第一章工程概況1.Projectprofile工程名稱：Projectname:工程地點：Position:擬建工程概況：擬建廠房一間，南北長154.11m,東西寬105.28m,局部寬136.77m,為1層鋼結(jié)構(gòu)，局部2?3層，擬采用獨立柱基礎(chǔ)，柱間距約10m，廠房內(nèi)設(shè)有8噸吊車，基底壓力約50kPa。廠房中部設(shè)有2座高貨架，貨架基底壓力約為120kPa,高貨架部位獨立柱基礎(chǔ)基底壓力按200kPa考慮。廠房內(nèi)局部有地下室，埋深約5.0m。Proposedprojectintroduction:One-storyProductionhall(PH)issteelstructure,someareahasmezzaninefloor.ThelengthofPHfromnorthtosouthis154.11m,andthewidthfromeasttowestis105.28m,partlythewidthis136.77m.Thecolumndistanceisabout10mwithproposedindependentfoundation.AmongthePH,thereare8-toncranesinsomearea,andthesubgradereactionisabout50kpa.InthemiddleofPH,thesubgradereactionofthetwohighrackstorageisabout120kpa.Inthepressurearea,thebottomelevationofthebasementisaboutEL-5.000m.勘察階段：詳細(xì)勘察。Stage:detailedinvestigationstage

巖土工程勘察等級：根據(jù)《巖土工程勘察規(guī)范》巖土工程勘察等級：根據(jù)《巖土工程勘察規(guī)范》GB50021-2001第3.1.1條?第3.1.4條，該工程重要性等級為三級，場地等級為二級，地基等級為二級，勘察等級為乙級。Degree:DegreeofimportancefortheproposedprojectisClass3,andthatofcomplexityofthesiteandthefoundationisalsoClass2,accordingtotheCodeforGeotechnicalEngineeringInvestigationGB50021-2001(3.1.1~3.1.4),wedefinethisgeotechnicalengineeringinvestigationasClassB.勘察任務(wù)及要求：Taskandrequirementoftheinvestigation查明擬建場地范圍內(nèi)巖土層的類型、深度、分布、工程特性，提出詳細(xì)的巖土工程資料，為設(shè)計和施工提供所需的各種參數(shù)；Identifycomposition,distributionrules,depthandengineeringgeologicfeaturesofthefoundationsoilswithintheexplorationdepthattheproposedsite.Toprovidedetailcomprehensivephysical&mechanicalparametersofeachstratum,designparametersofgroundbearingcapacityandpilefoundationbearingcapacity,andgeotechnicalparametersrequiredforfoundationsettlementcalculation.查明地下水的埋藏條件、水位、變化幅度，判定地下水(土)對建筑材料的腐蝕性；提供場地標(biāo)準(zhǔn)凍結(jié)深度；Identifyembedmentstatus,type,watertableandevolutionofundergroundwater,andevaluatethecorrosivenessdegreeofsitesoilandgroundwatertobuildingmaterials.Providethestandardfrozendepthofthesoilatproposedsite.確定場地土的類型及建筑場地類別、判定飽和粉土及砂土的液化可能性；Specifysiteclassificationandzoningofthesiteintosections.Toidentifydistributionstatusofsaturatedsiltysoilandsandysoilandassessitsliquefactionpotentialandliquefactiondegree.對地基的穩(wěn)定性、均勻性、承載力問題進(jìn)行評價；Giveabriefevaluationaboutthestability,uniformityandbearingcapacityofthesoilfoundation.查明場地內(nèi)不良地質(zhì)作用類型的成因、分布范圍、發(fā)展趨勢及危害程度，并提出評價與整治方案及建議；Identifythecause,distributionrange,developmenttrendandextendofdamageofdefectivegeologicalenvironmentonsite.Alsoprovidetheevaluationandrelatedtreatmentscheme.選擇合理的基礎(chǔ)類型及埋深；如使用樁基，選擇最佳樁端持力層，提供樁基參數(shù)。Recommendandselectsuitabletypeanddepthofthefoundation.Selectthebestloadbearingstratumandprovidethepileparametersifpilefoundationbeadoptedontheproject.布孔原則及實施：根據(jù)甲方提供的建筑總平面圖，依據(jù)《巖土工程勘察規(guī)范》GB50021-2001第4.1.11條?第4.1.20條之規(guī)定，本次勘察在建筑物邊線、角點共布設(shè)36個勘探點，其中生產(chǎn)車間荷載較小，按天然地基考慮勘探孔深度10.0m?15.0m；高貨架部位荷載較大，按復(fù)合地基考慮，勘探孔深度?0.0m?25.0m。具體布孔詳見“勘探點平面布置圖”，各孔深度等見“勘探點一覽表”。Workscopeandrules:Basingonthearchitecturallayoutfromtheclient,andaccordingtotheCodeforGeotechnicalEngineeringInvestigationGB50021-2001(4.1.11~4.1.20),wearrangedtotally36holesonsite.ThedepthofboringholeinmostareaofPHis10~15m,belongtonaturalsoilfoundationwithnormalload.Butforthehighrackstoragearea,thedepthofboringholeincreasedto20~25m,belongtocompositesoilfoundationwithrelativelylargeload.DetailinformationPLSsee“boringholelayout”and“boringholesheet”.勘探方法：采用鉆探取樣、標(biāo)準(zhǔn)貫入試驗和靜力觸探相結(jié)合勘探方法Investigationmethods:Adoptsacombinationofboreholesampling,in-situtest(SPTandCPT).1、鉆探：采用DPP100-3E型汽車鉆機，回轉(zhuǎn)式螺旋鉆頭鉆進(jìn)，地下水位以上干鉆，回次進(jìn)尺不大于1m。采用活塞式取土器，靜壓法采取土樣，取樣前需清孔，孔底殘留浮土厚度不得大于取土器上端廢土段長度，遇砂層可采用套管護(hù)壁或巖芯管鉆進(jìn)，水位以下可采用泥漿護(hù)壁，開孔直徑150mm,終孔直徑不小于110mm。Boring:Usingdrillingtruck(DPP100-3E),Rotaryscrewdrill,drillingatcirculationbreakabovetheundergroundlevel,footage<1m.SamplethesoilonStaticpressuremethodbyPistontypesoilsampler.Theholesneedtobecleaned,andthelengthofremainedcappingmassontheholebottomshouldlessthantheredundantsoillengthonthetopofthesampler.Casinghole-boringmethodcanbeadoptedtodrillthroughthesandlayer,andslurrywallcanbeusedunderthegroundwater.Thediameterofthebeginningholeis150mm,andthefinaldiametershouldbenolessthan110mm.2、 靜力觸探：采用單橋探頭，微機自動處理，要求每0.1m采集一組數(shù)據(jù)。CPT:Conepenetrationtestisdonebysingle-bridgesensor.Thedataiscollectedandrecordedautomaticallywiththeperiodofeveryper0.1mbymicroprocessor.3、 標(biāo)準(zhǔn)貫入試驗：錘重63.5kg，落距76cm,預(yù)打15cm,貫入深度30cm，采用自動脫鉤、自動落錘，清孔后換用標(biāo)準(zhǔn)貫入器并量得深度尺寸。先擊入15cm不計擊數(shù)，再記錄后30cm中的每10cm的錘擊數(shù).InSPT,a63.5kgheavyhammerisused,andthedroppingdistanceis76cm.Atthebeginning,15cmdistanceisprepared.Thehammerisautomaticallyunhookedandfallingfreely.Noblowcountisloggedforthefirst15cmpenetration.Blowcountsarerecordedinsubsequent10cmintervalinthe30cm.勘探依據(jù)：1、 《巖土工程勘察規(guī)范》GB50021-2001（2009年版）CodeforGeotechnicalEngineeringInvestigationGB50021-2001Edition2009NationalstandardsofPRC2、 《建筑地基基礎(chǔ)設(shè)計規(guī)范》GB50007-2011CodeforBuildingFoundationDesignGB50007-2011NationalstandardsofPRC3、 《建筑抗震設(shè)計規(guī)范》GB50011-2010CodeforSeismicDesignofBuildingsGB50011-2010NationalstandardsofPRC4、 《中國地震動參數(shù)區(qū)劃圖》GB18306-2001SeismicgroundmotionparameterzonationmapofChinaGB18306-20015、 《靜力觸探技術(shù)標(biāo)準(zhǔn)》CECS04:88TechnicalStandardforConePenetrationCECS04:88Industrystandard6、 《建筑工程地質(zhì)勘探與取樣技術(shù)規(guī)程》JGJ/T87-2012StandardforSoilinvestigationandsampling,JGJ/T87-2012Industrystandard7、 《土工試驗方法標(biāo)準(zhǔn)》GB/T50123-1999StandardforSoilTestMethodGB/T50123-1999NationalstandardsofPRC8、 《建筑地基處理技術(shù)規(guī)范》JGJ79-2002Standardforfoundationtreatmenttechnology,JGJ79-20029、 《建筑工程抗震設(shè)防分類標(biāo)準(zhǔn)》GB50223-2008StandardforClassificationofSeismicProtectionofBuildingConstructionsGB50223-200810、 《工業(yè)建筑防腐蝕設(shè)計規(guī)范》GB50046-2008Codeforanticorrosionondesignofindustrialconstruction,GB50046-200811、 《河北省建筑地基承載力技術(shù)規(guī)程》DB13(J)/T48-2005TechnicalcodeforbuildingfoundationbearingcapacityinhebeiprovinceDB13(J)/T48-200512、 《房屋建筑和市政基礎(chǔ)設(shè)施工程勘察文件編制深度規(guī)定》DepthsurveyanddocumentationregulationsofHousingconstructionandmunicipalinfrastructureprojects外業(yè)時間：2013年4月3日進(jìn)場，當(dāng)日完成全部外業(yè)工作。Fieldoperation:AlltheoperationworkfinishedOnthewholedayof2013/4/3.標(biāo)高依據(jù)：本次勘察采用北京54坐標(biāo)系和相對高程，以甲方提供的場地紅線西北角A1(X=4377948.110丫=480122.536)與西南角A2(X=4377740.922,丫=480165.755)作為兩個控制點，測放各孔位的固定坐標(biāo)，以場地西南角愛民東道路中心一點為假定高程0.00m,據(jù)此實測各孔口相對標(biāo)高。Elevationsystem:AdopttheBeijing54coordinatesystemandrelativeelevation.Alltheexplorationpointsoftheboringholearesetoutbasinguponthetwocontrolpointswhichprovidedbytheclient.TheyareA1,onthenorth-westcorner(X=4377948.110,Y=480122.536),A2onthesouth-westcorner(X=4377740.922,Y=480165.755).Therelativeelevationsystemisadoptedfortheheightsurvey.OnebasepointinthemiddleofEastAiminRoad(South-westtothesite)istakenasbenchmarkforheightsurvey,anditselevationisassumedas0.00mm.場地工程地質(zhì)條件EngineeringGeologicalConditionalofthesite一、地形、地貌場地屬河流沖積平原區(qū)，地勢較平坦，地貌單一?？卓谙鄬?biāo)高為-0.33~0.52m，高差0.85m。FeaturesoftheGeomorphologyandLandformThesiteislocatedinriverflatarea.Itsterrainisrelativelyflatanditslandformissingletype.Elevationofnaturalgroundsurfacewhereallexploratoryholesareconcernedrangesfrom-0.33mto0.52m(relativeelevation,thesamebelow),altitudedifferenceis0.85m.二、地層巖性及工程地質(zhì)特性Featuresoffoundationsoils勘探深度范圍內(nèi)揭露天然地層屬第四系全新統(tǒng)(Q4)河流沖積地4層，土質(zhì)以粘性土、粉土和粉細(xì)砂為主，表層為耕植土。根據(jù)土質(zhì)特征和力學(xué)性質(zhì)，由上至下共劃分為8個地層單元和2個亞層。其工程特性分層描述如下：TheinvestigationshowedthatthesurfacelayeroftheplannedconstructionsiteisclassifiedasQ4intheriverflatarea,whichiscomposedofclay,siltandclaysand,topsoilisarablesoil.Withintheinvestigationdepth,thesoillayersofplannedconstructionsitecouldbedividedintoeightengineeringgeologiclayers,twosub-layers,whicharedescribedindetailsasfollows:層耕植土：以黃色粉土為主，夾粉質(zhì)粘土，土質(zhì)不均，層厚0.5?1.5m；Layer1Topsoil:thislayermainlyconsistsofyellowishsilt,mixedupthinlayersofsiltyclay,unevenpropertieswithathicknessrangingfrom0.5~1.5m.層粉土：黃色，稍濕?濕，中密，搖振反應(yīng)迅速，斷面無光澤，干強度和韌性低，夾粉質(zhì)粘土薄層。承載力特征值fak=110kPaLayer2Silt:mixedthinlayersofsiltyclay.yellow,slightwet-wet,middledense,swingreactionisrapid,noglossincutting,lowindrystrengthandlowintoughness,Theloadfeaturefak=110kpa.1層粘土：黃色?黃灰色，軟塑，高壓縮性，無搖振反應(yīng)，斷面有光澤，干強度和韌性高，夾粉土薄層。承載力特征值fak=90kPa；Layer3.1clay:mixedthinlayersofsilt.Yellow-yellowgray,softplasticity,highcompressibility,noswingreaction,cuttingglossily,highindrystrengthandhighintoughness,Theloadfeaturefak=90kpa.③層粉質(zhì)粘土：黃灰色?灰色，可塑，中?高壓縮性，無搖振反應(yīng)，斷面稍有光澤，干強度和韌性中等，夾粉土薄層，夾礓石。承載力特征值fak=110kPa；Layer3siltyclay:mixedthinlayersofsiltandgingernut.Yellowgray-gray,plasticity,middle-highcompressibility,noswingreaction,cuttingratherglossily,middleindrystrengthandmiddleintoughness,Theloadfeaturefak=110kpa.層粉細(xì)砂：黃灰色?灰色，飽和，中密?密實，成份以石英、長石為主，含云母，夾粉土薄層。承載力特征值fak=160kPa；Layer4finesiltysand:mixedthinlayersofsilt.Yellowgray-gray,saturation,middlecompressibility-dense,mainlyconsistsofquartzandfeldspar,containingmica,Theloadfeaturefak=160kpa.層粉質(zhì)粘土：灰色?黃色，可塑，中壓縮性，無搖振反應(yīng)，斷面稍有光澤，干強度和韌性中等，夾粉土薄層。承載力特征值fak=120kPa。Layer5siltyclay:mixedthinlayersofsilt.gray-yellow,plasticity,middlecompressibility,noswingreaction,cuttingratherglossily,middleindrystrengthandmiddleintoughness,Theloadfeaturefak=120kpa.層粉土夾粉砂：黃色，濕，密實，搖振反應(yīng)迅速，斷面無光澤，干強度和韌性低，夾粉砂層，夾粉質(zhì)粘土薄層。承載力特征值fak=150kPa；Layer6silt+siltysand:mixedthinlayersofsiltyclay.yellow,wet,dense,swingreactionisrapid,noglossincutting,lowindrystrengthandmiddleintoughness,Theloadfeaturefak=150kpa.層粉質(zhì)粘土：黃色，可塑，中壓縮性，無搖振反應(yīng)，斷面稍有光澤，干強度和韌性中等，夾粉土薄層。承載力特征值fak=130kPa。Layer7siltyclay:mixedthinlayersofsilt.yellow,plasticity,middlecompressibility,noswingreaction,cuttingratherglossily,middleindrystrengthandmiddleintoughness,Theloadfeaturefak=130kpa.⑦1層粉土：黃色，濕，密實，搖振反應(yīng)迅速，斷面無光澤，干強度和韌性低，見銹斑，承載力特征值fak=140kPa；Layer7.1silt:yellow,wet,dense,swingreactionisrapid,noglossincutting,lowindrystrengthandmiddleintoughness,rustspot,Theloadfeaturefak=140kpa.層粉砂夾粉土：黃色，飽和，中密，成份以石英、長石為主，含云母，夾粉土層，夾粉質(zhì)粘土薄層。承載力特征值fak=180kPa；Layer8siltysand+silty:mixedthinlayersofsiltyclay.Yellow,saturation,middlecompressibility,mainlyconsistsofquartzandfeldspar,containingmica,Theloadfeaturefak=180kpa.土層的具體空間分布形態(tài)詳見“工程地質(zhì)剖面圖”，各土層厚度及層底標(biāo)高見“地層統(tǒng)計表”。Thedetaileddistributionofsoillayersrefer“thesectiondrawing”,andthethicknessandbottomelevationofeverylayerrefer“soillayerindexsheet”三、地基土的物理力學(xué)指標(biāo)統(tǒng)計分析AnalysisandAssessmentofFoundationSoils此次勘察采集了大量土樣，依據(jù)《土工試驗方法標(biāo)準(zhǔn)》GB/T50123-1999規(guī)范進(jìn)行室內(nèi)試驗，根據(jù)土工試驗結(jié)果，各層土的物理力學(xué)指標(biāo)，經(jīng)可靠性和適用性分析進(jìn)行數(shù)理統(tǒng)計，提供平均值、標(biāo)準(zhǔn)差等參數(shù)，見“物理力學(xué)指標(biāo)統(tǒng)計表”。根據(jù)三軸剪切試驗及直剪試驗結(jié)果，并結(jié)合工程經(jīng)驗給出基底下，一倍基礎(chǔ)寬度范圍內(nèi)土層％、Ck標(biāo)準(zhǔn)值的建議值，見下表：kAccordingtotheStandardforSoilTestMethodGB/T50123-1999,alotofthesoilsamplesfromtheproposedsitearetestedinlaboratory.Analysisandstatisticsofphysical&mechanicalpropertiesofthefoundationsoilsareobtained,includingarithmeticmean,standarddeviationandotherparametersrefer?Physicalandmechanicalindex

sheet.申、Cunderthefoundationbaseattherangeoffoundationarekksuggesteduponthetriaxialsheartestresultsandconstructionexperience,whichvaluesareshownasfollowing:不固結(jié)不排水三軸剪切試驗wk、ck建議值unconsolidated-undrainedtriaxialsheartest^k、C.suggestedvalue1% l\土層編號土層名稱Layer?。ā＃〤m(kPa)陽。）Ck(kPa)②層粉土silt17.612.2(13.2)(9.2)③層粉質(zhì)粘土siltyclay11.529.710.626.8@1層粘土clay9.531.69.029.1④層粉細(xì)砂Finesiltysand(30.0)(0)(30.0)(0)⑤層粉質(zhì)粘土siltyclay12.730.39.725.7注：括號內(nèi)數(shù)值為經(jīng)驗數(shù)值Note:thedatainbracketisexperieneedata此次勘察壓縮試驗，按建筑物的荷載情況及土層的不同深度進(jìn)行不同壓力段的壓縮試驗，并繪制e?p曲線，計算每層土的自重應(yīng)力至自重應(yīng)力加附加應(yīng)力段的壓縮模量，其ES值見下表：Thesoilcompressiontestaccordingto地基土分段壓縮模量成果表ES（MPa）SSubsectionmodulusofcompressibilityoffoundationsoilEslist土層編號土層名稱LayerEs1-2其它壓力段othersubsections②層粉土silt11.6Es1-3=12.77

③層粉質(zhì)粘土siltyclay4.11Es〔3=4.65@1層粘土clay3.62Es1-3=4.32④層粉細(xì)砂Finesiltysand(18.0)⑤層粉質(zhì)粘土siltyclay4.90Es〔3=6.00 Es23=7.72 E$24=8.35⑥層粉土夾粉砂Silt+siltysand14.6Es23=20.02 Es24=20.39⑦層粉質(zhì)粘土Siltyclay5空9Es2-3=9.47 Es2-4=10.31?1層粉土silty10.6Es2-3=16.44 Es2-4=17.73⑧層粉砂夾粉土Siltysand+silt(20.0)注：括號內(nèi)數(shù)值為經(jīng)驗數(shù)值Note:thedatainbracketisexperiencedatafak建議值依據(jù)靜力觸探曲線，用標(biāo)準(zhǔn)貫入試驗和鉆探取樣試驗資ak料并結(jié)合鄰近工程經(jīng)驗綜合確定。fakvalueareobtainedbasingontheCPTcurve,thetestresultsoftheSPTandboringholesample,andtheconstructionexperienceofadjacentprojects.各土層fak一覽表(kPa)

fakListofsoillayers地層編號地層名稱fak建議值(kPa)②粉土silt110③粉質(zhì)粘土siltyclay11031粘土clay90④粉細(xì)砂160Finesiltysand⑤粉質(zhì)粘土siltyclay120⑥粉土夾粉砂Silt+siltysand150⑦粉質(zhì)粘土Siltyclay130⑦1粉土silty140⑧粉砂夾粉土Siltysand+silt180四、地下水概況場區(qū)淺層地下水屬第四系松散層孔隙潛水，勘察期間實測穩(wěn)定水位埋深5.4m?6.3m,高程-6.21m?-4.97m,水位受季節(jié)、降水等因素影響會有所升降。該場地自然水位年變幅約2.0m,近期年最高水位埋深按3.0m考慮。ShallowgroundwateroftheplannedconstructionsiteistheporephreaticwateroftheQuaternaryperiod.Thereadingofstaticwaterlevelis5.4m-6.3m,thewaterelevationisEL-6.21m—4.97m.Phreaticwaterlevelvarieswithfactorssuchasseasonandclimatechange.Theannualvariationrangeofnaturalgroundwaterlevelisabout2.0m.Maxdepthtogroundwaterlevelcantake3.0mrecently.本次勘察在場地內(nèi)采集一組水樣和一組土樣,并結(jié)合場地東側(cè)梅花生物科技集團(tuán)已有《水、土質(zhì)分析報告》,進(jìn)行腐蝕性分析,依據(jù)《巖土工程勘察規(guī)范》GB50021-2001（2009年修訂條款）第1221條和第12.2.4條判定，環(huán)境類型為II類，地下水對混凝土結(jié)構(gòu)有微腐蝕性，在干濕交替環(huán)境下，對鋼筋混凝土結(jié)構(gòu)中的鋼筋有弱腐蝕性；地基土對混凝土結(jié)構(gòu)有微腐蝕性，對鋼筋混凝土結(jié)構(gòu)中的鋼筋有微腐蝕性。水、土對建筑材料腐蝕的防護(hù)，應(yīng)符合國家標(biāo)準(zhǔn)《工業(yè)建筑防腐蝕設(shè)計規(guī)范》GB50046-2008的規(guī)定。Wetestagroupsampleofwaterandsoilwhicharecollectedattheplannedsiteandrefer?water,soilanalysisreportofPlumBiotechnicalGroup,easterntothesitetoanalyzethecorrosionstatus.AccordingtoCodeforGeotechnicalEngineeringInvestigationGB50021-2001Edition(2009revised),No.12.2.1and12.2.4,wecanconcludethat,theenvironmenttypeisII.Thegroundwaterofthesiteismildlycorrosivetoconcretestructure,groundwaterismildlycorrosivetorebarinRCstructureunderlong-termsubmersion,andweaklycorrosivetorebarinRCstructureunderalternatingdryandwetconditions.Anti-corrosionmeasureoftheconstructionmaterialshouldmeetrequirementsoftheCodeforanticorrosionondesignofindustrialconstruction,GB50046-2008.第三章場地土地震效應(yīng)Seismiceffectsofthesitefoundation一、抗震設(shè)防烈度及液化判別依據(jù)《建筑抗震設(shè)計規(guī)范》(GB50011-2010)和《中國地震動參數(shù)區(qū)劃圖》(GB18306-2001)標(biāo)定，擬建場地抗震設(shè)防烈度為8度，設(shè)計基本地震加速度值為0.20g，設(shè)計地震分組為第二組。AccordingtoCodeforBuildingSeismicDesign(GB50011-2010),andSeismicgroundmotionparameterzonationmapofChinaGB18306-2001,seismicfortificationintensityofthesiteis8degree;thedesignvalueofbasicearthquakeaccelerationis0.20g.ThedesignearthquakegroupingisGroup2.依據(jù)《建筑抗震設(shè)計規(guī)范》GB50011-2010第433條?第435條，②層粉土位于水位以上，初判為不液化；用標(biāo)準(zhǔn)貫入試驗法對場地內(nèi)的④層粉細(xì)砂和⑥層粉土夾粉砂進(jìn)行液化判別，結(jié)論為不液化，該場地?zé)o地震液化土層，詳見“地基土地震液化標(biāo)貫法判別表”。AccordingtoCodeforBuildingSeismicDesign(GB50011-2010)no.4.3.3-4.3.5,②ayersiltlayerisabovethegroundwaterlevel,whichispreliminarilyidentifiedasnon-liquefiablestratum.(④layerfinesiltysandand⑥ayersilt+siltysandareconcludedasnon-liquefiablestratumbasedontheresultsofSPT,CPT.Hence,theplannedsiteisconcludedasnon-liquefiablestratum.Detailedinformationrefto‘liquefactionassessmentsheetbySPT'.二、場地類別Thetypeofthesite依據(jù)《建筑抗震設(shè)計規(guī)范》GB50011-2010第4.1.3條?第4.1.5條，本場地揭露天然地層(20m以內(nèi))土的類型均屬中軟土。估計并計算土層等效剪切波速(Vse)為170.0m/s。查閱該場地區(qū)域地質(zhì)資料可知:場地覆蓋層厚度大于50m,該場地類別為II類，特征周期為0.45s。AccordingtoCodeforBuildingSeismicDesign(GB50011-2001)No.4.1.3-4.1.5,thetypeofnaturalsoilstratum(within20m)isclassifiedasmediumsoftsoil.Equivalentshearwavevelocityiscalculatedforsoilstrataas170.0m/s.Accordingtoregionalgeologicdata,thicknessoftheoverburdenlayerisabove50m.ThereforethesiteshallbeclassifiedasTypeIII,theeigenperiodis0.45s.依據(jù)《建筑抗震設(shè)計規(guī)范》(GB50011-2010第4.1.1條，該場地為建筑抗震一般地段。AccordingtoCodeforBuildingSeismicDesign(GB50011-2001)No.4.1.1,Thesiteisgeneralforbuildingearthquakedefense.三、場地標(biāo)準(zhǔn)凍結(jié)深度Standardfrozendepthonsite查中國季節(jié)性凍土標(biāo)準(zhǔn)凍深線圖，該場地的標(biāo)準(zhǔn)凍結(jié)深度為0.7m。Thestandardfrozendepthis0.7maccordingtoChina'sseasonalfrozensoilfrostdepthcurve.第四章結(jié)論與建議Conclusionandsuggestion1、該場地天然土層分布較穩(wěn)定，土質(zhì)較均勻，勘察中未發(fā)現(xiàn)崩塌滑坡等不良地質(zhì)作用，為較適宜進(jìn)行工程建設(shè)的場地；1,Ontheplannedsite,thedistributionofmajorsoilstrataisstableanduniform.NoCollapseofthephenomenonduringtheinvestigation.Thesiteisrelativelystable,andsuitableforbuildingerection.2、依據(jù)國家標(biāo)準(zhǔn)《建筑抗震設(shè)計規(guī)范》(GB50011-2010)和《中國地震動參數(shù)區(qū)劃圖》(GB18306-2001)標(biāo)定，擬建場地抗震設(shè)防烈度為8度，設(shè)計基本地震加速度值為0.20g，設(shè)計地震分組為第二組。場地?zé)o地震液化土層；2.AccordingtoCodeforSeismicDesignofBuildingsGB50011-2010andSeismicgroundmotionparameterzonationmapofChinaGB18306-2001,theSeismicfortificationintensityofthesiteis8degree;thedesignvalueofbasicearthquakeaccelerationis0.20g.ThedesignearthquakegroupingisGroup2.Thesiteisnotsubjecttosandliquefaction.3、擬建廠房生產(chǎn)車間，建議采用天然地基，獨立柱基礎(chǔ)，基礎(chǔ)埋深約1.5m，天然地基持力層為②層粉土，③1層粘土較軟弱，層底有所起伏，建議適當(dāng)加強基礎(chǔ)和上部結(jié)構(gòu)的整體強度和剛度。Forproposedproductionhall(PH),naturalfoundationandindependentfoundationaresuggestedwithStratum②siltasitsloadsustaininglayerwiththedepthabout1.5m.WeadvisethatproperlystrengthenthestrengthandrigidityofthesuperstructureiftheirfoundationonStratum③1claywithlowloadcapacityandupanddownthebottom.4、擬建廠房局部地下室埋深約5.0m，基底持力層為③層粉質(zhì)粘土，基坑開挖可采用自然放坡方案，坡的高寬比應(yīng)通過邊坡穩(wěn)定性計算并結(jié)合工程經(jīng)驗確定。邊坡土層參數(shù)見“物理力學(xué)指標(biāo)統(tǒng)計表”。該部位基礎(chǔ)施工應(yīng)注意先后順序，建議采取先深后淺的順序。ForproposedbasementofPH,thedepthwillbeaboutEL-5.000m,andthebaseonStratum③siltyclay.Thenaturalslopeexcavationcanbeadoptedwiththesuitabledepth-widthratiowhichcanbedecidedbythecalculationoftheslopestabilityandconstructionexperience.Theparametersofslopecanrefer?Physicalandmechanicalindexsheet.Payattentiontothesequenceoffoundationconstruction,onwhichdeepfirst,thenshallowfollowissuggested.5、擬建廠房高貨架部位，基底壓力約200kPa,經(jīng)初步估算，天然地基不能滿足荷載要求，建議選用CFG樁復(fù)合地基，樁端持力層可選擇④層粉細(xì)砂及以下地層。地基處理后，應(yīng)按相關(guān)規(guī)范進(jìn)行檢測達(dá)到設(shè)計要求后方可進(jìn)行下步施工。其樁基設(shè)計參數(shù)見下表(CFG樁參數(shù)參照干作業(yè)鉆孔樁)：Forproposedhighrackstoragewiththefoundationstressabout200kpa,thenaturalloadcapacityofsoilcannotmeettherequirement,sowesuggest