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STATICAL CALCULATION
BASIC LOAD DATA
230 – ATW – HA LONG BAY, VIETNAMWAA0003920
BOTTOM AND TOP STATION
Client:Garaventa AGBirkenstrasse 47CH-6343 Rotkreuz
March 2015 FEA Lei Lei
Date elaborated checked released
Project No.: W1412 all 33 Pages
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CONTENTS
1.
General 3
2. Basis 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 9
4. Images of bottom station 10
4.1.
Isometric views 10
4.2.
Live load 14
4.3.
Support forces_max 15
4.4. Support forces_min 16
4.5.
Tension track rope line 1 17
4.6.
Tension track rope line 2 18
4.7.
High tide max 19
4.8. Low tide min 20
4.9. Maximum deformations in z-direction 21
4.10. Minimum deformations in z-direction 22
5.
Images of top station 23
5.1.
Isometric views 23
5.2. Live load 27
5.3. Support forces_max 28
5.4. Support forces_min 29
5.5. Tension track rope line 1 30
5.6. Tension track rope line 2 31
5.7. Maximum deformations in z-direction 32
5.8.
Minimum deformations in z-direction 33
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1. General/ Tổng quan
The consulting engineers society BauCon ZT GmbH was authorized by Garaventa AG. to
perform the statical calculations of the bottom and top station as well as formwork and
reinforcement drawings for the project 230 – ATW – Ha Long Bay, Vietnam.
Hiệp hội k ĩ sư BauCon ZT GmbH do Garavanta AG ủy quyền thực hiện tí nh toán ổn định
Tháp 1 và tháp 2 cũng như là ván khuôn và bản vẽ gia cường cho dự án 230 - ATW - tại Hạ
Long - Việt Nam.
2. Basis/ Tài l iệu cơ sở
2.1. Relevant drawings and documents/ Bản vẽ và tài liệu liên quan
a) Support reactions document for bottom and top station from Garaventa
b) Support reactions drawings for bottom and top station from Garaventa
c) Design of bottom and top station structure from Garaventa
d) Geological and topographical data
a) Tài liệu hỗ tr ợ cho Tháp 1 và tháp 2 từ Garaventa;
b) Bản vẽ hỗ tr ợ cho tháp 1 v
à th
áp 2 từ Garaventa;
c) Thiết kế cấu tr úc tháp 1 và tháp 2 từ Garaventa;
d) Dữ liệu địa chất và địa h ình
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Reinforcement Steel (in general) SD390
Allowed yield strength f y = 390N /mm²
Reinforcement Steel (bollard walls) SD490
Allowed yield strength f y = 490N /mm²
2.4. Software: Phần mềm
Dlubal RFEM Version 5.03.0050
Con Dim Version 7.1.3.2
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3. Load cases / Combination of load cases/ Tải trọng/ Kết nối tải trọng
3.1. Design cri teria/ Tiêu chí thiết kế
According EN 13107 there are 3 combinations of load cases to examine:
- Permanent design situation/ T ình huống thiết kế lâu dài
SD γ
GjG
Kj γ
Q1Q
k1 γ
Qi ψ
0iQ
ki j 11 i
- Combination for accidental design situation/ Kết hợp tình huống thiết kế đặc biệt
S γ G ψ1i Q ψ QD GAj Kj k1 2i ki
j 1 i 1
- Combination due to seismic loads/ Kết hợp do tải trọng chịu động đất
1 j 1i
kiQ
2iψA
1γ
KjG
DS Ed
3.2. Safety actors Y u tố an toàn
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/ Tải trọng
Dead load: Tải tĩnh
Dead load from the concrete structure in RFEM .
Unit Weight concr . = 25kN/m3
Earth pressure/ Áp lực đất
Backfill unit weight: backfill. = 20kN/m3
Angle of shear resistance φ Filling, d
Live load pk = 10,0kN/m²
Horizontal component of the earth pressure
eh_top = pk x Kah
eh_bottom = pk + γ x h) x Kah
Additional loads resulting from buoyancy are taken into consideration.
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Live load/ tải tĩnh
Live load on all platforms: q = 5kN/m2
Earthquake/ Động đất
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 D
S = 1,35 [-/-]; TB = 0,2 [s]; TC = 0,8 [s]; TD = 2,0[s]
Sd(T1) = ag * S * 2,5 / q = 1,2 * 1,35 * 2,5 / 1,5 = 2,7 [m/s²]
⇒ in RFEM 0,27 * g , where g is the gravity acceleration
Load cases accord ing to support reactions document from GaraventaTải trọng theo tài liệu hỗ trợ tử Garaventa
- Self weight
- Support forces_max
- Support forces_min
- Tension track rope line 1
- Tension track rope line 2
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3.4. Load combination/ Kết nối tải
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 bot tom station/ H ình ảnh ga đi
4.1. Isometr ic views/ Phép chiếu đẳng cự
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4.2. Live load/ Tải tĩnh
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4.3. Support forces_max/ Lực đỡ tối đa
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4.4. Support forces_min/ Lực đỡ tối thiểu
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4.5. Tension track rope line 1/ Cáp kéo 1
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4.6. Tension track rope line 2/ Cáp kéo 2
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4.7. High tide max/ Mực thủy triều tối đa
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4.8. Low tide min/ Mức thủy triều tối thiểu
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4.9. Maximum deformations in z-direction/ Biến dạng tối đa theo hướng Z
Max deformation uz = 25,1mm < 10m/300 = L/300
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4.10. Minimum deformations in z-direction/ Biến dạng tối thiểu theo hướng Z
The deformations in x-/y- directions are less than 25mm and are therefore not shown here.
They will be included in the final statical calculation.
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5. Images of top station/ H ình ảnh ga đến
5.1. Isometric views: Phép chiếu đẳng cự
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5.2. Live load/ Tải động
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5.3. Support forces_max/ Lực đỡ tổi đa
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5.4. Support forces_min/ Lực đỡ tối thiểu
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5.5. Tension track rope line 1/ Cáp kéo 1
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5.6. Tension track rope line 2/ Cáp kéo 2
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5.7. Maximum deformations in z-direction/ Biến dạng tối đa theo hướng Z
Max deformation uz = 39,9mm < 15m/300 = L/300
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5.8. Minimum deformations in z-direction/ Biến dạng tối thiểu theo hướng Z
The deformations in x-/y- directions are less than 15mm and are therefore not shown here.
They will be included in the final statical calculation.