带肋填砂管桩承载力研究

43520133BuildingStructureVol．43No．5Mar．2013325035、。--。。。、。TU473.1+1A1002-848X201305-0092-05Studyonbearingcapacityofribbedandsand-filledtubepilesDaiQingbinWenzhouVocational＆TechnicalCollegeWenzhou325035ChinaAbstractComparedwithprestressedconcretetubepiletheribbedsand-filledtubepilecanenhancethebearingcapacityofthepilefoundation．Basedonloadtransfermodelofpile-soilthebehaviorofsideresistanceanddisplacementwasanalyzedandthepilesidesoillayerloadtransferfunctionwasobtained．Theenhancementrangeofloadbearingcapacitywasresearched．Theoreticanalysisandexperimentresultsindicatethatsideresistancecanenhancethebearingcapacityofthepilefoundationbyusingribbedsand-filledtubepile．Throughtheloadtransfermodeltheresultsofsideresistanceyieldvalueandthecorrespondingdisplacementwerederivedreverselywhichcanprovidereferencefordesign．Simultaneouslytherelationshipofpiletopresistancewiththeproportionofsideresistanceandpileendresistancewasstudiedwhichshowsthatalinearrelationshipholdsbetweenthisproportionandpiletopload．Keywordsribbedsand-fille[e-mail]。0、1。。2m100mm23。1-Gardner1975τSS4τS=SA+BS1AB。1SSSuτu4Sτlim5τlim=lims→∞τS=1/B222.11221-。28000m2。。⑥34m36m。20031020056。16。4435．1-116。1fk/kPaEs/MPaqs/kPaqp/kPa①702.8012.0②-1381.005.0②-2551.757.0③-11454.4522.0700③-2903.0012.0400④30040.02800⑤953.5013.0450⑥30040.02800⑥-a1003.0014.0500⑦1103.2015.0520⑧28032.02400。1-1/m-1、26。2.22.2.1ττzjiτzijτzij=Pij－P'ijUΔLi3PijP'ijji、NUmmU=πddmmΔLiimm。2-137。-1400mm600mmd=600mm3。-12/kN/mm/m－1.0－12.53－23.21－26.16－34－36①②-1②-2③-1③-2④1327.62601841363061.591.592491.439227820749131.693.283665.252236927576281.755.034819658455337108481.776.805982.8798569423150732.479.2761146.69366775021971032.7312.0071310.410747885832571403.3915.3981474.212189086743191802.6118.0091638135610207643842296.5924.59101839.6153211708864643156.0830.671120161689130510035663978.5639.23122217.618901496119072853710.0549.2811839.6—————－0.0749.2121474.2—————－0.5247.3731146.6—————－2.2246.854819.0—————－2.7844.075491.4—————－7.7836.2960—————－9.7926.50。。d=600mmτz/kPa3②-1②-2③-1③-2④1234512.863.778.876.3212.7324.215.6513.129.4219.1036.067.5917.3811.8625.4646.8210.0621.8113.6531.8357.8211.3526.9916.2740.8568.9212.8432.3518.1849.87710.0114.1837.8919.4362.07810.8515.3743.2521.1673.74911.9416.6647.3222.6582.231013.0217.9552.5025.1579.051113.8519.0455.8226.0589.661213.8719.5356.5627.54101.332.2.2jSjiSzijSzij=Sj－ΔSij4ΔSijji392013mmΔSij=Pij+P'ij2EA∑i－1k=2ΔLk+ΔLi25ΔLkkmmEN/mm2Amm2。48-14。4τzSzτz-Sz2。-1Sz/mm41234511.590.750.220.120023.282.031.221.060.810.8035.033.352.272.071.711.7046.804.713.363.112.662.6559.276.755.104.784.204.18612.009.057.126.726.025.99715.3912.029.779.328.488.44818.0014.1911.6211.1110.1110.06924.5920.3617.4916.9115.7515.691030.6725.9022.6421.9720.6220.531139.2333.9930.3729.6328.0527.941249.2843.4739.3838.5136.5836.443τz-Sz3-341τz-Sz32-1τz-Szd=600mm5。2τlim5。d=600mm5ABτlim/kPa②-10.389570.0634015.77②-20.189050.0478520.90③-10.095810.0150866.31③-20.095280.0362027.62④0.059260.00876114.165。“①”②-1②-2③-1③-2④5“①”τu6。-1400mm49435．。。115m28mm26mm1.57。-16/mqs/kPaqsik/kPaτlimi/kPaτlimi/qsikτui/kPaSui/mm①1～1.5122434.321.432912②-18～1551015.771.581336②-26～1271420.901.491825③-10.5～3224466.311.515634③-21～5122427.621.152315④0.5～34080114.161.4397387/mm/mP/kN/mm/kN40040120028118640040180026—9α=τui/τlimiα0.8～0.9α=0.85τui0.85τlimi810Sui6。-。4-、、、。11。。PPb12。13。PsPt。Pb=α0PPs=β0PPt=γ0Pγ0=1－α0－β0。α0β0γ0、。2、。Pb4～7。4P-5P-α06P-β07P-γ04～7α0β0γ0P。α0592013β0γ0。14。α0β0γ0Pα0=－0.03361+1.13335×10－4P6β0=0.69217－9.72061×10－5P7γ0=0.34144－1.6129×10－5P851。2。、。1．J．200636S157-61．2．J．200538559-62．3．J．2005382102-105．4．-J．2002235592-596．5．J．200620275-79．6．R．20059-16．7．J．20045153-55．8．J．200521188-93．9．M．1990223-268．10．J．1997319-21．11．GeddesJ．19974371-74．12GEDDESJD．StressesinfoundationsoilsduetoverticalsubsurfaceloadJ．Geotechnique1966163231-255．13GB50007—2002M．2002140-143．14．J．2011411114-117．5941。2。1．M．2005．2．M．2010．3．IJ．2005711-12．4．J．201141S1120-124．5．J．201144460-70．6．C//．2008573-584．7．C//．2010754-760．69