Jet grout kolonların performansını etkileyen faktörlerin deneysel olarak araştırılması

T.C.

SELÇUK ÜNİVERSİTESİ FEN BİLİMLERİ ENSTİTÜSÜ

JET GROUT KOLONLARIN PERFORMANSINI ETKİLEYEN FAKTÖRLERİN DENEYSEL OLARAK

ARAŞTIRILMASI İbrahim Hakkı ERKAN

DOKTORA TEZİ

İnşaat Mühendisliği Anabilim Dalını

Kasım-2013 KONYA Her Hakkı Saklıdır

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DECLARATION PAGE

I hereby declare that all information in this document has been obtained and presented in accordance with academic rules and ethical conduct. I also declare that, as required by these rules and conduct, I have fully cited and referenced all material and results that are not original to this work.

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ABSTRACT Ph.D THESIS

EXPERIMENTALLY INVESTIGATION OF AFFECTING FACTORS ON PERFORMANCE FOR JET GROUT COLUMNS

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THE GRADUATE SCHOOL OF NATURAL AND APPLIED SCIENCE OF 6(/d8.81,VERSITY DOCTOR OF PHILOSOPHY IN CIVIL ENGINEERING Advisor: 3URI'Ug]FDQ7$1 2013, 144 Pages Jury

Prof. Dr. Mustafa LAMAN 3URI'Ug]FDQ7$1 Assoc.Prof.Dr. Mustafa YILDIZ

Assoc.Prof.Dr. Selim ALTUN Assoc.Prof.Dr.Musa Hakan ARSLAN

Today, jet grouting method is a quite widespread improvement method used for the improvement of the soil characteristics which improves the strength, permeability and settlement characteristics of the soil as the other improvement methods do. The method is applied by lowering the tijis connected to the drilling machine to the soil level where the improvement will be carried out, sending high pressure cement grouting through the tiji end and pulling the tiji back with a certain speed. Therefore, this method causes to have many cylindrical columns of certain diameters and lengths inside the soil which are quite rigid in comparison to the soil.

The application areas of this method in geotechnical engineering have great extent that in our country especially after the 1999 Marmara Earthquake it was used for providing the bearing capacity, liquefaction and settlement criteria of the soils.

The performance of jet grouting columns was affected by many controlled and uncontrolled parameters. The leading parameters for the controlled ones can be listed as injection pressure, tiji pulling speed, tiji rotating speed, number of nozzles, nozzle diameter and water/cement ratio. And the uncontrolled parameters are soil type, soil structure, soil layering condition, underground water level, the changes in strength parameters and rheologic properties of cement in the course of time and etc.

In the scope of this Ph.D. study, the effects of injection pressure, water/cement ratio, tiji pulling speed and tiji rotating speed on the performance of jet grouting columns are investigated experimentally. For this purpose, a system that can produce a jet grouting column was designed and built in the laboratory that the behavior of jet grouting columns were researched parametrically with success in the laboratory for the first time in the literature. The test design and the evaluation of the test results were performed using an effective optimization technique named as Taguchi Method. The injection pressures of 20, 30 and 40 bars, the water/cement ratios of 1.00, 1.25 and 1.50 percentages, the rotation speeds of 5, 10 and 15 rot/min, the tiji pulling speeds of 15, 30 and 45 cm/min were selected as the parameters of the tests. After the tests, the diameters and the heights of the jet grouting columns produced in the laboratory were measured and their column structures were investigated by obtaining their free compressive strengths using the cores of different dimensions taken from the columns and performing S/N and multi-variable

vii

variance analyses on them for determining the effects of the parameters on the diameter and free compressive strength values of the columns.

As a result of the analyses and evaluations, it was concluded that jet grouting columns can be successfully produced in the laboratory using the system developed during this study, and the parametrical studies on them can be carried out accurately. The parameter having the most affect on the column diameter was respectively determined as the injection pressure with 43%, the rotation speed with 36%, the W/C ratio with 12% and the pulling speed with 10% effectiveness values. The most effective parameter on the free compressive strength of the columns was determined as the injection speed with 36% effectiveness ratio. The W/C ratio with 27%, the pulling speed with 23% and the rotation speed with 14% effectiveness ratios were obtained on the strength of the columns. The maximum column diameter for the columns produced in the laboratory was obtained by applying 40 bars of injection pressure, 1.5% of W/C ratio, 15 cm/min of pulling speed and 5 rot/min of rotation speed. By the aid of the similar tests, the maximum compressive strength for the columns was determined by applying 20 bars of injection pressure, 1% of W/C ratio, 15 cm/min of pulling speed and 10 rot/min of rotation speed.

Key words: Injection, jet grout method, sandy soil, laboratory jet grout testing

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-HW JURXW \|QWHPL LOH ROXúWXUXODQ NRORQXQ |]HOOLNOHUL YH SHUIRUPDQVÕ \DSÕP \|QWHPLQH ED÷OÕ ROGX÷X JLEL IDUNOÕ X\JXODPD SDUDPHWUHOHULQH GH ED÷OÕGÕU %X parametrelerin Jet grout (JG) NRORQODUÕQ SHUIRUPDQVÕ ]HULQGHNL HWNLOHULQL EHOLUOHPHN LoLQDUD]LGHSDUDPHWULNELUoDOÕúPD\DSPDN]DPDQYHPDOL\HWDoÕVÕQGDQROGXNoD]RUGXU /DERUDWXDUGD -* NRORQODUÕQ LPDO HGLOPHVL LoLQ LVH |]HO RODUDN WDVDUODQPÕú ODERUDWXYDU WLSL-*NRORQFLKD]ÕLOH\DSÕODELOPHNWHGLU

%XoDOÕúPDGD-HWJURXWNRORQODUÕQSHUIRUPDQVÕQÕHWNLOH\HQWDVDUÕPIDNW|UOHULQLQ JG NRORQODUÕQ performansÕ ]HULQGHNL HWNLOHULQLQ EHOLUOHQPHVL LoLQ |]HO RODUDN WDVDUODQPÕú laboratuar tipi JG kolon FLKD]Õ LPDO HGLOPLúWLU %X FLKD] NXOODQÕlarak ODERUDWXDU RUWDPÕQGD IDUNOÕ SDUDPHWUH VHYLOHULQGH NRORQODU ROXúWXUXODUDN UHWLP parametrelerinin HWNLOHUL DUDúWÕUÕOPÕúWÕU <DSÕODQ GHQH\VHO oDOÕúPDQÕQ WDVDUÕPGD YH VRQXoODUÕQDQDOL]HGLOPHVLQGH7aguchi YHWRGXNXOODQÕOPÕúWÕU'HQH\VHOoDOÕúPDULoLQ her ELULoVHYL\HOL4 parametreli (L9) GHQH\WDVDUÕPWDEORVXNXOODQÕOPÕúWÕU

dDOÕúPD 6HOoXN hQLYHUVLWHVL %$3 .RRUGLQDW|UO÷ WDUDIÕQGDQ  QXPDUDOÕdoktora tez projesi RODUDNGHVWHNOHQPLúWLU$\UÕFDEXWH]oDOÕúPDVÕ78%ø7$.

2211-Doktora burs progrDPÕ WDUDIÕQGDQ GD GHVWHNOHQPLúWLU dDOÕúPD NDSVDPÕQGD

WDVDUODQDQ FLKD] NXOODQÕODUDN \UWOHQ oDOÕúPDODU; -* NRORQ X\JXODPDODUÕQÕQ SDUDPHWULN RODUDN ODERUDWXDU RUWDPÕQGD DUDúWÕUÕODELOLUOL÷L WDVDUÕPODUGD NXOODQÕODELOHFHN SUDWLN ELOJL ED÷ÕQWÕ WDEOR YH JUDILNOHULQ JHOLúWLULOHELOHFH÷LQL J|VWHUPLúWLU /aboratuar RUWDPÕQGDMHWJURXWNRORQODUÕQLPDOHGLOPHVLYHSDUDPHWULNoDOÕúPDODUÕQ LONNH]\DSÕOPÕú ROPDVÕEXQGDQVRQUDNLDUDúWÕUPDFÕODULoLQ|QHPOLELUkaynDNWHúNLOHGHbilecektir.

.$<1$.$5$ù7,50$6,

%X E|OPGH MHW JURXW NRORQODUÕQ GDYUDQÕúÕ WDVDUÕPÕ YH X\JXODPD \|QWHPOHUL ]HULQHJQP]HNDGDUOLWHUDWUGH\HUDODQ|QHPOLoDOÕúPDODUDúD÷ÕGD|]HWRODUDNVÕUD LOHYHULOPLúWLU

Lunardi (1977) WDUDIÕQGDQ \DSÕODQ DUDúWÕUPDGD Jet grout WHNQL÷L ile zemin

L\LOHúWLUPH \|QWHPLQLQ WDULILQL \DSWÕNWDQ VRQUD, \|QWHPLQ X\JXODQGÕ÷Õ ED]Õ geoteknik PKHQGLVOL÷L SUREOHPOHULQGHQ |UQHNOHU YHUPLúWLU $UDúWÕUPDFÕ WDUDIÕQGDQ jet grout ile ]HPLQL\LOHúWLUPH\|QWHPLLOHLOJLOLRODUDNDúD÷ÕGDPDGGHOHUKDOLQGHYHULOHQHWNHQOHr de incelenPLúWLU Bunlar; ‡<|QWHPLQIDUNOÕ]HPLQoHúLWOHULQHJ|UHX\JXQOX÷X (ùHNLO2.1), ‡7DVDUÕP kriterleri, ‡øQúDDWVÕUDVÕQGDJ|]OHPOHPH, ‡<|QWHPGHNLHQVRQWHNQRORMLNJHOLúPHOHU, ‡øQúDDWYHoHYUHPKHQGLVOL÷LoDOÕúPDODUÕQGDMHWJURXWLQJ\|QWHPL, ‡%D]ÕYDNDDQDOL]OHUL (ùHNLO2.2) Turba Kum-Çakil Silt Kil

Basinç Mukavemeti ( MPa)

0 2 4 6 8 10 12 14 16 18 20

ùHNLO2.2. -HWJURXWWHNQL÷LLOHUHWLOHQNRORQODU (Lunardi, 1977)

$UDúWÕUPDFÕWDUDIÕQGDQ\ÕOÕQGD\|QWHPLQ\HQLELU]HPLQL\LOHúWLUPH\|QWHPL ROGX÷X belirtilmekte KHQ] WDP RODUDN JHOLúWLULOHPHGL÷L YXUJXODnPDNWDGÕU dHúitli ]HPLQWLSOHULLoLQHOGHHGLOHELOHFHNEDVÕQoPÕNDYHPHWOHULQLQYHULOGL÷LLONoDOÕúPDODUGDQ olmaVÕ QHGHQL\OH |QHPOL ELU oDOÕúPDRODUDN GLNNDWH DOÕQPDNWDGÕU 8\JXODPDQÕQ ]HPLQ ÕVODKÕ SUREOHPOHULQGH ROGXNoD HNRQRPLN YH HWNLOL ROGX÷X DQFDN GDKD HWNLQ NXOODQÕPÕ LoLQX\JXODPDLOHLOJLOLGHQH\VHODUDúWÕUPDODUÕQ\DSÕOPDVÕJHUHNWL÷LEHOLUWLOPLúWLU

Omine vd. (1993) WDUDIÕQGDQ IDUNOÕPDO]HPHOHUGHQROXúDQNDUÕúÕPODUÕQJHULOPH±

GHIRUPDV\RQLOLúNLVLQLGH÷HUOHQGLUPHNDPDFÕ\ODLNLDúDPDOÕNDUÕúÕPPHWRGXDGÕYHULOHQ ELU KRPRMHQOHúWLUPH PHWRGX |QHULOPLúWLU 0HWRGXQ X\JXODQPDVÕQGD JHULOPH GD÷ÕWÕPÕ |QHPL HVDV DOÕQPÕúWÕU *HULOPH GD÷ÕWPD NDWVD\ÕVÕ (VKHOE\ 7HQV|U NXOODQÕODUDN KHVDSODQPÕúWÕU (ùHNLO2.3).

ùHNLO2.3. *HULOPHGD÷ÕWÕPSDUDPHWUHOHUL- (VKHOE\7HQV|ULOLúNLVL (Omine vd, 1993)

%X PHWRW VD\HVLQGH NRPSR]LW ]HPLQOHULQ RUWDODPD HODVWLN PRGO YH DNPD gerilmesi HOGH HGLOPLúWLU .DWNÕ YH PDWULVWHQ ROXúDQ LNL ID]OÕ NDUÕúÕPODUGD NXOODQÕODQ KRPRMHQOHúWLUPHPHWRGXoLPHQWRNDWNÕOÕWDúNRORQODULOHL\LOHúWLULOPLú]HPLQOHU]HULQGH X\JXODQPÕúWÕU .DUÕúÕPODUÕQ JHULOPH±GHIRUPDV\RQ LOLúNLVL RUWDODPD HODVWLN PRGO YH akma NULWHUL GH |QHULOHQ PRGHOGHQ WUHWLOPLúWLU gQHULOHQ PHWRGXQ JHoHUOLOL÷LQL VD÷ODPDNDPDFÕ\ODoLPHQWRNDWNÕOÕWDúNRORQODUODL\LOHúWLULOPLú]HPLQde model deneyler X\JXODQPÕú ùHNLO2.4), deney VRQXoODUÕ VRQOXHOHPDQODU \|QWHPLNXOODQÕODUDN \DSÕODQ analizleULOHKHVDSODQDQGH÷HUOHUOHNDUúÕODúWÕUÕOPÕúWÕU

Baumann (1984) WDUDIÕQGDQ \D\ÕQODQDQ Pakalede, jet grout kolonlarla

L\LOHúWLULOPLú IDUNOÕ WLSWHNL ]HPLQOHUGH NRORQ ROXúXPX VÕUDVÕQGD NXOODQÕODQ VX/oLPHQWR RUDQÕQDED÷OÕRODUDNWHNHNVHQOLEDVÕQoGD\DQÕPODUÕQGDNLGH÷LúLPOHULQFHOHQPLúWLU<HGL IDUNOÕ ]HPLQ WLSLQGH X\JXODQDQ MHW JURXW NRORQODUÕQGDQ DOÕQDQ QXPXQHOHUGH IDUNOÕ su/oLPHQWR RUDQÕQD J|UH HOGH HGLOHQ VHUEHVW EDVÕQo GH÷HUOHUL dL]HOJH 2¶GH J|VWHULOPLúWLU

dL]HOJH 2.1. Su-oLPHQWRRUDQÕQDED÷OÕNRORQXQVHUEHVWEDVÕQoPXNDYHPHWLGH÷HUOHUL (Baumann, 1984)

.RORQ%DVÕQo'D\DQÕPODUÕ03D Zemin Tipi dDNÕO Kum Silt, Kil Organik

Zemin Kumlu dDNÕOOÕ Kumlu Siltli Siltli Killi

Kolon No 1 2 3 4 5 6 7

6XdLPHQWR  ” ” 15 ” 12 ” 3 12-18 10-14 6-10

6XdLPHQWR  ” ”15 ”12 ”3 6-10 5-7 3-5

$UDúWÕUPD DUD]LGH IDUNOÕ ]HPLQ NRúXOODUÕQGD UHWLOHQ -* NRORQODUÕQ GD\DQÕPODUÕQÕQ NDSVDPOÕ RODUDN YHULOPLú ROPDVÕ DoÕVÕQGDQ |QHPOLGLU $UDúWÕUPD VRQXoODUÕQD J|UH NXPOX YH oDNÕOOÕ ]HPLQOHUGH HOGH HGLOHQ EDVÕQo GD\DQÕPODUÕQÕQ NLOOL VLOWOLYHRUJDQLN]HPLQOHUHJ|UHROGXNoD \NVHNROGX÷X (3-4 kat fazla)D\UÕFDoLPHQWR PLNWDUÕQÕQ DUWPDVÕ LOH oDNÕOOÕ NXPOX NXPOX VLOWOL VLOWOL NLOOL ]HPLQOHUGH EDVÕQo GD\DQÕPÕQÕQGDDUWWÕ÷ÕJ|]OHQPLúWLU

EODVWLVLWH PRGO LOH MHW JURXW NRORQODUÕQ WHN HNVHQOL EDVÕQo GD\DQÕPODUÕ DUDVÕQGDNL LOLúNLTrevi (1994) WDUDIÕQGDQ incelenmiúWLU'HQH\VHOoDOÕúPDODUGDVLOWOLYH siltli kumlu zeminlerde ROXúWXUXODQ -* NRORQODUGDQ DOÕQDQ QXPXQHOHU NXOODQÕOPÕúWÕU dDOÕúPDODUVRQXFXQGDùHNLO2¶GHNLJUDILNHOGHHGLOPLúMHWJURXWNRORQPXNDYHPHWLQLQ HODVWLVLWHPRGOLOHGR÷UXRUDQWÕOÕROGX÷XVRQXFXQDYDUÕOPÕúWÕU

0 5000 10000 15000 200000 1 2 3 4 5 0 10 20 30 40 50 MPa

Tek eksenli basinç mukavemeti (kg/cm )

2

Elastisite modülü , E (kg/cm ) 2

ùHNLO2.5. (ODVWLVLWHPRGO- 7HNHNVHQOLEDVÕQoPXNDYHPHWLLOLúNLVL (Trevi, 1994)

Omine ve Ohno (1997) WDUDIÕQGDQ\UWOPúDUDúWÕUPDGDGHULQNDUÕúWÕUPD veya

NXP NRPSDNVL\RQ ND]Õ÷Õ PHWRWODUÕ\OD L\LOHúWLULOHQ NRPSR]LW ]HPLQOHULQ \DSÕVÕ DUDúWÕUÕOPÕúWÕU HHWHURMHQ\DSÕGDbulunan NRPSR]LW]HPLQOHULQGHIRUPDV\RQDQDOL]LLoLQ LNL ELOHúHQOL NDUÕúÕP PRGHOL LVLPOL KRPRMHQOHúWLUPH PHWRGX |QHULOPLúWLU 'D÷ÕWPD parametreleri belirlenerek kDUÕúÕPODUÕQ HODVWLVLWH PRGOOHUL KHVDSODQPÕúWÕU *HOLúWLULOHQ KRPRMHQOHúWLUPH PHWRGX L\LOHúWLULOPLú ND]ÕNOÕ NRPSR]LW ]HPLQOHU ]HULQGH X\JXODQPÕúWÕU 0HWRGXQ JHoHUOLOL÷LQL VD÷ODPDN DPDFÕ\OD LNL ER\XWOX VRQOX HOHPDQODU DQDOL] VRQXoODUÕ LOH o ER\XWOX VRQOX HOHPDQODU DQDOL] VRQXoODUÕ NDUúÕODúWÕUÕOPÕúWÕU $\UÕFD ND]ÕN úHNOLQGH NDWNÕODU LoLQ NRPSR]LW ]HPLQLQ IDUNOÕ WUOHUL NXOODQÕODUDN ODERUDWXDUPRGHOWHVWOHULJHUoHNOHúWLULOPLú|QHULOHQPHWRGXQJHoHUOLOL÷LPRGHOWHVWOHULOH hesaplanan VRQXoODUNDUúÕODúWÕUÕODUDN LUGHOHQPLúWLU

AUD]LGH oLPHQWR NDWNÕVÕ LOH L\LOHúWLULOPH \DSÕOPÕú ]HPLQOHULQ WDúÕPD JFQQ GH÷HUOHQGLULOPHVLLoLQLNLID]OÕNDUÕúÕPPRGHOLDGÕYHULOHQELUPHWRWOmine vd. (1998) WDUDIÕQGDQ |QHULOPLúWLU $UD]LGH L\LOHúWLUPH \DSÕOPÕú ]HPLQ NDWNÕ YH PDWULV RODUDN WDQÕPODQDQ LNL IDUNOÕ ]HPLQLQ NDUÕúÕPÕ úHNOLQGH HOH DOÕQPÕúWÕU ùHNLO2 %X \]GHQ WDúÕPD JF JHULOPH GD÷ÕWÕP IDNW|U YH NDUÕúÕPGDNL NDWNÕQÕQ KDFLPVHO RUDQÕ J|] |QQGH WXWXODUDN GH÷HUOHQGLULOPLúWLU gQHULOHQ PHWRGXQ JHoHUOLOL÷LQL GR÷UXODPDN DPDFÕ\ODPRGHOYHDUD]LWHVWOHUL\DSÕOPÕúWÕU$UD]LGHL\LOHúWLUPHLúOHPL\DSÕOPÕú]HPLQLQ WDúÕPD JF GH÷HUOHQGLULOPHOHULQGH PHWRGXQ HWNLOL ROGX÷X VRQXFXQD YDUÕOGÕ÷Õ EHOLUWLOPLúWLU

ùHNLO2.6. .DWNÕYHPDWULVHOHPDQODUÕQGDQROXúDQNRPSR]LW]HPLQ (Omine vd., 1998)

Omine vd. (1999) WDUDIÕQGDQ IDUNOÕPDO]HPHOHUGHQROXúDQNDUÕúÕPODUÕQJHULOPH±

GHIRUPDV\RQ LOLúNLVLQL GH÷HUOHQGLUPHN DPDFÕ\OD LNL ID]OÕ NDUÕúÕP PHWRGX DGÕ YHULOHQ PHWRWJHULOPHGD÷ÕWÕPÕ LoLQ |QHULOPLúWLU.RPSR]LWPDO]HPHOHULQVD\ÕVDODQDOL]OHULQGH KRPRMHQOHúWLUPH PHWRGX RODUDN DGODQGÕUÕODQ EX \DNODúÕP ND]ÕN úHNOLQGH NRORQODU LOH JoOHQGLULOPLú ]HPLQH JoOHQGLULOPLú ]HPLQLQ RUWDODPD HODVWLN PRGO YH DNPD JHULOPHVLQL HOGH HWPHN DPDFÕ\OD X\JXODQPÕúWÕU dLPHQWR NDWNÕOÕ WDú NRORQODU LOH JoOHQGLULOPLú]HPLQHELUWDNÕPPRGHOWHVWOHULX\JXODQPÕúH÷LPOL\NOHPHOHUGHGúH\ RWXUPD YH \DWD\ GHIRUPDV\RQ GH÷HUOHUL |OoOPúWU 6D\ÕVDO DQDOL] YH WHVW VRQXoODUÕ DUDVÕQGDNL NDUúÕODúWÕUPDGDQ VRQUD |QHULOHQ PHWRGXQ L\LOHúWLULOPLú ]HPLQLQ WDúÕPD NDSDVLWHVLQLQ|QFHGHQKHVDSODQPDVÕQGDHWNLOLROGX÷X EHOLUOHQPLúWLU

6LQJDSXU¶GD ELU VDQDW PHUNH]L LQúDDWÕQGD  m2DODQOÕ ELUWHPHO ND]ÕVÕQGD SDOSODQú GXYDUÕYHGL\DIUDPGXYDUÕLOHGHVWHNOHQPLúND]Õ\DQ\]H\OHULQLQMHWJURXWNRORQODULle JoOHQGLULOPHVL YH ND]Õ \|QQGH GHIRUPDV\RQODUÕQ MHW JURXW NRORQODU LOH D]DOWÕOGÕ÷Õ J|VWHULOPLúWLU (Wong vd. (1999). =HPLQ\]H\LQGHQLWLEDUHQ± PDúD÷ÕGD\HUDOWÕ VX\X EXOXQGX÷X EHOLUWLOPLúWLU 'HQL] NLOL ]HULQGH NXP GROJXGD \DSÕODQ MHW JURXWLng X\JXODPDVÕQDDLW]HPLQNHVLWLùHNLO2.7¶GHJ|VWHULOPLúWLU

18 m

10 m

18 m

2 m

Hendek

Kazi Alani

Merkez Kazi

Alani

Palplans

Jet Grout

Diyafram Duvar

Deniz Kili

Alüvyon

Tabakasi

Kum Dolgu

ùHNLO 2.7¶GD YHULOHQ ]HPLQ NHVLWLQGH MHW JURXW NRORQODUÕQÕQ LPDODWÕ Jet 2 \|QWHPL\OH HOGH HGLOGL÷L YXUJXODQPÕúWÕU. <DSÕODQ oDOÕúPDGD ]HPLQH DLW L\LOHúWLUPH |QFHVL GUHQDMVÕ] ND\PDmukavemetinin 300kPa ve HODVWLVLWHPRGOQQ03DLNHQ MHW JURXW ]HPLQ ÕVODKÕ VRQUDVÕ GUHQDMVÕ] ND\PD GD\DQÕPÕQÕQ N3D HODVWLVLWH PRGOQQ LVH N3D GH÷HUOHULQH XODúWÕ÷Õ EHOLUWLOPLúWLU ,VODK |QFHVL YH ÕVODK VRQUDVÕ KHQGHNND]ÕVÕQGD \DSÕODQLQNOLQRPHWUH|OoPOHULVRQXFXQGDùHNLO2.8¶GHNLJUDILNHOGH HGLOPLúWLU

Duvarda Olusan Sehim Miktari (mm)

Yüzeyden Itibaren Derinlik (m)

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Basinç Dayanimi (kPa)

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Ortalama

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Kolon çapini ve/veya araligini degistir

Uygun degil

Uygun gerilmesi

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Tahmini Jet grout araligi ve çapinin tayini

Performans kontrolü a) Güvenlik faktörü

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Saha deneyleri ile zemin kayma modülü (Gs)

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Sistem Avantajlar Dezavantajlar

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Ou vd. (2007) WDUDIÕQGDQ \D\ÕQODQDQ oDOÕúPDGD; |QFHOLNOH \XPXúDN NLO

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