Engineering Properties of Soft Organic Soil Underlying Dredge Fill Areas of Dhaka, Bangladesh
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1 Engineering Properties of Soft Organic Soil Underlying Dredge Fill Areas of Dhaka, Bangladesh Md. Anisuzzaman, and Arifuzzaman Abstract Over the past 45 years, Dhaka city has experienced a rapid growth of urban population. This high population increase demands rapid expansion of the city. Unfortunately, most parts of the Dhaka city having competent subsoil for building construction are already exhausted. As a result, different new areas are being reclaimed by both government and private agencies by using dredged fill from nearby river sources. Sub-soil investigation has been carried out in some selected areas within Dhaka city. It is found that top filling layer is non-plastic fine sand. A very soft organic layer exists below the filling layer of highly plastic and compressible. Laboratory tests have been also performed in order to determine the index properties, organic matter content, shear strength properties, compressibility characteristics of soils collected from such areas. Filling material is dumped directly upon the marshy low land. After a certain time, the organic content beneath the previous surface water is decomposed and produces a soft organic clay layer. This very soft organic clay layer may cause excessive settlement problem to the structures having shallow foundation on the top filling layer. Keywords Dredge fill, organic content, compressible, shear strength, soft organic soil. O I. INTRODUCTION VER the past 45 years, Dhaka city has experienced a rapid growth of urban population and it will continue in the future due to several unavoidable reasons. Hence, most of the areas of Dhaka city have already been occupied. As a result, different new areas are being reclaimed inside and near Dhaka city by both government and private agencies. General practice for reclaiming such areas is to fill low lands (ditches, lakes etc.). In most cases, the practice for developing new areas is just to fill low land by dredge fill materials. Different filling procedures are in practice to develop such land. One of them is to carry soil by vehicles from remote sources and manually dumped at the filling site. Due to huge traffic congestion, most widely used method is hydraulic filling procedure. In most cases, the dredged material is almost silty sand with high fines content [1]. The presence of fines in hydraulic fill means greater compressibility and greater difficulty in compaction of the fill. Fines also reduce permeability and hence the rate of drainage is slow. Therefore consolidation rate is also slow [1]. Since Dhaka city exists in seismic Zone 2 of Bangladesh [2]. This silty sand layer may liquefy if an earthquake of sufficient magnitude occurs in future. Md. Anisuzzaman, Masters Student, Faculty of Geological Engineering, University of Padjadjaran, Indonesia ( anisuzzaman.ru@gmail.com). Arifuzzaman, Lecturer, Department of Civil Engineering, UITS, Dhaka, Bangladesh. Fig. 1 s of study areas on Dhaka city map. As well as, it may cause geotechnical problems such as negative skin friction to the pile foundation. Negative skin friction produces a drag load which can be very large for long piles. Johannessen and Bjerrum (1965) [4], and Bozozuk (1972) [3] reported measurements of drag loads that exceed the allowable loads that ordinarily would have been applied to the piles in case of marine clay. Some studies have been carried out to understand the characteristics of dredge fill layers of Dhaka city [1]. Those studies mainly focused on the liquefaction problem/potential of such areas. Khan and Ferdous (24) [5] investigated the 28
2 properties of similar soil of Khulna city and proposed foundation alternatives for that area. Similar investigations may be conducted for the reclaimed area of Dhaka city. It is clear that this very soft clay layer, in reclaimed areas demand special attention for designing foundation system on or through it. So, it is felt necessary to carry out research to know the characteristics of the soft organic clay layer of such reclaimed areas and propose suitable alternatives for foundation systems on such soil. However this paper presents the followings: a) Sub-soil characteristics of dredge fill and soft organic layer of selected reclaimed areas. b) Possible hazards like: excessive settlement, negative skin friction, and earthquake induced liquefaction etcetera that may occur due to presence of soft organic layer. II. EXPERIMENTAL PROGRAM Both field and laboratory investigations were performed at the and of Dhaka region of Bangladesh. These locations have been selected based on the previous data and importance of the area. For the purpose of collecting both disturbed and undisturbed sample three boreholes at Mirpur- 12 and four boreholes at were carried out at close interval in all selected location. Disturbed sample were collected and SPT-N value were recorded at every 1.5 m depth interval up to 21 m. Undisturbed sample were collected from black layer having organic content. Laboratory investigation in terms of Specific gravity, Sieve analysis, Organic content test, Atterberg s limit test, Unconfined compression test and One-dimensional consolidation tests have been calculated in order to know the index properties, strength properties and compressibility properties of soil. III. RESULTS AND DISCUSSION A. Properties of Filling Soil In most cases, the dredged material is almost silty sand with high fines content. It is seen that depth of filling layer varies 1.5 to 5.5 m from Existing Ground Level (EGL). The uncorrected SPT N-value of filling layer varies from 1 to 9. Typical borelogs of the study areas are presented in Fig. 2. Variation of uncorrected SPT N-value with depth is presented in Fig. 3. Physical and Index Properties It has been found that the value of specific gravity of the sand of the filling layer varies from 2.61 to The physical and index properties of filling sand are summarized in Table 1. It has been found that mean grain size (D 5 ) and fines content (F c ) of the sand of the filling layer vary from.15 to.18 mm and 17.4 to 27.6%, respectively. B. Properties of Organic Soil: Just below the filling sandy layer, a very soft layer of thickness varies from.5 to 7. m exists. This soft soil is dark black in colour with organic content. Uncorrected SPT N- value of this layer varies from 1 to 2. Physical and Index Properties It has been found that specific gravity of the organic layer varies from 2.25 to Mean grain size (D 5 ) and fines content (F c ) of organic layer shows constant value.1 mm and 1%, respectively. The physical and index properties of organic clay are summarized in Table 2. It has been found that natural moisture content and dry unit weight of soft organic layer varies from 28 to 72% and 4.7 to 9.6 kn/m 3, respectively. This result indicates that moisture content is very high and varies in large range. As well as, dry unit weight of this soft organic soil is also very low. It has been found that Organic content (OC) of the soft organic clay at and areas vary from 4.7 to 9.4%, and 6.7 to 9.6%, respectively. Atterberg's Limits test has been performed on organic soil samples at and to determine liquid limit, plastic limit and liquidity index. It has been presented in Table 2. It has been found that top filling layer is non-plastic sand. Liquid limit, plastic limit and plasticity index of organic layer vary from 45 to 192%, 2 to 129% and 18 to 63%, respectively which are highly plastic. Soft organic layer has been classified by Unified Soil Classification System (USCS). Figure 4 presents the position of the soft organic clay samples on Casagrande plasticity chart. It is seen that soils are varying from OL (medium compressibility and organic silt) to OH (highly compressibility and organic clay). Strength Properties Unconfined compression tests have been conducted on undisturbed samples collected from these selected areas. Table 3 shows the summary of unconfined compression test result. It is found that natural moisture content of the study areas varies from 28 to 72%.Unconfined compressive strength and failure strain of organic clay layer of varies from 16 to 5 kpa and 13 to15 %, respectively. Whereas unconfined compressive strength and failure strain of organic layer of varies from 6 to 58 kpa and 9 to15%, respectively. Compressibility and Swelling Properties One-dimensional consolidation tests have also been conducted on undisturbed soil samples collected from these selected areas. Typical e-logp curves have been presented in Fig. 5. It is seen that the elastic rebound is very low. Table 4 presents the one-dimensional consolidation test results. It has been found that initial void ratio (e o ), compression index (C c ) and Recompression index (C r ) of soft clay layer vary from 1.5 to 3.88,.44 to 1.25 and.5 to.44, respectively. The coefficient of consolidation (c v ) varies from.2 to 1.89 m 2 /yr. It is also seen that e o and C c is very high that is similar to the properties of organic soil. It indicates that excessive settlement may occur to the structures having on it. 29
3 Depth(m) BH-1 BH-2 y BH-1 BH-2 BH-3 BH Filling sand Grey soft silty clay Soft organic clay Dense fine sand Clayey silt Loose sandy silt Fig. 2 Typical borelogs of different study areas. S P T N - v a l u e Depth from EGL (m) A - 1, B H - 1 A - 1, B H - 2 A - 1, B H - 3 A - 2, B H - 1 A - 2, B H Fig. 3 Variation of SPT-N value with depth. 3
4 TABLE I PHYSICAL PROPERTIES OF FILLING SAND BH No./Sample No./Depth (m) Mean grain size, D 5 (mm) Fines content, F c (%) BH-1/D-1/ BH-2/D-1/ BH-1/D-2/ BH-2/D-3/ BH-3/D-2/ TABLE II PHYSICAL PROPERTIES OF SOFT ORGANIC CLAY BH No./Sample w n OC γ d LL PL PI Classification No./Depth(m) (%) (%) (kn/m 3 ) (%) (%) (%) (USCS) BH-1/UD-1/ ~ OH BH-2/UD-1/ ~ OH BH-1/UD-1/5.5 42~ OL BH-1/UD-2/ OH BH-2/UD-1/ OH BH-2/UD-2/7. 35~ OL BH-3/UD-1/ OH BH-3/D-4/ OH BH-3/UD-2/7. 62~ OH Note: w n = Natural moisture content; OC = Organic content; d = Dry density; LL = Liquid limit; PL = Plastic limit; PI = Plasticity index; OH = High compressibility and organic clay; OL = Medium compressibility and organic silt. TABLE III STRENGTH PROPERTIES OF SOFT ORGANIC CLAY w n γ d q u BH No./Sample No./Depth (m) (%) (kn/m 3 ) (kpa) s u (kpa) ε f (%) Consistency BH-1/UD-1/ ~ Very BH-2/UD-1/ ~ soft BH-1/UD-1/5.5 42~ ~33 5~ BH-1/UD-2/ Very BH-2/UD-1/ BH-2/UD-2/7. 35~43 12~ ~15 soft BH-3/UD-1/ BH-3/UD-2/7. 62~ ~12 Note: w n = Natural moisture content; d = Dry density; q u = Unconfined compressive strength; s u = Undrained shear strength; ε f = Failure strain. TABLE IV COMPRESSIBILITY AND PERMEABILITY PROPERTIES OF SOFT ORGANIC LAYER BH No./Sample No./Depth (m) e o C c C r c v (m 2 /yr) BH-1/UD-1/ ~3.7.44~ ~.44.34~3.86 BH-2/UD-1/ ~ ~1.7.29~.32.3~5.8 BH-2/UD-2/ ~4.32 BH-1/UD-1/ ~2.8 BH-3/UD-1/ ~1.2 BH-3/UD-2/ ~1.89 BH-4/UD-1/ ~3.83 Note: e o = Initial void ratio; C c = Compression index; C r = Recompression index; c v = Coefficient of consolidation 12 Plasticity index, PI (%) 8 U-line CH, OH A-line MH, OH 4 CL,OL M irpur-12 ML,OL Liquid limit, LL (%) Fig. 4 Position of the soft organic cohesive soil samples on Casagrande plasticity chart. 31
5 Void ratio, e , BH-1, D- 6.7 m, BH-1, D- 5.5 m Verticle effective stress (kpa) Fig. 5 Typical e-log P curves for organic samples. IV. CONCLUSION Dhaka city has been experienced a rapid growth of urban population and it will continue in the future due to peoples demand and several unavoidable reasons. Unfortunately, most parts of the Dhaka city having competent subsoil for building construction are already exhausted. As a result, different new areas are being developing by filling low land. In most cases, the practice for developing such areas is just to fill lowlands (2 to 5 m) by dredged soils collected from nearby river bank and river bed. It is found that the dredged soil is almost silty sand. This invites earthquake induced liquefaction susceptibility for thus developed reclaimed areas [1]. Mean grain size and fines content of the fill materials for developing such areas varies from.15 to.18 mm and 17.4 to 27.6%, respectively. The SPT N-value of the filling depth varies from 1 to 9. Filling soil is directly dumped on the marshy low land just upon the vegetation and other organic materials. After a certain time, these organic materials beneath the filling soil are decomposed and produce a soft organic layer. It is found that the thickness of the soft layer varies in the range of.5 to 7.5 m. The SPT N-value of this soft organic layer varies from 1 to 2. Liquid limit, plastic limit, plasticity index varies from 41 to 192, 2 to 129 and 15 to 63, respectively. Organic content of the soft clay soil varies from 4.3 to 28.5%. Unconfined compressive strength and failure strain of the soft clay varies between 6. to 58. kpa and 9 to 15%, respectively. Initial void ratio, compression index, recompression index and coefficient of consolidation of these soft clay layers varies from 1.5 to 3.9,.44 to 1.25,.5 to.44 and.2 to1.89 m 2 /yr, respectively. From the characteristics of the soil it is seen that the filling soil is liquefiable in some places. The properties the soft organic layer indicates that this soft layer is highly plastic and highly compressible. These soft layers will undergo for large settlement due to the weight of the filling layer and the load that will come from the super structures. Further research is being conducted to correlate the shear strength parameters and compressibility properties and ground improvement technique/alternative foundation systems for such sub-soil condition. ACKNOWLEDGEMENTS Authors are grateful to the Department of Civil Engineering of Bangladesh University of Engineering and Technology (BUET), Dhaka & Bank Mandiri, Indonesia for giving support for conducting this research (BRTC, 28). Authors are also grateful to Dhaka Soil, Dhaka for providing necessary data. REFERENCES [1] Ahamed, S., (25). Soil characteristics and liquefaction potential of selected reclaimed areas of Dhaka city, M.Sc. Engg. Thesis, Department of Civil Engineering, Bangladesh University of Engineering and Technology, Dhaka, Bangladesh. [2] BNBC (1993). Bangladesh National Building Code, HBRI-BSTI, Structural Design (Foundation), Part 6, Chapter 3, pp [3] Bozozuk, M., (1972). Downdrag measurement on 16-ft floating pipe test pile in marine clay, Canadian Geotechnical Journal, Vol. 9, No.2, pp [4] Johannessen, I. J., and Bjerrum, L., (1965). Measurement of the Compression of A Steel Pile to Rock Due to Settlement of the Surrounding Clay, Proc. 6th ICSMFE, Montreal, Vol. 2, pp [5] Khan, A. J., and Ferdous S. M., (24). Geotechnical Characteristics of Subsoil in Khulna City Corporation (KCC) Area, Journal of the Institute of Engineers, Bangladesh, Vol. Mul-dis 29, No.1, December, pp
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