الاتحاد للقطـارات

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1 INTRODUCTION AND SCOPE … 11
2 REFERENCES AND STANDARDS … 11
2 参考资料和标准 ... 11
2.1 References … 11
2.1 参考文献 ... 11
2.2 Codes and standards … 11
2.2 规范和标准...... 11
2.3 UNITS … 11
2.3 个单位 ... 11
2.4 DESIGN SOFTWARE … 11
2.4 设计软件 ... 11
2.4.1. Structural design … 11
2.4.1.结构设计 ... 11
3 GENERAL DESIGN PARAMETERS … 12
3 一般设计参数 ... 12
3.1 MATERIALS AND DURABILITY … 12
3.1 材料和耐久性 ... 12
3.1.1. Durability. … 12
3.1.1.耐久性... 12
3.1.2. Concrete … 12
3.1.2.混凝土 ... 12
3.1.3. Steel reinforcement … 13
3.1.3.钢筋 ... 13
4 GEOTECHNICS … 13
4 岩土工程...... 13
4.1 Design Approach … 13
4.1 设计方法 ... 13
4.1.1. Partial Factors for limits states verification … 13
4.1.1.
4.2 Geotechnical Data … 15
4.2 岩土工程数据 ... 15
5 DESIGN LOADS AND COMBINATIONS … 17
5 设计荷载和组合 ... 17
5.1 LOAD COMBINATIONS … 17
5.1 载荷组合 ... 17
5.1.1. Ultimate limit state … 17
5.1.1.
5.1.2. Serviceability limit states. … 17
5.1.2.适用性极限状态... 17
5.2 LOADS DEFINITION … 17
5.2.1. Dead loads. … 17
5.2.1.死荷载... 17
5.2.2. Earth Pressure Loads … 17
5.2.2.土压力荷载 ... 17
5.2.3. Super Imposed loads … 20
5.2.3.超强荷载...... 20
5.2.4. Imposed loads … 20
5.2.4.外加荷载 ... 20
5.2.5. Railway loads … 21
5.2.5.铁路荷载...... 21
5.2.6. Wind loads … 23
5.2.6.风荷载 ... 23
5.2.7. Thermal actions … 23
5.2.7.热作用...... 23
5.2.8. Seismic actions … 24
5.2.8.地震作用...... 24
5.2.9. Settlements … 25
5.2.9.结算...... 25
5.2.10. Construction Loads … 25
5.2.10.
6 STRUCTURAL DESCRIPTION OF REEM STATION … 26
6.1 Underground Station … 27
6.1 地下车站 ... 27
6.1.1. Geometrical definition … 27
6.1.1.几何定义...... 27
6.1.2. Structural Scheme … 27
6.1.2.结构方案...... 27
6.1.3. Cross-section … 27
6.1.3.横截面
6.2 TRANSITION ZONES (SWITCHES) … 29
6.2 过渡区（开关）......29
6.2.1. Cross-section … 29
6.2.1.横截面 ... 29
6.3 CUT AND COVER … 31
6.3 切割和覆盖...... 31
7 PRELIMINARY CALCULATION OF THE STATION … 32
7.1 Underground structure … 32
7.1 地下结构...... 32
7.1.1. $D$$D$quad D\quad D-Wall design … 33
7.1.1. $D$$D$quad D\quad D -墙面设计 ... 33
7.1.2. Main Transverse Framed Structure … 49
7.1.2.
7.1.3. Slabs … 73
7.1.3.板材 ... 73
7.2 Bоттом SLAB … 83
7.2 Bоттом SLAB ... 83
7.2.1. Uplift Stability … 83
7.2.1.
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2103-AUH-EAS-RP-71100-AA
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7.2.2. ULS Check … 90
7.2.2.ULS 检查 ... 90
7.3 Transition zones … 103
7.3 过渡区...... 103
7.3.1. $D$$D$DD-wall design … 103
7.3.1. $D$$D$DD - 墙面设计 ... 103
7.3.2. Bottom slab … 103
7.3.2.底板 ... 103
8 PRELIMINARY CALCULATION OF THE CUT AND COVER AT NORTH OF STATION … 117
8 火车站以北的挖方和覆土初步计算...... 117
8.1 General description … 117
8.2 Methodology … 117
8.3 Construction sequence … 117
8.3 施工顺序...... 117
8.4 Ground Properties … 118
8.4 地面特性 ... 118
8.5 Retrieval shaft Section … 118
8.5 回收轴部分...... 118
8.5.1. Introduction … 118
8.5.1.导言 ... 118
8.5.2. D-Walls … 118
8.5.2.D 型墙 ... 118
8.5.3. Bracing system … 133
8.5.3.支撑系统 ... 133
8.5.4. Top slab … 143
8.5.4.顶板 ... 143
8.5.5. Bottom slab … 149
8.5.5.底板
8.6 CUT AND Cover Section … 161
8.6.1. Introduction … 161
8.6.1.导言 ... 161
8.6.2. D-walls … 161
8.6.2.D 型墙 161
8.6.3. Top slab … 172
8.6.3.顶板 ... 172
8.6.4. Bottom slab … 173
8.6.4.底板
9 BILL OF QUANTITIES … 182
9 工程量清单...... 182
Index of figures  数字索引
Figure 4-1 Geotechnical Design Note for ADR Station … 16
Figure 4-2 Ground types according to EC 8 - Table 3.3. … 16
图 4-2 根据 EC 8 表 3.3 确定的地面类型。... 16
Figure 5-1 Load model 71 and characteristic values for vertical loads … 21
图 5-1 荷载模型 71 和垂直荷载的特征值 ... 21
Figure 5-2 Load model SW/0 and SW/2 … 21
图 5-2 装载模型 SW/0 和 SW/2 ... 21
Figure 5-3 Characteristic values for vertical loads for load models SW/0 and SW/2 … 21
图 5-3 负载模型 SW/0 和 SW/2 的垂直负载特征值 ... 21
Figure 6-1 Reem station and cut and cover layout. … 26
图 6-1 Reem 管理站和切割与覆盖布局。... 26
Figure 6-2 3D view of ADR station … 26
图 6-2 ADR 工作站的 3D 视图...... 26
Figure 6-3 3D view of ADR cut and cover with retrieval shaft. … 27
图 6-3 ADR 切割和盖板与回收轴的 3D 视图。... 27
Figure 6-4 Typical cross section of passenger building structure of REEM station … 28
图 6-4 REEM 火车站客运大楼结构的典型横截面...... 28
Figure 6-5 Typical cross section of passenger building structure of REEM Station with doubled columns … 28
Figure 6-6 View in plan of the northern open ramp or transition zone … 29
Figure 6-7 Typical cross section of transition zone with high width … 30
图 6-7 高宽度过渡带的典型横截面...... 30
Figure 6-8 Typical cross section of the transition zone with reduced width … 30
Figure 6-9 View in plan of the cut and cover … 31
Figure 6-10 Section of the cut and cover … 32
Figure 7-1 Diagram Envelopes ULS DA-1 / 1 … 37
图 7-1 图表包络 ULS DA-1 / 1 ... 37
Figure 7-2 Diagram Envelopes ALS DA-1 / 1 … 37
图 7-2 图示包络线 ALS DA-1 / 1 ... 37
Figure 7-3 Diagram Phase 1 ULS DA-1 / 1 … 37
图 7-3 图表 第 1 阶段 ULS DA-1 / 1 ... 37
Figure 7-4 Diagram Phase 6 ULS DA-1 / 1 … 37
图 7-4 图表 第 6 阶段 ULS DA-1 / 1 ... 37
Figure 7-5 Diagram Phase 9 ULS DA-1 / 1 … 38
图 7-5 图表 第 9 期 ULS DA-1 / 1 ... 38
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P2103-AUH-EAS-RP-71100-AA
Figure 7-6 Diagram Phase 11 ULS DA-1 / 1 … 38
图 7-6 图表 第 11 期 ULS DA-1 / 1 ... 38
Figure 7-7 Diagram Phase 14 ULS DA-1 / 1 … 38
图 7-7 图表 第 14 期 ULS DA-1 / 1 ... 38
Figure 7-8 Diagram Phase 17 ULS DA-1 / 1 … 38
图 7-8 图表 第 17 期 ULS DA-1 / 1 ... 38
Figure 7-9 Diagram Phase 20 ULS DA-1 / 1 … 39
图 7-9 图表 第 20 期 ULS DA-1 / 1 ... 39
Figure 7-10 Diagram Phase 23 ULS DA-1 / 1 … 39
图 7-10 图表 第 23 期 ULS DA-1 / 1 ... 39
Figure 7-11 Diagram Phase 28 ULS DA-1 / 1 … 39
图 7-11 图表 第 28 期 ULS DA-1 / 1 ... 39
Figure 7-12 Diagram Phase 29 ULS DA-1 / 1 … 39
图 7-12 图 29 ULS DA-1 / 1 ... 39
Figure 7-13 Diagram Phase 38 ULS DA-1 / 1 … 40
图 7-13 图表阶段 38 ULS DA-1 / 1 ... 40
Figure 7-14 Diagram Phase 39 ALS DA-1 / 1 … 40
图 7-14 图表阶段 39 ALS DA-1 / 1 ... 40
Figure 7-15 Diagram Envelopes ULS DA-1 / 2 … 41
图 7-15 图表包络 ULS DA-1 / 2 ... 41
Figure 7-16 Diagram Envelopes ALS DA-1 / 2 … 41
图 7-16 图示包络线 ALS DA-1 / 2 ... 41
Figure 7-17 Diagram Phase 1 ULS DA-1 / 2 … 41
图 7-17 图表 第 1 阶段 ULS DA-1 / 2 ... 41
Figure 7-18 Diagram Phase 6 ULS DA-1 / 2 … 41
图 7-18 图表 第 6 期 ULS DA-1 / 2 ... 41
Figure 7-19 Diagram Phase 9 ULS DA-1 / 2 … 42
图 7-19 图表 第 9 期 ULS DA-1 / 2 ... 42
Figure 7-20 Diagram Phase 11 ULS DA-1 / 2. … 42
图 7-20 图表 第 11 期 ULS DA-1 / 2... 42
Figure 7-21 Diagram Phase 14 ULS DA-1 / 2. … 42
图 7-21 图表 第 14 期 ULS DA-1 / 2... 42
Figure 7-22 Diagram Phase 17 ULS DA-1 / 2 … 42
图 7-22 图表 第 17 期 ULS DA-1 / 2 ... 42
Figure 7-23 Diagram Phase 20 ULS DA-1 / 2 … 43
图 7-23 图表 第 20 期 ULS DA-1 / 2 ... 43
Figure 7-24 Diagram Phase 23 ULS DA-1 / 2. … 43
图 7-24 图表 第 23 期 ULS DA-1 / 2... 43
Figure 7-25 Diagram Phase 28 ULS DA-1 / 2 … 43
图 7-25 图表 第 28 期 ULS DA-1 / 2 ... 43
Figure 7-26 Diagram Phase 29 ULS DA-1 / 2. … 43
图 7-26 图 29 ULS DA-1 / 2... 43
Figure 7-27 Diagram Phase 38 ULS DA-1 / 2. … 44
图 7-27 图 38 ULS DA-1 / 2... 44
Figure 7-28 Diagram Phase 39 ULS DA-1 / 2. … 44
图 7-28 图阶段 39 ULS DA-1 / 2... 44
Figure 7-29 Model definition for section type of passenger building and underground structure … 51
图 7-29 客运大楼和地下结构剖面类型的模型定义 ... 51
Figure 7-30 0.50m slab self-weight definition … 52
图 7-30 0.50 米楼板自重定义...... 52
Figure 7-31 Permanent loads definition … 52
图 7-31 永久负载定义 ... 52
Figure 7-32 Soil weight loads definition … 53
图 7-32 土重载荷定义...... 53
Figure 7-33 Imposed loads definition … 54
图 7-33 外加载荷定义 ... 54
Figure 7-34 Deformation for the earthquake situation ( 4.78 mm ) … 54
图 7-34 地震情况下的变形（4.78 毫米）...... 54
Figure 7-35 Axial forces ( ${\mathrm{N}}_{\mathrm{Ed},max}=-54446\mathrm{kN}$${\mathrm{N}}_{\mathrm{Ed},max}=-54446\mathrm{kN}$N_(Ed,max)=-54446kN\mathrm{N}_{\mathrm{Ed}, \max }=-54446 \mathrm{kN} ) … 55
图 7-35 轴向力 ( ${\mathrm{N}}_{\mathrm{Ed},max}=-54446\mathrm{kN}$${\mathrm{N}}_{\mathrm{Ed},max}=-54446\mathrm{kN}$N_(Ed,max)=-54446kN\mathrm{N}_{\mathrm{Ed}, \max }=-54446 \mathrm{kN} ) ... 55
Figure 7-36 Bending moments on top (roof) slab … 56
Figure 7-37 Bending moments on intermediate slabs … 56
图 7-37 中间楼板上的弯矩 ... 56
Figure 7-38 Shear forces on top slab (left) and on intermediate slabs (right) … 57
Figure 7-39 Axial forces ( ${\mathrm{N}}_{\mathrm{Ed},max}=-37300\mathrm{kN}$${\mathrm{N}}_{\mathrm{Ed},max}=-37300\mathrm{kN}$N_(Ed,max)=-37300kN\mathrm{N}_{\mathrm{Ed}, \max }=-37300 \mathrm{kN} ) … 58
图 7-39 轴向力 ( ${\mathrm{N}}_{\mathrm{Ed},max}=-37300\mathrm{kN}$${\mathrm{N}}_{\mathrm{Ed},max}=-37300\mathrm{kN}$N_(Ed,max)=-37300kN\mathrm{N}_{\mathrm{Ed}, \max }=-37300 \mathrm{kN} ) ... 58
Figure 7-40 Bending moments - roof slab … 59
图 7-40 弯曲力矩 - 屋顶板 ... 59
Figure 7-41 Bending moments - intermediate slab … 59
图 7-41 弯曲力矩 - 中间板 ... 59
Figure 7-42 Shear forces. Shear force at d distance from the end of the column equal to 6450 kN for building’s beams60
图 7-42 剪力。建筑物梁在距柱端 d 处的剪力等于 6450 千牛60
Figure 7-43 Reem Station Building. Cross section studied for uplift verification. … 84
图 7-43 里姆站大楼。为进行翘曲验证而研究的横截面。... 84
Figure 7-44 Failure of stability at the bottom of the D-walls. Red line indicates the surface of rupture. … 84
图 7-44 D 型墙底部稳定性失效。红线表示破裂面。... 84
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Figure 7-45 Failure of stability at the bottom face of the bottom slab. Red line indicates the surface of rupture85
图 7-45 底板底面失稳。红线表示破裂面85
Figure 7-46 Bottom slab model defined in SAP2000 … 91
图 7-46 SAP2000 中定义的底板模型 ... 91
Figure 7-47 Columns reactions at SLS … 92
图 7-47 SLS 的立柱反应...... 92
Figure 7-48 Columns reactions at ULS … 92
图 7-48 柱在 ULS 时的反应...... 92
Figure 7-49 Platform weight ( $\mathrm{q}=1.56\mathrm{m}\cdot 19\mathrm{kN}/{\mathrm{m}}^3\approx 30\mathrm{kN}/{\mathrm{m}}^2$$\mathrm{q}=1.56\mathrm{m}\cdot 19\mathrm{kN}/{\mathrm{m}}^3\approx 30\mathrm{kN}/{\mathrm{m}}^2$q=1.56m*19kN//m^(3)~~30kN//m^(2)\mathrm{q}=1.56 \mathrm{~m} \cdot 19 \mathrm{kN} / \mathrm{m}^{3} \approx 30 \mathrm{kN} / \mathrm{m}^{2} ) … 93
图 7-49 平台重量 ( $\mathrm{q}=1.56\mathrm{m}\cdot 19\mathrm{kN}/{\mathrm{m}}^3\approx 30\mathrm{kN}/{\mathrm{m}}^2$$\mathrm{q}=1.56\mathrm{m}\cdot 19\mathrm{kN}/{\mathrm{m}}^3\approx 30\mathrm{kN}/{\mathrm{m}}^2$q=1.56m*19kN//m^(3)~~30kN//m^(2)\mathrm{q}=1.56 \mathrm{~m} \cdot 19 \mathrm{kN} / \mathrm{m}^{3} \approx 30 \mathrm{kN} / \mathrm{m}^{2} ) ... 93
Figure 7-50 Slab track weight ( $q=0.86\mathrm{m}\cdot 22\mathrm{kN}/{\mathrm{m}}^3\approx 20\mathrm{kN}/{\mathrm{m}}^2$$q=0.86\mathrm{m}\cdot 22\mathrm{kN}/{\mathrm{m}}^3\approx 20\mathrm{kN}/{\mathrm{m}}^2$q=0.86m*22kN//m^(3)~~20kN//m^(2)q=0.86 \mathrm{~m} \cdot 22 \mathrm{kN} / \mathrm{m}^{3} \approx 20 \mathrm{kN} / \mathrm{m}^{2} ) … 93
图 7-50 板轨重量 ( $q=0.86\mathrm{m}\cdot 22\mathrm{kN}/{\mathrm{m}}^3\approx 20\mathrm{kN}/{\mathrm{m}}^2$$q=0.86\mathrm{m}\cdot 22\mathrm{kN}/{\mathrm{m}}^3\approx 20\mathrm{kN}/{\mathrm{m}}^2$q=0.86m*22kN//m^(3)~~20kN//m^(2)q=0.86 \mathrm{~m} \cdot 22 \mathrm{kN} / \mathrm{m}^{3} \approx 20 \mathrm{kN} / \mathrm{m}^{2} ) ... 93
Figure 7-51 Water pressure ( $q=23\mathrm{m}\cdot 10\mathrm{kN}/{\mathrm{m}}^3=230\mathrm{kN}/{\mathrm{m}}^2$$q=23\mathrm{m}\cdot 10\mathrm{kN}/{\mathrm{m}}^3=230\mathrm{kN}/{\mathrm{m}}^2$q=23m*10kN//m^(3)=230kN//m^(2)q=23 \mathrm{~m} \cdot 10 \mathrm{kN} / \mathrm{m}^{3}=230 \mathrm{kN} / \mathrm{m}^{2} ) … 94
图 7-51 水压 ( $q=23\mathrm{m}\cdot 10\mathrm{kN}/{\mathrm{m}}^3=230\mathrm{kN}/{\mathrm{m}}^2$$q=23\mathrm{m}\cdot 10\mathrm{kN}/{\mathrm{m}}^3=230\mathrm{kN}/{\mathrm{m}}^2$q=23m*10kN//m^(3)=230kN//m^(2)q=23 \mathrm{~m} \cdot 10 \mathrm{kN} / \mathrm{m}^{3}=230 \mathrm{kN} / \mathrm{m}^{2} ) ... 94
Figure 7-52 Live loads: Trains ( $q=30\mathrm{kN}/{\mathrm{m}}^2$$q=30\mathrm{kN}/{\mathrm{m}}^2$q=30kN//m^(2)q=30 \mathrm{kN} / \mathrm{m}^{2} ) and passengers ( $\mathrm{q}=5\mathrm{kN}/{\mathrm{m}}^2$$\mathrm{q}=5\mathrm{kN}/{\mathrm{m}}^2$q=5kN//m^(2)\mathrm{q}=5 \mathrm{kN} / \mathrm{m}^{2} ) … 94
图 7-52 活载荷：列车 ( $q=30\mathrm{kN}/{\mathrm{m}}^2$$q=30\mathrm{kN}/{\mathrm{m}}^2$q=30kN//m^(2)q=30 \mathrm{kN} / \mathrm{m}^{2} ) 和乘客 ( $\mathrm{q}=5\mathrm{kN}/{\mathrm{m}}^2$$\mathrm{q}=5\mathrm{kN}/{\mathrm{m}}^2$q=5kN//m^(2)\mathrm{q}=5 \mathrm{kN} / \mathrm{m}^{2} ) ... 94
Figure 7-53 Transverse bending moments in the slab in STR combination 1 … 95
图 7-53 STR 组合 1 中楼板的横向弯矩 ... 95
Figure 7-54 Longitudinal bending moments in the slab in STR combination 1 … 96
图 7-54 STR 组合 1 中楼板的纵向弯矩 ... 96
Figure 7-55 Transverse bending moments in the slab in STR combination 2 … 96
图 7-55 STR 组合 2 中楼板的横向弯矩 ... 96
Figure 7-56 Longitudinal bending moments in the slab in STR combination 2 … 97
图 7-56 STR 组合 2 中楼板的纵向弯矩 ... 97
Figure 7-57 Bottom slab model defined in SAP2000 … 109
图 7-57 SAP2000 中定义的底板模型 ... 109
Figure 7-58 Slab track weight ( $\mathrm{q}=1.20\cdot 23\mathrm{kN}/{\mathrm{m}}^3=27.60\mathrm{kN}/{\mathrm{m}}^2$$\mathrm{q}=1.20\cdot 23\mathrm{kN}/{\mathrm{m}}^3=27.60\mathrm{kN}/{\mathrm{m}}^2$q=1.20*23kN//m^(3)=27.60kN//m^(2)\mathrm{q}=1.20 \cdot 23 \mathrm{kN} / \mathrm{m}^{3}=27.60 \mathrm{kN} / \mathrm{m}^{2} ) … 109
图 7-58 板轨重量 ( $\mathrm{q}=1.20\cdot 23\mathrm{kN}/{\mathrm{m}}^3=27.60\mathrm{kN}/{\mathrm{m}}^2$$\mathrm{q}=1.20\cdot 23\mathrm{kN}/{\mathrm{m}}^3=27.60\mathrm{kN}/{\mathrm{m}}^2$q=1.20*23kN//m^(3)=27.60kN//m^(2)\mathrm{q}=1.20 \cdot 23 \mathrm{kN} / \mathrm{m}^{3}=27.60 \mathrm{kN} / \mathrm{m}^{2} ) ... 109
Figure $7-59$$7-59$7-597-59 Water pressure ( $\mathrm{q}=23\mathrm{m}\cdot 10\mathrm{kN}/{\mathrm{m}}^3=230\mathrm{kN}/{\mathrm{m}}^2$$\mathrm{q}=23\mathrm{m}\cdot 10\mathrm{kN}/{\mathrm{m}}^3=230\mathrm{kN}/{\mathrm{m}}^2$q=23m*10kN//m^(3)=230kN//m^(2)\mathrm{q}=23 \mathrm{~m} \cdot 10 \mathrm{kN} / \mathrm{m}^{3}=230 \mathrm{kN} / \mathrm{m}^{2} ) … 110
图 $7-59$$7-59$7-597-59 水压 ( $\mathrm{q}=23\mathrm{m}\cdot 10\mathrm{kN}/{\mathrm{m}}^3=230\mathrm{kN}/{\mathrm{m}}^2$$\mathrm{q}=23\mathrm{m}\cdot 10\mathrm{kN}/{\mathrm{m}}^3=230\mathrm{kN}/{\mathrm{m}}^2$q=23m*10kN//m^(3)=230kN//m^(2)\mathrm{q}=23 \mathrm{~m} \cdot 10 \mathrm{kN} / \mathrm{m}^{3}=230 \mathrm{kN} / \mathrm{m}^{2} ) ... 110
Figure 7-60 Live loads: Trains ( $q=30\mathrm{kN}/{\mathrm{m}}^2$$q=30\mathrm{kN}/{\mathrm{m}}^2$q=30kN//m^(2)q=30 \mathrm{kN} / \mathrm{m}^{2} ) and passengers ( $\mathrm{q}=5\mathrm{kN}/{\mathrm{m}}^2$$\mathrm{q}=5\mathrm{kN}/{\mathrm{m}}^2$q=5kN//m^(2)\mathrm{q}=5 \mathrm{kN} / \mathrm{m}^{2} ) … 110
图 7-60 活载荷：列车 ( $q=30\mathrm{kN}/{\mathrm{m}}^2$$q=30\mathrm{kN}/{\mathrm{m}}^2$q=30kN//m^(2)q=30 \mathrm{kN} / \mathrm{m}^{2} ) 和乘客 ( $\mathrm{q}=5\mathrm{kN}/{\mathrm{m}}^2$$\mathrm{q}=5\mathrm{kN}/{\mathrm{m}}^2$q=5kN//m^(2)\mathrm{q}=5 \mathrm{kN} / \mathrm{m}^{2} ) ... 110
Figure 7-61 SLS reactions … 111
图 7-61 SLS 反应...... 111
Figure 7-62 ULS reactions … 111
图 7-62 ULS 反应...... 111
Figure 7-63 Transverse bending moments in the slab in STR combination 1 … 112
图 7-63 STR 组合 1 中楼板的横向弯矩 ... 112
Figure 7-64 Longitudinal bending moments in the slab in STR combination 1 … 113
图 7-64 STR 组合 1 中楼板的纵向弯矩 ... 113
Figure 7-65 Transverse bending moments in the slab in STR combination 2 … 113
图 7-65 STR 组合 2 中楼板的横向弯矩 ... 113
Figure 7-66 Longitudinal bending moments in the slab in STR combination 2 … 114
图 7-66 STR 组合 2 中楼板的纵向弯矩 ... 114
Figure 8-1. View in plan of the Retrieval Shaft at the North of Reem Station … 118
图 8-1.里姆站北部的回收井平面图...... 118
Figure 8-2 Section TYPE of the Retrieval Shaft at the North of the Reem Station … 121
Figure 8-3 DA1-1 ULS Internal Forces Envelopes … 122
图 8-3 DA1-1 ULS 内力包络线...... 122
Figure 8-4 DA1-1 ALS Internal Forces Envelopes … 122
图 8-4 DA1-1 ALS 内力包络线...... 122
Figure 8-5 DA1-1 ULS Phase 01 … 122
图 8-5 DA1-1 ULS 01 阶段 ... 122
Figure 8-6 DA1-1 ULS Phase 06 … 122
图 8-6 DA1-1 ULS 第 06 阶段...... 122
Figure 8-7 DA1-1 ULS Phase 09 … 123
图 8-7 DA1-1 ULS 第 09 阶段...... 123
Figure 8-8 DA1-1 ULS Phase 12 … 123
图 8-8 DA1-1 ULS 第 12 阶段...... 123
Figure 8-9 DA1-1 ULS Phase 15 … 123
图 8-9 DA1-1 ULS 第 15 阶段...... 123
Figure 8-10 DA1-1 ULS Phase 18 … 123
图 8-10 DA1-1 ULS 第 18 阶段...... 123
Figure 8-11 DA1-1 ULS Phase 19 … 124
图 8-11 DA1-1 ULS 第 19 阶段...... 124
Figure 8-12 DA1-1 ULS Phase 20 … 124
图 8-12 DA1-1 ULS 第 20 阶段 ... 124
Figure 8-13 DA1-2 ULS Internal Forces Envelopes … 124
图 8-13 DA1-2 ULS 内力包络线...... 124
Figure 8-14 DA1-2 ALS Internal Forces Envelopes … 124
图 8-14 DA1-2 ALS 内力包络线 ... 124
Figure 8-15 DA1-2 ULS Phase 01 … 125
图 8-15 DA1-2 ULS 第 01 阶段 ... 125
Figure 8-16 DA1-2 ULS Phase 06 … 125
图 8-16 DA1-2 ULS 第 06 阶段 ... 125
Figure 8-17 DA1-2 ULS Phase 09 … 125
图 8-17 DA1-2 ULS 第 09 阶段...... 125
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
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P2103-AUH-EAS-RP-71100-AA
Figure 8-18 DA1-2 ULS Phase 12 … 125
图 8-18 DA1-2 ULS 第 12 阶段 ... 125
Figure 8-19 DA1-2 ULS Phase 15 … 126
图 8-19 DA1-2 ULS 第 15 阶段...... 126
Figure 8-20 DA1-2 ULS Phase 18 … 126
图 8-20 DA1-2 ULS 第 18 阶段...... 126
Figure 8-21 DA1-2 ULS Phase 19 … 126
图 8-21 DA1-2 ULS 第 19 阶段...... 126
Figure 8-22 DA1-2 ULS Phase 20 … 126
图 8-22 DA1-2 ULS 第 20 阶段 ... 126
Figure 8-23 View of the bracing system of retrieval shaft model in SAP2000 … 133
图 8-23 SAP2000 中回收轴模型的支撑系统视图...... 133
Figure 8-24 Horizontal pressure defined in SAP2000 … 134
图 8-24 SAP2000 中定义的水平压力 ... 134
Figure 8-25 Axial forces obtained. Concrete ring, ${\mathrm{N}}_{\mathrm{Ed}}=-26640\mathrm{kN}$${\mathrm{N}}_{\mathrm{Ed}}=-26640\mathrm{kN}$N_(Ed)=-26640kN\mathrm{N}_{\mathrm{Ed}}=-26640 \mathrm{kN}, and strut, ${\mathrm{N}}_{\mathrm{Ed}}=-39056\mathrm{kN}$${\mathrm{N}}_{\mathrm{Ed}}=-39056\mathrm{kN}$N_(Ed)=-39056kN\mathrm{N}_{\mathrm{Ed}}=-39056 \mathrm{kN} … 134
图 8-25 获得的轴向力。混凝土环 ${\mathrm{N}}_{\mathrm{Ed}}=-26640\mathrm{kN}$${\mathrm{N}}_{\mathrm{Ed}}=-26640\mathrm{kN}$N_(Ed)=-26640kN\mathrm{N}_{\mathrm{Ed}}=-26640 \mathrm{kN} 和支柱 ${\mathrm{N}}_{\mathrm{Ed}}=-39056\mathrm{kN}$${\mathrm{N}}_{\mathrm{Ed}}=-39056\mathrm{kN}$N_(Ed)=-39056kN\mathrm{N}_{\mathrm{Ed}}=-39056 \mathrm{kN} ... 134
Figure 8-26 Bending moments obtained for concrete ring ( ${\mathrm{M}}_{\mathrm{Ed}}=-46555/+58125\mathrm{kNm}$${\mathrm{M}}_{\mathrm{Ed}}=-46555/+58125\mathrm{kNm}$M_(Ed)=-46555//+58125kNm\mathrm{M}_{\mathrm{Ed}}=-46555 /+58125 \mathrm{kNm} ) … 135
图 8-26 混凝土环 ( ${\mathrm{M}}_{\mathrm{Ed}}=-46555/+58125\mathrm{kNm}$${\mathrm{M}}_{\mathrm{Ed}}=-46555/+58125\mathrm{kNm}$M_(Ed)=-46555//+58125kNm\mathrm{M}_{\mathrm{Ed}}=-46555 /+58125 \mathrm{kNm} ) 获得的弯矩 ... 135
Figure 8-27 Shear forces obtained for concrete ring ( ${\mathrm{V}}_{\mathrm{Ed}}=18620\mathrm{kN}$${\mathrm{V}}_{\mathrm{Ed}}=18620\mathrm{kN}$V_(Ed)=18620kN\mathrm{V}_{\mathrm{Ed}}=18620 \mathrm{kN} ) … 135
图 8-27 混凝土环 ( ${\mathrm{V}}_{\mathrm{Ed}}=18620\mathrm{kN}$${\mathrm{V}}_{\mathrm{Ed}}=18620\mathrm{kN}$V_(Ed)=18620kN\mathrm{V}_{\mathrm{Ed}}=18620 \mathrm{kN} ) 获得的剪力 ... 135
Figure 8-28 Retrieval shaft top slab cross section … 143
Figure 8-29 Failure of stability at the bottom of the D-walls. Red line indicates the surface of rupture. … 150
图 8-29 D 型墙底部稳定性失效。红线表示破裂面。... 150
Figure 8-30 Failure of stability at the bottom face of the bottom slab. Red line indicates the surface of rupture … 151
图 8-30 底板底面失稳。红线表示破裂面...... 151
Figure 8-31 Structural scheme for bottom slab … 156
图 8-31 底板结构方案 ... 156
Figure 8-32 Cut and Cover - North of Reem Station. Elevation … 161
图 8-32 切削覆盖层 - 里姆站以北。标高 ... 161
Figure 8-33 Section TYPE for the Cut and Cover Stretch at the North of Reem Station … 163
Figure 8-34 DA1-1 ULS Internal Forces Envelopes … 164
图 8-34 DA1-1 ULS 内力包络线...... 164
Figure 8-35 DA1-1 ALS Internal Forces Envelopes … 164
图 8-35 DA1-1 ALS 内力包络线 .... 164
Figure 8-36 DA1-1 ULS Phase 01 … 165
图 8-36 DA1-1 ULS 01 阶段 ... 165
Figure 8-37 DA1-1 ULS Phase 03 … 165
图 8-37 DA1-1 ULS 03 阶段...... 165
Figure 8-38 DA1-1 ULS Phase 06 … 165
图 8-38 DA1-1 ULS 第 06 阶段 ... 165
Figure 8-39 DA1-1 ULS Phase 10 … 165
图 8-39 DA1-1 ULS 第 10 阶段 ... 165
Figure 8-40 DA1-1 ULS Phase 13 … 165
图 8-40 DA1-1 ULS 第 13 阶段...... 165
Figure 8-41 DA1-1 ULS Phase 16 … 165
图 8-41 DA1-1 ULS 第 16 阶段...... 165
Figure 8-42 DA1-1 ULS Phase 19 … 166
图 8-42 DA1-1 ULS 第 19 阶段 ... 166
Figure 8-43 DA1-1 ULS Phase 20 … 166
图 8-43 DA1-1 ULS 第 20 阶段 ... 166
Figure 8-44 DA1-1 ULS Phase 21 … 166
图 8-44 DA1-1 ULS 第 21 阶段...... 166
Figure 8-45 DA1-1 ULS Phase 22 … 166
图 8-45 DA1-1 ULS 第 22 阶段 ... 166
Figure 8-46 DA1-2 ULS Internal Forces Envelopes … 167
图 8-46 DA1-2 ULS 内力包络线...... 167
Figure 8-47 DA1-2 ALS Internal Forces Envelopes … 167
图 8-47 DA1-2 ALS 内力包络线 ... 167
Figure 8-48 DA1-2 ULS Phase 01 … 167
图 8-48 DA1-2 ULS 第 01 阶段 ... 167
Figure 8-49 DA1-2 ULS Phase 03 … 167
图 8-49 DA1-2 ULS 03 阶段 ... 167
Figure 8-50 DA1-2 ULS Phase 06 … 168
图 8-50 DA1-2 ULS 第 06 阶段 ... 168
Figure 8-51 DA1-2 ULS Phase 10 … 168
图 8-51 DA1-2 ULS 第 10 阶段 ... 168
Figure 8-52 DA1-2 ULS Phase 13 … 168
图 8-52 DA1-2 ULS 第 13 阶段 ... 168
Figure 8-53 DA1-2 ULS Phase 16 … 168
图 8-53 DA1-2 ULS 第 16 阶段 ... 168
Figure 8-54 DA1-2 ULS Phase 19 … 169
图 8-54 DA1-2 ULS 第 19 阶段 ... 169
Figure 8-55 DA1-2 ULS Phase 20 … 169
图 8-55 DA1-2 ULS 第 20 阶段 ... 169
Figure 8-56 DA1-2 ULS Phase 21 … 169
图 8-56 DA1-2 ULS 第 21 阶段 ... 169
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Figure 8-57 DA1-2 ULS Phase 22 … 169
图 8-57 DA1-2 ULS 第 22 阶段 ... 169
Figure 8-58 Cut and cover top slab cross section 1 ( $\mathrm{L}>20\mathrm{m}$$\mathrm{L}>20\mathrm{m}$L > 20m\mathrm{L}>20 \mathrm{~m} ) … 172
图 8-58 切割和覆盖顶板横截面 1 ( $\mathrm{L}>20\mathrm{m}$$\mathrm{L}>20\mathrm{m}$L > 20m\mathrm{L}>20 \mathrm{~m} ) ... 172
Figure 8-59 Structural scheme for bottom slab (15 m+15 m) … 177
Index of tables  表格索引
Table 2-1 References … 11
表 2-1 参考文献 ... 11
Table 2-2 Software used for the structural design … 12
Table 3-1 Concrete types as per EN 1992-1-1 … 12
表 3-1 符合 EN 1992-1-1 标准的混凝土类型 ... 12
Table 4-1 Partial factors for actions according to tables NA. A1.2(B) and NA. A1.2© for the STR and GEO limit states … 13
表 4-1 根据表 NA.A1.2(B) 和 NA.A1.2©表中 STR 和 GEO 极限状态的部分系数...... 13
Table 4-2 Partial factors for soil parameters for the STR and GEO limit states … 14
Table 4-3 Partial factors for resistances of bored piles for the STR and GEO limit states … 14
表 4-3 STR 和 GEO 极限状态下钻孔灌注桩抗力的部分系数....................
Table 4-4 Partial factors for actions according for the UPL limit state … 14
Table 4-5 Partial factors for soil parameters for the UPL limit state … 14
Table 4-6 Partial factors for resistances for the UPL limit state … 15
表 4-6 UPL 极限状态的电阻局部系数 ... 15
Table 4-7 Ground materials characterization. ADR Station … 16
表 4-7 地面材料特征。ADR 站 ... 16
Table 5-1 Weight of Materials and Finishes … 17
Table 5-2 Removable loads … 20
表 5-2 可移动负载...... 20
Table 5-3 Finishing loads … 20
表 5-3 加工负载...... 20
Table 5-4 Imposed loads to be considered in elevated stations … 20
Table 5-5 Classes of structures subjected to impact from derailed railway traffic (table 4.3, EN 1991-1-7) … 22
Table 5-6 Indicative static equivalent design forces due to impact for class A structures over or alongside railways (table 4.4, EN 1991-1-7) … 22
Table 5-7 Basic wind speeds in UAE … 23
表 5-7 阿联酋的基本风速...... 23
Table 5-8 Design wind pressure for different UAE locations … 23
Table 5-9 Values of the parameters describing Type 2 elastic response spectra as per Table 3.3 of the 1998-1 … 24
Table 5-10 Recommended values of parameters describing the vertical elastic response as per Table 3.4 of the EN 1998-1. … 25
表 5-10 EN 1998-1 表 3.4 中描述垂直弹性响应的参数的建议值。... 25
Table 5-11 Spectral acceleration … 25
表 5-11 光谱加速度 ... 25
Table 7-1 Static - $k_a$$k_a$k_(a)k_{a} and $k_p$$k_p$k_(p)k_{p} - and Dynamic - $k_{AD}$$k_{AD}$k_(AD)k_{A D} and $k_{PD}$$k_{PD}$k_(PD)k_{P D} - pressure coefficients of the Geotechnical Units. DA-1 Combination 1 … 33
表 7-1 静态 - $k_a$$k_a$k_(a)k_{a} 和 $k_p$$k_p$k_(p)k_{p} - 以及动态 - $k_{AD}$$k_{AD}$k_(AD)k_{A D} 和 $k_{PD}$$k_{PD}$k_(PD)k_{P D} - 岩土力学单元的压力系数。DA-1 组合 1 ... 33
Table 7-2 Static - $k_a$$k_a$k_(a)k_{a} and $k_p$$k_p$k_(p)k_{p} - and Dynamic - $k_{AD}$$k_{AD}$k_(AD)k_{A D} and $k_{PD}$$k_{PD}$k_(PD)k_{P D} - pressure coefficients of the Geotechnical Units. DA-1Combination 233
表 7-2 岩土单元的静态 - $k_a$$k_a$k_(a)k_{a} 和 $k_p$$k_p$k_(p)k_{p} - 以及动态 - $k_{AD}$$k_{AD}$k_(AD)k_{A D} 和 $k_{PD}$$k_{PD}$k_(PD)k_{P D} - 压力系数。DA-1组合 233
Table 7-3 Moment Md Design values on D-walls … 45
表 7-3 D 型墙的力矩 Md 设计值...................
Table 7-4 Shear Force $Q_d$$Q_d$Q_(d)Q_{d} Design values on D-walls … 45
表 7-4 D 型墙的剪力 $Q_d$$Q_d$Q_(d)Q_{d} 设计值 ... 45
Table 7-5 Forces on Top Slab Design values … 45
表 7-5 顶板受力设计值...... 45
Table 7-6 Forces on Intermediate Slabs Design values … 45
表 7-6 中间板上的力 设计值...... 45
Table 7-7 Forces on Bottom Slab Design values. … 46
表 7-7 底板受力设计值 .... 46
Table 7-8 Forces on Temporary Anchorages Design values … 46
表 7-8 临时锚固件上的力 设计值...... 46
Table 7-9 Columns design forces … 69
表 7-9 柱的设计力 ... 69
Table 7-10 Friction resistance per ml of D-Wall … 90
表 7-10 每毫升 D 型墙的摩擦阻力 ... 90
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REEM STATION (ADR). STRUCTURE REPORT
雷姆站（ADR）。结构报告
Table 7-11 Bottom slab design bending moments … 97
表 7-11 底板设计弯矩 ... 97
Table 7-12 Friction resistance per ml of D-Wall … 108
表 7-12 每毫升 D 型墙的摩擦阻力...... 108
Table 7-13 Bottom slab design bending moments … 114
表 7-13 底板设计弯矩...... 114
Table 8-1 Chainage and section type of the studied sections. … 117
表 8-1 所研究路段的里程和路段类型。... 117
Table 8-2 Diaphragm-Walls E•I Inertia Moment Modulus … 120
Table 8-3 Considered Stiffness values for the Retrieval Shaft at the North of the Reem Station. … 120
表 8-3 雷姆站北面取物竖井的考虑刚度值... 120
Table 8-4 Geometry features for the Calculation Section - Retrieval Shaft at the North of the Reem Station … 121
Table 8-5 Moment $M_d$$M_d$M_(d)M_{d} Design values on D-walls - Section RETRIEVAL SHAFT … 128
表 8-5 D 型墙的力矩 $M_d$$M_d$M_(d)M_{d} 设计值 - 截面回转支撑 ... 128
Table 8-6 Shear force $Q_d$$Q_d$Q_(d)Q_{d} Design values on D-walls - Section RETRIEVAL SHAFT … 128
表 8-6 D 型墙的剪力 $Q_d$$Q_d$Q_(d)Q_{d} 设计值 - 截面回转支撑 ... 128
Table 8-7 Axial Forces on Top Slab - Section RETRIEVAL SHAFT … 128
Table 8-8 Axial Forces on Temporary Anchors - Section RETRIEVAL SHAFT … 128
Table 8-9 Axial Forces on Permanent Struts - Section RETRIEVAL SHAFT … 128
Table 8-10 Axial Forces on Bottom Slab - Section RETRIEVAL SHAFT … 129
Table 8-11 Concrete ring reinforcement definition … 142
Table 8-12 Strut reinforcement definition. … 142
表 8-12 支杆加固定义。... 142
Table 8-13 Diaphragm-Walls E•I Inertia Moment Modulus … 162
Table 8-14 Considered Stiffness values for the Cut and Cover Section in the North of Reem Station. … 162
表 8-14 里姆站以北明挖加盖段的考虑刚度值... 162
Table 8-15 Geometry features for the Calculation Section - C&C Section … 163
Table 8-16 Moment Md Design values on D-walls - Cut and Cover Section … 171
Table 8-17 Shear force $Q_d$$Q_d$Q_(d)Q_{d} Design values on D-walls - Cut and Cover Section … 171
表 8-17 D 型墙的剪力 $Q_d$$Q_d$Q_(d)Q_{d} 设计值 - 截面和盖面 ... 171
Table 8-18 Axial Forces on Top Slab - Cut and Cover Section … 171
Table 8-19 Axial Forces on Temporary Struts - Cut and Cover Section. … 171
表 8-19 临时支撑杆上的轴向力 - 切割和覆盖部分。... 171
Table 8-20 Axial Forces on Permanent Struts - Cut and Cover Section … 171
Table 8-21 Axial Forces on Bottom Slab - Cut and Cover Section … 171
$$$$qquad\qquad

The scope of this document is to provide a concept design structural definition of the station called Al Reem Station, including a Cut and Cover at its exit, for the Phase 1 UAE High Speed Rail (HSR) Project. The design shall be in compliance with the Contract and shall incorporate International Best Practices.
本文件的范围是为阿联酋高速铁路（HSR）项目一期工程提供一个名为 Al Reem 站的概念设计结构定义，包括其出口处的切割和盖板。设计应符合合同规定，并采用国际最佳做法。

The following documents are included as a reference guide:
以下文件可作为参考指南：

Table 2-1 References  表 2-1 参考资料

Refer to Design Criteria Reports included in chapter 2.
请参阅第 2 章中的 "设计标准报告"。

The Metric SI system will be used throughout the project unless otherwise stated.
除非另有说明，否则整个项目都将使用公制 SI 系统。
[m], [mm], [kN], [kN/m²], [kN/m³], [MPa], [kPa], [ ${}^{\circ }\mathrm{C}],[\mathrm{rad}],\left[{}^{\circ }\right]$$\left.{}^{\circ }\mathrm{C}\right],[\mathrm{rad}],\left[{}^{\circ }\right]${:^(@)C],[rad],[^(@)]\left.{ }^{\circ} \mathrm{C}\right],[\mathrm{rad}],\left[{ }^{\circ}\right].

The following software will be used for the structural design.
结构设计将使用以下软件。
$$$$qquad\qquad

Table 2-2 Software used for the structural design.
表 2-2 结构设计所用软件

All the general requirements concerning the durability of the elements are defined in the documents P2103-UAE-EAS-RP-05108 Building Structures Design Criteria and P2103-UAE- EST-RP-02125-00 Tunnels and Underground Design Criteria. Below, it is detailed some characteristics considered in Al Reem Station (also called ADR Station) for this preliminar stage, however, the contractor shall provide the durability assesment during detailed design stage.
P2103-UAE-EAS-RP-05108 《建筑结构设计标准》和 P2103-UAE- EST-RP-02125-00 《隧道和地下设计标准》中规定了有关构件耐久性的所有一般要求。下文详细介绍了 Al Reem 车站（又称 ADR 车站）在初步阶段考虑的一些特点，但承包商应在详细设计阶段提供耐久性评估。

For ADR Station, the following classes of concrete will be used:
ADR 站将使用以下等级的混凝土：

Table 3-1 Concrete types as per EN 1992-1-1
表 3-1 符合 EN 1992-1-1 标准的混凝土类型
(*) Concrete properties shall be confirmed as per geotechnical results and environmental conditions.
(*) 混凝土性能应根据岩土工程结果和环境条件加以确认。

Concrete covers are defined in P2103-UAE-EAS-RP-05108 and P2103-UAE-ECB-RP-02105.
混凝土盖板在 P2103-UAE-EAS-RP-05108 和 P2103-UAE-ECB-RP-02105 中定义。

All reinforcing steel shall be S500B with minimum yield strength ( ${\mathrm{f}}_{\mathrm{y}}$${\mathrm{f}}_{\mathrm{y}}$f_(y)\mathrm{f}_{\mathrm{y}} ) of 500 MPa .
所有钢筋均应为 S500B，最小屈服强度（ ${\mathrm{f}}_{\mathrm{y}}$${\mathrm{f}}_{\mathrm{y}}$f_(y)\mathrm{f}_{\mathrm{y}} ）为 500 兆帕。
The steel reinforcement properties are defined in P2103-UAE-EAS-RP-05108 and P2103-UAE-ECB-RP-02105.
钢筋性能在 P2103-UAE-EAS-RP-05108 和 P2103-UAE-ECB-RP-02105 中定义。

Underground structures shall be designed in accordance with the requirements established in Eurocode 7 and Eurocode $8-5$$8-5$8-58-5. In designing by Eurocode, EQU, GEO, STR, UPL and HYD ultimate limit states must be taken into consideration, where relevant.
地下结构应根据欧洲规范 7 和欧洲规范 $8-5$$8-5$8-58-5 中规定的要求进行设计。在按照欧洲规范进行设计时，必须酌情考虑 EQU、GEO、STR、UPL 和 HYD 极限状态。

The verification of global uplift will be performed according UPL limit state while the verification of structural (STR) and ground (GEO) limit states will be performed according to Design Approach 1:
将根据 UPL 极限状态进行总体翘曲验证，而结构（STR）和地面（GEO）极限状态的验证将根据设计方法 1 进行：

Annex A of Eurocode 7 defines the following partial safety factors, which will be considered in the analyses.
《欧洲规范》第 7 条附件 A 规定了以下部分安全系数，在分析中将予以考虑。

Table 4-1 Partial factors for actions according to tables NA. A1.2(B) and NA. A1.2© for the STR and GEO limit states
表 4-1 根据表 NA.A1.2(B) 和 NA.A1.2©表中 STR 和 GEO 极限状态的部分系数

Table 4-2 Partial factors for soil parameters for the STR and GEO limit states
表 4-2 STR 和 GEO 极限状态下土壤参数的部分系数

Table 4-3 Partial factors for resistances of bored piles for the STR and GEO limit states
表 4-3 STR 和 GEO 极限状态下钻孔灌注桩抗力的部分系数

Table 4-4 Partial factors for actions according for the UPL limit state
表 4-4 根据 UPL 极限状态采取行动的部分因素

Table 4-5 Partial factors for soil parameters for the UPL limit state ETIHAD RAIL
表 4-5 埃蒂哈德铁路 UPL 极限状态下土壤参数的部分系数

Table 4-6 Partial factors for resistances for the UPL limit state
表 4-6 UPL 极限状态的电阻局部系数
Clause A3.3.2 in BS NA EN 1997-1 indicates that a model factor of 1.40 should be applied in the calculations of the characteristic resistances for piles. Additionally defines the partial factors for pile’s resistances calculations (R1 and R4 sets) which correspond to the ones defined in Table 4-3.
BS NA EN 1997-1 第 A3.3.2 条指出，在计算桩的特性阻力时，应采用 1.40 的模型系数。此外，还定义了用于计算桩抗力的部分系数（R1 和 R4 组），与表 4-3 中定义的系数一致。

Geotechnical properties have been established based on the Geotechnical Design Notes for ADR Station.
岩土特性是根据 ADR 站的岩土设计说明确定的。

Proposed profile:  建议的概况：

Ground Water Depth:  地下水深度：
Design Code and Ground Type:
设计规范和地面类型：
Geotechnical parameters:
岩土工程参数：

RECOMMENDATIONS  建议
Geotechnical Risks:  岩土工程风险：
0.0 to 7.0 m MD SAND $(\mathrm{SL}+4,0)$$(\mathrm{SL}+4,0)$quad(SL+4,0)\quad(\mathrm{SL}+4,0)
0.0 至 7.0 米 MD 砂 $(\mathrm{SL}+4,0)$$(\mathrm{SL}+4,0)$quad(SL+4,0)\quad(\mathrm{SL}+4,0)
7.0 to 20 m SST
7.0 至 20 米海平面

From 20.0 to depth MDS
从 20.0 到 MDS 深度
$0,0\mathrm{m}$$0,0\mathrm{m}$0,0m0,0 \mathrm{~m} elevation   $0,0\mathrm{m}$$0,0\mathrm{m}$0,0m0,0 \mathrm{~m} 提升
B

Geotechnical paramers:  岩土工程参数：

Literature refers to low to moderate risk of cavities in Saadiyat Island, mainly at the contact between the Ghayati (formed by
文献提到，萨迪亚特岛的龋齿风险为低度至中度，主要发生在盖亚提（由藻类形成的）和萨迪亚特（由藻类形成的）之间的接触处。
sandstone and calcarenite) and the Gachsaran Formation (constituted by mudstone, gypsum and siltstone). The investigations currenlty available do not reach that contact. For this reason, during future stages of the present project the geotechnical investigations in the area, shall be focused on:
由砂岩和方解石组成）和加赫萨兰层（由泥岩、石膏和粉砂岩组成）。目前进行的勘测还没有达到这一接触点。因此，在本项目的未来阶段，将重点对该地区进行岩土工程勘察：
-Detection of karst through massive geophysics and boreholes at specific location where evidence of karst are detected. -Swelling potential of mudstone, siltstone and gypsum
-通过大规模地球物理探测和在发现岩溶迹象的特定地点进行钻孔探测岩溶。-泥岩、粉砂岩和石膏的膨胀潜力

In this environment of extreme variability, the actual rock conditions for a specific drilled shaft cannot be determined with any degree of accuracy prior to construction. Design, construction, and inspection have to be flexible enough to adjust to conditions actually encountered. Probe holes for downhole inspection and identification of cavities and seams along the sides and beneath the base of the D W alls shall be executed during construction.
在这种极端多变的环境中，特定钻井的实际岩石条件无法在施工前准确确定。设计、施工和检查必须足够灵活，以适应实际遇到的情况。在施工过程中，应打探孔进行井下检查，并确定井筒两侧和底部的空洞和接缝。
These aspects shall be carefully considered for the design of deep excavations, particularly when the structure is founded in the Gachsaran formation.
在设计深基坑时应仔细考虑这些方面，特别是当结构建立在加克萨兰地层中时。

Dewatering:  脱水：
According to the geotechnical information available, the stations D Walls will be embedded in the Gachsaran Formation. Due to the expected low permeability of this formation, no considerable water ingress is expected during excavation. Therefore, the dewatering inside the station can be carried out through French drains to evacuate the water trapped in the ground. Thus, no impact is foreseen on adjacent structures.
根据现有的岩土工程资料，车站 D 的围墙将埋在 Gachsaran 地层中。由于该地层的渗透性较低，预计在挖掘过程中不会有大量的水渗入。因此，车站内部的脱水工作可通过法国式排水沟进行，以排出滞留在地下的水。因此，预计不会对邻近结构造成影响。

In case cavities are detected at the analysed area, groun treatment shall be carried out prior to the construction of the station to gurantee the stability and watertightness of the excavation.
如果在分析区域发现空洞，则应在建造车站之前对空洞进行处理，以确保挖掘的稳定性和水密性。

Figure 4-1 Geotechnical Design Note for ADR Station.
图 4-1 ADR 站的岩土工程设计说明。