report(english version)参考地质资料

report(english version)参考地质资料,x学习英文

1.0 、前言Foreword

受巴斯夫（中国）有限公司和德希尼布天辰化工工程有限公司委托，我院对拟建“巴斯夫INTERMEDIATES THF/POLY-THF项目”场地进行工程地质勘察工作。

Commissioned by BASF (China) Co., Ltd and TECHNIP COFLEXIP Chemical Engineering Co.,Ltd， our institute has undertaken the engineering geologic investigation of the INTERMEDIATES THF/POLY-THF Project. 1.1、工程概况Project profile

拟建工程位于上海市化学工业区B700～B900地块内，东近目华路、南近南河。 场地内主要拟建工艺装置区及辅助配套建筑物，各拟建（构）筑物的设计参数见表1，平面位置见“勘探孔平面布置图”。

The project is located in Plot B700～B900 of Shanghai Caojing Chemical Industry Park (SCIP). It is to the west of Muhua Rd and to the north of Nan River.

Please refer to Table 1 for the proposed process plant, the accessory buildings, the design parameters of the proposed buildings (structures). Please refer to the Floor Plan of the Boreholes for

1.2、勘察目的及技术要求Investigation purposes and technical requirements

本次勘察属详细勘察阶段，目的是为拟建(构)筑物的基础工程、基坑工程和厂区道路，地坪工程的设计、施工提供必要的工程地质资料。具体任务如下：

This investigation is on the detailed investigation phase, the objective of which is to provide necessary geological data for the design and construction of buildings’ foundation and pits, the roads and the ground in the plant. Details are as following:

A、查清拟建(构)筑物地基压缩层及基坑稳定验算深度范围内地基土构成、分布规律及其工程地质特性；

To learn the composition, the distribution rules and geological features of

foundation’s compression stratum, and of the foundation soil within the calculation depth of pit stability.

B、提供各土层物理力学性质综合指标，地基承载力设计值fd和桩基承载力参数(包括桩周土极限摩阻力标准值fs和桩端土极限端阻力标准值fp)，提供基础沉降计算所需岩土参数；

1 页 第

report(english version)参考地质资料,x学习英文

To provide the comprehensive mechanical parameters of each stratum, bearing capacity of foundation fd, bearing capacity of pile foundation (including ultimate friction on pile sides fs and ultimate end bearing on pile tops fd), and the geotechnical parameters needed in foundation settlement calculation.

表1 拟建（构）筑物设计参数一览表

C、 明确场地地震动峰值加速度，地震基本烈度及场地类别；进行地基土的地震液化判定,如有液化，则计算液化等级和液化强度比。

To specify the maximum acceleration of earthquake, basic earthquake intensity, and site class. If there is seismic liquefaction, liquefaction scale and liquefaction intensity ratio need to be calculated.

2 页 第

report(english version)参考地质资料,x学习英文

D、 简述场地地形、地貌特征，查清拟建场地内可能分布的近代海沟，海槽淤积层等不良地质现象的分布规律及性质，并评价对本工程的影响，提出相应的整治措施。

To give a brief description of the topographical features, and the distribution rules and features of some adverse geological conditions, such as possible recent sea channels, and bay mucky stratum. In addition, to estimate their effects on this project, and to put forward corresponding measures.

E、 调查场地浅部地下水埋藏特征，补给、排泄规律；了解杭州湾潮汐动态和本场地地下水的联系及对本工程的影响。判定场地内地下水对混凝土及钢结构的腐蚀性及其程度，并提出相应的防护措施。

To study the embedment features, recharging and charging rules of the shallow ground water. To learn Hangzhou Bay tides’ influence on the site, meanwhile, to estimate the ground water’s influence on the project. In addition, to specify ground water’s corrosion extent on concrete and steel structure, and to put forward corresponding protection measures.

F、评述场地工程地质条件，根据各拟建工程的特点，对相应的基础形式作出评价及建议：

To describe the geological conditions of the site. And according to the features of different buildings, to estimate and recommend suitable foundation form for each building:

a、 对拟采用天然地基的辅助配套建筑，建议合理的基础持力层和基础砌置深度； To recommend suitable sustaining layer of foundation, and foundation depth for the BUILDINGs that would adopt shallow foundation.

b、对拟采用桩基础的建(构)筑物，建议合理的桩基持力层，桩端入土深度、桩型、桩径及相应的桩基承载力。

To recommend suitable sustaining layers, depths, types, diameters, and bearing capacities of foundation piles for the buildings in PROCESS PLANT, which would adopt foundation piles.

c、对厂区道路、地坪工程，建议合理的路基。对浅部土层作为路基的可行性进行评价，并提出相应的加固方案，为路基改良设计、施工所需的有关岩土参数进行建议。

To recommend suitable foundation for the roads and ground in the plant; to evaluate the feasibility of shallow soil as the road foundation, and to put forward corresponding consolidation programs. To recommend the geological parameters needed in design and

3 页 第

report(english version)参考地质资料,x学习英文

construction of road foundation improvement

d、评价有关建(构)筑物基坑的开挖条件，建议合理的基坑开挖围护及降水方案，并提出基坑设计所需的岩土参数。

To predict the conditions for pit excavation; to recommend pit bracing and dewatering plans; and to give geotechnical parameters needed for the pit design.

G、评价基础和基坑工程施工对环境的影响，提出工程施工需注意的有关事项。 To predict the effects of pit construction on the environment, and to illustrate the problems that need attention during construction.

1.3、执行规范、规程及标准Codes, regulations and standards abided by

A、中华人民共和国国家标准 National standards of PRC. a.《岩土工程勘察规范》（GB50021-2001）

Code for Investigation of Geotechnical Engineering GB50021-2001 b.《建筑地基基础设计规范》（GB50007-2002）

Standard for Foundation Design for Building Foundation GB50007-2002 c.《建筑抗震设计规范》(GB50011-2001)

Standard for Building Seismic Design GB50011-2001 d.《构筑物抗震设计规范》(GB50191-93) Standard for Building Seismic Design GB50191-93 e.《中国地震动参数区划图》(GB18306-2001)

National Seismic Zonation of Dynamic Parameters GB18306-2001 f.《土工试验方法标准》(GB/T50123-1999) Standard for Soil Test Methods GB/T 50123-99 g.《岩土测试规范》(GB/T50266-1999)

Standard for Geotechnical Test Methods GB/T50266-1999 h.《地下水水质分析标准》(GBJ14848-93)

Standard for Groundwater Quality Analysis (GBJ14848-93) i.《工程建设标准强制性条文》

The Compulsory Provisions of Engineering Construction Standards B、专业规范 Professional standards:

4 页 第

report(english version)参考地质资料,x学习英文

a.《静力触探技术标准 》(CECS 0488)

Technical Standard for Cone Penetration CECS 0488 b.《岩土工程勘察报告编制标准》(CECS 15618-95) Standard for Geotechnical Investigation Report CECS 15618-95 C、上海市地方规范 Local standards of Shanghai City a.《岩土工程勘察规范》（DGJ 08-37-94）

Shanghai Code for Geotechnical Investigation, DGJ 08-37-94 b.《地基基础设计规范》（DGJ 08-11-1999） Code for Foundation Design DGJ08-11-1999 c.《建筑抗震设计规范》(DGJ 08-9-92) Standard for Building Seismic Design DGJ08-9-92 d.《基坑工程设计规程》（DGJ 08-61-97） Code for Design of Foundation Pit DGJ 08-9-92 e.《地基处理技术规范》（DGJ 08-40-94）

Technical Code for the Foundation Treatment DGJ08-40-94 f.《上海地区地基钻探安全操作规程》 (DGJ 08-3-83)

Safety Code for Foundation Investigation Boring in Shanghai DGJ 08-3-83 D、境外标准 Foreign standards a.英国标准 British standards a1《原位测试标准》（BS5930）

BS 5930 Code of Practice for Site Investigation

a2《民用工程勘探土工试验方法（第1部分~第9部分）》（BS1377） BS1377 Methods of test for soils for civil engineering purposes (Part 1 to Part 9) b.美国标准 American standards

《岩土工程试验标准》（ASTM）之D1452、D1194、D2113、D2487、D3441 D1452, D1194, D2113, D2487 and D3441 in Standard for Soil Test Methods (ASTM). 1.4、工作简况Brief introduction of the work

本次勘察工作按德希尼布天辰化工工程公司提出的岩土勘察要求及合同工作量所编制的《勘察投标书》和2002年8月29日现场会议要求执行，勘探孔孔位、孔类及室

5 页 第

report(english version)参考地质资料,x学习英文

内外实验项目由委托方确定。

The investigation work scope is in accordance with the requirements from the site meeting on Aug. 29th, 2002, and with the Bidding Documents for the Investigation which is based on both the geotechnical investigation requirements given by TECHNIP COFLEXIP and the work scope specified in the Contract. The location and type of the boring holes, and the test items are specified by the Consignor.

勘察野外施工自2002年8月24日进场，至2002年9月2日结束，开动XY-1型钻机4台、SY-10型静探车2台，施工总历时10天。

The field investigation was started from Aug. 24th, 2002 and completed on Sept.2nd, 2002. Four sets of XY-1 type driller and 2 sets of SY-10 SPT equipment were used during the 10-day site construction.

勘察全过程严格按照本院根据ISO 9000标准编制的质量保证体系文件执行，施工质量优良。

The quality assurance system in accordance with the ISO 9000 system implemented by our Institute was strictly followed during the investigation. The construction quality is evaluated as excellent.

1.5、勘察手段与完成工作量Investigation methods and work scope

A、取样钻孔采用泥浆护壁循环钻进，分回次钻进取芯，采取不扰动土样。 Mud flush drilling and core drilling were adopted in boring the holes for the undisturbed soil samples.

B、标准贯入试验在钻孔内进行，钻孔采用泥浆护壁循环钻进，分回次钻进取芯，

进行标准贯入试验并采取扰动土样。

SPT was done in the borehole. Mud flush drilling and core drilling were adopted in

the SPT for the undisturbed soil samples.

C、静力触探试验采用单桥探头进行测试，由专用微机采集、记录数据并形成Ps

值随深度变化的连续曲线。

The cone penetration test was done with a single-bridge sensor and the data were

collected and recorded by a computer, and thus the continuous curve of the Ps value indifferent depth was made.

D、密度试验采用环刀法，进行两次平行测定。

6 页 第

report(english version)参考地质资料,x学习英文

Density test was done with core cutter method , two parallel tests were made. E、电阻率测试采用直流电阻率法，以求得土层的视电阻率。

Electricity resistivity test was done with the direct-current resistance method to get “ρ”of the soil.

F、十字板剪切试验采用电测十字板设备进行。

The vane-shear test was done with electronic vane-shear device. G、现场注水试验采用钻孔降水头注水法试验。

The field water injection test was done with the injection method of borehole dewatering.

H、加州承载比试验（CBR）在室内进行，分别在最大干密度、最优含水量情况下及饱和状态下进行试验。

The California bearing ratio (CBR) test was done in the lab and under the conditions of maximum dry density, optimum water content and saturated condition.

I、勘探孔定位以设计孔位坐标为依据，以场地所在化工区内设置的坐标控制点（PG4、PG5、PG6点）为基准，换算成统一的坐标系统，进行现场放样。并测量各孔口高程，采用吴淞高程系统，高程引测于化工区内所设置的PG5点，该点吴淞高程为3.3421m（上海化学工业区提供）。

Based on the coordinates of the designed holes, and the coordinate control points （PG4, PG5 and PG6）set in the Chemical Park, the positioning of the benchmarks is changed into the overall reference coordinates. And the positions are set out accordingly. The altitude of each borehole was measured with the Wusong Altitude system. The starting point of the altitude measurement was Point PG5 in the Chemical Park, and the point was at 3.3421m WuSong level (provided by SCIP).

J、对现场采取的水、土样按要求进行水、土工试验，其中动三轴、共振柱试验经业主同意，以补充资料的形式提交成果。

The water and soil tests on the water and soil samples taken on the field were done in accordance with the requirements. The results of dynamic triaxial tests, and resonant column tests are to be provided in supplements, as approved by the Contractor.

本次勘察工作完成工作量见表2。

Please refer to Table 2 for the investigation work quantity.

7 页 第

report(english version)参考地质资料,x学习英文

勘 探 工 作 量 一 览 表

Work Quantity

8 页 第

report(english version)参考地质资料,x学习英文

2.0场地工程地质条件Engineering geological condition of the site 2.1、地形地貌特征及场地现状Topography and Geomorphology of the Site 场地属长江三角洲东南前缘潮坪地貌类型，于1996~1997年经围海吹填形成，吹填土源于场地南部杭州湾潮间带沉积粉土，局部为淤泥质粉质粘土，厚度变化大。

The site is of the damp soil type of the southeast frontier of the Changjiang River Delta. It was reclaimed from the sea during 1996-1997. The backfill was the sediment soil from the Hangzhou Bay to the south of the Site. Part of the backfill is sandy silt with various depths.

2.2、地基土的构成与特征Components and features of foundation soils

根据野外勘探结果，结合现场原位测试与室内土工试验成果，按照规范《DGJ08-37-94》“附录D”，将本场地60.35m以浅揭露的土层划分为12个层次。

场地各土层纵横空间分布特点见工程地质剖面图，地基土分层特征见表3。 Based on the field investigation, in-situ tests and lab soil tests, the soil within depth of 60.35m in the site can be classified into 12 strata according to Attachment D of the Code DGJ08-37-94.

Please refer to the engineering geotechnical section plan for the distribution of each stratum, and see Table 3 for the strata’s features.

2.3、地基土层物理力学性质综合指标Parameters of the physical properties of the foundation soil

根据地基土层划分结果，以各地基土层为统计单元，对地基土物理力学性质指标进行分析，剔除个别明显不合理偏值后，采用10％舍去法进行分层统计，求得各地基土层物理力学性质综合指标(包括平均值、统计样本数与最大、最小值及变异系数)。

According to the ground soil division, each stratum is used as one statistics unit. Its mechanical indexes of the ground soil are analyzed, and some diverging values are cancelled. Thus, with the statistics method of canceling 10%, the comprehensive mechanical parameters of each ground soil stratum are obtain (including the average, the statistics sample number, the max, the min, and the variance coefficient).

颗粒分析指标、直剪快剪指标、前期固结压Pc、压缩指数Cc、固结系数Cv、有机

9

页 第

report(english version)参考地质资料,x学习英文

质含量、三轴剪切试验指标、加州承载比试验指标、击实试验指标、密度试验指标、渗透试验指标、视电阻率、十字板剪切试验指标及静探险比贯入阻力、标准贯入实测击数提供平均值。各指标统计结果见表4。

The values of following tests are listed in Table 4: particle analysis, direct shear, pre-consolidation pressure PC, compression coefficient Cc, organic matter contents, triaxial shear,test,California bearing ratio,compaction test,density test,permeability test, resistivity,vane-shear test, cone penetration resistance, and the strikes of the standard penetration. 2.4、地下水Ground water

场地紧邻杭州湾，浅部地下水属潜水类型，与南侧杭州湾水有密切的水力联系，水位及水化学特征受潮汐动态控制。

The site is just beside the Hangzhou Bay and its shallow water is phreatic water. The ground water is closely related with the Hangzhou Bay. The water level and chemical features are subject to the tide in the Bay.

地下水位受潮汐影响较大，根据对钻孔中地下水位24小时跟踪观测结果，地下水位受潮汐影响的日变化幅度为1.0m左右，地下水变化受潮汐影响一般滞后3小时左右。勘探期间，实测场地地下水水位吴淞 标高为2.6~2.9 m。根据上海市有关规范，本场地常年平均地下水位埋深可取0.50m。

The water level is much subject to the tide. The continuous observation of the water level in the boreholes in 24 hours shows that the water level varies by 1.0m in one day. Generally, the ground water level is changed within 3 hours after the tide changes. During the investigation the measured water WuSong level was from 2.6~2.9 m. According to the relevant codes of Shanghai, the usual water embedment depth is 0.5m.

通过对现场采取的83只水样进行Cl-及SO42- 分析， Cl-含量在65.3mg/L~5621mg/L之间, SO42- 含量在275mg/L~1390mg/L之间，水质变化受潮汐水动态及大气降水、蒸发影响。场地内地下水PH值在7.8~8.2之间。

A total of 83 water samples were taken and Cl-及SO42- analysis were done on them. The result shows that Cl- content is from 65.3mg/L to 5621mg/L, SO42- content is from 275mg/L to 1390mg/L. The water quality is affected by the tides of Hangzhou Bay, rainfall and evaporation. PH value is from 7.8 to 8.2.

场地及附近未发现地下水污染源存在，根据现场采取的4组地下水样进行水质分析

第10 页

report(english version)参考地质资料,x学习英文

的结果，可判定：本场地浅部地下水对砼无腐蚀性，对钢结构具中等腐蚀性。 No underground water pollution source was found in and nearby the Site. Judging from the water quality analysis on the 4 water samples taken from the site we can say that the shallow water is not to weak corrosivity to concrete, but it has medium to weak corrosivity to steel structure.

2.5、地震动峰值加速度(或地震基本烈度)、场地类别及液化判定Basic seismic intensity, seismic type of the Site, and liquefaction analysis

根据有关规范：本场地属Ⅳ类场地，地震动峰值加速度为0.05g(相当于地震基本烈度6度)。本场地地基土可不考虑砂土液化问题。

According to the relevant standards, the site is thought to be Type IV and the peak value of seismic acceleration is 0.05g (equal to 6 degree basic seismic intensity). The seismic liquefaction need not be taken into consideration for this site.

鉴于本工程的特殊性，业主要求部分主体项目场区按地震烈度7度进行地震液化评价。场地20m以浅分布有成层饱和的②3-1层砂质粉土，根据现场标准贯入试验成果，结合室内颗粒分析指标，按照规范综合判定：地基土在地震烈度7度条件下，不会发生砂土液化。(液化判定计算结果见表5)。

Taken the particularity of the project into consideration, the Client requires that the seismic liquefaction of the main project zones should be evaluated at 7 degree. Stratum ②3-1 on the site is saturated sandy silt within the depth of 20m. Based on the results of the SPT on site, the grain size analysis test in lab, and the relevant codes, it can be concluded that no sand liquefaction can happen on the Site when the seismic intensity is at 7 degree. (Please refer to Table 5 for the liquefaction result).

Table 5 标准贯入试验液化判别表 Liquefaction analysis based on SPT value

第11 页

report(english version)参考地质资料,x学习英文

第12

页

report(english version)参考地质资料,x学习英文

3.0地基土分析与评价Analysis and evaluation of the foundation soils

3.1、地基承载力设计值Design value of the foundation’s bearing capacity

地基承载力设计值根据《DGJ08-11-1999》规范中第4.2.3式及静力触探相关公式计算，并结合地区建筑经验提供(见表6)。计算时假定：

The design value of the foundation’s bearing capacity was calculated according to Article 4.2.3 of the Code DGJ08-11-1999, the experiences of the similar projects in this area, and the relevant cone penetration formulas(Please refer to Table 6). The calculation presumed that:

1、地下水位埋深取0.50m；Depth of ground water is 0.5m. 2、基底砌深d＝1.00m；Depth of foundation base d=1.00m. 3、条形基础宽度b=1.50m；Width of strip foundation b=1.50m.

具体设计时，应根据实际基础形状、尺寸和埋深条件，并考虑下卧层强度后，按表

第13

页

report(english version)参考地质资料,x学习英文

4有关指标，运用《DGJ08-11-1999》规范中第4.2.3式及静力触探相关公式进行修正。

When design, the values should be modified with the relevant cone penetration formulas and in accordance with the Article 4.2.3 in Code DGJ08-11-1999. Factors such as the actual foundation form, size, embedment condition, and the strength of its underlying stratum should be taken into consideration when modifying the values.

3.2、桩基承载力参数Bearing capacity parameters of the pile foundation

依据各地基土层物理力学性质综合指标，结合岩性特征及埋藏条件，根据《DGJ08-11-1999》及《DGJ08-37-94》规范中有关公式计算、查表，结合经验确定桩基承载力参数(见表6)。

The bearing capacity parameters of the pile foundation (see Table 6) are calculated with relevant formulas in Code DGJ08-37-94 and DGJ08-11-1999, the composite mechanic indexes of each stratum, their geotechnical features, their embedment features, and the experiences of similar projects in the same area.

表6 地基承载力设计值及桩基承载力参数表

Table 6 Design value of foundation bearing capacity and

第14 页

report(english version)参考地质资料,x学习英文

3.3、地基变形估算所需岩土参数Calculation parameters for foundation deformation

根据地基土层原位测试及室内土工试验综合成果，针对相应土层埋藏条件及拟采用的基础形式，按照《DGJ08-72-98》规范要求，提供各地基土层变形估算岩土参数(见表7)。其中桩基沉降量估算所需的值宜采用建议值，即Espcz～△p+pcz。

The geotechnical parameters for foundation deformation (see Table 7) were calculated in accordance with the requirements of Code DGJ08-72-98, based on the composite test results of in-situ tests and lab tests, taking into account the soil embedment situation and the form of foundation to be adopted. Among them the ES value needed for the calculation of pile foundation settlement should use the proposed value, i.e., Espcz～△p+pcz.

表7 地 基 变 形 估 算 岩 土 参 数 表

第15

页

report(english version)参考地质资料,x学习英文

本工程所涉及的岩土工程分析，均基于业主提供的拟建（构）物设计参数一览表所要求沉降控制的基础上。具体如下：

The geotechnical engineering analysis involved in this project was without exception based on the settlement control requirement as provided by the Client in the Overview of Design Parameters of the Proposed Buildings (Structures). Details are as following: 3.4.1管架及厂区道路、地坪工程Piperacks, roads and floor of the plant 3.4.1.1管架PIPE RACKS

A、基础形式及其持力层分析 foundation form and analysis of the bearing capacity strata

管道宽2~5m，竖向叠置导管层数为2~3层，高度6~20m，设计单柱荷重900KN，控制基础最大沉降量为25mm，沉降差10mm，拟采用桩基础。

Piperacks are of various sizes ranging from 2m to 5m wide and 2 to 3 tiers of pipe. The piperacks height ranges from 6m to 20m. The design bearing capacity of the single pile is 900KN，the maximum settlement is 25mm, and settlement difference is 10mm. Therefore, pile foundation is proposed.

由于管架上各管道对构件差异变形控制要求严格，因此拟建管架宜采用桩基,选择 ⑤1-1层土为桩基持力层 ，综合考虑基桩沉桩能力，宜采用350×350预制方桩或Φ400PHC管桩，桩基全断面入土深度为20.5m左右。设计计算时，当由于荷载差异大，导致⑤1-2层变形产生的差异沉降量大于10mm时，宜选择⑦1层土为桩基持力层 ，采用450×450预制方桩或Φ500PHC管桩，桩基全断面入土深度为27.5m左右。

As there are stringent deformation control requirement for the piperacks, pile foundation should be adopted with Stratum ⑤1-1 as the sustaining stratum. Considering the pile setting

第16

页

report(english version)参考地质资料,x学习英文

capacity, it is suggested to use 350×350 precast square pile or Φ400PHC pipe pile. The full section of the pile should enter a depth of about 20.5m. In design calculation, if the big difference in load results in a more than 10mm differential settlement due to the deformation of Stratum ⑤1-2, it is suggested to use Stratum ⑦1 as the sustaining stratum. Precast square piles with a size of 450×450mm or PHC pipe piles with a diameter of 500mm should be used. The full section of the pile should enter a depth of about 27.5m.

B、单桩竖向承载力估算 Calculation of vertical bearing capacity of single pile

根据以上分析，现对桩基的单桩竖向承载力进行估算(估算结果见表3.4.1.1-1)。 Based on the above analysis, the calculation results of vertical bearing capacity of single pile is given below (Table 3.4.1.1-1)

表3.4.1.1-1 单桩竖向承载力估算表

Table 3.4.1.1-1 Calculation of vertical bearing capacity of single pile

第17 页

report(english version)参考地质资料,x学习英文

注: 1. 上表为按地基土计算的单桩竖向承载力设计值，未考虑桩身强度；

2. 桩端全断面不包括桩尖部分，即有效桩长不包括桩尖部分。

Notes: 1. The calculation of the design values of vertical bearing capacity for single pile in the above table was based on foundation soil, and the strength of the pile itself was not taken into consideration.

2. The full section depth of the pile does not include the pointed part, i.e., the valid pile length does not include the pointed part.

C、基础中心最终沉降量估算calculation of final settlement of foundation center

根据场地工程地质资料，结合上述分析的桩基形式，按有关规范，现对基础中心点最终沉降量估算，见表3.4.1.1-2。

Based on the gelogical documents of the site and the pile foundation type analysis above, the final settlement calculation was worked out according to relevant codes. The results are shown in Table 3.4.1.1-2.

表3.4.1.1-2 基础中心最终沉降量估算表

Table 3.4.1.1-2 Calculation of final settlement of foundation center

3.4.1.2厂区道路、地坪ROADS IN PLANT, FLOOR AREA OF PLANT

场地浅部普遍分布①1层土吹填土，成分以粘质粉土为主，含少量石块，结构松散，强度低；局部分布有①2层土吹填土，成分以淤泥质粉质粘土为主，土的物理力学性质较差，强度低。表层填土不宜直接做厂区道路及地坪的路基，宜经过地基处理后方可使用。地基处理方法可用机械碾压或强夯法。考虑到场地地下水埋藏较浅，浅部土层以渗透性好、易发生震动液化的粉性土为主，为确保加固质量，在地基进行加固处理的同时，宜按一定间隔设置排水沟以降低地下水位。

第18

页

report(english version)参考地质资料,x学习英文

There is uniform distribution of hydraulic fill in the shallow surface of site. It is mainly composed of clay silt and a few stones. It is of loose structure and low strength. The hydraulic fill can not be used as the foundation of the floor or roads. It can be used after some treatments such as rolling compression or dynamic consolidation. The ground water level in the site is not deep, and the shallow soil is mainly composed of silt which has good permeability and can be easily liquefied. Therefore, in order to guarantee the consolidation quality, in the process of the foundation treatment, it is necessary to lower the groundwater level by ways of digging water drains.

3.4.2门卫、消防站、变电站GATE HOUSE, FIRE BRIGADE, and SUBSTATION

门卫及消防站，单层，混凝土墙，顶部轻钢结构，基底荷载25kPa。虽拟建物采用以采用以①层土为持力层的天然地基，地基承载力可满足要求，但考虑到①层土性质差异性较大，且拟建物体形大，为确保基础差异沉降不大于10mm，拟建物如采用①层土为基础持力层时，宜对该土层用机械碾压或强夯法进行加固处理；或采用以②3-1层为基础持力层的天然地基，基础砌置标高2.00m左右，局部填土厚度较大处可采用夯实法进行地基处理。

The Gate House and Fire Brigade is one storey high with reinforced wall and steel frame roof structure. The foundation load is 25kPa. If using Stratum ① as the load sustaining layer of the natural foundation for the proposed buildings, the load bearing capacity of the foundation can meet the requirement. However, as Stratum ① has various mechanic features, if it is used as the load sustaining layer, it should first of all be consolidated by ways of rolling or dynamic consolidation. In this way, the differential settlement of less than 10mm for such a large building can be guaranteed. Or the natural foundation can have Stratum ②3-1 as the sustaining layer. The elevation of the founding layer should be around 2.00m. In certain areas if the backfill is very thick it can be treated by dynamic consolidation.

变电站，单层，钢筋混凝土结构，基底荷载35kPa。拟建场地表部分布的层吹填土厚度1.35~2.70m，拟建变电站宜采强夯法或碾压法进行地基处理；必要时亦可考虑以②3-1层为基础持力层。

The Substation shall be one storey high with reinforced wall and roof. The foundation load is 35kPa. Stratum ①1 distributed at the surface of the proposed building site is hydraulic fill

第19 页

report(english version)参考地质资料,x学习英文

with a thickness from 1.35 to 2.70m. The soil should be treated by ways of rolling or dynamic consolidation and if necessary Stratum ②3-1 can also be used as the sustaining layer of the natural foundation.

根据场地工程地质资料，对上述各建筑物的天然地基基础中心点最终沉降量估算，见表3.4.2。

Based on the engineering geological data of the Site the calculation of the final settlement of the center of the natural foundation for the proposed buildings was worked out, as shown in Table 3.4.2.

表3.4.2 基础中心最终沉降量估算表

Table 3.4.2 Calculation of final settlement of foundation center

罐径为Φ7.5m,H=12m,容积为500m3，基底荷载120kPa，基础容许沉降量150mm。 The tank has a volume of 500m3 is 7.5m in diameter and 12m in height. Foundation load is 120kPa, and the foundation allowable settlement is 150mm.

拟建场地浅部分布的②3-1层砂质粉土，物理力学性质较好。当拟建各罐采用以②3-1层土为基础持力层的天然地基，地基土承载力及沉降控制均可满足要求。基础砌置标高1.30左右，对局部吹填土较厚地段采用夯实或压客注浆法进行地基加固处理。必要时，采用加固深度至⑤1-1层的碎石桩对整个罐区地基进行加固处理；或以 ⑤1-1层为持力层的桩基础，采用350×350预制桩或Φ400PHC管桩。

The Stratum ②3-1 distributed in the shallow surface of the Site has good physical and mechanic features. If the proposed tanks use Stratum ②3-1 as its natural foundation’s sustaining layer, the bearing capacity of the foundation and its settlement control can meet the

第20 页

本文来源：https://www.bwwdw.com/article/kfpj.html