Static Tower

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STATICAL CALCULATION

30 – TGD – FANSIPAN, VIETNAM

FOUNDATION OF TOWER 3

Client:Doppelmayr Seilbahnen GmbHRickenbacherstraße 8 – 106961 Wolfurt

August 2014 STN Lei Lei

Date elaborated checked released

Project No.: W1316 total 157 Pages



W1316 30-TGD Fansipan – Tower 3

Project No.: W1316 08.2014

CONTENTS

1. General 4

2. Basis 4

2.1. Relevant drawings and documents 4

2.2. Verifications and calculations 4

2.3. Materials 5

2.4. Foundation parameters 5

2.5. Software 6

3. Load cases / Combination of load cases 6

3.1. Tower view 6

3.2. Support points of the steel plate 7

3.3. Design criteria 7

3.4. Safety Factors 8

3.5. Load cases 8

3.6. Tower support reactions 9

3.6.1. Dead load 10

3.6.2. Earth pressure 10

3.6.3. RFEM - Documentation of input data 11

3.6.4. Support reaction in LC: SLS In operation (iB) 12

3.6.5. Support reaction in LC: SLS Out operation (aB) 12

3.6.6. Support reaction in LC: SLS Extraordinary (AG) 13 3.6.7. Support reaction in LC: ULS In operation (iB) 13

3.6.8. Support reaction in LC: ULS Out operation (aB) 14

3.7. Load combination 14




Project No.: W1316 08.2014

4. Stability calculations 15

4.1. Sliding 15 4.2. Uplift 15

4.2.1. Sliding and Uplift Foundation Mountain Left - ML 16

4.2.2. Sliding and Uplift Foundation Mountain Right - MR 20

4.2.3. Sliding and Uplift Foundation Downhill Right - DR 24

4.2.4. Sliding and Uplift Foundation Downhill Left - DL 28

4.3. Overturning 32

4.3.1. Overturning Foundation Mountain Right - DR 32

4.3.2. Overturning Foundation Mountain Left - DL 33

4.3.3. Overturning Foundation Downhill Right - DR 34

4.4. Allowable foundation bearing stress 35

4.4.1. Max contact stresses Foundation Mountain Left - ML 35

4.4.2. Max contact stresses Foundation Mountain Right - DR 36

4.4.3. Max contact stresses Foundation Downhill Right - DR 36

5. RFEM- Report Foundation Mountain Left - ML 37

6.

RFEM- Report Foundation Mountain Right – DR 77

7. RFEM- Report Foundation Downhill Right – DL 117




Project No.: W1316 08.2014

1. General

The consulting engineer’s 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 tower 3 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 columns 3 from Doppelmayr, support Number : 004H1450 (from

19.02.2014)

c) Design structure of column 3 from Doppelmayr, drawing Number : 20053257H005300,(from 23.04.2014)

2.2. Verifications and calculations

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

- stability (sliding, overturning, uplifting)

- design of concrete foundation




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 γ concr . = 25kN/m3

Safety Factor γC = 1,50 usual load conditionγC = 1,30 extreme load condition

Reinforcement Steel 365S

Allowed tensile Strength f yk = 365MPa

Safety Factor γS = 1,15 usual load condition

γS = 1,00 extreme load condition

2.4. Foundation parameters

According to geology report the following foundation parameters are used:

Unit Weight γ = 17kN/m³

Angle of internal friction φ = 27,5 °

Cohesion c = 150kN/m²

Modulus of elasticity E = 1.195MN/m²

Soil bearing capacity σz = 750kN/m²




Project No.: W1316 08.2014

2.5. Software

Dlubal RFEM Version 5.12.0021

Con Dim Version 7.1.3.2

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 (for Tower no., calculation no.) provide the base for the

following combinations

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

- Permanent design situation

∑

≥

∑

≥

××+×+×=

1 j 1i

kiQ

0iψ

Qiγ

k1Q

Q1γ

KjG

Gjγ

DS

- Combination for accidental design situation

∑

≥

∑

≥

×+×+×=

1 j 1iki

Q2i

ψk1

QψKj

GGAjγ

DS 1i

- Combination due to seismic loads

∑

≥

∑

≥

×+×+=

1 j 1i

kiQ

2iψA

1γ

KjG

DS Ed




Project No.: W1316 08.2014

3.4. Safety FactorsSafety FactorsSafety FactorsSafety Factors

for dead loads γdead_load = 1,35

for live loads γlive_load = 1,50

for earthquake loads γearthquake = 1,00

for all variable actions 0iψ = 1,00

3.5. Load cases

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

- Self weight

- max. uphill ropes at ∓30°C with full cabins with friction

- max. downhill ropes at ∓30°C with full cabins with friction

- uphill ropes at ∓30°C and empty cabins with friction

- downhill ropes at ∓30°C and empty cabins with friction

- uphill iced ropes with friction

- downhill iced ropes with friction

- uphill rope empty at ∓30°C

- downhill rope empty at ∓30°C

- 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: Rescue

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

Each combination is examined for Nmin and Nmax

Only one combination (AG) between Rescue and Earthquake is taken into account in RFEM

calculations.

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 valued …… Design valueiB ……In operationaB …..Out of operation AG ….Extraordinary

CS - Doppelmayr CS - BauCon

Rz

Rx

Ry

Y

Z

X

X

YZ

Px = -Rx

Py = Ry

Pz = Rz Px = - ½ * Rx {Ri ≙ Reaction Doppelmayr}Py = + ½ * Ry Pz = + ½ * Rz




Project No.: W1316 08.2014

3.6.1. Dead load

Dead load from the hole concrete structure in RFEM .

Unit Weight γ concr . = 25kN/m3

3.6.2. Earth pressure

Backfill unit weight: γ backfill. = 17kN/m3

Angle of shearing resistance φ Filling, d

Live load (snow) sk = 3,0kN/m²

Horizontal component of the earth pressure

eh_top = sk x Kah

eh_bottom = (sk + γ x h) x Kah




Project No.: W1316 08.2014

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

Load case: '

Support LK Rx [kN] Ry [kN] Rz [kN]

DR8DL ' %7 2 27+

*R8*L ' %2'+ -3 %20+

Load case: )


DR8DL ) %7 %2 27+

*R8*L ) %2'+ %-3 %20+

Load case: +


DR8DL + 0' 27' -7+

*R8*L + 2' 27+ )3

Load case: ,


DR8DL , 0' %27' -7+

*R8*L , 2' %27+ )3

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

Load case: -


DR8DL - %3 22+ %'3'

*R8*L - %'2' 2+ %,73

Load case:

Support LK Rx [kN] Ry [kN] Rz [kN]DR8DL %3 %22+ %'3'

*R8*L %'2' %2+ %,73

Load case: 0


DR8DL 0 2'' 73+ 23-3

*R8*L 0 ''' 7'3 ++

Load case: 23

Support LK Rx [kN] R

y [kN] R

z [kN]

DR8DL 23 2'' %73+ 23-3

*R8*L 23 ''' %7'3 ++




Project No.: W1316 08.2014

3.6.6. Support reaction in LC: SLS Extraordinary (AG)

Load case: 22


DR8DL 22 %+ 27' %)0

*R8*L 22 %'++ 77 %-)

Load case: 27


DR8DL 27 %+ %27' %)0

*R8*L 27 %'++ %77 %-)

Load case: 2'


DR8DL 2' 2)+ 77' 220'

*R8*L 2' ))3 73 232

Load case: 2)


DR8DL 2) 2)+ %77' 220'

*R8*L 2) ))3 %73 232

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

Load case: 2+


DR8DL 2+ %,+ - %22'

*R8*L 2+ %7) 2)' %)2+

Load case: 2,

Support LK Rx [kN] Ry [kN] Rz [kN]DR8DL 2, %,+ %- %22'

*R8*L 2, %7) %2)' %)2+

Load case: 2-


DR8DL 2- 2+3 733 22'3

*R8*L 2- '33 723 --3

Load case: 2

Support LK Rx [kN] R

y [kN] R

z [kN]

DR8DL 2 2+3 %733 22'3

*R8*L 2 '33 %723 --3




Project No.: W1316 08.2014

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

Load case: 20


DR8DL 20 %2' 72+ %-7'

*R8*L 20 %+3+ '3 %23'

Load case: 73


DR8DL 73 %2' %72+ %-7'

*R8*L 73 %+3+ %'3 %23'

Load case: 72


DR8DL 72 73 '7' 2,'

*R8*L 72 +2 ',3 2'2

Load case: 77


DR8DL 77 73 %'7' 2,'

*R8*L 77 +2 %',3 2'2

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 of the single foundations 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 * tanδd) ≤ 1,0

tan δd = tan δk / γφ

tan δk = tan φk / 1,2

Safety factor for loads γφ = 1,3 Angle of internal friction φk

4.2. Uplift

Vdst,d / Gstb,d≤ 1,0

Uplift force Vdst,d = уQ,dst x Vabh

Dead load Gstb,d = уG,stb x Gk

Safety factor for ULS EQU уQ,dst = 1,5

(s.EN1997-1; Annex. A, Tab.A.1) уG,stb = 0,9




Project No.: W1316 08.2014

4.2.1. Sliding and Uplift Foundation Mountain Left - ML

Vertical component on base plate :

Fansipan - Tower 3 (Mountain_left) Altitude = 2030 m

γ Filling,d = 17,0 kN/m³ φ Sliding = 27,5°

ha = 5,70 m hd = 7,20 m

hb = 6,20 m he = 7,20 m

hc = 7,20 m hf = 6,80 m

.




Project No.: W1316 08.2014

Horizontal component of the wall with snow (active earth pressure )

In the lift-axis 91 = 0,00°

Across the lift-axis 92 = 0,0°

φ Filling,d = 35,0°

In the lift-axis β1 = 0,0°

Across the lift-axis β2 = 34,0°

δ = 2/3 x φd = 23,3°

γd = 17,0 kN/m³

cd = 150,0

h = 7,20 m

In the lift-axis b1 = 2,00 m

Across the lift-axis b2oben = 2,60 m

Across the lift-axis b2unten = 4,60 m

RFEM: b1Member = 0,65 m

b2Member = 0,70 m

In the lift-axis

θ1a = 60,43

K1a = 0,24

K1ah = 0,22

e1h_top = sk x K1ah = 0,0 kN/m²

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

e1h_bottom = (sk + γ x h) x K1ah = 27,5 kN/m²

e1h_bottom_memb. = e1h_bottom x b1memb. / 2 = 8,9 kN/m

E1h1 = e1h_top x h x b1 + (e1h_bottom - e1h_top) x b1 x h / 2E1h1 = 197,8 kN

Across the lift-axis

θ2a = 41,46

K2a = 0,56

K2ah = 0,52


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

e2h_bottom = γ x h x K2ah = 63,2 kN/m²

e2h_bottom_member = e2h_bottom x b2member / 2 = 22,1 kN/m

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

E2h1 = 819,5 kN




Project No.: W1316 08.2014

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

sk = 0,0 kN/m²

In the lift-axis α1 = 0,0°

Across the lift-axis α2 = 0,0°

φd = 35,0°



δ = 0,0°

γd = 17,0 kN/m³

cd = 150,0

htop = 6,80 m

hbottom = 0,70 m

hPlate = hbottom - htop = 7,50 m

In the lift-axis b1 = 6,50 m Across the lift-axis b2 = 6,50 m

In the lift-axis

θ1a = 64,82

K1a = 0,27

K1ah = 0,27

e1h_top = γ x htop x K1ah = 31,3 kN/m²

e1h_bottom = γ x bottom x K1ah = 34,6 kN/m²

e1h_Plate =(e1h_top+e1h_bottom)/2 x hPlate = 23,1 kN/m

E1h2 = e1h_top x hPlate x b1 + (e1h_bottom - e1h_top) x b1 x hPlate / 2

E1h2 = 149,9 kN qE1h2 = 23,1 kN/m


θ2a = 43,06

K2a = 0,54

K2ah = 0,54


e2h_bottom = γ x hbottom x K2ah = 69,5 kN/m²



E2h2 = 301,3 kN qE2h2 = 46,3 kN/m




Project No.: W1316 08.2014

Safety against sliding and uplift :

G1 = 3051,9 kN Deadload fundation

G2 = 3773,8 kN Deadload filling

Gk = G1 + G2 = 6825,6 kN Sum Loads

Vabh = 1495,0 kN Uplift force from the tower

Vk = Gk - Vabh = 5330,6 kN Sum total vertical forces

Rx = 710,0 kN max. horizontal force in lift- axis direction

R = 455,0 kN max. horizontal force in across lift-axis direction

HSt = (Rx² + R ²)0,5

= 843,3 kN horizontal force from the tower

Eh1 = (E1h1² + E2h1²)0,5

= 843,0 kN horizontal force from the Earthpressure on the wall

Eh2 = (E1h2² + E2h2²)

0,5

=336,5 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 = 2242,5 kN

Gstb,d = 48stb 6 4. = 6143,1 kN

Vdst,d / Gstb,d = 0,37 ; 1,0

Safety against sliding:

tan <d = tan <k / => with γφ = 1,10 Safety factor for loads for Extraordinary

tan <k = tan >k / 287 tan <d = 0,38

Hk / (Vk * tanδd) = 1,00 ; 1,0




Project No.: W1316 08.2014

4.2.2. Sliding and Uplift Foundation Mountain Right - MR

Vertical component on base plate:

Fansipan - Tower 3 (Mountain_right) Altitude = 2034 m

γ Filling,d = 17,0 kN/m³ φ sliding = 27,5°

ha = 3,09 m hd = 7,23 m

hb = 7,10 m he = 7,23 m

hc = 7,23 m hf = 6,87 m

.




Project No.: W1316 08.2014

Horizontal component of the wall (active earth pressure )



φ Filling, d = 35,0°



δ = 2/3 x φd = 23,3°

γd = 17,0 kN/m³

cd = 150,0

h = 7,23 m


Across the lift-axis b2top = 2,60 m

Across the lift-axis b2bottom = 4,00 m


b2Member = 0,70 m

In the lift-axis

θ1a = 60,43

K1a = 0,24

K1ah = 0,22


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


e1h_bottom_member = e1h_bottom x b1member /2 = 9,0 kN/m

E1h1 = e1h_top x h x b1 + (e1h_bottom - e1h_top) x b1 x h / 2E1h1 = 199,4 kN


θ2a = 52,83

K2a = 0,35

K2ah = 0,32


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


e2h_bottom_member = e2h_bottom x b2member / 2 = 13,7 kN/m


E2h1 = 467,3 kN




Project No.: W1316 08.2014


sk = 0,0 kN/m²



φd = 35,0°



δ = 0,0°

γd = 17,0 kN/m³

cd = 150,0

htop = 6,87 m

hbottom = 0,70 m


In the lift-axis b1 = 6,50 m Across the lift-axis b2 = 6,50 m

In the lift-axis

θ1a = 64,82

K1a = 0,27

K1ah = 0,27





E1h2 = 151,3 kN qE1h2 = 23,3 kN/m


θ2a = 56,41

K2a = 0,37

K2ah = 0,37





E2h2 = 204,2 kN qE2h2 = 31,4 kN/m




Project No.: W1316 08.2014

Safety against sliding and uplift:








HSt = (Rx² + R ²)0,5


Eh1 = (E1h1² + E2h1²)0,5


Eh2 = (E1h2² + E2h2²)

0,5

=254,1 kN

horizontal force from the Earthpressure on the plate





Gstb,d = 48stb 6 4. = 5360,6 kN

Vdst,d / Gstb,d = 0,42 ; 1,0


tan <d = tan <k / => with γφ = 1,10 Safety factor for loads

tan <k = tan >k / 287 tan <d = 0,38

Hk / (Vk * tanδd) = 0,95 ; 1,0




Project No.: W1316 08.2014

4.2.3. Sliding and Uplift Foundation Downhill Right - DR


Fansipan - Tower 3 (Downhill_right) Altitude = 2031 m


ha = 4,80 m hd = 5,20 m

hb = 5,20 m he = 5,60 m

hc = 5,20 m hf = 6,00 m

.




Project No.: W1316 08.2014

Horizontal component of the wall (active earth pressure )

In the lift-axis α1 = -15,29°


φ Filling, d = 35,0°



δ = 2/3 x φd = 23,3°

γd = 17,0 kN/m³

cd = 150,0

h = 5,60 m


Across the lift-axis b2top = 2,60 m

Across the lift-axis b2bottom = 4,00 m


b2Member = 0,70 m

In the lift-axis

θ1a = 57,96

K1a = 0,51

K1ah = 0,40


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


e1h_bottom_Member = e1h_bottom x b1Member /2 = 12,4 kN/m

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

E1h1 = 213,6 kN


θ2a = 55,20

K2a = 0,31

K2ah = 0,29


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


e2h_bottom_Member = e2h_bottom x b2Member / 2 = 9,5 kN/m


E2h1 = 252,1 kN




Project No.: W1316 08.2014









HSt = (Rx² + R ²)0,5


Eh1 = (E1h1² + E2h1²)0,5


Eh2 = (E1h2² + E2h2²)0,5

= 216,2 kN horizontal force from the Earthpressure on the plate





Gstb,d = 48stb 6 4. = 3759,0 kN

Vdst,d / Gstb,d = 0,40 ; 1,0



tan <k = tan >k / 287

tan <d = 0,38Hk / (Vk * tanδd) = 0,70 ; 1,0




Project No.: W1316 08.2014

4.2.4. Sliding and Uplift Foundation Downhill Left - DL


Fansipan - Tower 3 (Downhill_left) Altitude = 2027 m


ha = 7,00 m hd = 7,20 m

hb = 7,20 m he = 7,80 m

hc = 7,20 m hf = 8,20 m

.




Project No.: W1316 08.2014


sk = 0,0 kN/m²



φd = 35,0°



δ = 0,0°

γd = 17,0 kN/m³

cd = 150,0

htop = 8,20 m

hbottom = 0,70 m



Across the lift-axis b2 = 6,50 m

In the lift-axis

θ1a = 58,73

K1a = 0,34

K1ah = 0,34


e1h_top = γ x hbottom x K1ah = 51,1 kN/m²


E1h2 = e1h_topx hPlate x b1 + (e1h_bottom - e1h_top) x b1 x hPlate / 2

E1h2 = 223,6 kN qE1h2 = 34,4 kN/m

Quer zur Bahnachse

θ2a = 43,06

K2a = 0,54

K2ah = 0,54



e2h_Plate=(e2h_top+e2h_bottom)/2 x hPlate = 55,4 kN/m


E2h2 = 360,2 kN qE2h2 = 55,4 kN/m




Project No.: W1316 08.2014









HSt = (Rx² + R ²)0,5


Eh1 = (E1h1² + E2h1²)0,5


Eh2 = (E1h2² + E2h2²)0,5

= 424,0 kN horizontal force from the Earthpressure on the plate





Gstb,d = 48stb 6 4. = 5735,1 kN

Vdst,d / Gstb,d = 0,26 ; 1,0



tan <k = tan >k / 287

tan <d = 0,38Hk / (Vk * tanδd) = 0,86 ; 1,0




Project No.: W1316 08.2014

4.3. Overturning

Overturning is calculated by finite elements calculation of each foundation slab.

4.3.1. Overturning Foundation Mountain Right - DR

Compression area at the base 100%




Project No.: W1316 08.2014

4.3.2. Overturning Foundation Mountain Left - DL

Compression area at the base 100%




Project No.: W1316 08.2014

4.3.3. Overturning Foundation Downhill Right - DR

Compression area at the base 60% in Load case Extraordinary

Compression area at the base 100% in Load case in operation




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 σz = 750kN/m²

4.4.1. Max contact stresses Foundation Mountain Left - ML

Max contact stresses σz

max = 425 kN/m² < σz = 750kN/m²




Project No.: W1316 08.2014

4.4.2. Max contact stresses Foundation Mountain Right - DR

Max contact stresses σzmax = 290 kN/m² < σz = 750kN/m²

4.4.3. Max contact stresses Foundation Downhill Right - DR

Max contact stresses σzmax = 360 kN/m² < σz = 750kN/m²



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

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

Page: 37/76

Date: 09.08.2014Project: Tower 3 Model: W1316_Tower_3_ML_002

CONTENTS Model - General Data 37 Global Deformation uZ max, RC1: SLS, 63

FE Mesh Settings 37 In Z-direction1 Model Contact Stresses sz min, RC1: 64

1.1 Nodes 38 SLS, In Z-direction1.2 Lines 38 Contact Stresses sz max, RC1: 64

1.3 Materials 39 SLS, In Z-direction1.4 Surfaces 39 RF-CONCRETE Surfaces1.9 Surface Supports 39 CA1 - Stahlbeton-Bemessung1.13 Cross-Sections 39 1.1 General Data 651.17 Members 39 1.2 Materials 651.21 Sets of Members 40 1.3 Surfaces 65

Model, Isometric 40 1.4 Reinforcement Group No. 1 65 Lines, Isometric 41 RF-CONCRETE Surfaces - Required Reinforcement 66 Surfaces, Isometric 41 as,1,-z (top), CA1, In

Local axes, Isometric 42 Z-direction Members, Isometric 42 RF-CONCRETE Surfaces - Required Reinforcement 66 Supports and FE-mesh, Isometric 43 as,2,-z (top), CA1, In

2 Load Cases and Combinations Z-direction Nodes, Isometric 43 RF-CONCRETE Surfaces - Required Reinforcement 67

2.1 Load Cases 44 as,1,+z (bottom), CA1,

2.5 Load Combinations 44 In Z-direction2.6 Result Combinations 45 RF-CONCRETE Surfaces - Required Reinforcement 673 Loads as,2,+z (bottom), CA1,

LC1 - 3.8 Free Rectangular Loads 45 In Z-direction LC2 - 3.2 Member Loads 45 RF-CONCRETE Surfaces - Required Reinforcement 68 LC2 - 3.3 Line Loads 45 as,1,-z (top), CA1,

LC2 - 3.4 Surface Loads 45 Isometric LC2 - 3.8 Free Rectangular Loads 45 RF-CONCRETE Surfaces - Required Reinforcement 68 LC2 - LC2: g_Earth pressure, Isometric 46 as,2,-z (top), CA1,

LC3 - 3.1 Nodal Loads 47 Isometric LC3 - LC3: p_SLS-iB_min_+y, Isometric 47 RF-CONCRETE Surfaces - Required Reinforcement 69 LC4 - 3.1 Nodal Loads 47 as,1,+z (bottom), CA1,

LC4 - LC4: p_SLS-iB_min_-y, Isometric 47 Isometric LC5 - 3.1 Nodal Loads 48 RF-CONCRETE Surfaces - Required Reinforcement 69 LC5 - LC5: p_SLS-iB_max_+y, Isometric 48 as,2,+z (bottom), CA1,

LC6 - 3.1 Nodal Loads 48 Isometric LC6 - LC6: p_SLS-iB_max_-y, Isometric 48 RF-CONCRETE Surfaces - Shear Reinforcement 70 LC7 - 3.1 Nodal Loads 49 asw, CA1, In Z-direction

LC7 - LC7: p_SLS-aB_min_+y, Isometric 49 RF-CONCRETE Members LC8 - 3.1 Nodal Loads 49 CA1 - Stützenkopf LC8 - LC8: p_SLS-aB_min_-y, Isometric 49 1.1 General Data 71 LC9 - 3.1 Nodal Loads 50 1.1 Settings - Nonlinear Calculation (State II) 71 LC9 - LC9: p_SLS-aB_max_+y, Isometric 50 1.2 Materials 71 LC10 - 3.1 Nodal Loads 50 1.3 Cross-Sections 71 LC10 - LC10: p_SLS-aB_max_-y, Isometric 50 1.6 Reinforcement Group No. 1 71 LC11 - 3.1 Nodal Loads 51 RF-CONCRETE Members - Required 72 LC11 - LC11: p_AG_min_+y, Isometric 51 Reinforcement As,-z

LC12 - 3.1 Nodal Loads 51 (top), Required Reinforcement LC12 - LC12: p_AG_min_-y, Isometric 51 As,+z (bottom), CA1, Isometric

LC13 - 3.1 Nodal Loads 52 RF-CONCRETE Members - Required 72 LC13 - LC13: p_AG_max_+y, Isometric 52 Reinforcement As,T, CA1,

LC14 - 3.1 Nodal Loads 52 Isometric LC14 - LC14: p_AG_max_-y, Isometric 52 RF-CONCRETE Members - Required 73 LC15 - 3.1 Nodal Loads 53 Reinforcement LC15 - LC15: p_ULS-iB_min_+y, Isometric 53 2*asw,T,link +

LC16 - 3.1 Nodal Loads 53 asw,V,link, CA1, Isometric

LC16 - LC16: p_ULS-iB_min_-y, Isometric 53 CA2 - Stützen LC17 - 3.1 Nodal Loads 54 1.1 General Data 73 LC17 - LC17: p_ULS-iB_max_+y, Isometric 54 1.1 Settings - Nonlinear Calculation (State II) 73 LC18 - 3.1 Nodal Loads 54 1.2 Materials 73 LC18 - LC18: p_ULS-iB_max_-y, Isometric 54 1.3 Cross-Sections 73 LC19 - 3.1 Nodal Loads 55 1.6 Reinforcement Group No. 1 73 LC19 - LC19: p_ULS-aB_min_+y, Isometric 55 RF-CONCRETE Members - Required 75 LC20 - 3.1 Nodal Loads 55 Reinforcement As,-z (top),

LC20 - LC20: p_ULS-aB_min_-y, Isometric 55 CA2, Isometric LC21 - 3.1 Nodal Loads 56 RF-CONCRETE Members - Required 75 LC21 - LC21: p_ULS-aB_max_+y, Isometric 56 Reinforcement As,+z (bottom),

LC22 - 3.1 Nodal Loads 56 CA2, Isometric LC22 - LC22: p_ULS-aB_max_-y, Isometric 56 RF-CONCRETE Members - Required 76

4 Results - Load Cases, Load Reinforcement As,T, CA2,Combinations Isometric

4.0 Results - Summary 57 RF-CONCRETE Members - Required 76Results - Result Combinations Reinforcement Global Deformation uZ min, RC1: SLS, 63 2*asw,T,link +

In Z-direction asw,V,link, CA2, Isometric

MODEL - GENERAL DATAGeneral Model name : W1316_Tower_3_ML_002

Project name : Tower 3Folder : D:\DlubalProjects\W1316\Tower 3Type 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 f in ite elements I FE : 0.3 m

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

RFEM 5.02.0021 - General 3D structures solved using FEM www.dlubal.com




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MODEL


FE MESH SETTINGS

Members Number of divisions of members with cable, : 10elastic foundation, taper, or plastic characteristic

Activate member divisions for large deformationor post-critical analysis

Use division for members with node lying on them

Surfaces Maximum ratio of FE rectangle diagonals DD : 1.800

Maximum out-of-plane inclination of two finite a : 0.50 °elements

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

Same squares where possible

1.1 NODESNode Reference Coordinate Node Coordinates

No. Node Type Node System X [m] Y [m] Z [m] Comment2 Standard - Cartesian -1.168 1.675 -2.0414 Standard - Cartesian -1.168 0.325 -2.0416 Standard - Cartesian -1.332 1.675 -2.6417 Standard - Cartesian -1.332 0.325 -2.641

27 Standard - Cartesian -2.589 0.325 -4.01830 Standard - Cartesian -3.236 1.675 -3.84132 Standard - Cartesian -1.769 1.675 -4.24234 Standard - Cartesian -3.236 0.325 -3.84135 Standard - Cartesian -1.769 0.325 -4.24236 Standard - Cartesian -3.236 1.675 5.21137 Standard - Cartesian -3.236 0.325 5.21138 Standard - Cartesian 0.815 1.675 5.21139 Standard - Cartesian 0.815 0.325 5.21143 Standard - Cartesian -4.585 4.250 5.21249 Standard - Cartesian -4.585 -2.250 5.21251 Standard - Cartesian -3.236 4.250 5.21153 Standard - Cartesian -3.236 -2.250 5.21164 Standard - Cartesian 1.914 4.250 5.21165 Standard - Cartesian 1.914 -2.250 5.21167 Standard - Cartesian 0.815 4.250 5.21168 Standard - Cartesian 0.815 -2.250 5.21169 Standard - Cartesian 0.815 1.000 5.21170 Standard - Cartesian -2.589 1.675 -4.01871 Standard - Cartesian -3.236 1.675 -2.04172 Standard - Cartesian -3.236 0.325 -2.04173 Standard - Cartesian -4.585 -0.250 5.21274 Standard - Cartesian -3.236 1.675 -2.641

75 Standard - Cartesian -3.236 0.325 -2.641

Cartesian

1.2 LINESLine Line Length

No. Line Type Nodes No. L [m] Comment1 Polyline 2,2 0.000

2 Polyline 69,38 0.675 Y3 Polyline 68,53 4.051 X4 Polyline 67,51 4.051 X5 Polyline 35,32 1.350 Y6 Polyline 72,72 0.0007 Polyline 37,72 7.252 Z8 Polyline 36,71 7.252 Z9 Polyline 6,32 1.660 XZ

11 Polyline 7,35 1.660 XZ12 Polyline 75,74 1.350 Y13 Polyline 71,71 0.00014 Polyline 37,36 1.350 Y16 Polyline 27,35 0.850 XZ

17 Polyline 7,6 1.350 Y18 Polyline 39,4 7.519 XZ19 Polyline 39,69 0.675 Y20 Polyline 38,2 7.519 XZ21 Polyline 38,67 2.575 Y22 Polyline 2,71 2.068 X23 Polyline 39,37 4.051 X24 Polyline 2,6 0.622 XZ25 Polyline 4,72 2.068 X26 Polyline 4,7 0.622 XZ32 Polyline 38,36 4.051 X36 Polyline 4,4 0.00037 Polyline 34,30 1.350 Y40 Polyline 37,37 0.00045 Polyline 39,39 0.00056 Polyline 39,68 2.575 Y59 Polyline 53,37 2.575 Y61 Polyline 49,73 2.000 Y62 Polyline 36,51 2.575 Y63 Polyline 51,43 1.350 X64 Polyline 49,53 1.350 X65 Polyline 65,64 6.500 Y

66 Polyline 64,67 1.099 X67 Polyline 65,68 1.099 X68 Polyline 70,32 0.850 XZ69 Polyline 71,74 0.600 Z





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MODEL



No. Line Type Nodes No. L [m] Comment70 Polyline 72,75 0.600 Z

71 Polyline 73,43 4.500 Y72 Polyline 34,27 0.670 XZ73 Polyline 30,70 0.670 XZ74 Polyline 74,30 1.200 Z75 Polyline 75,34 1.200 Z

1.3 MATERIALSMatl. Modulus Modulus Poisson's Ratio Spec. Weight Coeff. of Th. Ex Partial Factor Material

No. E [kN/cm2] G [kN/cm2] n [-] g [kN/m3] a [1/K] gM [-] 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 Beton C16/20_weightless | EN 1992-1-1:2004/AC:20102900.00 1208.33 0.200 0.00E+00 1.00E-05 1.00 Isotropic Linear Elastic

Benutzerdefiniertes Material

1.4 SURFACESSurface Surface Type Matl. Thickness Area Weight

No. Geometry Stiffness Boundary Lines No. No. Type d [cm] A [m2] W [kg]1 Plane Standard 7,14,8,69,12,70 1 Constant 70.00 10.601 18551.3

3 Plane Standard 14,59,64,61,71,63,62 1 Constant 70.00 8.772 15351.74 Plane Standard 21,32,62,4 1 Constant 70.00 10.430 18252.75 Plane Standard 67,65,66,21,2,19,56 1 Constant 70.00 7.147 12506.46 Plane Standard 32,14,23,19,2 1 Constant 70.00 5.468 9569.47 Plane Standard 23,59,3,56 1 Constant 70.00 10.430 18252.78 Plane Standard 24,17,26,18,19,2,20 1 Constant 70.00 10.990 19232.09 Plane Standard 5,9,17,11 1 Constant 70.00 2.240 3920.7

10 Plane Standard 12,74,37,75 1 Constant 70.00 1.620 2835.011 Plane Standard 8,32,20,22 1 Constant 70.00 22.187 38826.412 Plane Standard 18,25,7,23 1 Constant 70.00 22.187 38826.4

1.9 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 yz

1 3-7 - 5000.000 5000.000 200000.000

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

No. No. A [cm2] Ay [cm2] Az [cm2] a [°] a' [°] Width b Height h

3 Rectangle 65/70 1 2889322.00 1857916.75 1601979.19 0.00 0.00 65.00 70.00

4550.00 3791.67 3791.675 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 Rectangle 65/70

1.17 MEMBERS

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

1 9 Beam Angle 0.00 5 5 - - - - 1.660 XZ3 11 Beam Angle 0.00 5 5 - - - - 1.660 XZ5 7 Beam Angle 0.00 3 3 - - - - 7.252 Z6 26 Beam Angle 0.00 5 5 - - - - 0.622 XZ9 24 Beam Angle 0.00 5 5 - - - - 0.622 XZ

15 20 Beam Angle 0.00 5 5 - - - - 7.519 XZ19 8 Beam Angle 0.00 3 3 - - - - 7.252 Z23 18 Beam Angle 0.00 5 5 - - - - 7.519 XZ24 69 Beam Angle 0.00 5 5 - - - - 0.600 Z25 70 Beam Angle 0.00 5 5 - - - - 0.600 Z26 72 Beam Angle 0.00 3 3 - - - - 0.670 XZ27 73 Beam Angle 0.00 3 3 - - - - 0.670 XZ28 74 Beam Angle 0.00 3 3 - - - - 1.200 Z29 75 Beam Angle 0.00 3 3 - - - - 1.200 Z30 16 Beam Angle 0.00 3 3 - - - - 0.850 XZ31 68 Beam Angle 0.00 3 3 - - - - 0.850 XZ





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MODEL


1.21 SETS OF MEMBERSSet Set of Members Length

No. Description Type Member No. [m] Comment1 Riegel_rechts Contin. member 27,31 1.520

2 Riegel_links Contin. member 26,30 1.5203 Stütze_3 Contin. member 5,25,29 9.0524 Stütze_4 Contin. member 19,24,28 9.0525 Stütze_5 Contin. member 3,6,23 9.8006 Stütze_6 Contin. member 15,9,1 9.800

MODEL, ISOMETRIC

Z

XY

Isometric

MODEL, ISOMETRIC





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LINES, ISOMETRIC

6461

35940

14 6771 23 563262 4563 19

6

2

25

4

Z

XY

12

65

13 36

37

21

22

17

1

5

66

IsometricLine Numbering

LINES, ISOMETRIC

SURFACES, ISOMETRIC

S3 S7

S6

S1

S12

S4 S5

S11

Y X

ZS8

S10S9

IsometricSurface Numbering

SURFACES, ISOMETRIC





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LOCAL AXES, ISOMETRIC

z

xy x

z

y

y

z

x

y

x

z y

z x

z

y x

z

xy

z x

y Y

Z

X

x

z

y

y

x

z

x

z

y

Isometric


MEMBERS, ISOMETRIC

M5

M19

M23

M25

M29

Z

Y X

M26

M15

M24 M6

M30

M28 M3

M27

M9

M31

M1

IsometricMember Numbering

MEMBERS, ISOMETRIC





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SUPPORTS AND FE-MESH, ISOMETRIC

Z

XY

Isometric


NODES, ISOMETRIC

49

53

73

3768

36 65

4339

6951

72

75

38

34

Z

Y X

71 4

27

74 7

30

35

67

2

70

6

32

64

IsometricNode Numbering

NODES, ISOMETRIC





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LOADS


2.1 LOAD CASESLoad Load Case No Standard Self-Weight - Factor in Direction

Case Description Action Category Active X Y ZLC1 g_Dead load Permanent 0.00 0.00 1.00

LC2 g_Earth pressure PermanentLC3 p_SLS-iB_min_+y ImposedLC4 p_SLS-iB_min_-y ImposedLC5 p_SLS-iB_max_+y ImposedLC6 p_SLS-iB_max_-y ImposedLC7 p_SLS-aB_min_+y ImposedLC8 p_SLS-aB_min_-y ImposedLC9 p_SLS-aB_max_+y Imposed

LC10 p_SLS-aB_max_-y ImposedLC11 p_AG_min_+y AccidentalLC12 p_AG_min_-y AccidentalLC13 p_AG_max_+y AccidentalLC14 p_AG_max_-y AccidentalLC15 p_ULS-iB_min_+y ImposedLC16 p_ULS-iB_min_-y ImposedLC17 p_ULS-iB_max_+y ImposedLC18 p_ULS-iB_max_-y ImposedLC19 p_ULS-aB_min_+y ImposedLC20 p_ULS-aB_min_-y ImposedLC21 p_ULS-aB_max_+y ImposedLC22 p_ULS-aB_max_-y Imposed

2.5 LOAD COMBINATIONSLoad Load Combination

Combin. DS Description No. Factor Load CaseCO1 SLS_iB_min_+y 1 1.00 LC1 g_Dead load

2 1.00 LC2 g_Earth pressure3 1.00 LC3 p_SLS-iB_min_+y

CO2 SLS_iB_min_-y 1 1.00 LC1 g_Dead load2 1.00 LC2 g_Earth pressure3 1.00 LC4 p_SLS-iB_min_-y

CO3 SLS_iB_max_+y 1 1.00 LC1 g_Dead load2 1.00 LC2 g_Earth pressure3 1.00 LC5 p_SLS-iB_max_+y

CO4 SLS_iB_max_-y 1 1.00 LC1 g_Dead load2 1.00 LC2 g_Earth pressure3 1.00 LC6 p_SLS-iB_max_-y

CO5 SLS_aB_min_+y 1 1.00 LC1 g_Dead load2 1.00 LC2 g_Earth pressure3 1.00 LC7 p_SLS-aB_min_+y

CO6 SLS_aB_min_-y 1 1.00 LC1 g_Dead load2 1.00 LC2 g_Earth pressure

3 1.00 LC8 p_SLS-aB_min_-yCO7 SLS_aB_max_+y 1 1.00 LC1 g_Dead load

2 1.00 LC2 g_Earth pressure3 1.00 LC9 p_SLS-aB_max_+y

CO8 SLS_aB_max_-y 1 1.00 LC1 g_Dead load2 1.00 LC2 g_Earth pressure3 1.00 LC10 p_SLS-aB_max_-y

CO9 SLS_AG_min_+y 1 1.00 LC1 g_Dead load2 1.00 LC2 g_Earth pressure3 1.00 LC11 p_AG_min_+y

CO10 SLS_AG_min_-y 1 1.00 LC1 g_Dead load2 1.00 LC2 g_Earth pressure3 1.00 LC12 p_AG_min_-y

CO11 SLS_AG_max_+y 1 1.00 LC1 g_Dead load2 1.00 LC2 g_Earth pressure3 1.00 LC13 p_AG_max_+y

CO12 SLS_AG_max_-y 1 1.00 LC1 g_Dead load2 1.00 LC2 g_Earth pressure3 1.00 LC14 p_AG_max_-y

CO13 ULS_iB_min_+y 1 1.35 LC1 g_Dead load2 1.35 LC2 g_Earth pressure3 1.00 LC15 p_ULS-iB_min_+y

CO14 ULS_iB_min_-y 1 1.35 LC1 g_Dead load2 1.35 LC2 g_Earth pressure3 1.00 LC16 p_ULS-iB_min_-y

CO15 ULS_iB_max_+y 1 1.35 LC1 g_Dead load2 1.35 LC2 g_Earth pressure3 1.00 LC17 p_ULS-iB_max_+y

CO16 ULS_iB_max_-y 1 1.35 LC1 g_Dead load2 1.35 LC2 g_Earth pressure3 1.00 LC18 p_ULS-iB_max_-y

CO17 ULS_aB_min_+y 1 1.35 LC1 g_Dead load2 1.35 LC2 g_Earth pressure3 1.00 LC19 p_ULS-aB_min_+y

CO18 ULS_aB_min_-y 1 1.35 LC1 g_Dead load2 1.35 LC2 g_Earth pressure3 1.00 LC20 p_ULS-aB_min_-y

CO19 ULS_aB_max_+y 1 1.35 LC1 g_Dead load2 1.35 LC2 g_Earth pressure3 1.00 LC21 p_ULS-aB_max_+y

CO20 ULS_aB_max_-y 1 1.35 LC1 g_Dead load2 1.35 LC2 g_Earth pressure3 1.00 LC22 p_ULS-aB_max_-y





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LOADS


2.6 RESULT COMBINATIONSResult Result Combination Alternate

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

2 1.00 CO2 SLS_iB_min_-y Permanent 13 1.00 CO3 SLS_iB_max_+y Permanent 14 1.00 CO4 SLS_iB_max_-y Permanent 15 1.00 CO5 SLS_aB_min_+y Permanent 16 1.00 CO6 SLS_aB_min_-y Permanent 17 1.00 CO7 SLS_aB_max_+y Permanent 18 1.00 CO8 SLS_aB_max_-y Permanent 19 1.00 CO9 SLS_AG_min_+y Permanent 1

10 1.00 CO10 SLS_AG_min_-y Permanent 111 1.00 CO11 SLS_AG_max_+y Permanent 112 1.00 CO12 SLS_AG_max_-y Permanent 1

RC2 ULS 1 1.00 CO13 ULS_iB_min_+y Permanent 12 1.00 CO14 ULS_iB_min_-y Permanent 13 1.00 CO15 ULS_iB_max_+y Permanent 14 1.00 CO16 ULS_iB_max_-y Permanent 15 1.00 CO17 ULS_aB_min_+y Permanent 16 1.00 CO18 ULS_aB_min_-y Permanent 17 1.00 CO19 ULS_aB_max_+y Permanent 18 1.00 CO20 ULS_aB_max_-y Permanent 19 1.00 CO9 SLS_AG_min_+y Permanent 1


RC3 SLS_iB 1 1.00 CO1 SLS_iB_min_+y Permanent 12 1.00 CO2 SLS_iB_min_-y Permanent 13 1.00 CO3 SLS_iB_max_+y Permanent 14 1.00 CO4 SLS_iB_max_-y Permanent 1

3.8 FREE RECTANGULAR LOADS LC1: g_Dead load

Load Load Magnitude Load Position

No. On Surfaces No. Project. Distribution Direction Symbol Value Unit X [m] Y [m] Z [m]1 3,5,7 XY Uniform ZL p 62.50 kN/m2 1.914 -2.250

-4.585 -0.250

LC1

g_Dead load

3.2 MEMBER LOADS LC2: g_Earth pressure

Reference On Members Load Load Load Reference Load Parameters Over Tot.

No. to No. Type Distribution Direction Length Symbol Value Unit Length1 Members 5,19 Force Trapezoidal XP Projected

Lengthp1 8.90 kN/m

p2 0.68 kN/m2 Members 15,19 Force Trapezoidal YP Projected

Lengthp1 -22.10 kN/m

p2 -1.62 kN/m

3 Members 24,25 Force Trapezoidal XP ProjectedLength

p1 0.68 kN/m

p2 0.00 kN/m

4 Members 9,24 Force Trapezoidal YP ProjectedLength

p1 -6.62 kN/m

p2 0.00 kN/m

LC2

g_Earth pressure

3.3 LINE LOADS LC2: g_Earth pressure

Reference Load Load Load Load Parameters

No. to On Lines No. Type Distribution Direction Symbol Value Unit1 Lines 61,71 Force Uniform XL p 23.10 kN/m

2 Lines 4,63,66 Force Uniform YL p -46.30 kN/m

3.4 SURFACE LOADS LC2: g_Earth pressure

Load Load Load Load Parameters On Node

No. On Surfaces No. Type Distribution Direction Symbol Value Unit No.7 1 Force Linear in Z XP p1 0.00 kN/m2 75

p2 27.50 kN/m2 37

8 11 Force Linear in Z z p1 0.00 kN/m2 74

p2 -63.20 kN/m2 36

3.8 FREE RECTANGULAR LOADS LC2: g_Earth pressure


No. On Surfaces No. Project. Distribution Direction Symbol Value Unit X [m] Y [m] Z [m]1 3-5,7 XY Linear X ZL p1 92.00 kN/m2 1.914 -2.250

p2 112.00 kN/m2 -4.585 4.250





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LC2: G_EARTH PRESSURE, ISOMETRIC

112.00

23.10

107.85107.85

112.00

8.9027.50

23.10

95.3895.38

8.90

92.00

22.10

63.20112.00112.00

0.680.68

107.85107.85

46.30

22.10

X

Z

Y

0.680.68 1.62

4.83

6.62

46.30

95.3895.38

1.626.62

92.0092.00

46.30

IsometricLC2: g_Earth pressure






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LOADS


3.1 NODAL LOADS LC3: p_SLS-iB_min_+y

Force [kN] Moment [kNm]

No. On Nodes No. PX PY PZ MX MY MZ

1 27,70 -135.00 70.00 -195.00 0.00 0.00 0.00

LC3

p_SLS-iB_min_+y

LC3: P_SLS-IB_MIN_+Y, ISOMETRIC

135.00

135.00

195.00

70.00

195.00

70.00

IsometricLC3: p_SLS-iB_min_+y


3.1 NODAL LOADS LC4: p_SLS-iB_min_-y



1 27,70 -135.00 -70.00 -195.00 0.00 0.00 0.00

LC4

p_SLS-iB_min_-y

LC4: P_SLS-IB_MIN_-Y, ISOMETRIC

135.00

135.00

195.00

195.00

70.00

70.00

IsometricLC4: p_SLS-iB_min_-y






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LOADS


3.1 NODAL LOADS LC5: p_SLS-iB_max_+y



1 27,70 183.00 125.00 480.00 0.00 0.00 0.00

LC5

p_SLS-iB_max_+y

LC5: P_SLS-IB_MAX_+Y, ISOMETRIC

125.00

125.00

480.00

183.00

480.00

183.00

IsometricLC5: p_SLS-iB_max_+y


3.1 NODAL LOADS LC6: p_SLS-iB_max_-y



1 27,70 183.00 -125.00 480.00 0.00 0.00 0.00

LC6

p_SLS-iB_max_-y

LC6: P_SLS-IB_MAX_-Y, ISOMETRIC

125.00

480.00

183.00 125.00

480.00

183.00

IsometricLC6: p_SLS-iB_max_-y






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LOADS


3.1 NODAL LOADS LC7: p_SLS-aB_min_+y



1 27,70 -313.00 185.00 -620.00 0.00 0.00 0.00

LC7

p_SLS-aB_min_+y

LC7: P_SLS-AB_MIN_+Y, ISOMETRIC

313.00

620.00

313.00185.00

620.00

185.00

IsometricLC7: p_SLS-aB_min_+y


3.1 NODAL LOADS LC8: p_SLS-aB_min_-y



1 27,70 -313.00 -185.00 -620.00 0.00 0.00 0.00

LC8

p_SLS-aB_min_-y

LC8: P_SLS-AB_MIN_-Y, ISOMETRIC

313.00

620.00

313.00

620.00

185.00

185.00

IsometricLC8: p_SLS-aB_min_-y






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LOADS


3.1 NODAL LOADS LC9: p_SLS-aB_max_+y



1 27,70 333.00 230.00 855.00 0.00 0.00 0.00

LC9

p_SLS-aB_max_+y

LC9: P_SLS-AB_MAX_+Y, ISOMETRIC

230.00

230.00

855.00

333.00

855.00

333.00

IsometricLC9: p_SLS-aB_max_+y


3.1 NODAL LOADS LC10: p_SLS-aB_max_-y



1 27,70 333.00 -230.00 855.00 0.00 0.00 0.00

LC10

p_SLS-aB_max_-y

LC10: P_SLS-AB_MAX_-Y, ISOMETRIC

230.00

855.00

230.00333.00

855.00

333.00

IsometricLC10: p_SLS-aB_max_-y






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LOADS


3.1 NODAL LOADS LC11: p_AG_min_+y



1 27,70 -355.00 228.00 -748.00 0.00 0.00 0.00

LC11

p_AG_min_+y

LC11: P_AG_MIN_+Y, ISOMETRIC

355.00

748.00

355.00228.00

748.00

228.00

IsometricLC11: p_AG_min_+y


3.1 NODAL LOADS LC12: p_AG_min_-y



1 27,70 -355.00 -228.00 -748.00 0.00 0.00 0.00

LC12

p_AG_min_-y

LC12: P_AG_MIN_-Y, ISOMETRIC

355.00

748.00

355.00

748.00

228.00

228.00

IsometricLC12: p_AG_min_-y






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LOADS


3.1 NODAL LOADS LC13: p_AG_max_+y



1 27,70 440.00 280.00 1018.00 0.00 0.00 0.00

LC13

p_AG_max_+y

LC13: P_AG_MAX_+Y, ISOMETRIC

280.00

280.00

1018.00

440.00

1018.00

440.00

IsometricLC13: p_AG_max_+y


3.1 NODAL LOADS LC14: p_AG_max_-y



1 27,70 440.00 -280.00 1018.00 0.00 0.00 0.00

LC14

p_AG_max_-y

LC14: P_AG_MAX_-Y, ISOMETRIC

280.00

1018.00

280.00440.00

1018.00

440.00

IsometricLC14: p_AG_max_-y






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LOADS


3.1 NODAL LOADS LC15: p_ULS-iB_min_+y



1 27,70 -248.00 143.00 -415.00 0.00 0.00 0.00

LC15

p_ULS-iB_min_+y

LC15: P_ULS-IB_MIN_+Y, ISOMETRIC

248.00

415.00

248.00

143.00

415.00

143.00

IsometricLC15: p_ULS-iB_min_+y


3.1 NODAL LOADS LC16: p_ULS-iB_min_-y



1 27,70 -248.00 -143.00 -415.00 0.00 0.00 0.00

LC16

p_ULS-iB_min_-y

LC16: P_ULS-IB_MIN_-Y, ISOMETRIC

248.00

415.00

248.00

415.00

143.00

143.00

IsometricLC16: p_ULS-iB_min_-y






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LOADS


3.1 NODAL LOADS LC17: p_ULS-iB_max_+y



1 27,70 300.00 210.00 770.00 0.00 0.00 0.00

LC17

p_ULS-iB_max_+y

LC17: P_ULS-IB_MAX_+Y, ISOMETRIC

210.00

210.00

770.00

300.00

770.00

300.00

IsometricLC17: p_ULS-iB_max_+y


3.1 NODAL LOADS LC18: p_ULS-iB_max_-y



1 27,70 300.00 -210.00 770.00 0.00 0.00 0.00

LC18

p_ULS-iB_max_-y

LC18: P_ULS-IB_MAX_-Y, ISOMETRIC

210.00

770.00

300.00 210.00

770.00

300.00

IsometricLC18: p_ULS-iB_max_-y






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LOADS


3.1 NODAL LOADS LC19: p_ULS-aB_min_+y



1 27,70 -505.00 308.00 -1038.00 0.00 0.00 0.00

LC19

p_ULS-aB_min_+y

LC19: P_ULS-AB_MIN_+Y, ISOMETRIC

505.00

1038.00

505.00308.00

1038.00

308.00

IsometricLC19: p_ULS-aB_min_+y


3.1 NODAL LOADS LC20: p_ULS-aB_min_-y



1 27,70 -505.00 -308.00 -1038.00 0.00 0.00 0.00

LC20

p_ULS-aB_min_-y

LC20: P_ULS-AB_MIN_-Y, ISOMETRIC

Z

X

Y

505.00

1038.00

505.00

1038.00

308.00308.00

IsometricLC20: p_ULS-aB_min_-y






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LOADS


3.1 NODAL LOADS LC21: p_ULS-aB_max_+y



1 27,70 518.00 360.00 1318.00 0.00 0.00 0.00

LC21

p_ULS-aB_max_+y

LC21: P_ULS-AB_MAX_+Y, ISOMETRIC

360.00

360.00

1318.00

518.00

1318.00

518.00

IsometricLC21: p_ULS-aB_max_+y


3.1 NODAL LOADS LC22: p_ULS-aB_max_-y



1 27,70 518.00 -360.00 1318.00 0.00 0.00 0.00

LC22

p_ULS-aB_max_-y

LC22: P_ULS-AB_MAX_-Y, ISOMETRIC

360.00

1318.00

360.00518.00

1318.00

518.00

IsometricLC22: p_ULS-aB_max_-y






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RESULTS


4.0 RESULTS - SUMMARY

Description Value Unit CommentCO1 - SLS_iB_min_+y

Sum of loads in X 95.80 kNSum of support reactions in X 95.80 kN Deviation 0.00%Sum of loads in Y -1164.80 kNSum of support reactions in Y -1164.80 kN Deviation 0.00%Sum of loads in Z 6364.20 kNSum of support reactions in Z 6364.20 kN Deviation 0.00%Resultant of reactions about X 114.59 kNm At center of gravity of model (X:-1.73, Y:1.00, Z:2.60 m)Resultant of reactions about Y 551.94 kNm At center of gravity of modelResultant of reactions about Z -436.85 kNm At center of gravity of modelMax. displacement in X -1.1 mm FE Node No. 1106 (X: -1.769, Y: 1.225, Z: -4.242 m)Max. displacement in Y -6.8 mm FE Node No. 1106 (X: -1.769, Y: 1.225, Z: -4.242 m)Max. displacement in Z 1.2 mm FE Node No. 49 (X: -4.585, Y: -2.250, Z: 5.212 m)Max. vector displacement 6.9 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. rotation about X -0.2 mrad FE Node No. 1414 (X: -1.717, Y: 1.675, Z: 4.211 m)Max. rotation about Y 0.2 mrad Member No. 29, x: 0.300 mMax. rotation about Z 0.0 mrad FE Node No. 1310 (X: -0.230, Y: 1.675, Z: 3.020 m)Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2

CO2 - SLS_iB_min_-ySum of loads in X 95.80 kNSum of support reactions in X 95.80 kN Deviation 0.00%Sum of loads in Y -1444.80 kNSum of support reactions in Y -1444.80 kN Deviation 0.00%Sum of loads in Z 6364.20 kNSum of support reactions in Z 6364.20 kN Deviation 0.00%Resultant of reactions about X -1737.4 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y 552.5 kNm At center of gravity of modelResultant of reactions about Z -195.4 kNm At center of gravity of modelMax. displacement in X 1.3 mm FE Node No. 65 (X: 1.915, Y: -2.250, Z: 5.211 m)Max. displacement in Y -11.1 mm Member No. 28, x: 1.200 mMax. displacement in Z 1.4 mm FE Node No. 49 (X: -4.585, Y: -2.250, Z: 5.212 m)Max. vector displacement 11.2 mm Member No. 26, x: 0.000 mMax. rotation about X -0.5 mrad Member No. 27, x: 0.084 mMax. rotation about Y 0.2 mrad Member No. 28, x: 0.450 mMax. rotation about Z 0.3 mrad Member No. 31, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor

Number of load increments 6Number of iterations 2CO3 - SLS_iB_max_+ySum of loads in X 731.80 kNSum of support reactions in X 731.80 kN Deviation 0.00%Sum of loads in Y -1054.80 kNSum of support reactions in Y -1054.80 kN Deviation 0.00%Sum of loads in Z 7714.20 kNSum of support reactions in Z 7714.20 kN Deviation 0.00%Resultant of reactions about X 842.3 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2493.5 kNm At center of gravity of modelResultant of reactions about Z -531.5 kNm At center of gravity of modelMax. displacement in X 4.4 mm Member No. 31, x: 0.472 mMax. displacement in Y -5.3 mm Member No. 23, x: 4.762 mMax. displacement in Z 1.2 mm Member No. 23, x: 0.000 mMax. vector displacement 6.9 mm Member No. 1, x: 1.422 mMax. rotation about X -0.2 mrad FE Node No. 631 (X: 1.640, Y: 3.243, Z: 5.211 m)Max. rotation about Y -0.2 mrad Member No. 28, x: 1.050 mMax. rotation about Z -0.1 mrad Member No. 31, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-M

Consider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO4 - SLS_iB_max_-ySum of loads in X 731.80 kNSum of support reactions in X 731.80 kN Deviation 0.00%Sum of loads in Y -1554.80 kNSum of support reactions in Y -1554.80 kN Deviation 0.00%Sum of loads in Z 7714.20 kNSum of support reactions in Z 7714.20 kN Deviation 0.00%Resultant of reactions about X -2473.5 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2492.5 kNm At center of gravity of modelResultant of reactions about Z -98.3 kNm At center of gravity of modelMax. displacement in X 4.6 mm Member No. 30, x: 0.378 mMax. displacement in Y -12.8 mm Member No. 29, x: 1.200 mMax. displacement in Z 1.5 mm FE Node No. 731 (X: 0.562, Y: -0.448, Z: 5.211 m)Max. vector displacement 13.7 mm Member No. 26, x: 0.000 mMax. rotation about X -0.6 mrad Member No. 26, x: 0.084 mMax. rotation about Y -0.2 mrad Member No. 29, x: 1.050 mMax. rotation about Z 0.4 mrad Member No. 30, x: 0.756 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT






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RESULTS



Description Value Unit CommentNumber of load increments 6

Number of iterations 2CO5 - SLS_aB_min_+ySum of loads in X -260.20 kNSum of support reactions in X -260.20 kN Deviation 0.00%Sum of loads in Y -934.77 kNSum of support reactions in Y -934.77 kN Deviation 0.00%Sum of loads in Z 5514.20 kNSum of support reactions in Z 5514.20 kN Deviation 0.00%Resultant of reactions about X 1634.4 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y 2172.5 kNm At center of gravity of modelResultant of reactions about Z -635.1 kNm At center of gravity of modelMax. displacement in X -4.2 mm Member No. 3, x: 1.660 mMax. displacement in Y -5.2 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. displacement in Z 1.2 mm FE Node No. 336 (X: -4.585, Y: 0.750, Z: 5.212 m)Max. vector displacement 5.5 mm FE Node No. 65 (X: 1.915, Y: -2.250, Z: 5.211 m)Max. rotation about X -0.2 mrad FE Node No. 543 (X: 1.640, Y: -1.494, Z: 5.211 m)Max. rotation about Y 0.4 mrad Member No. 29, x: 0.720 mMax. rotation about Z -0.3 mrad Member No. 30, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Number of load increments 6Number of iterations 7CO6 - SLS_aB_min_-ySum of loads in X -260.20 kNSum of support reactions in X -260.20 kN Deviation 0.00%Sum of loads in Y -1674.80 kNSum of support reactions in Y -1674.80 kN Deviation 0.00%Sum of loads in Z 5514.20 kNSum of support reactions in Z 5514.20 kN Deviation 0.00%Resultant of reactions about X -3255.2 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y 2171.1 kNm At center of gravity of modelResultant of reactions about Z -0.1 kNm At center of gravity of modelMax. displacement in X -5.3 mm Member No. 3, x: 1.660 mMax. displacement in Y -18.3 mm Member No. 31, x: 0.850 mMax. displacement in Z 1.8 mm FE Node No. 49 (X: -4.585, Y: -2.250, Z: 5.212 m)Max. vector displacement 19.1 mm Member No. 30, x: 0.850 mMax. rotation about X -0.8 mrad Member No. 27, x: 0.251 mMax. rotation about Y 0.5 mrad Member No. 28, x: 0.720 mMax. rotation about Z -0.2 mrad FE Node No. 43 (X: -4.585, Y: 4.250, Z: 5.212 m)Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Consider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 11CO7 - SLS_aB_max_+ySum of loads in X 1031.80 kNSum of support reactions in X 1031.80 kN Deviation 0.00%Sum of loads in Y -844.77 kNSum of support reactions in Y -844.77 kN Deviation 0.00%Sum of loads in Z 8464.20 kNSum of support reactions in Z 8464.20 kN Deviation 0.00%Resultant of reactions about X 2237.0 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -3834.6 kNm At center of gravity of modelResultant of reactions about Z -713.8 kNm At center of gravity of modelMax. displacement in X 7.1 mm Member No. 31, x: 0.850 mMax. displacement in Y -4.8 mm FE Node No. 559 (X: 1.915, Y: -0.750, Z: 5.211 m)Max. displacement in Z 1.5 mm FE Node No. 599 (X: 1.915, Y: 1.250, Z: 5.211 m)Max. vector displacement 7.5 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. rotation about X 0.3 mrad Member No. 27, x: 0.168 mMax. rotation about Y -0.3 mrad Member No. 28, x: 1.050 mMax. rotation about Z -0.3 mrad Member No. 31, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)

Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO8 - SLS_aB_max_-ySum of loads in X 1031.80 kNSum of support reactions in X 1031.80 kN Deviation 0.00%Sum of loads in Y -1764.80 kNSum of support reactions in Y -1764.80 kN Deviation 0.00%Sum of loads in Z 8464.20 kNSum of support reactions in Z 8464.20 kN Deviation 0.00%Resultant of reactions about X -3872.8 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -3832.6 kNm At center of gravity of modelResultant of reactions about Z 85.1 kNm At center of gravity of modelMax. displacement in X 7.3 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. displacement in Y -16.2 mm Member No. 29, x: 1.200 mMax. displacement in Z 1.8 mm FE Node No. 566 (X: 0.815, Y: -0.190, Z: 5.211 m)Max. vector displacement 17.8 mm Member No. 29, x: 1.200 mMax. rotation about X -0.9 mrad Member No. 26, x: 0.084 mMax. rotation about Y -0.3 mrad Member No. 29, x: 0.960 mMax. rotation about Z 0.6 mrad Member No. 30, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT






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RESULTS



Description Value Unit CommentConsider favorable effects of tensile forces

Divide results by CO factor Number of load increments 6Number of iterations 6CO9 - SLS_AG_min_+ySum of loads in X -344.20 kNSum of support reactions in X -344.20 kN Deviation 0.00%Sum of loads in Y -848.77 kNSum of support reactions in Y -848.77 kN Deviation 0.00%Sum of loads in Z 5258.20 kNSum of support reactions in Z 5258.20 kN Deviation 0.00%Resultant of reactions about X 2201.2 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y 2507.0 kNm At center of gravity of modelResultant of reactions about Z -709.2 kNm At center of gravity of modelMax. displacement in X -5.1 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. displacement in Y -5.6 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. displacement in Z 1.3 mm Member No. 28, x: 0.000 mMax. vector displacement 6.3 mm FE Node No. 65 (X: 1.915, Y: -2.250, Z: 5.211 m)Max. rotation about X 0.3 mrad Member No. 26, x: 0.168 mMax. rotation about Y 0.5 mrad Member No. 29, x: 0.720 mMax. rotation about Z -0.5 mrad Member No. 30, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Consider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 9CO10 - SLS_AG_min_-ySum of loads in X -344.20 kNSum of support reactions in X -344.20 kN Deviation 0.00%Sum of loads in Y -1760.80 kNSum of support reactions in Y -1760.80 kN Deviation 0.00%Sum of loads in Z 5258.20 kNSum of support reactions in Z 5258.20 kN Deviation 0.00%Resultant of reactions about X -3821.2 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y 2504.1 kNm At center of gravity of modelResultant of reactions about Z 73.0 kNm At center of gravity of modelMax. displacement in X -7.5 mm Member No. 3, x: 1.660 mMax. displacement in Y -23.3 mm Member No. 31, x: 0.850 mMax. displacement in Z -2.6 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. vector displacement 24.5 mm Member No. 3, x: 1.660 mMax. rotation about X -1.1 mrad Member No. 27, x: 0.168 mMax. rotation about Y 0.7 mrad Member No. 28, x: 0.720 mMax. rotation about Z -0.2 mrad FE Node No. 1348 (X: -2.476, Y: 1.675, Z: 2.460 m)Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)


Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 11CO11 - SLS_AG_max_+ySum of loads in X 1245.80 kNSum of support reactions in X 1245.80 kN Deviation 0.00%Sum of loads in Y -744.77 kNSum of support reactions in Y -744.77 kN Deviation 0.00%Sum of loads in Z 8790.20 kNSum of support reactions in Z 8790.20 kN Deviation 0.00%Resultant of reactions about X 2902.6 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -4971.9 kNm At center of gravity of modelResultant of reactions about Z -800.9 kNm At center of gravity of modelMax. displacement in X 9.1 mm Member No. 31, x: 0.850 mMax. displacement in Y -4.6 mm FE Node No. 549 (X: 1.915, Y: -1.250, Z: 5.211 m)Max. displacement in Z 1.8 mm FE Node No. 599 (X: 1.915, Y: 1.250, Z: 5.211 m)Max. vector displacement 9.2 mm Member No. 1, x: 1.660 mMax. rotation about X 0.5 mrad Member No. 27, x: 0.168 mMax. rotation about Y -0.5 mrad Member No. 28, x: 0.900 m

Max. rotation about Z -0.5 mrad Member No. 31, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO12 - SLS_AG_max_-ySum of loads in X 1245.80 kNSum of support reactions in X 1245.80 kN Deviation 0.00%Sum of loads in Y -1864.80 kNSum of support reactions in Y -1864.80 kN Deviation 0.00%Sum of loads in Z 8790.20 kNSum of support reactions in Z 8790.20 kN Deviation 0.00%Resultant of reactions about X -4542.1 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -4969.0 kNm At center of gravity of modelResultant of reactions about Z 174.0 kNm At center of gravity of modelMax. displacement in X 9.8 mm Member No. 30, x: 0.850 mMax. displacement in Y -19.0 mm Member No. 29, x: 1.200 mMax. displacement in Z 2.1 mm FE Node No. 569 (X: 1.915, Y: -0.250, Z: 5.211 m)Max. vector displacement 21.4 mm Member No. 26, x: 0.000 mMax. rotation about X -1.0 mrad Member No. 26, x: 0.084 mMax. rotation about Y -0.5 mrad Member No. 29, x: 0.900 mMax. rotation about Z 0.9 mrad Member No. 30, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)





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RESULTS



Description Value Unit CommentInternal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Consider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 8CO13 - ULS_iB_min_+ySum of loads in X -2.18 kNSum of support reactions in X -2.18 kN Deviation 0.00%Sum of loads in Y -1475.40 kNSum of support reactions in Y -1475.40 kN Deviation 0.00%Sum of loads in Z 8288.10 kNSum of support reactions in Z 8288.10 kN Deviation 0.00%Resultant of reactions about X 796.2 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y 1352.9 kNm At center of gravity of modelResultant of reactions about Z -673.6 kNm At center of gravity of modelMax. displacement in X -2.6 mm Member No. 3, x: 1.660 mMax. displacement in Y -7.8 mm FE Node No. 1108 (X: -1.769, Y: 1.450, Z: -4.242 m)Max. displacement in Z 1.6 mm FE Node No. 342 (X: -4.585, Y: -0.750, Z: 5.212 m)Max. vector displacement 8.2 mm Member No. 30, x: 0.850 mMax. rotation about X -0.2 mrad FE Node No. 558 (X: 1.640, Y: -0.739, Z: 5.211 m)Max. rotation about Y 0.4 mrad Member No. 29, x: 0.450 mMax. rotation about Z -0.1 mrad Member No. 30, x: 0.756 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)

Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MTStiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO14 - ULS_iB_min_-ySum of loads in X -2.18 kNSum of support reactions in X -2.18 kN Deviation 0.00%Sum of loads in Y -2047.40 kNSum of support reactions in Y -2047.40 kN Deviation 0.00%Sum of loads in Z 8288.10 kNSum of support reactions in Z 8288.10 kN Deviation 0.00%Resultant of reactions about X -2985.2 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y 1354.4 kNm At center of gravity of modelResultant of reactions about Z -180.5 kNm At center of gravity of modelMax. displacement in X -2.8 mm FE Node No. 32 (X: -1.769, Y: 1.675, Z: -4.242 m)Max. displacement in Y -16.5 mm Member No. 28, x: 1.200 mMax. displacement in Z 2.0 mm FE Node No. 49 (X: -4.585, Y: -2.250, Z: 5.212 m)Max. vector displacement 16.8 mm Member No. 28, x: 1.200 mMax. rotation about X -0.7 mrad Member No. 27, x: 0.168 mMax. rotation about Y 0.4 mrad Member No. 28, x: 0.480 m

Max. rotation about Z 0.5 mrad Member No. 31, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 5CO15 - ULS_iB_max_+ySum of loads in X 1093.80 kNSum of support reactions in X 1093.80 kN Deviation 0.00%Sum of loads in Y -1341.40 kNSum of support reactions in Y -1341.40 kN Deviation 0.00%Sum of loads in Z 10658.00 kNSum of support reactions in Z 10658.00 kN Deviation 0.00%Resultant of reactions about X 1684.9 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -3858.3 kNm At center of gravity of modelResultant of reactions about Z -789.2 kNm At center of gravity of modelMax. displacement in X 7.0 mm Member No. 31, x: 0.850 mMax. displacement in Y -6.9 mm FE Node No. 549 (X: 1.915, Y: -1.250, Z: 5.211 m)Max. displacement in Z 1.7 mm FE Node No. 589 (X: 1.915, Y: 0.750, Z: 5.211 m)Max. vector displacement 9.2 mm Member No. 1, x: 1.245 m

Max. rotation about X -0.3 mrad FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. rotation about Y -0.3 mrad Member No. 28, x: 1.050 mMax. rotation about Z -0.3 mrad Member No. 31, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO16 - ULS_iB_max_-ySum of loads in X 1093.80 kNSum of support reactions in X 1093.80 kN Deviation 0.00%Sum of loads in Y -2181.40 kNSum of support reactions in Y -2181.40 kN Deviation 0.00%Sum of loads in Z 10658.00 kNSum of support reactions in Z 10658.00 kN Deviation 0.00%Resultant of reactions about X -3893.6 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -3856.0 kNm At center of gravity of modelResultant of reactions about Z -59.4 kNm At center of gravity of modelMax. displacement in X 7.2 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. displacement in Y -18.6 mm Member No. 29, x: 1.200 mMax. displacement in Z 2.1 mm FE Node No. 731 (X: 0.562, Y: -0.448, Z: 5.211 m)Max. vector displacement 20.0 mm Member No. 26, x: 0.000 mMax. rotation about X -0.9 mrad Member No. 26, x: 0.251 mMax. rotation about Y -0.3 mrad Member No. 29, x: 0.960 m





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RESULTS



Description Value Unit CommentMax. rotation about Z 0.6 mrad Member No. 30, x: 0.661 m

Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO17 - ULS_aB_min_+ySum of loads in X -516.18 kNSum of support reactions in X -516.18 kN Deviation 0.00%Sum of loads in Y -1145.40 kNSum of support reactions in Y -1145.40 kN Deviation 0.00%Sum of loads in Z 7042.10 kNSum of support reactions in Z 7042.10 kN Deviation 0.00%Resultant of reactions about X 2971.5 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y 3675.0 kNm At center of gravity of modelResultant of reactions about Z -958.2 kNm At center of gravity of modelMax. displacement in X -7.6 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. displacement in Y -7.9 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. displacement in Z 1.8 mm Member No. 28, x: 0.000 mMax. vector displacement 9.1 mm FE Node No. 65 (X: 1.915, Y: -2.250, Z: 5.211 m)Max. rotation about X 0.4 mrad Member No. 26, x: 0.168 mMax. rotation about Y 0.7 mrad Member No. 29, x: 0.720 m

Max. rotation about Z -0.7 mrad Member No. 30, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 9CO18 - ULS_aB_min_-ySum of loads in X -516.18 kNSum of support reactions in X -516.18 kN Deviation 0.00%Sum of loads in Y -2377.40 kNSum of support reactions in Y -2377.40 kN Deviation 0.00%Sum of loads in Z 7042.10 kNSum of support reactions in Z 7042.10 kN Deviation 0.00%Resultant of reactions about X -5158.3 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y 3668.6 kNm At center of gravity of modelResultant of reactions about Z 96.5 kNm At center of gravity of modelMax. displacement in X -11.3 mm Member No. 3, x: 1.660 mMax. displacement in Y -32.5 mm Member No. 31, x: 0.850 mMax. displacement in Z -4.0 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. vector displacement 34.5 mm Member No. 30, x: 0.850 m

Max. rotation about X -1.5 mrad Member No. 27, x: 0.168 mMax. rotation about Y 1.0 mrad Member No. 28, x: 0.720 mMax. rotation about Z -0.3 mrad FE Node No. 1347 (X: -2.476, Y: 1.675, Z: 2.210 m)Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 11CO19 - ULS_aB_max_+ySum of loads in X 1529.80 kNSum of support reactions in X 1529.80 kN Deviation 0.00%Sum of loads in Y -1041.40 kNSum of support reactions in Y -1041.40 kN Deviation 0.00%Sum of loads in Z 11754.00 kNSum of support reactions in Z 11754.00 kN Deviation 0.00%Resultant of reactions about X 3682.6 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -5804.1 kNm At center of gravity of modelResultant of reactions about Z -1050.8 kNm At center of gravity of modelMax. displacement in X 10.8 mm Member No. 31, x: 0.850 mMax. displacement in Y -6.3 mm FE Node No. 554 (X: 1.915, Y: -1.000, Z: 5.211 m)

Max. displacement in Z 2.2 mm FE Node No. 599 (X: 1.915, Y: 1.250, Z: 5.211 m)Max. vector displacement 11.0 mm Member No. 31, x: 0.850 mMax. rotation about X 0.6 mrad Member No. 27, x: 0.084 mMax. rotation about Y -0.6 mrad Member No. 28, x: 0.960 mMax. rotation about Z -0.6 mrad Member No. 31, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO20 - ULS_aB_max_-ySum of loads in X 1529.80 kNSum of support reactions in X 1529.80 kN Deviation 0.00%Sum of loads in Y -2481.40 kNSum of support reactions in Y -2481.40 kN Deviation 0.00%Sum of loads in Z 11754.00 kNSum of support reactions in Z 11754.00 kN Deviation 0.00%Resultant of reactions about X -5901.4 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -5799.5 kNm At center of gravity of modelResultant of reactions about Z 205.3 kNm At center of gravity of modelMax. displacement in X 11.3 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. displacement in Y -24.2 mm Member No. 29, x: 1.200 mMax. displacement in Z 2.7 mm FE Node No. 566 (X: 0.815, Y: -0.190, Z: 5.211 m)Max. vector displacement 26.7 mm Member No. 26, x: 0.000 m





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RESULTS



Description Value Unit CommentMax. rotation about X -1.3 mrad Member No. 26, x: 0.251 m

Max. rotation about Y -0.6 mrad Member No. 29, x: 0.960 mMax. rotation about Z 1.0 mrad Member No. 30, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 7SummaryOther Settings Number of 1D finite elements : 154

Number of 2D finite elements : 1776Number of 3D finite elements : 0Number of FE mesh nodes : 1830Number of equations : 10980Max. number of iterations : 100Number of divisions for member results : 10Division of cable/foundation/tapered members : 10Number of member divisions for searching maximum values : 10Subdivisions of FE mesh for graphical results : 0Percentage of iterations according to Picard method in combination withNewton-Raphson method

: 5 %

Activate ineffective supports :

Options Activate shear stiffness of members (Ay, Az) Activate member divisions for large deformation or post-critical analysis Activate entered stiffness modificationsIgnore rotational degrees of freedomCheck of critical forces of members

Method for the system of equations DirectIteration

Plate bending theory MindlinKirchhoff

Solver version 32-bit64-bit

Precision and Tolerance Change default setting

Nonlinear effects - Activate Support and elastic foundations





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GLOBAL DEFORMATION UZ

MIN, RC1: SLS, IN Z-DIRECTION

Z

X

Y

-2.6

Global Deformation

uZ [mm]

0.8

0.5

0.2

-0.1

-0.4

-0.7

-1.0

-1.4

-1.7

-2.0

-2.3

-2.6

Max : 0.8Min : -2.6

IsometricRC1: SLSu-Z

Factor of deformations: 34.00Max u-Z: 0.8, Min u-Z: -2.6 [mm]




MAX, RC1: SLS, IN Z-DIRECTION

2.1

Y Z

X

Global Deformation

uZ [mm]

2.1

2.0

1.9

1.8

1.6

1.5

1.4

1.3

1.2

1.0

0.9

0.8

Max : 2.1Min : 0.8


Factor of deformations: 34.00Max u-Z: 2.1, Min u-Z: 0.8 [mm]







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CONTACT STRESSES sz MIN, RC1: SLS, IN Z-DIRECTION

X

Y

Contact Stressess-z [kN/m2]

166.10

151.00

135.90

120.80

105.70

90.60

75.50

60.40

45.30

30.20

15.10

0.00

Max : 166.10Min : 0.00

In Z-directionRC1: SLSSurfaces Sigma-z

Surfaces Max Sigma-z: 166.10, Min Sigma-z: 0.00 [kN/m2]1.723 m


CONTACT STRESSES sz MAX, RC1: SLS, IN Z-DIRECTION

X

Y


422.71

398.77

374.83

350.88

326.94

303.00

279.06

255.12

231.18

207.23

183.29

159.35

Max : 422.71Min : 159.35








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RF-CONCRETE Surfaces


1.1 GENERAL DATA

Design according to Standard: EN 1992-1-1:2004

ULTIMATE LIMIT STATE

Result combination for design: RC2 ULSPersistent and Transient

DETAILS Analysis Method for Reinforcement Envelope Mixed Apply the averaged internal forces in the definedaverage region for the ULS calculation and for theanalytic method of SLS calculation.

Apply the internal forces without the rib components

1.2 MATERIALSMaterial Material Description

No. Concrete Strength Class Steel Description Comment1 Concrete C16/20 B 365 / 270

1.3 SURFACES

Surface Matl. Thickness ThicknessNo. No. Type [cm] Notes Comment

1 1 Constant 70.003 1 Constant 70.004 1 Constant 70.005 1 Constant 70.006 1 Constant 70.007 1 Constant 70.008 1 Constant 70.009 1 Constant 70.00

10 1 Constant 70.0011 1 Constant 70.0012 1 Constant 70.00

1.4 REINFORCEMENT GROUP NO. 1 Applied to surfaces: All

REINFORCEMENT RATIOMinimum secondary reinforcement 20.0 %

Basic minimum reinforcement 0.0 %Minimum compression reinforcement 0.0 %Minimum tension reinforcement 0.0 %Maximum reinforcement percentage 4.0 %Minimum shear reinforcement percentage 0.0 %Concrete cover acc. to Standard

BASIC REINFORCEMENT LAYOUT - TOP (-z)Number of directions 2Cover to rebar centroid d-1: 5.70, d-2: 7.10 cmDirections of reinforcement Phi-1: 0.000°, Phi-2: 90.000°Reinforcement area As-1,-z (top): 10.26, As-2,-z (top): 10.26 cm2/m

BASIC REINFORCEMENT LAYOUT - BOTTOM (+z)Number of directions 2Cover to rebar centroid d-1: 5.70, d-2: 7.10 cmDirections of reinforcement Phi-1: 0.000°, Phi-2: 90.000°Reinforcement area As-1,+z (bottom): 10.26, As-2,+z (bottom): 10.26 cm2/m

LONGITUDINAL REINFORCEMENT FOR SHEAR FORCE DESIGN Apply required longitudinal reinforcement

OPTIONS FOR EN 1992-1-1Minimum longitudinal reinforcement for plates acc. to 9.3.1Direction of minimum reinforcement Reinforcement direction with the main tensile force from top(-z) and bottom (+z) surfaces together:Minimum longitudinal reinforcement for walls acc. to 9.6Minimum shear reinforcementNeutral axis depth limitationVariable strut inclination - min 21.801 °Variable concrete strut inclination - max 45.000 °Partial safety factor gs PT 1.15, AC 1.00, SLS 1.00

Partial safety factor gc PT 1.50, AC 1.20, SLS 1.00

Consideration of long-term effects Alpha-cc PT 1.00, AC 1.00, SLS 1.00Consideration of long-term effects Alpha-ct SLS 1.00





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RF-CONCRETE SURFACES - REQUIRED REINFORCEMENT as,1,-z (top)

, CA1,

IN Z-DIRECTION

X

Y

a-s,1,-z (top) [cm2/m]

100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 62.15Min : 0.00

In Z-directionRF-CONCRETE Surfaces CA1Stahlbeton-Bemessung

Surfaces a-s,1,-z (top)

Surfaces Max a-s,1,-z (top): 62.15, Min a-s,1,-z (top): 0.00 [cm2/m]1.724 m


, CA1,

IN Z-DIRECTION


, CA1,

IN Z-DIRECTION

X

Y


100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 67.59Min : 0.00

In Z-directionRF-CONCRETE Surfaces CA1Stahlbeton-BemessungSurfaces a-s,2,-z (top)



, CA1,

IN Z-DIRECTION





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RF-CONCRETE SURFACES - REQUIRED REINFORCEMENT as,1,+z (bottom)

,

CA1, IN Z-DIRECTION

X

Y

a-s,1,+z (bottom)

[cm 2/m]

100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 46.93Min : 0.00


Surfaces a-s,1,+z (bottom)

Surfaces Max a-s,1,+z (bottom): 46.93, Min a-s,1,+z (bottom): 0.00 [cm2/m]1.724 m


,

CA1, IN Z-DIRECTION


,

CA1, IN Z-DIRECTION

X

Y

a-s,2,+z (bottom)

[cm 2/m]

100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 79.08Min : 0.00

In Z-directionRF-CONCRETE Surfaces CA1Stahlbeton-BemessungSurfaces a-s,2,+z (bottom)



,

CA1, IN Z-DIRECTION





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, CA1,

ISOMETRIC

Z

XY


100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 62.15Min : 0.00

IsometricRF-CONCRETE Surfaces CA1Stahlbeton-Bemessung


Surfaces Max a-s,1,-z (top): 62.15, Min a-s,1,-z (top): 0.00 [cm2/m]


, CA1,

ISOMETRIC


, CA1,

ISOMETRIC

Z

XY


100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 67.59Min : 0.00

IsometricRF-CONCRETE Surfaces CA1Stahlbeton-BemessungSurfaces a-s,2,-z (top)



, CA1,

ISOMETRIC





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,

CA1, ISOMETRIC

Z

XY

a-s,1,+z (bottom)

[cm 2/m]

100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 46.93Min : 0.00



Surfaces Max a-s,1,+z (bottom): 46.93, Min a-s,1,+z (bottom): 0.00 [cm2/m]


,

CA1, ISOMETRIC


,

CA1, ISOMETRIC

Z

XY

a-s,2,+z (bottom)

[cm 2/m]

100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 79.08Min : 0.00

IsometricRF-CONCRETE Surfaces CA1Stahlbeton-BemessungSurfaces a-s,2,+z (bottom)



,

CA1, ISOMETRIC





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RF-CONCRETE SURFACES - SHEAR REINFORCEMENT asw

, CA1, IN

Z-DIRECTION

Z X

Y

Shear Reinforcement

a-sw [cm2/m2]

76.40

69.45

62.51

55.56

48.62

41.67

34.73

27.78

20.84

13.89

6.95

0.00

Max : 76.40Min : 0.00


Surfaces a-sw

Surfaces Max a-sw: 76.40, Min a-sw: 0.00 [cm2/m2]1.56 m


, CA1, IN

Z-DIRECTION





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RF-CONCRETE Members


1.1 GENERAL DATADesign according to Standard: EN 1992-1-1:2004

ULTIMATE LIMIT STATESResult combinations to design: RC2 ULS

Persistent and Transient

RF-CONCRETE Members

CA1

Stützenkopf

1.1 SETTINGS - NONLINEAR CALCULATION (STATE II) Activate nonlinear calculation for ULTIMATE LIMIT state:

Activate nonlinear calculation for SERVICEABILITY LIMIT state:

Activate nonlinear calculation for fire resistance

1.2 MATERIALSMatl. Material Description

No. Concrete Strength Class Reinforcing Steel Comment1 Concrete C16/20 B 365 / 270

1.3 CROSS-SECTIONSSection Matl. Cross-Section

No. No. Description Notes Comment3 1 Rectangle 65/70

Rectangle 65/70

1.6 REINFORCEMENT GROUP NO. 1 Applied to sets of members: 1,2

LONGITUDINAL REINFORCEMENTPossible diameters: 16, 20, 26 mmMax. number of layers: 3Min. spacing for first layer: 40.0 mmMin. spacing for additional layers: 40.0 mmType of anchorage: Straight

Steel surface: RibbedReduction of reinforcement: None

SHEAR REINFORCEMENTPossible diameters: 10 mmNo. of cuts: 2Inclination: 90°Type of anchorage: HookLink layout: Uniform spacing throughout

REINFORCEMENT LAYOUTConcrete cover acc. to StandardConcrete cover c-top: 50.0 mmConcrete cover c-bottom: 50.0 mmConcrete cover c-side: 50.0 mmReinforcement layout: -z (top) - +z (bottom) (optimized distribution)Relevant internal forces: N, V-y, V-z, M-T, M-y, M-z

MINIMUM REINFORCEMENTMin. reinforcement area (min. A-s,top): 0.00 cm2

Min. reinforcement area (min. A-s,bottom): 0.00 cm2

Min. longitudinal reinforcement acc. to Standard:

Min. shear reinforcement acc. to Standard:Longitudinal reinforcement for shear force design: Use required longitudinal reinforcement

OPTIONS FOR EN 1992-1-1:2004/AC:2010Max. percentage of reinforcement: 8.00 %Neutral axis depth limitationPartial safety factor Gamma-c PT 1.50, AC 1.20Partial safety factor Gamma-s PT 1.15, AC 1.00Reduction factor Alpha-cc PT 1.00, AC 1.00Reduction factor Alpha-ct PT 1.00, AC 1.00Design method for shear force: Optimization of the reinforcement areaMin. 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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RF-CONCRETE MEMBERS - Required Reinforcement As,-z (top)

, Required

Reinforcement As,+z (bottom)

, CA1, ISOMETRIC

5.65

5.65

24.7922.61

17.93

21.16

5.65

5.65

24.7122.52

13.42

17.91

21.15

13.40

RF-CONCRETE Members

A-s,-z (top)

A-s,+z (bottom)

IsometricRF-CONCRETE Members CA1

Stützenkopf Members

Max A-s,+z (bottom): 24.79 cm2Max A-s,-z (top): 21.16 cm2


, Required


, CA1, ISOMETRIC

RF-CONCRETE MEMBERS - Required Reinforcement As,T

, CA1, ISOMETRIC

0.560.56

0.38

0.47

0.310.33 0.41

RF-CONCRETE Members

A-s,T

IsometricRF-CONCRETE Members CA1Stützenkopf Members

Max A-s,T: 0.56 cm2


, CA1, ISOMETRIC





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RF-CONCRETE MEMBERS - Required Reinforcement 2*asw,T,link

+ asw,V,link

,

CA1, ISOMETRIC

13.81

13.82

22.56

22.55

RF-CONCRETE Members

2*a-sw,T,link +a-sw,V,link

IsometricRF-CONCRETE Members CA1Stützenkopf

Members

Max 2*a-sw,T,link + a-sw,V,link: 22.56 cm2/m


+ asw,V,link

,

CA1, ISOMETRIC




RF-CONCRETE Members

CA2

Stützen






2 Concrete C16/20 B 365 / 270


No. No. Description Notes Comment3 1 Rectangle 65/705 2 Rectangle 65/70

Rectangle 65/70

1.6 REINFORCEMENT GROUP NO. 1 Applied to members: 1,3,5,6,9,15,19,23-25,28,29

LONGITUDINAL REINFORCEMENTPossible diameters: 26, 30 mm





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RF-CONCRETE Members


1.6 REINFORCEMENT GROUP NO. 1Max. number of layers: 1Min. spacing for first layer: 20.0 mmType of anchorage: StraightSteel surface: RibbedReduction of reinforcement: None





Min. longitudinal reinforcement acc. to Standard:Min. shear reinforcement acc. to Standard:Longitudinal reinforcement for shear force design: Use required longitudinal reinforcement

OPTIONS FOR EN 1992-1-1:2004/AC:2010Max. percentage of reinforcement: 8.00 %Neutral axis depth limitationPartial safety factor Gamma-c PT 1.50, AC 1.20Partial safety factor Gamma-s PT 1.15, AC 1.00Reduction factor Alpha-cc PT 1.00, AC 1.00Reduction factor Alpha-ct PT 1.00, AC 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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, CA2,

ISOMETRIC

7.7623.02

5.60

5.60

5.60

17.05

4.55

5.60

9.05

Z

Y X

5.60

5.60

9.44

19.08

4.55

8.92

9.82

14.77

14.77

4.55

4.55

9.40

9.82

14.83

14.85

4.55

IsometricRF-CONCRETE Members CA2Stützen

Members

Max A-s,-z (top): 23.02 cm2


, CA2,

ISOMETRIC

RF-CONCRETE MEMBERS - Required Reinforcement As,+z (bottom)

, CA2,

ISOMETRIC

4.55

15.75

7.3113.95

5.60

10.43

13.63

13.63

9.39

4.55

13.41

13.41

Z

YX

6.33

9.15

22.43

4.55

6.36

22.50RF-CONCRETE Members

A-s,+z (bottom)

IsometricRF-CONCRETE Members CA2StützenMembers

Max A-s,+z (bottom): 22.50 cm2


, CA2,

ISOMETRIC





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, CA2, ISOMETRIC

2.37

2.38

0.64

13.91

1.51

1.51

8.22

0.93

6.83

0.68

1.78

1.78

Z

Y X

1.52

1.03

7.01

2.03

2.03

1.40

2.21

2.34

1.40

12.89

12.70

RF-CONCRETE Members

A-s,T


Max A-s,T: 13.91 cm2


, CA2, ISOMETRIC


+ asw,V,link

,

CA2, ISOMETRIC

15.83

9.05

14.54

5.88

5.72

5.91

5.85

8.37

5.81

6.61

Z

Y X

5.81

5.94

5.89

6.67

5.83

6.00

6.00

5.90

8.34

5.81

5.98

6.01

5.88






+ asw,V,link

,

CA2, ISOMETRIC





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Date: 09.08.2014Project: Tower 3 Model: W1316_Tower_3_DR_002

CONTENTS Model - General Data 77 In Z-direction FE Mesh Settings 77 Contact Stresses sz min, RC1: 105

1 Model SLS, In Z-direction1.1 Nodes 78 Contact Stresses sz max, RC1: 105

1.2 Lines 78 SLS, In Z-direction

1.3 Materials 79 RF-CONCRETE Surfaces1.4 Surfaces 79 CA1 - Stahlbeton-Bemessung1.9 Surface Supports 79 1.1 General Data 1061.13 Cross-Sections 79 1.2 Materials 1061.17 Members 79 1.3 Surfaces 1061.21 Sets of Members 79 1.4 Reinforcement Group No. 1 106

Model, Isometric 81 RF-CONCRETE Surfaces - Required Reinforcement 107 Nodes, Isometric 82 as,1,-z (top), CA1, In

Lines, Isometric 82 Z-direction Surfaces, Isometric 83 RF-CONCRETE Surfaces - Required Reinforcement 107 Local axes, Isometric 83 as,2,-z (top), CA1, In

Members, Isometric 84 Z-direction Supports and FE-mesh, Isometric 84 RF-CONCRETE Surfaces - Required Reinforcement 108

2 Load Cases and Combinations as,1,+z (bottom), CA1,

2.1 Load Cases 85 In Z-direction2.5 Load Combinations 85 RF-CONCRETE Surfaces - Required Reinforcement 1082.6 Result Combinations 86 as,2,+z (bottom), CA1,

3 Loads In Z-direction LC2 - 3.2 Member Loads 86 RF-CONCRETE Surfaces - Required Reinforcement 109 LC2 - 3.3 Line Loads 86 as,1,-z (top), CA1,

LC2 - 3.4 Surface Loads 86 Isometric

LC2 - 3.8 Free Rectangular Loads 86 RF-CONCRETE Surfaces - Required Reinforcement 109 LC2 - LC2: g_Earth pressure, Isometric 87 as,2,-z (top), CA1,









LC16 - LC16: p_ULS-iB_min_-y, Isometric 94 CA2 - Stützen LC17 - 3.1 Nodal Loads 95 1.1 General Data 114 LC17 - LC17: p_ULS-iB_max_+y, Isometric 95 1.1 Settings - Nonlinear Calculation (State II) 114 LC18 - 3.1 Nodal Loads 95 1.2 Materials 114 LC18 - LC18: p_ULS-iB_max_-y, Isometric 95 1.3 Cross-Sections 114 LC19 - 3.1 Nodal Loads 96 1.6 Reinforcement Group No. 1 114 LC19 - LC19: p_ULS-aB_min_+y, Isometric 96 RF-CONCRETE Members - Required 116 LC20 - 3.1 Nodal Loads 96 Reinforcement As,-z (top),



4 Results - Load Cases, Load Reinforcement As,T, CA2,

Combinations Isometric4.0 Results - Summary 98 RF-CONCRETE Members - Required 117

Results - Result Combinations Reinforcement Global Deformation uZ min, RC1: SLS, 104 2*asw,T,link +


Global Deformation uZ max, RC1: SLS, 104

MODEL - GENERAL DATAGeneral Model name : W1316_Tower_3_DR_002








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MODEL


FE MESH SETTINGS










27 Standard - Cartesian -2.589 0.325 -4.01830 Standard - Cartesian -3.236 1.675 -3.84132 Standard - Cartesian -1.769 1.675 -4.24234 Standard - Cartesian -3.236 0.325 -3.84135 Standard - Cartesian -1.769 0.325 -4.24236 Standard - Cartesian -3.236 1.675 3.12137 Standard - Cartesian -3.236 0.325 3.12138 Standard - Cartesian 0.244 1.675 3.12139 Standard - Cartesian 0.244 0.325 3.12143 Standard - Cartesian -4.585 4.000 3.12249 Standard - Cartesian -4.585 -2.000 3.12251 Standard - Cartesian -3.236 4.000 3.12153 Standard - Cartesian -3.236 -2.000 3.12164 Standard - Cartesian 1.414 4.000 3.12165 Standard - Cartesian 1.414 -2.000 3.12167 Standard - Cartesian 0.244 4.000 3.12168 Standard - Cartesian 0.244 -2.000 3.12169 Standard - Cartesian 0.244 1.000 3.12170 Standard - Cartesian -2.589 1.675 -4.01871 Standard - Cartesian -3.236 1.675 -2.04172 Standard - Cartesian -3.236 0.325 -2.04174 Standard - Cartesian -3.236 1.675 -2.64175 Standard - Cartesian -3.236 0.325 -2.641

Cartesian




11 Polyline 7,35 1.660 XZ12 Polyline 75,74 1.350 Y13 Polyline 71,71 0.00014 Polyline 37,36 1.350 Y16 Polyline 27,35 0.850 XZ17 Polyline 7,6 1.350 Y

18 Polyline 39,4 5.352 XZ19 Polyline 39,69 0.675 Y20 Polyline 38,2 5.352 XZ21 Polyline 38,67 2.325 Y22 Polyline 2,71 2.068 X23 Polyline 39,37 3.479 X24 Polyline 2,6 0.622 XZ25 Polyline 4,72 2.068 X26 Polyline 4,7 0.622 XZ32 Polyline 38,36 3.479 X36 Polyline 4,4 0.00037 Polyline 34,30 1.350 Y40 Polyline 37,37 0.00045 Polyline 39,39 0.00056 Polyline 39,68 2.325 Y59 Polyline 53,37 2.325 Y62 Polyline 36,51 2.325 Y63 Polyline 51,43 1.350 X64 Polyline 49,53 1.350 X65 Polyline 65,64 6.000 Y66 Polyline 64,67 1.171 X67 Polyline 65,68 1.171 X

68 Polyline 70,32 0.850 XZ69 Polyline 71,74 0.600 Z70 Polyline 72,75 0.600 Z71 Polyline 49,43 6.000 Y





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MODEL



No. Line Type Nodes No. L [m] Comment72 Polyline 34,27 0.670 XZ

73 Polyline 30,70 0.670 XZ74 Polyline 74,30 1.200 Z75 Polyline 75,34 1.200 Z







No. Geometry Stiffness Boundary Lines No. No. Type d [cm] A [m2] W [kg]1 Plane Standard 7,14,8,69,12,70 1 Constant 70.00 7.779 13613.73 Plane Standard 14,59,64,71,63,62 1 Constant 70.00 8.098 14170.84 Plane Standard 21,32,62,4 1 Constant 70.00 8.089 14155.95 Plane Standard 67,65,66,21,2,19,56 1 Constant 70.00 7.025 12293.86 Plane Standard 32,14,23,19,2 1 Constant 70.00 4.697 8219.57 Plane Standard 23,59,3,56 1 Constant 70.00 8.089 14155.98 Plane Standard 24,17,26,18,19,2,20 1 Constant 70.00 8.065 14113.29 Plane Standard 5,9,17,11 1 Constant 70.00 2.240 3920.7




1 3-7 - 5000.000 5000.000 200000.000



3 Rectangle 65/70 1 2889322.00 1857916.75 1601979.19 0.00 0.00 65.00 70.00

4550.00 3791.67 3791.675 Rectangle 65/70

2 2889322.00 1857916.75 1601979.19 0.00 0.00 65.00 70.004550.00 3791.67 3791.67


1.17 MEMBERSMbr. Line Rotation Cross-Section Release No. Ecc. Div. Length

No. No. Member Type b[°] Start End Start End No. No. L [m]

1 9 Beam Angle 0.00 5 5 - - - - 1.660 XZ2 16 Beam Angle 0.00 3 3 - - - - 0.850 XZ3 11 Beam Angle 0.00 5 5 - - - - 1.660 XZ4 68 Beam Angle 0.00 3 3 - - - - 0.850 XZ5 7 Beam Angle 0.00 3 3 - - - - 5.162 Z6 26 Beam Angle 0.00 5 5 - - - - 0.622 XZ9 24 Beam Angle 0.00 5 5 - - - - 0.622 XZ

15 20 Beam Angle 0.00 5 5 - - - - 5.352 XZ19 8 Beam Angle 0.00 3 3 - - - - 5.162 Z23 18 Beam Angle 0.00 5 5 - - - - 5.352 XZ24 69 Beam Angle 0.00 5 5 - - - - 0.600 Z25 70 Beam Angle 0.00 5 5 - - - - 0.600 Z26 72 Beam Angle 0.00 3 3 - - - - 0.670 XZ27 73 Beam Angle 0.00 3 3 - - - - 0.670 XZ28 74 Beam Angle 0.00 3 3 - - - - 1.200 Z29 75 Beam Angle 0.00 3 3 - - - - 1.200 Z


No. Description Type Member No. [m] Comment1 Riegel_rechts Contin. member 27,4 1.5202 Riegel_links Contin. member 26,2 1.5203 Stütze_3 Contin. member 5,25,29 6.962





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MODEL



No. Description Type Member No. [m] Comment4 Stütze_4 Contin. member 19,24,28 6.962

5 Stütze_5 Contin. member 3,6,23 7.6336 Stütze_6 Contin. member 15,9,1 7.633





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MODEL, ISOMETRIC

Z

XY

Isometric

MODEL, ISOMETRIC





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NODES, ISOMETRIC

49

53

37

6836

6543

39

72

51

75

69

34

38

71

Z

Y X

74

27

4

7

30

35

70

2

6

67

32

64


NODES, ISOMETRIC

LINES, ISOMETRIC

64

359

407114

23 6756

326263 45

6

19

25

2

12

13

XY

Z

4

36

37

22

6521

17

1

5

66


LINES, ISOMETRIC





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SURFACES, ISOMETRIC

S3S7

S6

S1

S12

S4

S11

S5

Y X

Z

S10

S8

S9


SURFACES, ISOMETRIC


z

xyx

z

y

y

z

x

y

x

z y

z x

z

y x

y

xz

z

y x

Z

XY

x

y

z

y

x

z

x

z

y

Isometric






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MEMBERS, ISOMETRIC

M5

M19

M25

M23

M29

Z

Y X

M26

M24

M15

M6

M28

M2

M3

M27

M9

M4

M1


MEMBERS, ISOMETRIC


Z

XY

Isometric






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LOADS

































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LOADS










No. to No. Type Distribution Direction Length Symbol Value Unit Length1 Members 5,15,19,23 Force Trapezoidal XL True Length p1 -12.40 kN/m

p2 -1.30 kN/m


p1 -9.50 kN/m

p2 -0.99 kN/m

3 Members 6,9 Force Trapezoidal XL True Length p1 -1.30 kN/m

p2 0.00 kN/m


p1 -3.93 kN/m

p2 0.00 kN/m

LC2

g_Earth pressure


Reference Load Load Load Load ParametersNo. to On Lines No. Type Distribution Direction Symbol Value Unit

1 Lines 65 Force Uniform XL p -25.70 kN/m




No. On Surfaces No. Type Distribution Direction Symbol Value Unit No.7 8 Force Linear in Z XL p1 0.00 kN/m2 75

p2 -38.10 kN/m2 37


p2 -27.30 kN/m2 36



No. On Surfaces No. Project. Distribution Direction Symbol Value Unit X [m] Y [m] Z [m]1 3-5,7 XY Linear X ZL p1 91.00 kN/m2 1.414 -2.000

p2 71.00 kN/m2 -4.585 4.000





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71.00

75.5075.50

12.40

87.1087.10

9.50 12.40

27.30

91.00

71.0071.00

1.30

38.10 12.4025.20

75.5075.50

X

Z

Y

1.300.99

2.84

3.93

9.50 12.40

1.301.30

25.70 25.20

3.971.301.300.993.93

87.1087.10

25.20

91.0091.00







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LOADS





1 27,70 -28.00 18.00 125.00 0.00 0.00 0.00

LC3

p_SLS-iB_min_+y


28.00

18.00

28.0018.00

125.00

125.00






1 27,70 -28.00 -18.00 125.00 0.00 0.00 0.00

LC4

p_SLS-iB_min_-y


28.00

18.00 28.00

125.00

18.00

125.00







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LOADS





1 27,70 93.00 123.00 725.00 0.00 0.00 0.00

LC5

p_SLS-iB_max_+y


123.00

93.00123.00

725.00

93.00

725.00






1 27,70 93.00 -123.00 725.00 0.00 0.00 0.00

LC6

p_SLS-iB_max_-y


123.0093.00

725.00

123.0093.00

725.00







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LOADS





1 27,70 -80.00 115.00 -303.00 0.00 0.00 0.00

LC7

p_SLS-aB_min_+y


303.00

80.00115.00

303.00

80.00115.00






1 27,70 -80.00 -115.00 -303.00 0.00 0.00 0.00

LC8

p_SLS-aB_min_-y


303.00

80.00

303.00

80.00

115.00

115.00







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LOADS





1 27,70 133.00 205.00 1070.00 0.00 0.00 0.00

LC9

p_SLS-aB_max_+y


205.00

133.00205.00

1070.00

133.00

1070.00






1 27,70 133.00 -205.00 1070.00 0.00 0.00 0.00

LC10

p_SLS-aB_max_-y


205.00133.00

1070.00

205.00133.00

1070.00







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LOADS





1 27,70 -85.00 123.00 -498.00 0.00 0.00 0.00

LC11

p_AG_min_+y


498.00

85.00123.00

498.00

85.00123.00






1 27,70 -85.00 -123.00 -498.00 0.00 0.00 0.00

LC12

p_AG_min_-y


498.00

85.00

498.00

123.00 85.00

123.00







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LOADS





1 27,70 145.00 223.00 1193.00 0.00 0.00 0.00

LC13

p_AG_max_+y


223.00

145.00223.00

1193.00

145.00

1193.00






1 27,70 145.00 -223.00 1193.00 0.00 0.00 0.00

LC14

p_AG_max_-y


223.00145.00

1193.00

223.00145.00

1193.00







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LOADS





1 27,70 -65.00 78.00 -113.00 0.00 0.00 0.00

LC15

p_ULS-iB_min_+y


65.00

113.00

78.00

65.00

113.00

78.00






1 27,70 -65.00 -78.00 -113.00 0.00 0.00 0.00

LC16

p_ULS-iB_min_-y


65.00

113.00

65.00

113.00

78.00

78.00







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LOADS





1 27,70 150.00 200.00 1130.00 0.00 0.00 0.00

LC17

p_ULS-iB_max_+y


200.00

150.00200.00

1130.00

150.00

1130.00






1 27,70 150.00 -200.00 1130.00 0.00 0.00 0.00

LC18

p_ULS-iB_max_-y


200.00150.00

1130.00

200.00150.00

1130.00







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LOADS





1 27,70 -138.00 215.00 -723.00 0.00 0.00 0.00

LC19

p_ULS-aB_min_+y


723.00

138.00215.00

723.00

138.00215.00






1 27,70 -138.00 -215.00 -723.00 0.00 0.00 0.00

LC20

p_ULS-aB_min_-y


723.00

138.00

723.00

138.00215.00

215.00







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LOADS





1 27,70 208.00 323.00 1638.00 0.00 0.00 0.00

LC21

p_ULS-aB_max_+y


323.00

208.00323.00

1638.00

208.00

1638.00






1 27,70 208.00 -323.00 1638.00 0.00 0.00 0.00

LC22

p_ULS-aB_max_-y


323.00208.00

1638.00

323.00208.00

1638.00







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RESULTS



Description Value Unit CommentLC1 - g_Dead load

Sum of loads in X 0.00 kNSum of support reactions in X 0.00 kNSum of loads in Y 0.00 kNSum of support reactions in Y 0.00 kNSum of loads in Z 1655.20 kNSum of support reactions in Z 1655.20 kN Deviation 0.00%Resultant of reactions about X 0.00 kNm At center of gravity of model (X:-1.89, Y:1.00, Z:1.22 m)Resultant of reactions about Y 0.00 kNm At center of gravity of modelResultant of reactions about Z 0.00 kNm At center of gravity of modelMax. displacement in X -0.3 mm FE Node No. 913 (X: -1.769, Y: 0.550, Z: -4.242 m)Max. displacement in Y -0.0 mm FE Node No. 1113 (X: -1.860, Y: 1.675, Z: 2.138 m)Max. displacement in Z 0.4 mm Member No. 29, x: 0.900 mMax. vector displacement 0.5 mm Member No. 29, x: 1.200 mMax. rotation about X -0.1 mrad FE Node No. 43 (X: -4.585, Y: 4.000, Z: 3.122 m)Max. rotation about Y 0.0 mrad FE Node No. 485 (X: 0.712, Y: 0.295, Z: 3.121 m)Max. rotation about Z -0.0 mrad FE Node No. 163 (X: -3.505, Y: 1.690, Z: 3.121 m)Method of analysis Linear Geometrically linear static analysisStiffness reduction multiplied by coefficientNumber of load increments 6Number of iterations 1LC2 - g_Earth pressureSum of loads in X -452.69 kNSum of support reactions in X -452.69 kN Deviation 0.00%

Sum of loads in Y -439.38 kNSum of support reactions in Y -439.38 kN Deviation 0.00%Sum of loads in Z 2534.00 kNSum of support reactions in Z 2534.00 kN Deviation 0.00%Resultant of reactions about X 320.30 kNm At center of gravity of model (X:-1.89, Y:1.00, Z:1.22 m)Resultant of reactions about Y -1380.27 kNm At center of gravity of modelResultant of reactions about Z -92.51 kNm At center of gravity of modelMax. displacement in X -2.7 mm Member No. 1, x: 1.660 mMax. displacement in Y -2.9 mm Member No. 29, x: 1.200 mMax. displacement in Z 0.4 mm FE Node No. 49 (X: -4.585, Y: -2.000, Z: 3.122 m)Max. vector displacement 4.0 mm Member No. 27, x: 0.000 mMax. rotation about X -0.1 mrad FE Node No. 1026 (X: -2.806, Y: 1.675, Z: 1.401 m)Max. rotation about Y 0.0 mrad Member No. 19, x: 0.000 mMax. rotation about Z 0.0 mrad FE Node No. 65 (X: 1.415, Y: -2.000, Z: 3.121 m)Method of analysis Linear Geometrically linear static analysisStiffness reduction multiplied by coefficientNumber of load increments 6Number of iterations 1CO1 - SLS_iB_min_+ySum of loads in X -508.69 kNSum of support reactions in X -508.69 kN Deviation 0.00%Sum of loads in Y -403.38 kN

Sum of support reactions in Y -403.38 kN Deviation 0.00%Sum of loads in Z 4439.20 kNSum of support reactions in Z 4439.20 kN Deviation 0.00%Resultant of reactions about X 508.8 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -912.5 kNm At center of gravity of modelResultant of reactions about Z -117.5 kNm At center of gravity of modelMax. displacement in X -3.7 mm Member No. 1, x: 1.660 mMax. displacement in Y -2.4 mm Member No. 29, x: 1.200 mMax. displacement in Z 0.9 mm Member No. 26, x: 0.000 mMax. vector displacement 4.4 mm FE Node No. 922 (X: -1.769, Y: 1.450, Z: -4.242 m)Max. rotation about X -0.1 mrad FE Node No. 43 (X: -4.585, Y: 4.000, Z: 3.122 m)Max. rotation about Y 0.1 mrad Member No. 29, x: 0.000 mMax. rotation about Z 0.0 mrad FE Node No. 65 (X: 1.415, Y: -2.000, Z: 3.121 m)Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO2 - SLS_iB_min_-ySum of loads in X -508.69 kN

Sum of support reactions in X -508.69 kN Deviation 0.00%Sum of loads in Y -475.38 kNSum of support reactions in Y -475.38 kN Deviation 0.00%Sum of loads in Z 4439.20 kNSum of support reactions in Z 4439.20 kN Deviation 0.00%Resultant of reactions about X 131.3 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -912.4 kNm At center of gravity of modelResultant of reactions about Z -67.4 kNm At center of gravity of modelMax. displacement in X -3.7 mm FE Node No. 32 (X: -1.769, Y: 1.675, Z: -4.242 m)Max. displacement in Y -3.3 mm Member No. 29, x: 1.200 mMax. displacement in Z 0.9 mm Member No. 29, x: 1.200 mMax. vector displacement 5.0 mm Member No. 27, x: 0.000 mMax. rotation about X -0.1 mrad FE Node No. 218 (X: -4.045, Y: 2.987, Z: 3.122 m)Max. rotation about Y 0.1 mrad Member No. 28, x: 0.000 mMax. rotation about Z 0.1 mrad Member No. 2, x: 0.531 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


CO3 - SLS_iB_max_+ySum of loads in X -266.69 kNSum of support reactions in X -266.69 kN Deviation 0.00%Sum of loads in Y -193.38 kN





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RESULTS



Description Value Unit CommentSum of support reactions in Y -193.38 kN Deviation 0.00%

Sum of loads in Z 5639.20 kNSum of support reactions in Z 5639.20 kN Deviation 0.00%Resultant of reactions about X 1611.4 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1345.3 kNm At center of gravity of modelResultant of reactions about Z -264.1 kNm At center of gravity of modelMax. displacement in X -2.2 mm Member No. 3, x: 1.660 mMax. displacement in Y -1.6 mm FE Node No. 494 (X: 1.415, Y: 0.500, Z: 3.121 m)Max. displacement in Z 1.3 mm Member No. 27, x: 0.447 mMax. vector displacement 2.7 mm FE Node No. 65 (X: 1.415, Y: -2.000, Z: 3.121 m)Max. rotation about X 0.2 mrad Member No. 27, x: 0.074 mMax. rotation about Y 0.2 mrad Member No. 4, x: 0.637 mMax. rotation about Z -0.2 mrad Member No. 4, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO4 - SLS_iB_max_-ySum of loads in X -266.69 kNSum of support reactions in X -266.69 kN Deviation 0.00%Sum of loads in Y -685.38 kN

Sum of support reactions in Y -685.38 kN Deviation 0.00%Sum of loads in Z 5639.20 kNSum of support reactions in Z 5639.20 kN Deviation 0.00%Resultant of reactions about X -972.3 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1345.0 kNm At center of gravity of modelResultant of reactions about Z 79.3 kNm At center of gravity of modelMax. displacement in X -2.3 mm FE Node No. 64 (X: 1.415, Y: 4.000, Z: 3.121 m)Max. displacement in Y -6.1 mm Member No. 29, x: 1.200 mMax. displacement in Z 1.3 mm Member No. 26, x: 0.521 mMax. vector displacement 6.5 mm Member No. 28, x: 1.200 mMax. rotation about X -0.3 mrad Member No. 26, x: 0.074 mMax. rotation about Y 0.2 mrad Member No. 2, x: 0.637 mMax. rotation about Z 0.3 mrad Member No. 2, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO5 - SLS_aB_min_+ySum of loads in X -612.69 kN

Sum of support reactions in X -612.69 kN Deviation 0.00%Sum of loads in Y -209.38 kNSum of support reactions in Y -209.38 kN Deviation 0.00%Sum of loads in Z 3583.20 kNSum of support reactions in Z 3583.20 kN Deviation 0.00%Resultant of reactions about X 1524.8 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -963.4 kNm At center of gravity of modelResultant of reactions about Z -252.6 kNm At center of gravity of modelMax. displacement in X -4.3 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. displacement in Y -1.7 mm FE Node No. 64 (X: 1.415, Y: 4.000, Z: 3.121 m)Max. displacement in Z 0.8 mm Member No. 28, x: 0.000 mMax. vector displacement 4.3 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. rotation about X 0.2 mrad Member No. 29, x: 1.200 mMax. rotation about Y 0.1 mrad Member No. 29, x: 1.200 mMax. rotation about Z -0.2 mrad Member No. 2, x: 0.531 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


CO6 - SLS_aB_min_-ySum of loads in X -612.69 kNSum of support reactions in X -612.69 kN Deviation 0.00%Sum of loads in Y -669.38 kNSum of support reactions in Y -669.38 kN Deviation 0.00%Sum of loads in Z 3583.20 kNSum of support reactions in Z 3583.20 kN Deviation 0.00%Resultant of reactions about X -884.0 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -963.2 kNm At center of gravity of modelResultant of reactions about Z 67.5 kNm At center of gravity of modelMax. displacement in X -4.4 mm FE Node No. 32 (X: -1.769, Y: 1.675, Z: -4.242 m)Max. displacement in Y -5.9 mm Member No. 28, x: 1.200 mMax. displacement in Z 0.8 mm Member No. 29, x: 0.000 mMax. vector displacement 7.3 mm Member No. 27, x: 0.000 mMax. rotation about X -0.3 mrad Member No. 27, x: 0.074 mMax. rotation about Y 0.1 mrad Member No. 28, x: 1.200 mMax. rotation about Z 0.3 mrad Member No. 4, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO7 - SLS_aB_max_+ySum of loads in X -186.69 kN





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RESULTS



Description Value Unit CommentSum of support reactions in X -186.69 kN Deviation 0.00%

Sum of loads in Y -29.38 kNSum of support reactions in Y -29.38 kN Deviation 0.00%Sum of loads in Z 6329.20 kNSum of support reactions in Z 6329.20 kN Deviation 0.00%Resultant of reactions about X 2474.3 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1283.6 kNm At center of gravity of modelResultant of reactions about Z -378.7 kNm At center of gravity of modelMax. displacement in X -2.1 mm FE Node No. 65 (X: 1.415, Y: -2.000, Z: 3.121 m)Max. displacement in Y 2.5 mm Member No. 28, x: 1.200 mMax. displacement in Z 1.6 mm Member No. 27, x: 0.521 mMax. vector displacement 3.3 mm Member No. 29, x: 1.200 mMax. rotation about X 0.4 mrad Member No. 27, x: 0.074 mMax. rotation about Y 0.2 mrad Member No. 4, x: 0.637 mMax. rotation about Z -0.4 mrad Member No. 4, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO8 - SLS_aB_max_-ySum of loads in X -186.69 kN

Sum of support reactions in X -186.69 kN Deviation 0.00%Sum of loads in Y -849.38 kNSum of support reactions in Y -849.38 kN Deviation 0.00%Sum of loads in Z 6329.20 kNSum of support reactions in Z 6329.20 kN Deviation 0.00%Resultant of reactions about X -1835.7 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1283.2 kNm At center of gravity of modelResultant of reactions about Z 194.0 kNm At center of gravity of modelMax. displacement in X -2.3 mm FE Node No. 64 (X: 1.415, Y: 4.000, Z: 3.121 m)Max. displacement in Y -8.2 mm Member No. 29, x: 1.200 mMax. displacement in Z 1.6 mm Member No. 26, x: 0.521 mMax. vector displacement 8.5 mm Member No. 29, x: 1.200 mMax. rotation about X -0.5 mrad Member No. 26, x: 0.074 mMax. rotation about Y 0.2 mrad Member No. 2, x: 0.637 mMax. rotation about Z 0.5 mrad Member No. 2, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


CO9 - SLS_AG_min_+ySum of loads in X -622.69 kNSum of support reactions in X -622.69 kN Deviation 0.00%Sum of loads in Y -193.38 kNSum of support reactions in Y -193.38 kN Deviation 0.00%Sum of loads in Z 3193.20 kNSum of support reactions in Z 3193.20 kN Deviation 0.00%Resultant of reactions about X 1608.2 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1182.4 kNm At center of gravity of modelResultant of reactions about Z -263.6 kNm At center of gravity of modelMax. displacement in X -4.2 mm Member No. 3, x: 1.660 mMax. displacement in Y -1.6 mm FE Node No. 64 (X: 1.415, Y: 4.000, Z: 3.121 m)Max. displacement in Z 0.7 mm FE Node No. 43 (X: -4.585, Y: 4.000, Z: 3.122 m)Max. vector displacement 4.4 mm FE Node No. 65 (X: 1.415, Y: -2.000, Z: 3.121 m)Max. rotation about X 0.2 mrad Member No. 26, x: 0.074 mMax. rotation about Y 0.1 mrad Member No. 26, x: 0.149 mMax. rotation about Z -0.2 mrad Member No. 2, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Number of load increments 6Number of iterations 2CO10 - SLS_AG_min_-ySum of loads in X -622.69 kNSum of support reactions in X -622.69 kN Deviation 0.00%Sum of loads in Y -685.38 kNSum of support reactions in Y -685.38 kN Deviation 0.00%Sum of loads in Z 3193.20 kNSum of support reactions in Z 3193.20 kN Deviation 0.00%Resultant of reactions about X -967.1 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1182.1 kNm At center of gravity of modelResultant of reactions about Z 78.6 kNm At center of gravity of modelMax. displacement in X -4.3 mm FE Node No. 64 (X: 1.415, Y: 4.000, Z: 3.121 m)Max. displacement in Y -6.1 mm Member No. 28, x: 1.200 mMax. displacement in Z 0.8 mm FE Node No. 49 (X: -4.585, Y: -2.000, Z: 3.122 m)Max. vector displacement 7.4 mm Member No. 27, x: 0.000 mMax. rotation about X -0.3 mrad Member No. 28, x: 1.200 mMax. rotation about Y 0.1 mrad Member No. 27, x: 0.149 mMax. rotation about Z 0.3 mrad Member No. 4, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT






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RESULTS



Description Value Unit CommentCO11 - SLS_AG_max_+y

Sum of loads in X -162.69 kNSum of support reactions in X -162.69 kN Deviation 0.00%Sum of loads in Y 6.62 kNSum of support reactions in Y 6.62 kN Deviation 0.00%Sum of loads in Z 6575.20 kNSum of support reactions in Z 6575.20 kN Deviation 0.00%Resultant of reactions about X 2664.2 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1237.9 kNm At center of gravity of modelResultant of reactions about Z -404.0 kNm At center of gravity of modelMax. displacement in X -2.0 mm FE Node No. 65 (X: 1.415, Y: -2.000, Z: 3.121 m)Max. displacement in Y 3.0 mm Member No. 28, x: 1.200 mMax. displacement in Z 1.7 mm Member No. 27, x: 0.521 mMax. vector displacement 3.6 mm Member No. 26, x: 0.000 mMax. rotation about X 0.4 mrad Member No. 27, x: 0.074 mMax. rotation about Y 0.3 mrad Member No. 4, x: 0.637 mMax. rotation about Z -0.5 mrad Member No. 4, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


CO12 - SLS_AG_max_-ySum of loads in X -162.69 kNSum of support reactions in X -162.69 kN Deviation 0.00%Sum of loads in Y -885.38 kNSum of support reactions in Y -885.38 kN Deviation 0.00%Sum of loads in Z 6575.20 kNSum of support reactions in Z 6575.20 kN Deviation 0.00%Resultant of reactions about X -2025.8 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1237.5 kNm At center of gravity of modelResultant of reactions about Z 219.3 kNm At center of gravity of modelMax. displacement in X -2.3 mm FE Node No. 64 (X: 1.415, Y: 4.000, Z: 3.121 m)Max. displacement in Y -8.7 mm Member No. 29, x: 1.200 mMax. displacement in Z 1.7 mm Member No. 26, x: 0.521 mMax. vector displacement 9.0 mm Member No. 29, x: 1.200 mMax. rotation about X -0.5 mrad Member No. 26, x: 0.074 mMax. rotation about Y 0.3 mrad Member No. 2, x: 0.637 mMax. rotation about Z 0.5 mrad Member No. 2, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Number of load increments 6Number of iterations 2CO13 - ULS_iB_min_+ySum of loads in X -741.13 kNSum of support reactions in X -741.13 kN Deviation 0.00%Sum of loads in Y -437.16 kNSum of support reactions in Y -437.16 kN Deviation 0.00%Sum of loads in Z 5429.40 kNSum of support reactions in Z 5429.40 kN Deviation 0.00%Resultant of reactions about X 1249.7 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1339.0 kNm At center of gravity of modelResultant of reactions about Z -233.5 kNm At center of gravity of modelMax. displacement in X -5.2 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. displacement in Y -2.7 mm FE Node No. 64 (X: 1.415, Y: 4.000, Z: 3.121 m)Max. displacement in Z 1.1 mm Member No. 28, x: 0.720 mMax. vector displacement 5.6 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. rotation about X 0.1 mrad FE Node No. 259 (X: -4.315, Y: -1.014, Z: 3.122 m)Max. rotation about Y 0.2 mrad Member No. 29, x: 0.450 mMax. rotation about Z -0.1 mrad Member No. 2, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Consider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO14 - ULS_iB_min_-ySum of loads in X -741.13 kNSum of support reactions in X -741.13 kN Deviation 0.00%Sum of loads in Y -749.16 kNSum of support reactions in Y -749.16 kN Deviation 0.00%Sum of loads in Z 5429.40 kNSum of support reactions in Z 5429.40 kN Deviation 0.00%Resultant of reactions about X -385.2 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1338.8 kNm At center of gravity of modelResultant of reactions about Z -16.2 kNm At center of gravity of modelMax. displacement in X -5.3 mm FE Node No. 32 (X: -1.769, Y: 1.675, Z: -4.242 m)Max. displacement in Y -5.9 mm Member No. 28, x: 1.200 mMax. displacement in Z 1.2 mm Member No. 26, x: 0.000 mMax. vector displacement 8.0 mm Member No. 28, x: 1.200 mMax. rotation about X -0.2 mrad Member No. 27, x: 0.149 mMax. rotation about Y 0.2 mrad Member No. 28, x: 0.300 mMax. rotation about Z 0.2 mrad Member No. 4, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT






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RESULTS




Number of iterations 2CO15 - ULS_iB_max_+ySum of loads in X -311.13 kNSum of support reactions in X -311.13 kN Deviation 0.00%Sum of loads in Y -193.16 kNSum of support reactions in Y -193.16 kN Deviation 0.00%Sum of loads in Z 7915.40 kNSum of support reactions in Z 7915.40 kN Deviation 0.00%Resultant of reactions about X 2534.0 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1861.1 kNm At center of gravity of modelResultant of reactions about Z -404.3 kNm At center of gravity of modelMax. displacement in X -2.7 mm FE Node No. 65 (X: 1.415, Y: -2.000, Z: 3.121 m)Max. displacement in Y -2.0 mm FE Node No. 488 (X: 1.415, Y: 0.250, Z: 3.121 m)Max. displacement in Z 1.8 mm Member No. 27, x: 0.521 mMax. vector displacement 3.4 mm FE Node No. 65 (X: 1.415, Y: -2.000, Z: 3.121 m)Max. rotation about X 0.4 mrad Member No. 27, x: 0.074 mMax. rotation about Y 0.3 mrad Member No. 4, x: 0.637 mMax. rotation about Z -0.4 mrad Member No. 4, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Number of load increments 6Number of iterations 2CO16 - ULS_iB_max_-ySum of loads in X -311.13 kNSum of support reactions in X -311.13 kN Deviation 0.00%Sum of loads in Y -993.16 kNSum of support reactions in Y -993.16 kN Deviation 0.00%Sum of loads in Z 7915.40 kNSum of support reactions in Z 7915.40 kN Deviation 0.00%Resultant of reactions about X -1672.2 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1860.6 kNm At center of gravity of modelResultant of reactions about Z 155.0 kNm At center of gravity of modelMax. displacement in X -3.0 mm FE Node No. 64 (X: 1.415, Y: 4.000, Z: 3.121 m)Max. displacement in Y -9.1 mm Member No. 29, x: 1.200 mMax. displacement in Z 1.9 mm Member No. 26, x: 0.521 mMax. vector displacement 9.6 mm Member No. 27, x: 0.000 mMax. rotation about X -0.5 mrad Member No. 26, x: 0.074 mMax. rotation about Y 0.3 mrad Member No. 2, x: 0.637 mMax. rotation about Z 0.5 mrad Member No. 2, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Consider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO17 - ULS_aB_min_+ySum of loads in X -887.13 kNSum of support reactions in X -887.13 kN Deviation 0.00%Sum of loads in Y -163.16 kNSum of support reactions in Y -163.16 kN Deviation 0.00%Sum of loads in Z 4209.40 kNSum of support reactions in Z 4209.40 kN Deviation 0.00%Resultant of reactions about X 2682.5 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1423.0 kNm At center of gravity of modelResultant of reactions about Z -424.0 kNm At center of gravity of modelMax. displacement in X -6.1 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. displacement in Y -2.0 mm FE Node No. 64 (X: 1.415, Y: 4.000, Z: 3.121 m)Max. displacement in Z 1.0 mm FE Node No. 43 (X: -4.585, Y: 4.000, Z: 3.122 m)Max. vector displacement 6.4 mm Member No. 26, x: 0.000 mMax. rotation about X 0.4 mrad Member No. 29, x: 1.200 mMax. rotation about Y 0.2 mrad Member No. 26, x: 0.149 mMax. rotation about Z -0.4 mrad Member No. 2, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)


Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO18 - ULS_aB_min_-ySum of loads in X -887.13 kNSum of support reactions in X -887.13 kN Deviation 0.00%Sum of loads in Y -1023.20 kNSum of support reactions in Y -1023.20 kN Deviation 0.00%Sum of loads in Z 4209.40 kNSum of support reactions in Z 4209.40 kN Deviation 0.00%Resultant of reactions about X -1816.6 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1422.5 kNm At center of gravity of modelResultant of reactions about Z 174.2 kNm At center of gravity of modelMax. displacement in X -6.3 mm FE Node No. 64 (X: 1.415, Y: 4.000, Z: 3.121 m)Max. displacement in Y -9.5 mm Member No. 28, x: 1.200 mMax. displacement in Z 1.1 mm FE Node No. 49 (X: -4.585, Y: -2.000, Z: 3.122 m)Max. vector displacement 11.3 mm Member No. 27, x: 0.000 mMax. rotation about X -0.5 mrad Member No. 28, x: 1.200 mMax. rotation about Y 0.2 mrad Member No. 27, x: 0.074 mMax. rotation about Z 0.5 mrad Member No. 4, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT






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RESULTS




Divide results by CO factor Number of load increments 6Number of iterations 2CO19 - ULS_aB_max_+ySum of loads in X -195.13 kNSum of support reactions in X -195.13 kN Deviation 0.00%Sum of loads in Y 52.84 kNSum of support reactions in Y 52.84 kN Deviation 0.00%Sum of loads in Z 8931.40 kNSum of support reactions in Z 8931.40 kN Deviation 0.00%Resultant of reactions about X 3831.4 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1760.2 kNm At center of gravity of modelResultant of reactions about Z -576.7 kNm At center of gravity of modelMax. displacement in X -2.7 mm FE Node No. 65 (X: 1.415, Y: -2.000, Z: 3.121 m)Max. displacement in Y 4.6 mm Member No. 28, x: 1.200 mMax. displacement in Z 2.3 mm Member No. 27, x: 0.521 mMax. vector displacement 5.3 mm Member No. 27, x: 0.000 mMax. rotation about X 0.6 mrad Member No. 27, x: 0.074 mMax. rotation about Y 0.3 mrad Member No. 4, x: 0.637 mMax. rotation about Z -0.7 mrad Member No. 4, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Consider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO20 - ULS_aB_max_-ySum of loads in X -195.13 kNSum of support reactions in X -195.13 kN Deviation 0.00%Sum of loads in Y -1239.20 kNSum of support reactions in Y -1239.20 kN Deviation 0.00%Sum of loads in Z 8931.40 kNSum of support reactions in Z 8931.40 kN Deviation 0.00%Resultant of reactions about X -2970.7 kNm At center of gravity of model (X:-1.9, Y:1.0, Z:1.2 m)Resultant of reactions about Y -1759.3 kNm At center of gravity of modelResultant of reactions about Z 327.6 kNm At center of gravity of modelMax. displacement in X -3.1 mm FE Node No. 64 (X: 1.415, Y: 4.000, Z: 3.121 m)Max. displacement in Y -12.4 mm Member No. 29, x: 1.200 mMax. displacement in Z 2.4 mm Member No. 26, x: 0.521 mMax. vector displacement 12.6 mm Member No. 26, x: 0.000 mMax. rotation about X -0.8 mrad Member No. 26, x: 0.074 mMax. rotation about Y 0.3 mrad Member No. 2, x: 0.637 mMax. rotation about Z 0.8 mrad Member No. 2, x: 0.637 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)


Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2SummaryMax. displacement in X -6.3 mm CO18, FE Node No. 64 (X: 1.415, Y: 4.000, Z: 3.121 m)Max. displacement in Y -12.4 mm CO20, Member No. 29, x: 1.200 mMax. displacement in Z 2.4 mm CO20, Member No. 26, x: 0.521 mMax. vector displacement 12.6 mm CO20, Member No. 26, x: 0.000 mMax. rotation about X -0.8 mrad CO20, Member No. 26, x: 0.074 mMax. rotation about Y 0.3 mrad CO20, Member No. 2, x: 0.637 mMax. rotation about Z 0.8 mrad CO20, Member No. 2, x: 0.637 mOther Settings Number of 1D finite elements : 120

Number of 2D finite elements : 1472Number of 3D finite elements : 0Number of FE mesh nodes : 1538Number of equations : 9228Max. number of iterations : 100Number of divisions for member results : 10Division of cable/foundation/tapered members : 10

Number of member divisions for searching maximum values : 10Subdivisions of FE mesh for graphical results : 0Percentage of iterations according to Picard method in combination withNewton-Raphson method

: 5 %












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0.6Y

X

Global Deformation

uZ [mm]

0.6

0.6

0.5

0.5

0.4

0.4

0.4

0.3

0.3

0.2

0.2

0.2

Max : 0.6Min : 0.2

In Z-directionRC1: SLSu-Z

Factor of deformations: 64.00Max u-Z: 0.6, Min u-Z: 0.2 [mm] 1.59 m





X

Y

1.7

Global Deformation

uZ [mm]

1.7

1.6

1.6

1.5

1.4

1.3

1.2

1.1

1.0

1.0

0.9

0.8

Max : 1.7Min : 0.8

In Z-directionRC1: SLSu-Z

Factor of deformations: 64.00Max u-Z: 1.7, Min u-Z: 0.8 [mm] 1.59 m







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X

Y


118.86

110.88

102.89

94.91

86.93

78.95

70.96

62.98

55.00

47.02

39.03

31.05

Max : 118.86Min : 31.05





X

Y


288.48

276.58

264.68

252.77

240.87

228.97

217.07

205.17

193.27

181.36

169.46

157.56

Max : 288.48Min : 157.56








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1.1 GENERAL DATA







No. Concrete Strength Class Steel Description Comment1 Beton C16/20 B 365 / 270

1.3 SURFACES

















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, CA1,

IN Z-DIRECTION

X

Y


100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 30.48Min : 0.00





, CA1,

IN Z-DIRECTION


, CA1,

IN Z-DIRECTION

X

Y


100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 31.45Min : 0.00




, CA1,

IN Z-DIRECTION





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,

CA1, IN Z-DIRECTION

X

Y

a-s,1,+z (bottom)

[cm 2/m]

100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 31.97Min : 0.00





,

CA1, IN Z-DIRECTION


,

CA1, IN Z-DIRECTION

X

Y

a-s,2,+z (bottom)

[cm 2/m]

100.00

82.06

41.03

26.80

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 49.58Min : 0.00




,

CA1, IN Z-DIRECTION





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, CA1,

ISOMETRIC

Z

XY


100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 30.48Min : 0.00





, CA1,

ISOMETRIC


, CA1,

ISOMETRIC

Z

XY


100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 31.45Min : 0.00




, CA1,

ISOMETRIC





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,

CA1, ISOMETRIC

Z

XY

a-s,1,+z (bottom)[cm2/m]

100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 31.97Min : 0.00



Surfaces Max a-s,1,+z (bottom): 31.97, Min a-s,1,+z (bottom): 0.00 [cm 2/m]


,

CA1, ISOMETRIC


,

CA1, ISOMETRIC

Z

XY

a-s,2,+z (bottom)[cm2/m]

100.00

82.06

41.03

26.80

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 49.58Min : 0.00


Surfaces Max a-s,2,+z (bottom): 49.58, Min a-s,2,+z (bottom): 0.00 [cm 2/m]


,

CA1, ISOMETRIC





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, CA1, IN

Z-DIRECTION

Z X

Y

Shear Reinforcement

a-sw [cm2/m2]

66.78

60.71

54.64

48.57

42.50

36.43

30.35

24.28

18.21

12.14

6.07

0.00

Max : 66.78Min : 0.00


Surfaces a-sw



, CA1, IN

Z-DIRECTION





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RF-CONCRETE Members





RF-CONCRETE Members

CA1

Stützenkopf








Rectangle 65/70

1.6 REINFORCEMENT GROUP NO. 1 Applied to members: 2,4,26,27














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, Required


, CA1, ISOMETRIC

5.65

5.65

25.75

22.57

11.4412.40

5.92

5.65

6.99

5.90

5.65

8.45

25.71

22.52

11.4312.38

5.89

5.65

6.96

8.44

RF-CONCRETE Members

A-s,-z (top)

A-s,+z (bottom)





, Required


, CA1, ISOMETRIC


, CA1, ISOMETRIC

0.18

0.15

0.19

0.18

0.24

0.14

0.18

0.25

RF-CONCRETE Members

A-s,T


Max A-s,T: 0.25 cm2


, CA1, ISOMETRIC





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+ asw,V,link

,

CA1, ISOMETRIC

27.50

16.50

26.67

16.7627.50

16.50

26.67

16.75

RF-CONCRETE Members



Members



+ asw,V,link

,

CA1, ISOMETRIC




RF-CONCRETE Members

CA2

Stützen






2 Concrete C16/20 B 365 / 270



Rectangle 65/70


LONGITUDINAL REINFORCEMENTPossible diameters: 26, 30 mm





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RF-CONCRETE Members


1.6 REINFORCEMENT GROUP NO. 1Max. number of layers: 1Min. spacing for first layer: 20.0 mmType of anchorage: StraightSteel surface: RibbedReduction of reinforcement: None


REINFORCEMENT LAYOUTConcrete cover acc. to StandardConcrete cover c-top: 50.0 mmConcrete cover c-bottom: 50.0 mmConcrete cover c-side: 50.0 mmReinforcement layout: -z (top) - +z (bottom) (symmetrical

distribution)Relevant internal forces: N, V-y, V-z, M-T, M-y, M-z



Min. longitudinal reinforcement acc. to Standard:Min. shear reinforcement acc. to Standard:

Longitudinal reinforcement for shear force design: Use required longitudinal reinforcement






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, CA2,

ISOMETRIC

5.60

6.23

6.67

6.67

5.60

6.01

7.27

6.88

Z

Y X

6.69

6.69

5.94

5.60

9.97

6.86

6.28

6.28

5.60

5.60

9.00

6.29

6.29

5.60


A-s,-z (top)


Members



, CA2,

ISOMETRIC


, CA2,

ISOMETRIC

5.60

6.23

7.27

9.97

5.60

5.60

X

Z

Y

6.67

6.67

6.28

6.01

5.60

6.69

6.69

6.29

5.94

6.889.00

6.868.98

RF-CONCRETE Members

A-s,+z (bottom)




, CA2,

ISOMETRIC





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, CA2, ISOMETRIC

1.21

0.99

7.27

1.73

1.73

5.78

0.58

Z

Y X

7.02

1.89

1.89

0.12

0.95

1.33

1.42

1.25

7.12

0.22

1.48

1.55

1.33

0.76

11.48

11.44

RF-CONCRETE Members

A-s,T




, CA2, ISOMETRIC


+ asw,V,link

,

CA2, ISOMETRIC

11.52

9.61

5.70

7.68

5.84

5.84

5.72

6.49

5.71

Z

Y X

5.82

5.82

6.39

5.75

5.81

6.37

5.83

5.83

5.78

5.78

6.84

5.81

5.81

5.77

6.84

RF-CONCRETE Members





+ asw,V,link

,

CA2, ISOMETRIC





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Date: 09.08.2014Project: Tower 3 Model: W1316_Tower_3_DL_002

CONTENTS Model - General Data 118 In Z-direction FE Mesh Settings 118 Contact Stresses sz min, RC1: 145

1 Model SLS, In Z-direction1.1 Nodes 119 Contact Stresses sz max, RC1: 145

1.2 Lines 119 SLS, In Z-direction

1.3 Materials 120 RF-CONCRETE Surfaces1.4 Surfaces 120 CA1 - Stahlbeton-Bemessung1.9 Surface Supports 120 1.1 General Data 1461.13 Cross-Sections 120 1.2 Materials 1461.17 Members 120 1.3 Surfaces 1461.21 Sets of Members 120 1.4 Reinforcement Group No. 1 146

Model, Isometric 121 RF-CONCRETE Surfaces - Required Reinforcement 147 Nodes, Isometric 122 as,1,-z (top), CA1, In

Lines, Isometric 122 Z-direction Surfaces, Isometric 123 RF-CONCRETE Surfaces - Required Reinforcement 147 Local axes, Isometric 123 as,2,-z (top), CA1, In

Members, Isometric 124 Z-direction Supports and FE-mesh, Isometric 124 RF-CONCRETE Surfaces - Required Reinforcement 148

2 Load Cases and Combinations as,1,+z (bottom), CA1,

2.1 Load Cases 125 In Z-direction2.5 Load Combinations 125 RF-CONCRETE Surfaces - Required Reinforcement 1482.6 Result Combinations 126 as,2,+z (bottom), CA1,

3 Loads In Z-direction LC2 - 3.2 Member Loads 126 RF-CONCRETE Surfaces - Required Reinforcement 149 LC2 - 3.3 Line Loads 126 as,1,-z (top), CA1,

LC2 - 3.4 Surface Loads 126 Isometric

LC2 - 3.8 Free Rectangular Loads 126 RF-CONCRETE Surfaces - Required Reinforcement 149 LC2 - LC2: g_Earth pressure, Isometric 127 as,2,-z (top), CA1,









LC16 - LC16: p_ULS-iB_min_-y, Isometric 134 CA2 - Stützen LC17 - 3.1 Nodal Loads 135 1.1 General Data 154 LC17 - LC17: p_ULS-iB_max_+y, Isometric 135 1.1 Settings - Nonlinear Calculation (State II) 154 LC18 - 3.1 Nodal Loads 135 1.2 Materials 154 LC18 - LC18: p_ULS-iB_max_-y, Isometric 135 1.3 Cross-Sections 154 LC19 - 3.1 Nodal Loads 136 1.6 Reinforcement Group No. 1 155 L C19 - LC19: p_ULS-aB_min_+y, Isometric 136 RF-CONCRETE Members - Required 156 LC20 - 3.1 Nodal Loads 136 Reinforcement As,-z (top),



4 Results - Load Cases, Load Reinforcement As,T, CA2,

Combinations Isometric4.0 Results - Summary 138 RF-CONCRETE Members - Required 157

Results - Result Combinations Reinforcement Global Deformation uZ min, RC1: SLS, 144 2*asw,T,link +


Global Deformation uZ max, RC1: SLS, 144

MODEL - GENERAL DATAGeneral Model name : W1316_Tower_3_DL_002








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MODEL


FE MESH SETTINGS










27 Standard - Cartesian -2.589 0.325 -4.01830 Standard - Cartesian -3.236 1.675 -3.84132 Standard - Cartesian -1.769 1.675 -4.24234 Standard - Cartesian -3.236 0.325 -3.84135 Standard - Cartesian -1.769 0.325 -4.24236 Standard - Cartesian -3.236 1.675 5.21137 Standard - Cartesian -3.236 0.325 5.21138 Standard - Cartesian 0.815 1.675 5.21139 Standard - Cartesian 0.815 0.325 5.21143 Standard - Cartesian -4.585 4.250 5.21249 Standard - Cartesian -4.585 -2.250 5.21251 Standard - Cartesian -3.236 4.250 5.21153 Standard - Cartesian -3.236 -2.250 5.21164 Standard - Cartesian 1.914 4.250 5.21165 Standard - Cartesian 1.914 -2.250 5.21167 Standard - Cartesian 0.815 4.250 5.21168 Standard - Cartesian 0.815 -2.250 5.21169 Standard - Cartesian 0.815 1.000 5.21170 Standard - Cartesian -2.589 1.675 -4.01871 Standard - Cartesian -3.236 1.675 -2.04172 Standard - Cartesian -3.236 0.325 -2.04174 Standard - Cartesian -3.236 1.675 -2.64175 Standard - Cartesian -3.236 0.325 -2.641

Cartesian




11 Polyline 7,35 1.660 XZ12 Polyline 75,74 1.350 Y13 Polyline 71,71 0.00014 Polyline 37,36 1.350 Y16 Polyline 27,35 0.850 XZ17 Polyline 7,6 1.350 Y

18 Polyline 39,4 7.519 XZ19 Polyline 39,69 0.675 Y20 Polyline 38,2 7.519 XZ21 Polyline 38,67 2.575 Y22 Polyline 2,71 2.068 X23 Polyline 39,37 4.051 X24 Polyline 2,6 0.622 XZ25 Polyline 4,72 2.068 X26 Polyline 4,7 0.622 XZ32 Polyline 38,36 4.051 X36 Polyline 4,4 0.00037 Polyline 34,30 1.350 Y40 Polyline 37,37 0.00045 Polyline 39,39 0.00056 Polyline 39,68 2.575 Y59 Polyline 53,37 2.575 Y62 Polyline 36,51 2.575 Y63 Polyline 51,43 1.350 X64 Polyline 49,53 1.350 X65 Polyline 65,64 6.500 Y66 Polyline 64,67 1.099 X67 Polyline 65,68 1.099 X

68 Polyline 70,32 0.850 XZ69 Polyline 71,74 0.600 Z70 Polyline 72,75 0.600 Z71 Polyline 49,43 6.500 Y





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MODEL



No. Line Type Nodes No. L [m] Comment72 Polyline 34,27 0.670 XZ

73 Polyline 30,70 0.670 XZ74 Polyline 74,30 1.200 Z75 Polyline 75,34 1.200 Z







No. Geometry Stiffness Boundary Lines No. No. Type d [cm] A [m2] W [kg]1 Plane Standard 7,14,8,69,12,70 1 Constant 70.00 10.601 18551.33 Plane Standard 14,59,64,71,63,62 1 Constant 70.00 8.772 15351.74 Plane Standard 21,32,62,4 1 Constant 70.00 10.430 18252.75 Plane Standard 67,65,66,21,2,19,56 1 Constant 70.00 7.147 12506.46 Plane Standard 32,14,23,19,2 1 Constant 70.00 5.468 9569.47 Plane Standard 23,59,3,56 1 Constant 70.00 10.430 18252.78 Plane Standard 24,17,26,18,19,2,20 1 Constant 70.00 10.990 19232.09 Plane Standard 5,9,17,11 1 Constant 70.00 2.240 3920.7




1 3-7 - 5000.000 5000.000 200000.000



3 Rectangle 65/70 1 2889322.00 1857916.75 1601979.19 0.00 0.00 65.00 70.00

4550.00 3791.67 3791.675 Rectangle 65/70

2 2889322.00 1857916.75 1601979.19 0.00 0.00 65.00 70.004550.00 3791.67 3791.67


1.17 MEMBERSMbr. Line Rotation Cross-Section Release No. Ecc. Div. Length

No. No. Member Type b[°] Start End Start End No. No. L [m]

1 9 Beam Angle 0.00 5 5 - - - - 1.660 XZ2 16 Beam Angle 0.00 3 3 - - - - 0.850 XZ3 11 Beam Angle 0.00 5 5 - - - - 1.660 XZ4 68 Beam Angle 0.00 3 3 - - - - 0.850 XZ5 7 Beam Angle 0.00 3 3 - - - - 7.252 Z6 26 Beam Angle 0.00 5 5 - - - - 0.622 XZ9 24 Beam Angle 0.00 5 5 - - - - 0.622 XZ

15 20 Beam Angle 0.00 5 5 - - - - 7.519 XZ19 8 Beam Angle 0.00 3 3 - - - - 7.252 Z23 18 Beam Angle 0.00 5 5 - - - - 7.519 XZ24 69 Beam Angle 0.00 5 5 - - - - 0.600 Z25 70 Beam Angle 0.00 5 5 - - - - 0.600 Z26 72 Beam Angle 0.00 3 3 - - - - 0.670 XZ27 73 Beam Angle 0.00 3 3 - - - - 0.670 XZ28 74 Beam Angle 0.00 3 3 - - - - 1.200 Z29 75 Beam Angle 0.00 3 3 - - - - 1.200 Z


No. Description Type Member No. [m] Comment1 Riegel_rechts Contin. member 27,4 1.5202 Riegel_links Contin. member 26,2 1.5203 Stütze_3 Contin. member 5,25,29 9.052





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MODEL



No. Description Type Member No. [m] Comment4 Stütze_4 Contin. member 19,24,28 9.052

5 Stütze_5 Contin. member 3,6,23 9.8006 Stütze_6 Contin. member 15,9,1 9.800

MODEL, ISOMETRIC

Z

XY

Isometric

MODEL, ISOMETRIC





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NODES, ISOMETRIC

49

53

37

683665

4339

72

51

75

69

34

38

71

X Y

Z

27

74

4

7

30

35

70

2

6

67

32

64


NODES, ISOMETRIC

LINES, ISOMETRIC

64

3594071

1423 67

56326263

45

6

19

25

2

12

13

XY

Z

4

37

36

65

22

21

17

1

5

66


LINES, ISOMETRIC





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SURFACES, ISOMETRIC

S3S7

S6

S1

S12

S4

S11

S5

S10

Y X

ZS8

S9


SURFACES, ISOMETRIC


z

xy x

z

y

y

z

x

y

x

z y

z x

z

y x

z x

y

z

xy

x

y

z

Z

XY

y

x

z

x

z

y

Isometric






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MEMBERS, ISOMETRIC

M5

M19

M25

M23

M29

M26

M24

Z

Y X

M15

M28

M6

M2

M3

M27

M9

M4

M1


MEMBERS, ISOMETRIC


Z

XY

Isometric






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LOADS

































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LOADS










No. to No. Type Distribution Direction Length Symbol Value Unit Length1 Members 23 Force Trapezoidal XL True Length p1 -17.10 kN/m

p2 -1.31 kN/m


p1 -24.00 kN/m

p2 -1.83 kN/m

3 Members 9 Force Trapezoidal XL True Length p1 -1.31 kN/m

p2 0.00 kN/m


p1 -7.24 kN/m

p2 0.00 kN/m


p2 -1.31 kN/m


p2 0.00 kN/m

LC2

g_Earth pressure


Reference Load Load Load Load Parameters

No. to On Lines No. Type Distribution Direction Symbol Value Unit1 Lines 65 Force Uniform XL p -34.40 kN/m




No. On Surfaces No. Type Distribution Direction Symbol Value Unit No.7 8 Force Linear in Z XL p1 0.00 kN/m2 75

p2 -52.70 kN/m2 37


p2 -68.50 kN/m2 36



No. On Surfaces No. Project. Distribution Direction Symbol Value Unit X [m] Y [m] Z [m]1 3-5,7 XY Linear X ZL p1 103.00 kN/m2 -4.585 4.250

p2 123.00 kN/m2 1.914 -2.250





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103.00

107.15107.15

119.62119.62

24.00

68.50

123.00

103.00103.00

17.1052.70

107.15107.15

55.40

17.10

Y

Z

X

1.83

24.00

5.23

7.24

34.40

1.311.31

55.40

4.031.311.311.837.24

119.62119.62

123.00123.00

55.40







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LOADS





1 27,70 -28.00 18.00 125.00 0.00 0.00 0.00

LC3

p_SLS-iB_min_+y


28.00

18.00

28.00

18.00

125.00

125.00






1 27,70 -28.00 -18.00 125.00 0.00 0.00 0.00

LC4

p_SLS-iB_min_-y


28.00

28.0018.00

18.00

125.00

125.00







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LOADS





1 27,70 93.00 123.00 725.00 0.00 0.00 0.00

LC5

p_SLS-iB_max_+y


123.00

93.00 123.00

725.00

93.00

725.00






1 27,70 93.00 -123.00 725.00 0.00 0.00 0.00

LC6

p_SLS-iB_max_-y


123.0093.00

123.00

725.00

93.00

725.00







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LOADS





1 27,70 -80.00 115.00 -303.00 0.00 0.00 0.00

LC7

p_SLS-aB_min_+y


X

303.00

80.00115.00

303.00

80.00115.00






1 27,70 -80.00 -115.00 -303.00 0.00 0.00 0.00

LC8

p_SLS-aB_min_-y


X

Y

303.00

80.00

303.00

80.00

115.00

115.00







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LOADS





1 27,70 133.00 205.00 1070.00 0.00 0.00 0.00

LC9

p_SLS-aB_max_+y


205.00

133.00 205.00

1070.00

133.00

1070.00






1 27,70 133.00 -205.00 1070.00 0.00 0.00 0.00

LC10

p_SLS-aB_max_-y


205.00133.00

205.00

1070.00

133.00

1070.00







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LOADS





1 27,70 -85.00 123.00 -498.00 0.00 0.00 0.00

LC11

p_AG_min_+y


498.00

85.00123.00

498.00

85.00123.00






1 27,70 -85.00 -123.00 -498.00 0.00 0.00 0.00

LC12

p_AG_min_-y


X

498.00

85.00

498.00

85.00123.00

123.00







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LOADS





1 27,70 145.00 223.00 1193.00 0.00 0.00 0.00

LC13

p_AG_max_+y


223.00

145.00 223.00

1193.00

145.00

1193.00






1 27,70 145.00 -223.00 1193.00 0.00 0.00 0.00

LC14

p_AG_max_-y


223.00145.00

223.00

1193.00

145.00

1193.00







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LOADS





1 27,70 -65.00 78.00 -113.00 0.00 0.00 0.00

LC15

p_ULS-iB_min_+y


X

Y

65.00

113.00

78.00

65.00

113.00

78.00






1 27,70 -65.00 -78.00 -113.00 0.00 0.00 0.00

LC16

p_ULS-iB_min_-y


X

Y

65.00

113.00

65.00

113.00

78.00

78.00







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LOADS





1 27,70 150.00 200.00 1130.00 0.00 0.00 0.00

LC17

p_ULS-iB_max_+y


200.00

150.00 200.00

1130.00

150.00

1130.00






1 27,70 150.00 -200.00 1130.00 0.00 0.00 0.00

LC18

p_ULS-iB_max_-y


200.00150.00

200.00

1130.00

150.00

1130.00







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LOADS





1 27,70 -138.00 215.00 -723.00 0.00 0.00 0.00

LC19

p_ULS-aB_min_+y


X

Y

723.00

138.00215.00

723.00

138.00215.00






1 27,70 -138.00 -215.00 -723.00 0.00 0.00 0.00

LC20

p_ULS-aB_min_-y


723.00

138.00

723.00

138.00215.00

215.00







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LOADS





1 27,70 208.00 323.00 1638.00 0.00 0.00 0.00

LC21

p_ULS-aB_max_+y


323.00

208.00 323.00

1638.00

208.00

1638.00






1 27,70 208.00 -323.00 1638.00 0.00 0.00 0.00

LC22

p_ULS-aB_max_-y


323.00208.00

323.00

1638.00

208.00

1638.00







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RESULTS



Description Value Unit CommentLC1 - g_Dead load

Sum of loads in X 0.00 kNSum of support reactions in X 0.00 kNSum of loads in Y 0.00 kNSum of support reactions in Y 0.00 kNSum of loads in Z 2188.10 kNSum of support reactions in Z 2188.10 kN Deviation 0.00%Resultant of reactions about X 0.00 kNm At center of gravity of model (X:-1.73, Y:1.00, Z:2.60 m)Resultant of reactions about Y 0.00 kNm At center of gravity of modelResultant of reactions about Z 0.00 kNm At center of gravity of modelMax. displacement in X -0.5 mm FE Node No. 1102 (X: -1.769, Y: 0.775, Z: -4.242 m)Max. displacement in Y -0.0 mm FE Node No. 1359 (X: -1.717, Y: 1.675, Z: 4.461 m)Max. displacement in Z 0.5 mm Member No. 26, x: 0.000 mMax. vector displacement 0.7 mm Member No. 27, x: 0.000 mMax. rotation about X -0.1 mrad FE Node No. 43 (X: -4.585, Y: 4.250, Z: 5.212 m)Max. rotation about Y 0.1 mrad Member No. 29, x: 0.000 mMax. rotation about Z -0.0 mrad FE Node No. 1288 (X: -2.729, Y: 1.675, Z: 3.711 m)Method of analysis Linear Geometrically linear static analysisStiffness reduction multiplied by coefficientNumber of load increments 6Number of iterations 1LC2 - g_Earth pressureSum of loads in X -652.41 kNSum of support reactions in X -652.41 kN Deviation 0.00%

Sum of loads in Y -1449.00 kNSum of support reactions in Y -1449.00 kN Deviation 0.00%Sum of loads in Z 4153.90 kNSum of support reactions in Z 4153.90 kN Deviation 0.00%Resultant of reactions about X 1189.87 kNm At center of gravity of model (X:-1.73, Y:1.00, Z:2.60 m)Resultant of reactions about Y -2571.96 kNm At center of gravity of modelResultant of reactions about Z -356.02 kNm At center of gravity of modelMax. displacement in X -3.6 mm Member No. 1, x: 1.660 mMax. displacement in Y -9.2 mm Member No. 29, x: 1.200 mMax. displacement in Z 0.8 mm FE Node No. 805 (X: -1.463, Y: -2.250, Z: 5.211 m)Max. vector displacement 9.9 mm Member No. 28, x: 1.200 mMax. rotation about X -0.2 mrad FE Node No. 1488 (X: -1.717, Y: 1.675, Z: 3.461 m)Max. rotation about Y 0.1 mrad FE Node No. 213 (X: -3.505, Y: 1.690, Z: 5.211 m)Max. rotation about Z 0.2 mrad FE Node No. 1243 (X: -0.197, Y: 1.675, Z: 2.301 m)Method of analysis Linear Geometrically linear static analysisStiffness reduction multiplied by coefficientNumber of load increments 6Number of iterations 1CO1 - SLS_iB_min_+ySum of loads in X -708.41 kNSum of support reactions in X -708.41 kN Deviation 0.00%Sum of loads in Y -1413.00 kN

Sum of support reactions in Y -1413.00 kN Deviation 0.00%Sum of loads in Z 6592.10 kNSum of support reactions in Z 6592.10 kN Deviation 0.00%Resultant of reactions about X 1426.4 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -1984.9 kNm At center of gravity of modelResultant of reactions about Z -386.7 kNm At center of gravity of modelMax. displacement in X -4.8 mm FE Node No. 32 (X: -1.769, Y: 1.675, Z: -4.242 m)Max. displacement in Y -8.7 mm Member No. 29, x: 1.200 mMax. displacement in Z 1.3 mm Member No. 29, x: 1.200 mMax. vector displacement 10.0 mm Member No. 28, x: 1.200 mMax. rotation about X -0.2 mrad FE Node No. 1819 (X: -1.717, Y: 0.325, Z: 2.961 m)Max. rotation about Y 0.2 mrad Member No. 29, x: 0.000 mMax. rotation about Z 0.1 mrad FE Node No. 1244 (X: -0.198, Y: 1.675, Z: 2.531 m)Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO2 - SLS_iB_min_-ySum of loads in X -708.41 kN

Sum of support reactions in X -708.41 kN Deviation 0.00%Sum of loads in Y -1485.00 kNSum of support reactions in Y -1485.00 kN Deviation 0.00%Sum of loads in Z 6592.10 kNSum of support reactions in Z 6592.10 kN Deviation 0.00%Resultant of reactions about X 949.7 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -1984.8 kNm At center of gravity of modelResultant of reactions about Z -324.5 kNm At center of gravity of modelMax. displacement in X -4.9 mm FE Node No. 32 (X: -1.769, Y: 1.675, Z: -4.242 m)Max. displacement in Y -9.8 mm Member No. 29, x: 1.200 mMax. displacement in Z 1.4 mm Member No. 29, x: 1.200 mMax. vector displacement 11.0 mm Member No. 27, x: 0.000 mMax. rotation about X -0.3 mrad FE Node No. 1817 (X: -1.717, Y: 0.325, Z: 2.460 m)Max. rotation about Y 0.2 mrad Member No. 28, x: 0.000 mMax. rotation about Z 0.2 mrad FE Node No. 1243 (X: -0.197, Y: 1.675, Z: 2.301 m)Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


CO3 - SLS_iB_max_+ySum of loads in X -466.41 kNSum of support reactions in X -466.41 kN Deviation 0.00%Sum of loads in Y -1203.00 kN





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RESULTS



Description Value Unit CommentSum of support reactions in Y -1203.00 kN Deviation 0.00%

Sum of loads in Z 7792.10 kNSum of support reactions in Z 7792.10 kN Deviation 0.00%Resultant of reactions about X 2817.1 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2551.5 kNm At center of gravity of modelResultant of reactions about Z -568.1 kNm At center of gravity of modelMax. displacement in X -3.3 mm Member No. 3, x: 1.660 mMax. displacement in Y -5.9 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. displacement in Z 1.4 mm Member No. 27, x: 0.000 mMax. vector displacement 6.5 mm FE Node No. 1091 (X: -0.903, Y: 0.325, Z: -1.074 m)Max. rotation about X -0.2 mrad FE Node No. 43 (X: -4.585, Y: 4.250, Z: 5.212 m)Max. rotation about Y 0.2 mrad Member No. 4, x: 0.567 mMax. rotation about Z -0.1 mrad Member No. 4, x: 0.567 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO4 - SLS_iB_max_-ySum of loads in X -466.41 kNSum of support reactions in X -466.41 kN Deviation 0.00%Sum of loads in Y -1695.00 kN

Sum of support reactions in Y -1695.00 kN Deviation 0.00%Sum of loads in Z 7792.10 kNSum of support reactions in Z 7792.10 kN Deviation 0.00%Resultant of reactions about X -446.7 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2550.4 kNm At center of gravity of modelResultant of reactions about Z -142.2 kNm At center of gravity of modelMax. displacement in X -3.5 mm FE Node No. 32 (X: -1.769, Y: 1.675, Z: -4.242 m)Max. displacement in Y -13.1 mm Member No. 29, x: 1.200 mMax. displacement in Z 1.7 mm Member No. 26, x: 0.000 mMax. vector displacement 13.5 mm Member No. 27, x: 0.000 mMax. rotation about X -0.6 mrad Member No. 29, x: 1.200 mMax. rotation about Y 0.2 mrad Member No. 2, x: 0.567 mMax. rotation about Z 0.4 mrad Member No. 2, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO5 - SLS_aB_min_+ySum of loads in X -812.41 kN

Sum of support reactions in X -812.41 kN Deviation 0.00%Sum of loads in Y -1219.00 kNSum of support reactions in Y -1219.00 kN Deviation 0.00%Sum of loads in Z 5736.10 kNSum of support reactions in Z 5736.10 kN Deviation 0.00%Resultant of reactions about X 2710.7 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2035.5 kNm At center of gravity of modelResultant of reactions about Z -554.3 kNm At center of gravity of modelMax. displacement in X -5.2 mm Member No. 3, x: 1.660 mMax. displacement in Y -6.0 mm Member No. 15, x: 3.759 mMax. displacement in Z 1.0 mm FE Node No. 336 (X: -4.585, Y: 0.750, Z: 5.212 m)Max. vector displacement 7.8 mm Member No. 2, x: 0.850 mMax. rotation about X -0.1 mrad FE Node No. 300 (X: -4.315, Y: 2.993, Z: 5.212 m)Max. rotation about Y 0.2 mrad Member No. 26, x: 0.084 mMax. rotation about Z -0.1 mrad Member No. 2, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


CO6 - SLS_aB_min_-ySum of loads in X -812.41 kNSum of support reactions in X -812.41 kN Deviation 0.00%Sum of loads in Y -1679.00 kNSum of support reactions in Y -1679.00 kN Deviation 0.00%Sum of loads in Z 5736.10 kNSum of support reactions in Z 5736.10 kN Deviation 0.00%Resultant of reactions about X -330.7 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2034.5 kNm At center of gravity of modelResultant of reactions about Z -157.5 kNm At center of gravity of modelMax. displacement in X -5.4 mm Member No. 4, x: 0.850 mMax. displacement in Y -12.8 mm Member No. 28, x: 1.200 mMax. displacement in Z 1.3 mm Member No. 29, x: 0.000 mMax. vector displacement 13.9 mm Member No. 28, x: 1.200 mMax. rotation about X -0.5 mrad Member No. 27, x: 0.335 mMax. rotation about Y 0.2 mrad Member No. 28, x: 1.200 mMax. rotation about Z 0.4 mrad Member No. 4, x: 0.567 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO7 - SLS_aB_max_+ySum of loads in X -386.41 kN





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RESULTS



Description Value Unit CommentSum of support reactions in X -386.41 kN Deviation 0.00%

Sum of loads in Y -1039.00 kNSum of support reactions in Y -1039.00 kN Deviation 0.00%Sum of loads in Z 8482.10 kNSum of support reactions in Z 8482.10 kN Deviation 0.00%Resultant of reactions about X 3906.3 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2485.3 kNm At center of gravity of modelResultant of reactions about Z -710.2 kNm At center of gravity of modelMax. displacement in X -3.1 mm Member No. 3, x: 1.660 mMax. displacement in Y -5.6 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. displacement in Z 1.7 mm Member No. 27, x: 0.419 mMax. vector displacement 6.1 mm FE Node No. 65 (X: 1.915, Y: -2.250, Z: 5.211 m)Max. rotation about X 0.3 mrad Member No. 27, x: 0.084 mMax. rotation about Y 0.3 mrad Member No. 4, x: 0.567 mMax. rotation about Z -0.3 mrad Member No. 4, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT

Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO8 - SLS_aB_max_-ySum of loads in X -386.41 kN

Sum of support reactions in X -386.41 kN Deviation 0.00%Sum of loads in Y -1859.00 kNSum of support reactions in Y -1859.00 kN Deviation 0.00%Sum of loads in Z 8482.10 kNSum of support reactions in Z 8482.10 kN Deviation 0.00%Resultant of reactions about X -1539.1 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2483.5 kNm At center of gravity of modelResultant of reactions about Z 0.3 kNm At center of gravity of modelMax. displacement in X -3.4 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. displacement in Y -15.6 mm Member No. 29, x: 1.200 mMax. displacement in Z 2.1 mm Member No. 26, x: 0.419 mMax. vector displacement 16.0 mm Member No. 27, x: 0.000 mMax. rotation about X -0.8 mrad Member No. 29, x: 1.200 mMax. rotation about Y 0.3 mrad Member No. 2, x: 0.567 mMax. rotation about Z 0.6 mrad Member No. 2, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


CO9 - SLS_AG_min_+ySum of loads in X -822.41 kNSum of support reactions in X -822.41 kN Deviation 0.00%Sum of loads in Y -1203.00 kNSum of support reactions in Y -1203.00 kN Deviation 0.00%Sum of loads in Z 5346.10 kNSum of support reactions in Z 5346.10 kN Deviation 0.00%Resultant of reactions about X 2816.4 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2305.6 kNm At center of gravity of modelResultant of reactions about Z -568.1 kNm At center of gravity of modelMax. displacement in X -5.1 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. displacement in Y -5.9 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. displacement in Z 0.9 mm FE Node No. 336 (X: -4.585, Y: 0.750, Z: 5.212 m)Max. vector displacement 7.5 mm FE Node No. 1113 (X: -1.644, Y: 0.325, Z: -3.784 m)Max. rotation about X 0.1 mrad Member No. 29, x: 1.200 mMax. rotation about Y 0.2 mrad Member No. 26, x: 0.084 mMax. rotation about Z -0.1 mrad Member No. 2, x: 0.567 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Number of load increments 6Number of iterations 2CO10 - SLS_AG_min_-ySum of loads in X -822.41 kNSum of support reactions in X -822.41 kN Deviation 0.00%Sum of loads in Y -1695.00 kNSum of support reactions in Y -1695.00 kN Deviation 0.00%Sum of loads in Z 5346.10 kNSum of support reactions in Z 5346.10 kN Deviation 0.00%Resultant of reactions about X -434.8 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2304.5 kNm At center of gravity of modelResultant of reactions about Z -143.8 kNm At center of gravity of modelMax. displacement in X -5.3 mm FE Node No. 32 (X: -1.769, Y: 1.675, Z: -4.242 m)Max. displacement in Y -13.1 mm Member No. 28, x: 1.200 mMax. displacement in Z 1.2 mm Member No. 25, x: 0.000 mMax. vector displacement 14.1 mm Member No. 28, x: 1.200 mMax. rotation about X -0.6 mrad Member No. 27, x: 0.000 mMax. rotation about Y 0.2 mrad Member No. 27, x: 0.168 mMax. rotation about Z 0.4 mrad Member No. 4, x: 0.567 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT






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RESULTS



Description Value Unit CommentCO11 - SLS_AG_max_+y

Sum of loads in X -362.41 kNSum of support reactions in X -362.41 kN Deviation 0.00%Sum of loads in Y -1003.00 kNSum of support reactions in Y -1003.00 kN Deviation 0.00%Sum of loads in Z 8728.10 kNSum of support reactions in Z 8728.10 kN Deviation 0.00%Resultant of reactions about X 4145.9 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2431.8 kNm At center of gravity of modelResultant of reactions about Z -741.5 kNm At center of gravity of modelMax. displacement in X -3.0 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. displacement in Y -5.5 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. displacement in Z 1.8 mm Member No. 27, x: 0.419 mMax. vector displacement 6.1 mm FE Node No. 65 (X: 1.915, Y: -2.250, Z: 5.211 m)Max. rotation about X 0.4 mrad Member No. 27, x: 0.084 mMax. rotation about Y 0.3 mrad Member No. 4, x: 0.567 mMax. rotation about Z -0.3 mrad Member No. 4, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


CO12 - SLS_AG_max_-ySum of loads in X -362.41 kNSum of support reactions in X -362.41 kN Deviation 0.00%Sum of loads in Y -1895.00 kNSum of support reactions in Y -1895.00 kN Deviation 0.00%Sum of loads in Z 8728.10 kNSum of support reactions in Z 8728.10 kN Deviation 0.00%Resultant of reactions about X -1779.8 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2429.7 kNm At center of gravity of modelResultant of reactions about Z 31.7 kNm At center of gravity of modelMax. displacement in X -3.4 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. displacement in Y -16.2 mm Member No. 29, x: 1.200 mMax. displacement in Z 2.2 mm Member No. 26, x: 0.419 mMax. vector displacement 16.5 mm Member No. 28, x: 1.200 mMax. rotation about X -0.8 mrad Member No. 26, x: 0.084 mMax. rotation about Y 0.3 mrad Member No. 2, x: 0.567 mMax. rotation about Z 0.6 mrad Member No. 2, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Number of load increments 6Number of iterations 2CO13 - ULS_iB_min_+ySum of loads in X -1010.80 kNSum of support reactions in X -1010.80 kN Deviation 0.00%Sum of loads in Y -1800.20 kNSum of support reactions in Y -1800.20 kN Deviation 0.00%Sum of loads in Z 8335.80 kNSum of support reactions in Z 8335.80 kN Deviation 0.00%Resultant of reactions about X 2637.0 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2805.7 kNm At center of gravity of modelResultant of reactions about Z -614.9 kNm At center of gravity of modelMax. displacement in X -6.6 mm FE Node No. 32 (X: -1.769, Y: 1.675, Z: -4.242 m)Max. displacement in Y -10.1 mm FE Node No. 1173 (X: -3.236, Y: 0.865, Z: -3.841 m)Max. displacement in Z 1.5 mm Member No. 5, x: 4.752 mMax. vector displacement 12.1 mm Member No. 27, x: 0.000 mMax. rotation about X -0.2 mrad FE Node No. 1414 (X: -1.717, Y: 1.675, Z: 4.211 m)Max. rotation about Y 0.2 mrad Member No. 29, x: 0.300 mMax. rotation about Z 0.1 mrad FE Node No. 1244 (X: -0.198, Y: 1.675, Z: 2.531 m)Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Consider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO14 - ULS_iB_min_-ySum of loads in X -1010.80 kNSum of support reactions in X -1010.80 kN Deviation 0.00%Sum of loads in Y -2112.20 kNSum of support reactions in Y -2112.20 kN Deviation 0.00%Sum of loads in Z 8335.80 kNSum of support reactions in Z 8335.80 kN Deviation 0.00%Resultant of reactions about X 572.4 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2804.8 kNm At center of gravity of modelResultant of reactions about Z -345.3 kNm At center of gravity of modelMax. displacement in X -6.8 mm Member No. 1, x: 1.660 mMax. displacement in Y -14.9 mm Member No. 28, x: 1.200 mMax. displacement in Z 1.8 mm Member No. 29, x: 0.720 mMax. vector displacement 16.4 mm Member No. 27, x: 0.000 mMax. rotation about X -0.5 mrad Member No. 27, x: 0.084 mMax. rotation about Y 0.2 mrad Member No. 28, x: 0.300 mMax. rotation about Z 0.4 mrad FE Node No. 1243 (X: -0.197, Y: 1.675, Z: 2.301 m)Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT






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RESULTS




Number of iterations 2CO15 - ULS_iB_max_+ySum of loads in X -580.75 kNSum of support reactions in X -580.75 kN Deviation 0.00%Sum of loads in Y -1556.20 kNSum of support reactions in Y -1556.20 kN Deviation 0.00%Sum of loads in Z 10822.00 kNSum of support reactions in Z 10822.00 kN Deviation 0.00%Resultant of reactions about X 4254.4 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -3506.1 kNm At center of gravity of modelResultant of reactions about Z -826.0 kNm At center of gravity of modelMax. displacement in X -4.2 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. displacement in Y -7.8 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. displacement in Z 2.0 mm Member No. 27, x: 0.335 mMax. vector displacement 8.5 mm FE Node No. 65 (X: 1.915, Y: -2.250, Z: 5.211 m)Max. rotation about X -0.3 mrad FE Node No. 43 (X: -4.585, Y: 4.250, Z: 5.212 m)Max. rotation about Y 0.3 mrad Member No. 4, x: 0.567 mMax. rotation about Z -0.2 mrad Member No. 4, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Number of load increments 6Number of iterations 2CO16 - ULS_iB_max_-ySum of loads in X -580.75 kNSum of support reactions in X -580.75 kN Deviation 0.00%Sum of loads in Y -2356.20 kNSum of support reactions in Y -2356.20 kN Deviation 0.00%Sum of loads in Z 10822.00 kNSum of support reactions in Z 10822.00 kN Deviation 0.00%Resultant of reactions about X -1060.7 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -3503.7 kNm At center of gravity of modelResultant of reactions about Z -131.8 kNm At center of gravity of modelMax. displacement in X -4.5 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. displacement in Y -18.7 mm Member No. 29, x: 1.200 mMax. displacement in Z 2.5 mm Member No. 26, x: 0.335 mMax. vector displacement 19.3 mm Member No. 27, x: 0.000 mMax. rotation about X -0.8 mrad Member No. 26, x: 0.084 mMax. rotation about Y 0.3 mrad Member No. 2, x: 0.567 mMax. rotation about Z 0.6 mrad Member No. 2, x: 0.567 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Consider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO17 - ULS_aB_min_+ySum of loads in X -1156.80 kNSum of support reactions in X -1156.80 kN Deviation 0.00%Sum of loads in Y -1526.20 kNSum of support reactions in Y -1526.20 kN Deviation 0.00%Sum of loads in Z 7115.80 kNSum of support reactions in Z 7115.80 kN Deviation 0.00%Resultant of reactions about X 4448.6 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2892.6 kNm At center of gravity of modelResultant of reactions about Z -851.4 kNm At center of gravity of modelMax. displacement in X -7.3 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. displacement in Y -7.8 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. displacement in Z 1.2 mm Member No. 24, x: 0.150 mMax. vector displacement 9.8 mm FE Node No. 65 (X: 1.915, Y: -2.250, Z: 5.211 m)Max. rotation about X 0.2 mrad Member No. 26, x: 0.084 mMax. rotation about Y 0.3 mrad Member No. 26, x: 0.084 mMax. rotation about Z -0.2 mrad Member No. 2, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)


Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO18 - ULS_aB_min_-ySum of loads in X -1156.80 kNSum of support reactions in X -1156.80 kN Deviation 0.00%Sum of loads in Y -2386.20 kNSum of support reactions in Y -2386.20 kN Deviation 0.00%Sum of loads in Z 7115.80 kNSum of support reactions in Z 7115.80 kN Deviation 0.00%Resultant of reactions about X -1231.7 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -2890.0 kNm At center of gravity of modelResultant of reactions about Z -109.8 kNm At center of gravity of modelMax. displacement in X -7.6 mm FE Node No. 32 (X: -1.769, Y: 1.675, Z: -4.242 m)Max. displacement in Y -19.2 mm Member No. 28, x: 1.200 mMax. displacement in Z 1.7 mm Member No. 25, x: 0.000 mMax. vector displacement 20.6 mm Member No. 27, x: 0.000 mMax. rotation about X -0.9 mrad Member No. 27, x: 0.084 mMax. rotation about Y 0.3 mrad Member No. 27, x: 0.084 mMax. rotation about Z 0.7 mrad Member No. 4, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT






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RESULTS




Divide results by CO factor Number of load increments 6Number of iterations 2CO19 - ULS_aB_max_+ySum of loads in X -464.75 kNSum of support reactions in X -464.75 kN Deviation 0.00%Sum of loads in Y -1310.20 kNSum of support reactions in Y -1310.20 kN Deviation 0.00%Sum of loads in Z 11838.00 kNSum of support reactions in Z 11838.00 kN Deviation 0.00%Resultant of reactions about X 5892.4 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -3396.0 kNm At center of gravity of modelResultant of reactions about Z -1039.9 kNm At center of gravity of modelMax. displacement in X -3.9 mm FE Node No. 35 (X: -1.769, Y: 0.325, Z: -4.242 m)Max. displacement in Y -7.4 mm FE Node No. 589 (X: 1.915, Y: 0.750, Z: 5.211 m)Max. displacement in Z 2.5 mm Member No. 27, x: 0.503 mMax. vector displacement 8.1 mm FE Node No. 65 (X: 1.915, Y: -2.250, Z: 5.211 m)Max. rotation about X 0.5 mrad Member No. 27, x: 0.084 mMax. rotation about Y 0.4 mrad Member No. 4, x: 0.567 mMax. rotation about Z -0.5 mrad Member No. 4, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, MT


Consider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2CO20 - ULS_aB_max_-ySum of loads in X -464.75 kNSum of support reactions in X -464.75 kN Deviation 0.00%Sum of loads in Y -2602.20 kNSum of support reactions in Y -2602.20 kN Deviation 0.00%Sum of loads in Z 11838.00 kNSum of support reactions in Z 11838.00 kN Deviation 0.00%Resultant of reactions about X -2705.0 kNm At center of gravity of model (X:-1.7, Y:1.0, Z:2.6 m)Resultant of reactions about Y -3392.0 kNm At center of gravity of modelResultant of reactions about Z 82.9 kNm At center of gravity of modelMax. displacement in X -4.6 mm FE Node No. 64 (X: 1.915, Y: 4.250, Z: 5.211 m)Max. displacement in Y -22.6 mm Member No. 29, x: 1.200 mMax. displacement in Z 3.0 mm Member No. 26, x: 0.503 mMax. vector displacement 23.0 mm Member No. 29, x: 1.200 mMax. rotation about X -1.2 mrad Member No. 26, x: 0.084 mMax. rotation about Y 0.4 mrad Member No. 2, x: 0.567 mMax. rotation about Z 0.9 mrad Member No. 2, x: 0.661 mMethod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)


Stiffness reduction by gamma-MConsider favorable effects of tensile forcesDivide results by CO factor Number of load increments 6Number of iterations 2SummaryMax. displacement in X -7.6 mm CO18, FE Node No. 32 (X: -1.769, Y: 1.675, Z: -4.242 m)Max. displacement in Y -22.6 mm CO20, Member No. 29, x: 1.200 mMax. displacement in Z 3.0 mm CO20, Member No. 26, x: 0.503 mMax. vector displacement 23.0 mm CO20, Member No. 29, x: 1.200 mMax. rotation about X -1.2 mrad CO20, Member No. 26, x: 0.084 mMax. rotation about Y 0.4 mrad CO20, Member No. 2, x: 0.567 mMax. rotation about Z 0.9 mrad CO20, Member No. 2, x: 0.661 mOther Settings Number of 1D finite elements : 154

Number of 2D finite elements : 1776Number of 3D finite elements : 0Number of FE mesh nodes : 1830Number of equations : 10980Max. number of iterations : 100Number of divisions for member results : 10Division of cable/foundation/tapered members : 10

Number of member divisions for searching maximum values : 10Subdivisions of FE mesh for graphical results : 0Percentage of iterations according to Picard method in combination withNewton-Raphson method

: 5 %












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0.9

Y

Z

X

Global Deformation

uZ [mm]

0.9

0.8

0.8

0.7

0.6

0.5

0.5

0.4

0.3

0.3

0.2

0.1

Max : 0.9Min : 0.1







Z

X Y

2.2Global Deformation

uZ [mm]

2.2

2.0

1.9

1.8

1.6

1.5

1.4

1.2

1.1

1.0

0.8

0.7

Max : 2.2Min : 0.7









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Z X

Y


177.77

163.72

149.68

135.63

121.58

107.54

93.49

79.44

65.39

51.35

37.30

23.25

Max : 177.77Min : 23.25





Z X

Y


355.41

335.87

316.33

296.78

277.24

257.70

238.16

218.62

199.08

179.53

159.99

140.45

Max : 355.41Min : 140.45








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1.1 GENERAL DATA







No. Concrete Strength Class Steel Description Comment1 Beton C16/20 B 365 / 270

1.3 SURFACES

















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, CA1,

IN Z-DIRECTION

Z X

Y


100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 45.10Min : 0.00





, CA1,

IN Z-DIRECTION


, CA1,

IN Z-DIRECTION

Z X

Y


100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 51.83Min : 0.00




, CA1,

IN Z-DIRECTION





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,

CA1, IN Z-DIRECTION

X

Y

a-s,1,+z (bottom)

[cm 2/m]

100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 40.87Min : 0.00





,

CA1, IN Z-DIRECTION


,

CA1, IN Z-DIRECTION

X

Y

a-s,2,+z (bottom)

[cm 2/m]

100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 70.71Min : 0.00




,

CA1, IN Z-DIRECTION





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, CA1,

ISOMETRIC

Z

XY


100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 45.10Min : 0.00





, CA1,

ISOMETRIC


, CA1,

ISOMETRIC

Z

XY


100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 51.83Min : 0.00




, CA1,

ISOMETRIC





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,

CA1, ISOMETRIC

Z

XY

a-s,1,+z (bottom)

[cm 2/m]

100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 40.87Min : 0.00





,

CA1, ISOMETRIC


,

CA1, ISOMETRIC

Z

XY

a-s,2,+z (bottom)

[cm 2/m]

100.00

82.06

41.03

32.71

20.93

13.40

10.26

7.54

5.23

3.35

0.10

0.00

Max : 70.71Min : 0.00




,

CA1, ISOMETRIC





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, CA1, IN

Z-DIRECTION

Z X

Y

Shear Reinforcement

a-sw [cm2/m2]

55.15

50.13

45.12

40.11

35.09

30.08

25.07

20.05

15.04

10.03

5.01

0.00

Max : 55.15Min : 0.00


Surfaces a-sw



, CA1, IN

Z-DIRECTION





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RF-CONCRETE Members





RF-CONCRETE Members

CA1

Stützenkopf








Rectangle 65/70

1.6 REINFORCEMENT GROUP NO. 1 Applied to members: 2,4,26,27














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, Required


, CA1, ISOMETRIC

5.65

4.55

25.77

22.59

11.4512.40

5.92

5.65

7.01

8.46

25.68

22.50

11.4312.38

6.95

8.43

RF-CONCRETE Members

A-s,-z (top)

A-s,+z (bottom)





, Required


, CA1, ISOMETRIC


, CA1, ISOMETRIC

0.16

0.21

0.20

0.25

0.15

0.18

0.27

RF-CONCRETE Members

A-s,T


Max A-s,T: 0.27 cm2


, CA1, ISOMETRIC





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+ asw,V,link

,

CA1, ISOMETRIC

27.50

16.50

26.67

27.51 16.76

16.49

26.67

16.76

RF-CONCRETE Members



Members



+ asw,V,link

,

CA1, ISOMETRIC




RF-CONCRETE Members

CA2

Stützen






2 Concrete C16/20 B 365 / 270



Rectangle 65/70





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RF-CONCRETE Members



LONGITUDINAL REINFORCEMENTPossible diameters: 26, 30 mmMax. number of layers: 1

Min. spacing for first layer: 20.0 mmType of anchorage: StraightSteel surface: RibbedReduction of reinforcement: None


REINFORCEMENT LAYOUTConcrete cover acc. to StandardConcrete cover c-top: 50.0 mmConcrete cover c-bottom: 50.0 mmConcrete cover c-side: 50.0 mmReinforcement layout: -z (top) - +z (bottom) (symmetrical

distribution)Relevant internal forces: N, V-y, V-z, M-T, M-y, M-z

MINIMUM REINFORCEMENT

Min. reinforcement area (min. A-s,top): 0.00 cm2


Min. longitudinal reinforcement acc. to Standard:Min. shear reinforcement acc. to Standard:Longitudinal reinforcement for shear force design: Use required longitudinal reinforcement






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ISOMETRIC

4.5511.01

6.71

6.71

5.60

6.02

5.60

5.60

6.90

6.71

6.71

5.92

Z

Y X

6.85

16.38

6.29

6.29

5.60

9.04

5.60

6.34

6.34

5.60


A-s,-z (top)


Members



, CA2,

ISOMETRIC


, CA2,

ISOMETRIC

4.55

11.01

5.60

5.60

16.38

6.71

6.71

6.02

X

Z

Y

6.29

6.71

6.71

5.92

5.60

9.04

6.34


A-s,+z (bottom)




, CA2,

ISOMETRIC





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1.91

2.01

1.68

0.56

9.99

1.66

1.66

0.57

8.42

6.92

1.98

1.98

Z

Y X

1.05

7.20

1.19

1.33

1.21

1.56

1.63

1.38

0.78

11.58

11.39

RF-CONCRETE Members

A-s,T




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Static Tower

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