北京某項目cfg樁復合地基處理工程設計方案（中英文）

PAGEPAGE86CraftFoodBDAprojectandCFGpilecombined

foundationtreatmentprojectxx項目CFG樁復合地基處理工程DesignTechnologyDocuments設計技術(shù)文件Design設計：Approved審定：Manager負責人：Designdepartment：設計單位：Biddingdepartment：.投標單位：TablesofContent

目錄ChapterOne:Introductionoftheproject一、工程概況ChapterTwo:Contentsoftheproject二、工程項目內(nèi)容ChapterThree:Introductionofengineeringgeology三、工程地質(zhì)情況介紹ChapterFour:Selectingscheme四、方案的選擇Chapterfive:Selectingtheschemeofcombined

footing五、編制依據(jù)及設計原則ChapterSix:Selectingconstructiontechnics六、施工工藝選擇Chapterseven:Designingandcalculatingcombined

footing

ofCFGpile七、CFG樁復合地基設計及計算Chaptereight:Checkcomputationsofcombined

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ofCFGpile八、CFG樁復合地基驗算ChapterNine:Designingparameterandconclusion九、設計參數(shù)及結(jié)論ChapterTen:Constructiondrawing十、施工圖ChapterEleven:Designqualitycertificate十一、設計資質(zhì)證書Geotechnicalengineeringdesigncertificate(TheFirstGrade)巖土工程設計證書（甲級）Buildingengineeringdesigncertificate(TheFirstGrade)建筑工程設計證書（甲級）

一、 Introductionoftheproject

工程概況TheCraftFoodBADProjectlocatesatBeijingEconomicandTechnologicalDevelopmentArea.

xx項目工程地址位于xx經(jīng)濟技術(shù)開發(fā)區(qū)。Thetopographyoftheconstructionareaisevenandwiden,thenaturegroundelevationisbetween24.99mand25.55m.

施工區(qū)域地勢平坦開闊，自然地面標高24.99~25.55mTheconstructioncompanyisCraftFood(China)Co.Ltd.

本工程建設單位是：xx有限公司。Thecompanyofthetopdesign

of

building

and

civil

engineering

structuresisTheEleventhDesign&ResearchInstituteofIT,Co.,Ltd.

本工程上部結(jié)構(gòu)設計單位是：xx有限公司。二、Connentsoftheproject

工程項目內(nèi)容Becausethenaturalbearingstratumistwolayersofclayeysiltaswellassiltyclay,thebearingcapacityofnaturalfoundation

soilis110Kpa,whichcannotanswertheneedsofdesigningrequirements.Therefore,itneedstodesigncombined

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ofCFGpile,inordertomeettherequirementthatthebearingcapacityshouldbe300kPa.Andthefinalsettlementislessthan40mmaswellassettlementoddsshouldbelessthan0.2％.

由于天然地基持力層為2層粘質(zhì)粉土、粉質(zhì)粘土，天然地基承載力110Kpa.承載力不能滿足設計要求。為此設計要求采用CFG樁復合地基處理，滿足基底承載力300kPa的要求，最終沉降量小于40mm，沉降差小于0.2％。三、Introductionofengineeringgeology

工程地質(zhì)情況介紹3.1Characteristicsoflithology

3.1巖性特征Accordingtothegeotechnicalinvestigationdata,thestratumofthecompanylocatingareacanbedevidedintosixlayers,theonetothreelayersarerecentsediment,theothersarequaternaryperiodsedimentarylayers.Thestructureofstratumaswellasgeotechnicalcharacteristicsfromtoptobottomintwenty-fivemetersdepthrangearestatedseparatelyasfollow:

根據(jù)巖土工程勘察資料顯示，廠址區(qū)地層分為6層，1-3層為新近沉積，其余為第四系沉積層，25米深度范圍內(nèi)地層結(jié)構(gòu)及巖土特性自上而下分述如下:Artificialfullingsoillayer:Itscolorisfilemot,wetinsomesort,andthislayerismainlyfarmsoil.Thedepthis0.3～1.80meters.

人工填土層：黃褐色，稍濕，本層主要為耕土。層厚0.3～1.80米。Clayeysiltaswellassiltyclay:Itscolorisfilemottobrown-yellow,wetinsomesort,beingfictile.Thedepthofthislayeris2.9～6.3meters.

粘質(zhì)粉土、粉質(zhì)粘土：黃褐-褐黃色，稍濕，可塑，該層土層厚2.9～6.3米。Sandysiltaswellassiltysand:Thecolorisyellow-graytogray,wetinsomesort,middle-density.Thedepthofthislayeris2.6～6.5meters.

砂質(zhì)粉土、粉砂：黃灰-灰色，稍濕，中密，。該層土層厚2.6～6.5米Siltyclayaswellasclayeysilt:Itscolorisbrown-yellow,beingwetandfictile.Italsocontentsmicaandferricoxide.Thedepthofthislayeris3.8～9.70meters.

粉質(zhì)粘土、粘質(zhì)粉土：褐黃色，濕，可塑，含云母及氧化鐵，該層土層厚3.8~9.70米。Finesandaswellassiltysand:Itscolorisbrown-yellow,beingofsaturation,middle-densitytodensity.Italsocontentsmicaandquartz.Thislayerhasnotbepenetratedthroughlyinsomepart.

細砂、粉砂：褐黃色，飽和，中密-密實，含云母石英，該層局部未穿透。Siltyclayaswellasheavysiltyclay:tscolorisbrown-yellow,beingwet,andthislayerhasnotbepenetrated.

粉質(zhì)粘土、重粉質(zhì)粘土：褐黃色，濕，該層未穿透。3.2Physiscalmechanicalcharacteristic

物理力學性質(zhì)Serialnumber序號Typeofsoil土類型Unitweight容重(kN/m^3)Modulusofcompressibility壓縮模量(MPa)Bearingcapacity承載力(kPa)1Non-fullingsoil素填土//2Siltyclayaswellasclayeysilt粘質(zhì)粉土、粉質(zhì)粘土20.04.0110.02-1Sandysiltaswellassilty砂質(zhì)粉土、粉砂20.07.0120.02-2Clayaswellasheavysiltyclay粘土、重粉粘土18.53.0100.03Sandysiltaswellassilty砂質(zhì)粉土、粉砂20.27.0130.03-1Clayeysiltaswellassiltyclay粘粉、粉粘20.35.0110.03-2Clayaswellasheavysiltyclay粘土、重粉粘18.53.5110.04Clayeysiltaswellassiltyclay粘粉、粉粘20.25.0140.04-1Sandy砂質(zhì)粉土20.58.0180.04-2Heavysiltyclayaswellasclay重粉粘、粘土20.05.5150.04-3Finesandaswellassiltysand細砂、粉砂-10.0180.05Finesandaswellassiltysand細砂、粉砂-15.0220.05-1Clayeysilt粘質(zhì)粉土5-2Sandy砂質(zhì)粉土19.46Siltyclayaswellasheavyclay粉粘、重粉粘19.97.0180.06-1Clayeysoil粘性土20.110.0210.06-2Clayeysoil粘性土18.97.0180.0四、 Selectingtheschemeofcombined

footing

復合地基方案的選擇：Thestandardvalueofthebearingcapacityoffoundationisdesignedaccordingtotheconditionoftheengineeringgeologyandthehydrogeology,wemayselecttheschemethatadoptsCement-Flyash-Gravelpile(CFG).Thisschemeblungesgravelpile,flyash,cementaswellaswaterintothebodyofGravelpile,thenmixthemtogethertoproduceapilewithhighaffixablestrength.Itisusedtodealwiththefoundationofhighbuildingsandistherepresentativeofthepile,whichhashighaffixablestrength.Ithasanobvioustechnicaleconomyadvantage.Atthesametime,consideringthearoundenvironmentandtroubleofannoyinglocalpeople,aswellastheexperiencesofourcompanyduringconstructions,theCement-Flyash-Gravelpilecombined

footingisanwellselectedscheme.根據(jù)本工程地質(zhì)條件及水文地質(zhì)條件及設計基底承載力標準值，可選用水泥粉煤灰碎石樁（CementFly—ashGravelpile簡稱CFG樁）復合地基處理方案，它是在碎石樁體中摻入適量石屑、粉煤灰、水泥加水拌合制成一種粘結(jié)強度較高的樁體。多用于高層建筑地基處理中，是高粘結(jié)強度樁的典型，具有較明顯的技術(shù)經(jīng)濟優(yōu)勢。同時考慮到周邊環(huán)境及擾民問題及我公司在當?shù)厥┕?經(jīng)驗，水泥粉煤灰碎石樁（CFG樁）復合地基是優(yōu)選方案。五、 Selectingtheschemeofcombined

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方案編制依據(jù)及設計原則Thisdesigncomplywiththefollowingmaincodesanddata

本設計依據(jù)下述主要規(guī)范及資料：<Technicalcodeforgroundtreatmentofbuilding>JGJ/T79-91

《建筑地基處理技術(shù)規(guī)范》JGJ/T79-91<Designcodeforgroundfoundationofbuilding>GB50202-2002

《建筑地基基礎(chǔ)設計規(guī)范》GB50202-2002<TheBeijingDistrictinvestigation&designcodeforgroundfoundationofbuilding>（DBJ-501-92）

《xx地區(qū)建筑地基基礎(chǔ)勘察設計規(guī)范》（DBJ-501-92）<Codeforgroundandfoundationengineering&acceptance>（GBJ50202-2002）

《地基與基礎(chǔ)工程施工及驗收規(guī)范》（GBJ50202-2002）<Codeforconcretestructuredesign>GB50010-2002

《混凝土結(jié)構(gòu)設計規(guī)范》GB50010-2002<Reportofgeotechnicalinvestigation>

《巖土工程勘察報告》Dataofthedesignofbuildingstructure

建筑結(jié)構(gòu)設計資料Themethodsandexperienceswehaveobtainedthroughthepassedyeas.

我公司多年施工經(jīng)驗和公司施工工法Designprinciples:

設計原則：Thegeotechnicaldesignshouldachieveworkingsafelyduringdesign

reference

period,atthesametime,itshouldmeettherequirementsofallscheduledfunctions,intheleastinvestmentandtheshortestduration.Inshort,itcontentsthreeaspectsasfollow:

巖土工程設計應以最少的投資，最短的工期，達到設計基準期內(nèi)安全運行，并滿足所有的預定功能要求，包括三個方面：Therequirementsofsafetyaswellasendurance:Thisisthesignificantproblemofconstruction.Firstofall,weshouldassurethesafetyandstabilityofthebuildings.

安全性和耐久性要求：這是工程施工的首要問題，首先要確保建筑物的安全和穩(wěn)定。Therequirementsofscheduledfunctions:Undertheconditionthatassuringsafety,thedurationshouldbeshortenedasmuchaspossible.Thereforewecangaintimefortheconstructionoflattermainbody.

預定功能要求：確保較短的施工工期在保障安全的前題下，要盡可能的壓縮工程的施工工期，以便為后續(xù)的主體結(jié)構(gòu)施工贏得時間。Economicalandreasonable:Undertheconditionthatassuringsafety,adopttheadvancedtheoryandrelatedexperiencesofconstructionasmuchaspossible,andreducethecostinmaximum,thuseconomizetheinvestment.

經(jīng)濟合理：在保障安全的前提下，要盡可能充分利用較先進的理論及相關(guān)施工經(jīng)驗，最大限度的降低造價，節(jié)約投資。六、 Selectionoftheconstructiondeviceandconstructiontechnicsaswellasthepurposeofselectingtheschemeofcombined

footing:

施工設備和施工工藝的選擇及復合地基方案的設計目的：Thistimeweuselong-helixdrillingmachinetohole,aswellastheconstructiontechnicsofproducingconcretepilewithpumpingintheconnerofmechanicalmixing.Theconstructiondeviceislong-helixdrillingmachine,theconstrainedconcretemixerandthetransportationpumpofconcrete.

本次施工選擇長螺旋鉆機成孔，機械攪拌中心泵壓混凝土成樁施工工藝，施工設備為長螺旋鉆機，強制式混凝土攪拌機和混凝土輸送泵。Thepurposeoftreatingthefoundationistodealwiththetwoquestionsofdistortionandbearingcapacity,namelythisdesignisimplementedbydouble-control.

地基處理的目的解決變形和承載力兩方面問題，即本設計是雙控來進行設計。七、 Designandcalculationofcombined

footing

復合地基設計及計算7.1Designingparameterofthetopstructure

上部結(jié)構(gòu)設計參數(shù)Theunattachedcolumnfoundation:Thecharacteristicvalueofbearingcapacityoffoundation

soilafterbeingtreated≥300Kpa.獨立柱基：地基處理后承載力特征值≥300KpaTheelevationofbottomoffoundationalnon-cushion-3.00m(±0.00＝26.90m).

基礎(chǔ)素墊層底標高-3.00m(±0.00＝26.90m)Thefinalsettlementoffoundationislessthan40mm,thesettlementofthecolumnfoundationbesideisnotlargerthan0.002Lwhenloading.

基礎(chǔ)最終沉降量≤40mm，相鄰柱基受荷沉降差不大于0.002L.Andthedepthofthepillowlayeris250mm.

褥墊層厚度250mm.The

raft

foundation:Thecharacteristicvalueofbearingcapacityoffoundation

soilafterbeingtreated≥300Kpa.筏板基礎(chǔ)：地基處理后承載力特征值≥300KpaTheelevationofbottomoffoundationalnon-cushion-3.00m(±0.00＝26.90m).

基礎(chǔ)素墊層底標高-3.00m(±0.00＝26.90m)Thefinalsettlementoffoundationislessthan40mm,thesettlementofthecolumnfoundationbesideisnotlargerthan0.002Lwhenloading.

基礎(chǔ)最終沉降量≤40mm，沉降差不大于0.002LAndthedepthofthepillowlayeris250mm.

褥墊層厚度250mm.7.2Thelengthofpile

樁長ThefoundationsoiloftheCement-Flyash-Gravelpile(CFG)requeststheendofthepilesshouldlocateongoodsoil.Throughanalysingtheinvestigationreportandapplyingthesuggestiongivenbytheinvestigationreport,selecttheendofpilelocatingatfivelayersofsoilwhichcanmeettherequirement,accordingtothegeotechnicalparametersofeachlayeraswellasthestateofundergroundwateranddistortionofthecompanylocatingarea.

CFG樁復合地基要求樁端落在好的土層，經(jīng)對勘察報告分析和勘察報告建議，依據(jù)各層土的巖土工程參數(shù)及場區(qū)地下水位情況和變形考慮，選定樁端座落在5層土均可滿足要求。Theunattachedcolumnfoundation:Theeffectivelengthofpileis16.90meters.

獨立柱基;有效樁長16.90mTheelevationofbottomofpileis6.75meters,theCement-Flyash-Gravelpile(CFG)entersintothebearingstratumofsiltysandaswellasfinesand.Ifthebluntest47#drillingholecomeintofivebearingstratums,whichdepthis54cm,theotherscomeintothedepthofbearingstratumwillbelargerthan54cm.

樁底標高坐落于6.75m,CFG樁進入5層粉砂、細砂持力層。在最不利47號鉆孔進入5層持力層深度為54cm，其它鉆孔進入持力層深度＞54cm。Theeffectivelengthofpileequalstotheelevationofbottomofpile(23.65meters)subtractstheelevationofbottomofpile(6.75meters),andtheresultis16.90meters.

有效樁長＝樁底標高23.65m-樁底標高6.75m=16.90mThe

raft

foundation:Theeffectivelengthofpileis15.70meters.

筏板基礎(chǔ);有效樁長15.70mTheelevationofbottomofpileis7.95meters,theCement-Flyash-Gravelpile(CFG)entersintothebearingstratumofSandysilt.Ifthebluntest51#drillingholecomeintofivebearingstratums,whichdepthis54cm,theotherscomeintothedepthofbearingstratumwillbelargerthan54cm.

樁底標高坐落于7.95m,CFG樁進入5層粉砂、細砂持力層。在最不利51號鉆孔進入5層持力層深度為57cm，其它鉆孔進入持力層深度＞57cmTheeffectivelengthofpileequalstotheelevationofbottomofpile(23.65meters)subtractstheelevationofbottomofpile(7.85meters),andtheresultis16.90meters.

有效樁長＝樁底標高23.65m-樁底標高7.95m=15.70m7.3Diameterofpile

樁徑Thesizeofthepilediameterisdesigned400mm,accordingtotheselectedmakingpiledevice.根據(jù)所選用的成樁設備，設計樁徑400mm。7.4CalculatingthecharacteristicvalueRkofbearingcapacityofasinglepile

單樁承載力特征值Rk的計算ThecharacteristicvalueRkofbearingcapacityofasinglepilecanbecalculatedasthefollowingformula:

其單樁承載力標準值Rk按下式計算：Rk=（UpΣqsihi+qpAp）/KInthisformula:Up

其中：representstheperimeterofpile0.4*3.14＝1.256m;

Up——樁的周長0.4*3.14＝1.256m；qsirepresentsthestandardvalueofultimatelateralfrictionalresistanceofIlayer;

qsi——第I層土的極限側(cè)摩阻力標準值；hirepresentsthedepthofIlayer;

hi——第I層土的厚度；qprepresentsthestandardvalueofthesoilresistanceoftheendofpile;

qp——樁端土阻力標準值；Krepresentsfactorofsafety2.0;

K——安全系數(shù)2.0。Theunattachedcolumnfoundation:Theeffectivelengthofpileis16.90meters.

獨立柱基;有效樁長16.90mNowselectthebluntestsectionof47#drillinghole(Refertothesectionshowingin4-4)

選取最不利剖面的47號鉆孔（參考4-4，剖面）：Serialnumberofsoillayer土層編號Depthhi（m）厚度Standardvalueoflimitlateralfrictionalresistance極限側(cè)阻力標準值qsi(KPa)hi*qsiStandardvalueoflimitendfrictionalresistance極限端阻力標準值qp(KPa)standardvalueofbearingcapacity承載力標準值fka(KPa)20.664529.71102-11.55075.012021.84581.011030.75035.01303-20.55527.511030.85040.01303-13.050150.0110041.05555.01404-30.84032.018041.55582.51404-11.36078.018041.25566.01404-11.66096.018050.545529.7800220｛3.14*0.4（29.7+75+81+35+27.5+40+150+55+32+82.5+78+66+96+29.75）+3.14*0.4*0.4/4*800｝/2＝（1102+100.4）/2＝601.2KNAccordingtothelong-termexperiencesofconstructionthatourcompanyhasobtained,wedefineRk=580.0KN.以本公司長期的施工經(jīng)驗，取Rk=580.0KN。The

raft

foundation:Theeffectivelengthofpileis16.90meters.

筏板基礎(chǔ);有效樁長15.60mRk=540.0KN。7.5Designingthereplacementratioofarea

復合地基面積置換率設計Thereplacementratioofareacanbecalculatedasthefollowingformula:

復合地基面積置換率按下式計算：Inthisformula:fsp，krepresentsthecharacteristicvalueofbearingcapacityofcombinedfooting300Kpa式中：fsp，k——復合地基承載力特征值300KPa;mrepresentsthereplacementratioofarea;

m——面積置換率；fskrepresentsthecharacteristicvalueofbearingcapacityofthesoilbetweenpiles110KPa;

fsk——樁間土承載力特征值110KPa；βrepresentsthecoefficientof強度發(fā)揮ofthesoilbetweenpiles0.90;

β——樁間土強度發(fā)揮系數(shù)0.90；Rkrepresentsthecharacteristicvalueofbearingcapacityofafree-singlepile580/kN;Rk——自由單樁承載力特征值580/kN；Aprepresentsareaofsectionofpile0.1256.

Ap——樁的截面面積0.1256。Usetheaboveformulatocalculatethereplacementratioofareaofthisproject:

由上式計算得到該工程復合地基面積置換率:Thereplacementratioofaream=(300-110*0.90)/(580/0.1256-110*0.90)=0.045

置換率m=(300-110*0.90)/(580/0.1256-110*0.90)=0.0457.6Thedesignstrengthofthebodyofpile

樁體強度設計：Inprinciplethefabricationratioofthebodyofpilearecontrolledbythestrengthofthebodyofpile.Thecompressivestrengthofthebodyofpileshouldanswertheneedsofthefollowingformula:

原則上樁體配比按樁體強度控制，樁體試塊抗壓強度應滿足下式要求：fcu≥kσP

fcu≥kσPKrepresentsfactorofsafety,3.0;

K——安全系數(shù)，取3.0；σPrepresentsthemaxstressofthebottomofpileRk/Ap，kPa;

σP——樁頂最大應力Rk/Ap，kPa；fcu>3*580/0.1256=13.85Mpa

fcu>3*580/0.1256=13.85MpaThestrengthoftheconcretefabricationratioofthebodyofpileshouldbeC20.

樁體混凝土配合比強度應取C207.7Pilelayout

布樁Theprincipleofpilelayout:TheCement-Flyash-Gravelpile(CFG)shouldbearrangedintherangeoffoundation.Detailedschemeofpilelayoutisshowingonthe

布樁原則：CFG樁布在基礎(chǔ)范圍內(nèi)。具體布樁方案詳見CFG樁平面布置圖八、 CheckcomputationsofcombinedfootingofCFGpile

CFG樁復合地基驗算Theunattachedcolumnfoundation:Theeffectivelengthofpileis16.90meters.

獨立柱基;有效樁長16.90mImplementcheckcomputationsreferringtothebluntestsectionof47#drillingholeSerialnumber

參考最不利47＃鉆孔剖面進行驗算parametersofstratum

地層參數(shù)Serialnumbe序號rTypeofsoil土類型Depthofsoil土層厚Unitweight容重Saturatedunitweight飽和容重Modulusofcompressibility壓縮模量Bearingcapacity承載力(m)(kN/m^3)(kN/m^3)(MPa)(kPa)1Non-fullingsoil素填土1.220.02.00050.02Clayeysiltaswellassiltyclay粘粉、粉粘2.820.04.000110.03Sandysiltaswellassiltysand砂質(zhì)粉土、粉砂1.220.07.000120.04Clayeysiltaswellassiltyclay粘粉、粉粘5.120.320.35.000110.05Siltysandaswellassandysilt粉粘、粘粉3.420.220.25.000140.06Sandysilt砂質(zhì)粉土2.620.520.58.000180.07Clayeysiltaswellassiltyclay粘粉、粉粘0.420.220.25.000140.08Clayeysoil粘土0.820.020.05.000150.09Slayeysilt粉質(zhì)粘土2.520.020.07.000180.0Thedepthoftheundergroundwater: 8.500(m)

地下水埋深： 8.500(m)Thedepthofthecompressivelayer: 17.250(m)

壓縮層深度： 17.250(m)Thediameterofpile: 400(mm)

樁直徑： 400(mm)Thelengthofpile: 16.900(m)

樁長： 16.900(m)Thecharacteristicvalueofbearingcapacityofasinglepile 580.000(kN)

單樁承載力特征值： 580.000(kN)Thereductionfactorofbearingcapacityofthesoilbetweenpiles 0.900

樁間土承載力折減系數(shù)： 0.900Thedepthofthecushion: 250(mm)

墊層厚度： 250(mm)Theelevationofbottomoffoundationalnon-cushion -3.00m

基礎(chǔ)素墊層底標高 -3.00mCheckcomputationsofeachcolumn

各柱基驗算1-J1Thestructureoffoundation:2600*2600ｍｍ.Arrangethreepilesinactual,detailedinpileplan.

基礎(chǔ)形式：2600*2600ｍｍ實際布樁3根，具體詳見樁位圖Theactualreplacementratioofaream=5.57％

實際面積置換率m=5.57％Thecharacteristicvalueofbearingcapacityofcombinedfootingfspk:347.9(kPa)

復合地基承載力特征值fspk：347.9(kPa)fsp，k=mRk/Ap+αβfk（1-m）＝347.9Calculatingsettlement

沉降計算Accordingtothecode,thecalculationofdistortioncanbeimplementedusingthecombinedmodulusmethod.

以規(guī)范，變形計算可采用復合模量法進行計算：Thesettlementofthecompositesoil:S1=Ψsp∑p0/Epsi*(Zi*αi-Zi-1*αi-1)

復合土層沉降量：Epsi=ζ*EsiThesettlementoftheunderlyingsoilofcompositesoil:

復合土層下臥層沉降量：S2=Ψ∑p0/Esi*(Zi*αi-Zi-1*αi-1)Thefinalsettlement:S=S1+S2

最終總沉降量:Intheformula:式中：p0representstheadditionalpressureatthebottomofthefoundation,accordingwiththequasi-permanentcombinationoftheeffectofloading,kPa;

p0—對應于荷載效應準永久組合時的基礎(chǔ)底面處的附加壓力，kPa；ESirepresentsthemodulusofcompressibilityoftheIlayer,underthebottomoffoundation,MPa;

ESi—基礎(chǔ)底面下第i層土的壓縮模量，MPa；hirepresentsthedepthoftheIlayerofthecompositesoil;

hi—第I層復合土體的厚度；Z1,Zi-1representsthedistancebetweenthebottomoffoundationandtheIlayeraswellasthei-1layerseparately,m;

Z1、Zi-1—基礎(chǔ)底面至第i層土、第i-1層土底面的距離，m；α1、αi-1representstheevencoefficientofadditionalstressintherangeofthecalculatingpointofbottomoffoundationtothebottomoftheIlayeraswellasthei-1layerseparately.

α1、αi-1—基礎(chǔ)底面計算點至第i層土，第i-1層土底面范圍內(nèi)平均附加應力系數(shù)；ζrepresentsthecoefficientofmodulusofcompositesoil;

ζ—復合土層的模量系數(shù)；Ψsprepresentsthecomputationalcorrectioncoefficientofthesettlementofcompositesoil,beingdefinedaccordingtothedataoflocalsettlementmeasurementaswellasconstructionexperiences.

Ψsp—復合土層沉降計算修正系數(shù)，根據(jù)地區(qū)沉降觀測資料及經(jīng)驗確定；ψrepresentsthecomputationalcorrectioncoefficientofsettlement,beingdefinedaccordingtothedataoflocalsettlementmeasurementaswellasconstructionexperiences.

ψ—沉降計算修正系數(shù)，根據(jù)地區(qū)沉降觀測資料及經(jīng)驗確定。Implementcheckcomputationsseparatelyfollowingtheformulashowingabove:

根據(jù)上式分塊進行驗算：Thecoefficientofmodulusofcompositesoilafterbeingtreated:

經(jīng)處理后的復合土層模量系數(shù):Epsi=ζ*Esiζ=fspk/fkζ=fspk/fk＝347.9/110＝3.16Thecalculationofsettlementofthemid-pointinfoundationwhenthequasi-permanentvalueofloadingis1355KN.Andtheadditionalpressureatthebottomofthefoundationisp0＝1355/2.6/2.6＝200.4Kｐａ.

荷載準永久值1355KN時基礎(chǔ)中心點沉降計算基底附加應力p0＝1355/2.6/2.6＝200.4KｐａNumberoflayer層號Depth深度Modulusofcompressibility壓縮模量Z1Z2Compressibility壓縮量Thevalueofstresscoefficient應力系數(shù)積分值(m)(MPa)(m)(m)(mm)(z2a2-z1a1)12.5212.6400.002.5228.351.788421.2022.1202.523.722.850.314335.1015.8003.728.825.780.455443.4015.8008.8212.221.330.105152.6025.28012.2214.820.300.038160.4015.80014.8215.220.070.005870.8017.38015.2216.020.120.010881.1322.12016.0217.150.120.013890.107.00017.1517.250.030.0011Theequivalentqualityofthemodulusofcompressibility:14.054(MPa)

壓縮模量的當量值：14.054(MPa)Thecorrelationforcalculatingsettlement:0.4375

沉降計算經(jīng)驗系數(shù)：0.4375Totalsettlement:0.4375*38.97=17.05(mm)總沉降量：0.4375*38.97=17.05(mm)***Z1representsthedistancebetweenthebottomoffoundationandthetopofthiscomputationalstratification.***Z1--基礎(chǔ)底面至本計算分層頂面的距離***Z2representsthedistancebetweenthebottomoffoundationandthebottomofthiscomputationalstratification.

***Z2--基礎(chǔ)底面至本計算分層底面的距離Thesettlementoftheothermid-pointofloading

其它荷載中心點沉降量Thesettlementofthemid-pointin1219KN1-J1foundation:15.34mm

1219KN1-J1基礎(chǔ)中心點沉降量：15.34mmThesettlementofthemid-pointin1188KN1-J1foundation:14.95mm

1188KN1-J1基礎(chǔ)中心點沉降量：14.95mmThesettlementofthemid-pointin1179KN1-J1foundation:14.84mm

1179KN1-J1基礎(chǔ)中心點沉降量：14.84mmThesettlementofthemid-pointin956KN1-J1foundation:12.03mm

956KN1-J1基礎(chǔ)中心點沉降量：12.03mmThesettlementofthemid-pointin1344KN1-J1foundation:16.91mm

1344KN1-J1基礎(chǔ)中心點沉降量：16.91mmThesettlementofthemid-pointin1236KN1-J1foundation:15.54mm

1236KN1-J1基礎(chǔ)中心點沉降量：15.54mmThesettlementofthemid-pointin763KN1-J1foundation:9.60mm

763KN1-J1基礎(chǔ)中心點沉降量：9.60mmThesettlementofthemid-pointin1169KN1-J1foundation:14.71mm

1169KN1-J1基礎(chǔ)中心點沉降量：14.71mmThesettlementofthemid-pointin866KN1-J1foundation:10.90mm

866KN1-J1基礎(chǔ)中心點沉降量：10.90mmWhenitworksundertheconditionofquasi-permanentvalueofloading,therangeofthesettlementof1-J1foundationis9.60～17.05mm.

荷載準永久值作業(yè)下1-J1基礎(chǔ)沉降范圍在9.60～17.05mmAdditionalsettlement

附加沉降Thecomputationaldepthofsettlementisconsideredtobe22.5meters,andtheadditionalsettlementoftheplaceapart6metersfromthemiddleoffoundation,islessthan0.63mm,hencetheadditionalsettlementaround1-J1foundationcausedbyitshouldnotbetakenintoconsideration.

沉降計算深度按22.5ｍ考慮，在距離基礎(chǔ)中心6.0外產(chǎn)生附加沉降小于0.63mm,固不考慮1-J1基礎(chǔ)對周圍產(chǎn)生附加沉降。The1-J2foundationisaroundthe1-J1foundation,andtheadditionalsettlementoftheplaceapart6metersfromthemiddleoffoundation,causedbyJ2foundation,islessthan0.8mm,hencetheadditionalsettlementofJ1foundationcausedbyJ2foundation.

1-J1基礎(chǔ)周圍為1-J2基礎(chǔ)，J2基礎(chǔ)對在距離基礎(chǔ)中心6.0外產(chǎn)生附加沉降小于0.8mm,固不考慮J2對J1基礎(chǔ)產(chǎn)生附加沉降。Conclusion:Thebearingcapacityof1-J2foundationcombinedfoundation≥300KPA

結(jié)論：1-J1基礎(chǔ)復合地基承載力≥300KPAThefinalsettlementoffoundation＜40mm

基礎(chǔ)最終沉降量＜40mmAnswertheneedsofthetopstructuredesign

滿足上部結(jié)構(gòu)設計要求。1-J2Thestructureoffoundation:2800*2800ｍｍ.Arrangethreepilesinactual,detailedinpileplan.

基礎(chǔ)形式：2800*2800ｍｍ實際布樁3根，具體詳見樁位圖Theactualreplacementratioofaream=4.8％

實際面積置換率m=4.8％Thecharacteristicvalueofbearingcapacityofcombinedfoundationfspk:316.3(kPa)

復合地基承載力特征值fspk：316.3(kPa)fsp，k=mRk/Ap+αβfk（1-m）＝316.32)Calculatingsettlement

沉降計算Thecalculationofsettlementofthemid-pointinfoundationwhenthequasi-permanentvalueofloadingis1883KN.

荷載準永久值1883KN時基礎(chǔ)中心點沉降計算Numberoflayer層號Depth厚度Modulusofcompressibility壓縮模量Z1Z2compressibility壓縮量Theintegralvalueofstresscoefficient應力系數(shù)積分值(m)(MPa)(m)(m)(mm)(z2a2-z1a1)12.5211.4800.002.5238.771.854521.2020.0902.523.724.190.351135.1014.3503.728.828.690.519343.4014.3508.8212.222.010.120152.6022.96012.2214.820.480.046060.4014.35014.8215.220.110.006770.8015.78015.2216.020.190.012481.1320.09016.0217.150.190.015790.107.00017.1517.250.040.0013Theequivalentqualityofthemodulusofcompressibility:12.850(MPa)壓縮模量的當量值：12.850(MPa)Thecorrelationforcalculatingsettlement:0.48

沉降計算經(jīng)驗系數(shù)：0.48Totalsettlement:0.48*54.67=26.24(mm)

總沉降量：0.48*54.67=26.24(mm)Thesettlementofthemid-point

中心點沉降量Whenthemaxloadingis1883KN,thesettlementofthemid-pointin1-J2foundation:26.24mm

最大荷載1883KN1-J2基礎(chǔ)中心點沉降量：26.24mmWhentheminloadingis1366KN,thesettlementofthemid-pointin1-J2foundation:19.10mm.

最小荷載1366KN1-J2基礎(chǔ)中心點沉降量：19.10mmWhenitworksundertheconditionofquasi-permanentvalueofloading,therangeofthesettlementof1-J2foundationis19.10～26.24mm.

荷載準永久值作業(yè)下1-J2基礎(chǔ)沉降范圍在19.10～26.24mmAdditionalsettlement

附加沉降Thecomputationaldepthofsettlementisconsideredtobe22.5meters,andtheadditionalsettlementoftheplaceapart8metersfromthemiddleoffoundation,islessthan0.8mm,hencetheadditionalsettlementaround1-J2foundationcausedbyitshouldnotbetakenintoconsideration.

沉降計算深度按22.5考慮，在距離基礎(chǔ)中心8.0外產(chǎn)生附加沉降小于0.8mm,固不考慮1-J2基礎(chǔ)對周圍產(chǎn)生附加沉降。Conclusion:Thebearingcapacityof1-J2foundationcombinedfoundation≥300KPA

結(jié)論：1-J2基礎(chǔ)復合地基承載力≥300KPAThefinalsettlementoffoundation＜40mm

基礎(chǔ)最終沉降量＜40mmAnswertheneedsofthetopstructuredesign

滿足上部結(jié)構(gòu)設計要求。1-J3Thestructureoffoundation:2900*2900ｍｍ.Arrangefourpilesinactual,detailedinpileplan.

基礎(chǔ)形式：2900*2900ｍｍ實際布樁4根，具體詳見樁位圖Theactualreplacementratioofaream=5.97％

實際面積置換率m=5.97％Thecharacteristicvalueofbearingcapacityofcombinedfoundationfspk:368.6(kPa)復合地基承載力特征值fspk：368.6(kPa)fsp，k=mRk/Ap+αβfk（1-m）＝368.62)Calculatingsettlement

沉降計算Thecalculationofsettlementofthemid-pointinfoundationwhenthequasi-permanentvalueofloadingis1917KN.

荷載準永久值1917KN時基礎(chǔ)中心點沉降計算Numberoflayer層號Depth厚度Modulusofcompressibility壓縮模量Z1Z2compressibility壓縮量Theintegralvalueofstresscoefficient應力系數(shù)積分值t(m)(MPa)(m)(m)(mm)(z2a2-z1a1)12.5213.4000.002.5231.991.885021.2023.4502.523.723.580.369535.1016.7703.728.827.490.552443.4016.7508.8212.221.740.127952.6026.80012.2214.820.520.060960.4016.75014.8215.220.050.003570.8018.42015.2216.020.160.013281.1323.45016.0217.150.160.016790.107.00017.1517.250.050.0014Theequivalentqualityofthemodulusofcompressibility:15.065(MPa)

壓縮模量的當量值：15.065(MPa)Thecorrelationforcalculatingsettlement:0.40

沉降計算經(jīng)驗系數(shù)：0.40Totalsettlement:0.40*45.64=18.25(mm)

總沉降量：0.40*45.64=18.25(mm)Thesettlementofthemid-point

中心點沉降量Whenthemaxloadingis1917KN,thesettlementofthemid-pointin1-J3foundation:18.25mm

最大荷載1917KN1-J3基礎(chǔ)中心點沉降量：18.25mmWhentheminloadingis1607KN,thesettlementofthemid-pointin1-J3foundation:15.30mm.

最小荷載1607KN1-J3基礎(chǔ)中心點沉降量：15.30mmWhenitworksundertheconditionofquasi-permanentvalueofloading,therangeofthesettlementof1-J3foundationis18.25～15.30mm.

荷載準永久值作業(yè)下1-J3基礎(chǔ)沉降范圍在18.25～15.30mmAdditionalsettlement

附加沉降Thecomputationaldepthofsettlementisconsideredtobe22.5meters,andtheadditionalsettlementoftheplaceapart7.0metersfromthemiddleofJ-3foundation,is1.5mm.

沉降計算深度按22.5ｍ考慮，在距離J-3基礎(chǔ)中心7.0m處產(chǎn)生附加沉降1.5mm。Thecomputationaldepthofsettlementisconsideredtobe22.5meters,andtheadditionalsettlementoftheplaceapart7.2metersfromthemiddleofJ9foundation,is3.25mm.

沉降計算深度按22.5ｍ考慮，在距離J9基礎(chǔ)中心7.2m處產(chǎn)生附加沉降3.25mm。Sotheadditionalsettlementcausedbythemostdangerousplace

最不利位置產(chǎn)生附加沉降1.6*2＋3.25＝6.45mm1.6*2＋3.25＝6.45mmThelargestsettlementofthemid-pointis24.70mm

中心點最大沉降量24.70mmConclusion:Thebearingcapacityof1-J3foundationcombinedfoundation≥300KPA

結(jié)論：1-J3基礎(chǔ)復合地基承載力≥300KPAThefinalsettlementoffoundation(includingtheadditionalsettlementoffoundation)＜40mm

基礎(chǔ)最終沉降