Investigation into the Application of Construction and Demolition Waste in Urban Roads

-e recycling and reuse of waste materials is a topic of global concern and great international interest for those interested in sustainable development and protecting the environment. In recent decades, global production of construction and demolition waste (C&D waste) has signi7cantly increased and became a worldwide problem.-is research proposes to evaluate the feasibility of using aggregate from recycled C&D waste for urban road embankment applications based on the Sanhuan road construction project in eastern Xi’an. An extensive suite of laboratory and 7eld compaction tests were carried out to determine the physical properties and engineering characteristics of the C&D waste. -e e=ect of curing on the strength of the C&D waste was investigated using uncon7ned compression strength (UCS), California bearing ratio (CBR), and deAection tests. -e results show that the C&D waste has the characteristics of high strength and signi7cant stability after simple treatment and further suggest that the use of these materials for paving urban road embankments is feasible. -is study is of value for the reasonable and e=ective promotion of using C&D waste recycled materials in road subgrade applications.


Introduction
With the rapid development of the construction industry and the accelerated pace of urbanization, large numbers of old buildings are being demolished in urban areas, resulting in extremely signi cant amounts of C&D waste.e amount of C&D waste in China has accounted for as much as 30%-40% of total annual urban solid waste.Speci cally, the demolition of 1 m 2 buildings results in 0.5-1.0m 3 of C&D waste, and every 10 thousand m 2 construction process will produce 500-600 tons of C&D waste [1].e average annual generation of C&D waste in China was approximately 2.36 billion tons during the period from 2003 to 2013 [2].C&D waste is mainly composed of metal, concrete, mortars, bricks, woods, and plastic.eoretically, by comparison with other kinds of urban garbage, C&D waste has high potential for having recycling and economic value, 80% of which may be reused [3][4][5].However, to date, most of the C&D waste produced in China has been disposed by simple land lling or dumping, which in turn creates a potential risk that threatens the security of the ecology and sustainable development in the region [6][7][8][9].As shown in Figure 1, the recycling rate in China was merely 9.5% in 2012, which was lower than the recycling rate of most EU countries [2].
e recycling and reuse of waste materials, such as C&D waste, waste plastics and rubber, tailing, and ladle furnace slag, has been carefully studied in the last few decades in a number of countries around the world, and techniques have been proposed for how to successfully use these materials in pavements or subgrades [10][11][12][13][14][15][16][17][18][19].Research on recycled aggregates of C&D waste has mainly re ected its basic performance in road base or subbase applications.For instance, for cement concrete pavement, Ekanayake and Ofori [20] reported that, in the United States, more than 20 individual states use C&D waste in highway construction.Sobhan and Krizek [21] investigated the exural fatigue behavior of a stabilized ber-reinforced pavement base course material that was composed largely of C&D waste with small amounts of Portland cement and y ash; this study found that the performance of the composite material was satisfactory as a base material.Park [22] observed that the compaction degree of di erent sizes, dissimilar kinds of gradation, and di erent kinds of mixtures of recycled aggregate have a signi cant impact on the bond strength and resilient modulus of the road base.Chi and Chan [23] performed a series of shear strength and UCS tests based on adjusting the moisture content and particle gradation of C&D waste and found that it is feasible to apply these materials in concrete pavement bases/subbases.Ayan et al. [24] noted that the optimal moisture content of recycled C&D waste used as a subbase material was higher than that of natural aggregates.Xuan et al. [25] evaluated the uncon ned compressive strength, static elastic modulus, and indirect tensile strength of cement-treated C&D waste aggregates and concluded that this material has positive mechanical properties when used as a road base layer.Parallel to this, other authors have focused on assessing the feasibility of using C&D waste aggregates as subbase and base layers for asphalt concrete [26][27][28][29][30][31].
e majority of previous studies have used laboratory tests to analyze the physical and mechanical properties of C&D waste, and they demonstrate its feasibility as a road base or subbase.To date, nevertheless, there are few studies on C&D waste used as an urban road embankment material [32][33][34].Additionally, the mechanical properties and engineering characteristics of the C&D waste in di erent areas are di erent, and it remains to be veri ed by means of eld compaction tests whether laboratory tests can be used to guide eld construction.In this study, based on the Sanhuan road project in eastern Xi'an, we conduct an extensive suite of laboratory and eld compaction tests to thoroughly evaluate the engineering properties and extensive applications of C&D waste as an urban road embankment material.

Project Profile
e Xi'an Sanhuan road project, with a total length of 71.4 km, is one of the highest grade urban road projects in China.e east Sanhuan road runs north to the high-speed Xie Wang Interchange and south to Nandian Village.It is 14.7 km long and is designed for two-way tra c, with eight lanes in each direction.After the project is completed, the east Sanhuan road will be connected to the Xi-Tong, Xi-Yan expressway, and many other highways, and it will serve as an important channel to enter and exit the city and to carry heavy highway tra c (Figure 2).e C&D waste investigated in this study came from a residential demolition site located near the midpoint of the east Sanhaun road, Xi'an.e amount of C&D waste was estimated initially at approximately 300 thousand cubic meters and involving a length of about 700 meters.
e average thickness of the C&D waste on the surface was approximately 3.0 meters after the demolition, as shown in Figure 3. e road in the waste disposal area was designed as an embankment structure with a lling height of 2.5-4 meters, according to the design requirements of the construction drawing.In order to reduce environmental pollution and reduce project cost, the C&D waste as an embankment ller was fully utilized in this project.

Sieving Test.
e particle composition of the mixture has an important in uence on its physical and mechanical properties [35][36][37][38].erefore, before running compaction tests, we analyzed the composition of the sample, and the screening results are shown in Figure 4.If the ratio of ne (passing a 4.75 mm sieve) to coarse (retained by a 4.75 mm sieve) material is de ned as K w [39][40][41], K w of the C&D waste was approximately 0.35 before the compaction, indicating that the small and medium size composition of C&D waste was less.erefore, the porosity and permeability coe cient were relatively large, and it was easy to produce signi cant settlement deformation under the external load conditions for a long period of time.In terms of the theoretical analysis, the composition of the ne material should be 1-2 times of that of the coarse material, and the road e ect can reach a better state [42].

Compaction Test.
In laboratory compaction tests, the selection of the test parameters was carried out in strict accordance with the parameters determined by the test method of soils for highway engineering (JTG E40-2007) [43] (Table 1).At the same time, in order to re ect the status of the ller more truly, the samples were selected from three di erent locations (JZ-1, JZ-2, and JZ-3) at the construction site.e relationship between the moisture content and the dry density of the C&D waste and the grain size distribution is shown in Figures 5 and 6.
We determined that the maximum dry density di erence among the C&D waste from three construction sites was not more than 5%, and the optimum moisture content varied between 15 and 16%.Hence, a single index may be utilized for compaction control in embankment construction.Additionally, the particle content of the three sites was di erent, but the overall percentage of its mass content was almost the same.e particle composition of the C&D waste from the di erent sites was basically uniform; the material 2 Advances in Materials Science and Engineering with a particle size of less than 1 mm accounted for 40% of the total mass, and particles sized 2-3 mm accounted for approximately 38%.After the compaction of the C&D waste, the ratio of ne to coarse material increased to 1.0, which indicates that the content of ne material in the C&D waste greatly increased, and the road performance of the lling material has been substantially improved.

UCS Test.
In order to analyze the overall stability of the embankment after the eld compaction of the C&D waste for use as a ller, the UCS test was conducted.A total of six specimens were selected for this test, and the size of each specimen was Φ150 mm × 150 mm.When the test was carried out, the moisture content of the ller was controlled for optimal moisture content (15.5%).Subsequently, the model was placed on the shaking table for vibration compaction, so that the maximum dry density was consistent with the maximum dry density (approximately 1.81 g/cm 3 ) after eld rolling.e compaction degree of the specimen was controlled at approximately 97%.Finally, the molded specimen was regenerated under constant humidity conditions.Figure 7 shows the UCS test of the specimen with 28 days of curing, which was carried out in the laboratory.
Additionally, in order to analyze the subgrade packing strength under saturated water conditions, the same test was carried out in the saturated state, and the speci c test results are shown in Table 2.
It can be seen from Table 3 that the UCS of the specimen under the optimal moisture content was in the range of 0.85 MPa to 0.62 MPa, the mean value was 0.74 MPa, and the   Advances in Materials Science and Engineering range was 0.23 MPa.Under the condition of saturated water, the UCS was in the range of 0.62 to 0.39 MPa, the mean value was 0.53 MPa, and the range was 0.25 MPa.Under the condition of optimal moisture content, the UCS of the ller was about 1.4 times that which occurred in the saturated state.From the experimental results, water content has a de nite impact on the strength of the ller.According to requirements of the speci cations, the minimum strength in the saturated state can also meet the requirements of the road.e feasibility of the C&D waste for use as an embankment ller is veri ed.

CBR Test.
e CBR test is a widely used and adaptable penetration testing method for engineering materials [44].In this paper, CBR tests were performed for these embankment lling materials after they were compacted.e compaction test was divided into three layers, and the specimen was compacted 98 times in every layer.e CBR test was conducted after the specimens had been soaked in water for four days.e test results are summarized in Table 3.It can be seen that when penetration is 2.5 mm, the CBR values of specimens 1, 2, and 3 are 38.6%,24.1%, and 41.4%, respectively.
e average value is 34.7%, while the penetration is 5.0 mm, and the average value of the sample is 43.0%.us, the C&D waste strength stu ng meets the requirement of speci cation (JTG D30-2004) [45].

Field Compaction Test
Strict control of subgrade compaction is an important guarantee to improve the overall strength and stability of the subgrade.
e compaction function should be controlled within a reasonable range, which is necessary to ensure adequate compaction and avoid the excessive exertion of compaction energy to ensure that the particle size does not become too small to achieve continuous grading or prevent the nal compaction degree of packing from meeting the requirements [46][47][48][49].In the eld compaction process, after a period of curing time to bring the composite material to moderate moisture content, a spiky roller was used for compaction.e rolling occurs along the two sides and then to the middle, and the rolling speed is controlled at approximately 3 km/h.e wheel overlap is 0.4-0.5 m.When the waste has been rolled 10 times, the particle size was larger according to visual inspection, as shown in Figure 8(a).When the waste has been rolled 18 times, the construction waste particle diameter was less than 3 cm, as shown in Figure 8(b).A small amount of noncrushed reinforced concrete blocks was identi ed, and it was at wheel rolled two times, which means that embankment lling was rolled a total of 20 times (Figure 8(c)).

Field Compaction and Sieve Test.
e second to the fth layer of the rolled aggregate was used for the screening test, and each layer of ller came from the material that had been rolled between 10 and 18 times.e test results are shown in   Advances in Materials Science and Engineering Figure 9.It can be seen that the composition of the four layers of packing at di erent rolling times was basically the same, the particle size is 0.07-4 mm, and the gradation curve is consistent, indicating that the percentage of various particle size fractions was similar.Additionally, the C&D waste in the vibration rolling process contained broken particles.As the number of rolling increased, the gradation curve gradually became steeper, and the grain diameter distribution became more uniform, especially when the number of rolling reached 18 times.At that point, K w increased to 1.1-1.3,indicating that the content of ne materials in the C&D waste had increased, and the road performance was improved.

Relation between Particle Composition and Compaction
of C&D Waste. Figure 10 presents the relationship between the compaction degree and the particle composition of the C&D waste.When the compaction degree was lower than 88%, that is, under the action of the existing mechanical equipment, and the number of rolling times was less than 13 times, the change in the grain composition of the C&D waste was not signi cant.When the compaction degree reached 88%, with the increase in rolling times, the composition of the particles changed, the coarse aggregate was crushed, and the content of the ne material was notably increased.e main reasons for the above phenomenon are as follows.Firstly, when the compaction degree is small, the pore size of the C&D waste ller itself is relatively large, and the compression of the ller is caused by the decrease in the pore volume, the crushing and failure of the granule itself is not apparent.Furthermore, when the compaction degree is large, the contact between particles becomes closer as the number of mechanical rolling increases, and the ller in the coarse aggregate is gradually broken down.

e Law of Variation of K w with Rolling Times and
Compaction Degree.Figure 11 illustrates the variation of K w with the increase in rolling times during the process of the compaction of the second to the fth layer of packing.When the number of rolling was less than 13 times, the change in the mass ratio (K w ) of ne to coarse aggregate was less pronounced.However, when the number of rolling was more than 13 times, K w increased obviously.As mentioned above, the main reason is that when the material is rolled merely a few times, deformation of the ller is mainly a result of the reduction in the porosity ratio.When the number of rolling increases, the ller particles come into closer contact with each other, which ultimately increases the content of ne aggregate in the ller and improves the structure of the ller.Nevertheless, after the material was rolled for 18 times, the rate of increase of ne content in the ller was signi cantly reduced, and the granular composition of the ller became stable.Advances in Materials Science and Engineering Figure 12 illustrates the variation of K w as the compaction degree increased.When the compaction degree is less than 88%, the curve is approximately a horizontal line, indicating that the composition of ller particles in the material did not change signi cantly.However, when the compaction degree is higher than 88%, the curve shows a clear upward trend, indicating that the content of coarse material ller decreased as the degree of compaction increased.is means that the content of the ne aggregate has been greatly increased, and the porosity ratio has been obviously decreased.At this point in the compaction process, the physical and mechanical properties of the ller have been improved.erefore, we can conclude from the above analysis that the optimal number of rolling times is approximately 18.

Subgrade Compaction Results and Analysis.
e compaction degree is mainly relevant to the moisture content, depth of loose layers, number of rolling times, and various mechanical properties.In this study, three main parameters were selected for analysis-moisture content, depth of loose layers, and number of rolling times-to determine the extent of in uence of each one on the degree of compaction.e method for measuring the compaction degree of the site was the sand cone method, as shown in Figure 13.e relationship between the compaction degree and the change in moisture content is shown in Figure 14.It can be seen that when the moisture content was low, because of the large degree of friction between particles, the compaction degree was also low.When the moisture content was in the range of 14.8% to 16%, the compaction degree of the lling material varied from 97% to 99%, indicating that the optimum moisture content of eld llers is 14.8% to 16%, which also con rmed the correctness of laboratory experiment.When the water content was high, the partial compaction work was consumed due to the pore water, and the compaction e ect was also not obvious.Advances in Materials Science and Engineering

4.4.2.
Compaction Degree-Loose Laying Depth Relationship.Figure 15 shows the relationship between the compaction degree and the depth of the loose layers.Compaction degree of the lling material decreased as the thickness of the loose layers increased, according to rolling 20 times using the existing mechanical equipment.is likely occurred since the decay rate of the compaction work along the depth direction was signi cant, preventing the lower layers of soil from achieving the best compaction.Speci cally, while the degree of compaction was reduced, it still met the requirements of the speci cations.Taking into account economic factors, the condition of the existing compaction machinery, and the number of times the compaction was conducted, we found that the most economical compaction that would meet the requirements of the constructions controls was a thickness in the loose layers of 20 cm.  Figure 16 presents the relationship between the degree of compaction and the number of rolling times in the test section.e thickness of the second layer of the ller is 30 cm, when rolled between 15 and 17 times, the degree of compaction was still small, and its mechanical power was relatively weak, and the compaction e ect was not signi cant.Not until the sample was rolled 24 times were the compaction requirements achieved.erefore, we nd that this method is ine cient and cannot guide the construction.e compaction degree of the ller of packing layers 3 to 6 for the same number of rolling was basically the same.In the early stage of rolling, the dry density of the ller increased rapidly.For example, when rolled approximately 10 times, the compaction degree of the packing was approximately 78.5%.When rolled 13 times, the compaction degree of the packing increased to 88%; nevertheless, with the number of rolling continued to increase beyond that, the increase in the degree of compaction declined.When the number of rolling reached 20, the ller had a compaction degree of 97% or more.When the number of rolling is greater than 20 times, there was no signi cant switch in compaction.In actual construction conditions, the intervals and compaction degree requirements are di erent, when the degree of compaction is 93%, the speci cations can be grati ed, and the number of rolling at this time can be set to 15 times.If the degree of compaction requirement is 95%, subsequently the number of rolling may be set to 17 times.erefore, in the case of the compaction machine, the reasonable control of the number of rolling has an important engineering signi cance.

Analysis of Field De ection and Resilient Modulus.
e de ection and resilient modulus are an important index of the subgrade quality evaluation [50][51][52][53][54].
erefore, a eld de ection test was carried out after the nal packing of each layer of the embankment, and the resilient modulus was obtained using the de ection value obtained from the eld de ection test.
e empirical formula of the subgrade resilient modulus and de ection value is as follows [55]: where E ′ 0 is the nonnegative seasonal rebound modulus (MPa), E 0 is the resilient modulus (MPa), and K 1 is the seasonal in uence coe cient (this study takes 1.2).
e regression equation of soil base de ection and the resilience modulus is where l 0 is the calculation value of resilient modulus on top of soil base, 0.01 mm.erefore, the resilient modulus of the embankment may be estimated using the following equation: Figure 17 presents the results of the eld de ection and resilient modulus test for the second through the twentieth layer.Except for the rst and second layer llings (the results for which were altered by the change in the thickness of the test), the de ection value was found to be large, and the resilient modulus value was low.e thickness of the other layers was 20 cm, the de ection value of the test fell mainly between 0.6 and 0.7 mm with an average was 0.66 mm, the coe cient of variation was 0.036, and the standard deviation was 8.19.e resilient modulus was mainly between 155 and 174 MPa with an average of 162.69 MPa, the coe cient of variation was 0.038, the standard deviation was 6.12, and the de ection value and resilient modulus were stable in the construction of each test section.Additionally, taking into account the fact that current research on the applications of C&D waste as an embankment ller is relatively sparse, there is no relevant standards for reference.Compared with resilient modulus of the gravel packing, it meets the requirements of subgrade construction.Advances in Materials Science and Engineering

Conclusions
(1) Results from laboratory test and eld rolling test demonstrated that the e ect of compaction was best when the moisture content of C&D waste was controlled at 15%-16% and the quality ratio of ne materials and coarse materials of C&D waste was 0.328 and 1.1-1.2before and after rolling, respectively.It indicates that the content of ne material is greatly increased after simple treatment, and the road performance is improved.(2) e UCS of the specimen under the optimal moisture content was in the range of 0.85 MPa to 0.62 MPa, and the mean value was 0.74 MPa. e average CBR value of specimens was at least 34.7%, which met the requirements for subgrade lling, respectively.(3) With the increase in the number of rolling times, the compaction degree of the embankment ller increased gradually, and the compaction rate increased in the initial stages, while decreasing gradually in the later stages.Under the condition that the thickness of the loose layer is 20 cm, the compaction times are suggested to be controlled 15-20 times, which can meet the requirement of compaction.(4) e eld de ection showed that the average de ection of the embankment was 0.66 mm, and the resilient modulus was 162.7 MPa, which meets the requirements of relevant speci cations.It demonstrates that the construction of subgrade lled with C&D waste is feasible.At present, this project has been put into operation (Figure 18) and has saved construction costs and reduced land use and potential environmental impacts.

Figure 2 :
Figure 2: Schematic diagram of the east Sanhuan road in Xi'an.

Figure 5 :Figure 6 :
Figure 5: Relationship between moisture content and dry density for the C&D waste.

Figure 7 :
Figure 7: UCS test in the laboratory.

Figure 9 :
Figure 9: e gradation curve of the packing under di erent rolling times.(a) Second layer of ller.(b) ird layer of ller.(c) Fourth layer of ller.(d) Fifth layer of ller.

Figure 10 :
Figure 10: Variation of particle composition of each layer with di erent compaction degrees.(a) Second layer of ller.(b) ird layer of ller.(c) Fourth layer of ller.(d) Fifth layer of ller.

Figure 11 :Figure 12 :
Figure 11: Relationship between K w and the number of rollings.

Table 2 :
e results of UCS test.

Table 3 :
CBR test results of C&D waste.