# Model Tests on Y-Shaped Piles under Compressive and Lateral Loading in Saturated Sand

Authors: Lian-wei Ren; Quan-wei Yang; Gang-qiang Kong; Zhi-lin Dun; Xin-yu Wang
Journal: Geofluids
 (2021)

---

## Abstract

Y-shaped piles are a new type of pile whose cross-section is like the letter Y: they are often used in ground improvement for road or train subgrades in the eastern coastal region of China. To investigate the bearing behaviour of Y-shaped piles in saturated sand, a series of model tests under compressive and horizontal load for Y-shaped piles,C1 circular pile (the same cross-sectional area of Y-shaped pile), and C2 circular pile (the same perimeter of Y-shaped pile) were carried out. Comparative analysis was conducted on bearing capacity, axial force and side resistance distribution, load sharing ratio, bending moment, and lateral soil pressure distribution along the embedded length. The results show that the bearing capacity of a Y-shaped pile does not increase in proportion, and the shaft resistance is weakened to some extent in saturated sand; Y-shaped pile can effectively improve the compressive bearing capacity for the same amount of concrete. The lateral bearing capacity of a Y-shaped pile has directionality, and hanging a circular section into a Y-shaped section may improve the horizontal bearing capacity for the same amount concrete, but cannot give full play to the advantage of the larger side area for horizontal bearing capacity in saturated sand.


---

## Body

## 1. Introduction

Special-shaped piles often used in engineering are the: H-pile, tapered pile, Closed-Open Ended Pipe piles, belled pile, XCC pile, and Y-shaped pile. These piles have a larger side area for use of less concrete or steel, so are more economical than a circular pile with the same cross-sectional area. An H-pile is usually made of steel and can bear both compressive and horizontal loads [1]. Tapered piles have a varying cross-sectional area along their length; the diameter decreases linearly from the pile head. The pile taper should be limited to the top 20-25 pile diameters of the pile length for optimum efficiency [2], and pile-soil radial interaction is thus strengthened and the bearing capacity increased when the taper angle is increased [3]. Belled piles, widely used in Japan, have larger uplift capacity because of the enlarged diameter of pile toe [4], and the uplift resistance, the soil behaviour around the piles, and the interaction between the soil and the pile surface are investigated for evaluating uplift capacity [5]. The load-carrying capacity of Closed-Open Ended Pipe piles is affected by different parameters, such as the diameter, the densities of sand soil, whether to add a plug [6], and the saturation of the sand. Rain technology was used to study the influence of different densities on the bearing capacity of different pile diameters [7]; and comparative tests were performed in dry soil and in saturated soil [8], results revealed that the plug does contribute to static pile base capacity and type of piles with closed-open ended type is important, besides low operating frequency ranges, when the soil becomes saturated both the axial strain along with the pile and the amplitude of vibration of the pile head were affected due to the amplification action of the presence of water in soil. A new type of composite pile is installed together with jet grouting to form a jet-grout-pile-strengthened pile (JPP) with an expanded cross-section in soft subsoil regions of China to increase bearing capacity and reduce project costs [9].A new patent of the XCC (X-section cast-in-place concrete pile) pile was developed by Liu and others at Hohai University. Full-scale model tests were carried out to assess the bearing capacity of the XCC pile (Wang et al. 2010 [10]). Combined with ground improvement engineering of the Nanjing sewage treatment plant, field tests to assess load transfer in an XCC pile were carried out (Lv et al. 2011 [11]). [12] investigated the installation effects of XCC piles used in soft clay, the results show that its installation effect is similar to that of a circular pile, and the radius of the XCC pile can be replaced by the radius of a circular pile with the same cross-sectional area. Analytical research on installation effects [13] and numerical analysis of load transfer [14] was also carried out for XCC piles in soft clay: the results show that the bearing capacity per amount of concrete of XCC piles exceeds that of a circular pile.The Y-shaped cast in situ pile with three concave arches was developed [15] and has a larger perimeter than a circular pile with the same cross-sectional area, so its bearing capacity can be improved significantly. This technique has been applied in the soft ground improvement of some highways in Shanghai, Zhejiang, Anhui, and Jiangsu Provinces, China.Field tests were carried out to analyse the bearing behaviour and treatment effect of Y-shaped piles under highway embankment loading [16], and the load transfer mechanism was analysed based on a reinforcement gauge buried in the Y-shaped pile body in field tests [17] to evaluate the ultimate bearing capacity [18]. The geometric characteristics of a Y-shaped pile were analysed, and comparative analysis between Y-shaped and circular piles was introduced: the theoretical results show that the bearing capacity of a Y-shaped pile is obviously larger than that of a circular pile of the same cross-sectional area [19]. Two types of piled embankment and substratum beneath the SJZA Highway were introduced: tube piles and Y-shaped piles were installed and field test results show that Y-shaped piles used in the embankment are more effective and economical [20]. To facilitate their practical design, eight model tests were conducted in dry sand on Y-shaped piles and circular cross-sectional piles [21]. Horizontal field tests were carried out to analyse the bearing behaviour of a Y-shaped pile: comparative analysis shows that the horizontal bearing capacity of a Y-shaped pile in a particular load direction is better than that of a circular pile [22]. However, few tests have focused on comparative studies between Y-shaped and circular piles in saturated sand, and research on the horizontal bearing behaviour of Y-shaped piles remains sparse.Here, we present results of model tests under compressive and horizontal load in saturated sand for a Y-shaped pile, aC1 circular pile (having the same cross-sectional area as the Y-shaped pile), and a C2 circular pile (having the same perimeter as the Y-shaped pile). Comparative analysis was conducted of the bearing capacity, axial force and side resistance distribution, load sharing ratio, bending moment, and lateral soil pressure distribution along the pile length, and the results provide some suggestions for engineering practice with regard to Y-shaped piles.


## 2. Compressive Load Model Tests

### 2.1. Model Test System

The model test system is developed and researched independently and consists of a model tank, loading system, and measurement system. The dimensions of the model tank are 2 m (length), 2 m (width), and 2.5 m (height), as shown in Figure1(a).Figure 1
Physical diagram of model test system: (a) model tank; (b) hydraulic jack; (c) 10 mm water above sand.
(a)(b)(c)The loading system is controlled by a computer and loading occurred automatically, as shown in Figure1(b), and test data are collected automatically. The tolerance on each applied load is ±0.5 kN, so the accuracy and reliability of compressive static load testing are satisfactory.There are two waterproof layers in the tank: an outer geotextile fabric and inner plastic sheeting (Figures1(a) and 1(c)). PPR pipe was placed at the bottom of the tank in order to allow water injection. Three pore water pressure gauges are arranged at different depths, and strain gauges are pasted symmetrical on the different positions of Y-shaped pile, as shown in Figures 2(a), 2(b), and 3.Figure 2
Layout of model tests: (a) loading and equipment system under compressive load; (b) loading system under lateral load; (c) cross-sectional view of three piles for compressive load tests; (d) cross-sectional view of four piles for lateral load tests.
(a)(b)(c)(d)Figure 3
Instrumented model piles: (a) Y-shaped and circular piles under compressive load; (b) steel cage; (c) two Y-shaped piles under convex and concave horizontal loading direction.
(a)(b)(c)


### 2.2. Test Soil and Construction

The test soil is a fine sand from the Qinhe River near Jiaozuo City, China. Pluviation is used to avoid the uneven impact on relative density [23, 24], as shown in Figure 4(a). The device is designed independently for use as a sand pourer. At first, we filled 50 cm of dry sand in the bottom of the tank; then locating the model piles, we filled 50 cm lifts each time until the model piles were buried in pluviated sand. The relative density of dry sand used by the pourer method is about 60%. The result of sand gravel testing is shown in Figure 4(b), so the particle gradation is poor. Tests on dry sand show that the maximum void ratio, the minimum void ratio, and the natural void ratio are 0.855, 0.522, and 0.653, respectively (GB/T 50123-2019) [25]; the relative density is therefore 60.8%. The mineralogy of test sand is shown in Table 1.Figure 4
Sand filling: (a) sand pourer; (b) sand gradation curve.
(a)(b)Table 1
Mineralogy of the test sand.
Mineral compositionQuartzFeldsparMetal mineralAmphiboleEmeraldGarnetOthersContent (%)66.5028.001.311.140.980.591.48The Y-shaped pile is mainly used in eastern coastal areas of China and is often buried in saturated soil. So first, the model sand is fully saturated: water filling begins after the model piles are buried; filling water slowly into the sand by using the pipe until a water level 10 mm below ground is established (Figure1(c)). The whole filling process took about 24 hours. Sand consolidation is natural, 10 mm water above the sand is drained off after sand consolidation has been substantially completed, and then, the model is covered with plastic sheeting to prevent evaporation. Soil consolidation is deemed complete when the pore water pressure is equal to the hydrostatic pressure and the excess pore water pressure has dissipated. The loading test begins when the sand at different depths has reached the state of normal consolidation. Three pore pressure gauges are installed beforehand at depths of 1.0 m, 1.5 m, and 2.0 m, respectively; the pore pressures in saturated sand are 10.12 kPa, 15.09 kPa, and 20.13 kPa, respectively. The properties of the consolidated, saturated sand are listed in Table 2.Table 2
Properties of consolidated saturated sand.
ParameterUnitValueDepth: 20 cmDepth: 50 cmWater content,w%16.8424.86Saturated unit weightkN/m318.5118.74Compressive modulus,EsMPa12.2813.14Saturation%66.386.1Specific gravity—2.632.63Void ratio—0.6730.665Relative density—0.5480.570Cohesion,ckPa8.8913.03Friction angle,φ°38.138.2


### 2.3. Model Piles

The sizes of the Y-shaped piles used in practical engineering are as follows: radiusR=39.6cm, length 12 m. Each Y-shaped model pile is precast at a similarity ratio of 1 : 6 (radius R=6.6cm, length 2 m). Two circular piles are also precast: one has the same cross-sectional area as the Y-shaped pile, called C1; another has the same perimeter as the Y-shaped pile, called C2. The plan arrangement of three model piles is shown in Figure 2(c). The spacing between piles and the pile and tank wall is over six and four times the circumcircle diameter of the Y-shaped pile, respectively. Pile-pile interaction and boundary effects are minimised in these model tests. Comparative analysis can be undertaken after load testing of the three model piles.The stiffness of the concrete used in the three model piles is the same with a Young’s modulus of 28 GPa, the main reinforcement of steel cage is 3ϕ6, the stirrups are ϕ2@20, and steel cage is placed in the inscribed circle, as shown in Figure 3(b). The parameters of the three model piles are summarised in Table 3.Table 3
Model pile parameters.
ParameterValueY pileC1 pileC2 pileSection area (mm2)4992.44992.412185.6Section perimeter (mm)391.1250.5391.1Outsourcing radius (mm)66——Arc spacing (mm)20——Arc angle (°)72——Radius (mm)—39.962.3Length (m)2.02.02.0


### 2.4. Testing Cell Arrangement

Considering the inconvenience of strain gauges pasted on a Y-shaped pile, steel gauges (XHX-306,Φ6mm, Changsha, China) were bundled on the main reinforcement and, then, cast within the pile (Figure 3(a)). As shown, strain gauges (BX120-50AA, Taizhou, Zhejiang, China) are pasted symmetrically on the circular pile. The strain gauge resistance is 120 Ω, and the gatelength×width formed a 50×3 (mm) grid.An earth pressure gauge is placed at the toe of each model pile (Figure3(a)), and tip resistance can be measured at each load.


### 2.5. Loading Procedure

Three axial load tests (Y, C1, and C2) were conducted in accordance with the Chinese Design Code (GB 50007) [26], Quick Load Test Method: the load was applied in increments of 1 kN, each load increment was maintained for 5 min, and the load was applied until continuous settlement occurred with no increase in axial load.


### 2.6. Test Results and Discussion

#### 2.6.1. Pile Head Load-Settlement

Figure5(a) shows the load-settlement response of three model piles: all such responses are slow; the ultimate bearing capacity of the Y-shaped pile, circular pile C1, and circular pile C2 are assumed to be 6.2 kN, 4.8 kN, and 7.0 kN, respectively. More comparative analysis is summarised in Table 4.Figure 5
Model tests under compressive load: (a) pile head load-settlement; (b) load sharing ratio.
(a)(b)Table 4
Comparison of compressive loading tests.
ItemsValueY pileC1 pileC2 pileUltimate bearing capacity (kN)6.204.807.00Bearing capacity ratio toC1 pile1.291.001.46Concrete amount (cm3)9984.709984.7024371.20Concrete amount ratio toC1 pile1.001.002.44Bearing capacity per concrete (kN/m3)620.95480.74287.22Bearing capacity per concrete ratio toC1 pile1.291.000.60Figure5(a) and Table 4 show that
(1)
The bearing capacity of the Y-shaped pile is 1.29 times that of theC1 pile, while the perimeter of the Y-shaped pile is 1.56 times that of the C1 pile although the cross-sectional area of both are the same. The bearing capacity of the Y-shaped pile in saturated sand did not increase in proportion, and the side resistance of the Y-shaped pile was weakened to some extent in saturated sand(2)
The bearing capacity of theC2 pile is 1.13 times that of a Y-shaped pile. The cross-sectional area of C2 is larger than that of the Y-shaped pile, so the total tip resistance of C2 is larger and the C2 pile can achieve a greater bearing capacity although their perimeters are the same. On the other hand, the bearing capacity per unit amount of concrete of the Y-shaped pile is 2.16 times that of the C2 pile, so it can be concluded that Y-shaped pile can improve the compressive bearing capacity for the same amount of concrete


#### 2.6.2. Comparisons between Field, and Model Tests

Wang et al. [17] introduced comparative field tests between Y-shaped pile and circular pile, which have the same cross-sectional area (0.116 m2) and pile length (12 m), while having perimeters of 1.723 m and 1.207 m, respectively. The main index and strength properties of the soils under test are listed in Table 5, the groundwater level was at a depth of -0.5 m, and the pile-soil profile is presented in Figure 6(a). The pile head load-settlement curves are shown in Figure 6(b). Based on Figure 6(b), the ratio of ultimate bearing capacity for a Y-shaped pile and circular pile is 1.38 (440/320 (kN)), very close to the ratio of 1.29 found from model testing.Table 5
Main soil properties at test sections in Huangpu highway, China.
LayerThickness (m)γ (kN/m3)w (%)c (kPa)φ (degree)Es (MPa)Crust2.519.429.450.89.35.29Muddy clay5.518.042.313.03.22.97Silty clay6.019.628.454.310.86.39Sandy clay5.019.429.241.69.55.55Notes:γ: density; w: water content; c: cohesion by direct shear test; φ: friction angle by direct shear test; Es: confined compressive modulus.Figure 6
Field case: (a) pile and subsoil profile; (b) field load tests.
(a)(b)


#### 2.6.3. Load Sharing: Side Friction and Tip Resistance

Figure5(b) shows the load sharing ratio of side friction (QS/Q) and tip resistance (Qp/Q) with pile head settlement. The side friction sharing ratio (QS/Q) of the Y-shaped pile is 89.96% in early-stage loading, and it decreased gradually with increasing load, finally falling to about 80%. The load sharing ratio of the C2 pile has a similar distribution to that of the Y-shaped pile, both showing characteristic friction pile behaviour. The load sharing ratio QS/Q of the C2 pile is slightly larger than that of the Y-shaped pile.Figure5(b) also shows that the side friction sharing ratio (QS/Q) of the C1 pile is 85.26% in early-stage loading, and decreased gradually with increasing load, finally falling to about 70%. The load sharing ratio QS/Q of a Y-shaped pile is always larger than that of a C1 pile.Circular cross-section piles being changing to Y-shaped sections gain more side friction and improve side friction sharing ratios in saturated sand; however, the side friction sharing ratio of a Y-shaped pile is slightly less than that of aC2 pile, and the side bearing performance is not as good as that of a C2 pile despite both having the same cross-sectional area.Load sharing ratios are presented in Table6 when the pile head load reaches the ultimate bearing capacity. Table 6 shows that QS/Q of a Y-shaped pile is larger than that of a C1 pile, but less than in a C2 pile. So Y-shaped sections can improve the side friction ratio but cannot provide the side bearing effect of a circular pile (C2 pile) of the same perimeter.Table 6
Load sharing ratio.
Pile typeBearing capacity (kN)Tip resistance (kN)Side friction (kN)QP/Q (%)QS/Q (%)Y pile6.21.214.9919.5280.48C1 pile4.80.993.8120.6379.37C2 pile71.095.9115.5784.43


#### 2.6.4. Axial Force Distribution

Figure7 shows the axial force distribution for a Y-shaped pile (Figure 7(a)), C1 pile (Figure 7(b)), and C2 pile (Figure 7(c)). The axial force decreased along each pile under each load with its maximum is at the pile head, the minimum is at the pile toe, and follows the usual general rules.Figure 7
Axial force distributions along pile depth: (a)Y pile; (b) C1 pile; (c) C2 pile.
(a)(b)(c)


#### 2.6.5. Side Resistance Distribution

The formula for calculating the side resistance is [21]:
(1)qi=Ni−Ni+1Ai,where qi is the average side resistance between section i and section i+1, Ni is the axial force on section i, Ni+1 is the axial force on section i+1, and Ai is the side area between section i and section i+1.The relationship between the side resistance and the pile depth is presented in Figure8. Figure 8(a) shows that the side resistance of a Y-shaped pile reaches its peak at around two-thirds of the pile length. Figure 8(b) shows that the side resistance of a C1 pile reaches its peak at about half of the pile length and, then, decreases gradually. Figure 8(c) shows that the side resistance of a C2 pile reaches its maximum at about four fifths of the pile length.Figure 8
Side resistance distributions along pile depth: (a)Y pile; (b) C1 pile; (c) C2 pile.
(a)(b)(c)Figure8 also shows that the side resistance of a Y-shaped pile is no larger than that of C1 and C2 circular piles.


## 2.1. Model Test System

The model test system is developed and researched independently and consists of a model tank, loading system, and measurement system. The dimensions of the model tank are 2 m (length), 2 m (width), and 2.5 m (height), as shown in Figure1(a).Figure 1
Physical diagram of model test system: (a) model tank; (b) hydraulic jack; (c) 10 mm water above sand.
(a)(b)(c)The loading system is controlled by a computer and loading occurred automatically, as shown in Figure1(b), and test data are collected automatically. The tolerance on each applied load is ±0.5 kN, so the accuracy and reliability of compressive static load testing are satisfactory.There are two waterproof layers in the tank: an outer geotextile fabric and inner plastic sheeting (Figures1(a) and 1(c)). PPR pipe was placed at the bottom of the tank in order to allow water injection. Three pore water pressure gauges are arranged at different depths, and strain gauges are pasted symmetrical on the different positions of Y-shaped pile, as shown in Figures 2(a), 2(b), and 3.Figure 2
Layout of model tests: (a) loading and equipment system under compressive load; (b) loading system under lateral load; (c) cross-sectional view of three piles for compressive load tests; (d) cross-sectional view of four piles for lateral load tests.
(a)(b)(c)(d)Figure 3
Instrumented model piles: (a) Y-shaped and circular piles under compressive load; (b) steel cage; (c) two Y-shaped piles under convex and concave horizontal loading direction.
(a)(b)(c)


## 2.2. Test Soil and Construction

The test soil is a fine sand from the Qinhe River near Jiaozuo City, China. Pluviation is used to avoid the uneven impact on relative density [23, 24], as shown in Figure 4(a). The device is designed independently for use as a sand pourer. At first, we filled 50 cm of dry sand in the bottom of the tank; then locating the model piles, we filled 50 cm lifts each time until the model piles were buried in pluviated sand. The relative density of dry sand used by the pourer method is about 60%. The result of sand gravel testing is shown in Figure 4(b), so the particle gradation is poor. Tests on dry sand show that the maximum void ratio, the minimum void ratio, and the natural void ratio are 0.855, 0.522, and 0.653, respectively (GB/T 50123-2019) [25]; the relative density is therefore 60.8%. The mineralogy of test sand is shown in Table 1.Figure 4
Sand filling: (a) sand pourer; (b) sand gradation curve.
(a)(b)Table 1
Mineralogy of the test sand.
Mineral compositionQuartzFeldsparMetal mineralAmphiboleEmeraldGarnetOthersContent (%)66.5028.001.311.140.980.591.48The Y-shaped pile is mainly used in eastern coastal areas of China and is often buried in saturated soil. So first, the model sand is fully saturated: water filling begins after the model piles are buried; filling water slowly into the sand by using the pipe until a water level 10 mm below ground is established (Figure1(c)). The whole filling process took about 24 hours. Sand consolidation is natural, 10 mm water above the sand is drained off after sand consolidation has been substantially completed, and then, the model is covered with plastic sheeting to prevent evaporation. Soil consolidation is deemed complete when the pore water pressure is equal to the hydrostatic pressure and the excess pore water pressure has dissipated. The loading test begins when the sand at different depths has reached the state of normal consolidation. Three pore pressure gauges are installed beforehand at depths of 1.0 m, 1.5 m, and 2.0 m, respectively; the pore pressures in saturated sand are 10.12 kPa, 15.09 kPa, and 20.13 kPa, respectively. The properties of the consolidated, saturated sand are listed in Table 2.Table 2
Properties of consolidated saturated sand.
ParameterUnitValueDepth: 20 cmDepth: 50 cmWater content,w%16.8424.86Saturated unit weightkN/m318.5118.74Compressive modulus,EsMPa12.2813.14Saturation%66.386.1Specific gravity—2.632.63Void ratio—0.6730.665Relative density—0.5480.570Cohesion,ckPa8.8913.03Friction angle,φ°38.138.2


## 2.3. Model Piles

The sizes of the Y-shaped piles used in practical engineering are as follows: radiusR=39.6cm, length 12 m. Each Y-shaped model pile is precast at a similarity ratio of 1 : 6 (radius R=6.6cm, length 2 m). Two circular piles are also precast: one has the same cross-sectional area as the Y-shaped pile, called C1; another has the same perimeter as the Y-shaped pile, called C2. The plan arrangement of three model piles is shown in Figure 2(c). The spacing between piles and the pile and tank wall is over six and four times the circumcircle diameter of the Y-shaped pile, respectively. Pile-pile interaction and boundary effects are minimised in these model tests. Comparative analysis can be undertaken after load testing of the three model piles.The stiffness of the concrete used in the three model piles is the same with a Young’s modulus of 28 GPa, the main reinforcement of steel cage is 3ϕ6, the stirrups are ϕ2@20, and steel cage is placed in the inscribed circle, as shown in Figure 3(b). The parameters of the three model piles are summarised in Table 3.Table 3
Model pile parameters.
ParameterValueY pileC1 pileC2 pileSection area (mm2)4992.44992.412185.6Section perimeter (mm)391.1250.5391.1Outsourcing radius (mm)66——Arc spacing (mm)20——Arc angle (°)72——Radius (mm)—39.962.3Length (m)2.02.02.0


## 2.4. Testing Cell Arrangement

Considering the inconvenience of strain gauges pasted on a Y-shaped pile, steel gauges (XHX-306,Φ6mm, Changsha, China) were bundled on the main reinforcement and, then, cast within the pile (Figure 3(a)). As shown, strain gauges (BX120-50AA, Taizhou, Zhejiang, China) are pasted symmetrically on the circular pile. The strain gauge resistance is 120 Ω, and the gatelength×width formed a 50×3 (mm) grid.An earth pressure gauge is placed at the toe of each model pile (Figure3(a)), and tip resistance can be measured at each load.


## 2.5. Loading Procedure

Three axial load tests (Y, C1, and C2) were conducted in accordance with the Chinese Design Code (GB 50007) [26], Quick Load Test Method: the load was applied in increments of 1 kN, each load increment was maintained for 5 min, and the load was applied until continuous settlement occurred with no increase in axial load.


## 2.6. Test Results and Discussion

### 2.6.1. Pile Head Load-Settlement

Figure5(a) shows the load-settlement response of three model piles: all such responses are slow; the ultimate bearing capacity of the Y-shaped pile, circular pile C1, and circular pile C2 are assumed to be 6.2 kN, 4.8 kN, and 7.0 kN, respectively. More comparative analysis is summarised in Table 4.Figure 5
Model tests under compressive load: (a) pile head load-settlement; (b) load sharing ratio.
(a)(b)Table 4
Comparison of compressive loading tests.
ItemsValueY pileC1 pileC2 pileUltimate bearing capacity (kN)6.204.807.00Bearing capacity ratio toC1 pile1.291.001.46Concrete amount (cm3)9984.709984.7024371.20Concrete amount ratio toC1 pile1.001.002.44Bearing capacity per concrete (kN/m3)620.95480.74287.22Bearing capacity per concrete ratio toC1 pile1.291.000.60Figure5(a) and Table 4 show that
(1)
The bearing capacity of the Y-shaped pile is 1.29 times that of theC1 pile, while the perimeter of the Y-shaped pile is 1.56 times that of the C1 pile although the cross-sectional area of both are the same. The bearing capacity of the Y-shaped pile in saturated sand did not increase in proportion, and the side resistance of the Y-shaped pile was weakened to some extent in saturated sand(2)
The bearing capacity of theC2 pile is 1.13 times that of a Y-shaped pile. The cross-sectional area of C2 is larger than that of the Y-shaped pile, so the total tip resistance of C2 is larger and the C2 pile can achieve a greater bearing capacity although their perimeters are the same. On the other hand, the bearing capacity per unit amount of concrete of the Y-shaped pile is 2.16 times that of the C2 pile, so it can be concluded that Y-shaped pile can improve the compressive bearing capacity for the same amount of concrete


### 2.6.2. Comparisons between Field, and Model Tests

Wang et al. [17] introduced comparative field tests between Y-shaped pile and circular pile, which have the same cross-sectional area (0.116 m2) and pile length (12 m), while having perimeters of 1.723 m and 1.207 m, respectively. The main index and strength properties of the soils under test are listed in Table 5, the groundwater level was at a depth of -0.5 m, and the pile-soil profile is presented in Figure 6(a). The pile head load-settlement curves are shown in Figure 6(b). Based on Figure 6(b), the ratio of ultimate bearing capacity for a Y-shaped pile and circular pile is 1.38 (440/320 (kN)), very close to the ratio of 1.29 found from model testing.Table 5
Main soil properties at test sections in Huangpu highway, China.
LayerThickness (m)γ (kN/m3)w (%)c (kPa)φ (degree)Es (MPa)Crust2.519.429.450.89.35.29Muddy clay5.518.042.313.03.22.97Silty clay6.019.628.454.310.86.39Sandy clay5.019.429.241.69.55.55Notes:γ: density; w: water content; c: cohesion by direct shear test; φ: friction angle by direct shear test; Es: confined compressive modulus.Figure 6
Field case: (a) pile and subsoil profile; (b) field load tests.
(a)(b)


### 2.6.3. Load Sharing: Side Friction and Tip Resistance

Figure5(b) shows the load sharing ratio of side friction (QS/Q) and tip resistance (Qp/Q) with pile head settlement. The side friction sharing ratio (QS/Q) of the Y-shaped pile is 89.96% in early-stage loading, and it decreased gradually with increasing load, finally falling to about 80%. The load sharing ratio of the C2 pile has a similar distribution to that of the Y-shaped pile, both showing characteristic friction pile behaviour. The load sharing ratio QS/Q of the C2 pile is slightly larger than that of the Y-shaped pile.Figure5(b) also shows that the side friction sharing ratio (QS/Q) of the C1 pile is 85.26% in early-stage loading, and decreased gradually with increasing load, finally falling to about 70%. The load sharing ratio QS/Q of a Y-shaped pile is always larger than that of a C1 pile.Circular cross-section piles being changing to Y-shaped sections gain more side friction and improve side friction sharing ratios in saturated sand; however, the side friction sharing ratio of a Y-shaped pile is slightly less than that of aC2 pile, and the side bearing performance is not as good as that of a C2 pile despite both having the same cross-sectional area.Load sharing ratios are presented in Table6 when the pile head load reaches the ultimate bearing capacity. Table 6 shows that QS/Q of a Y-shaped pile is larger than that of a C1 pile, but less than in a C2 pile. So Y-shaped sections can improve the side friction ratio but cannot provide the side bearing effect of a circular pile (C2 pile) of the same perimeter.Table 6
Load sharing ratio.
Pile typeBearing capacity (kN)Tip resistance (kN)Side friction (kN)QP/Q (%)QS/Q (%)Y pile6.21.214.9919.5280.48C1 pile4.80.993.8120.6379.37C2 pile71.095.9115.5784.43


### 2.6.4. Axial Force Distribution

Figure7 shows the axial force distribution for a Y-shaped pile (Figure 7(a)), C1 pile (Figure 7(b)), and C2 pile (Figure 7(c)). The axial force decreased along each pile under each load with its maximum is at the pile head, the minimum is at the pile toe, and follows the usual general rules.Figure 7
Axial force distributions along pile depth: (a)Y pile; (b) C1 pile; (c) C2 pile.
(a)(b)(c)


### 2.6.5. Side Resistance Distribution

The formula for calculating the side resistance is [21]:
(1)qi=Ni−Ni+1Ai,where qi is the average side resistance between section i and section i+1, Ni is the axial force on section i, Ni+1 is the axial force on section i+1, and Ai is the side area between section i and section i+1.The relationship between the side resistance and the pile depth is presented in Figure8. Figure 8(a) shows that the side resistance of a Y-shaped pile reaches its peak at around two-thirds of the pile length. Figure 8(b) shows that the side resistance of a C1 pile reaches its peak at about half of the pile length and, then, decreases gradually. Figure 8(c) shows that the side resistance of a C2 pile reaches its maximum at about four fifths of the pile length.Figure 8
Side resistance distributions along pile depth: (a)Y pile; (b) C1 pile; (c) C2 pile.
(a)(b)(c)Figure8 also shows that the side resistance of a Y-shaped pile is no larger than that of C1 and C2 circular piles.


## 2.6.1. Pile Head Load-Settlement

Figure5(a) shows the load-settlement response of three model piles: all such responses are slow; the ultimate bearing capacity of the Y-shaped pile, circular pile C1, and circular pile C2 are assumed to be 6.2 kN, 4.8 kN, and 7.0 kN, respectively. More comparative analysis is summarised in Table 4.Figure 5
Model tests under compressive load: (a) pile head load-settlement; (b) load sharing ratio.
(a)(b)Table 4
Comparison of compressive loading tests.
ItemsValueY pileC1 pileC2 pileUltimate bearing capacity (kN)6.204.807.00Bearing capacity ratio toC1 pile1.291.001.46Concrete amount (cm3)9984.709984.7024371.20Concrete amount ratio toC1 pile1.001.002.44Bearing capacity per concrete (kN/m3)620.95480.74287.22Bearing capacity per concrete ratio toC1 pile1.291.000.60Figure5(a) and Table 4 show that
(1)
The bearing capacity of the Y-shaped pile is 1.29 times that of theC1 pile, while the perimeter of the Y-shaped pile is 1.56 times that of the C1 pile although the cross-sectional area of both are the same. The bearing capacity of the Y-shaped pile in saturated sand did not increase in proportion, and the side resistance of the Y-shaped pile was weakened to some extent in saturated sand(2)
The bearing capacity of theC2 pile is 1.13 times that of a Y-shaped pile. The cross-sectional area of C2 is larger than that of the Y-shaped pile, so the total tip resistance of C2 is larger and the C2 pile can achieve a greater bearing capacity although their perimeters are the same. On the other hand, the bearing capacity per unit amount of concrete of the Y-shaped pile is 2.16 times that of the C2 pile, so it can be concluded that Y-shaped pile can improve the compressive bearing capacity for the same amount of concrete


## 2.6.2. Comparisons between Field, and Model Tests

Wang et al. [17] introduced comparative field tests between Y-shaped pile and circular pile, which have the same cross-sectional area (0.116 m2) and pile length (12 m), while having perimeters of 1.723 m and 1.207 m, respectively. The main index and strength properties of the soils under test are listed in Table 5, the groundwater level was at a depth of -0.5 m, and the pile-soil profile is presented in Figure 6(a). The pile head load-settlement curves are shown in Figure 6(b). Based on Figure 6(b), the ratio of ultimate bearing capacity for a Y-shaped pile and circular pile is 1.38 (440/320 (kN)), very close to the ratio of 1.29 found from model testing.Table 5
Main soil properties at test sections in Huangpu highway, China.
LayerThickness (m)γ (kN/m3)w (%)c (kPa)φ (degree)Es (MPa)Crust2.519.429.450.89.35.29Muddy clay5.518.042.313.03.22.97Silty clay6.019.628.454.310.86.39Sandy clay5.019.429.241.69.55.55Notes:γ: density; w: water content; c: cohesion by direct shear test; φ: friction angle by direct shear test; Es: confined compressive modulus.Figure 6
Field case: (a) pile and subsoil profile; (b) field load tests.
(a)(b)


## 2.6.3. Load Sharing: Side Friction and Tip Resistance

Figure5(b) shows the load sharing ratio of side friction (QS/Q) and tip resistance (Qp/Q) with pile head settlement. The side friction sharing ratio (QS/Q) of the Y-shaped pile is 89.96% in early-stage loading, and it decreased gradually with increasing load, finally falling to about 80%. The load sharing ratio of the C2 pile has a similar distribution to that of the Y-shaped pile, both showing characteristic friction pile behaviour. The load sharing ratio QS/Q of the C2 pile is slightly larger than that of the Y-shaped pile.Figure5(b) also shows that the side friction sharing ratio (QS/Q) of the C1 pile is 85.26% in early-stage loading, and decreased gradually with increasing load, finally falling to about 70%. The load sharing ratio QS/Q of a Y-shaped pile is always larger than that of a C1 pile.Circular cross-section piles being changing to Y-shaped sections gain more side friction and improve side friction sharing ratios in saturated sand; however, the side friction sharing ratio of a Y-shaped pile is slightly less than that of aC2 pile, and the side bearing performance is not as good as that of a C2 pile despite both having the same cross-sectional area.Load sharing ratios are presented in Table6 when the pile head load reaches the ultimate bearing capacity. Table 6 shows that QS/Q of a Y-shaped pile is larger than that of a C1 pile, but less than in a C2 pile. So Y-shaped sections can improve the side friction ratio but cannot provide the side bearing effect of a circular pile (C2 pile) of the same perimeter.Table 6
Load sharing ratio.
Pile typeBearing capacity (kN)Tip resistance (kN)Side friction (kN)QP/Q (%)QS/Q (%)Y pile6.21.214.9919.5280.48C1 pile4.80.993.8120.6379.37C2 pile71.095.9115.5784.43


## 2.6.4. Axial Force Distribution

Figure7 shows the axial force distribution for a Y-shaped pile (Figure 7(a)), C1 pile (Figure 7(b)), and C2 pile (Figure 7(c)). The axial force decreased along each pile under each load with its maximum is at the pile head, the minimum is at the pile toe, and follows the usual general rules.Figure 7
Axial force distributions along pile depth: (a)Y pile; (b) C1 pile; (c) C2 pile.
(a)(b)(c)


## 2.6.5. Side Resistance Distribution

The formula for calculating the side resistance is [21]:
(1)qi=Ni−Ni+1Ai,where qi is the average side resistance between section i and section i+1, Ni is the axial force on section i, Ni+1 is the axial force on section i+1, and Ai is the side area between section i and section i+1.The relationship between the side resistance and the pile depth is presented in Figure8. Figure 8(a) shows that the side resistance of a Y-shaped pile reaches its peak at around two-thirds of the pile length. Figure 8(b) shows that the side resistance of a C1 pile reaches its peak at about half of the pile length and, then, decreases gradually. Figure 8(c) shows that the side resistance of a C2 pile reaches its maximum at about four fifths of the pile length.Figure 8
Side resistance distributions along pile depth: (a)Y pile; (b) C1 pile; (c) C2 pile.
(a)(b)(c)Figure8 also shows that the side resistance of a Y-shaped pile is no larger than that of C1 and C2 circular piles.


## 3. Horizontal Load Model Test

Few studies on the horizontal bearing capacity of Y-shaped pile are presented. Horizontal tests of XCC piles show that their horizontal bearing capacity has directionality and can improve the flexural capacity in a specific direction (Yuan 2009). To investigate the horizontal bearing behaviour of a Y-shaped pile, comparative studies were conducted on the basis of model tests involving Y-shaped and circular piles.


### 3.1. Plan View of Model Piles

Horizontal load tests of four model piles (Y1 pile, Y2 pile, circular pile C1, circular pile C2) were carried out. Y1 and Y2 piles have the same geometric characteristics in order to research the effects of different loading directions on the horizontal bearing behaviour.Two Y-shaped piles (similar to those described) were cast: these are theY1 and Y2 piles. The horizontal loading direction for these Y1 piles and Y2 piles is the convex and concave side, respectively, as shown in Figure 2(d). The plan view of the four model piles in the model tank is shown in Figure 2(d). The spacing between piles and pile and tank wall is more than six and 4.5 times the circumcircle diameter of the Y-shaped pile, respectively.


### 3.2. Horizontal Loading System

Figure2(b) shows the sketch of the horizontal loading system. The loading device is developed independently based on the characteristics of this tank, using large weights and a pulley to deliver the load.


### 3.3. Layout of Model Test Equipment

Figure3(c) shows the position of strain gauges and earth pressure cells. Strain gauges were pasted symmetrically on the model piles, and earth pressure cells were also arranged symmetrically.


### 3.4. Construction

The construction of the horizontal model test is the same as that used for the compressive test. Four model piles were buried in sand by pluviation, and then, sand was flooded with water and saturated. Model testing began after the saturated sand had been fully consolidated.


### 3.5. Test Loading Steps

The cyclic lateral load method is used in horizontal model tests, based on the method prescribed in the Chinese Design Code (GB 50007) [26] and described elsewhere [27, 28]. The loading steps are as follows: apply each load, maintain the load for four minutes, and record the horizontal displacement, then unload to zero, stop for two minutes, and record the residual horizontal displacement; a loading and unloading cycle is thus completed; this load cycle is repeated five times and, then, until continuous lateral displacement occurred with either a slight increase or no increase in load.


### 3.6. Test Results and Discussion

#### 3.6.1. Horizontal Load-Displacement

The horizontal cyclic loads (H0)–displacement curves (X0) of four model piles are presented in Figure 9. The figure shows that four curves changed slowly. Based on Figure 9, the horizontal load (H0)–displacement gradient (ΔX0/ΔH0) curves of four model piles are presented in Figure 10. Based on Figure 10, the horizontal critical load (Hcr), ultimate horizontal load (Hu), and corresponding displacements are obtained (Table 7); conclusions can be drawn:
(1)
The horizontal ultimate bearing capacity for the convex direction of aY1 pile is larger than that in the concave direction of a Y2 pile, by about 1.17 times, and for critical load, by about 1.33 times. It can be concluded that the horizontal bearing capacity of a Y-shaped pile has directionality(2)
The ultimate horizontal load ofY1 and Y2 piles is 1.75 and 1.5 times that of a C1 pile (with the same cross-sectional area as the Y-shaped pile), respectively, so changing a circular cross-section into a Y-shape can improve the horizontal bearing capacity in a particular direction for the same amount of concrete(3)
The ultimate horizontal load ofY1 and Y2 piles is 0.875 and 0.75 times that of a C2 pile (with the same perimeter as the Y-shaped pile), respectively, so a Y-shaped pile cannot give full play to the advantage of the larger side area for horizontal bearing capacity. Furthermore, a circular pile has no directionality and shows a better horizontal bearing behaviour than the equivalent Y-shaped pile; however, the ultimate horizontal load per unit amount of concrete of Y1 and Y2 piles is 2.14 and 1.83 times that of a C2 pile, respectively, so the horizontal bearing effectiveness of the same amount of concrete in a Y-shaped pile is higher than that of a circular pileFigure 9
Horizontal load versus displacement (H0–X0): (a) Y1 pile; (b) Y2 pile; (c) C1 pile; (d) C2 pile.
(a)(b)(c)(d)Figure 10
Horizontal load versus displacement gradient (H0–ΔX0/ΔH0).Table 7
Results of horizontal model tests.
ItemsValuesY1 pileY2 pileC1 pileC2 pileCritical loadHcr (kN)1.61.20.81.6DisplacementXcr (mm)3.903.263.743.53Ultimate loadHu (kN)2.82.41.63.2DisplacementXu (mm)12.1112.4013.1913.37Ultimate load per concrete volume (kN/m3)280.4240.4160.3131.3


#### 3.6.2. Bending Moment

Formula (2) gives the bending moment along a pile is as follows [22]:
(2)M=EIεc+εtd,where M is the bending moment on a given section, εc is the compressive strain, εt is the tensile strain, EI is the bending stiffness, and d is the distance between two given points.First, the compressive and tensile strain of each monitoring section is measured, and then, the bending moment is calculated using formula (2). Bending moment distributions for the four model piles are shown in Figure 11.Figure 11
Bending moment along the pile: (a)Y1 pile; (b) Y2 pile; (c) C1 pile; (d) C2 pile.
(a)(b)(c)(d)Figure11 shows that the bending moment of four model piles first increases, then decreases along with the pile where the moment increases with increasing load. The rate of increase of moment is small until the applied load exceeds the ultimate bearing capacity, when, the rate of increase becomes rapid, and the piles begin to crack.The position of moment maximum for four piles is the same for each loading process. The positions of maximum moment for theY1 pile, Y2 pile, C1 pile, and C2 pile are about 0.7 m, 0.4 m, 0.4 m, and 0.4 to 1.0 m depth from the pile head, respectively.All four piles were broken in these horizontal tests, so the model piles were excavated after testing. The crack position of the four piles is different: cracking occurred at around 0.56 m depth for theC1 pile, about seven times its diameter; at around 0.88 m depth for a C2 pile, again, about seven times its diameter: the crack positions on the two Y-shaped piles are at 0.48 m (Y1 pile, convex loading direction) and 0.69 m depth (Y2 pile, concave loading direction), depths of about four times and five times its circumcircle diameter, respectively. Crack positions for the different loading directions of Y-shaped piles are different: a comparison between circular piles and Y-shaped piles shows that crack depth for a Y-shaped pile is less than that for a circular pile. The reinforced depth from pile head should be more than 10 times the diameter for a Y-shaped pile while 14 times the diameter for a circular pile.Figures12(a) and 12(b) show that the bending moment on a Y1 pile is 374.2 Nm at ultimate load (2.8 kN), while the bending moment on a Y2 pile is 839.9 Nm at ultimate load (2.4 kN). The bending moment in the convex direction is significantly larger than that in the concave direction. The directionality of the horizontal bearing capacity for Y-shaped pile has thus been demonstrated once again.Figure 12
Lateral soil pressure along the pile: (a)Y1 pile; (b) Y2 pile; (c) C1 pile; (d) C2 pile.
(a)(b)(c)(d)


#### 3.6.3. Lateral Soil Pressure Distribution

The lateral soil pressure along each pile is measured by soil pressure cells at each load. Figure12 shows the lateral soil pressure distributions along with the four model piles. Figures 12(a) and 12(b) show that the lateral soil pressure distribution along the two Y-shaped piles is similar: the upper is larger, the lower is smaller, and the maximum is seen at the pile head. An inflection point occurs at 1 m depth, the direction of soil pressure cells below 1 m depth is opposite those above 1 m depth. On the whole, the lateral soil pressure along a Y1 pile is larger than that along a Y2 pile, and it can be seen that the lateral soil pressure distribution also exhibits directionality. Figures 12(c) and 12(d) show that the lateral soil pressure distribution along with C1 and C2 piles is similar, the upper reaches are larger, and the lower is smaller. The inflection points on C1 and C2 piles occur at 1 m and 1.2 m depths, respectively. The lateral soil pressure along with a C2 pile is greater than that on a Y1 pile, so the greater side area of the circular pile is better at mobilising the wider range of soil around the pile to bear greater horizontal load.Lateral soil pressure distributions along with Y-shaped and circular piles are similar; the depths to the inflection points are similar, and as the horizontal load increases, the upper soil around the pile begins to bear load, the lateral soil pressure increases, and then transfer to a deeper and wider zone in the soil such that, over time, and under load, the soil zone of influence depth is about 10 times the pile diameter as maximum horizontal load.


## 3.1. Plan View of Model Piles

Horizontal load tests of four model piles (Y1 pile, Y2 pile, circular pile C1, circular pile C2) were carried out. Y1 and Y2 piles have the same geometric characteristics in order to research the effects of different loading directions on the horizontal bearing behaviour.Two Y-shaped piles (similar to those described) were cast: these are theY1 and Y2 piles. The horizontal loading direction for these Y1 piles and Y2 piles is the convex and concave side, respectively, as shown in Figure 2(d). The plan view of the four model piles in the model tank is shown in Figure 2(d). The spacing between piles and pile and tank wall is more than six and 4.5 times the circumcircle diameter of the Y-shaped pile, respectively.


## 3.2. Horizontal Loading System

Figure2(b) shows the sketch of the horizontal loading system. The loading device is developed independently based on the characteristics of this tank, using large weights and a pulley to deliver the load.


## 3.3. Layout of Model Test Equipment

Figure3(c) shows the position of strain gauges and earth pressure cells. Strain gauges were pasted symmetrically on the model piles, and earth pressure cells were also arranged symmetrically.


## 3.4. Construction

The construction of the horizontal model test is the same as that used for the compressive test. Four model piles were buried in sand by pluviation, and then, sand was flooded with water and saturated. Model testing began after the saturated sand had been fully consolidated.


## 3.5. Test Loading Steps

The cyclic lateral load method is used in horizontal model tests, based on the method prescribed in the Chinese Design Code (GB 50007) [26] and described elsewhere [27, 28]. The loading steps are as follows: apply each load, maintain the load for four minutes, and record the horizontal displacement, then unload to zero, stop for two minutes, and record the residual horizontal displacement; a loading and unloading cycle is thus completed; this load cycle is repeated five times and, then, until continuous lateral displacement occurred with either a slight increase or no increase in load.


## 3.6. Test Results and Discussion

### 3.6.1. Horizontal Load-Displacement

The horizontal cyclic loads (H0)–displacement curves (X0) of four model piles are presented in Figure 9. The figure shows that four curves changed slowly. Based on Figure 9, the horizontal load (H0)–displacement gradient (ΔX0/ΔH0) curves of four model piles are presented in Figure 10. Based on Figure 10, the horizontal critical load (Hcr), ultimate horizontal load (Hu), and corresponding displacements are obtained (Table 7); conclusions can be drawn:
(1)
The horizontal ultimate bearing capacity for the convex direction of aY1 pile is larger than that in the concave direction of a Y2 pile, by about 1.17 times, and for critical load, by about 1.33 times. It can be concluded that the horizontal bearing capacity of a Y-shaped pile has directionality(2)
The ultimate horizontal load ofY1 and Y2 piles is 1.75 and 1.5 times that of a C1 pile (with the same cross-sectional area as the Y-shaped pile), respectively, so changing a circular cross-section into a Y-shape can improve the horizontal bearing capacity in a particular direction for the same amount of concrete(3)
The ultimate horizontal load ofY1 and Y2 piles is 0.875 and 0.75 times that of a C2 pile (with the same perimeter as the Y-shaped pile), respectively, so a Y-shaped pile cannot give full play to the advantage of the larger side area for horizontal bearing capacity. Furthermore, a circular pile has no directionality and shows a better horizontal bearing behaviour than the equivalent Y-shaped pile; however, the ultimate horizontal load per unit amount of concrete of Y1 and Y2 piles is 2.14 and 1.83 times that of a C2 pile, respectively, so the horizontal bearing effectiveness of the same amount of concrete in a Y-shaped pile is higher than that of a circular pileFigure 9
Horizontal load versus displacement (H0–X0): (a) Y1 pile; (b) Y2 pile; (c) C1 pile; (d) C2 pile.
(a)(b)(c)(d)Figure 10
Horizontal load versus displacement gradient (H0–ΔX0/ΔH0).Table 7
Results of horizontal model tests.
ItemsValuesY1 pileY2 pileC1 pileC2 pileCritical loadHcr (kN)1.61.20.81.6DisplacementXcr (mm)3.903.263.743.53Ultimate loadHu (kN)2.82.41.63.2DisplacementXu (mm)12.1112.4013.1913.37Ultimate load per concrete volume (kN/m3)280.4240.4160.3131.3


### 3.6.2. Bending Moment

Formula (2) gives the bending moment along a pile is as follows [22]:
(2)M=EIεc+εtd,where M is the bending moment on a given section, εc is the compressive strain, εt is the tensile strain, EI is the bending stiffness, and d is the distance between two given points.First, the compressive and tensile strain of each monitoring section is measured, and then, the bending moment is calculated using formula (2). Bending moment distributions for the four model piles are shown in Figure 11.Figure 11
Bending moment along the pile: (a)Y1 pile; (b) Y2 pile; (c) C1 pile; (d) C2 pile.
(a)(b)(c)(d)Figure11 shows that the bending moment of four model piles first increases, then decreases along with the pile where the moment increases with increasing load. The rate of increase of moment is small until the applied load exceeds the ultimate bearing capacity, when, the rate of increase becomes rapid, and the piles begin to crack.The position of moment maximum for four piles is the same for each loading process. The positions of maximum moment for theY1 pile, Y2 pile, C1 pile, and C2 pile are about 0.7 m, 0.4 m, 0.4 m, and 0.4 to 1.0 m depth from the pile head, respectively.All four piles were broken in these horizontal tests, so the model piles were excavated after testing. The crack position of the four piles is different: cracking occurred at around 0.56 m depth for theC1 pile, about seven times its diameter; at around 0.88 m depth for a C2 pile, again, about seven times its diameter: the crack positions on the two Y-shaped piles are at 0.48 m (Y1 pile, convex loading direction) and 0.69 m depth (Y2 pile, concave loading direction), depths of about four times and five times its circumcircle diameter, respectively. Crack positions for the different loading directions of Y-shaped piles are different: a comparison between circular piles and Y-shaped piles shows that crack depth for a Y-shaped pile is less than that for a circular pile. The reinforced depth from pile head should be more than 10 times the diameter for a Y-shaped pile while 14 times the diameter for a circular pile.Figures12(a) and 12(b) show that the bending moment on a Y1 pile is 374.2 Nm at ultimate load (2.8 kN), while the bending moment on a Y2 pile is 839.9 Nm at ultimate load (2.4 kN). The bending moment in the convex direction is significantly larger than that in the concave direction. The directionality of the horizontal bearing capacity for Y-shaped pile has thus been demonstrated once again.Figure 12
Lateral soil pressure along the pile: (a)Y1 pile; (b) Y2 pile; (c) C1 pile; (d) C2 pile.
(a)(b)(c)(d)


### 3.6.3. Lateral Soil Pressure Distribution

The lateral soil pressure along each pile is measured by soil pressure cells at each load. Figure12 shows the lateral soil pressure distributions along with the four model piles. Figures 12(a) and 12(b) show that the lateral soil pressure distribution along the two Y-shaped piles is similar: the upper is larger, the lower is smaller, and the maximum is seen at the pile head. An inflection point occurs at 1 m depth, the direction of soil pressure cells below 1 m depth is opposite those above 1 m depth. On the whole, the lateral soil pressure along a Y1 pile is larger than that along a Y2 pile, and it can be seen that the lateral soil pressure distribution also exhibits directionality. Figures 12(c) and 12(d) show that the lateral soil pressure distribution along with C1 and C2 piles is similar, the upper reaches are larger, and the lower is smaller. The inflection points on C1 and C2 piles occur at 1 m and 1.2 m depths, respectively. The lateral soil pressure along with a C2 pile is greater than that on a Y1 pile, so the greater side area of the circular pile is better at mobilising the wider range of soil around the pile to bear greater horizontal load.Lateral soil pressure distributions along with Y-shaped and circular piles are similar; the depths to the inflection points are similar, and as the horizontal load increases, the upper soil around the pile begins to bear load, the lateral soil pressure increases, and then transfer to a deeper and wider zone in the soil such that, over time, and under load, the soil zone of influence depth is about 10 times the pile diameter as maximum horizontal load.


## 3.6.1. Horizontal Load-Displacement

The horizontal cyclic loads (H0)–displacement curves (X0) of four model piles are presented in Figure 9. The figure shows that four curves changed slowly. Based on Figure 9, the horizontal load (H0)–displacement gradient (ΔX0/ΔH0) curves of four model piles are presented in Figure 10. Based on Figure 10, the horizontal critical load (Hcr), ultimate horizontal load (Hu), and corresponding displacements are obtained (Table 7); conclusions can be drawn:
(1)
The horizontal ultimate bearing capacity for the convex direction of aY1 pile is larger than that in the concave direction of a Y2 pile, by about 1.17 times, and for critical load, by about 1.33 times. It can be concluded that the horizontal bearing capacity of a Y-shaped pile has directionality(2)
The ultimate horizontal load ofY1 and Y2 piles is 1.75 and 1.5 times that of a C1 pile (with the same cross-sectional area as the Y-shaped pile), respectively, so changing a circular cross-section into a Y-shape can improve the horizontal bearing capacity in a particular direction for the same amount of concrete(3)
The ultimate horizontal load ofY1 and Y2 piles is 0.875 and 0.75 times that of a C2 pile (with the same perimeter as the Y-shaped pile), respectively, so a Y-shaped pile cannot give full play to the advantage of the larger side area for horizontal bearing capacity. Furthermore, a circular pile has no directionality and shows a better horizontal bearing behaviour than the equivalent Y-shaped pile; however, the ultimate horizontal load per unit amount of concrete of Y1 and Y2 piles is 2.14 and 1.83 times that of a C2 pile, respectively, so the horizontal bearing effectiveness of the same amount of concrete in a Y-shaped pile is higher than that of a circular pileFigure 9
Horizontal load versus displacement (H0–X0): (a) Y1 pile; (b) Y2 pile; (c) C1 pile; (d) C2 pile.
(a)(b)(c)(d)Figure 10
Horizontal load versus displacement gradient (H0–ΔX0/ΔH0).Table 7
Results of horizontal model tests.
ItemsValuesY1 pileY2 pileC1 pileC2 pileCritical loadHcr (kN)1.61.20.81.6DisplacementXcr (mm)3.903.263.743.53Ultimate loadHu (kN)2.82.41.63.2DisplacementXu (mm)12.1112.4013.1913.37Ultimate load per concrete volume (kN/m3)280.4240.4160.3131.3


## 3.6.2. Bending Moment

Formula (2) gives the bending moment along a pile is as follows [22]:
(2)M=EIεc+εtd,where M is the bending moment on a given section, εc is the compressive strain, εt is the tensile strain, EI is the bending stiffness, and d is the distance between two given points.First, the compressive and tensile strain of each monitoring section is measured, and then, the bending moment is calculated using formula (2). Bending moment distributions for the four model piles are shown in Figure 11.Figure 11
Bending moment along the pile: (a)Y1 pile; (b) Y2 pile; (c) C1 pile; (d) C2 pile.
(a)(b)(c)(d)Figure11 shows that the bending moment of four model piles first increases, then decreases along with the pile where the moment increases with increasing load. The rate of increase of moment is small until the applied load exceeds the ultimate bearing capacity, when, the rate of increase becomes rapid, and the piles begin to crack.The position of moment maximum for four piles is the same for each loading process. The positions of maximum moment for theY1 pile, Y2 pile, C1 pile, and C2 pile are about 0.7 m, 0.4 m, 0.4 m, and 0.4 to 1.0 m depth from the pile head, respectively.All four piles were broken in these horizontal tests, so the model piles were excavated after testing. The crack position of the four piles is different: cracking occurred at around 0.56 m depth for theC1 pile, about seven times its diameter; at around 0.88 m depth for a C2 pile, again, about seven times its diameter: the crack positions on the two Y-shaped piles are at 0.48 m (Y1 pile, convex loading direction) and 0.69 m depth (Y2 pile, concave loading direction), depths of about four times and five times its circumcircle diameter, respectively. Crack positions for the different loading directions of Y-shaped piles are different: a comparison between circular piles and Y-shaped piles shows that crack depth for a Y-shaped pile is less than that for a circular pile. The reinforced depth from pile head should be more than 10 times the diameter for a Y-shaped pile while 14 times the diameter for a circular pile.Figures12(a) and 12(b) show that the bending moment on a Y1 pile is 374.2 Nm at ultimate load (2.8 kN), while the bending moment on a Y2 pile is 839.9 Nm at ultimate load (2.4 kN). The bending moment in the convex direction is significantly larger than that in the concave direction. The directionality of the horizontal bearing capacity for Y-shaped pile has thus been demonstrated once again.Figure 12
Lateral soil pressure along the pile: (a)Y1 pile; (b) Y2 pile; (c) C1 pile; (d) C2 pile.
(a)(b)(c)(d)


## 3.6.3. Lateral Soil Pressure Distribution

The lateral soil pressure along each pile is measured by soil pressure cells at each load. Figure12 shows the lateral soil pressure distributions along with the four model piles. Figures 12(a) and 12(b) show that the lateral soil pressure distribution along the two Y-shaped piles is similar: the upper is larger, the lower is smaller, and the maximum is seen at the pile head. An inflection point occurs at 1 m depth, the direction of soil pressure cells below 1 m depth is opposite those above 1 m depth. On the whole, the lateral soil pressure along a Y1 pile is larger than that along a Y2 pile, and it can be seen that the lateral soil pressure distribution also exhibits directionality. Figures 12(c) and 12(d) show that the lateral soil pressure distribution along with C1 and C2 piles is similar, the upper reaches are larger, and the lower is smaller. The inflection points on C1 and C2 piles occur at 1 m and 1.2 m depths, respectively. The lateral soil pressure along with a C2 pile is greater than that on a Y1 pile, so the greater side area of the circular pile is better at mobilising the wider range of soil around the pile to bear greater horizontal load.Lateral soil pressure distributions along with Y-shaped and circular piles are similar; the depths to the inflection points are similar, and as the horizontal load increases, the upper soil around the pile begins to bear load, the lateral soil pressure increases, and then transfer to a deeper and wider zone in the soil such that, over time, and under load, the soil zone of influence depth is about 10 times the pile diameter as maximum horizontal load.


## 4. Conclusions

A series of model tests under compressive and horizontal load in saturated sand was carried out on a Y-shaped pile, aC1 circular pile (with the same cross-sectional area as the Y-shaped pile), and a C2 circular pile (with the same perimeter as the Y-shaped pile); sand was pluviated into a tank containing the model piles; then, this was filled with water until complete soil saturation was achieved. Comparative analysis of data from load tests on Y-shaped piles and circular piles was undertaken, and the following conclusions were drawn:
(1)
The compressive bearing capacity of a Y-shaped pile is 1.29 times that of an equivalentC1 pile, but its perimeter is 1.56 times that of the C1 pile, so the bearing capacity of Y-shaped pile in saturated sand does not increase in proportion thereto and its shaft resistance is weakened to some extent. The compressive bearing capacity of a C2 pile is 1.13 times that of the equivalent Y-shaped pile because of its larger cross-sectional area and greater tip resistance, while the bearing capacity per unit amount of concrete of a Y-shaped pile is 2.16 times that of a C2 pile, so Y-shaped section piles can improve the compressive bearing capacity for the same amount of concrete. The side friction sharing ratio can be improved in saturated sand when the circular section is swapped for the equivalent Y-shaped section but is slightly less than that of a C2 pile although both have the same cross-sectional area(2)
The bearing capacity ratio (in model tests) for Y-shaped and circular piles is a little smaller than that measured in field tests under compressive loading(3)
The horizontal bearing capacity of aY1 pile in the convex loading direction is greater than that of a Y2 pile in the concave loading direction: the directionality of Y-shaped piles is thus demonstrated. The ultimate horizontal load of Y1 and Y2 piles is 1.75 and 1.5 times that of a C1 pile, respectively. Changing a circular cross-section pile for an equivalent Y-shaped section can improve the horizontal bearing capacity for the same amount concrete. The ultimate horizontal loads of Y1 and Y2 piles are 0.875 and 0.75 times that of a C2 pile, respectively; so a Y-shaped pile cannot give full play to the advantage of a larger side area with regard to horizontal bearing capacity. Furthermore, a circular pile can bear any direction of horizontal load and has no directionality: this is impossible for a Y-shaped pile(4)
The ultimate horizontal load per unit amount of concrete for a Y-shaped pile is significantly higher than that of aC2 pile, so Y-shaped piles can achieve a higher horizontal bearing capacity in a particular direction with less concrete. The crack position sits at a position some seven times its diameter down both the C1 and C2 piles, while cracking was seen at depths of four and five times the pile diameter for Y1 and Y2 piles, respectively. The crack depth in Y-shaped piles is less than that in circular piles, so it can be concluded that Y-shaped piles with less concrete cause the broken section depth to decrease. The reinforced depth should be more 10 times the circumscribed diameter for a Y-shaped pile, and 14 times the diameter for a circular pile



---

*Source: 6978602-2021-07-30.xml*