Lift Design

Tower - 3D Model Builder 7.0 Registered to Pane Ristovski 078225550 Radimpex - www.radimpex.rs

Contents Basic model properties ____________________________________________________________________________________________________________________________ 2 Input Data

Input data - Structure _____________________________________________________________________________________________________________________ 3 Input data - Load ________________________________________________________________________________________________________________________ 7

Results

Structural analysis _______________________________________________________________________________________________________________________ 9 Design (steel) _________________________________________________________________________________________________________________________ 12


Basic model properties Database: lift design.twp Analysis date: 13.9.2015

Analysis type: 2D model (Xd, Zd, Yr)

X Linear theory Mode Analysis Stability

Non-linear theory Seismic analysis Stage Construction

Non linear analysis

Model size Number of nodes: 4 Number of area elements: 0 Number of beams: 4 Number of boundary elements: 12 Number of primary load cases: 2 Number of load case combinations: 1

Units Length: m [cm,mm] Force: kN Temperature: Celsius


Input data - Structure

Table of materials No Material name E[kN/m2] μ γ[kN/m3] αt[1/C] Em[kN/m2] μm

1 Челик 2.100e+8 0.30 78.50 1.000e-5 2.100e+8 0.30

Beam sets Set: 3 Section: IPE 200, Approx. eccentricity

Mat. A1 A2 A3 I1 I2 I3 1 - Челик 2.850e-3 1.402e-3 1.448e-3 7.020e-8 1.420e-6 1.940e-5

Set: 4 Section: IPE 220, Approx. eccentricity

Mat. A1 A2 A3 I1 I2 I3 1 - Челик 3.340e-3 1.591e-3 1.749e-3 9.100e-8 2.050e-6 2.770e-5

Point support sets K,R1 K,R2 K,R3 K,M1 K,M2 K,M3

1 1.000e+10 1.000e+10 1.000e+10 1.000e+10 1.000e+10 1.000e+10

Beams Set 3. IPE 200 Release

No Node I Node J Node I Node J B Item mark

M1 M2 M3 P1 P2 P3 M1 M2 M3 P1 P2 P3

1 2 3

2 4 3

Beams Set 4. IPE 220 Release

No Node I Node J Node I Node J B Item mark

M1 M2 M3 P1 P2 P3 M1 M2 M3 P1 P2 P3

1 1 4

Point supports Nodes Set

3, 4 1


Rx1

Frame disposition


3.80 1.20

0.90

3.80 1.20

IPE 220

IPE 200 IPE 200

Isometric

Beam

3. IPE 200

Beam (3) Numerical data set


Beam

4. IPE 220

Beam (4) Numerical data set

Point Support

1. R1 R2 R3 М1 М2 М3

Point Support (1) Numerical data set

Beams - bill of quantities by sets Set Section/Material γ [kN/m³] L [m] V [m³] m [T]

3 IPE 200 78.500 2.400 0.007 0.055 Челик

4 IPE 220 78.500 5.000 0.017 0.134 Челик

Total: 7.400 0.024 0.188

Recapitulation of materials quantities Material γ [kN/m³] V [m³] m [T]

Челик 78.500 0.024 0.188


Input data - Load Point Load

1. P = -5.06 kN

Load 2

Point Load (1) Numerical data set

Load cases list LC Name pX [kN] pY [kN] pZ [kN]

1 Self (g) 0.00 0.00 -1.85

2 Load 0.00 0.00 -5.06

3 Comb.: I+II 0.00 0.00 -6.91


IPE 220

IPE 200 IPE 200

P=5.06

Load 2: Load

Point Loads No LC X [m] Y [m] Z [m] Px [kN] Py [kN] Pz [kN] Mx [kNm] My [kNm] Mz [kNm]

1 2 0.0000 -27.707 0.9000 -5.0600


Structural analysis

IPE 220

IPE 200 IPE 200

0.10

-0.10

-40.52

36.66

Load 3: I+II

Beam Results: max N1= 36.66 / min N1= -40.52 kN

IPE 220

IPE 200 IPE 200

-40.42

8.80

Load 3: I+II

Beam Results: max N1= 36.66 / min N1= -40.52 kN

IPE 220

IPE 200 IPE 200

Load 3: I+II

Beam Results: max V3= 0.00 / min V3= -0.00 kN

IPE 220

IPE 200 IPE 200

-8.44

2.35

-21.12

1.86

Load 3: I+II

Beam Results: max M3= 2.35 / min M3= -21.12 kNm


IPE 220

IPE 200 IPE 200

-0.25

0.04

-21.72

0.04

Load 3: I+II

Beam Results: max Zd= 0.04 / min Zd= -21.72 m / 1000

IPE 220

IPE 200 IPE 200

8.44

-2.35

21.12

-1.86

Load 3: I+II

Beam Results: max M= 21.12 / min M= -2.35 kNm

IPE 220

IPE 200 IPE 200

7.33

-6.06

12.27

Load 3: I+II

Beam Results: max T= 12.27 / min T= -6.06 kN

Forces in beams - Extreme Values - Load: 3 Mark LC x [m] N1 [kN] V2 [kN] M2 [kNm] M3 [kNm]


(2 - 3) 3 1.500 |-40.524| -7.063 0.000 2.352

(1 - 4) 3 5.000 |36.657| -11.957 0.000 1.861

(4 - 3) 3 0.000 |0.103| 0.000 0.000 0.000

(4 - 3) 3 0.900 |-0.099| 0.000 0.000 0.000

(1 - 4) 3 3.800 36.657 |-12.272| 0.000 -12.677

(2 - 3) 3 0.000 -40.322 |-7.332| 0.000 -8.444

(1 - 4) 3 3.800 0.000 |6.056| 0.000 -21.121

(1 - 4) 3 3.800 0.000 6.056 0.000 |-21.121|

(2 - 3) 3 0.000 -40.322 -7.332 0.000 |-8.444|

(2 - 3) 3 1.500 -40.524 -7.063 0.000 |2.352|

(1 - 4) 3 5.000 36.657 -11.957 0.000 |1.861|

Deformation of beams (LCS) - Extreme Values - Load: 3 Mark LC x [m] u2 [mm]

(1 - 4) 3 0.000 |-21.717|

(2 - 3) 3 0.000 |-0.240|

(2 - 3) 3 1.000 |0.067|

(1 - 4) 3 4.600 |0.041|

Deformation of beams (Global) - Extreme Values - Load: 3 Mark LC x [m] Zd [mm]

(1 - 4) 3 0.000 |-21.717|

(2 - 3) 3 0.000 |-0.252|

(1 - 4) 3 4.600 |0.041|

(2 - 3) 3 1.000 |0.035|

IPE 220

IPE 200 IPE 200

36.66 1.86

36.66 2.35

Load 3: I+II

Support Reactions

Influences in Point Supports - Extreme Values - Load: 3 Mark LC R1 [kN] R2 [kN] R3 [kN] M1 [kNm] M2 [kNm] M3 [kNm]

3 3 -36.657 0.000 |18.762| 0.000 -2.352 0.000

4 3 36.657 0.000 |-11.854| 0.000 -1.860 0.000


Design (steel)

Governing load - EUROCODE 3 (ENV) No Load Case

1 Self (g)

2 Load

No Load Combination

3 I+II +

0.38 (3) 0.26 (3)

0.00 (3)

Stress control

Stress control - extreme for set only Description LC σ τ σu

[kN/cm²] [kN/cm²] [kN/cm²]

Set 3: IPE 200

(2 - 3) 3 5.583 0.523 5.656

Set 4: IPE 220

(1 - 4) 3 8.037 0.771 8.064


0.61

0.27

0.00

Stability control BEAM 3-2 CROSS-SECTION: IPE 200 [S 235] [Set: 3] EUROCODE 3 (ENV) CROSS-SECTION PROPERTIES

Ax = 28.500 cm2 Ay = 14.484 cm2 Az = 14.016 cm2 Ix = 7.020 cm4 Iy = 1940.0 cm4 Iz = 142.00 cm4 Wy = 194.00 cm3 Wz = 28.400 cm3 Wy,pl = 220.48 cm3 Wz,pl = 42.500 cm3 γM0 = 1.100 γM1 = 1.100 γM2 = 1.250 Anet/A = 0.900

(fy = 23.5 kN/cm2, fu = 36.0 kN/cm2) UTILISATION FACTORS FOR ALL LOAD CASE COMBINATIONS 3. γ=0.27 MEMBER SUBJECT TO AXIAL COMPRESSION AND BENDING (load 3, at the beginning of the member) The axial force design value Nsd = -40.322 kN The shear force design value(z-z) Vsd_z = -7.332 kN The bending mom.design value(y-y) Msd_y = -8.444 kNm System length L = 150.00 cm 5.3 CLASSIFICATION OF CROSS-SECTIONS Class 1 cross-sections 5.4 RESISTANCE OF CROSS-SECTIONS 5.4.4 Compression The design plastic resistance Npl.Rd = 608.86 kN The design compression resistance Nc.Rd = 608.86 kN Requirement 5.16: Nsd <= Nc.Rd (40.32 <= 608.86) 5.4.5 Bending about the y-y axis The design plastic resistance Mpl.Rd = 47.103 kNm The design local buck. resist. Mo.Rd = 41.445 kNm The design el.resist.moment Mel.Rd = 41.445 kNm The design moment resistance Mc.Rd = 47.103 kNm Requirement 5.17: Msd_y <= Mc.Rd_y (8.44 <= 47.10)

5.4.6 Shear The design pl.shear resist.(z-z) Vpl.Rd = 172.88 kN Requirement 5.20: Vsd_z <= Vpl.Rd_z (7.33 <= 172.88)

5.4.9 Bending, shear and axial force

No reduction need be made in the resistance moment Requirement: Vsd_z <= 50%Vpl.Rd_z 5.4.8 Bending and axial force Ratio Nsd / Npl.Rd 0.066 Ratio Msd_y / Mpl.Rd_y 0.179 Requirement 5.36: (0.25 <= 1)

5.5. BUCKLING RESISTANCE OF MEMBERS 5.5.1.1 Buckling resistance Buckling length y-y l,y = 150.00 cm Radius of gyration y-y i,y = 8.250 cm Slenderness y-y λ,y = 18.181 Relative slenderness y-y λ_y = 0.194 Buckling curve for axis y-y: A α = 0.210 The reduction factor χ,y = 1.000 The effective area factor βA = 1.000 The design buckling resistance Nb.Rd_y = 608.86 kN Requirement 5.45: Nsd <= Nb.Rd_y (40.32 <= 608.86)

Buckling length z-z l,z = 150.00 cm Radius of gyration z-z i,z = 2.232 cm Slenderness z-z λ,z = 67.200 Relative slenderness z-z λ_z = 0.716 Buckling curve for axis z-z: B α = 0.340 The reduction factor χ,z = 0.775 The effective area factor βA = 1.000 The design buckling resistance Nb.Rd_z = 471.74 kN Requirement 5.45: Nsd <= Nb.Rd_z (40.32 <= 471.74)

5.5.2 Lateral-torsional buckling of beams Coefficient C1 = 2.329 Coefficient C2 = 0.000 Coefficient C3 = 0.835 The eff.length fact.for later.restr. k = 1.000 The eff.length fact.for tors.restr. kw = 1.000 Coordinate zg = 0.000 cm Coordinate zj = 0.000 cm Length between lateral restr.points L = 150.00 cm The warping constant Iw = 12988 cm6 The elast.crit.mom.(l-t buck.) Mcr = 353.77 kNm Coefficient βw = 1.000 The imperfection factor αLT = 0.210 The non-dimensional slenderness λLT_ = 0.383 The reduction factor χLT = 0.957 The design buckling resistance Mb.Rd = 45.091 kNm No allowance for l-t buckling is necessary λ_LT<=0.4 5.5.4 Bending and axial compression The reduction factor χmin = 0.775 Nsd / ... 0.085 The equiv.unif.mom.fact.flex.buck. βy = 1.995 Coefficient μy = 0.135 Coefficient ky = 0.992 ky * My / ... 0.178 Requirement 5.51: (0.26 <= 1)

The reduction factor χ_z = 0.775 Nsd/ ... 0.085


The reduction factor χLT = 0.957 The equiv.unif.mom.fact.(l-t.buck.) βM.LT = 1.995 Coefficient μLT = 0.064 Coefficient kLT = 0.995 kLT * My / ... 0.186 Requirement 5.52: (0.27 <= 1)

5.6 SHEAR BUCKLING RESISTANCE For shear along z-z axis The relevant width d = 18.300 cm The relevant thickness tw = 0.560 cm No intermediate transverse stiffeners Buckling factor for shear kτ = 5.340 No check for resistance to shear buckling need be made Requirement: d / tw <= 69 ε (32.68 <= 69.00) 5.6.7 Interaction between shear force,bend.and axial force For shear along z-z axis The design pl.resist.mom.(flanges) Mf.Rd = 36.159 kNm Criteria 5.66a and 5.66b are satisfied

5.7 RESISTANCE OF WEBS TO TRANSVERSE FORCES 5.7.7 Flange induced buckling The factor (class 1 flanges) k = 0.300 The area of the web Aw = 11.200 cm2 The area of the compression flange Afc = 8.500 cm2 Flange induced buckling is prevented Requirement 5.80: (32.68 <= 307.73)

BEAM 4-1 CROSS-SECTION: IPE 220 [S 235] [Set: 4] EUROCODE 3 (ENV) CROSS-SECTION PROPERTIES

Ax = 33.400 cm2 Ay = 17.489 cm2 Az = 15.911 cm2 Ix = 9.100 cm4 Iy = 2770.0 cm4 Iz = 205.00 cm4 Wy = 251.82 cm3 Wz = 37.273 cm3 Wy,pl = 287.26 cm3 Wz,pl = 55.660 cm3 γM0 = 1.100 γM1 = 1.100 γM2 = 1.250 Anet/A = 0.900

(fy = 23.5 kN/cm2, fu = 36.0 kN/cm2) UTILISATION FACTORS FOR ALL LOAD CASE COMBINATIONS 3. γ=0.61 MEMBER SUBJECT TO BENDING (load 3, at 380.0 cm from the start of the member) The shear force design value(z-z) Vsd_z = 6.056 kN The bending mom.design value(y-y) Msd_y = -21.121 kNm System length L = 500.00 cm 5.3 CLASSIFICATION OF CROSS-SECTIONS Class 1 cross-sections 5.4 RESISTANCE OF CROSS-SECTIONS 5.4.5 Bending about the y-y axis The design plastic resistance Mpl.Rd = 61.368 kNm The design local buck. resist. Mo.Rd = 53.798 kNm The design el.resist.moment Mel.Rd = 53.798 kNm The design moment resistance Mc.Rd = 61.368 kNm Requirement 5.17: Msd_y <= Mc.Rd_y (21.12 <= 61.37)

5.4.6 Shear The design pl.shear resist.(z-z) Vpl.Rd = 196.25 kN Requirement 5.20: Vsd_z <= Vpl.Rd_z (6.06 <= 196.25)

5.4.7 Bending and shear No reduction need be made in the resistance moment Requirement: Vsd_z <= 50%Vpl.Rd_z 5.5. BUCKLING RESISTANCE OF MEMBERS 5.5.2 Lateral-torsional buckling of beams Coefficient C1 = 1.285 Coefficient C2 = 1.562 Coefficient C3 = 0.753 The eff.length fact.for later.restr. k = 1.000 The eff.length fact.for tors.restr. kw = 1.000 Coordinate zg = 0.000 cm Coordinate zj = 0.000 cm Length between lateral restr.points L = 500.00 cm The warping constant Iw = 22672 cm6 The elast.crit.mom.(l-t buck.) Mcr = 50.893 kNm Coefficient βw = 1.000 The imperfection factor αLT = 0.210 The non-dimensional slenderness λLT_ = 1.152 The reduction factor χLT = 0.561 The design buckling resistance Mb.Rd = 34.440 kNm Requirement 5.48: Msd_y <= Mb.Rd (21.12 <= 34.44) 5.6 SHEAR BUCKLING RESISTANCE For shear along z-z axis The relevant width d = 20.160 cm The relevant thickness tw = 0.590 cm No intermediate transverse stiffeners Buckling factor for shear kτ = 5.340 No check for resistance to shear buckling need be made Requirement: d / tw <= 69 ε (34.17 <= 69.00)

5.6.7 Interaction between shear force,bend.and axial force For shear along z-z axis The design pl.resist.mom.(flanges) Mf.Rd = 47.564 kNm Criteria 5.66a and 5.66b are satisfied 5.7 RESISTANCE OF WEBS TO TRANSVERSE FORCES 5.7.7 Flange induced buckling The factor (class 1 flanges) k = 0.300 The area of the web Aw = 12.980 cm2 The area of the compression flange Afc = 10.120 cm2 Flange induced buckling is prevented Requirement 5.80: (34.17 <= 303.61) Check of the shear resistance (load 3, at 380.0 cm from the start of the member) The axial force design value Nsd = 36.657 kN The shear force design value(z-z) Vsd_z = -12.272 kN The bending mom.design value(y-y) Msd_y = -12.677 kNm System length L = 500.00 cm 5.4 RESISTANCE OF CROSS-SECTIONS 5.4.6 Shear The design pl.shear resist.(z-z) Vpl.Rd = 196.25 kN Requirement 5.20: Vsd_z <= Vpl.Rd_z (12.27 <= 196.25) 5.6 SHEAR BUCKLING RESISTANCE For shear along z-z axis The relevant width d = 20.160 cm The relevant thickness tw = 0.590 cm No intermediate transverse stiffeners Buckling factor for shear kτ = 5.340 No check for resistance to shear buckling need be made Requirement: d / tw <= 69 ε (34.17 <= 69.00)

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