# Estimation on the Field Application for In-Site Recycling of the Wastes Soil from Preboring

Authors: Baek-Joong Kim; Heebok Choi
Journal: Advances in Materials Science and Engineering
 (2016)

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## Abstract

The design criteria for a structural foundation with soil cement injected precast piles (SIP) indicate that the cement milk gains a conservatively high compressive strength. In addition, a certain amount of the cement milk is lost to the surrounding soil as a result of the high water-cement ratio. Furthermore, the cost increases since the material needs to be exported to the outside of the construction site to dispose of the waste soil. This study was carried out to develop a new mixing method to replace a portion of the cement milk with site soil and a cement hardener. The applicability of this method was confirmed by examining the basic physical characteristics of the new material by on-site conducting dynamic pile loading and bond capacity tests. The test results indicate that the new filling material reduced the bleeding and reduced the loss of filling material when compared to cement milk, but the compressive strength and the results of the dynamic pile loading and bond capacity tests were lower than those obtained for cement milk. However, the new filling material satisfies the standard criterion for structure design, and the economic benefits of implementing the proposed method, including saving on the amount of cement used and reducing the costs of transporting waste soil, were confirmed.


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## Body

## 1. Introduction

The allowable exhaust standard for noise and vibration generated by piling construction has recently become more stringent for urban construction, so prebored precast piling methods that make use of pretensioned spun high strength concrete (PHC) piles have been implemented in approximately 2/3 of piling construction sites in Korea [1]. The soil cement injected precast pile (SIP) method is a prebored precast piles method that requires the removal of large volumes of waste soil (about 1,843 ton/day) during excavation, and the transportation and disposal cost of waste soil is one of the factors that increases the total cost of construction.The bearing capacity of prebored precast piles is calculated according to both the end bearing capacity and the skin frictional capacity, and these bearing capacities are affected by geotechnical conditions (N value, collapse of a hollow wall, and conditions of underground water) and construction conditions (the amount and components of used cement milk, impact energy, and penetration) [2]. The use of cement milk has been intended to fix the PHC pile that is inserted as well as to ensure the presence of the skin friction force. However, since cement milk has a higher water-cement ratio of about 30% than that of normal cement paste and does not mix with aggregates, cement milk often leaks into the ground after a period of time, often generating voids between the pile and the surface of the bored hole. These voids affect the skin frictional resistance [3], and cement milk consisting of a high water-cement ratio exhibits a remarkable difference in compressive strength that depends on the location of the upper and lower piles [4]. In the case where soil cement is used as a skin fixative in SIP, the mixing ratio has no clear criterion. Soil cement as a skin fixative is only mixed to ensure a compressive strength of the 0.5 MPa at an age of 28 days with a water-cement ratio of 80% or more [4, 5]. Therefore, when compared with the performance requirements of soil cement, the use of cement milk is very uneconomical due to the unnecessary strength development as well as the occurrence of voids and inhomogeneous compressive strength according to the depth of the hole.In order to recycle on-site waste soil produced in construction, fundamental laboratory experiments to measure fluidity, bleeding, and unconfined compressive strength have been carried out in order to ensure optimum constructability. Moreover, the applicability of the mixture method in the field was assessed by carrying out on-site dynamic pile loading and bond capacity tests for PHC pile construction.


## 2. Experimental Program

### 2.1. Optimization of Waste Soil Material

Since waste soil produced in construction is composed of particles of various sizes and there small stones are also broken during boring, it is difficult to recycle all of the waste soil that is generated on site. The waste soil is very moist, and it contains varying levels of water content depending on the level of the groundwater, even within the same site. Therefore, sieve clogging and a pipe blockage can occur during pumping, so the waste soil should be selected to be as small as the size of the sieve. On the other hand, the coarse particles should be considered to achieve the designed compressive strength gain in the material [6]. The cumulative percentage passing of the waste soil according to the sieve type and the moisture contents is shown in Figure 1. Since the waste soil passing through a number 4 (4.75 mm) sieve showed a satisfactory lumpy phenomenon of the soil or blockage phenomenon of the sieve, this study used the waste soil in a natural state passing through a number 4 (4.75 mm) sieve. Under the conditions of both lumpy phenomenon of soil and blockage phenomenon of the sieve, the waste soil passed through a 9.5 mm sieve is satisfying the good condition close to the required performance than when it passed through a number 4 (4.75 mm) sieve. But the waste soil passed through a number 4 (4.75 mm) sieve is more effective in controlling the clogging of the pipe with inner diameter 30 mm under pumping work [7].Figure 1
Sieve passing percentage according to both moisture content and particle distribution.


### 2.2. Mix Proportions

The mix proportion of the new filling material (Table1) was modified from preliminary experiments and another research result [8] in order to fit the fluidity required for the soil properties of the field. The mix proportion of the cement milk is the same as that generally applied in the field. In the case of the new filling material, both the unit water content and the superplasticizer were determined in order to satisfy the flow value of the constructability [9].Table 1
Mix proportion [per 1 m3].
Filler type
Waste soil
Cement
Solidifying agent
Water
Superplasticizer
New filling material
1,062 kg
250 kg
0.625 kg
340 kg
0.3%
Cement milk
—
880 kg
—
730 kg
—A new solidifying agent was developed with various chemical compounds, including those of the carbon group, nitrogen group, and iron group, and the composition of the new solidifying agent is shown in Table2. The addition of a new solidifying agent to waste soil containing a lot of moisture results in the exchange of calcium ions generated by the hydration reaction of calcium hydroxide with ions in the clay mineral (kaolinite, montmorillonite, silicon dioxide, and aluminium oxide) [10]. The pozzolanic reaction is a secondary chemical reaction that starts, and the material is solidified and stabilized over time. In other words, since the new solidifying agent can be used as a water-soluble material by mixing water or spraying with an aqueous solution, it can easily penetrate between the soil particles, and the activated film of the surface of the organic soil particles is thus chemically treated. Accordingly, the arrangement between the soil particles stabilizes, and the setting effect of the cement is enhanced.Table 2
The components composition of the new solidifying agent.
Components composition
Sodium chloride
Potassium chloride
Magnesium chloride
Other substances
Content (%)
16
35
22
27


### 2.3. Fluidity and Bleeding

The fluidity of the new filling material was evaluated by using a cylinder mould with a diameter of 80 mm and a height of 80 mm according to the JHS A313 standard [11]. The segregation resistance was observed from the relative degree of separation of water from the materials 3 hours after placing 500 mL of each mixed material into a mass flask and sealing the mouth of the flask to prevent the evaporation of water, as specified in the ASTM C940 standard [12].


### 2.4. Specimen for Unconfined Compressive Strength

A total of 24 specimens, 3 specimens per filling material, were prepared for the compressive strength test, and the specimens were tested at 3 days, 7 days, 14 days, and 28 days after atmosphere curing.


### 2.5. Set-Up and Measurement for On-Site Test

The testing site is located in Busan, Korea, and a soil survey of the site was conducted with a total of 60 survey points. Figure2 shows the soil profile samples of the actual construction site where the experiment was carried out. From the results of the boring investigation, the stratum configuration state was largely made up of weathering soil and a weathered rock layer, and the underground water level was located at GL (−) 5.0~8.5 m.Figure 2
Soil profile sample of the construction site at which the experiment is applied.A total of two piles were used in the field test. Both piles used in this experiment are PHC piles with a diameter of 0.6 m, pile lengths of 11.0 m, and penetration depth of 9.0 m. To ensure an evaluation under the same conditions, two filling materials were injected up to 2.0 m below the upper part of the end of the pile. In the case of the cement milk, an additional material was injected due to the loss of the cement milk.The dynamic pile loading test was conducted by following the ASTM D4945-00 Standard Test Method for high strain dynamic testing of piles. The end of the initial driving for all specimens was performed on the same day, and the restrike test was then carried out after seven days. The specifications and the schematic set-up for the dynamic pile loading test are shown in Table3 and Figure 3.Table 3
Specifications for dynamic pile loading test.
Type
Pile diameter (m)
Embedment depth (m)
Hammer type
Drop height of hammer (m)
Test type
Cement milk
0.6
9.0
Drop 5.0 ton
2.0
End of initial driving
New filling materials
2.0
End of initial driving
Cement milk
DKH 7.0 ton
1.0
Restrike
New filling materials
1.0
RestrikeFigure 3
Schematic set-up of dynamic pile loading test.The specimen for the bond capacity test was designed in order to evaluate the difference in the shear characteristics between the PHC pile and the filling materials, as shown in Figure4. The specimen was manufactured by inserting a PHC pile with a diameter of 450 mm and a height of 1.0 m and by inserting a tension bar with a diameter of 50 mm inside the PHC pile within the PVC cylinder with a diameter of 650 mm and a height of 950 mm. The empty space between the PVC pipe and the PHC pile was filled with the new filling material and cement milk, respectively. A total of 6 specimens were prepared, 3 specimens with the new filling material and 3 specimens with the cement milk.Figure 4
Set-up of the specimen for the bond capacity test.


## 2.1. Optimization of Waste Soil Material

Since waste soil produced in construction is composed of particles of various sizes and there small stones are also broken during boring, it is difficult to recycle all of the waste soil that is generated on site. The waste soil is very moist, and it contains varying levels of water content depending on the level of the groundwater, even within the same site. Therefore, sieve clogging and a pipe blockage can occur during pumping, so the waste soil should be selected to be as small as the size of the sieve. On the other hand, the coarse particles should be considered to achieve the designed compressive strength gain in the material [6]. The cumulative percentage passing of the waste soil according to the sieve type and the moisture contents is shown in Figure 1. Since the waste soil passing through a number 4 (4.75 mm) sieve showed a satisfactory lumpy phenomenon of the soil or blockage phenomenon of the sieve, this study used the waste soil in a natural state passing through a number 4 (4.75 mm) sieve. Under the conditions of both lumpy phenomenon of soil and blockage phenomenon of the sieve, the waste soil passed through a 9.5 mm sieve is satisfying the good condition close to the required performance than when it passed through a number 4 (4.75 mm) sieve. But the waste soil passed through a number 4 (4.75 mm) sieve is more effective in controlling the clogging of the pipe with inner diameter 30 mm under pumping work [7].Figure 1
Sieve passing percentage according to both moisture content and particle distribution.


## 2.2. Mix Proportions

The mix proportion of the new filling material (Table1) was modified from preliminary experiments and another research result [8] in order to fit the fluidity required for the soil properties of the field. The mix proportion of the cement milk is the same as that generally applied in the field. In the case of the new filling material, both the unit water content and the superplasticizer were determined in order to satisfy the flow value of the constructability [9].Table 1
Mix proportion [per 1 m3].
Filler type
Waste soil
Cement
Solidifying agent
Water
Superplasticizer
New filling material
1,062 kg
250 kg
0.625 kg
340 kg
0.3%
Cement milk
—
880 kg
—
730 kg
—A new solidifying agent was developed with various chemical compounds, including those of the carbon group, nitrogen group, and iron group, and the composition of the new solidifying agent is shown in Table2. The addition of a new solidifying agent to waste soil containing a lot of moisture results in the exchange of calcium ions generated by the hydration reaction of calcium hydroxide with ions in the clay mineral (kaolinite, montmorillonite, silicon dioxide, and aluminium oxide) [10]. The pozzolanic reaction is a secondary chemical reaction that starts, and the material is solidified and stabilized over time. In other words, since the new solidifying agent can be used as a water-soluble material by mixing water or spraying with an aqueous solution, it can easily penetrate between the soil particles, and the activated film of the surface of the organic soil particles is thus chemically treated. Accordingly, the arrangement between the soil particles stabilizes, and the setting effect of the cement is enhanced.Table 2
The components composition of the new solidifying agent.
Components composition
Sodium chloride
Potassium chloride
Magnesium chloride
Other substances
Content (%)
16
35
22
27


## 2.3. Fluidity and Bleeding

The fluidity of the new filling material was evaluated by using a cylinder mould with a diameter of 80 mm and a height of 80 mm according to the JHS A313 standard [11]. The segregation resistance was observed from the relative degree of separation of water from the materials 3 hours after placing 500 mL of each mixed material into a mass flask and sealing the mouth of the flask to prevent the evaporation of water, as specified in the ASTM C940 standard [12].


## 2.4. Specimen for Unconfined Compressive Strength

A total of 24 specimens, 3 specimens per filling material, were prepared for the compressive strength test, and the specimens were tested at 3 days, 7 days, 14 days, and 28 days after atmosphere curing.


## 2.5. Set-Up and Measurement for On-Site Test

The testing site is located in Busan, Korea, and a soil survey of the site was conducted with a total of 60 survey points. Figure2 shows the soil profile samples of the actual construction site where the experiment was carried out. From the results of the boring investigation, the stratum configuration state was largely made up of weathering soil and a weathered rock layer, and the underground water level was located at GL (−) 5.0~8.5 m.Figure 2
Soil profile sample of the construction site at which the experiment is applied.A total of two piles were used in the field test. Both piles used in this experiment are PHC piles with a diameter of 0.6 m, pile lengths of 11.0 m, and penetration depth of 9.0 m. To ensure an evaluation under the same conditions, two filling materials were injected up to 2.0 m below the upper part of the end of the pile. In the case of the cement milk, an additional material was injected due to the loss of the cement milk.The dynamic pile loading test was conducted by following the ASTM D4945-00 Standard Test Method for high strain dynamic testing of piles. The end of the initial driving for all specimens was performed on the same day, and the restrike test was then carried out after seven days. The specifications and the schematic set-up for the dynamic pile loading test are shown in Table3 and Figure 3.Table 3
Specifications for dynamic pile loading test.
Type
Pile diameter (m)
Embedment depth (m)
Hammer type
Drop height of hammer (m)
Test type
Cement milk
0.6
9.0
Drop 5.0 ton
2.0
End of initial driving
New filling materials
2.0
End of initial driving
Cement milk
DKH 7.0 ton
1.0
Restrike
New filling materials
1.0
RestrikeFigure 3
Schematic set-up of dynamic pile loading test.The specimen for the bond capacity test was designed in order to evaluate the difference in the shear characteristics between the PHC pile and the filling materials, as shown in Figure4. The specimen was manufactured by inserting a PHC pile with a diameter of 450 mm and a height of 1.0 m and by inserting a tension bar with a diameter of 50 mm inside the PHC pile within the PVC cylinder with a diameter of 650 mm and a height of 950 mm. The empty space between the PVC pipe and the PHC pile was filled with the new filling material and cement milk, respectively. A total of 6 specimens were prepared, 3 specimens with the new filling material and 3 specimens with the cement milk.Figure 4
Set-up of the specimen for the bond capacity test.


## 3. Results and Discussion

### 3.1. Fluidity and Bleeding

As reported by Miki et al. [13], the flow value for the liquidity must be 150~250 mm under a cylinder mould of Ø 80 mm × 80 mm. As shown in Figure 5, the slump flow value of the new filling material is 190 mm, and this value is considered to be appropriate to fill the narrow spaces between the structures and/or vacant spaces in the ground without the need for compaction.Figure 5
Slump flow assessment of the new filling material.Since a backfilling material has high unit content of water, the bleeding phenomenon may occur in which water floats up to the surface. According to Miki et al. [13], less material segregation occurs at a bleeding rate of less than 1%. In addition, a bleeding test (JSCE F522) [14] can be conducted to confirm that the bleeding rate is less than 1% at three hours after placement. As shown in Figure 6(a), bleeding did not occur in the new filling material. However, Figure 6(b) shows that bleeding of about 10 mL occurred with the cement milk, and the amount of bleeding is about 2% of the total 500 mL that was injected into the mass flask. Bleeding of about 2% is a significant amount considering a pile length of tens of meters, and with a bleeding of 2%, the transfer of the structural load between the pile and the vacant spaces in the upper portion of the pile can be disrupted.Figure 6
Bleeding of the new filling material (a) and cement milk (b).
(a)
(b)


### 3.2. Unconfined Compressive Strength

The backfilling materials must have sufficient strength to transmit the structural load on the liquefied soil into the surrounding ground and liquidity to fill the spaces. This strength means there is a greater shearing strength than that of the surrounding ground and a compressive strength that is sufficient to avoid consolidation due to the overburden pressure. According to Miki et al. [13], the unconfined compressive strength for backfilling must be of 0.15~0.3 MPa when considering reexcavation. Moreover, the Expressway and Transportation Research Institute [15] reported that the unconfined compressive strength for filling materials used with the injected precast pile method must be more than 0.5 MPa. The unconfined compressive strength of the new filling material was to a lower level than that of cement milk, as shown in Table 4. However, according to the specifications in Japan and Korea for backfilling, the cement milk shows a higher compressive strength value than what is necessary due to the use of a large amount of normal Portland cement. On the other hand, the new filling material showed a more economical compressive strength while satisfying the reliability requirements and thus reducing the amount of cement necessary compared to the method using cement milk [16].Table 4
Compressive strength results according to filling materials.
Curing
Compressive strength (MPa)
Cement milk
New filling material
3 days
4.32
2.65
7 days
6.25
3.89
14 days
9.16
6.12
28 days
10.45
7.23


### 3.3. Dynamic Pile Loading Test

A driveability analysis was carried out for the PHC piles where the cement milk and the new filling material were used at the end of the initial driving and restrike, and the results are shown in Table5. The results indicate that the maximum compressive strength at the end of the initial driving for the new filling material and the existing cement milk was 0.203 ton/cm2 and 0.283 tonf/cm2, respectively. The maximum compressive strength values are within the allowable pile driving stress of 0.480 tonf/cm2 for the PHC pile, while the material stress due to the pile driving was found to be within the allowable stress. In addition, the pile driving energies of the new filling material and the existing cement milk are 3.2 tonf/m and 3.1 tonf/m, respectively, and this is considered to be a satisfactory stress state for effectiveness of about 40%. Also, the results of the restrike driveability analysis indicate that the maximum compressive stress (CSX) for the new filling material and cement milk was 0.421 tonf/cm2 and 0.333 tonf/cm2, respectively. The test values were satisfied within the allowable driving stress of 0.480 tonf/cm2 of the PHC piles, and the stress of materials was found to be within the allowable stress. The driving energy (EMX) that was measured during pile driving was 5.2 and 6.7 tonf/m, and the energy efficiency was determined to be as good as 74.3% and 95.7% for the new filling material and cement milk, respectively.Table 5
Driveability analysis result of the dynamic pile loading test.
Type
Final penetration depth (mm)
CSX (tonf/cm2)
TSX (tonf/cm2)
EMX (tonf/m)
Test type
Cement milk
2.0
0.283
0.010
3.1 (39)
End of initial driving
New filling materials
4.0
0.203
0.015
3.2 (40)
End of initial driving
Cement milk
—
0.421
0.015
6.7 (95.7)
Restrike
New filling materials
—
0.333
0.011
5.2 (74.3)
RestrikeA case pile wave analysis program (CAPWAP) was used to measure the initial driving that occurs when a 5.0-ton hammer is dropped and 7.0-ton restrike by a hydraulic hammer; the results of the analysis are shown in Table6. The average unit frictional resistance of the new filling material consisting of waste soil was of 7.94 tonf/m2, and this value was lower than 8.35 tonf/m2 of the existing cement milk. However, since the 7.94 tonf/m2 value is larger than that obtained from the fs ≤ 0.1 × Ns (≤5.0 tonf/m2, Ns = standard penetration test) equation for the structure foundation design, as proposed by the Korea Geotechnical Society [17] for weathering soil ground, the new filling material is expected to be utilized in the range that satisfies the standard design criteria.Table 6
CAPWAP analysis results.
Type
Skin friction resistance (tonf)
End bearing capacity (tonf)
Whole bearing capacity (tonf)
Safety factor
Allowable bearing capacity (tonf)
Test type
Cement milk
12.0
128.6
140.6
2.5
56.2
End of initial driving
New filling materials
11.0
71.0
82.0
32.8
End of initial driving
Cement milk
68.2
141.8
209.9
84.0
Restrike
New filling materials
48.7
121.4
170.1
68.0
Restrike


### 3.4. Static Load Tests and Axial Load Transfer Analysis from Static Load Tests

Figure7 shows the distribution of the axial forces according to the load-depth in the cement milk and the new filling material between the PHC pile and the earth wall. With loading of less than 60 ton, the two types of backfilling materials exhibit a similar axial force distribution and load-depth curve. However, the axial load that was transferred to the ends of the pile is of 15.1 ton for cement milk and 24.8 ton for the new filling material at a load of 90 ton and 58.32 ton for cement milk and 91.6 ton for the new filling material under maximum load of 150 ton. In other words, the backfilling material that was made with the new filling material has a more effective transfer of the axial load to cement milk with a growth of depth under a high axial load. In the case where the cement milk that is injected into the surrounding pile consists of a poor mix, some of the cement milk escapes into the surrounding ground, and some of the surrounding pile from the ground level is not filled [18, 19]. On the other hand, the ratio of loss of the new filling material is small due to the high viscosity of the soil.Figure 7
Axial load distributions according to load-depth.


### 3.5. Bond Capacity Assessment

Figure8 shows the pull-out test that was conducted in order to evaluate the bond capacity between the skin of the pile and the new filling material consisting of cement milk and waste soil produced in construction work. Three samples of each material were used in this experiment, and the average values for each of the test results are shown in Figure 9. The slip length of the specimen for the two types of material was similar at 8.45 mm for the new filling material and 8.51 mm for cement milk. The unit resistance of the new filling material was 10.4 tonf/m2, and the unit resistance of the cement milk was 11.19 tonf/m2. Moreover, the maximum pulling load of the new filling material was satisfied at about 93% of the value of the cement milk. When the vertical load applied to the concrete structure where four sides are restrained, shear forces between the concrete surface and the surrounding materials is limited to receive a great influence on the characteristics of the surrounding materials [20]. After completing the test, shear failure was confirmed to occur in one of the specimens of the new filling material. In the case of the cement milk, a significant amount of bleeding occurred after the cement milk was poured. Although no additional injection of the cement milk was carried out during the actual pile construction, the cement milk was completely filled up to a height of 950 mm of the PVC cylinder to the same area of the pile skin by the two backfill materials. In addition, an average of 69% more cement milk was injected than was designed and considering the conditions at the actual site, much of the cement milk will be lost due to the high permeability of the soil.Figure 8
Failure shape using a pull-out test.
(a)
Cement milk
(b)
New filling materialFigure 9
Bond capacity result from the pull-out test.


### 3.6. Economic Feasibility Analysis

Table7 shows the actual amount of injected filling materials for each pile. For the method using the new filling materials, although the use of solidifying agent of 0.25 kg/each pile and superplasticizer of 0.0294 kg/each pile was required, the amount of cement could be reduced by 492 kg/each pile in comparison to the cement milk. As a result, the suggested method could reduce the total construction cost by as much as 25% compared to the precious method.Table 7
The actual amount of injected filling materials [for a pile 9.0 m].
Type
Cement (kg)
Water (kg)
Soil (kg)
Solidifying agent (kg)
Superplasticizer (%)
Cement milk
590
490
—
—
—
New filling materials
98
133
415
0.25
0.03


## 3.1. Fluidity and Bleeding

As reported by Miki et al. [13], the flow value for the liquidity must be 150~250 mm under a cylinder mould of Ø 80 mm × 80 mm. As shown in Figure 5, the slump flow value of the new filling material is 190 mm, and this value is considered to be appropriate to fill the narrow spaces between the structures and/or vacant spaces in the ground without the need for compaction.Figure 5
Slump flow assessment of the new filling material.Since a backfilling material has high unit content of water, the bleeding phenomenon may occur in which water floats up to the surface. According to Miki et al. [13], less material segregation occurs at a bleeding rate of less than 1%. In addition, a bleeding test (JSCE F522) [14] can be conducted to confirm that the bleeding rate is less than 1% at three hours after placement. As shown in Figure 6(a), bleeding did not occur in the new filling material. However, Figure 6(b) shows that bleeding of about 10 mL occurred with the cement milk, and the amount of bleeding is about 2% of the total 500 mL that was injected into the mass flask. Bleeding of about 2% is a significant amount considering a pile length of tens of meters, and with a bleeding of 2%, the transfer of the structural load between the pile and the vacant spaces in the upper portion of the pile can be disrupted.Figure 6
Bleeding of the new filling material (a) and cement milk (b).
(a)
(b)


## 3.2. Unconfined Compressive Strength

The backfilling materials must have sufficient strength to transmit the structural load on the liquefied soil into the surrounding ground and liquidity to fill the spaces. This strength means there is a greater shearing strength than that of the surrounding ground and a compressive strength that is sufficient to avoid consolidation due to the overburden pressure. According to Miki et al. [13], the unconfined compressive strength for backfilling must be of 0.15~0.3 MPa when considering reexcavation. Moreover, the Expressway and Transportation Research Institute [15] reported that the unconfined compressive strength for filling materials used with the injected precast pile method must be more than 0.5 MPa. The unconfined compressive strength of the new filling material was to a lower level than that of cement milk, as shown in Table 4. However, according to the specifications in Japan and Korea for backfilling, the cement milk shows a higher compressive strength value than what is necessary due to the use of a large amount of normal Portland cement. On the other hand, the new filling material showed a more economical compressive strength while satisfying the reliability requirements and thus reducing the amount of cement necessary compared to the method using cement milk [16].Table 4
Compressive strength results according to filling materials.
Curing
Compressive strength (MPa)
Cement milk
New filling material
3 days
4.32
2.65
7 days
6.25
3.89
14 days
9.16
6.12
28 days
10.45
7.23


## 3.3. Dynamic Pile Loading Test

A driveability analysis was carried out for the PHC piles where the cement milk and the new filling material were used at the end of the initial driving and restrike, and the results are shown in Table5. The results indicate that the maximum compressive strength at the end of the initial driving for the new filling material and the existing cement milk was 0.203 ton/cm2 and 0.283 tonf/cm2, respectively. The maximum compressive strength values are within the allowable pile driving stress of 0.480 tonf/cm2 for the PHC pile, while the material stress due to the pile driving was found to be within the allowable stress. In addition, the pile driving energies of the new filling material and the existing cement milk are 3.2 tonf/m and 3.1 tonf/m, respectively, and this is considered to be a satisfactory stress state for effectiveness of about 40%. Also, the results of the restrike driveability analysis indicate that the maximum compressive stress (CSX) for the new filling material and cement milk was 0.421 tonf/cm2 and 0.333 tonf/cm2, respectively. The test values were satisfied within the allowable driving stress of 0.480 tonf/cm2 of the PHC piles, and the stress of materials was found to be within the allowable stress. The driving energy (EMX) that was measured during pile driving was 5.2 and 6.7 tonf/m, and the energy efficiency was determined to be as good as 74.3% and 95.7% for the new filling material and cement milk, respectively.Table 5
Driveability analysis result of the dynamic pile loading test.
Type
Final penetration depth (mm)
CSX (tonf/cm2)
TSX (tonf/cm2)
EMX (tonf/m)
Test type
Cement milk
2.0
0.283
0.010
3.1 (39)
End of initial driving
New filling materials
4.0
0.203
0.015
3.2 (40)
End of initial driving
Cement milk
—
0.421
0.015
6.7 (95.7)
Restrike
New filling materials
—
0.333
0.011
5.2 (74.3)
RestrikeA case pile wave analysis program (CAPWAP) was used to measure the initial driving that occurs when a 5.0-ton hammer is dropped and 7.0-ton restrike by a hydraulic hammer; the results of the analysis are shown in Table6. The average unit frictional resistance of the new filling material consisting of waste soil was of 7.94 tonf/m2, and this value was lower than 8.35 tonf/m2 of the existing cement milk. However, since the 7.94 tonf/m2 value is larger than that obtained from the fs ≤ 0.1 × Ns (≤5.0 tonf/m2, Ns = standard penetration test) equation for the structure foundation design, as proposed by the Korea Geotechnical Society [17] for weathering soil ground, the new filling material is expected to be utilized in the range that satisfies the standard design criteria.Table 6
CAPWAP analysis results.
Type
Skin friction resistance (tonf)
End bearing capacity (tonf)
Whole bearing capacity (tonf)
Safety factor
Allowable bearing capacity (tonf)
Test type
Cement milk
12.0
128.6
140.6
2.5
56.2
End of initial driving
New filling materials
11.0
71.0
82.0
32.8
End of initial driving
Cement milk
68.2
141.8
209.9
84.0
Restrike
New filling materials
48.7
121.4
170.1
68.0
Restrike


## 3.4. Static Load Tests and Axial Load Transfer Analysis from Static Load Tests

Figure7 shows the distribution of the axial forces according to the load-depth in the cement milk and the new filling material between the PHC pile and the earth wall. With loading of less than 60 ton, the two types of backfilling materials exhibit a similar axial force distribution and load-depth curve. However, the axial load that was transferred to the ends of the pile is of 15.1 ton for cement milk and 24.8 ton for the new filling material at a load of 90 ton and 58.32 ton for cement milk and 91.6 ton for the new filling material under maximum load of 150 ton. In other words, the backfilling material that was made with the new filling material has a more effective transfer of the axial load to cement milk with a growth of depth under a high axial load. In the case where the cement milk that is injected into the surrounding pile consists of a poor mix, some of the cement milk escapes into the surrounding ground, and some of the surrounding pile from the ground level is not filled [18, 19]. On the other hand, the ratio of loss of the new filling material is small due to the high viscosity of the soil.Figure 7
Axial load distributions according to load-depth.


## 3.5. Bond Capacity Assessment

Figure8 shows the pull-out test that was conducted in order to evaluate the bond capacity between the skin of the pile and the new filling material consisting of cement milk and waste soil produced in construction work. Three samples of each material were used in this experiment, and the average values for each of the test results are shown in Figure 9. The slip length of the specimen for the two types of material was similar at 8.45 mm for the new filling material and 8.51 mm for cement milk. The unit resistance of the new filling material was 10.4 tonf/m2, and the unit resistance of the cement milk was 11.19 tonf/m2. Moreover, the maximum pulling load of the new filling material was satisfied at about 93% of the value of the cement milk. When the vertical load applied to the concrete structure where four sides are restrained, shear forces between the concrete surface and the surrounding materials is limited to receive a great influence on the characteristics of the surrounding materials [20]. After completing the test, shear failure was confirmed to occur in one of the specimens of the new filling material. In the case of the cement milk, a significant amount of bleeding occurred after the cement milk was poured. Although no additional injection of the cement milk was carried out during the actual pile construction, the cement milk was completely filled up to a height of 950 mm of the PVC cylinder to the same area of the pile skin by the two backfill materials. In addition, an average of 69% more cement milk was injected than was designed and considering the conditions at the actual site, much of the cement milk will be lost due to the high permeability of the soil.Figure 8
Failure shape using a pull-out test.
(a)
Cement milk
(b)
New filling materialFigure 9
Bond capacity result from the pull-out test.


## 3.6. Economic Feasibility Analysis

Table7 shows the actual amount of injected filling materials for each pile. For the method using the new filling materials, although the use of solidifying agent of 0.25 kg/each pile and superplasticizer of 0.0294 kg/each pile was required, the amount of cement could be reduced by 492 kg/each pile in comparison to the cement milk. As a result, the suggested method could reduce the total construction cost by as much as 25% compared to the precious method.Table 7
The actual amount of injected filling materials [for a pile 9.0 m].
Type
Cement (kg)
Water (kg)
Soil (kg)
Solidifying agent (kg)
Superplasticizer (%)
Cement milk
590
490
—
—
—
New filling materials
98
133
415
0.25
0.03


## 4. Conclusion

A new filling material was developed using waste soil and a very small amount of cement in order to recycle waste soil generated from pile work, reduce the amount of cement used during construction, and lower costs. A basic experiment was carried out in a laboratory to test various parameters, including the flowability, compressive strength, and bond strength. These results indicate that the new filling material can be applied in the field, and the following conclusions are drawn for this new material:(1)
The mixing proportion that is suggested in this study to recycle waste soil is the optimal ratio needed to effectively fill the bore-hole. Also, bleeding rarely occurred for the new filling material when compared to cement milk. The new filling material addresses the limitations of using cement milk, such as the problem whereby the bore-hole is not adequately filled due to the loss of cement to the ground around the piles with sandy soil with a high permeability as well as the problem of a poor mix due to dilution when there is a high groundwater level.
(2)
At 28 days, the compressive strength of the new filling material was 7.23 MPa, which was 31% less than that of the cement milk. However, the 7.23 MPa value is greater than the value presented by Miki et al. [13], and the value for the compressive strength level of 10.45 MPa of cement milk obtained by the Expressway and Transportation Research Institute [15] therefore seems to be too conservative.
(3)
After restriking on the two types of materials, the CSX and EMX values of the specimen with waste soil were smaller than those of cement milk, but this was satisfied within the allowable driving stress and the stress of materials was found to be within the allowable stress of the PHC piles according to the corresponding standard.Also, the average unit frictional resistance of the new filling material was 95% that of cement milk, but the 7.94 tonf/m2 value is very stable and may be very conservative within the limited maximum value (fs ≤ 0.1 × Ns, only in case of the weathering soil), according to an equation proposed by the Korea Geotechnical Society [17].
(4)
In the pull-out test, the slip lengths of the new filling material and the existing cement milk were very similar, but the unit resistance between the two materials showed a difference of about 7.5%. In addition, since the maximum pulling load of the new filling material was 14.0 ton, it was about 93% that of cement milk. Overall, the new filling material showed a reduced performance when compared to the specimen with cement milk, but considering the method used to inject cement milk in the field, the performance difference between the two backfill materials may not be significant.
(5)
For the on-site application, the recycled waste soil should have proper particle size and viscosity in order to prevent the pipe blockage of injection equipment. Thus, it seems that the suggested method in this study is more appropriate for soil conditions such as weak sandy soil, viscous soil, and weathered soil than soft rock mass and weathered rock mass.In general, the performance of the backfill using waste soil is slightly reduced relative to that of cement milk. However, the results are within the standard criteria for the structure foundation design. In addition, economic benefits could be identified, including cement savings of about 80% relative to the amount necessary with the conventional injection method in addition to the reduction in transportation costs since waste soil does not need to be removed from the construction site. However, this result is only limited to weathered soil.



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*Source: 2048023-2016-08-16.xml*