Similar Materials and Engineering Application of Cemented Sand and Gravel Dam Model

-is paper takes the cemented sand and gravel dam (CSGD) in Shoukoubao reservoir as the prototype to introduce in detail the similarity principle of model test and describe the selection steps of materials for CSGmodel. It has developed similar materials for CSGD model by mixing coarse sand, barite powder, gypsum powder, cement, and iron powder so as to provide reference for CSGD model test in the future. -e dam model test has studied the stress distribution and displacement deformation of the dam during construction and normal operation, in order to provide experimental support for the study of failure mechanism of the CSGD and facilitate the design and construction of dams of this kind.-e stress level of the body and the foundation of the model dam varied from 1/9 to 1/17 of the designed compressive strength of dam material. -e results showed that CSGD is a safe new type of dams.


Introduction
Reservoir dams are the basis and carrier of water conservancy and hydropower development.
ey play an irreplaceable role in the comprehensive utilization of water and hydropower resources. ey have increasingly important role in supporting the sustainable development of China's social economy [1]. According to the first national water resources census, which was carried out from 2010 to 2012, China had 98,002 reservoir dams. Among the 3,000 dams that had collapsed in China, 98% were earth-rock dams. Earth-rock dams are easily overtopped, which leads to dam breaking. By contrast, concrete dams are expensive to build with overly high material stress. erefore, it is necessary to find an inexpensive solution so as to build a new type of dams that will not collapse even if overtopped. Such a solution should not only apply to new dams but also become a new technical support for strengthening existing dams. Cemented sand and gravel dam (CSGD) is developed based on two construction techniques: roller compacted concrete dam (RCCD) and concrete face rockfill dam (CFRD) [2].
is new type of dam is formed between RCCD and CFRD. Its section in the main body is basically symmetrical, which is made of cementitious materials, water, and riverbed gravel or excavation materials [3]. After cementitious materials and water are added to gravel or excavation materials, efficient earth-rock transport machinery and compaction machinery are used to shape the materials into CSGDs [4]. As a new model, CSGD is still evolving, and the research on dam safety is not systematic enough. According to statistics, since the 1980s, dozens of CSGDs have been built abroad, and relevant engineering exploration and practice have been carried out in Japan, Greece, Dominica, Philippines, Pakistan, Turkey, and other countries [5]. e application of CSGD in China began in 2004 in the upstream overflow cofferdam project of Daotang Reservoir in Guizhou Province. In this project, CSGD was adopted in China for the first time. e height of the cofferdam is 7 m. Since then, CSGD technology was used in temporary construction such as downstream cofferdam of Jiemian Hydropower Station, upstream cofferdam of Hongkou Hydropower Station, and upstream cofferdam of Gongguoqiao Hydropower Station. On October 14, 2018, the filling of CSGDs was completed in Shoukoubao, Shanxi Province, with the maximum dam height of 61.6 m. On June 7, 2019, the CSGD project of Jinjigou in Yingshan County of Sichuan Province was completed, with the maximum dam height of 33 m, indicating that this dam type began to be applied in permanent projects. e common methods of CSGD stress analysis include theoretical analysis, practical observation, numerical simulation, and model test [6][7][8][9]. It is very difficult to describe the failure process of CSGD with theoretical analysis of a single mathematical model [10]. e actual observation method is affected by many factors. It is hard to reproduce complex working conditions without perfect computational constitutive model for numerical analysis and practical engineering [11]. Compared with other research methods, physical model test has the advantage that the test conditions can be manually controlled and changed [12]. erefore, physical model test is an effective method to study the stress distribution of CSGD [13], in which similar material selection is the most important part [14,15]. e model test data of cemented sand gravel is relatively scarce, and there are few reports on similar materials.

Research Status of CSG Model Similar Materials
Choosing the right and reasonable similar materials is key to accurately simulating the engineering prototype [14].  [23]. Organic materials such as oil, rosin, and alcohol and inorganic materials such as gypsum, water, and cement are used as binders for model materials [24]; copper powder, iron powder, iron concentrate powder, bentonite, sand, or diatomite are used as filling materials [25]; glycerol, rosin, alcohol, cooked starch slurry, and gypsum are used as additives [26]. Hydraulic structure model test has been developing in a more comprehensive way. However, as CSGD only has a short history and unique dam material properties, only a few research works at home and aboard have covered this material. e centrifuge modeling test was carried out by Chen Jiaojiao of Hohai University [27] to investigate the deformation of the dam model, while the materials used in the experiment to cast dam were consistent with the actual projects. ere are many mechanical properties tests of cemented sand and gravel dam building materials in the existing research [10,28,29], but the research on similar materials for model test of CSG dam is still not enough.

Similarity eory.
e similarity theory is used to reveal the inherent relationship between similar physical phenomena and explore the fixed ratio between the physical quantities of the same name, and it is applied to scientific experiments and engineering and technical practice. Generally, the model test should satisfy the needs for geometric similarity and physical and mechanical similarity [30,31]: geometric similarity scale:

Advances in Civil Engineering
Physical similarity scale: where C is the similarity scale; p is the prototype physical quantity; m is the model physical quantity; L is the length; θ is the angular displacement;σ is the stress; δ is the displacement; μ is Poisson's ratio; ρ is the density; ε is the strain; E is the elastic modulus; X is the volumetric force; and c is the bulk density.

Similarity Relation.
According to the equilibrium, geometric and physical equation, and boundary conditions of the similarity theory, the main loads for CSGD come from water pressure, uplift pressure, and dam body weight. Specifically, water pressure and uplift pressure act in the form of surface force, and gravity acts in the form of volume force. en, based on dimensional analysis, similarity relation of CSGD model test can be obtained [32,33]: where C μ C c , C ρ , C σ , C L , C ε , C E , C δ , C F refer to the abovementioned terms.
As C c � 1, then Because the aforementioned conditions are interrelated, the model has great difficulties in fully satisfying all of them. Based on the key points and characteristics of the research content, the model test can only satisfy the main similarity relationships and becomes basically similar to the prototype. en, the test results are analyzed and selected.

Selection of Similar Materials.
In general, the following requirements should be satisfied for selecting material similar to that of the model [34]: (1) According to the formula in the similarity theory, the bulk density of the model material should be the same as that of the prototype material. at is to say, when C c � 1, the conversion between the physical parameters of the model and the prototype can be greatly simplified, and the effects of the gravity stress field can be better reflected.
(2) e main physical and mechanical properties of the model material are equivalent to or close to the prototype material parameters after similar conversion.
(3) e model material has good workability, which creates feasible conditions for molding, construction, and repair. (4) e physical, mechanical, chemical, and thermal properties of the model materials are stable and are less affected by the changes of time, temperature, and humidity.
In this test for the target, gravity similarity ratio C c � 1, and geometric similarity ratio C L � 100. Given mechanical parameters and target similarity ratio of CSGD, the target parameters for preparing similar materials can be obtained, as shown in Table 1.
Based on the existing research results, the mechanical properties of SCG material have been simulated. In that test, coarse sand is chosen to simulate the prototype coarse Advances in Civil Engineering aggregate, barite powder, as filler to simulate the prototype fine aggregate, and gypsum powder and cement, as cementitious materials. e strength of the material is controlled through changing the amount of gypsum and the ratio of water to gypsum. e elastic modulus of the material is changed by the amount of cement, and the bulk density of the model material is changed by choosing iron powder as the admixture. e excess water in the model material evaporates during the drying process, forming many tiny pores inside the gypsum block. is is the basis for simulating the pore characteristics of the prototype material.

Mix Design and Result Analysis.
e four-factor and four-level orthogonal method was adopted for testing the model material test. Four factors were set up, namely, A, B, C, and D. Factor A refers to the ratio of iron powder content to total material content (%); factor B, the ratio of gypsum content to total material content (%); factor C, gypsum content/cement content; and factor D, coarse sand content/barite powder. In the process of mixing material, water is added in different stages (water consumption is determined by plasticity and fluidity of similar materials in the mixing process). Orthogonal design is detailed in Table 2.
In the model material test, 16 groups of orthogonal mixing schemes and 144 forming specimens were designed. In addition, the mechanical parameters of the model material were tested systematically and comprehensively. e results showed that when the iron powder content was 10%, gypsum content was 20%, gypsum : cement � 2 : 1, coarse sand : barite powder � 3 : 1, and the material parameters of the model were closest to the test target value. e specific values and the test process are shown in Table 3 and Figure 1, respectively.

Model Scale Design.
is dam model test took the prototype design of CSGD of Shoukoubao reservoir in Shanxi Province as a reference and carried out a generalized simulation, which is located in the upper reaches of Heishui River, with a geographic location of 113°40′e and 40°25′n, about 10 km northwest of Yanggao County.  (1) Preparation: coarse sand, barite powder, gypsum powder, cement, and iron powder were prepared in different masses, which were estimated based on the model size and the abovementioned mix ratio of model materials. (2) Mixing: firstly, coarse sand, barite powder, and iron powder were weighed and poured into the mixing tank which mixed them evenly into aggregate. Secondly, gypsum powder and cement were added to the aggregate. irdly, a shovel was used to stir the mixed materials by lifting and dropping them 10-15 times, during which water was added. Water amount must be strictly controlled to prevent segregation. After fully mixing, the material was in a plastic state with fluidity. Finally, the material was poured into the preassembled mold to solidify. (3) Drying and demolding: mold filled with material was carefully moved to the drying chamber. A far infrared heating plate of 20 × 30 cm was used to bake the mold for 7 days. e temperature was strictly Advances in Civil Engineering controlled between 40°C and 45°C to ensure the mold was heated evenly as too high temperature will lead to dehydration and powdery surface. What is more, if the temperature becomes too high, strength and elastic modulus of the newly formed blank will be reduced significantly, which will affect the measurement results. After drying, the blank can be demolded. (4) Polishing and molding: after demolding, the blank was larger than the dam model, and its surface was attached with a hard shell (consisting of oil, dust, etc.). erefore, it needs to be polished manually or mechanically before connecting with the dam foundation. e surface smoothness of the model was corrected repeatedly with the prefabricated sample. e accuracy was controlled at ±3 mm to ensure the accuracy of the subsequent loading measurement. e fabrication of dam body mold is shown in Figure 2.

e Model Measurement System and
Loading. e measurement system in the dam model test comprised strain measurement and displacement measurements. e strains and displacement of the dam body surface were monitored with resistance strain gauges and displacement digital display instruments, respectively. ree rows of strain measuring points, numbered 1-9, 10-18, and 19-23, were arranged at the dam bottom, 1/3 dam height and 1 cm near the dam bottom, respectively. e same measuring points were also arranged on the back of the model at the same time as objects of reference. Each measuring point was equipped with a strain gauge rosette containing three resistors at 45°relative orientations, and a compensator was set up to eliminate the temperature effect. Vertical displacement sensors whose numbers were No. 1,No. 3,No. 5,and No. 7, respectively, and horizontal displacement sensors whose numbers were No. 2,No. 4,No. 6,and No. 8, respectively, were installed on the dam crest on the downstream face, at 2/3 dam height, 1/3 dam     Note. e meaning of each symbol is as mentioned above.
Advances in Civil Engineering 5 height, and the toe of the dam, respectively, as shown in Figure 3. is test simulated the water pressure and the self-weight of the dam as main loads, without considering the seepage field and the seismic load. Among the loads considered, the upstream normal water level was taken as the water pressure, and the self-weight was simulated by ensuring that the prototype material had the same volume density as the dam material [40]. ree jacks were used to act vertically on the steel plate, which was flat against the dam surface to transform the point loads of the jacks into the surface load on the upstream face of the dam, as shown in Figure 4.

Test Results and Analysis.
e dam model test contained two periods: the construction simulation and the normal operation simulation. During the construction period, the dam was divided into four layers and placed layer by layer to monitor the stress of the dam foundation and body, considering only the dam gravity. As the water pressure was an additional factor during the normal operation period, the dam layers during the construction period were closely bonded with polymer cementing materials (model 1#), and the whole load was applied to measure the stress and displacement of the dam foundation and the dam body. In addition, a comparison model (model 2#) was made using overall pouring to verify the data. e stress value was positive in compression and negative in tension, the horizontal displacement was positive downstream, and the vertical displacement was positive upstream [41].

Stress Measurement during Construction.
e dam stress during the construction period was obtained after the measured data were processed based on the measurement scale of the model, as shown in Figure 5. e test results show the following: (1) during the construction period, the stress of dam foundation, dam bottom, and dam center was very small. e maximum stress of the dam was found in the middle of the dam bottom, which was less than 0.6 MPa, about 1/14-1/25 of the designed compressive strength of the dam material. (2) e stress of the dam body and the foundation increased as the construction height rose. For the dam body, the stress was identified as compressive stress. Tensile stress appeared near the toe and heel of the dam, but the value was very small. (3) At different elevations, the stress was distributed symmetrically around the axis of the dam. e reasons were analyzed by simulating the construction process of CSGD. e construction period is only affected by the gravity of the dam body. It turned out that the construction period was only affected by the selfweight of the dam body, while the profile of the dam body was designed to be symmetrical and the stress was uniform. As a result, only compressive stress was generated  inside the dam body. e gravity of the dam body caused slight settlement deformation of the dam foundation, and the created tensile stress appeared near the toe and heel of the dam, which were both within the allowable range [42].

Stress Measurements and Displacement Measurements during Normal
Operations. e measured data were processed according to the measurement scale of the model. e stress of the dam body in the normal operation period was obtained by excluding the data of the self-weight influence on the dam body and dam foundation in the process of layered loading, keeping only the data of the dam body under water load, as shown in Figure 6 (1#: cemented dam body, 2#: overall pouring). e dam displacement during the normal operation period is presented in Figure 7.
e test results indicate the following: (1) e slight and consistently distributed differences of stress between consolidated model (1#) and overall casting model (2#) under normal operation show that the impact of the layered and graded loading simulation construction on dam body and foundation is rational. (2) Compressive stress, the stress undertaken by the foundation and the body of the model dam, generally peaks when measured at the bottom of the dam and reaches the maximum level (less than 0.9 MPa) in the downstream of the dam bottom, ranging from 1/9 to 1/17 of the designed compressive strength of dam material. (3) e stress distribution of dam foundation and dam body under operation is totally different from that under construction. e stress distribution increases gradually from upstream to downstream at the same elevation, while the stress distribution of dam body decreases gradually from bottom to top if measured at different elevations. e analysis shows that self-weight and water load, vertical to the upstream surface, are the main sources of stress compressing the dam body. Meanwhile, the section of the dam is designed to be symmetrical, so the stress is distributed evenly as the self-weight of the dam body counteracts the tensile stress on the dam heel from the water load [43]. e distribution law of displacement: Under the pressure of water load and self-weight, the whole dam body deforms horizontally towards the downstream, with the maximum deformation at 2/3 height of the dam; vertically, the dam has settlement deformation with the maximum deformation at 0.65% of the dam height at the top of the dam. e stress level of the body and the foundation of the model dam are too low under the two abovementioned construction conditions where the potential of material strength cannot be fully realized, and the section design can be further optimized. When operating normally, the deformation of dam body is even slighter than that of dams built with similar materials. erefore, CSGD proved to be a safe new type of dams [44].

Conclusions
is paper takes CSGD in Shoukoubao, Shanxi Province, as a prototype to introduce in detail the similarity principle of model test and describe the selection steps of CSG model. e material similar to the one used in CSG dam for the model has been developed as a mix of coarse sand, barite powder, gypsum powder, cement, and iron powder. e model-based tests of dam body have studied the two working conditions of construction and normal operation. e main conclusions obtained were as follows: (1) As the results of extensive experiments show, the physical and mechanical parameters of the model material are the closest to the target value of the prototype when the iron powder content is 10%, gypsum content is 20%, gypsum: cement � 2 : 1, and coarse sand: barite powder � 3 : 1. (2) e maximum stress of dam body, found at the center of the bottom during construction, is about 1/14-1/25 of the designed compressive strength of dam body material, distributed symmetrically on both sides of the axis of the dam. When operating, the stresses of the foundation and the body of the model dam are compressive stresses which generally peak when measured at the bottom of the dam and reach the maximum level in the downstream of the dam bottom, ranging from 1/9 to 1/17 of the designed compressive strength of the dam material. (3) e stress distribution increases gradually from upstream to downstream at the same elevation, while the stress distribution of dam body decreases gradually from bottom to top if measured at different elevations. Under the pressure of water load and selfweight, the whole dam body deforms horizontally towards the downstream, with the maximum deformation at 2/3 height of the dam; vertically, the dam suffers settlement deformation with the maximum deformation at 0.65% of the dam height at the top of the dam. (4) e stress level of the body and the foundation of the model dam are too low under the abovementioned two construction conditions where the potential of material strength cannot be fully realized and the section design can be further optimized. erefore, CSGD proved to be a safe new type of dams. In addition, taking the nature of discreteness of CSG material into consideration, further research should be conducted to solve issues including upgrading simulation when selecting model materials and the method to load the internal seepage field in the process of dam model experiment.

Data Availability
e data used to support this study are included within the article.

Conflicts of Interest
e authors declare that there are no conflicts of interest regarding the publication of this paper.