.49 kN w,A -0.91 kN/cm2 w,2 76.635 f 0.568 w,B -0.91 kN/cm2 w,3 41.572 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 -22.16 kN/cm2 tw 5.6 mm Classw 1 f -0.923 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -28.49 kNDesign Ratio E 21000.00 kN/cm2 Ncr,z 3492.74 kN M1 1.000 Iz 546.00 cm4 A 31.50 cm2 NEd 28.49 kN Lcr,z 1.800 m fy 24.00 kN/cm2 N,cr 0.008

24 1.180 LG1 0.46 1 364) Stability Analysis - Bending and Compression acc. to6.3.3, Method 2

Design Internal Forces NEd -15.18 kN Vz,Ed 3.59 kN My,Ed 22.82 kNm Vy,Ed 0.04 kN TEd 0.01 kNm Mz,Ed -0.01 kNm

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

Cross-section Classification - Class 1 f,1 65.604 w 0.516 f,A -14.67 kN/cm2 f,2 75.544 f-yd,1 24.00 kN/cm2

f,B -14.65 kN/cm2 f,3 41.578 f-yd,2 -22.99 kN/cm2

cf 77.6 mm (c/t)f 13.857 w -0.958 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 68.666 NEd -15.18 kN w,A -13.08 kN/cm2 w,2 79.070 f 0.536 w,B 12.09 kN/cm2 w,3 117.443 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 23.97 kN/cm2 tw 5.6 mm Classw 1 f 0.999 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -15.18 kNDesign Ratio E 21000.00 kN/cm2 z 0.976 Ai 31.50 cm2

Iy 1610.00 cm4 Type Non-sway NRk 756.00 kN Lcr,y 1.180 m Diagr My 1) Linear M1 1.000 Ncr,y 23965.20 kN y 0.801 Ny 0.02 A 31.50 cm2 Cmy 0.920 Nz 0.02 fy 24.00 kN/cm2 Type Non-sway My,Ed 22.82 kNm _y 0.178 Diagr Mz 1) Linear Wy 200.68 cm3

y 1.000 z -0.454 My,Rk 48.16 kNm Iz 546.00 cm4 Cmz 0.419 My 0.47 Lcr,z 1.180 m Component rsion. Rigid Mz,Ed 0.03 kNm Ncr,z 8127.33 kN kyy 0.920 Wz 123.85 cm3

_z 0.305 kyz 0.252 Mz,Rk 29.73 kNm BCz a kzy 0.552 Mz 0.00 z 0.210 kzz 0.419 1 0.46 z 0.558 NEd 15.18 kN 2 0.28

6 RRO 120x60x4

44 0.000 LG1 0.01 1 101) Cross-Section Check - Tension acc. to 6.2.3Design Internal Forces NEd 1.80 kN Vz,Ed 2.24 kN My,Ed 0.00 kNm Vy,Ed -0.03 kN TEd 0.00 kNm Mz,Ed 0.00 kNmCross-section Classification - No Compression f,A 0.12 kN/cm2 w,A 0.12 kN/cm2

f,B 0.14 kN/cm2 w,B 0.12 kN/cm2

Design Ratio Nt,Ed 1.80 kN Npl,Rd 324.00 kN Nu,Rd 349.92 kN A 13.50 cm2 Anet 13.50 cm2 Nt,Rd 324.00 kN fy 24.00 kN/cm2 fu 36.00 kN/cm2 0.01 M0 1.000 M2 1.250

50 1.403 LG1 0.24 1 111) Cross-Section Check - Bending about y-axis acc. to 6.2.5- Class 1 or 2

Design Internal Forces NEd -0.01 kN Vz,Ed 0.00 kN My,Ed 3.02 kNm Vy,Ed -0.01 kN TEd 0.00 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 71.240 w 0.500 f,A -7.33 kN/cm2 f,2 82.034 f-yd,1 24.00 kN/cm2

f,B -7.33 kN/cm2 f,3 41.561 f-yd,2 -24.00 kN/cm2

cf 48.8 mm (c/t)f 12.199 w -1.000 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.243 NEd -0.01 kN w,A -6.64 kN/cm2 w,2 82.038 f 0.500 w,B 6.64 kN/cm2 w,3 122.227 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 24.00 kN/cm2 tw 4.0 mm Classw 1 f 1.000 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -0.01 kNDesign Ratio My,Ed 3.02 kNm Mpl,y,Rd 12.35 kNm vz 0.017 Wpl,y 51.47 cm3 Vz,Ed 0.00 kN Mc,y,Rd 12.35 kNm fy 24.00 kN/cm2 Av,z 9.00 cm2 0.24 M0 1.000 Vpl,z,Rd 124.71 kN

42 2.807 LG1 0.00 1 116) Cross-Section Check - Bending about z-axis acc. to 6.2.5- Class 1 or 2

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RF-STEEL EC3

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

Design Internal Forces NEd -0.11 kN Vz,Ed -2.25 kN My,Ed 0.00 kNm Vy,Ed 0.00 kN TEd 0.01 kNm Mz,Ed -0.02 kNmCross-section Classification - Class 1 f,1 71.147 w 0.500 f,A -0.06 kN/cm2 f,2 81.926 f-yd,1 24.00 kN/cm2

f,B 0.04 kN/cm2 f,3 123.543 f-yd,2 23.87 kN/cm2

cf 48.8 mm (c/t)f 12.199 w 0.994 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.201 NEd -0.11 kN w,A -0.07 kN/cm2 w,2 81.989 f 0.501 w,B -0.07 kN/cm2 w,3 41.636 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 -24.16 kN/cm2 tw 4.0 mm Classw 1 f -1.007 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -0.11 kNDesign Ratio Mz,Ed 0.02 kNm Mpl,z,Rd 7.58 kNm vy 0.000 Wpl,z 31.57 cm3 Vy,Ed 0.00 kN Mc,z,Rd 7.58 kNm fy 24.00 kN/cm2 Av,y 4.50 cm2 0.00 M0 1.000 Vpl,y,Rd 62.35 kN

50 0.000 LG1 0.03 1 121) Cross-Section Check - Shear Force in z-axis acc. to 6.2.6Design Internal Forces NEd -0.01 kN Vz,Ed 4.30 kN My,Ed 0.00 kNm Vy,Ed -0.01 kN TEd 0.00 kNm Mz,Ed -0.01 kNmCross-section Classification - Class 1 f,1 71.240 w 0.500 f,A -0.02 kN/cm2 f,2 82.034 f-yd,1 24.00 kN/cm2

f,B 0.02 kN/cm2 f,3 122.040 f-yd,2 23.97 kN/cm2

cf 48.8 mm (c/t)f 12.199 w 0.999 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.244 NEd -0.01 kN w,A -0.03 kN/cm2 w,2 82.038 f 0.500 w,B -0.03 kN/cm2 w,3 41.577 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 -23.96 kN/cm2 tw 4.0 mm Classw 1 f -0.998 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -0.01 kNDesign Ratio Vz,Ed 4.30 kN fy 24.00 kN/cm2 Vpl,z,Rd 124.71 kN Av,z 9.00 cm2 M0 1.000 0.03

40 0.000 LG1 0.00 1 126) Cross-Section Check - Shear Buckling acc. to 6.2.6(6)Design Internal Forces NEd 0.03 kN Vz,Ed 2.25 kN My,Ed 0.00 kNm Vy,Ed 0.02 kN TEd 0.11 kNm Mz,Ed 0.03 kNmCross-section Classification - Class 1 f,1 71.270 w 0.500 f,A 0.08 kN/cm2 f,2 82.158 f-yd,1 24.00 kN/cm2

f,B -0.07 kN/cm2 f,3 121.779 f-yd,2 23.93 kN/cm2

cf 48.8 mm (c/t)f 12.199 w 0.997 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.257 NEd 0.03 kN w,A -0.09 kN/cm2 w,2 82.143 f 0.500 w,B -0.09 kN/cm2 w,3 41.601 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 -23.91 kN/cm2 tw 4.0 mm Classw 1 f -0.996 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd 0.03 kNDesign Ratio hw 108.8 mm 0.990 hw/tw 27.20 tw 4.0 mm 1.200 fy 24.00 kN/cm2 72/ 59.37

41 0.000 LG1 0.04 1 131) Cross-Section Check - Torsion acc. to 6.2.7Design Internal Forces NEd 0.87 kN Vz,Ed 2.25 kN My,Ed 0.00 kNm Vy,Ed -0.02 kN TEd -0.31 kNm Mz,Ed 0.00 kNmCross-section Classification - No Compression f,A 0.06 kN/cm2 w,A 0.06 kN/cm2

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

f,B 0.07 kN/cm2 w,B 0.06 kN/cm2

Design Ratio TEd 0.31 kNm t,Ed 0.60 kN/cm2 Rd 13.86 kN/cm2

Ac 64.96 cm2 fy 24.00 kN/cm2 0.04 tmin 4.0 mm M0 1.000

55 2.807 LG1 0.04 1 132) Cross-Section Check - Torsion and Shear Force acc. to6.2.7(9)

Design Internal Forces NEd -0.02 kN Vz,Ed -4.30 kN My,Ed 0.00 kNm Vy,Ed -0.03 kN TEd 0.24 kNm Mz,Ed -0.01 kNmCross-section Classification - Class 1 f,1 71.227 w 0.500 f,A -0.03 kN/cm2 f,2 82.019 f-yd,1 24.00 kN/cm2

f,B 0.03 kN/cm2 f,3 125.022 f-yd,2 23.67 kN/cm2

cf 48.8 mm (c/t)f 12.199 w 0.986 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.237 NEd -0.02 kN w,A -0.04 kN/cm2 w,2 82.031 f 0.500 w,B -0.04 kN/cm2 w,3 41.750 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 -24.45 kN/cm2 tw 4.0 mm Classw 1 f -1.019 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -0.02 kNDesign Ratio Vz,Ed 4.30 kN Vpl,z,Rd 124.71 kN t,Ed 0.45 kN/cm2

Av,z 9.00 cm2 TEd 0.24 kNm Vpl,z,T,Rd 120.63 kN fy 24.00 kN/cm2 Ac 64.96 cm2 0.04 M0 1.000 t 4.0 mm

50 1.403 LG1 0.24 1 141) Cross-Section Check - Bending and Shear Force acc. to6.2.5 and 6.2.8

Design Internal Forces NEd -0.01 kN Vz,Ed 0.00 kN My,Ed 3.02 kNm Vy,Ed -0.01 kN TEd 0.00 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 71.240 w 0.500 f,A -7.33 kN/cm2 f,2 82.034 f-yd,1 24.00 kN/cm2

f,B -7.33 kN/cm2 f,3 41.561 f-yd,2 -24.00 kN/cm2

cf 48.8 mm (c/t)f 12.199 w -1.000 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.243 NEd -0.01 kN w,A -6.64 kN/cm2 w,2 82.038 f 0.500 w,B 6.64 kN/cm2 w,3 122.227 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 24.00 kN/cm2 tw 4.0 mm Classw 1 f 1.000 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -0.01 kNDesign Ratio My,Ed 3.02 kNm Mpl,y,Rd 12.35 kNm vz 0.000 Wpl,y 51.47 cm3 Vz,Ed 0.00 kN Mc,y,Rd 12.35 kNm fy 24.00 kN/cm2 Av,z 9.00 cm2 0.24 M0 1.000 Vpl,z,Rd 124.71 kN

48 1.403 LG1 0.24 1 146) Cross-Section Check - Bending, Shear Force and Torsionacc. to 6.2.5 to 6.2.8

Design Internal Forces NEd 0.07 kN Vz,Ed 0.00 kN My,Ed 3.02 kNm Vy,Ed -0.01 kN TEd 0.21 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 71.302 w 0.500 f,A -7.32 kN/cm2 f,2 82.195 f-yd,1 24.00 kN/cm2

f,B -7.32 kN/cm2 f,3 41.564 f-yd,2 -24.00 kN/cm2

cf 48.8 mm (c/t)f 12.199 w -1.000 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.271 NEd 0.07 kN w,A -6.64 kN/cm2 w,2 82.160 f 0.500 w,B 6.65 kN/cm2 w,3 122.716 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 23.99 kN/cm2 tw 4.0 mm Classw 1 f 1.000 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd 0.07 kN

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

Design Ratio My,Ed 3.02 kNm Vz,Ed 0.00 kN t 4.0 mm Wpl,y 51.47 cm3 Av,z 9.00 cm2 t,Ed 0.40 kN/cm2

fy 24.00 kN/cm2 Vpl,z,Rd 124.71 kN Vpl,z,T,Rd 121.07 kN M0 1.000 TEd 0.21 kNm vz,T 0.000 Mpl,y,Rd 12.35 kNm Ac 64.96 cm2 0.24

42 2.807 LG1 0.00 1 151) Cross-Section Check - Bending about z-axis and ShearForce acc. to 6.2.5 and 6.2.8

Design Internal Forces NEd -0.11 kN Vz,Ed -2.25 kN My,Ed 0.00 kNm Vy,Ed 0.00 kN TEd 0.01 kNm Mz,Ed -0.02 kNmCross-section Classification - Class 1 f,1 71.147 w 0.500 f,A -0.06 kN/cm2 f,2 81.926 f-yd,1 24.00 kN/cm2

f,B 0.04 kN/cm2 f,3 123.543 f-yd,2 23.87 kN/cm2

cf 48.8 mm (c/t)f 12.199 w 0.994 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.201 NEd -0.11 kN w,A -0.07 kN/cm2 w,2 81.989 f 0.501 w,B -0.07 kN/cm2 w,3 41.636 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 -24.16 kN/cm2 tw 4.0 mm Classw 1 f -1.007 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -0.11 kNDesign Ratio Mz,Ed 0.02 kNm Mpl,z,Rd 7.58 kNm vy 0.000 Wpl,z 31.57 cm3 Vy,Ed 0.00 kN 0.00 fy 24.00 kN/cm2 Av,y 4.50 cm2

M0 1.000 Vpl,y,Rd 62.35 kN

40 0.000 LG1 0.00 1 156) Cross-Section Check - Bending about z-axis, ShearForce and Torsion acc. to 6.2.5 to 6.2.8

Design Internal Forces NEd 0.03 kN Vz,Ed 2.25 kN My,Ed 0.00 kNm Vy,Ed 0.02 kN TEd 0.11 kNm Mz,Ed 0.03 kNmCross-section Classification - Class 1 f,1 71.270 w 0.500 f,A 0.08 kN/cm2 f,2 82.158 f-yd,1 24.00 kN/cm2

f,B -0.07 kN/cm2 f,3 121.779 f-yd,2 23.93 kN/cm2

cf 48.8 mm (c/t)f 12.199 w 0.997 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.257 NEd 0.03 kN w,A -0.09 kN/cm2 w,2 82.143 f 0.500 w,B -0.09 kN/cm2 w,3 41.601 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 -23.91 kN/cm2 tw 4.0 mm Classw 1 f -0.996 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd 0.03 kNDesign Ratio Mz,Ed 0.03 kNm Vy,Ed 0.02 kN tV,y 4.0 mm Wpl,z 31.57 cm3 Av,y 4.50 cm2 t,Ed 0.22 kN/cm2

fy 24.00 kN/cm2 Vpl,y,Rd 62.35 kN Vpl,y,T,Rd 61.36 kN M0 1.000 TEd 0.11 kNm vy,T 0.000 Mpl,z,Rd 7.58 kNm Ac 64.96 cm2 0.00

44 1.403 LG1 0.13 1 181) Cross-Section Check - Bending, Shear and Axial Forceacc. to 6.2.9.1

Design Internal Forces NEd 1.79 kN Vz,Ed 0.00 kN My,Ed 1.57 kNm Vy,Ed 0.00 kN TEd 0.00 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 72.632 w 0.496 f,A -3.69 kN/cm2 f,2 83.729 f-yd,1 24.00 kN/cm2

f,B -3.69 kN/cm2 f,3 41.589 f-yd,2 -24.20 kN/cm2

cf 48.8 mm (c/t)f 12.199 w -1.008 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.861 NEd 1.79 kN w,A -3.34 kN/cm2 w,2 82.840 f 0.490 w,B 3.59 kN/cm2 w,3 123.713 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 23.95 kN/cm2 tw 4.0 mm Classw 1

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

f 0.998 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd 1.79 kNDesign Ratio My,Ed 1.57 kNm Vpl,z,Rd 124.71 kN Npl,Rd 324.00 kN Wpl,y 51.47 cm3 vz 0.000 n 0.006 fy 24.00 kN/cm2 A 13.50 cm2 MN,pl,y,Rd 12.35 kNm M0 1.000 b 60.0 mm My 0.13 Mpl,y,Rd 12.35 kNm t 4.0 mm 0.13 Vz,Ed 0.00 kN aw 0.500 Av,z 9.00 cm2 NEd 1.79 kN

45 1.403 LG1 0.13 1 186) Cross-Section Check - Bending, Shear, Torsion and AxialForce acc. to 6.2.9.1

Design Internal Forces NEd 1.31 kN Vz,Ed 0.00 kN My,Ed 1.58 kNm Vy,Ed 0.00 kN TEd 0.31 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 72.256 w 0.497 f,A -3.73 kN/cm2 f,2 83.295 f-yd,1 24.00 kN/cm2

f,B -3.73 kN/cm2 f,3 41.578 f-yd,2 -24.15 kN/cm2

cf 48.8 mm (c/t)f 12.199 w -1.006 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.696 NEd 1.31 kN w,A -3.37 kN/cm2 w,2 82.649 f 0.493 w,B 3.56 kN/cm2 w,3 123.481 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 23.97 kN/cm2 tw 4.0 mm Classw 1 f 0.999 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd 1.31 kNDesign Ratio My,Ed 1.58 kNm TEd 0.31 kNm t 4.0 mm Wpl,y 51.47 cm3 Ac 64.96 cm2 aw 0.500 fy 24.00 kN/cm2 tV,z 4.0 mm NEd 1.31 kN M0 1.000 t,Ed 0.59 kN/cm2 Npl,Rd 324.00 kN Mpl,y,Rd 12.35 kNm Vpl,z,T,Rd 119.40 kN n 0.004 Vz,Ed 0.00 kN vz,T 0.000 MN,pl,y,Rd 12.35 kNm Av,z 9.00 cm2 A 13.50 cm2 My 0.13 Vpl,z,Rd 124.71 kN b 60.0 mm 0.13

55 2.105 LG1 0.23 1 364) Stability Analysis - Bending and Compression acc. to6.3.3, Method 2

Design Internal Forces NEd -0.02 kN Vz,Ed -2.15 kN My,Ed 2.26 kNm Vy,Ed -0.02 kN TEd 0.24 kNm Mz,Ed -0.01 kNmCross-section Classification - Class 1 f,1 71.230 w 0.500 f,A -5.51 kN/cm2 f,2 82.022 f-yd,1 24.00 kN/cm2

f,B -5.48 kN/cm2 f,3 41.644 f-yd,2 -23.80 kN/cm2

cf 48.8 mm (c/t)f 12.199 w -0.992 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.239 NEd -0.02 kN w,A -5.00 kN/cm2 w,2 82.033 f 0.500 w,B 4.96 kN/cm2 w,3 121.248 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 23.85 kN/cm2 tw 4.0 mm Classw 1 f 0.994 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -0.02 kNDesign Ratio E 21000.00 kN/cm2 Type Non-sway kzy 0.570 Iy 247.00 cm4 Diagr My ax in Span kzz 1.000 Lcr,y 2.807 m y -0.373 NEd 0.02 kN Ncr,y 649.88 kN Mh,y 0.00 kNm Ai 13.50 cm2

A 13.50 cm2 Ms,y 3.02 kNm NRk 324.00 kN fy 24.00 kN/cm2 h,y 0.000 M1 1.000 _y 0.706 Load z . Dist. Load Ny 0.00 BCy a Cmy 0.950 Nz 0.00 y 0.210 Type Non-sway My,Ed 3.02 kNm y 0.802 Diagr Mz ax in Span Wy 51.47 cm3

y 0.845 z -0.787 My,Rk 12.35 kNm Iz 82.70 cm4 Mh,z -0.01 kNm My 0.24 Lcr,z 2.807 m Ms,z -0.01 kNm Mz,Ed 0.01 kNm Ncr,z 217.59 kN h,z 0.995 Wz 31.57 cm3

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

_z 1.220 Load y . Dist. Load Mz,Rk 7.58 kNm BCz a Cmz 1.000 Mz 0.00 z 0.210 Component rsion. Rigid 1 0.23 z 1.352 kyy 0.950 2 0.14 z 0.517 kyz 0.600

7 RD 12

58 3.334 LG1 0.00 1 100) No or very small internal forcesDesign Internal Forces NEd -0.01 kN Vz,Ed 0.00 kN My,Ed 0.00 kNm Vy,Ed 0.00 kN TEd 0.00 kNm Mz,Ed 0.00 kNmDesign Ratio 0.00

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1.1 GENERAL DATA RF-CONCRETESurfacesCA1Reinforced Concrete Design

Design acc. to Code: SIST EN 1992-1-1

ULTIMATE LIMIT STATE

LC-Groups for Design: LG1 obtezba 1

1.2 MATERIALS Material

No.Material Description

Concrete Strength Class Steel description Comment

1 Concrete C25/30 B 500 S (A)

1.3 SURFACES Surface-

No.Mat.-No.

ThicknessType

Thickness[cm]

Re-marks Comment

1 1 Constant 20.002 1 Constant 20.003 1 Constant 20.004 1 Constant 20.005 1 Constant 20.006 1 Constant 20.007 1 Constant 20.008 1 Constant 20.009 1 Constant 20.00

10 1 Constant 20.0011 1 Constant 20.0012 1 Constant 20.0013 1 Constant 20.0014 1 Constant 20.0015 1 Constant 20.0016 1 Constant 20.0018 1 Constant 20.0019 1 Constant 25.0020 1 Constant 20.0021 1 Constant 20.0022 1 Constant 20.0023 1 Constant 25.0024 1 Constant 25.0025 1 Constant 20.0026 1 Constant 20.0027 1 Constant 20.0028 1 Constant 20.00

1.4 REINFORCEMENT GROUP NO. 1 - PLOŠÈA Applied to Surfaces 19,23,24,28

REINFORCEMENT RATIOMinimum Cross Reinforcement 20.0 %Basic Minimum Reinforcement 0.0 %Minimum Compressiove Reinforcement 0.0 %Minimum Tension Reinforcement 0.0 %Maximum Reinforcement Ratio 4.0 %Minimum Shear Reinforcement Ratio 0.0 %Walls

BASIC REINFORCEMENT LAYOUT - TOPNumber of Directions 2Cover to Rebar Centroid d-1: 3.00, d-2: 4.00 cmDirections of Reinforcement Phi-1: 0.000°, Phi-2: 90.000°Reinforcement Area As-1,top: 0.00, As-2,top: 0.00 cm2/m

BASIC REINFORCEMENT LAYOUT - BOTTOMNumber of Directions 2Cover to Rebar Centroid d-1: 3.00, d-2: 4.00 cmDirections of Reinforcement Phi-1: 0.000°, Phi-2: 90.000°Reinforcement Area As-1,bottom: 0.00, As-2,bottom: 0.00 cm2/m

LONGITUDINAL REINFORCEMENT FOR SHEAR FORCE DESIGNApply the greater value resulting from either required or defined provided reinforcement (basic and add. reinforcement) per r

OPTIONS FOR SIST EN 1992-1-1Neutral Axis Depth Limitation Partial Safety Factor Gamma-s 1.15Partial Safety Factor Gamma-c 1.50Consideration of Long-term Effects Alpha 1.00

1.4 REINFORCEMENT GROUP NO. 2 - STENE Applied to Surfaces 1-16,18,20-22,25-27

REINFORCEMENT RATIOMinimum Cross Reinforcement 20.0 %Basic Minimum Reinforcement 0.0 %

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1.4 REINFORCEMENT GROUP NO. 2 - STENE Minimum Compressiove Reinforcement 0.0 %Minimum Tension Reinforcement 0.0 %Maximum Reinforcement Ratio 4.0 %Minimum Shear Reinforcement Ratio 0.0 %Walls

BASIC REINFORCEMENT LAYOUT - TOPNumber of Directions 2Cover to Rebar Centroid d-1: 3.00, d-2: 4.00 cmDirections of Reinforcement Phi-1: 0.000°, Phi-2: 90.000°Reinforcement Area As-1,top: 0.00, As-2,top: 0.00 cm2/m

BASIC REINFORCEMENT LAYOUT - BOTTOMNumber of Directions 2Cover to Rebar Centroid d-1: 3.00, d-2: 4.00 cmDirections of Reinforcement Phi-1: 0.000°, Phi-2: 90.000°Reinforcement Area As-1,bottom: 0.00, As-2,bottom: 0.00 cm2/m

LONGITUDINAL REINFORCEMENT FOR SHEAR FORCE DESIGNApply the greater value resulting from either required or defined provided reinforcement (basic and add. reinforcement) per r

OPTIONS FOR SIST EN 1992-1-1Neutral Axis Depth Limitation Partial Safety Factor Gamma-s 1.15Partial Safety Factor Gamma-c 1.50Consideration of Long-term Effects Alpha 1.00

2.2 REQUIRED REINFORCEMENT BY SURFACE Surface

No.PointNo.

Point Coordinates [m]X Y Z Symbol

Required Reinf.ULS

BasicReinf.

Additional ReinforcementRequired Provided Unit

Re-marks

1 N1575 0.000 7.600 -1.8 as,1 top 1.97 0.00 1.97 - cm2/m N3331 0.000 7.093 0.000 as,2 top 3.65 0.00 3.65 - cm2/m N3 0.000 0.000 -3.7 as,1 bottom 1.15 0.00 1.15 - cm2/m N1 0.000 0.000 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m N4 0.000 7.600 -3.7 asw 8.88 - - - cm2/m2 15)2 N16 -4.0 7.600 -3.7 as,1 top 2.01 0.00 2.01 - cm2/m N16 -4.0 7.600 -3.7 as,2 top 6.51 0.00 6.51 - cm2/m N171 -1.5 7.600 -1.3 as,1 bottom 0.67 0.00 0.67 - cm2/m N2 0.000 7.600 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m N16 -4.0 7.600 -3.7 asw 8.16 - - - cm2/m2 15)3 N232 -4.0 9.275 -3.7 as,1 top 1.19 0.00 1.19 - cm2/m N220 -4.0 9.275 0.000 as,2 top 4.04 0.00 4.04 - cm2/m N232 -4.0 9.275 -3.7 as,1 bottom 1.27 0.00 1.27 - cm2/m N232 -4.0 9.275 -3.7 as,2 bottom 2.04 0.00 2.04 - cm2/m N17 -4.0 8.850 0.000 asw 0.00 - - - cm2/m2

4 N310 -3.0 16.4 -3.7 as,1 top 1.23 0.00 1.23 - cm2/m N25 -4.0 16.4 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N311 -3.5 16.4 -3.7 as,1 bottom 2.61 0.00 2.61 - cm2/m N254 -3.5 16.4 0.000 as,2 bottom 4.10 0.00 4.10 - cm2/m N25 -4.0 16.4 0.000 asw 0.00 - - - cm2/m2

5 N318 -.44 15.0 -3.7 as,1 top 3.78 0.00 3.78 - cm2/m N318 -.44 15.0 -3.7 as,2 top 4.86 0.00 4.86 - cm2/m N40 -.44 14.6 -3.7 as,1 bottom 7.12 0.00 7.12 - cm2/m N40 -.44 14.6 -3.7 as,2 bottom 8.99 0.00 8.99 - cm2/m N40 -.44 14.6 -3.7 asw 23.36 - - - cm2/m2 15)6 N42 0.250 14.6 -3.7 as,1 top 4.01 0.00 4.01 - cm2/m N42 0.250 14.6 -3.7 as,2 top 5.70 0.00 5.70 - cm2/m N42 0.250 14.6 -3.7 as,1 bottom 5.15 0.00 5.15 - cm2/m N40 -.44 14.6 -3.7 as,2 bottom 7.75 0.00 7.75 - cm2/m N40 -.44 14.6 -3.7 asw 29.92 - - - cm2/m2 15)7 N43 0.250 14.8 0.000 as,1 top 3.25 0.00 3.25 - cm2/m N43 0.250 14.8 0.000 as,2 top 6.66 0.00 6.66 - cm2/m N44 0.250 14.8 -3.7 as,1 bottom 2.93 0.00 2.93 - cm2/m N44 0.250 14.8 -3.7 as,2 bottom 5.13 0.00 5.13 - cm2/m N41 0.250 14.6 0.000 asw 10.11 - - - cm2/m2 15)8 N44 0.250 14.8 -3.7 as,1 top 1.73 0.00 1.73 - cm2/m N44 0.250 14.8 -3.7 as,2 top 2.41 0.00 2.41 - cm2/m N44 0.250 14.8 -3.7 as,1 bottom 1.36 0.00 1.36 - cm2/m N43 0.250 14.8 0.000 as,2 bottom 4.17 0.00 4.17 - cm2/m N43 0.250 14.8 0.000 asw 0.00 - - - cm2/m2 15)9 N457 4.500 10.3 -.46 as,1 top 0.61 0.00 0.61 - cm2/m N47 4.500 12.1 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N449 4.500 11.7 0.000 as,1 bottom 0.67 0.00 0.67 - cm2/m N47 4.500 12.1 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m N47 4.500 12.1 0.000 asw 0.00 - - - cm2/m2 15)

10 N60 5.100 7.600 -3.7 as,1 top 0.98 0.00 0.98 - cm2/m N57 4.500 7.600 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N60 5.100 7.600 -3.7 as,1 bottom 1.01 0.00 1.01 - cm2/m N57 4.500 7.600 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m

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2.2 REQUIRED REINFORCEMENT BY SURFACE Surface

No.PointNo.

Point Coordinates [m]X Y Z Symbol

Required Reinf.ULS

BasicReinf.

Additional ReinforcementRequired Provided Unit

Re-marks

10 N57 4.500 7.600 0.000 asw 0.00 - - - cm2/m2

11 N64 9.600 7.600 -3.7 as,1 top 0.93 0.00 0.93 - cm2/m N61 9.000 7.600 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N64 9.600 7.600 -3.7 as,1 bottom 0.95 0.00 0.95 - cm2/m N61 9.000 7.600 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m N61 9.000 7.600 0.000 asw 0.00 - - - cm2/m2

12 N56 -.50 9.200 -3.7 as,1 top 1.22 0.00 1.22 - cm2/m N53 0.000 9.200 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N56 -.50 9.200 -3.7 as,1 bottom 1.24 0.00 1.24 - cm2/m N53 0.000 9.200 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m N53 0.000 9.200 0.000 asw 0.00 - - - cm2/m2

13 N557 13.5 0.000 -1.9 as,1 top 1.19 0.00 1.19 - cm2/m N9 13.5 0.000 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N12 15.0 0.000 -3.7 as,1 bottom 1.05 0.00 1.05 - cm2/m N9 13.5 0.000 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m N9 13.5 0.000 0.000 asw 0.00 - - - cm2/m2

14 N582 14.5 12.1 -3.7 as,1 top 0.76 0.00 0.76 - cm2/m N33 13.5 12.1 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N597 13.5 12.1 -1.4 as,1 bottom 1.06 0.00 1.06 - cm2/m N33 13.5 12.1 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m N33 13.5 12.1 0.000 asw 0.00 - - - cm2/m2

15 N31 13.5 9.050 0.000 as,1 top 0.50 0.00 0.50 - cm2/m N31 13.5 9.050 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N31 13.5 9.050 0.000 as,1 bottom 0.50 0.00 0.50 - cm2/m N31 13.5 9.050 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m N31 13.5 9.050 0.000 asw 0.00 - - - cm2/m2

16 N27 13.5 5.450 0.000 as,1 top 0.50 0.00 0.50 - cm2/m N27 13.5 5.450 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N27 13.5 5.450 0.000 as,1 bottom 0.50 0.00 0.50 - cm2/m N27 13.5 5.450 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m N27 13.5 5.450 0.000 asw 0.00 - - - cm2/m2

18 N14 13.5 2.050 -3.7 as,1 top 0.65 0.00 0.65 - cm2/m N9 13.5 0.000 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N14 13.5 2.050 -3.7 as,1 bottom 0.64 0.00 0.64 - cm2/m N9 13.5 0.000 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m N9 13.5 0.000 0.000 asw 0.00 - - - cm2/m2

19 N780 -3.0 9.026 0.000 as,1 top 1.67 0.00 1.67 - cm2/m N1008 2.970 13.5 0.000 as,2 top 1.47 0.00 1.47 - cm2/m N47 - E 4.500 12.1 0.000 as,1 bottom 6.34 0.00 6.34 - cm2/m N39 -.44 14.6 0.000 as,2 bottom 4.82 0.00 4.82 - cm2/m N43 0.250 14.8 0.000 asw 8.51 - - - cm2/m2 15)

20 N71 13.5 0.000 -2.4 as,1 top 1.05 0.00 1.05 - cm2/m N1516 10.0 0.000 0.000 as,2 top 2.38 0.00 2.38 - cm2/m N1630 11.5 0.000 -2.4 as,1 bottom 0.50 0.00 0.50 - cm2/m N1 0.000 0.000 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m N1 0.000 0.000 0.000 asw 0.00 - - - cm2/m2

21 N1486 5.000 12.1 0.000 as,1 top 1.16 0.00 1.16 - cm2/m N33 13.5 12.1 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N593 13.5 12.1 -1.9 as,1 bottom 1.01 0.00 1.01 - cm2/m N1495 9.500 12.1 0.000 as,2 bottom 2.13 0.00 2.13 - cm2/m N33 13.5 12.1 0.000 asw 0.00 - - - cm2/m2

22 N118 4.500 13.1 -2.4 as,1 top 1.44 0.00 1.44 - cm2/m N45 4.500 14.8 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N118 4.500 13.1 -2.4 as,1 bottom 1.30 0.00 1.30 - cm2/m N1484 4.500 12.7 0.000 as,2 bottom 2.56 0.00 2.56 - cm2/m N45 4.500 14.8 0.000 asw 0.00 - - - cm2/m2

23 N2052 20.5 8.420 0.000 as,1 top 0.31 0.00 0.31 - cm2/m N2052 20.5 8.420 0.000 as,2 top 0.53 0.00 0.53 - cm2/m N1962 21.1 4.953 0.000 as,1 bottom 1.79 0.00 1.79 - cm2/m N1824 16.1 0.000 0.000 as,2 bottom 2.99 0.00 2.99 - cm2/m N51 21.1 0.000 0.000 asw 0.00 - - - cm2/m2

24 N2173 15.0 11.1 0.000 as,1 top 0.38 0.00 0.38 - cm2/m N2150 14.5 11.1 0.000 as,2 top 0.36 0.00 0.36 - cm2/m N13 13.5 2.050 0.000 as,1 bottom 4.11 0.00 4.11 - cm2/m N13 13.5 2.050 0.000 as,2 bottom 1.70 0.00 1.70 - cm2/m N9 13.5 0.000 0.000 asw 0.00 - - - cm2/m2

25 N86 21.1 0.000 -1.8 as,1 top 4.21 0.00 4.21 - cm2/m N80 15.1 0.000 0.000 as,2 top 4.27 0.00 4.27 - cm2/m N2225 19.1 0.000 -1.4 as,1 bottom 1.25 0.00 1.25 - cm2/m N51 21.1 0.000 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m N51 21.1 0.000 0.000 asw 0.00 - - - cm2/m2

26 N2301 21.1 7.017 -1.8 as,1 top 1.14 0.00 1.14 - cm2/m

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2.2 REQUIRED REINFORCEMENT BY SURFACE Surface

No.PointNo.

Point Coordinates [m]X Y Z Symbol

Required Reinf.ULS

BasicReinf.

Additional ReinforcementRequired Provided Unit

Re-marks

26 N51 21.1 0.000 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N86 21.1 0.000 -1.8 as,1 bottom 2.97 0.00 2.97 - cm2/m N1936 21.1 3.962 0.000 as,2 bottom 2.53 0.00 2.53 - cm2/m N51 21.1 0.000 0.000 asw 0.00 - - - cm2/m2

27 N76 21.1 8.420 0.000 as,1 top 0.50 0.00 0.50 - cm2/m N76 21.1 8.420 0.000 as,2 top 2.00 0.00 2.00 - cm2/m N2315 20.5 8.420 -1.8 as,1 bottom 1.15 0.00 1.15 - cm2/m N76 21.1 8.420 0.000 as,2 bottom 2.00 0.00 2.00 - cm2/m N76 21.1 8.420 0.000 asw 0.00 - - - cm2/m2

28 N48 - E 4.500 12.1 -3.7 as,1 top 7.38 0.00 7.38 - cm2/m N40 -.44 14.6 -3.7 as,2 top 5.19 0.00 5.19 - cm2/m N44 0.250 14.8 -3.7 as,1 bottom 5.34 0.00 5.34 - cm2/m N44 0.250 14.8 -3.7 as,2 bottom 9.89 0.00 9.89 - cm2/m N44 0.250 14.8 -3.7 asw 62.67 - - - cm2/m2 15)

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Z

1.79

1.820.86

0.580.510.55

0.72

2.00

0.66

2.68

0.04

0.01

Y

X

3.01

2.53

0.01

0.02

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,1 bottom

Values: a-s,1 bottom [cm2/m]Surfaces Max a-s,1 bottom: 6.34, Min a-s,1 bottom: 0.00 [cm2/m]

RequiredReinforcementa-s,1 bottom [cm2/m]

6.34

2.83

2.58

2.33

2.08

1.83

1.58

1.33

1.08

0.83

0.58

0.00

Max : 6.34Min : 0.00

3.00

POZ TP - ARMATURA SPODAJ, SMER 1

Z1.89 1.98

1.78 1.82

2.99

0.55

1.89 0.79

0.32

0.26

Y

X

2.81 1.99

0.60

0.51

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,2 bottom

Values: a-s,2 bottom [cm2/m]Surfaces Max a-s,2 bottom: 4.82, Min a-s,2 bottom: 0.00 [cm2/m]

RequiredReinforcementa-s,2 bottom [cm2/m]

4.82

2.83

2.56

2.30

2.03

1.77

1.50

1.24

0.97

0.70

0.44

0.00

Max : 4.82Min : 0.00

3.00

POZ TP - ARMATURA SPODAJ, SMER 2

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Z

1.07

0.90

0.25

0.87

0.77

1.67

1.12

1.05 0.31

0.38

0.36

0.16

0.77

0.31

0.28

1.61

1.13

1.05

X

Y

0.02

0.15

1.04

0.94

1.35

0.79

1.35

1.47

1.12

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,1 top

Values: a-s,1 top [cm2/m]Surfaces Max a-s,1 top: 1.67, Min a-s,1 top: 0.00 [cm2/m]

RequiredReinforcementa-s,1 top [cm2/m]

1.67

1.52

1.36

1.21

1.06

0.91

0.76

0.61

0.45

0.30

0.15

0.00

Max : 1.67Min : 0.00

3.00

POZ TP - ARMATURA ZGORAJ, SMER 1

Z

1.24

0.39

0.13

1.05

0.56

1.18

1.04

0.25

0.21

0.36

0.94

0.53

0.28

1.22

X

0.22

0.33

Y

0.74

0.06

0.86

1.20

1.47

1.42

0.87

1.34

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,2 top

Values: a-s,2 top [cm2/m]Surfaces Max a-s,2 top: 1.47, Min a-s,2 top: 0.00 [cm2/m]

RequiredReinforcementa-s,2 top [cm2/m]

1.47

1.33

1.20

1.07

0.93

0.80

0.67

0.53

0.40

0.27

0.13

0.00

Max : 1.47Min : 0.00

3.00

POZ TP - ARMATURA ZGORAJ, SMER 2

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Z

XY

0.50

1.15

0.50

0.50

0.67

0.50

0.50

1.270.500.50

0.50

1.051.24

0.64

0.67

0.50

0.500.50

1.01

0.50

0.50

0.500.95 0.50

1.30

7.122.61

0.50

5.152.93

0.50

0.50

1.06

0.50

1.010.50

0.50

IsometricRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,1 bottom

Values: a-s,1 bottom [cm2/m]Surfaces Max a-s,1 bottom: 7.12, Min a-s,1 bottom: 0.50 [cm2/m]

RequiredReinforcementa-s,1 bottom [cm2/m]

7.12

2.83

2.58

2.33

2.08

1.83

1.58

1.33

1.08

0.83

0.58

0.50

Max : 7.12Min : 0.50

POZ ST - ARMATURA SPODAJ, SMER 1

Z

XY

2.00

2.00

2.00

2.00

2.042.002.00

2.00

4.10

2.00

2.002.004.17 2.56

2.00

2.00

2.00 2.00

2.13

8.995.13

2.00

2.002.00

2.00

2.00

2.00

IsometricRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,2 bottom

Values: a-s,2 bottom [cm2/m]Surfaces Max a-s,2 bottom: 8.99, Min a-s,2 bottom: 2.00 [cm2/m]

RequiredReinforcementa-s,2 bottom [cm2/m]

8.99

8.35

7.72

7.08

6.45

5.81

5.18

4.54

3.91

3.27

2.64

2.00

Max : 8.99Min : 2.00

POZ ST - ARMATURA SPODAJ, SMER 2

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Z

XY

0.50

0.50

0.50

0.50

2.01

1.97 1.191.05

1.19

0.500.50

0.501.22

0.61

0.650.50

0.500.50

0.98

3.25 1.160.50

0.50

0.500.93 0.50

1.44

4.011.23 3.781.73

0.50

0.50

0.500.50

0.50

0.500.76

IsometricRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,1 top

Values: a-s,1 top [cm2/m]Surfaces Max a-s,1 top: 4.01, Min a-s,1 top: 0.50 [cm2/m]

RequiredReinforcementa-s,1 top [cm2/m]

4.01

3.69

3.37

3.05

2.73

2.42

2.10

1.78

1.46

1.14

0.82

0.50

Max : 4.01Min : 0.50

POZ ST - ARMATURA ZGORAJ, SMER 1

Z

XY

2.00

2.38

2.004.04 3.65

2.00

2.00

6.51

2.002.00

2.00

2.00

2.002.006.66

2.00

2.00 2.00

5.704.862.41

2.00

2.002.00

2.00

2.00

2.00

IsometricRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,2 top

Values: a-s,2 top [cm2/m]Surfaces Max a-s,2 top: 6.66, Min a-s,2 top: 2.00 [cm2/m]

RequiredReinforcementa-s,2 top [cm2/m]

6.66

6.24

5.81

5.39

4.97

4.54

4.12

3.69

3.27

2.85

2.42

2.00

Max : 6.66Min : 2.00

POZ ST - ARMATURA ZGORAJ, SMER 2

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Z

Y

X

2.03

2.03

0.71

2.44

1.71

0.19

2.722.41

1.76 0.51

1.12

1.10

0.70

0.73

0.51

0.58

0.90

1.97

0.18

0.02

0.08

0.46

0.47

1.94

1.74

1.81

2.35

1.47

1.23

1.282.56

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,1 bottom

Values: a-s,1 bottom [cm2/m]Surfaces Max a-s,1 bottom: 5.34, Min a-s,1 bottom: 0.00 [cm2/m]

RequiredReinforcementa-s,1 bottom [cm2/m]

5.34

2.83

2.58

2.33

2.08

1.83

1.58

1.33

1.08

0.83

0.58

0.00

Max : 5.34Min : 0.00

3.00

POZ 101 - ARMATURA SPODAJ, SMER 1

Z

Y

X

2.84

2.74 2.60

0.52

0.04

0.80

2.83

1.11

2.31 2.25

0.15 0.13

0.18

0.24

0.040.060.32

0.11

0.09

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,2 bottom

Values: a-s,2 bottom [cm2/m]Surfaces Max a-s,2 bottom: 9.89, Min a-s,2 bottom: 0.00 [cm2/m]

RequiredReinforcementa-s,2 bottom [cm2/m]

9.89

2.83

2.62

2.40

2.19

1.97

1.76

1.54

1.33

1.11

0.90

0.00

Max : 9.89Min : 0.00

3.00

POZ 101 - ARMATURA SPODAJ, SMER 2

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Z

Y

X

1.32

1.65 0.94

0.10

3.054.70

3.16

2.90

0.65

1.10

0.12 0.12

0.03

0.11

3.38

0.03

0.03

0.07

0.11

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,1 top

Values: a-s,1 top [cm2/m]Surfaces Max a-s,1 top: 7.38, Min a-s,1 top: 0.00 [cm2/m]

RequiredReinforcementa-s,1 top [cm2/m]

7.38

3.85

3.50

3.14

2.79

2.44

2.08

1.73

1.38

1.02

0.67

0.00

Max : 7.38Min : 0.00

3.00

POZ 101 - ARMATURA ZGORAJ, SMER 1

Z

Y

X

1.07

1.25 0.52

4.32 3.38

1.030.54

0.66

0.48

1.09

0.39 0.59

0.02

0.13

0.08

0.16

0.51

0.15

In Z-directionRF-CONCRETE Surfaces CA1Reinforced Concrete DesignSurfaces a-s,2 top

Values: a-s,2 top [cm2/m]Surfaces Max a-s,2 top: 5.19, Min a-s,2 top: 0.00 [cm2/m]

RequiredReinforcementa-s,2 top [cm2/m]

5.19

3.85

3.47

3.10

2.72

2.35

1.97

1.60

1.22

0.85

0.47

0.00

Max : 5.19Min : 0.00

3.00

POZ 101 - ARMATURA ZGORAJ, SMER 2

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1.1 GENERAL DATA RF-CONCRETEMembersCA1Design of concrete members

Concrete Design According to SIST EN 1992-1-1

ULTIMATE LIMIT STATESLoad Groups to Design: LG1 obtezba 1

1.2 MATERIALS Mat.-No.

Material DescriptionConcrete Strength Class Reinforcing Steel Comment

1 Concrete C30/37 B 500 S (A)

1.3 CROSS-SECTIONS Cross.

no.Mat.-No.

Cross-section-Description

- Notes

- Comment

3 1 Rectangle 200/8004 1 Rectangle 200/7608 1 Rectangle 200/550

Rectangle 200/800 Rectangle 200/760

Rectangle 200/550

1.4 RIBS Member-

No.Cross-section No.Begin End

Effective widthSur. No. b-1 [m] Sur. No. b-2 [m]

-Notes

5 8 8 28 0.750 28 0.75010 8 8 28 0.750 28 0.75060 8 8 28 0.750 28 0.75062 8 8 28 0.00063 8 8 28 0.00070 3 3 28 1.125 28 1.125

1.6 REINFORCEMENT GROUP NO. 1 - NOSILCI Applied to members: 5,7-11,60,62,63,70

LONGITUDINAL REINFORCEMENTAvailable bar diameters: 20.0Max. number of layers: 1Min.spacing for first layer: 20.0 mmType of anchorage: StraightSteel surface: ribbedCurtailment of reinforcement: None

SHEAR REINFORCEMENTAvailable bar diameters: 10.0No. of sections: 2Inclination: 90°Type of anchorage: HookLink layout: Uniform link spacing

Reinforcement layoutConcrete Cover acc. to Code Concrete cover c- Top: 30.0 mm Parameters for Definition of Concrete Cover Settings Identical to Cover CbottomConcrete cover c-bottom: 30.0 mm Parameters for Definition of Concrete Cover Exposure Class acc. to 4.4.1.2 (5) XC1 Abrasion Class acc. to 4.4.1.2 (13) No Design Working Life acc. to 4.4.1.2 (5) Table 4.3N 50 Years Concrete Cast acc. to 4.4.1.3 (4) cast-in-place concrete Air Entrainment of More Than 4% acc. to 4.4.1.2 (5) Note 2. Special Quality Control of the Concrete Production acc. to 4.4.1.2 (5) Table 4.3N Nominal Maximum Aggregate Size Greater Than 32 mm acc. to 4.4.1.2 (3) Table 4.2 Maximum Used Diameter of Shear Reinforcement 0.0 mm Minimum Cover Due to Bond Requirement acc. to 4.4.1.2 (3) 0.0 mm Minimum Cover Due to Enviromental Conditions acc. to 4.4.1.2 (5) 0.0 mm Additive Safety Element acc. to 4.4.1.2 (6) 0.0 mm Minimum Concrete Cover acc. to 4.4.1.2 (2) 0.0 mm Allowance for Deviation acc. to 4.4.1.3 10.0 mm Nominal Cover for Longitudinal Reinforcement acc. to 4.4.1.1 0.0 mmConcrete cover c-side: 30.0 mm Parameters for Definition of Concrete Cover Settings Identical to Cover CbottomReinforcement layout: Top - Bottom (optimized Distribution)Over complete width of cross-section: Relevant Inner Forces: N, V-y, V-z, M-y, M-z

MINIMUM REINFORCEMENT

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1.6 REINFORCEMENT GROUP NO. 1 - NOSILCI Min. reinforcement Min. A-s,top: 0.00 cm2

Min. reinforcement Min. A-s,bottom: 0.00 cm2

Min. Longitudinal Reinforcement acc. to Code: Min. Shear Reinforcement acc. to Code:

OPTIONS FOR EN 1992-1-1:2004Max. Percentage of Reinforcement: 8.00 %Neutral Axis Depth Limitation Steel strain limitation Eps_sd 20.00 ‰Partial Safety Factor Gamma-c 1.50Partial Safety Factor Gamma-s 1.15Factor Alpha 1.00Design method for shear force: Standard methodMin. Inclination of Concrete Strut 21.80 °Max. Inclination of Concrete Strut 45.00 °Max. factor single forces near support 5.00

2.1 REQUIRED REINFORCEMENT BY CROSS-SECTION -

ReinforcementMember

No.Location

[m]LC/LG

COReinforcement

Area UnitError Message

or Note

Cross-section No.4 - Rectangle 200/760As,top 7 0.000 LG1 2.28 cm2 25) As,bottom 7 0.000 LG1 2.28 cm2 25) As,T 7 0.000 LG1 0.00 cm2

as,wV link 7 0.000 LG1 1.75 cm2/m 58) 69) as,wT link 7 0.000 LG1 0.00 cm2/m

Z

X

Y

4.20

0.20

4.20

4.20

0.01 0.01

2.14 4.20

4.20

0.01 0.01

2.14 4.20

4.20

4.20

0.22

2.28

2.28

10.31

2.282.28

2.28 2.28

2.282.28

2.282.28

6.08

2.14

6.080.37

2.25 2.282.28

2.25 2.28 2.28

2.25

2.25

2.14

0.05

2.28

2.28

IsometricRF-CONCRETE Members CA1Design of concrete membersMembers

Max A-s,bottom + A-s,T/2: 6.08 cm2Max A-s,top + A-s,T/2: 10.31 cm2

A-s,top A-s,T/2

A-s,bottom m + A-s,T/2

NOSILCI - SPODNJA IN ZGORNJA ARMATURA

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Z

X

Y

1.75

1.75 1.75

1.75 1.75

1.75

1.75

1.75

1.75 1.75

1.751.75

1.75

1.75

1.75 1.751.75

1.75

1.751.75

IsometricRF-CONCRETE Members CA1Design of concrete membersMembers

Max 2*a-s,wT link + a-s,wV link: 1.75 cm2/m

2*a-s,wT link + a-s,wV link

NOSILCI - STRIZNA ARMATURA

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www.hilti.at Profis Anchor 2.8.3

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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Specifier's comments:

1 Input dataAnchor type and diameter: HIT-HY 200-A + HIT-Z-R M16

Seismic/Filling set or any suitable annular gap filling solution

Effective embedment depth: hef,opti = 96 mm (hef,limit = 192 mm)

Material: A4

Evaluation Service Report: ETA 12/0006

Issued I Valid: 5/30/2017 | -

Proof: SOFA design method + fib (07/2011) - after ETAG BOND testing

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

Anchor plate: lx x ly x t = 200 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: cracked concrete, C50/60, fc,cyl = 50.00 N/mm2; h = 250 mm, Temp. short/long: 40/24 °CInstallation: diamond cored hole, Installation condition: Dry

Reinforcement: no reinforcement or reinforcement spacing >= 150 mm (any Ø) or >= 100 mm (Ø <= 10 mm)

no longitudinal edge reinforcement Reinforcement to control splitting according to fib (07/2011), 16.1.5 present

R - The anchor calculation is based on a rigid anchor plate assumption.

Geometry [mm] & Loading [kN, kNm]

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www.hilti.at Profis Anchor 2.8.3

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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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 0.000 10.000 10.000 0.000

2 0.000 10.000 10.000 0.000

max. concrete compressive strain: - [‰] max. concrete compressive stress: - [N/mm2]resulting tension force in (x/y)=(0/0): 0.000 [kN]resulting compression force in (x/y)=(0/0): 0.000 [kN] Anchor forces are calculated based on the assumption of a rigid anchor plate.

1

2

x

y

3 Tension load SOFA (fib (07/2011), section 16.2.1) Load [kN] Capacity [kN] Utilization bbbbN [%] Status

Steel Strength* N/A N/A N/A N/A

Combined pullout-concrete cone failure** N/A N/A N/A N/A

Concrete Breakout Strength** N/A N/A N/A N/A

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

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

Page 87: M STATIK s.p. - domzale.si Rodica_PZI_gradbene... · Temelji Nosilna konstrukcija objekta je temeljena na armiranobetonski temeljni plošči, debeline d = 25cm (POZ Tp). Plošča

www.hilti.at Profis Anchor 2.8.3

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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3OŠ Rodica

31.10.2019

4 Shear load SOFA (fib (07/2011), section 16.2.2) Load [kN] Capacity [kN] Utilization bbbbV [%] Status

Steel Strength (without lever arm)* 10.000 45.600 22 OK

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

Pryout Strength** 20.000 127.559 16 OK

Concrete edge failure in direction x+** 20.000 46.785 43 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] 57.000 1.250 45.600 10.000

4.2 Pryout Strength (Concrete Breakout Strength controls)

Ac,N [mm2] A0c,N [mm2] y A,N ccr,N [mm] scr,N [mm] k4

154,944 82,944 1.868 144 288 2.000

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]

51.213 1.500 127.559 20.000

4.3 Concrete edge failure in direction x+

lf [mm] dnom [mm] kV a b 96 16.0 1.700 0.069 0.060

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

200 212,500 180,000 1.181

y s,V y h,V y a,V ec,V [mm] y ec,V y re,V y 90°,V 1.000 1.095 1.000 0 1.000 1.000 2.000

V0Rk,c [kN] gM,c VRd,c [kN] VSd [kN] 54.265 1.500 46.785 20.000

5 Displacements (highest loaded anchor)Short term loading:

NSk = 0.000 [kN] dN = 0.000 [mm]

VSk = 14.815 [kN] dV = 0.593 [mm]

dNV = 0.593 [mm]Long term loading:

NSk = 0.000 [kN] dN = 0.000 [mm]

VSk = 14.815 [kN] dV = 0.889 [mm]

dNV = 0.889 [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!

Page 88: M STATIK s.p. - domzale.si Rodica_PZI_gradbene... · Temelji Nosilna konstrukcija objekta je temeljena na armiranobetonski temeljni plošči, debeline d = 25cm (POZ Tp). Plošča

www.hilti.at Profis Anchor 2.8.3

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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6 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 anchor 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! 

• 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.

• Bore hole cleaning must be performed according to instructions for use (blow twice with oil-free compressed air (min. 6 bar), brush twice, blow twice with oil-free compressed air (min. 6 bar)).

• Characteristic bond resistances depend on short- and long-term temperatures.

• The design method fib (07/2011) assumes that no hole clearance between the anchors and the fixture is present. This can be achieved by filling the gap with mortar of sufficient compressive strength (e.g. by using the HILTI Seismic/Filling set) or by other suitable means

• The compliance with current standards (e.g. EC3) is the responsibility of the user

• Checking the transfer of loads into the base material is required in accordance with fib (07/2011)!

Fastening meets the design criteria!

Page 89: M STATIK s.p. - domzale.si Rodica_PZI_gradbene... · Temelji Nosilna konstrukcija objekta je temeljena na armiranobetonski temeljni plošči, debeline d = 25cm (POZ Tp). Plošča

www.hilti.at Profis Anchor 2.8.3

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:

|

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

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31.10.2019

Coordinates Anchor [mm]

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

1 0 -125 400 200 - -

2 0 125 400 200 - -

7 Installation dataAnchor plate, steel: - Anchor type and diameter: HIT-HY 200-A + HIT-Z-R M16

Profile: Rectangular hollow; (L x W x T) = 200 mm x 100 mm x 6 mm Installation torque: 0.080 kNmHole diameter in the fixture (pre-setting) : df = 18 mm Hole diameter in the base material: 18 mmHole diameter in the fixture (through fastening) : df = 20 mm Hole depth in the base material: 105 mmPlate thickness (input): 15 mm Minimum thickness of the base material: 141 mmRecommended plate thickness: not calculatedDrilling method: Core drilledCleaning: Compressed air cleaning of the drilled hole according to instructions for use is required

7.1 Recommended accessories

Drilling Cleaning Setting• Diamond core rig, as per approval • - • Dispenser including cassette and mixer

• Seismic/Filling set• Torque wrench

1

2

100 100

2525

025

x

y

100 100

150

150

Page 90: M STATIK s.p. - domzale.si Rodica_PZI_gradbene... · Temelji Nosilna konstrukcija objekta je temeljena na armiranobetonski temeljni plošči, debeline d = 25cm (POZ Tp). Plošča

www.hilti.at Profis Anchor 2.8.3

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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31.10.2019

8 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.

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M STATIK s.p. S T A T I Č N I R A Č U N

4.0 ARMIRANO BETONSKA podporna konstrukcije OPZ 1 - 4 4.1. Obtežba Oporni zid: Lastna: Lastna teža = ----------------------------------------------------- Obtežba zemljine: zemljina = predpostavljeno γ = 20 kN/m3, φ = 30°, c = 0 ----------------------------------------------------- Koristna obtežba: nadstrešek = ----------------------------------------------------- 4.2. Obremenitev in dimenzioniranje Obremenitve in dimenzije so izračunane s programom " FINE SOFTWARE »Cantilever wall«".

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M statik, Matevž Govekar s.p.Matevž Govekar u.d.i.g.

1[GEO5 - Cantilever Wall | version 5.19.35.0 | hardware key 9182 / 1 | STATIK d.o.o. | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

[Geoportal d.o.o. | | [email protected]| http://www.geoportal.si]

Cantilever wall analysisInput dataProjectDate : 15.9.2015SettingsSlovenia - EN 1997Materials and standardsConcrete structures :Coefficients EN 1992-1-1 :

EN 1992-1-1 (EC2)standard

Wall analysisActive earth pressure calculation :Passive earth pressure calculation :Earthquake analysis :Shape of earth wedge :Base key :Allowable eccentricity :Verification methodology :Design approach :

CoulombCaquot-KeriselMononobe-OkabeCalculate as skewThe base key is considered as inclined footing bottom0.333according to EN 19972 - reduction of actions and resistances

Partial factors on actions (A)Permanent design situation

Permanent actions :Variable actions :Water load :

gG =gQ =gw =

Unfavourable1.351.501.35

[–][–][–]

Favourable1.000.00

[–][–]

Partial factors for resistances (R)Permanent design situation

Partial factor on overturning :Partial factor on sliding resistance :Partial factor on bearing capacity :

gRe =gRh =gRv =

1.401.101.40

[–][–][–]

Partial factors for variable actionsPermanent design situation

Factor for combination value :Factor for frequent value :Factor for quasi-permanent value :

y0 =y1 =y2 =

0.700.500.30

[–][–][–]

Material of structureUnit weight g = 25.00 kN/m3Analysis of concrete structures carried out according to the standard EN 1992-1-1 (EC2).

Concrete : C 25/30Cylinder compressive strengthTensile strength

fckfctm

==

25.002.60

MPaMPa

Longitudinal steel : B500Yield strength fyk = 500.00 MPa

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M statik, Matevž Govekar s.p.Matevž Govekar u.d.i.g.

2[GEO5 - Cantilever Wall | version 5.19.35.0 | hardware key 9182 / 1 | STATIK d.o.o. | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

[Geoportal d.o.o. | | [email protected]| http://www.geoportal.si]

Geometry of structure

No.Coordinate

X [m]DepthZ [m]

12345678

0.000.000.800.80

-0.35-0.35-0.20-0.20

0.002.702.703.003.002.702.700.00

The origin [0,0] is located at the most upper right point of the wall.Wall section area = 0.88 m2.

Name : Geometrija Stage - analysis : 1 - 0

3.00 3.00 3.00 3.00

1.15 1.15

0.20 0.20

2.70 2.70

0.30 0.30

0.15 0.15 0.80 0.80

0.00:1

Basic soil parameters

No. Name Patternjef[°]

cef[kPa]

g[kN/m3]

gsu[kN/m3]

d[°]

1 zemljina 30.00 1.00 20.00 10.00 6.00

All soils are considered as cohesionless for at rest pressure analysis.

Soil parameterszemljinaUnit weight :Stress-state :Angle of internal friction :Cohesion of soil :

geffectivejefcef

=

==

20.00

30.001.00

kN/m3

°kPa

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M statik, Matevž Govekar s.p.Matevž Govekar u.d.i.g.

3[GEO5 - Cantilever Wall | version 5.19.35.0 | hardware key 9182 / 1 | STATIK d.o.o. | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

[Geoportal d.o.o. | | [email protected]| http://www.geoportal.si]

Angle of friction struc.-soil :Soil :Saturated unit weight :

dcohesionlessgsat

=

=

6.00

20.00

°

kN/m3

Geological profile and assigned soils

No.Layer[m]

Assigned soil Pattern

1 - zemljina

FoundationType of foundation : soil from geological profile

Terrain profileTerrain behind the structure is flat.

Water influenceGround water table is located below the structure.

Resistance on front face of the structureResistance on front face of the structure: 1/3 pass., 2/3 at restSoil on front face of the structure - zemljinaAngle of friction struc.-soilSoil thickness in front of structure

dh

==

6.000.70

°m

Terrain in front of structure is flat.

Settings of the stage of constructionDesign situation : permanentThe wall is free to move. Active earth pressure is therefore assumed.

Verification No. 1Passive pressure on front face of the structure - partial results

LayerNo.

Thickness[m]

a[°]

jd[°]

cd[kPa]

g[kN/m3]

dd[°]

Kp Comment

123

0.400.000.30

0.0089.48(30.00)

0.00

30.0030.0030.00

1.001.001.00

20.0020.0020.00

-6.00-6.00-6.00

3.6851.5963.685

MODIFIED

Passive pressure distribution on front face of the structure

LayerNo.

Start [m]End [m]

sZ[kPa]

sW[kPa]

Pressure[kPa]

Hor. comp.[kPa]

Vert. comp.[kPa]

1

2

3

0.000.400.400.400.400.70

0.008.008.008.038.03

14.00

0.000.000.000.000.000.00

3.8433.3215.2915.3433.4255.43

3.8233.141.741.74

33.2455.13

-0.40-3.4815.1915.24-3.49-5.79

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M statik, Matevž Govekar s.p.Matevž Govekar u.d.i.g.

4[GEO5 - Cantilever Wall | version 5.19.35.0 | hardware key 9182 / 1 | STATIK d.o.o. | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

[Geoportal d.o.o. | | [email protected]| http://www.geoportal.si]

Pressure at rest on front face of the structure - partial results

LayerNo.

Thickness[m]

a[°]

jd[°]

cd[kPa]

g[kN/m3]

Kr Comment

123

0.400.000.30

0.0089.48(80.00)

0.00

30.0030.0030.00

1.001.001.00

20.0020.0020.00

0.5000.5000.500

MODIFIED

Pressure at rest distribution on front face of the structure

LayerNo.

Start [m]End [m]

sZ[kPa]

sW[kPa]

Pressure[kPa]

Hor. comp.[kPa]

Vert. comp.[kPa]

1

2

3

0.000.400.400.400.400.70

0.008.008.008.038.03

14.00

0.000.000.000.000.000.00

0.004.007.917.944.017.00

0.004.000.690.704.017.00

0.000.007.887.910.000.00

Active pressure behind the structure - partial results

LayerNo.

Thickness[m]

a[°]

jd[°]

cd[kPa]

g[kN/m3]

dd[°]

Ka Comment

1234

0.171.141.390.30

0.000.00

30.000.00

30.0030.0030.0030.00

1.001.001.001.00

20.0020.0020.0020.00

6.006.00

30.006.00

0.3160.3160.6670.316

Active pressure distribution behind the structure (without surcharge)

LayerNo.

Start [m]End [m]

sZ[kPa]

sW[kPa]

Pressure[kPa]

Hor. comp.[kPa]

Vert. comp.[kPa]

1

2

3

4

0.000.170.171.311.312.702.703.00

0.003.453.45

26.2926.2954.0054.0060.00

0.000.000.000.000.000.000.000.00

0.000.000.007.23

16.6635.1316.0017.90

0.000.000.007.198.33

17.5715.9117.80

0.000.000.000.76

14.4330.431.671.87

Forces acting on construction

Name Fhor[kN/m]

App.Pt.z [m]

Fvert[kN/m]

App.Pt.x [m]

Coeff.overtur.

Coeff.sliding

Coeff.stress

Weight - wallFF resistanceWeight - earth wedgeActive pressure

0.00-8.490.00

27.10

-1.07-0.25-0.76-0.94

22.13-0.7111.0832.04

0.380.050.620.80

1.0001.0001.0001.350

1.0001.0001.0001.350

1.3501.0001.3501.000

Verification of complete wallCheck for overturning stabilityResisting momentOverturning moment

MresMovr

==

35.4432.42

kNm/mkNm/m

Wall for overturning is SATISFACTORY

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M statik, Matevž Govekar s.p.Matevž Govekar u.d.i.g.

5[GEO5 - Cantilever Wall | version 5.19.35.0 | hardware key 9182 / 1 | STATIK d.o.o. | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

[Geoportal d.o.o. | | [email protected]| http://www.geoportal.si]

Check for slipResisting horizontal forceActive horizontal force

HresHact

==

40.1728.10

kN/mkN/m

Wall for slip is SATISFACTORY

Overall check - WALL is SATISFACTORY

Maximum stress in footing bottom : 166.86 kPa

Name : Kontrola prevrnitve in zdrsa Stage - analysis : 1 - 1

3.00 3.00 3.00 3.00

1.15 1.15

+x

+z

22.13

+x

+z

8.52+x

+z

11.08

+x

+z

41.96

Bearing capacity of foundation soilDesign load acting at the center of footing bottom

No.Moment[kNm/m]

Norm. force[kN/m]

Shear Force[kN/m]

Eccentricity[–]

Stress[kPa]

12

21.2826.36

76.1675.75

18.6228.10

0.2430.303

128.85166.86

Service load acting at the center of footing bottom

No.Moment[kNm/m]

Norm. force[kN/m]

Shear Force[kN/m]

1 19.91 64.54 18.62Verification of foundation soilEccentricity verificationMax. eccentricity of normal forceMaximum allowable eccentricity

eealw

==

0.3030.333

Eccentricity of the normal force is SATISFACTORY

Verification of bearing capacityDesign bearing capacity of foundation soilPartial factor on bearing capacity

RgRv

==

400.001.40

kPa

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M statik, Matevž Govekar s.p.Matevž Govekar u.d.i.g.

6[GEO5 - Cantilever Wall | version 5.19.35.0 | hardware key 9182 / 1 | STATIK d.o.o. | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

[Geoportal d.o.o. | | [email protected]| http://www.geoportal.si]

Max. stress at footing bottomBearing capacity of foundation soil

sRd

==

166.86285.71

kPakPa

Bearing capacity of foundation soil is SATISFACTORY

Overall verification - bearing capacity of found. soil is SATISFACTORY

Dimensioning No. 1Passive pressure on front face of the structure - partial results

LayerNo.

Thickness[m]

a[°]

jd[°]

cd[kPa]

g[kN/m3]

dd[°]

Kp Comment

123

0.400.000.30

0.0089.48(30.00)

0.00

30.0030.0030.00

1.001.001.00

20.0020.0020.00

-6.00-6.00-6.00

3.6851.5963.685

MODIFIED

Passive pressure distribution on front face of the structure

LayerNo.

Start [m]End [m]

sZ[kPa]

sW[kPa]

Pressure[kPa]

Hor. comp.[kPa]

Vert. comp.[kPa]

1

2

3

0.000.400.400.400.400.70

0.008.008.008.038.03

14.00

0.000.000.000.000.000.00

3.8433.3215.2915.3433.4255.43

3.8233.141.741.74

33.2455.13

-0.40-3.4815.1915.24-3.49-5.79

Pressure at rest on front face of the structure - partial results

LayerNo.

Thickness[m]

a[°]

jd[°]

cd[kPa]

g[kN/m3]

Kr Comment

123

0.400.000.30

0.0089.48(80.00)

0.00

30.0030.0030.00

1.001.001.00

20.0020.0020.00

0.5000.5000.500

MODIFIED

Pressure at rest distribution on front face of the structure

LayerNo.

Start [m]End [m]

sZ[kPa]

sW[kPa]

Pressure[kPa]

Hor. comp.[kPa]

Vert. comp.[kPa]

1

2

3

0.000.400.400.400.400.70

0.008.008.008.038.03

14.00

0.000.000.000.000.000.00

0.004.007.917.944.017.00

0.004.000.690.704.017.00

0.000.007.887.910.000.00

Active pressure behind the structure - partial results

LayerNo.

Thickness[m]

a[°]

jd[°]

cd[kPa]

g[kN/m3]

dd[°]

Ka Comment

1234

0.171.141.390.30

0.000.00

30.000.00

30.0030.0030.0030.00

1.001.001.001.00

20.0020.0020.0020.00

6.006.00

30.006.00

0.3160.3160.6670.316

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M statik, Matevž Govekar s.p.Matevž Govekar u.d.i.g.

7[GEO5 - Cantilever Wall | version 5.19.35.0 | hardware key 9182 / 1 | STATIK d.o.o. | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

[Geoportal d.o.o. | | [email protected]| http://www.geoportal.si]

Active pressure distribution behind the structure (without surcharge)

LayerNo.

Start [m]End [m]

sZ[kPa]

sW[kPa]

Pressure[kPa]

Hor. comp.[kPa]

Vert. comp.[kPa]

1

2

3

4

0.000.170.171.311.312.702.703.00

0.003.453.45

26.2926.2954.0054.0060.00

0.000.000.000.000.000.000.000.00

0.000.000.007.23

16.6635.1316.0017.90

0.000.000.007.198.33

17.5715.9117.80

0.000.000.000.76

14.4330.431.671.87

Forces acting on construction

Name Fhor[kN/m]

App.Pt.z [m]

Fvert[kN/m]

App.Pt.x [m]

Designcoefficient

Weight - wallWeight - earth wedgeActive pressureContact stress

0.000.00

27.100.00

-0.15-0.76-0.940.00

6.0011.0832.04

-27.90

0.750.620.800.53

1.3501.3501.0001.000

Back wall jump checkReinforcement and dimensions of the cross-sectionBar diameterNumber of barsReinforcement coverCross-section widthCross-section depth

=====

14.05

30.01.000.30

mm

mmmm

Reinforcement ratioPosition of neutral axisUltimate shear forceUltimate moment

rxVRdMRd

====

0.290.03

117.8984.65

%mkNkNm

><>>

0.140.16

27.2016.57

%mkNkNm

====

rminxmaxVEdMEd

Cross-section is SATISFACTORY.

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M STATIK s.p. S T A T I Č N I R A Č U N

5.0. POZ Nadstrešnica 2 5.1. Zasnova Steber cev 200/100/5 Primarni nosilec cev 200/100/5 Sekundarni nosilec cev 120/60/4 5.2. Obtežba POZ Nadstrešek stalna obtežba ------------------- kritina = 0,50 kN/m2 -------------------------------------------------------------------------------------------------------------- g = 0,50 kN/m2 sneg s = 1,20 kN/m2 ------- 5.3. Obremenitev in dimenzioniranje Obremenitve in dimenzionirane AB konstrukcije ter izračun armature so narejene s programom Dlubal » RSTAB «

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C O N T E N T S

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CONTENTS CONTENTS Graph. NAdstresek 2 1 Graph. Primarni okvir - precna sila V 6

Structure 2 Graph. Primarni okvir - upogibni moment M 71.3 Materials 2 Graph. Sekundarni nosilec - notranje sile 71.7 Nodal Supports 2 RF-STEEL EC3 81.13 Cross-sections 2 CA1 - Design of steel members 8

Loads 3 according to Eurocode 3 8 Load Cases 3 1.1.1 General Data 8 LC 1 - lastna teža 3 1.1.2 Details 8

Graph. Loads - lastna teža, Isometric 3 1.1.3 National Annex - SIST 8 LC 2 - stalna obtezba 4 1.2.1 Materials 9

Graph. Loads - stalna obtezba, Isometric 4 1.3.1 Cross-Sections 10 LC 3 - sneg 5 1.4 Lateral Intermediate Supports 10

Graph. Loads - sneg, Isometric 5 1.5 Effective Lengths - Members 10 Load groups 6 1.9 Fire Resistance - Members 10Results - Load Cases, Load Groups 6 Results 11

Graph. Primarni okvir - osna sila N 6 2.2 Design by Cross-Section 11

Isometric

NADSTRESEK 2

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STRUCTURE

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1.3 MATERIALS Material

No.Material

DescriptionE-ModulusE [kN/cm2]

G-ModulusG [kN/cm2]

Poisson's R. [-]

Sp. Weight [kN/m3]

Coeff. Thermal [1/°C]

Saf. FactorM [-]

1 Concrete C25/30 | DIN 1045- 2670.00 1110.00 0.200 25.00 1.0000E-05 1.0001:2008-08Material Model - Isotropic...

2 Steel S 235 | DIN 21000.00 8100.00 0.300 78.50 1.2000E-05 1.10018800:1990-11Material Model - Isotropic...

1.7 NODAL SUPPORTS Support

No. Nodes No.Rotation [°]

Sequen. about X about Y about ZColumn

In ZSupport Conditions

uX' uY' uZ' X' Y' Z'

1 12,83,85-87,91,92,94 XYZ 0.00 0.00 0.00

1.13 CROSS-SECTIONS Section

No.Cross-sectionDescription

Mater.No.

IT [cm4]A [cm2]

Iy [cm4]Ay [cm2]

Iz [cm4]Az [cm2]

2 Rectangle 200/200 1 22506.67 13333.33 13333.33400.00 333.33 333.33

3 Rectangle 200/800 1 179744.16 853333.31 53333.331600.00 1333.33 1333.33

4 Rectangle 200/760 1 169079.95 731626.69 50666.671520.00 1266.67 1266.67

5 RRO 200x100x5.6 2 1330.00 1610.00 546.0031.50 7.10 20.03

6 RRO 120x60x4 2 199.00 247.00 82.7013.50 2.99 8.54

7 RD 12 2 0.20 0.10 0.101.13 0.95 0.95

8 Rectangle 200/550 1 113115.16 277291.69 36666.661100.00 916.67 916.67

9 Rectangle 300/200 1 46947.82 20000.00 45000.00600.00 500.00 500.00

10 Rectangle 200/1000 1 233071.11 1666666.75 66666.672000.00 1666.67 1666.67

Rectangle 200/200 Rectangle 200/800

Rectangle 200/760 RRO 200x100x5.6

RRO 120x60x4 RD 12

Rectangle 200/550 Rectangle 300/200

Rectangle 200/1000

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LOADS

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LOAD CASES LCNo. LC Description LC Factor Property of load case Self-weight

Method ofAnalysis

1 lastna teža 1.0000 Permanent 1.00 Linear2 stalna obtezba 1.0000 Permanent - Linear3 sneg 1.0000 Variable - Linear

IsometricLC1: lastna teža

LOADS - LASTNA TEŽA, ISOMETRIC

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LOADS

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2.2 MEMBER LOADS LC2LC2stalna obtezba

No. Reference toOn members No.On sets of m. No.

LoadType

LoadDistribution

LoadDirection

ReferenceLength

Load ParametersSymbol Value Unit

1 Members 40 Force Uniform ZL True Length p 0.295 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

2 Members 41 Force Uniform ZL True Length p 0.295 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

3 Members 42 Force Uniform ZL True Length p 0.295 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

4 Members 43 Force Uniform ZL True Length p 0.295 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

5 Members 44 Force Uniform ZL True Length p 0.295 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

6 Members 45 Force Uniform ZL True Length p 0.295 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

7 Members 49 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

8 Members 50 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

9 Members 51 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

10 Members 52 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

11 Members 53 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

12 Members 54 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

13 Members 55 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

14 Members 56 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

15 Members 57 Force Uniform ZL True Length p 0.590 kN/m From area load p: 0.500 kN/m2 (direction: 'ZL')

0.295 0.590 0.590 0.590

0.295 0.295 0.590

0.590 0.590

0.295 0.295

0.590 0.590

0.590

0.295

IsometricLC2: stalna obtezba

LOADS - STALNA OBTEZBA, ISOMETRIC

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LOADS

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2.2 MEMBER LOADS LC3LC3sneg

No. Reference toOn members No.On sets of m. No.

LoadType

LoadDistribution

LoadDirection

ReferenceLength

Load ParametersSymbol Value Unit

1 Members 40 Force Uniform ZL True Length p 0.708 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

2 Members 41 Force Uniform ZL True Length p 0.708 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

3 Members 42 Force Uniform ZL True Length p 0.708 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

4 Members 43 Force Uniform ZL True Length p 0.708 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

5 Members 44 Force Uniform ZL True Length p 0.708 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

6 Members 45 Force Uniform ZL True Length p 0.708 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

7 Members 49 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

8 Members 50 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

9 Members 51 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

10 Members 52 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

11 Members 53 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

12 Members 54 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

13 Members 55 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

14 Members 56 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

15 Members 57 Force Uniform ZL True Length p 1.416 kN/m From area load p: 1.200 kN/m2 (direction: 'ZL')

0.708 1.416 1.416

1.416 0.708 0.708 1.416

1.416 1.416

0.708 0.708

1.416 1.416

1.416

0.708

IsometricLC3: sneg

LOADS - SNEG, ISOMETRIC

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LOADS

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LOAD GROUPS LGNo. LG-Description Factor Load Cases in LG

Method ofAnalysis

1 obtezba 1 1.0000 1.35*LC1 + 1.35*LC2 + 2nd Order1.5*LC3

-2.58

-2.64

-2.64

-19.48

-2.61-2.57

-2.59

-18.23

IsometricLG1: obtezba 1N

Values: Sigma-z [kN/m2]Max N: -2.55, Min N: -19.48 [kN]

PRIMARNI OKVIR - OSNA SILA N

12.828.46

1.300.89

-6.18

2.69

-6.59

-13.85

2.57

-14.24

IsometricLG1: obtezba 1V-z

Values: Sigma-z [kN/m2]Max V-z: 12.82, Min V-z: -14.24 [kN]

PRIMARNI OKVIR - PRECNA SILA V

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G R A P H I C S

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2.56

12.54

13.73 6.37

-10.21

-10.06

IsometricLG1: obtezba 1M-y

Values: Sigma-z [kN/m2]Max M-y: 13.73, Min M-y: -10.21 [kNm]

PRIMARNI OKVIR - UPOGIBNI MOMENT M

RFEM

LG1: obtezba 1

Internal forces - Nx[m]

N[kN]

max

min

0.000 0.01

4.413 0

0 1 2 3 4 5 6

M54 M53 M52

6.62 m

00.002

50.00

75

0.01

0.01

0.01

0.01

RFEM

LG1: obtezba 1

Internal forces - V-zx[m]

V-z[kN]

max

min

2.207 3.69

4.413 -3.69

0 1 2 3 4 5 6

M54 M53 M52

6.62 m

0-3

.8-2

.5-1

.31.3

2.5

3.8

-1.0

4

0.99

3.02

-2.0

3

2.03

-3.0

2

-0.9

9

1.04

-3.0

7

3.6

9

-3.6

9

3.07

RFEM

LG1: obtezba 1

Internal forces - M-yx[m]

M-y[kNm]

max

min

0.883 1.51

2.207 -1.02

0 1 2 3 4 5 6

M54 M53 M52

6.62 m

0-1

.0-0

.50.5

1.0

1.5

1.28

1.37

-0.0

3

0.17

0.77

0.17

-0.0

3

1.37

1.28

1.51

-1.0

2

SEKUNDARNI NOSILEC - NOTRANJE SILE

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RF-STEEL EC3

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1.1.1 GENERAL DATA RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Members to Design: 12-15,20-45,49-59

Ultimate Limit State DesignLoad Groups to Design: LG1 obtezba 1

1.1.2 DETAILS Stability AnalysisStability Check

Bending About the Major y-AxisEquivalent Member Method acc. to 6.3Include effects from second order theoryacc. to 5.2.2(4) by increasing bendingmoment

Bending About the Minor z-AxisEquivalent Member Method acc. to 6.3Include effects from second order theoryacc. to 5.2.2(4) by increasing bendingmoment

Determination of elastic critical moment for lateral-torsional bucklingFor members: Automatically by Eigenvalue Method

Load application of positive transverse On cross-section edge directed to shear center (e.g. top flange, destabilizing effect)loads:

Limit Load for Special CasesUnsymmetric cross-sections with compression and bendingMy,Ed / Mpl,y,Rd 0.01Mz,Ed / Mpl,z,Rd 0.01Nc,Ed / Npl 0.01

Non-Symmetrical Cross-Sections, Tapered Members or Sets of MembersMz,Ed / Mpl,z,Rd 0.05

Cross-Sections with Torsiont,Ed / t,Rd 0.05

Stability analysis method of sets of 6.3.4 General Methodmembers acc. to

OptionsElastic Design (also for cross-sections ofClass 1 or 2)

Member SlendernessesMembers with limitTension only: 300Compression / Flexure: 200

Design of WeldsAllow Design of Welds

Fire Design Settingstfi, requ [min] 60.00Unprotected Members t [s] 5.00Protected Members t [s] 30.00

Temperature Curve for Determination of Temperature of GasesNominal temperature curves Standard temperature-time curvec [W/m2K] 25.00

Thermal Actions for Temperature Analysis 1.00m 0.70f 1.00

Fire PropertiesM,fi 1.00

1.1.3 NATIONAL ANNEX - SIST Partial Factors acc. to 6.1, Note 2BFor resistance of cross-sections 1.00M0 :For resistance of members to buckling 1.00(assessed for checks in Clause 6.3)M1 :For resistance of cross-sections in tension1.25to fracture M2 :

Shear acc. to 6.2.6(3) and shear buckling acc. to EN 1993-1-5Factor : 1.20

Parameters for Lateral-Torsional BucklingImperfection coefficients of lateral-torsional buckling curves acc. to Table 6.3Buckling Curve a : 0.21Buckling Curve b : 0.34

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RF-STEEL EC3

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1.1.3 NATIONAL ANNEX - SIST Buckling Curve c : 0.49Buckling Curve d : 0.76

Use factor f for modification of LTaccording to 6.3.2.3(2)

Parameters for LT acc. to 6.3.2.3(1):Rolled I-SectionsLT,0 : 0.40 : 0.75

Welded I-SectionsLT,0 : 0.40 : 0.75

Determine lateral-torsional buckling If possible, acc. to 6.3.2.3, Eq. (6.57), otherwise acc. to 6.3.2.2, Eq. (6.56)curves:

Determine interaction factors for 6.3.3(4) 2 according to Annex Baccording to Method:

Serviceability Limits (Deflections) acc. to 7.2Combination of actions (Table A1.4 of EN 1990): CantileversCH : Characteristic L / 300 Lc / 150FR : Frequent L / 200 Lc / 100QP : Quasi-permanent L / 200 Lc / 100

General Method according to 6.3.4Use General Method also for non-I-sections

Always use General Method for stabilitydesign according to 6.3.4

Use Europan lateral-torsional bucklingcurve according to [5]

Use the method of Johannes CasparNaumes for assessing the out-of-planestability

Partial Factors acc. to 5.1For resistance of cross-sectionsM0 1.100For resistance of members to buckling (assessed for proofs in Clause 6.3)M1 1.100For resistance of cross-sections to fracture due to tension M2 1.250

Shear According to 5.6(2) and Shear Buckling 1.200

Parameters for Stability Design

Imperfection Coefficient BucklingCold formed open sections 0.490Hollow sections (welded or seamless) 0.490Welded open sections (about the major 0.490axis)Welded open sections (about the minor 0.760axis)Torsional and Lateral-Torsional BucklingAll structural members 0.340

Parameter for 0BucklingCold formed open sections 0.400Hollow sections (welded or seamless) 0.400Welded open sections (about the major 0.200axis)Welded open sections (about the minor 0.200axis)Torsional and Lateral-Torsional BucklingAll structural members 0.200

Imperfection Coefficient LTCold formed sections and hollow sections 0.340(welded and seamless)Welded open sections and other sections 0.760

1.2.1 MATERIALS Material

NoMaterial

Description Comment

2 Steel S 235

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RF-STEEL EC3

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1.3.1 CROSS-SECTIONS Cross-s.

NoMaterial

No Cross-section Description [mm] Comment

5 2 RRO 200x100x5.66 2 RRO 120x60x47 2 RD 12

Type General - only Class 3 and Class 4 possible

RRO 200x100x5.6 RRO 120x60x4

RD 12

1.4 LATERAL INTERMEDIATE SUPPORTS Member

NoLengthL [m]

Lateral Intermediate Supports [-]Number x1 x2 x3 x4 x5 x6 x7 x8 x9

41 2.207 5 0.167 0.333 0.500 0.667 0.83357 2.207 6 0.143 0.286 0.429 0.571 0.714 0.857

1.5 EFFECTIVE LENGTHS - MEMBERS Member

NoBucklingPossible

Buckling About Axis yPossible kcr,y Lcr,y [m]

Buckling About Axis zPossible kcr,z Lcr,z [m]

Lateral-torsional BucklingPossible kz kw Lw [m] LT [m]

12 1.00 0.200 1.00 0.200 1.0 1.0 0.200 0.20013 1.00 0.200 1.00 0.200 1.0 1.0 0.200 0.20014 1.00 0.200 1.00 0.200 1.0 1.0 0.200 0.20015 1.00 0.200 1.00 0.200 1.0 1.0 0.200 0.20020 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18021 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18022 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18023 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18024 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18025 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18026 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18027 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18028 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18029 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18030 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18031 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18032 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18033 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18034 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18035 1.00 1.180 1.00 1.180 1.0 1.0 1.180 1.18036 1.00 3.800 1.00 3.800 1.0 1.0 3.800 1.80037 1.00 3.800 1.00 3.800 1.0 1.0 3.800 1.80038 1.00 3.800 1.00 3.800 1.0 1.0 3.800 1.80039 1.00 3.800 1.00 3.800 1.0 1.0 3.800 1.80040 1.00 2.207 1.00 2.207 1.0 1.0 2.207 2.80741 1.00 2.207 1.00 0.368 1.0 1.0 2.207 2.80742 1.00 2.207 1.00 2.207 1.0 1.0 2.207 2.80743 1.00 2.207 1.00 2.207 1.0 1.0 2.207 2.80744 1.00 2.207 1.00 2.207 1.0 1.0 2.207 2.80745 1.00 2.207 1.00 2.207 1.0 1.0 2.207 2.80749 1.00 2.207 1.00 2.207 1.0 1.0 2.207 2.80750 1.00 2.207 1.00 2.207 1.0 1.0 2.207 2.80751 1.00 2.207 1.00 2.207 1.0 1.0 2.207 2.80752 1.00 2.207 1.00 2.207 1.0 1.0 2.207 2.80753 1.00 2.207 1.00 2.207 1.0 1.0 2.207 2.80754 1.00 2.207 1.00 2.207 1.0 1.0 2.207 2.80755 1.00 2.207 1.00 2.207 1.0 1.0 2.207 2.80756 1.00 2.207 1.00 2.207 1.0 1.0 2.207 2.80757 1.00 2.207 1.00 0.315 1.0 1.0 2.207 2.80758 1.00 4.394 1.00 4.394 1.0 1.0 4.394 3.334

Member of this type is not allowed for stability calculation.59 1.00 4.394 1.00 4.394 1.0 1.0 4.394 3.334

Member of this type is not allowed for stability calculation.

1.9 FIRE RESISTANCE - MEMBERS

No. Members No.Fire

ExposureFire

ProtectionProtection

TypeUnit massp [kg/m3]

Thermal Cond.p [W/K]

Specific Heatcp[J/(kg*K)]

Thicknessdp [mm]

1 7,8 All Sides Spray 300.000 0.120 1200.000 10.000

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

5 RRO 200x100x5.6

38 3.800 LG1 0.03 1 102) Cross-Section Check - Compression acc. to 6.2.4Design Internal Forces NEd -19.48 kN Vz,Ed 2.69 kN My,Ed 0.00 kNm Vy,Ed -0.01 kN TEd 0.00 kNm Mz,Ed 0.02 kNmCross-section Classification - Class 1 f,1 64.164 w 0.520 f,A -0.61 kN/cm2 f,2 73.886 f-yd,1 24.00 kN/cm2

f,B -0.63 kN/cm2 f,3 116.413 f-yd,2 24.00 kN/cm2

cf 77.6 mm (c/t)f 13.857 w 1.000 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 67.968 NEd -19.48 kN w,A -0.63 kN/cm2 w,2 78.267 f 0.547 w,B -0.63 kN/cm2 w,3 41.560 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 -22.76 kN/cm2 tw 5.6 mm Classw 1 f -0.948 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -19.48 kNDesign Ratio Nc,Ed 19.48 kN fy 24.00 kN/cm2 Nc,Rd 756.00 kN A 31.50 cm2 M0 1.000 0.03

21 1.180 LG1 0.14 1 111) Cross-Section Check - Bending about y-axis acc. to 6.2.5- Class 1 or 2

Design Internal Forces NEd -1.27 kN Vz,Ed 0.25 kN My,Ed 6.51 kNm Vy,Ed 0.00 kN TEd 0.00 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 70.737 w 0.501 f,A -4.09 kN/cm2 f,2 81.455 f-yd,1 24.00 kN/cm2

f,B -4.09 kN/cm2 f,3 41.562 f-yd,2 -23.91 kN/cm2

cf 77.6 mm (c/t)f 13.857 w -0.996 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.023 NEd -1.27 kN w,A -3.63 kN/cm2 w,2 81.784 f 0.503 w,B 3.55 kN/cm2 w,3 121.810 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 24.00 kN/cm2 tw 5.6 mm Classw 1 f 1.000 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -1.27 kNDesign Ratio My,Ed 6.51 kNm Mpl,y,Rd 48.16 kNm vz 0.001 Wpl,y 200.68 cm3 Vz,Ed 0.25 kN Mc,y,Rd 48.16 kNm fy 24.00 kN/cm2 Av,z 21.00 cm2 0.14 M0 1.000 Vpl,z,Rd 290.98 kN

23 1.180 LG1 0.02 1 121) Cross-Section Check - Shear Force in z-axis acc. to 6.2.6Design Internal Forces NEd -1.25 kN Vz,Ed -6.48 kN My,Ed -4.66 kNm Vy,Ed 0.00 kN TEd 0.00 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 70.743 w 0.501 f,A -2.94 kN/cm2 f,2 81.462 f-yd,1 24.00 kN/cm2

f,B -2.94 kN/cm2 f,3 41.573 f-yd,2 -23.89 kN/cm2

cf 77.6 mm (c/t)f 13.857 w -0.995 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.025 NEd -1.25 kN w,A 2.53 kN/cm2 w,2 81.787 f 0.503 w,B -2.61 kN/cm2 w,3 121.689 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 23.98 kN/cm2 tw 5.6 mm Classw 1 f 0.999 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -1.25 kNDesign Ratio Vz,Ed 6.48 kN fy 24.00 kN/cm2 Vpl,z,Rd 290.98 kN Av,z 21.00 cm2 M0 1.000 0.02

12 0.000 LG1 0.00 1 126) Cross-Section Check - Shear Buckling acc. to 6.2.6(6)Design Internal Forces NEd -1.25 kN Vz,Ed 5.50 kN My,Ed 0.00 kNm Vy,Ed 0.00 kN TEd 0.00 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

f,1 70.744 w 1.000 f,A -0.04 kN/cm2 f,2 81.463 f-yd,1 24.00 kN/cm2

f,B -0.04 kN/cm2 f,3 121.844 f-yd,2 24.00 kN/cm2

cf 77.6 mm (c/t)f 13.857 w 1.000 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 32.654 NEd -1.25 kN w,A -0.04 kN/cm2 w,2 37.602 f 0.503 w,B -0.04 kN/cm2 w,3 41.560 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 -23.92 kN/cm2 tw 5.6 mm Classw 1 f -0.997 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -1.25 kNDesign Ratio hw 177.6 mm 0.990 hw/tw 31.71 tw 5.6 mm 1.200 fy 24.00 kN/cm2 72/ 59.37

24 0.787 LG1 0.01 1 131) Cross-Section Check - Torsion acc. to 6.2.7Design Internal Forces NEd -2.60 kN Vz,Ed 8.59 kN My,Ed 9.19 kNm Vy,Ed 0.00 kN TEd -0.30 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 70.213 w 0.503 f,A -5.79 kN/cm2 f,2 80.851 f-yd,1 24.00 kN/cm2

f,B -5.79 kN/cm2 f,3 41.576 f-yd,2 -23.79 kN/cm2

cf 77.6 mm (c/t)f 13.857 w -0.991 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 70.791 NEd -2.60 kN w,A -5.15 kN/cm2 w,2 81.517 f 0.506 w,B 4.98 kN/cm2 w,3 121.228 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 23.97 kN/cm2 tw 5.6 mm Classw 1 f 0.999 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -2.60 kNDesign Ratio TEd 0.30 kNm t,Ed 0.15 kN/cm2 Rd 13.86 kN/cm2

Ac 183.51 cm2 fy 24.00 kN/cm2 0.01 tmin 5.6 mm M0 1.000

27 1.180 LG1 0.05 1 132) Cross-Section Check - Torsion and Shear Force acc. to6.2.7(9)

Design Internal Forces NEd -2.59 kN Vz,Ed -14.24 kN My,Ed -10.21 kNm Vy,Ed 0.00 kN TEd 0.24 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 70.217 w 0.503 f,A -6.42 kN/cm2 f,2 80.856 f-yd,1 24.00 kN/cm2

f,B -6.42 kN/cm2 f,3 41.562 f-yd,2 -23.83 kN/cm2

cf 77.6 mm (c/t)f 13.857 w -0.993 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 70.793 NEd -2.59 kN w,A 5.55 kN/cm2 w,2 81.519 f 0.506 w,B -5.71 kN/cm2 w,3 121.411 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 24.00 kN/cm2 tw 5.6 mm Classw 1 f 1.000 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -2.59 kNDesign Ratio Vz,Ed 14.24 kN Vpl,z,Rd 290.98 kN t,Ed 0.12 kN/cm2

Av,z 21.00 cm2 TEd 0.24 kNm Vpl,z,T,Rd 288.49 kN fy 24.00 kN/cm2 Ac 183.51 cm2 0.05 M0 1.000 t 5.6 mm

21 1.180 LG1 0.14 1 141) Cross-Section Check - Bending and Shear Force acc. to6.2.5 and 6.2.8

Design Internal Forces NEd -1.27 kN Vz,Ed 0.25 kN My,Ed 6.51 kNm Vy,Ed 0.00 kN TEd 0.00 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 70.737 w 0.501 f,A -4.09 kN/cm2 f,2 81.455 f-yd,1 24.00 kN/cm2

f,B -4.09 kN/cm2 f,3 41.562 f-yd,2 -23.91 kN/cm2

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RF-STEEL EC3

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

cf 77.6 mm (c/t)f 13.857 w -0.996 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.023 NEd -1.27 kN w,A -3.63 kN/cm2 w,2 81.784 f 0.503 w,B 3.55 kN/cm2 w,3 121.810 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 24.00 kN/cm2 tw 5.6 mm Classw 1 f 1.000 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -1.27 kNDesign Ratio My,Ed 6.51 kNm Mpl,y,Rd 48.16 kNm vz 0.001 Wpl,y 200.68 cm3 Vz,Ed 0.25 kN Mc,y,Rd 48.16 kNm fy 24.00 kN/cm2 Av,z 21.00 cm2 0.14 M0 1.000 Vpl,z,Rd 290.98 kN

38 0.000 LG1 0.23 1 181) Cross-Section Check - Bending, Shear and Axial Forceacc. to 6.2.9.1

Design Internal Forces NEd -18.23 kN Vz,Ed 2.57 kN My,Ed -10.06 kNm Vy,Ed -0.01 kN TEd 0.00 kNm Mz,Ed -0.03 kNmCross-section Classification - Class 1 f,1 64.577 w 0.519 f,A -6.85 kN/cm2 f,2 74.361 f-yd,1 24.00 kN/cm2

f,B -6.81 kN/cm2 f,3 41.656 f-yd,2 -22.60 kN/cm2

cf 77.6 mm (c/t)f 13.857 w -0.942 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 68.170 NEd -18.23 kN w,A 4.94 kN/cm2 w,2 78.499 f 0.544 w,B -6.16 kN/cm2 w,3 115.690 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 23.83 kN/cm2 tw 5.6 mm Classw 1 f 0.993 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -18.23 kNDesign Ratio My,Ed 10.06 kNm Vpl,z,Rd 290.98 kN Npl,Rd 756.00 kN Wpl,y 200.68 cm3 vz 0.009 n 0.024 fy 24.00 kN/cm2 A 31.50 cm2 MN,pl,y,Rd 48.16 kNm M0 1.000 b 100.0 mm My 0.21 Mpl,y,Rd 48.16 kNm t 5.6 mm 0.23 Vz,Ed 2.57 kN aw 0.500 Av,z 21.00 cm2 NEd -18.23 kN

26 0.000 LG1 0.29 1 186) Cross-Section Check - Bending, Shear, Torsion and AxialForce acc. to 6.2.9.1

Design Internal Forces NEd -2.64 kN Vz,Ed -6.18 kN My,Ed 13.73 kNm Vy,Ed 0.00 kN TEd 0.22 kNm Mz,Ed 0.01 kNmCross-section Classification - Class 1 f,1 70.197 w 0.503 f,A -8.61 kN/cm2 f,2 80.833 f-yd,1 24.00 kN/cm2

f,B -8.62 kN/cm2 f,3 41.578 f-yd,2 -23.79 kN/cm2

cf 77.6 mm (c/t)f 13.857 w -0.991 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 70.784 NEd -2.64 kN w,A -7.66 kN/cm2 w,2 81.509 f 0.506 w,B 7.48 kN/cm2 w,3 121.188 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 23.97 kN/cm2 tw 5.6 mm Classw 1 f 0.999 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -2.64 kNDesign Ratio My,Ed 13.73 kNm TEd 0.22 kNm t 5.6 mm Wpl,y 200.68 cm3 Ac 183.51 cm2 aw 0.500 fy 24.00 kN/cm2 tV,z 5.6 mm NEd -2.64 kN M0 1.000 t,Ed 0.10 kN/cm2 Npl,Rd 756.00 kN Mpl,y,Rd 48.16 kNm Vpl,z,T,Rd 288.78 kN n 0.003 Vz,Ed 6.18 kN vz,T 0.021 MN,pl,y,Rd 48.16 kNm Av,z 21.00 cm2 A 31.50 cm2 My 0.29 Vpl,z,Rd 290.98 kN b 100.0 mm 0.29

38 3.800 LG1 0.03 1 301) Stability Analysis - Flexural Buckling about y-axis acc. to6.3.1.1 and 6.3.1.2(4)

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

Design Internal Forces NEd -19.48 kN Vz,Ed 2.69 kN My,Ed 0.00 kNm Vy,Ed -0.01 kN TEd 0.00 kNm Mz,Ed 0.02 kNmCross-section Classification - Class 1 f,1 64.164 w 0.520 f,A -0.61 kN/cm2 f,2 73.886 f-yd,1 24.00 kN/cm2

f,B -0.63 kN/cm2 f,3 116.413 f-yd,2 24.00 kN/cm2

cf 77.6 mm (c/t)f 13.857 w 1.000 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 67.968 NEd -19.48 kN w,A -0.63 kN/cm2 w,2 78.267 f 0.547 w,B -0.63 kN/cm2 w,3 41.560 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 -22.76 kN/cm2 tw 5.6 mm Classw 1 f -0.948 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -19.48 kNDesign Ratio E 21000.00 kN/cm2 Ncr,y 2310.88 kN M1 1.000 Iy 1610.00 cm4 A 31.50 cm2 NEd 19.48 kN Lcr,y 3.800 m fy 24.00 kN/cm2 N,cr 0.008

38 3.800 LG1 0.04 1 311) Stability Analysis - Flexural Buckling about z-axis acc. to6.3.1.1 and 6.3.1.2(4)

Design Internal Forces NEd -19.48 kN Vz,Ed 2.69 kN My,Ed 0.00 kNm Vy,Ed -0.01 kN TEd 0.00 kNm Mz,Ed 0.02 kNmCross-section Classification - Class 1 f,1 64.164 w 0.520 f,A -0.61 kN/cm2 f,2 73.886 f-yd,1 24.00 kN/cm2

f,B -0.63 kN/cm2 f,3 116.413 f-yd,2 24.00 kN/cm2

cf 77.6 mm (c/t)f 13.857 w 1.000 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 67.968 NEd -19.48 kN w,A -0.63 kN/cm2 w,2 78.267 f 0.547 w,B -0.63 kN/cm2 w,3 41.560 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 -22.76 kN/cm2 tw 5.6 mm Classw 1 f -0.948 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -19.48 kNDesign Ratio E 21000.00 kN/cm2 Ncr,z 783.69 kN M1 1.000 Iz 546.00 cm4 A 31.50 cm2 NEd 19.48 kN Lcr,z 3.800 m fy 24.00 kN/cm2 N,cr 0.025

25 1.180 LG1 0.28 1 364) Stability Analysis - Bending and Compression acc. to6.3.3, Method 2

Design Internal Forces NEd -2.64 kN Vz,Ed 0.89 kN My,Ed 13.70 kNm Vy,Ed 0.00 kN TEd -0.11 kNm Mz,Ed 0.01 kNmCross-section Classification - Class 1 f,1 70.194 w 0.503 f,A -8.59 kN/cm2 f,2 80.830 f-yd,1 24.00 kN/cm2

f,B -8.60 kN/cm2 f,3 41.575 f-yd,2 -23.79 kN/cm2

cf 77.6 mm (c/t)f 13.857 w -0.991 tf 5.6 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 70.783 NEd -2.64 kN w,A -7.64 kN/cm2 w,2 81.507 f 0.506 w,B 7.46 kN/cm2 w,3 121.226 f-yd,1 24.00 kN/cm2 cw 177.6 mm (c/t)w 31.714 f-yd,2 23.97 kN/cm2 tw 5.6 mm Classw 1 f 0.999 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd -2.64 kNDesign Ratio E 21000.00 kN/cm2 z 0.976 Ai 31.50 cm2

Iy 1610.00 cm4 Type Non-sway NRk 756.00 kN Lcr,y 1.180 m Diagr My 1) Linear M1 1.000 Ncr,y 23965.20 kN y 0.906 Ny 0.00 A 31.50 cm2 Cmy 0.962 Nz 0.00 fy 24.00 kN/cm2 Type Non-sway My,Ed 13.70 kNm _y 0.178 Diagr Mz 1) Linear Wy 200.68 cm3

y 1.000 z 0.866 My,Rk 48.16 kNm Iz 546.00 cm4 Cmz 0.946 My 0.28

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RF-STEEL EC3

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

Lcr,z 1.180 m Component rsion. Rigid Mz,Ed 0.01 kNm Ncr,z 8127.33 kN kyy 0.962 Wz 123.85 cm3

_z 0.305 kyz 0.568 Mz,Rk 29.73 kNm BCz a kzy 0.577 Mz 0.00 z 0.210 kzz 0.947 1 0.28 z 0.558 NEd 2.64 kN 2 0.17

6 RRO 120x60x4

56 0.000 LG1 0.09 1 111) Cross-Section Check - Bending about y-axis acc. to 6.2.5- Class 1 or 2

Design Internal Forces NEd 0.00 kN Vz,Ed 3.38 kN My,Ed -1.13 kNm Vy,Ed 0.02 kN TEd 0.00 kNm Mz,Ed 0.01 kNmCross-section Classification - Class 1 f,1 71.249 w 0.500 f,A -2.73 kN/cm2 f,2 82.134 f-yd,1 24.00 kN/cm2

f,B -2.76 kN/cm2 f,3 41.723 f-yd,2 -23.62 kN/cm2

cf 48.8 mm (c/t)f 12.199 w -0.984 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.247 NEd 0.00 kN w,A 2.47 kN/cm2 w,2 82.132 f 0.500 w,B -2.51 kN/cm2 w,3 120.371 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 23.72 kN/cm2 tw 4.0 mm Classw 1 f 0.988 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd 0.00 kNDesign Ratio My,Ed 1.13 kNm Mpl,y,Rd 12.35 kNm vz 0.027 Wpl,y 51.47 cm3 Vz,Ed 3.38 kN Mc,y,Rd 12.35 kNm fy 24.00 kN/cm2 Av,z 9.00 cm2 0.09 M0 1.000 Vpl,z,Rd 124.71 kN

50 0.000 LG1 0.03 1 121) Cross-Section Check - Shear Force in z-axis acc. to 6.2.6Design Internal Forces NEd 0.00 kN Vz,Ed 3.38 kN My,Ed -1.07 kNm Vy,Ed -0.01 kN TEd 0.00 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 71.248 w 0.500 f,A -2.62 kN/cm2 f,2 82.133 f-yd,1 24.00 kN/cm2

f,B -2.60 kN/cm2 f,3 41.692 f-yd,2 -23.69 kN/cm2

cf 48.8 mm (c/t)f 12.199 w -0.987 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.247 NEd 0.00 kN w,A 2.35 kN/cm2 w,2 82.132 f 0.500 w,B -2.38 kN/cm2 w,3 120.714 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 23.77 kN/cm2 tw 4.0 mm Classw 1 f 0.990 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd 0.00 kNDesign Ratio Vz,Ed 3.38 kN fy 24.00 kN/cm2 Vpl,z,Rd 124.71 kN Av,z 9.00 cm2 M0 1.000 0.03

40 0.000 LG1 0.00 1 126) Cross-Section Check - Shear Buckling acc. to 6.2.6(6)Design Internal Forces NEd 0.00 kN Vz,Ed 1.34 kN My,Ed 0.00 kNm Vy,Ed 0.00 kN TEd 0.15 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 71.245 w 0.500 f,A 0.01 kN/cm2 f,2 82.039 f-yd,1 24.00 kN/cm2

f,B -0.01 kN/cm2 f,3 121.817 f-yd,2 23.94 kN/cm2

cf 48.8 mm (c/t)f 12.199 w 0.997 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.246 NEd 0.00 kN w,A -0.01 kN/cm2 w,2 82.040 f 0.500 w,B -0.01 kN/cm2 w,3 41.596 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 -23.91 kN/cm2 tw 4.0 mm Classw 1 f -0.996 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd 0.00 kNDesign Ratio

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RF-STEEL EC3

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

hw 108.8 mm 0.990 hw/tw 27.20 tw 4.0 mm 1.200 fy 24.00 kN/cm2 72/ 59.37

41 0.000 LG1 0.03 1 131) Cross-Section Check - Torsion acc. to 6.2.7Design Internal Forces NEd 0.00 kN Vz,Ed 1.41 kN My,Ed 0.00 kNm Vy,Ed 0.00 kN TEd -0.24 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 71.247 w 0.500 f,A 0.00 kN/cm2 f,2 82.132 f-yd,1 24.00 kN/cm2

f,B 0.00 kN/cm2 f,3 123.233 f-yd,2 23.92 kN/cm2

cf 48.8 mm (c/t)f 12.199 w 0.997 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.247 NEd 0.00 kN w,A 0.00 kN/cm2 w,2 82.132 f 0.500 w,B 0.00 kN/cm2 w,3 41.604 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 -24.10 kN/cm2 tw 4.0 mm Classw 1 f -1.004 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd 0.00 kNDesign Ratio TEd 0.24 kNm t,Ed 0.45 kN/cm2 Rd 13.86 kN/cm2

Ac 64.96 cm2 fy 24.00 kN/cm2 0.03 tmin 4.0 mm M0 1.000

55 2.207 LG1 0.03 1 132) Cross-Section Check - Torsion and Shear Force acc. to6.2.7(9)

Design Internal Forces NEd 0.00 kN Vz,Ed -3.88 kN My,Ed -1.10 kNm Vy,Ed -0.02 kN TEd 0.17 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 71.246 w 0.500 f,A -2.67 kN/cm2 f,2 82.131 f-yd,1 24.00 kN/cm2

f,B -2.69 kN/cm2 f,3 41.673 f-yd,2 -23.73 kN/cm2

cf 48.8 mm (c/t)f 12.199 w -0.989 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.246 NEd 0.00 kN w,A 2.41 kN/cm2 w,2 82.131 f 0.500 w,B -2.44 kN/cm2 w,3 120.938 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 23.80 kN/cm2 tw 4.0 mm Classw 1 f 0.992 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd 0.00 kNDesign Ratio Vz,Ed 3.88 kN Vpl,z,Rd 124.71 kN t,Ed 0.33 kN/cm2

Av,z 9.00 cm2 TEd 0.17 kNm Vpl,z,T,Rd 121.77 kN fy 24.00 kN/cm2 Ac 64.96 cm2 0.03 M0 1.000 t 4.0 mm

56 0.000 LG1 0.09 1 141) Cross-Section Check - Bending and Shear Force acc. to6.2.5 and 6.2.8

Design Internal Forces NEd 0.00 kN Vz,Ed 3.38 kN My,Ed -1.13 kNm Vy,Ed 0.02 kN TEd 0.00 kNm Mz,Ed 0.01 kNmCross-section Classification - Class 1 f,1 71.249 w 0.500 f,A -2.73 kN/cm2 f,2 82.134 f-yd,1 24.00 kN/cm2

f,B -2.76 kN/cm2 f,3 41.723 f-yd,2 -23.62 kN/cm2

cf 48.8 mm (c/t)f 12.199 w -0.984 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.247 NEd 0.00 kN w,A 2.47 kN/cm2 w,2 82.132 f 0.500 w,B -2.51 kN/cm2 w,3 120.371 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 23.72 kN/cm2 tw 4.0 mm Classw 1 f 0.988 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd 0.00 kNDesign Ratio My,Ed 1.13 kNm Mpl,y,Rd 12.35 kNm vz 0.027 Wpl,y 51.47 cm3 Vz,Ed 3.38 kN Mc,y,Rd 12.35 kNm fy 24.00 kN/cm2 Av,z 9.00 cm2 0.09

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RF-STEEL EC3

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

M0 1.000 Vpl,z,Rd 124.71 kN

52 0.883 LG1 0.12 1 146) Cross-Section Check - Bending, Shear Force and Torsionacc. to 6.2.5 to 6.2.8

Design Internal Forces NEd 0.01 kN Vz,Ed 0.36 kN My,Ed 1.51 kNm Vy,Ed 0.00 kN TEd 0.04 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 71.252 w 0.500 f,A -3.67 kN/cm2 f,2 82.138 f-yd,1 24.00 kN/cm2

f,B -3.67 kN/cm2 f,3 41.569 f-yd,2 -23.98 kN/cm2

cf 48.8 mm (c/t)f 12.199 w -0.999 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.249 NEd 0.01 kN w,A -3.33 kN/cm2 w,2 82.134 f 0.500 w,B 3.33 kN/cm2 w,3 122.138 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 23.98 kN/cm2 tw 4.0 mm Classw 1 f 0.999 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd 0.01 kNDesign Ratio My,Ed 1.51 kNm Vz,Ed 0.36 kN t 4.0 mm Wpl,y 51.47 cm3 Av,z 9.00 cm2 t,Ed 0.07 kN/cm2

fy 24.00 kN/cm2 Vpl,z,Rd 124.71 kN Vpl,z,T,Rd 124.09 kN M0 1.000 TEd 0.04 kNm vz,T 0.003 Mpl,y,Rd 12.35 kNm Ac 64.96 cm2 0.12

52 2.207 LG1 0.12 1 364) Stability Analysis - Bending and Compression acc. to6.3.3, Method 2

Design Internal Forces NEd 0.00 kN Vz,Ed -3.69 kN My,Ed -0.69 kNm Vy,Ed 0.00 kN TEd 0.04 kNm Mz,Ed 0.00 kNmCross-section Classification - Class 1 f,1 71.245 w 0.500 f,A -1.69 kN/cm2 f,2 82.039 f-yd,1 24.00 kN/cm2

f,B -1.69 kN/cm2 f,3 41.578 f-yd,2 -23.96 kN/cm2

cf 48.8 mm (c/t)f 12.199 w -0.998 tf 4.0 mm Classf 1 w 0.990 fyd,f 24.00 kN/cm2 w,1 71.245 NEd 0.00 kN w,A 1.53 kN/cm2 w,2 82.040 f 0.500 w,B -1.53 kN/cm2 w,3 122.026 f-yd,1 24.00 kN/cm2 cw 108.8 mm (c/t)w 27.199 f-yd,2 23.97 kN/cm2 tw 4.0 mm Classw 1 f 0.999 fyd,w 24.00 kN/cm2 Class 1 f 0.990 NEd 0.00 kNDesign Ratio E 21000.00 kN/cm2 Type Non-sway kzy 0.556 Iy 247.00 cm4 Diagr My ax in Span kzz 0.464 Lcr,y 2.207 m y 0.000 NEd 0.00 kN Ncr,y 1051.34 kN Mh,y -0.69 kNm Ai 13.50 cm2

A 13.50 cm2 Ms,y 1.53 kNm NRk 324.00 kN fy 24.00 kN/cm2 h,y -0.453 M1 1.000 _y 0.555 Load z . Dist. Load Ny 0.00 BCy a Cmy 0.927 Nz 0.00 y 0.210 Type Non-sway My,Ed 1.53 kNm y 0.691 Diagr Mz ax on Edge Wy 51.47 cm3

y 0.906 z -0.404 My,Rk 12.35 kNm Iz 82.70 cm4 Mh,z 0.00 kNm My 0.12 Lcr,z 2.207 m Ms,z 0.00 kNm Mz,Ed 0.00 kNm Ncr,z 352.01 kN s,z -0.404 Wz 31.57 cm3

_z 0.959 Load y . Dist. Load Mz,Rk 7.58 kNm BCz a Cmz 0.464 Mz 0.00 z 0.210 Component rsion. Rigid 1 0.12 z 1.040 kyy 0.927 2 0.07 z 0.694 kyz 0.278

7 RD 12

58 4.394 LG1 0.00 1 100) No or very small internal forcesDesign Internal Forces NEd -0.02 kN Vz,Ed 0.00 kN My,Ed 0.00 kNm Vy,Ed 0.00 kN TEd 0.00 kNm Mz,Ed 0.00 kNm

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4226 ŽiriNovovaška cesta 106

M Statik, Matevž Govekar s.p.

RF-STEEL EC3

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2.2 DESIGN BY CROSS-SECTION RF-STEEL EC3CA1Design of steel membersaccording to Eurocode 3

Cross-s.No

MemberNo

Location xx [m]

LC/LG/CO Design

Acc. toFormula

Design Ratio 0.00