w1412_tower 1 and tower 2_basic load data-v1
DESCRIPTION
The calculation of Cable car TowerTRANSCRIPT
STATICAL CALCULATION
BASIC LOAD DATA
230 – ATW – HA LONG BAY, VIETNAM
WAA0003920
Tower 1 AND Tower 2
Client: Garaventa AG Birkenstrasse 47 CH-6343 Rotkreuz
March 2015 RM Lei Lei Date elaborated checked released
Project No.: W1412 all 31 Pages
W1412 Basic load data – Tower 1 and Tower 2 Page 2
Projekt Nr.: W1412 03.2015
CONTENTS 1. General 3
2. Basics 3
2.1. Relevant drawings and documents 3
2.2. Verifications and calculations 4
2.3. Materials 4
2.4. Software 5
3. Load cases / Combination of load cases 6
3.1. Design criteria 6
3.2. Safety Factors 6
3.3. Load cases 7
3.4. Load combination 13
4. Images of tower 1 14
4.1. Isometric views 14
4.2. Wind X 15
4.3. Wind Y 16
4.4. Support forces 17
4.5. Maximum deformations in z-direction 18
4.6. Minimum deformations in z-direction 19
4.7. Total deformation at the top (translation) 20
4.8. Total deformation at the top (rotation) 21
5. Images of tower 2 22
5.1. Isometric views 22
5.2. Wind X 23
5.3. Wind Y 24
5.4. Support forces 25
5.5. Maximum deformations in z-direction 26
5.6. Minimum deformations in z-direction 27
5.7. Total deformation at the top (translation) 28
5.8. Total deformation at the top (rotation) 29
6. Pile foundation 30
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1. General
The consulting engineers’ society BauCon ZT GmbH was authorized by Garaventa AG to
perform the statical calculations of the tower 1 and tower 2 as well as the formwork and
reinforcement drawings for the project 230 – ATW – Ha Long Bay, Vietnam.
2. Basics
2.1. Relevant drawings and documents
a) Support reactions document for tower 1 and tower 2 from Garaventa
b) Support reactions drawings for tower 1 and tower 2 from Garaventa
c) Design of tower 1 and tower 2 structure from Garaventa
d) Geological and topographical data
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2.2. Verifications and calculations
All stability verifications are executed with the Dlubal RFEM software.
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
Tower 1:
Piles: M450 waterproof, XC4 XS2 XF2 XA2, F5
Foundations: M450 waterproof, XC4 XS2 XF2 XA2
Tower: M450 waterproof, XC4 XS2 XF2 XA2
Tower 2:
Piles: M450 waterproof, XC4 XS2 XF2 XA2, F5
Foundations: M450 waterproof, XC4 XS2 XF2 XA2
Tower: M450 waterproof, XC4 XS2 XF2 XA2
Unit Weight concr. = 25kN/m3
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Reinforcement Steel (in general) SD390
Allowed yield strength fy = 390N /mm²
Reinforcement Steel (bollard walls) SD490
Allowed yield strength fy = 490N /mm²
2.4. Software
Dlubal RFEM Version 5.04.0058
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3. Load cases / Combination of load cases
3.1. Design criteria
According EN 13107 there are 3 combinations of load cases to examine:
- Permanent design situation
1j 1i
kiQ0iψQiγk1QQ1γKjGGjγDS
- Combination for accidental design situation
1j 1i
kiQ
2iψ
k1Qψ
KjG
GAjγ
DS 1i
- Combination due to seismic loads
1j 1i
kiQ2iψA1γKjGDS Ed
3.2. Safety Factors
for dead loads γdead_load = 1,35
for live loads γlive_load = 1,50
for earthquake loads γearthquake = 1,00
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3.3. Load cases
Dead load
Dead load from the concrete structure in RFEM .
Unit Weight concr. = 25kN/m3
Wind load
● Tower 1
Static and dynamic wind load:
The applied wind loads are according to TCVN 2737. The values for the static and dynamic
wind components at height Hi are listed in the second table.
c = 1 [‐/‐]
W0 = 1,24 [kN/m²]
Terrain class: A
f1 = 0,43 [Hz]
ε = 0,095
γ = 1,2 [‐]
ξ = 2,5 [‐]
ρ = 3 [m]
χ = 124 [m]
ν = 0,70 [‐]
Ψ = 0,834 [1/s²]
Hi [m] k [‐] W [kN/m²] ζ [‐] Wpk [kN/m²] Li [m] mi[t] yi [m] Wpi [kN] wp [kN/m]
42,8 1,441 1,79 0,274 0,34 43 1470,6 0,046 141,9 1,10
83,4 1,587 1,97 0,261 0,36 41 1233,075 0,081 209,2 1,70
124 1,668 2,07 0,255 0,37 40,9 1006,14 0,112 235,7 1,92
168,1 1,745 2,16 0,249 0,38 44,8 1590,9 0,142 471,9 10,53
185,7 1,77 2,19 0,247 0,38 16,6 800,6 0,169 281,5 16,96
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Vortex shedding:
For the wind component vortex shedding the Eurocode ÖNORM B 1991-1-4 is applied.
Wind x – direction:
Vortex shedding action
Height z [m] Δz [m] Mj [kg] Φ n1,y [Hz] yF,max [m] Fw [kN]
0,38 0,090
12,70 25,40 1.114.870,0 0,0089 5,1
34,20 17,60 1.912.680,0 0,0345 33,9
61,00 36,00 2.401.470,0 0,1120 138,1
93,50 29,00 1.783.250,0 0,2480 227,0
119,50 23,00 1.351.350,0 0,3992 276,9
141,50 21,00 1.139.060,0 0,5577 326,0
162,50 21,00 900.279,0 0,7345 339,4
181,50 17,00 796.152,0 0,9145 373,7
∑ 190 11.399.111,0 1.720,2
transverse force at the bottom of the chimney
Fw = 1.720,2 kN
bending moment at the bottom of the chimney
Mw = 233.077,8 kNm
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Wind y – direction:
Vortex shedding action
Height z [m] Δz [m] Mj [kg] Φ n1,y [Hz] yF,max [m] Fw [kN]
0,38 0,098
12,70 25,40 1.114.870,0 0,0089 5,6
34,20 17,60 1.912.680,0 0,0345 37,0
61,00 36,00 2.010.640,0 0,1120 126,1
93,50 29,00 1.524.230,0 0,2480 211,6
119,50 23,00 1.173.140,0 0,3992 262,1
141,50 21,00 1.008.980,0 0,5577 314,9
162,50 21,00 801.861,0 0,7345 329,7
181,50 17,00 796.152,0 0,9145 407,5
∑ 190 10.342.553,0 1.694,4
transverse force at the bottom of the chimney
Fw = 1.694,4 kN
bending moment at the bottom of the chimney
Mw = 232.227,8 kNm
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● Tower 2
Static and dynamic wind load:
c = 1 [‐/‐]
W0 = 1,24 [kN/m²]
Terrain class: A
f1 = 0,73 [Hz]
ε = 0,056
γ = 1,2 [‐]
ξ = 2,125 [‐]
ρ = 3 [m]
χ = 121 [m]
ν = 0,71 [‐]
Ψ = 0,197 [1/s²]
Hi [m] k [‐] W [kN/m²] ζ [‐] Wpk [kN/m²] Li [m] mi[t] yi [m] Wpi [kN] wpi [kN/m]
39 1,424 1,77 0,266 0,33 39,4 1110,9 0,100 46,4 0,39
81 1,573 1,95 0,262 0,36 43,5 1043,4 0,400 174,3 1,34
103,48 1,627 2,02 0,258 0,37 21,5 548,1 0,600 137,3 6,39
121,12 1,662 2,06 0,255 0,37 17,1 426,7 0,800 142,5 8,34
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Vortex shedding:
Vortex shedding action
Height z [m] Δz [m] Mj [kg] Φ n1,y [Hz] yF,max [m] Fw [kN]
0,70 0,066
9,50 19,00 670.271,0 0,0123 10,5
28,75 19,50 1.360.960,0 0,0629 108,7
49,25 21,50 737.302,0 0,1736 162,3
70,75 21,50 887.718,0 0,3498 393,9
92,25 21,50 537.639,0 0,5891 401,8
112,00 18,00 427.124,0 0,8623 467,2
∑ 121 4.621.014,0 1.544,5
transverse force at the bottom of the chimney
Fw = 1.544,5 kN
bending moment at the bottom of the chimney
Mw = 128.486,3 kNm
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Earthquake
Acc to EN1998 – 1
Ground acceleration agR = 1,2 [m/s²]
Importance factor I = 1,0
Design ground acceleration ag = agR * I = 1,2 * 1,0 = 1,2 [m/s²]
Behaviour factor q = 1,5 [-/-]
Ground type B
S = 1,35 [-/-]; TB = 0,15 [s]; TC = 0,5 [s]; TD = 2,0[s]
Load cases according to support reactions document from Garaventa
- Support forces tower 1 → Doc.No. 1390320, Garaventa
- Support forces tower 2 → Doc.No. 1399784, Garaventa
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3.4. Load combination
SLS – Serviceability limit state
ULS – Ultimate limit state
Combination scheme for earthquake conditions, acc. to EC8
EEq_x „+“ 0,3 EEq_y
0,3 EEq_x „+“ EEq_y
In which „+“ means „to combine“. All directions are considered in the analysis. All load
combinations are listed in the RFEM printout report.
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4. Images of tower 1
4.1. Isometric views
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4.2. Wind X
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4.3. Wind Y
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4.4. Support forces
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4.5. Maximum deformations in z-direction
Max deformation uz = 24,9mm
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4.6. Minimum deformations in z-direction
Min deformation uz = 3,2mm
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4.7. Total deformation at the top (translation)
Max deformation u = 465mm
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4.8. Total deformation at the top (rotation)
Max deformation φz = 2,0mrad
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5. Images of tower 2
5.1. Isometric views
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5.2. Wind X
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5.3. Wind Y
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5.4. Support forces
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5.5. Maximum deformations in z-direction
Max deformation uz = 38,4mm
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5.6. Minimum deformations in z-direction
Min deformation uz = 0,8mm
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5.7. Total deformation at the top (translation)
Max deformation u = 328mm
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5.8. Total deformation at the top (rotation)
Min deformation φz = -1,5mrad
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6. Pile foundation
● Tower 1: Pfahlbemessung: BH1
D = 150 [cm]
U = 471 [cm]
Nk = 9550 [kN]
L0 = 20,05 [m]
Lmg = 5,93 [m]
ΣL = 25,98 [m]
τmg,1 = 700 [kN/m²]
l1 = 0 [m]
R1 = 0,0 [kN]
τmg,2 = 700 [kN/m²]
l2 = 5,93 [m]
R2 = 19561,1 [kN]
η = 2 [‐/‐]
ΣR = 19561,1 [kN]
ηNk/ΣR = 0,98 ≤ 1
Pfahlbemessung: BH2
D = 150 [cm]
U = 471 [cm]
Nk = 9550 [kN]
L0 = 21,93 [m]
Lmg = 7,17 [m]
ΣL = 29,1 [m]
τmg,1 = 700 [kN/m²]
l1 = 3,6 [m]
R1 = 11875,2 [kN]
τmg,2 = 700 [kN/m²]
l2 = 3,57 [m]
R2 = 11776,3 [kN]
η = 2 [‐/‐]
ΣR = 23651,5 [kN]
ηNk/ΣR = 0,81 ≤ 1
Pfahlbemessung: BH3
D = 150 [cm]
U = 471 [cm]
Nk = 9550 [kN]
L0 = 19,43 [m]
Lmg = 6,57 [m]
ΣL = 26 [m]
τmg,1 = 700 [kN/m²]
l1 = 0 [m]
R1 = 0,0 [kN]
τmg,2 = 700 [kN/m²]
l2 = 6,57 [m]
R2 = 21672,3 [kN]
η = 2 [‐/‐]
ΣR = 21672,3 [kN]
ηNk/ΣR = 0,88 ≤ 1
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● Tower 2: Pfahlbemessung: F4
D = 150 [cm]
U = 471 [cm]
Nk = 8240 [kN]
L0 = 25,9 [m]
Lmg = 32 [m]
ΣL = 57,9 [m]
τmg,1 = 70 [kN/m²]
l1 = 3,6 [m]
R1 = 1187,5 [kN]
τmg,2 = 120 [kN/m²]
l2 = 28,4 [m]
R2 = 16059,8 [kN]
η = 2 [‐/‐]
ΣR = 17247,3 [kN]
ηNk/ΣR = 0,96 ≤ 1 Pfahlbemessung: F6
D = 150 [cm]
U = 471 [cm]
Nk = 8000 [kN]
L0 = 26,5 [m]
Lmg = 30 [m]
ΣL = 56,5 [m]
τmg,1 = 70 [kN/m²]
l1 = 4 [m]
R1 = 1319,5 [kN]
τmg,2 = 120 [kN/m²]
l2 = 26 [m]
R2 = 14702,7 [kN]
η = 2 [‐/‐]
ΣR = 16022,1 [kN]
ηNk/ΣR = 1,00 ≤ 1
Pfahlbemessung: F5
D = 150 [cm]
U = 471 [cm]
Nk = 8050 [kN]
L0 = 15,1 [m]
Lmg = 8 [m]
ΣL = 23,1 [m]
τmg,1 = 500 [kN/m²]
l1 = 0 [m]
R1 = 0,0 [kN]
τmg,2 = 500 [kN/m²]
l2 = 8 [m]
R2 = 18849,6 [kN]
η = 2 [‐/‐]
ΣR = 18849,6 [kN]
ηNk/ΣR = 0,85 ≤ 1