Indrawati, Eko (2022) Perilaku Tanah Ekspansif Yang Mengalami Water Cement-Grouting Pada Ruas Jalan Nasional Batas Kota Lamongan - Batas Kabupaten Gresik (Analisa Dengan Pemodelan Numerik). Masters thesis, Institut Teknologi Sepuluh November.
![[thumbnail of Tesis Eko Indrawati_ok 1.pdf]](http://repository.its.ac.id/style/images/fileicons/text.png) |
Text
Tesis Eko Indrawati_ok 1.pdf - Accepted Version Restricted to Repository staff only until 1 April 2024. Download (9MB) | Request a copy |
Abstract
Salah satu metode perbaikan tanah pada tanah ekspansif adalah dengan Water-Cement grouting. Pertimbangan teknis dilaksanakannya pekerjaan grouting sepanjang 1,35 Km di ruas jalan Batas Kota Lamongan – Batas Kabupaten Gresik (Link 028.7) Km. Sby. 39+650 – 41+000 adalah struktur badan jalan banyak mengalami deformasi permanen dengan kondisi kestabilan subgrade diduga mempunyai CBR rendah sehingga badan jalan menjadi getar jika dilewati kendaraan bermuatan berat. Tujuan pelaksanaan grouting adalah untuk mengatasi deformasi permanen dengan perkuatan lapisan subgrade dan meningkatkan kemampuan jalan dalam menahan beban yang melintas.
Untuk mengetahui kekuatan dan pola perilaku tanah subgrade di lokasi studi akibat pembebanan existing maka dilakukan analisa terhadap besar beban maksimum (Pmak) yang dapat ditahan oleh lapisan tanah subgrade dan penurunan total tanahnya (IuI) juga analisa tegangan maksimum (ultimate strength) pada kondisi sebelum dan setelah grouting. Analisa dilakukan secara numerik dengan pemodelan pembebanan multipliers pada Program Plaxis 2D Versi 21. Faktor dari perkuatan grouting yang disimulasikan pada pemodelan ini yaitu ketebalan sebaran grouting, posisi sebaran grouting, dan variasi persentase material grouting pada tanah campuran. Posisi sebaran grouting di interlayer subgrade dengan 3 tipe ketebalan grouting yaitu tipe 1: ketebalan grouting 1,55 m dari – 0,45 upperlayer, tipe 2: ketebalan grouting 1,65 m dari – 0,35 upperlayer, tipe 3: ketebalan grouting 1,75 m dari – 0,25 upperlayer dan posisi sebaran grouting di upperlayer subgrade dengan 3 tipe ketebalan grouting yaitu tipe 4: ketebalan grouting 2,00 m dari upperlayer, tipe 5: ketebalan grouting 1,85 m dari upperlayer, tipe 6: ketebalan grouting 1,50 m dari upperlayer. Selanjutnya adalah variasi persentase material grouting pada tanah campuran yang divariasikan 3 tipe yaitu material tanah campuran tipe A (95% material tanah asli lapis pertama lempung kelanauan coklat + 5% material grouting), material tanah campuran tipe B (90% material tanah asli lapis pertama lempung kelanauan coklat + 10% material grouting), dan material tanah campuran tipe C (85% material tanah asli lapis pertama lempung kelanauan coklat + 15% material grouting). Untuk simulasi pembebanan yang diberikan pada pemodelan di Plaxis diasumsikan berasal dari beban perkerasan ditambah beban muatan kendaraan yang divariasikan dari beban standar sampai beban terberat yang membuat lapisan tanah subgrade collapse. Nilai beban perkerasan sebelum grouting sebesar 10 kN/m2 dan setelah grouting naik sebesar 15 kN/m2. Beban kendaraan yang terdistribusi sampai di lapisan subgrade sebesar 20 kN/m2. Nilai total beban yang diterapkan pada tahap awal pemodelan pembebanan subgrade sebelum grouting sebesar 30 kN/m2 dan pada subgrade setelah grouting sebesar 35 kN/m2.
Hasil analisa pemodelan menunjukkan bahwa nilai beban maksimum (Pmak) akan mengalami kenaikan signifikan dan penurunan total tanah subgrade (IuI) menjadi lebih kecil setelah dilakukan grouting, yang menandakan pada tanah subgrade setelah digrouting mengalami kenaikan kapasitas daya dukung karena parameter tanah subgrade meningkat setelah tercampur dengan material grouting. Nilai beban maksimum (Pmak) pada tanah subgrade kondisi sebelum grouting sebesar 80,21 kN/m2 dan kenaikan nilai beban maksimum (Pmak) terbesar adalah 549,35 kN/m2 pada tipe 6: ketebalan grouting 1,50 m dari upper layer material tanah campuran tipe C (meningkat 584,9% dari kondisi sebelum grouting). Penurunan total (IuI) pada tanah subgrade sebelum grouting sebesar 2,046 cm dan nilai penurunan total subgrade (IuI) terkecil adalah 0,183 cm pada tipe 3: ketebalan grouting 1,75 m dari – 0,25 upper layer material tanah campuran tipe C (berkurang 178,5% dari kondisi sebelum grouting). Variasi material tanah campuran berpengaruh signifikan terhadap penentuan besar beban maksimum (Pmak) dan penurunan total tanah dasar (IuI) bila posisi sebaran grouting di Upperlayer subgrade (pada ketebalan grouting tipe 4-6) dan variasi material tanah campuran tidak berpengaruh signifikan terhadap penentuan besar beban maksimum (Pmak) dan Penurunan total tanah dasar (IuI) bila posisi sebaran grouting di Interlayer subgrade (pada ketebalan grouting tipe 1-3). Dari pola kurva tegangan (σ1) dan regangan (Ɛ) pada material tanah subgrade akibat pembebanan pada kondisi sebelum grouting diperoleh nilai tegangan maksimum (σmak) sebesar 103,46 kN/m2 dan setelah grouting (dengan variasi posisi sebaran grouting, ketebalan grouting, dan variasi material tanah campuran) didapatkan bahwa pola sebaran grouting pada posisi di upperlayer subgrade dengan variasi material tanah campuran tipe C membuat material tanah subgrade mengalami peningkatan kekuatan yang signifikan. Diindikasikan dengan kenaikan tajam nilai tegangan dan tercapainya tegangan maksimum (σmak) paling optimal sebesar 735,66 kN/m2 (meningkat 611% dari kondisi subgrade sebelum grouting).
======================================================================================================
One method of soil improvement on expansive soils is Water-Cement grouting. Technical considerations for carrying out grouting work along 1,35 Km on the Batas Kota Lamongan – Batas Kabupaten Gresik road segment (Link 028.7) Km. Sby. 39+650 – 41+000 is the structure of the road body that undergoes permanent deformation with a stable condition of the subgrade which is suspected to have a low CBR so that the road body vibrates when passed by a heavy-loaded vehicle. The purpose of grouting is to overcome permanent deformation by strengthening the subgrade layer and increasing the road's ability to withstand passing loads.
To determine the strength and behavior pattern of the subgrade soil at the study site due to the existing loading, an analysis of the maximum load (Pmak) that can be resisted by the subgrade soil layer and the total subgrade settlement (IuI) and analysis of the ultimate strength in the conditions before and after grouting. The analysis was carried out numerically by multipliers loading modeling in the Plaxis 2D Version 21. The factors of the grouting reinforcement that are simulated in this model are the thickness of the grout distribution, the position of the grout distribution, and the variation from the percentage of grouting material in the mixed soils. The position the grouting distribution in the inter layer subgrade distribution with 3 types namely type 1: grouting thickness 1.55 m from – 0.45 upper layer, type 2: grouting thickness 1.65 m from – 0.35 upper layer, type 3: grouting thickness 1.75 m from – 0.25 upper layer and the position of grouting distribution in the upper layer subgrade with 3 types namely type 4: grouting thickness 2.00 m from the upper layer, type 5: grouting thickness 1.85 m from the upper layer, type 6: grouting thickness 1.50 m from upper layer). Next is the variation in the percentage of grouting material on the mixed soil, which varies with 3 types, namely mixed soils material type A(95% original first layer brown silty clay + 5% grouting material, type B (90% original first layer brown silty clay + 10% grouting material), and type C (85% original first layer brown silty clay + 15% grouting material). For loading simulation on the modeling in Plaxis is assumed from the pavement load plus the vehicle load which varies from load standard to the heaviest load that make the subgrade soil collapse. The value of the pavement load before grouting is 10 kN/m2 and after grouting it increases by 15 kN/m2. The total load applied at the initial stage of the subgrade modeling before grouting is 30 kN/m2 and at the subgrade after grouting is 35 kN/m2.
The results of the modeling analysis show that the maximum load value (Pmak) will increase significantly and the total subgrade settlement (IuI) will be smaller after grouting, which indicates that the subgrade soil after grouting has an increase the bearing capacity because the parameters of the subgrade soil increase after being mixed with the grouting material. The maximum load value (Pmak) on subgrade soil conditions before grouting is 80,21 kN/m2 and the largest increase in maximum load value (Pmak) is 549,35 kN/m2 at type 6: grouting thickness is 1,50 m from the upper layer, mixed soils type C (increase 584,9% from the condition before grouting). The total settlement (IuI) at the subgrade soil before grouting is 2,046 cm and the smallest total settlement (IuI) is 0,183 cm at type 3: grouting thickness is 1,75 m from – 0,25 upper layer, mixed soils type C (reduced 178,5% from the condition before grouting). The variation of mixed soil material has a significant effect on determining the maximum load (Pmak) and total subgrade settlement (IuI) when the position of the distribution is in the upperlayer subgrade (at the thickness of grouting type 4-6) and the variation of mixed soils material have no significant effect on determining the maximum load (Pmak) and total subgrade settlement (IuI) when the position of the grout distribution is in the interlayer subgrade (at the thickness of grouting types 1-3). From the stress (σ1) and strain (Ɛ) curve on the subgrade soil material due to loading in conditions before grouting, the ultimate strength (σmak) is 103.46 kN/m2. The conditions after grouting (with variations the grouting positions, grouting thickness, and variation of mixed soils), it was found that the grouting at positions in the upper layer subgrade with variations of mixed soils type C makes the subgrade soil material have a significant increase in strength. It is indicated by a sharp increase in the stress value and the optimum ultimate strength (σmak) is 735,66 kN/m2 (increase 611% from the subgrade soil before grouting).
| Item Type: | Thesis (Masters) |
|---|---|
| Uncontrolled Keywords: | water cement grouting, beban maksimum, perilaku tanah subgrade, program plaxis 2D Versi 21 water cement grouting, maximum load, subgrade soil behavior, program plaxis 2D V.21 |
| Subjects: | T Technology > TA Engineering (General). Civil engineering (General) > TA749 Soil stabilization |
| Divisions: | Faculty of Civil, Planning, and Geo Engineering (CIVPLAN) > Environmental Engineering > 25101-(S2) Master Thesis |
| Depositing User: | Eko Indrawati |
| Date Deposited: | 11 Feb 2022 11:41 |
| Last Modified: | 31 Oct 2022 04:01 |
| URI: | http://repository.its.ac.id/id/eprint/93856 |
Actions (login required)
 |
View Item |