W1316 Static Top Station Tower

STATICAL CALCULATION

30 TGD FANSIPAN, VIETNAM

Top station tower

Client: Doppelmayr Seilbahnen GmbH Rickenbacherstrae 8 10 6961 Wolfurt

August 2014 RM Lei Lei Date elaborated checked released

Project No.: W1316 total 101 Pages

W1316 30-TGD Fansipan Top station tower Page 2

Project No.: W1316 08.2014

CONTENTS

1. General 42. Basis 42.1. Relevant drawings and documents 42.2. Verifications and calculations 42.3. Materials 52.4. Foundation parameters 52.5. Software 63. Load cases / Combination of load cases 63.1. Tower view 63.2. Support points of the steel plate 73.3. Design criteria 73.4. Safety Factors 83.5. Load cases 83.6. Tower support reactions 93.6.1. Dead load 103.6.2. Earth pressure 103.6.3. RFEM - Documentation of input data 113.6.4. Support reaction in LC: SLS In operation (iB) 123.6.5. Support reaction in LC: SLS Out operation (aB) 123.6.6. Support reaction in LC: SLS Construction (MT) 133.6.7. Support reaction in LC: SLS Seismic (EB) 133.6.8. Support reaction in LC: ULS In operation (iB) 143.6.9. Support reaction in LC: ULS Out operation (aB) 143.6.10. Support reaction in LC: ULS Construction (MT) 153.7. Load combination 154. Stability calculations 164.1. Sliding 164.2. Uplift 164.2.1. Sliding and Uplift Foundation downhill Sn5+6 17


Project No.: W1316 08.2014

4.2.2. Sliding and Uplift Foundation middle Sn3+4 214.2.3. Sliding and Uplift Foundation mountain Sn1+2 244.3. Overturning 274.4. Allowable foundation bearing stress 284.4.1. Max contact stresses Foundation 285. RFEM- Report 296. Verification of load distribution at Sn6 101


Project No.: W1316 08.2014

1. General

The consulting engineers society BauCon ZT GmbH was authorized by Doppelmayr

Seilbahnen Ges.m.b.H. to perform the statical calculations of the tower foundations and both

stations as well as formwork and reinforcement drawings for the project 30 TGD

Fansipan, Vietnam. The statical calculation of the top station tower is given in the following

document.

2. Basis

2.1. Relevant drawings and documents

a) Final Report Geology Geotechnics from Geognos Bertle ZL.0912003-01/14 (from

16.01.2014)

b) Support reaction top station tower from Doppelmayr, support Number : 009E1465 (from

26.02.2014)

c) Design structure of top station from Doppelmayr, drawing Number : 200136931E001101,

(from 15.04.2014)

2.2. Verifications and calculations

The following verifications are to be performed for each single foundation:

- stability (sliding, overturning, uplifting)

- design of concrete foundation

- load distribution into pedestal Sn6


Project No.: W1316 08.2014

The following Codes are used:

- EN 1990: 2001; EC0 Basic of structural design

- EC1 EN 1991-1-4 Wind actions

- EC2 EN 1992-1-1 Design of concrete structures

- EC7 EN 1997 1 Geotechnical engineering spread foundations

- TCVN 2737-1995_Loads and Actions-Design Code

- EN 1998-1: 2005; Design of structures for earthquake resistance.

- EN 13107 Safety requirements for cableway installations designed to carry persons Civil engineering works

2.3. Materials

Blinding concrete MAC 200 (C12/15) concrete

Foundation tower MAC 250 (C16/20) concrete

Unit Weight concr. = 25kN/m3 Safety Factor C = 1,50 usual load condition C = 1,30 extreme load condition

Reinforcement Steel 365S

Allowed tensile Strength fyk = 365MPa

Safety Factor S = 1,15 usual load condition S = 1,00 extreme load condition

2.4. Foundation parameters According to geology report the following foundation parameters are used:

Unit Weight = 17kN/m Angle of internal friction = 30 Cohesion c = 400kN/m

Modulus of elasticity E = 7.230MN/m

Soil bearing capacity z = 1000kN/m


Project No.: W1316 08.2014

2.5. Software

Dlubal RFEM Version 5.02.0030

3. Load cases / Combination of load cases 3.1. Tower view

Bottom station Top station


Project No.: W1316 08.2014

3.2. Support points of the steel plate

3.3. Design criteria Foundation loads of Doppelmayr (calculation No. 009E1465) provide the base for the

following combinations

According to EN 13107 there are 3 combinations of load cases to examine:

- Permanent design situation

1j 1i ki

Q0iQik1QQ1KjGGjDS

- Combination for accidental design situation

1j 1i ki

Q2ik1QKjGGAjDS 1i - Combination due to seismic loads

1j 1i ki

Q2iA1KjGDS Ed


Project No.: W1316 08.2014

3.4. Safety Factors

for dead loads dead_load = 1,35 for live loads live_load = 1,50 for earthquake loads earthquake = 1,00 for all variable actions 0i = 1,00

3.5. Load cases

Load cases according structural calculation of Doppelmayr from rope and steel structure:

- Self weight

- max. uphill ropes at 30C with full cabins with friction - max. downhill ropes at 30C with full cabins with friction - uphill ropes at 30C and empty cabins with friction - downhill ropes at 30C and empty cabins with friction - uphill iced ropes with friction

- downhill iced ropes with friction

- uphill rope empty at 30C - downhill rope empty at 30C - crosswind on uphill ropes with cabins

- crosswind on downhill ropes with cabins

- crosswind on empty uphill ropes

- crosswind on empty downhill ropes

- crosswind on tower

- wind line direction on tower

- snow

- one full cabin on tower uphill

- one full cabin on tower downhill

- rescue vehicles on tower


Project No.: W1316 08.2014

Following combinations of load cases are examined:

- Combinations of load case ropeway in operation:

- Combination of load cases out of operation:

- Combination of load case: Construction

- Combination of load cases: (in operation: seismic load)

Each combination is examined for Nmin and Nmax

Following loads cases are examined in RFEM

3.6. Tower support reactions

Below the support reactions for serviceability limit state, ultimate limit state and extraordinary

limit state are given as calculated by Doppelmayr.

These loads are reaction forces and have to be transformed into the coordinate system used

for the column foundations. Forces are shown for each connection point of a foundation,

therefore the support reactions are divided in halves.

k Characteristic value d Design value iB In operation aB ..Out of operation MT .Construction EB..Seismic

CS - Doppelmayr CS - BauCon

Rz

Rx

Ry

Y

Z

X

X

Y

Z Px = Rx

Py = -Ry

Pz = Rz Px = + * Rx {Ri Reaction Doppelmayr} Py = - * Ry Pz = + * Rz


Project No.: W1316 08.2014

3.6.1. Dead load

Dead load from the hole concrete structure in RFEM .

Unit Weight concr. = 25kN/m3

3.6.2. Earth pressure

Backfill unit weight: backfill. = 17kN/m3 Angle of shearing resistance Filling, d = 30 Horizontal component of the earth pressure

eh_top = 0

eh_bottom = x h x Kah


Project No.: W1316 08.2014

3.6.3. RFEM - Documentation of input data

The below table contains the load case identification from the steel dimensioning from

Doppelmayr as well as their corresponding load case numbers for this calculation

Loadcasecombination/LoadcasenumbersDoppelmayr BAUCON Abbreviations:

LFK LC SLSiB+Y 3 iB k CharacteristicvalueSLSiBY 4 iB d DesignvalueSLSaB+Y 5 aB iB InoperationSLSaBY 6 aB aB OutofoperationSLSMT+Y 7 MT MT ConstructionSLSMTY 8 MT EB+Y 9 EB EBY 10 EB

ULSiB+Y 11 iB ULSiBY 12 iBULSaB+Y 13 aBULSaBY 14 aBULSMT+Y 15 MTULSMTY 16 MT

Support points in RFEM:


Project No.: W1316 08.2014

3.6.4. Support reaction in LC: SLS In operation (iB)

loadcase: 3support LFK Rx[kN] Ry[kN] Rz[kN]Sn1 3 80 38 445Sn3 3 58 33 480Sn5 3 235 50 700Sn2 3 50 20 23Sn4 3 100 18 83Sn6 3 20 30 203


3.6.5. Support reaction in LC: SLS Out operation (aB)




Project No.: W1316 08.2014

3.6.6. Support reaction in LC: SLS Construction (MT)



3.6.7. Support reaction in LC: SLS Seismic (EB)




Project No.: W1316 08.2014

3.6.8. Support reaction in LC: ULS In operation (iB)



3.6.9. Support reaction in LC: ULS Out operation (aB)




Project No.: W1316 08.2014

3.6.10. Support reaction in LC: ULS Construction (MT)



3.7. Load combination

SLS Service ability limit state

ULS Ultimate limit state


Project No.: W1316 08.2014

4. Stability calculations

4.1. Sliding

For each pair of pedestal heads (Sn1+2, Sn3+4, Sn5+6) the verification of safety against

sliding is to be performed.

Here the following assumptions are valid:

Horizontal actions Hk

Decisive actions at top of the foundations (resulting from x- and y-direction)

Vertical actions Vk

Decisive actions at top of the foundations

Verification according EC7 1997-1

Hk / (Vk * tand) 1,0

tan d = tan k / tan k = tan k / 1,2 Safety factor for loads = 1,3 Angle of internal friction k

4.2. Uplift

Vdst,d / Gstb,d 1,0

Uplift force Vdst,d = Q,dst x Vabh Dead load Gstb,d = G,stb x Gk Safety factor for ULS EQU Q,dst = 1,5 (s.EN1997-1; Annex. A, Tab.A.1) G,stb = 0,9


Project No.: W1316 08.2014

4.2.1. Sliding and Uplift Foundation downhill Sn5+6

Vertical component on base plate: Fansipan - Top station tower Seehhe ~ 2999 m

Schttung,d = 17,0 kN/m Schttung,d = 30,00

ha1 = 6,27 m hc1 = 7,04 m ha2 = 4,55 m hc2 = 4,56 m ha3 = 4,90 m hc3 = 6,28 m ha4 = 3,45 m hc4 = 3,84 m ha5 = 3,76 m hc5 = 4,39 m ha6 = 2,42 m hc6 = 1,96 m ha7 = 2,60 m hc7 = 4,39 m

hb1 = 7,04 m hb2 = 4,70 m hb3 = 6,45 m hb4 = 4,12 m hb5 = 4,84 m hb6 = 2,50 m hb7 = 4,20 m

hc1,c2hc3,c4

hc5,c6 hc7


Project No.: W1316 08.2014

Horizontal component of the wall with snow (active earth pressure ) In the lift-axis 1 = -27,00 Across the lift-axis 2 = 0,0 Filling,d = 30,0 In the lift-axis 1 = 19,0 Across the lift-axis 2 = 18,0 = 2/3 x d = 20,0 d = 17,0 kN/m cd = 400,0 h = 4,60 m In the lift-axis b1 = 2,00 m Across the lift-axis b2oben = 2,39 m Across the lift-axis b2unten = 4,47 m

RFEM: b1Member = 0,65 m b2Member = 0,70 m

In the lift-axis 1a = 53,18 K1a = 0,86 K1ah = 0,59

e1h_top = sk x K1ah = 0,0 kN/m

e1h_top_memb. = e1h_top x b1memb. / 2 = 0,0 kN/m

e1h_bottom = (sk + x h) x K1ah = 45,8 kN/m e1h_bottom_memb. = e1h_bottom x b1memb. / 2 = 14,9 kN/m

E1h1 = e1h_top x h x b1 + (e1h_bottom - e1h_top) x b1 x h / 2

E1h1 = 210,5 kN

Across the lift-axis 2a = 50,39

K2a =0,39

K2ah = 0,37


e2h_top_member = e2h_top x b2top/2 = 0,0 kN/m

e2h_bottom = x h x K2ah = 29,0 kN/m e2h_bottom_member = e2h_bottom x b2member / 2 = 10,1 kN/m

E2h1 = (b2bottom + b2top) x e2h_bottom x h / 4

E2h1 = 228,8 kN


Project No.: W1316 08.2014

Horizontal component of the vertical plate (active earth pressure ):

sk = 0,0 kN/m In the lift-axis 1 = 0,0 Across the lift-axis 2 = 0,0 d = 30,0 In the lift-axis 1 = 19,0 Across the lift-axis 2 = 18,0 = 0,0 d = 17,0 kN/m cd = 400,0 htop = 4,60 m hbottom = 5,30 m

hPlate = hbottom - htop = 0,70 m In the lift-axis b1 = 9,00 m Across the lift-axis b2 = 9,28 m


e1h_top = x htop x K1ah = 33,8 kN/m e1h_bottom = x bottom x K1ah = 38,9 kN/m

e1h_Plate =(e1h_top+e1h_bottom)/2 x hPlate = 25,4 kN/m E1h2 = e1h_top x hPlate x b1 + (e1h_bottom - e1h_top) x b1 x hPlate / 2 E1h2 = 229,0 kN qE1h2 = 25,4 kN/m Across the lift-axis 2a = 54,64 K2a = 0,42 K2ah = 0,42

e2h_top = x htop x K2ah = 33,1 kN/m e2h_bottom = x hbottom x K2ah = 38,2 kN/m

e2h_Plate =(e2h_top+e2h_bottom)/2 x hPlate = 25,0 kN/m E2h2 = e2h_top x hPlate x b2 + (e2h_bottom - e2h_top) x b2 x hPlate / 2 E2h2 = 231,6 kN qE2h2 = 25,0 kN/m


Project No.: W1316 08.2014

Safety against sliding and uplift:

G1 = 3100,0 kN Deadload fundation G2 = 4421,2 kN Deadload filling

Gk = G1 + G2 = 8082,5 kN Sum Loads Vabh = 0,0 kN Uplift force from the tower

Vk = Gk - Vabh = 7521,2 kN Sum total vertical forces Rx = 630,0 kN max. horizontal force in lift- axis direction Ry = 370,0 kN max. horizontal force in across lift-axis direction

HSt = (Rx + Ry)0,5 = 730,6 kN horizontal force from the tower Eh1 = ((2*E1h1) + E2h1)0,5 = 479,1 kN horizontal force from the Earthpressure on the wall

Eh2 = (E1h2 + E2h2)0,5 = 325,7 kN horizontal force from the Earthpressure on the plate Safety against uplift: Q,dst = 1,50 Safety factor for ULS EQU G,stb = 0,90 (s.EN1997-1; Annex. A, Tab.A.1) Vdst,d = Q,dst x Vabh = 0,0 kN Gstb,d = G,stbxGk = 6769,1 kN Vdst,d / Gstb,d = 0,00 1,0

Safety against sliding: tan d = tan k / with = 1,30 Safety factor for loads tan k = tan k / 1,2 tan d = 0,35 Hk / (Vk * tand) = 0,59 1,0


Project No.: W1316 08.2014

4.2.2. Sliding and Uplift Foundation middle Sn3+4

Horizontal component of the wall (active earth pressure ) In the lift-axis 1 = -22,00 Across the lift-axis 2 = 0,0 Filling, d = 30,0 In the lift-axis 1 = 21,0 Across the lift-axis 2 = 22,0 = 2/3 x d = 20,0 d = 17,0 kN/m cd = 400,0 h = 4,66 m In the lift-axis b1 = 2,00 m Across the lift-axis b2top = 2,34 m Across the lift-axis b2bottom = 4,14 m




e1h_top_member = e1h_top x b1member/2 = 0,0 kN/m

e1h_bottom = x h x K1ah = 46,0 kN/m e1h_bottom_member = e1h_bottom x b1member/2 = 15,0 kN/m


E1h1 = 214,4 kN

Across the lift-axis 2a = 47,51 K2a = 0,44

K2ah = 0,41


e2h_top_member = e2h_top x b2top/2 = 0,0 kN/m

e2h_bottom = x h x K2ah = 32,6 kN/m e2h_bottom_member = e2h_bottom x b2member / 2 = 11,4 kN/m


E2h1 = 246,2 kN


Project No.: W1316 08.2014








e2h_Plate =(e2h_top+e2h_bottom)/2 x hPlate = 27,6 kN/m E2h2 = e2h_top x hPlate x b2 + (e2h_bottom - e2h_top) x b2 x hPlate / 2 E2h2 = 209,1 kN qE2h2 = 27,6 kN/m


Project No.: W1316 08.2014

Safety against sliding and uplift :





Eh2 = (E1h2 + E2h2)0,5 = 319,9 kN horizontal force from the Earthpressure on the plate Safety against uplift: Q,dst = 1,50 Safety factor for ULS EQU G,stb = 0,90 (s.EN1997-1; Annex. A, Tab.A.1) Vdst,d = Q,dst x Vabh = 0,0 kN Gstb,d = G,stbxGk = 6337,2 kN Vdst,d / Gstb,d = 0,00 1,0

Safety against sliding: tan d = tan k / with = 1,30 Safety factor for loads for Extraordinary tan k = tan k / 1,2 tan d = 0,35 Hk / (Vk * tand) = 0,63 1,0


Project No.: W1316 08.2014

4.2.3. Sliding and Uplift Foundation mountain Sn1+2

Horizontal component of the wall (active earth pressure ) In the lift-axis 1 = -13,00 Across the lift-axis 2 = 0,0 Filling, d = 30,0 In the lift-axis 1 = 29,0 Across the lift-axis 2 = 22,0 = 2/3 x d = 20,0 d = 17,0 kN/m cd = 400,0 h = 3,71 m In the lift-axis b1 = 2,00 m Across the lift-axis b2top = 2,31 m Across the lift-axis b2bottom = 3,18 m




e1h_top_Member = e1h_top x b1Member/2 = 0,0 kN/m

e1h_bottom = x h x K1ah = 47,7 kN/m e1h_bottom_Member = e1h_bottom x b1Member/2 = 15,5 kN/m


E1h1 = 176,9 kN

Across the lift-axis 2a = 47,51 K2a = 0,44

K2ah = 0,41


e2h_top_Member = e2h_top x b2top/2 = 0,0 kN/m

e2h_bottom = x h x K2ah = 26,0 kN/m e2h_bottom_Member = e2h_bottom x b2Member / 2 = 9,1 kN/m


E2h1 = 132,2 kN


Project No.: W1316 08.2014





e1h_top= x htop x K1ah = 39,1 kN/m e1h_bottom = x hbottom x K1ah = 46,5 kN/m



e2h_Plate =(e2h_top+e2h_bottom)/2 x hPlate= 22,3 kN/m E2h2 = e2h_top x hPlate x b2 + (e2h_bottom - e2h_top) x b2 x hPlate / 2 E2h2 = 167,0 kN qE2h2 = 22,3 kN/m


Project No.: W1316 08.2014

Safety against sliding and uplift:





Eh2 = (E1h2 + E2h2)0,5 = 317,1 kN horizontal force from the Earthpressure on the plate

Safety against uplift: Q,dst = 1,50 Safety factor for ULS EQU G,stb = 0,90 (s.EN1997-1; Annex. A, Tab.A.1) Vdst,d = Q,dst x Vabh = 0,0 kN Gstb,d = G,stbxGk = 6427,2 kN Vdst,d / Gstb,d = 0,00 1,0

Safety against sliding: tan d = tan k / with = 1,30 Safety factor for loads tan k = tan k / 1,2 tan d = 0,35 Hk / (Vk * tand) = 0,51 1,0


Project No.: W1316 08.2014

4.3. Overturning

Overturning is calculated by finite elements of the foundation slab.

Compression area at the base 100%


Project No.: W1316 08.2014

4.4. Allowable foundation bearing stress

The soil pressure must be lower than the maximal allowable pressure due to the geological

report.

Soil bearing capacity z = 1000kN/m

4.4.1. Max contact stresses Foundation

Max contact stresses zmax = 600 kN/m < z = 1000kN/m

BAUCON ZT GmbHUngargasse 64-66, Stiege 1, Top 19, 1030 WIEN

Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13

Page: 29/100Sheet: 1

Date: 11.08.2014 Project: W1316 Model: Top station tower

CONTENTS Model - General Data 30 base plate: RF-CONCRETE Surfaces - Required 71 FE Mesh Settings 30 Reinforcement as,1,-z (top), CA1,

1 Model Isometric Nodes 30 base plate: RF-CONCRETE Surfaces - Required 72 Lines 31 Reinforcement as,2,-z (top), CA1, Materials 33 Isometric Surfaces 34 base plate: RF-CONCRETE Surfaces - Shear 73 Surfaces - Eccentricities 34 Reinforcement asw, CA1, Isometric Surfaces - Integrated Objects 34 CA2 - Wnde Surface Supports 35 General Data 74 Surface Supports - Ineffective 35 Materials 74 Cross-Sections 35 Surfaces 74 Members 35 Reinforcement Group No. 1 74 FE Mesh Refinements 36 Pedestal mountain side: RF-CONCRETE Surfaces - 75 Model, Isometric 37 Required Reinforcement as,1,+z mountain side: Nodes, Isometric 38 (bottom), CA2, Isometric mountain side: Lines, Isometric 38 Pedestal mountain side: RF-CONCRETE Surfaces - 76 mountain side: Surfaces, Isometric 39 Required Reinforcement as,2,+z mountain side: Members, Isometric 39 (bottom), CA2, Isometric mountain side: Axes, Isometric 40 Pedestal mountain side: RF-CONCRETE Surfaces - 77 mountain side: Supports & mesh, Isometric 40 Required Reinforcement as,1,-z (top), Middle: Nodes, Isometric 41 CA2, Isometric Middle: Lines, Isometric 41 Pedestal mountain side: RF-CONCRETE Surfaces - 78 Middle: Surfaces, Isometric 42 Required Reinforcement as,2,-z (top), Middle: Members, Isometric 42 CA2, Isometric Middle: Axes, Isometric 43 Pedestal mountain side: RF-CONCRETE Surfaces - 79 Middle: Supports & mesh, Isometric 43 Shear Reinforcement asw, CA2, Isometric Downhill side: Nodes, Isometric 44 Pedestal middle: RF-CONCRETE Surfaces - Required 80 Downhill side: Lines, Isometric 44 Reinforcement as,1,+z (bottom), CA2, Downhill side: Surfaces, Isometric 45 Isometric Downhill side: Members, Isometric 45 Pedestal middle: RF-CONCRETE Surfaces - Required 81 Downhill side: Axes, Isometric 46 Reinforcement as,2,+z (bottom), CA2, Downhill side: Supports & mesh, Isometric 46 Isometric

2 Load Cases and Combinations Pedestal middle: RF-CONCRETE Surfaces - Required 82 Load Cases 47 Reinforcement as,1,-z (top), CA2, Load Combinations 47 Isometric Result Combinations 48 Pedestal middle: RF-CONCRETE Surfaces - Required 83

3 Loads Reinforcement as,2,-z (top), CA2, LC2 - Member Loads 48 Isometric LC2 - Surface Loads 48 Pedestal middle: RF-CONCRETE Surfaces - Shear 84 LC2 - LC2: g_Earth pressure_k, Isometric 50 Reinforcement asw, CA2, Isometric LC3 - Nodal Loads 51 Pedestal downhill side: RF-CONCRETE Surfaces - 85 LC3 - LC3: p_SLS-iB_+y, Isometric 51 Required Reinforcement as,1,+z LC4 - Nodal Loads 51 (bottom), CA2, Isometric LC4 - LC4: p_SLS-iB_-y, Isometric 52 Pedestal downhill side: RF-CONCRETE Surfaces - 86 LC5 - Nodal Loads 52 Required Reinforcement as,2,+z LC5 - LC5: p_SLS-aB_+y, Isometric 52 (bottom), CA2, Isometric LC6 - Nodal Loads 53 Pedestal downhill side: RF-CONCRETE Surfaces - 87 LC6 - LC6: p_SLS-aB_-y, Isometric 53 Required Reinforcement as,1,-z (top), LC7 - Nodal Loads 53 CA2, Isometric LC7 - LC7: p_SLS-MT_+y, Isometric 54 Pedestal downhill side: RF-CONCRETE Surfaces - 88 LC8 - Nodal Loads 54 Required Reinforcement as,2,-z (top), LC8 - LC8: p_SLS-MT_-y, Isometric 54 CA2, Isometric LC9 - Nodal Loads 55 Pedestal downhill side: RF-CONCRETE Surfaces - 89 LC9 - LC9: a_EB_+y, Isometric 55 Shear Reinforcement asw, CA2, Isometric LC10 - Nodal Loads 55 RF-CONCRETE Members LC10 - LC10: a_EB_-y, Isometric 56 CA1 - Sttzenkopf LC11 - Nodal Loads 56 General Data 90 LC11 - LC11: p_ULS-iB_+y, Isometric 56 Settings - Nonlinear Calculation (State II) 90 LC12 - Nodal Loads 57 Materials 90 LC12 - LC12: p_ULS-iB_-y, Isometric 57 Cross-Sections 90 LC13 - Nodal Loads 57 Reinforcement Group No. 1 90 LC13 - LC13: p_ULS-aB_+y, Isometric 58 Pedestal mountain side: RF-CONCRETE Members - 91 LC14 - Nodal Loads 58 Required Reinforcement As,-z LC14 - LC14: p_ULS-aB_-y, Isometric 58 (top), Required Reinforcement LC15 - Nodal Loads 59 As,+z (bottom), CA1, Isometric LC15 - LC15: p_ULS-MT_+y, Isometric 59 Pedestal mountain side: RF-CONCRETE Members - 91 LC16 - Nodal Loads 60 Required Reinforcement LC16 - LC16: p_ULS-MT_-y, Isometric 60 As,T, CA1, Isometric

4 Results - Load Cases, Load Pedestal mountain side: RF-CONCRETE Members - 92Combinations Required Reinforcement asw,T,link, Results - Summary 61 Required Reinforcement asw,V,link,Results - Result Combinations CA1, Isometric Min. Contact Stresses z, RC1: 65 Pedestal middle: RF-CONCRETE Members - Required 92 SLS, In Z-direction Reinforcement As,-z (top), Required Max. Contact Stresses z, RC1: 65 Reinforcement As,+z (bottom), CA1, SLS, In Z-direction Isometric Min. Global Deformation uZ, RC1: SLS, 66 Pedestal middle: RF-CONCRETE Members - Required 93 In Z-direction Reinforcement As,T, CA1, Isometric Max. Global Deformation uZ, RC1: SLS, 66 Pedestal middle: RF-CONCRETE Members - Required 93 In Z-direction Reinforcement asw,T,link, RequiredRF-CONCRETE Surfaces Reinforcement asw,V,link, CA1,CA1 - Bodenplatte Isometric General Data 67 Pedestal downhill side: RF-CONCRETE Members - 94 Materials 67 Required Reinforcement As,-z (top), Surfaces 67 Required Reinforcement As,+z (bottom), Reinforcement Group No. 1 - Fundament 67 CA1, Isometric base plate: RF-CONCRETE Surfaces - Required 69 CA2 - Sttzen Reinforcement as,1,+z (bottom), CA1, General Data 95 Isometric Settings - Nonlinear Calculation (State II) 95 base plate: RF-CONCRETE Surfaces - Required 70 Materials 95 Reinforcement as,2,+z (bottom), CA1, Cross-Sections 95 Isometric Reinforcement Group No. 1 95

RFEM 5.02.0030 - General 3D structures solved using FEM www.dlubal.com


Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


MODEL


CONTENTS Pedestal mountain side: RF-CONCRETE Members - 96 Reinforcement As,T, CA2, Isometric Required Reinforcement As,-z (top), Pedestal middle: RF-CONCRETE Members - Required 98 Required Reinforcement As,+z (bottom), Reinforcement asw,T,link, Required CA2, Isometric Reinforcement asw,V,link, CA2, Pedestal mountain side: RF-CONCRETE Members - 96 Isometric Required Reinforcement As,T, CA2, Pedestal downhill side: RF-CONCRETE Members - 99 Isometric Required Reinforcement As,-z (top), Pedestal mountain side: RF-CONCRETE Members - 97 Required Reinforcement As,+z (bottom), Required Reinforcement asw,T,link, CA2, Isometric Required Reinforcement asw,V,link, Pedestal downhill side: RF-CONCRETE Members - 99 CA2, Isometric Required Reinforcement As,T, CA2, Pedestal middle: RF-CONCRETE Members - Required 97 Isometric Reinforcement As,-z (top), Required Pedestal downhill side: RF-CONCRETE Members - 100 Reinforcement As,+z (bottom), CA2, Required Reinforcement asw,T,link, Isometric Required Reinforcement asw,V,link, Pedestal middle: RF-CONCRETE Members - Required 98 CA2, Isometric

MODEL - GENERAL DATAGeneral Model name : W1316_Sttze_5_005

Project name : Sttze 5Type of model : 3DPositive direction of global axis Z : DownwardClassification of load cases and : According to Standard: Nonecombinations National annex: None

FE MESH SETTINGSGeneral Target length of finite elements I FE : 0.5 m

Maximum distance between a node and a line : 0.0 mto integrate it into the lineMaximum number of mesh nodes (in thousands) : 500

Members Number of divisions of members with cable, : 10elastic foundation, taper, or plastic characteristic Activate member divisions for large deformation

or post-critical analysisUse division for members with node lying on them

Surfaces Maximum ratio of FE rectangle diagonals D : 1.800Maximum out-of-plane inclination of two finite : 0.50 elements

Integrate also unutilized objects into surfacesShape direction of finite elements : Triangles and quadrangles

Same squares where possible

NODESNode Reference Coordinate Node CoordinatesNo. Node Type Node System X [m] Y [m] Z [m] Comment

1 Standard - Cartesian -2.350 1.945 4.2402 Standard - Cartesian 11.170 8.870 -2.2803 Standard - Cartesian 0.000 1.945 4.2404 Standard - Cartesian 0.000 4.020 -0.3205 Standard - Cartesian 0.000 7.520 -0.3206 Standard - Cartesian 4.080 4.020 4.2407 Standard - Cartesian 0.000 5.370 -0.3208 Standard - Cartesian -2.350 10.945 4.2409 Standard - Cartesian 0.000 5.370 0.97010 Standard - Cartesian 0.000 7.520 4.24011 Standard - Cartesian 2.413 5.370 0.97012 Standard - Cartesian 4.080 5.370 4.24013 Standard - Cartesian 1.394 4.020 -1.03014 Standard - Cartesian 1.394 5.370 -1.03015 Standard - Cartesian 0.000 4.020 0.97016 Standard - Cartesian 0.000 8.870 -0.32017 Standard - Cartesian 4.080 1.945 4.24018 Standard - Cartesian 0.000 8.870 0.97019 Standard - Cartesian 11.170 4.020 -2.28020 Standard - Cartesian 4.080 7.520 4.24021 Standard - Cartesian 6.590 1.945 4.24022 Standard - Cartesian 6.590 1.945 1.24023 Standard - Cartesian 4.080 8.870 4.24024 Standard - Cartesian 1.394 7.520 -1.03025 Standard - Cartesian 1.394 8.870 -1.03026 Standard - Cartesian 0.000 7.520 0.97027 Standard - Cartesian 2.413 4.020 0.97028 Standard - Cartesian 2.413 7.520 0.97029 Standard - Cartesian 4.080 10.945 4.24030 Standard - Cartesian 0.000 4.020 4.24031 Standard - Cartesian 0.000 5.370 4.24032 Standard - Cartesian 0.637 4.020 -0.64533 Standard - Cartesian 0.637 5.370 -0.64534 Standard - Cartesian 6.590 10.945 4.24035 Standard - Cartesian 0.000 8.870 4.24036 Standard - Cartesian 0.637 7.520 -0.64537 Standard - Cartesian 19.790 8.870 -5.57038 Standard - Cartesian 0.000 10.945 4.24039 Standard - Cartesian 6.590 10.945 1.240

Cartesian



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


MODEL


NODESNode Reference Coordinate Node CoordinatesNo. Node Type Node System X [m] Y [m] Z [m] Comment40 Standard - Cartesian 8.940 1.945 1.24041 Standard - Cartesian 8.940 4.020 -3.57042 Standard - Cartesian 8.940 7.520 -3.57043 Standard - Cartesian 12.590 4.020 1.24044 Standard - Cartesian 8.940 5.370 -3.57045 Standard - Cartesian 16.530 6.445 -2.76046 Standard - Cartesian 8.940 5.370 -2.28047 Standard - Cartesian 8.940 7.520 1.24048 Standard - Cartesian 11.170 5.370 -2.28049 Standard - Cartesian 12.590 5.370 1.24050 Standard - Cartesian 10.410 4.020 -4.16451 Standard - Cartesian 10.410 5.370 -4.16452 Standard - Cartesian 8.940 4.020 -2.28053 Standard - Cartesian 8.940 8.870 -3.57054 Standard - Cartesian 12.590 1.945 1.24055 Standard - Cartesian 8.940 8.870 -2.28057 Standard - Cartesian 12.590 7.520 1.24058 Standard - Cartesian 14.530 1.945 1.24059 Standard - Cartesian 14.530 1.945 -2.76060 Standard - Cartesian 12.590 8.870 1.24061 Standard - Cartesian 10.410 7.520 -4.16462 Standard - Cartesian 10.410 8.870 -4.16463 Standard - Cartesian 8.940 7.520 -2.28064 Standard - Cartesian 2.413 8.870 0.97065 Standard - Cartesian 11.170 7.520 -2.28066 Standard - Cartesian 12.590 10.945 1.24067 Standard - Cartesian 8.940 4.020 1.24068 Standard - Cartesian 8.940 5.370 1.24069 Standard - Cartesian 9.622 4.020 -3.84670 Standard - Cartesian 9.622 5.370 -3.84671 Standard - Cartesian 14.530 10.945 1.24072 Standard - Cartesian 8.940 8.870 1.24073 Standard - Cartesian 9.622 7.520 -3.84674 Standard - Cartesian 16.530 1.945 -2.76075 Standard - Cartesian 8.940 10.945 1.24076 Standard - Cartesian 14.530 10.945 -2.76077 Standard - Cartesian 16.530 10.945 -2.76078 Standard - Cartesian 17.880 1.945 -2.76079 Standard - Cartesian 17.880 4.020 -6.86080 Standard - Cartesian 17.880 7.520 -6.86081 Standard - Cartesian 20.349 4.020 -2.76082 Standard - Cartesian 17.880 5.370 -6.86083 Standard - Cartesian 17.880 5.370 -5.57084 Standard - Cartesian 17.880 7.520 -2.76085 Standard - Cartesian 19.790 5.370 -5.57086 Standard - Cartesian 20.349 5.370 -2.76087 Standard - Cartesian 19.460 4.020 -7.23088 Standard - Cartesian 19.460 5.370 -7.23089 Standard - Cartesian 17.880 4.020 -5.57090 Standard - Cartesian 17.880 8.870 -6.86091 Standard - Cartesian 20.349 1.945 -2.76092 Standard - Cartesian 17.880 8.870 -5.57094 Standard - Cartesian 20.349 7.520 -2.76095 Standard - Cartesian 22.709 1.945 -2.76097 Standard - Cartesian 20.349 8.870 -2.76098 Standard - Cartesian 19.460 7.520 -7.23099 Standard - Cartesian 19.460 8.870 -7.230100 Standard - Cartesian 17.880 7.520 -5.570101 Standard - Cartesian 19.790 4.020 -5.570102 Standard - Cartesian 19.790 7.520 -5.570103 Standard - Cartesian 20.349 10.945 -2.760104 Standard - Cartesian 17.880 4.020 -2.760105 Standard - Cartesian 17.880 5.370 -2.760106 Standard - Cartesian 18.639 4.020 -7.038107 Standard - Cartesian 18.639 5.370 -7.038108 Standard - Cartesian 22.709 10.945 -2.760109 Standard - Cartesian 17.880 8.870 -2.760110 Standard - Cartesian 18.639 7.520 -7.038112 Standard - Cartesian 17.880 10.945 -2.760135 Standard - Cartesian 17.880 6.445 -2.760136 Standard - Cartesian 20.349 6.445 -2.760137 Standard - Cartesian 22.709 6.445 -2.760138 Standard - Cartesian 14.530 6.445 -2.760141 Standard - Cartesian 18.639 8.870 -7.038142 Standard - Cartesian 0.637 8.870 -0.645143 Standard - Cartesian 9.622 8.870 -3.846

LINESLine Line Length No. Line Type Nodes No. L [m] Comment

1 Polyline 21,22 3.000 Z2 Polyline 3,1 2.350 X3 Polyline 34,39 3.000 Z4 Polyline 30,3 2.075 Y5 Polyline 15,4 1.290 Z6 Polyline 74,45 4.500 Y7 Polyline 4,7 1.350 Y8 Polyline 31,30 1.350 Y9 Polyline 77,112 1.350 X10 Polyline 74,59 2.000 X11 Polyline 26,5 1.290 Z



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


MODEL


LINESLine Line Length No. Line Type Nodes No. L [m] Comment12 Polyline 9,7 1.290 Z13 Polyline 10,31 2.150 Y14 Polyline 31,12 4.080 X15 Polyline 30,6 4.080 X16 Polyline 4,32 0.715 XZ17 Polyline 7,33 0.715 XZ18 Polyline 14,13 1.350 Y19 Polyline 14,11 2.245 XZ20 Polyline 6,27 3.670 XZ21 Polyline 17,3 4.080 X22 Polyline 45,77 4.500 Y23 Polyline 45,135 1.350 X24 Polyline 10,20 4.080 X25 Polyline 5,16 1.350 Y27 Polyline 35,10 1.350 Y29 Polyline 18,16 1.290 Z30 Polyline 21,17 2.510 X31 Polyline 58,59 4.000 Z32 Polyline 35,23 4.080 X33 Polyline 15,27 2.413 X34 Polyline 9,11 2.413 X35 Polyline 35,38 2.075 Y36 Polyline 5,36 0.715 XZ37 Polyline 40,22 2.350 X39 Polyline 20,12 2.150 Y40 Polyline 16,142 0.715 XZ41 Polyline 11,12 3.670 XZ42 Polyline 27,13 2.245 XZ43 Polyline 6,17 2.075 Y44 Polyline 25,24 1.350 Y45 Polyline 30,15 3.270 Z46 Polyline 31,9 3.270 Z47 Polyline 25,64 2.245 XZ48 Polyline 20,28 3.670 XZ49 Polyline 32,13 0.850 XZ50 Polyline 33,14 0.850 XZ52 Polyline 26,28 2.413 X53 Polyline 18,64 2.413 X54 Polyline 64,23 3.670 XZ55 Polyline 28,24 2.245 XZ56 Polyline 10,26 3.270 Z57 Polyline 35,18 3.270 Z58 Polyline 36,24 0.850 XZ59 Polyline 142,25 0.850 XZ60 Polyline 23,29 2.075 Y61 Polyline 38,29 4.080 X62 Polyline 1,8 9.000 Y63 Polyline 8,38 2.350 X65 Polyline 34,29 2.510 X67 Polyline 71,76 4.000 Z68 Polyline 67,40 2.075 Y69 Polyline 52,41 1.290 Z70 Polyline 41,44 1.350 Y72 Polyline 63,42 1.290 Z73 Polyline 46,44 1.290 Z74 Polyline 47,68 2.150 Y75 Polyline 68,49 3.650 X76 Polyline 67,43 3.650 X77 Polyline 41,69 0.736 XZ78 Polyline 44,70 0.736 XZ79 Polyline 51,50 1.350 Y80 Polyline 51,48 2.031 XZ81 Polyline 43,19 3.796 XZ82 Polyline 54,40 3.650 X83 Polyline 47,57 3.650 X84 Polyline 42,53 1.350 Y87 Polyline 55,53 1.290 Z88 Polyline 58,54 1.940 X89 Polyline 72,60 3.650 X90 Polyline 52,19 2.230 X91 Polyline 46,48 2.230 X92 Polyline 72,75 2.075 Y93 Polyline 42,73 0.736 XZ94 Polyline 57,49 2.150 Y95 Polyline 53,143 0.736 XZ96 Polyline 48,49 3.796 XZ97 Polyline 19,50 2.031 XZ98 Polyline 43,54 2.075 Y99 Polyline 62,61 1.350 Y100 Polyline 67,52 3.520 Z101 Polyline 68,46 3.520 Z102 Polyline 62,2 2.031 XZ103 Polyline 57,65 3.796 XZ104 Polyline 69,50 0.849 XZ105 Polyline 70,51 0.849 XZ107 Polyline 63,65 2.230 X108 Polyline 55,2 2.230 X109 Polyline 2,60 3.796 XZ110 Polyline 65,61 2.031 XZ111 Polyline 47,63 3.520 Z112 Polyline 72,55 3.520 Z113 Polyline 73,61 0.849 XZ114 Polyline 143,62 0.849 XZ115 Polyline 60,66 2.075 Y



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


MODEL


LINESLine Line Length No. Line Type Nodes No. L [m] Comment116 Polyline 75,66 3.650 X118 Polyline 39,75 2.350 X120 Polyline 71,66 1.940 X122 Polyline 78,74 1.350 X123 Polyline 12,6 1.350 Y125 Polyline 104,78 2.075 Y126 Polyline 89,79 1.290 Z127 Polyline 79,82 1.350 Y129 Polyline 100,80 1.290 Z130 Polyline 83,82 1.290 Z131 Polyline 84,135 1.075 Y132 Polyline 105,86 2.470 X133 Polyline 104,81 2.470 X134 Polyline 79,106 0.780 XZ135 Polyline 82,107 0.780 XZ136 Polyline 88,87 1.350 Y137 Polyline 88,85 1.693 XZ138 Polyline 81,101 2.865 XZ139 Polyline 91,78 2.470 X140 Polyline 84,94 2.470 X141 Polyline 80,90 1.350 Y143 Polyline 86,81 1.350 Y144 Polyline 92,90 1.290 Z145 Polyline 95,91 2.360 X146 Polyline 109,97 2.470 X147 Polyline 89,101 1.910 X148 Polyline 83,85 1.910 X149 Polyline 109,112 2.075 Y150 Polyline 80,110 0.780 XZ151 Polyline 94,136 1.075 Y152 Polyline 90,141 0.780 XZ153 Polyline 85,86 2.865 XZ154 Polyline 101,87 1.693 XZ155 Polyline 81,91 2.075 Y156 Polyline 99,98 1.350 Y157 Polyline 104,89 2.810 Z158 Polyline 105,83 2.810 Z159 Polyline 99,37 1.693 XZ160 Polyline 94,102 2.865 XZ161 Polyline 106,87 0.843 XZ162 Polyline 107,88 0.843 XZ163 Polyline 97,94 1.350 Y164 Polyline 100,102 1.910 X165 Polyline 92,37 1.910 X166 Polyline 37,97 2.865 XZ167 Polyline 102,98 1.693 XZ168 Polyline 84,100 2.810 Z169 Polyline 109,92 2.810 Z170 Polyline 110,98 0.843 XZ171 Polyline 141,99 0.843 XZ172 Polyline 97,103 2.075 Y173 Polyline 112,103 2.470 X174 Polyline 76,77 2.000 X175 Polyline 95,137 4.500 Y176 Polyline 108,103 2.360 X179 Polyline 68,67 1.350 Y188 Polyline 72,47 1.350 Y191 Polyline 23,20 1.350 Y202 Polyline 105,104 1.350 Y203 Polyline 109,84 1.350 Y208 Polyline 49,43 1.350 Y209 Polyline 60,57 1.350 Y222 Polyline 59,138 4.500 Y225 Polyline 22,39 9.000 Y227 Polyline 21,34 9.000 Y229 Polyline 58,71 9.000 Y230 Polyline 135,105 1.075 Y231 Polyline 136,86 1.075 Y232 Polyline 137,108 4.500 Y233 Polyline 138,76 4.500 Y234 Polyline 138,45 2.000 X235 Polyline 135,136 2.470 X236 Polyline 136,137 2.360 X

MATERIALSMatl. Modulus Modulus Poisson's Ratio Spec. Weight Coeff. of Th. Ex Partial Factor MaterialNo. E [kN/cm2] G [kN/cm2] [-] [kN/m3] [1/K] M [-] Model

1 Concrete C16/20 | EN 1992-1-1:2004/AC:20102900.00 1208.33 0.200 25.00 1.00E-05 1.00 Isotropic Linear Elastic

2 Concrete C16/20 | EN 1992-1-1:2004/AC:20102900.00 1208.33 0.200 25.00 1.00E-05 1.00 Isotropic Linear Elastic



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


MODEL


SURFACESSurface Surface Type Matl. Thickness Area Weight

No. Geometry Stiffness Boundary Lines No. No. Type d [cm] A [m2] W [kg]1 Plane Standard 8,45,5,7,12,46 1 Constant 70.00 6.156 10773.02 Plane Standard 19,41,123,20,42,18 1 Constant 70.00 7.986 13974.73 Plane Standard 27,13,8,4,2,62,63,35 1 Constant 70.00 21.150 37012.54 Plane Standard 27,56,11,25,29,57 1 Constant 70.00 6.156 10773.05 Plane Standard 30,227,65,60,191,39,123,43 1 Constant 70.00 22.590 39532.56 Plane Standard 47,54,191,48,55,44 1 Constant 70.00 7.986 13974.77 Quadrangle Standard 227,1,225,3 1 Constant 70.00 27.000 47250.08 Plane Standard 4,21,43,15 1 Constant 70.00 8.466 14814.99 Plane Standard 8,15,123,14 1 Constant 70.00 5.508 9638.610 Plane Standard 13,14,39,24 1 Constant 70.00 8.772 15350.311 Plane Standard 14,41,34,46 1 Constant 70.00 10.616 18578.712 Plane Standard 33,45,15,20 1 Constant 70.00 10.616 18578.713 Plane Standard 27,24,191,32 1 Constant 70.00 5.508 9638.614 Plane Standard 32,54,53,57 1 Constant 70.00 10.616 18578.715 Plane Standard 52,56,24,48 1 Constant 70.00 10.616 18578.716 Plane Standard 60,32,35,61 1 Constant 70.00 8.466 14814.917 Plane Standard 179,100,69,70,73,101 1 Constant 70.00 6.493 11363.618 Plane Standard 80,96,208,81,97,79 1 Constant 70.00 7.867 13766.519 Plane Standard 188,74,179,68,37,225,118,92 1 Constant 70.00 21.150 37012.520 Plane Standard 188,111,72,84,87,112 1 Constant 70.00 6.493 11363.621 Plane Standard 88,229,120,115,209,94,208,

981 Constant 70.00 17.460 30555.0

22 Plane Standard 102,109,209,103,110,99 1 Constant 70.00 7.867 13766.523 Quadrangle Standard 229,31,222,233,67 1 Constant 70.00 36.000 63000.024 Plane Standard 68,82,98,76 1 Constant 70.00 7.573 13253.425 Plane Standard 179,76,208,75 1 Constant 70.00 4.927 8622.726 Plane Standard 74,75,94,83 1 Constant 70.00 7.847 13732.527 Plane Standard 75,96,91,101 1 Constant 70.00 10.348 18109.728 Plane Standard 90,100,76,81 1 Constant 70.00 10.348 18109.729 Plane Standard 188,83,209,89 1 Constant 70.00 4.927 8622.730 Plane Standard 89,109,108,112 1 Constant 70.00 10.348 18109.731 Plane Standard 107,111,83,103 1 Constant 70.00 10.348 18109.732 Plane Standard 115,89,92,116 1 Constant 70.00 7.573 13253.433 Plane Standard 202,157,126,127,130,158 1 Constant 70.00 5.535 9686.234 Plane Standard 137,153,143,138,154,136 1 Constant 70.00 6.153 10767.636 Plane Standard 203,168,129,141,144,169 1 Constant 70.00 5.535 9686.238 Plane Standard 159,166,163,160,167,156 1 Constant 70.00 6.153 10767.640 Plane Standard 125,139,155,133 1 Constant 70.00 5.125 8968.541 Plane Standard 202,133,143,132 1 Constant 70.00 3.334 5835.043 Plane Standard 132,153,148,158 1 Constant 70.00 6.154 10770.044 Plane Standard 147,157,133,138 1 Constant 70.00 6.154 10770.045 Plane Standard 203,140,163,146 1 Constant 70.00 3.334 5835.046 Plane Standard 146,166,165,169 1 Constant 70.00 6.154 10770.047 Plane Standard 164,168,140,160 1 Constant 70.00 6.154 10770.048 Plane Standard 172,146,149,173 1 Constant 70.00 5.125 8968.553 Plane Standard 9,22,23,131,203,149 1 Constant 70.00 6.075 10631.255 Plane Standard 176,232,236,151,163,172 1 Constant 70.00 10.620 18585.056 Plane Standard 6,23,230,202,125,122 1 Constant 70.00 6.075 10631.258 Plane Standard 231,143,155,145,175,236 1 Constant 70.00 10.620 18585.059 Plane Standard 131,235,151,140 1 Constant 70.00 2.655 4646.460 Plane Standard 230,132,231,235 1 Constant 70.00 2.655 4646.461 Plane Standard 233,174,22,6,10,222 1 Constant 70.00 18.000 31500.0

SURFACES - ECCENTRICITIESSurface Eccentricity

No. ez [cm] Comment3 -35.005 -35.008 -35.009 -35.0010 -35.0013 -35.0016 -35.0019 -35.0021 -35.0024 -35.0025 -35.0026 -35.0029 -35.0032 -35.0040 -35.0041 -35.0045 -35.0048 -35.0053 -35.0055 -35.0056 -35.0058 -35.0059 -35.0060 -35.0061 -35.00

SURFACES - INTEGRATED OBJECTSSurface Integrated Objects No.

No. Nodes Lines Openings Comment61 234



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


MODEL


SURFACE SUPPORTSFound. Spring Constants Translation Support or Spring [kN/m3] Shear Spring [kN/m]

No. On Surfaces No. RF-SOILIN ux uy uz v xz v yz1 3,5,8-10,13,16,21,

24-26,29,32,40,41,45,48,53,55,56,58-60

- 15000.000 15000.000 1000000.000

SURFACE SUPPORTS - INEFFECTIVEFound. Ineffective support under Yielding from contact stress Coefficient of friction

No. On Surfaces No. z z' [kN/m2] z [-]1 3,5,8-10,13,16,21,

24-26,29,32,40,41,45,48,53,55,56,

58-60

Negative

CROSS-SECTIONSSection Matl. J [cm4] Iy [cm4] Iz [cm4] Principal Axes Rotation Overall Dimensions [cm]

No. No. A [cm2] Ay [cm2] Az [cm2] [] ' [] Width b Height h1 Rectangle 65/70

2 2889322.00 1857916.75 1601979.19 0.00 0.00 65.00 70.004550.00 3791.67 3791.67

Rectangle 65/70

MEMBERSMbr. Line Rotation Cross-Section Release No. Ecc. Div. LengthNo. No. Member Type [] Start End Start End No. No. L [m]

1 5 Beam Angle 0.00 1 1 - - - - 1.290 Z2 45 Beam Angle 0.00 1 1 - - - - 3.270 Z3 12 Beam Angle 0.00 1 1 - - - - 1.290 Z4 46 Beam Angle 0.00 1 1 - - - - 3.270 Z5 16 Beam Angle 0.00 1 1 - - - - 0.715 XZ6 17 Beam Angle 0.00 1 1 - - - - 0.715 XZ7 49 Beam Angle 0.00 1 1 - - - - 0.850 XZ8 50 Beam Angle 0.00 1 1 - - - - 0.850 XZ9 42 Beam Angle 0.00 1 1 - - - - 2.245 XZ10 19 Beam Angle 0.00 1 1 - - - - 2.245 XZ11 20 Beam Angle 0.00 1 1 - - - - 3.670 XZ12 41 Beam Angle 0.00 1 1 - - - - 3.670 XZ13 11 Beam Angle 0.00 1 1 - - - - 1.290 Z14 56 Beam Angle 0.00 1 1 - - - - 3.270 Z15 29 Beam Angle 0.00 1 1 - - - - 1.290 Z16 57 Beam Angle 0.00 1 1 - - - - 3.270 Z17 36 Beam Angle 0.00 1 1 - - - - 0.715 XZ18 40 Beam Angle 0.00 1 1 - - - - 0.715 XZ19 58 Beam Angle 0.00 1 1 - - - - 0.850 XZ20 59 Beam Angle 0.00 1 1 - - - - 0.850 XZ21 55 Beam Angle 0.00 1 1 - - - - 2.245 XZ22 47 Beam Angle 0.00 1 1 - - - - 2.245 XZ23 48 Beam Angle 0.00 1 1 - - - - 3.670 XZ24 54 Beam Angle 0.00 1 1 - - - - 3.670 XZ25 69 Beam Angle 0.00 1 1 - - - - 1.290 Z26 100 Beam Angle 0.00 1 1 - - - - 3.520 Z27 73 Beam Angle 0.00 1 1 - - - - 1.290 Z28 101 Beam Angle 0.00 1 1 - - - - 3.520 Z29 77 Beam Angle 0.00 1 1 - - - - 0.736 XZ30 78 Beam Angle 0.00 1 1 - - - - 0.736 XZ31 104 Beam Angle 0.00 1 1 - - - - 0.849 XZ32 105 Beam Angle 0.00 1 1 - - - - 0.849 XZ33 97 Beam Angle 0.00 1 1 - - - - 2.031 XZ34 80 Beam Angle 0.00 1 1 - - - - 2.031 XZ35 81 Beam Angle 0.00 1 1 - - - - 3.796 XZ36 96 Beam Angle 0.00 1 1 - - - - 3.796 XZ37 72 Beam Angle 0.00 1 1 - - - - 1.290 Z38 111 Beam Angle 0.00 1 1 - - - - 3.520 Z39 87 Beam Angle 0.00 1 1 - - - - 1.290 Z40 112 Beam Angle 0.00 1 1 - - - - 3.520 Z41 93 Beam Angle 0.00 1 1 - - - - 0.736 XZ42 95 Beam Angle 0.00 1 1 - - - - 0.736 XZ43 113 Beam Angle 0.00 1 1 - - - - 0.849 XZ44 114 Beam Angle 0.00 1 1 - - - - 0.849 XZ45 110 Beam Angle 0.00 1 1 - - - - 2.031 XZ46 102 Beam Angle 0.00 1 1 - - - - 2.031 XZ47 103 Beam Angle 0.00 1 1 - - - - 3.796 XZ48 109 Beam Angle 0.00 1 1 - - - - 3.796 XZ49 126 Beam Angle 0.00 1 1 - - - - 1.290 Z50 157 Beam Angle 0.00 1 1 - - - - 2.810 Z51 130 Beam Angle 0.00 1 1 - - - - 1.290 Z52 158 Beam Angle 0.00 1 1 - - - - 2.810 Z53 134 Beam Angle 0.00 1 1 - - - - 0.780 XZ54 135 Beam Angle 0.00 1 1 - - - - 0.780 XZ55 161 Beam Angle 0.00 1 1 - - - - 0.843 XZ56 162 Beam Angle 0.00 1 1 - - - - 0.843 XZ57 154 Beam Angle 0.00 1 1 - - - - 1.693 XZ58 137 Beam Angle 0.00 1 1 - - - - 1.693 XZ59 138 Beam Angle 0.00 1 1 - - - - 2.865 XZ60 153 Beam Angle 0.00 1 1 - - - - 2.865 XZ



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


MODEL


MEMBERSMbr. Line Rotation Cross-Section Release No. Ecc. Div. LengthNo. No. Member Type [] Start End Start End No. No. L [m] 61 129 Beam Angle 0.00 1 1 - - - - 1.290 Z62 168 Beam Angle 0.00 1 1 - - - - 2.810 Z63 144 Beam Angle 0.00 1 1 - - - - 1.290 Z64 169 Beam Angle 0.00 1 1 - - - - 2.810 Z65 150 Beam Angle 0.00 1 1 - - - - 0.780 XZ66 152 Beam Angle 0.00 1 1 - - - - 0.780 XZ67 170 Beam Angle 0.00 1 1 - - - - 0.843 XZ68 171 Beam Angle 0.00 1 1 - - - - 0.843 XZ69 167 Beam Angle 0.00 1 1 - - - - 1.693 XZ70 159 Beam Angle 0.00 1 1 - - - - 1.693 XZ71 160 Beam Angle 0.00 1 1 - - - - 2.865 XZ72 166 Beam Angle 0.00 1 1 - - - - 2.865 XZ

FE MESH REFINEMENTSRefinem FE Mesh Refinement Number Sphere Target FE-Length [m]

No. applied to Nodes No. Divisions Radius [m] Inner Outer Comment1 Nodes - Circular 6,10,12,

20,23,30,31,35,43,47,49,57,60,67,68,72,81,84,86,94,97,104,105,109

1.000 0.080 0.300

2 Surfaces 2,6,12,17,18,20,22,30,33,36,43,46

0.400



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13



MODEL, ISOMETRIC

Z

XY

Isom

etric

MODEL, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13



MOUNTAIN SIDE: NODES, ISOMETRIC

108

103137

97

9411213695

86

37

109 7781

102

84

99

13591

9285

105

141

76

98

100

90

45

101

104

11088

80

83

78

10787

89

138

82106

74

79

2

65

59

62

14361

5373

42

51

7050

IsometricNode NumberingMOUNTAIN SIDE: NODES, ISOMETRIC

MOUNTAIN SIDE: LINES, ISOMETRIC

232176

172173236175

163146151

149 9140231235143

203132145

165

174

67

155 131 22133

164

230

156

23202

148

141

139 233234

147

125 6

136

122

127

222

10

99

8479

IsometricLine NumberingMOUNTAIN SIDE: LINES, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13



MOUNTAIN SIDE: SURFACES, ISOMETRIC

S55

S48

S58 S45

S46

S38

S59S60

S47

S53S41

S36

S43

S34

S40

S44

S56S61

S33

IsometricSurface NumberingMOUNTAIN SIDE: SURFACES, ISOMETRIC

MOUNTAIN SIDE: MEMBERS, ISOMETRIC

M72

M71

M64

M70

M69

M60

M68

M62M59

M63

M66M67

M61

M52

M65

M58

M57

M56

M50

M51

M54M55

M49

M53

M46

M45

M44

M39

M42M43

M34M41M32

M31

IsometricMember NumberingMOUNTAIN SIDE: MEMBERS, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13



MOUNTAIN SIDE: AXES, ISOMETRIC

x y

z

z

yx

y

z

x

z

yx

x

z

y

z

y

x

z

yx

zx

y

x y

z z

x y

y

xz

yx

z

y

z

x

y

x

z

x

z

y

x z

yz

y

x

z

x y x

z

y

IsometricMOUNTAIN SIDE: AXES, ISOMETRIC

MOUNTAIN SIDE: SUPPORTS & MESH, ISOMETRICIsometric

MOUNTAIN SIDE: SUPPORTS & MESH, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13



MIDDLE: NODES, ISOMETRIC

71

66

76

6057

138

7549

58

2

43 72

65

3947

62

54

59

55

143

48

61

53

68

63

73

19

42

67

51

46

7050

44

40

52

69

41

22

IsometricNode NumberingMIDDLE: NODES, ISOMETRIC

MIDDLE: LINES, ISOMETRIC

120

67

115229116

233

20989

9483 92 118208

222

75

108

18888

31

9876

107

99

74

84

91

179 22582

90

68

79

70

37

IsometricLine NumberingMIDDLE: LINES, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13



MIDDLE: SURFACES, ISOMETRIC

S21

S23

S32

S29

S30

S22

S26

S31

S25

S20

S27

S18

S24

S28

S19

S17

IsometricSurface NumberingMIDDLE: SURFACES, ISOMETRIC

MIDDLE: MEMBERS, ISOMETRIC

M48

M47

M46

M40

M36

M45

M35

M44

M38

M39

M42M43

M37

M41M34

M28

M33

M32

M26

M27

M30M31

M25

M29

IsometricMember NumberingMIDDLE: MEMBERS, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13



MIDDLE: AXES, ISOMETRICIsometric

MIDDLE: AXES, ISOMETRIC

MIDDLE: SUPPORTS & MESH, ISOMETRICIsometric

MIDDLE: SUPPORTS & MESH, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13



DOWNHILL SIDE: NODES, ISOMETRIC

34

39

29

2338

20

835

64

1210

28 18

25

6

142

16

21

26

24

36

31

11

5

22

1730

27 9

14

33

7

15

13

3

32

4

1

X

Z

Y

IsometricNode NumberingDOWNHILL SIDE: NODES, ISOMETRIC

DOWNHILL SIDE: LINES, ISOMETRIC

3

65

60 61227

191 32 63

225

35

2439

53

27123 14

52

44

13

25

621543

1

30

34

8

33

21 4

18

7

2

X

Z

Y

IsometricLine NumberingDOWNHILL SIDE: LINES, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13



DOWNHILL SIDE: SURFACES, ISOMETRIC

S16

S7

S5S13

S14

S6

S15

S10

S4

S9

S11

S3

S2

S8

S12

S1

X

Z

Y

IsometricSurface NumberingDOWNHILL SIDE: SURFACES, ISOMETRIC

DOWNHILL SIDE: MEMBERS, ISOMETRIC

M24

M23

M16

M22

M14

M21M15

M20

M12

M18

M11

M13

M19

M17

M4

M10

M2

M9M3

M8

M6

M1

M7

M5

X

Z

Y

IsometricMember NumberingDOWNHILL SIDE: MEMBERS, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13



DOWNHILL SIDE: AXES, ISOMETRIC

Z

X Y

IsometricDOWNHILL SIDE: AXES, ISOMETRIC

DOWNHILL SIDE: SUPPORTS & MESH, ISOMETRIC

Z

X Y

IsometricDOWNHILL SIDE: SUPPORTS & MESH, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


LOADS


LOAD CASESLoad Load Case No Standard Self-Weight - Factor in DirectionCase Description Action Category Active X Y ZLC1 g_Dead load_k Permanent 0.00 0.00 1.00LC2 g_Earth pressure_k PermanentLC3 p_SLS-iB_+y ImposedLC4 p_SLS-iB_-y ImposedLC5 p_SLS-aB_+y ImposedLC6 p_SLS-aB_-y ImposedLC7 p_SLS-MT_+y ImposedLC8 p_SLS-MT_-y ImposedLC9 a_EB_+y ImposedLC10 a_EB_-y ImposedLC11 p_ULS-iB_+y ImposedLC12 p_ULS-iB_-y ImposedLC13 p_ULS-aB_+y ImposedLC14 p_ULS-aB_-y ImposedLC15 p_ULS-MT_+y ImposedLC16 p_ULS-MT_-y Imposed

LOAD COMBINATIONSLoad Load Combination

Combin. DS Description No. Factor Load CaseCO1 SLS_iB_+y 1 1.00 LC1 g_Dead load_k

2 1.00 LC2 g_Earth pressure_k3 1.00 LC3 p_SLS-iB_+y

CO2 SLS_iB_-y 1 1.00 LC1 g_Dead load_k2 1.00 LC2 g_Earth pressure_k3 1.00 LC4 p_SLS-iB_-y

CO3 SLS_aB_+y 1 1.00 LC1 g_Dead load_k2 1.00 LC2 g_Earth pressure_k3 1.00 LC5 p_SLS-aB_+y

CO4 SLS_aB_-y 1 1.00 LC1 g_Dead load_k2 1.00 LC2 g_Earth pressure_k3 1.00 LC6 p_SLS-aB_-y

CO5 SLS_MT_+y 1 1.00 LC1 g_Dead load_k2 1.00 LC2 g_Earth pressure_k3 1.00 LC7 p_SLS-MT_+y

CO6 SLS_MT_-y 1 1.00 LC1 g_Dead load_k2 1.00 LC2 g_Earth pressure_k3 1.00 LC8 p_SLS-MT_-y

CO7 EB_+y 1 1.00 LC1 g_Dead load_k2 1.00 LC2 g_Earth pressure_k3 1.00 LC9 a_EB_+y

CO8 EB_-y 1 1.00 LC1 g_Dead load_k2 1.00 LC2 g_Earth pressure_k3 1.00 LC10 a_EB_-y

CO9 ULS_iB_+y 1 1.35 LC1 g_Dead load_k2 1.35 LC2 g_Earth pressure_k3 1.50 LC11 p_ULS-iB_+y

CO10 ULS_iB_-y 1 1.35 LC1 g_Dead load_k2 1.35 LC2 g_Earth pressure_k3 1.50 LC12 p_ULS-iB_-y

CO11 ULS_aB_+y 1 1.35 LC1 g_Dead load_k2 1.35 LC2 g_Earth pressure_k3 1.50 LC13 p_ULS-aB_+y

CO12 ULS_aB_-y 1 1.35 LC1 g_Dead load_k2 1.35 LC2 g_Earth pressure_k3 1.50 LC14 p_ULS-aB_-y

CO13 ULS_MT_+y 1 1.35 LC1 g_Dead load_k2 1.35 LC2 g_Earth pressure_k3 1.50 LC15 p_ULS-MT_+y

CO14 ULS_MT_-y 1 1.35 LC1 g_Dead load_k2 1.35 LC2 g_Earth pressure_k3 1.50 LC16 p_ULS-MT_-y



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


LOADS


RESULT COMBINATIONSResult Result Combination Alternate

Combin. DS Description No. Factor Loading Criterion GroupRC1 SLS 1 1.00 CO1 SLS_iB_+y Permanent 1

2 1.00 CO2 SLS_iB_-y Permanent 13 1.00 CO3 SLS_aB_+y Permanent 14 1.00 CO4 SLS_aB_-y Permanent 15 1.00 CO5 SLS_MT_+y Permanent 16 1.00 CO6 SLS_MT_-y Permanent 17 1.00 CO7 EB_+y Permanent 18 1.00 CO8 EB_-y Permanent 1

RC2 ULS 1 1.00 CO7 EB_+y Permanent 12 1.00 CO8 EB_-y Permanent 13 1.00 CO9 ULS_iB_+y Permanent 14 1.00 CO10 ULS_iB_-y Permanent 15 1.00 CO11 ULS_aB_+y Permanent 16 1.00 CO12 ULS_aB_-y Permanent 17 1.00 CO13 ULS_MT_+y Permanent 18 1.00 CO14 ULS_MT_-y Permanent 1

MEMBER LOADS LC2: g_Earth pressure_kReference On Members Load Load Load Reference Load Parameters Over Tot.

No. to No. Type Distribution Direction Length Symbol Value Unit Length1 List of

members9,11 Force Trapezoidal XP Projected

Lengthp1 0.00 kN/m

p2 -21.00 kN/m2 List of


Lengthp1 0.00 kN/m



Lengthp1 0.00 kN/m



Lengthp1 0.00 kN/m



Lengthp1 0.00 kN/m



Lengthp1 0.00 kN/m



Lengthp1 0.00 kN/m



Lengthp1 0.00 kN/m



Lengthp1 0.00 kN/m



Lengthp1 0.00 kN/m



Lengthp1 0.00 kN/m



Lengthp1 0.00 kN/m

p2 -21.90 kN/m13 Members 2,11 Force Trapezoidal YP Projected

Lengthp1 14.30 kN/m

p2 0.00 kN/mA 0.000 %B 100.000 %

14 Members 26,35 Force Trapezoidal YP Projected Length

p1 16.10 kN/m

p2 0.00 kN/mA 0.000 %B 100.000 %

15 Members 50,59 Force Trapezoidal YP Projected Length

p1 12.80 kN/m

p2 0.00 kN/mA 0.000 %B 100.000 %

LC2g_Earth pressure_k

SURFACE LOADS LC2: g_Earth pressure_kLoad Load Load Load Parameters On Node

No. On Surfaces No. Type Distribution Direction Symbol Value Unit No.9 6 Force Linear in Z XP p1 0.00 kN/m2 14

p2 -64.60 kN/m2 1210 18,22 Force Linear in Z XP p1 0.00 kN/m2 51

p2 -64.90 kN/m2 4911 34,38 Force Linear in Z XP p1 0.00 kN/m2 88

p2 -67.30 kN/m2 8612 2 Force Linear in Z XP p1 0.00 kN/m2 14

p2 -64.60 kN/m2 1213 55,58 Force Linear ZP p1 150.50 kN/m2 95

p2 109.20 kN/m2 108



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


LOADS


SURFACE LOADS LC2: g_Earth pressure_kLoad Load Load Load Parameters On Node

No. On Surfaces No. Type Distribution Direction Symbol Value Unit No.p3 117.60 kN/m2 91

14 40,48,59,60 Force Linear ZP p1 117.60 kN/m2 91p2 82.80 kN/m2 103p3 90.20 kN/m2 78

15 53,56 Force Linear ZP p1 90.20 kN/m2 78p2 58.10 kN/m2 112p3 62.40 kN/m2 59

16 21 Force Linear ZP p1 169.00 kN/m2 58p2 112.80 kN/m2 71p3 154.80 kN/m2 54

17 24,26,32 Force Linear ZP p1 154.80 kN/m2 54p2 98.90 kN/m2 66p3 116.20 kN/m2 40



20 8,10,16 Force Linear ZP p1 150.70 kN/m2 17p2 92.20 kN/m2 29p3 105.40 kN/m2 3


22 12 Force Linear in Z YP p1 0.00 kN/m2 15p2 40.90 kN/m2 30






Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13



LC2: G_EARTH PRESSURE_K, ISOMETRIC

21.

10

98.

60

76.

30

21.

90

64.

90

21.

00

91.

10

55.

40

60.

30

67.

30

46.

90

64.

60

46.

90

44.

60

30.

30

21.

10

47.

00

21.

90

21.

00

24.

99

111

.79

90.

82

22.

63

105

.69

24.

52

21.

10

21.

90

64.

90

21.

00

68.

64

67.

30

81.

57

64.

60

69.

16

129

.85

100

.20

21.

10

96.

95

74.

15

21.

90

72.

80

21.

00

62.

95

24.

99

22.

63 1

33.5

3

104

.36

24.

52 1

28.4

4

82.

18

103

.31

36.

70 1

2.80

46.

00 1

6.10

91.

91

14.

30 4

0.90

12.

80

16.

10

14.

30

150

.50

169

.00

117

.60

169

.00

154

.80

90.

20 7

9.00

150

.70

116

.20

105

.40

X

Z

Y

Isom

etric

LC2:

g_E

arth

pre

ssur

e_k

LC2: G_EARTH PRESSURE_K, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


LOADS


NODAL LOADS LC3: p_SLS-iB_+yForce [kN] Moment [kNm]

No. On Nodes No. PX PY PZ MX MY MZ1 110,141 80.00 38.00 445.00 0.00 0.00 0.00

Sn12 73,143 58.00 33.00 480.00 0.00 0.00 0.00

Sn33 36,142 235.00 50.00 700.00 0.00 0.00 0.00

Sn54 106,107 -50.00 20.00 23.00 0.00 0.00 0.00

Sn25 69,70 -100.00 18.00 83.00 0.00 0.00 0.00

Sn46 32,33 20.00 30.00 203.00 0.00 0.00 0.00

Sn6

LC3p_SLS-iB_+y

LC3: P_SLS-IB_+Y, ISOMETRIC

80.00

445.00

38.00

58.00

80.00480.00

445.00

33.00

38.00

58.00

235.00

50.00480.00

50.00

33.00 700.00

23.00

235.00

100.00

20.0050.00

50.00

700.0083.00

23.00

100.0018.00

20.00

20.00

83.00

203.00

30.00

18.00

20.00

203.00

30.00

X

Z

Y

IsometricLC3: p_SLS-iB_+yLC3: P_SLS-IB_+Y, ISOMETRIC

NODAL LOADS LC4: p_SLS-iB_-yForce [kN] Moment [kNm]

No. On Nodes No. PX PY PZ MX MY MZ1 110,141 -85.00 -23.00 -93.00 0.00 0.00 0.00

Sn12 73,143 -123.00 -18.00 13.00 0.00 0.00 0.00

Sn33 36,142 -3.00 -33.00 173.00 0.00 0.00 0.00

Sn54 106,107 123.00 -40.00 575.00 0.00 0.00 0.00

Sn25 69,70 83.00 -30.00 593.00 0.00 0.00 0.00

Sn46 32,33 260.00 -50.00 785.00 0.00 0.00 0.00

Sn6

LC4p_SLS-iB_-y



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13



LC4: P_SLS-IB_-Y, ISOMETRIC

23.00

93.00

85.00

18.00

23.00

123.00

93.00

85.00

33.00

18.00

13.00

3.00

123.00

40.00

33.00

13.00

173.00

3.00

30.00

40.00123.00

173.00

575.00

50.00

30.0083.00

123.00 593.00

575.00

50.00

83.00

260.00

593.00

785.00

260.00

785.00

X

Z

Y

IsometricLC4: p_SLS-iB_-yLC4: P_SLS-IB_-Y, ISOMETRIC

NODAL LOADS LC5: p_SLS-aB_+yForce [kN] Moment [kNm]


Sn12 73,143 193.00 90.00 815.00 0.00 0.00 0.00

Sn33 36,142 378.00 95.00 1020.00 0.00 0.00 0.00

Sn54 106,107 -170.00 80.00 -385.00 0.00 0.00 0.00

Sn25 69,70 -240.00 78.00 -318.00 0.00 0.00 0.00

Sn46 32,33 -175.00 80.00 -253.00 0.00 0.00 0.00

Sn6

LC5p_SLS-aB_+y

LC5: P_SLS-AB_+Y, ISOMETRIC

193.0095.00

193.00

193.00

90.00

815.00

780.00

95.00

385.00

378.00

193.00

170.00

95.00

90.00

815.00

1020.00

318.00

385.00

378.00

240.00

80.00170.00

95.00

1020.00

253.00

318.00

175.00

240.0078.00

80.00

253.00

175.0080.00

78.00

80.00

X

Z

Y

IsometricLC5: p_SLS-aB_+yLC5: P_SLS-AB_+Y, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


LOADS


NODAL LOADS LC6: p_SLS-aB_-yForce [kN] Moment [kNm]


Sn12 73,143 -243.00 -78.00 -303.00 0.00 0.00 0.00

Sn33 36,142 -188.00 -85.00 -253.00 0.00 0.00 0.00

Sn54 106,107 193.00 -90.00 753.00 0.00 0.00 0.00

Sn25 69,70 195.00 -90.00 798.00 0.00 0.00 0.00

Sn46 32,33 388.00 -100.00 1023.00 0.00 0.00 0.00

Sn6

LC6p_SLS-aB_-y

LC6: P_SLS-AB_-Y, ISOMETRIC

78.00

360.00

173.00

78.00

78.00

303.00

360.00

243.00

173.00

85.00

78.00

253.00

303.00

188.00

243.00

90.00

85.00

253.00

188.00

90.00

90.00193.00

753.00

100.00

90.00195.00

193.00 798.00

753.00

100.00388.00

195.00

798.00

1023.00

388.00

1023.00

X

Z

Y

IsometricLC6: p_SLS-aB_-yLC6: P_SLS-AB_-Y, ISOMETRIC

NODAL LOADS LC7: p_SLS-MT_+yForce [kN] Moment [kNm]


Sn12 73,143 53.00 33.00 615.00 0.00 0.00 0.00

Sn33 36,142 340.00 95.00 935.00 0.00 0.00 0.00

Sn54 106,107 -185.00 63.00 -415.00 0.00 0.00 0.00

Sn25 69,70 -300.00 18.00 -163.00 0.00 0.00 0.00

Sn46 32,33 -65.00 75.00 5.00 0.00 0.00 0.00

Sn6

LC7p_SLS-MT_+y



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13



LC7: P_SLS-MT_+Y, ISOMETRIC

113.00

540.00

75.00

53.00

113.00615.00

540.00

33.00

75.00

415.00

53.00

340.00

185.00615.00

33.00935.00

95.00

415.00

163.00

300.00

340.00

185.0063.00

935.00

95.00

163.00

300.00

65.00

18.00

63.00

5.00

65.00

18.00

75.005.00

75.00

X

Z

Y

IsometricLC7: p_SLS-MT_+yLC7: P_SLS-MT_+Y, ISOMETRIC

NODAL LOADS LC8: p_SLS-MT_-yForce [kN] Moment [kNm]


Sn12 73,143 -85.00 -18.00 -153.00 0.00 0.00 0.00

Sn33 36,142 -70.00 -75.00 5.00 0.00 0.00 0.00

Sn54 106,107 -185.00 -73.00 528.00 0.00 0.00 0.00

Sn25 69,70 -300.00 -33.00 605.00 0.00 0.00 0.00

Sn46 32,33 345.00 -98.00 935.00 0.00 0.00 0.00

Sn6

LC8p_SLS-MT_-y

LC8: P_SLS-MT_-Y, ISOMETRIC

60.00

400.00

185.00

18.00

60.00

400.00

153.00

85.00

185.00

75.00

18.00

153.00

70.00

85.00

73.00

75.005.00

185.00

70.00

33.00

73.00

5.00

300.00

528.00

185.00

98.00

33.00300.00

605.00

528.00

98.00 345.00

605.00

935.00

345.00

935.00

X

Z

Y

IsometricLC8: p_SLS-MT_-yLC8: P_SLS-MT_-Y, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


LOADS


NODAL LOADS LC9: a_EB_+yForce [kN] Moment [kNm]


Sn12 73,143 103.00 45.00 565.00 0.00 0.00 0.00

Sn33 36,142 285.00 60.00 763.00 0.00 0.00 0.00

Sn54 106,107 -78.00 33.00 -73.00 0.00 0.00 0.00

Sn25 69,70 -143.00 30.00 -20.00 0.00 0.00 0.00

Sn46 32,33 108.00 40.00 385.00 0.00 0.00 0.00

Sn6

LC9a_EB_+y

LC9: A_EB_+Y, ISOMETRIC

110.0050.00

103.00

110.00565.00

45.00

535.00

50.00

103.00

285.00

73.00

78.00 565.00

60.00

45.00763.00

285.00

143.0020.00

73.00

78.0033.00

60.00

763.00143.00

20.00

30.00

33.00

108.00

385.00

40.00

30.00

108.00

385.00

40.00

X

Z

Y

IsometricLC9: a_EB_+yLC9: A_EB_+Y, ISOMETRIC

NODAL LOADS LC10: a_EB_-yForce [kN] Moment [kNm]


Sn12 73,143 -165.00 -33.00 -63.00 0.00 0.00 0.00

Sn33 36,142 -63.00 60.00 40.00 0.00 0.00 0.00

Sn54 106,107 143.00 -53.00 620.00 0.00 0.00 0.00

Sn25 69,70 125.00 -45.00 635.00 0.00 0.00 0.00

Sn46 32,33 -38.00 -58.00 833.00 0.00 0.00 0.00

Sn6

LC10a_EB_-y



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13



LC10: A_EB_-Y, ISOMETRIC

35.00

158.00

108.00

33.00

35.00

63.00

165.00

158.00

108.00

33.00

63.00

63.00

165.00

53.00

40.00

63.0060.00

45.00

53.00143.00

40.00

620.00

58.0060.00

45.00125.00

143.00

38.00

635.00

620.00

58.00

125.00

38.00

635.00

833.00833.00

X

Z

Y

IsometricLC10: a_EB_-yLC10: A_EB_-Y, ISOMETRIC

NODAL LOADS LC11: p_ULS-iB_+yForce [kN] Moment [kNm]


Sn12 73,143 105.00 50.00 718.00 0.00 0.00 0.00

Sn33 36,142 375.00 80.00 1048.00 0.00 0.00 0.00

Sn54 106,107 -88.00 33.00 -48.00 0.00 0.00 0.00

Sn25 69,70 -160.00 33.00 50.00 0.00 0.00 0.00

Sn46 32,33 -5.00 50.00 200.00 0.00 0.00 0.00

Sn6

LC11p_ULS-iB_+y

LC11: P_ULS-IB_+Y, ISOMETRIC

125.00

680.00

58.00

105.00

125.00718.00

680.00

50.00

58.00

105.00

375.00

48.00

88.00718.00

80.00

1048.0050.00

375.00

160.00

48.00

88.0033.00

80.00

1048.0050.00

5.00

160.0033.00

33.00

200.00

50.00

5.0050.00

33.00

200.00

50.00

X

Z

Y

IsometricLC11: p_ULS-iB_+yLC11: P_ULS-IB_+Y, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


LOADS


NODAL LOADS LC12: p_ULS-iB_-yForce [kN] Moment [kNm]


Sn12 73,143 -368.00 -118.00 -540.00 0.00 0.00 0.00

Sn33 36,142 -28.00 -53.00 175.00 0.00 0.00 0.00

Sn54 106,107 190.00 -63.00 873.00 0.00 0.00 0.00

Sn25 69,70 308.00 -133.00 1170.00 0.00 0.00 0.00

Sn46 32,33 393.00 -75.00 1173.00 0.00 0.00 0.00

Sn6

LC12p_ULS-iB_-y

LC12: P_ULS-IB_-Y, ISOMETRIC

38.00

193.00

138.00

118.00

38.00

540.00

368.00

193.00

138.00

118.00

53.00540.00

368.00

28.00

63.00

53.00

175.00

133.00

28.00

63.00190.00

175.00

873.00

75.00

133.00308.00

190.00

873.00

1170.00

75.00 393.00

308.00 1173.00

1170.00

393.00

1173.00

X

Z

Y

IsometricLC12: p_ULS-iB_-yLC12: P_ULS-IB_-Y, ISOMETRIC

NODAL LOADS LC13: p_ULS-aB_+yForce [kN] Moment [kNm]


Sn12 73,143 305.00 133.00 1193.00 0.00 0.00 0.00

Sn33 36,142 558.00 143.00 1503.00 0.00 0.00 0.00

Sn54 106,107 288.00 123.00 -633.00 0.00 0.00 0.00

Sn25 69,70 -363.00 118.00 -555.00 0.00 0.00 0.00

Sn46 32,33 -315.00 120.00 -538.00 0.00 0.00 0.00

Sn6

LC13p_ULS-aB_+y



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13



LC13: P_ULS-AB_+Y, ISOMETRIC

288.00140.00

305.00

288.00

133.00

1193.00

1138.00

140.00

633.00

558.00

305.00

143.00

133.00

1193.00

1503.00

288.00

555.00

633.00

558.00

363.00

123.00

143.00

1503.00

288.00

538.00

555.00

315.00

363.00118.00

123.00

538.00

315.00120.00

118.00

120.00

X

Z

Y

IsometricLC13: p_ULS-aB_+yLC13: P_ULS-AB_+Y, ISOMETRIC

NODAL LOADS LC14: p_ULS-aB_-yForce [kN] Moment [kNm]


Sn12 73,143 -368.00 -118.00 -540.00 0.00 0.00 0.00

Sn33 36,142 -328.00 -128.00 -538.00 0.00 0.00 0.00

Sn54 106,107 288.00 -135.00 1098.00 0.00 0.00 0.00

Sn25 69,70 305.00 -133.00 1170.00 0.00 0.00 0.00

Sn46 32,33 573.00 -148.00 1505.00 0.00 0.00 0.00

Sn6

LC14p_ULS-aB_-y

LC14: P_ULS-AB_-Y, ISOMETRIC

118.00

608.00

260.00

118.00

118.00

540.00

608.00

368.00

260.00

128.00

118.00

538.00

540.00

328.00

368.00

135.00

128.00

538.00

328.00

133.00

135.00288.00

1098.00

148.00

133.00305.00

288.00 1170.00

1098.00

148.00573.00

305.00

1170.00

1505.00

573.00

1505.00

X

Z

Y

IsometricLC14: p_ULS-aB_-yLC14: P_ULS-AB_-Y, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


LOADS


NODAL LOADS LC15: p_ULS-MT_+yForce [kN] Moment [kNm]


Sn12 73,143 -450.00 48.00 888.00 0.00 0.00 0.00

Sn33 36,142 500.00 140.00 1363.00 0.00 0.00 0.00

Sn54 106,107 -275.00 93.00 -640.00 0.00 0.00 0.00

Sn25 69,70 -448.00 28.00 -288.00 0.00 0.00 0.00

Sn46 32,33 -115.00 110.00 -63.00 0.00 0.00 0.00

Sn6

LC15p_ULS-MT_+y

LC15: P_ULS-MT_+Y, ISOMETRIC

168.00

450.00

800.00

110.00168.00

450.00

888.00

800.00

48.00

110.00

640.00

500.00

275.00888.00

48.00

140.00

1363.00640.00

288.00

448.00

500.00

275.0093.00

140.00

1363.00

288.00

63.00

448.00

115.00

28.00

93.00

63.00115.00

28.00

110.00110.00

X

Z

Y

IsometricLC15: p_ULS-MT_+yLC15: P_ULS-MT_+Y, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


LOADS


NODAL LOADS LC16: p_ULS-MT_-yForce [kN] Moment [kNm]


Sn12 73,143 -450.00 -28.00 -275.00 0.00 0.00 0.00

Sn33 36,142 -123.00 140.00 -63.00 0.00 0.00 0.00

Sn54 106,107 -275.00 -108.00 780.00 0.00 0.00 0.00

Sn25 69,70 85.00 -48.00 875.00 0.00 0.00 0.00

Sn46 32,33 508.00 -145.00 1363.00 0.00 0.00 0.00

Sn6

LC16p_ULS-MT_-y

LC16: P_ULS-MT_-Y, ISOMETRIC

90.00

618.00

275.00

28.00

90.00

618.00

275.00

450.00

275.00

28.00

275.00

63.00

450.00

123.00

108.00275.00

63.00

123.00140.00

48.00

108.00

780.00

275.00

145.00

85.00

140.00

48.00

875.00

780.00

145.00

85.00

508.00

875.00

1363.00

508.00

1363.00

X

Z

Y

IsometricLC16: p_ULS-MT_-yLC16: P_ULS-MT_-Y, ISOMETRIC



Tel: +43/(0)1/8131415-0 - Fax: +43/(0)1/8131415-13


RESULTS


RESULTS - SUMMARYDescription Value Unit Comment

CO1 - SLS_iB_+ySum of loads in X -1498.40 kNSum of support reactions in X -1498.40 kN Deviation 0.00%Sum of loads in Y 1133.40 kNSum of support reactions in Y 1133.40 kN Deviation 0.00%Sum of loads in Z 32964.00 kNSum of support reactions in Z 32964.00 kN Deviation 0.00%Resultant of reactions about X -2977.92 kNm At center of gravity of model (X:9.92, Y:6.45, Z:-0.10 m)Resultant of reactions about Y 477.24 kNm At center of gravity of modelResultant of reactions about Z -2978.18 kNm At center of gravity of modelMax. displacement in X -1.2 mm Member No. 33, x: 2.031 mMax. displacement in Y 0.7 mm Member No. 8, x: 0.000 mMax. displacement in Z 0.5 mm FE Node No. 3599 (X: 8.011, Y: 5.210, Z: 1.240 m)Max. vector displacement 1.3 mm FE Node No. 50 (X: 10.410, Y: 4.020, Z: -4.164 m)Max. r

Documents

W1316 Static Top Station Tower