中英文地勘(地质勘查)报告

第一章工程概况
1. Project profile
工程名称：
Project name:
工程地点：
Position:
拟建工程概况：拟建厂房一间，南北长154.11m，东西宽105.28m，局部宽136.77 m，为1层钢结构，局部2～3层，拟采用独立柱基础，柱间距约10m，厂房内设有8吨吊车，基底压力约
50kPa。

厂房中部设有2座高货架,货架基底压力约为120kPa，高货架部位独立柱基础基底压力按200kPa考虑。

厂房内局部有地下室，埋深约5.0m。

Proposed project introduction: One-story Production hall(PH) is steel structure, some area has mezzanine floor. The length of PH from north to south is 154.11m, and the width from east to west is 105.28m, partly the width is 136.77m. The column distance is about 10m with proposed independent foundation.
Among the PH, there are 8-ton cranes in some area, and the subgrade reaction is about 50kpa. In the middle of PH, the subgrade reaction of the two high rack storage is about 120kpa. In the pressure area, the bottom elevation of the basement is about EL -5.000m.
勘察阶段：详细勘察。

Stage: detailed investigation stage
岩土工程勘察等级：根据《岩土工程勘察规范》GB50021-2001第3.1.1条～第3.1.4条，该工程重要性等级为三级，场地等级为二级，地基等级为二级，勘察等级为乙级。

Degree: Degree of importance for the proposed project is Class 3, and that of complexity of the site and the foundation is also Class 2, according to the Code for Geotechnical Engineering Investigation
GB50021-2001(3.1.1~3.1.4), we define this geotechnical engineering investigation as Class B.
勘察任务及要求：
Task and requirement of the investigation
1.查明拟建场地范围内岩土层的类型、深度、分布、工程特性，提出详细的岩土工程资料，为设计和施工提供所需的各种参数；
Identify composition, distribution rules, depth and engineering geologic features of the foundation soils within the exploration depth at the proposed site. To provide detail comprehensive physical & mechanical parameters of each stratum, design parameters of ground bearing capacity and pile foundation bearing capacity, and geotechnical parameters required for foundation settlement calculation.
2.查明地下水的埋藏条件、水位、变化幅度，判定地下水（土）对建筑材料的腐蚀性；提供场地标准冻结深度；
2. Identify embedment status, type, water table and evolution of underground water, and evaluate the corrosiveness degree of site soil and groundwater to building materials. Provide the standard frozen depth of
the soil at proposed site.
3.确定场地土的类型及建筑场地类别、判定饱和粉土及砂土的液化可能性；
3. Specify site classification and zoning of the site into sections.
To identify distribution status of saturated silty soil and sandy soil and assess its liquefaction potential and liquefaction degree.
4.对地基的稳定性、均匀性、承载力问题进行评价；
4. Give a brief evaluation about the stability, uniformity and bearing
capacity of the soil foundation.
5.查明场地内不良地质作用类型的成因、分布范围、发展趋势及危害程度，并提出评价与整治方案及建议；
5. Identify the cause, distribution range, development trend and extend of damage of defective geological environment on site. Also provide the evaluation and related treatment scheme.
6.选择合理的基础类型及埋深；如使用桩基，选择最佳桩端持力层，提供桩基参数。

6. Recommend and select suitable type and depth of the foundation. Select the best load bearing stratum and provide the pile parameters if pile foundation be adopted on the project.
布孔原则及实施：根据甲方提供的建筑总平面图，依据《岩土工程勘察规范》GB50021-2001第4.1.11条～第4.1.20条之规定，本次勘察在建筑物边线、角点共布设36个勘探点，其中生产车间荷载较小，按天然地基考虑,勘探孔深度10.0 m～15.0m；高货架部位荷载较大，按复合地基考虑，勘探孔深度20.0 m～25.0m。

具体布孔
详见“勘探点平面布置图”，各孔深度等见“勘探点一览表”。

Work scope and rules:
Basing on the architectural layout from the client, and according to the Code for Geotechnical Engineering Investigation
GB50021-2001(4.1.11~4.1.20), we arranged totally 36 holes on site. The depth of boring hole in most area of PH is 10~15m, belong to natural soil foundation with normal load.
But for the high rack storage area, the depth of boring hole increased to 20~25m, belong to composite soil foundation with relatively large load. Detail information PLS see “boring hole layout” and “boring hole sheet”.
勘探方法：采用钻探取样、标准贯入试验和静力触探相结合勘探方法
Investigation methods: Adopts a combination of borehole sampling, in-situ test (SPT and CPT).
1、钻探：采用DPP100-3E型汽车钻机，回转式螺旋钻头钻进，地下水位以上干钻，回次进尺不大于1m。

采用活塞式取土器，静压法采取土样，取样前需清孔，孔底残留浮土厚度不得大于取土器上端废土段长度，遇砂层可采用套管护壁或岩芯管钻进，水位以下可采用泥浆护壁，开孔直径150mm，终孔直径不小于110mm。

1. Boring: Using drilling truck (DPP100-3E), Rotary screw drill , drilling at circulation break above the underground level, footage<1m. Sample the soil on Static pressure method by Piston type soil sampler. The holes need to be cleaned, and the length of remained capping mass
on the hole bottom should less than the redundant soil length on the top of
the sampler.
Casing hole-boring method can be adopted to drill through the sand layer, and slurry wall can be used under the groundwater. The diameter of the beginning hole is 150mm, and the final diameter should be no less than 110mm.
2、静力触探：采用单桥探头，微机自动处理，要求每0.1m采集一组数据。

2. CPT: Cone penetration test is done by single-bridge sensor. T he data is collected and recorded automatically with the period of every per 0.1m by microprocessor.
3、标准贯入试验：锤重63.5kg，落距76cm，预打15cm，贯入深度30cm，采用自动脱钩、自动落锤，清孔后换用标准贯入器并量得深度尺寸。

先击入15cm不计击数,再记录后30cm中的每10cm 的锤击数.
3. In SPT, a 63.5kg heavy hammer is used, and the dropping distance is 76cm. At the beginning, 15cm distance is prepared. The hammer is automatically unhooked and falling freely. No blow count is logged for the first 15cm penetration. Blow counts are recorded in subsequent 10cm interval in the 30cm.
勘探依据：
1、《岩土工程勘察规范》GB50021-2001( 2009年版)
Code for Geotechnical Engineering Investigation GB50021-2001 Edition 2009 National standards of PRC
2、《建筑地基基础设计规范》GB50007-2011
Code for Building Foundation Design GB50007-2011 National standards of PRC
3、《建筑抗震设计规范》GB50011-2010
Code for Seismic Design of Buildings GB50011-2010 National standards of PRC
4、《中国地震动参数区划图》GB18306-2001
Seismic ground motion parameter zonation map of China GB18306-2001
5、《静力触探技术标准》CECS04:88
Technical Standard for Cone Penetration CECS 04:88 Industry standard
6、《建筑工程地质勘探与取样技术规程》JGJ／T87-2012
Standard for Soil investigation and sampling, JGJ/T87-2012 Industry standard
7、《土工试验方法标准》GB/T50123-1999
Standard for Soil Test Method GB/T 50123-1999 National standards of PRC
8、《建筑地基处理技术规范》JGJ79-2002
Standard for foundation treatment technology, JGJ79-2002
9、《建筑工程抗震设防分类标准》GB50223-2008
Standard for Classification of Seismic Protection of Building Constructions GB 50223-2008
10、《工业建筑防腐蚀设计规范》GB50046-2008
Code for anticorrosion on design of industrial construction, GB50046-2008
11、《河北省建筑地基承载力技术规程》DB13(J)/T48-2005
Technical code for building foundation bearing capacity in hebei province DB13(J)/T48-2005
12、《房屋建筑和市政基础设施工程勘察文件编制深度规定》
Depth survey and documentation regulations of Housing construction and municipal infrastructure projects
外业时间：2013年4月3日进场，当日完成全部外业工作。

Field operation: All the operation work finished On the whole day of 2013/4/3.
标高依据：本次勘察采用北京54坐标系和相对高程，以甲方提供的场地红线西北角A1（X=4377948.110，Y=480122.536）与西南角A2（X=4377740.922，Y=480165.755）作为两个控制点，测放各孔位的固定坐标，以场地西南角爱民东道路中心一点为假定高程0.00 m，据此实测各孔口相对标高。

Elevation system: Adopt the Beijing 54 coordinate system and relative elevation. All the exploration points of the boring hole are set out basing upon the two control points which provided by the client. They are A1, on the north-west corner (X=4377948.110，Y=480122.536), A2 on the south-west corner（X=4377740.922，Y=480165.755）. The relative elevation system is adopted for the height survey. One base point in the middle of East Aimin Road(South-west to the site) is taken as benchmark for height survey, and its elevation is assumed as 0.00mm.
场地工程地质条件
Engineering Geological Conditional of the site 一、地形、地貌
场地属河流冲积平原区，地势较平坦，地貌单一。

孔口相对标高为-0.33～0.52m，高差0.85m。

Features of the Geomorphology and Landform
The site is located in river flat area. Its terrain is relatively flat and its landform is single type. Elevation of natural ground surface where all exploratory holes are concerned ranges from -0.33m to 0.52m (relative elevation, the same below), altitude difference is 0.85m.
二、地层岩性及工程地质特性
Features of foundation soils
勘探深度范围内揭露天然地层属第四系全新统（Q4）河流冲积地层，土质以粘性土、粉土和粉细砂为主，表层为耕植土。

根据土质特征和力学性质，由上至下共划分为8个地层单元和2个亚层。

其工程特性分层描述如下：
The investigation showed that the surface layer of the planned construction site is classified as Q4 in the river flat area, which is composed of clay, silt and clay sand, topsoil is arable soil. Within the investigation depth, the soil layers of planned construction site could be divided into eight engineering geologic layers, two sub-layers, which are described in details as follows:
①层耕植土：以黄色粉土为主，夹粉质粘土，土质不均，层厚
0.5～1.5m；
Layer 1 Topsoil: this layer mainly consists of yellowish silt, mixed up thin layers of silty clay, uneven properties with a thickness ranging from
0.5~1.5m.
②层粉土：黄色，稍湿～湿，中密，摇振反应迅速，断面无光泽，干强度和韧性低，夹粉质粘土薄层。

承载力特征值fak=110kPa；Layer 2 Silt: mixed thin layers of silty clay. yellow, slight wet-wet, middle dense, swing reaction is rapid, no gloss in cutting, low in dry strength and low in toughness, The load feature fak=110kpa.
③1层粘土：黄色～黄灰色，软塑，高压缩性，无摇振反应，断面有光泽，干强度和韧性高，夹粉土薄层。

承载力特征值fak=90kPa；Layer 3.1 clay: mixed thin layers of silt. Y ellow-yellow gray, soft plasticity, high compressibility, no swing reaction, cutting glossily, high
in dry strength and high in toughness, The load feature fak=90kpa.
③层粉质粘土：黄灰色～灰色，可塑，中～高压缩性，无摇振反应，断面稍有光泽，干强度和韧性中等，夹粉土薄层，夹礓石。

承载力特征值fak=110kPa；
Layer 3 silty clay: mixed thin layers of silt and ginger nut. Yellow
gray-gray, plasticity, middle-high compressibility, no swing reaction, cutting rather glossily, middle in dry strength and middle in toughness, The load feature fak=110kpa.
④层粉细砂：黄灰色～灰色，饱和，中密～密实，成份以石英、长石为主，含云母，夹粉土薄层。

承载力特征值fak=160kPa；
Layer 4 fine silty sand: mixed thin layers of silt. Y ellow gray-gray, saturation, middle compressibility-dense, mainly consists of quartz and feldspar, containing mica, The load feature fak=160kpa.
⑤层粉质粘土：灰色～黄色，可塑，中压缩性，无摇振反应，断面稍有光泽，干强度和韧性中等，夹粉土薄层。

承载力特征值fak=120kPa。

Layer 5 silty clay: mixed thin layers of silt. gray-yellow, plasticity, middle compressibility, no swing reaction, cutting rather glossily, middle in dry strength and middle in toughness, The load feature fak=120kpa.
⑥层粉土夹粉砂：黄色，湿，密实，摇振反应迅速，断面无光泽，干强度和韧性低，夹粉砂层，夹粉质粘土薄层。

承载力特征值
fak=150kPa；
Layer 6 silt +silty sand: mixed thin layers of silty clay. yellow, wet, dense, swing reaction is rapid, no gloss in cutting, low in dry strength and middle in toughness, The load feature fak=150kpa.
⑦层粉质粘土：黄色，可塑，中压缩性，无摇振反应，断面稍有光泽，干强度和韧性中等，夹粉土薄层。

承载力特征值fak=130kPa。

Layer 7 silty clay: mixed thin layers of silt. yellow, plasticity, middle compressibility, no swing reaction, cutting rather glossily, middle in dry strength and middle in toughness, The load feature fak=130kpa.
⑦1层粉土：黄色，湿，密实，摇振反应迅速，断面无光泽，干强度和韧性低，见锈斑，承载力特征值fak=140kPa；
Layer 7.1 silt: yellow, wet, dense, swing reaction is rapid, no gloss in cutting, low in dry strength and middle in toughness, rust spot, The load feature fak=140kpa.
⑧层粉砂夹粉土：黄色，饱和，中密，成份以石英、长石为主，含云母，夹粉土层，夹粉质粘土薄层。

承载力特征值fak=180kPa；Layer 8 silty sand+silty: mixed thin layers of silty clay. Y ellow, saturation, middle compressibility, mainly consists of quartz and feldspar, containing mica, The load feature fak=180kpa.
土层的具体空间分布形态详见“工程地质剖面图”，各土层厚度及层底标高见“地层统计表”。

The detailed distribution of soil layers refer “the section drawing”, and the thickness and bottom elevation of every layer refer “soil layer index sheet”
三、地基土的物理力学指标统计分析
Analysis and Assessment of Foundation Soils 此次勘察采集了大量土样，依据《土工试验方法标准》GB/T50123-1999规范进行室内试验，根据土工试验结果，各层土的物理力学指标，经可靠性和适用性分析进行数理统计，提供平均值、标准差等参数，见“物理力学指标统计表”。

根据三轴剪切试验及直剪试验结果，并结合工程经验给出基底下，一倍基础宽度范围内土层φk、C k标准值的建议值，见下表：
According to the Standard for Soil Test Method GB/T 50123-1999, a lot of the soil samples from the proposed site are tested in laboratory. Analysis and statistics of physical & mechanical properties of the foundation soils are obtained, including arithmetic mean, standard deviation and other parameters refer …Physical and mechanical index
sheet‟. φk、C k under the foundation base at the range of foundation are suggested upon the triaxial shear test results and construction experience, which values are shown as following:
不固结不排水三轴剪切试验φk、C k建议值unconsolidated-undrained triaxial shear test φk、C k suggested value
注：括号内数值为经验数值Note: the data in bracket is experience data 此次勘察压缩试验，按建筑物的荷载情况及土层的不同深度进行不同压力段的压缩试验，并绘制e～p曲线，计算每层土的自重应力至自重应力加附加应力段的压缩模量，其E S值见下表：The soil compression test according to
地基土分段压缩模量成果表E S（MPa）
Subsection modulus of compressibility of foundation soil Es list
注：括号内数值为经验数值Note: the data in bracket is experience data
f ak建议值依据静力触探曲线，用标准贯入试验和钻探取样试验资料并结合邻近工程经验综合确定。

f ak value are obtained basin
g on the CPT curve, the test results of the SPT and boring hole sample, and the construction experience of adjacent projects.
各土层f ak一览表(kPa)
四、地下水概况
场区浅层地下水属第四系松散层孔隙潜水，勘察期间实测稳定水位埋深5.4m～6.3m, 高程-6.21m～-4.97m，水位受季节、降水等因素影响会有所升降。

该场地自然水位年变幅约2.0m，近期年最高水位埋深按3.0m考虑。

Shallow groundwater of the planned construction site is the pore phreatic water of the Quaternary period. The reading of static water level is 5.4m-6.3m, the water elevation is EL-6.21m—4.97m. Phreatic water level varies with factors such as season and climate change. The annual variation range of natural groundwater level is about 2.0m. Max depth to groundwater level can take 3.0m recently.
本次勘察在场地内采集一组水样和一组土样，并结合场地东侧梅花生物科技集团已有《水、土质分析报告》，进行腐蚀性分析，依据《岩土工程勘察规范》GB50021-2001（2009年修订条款）第12.2.1
条和第12.2.4条判定，环境类型为Ⅱ类，地下水对混凝土结构有微腐蚀性，在干湿交替环境下，对钢筋混凝土结构中的钢筋有弱腐蚀性；地基土对混凝土结构有微腐蚀性，对钢筋混凝土结构中的钢筋有微腐蚀性。

水、土对建筑材料腐蚀的防护，应符合国家标准《工业建筑防腐蚀设计规范》GB50046-2008的规定。

We test a group sample of water and soil which are collected at the planned site and refer …water, soil analysis report‟ of Plum Biotechnical Group, eastern to the site to analyze the corrosion status. According to Code for Geotechnical Engineering Investigation GB50021-2001 Edition (2009 revised), No.12.2.1and 12.2.4, we can conclude that, the environment type is II. The groundwater of the site is mildly corrosive to concrete structure, groundwater is mildly corrosive to rebar in RC structure under long-term submersion, and weakly corrosive to rebar in RC structure under alternating dry and wet conditions.
Anti-corrosion measure of the construction material should meet requirements of the Code for anticorrosion on design of industrial construction, GB50046-2008.
第三章场地土地震效应
Seismic effects of the site foundation
一、抗震设防烈度及液化判别
依据《建筑抗震设计规范》（GB50011-2010）和《中国地震动参数区划图》（GB18306-2001）标定，拟建场地抗震设防烈度为8
度，设计基本地震加速度值为0.20g，设计地震分组为第二组。

According to Code for Building Seismic Design(GB50011-2010), and Seismic ground motion parameter zonation map of China GB18306-2001, seismic fortification intensity of the site is 8 degree; the design value of basic earthquake acceleration is 0.20g. The design earthquake grouping is Group 2.
依据《建筑抗震设计规范》(GB50011-2010)第4.3.3条～第4.3.5条，②层粉土位于水位以上，初判为不液化；用标准贯入试验法对场地内的④层粉细砂和⑥层粉土夹粉砂进行液化判别，结论为不液化，该场地无地震液化土层，详见“地基土地震液化标贯法判别表”。

According to Code for Building Seismic Design (GB50011-2010) no.4.3.3-4.3.5, ②layer silt layer is above the groundwater level, which is preliminarily identified as non-liquefiable stratum. ④layer fine silty sand and ⑥layer silt+silty sand are concluded as non-liquefiable stratum based on the results of SPT, CPT. Hence, the planned site is concluded as
non-liquefiable stratum. Detailed information ref to ‘liquefaction assessment sheet by SPT’.
二、场地类别
The type of the site
依据《建筑抗震设计规范》(GB50011-2010)第4.1.3条～第4.1.5条，本场地揭露天然地层(20m以内)土的类型均属中软土。

估计并计算土层等效剪切波速(Vse)为170.0m/s。

查阅该场地区域地质资料可知：场地覆盖层厚度大于50m，该场地类别为Ⅲ类，特征周期为0.45s。

According to Code for Building Seismic Design(GB50011-2001) No.4.1.3-4.1.5, the type of natural soil stratum (within 20 m) is classified as medium soft soil. Equivalent shear wave velocity is calculated for soil
strata as 170.0m/s. According to regional geologic data, thickness of the overburden layer is above 50m. Therefore the site shall be classified as Type III, the eigenperiod is 0.45s.
依据《建筑抗震设计规范》(GB50011-2010)第4.1.1条，该场地为建筑抗震一般地段。

According to Code for Building Seismic Design(GB50011-2001) No.4.1.1, The site is general for building earthquake defense.
三、场地标准冻结深度
Standard frozen depth on site
查中国季节性冻土标准冻深线图，该场地的标准冻结深度为0.7m。

The standard frozen depth is 0.7m according to China's seasonal frozen soil frost depth curve.
第四章结论与建议
Conclusion and suggestion
1、该场地天然土层分布较稳定，土质较均匀，勘察中未发现崩塌滑坡等不良地质作用，为较适宜进行工程建设的场地；
1, On the planned site, the distribution of major soil strata is stable and uniform. No Collapse of the phenomenon during the investigation. The site is relatively stable, and suitable for building erection.
2、依据国家标准《建筑抗震设计规范》（GB50011-2010）和《中国地震动参数区划图》（GB18306-2001）标定，拟建场地抗震设防烈度为8度，设计基本地震加速度值为0.20g，设计地震分组
为第二组。

场地无地震液化土层；
2. According to Code for Seismic Design of Buildings GB50011-2010 and Seismic ground motion parameter zonation map of China GB18306-2001, the Seismic fortification intensity of the site is 8 degree; the design value of basic earthquake acceleration is 0.20g. The design earthquake grouping is Group 2. The site is not subject to sand liquefaction.
3、拟建厂房生产车间，建议采用天然地基，独立柱基础，基础埋深约1.5m，天然地基持力层为②层粉土，③1层粘土较软弱，层底有所起伏，建议适当加强基础和上部结构的整体强度和刚度。

3. For proposed production hall(PH), natural foundation and independent foundation are suggested with Stratum ②silt as its load sustaining layer with the depth about 1.5m. We advise that properly strengthen the strength and rigidity of the superstructure if their foundation on Stratum ③1 clay with low load capacity and up and down the bottom.
4、拟建厂房局部地下室埋深约5.0m，基底持力层为③层粉质粘土，基坑开挖可采用自然放坡方案，坡的高宽比应通过边坡稳定性计算并结合工程经验确定。

边坡土层参数见“物理力学指标统计表”。

该部位基础施工应注意先后顺序，建议采取先深后浅的顺序。

4. For proposed basement of PH, the depth will be about EL-
5.000m, and the base on Stratum ③silty clay. The natural slope excavation can be adopted with the suitable depth-width ratio which can be decided by the calculation of the slope stability and construction experience. The parameters of slope can refer …Physical and mechanical index sheet‟. Pay
attention to the sequence of foundation construction, on which deep first, then shallow follow is suggested.
5、拟建厂房高货架部位，基底压力约200kPa，经初步估算，天然地基不能满足荷载要求，建议选用CFG桩复合地基，桩端持力层可选择④层粉细砂及以下地层。

地基处理后，应按相关规范进行检测达到设计要求后方可进行下步施工。

其桩基设计参数见下表(CFG 桩参数参照干作业钻孔桩)：
5. For proposed high rack storage with the foundation stress about 200kpa, the natural load capacity of soil can not meet the requirement, so we suggest CFP pile foundation with load bearing on Stratum ④ fine silty sand or deeper Stratum. The soil capacity should be tested to meet the design requirement after the soil treatment, and then continue the next construction work. The parameter of pile foundation can refer to the following sheet:
桩的极限侧阻力标准值q sik(kPa)和极限端阻力标准值q pk(kPa)
The standard values of ultimate resistant stress on the side q sik and bottom q pk of piles
6、场地地下水位埋深5.4m～6.3m, 高程-6.21m～-4.97m，现阶段基础施工可不采取降水措施；
6. For the depth of site groundwater is 5.4m-6.3m, and it elevation is -6.21m~-4.97m, dewater measures is not necessarily adopted on the current foundation construction.
7、场区地下水对混凝土结构有微腐蚀性，在干湿交替环境下，对钢筋混凝土结构中的钢筋有弱腐蚀性；地基土对混凝土结构有微腐蚀性，对钢筋混凝土结构中的钢筋有微腐蚀性。

水、土对建筑材料腐蚀的防护，应符合国家标准《工业建筑防腐蚀设计规范》GB50045-2008的规定；
7. The groundwater of the site is mildly corrosive to concrete structure, groundwater is mildly corrosive to rebar in RC structure under long-term submersion, and weakly corrosive to rebar in RC structure under alternating dry and wet conditions. Anti-corrosion measure of the construction material should meet requirements of the Code for anticorrosion on design of industrial construction, GB50046-2008.
8、该场地标准冻结深度为0.7m；
8. The standard frozen depth of soil is 0.7m on the site
9、依据《建筑工程抗震设防分类标准》（GB50223-2008），拟建工程抗震设防类别为标准设防类；
9. According to Standard for Classification of Seismic Protection
of Building Constructions GB 50223-2008, the proposed project is
classified as standard seismic protection type.
10、天然地基开槽后，应进行普遍钎探和详细验槽工作，如发现土质异常，应会同各部门协商处理解决；
10. General Drilling out and detailed pit inspection should be fulfilled after the pit excavation. If any question appears during the excavation period, coordination and discussion with related department should be necessary.
11、以上结论和建议只适用于本报告中所列拟建物及场地，如有变动，须另作考虑。

11. The above conclusion and suggestion are only applied to the proposed site and buildings.
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