Given that spillways adopt a hydraulic thin concrete plate structure, this structure is difficult to protect from cracks. The mechanism of the cracks in spillways shows that temperature stress is the major reason for cracks. Therefore, an effective way of preventing cracks is a timely and reasonable temperature-control program. Studies show that one effective prevention method is surface thermal insulation combined with internal pipe cooling. The major factors influencing temperature control effects are the time of performing thermal insulation and the ways of internal pipe cooling. To solve this problem, a spillway is taken as an example and a three-dimensional finite element program and pipe cooling calculation method are adopted to conduct simulation calculation and analysis on the temperature fields and stress fields of concretes subject to different temperature-control programs. The temperature-control effects are then compared. Optimization results show that timely and reasonable surface thermal insulation and water-flowing mode can ensure good temperature-control and anticrack effects. The method has reference value for similar projects.

1. Introduction

With the increasing investment of China on their water conservancy projects, water resources of the southwest part have been gradually developed. Many major water conservancy projects have thus been established, including dams, spillways, and spillway tunnels, as well as other large-scale structures. As a consequence, the crack problem is subject to growing concern. High flow rate, large capacity, and high intensity of water put forward extremely high requirements for the comprehensive performances, construction technologies, and appearance quality of these concrete structures. Generally, spillways use high-grade impact and abrasion resistant concrete characterized by high cement content, high adiabatic temperature rise, quick temperature rise at early stage, and early strengthening. In addition, the spillways have thin floors, long partings along the rivers, and high basic constraint. These characteristics determine that temperature control is the key to ensuring project quality [18].

With the existing temperature control measures, cracks are difficult to avoid in impact and abrasion resistant concrete [917]. Therefore, conducting monographic study on the temperature-control program of concrete construction under high grade is necessary. High adiabatic temperature rise and high restraint conditions are also needed to determine the risk of cracking in the construction scheme and to propose reasonable and an effective temperature-control program. Engineering practice shows that surface thermal insulation and internal pipe cooling are the main methods to reduce this kind of cracks [1822]. Surface thermal insulation can help reduce the temperature difference between the interior and exterior of the structure and reduce the impact of sudden ambient temperature change. Although this measure is a major one for preventing early cracks, it increases the temperature of the concrete to the highest level, the cooling rate at a later stage, and concrete shrinkage. The internal pipe cooling of the concrete can take away the heat generated by concrete so as to prevent excessive temperature increase, as well as to reduce the temperature difference between the interior and exterior of the structure and the cooling rate. However, internal pipe cooling requires reasonable and proper water-flowing duration, water temperature, and flow rate [6, 22]. In view of this problem, this paper adopts a three-dimensional finite element program to calculate and analyze the temperature-control effects of different combinations of surface thermal insulation and water cooling methods based on one of the large-scale domestic spillways. Comparative analysis has been made and a reasonable temperature-control and crack-resistant program has been selected to guide the on-site construction.

2. Calculation Principles and Methods

2.1. Basic Theory of Unstable Temperature Field and Finite Element Method (FEM)

At any point within the computational domain , the unstable temperature field must conform to the heat conduction equation [6]: where is temperature (°C), is the temperature conductivity coefficient (m2·h−1), is the adiabatic temperature rise of the concrete (°C), is time (day), and is age (day).

By adopting the variation principle, formula (1) is subject to spatial discretisation and time-domain difference. After the introduction of the initial and boundary conditions, the recursive formula for calculating the temperature field finite element of the backward difference becomes available: where is the thermal conductivity matrix, is the complementary thermal conductivity matrix, and are the junction temperature arrays, is the junction temperature load array, is the period ordinal, and is the time step. According to the recurrence formula (2), the junction temperature of the next moment can be calculated based on the junction temperature of the previous moment .

2.2. Principles and Methods for Calculating the Temperature Field of the Concrete Subject to Water Cooling

The water temperature increments along the pipe can be calculated according to the Fourier law of heat conduction and the thermal equilibrium conditions [6]: where,, and are the flow rate, specific heat, and density of the cooling water, respectively; is the thermal conductivity coefficient and is the outer normal of the concrete surface between the concrete and pipe.

2.3. Basic Theory of Stress Field and the FEM

The strain increments of concrete under complex stress conditions include elastic strain increment, creep strain increment, temperature strain increment, drying shrinkage strain increment, and autogenous volume strain increment [6]. Therefore, where is the elastic strain increment, is the creep strain increment, is the temperature strain increment, is the drying shrinkage strain increment, and is the autogenous volume strain increment.

The FEM governing equation for the area at any time duration can be calculated according to the relevant physical, geometric, and equilibrium equations: where is the displacement increment of all the nodes within the area at three directions and , , , , and are the equivalent nodal force increments during period caused by external load, creep, variable temperature, drying shrinkage, and autogenous volume deformation, respectively.

3. Causes and Mechanism of Cracks in the Spillway during a Concrete-Construction Period

3.1. Causes with respect to Materials

The special functions and features of spillways confirm that high-performance concrete with good strength, impact, and abrasion resistance is often used. However, high-performance concrete has various thermal properties such as small water-cement ratio, high cement content, high hydration heat, high adiabatic temperature rise, and an adiabatic temperature rise mainly concentrated at the early stage. It also has some mechanical properties such as large elasticity modulus, early strengthening, and large autogenous volume deformation. These properties make cracks difficult to control and become common and hard to prevent.

3.2. Causes with respect to Structure

Unlike the concrete structure of a dam, spillways have thin structures with a thickness of 1-2 m. Unlike the aqueduct structure, spillways have very simple structures, without the deformation constraint between the floor and flank wall, side wall and floor, and main beam and floor. Unlike dams and aqueducts, spillways often have long partings along the river, and the entire structure of a spillway is under a strongly restrained zone. The structure is also subject to obvious restrain of the foundation, so cracks are easily generated. Once a crack appears, it is usually a penetrating crack that greatly affects the durability and security of the spillway structure.

In short, the characteristics of spillways with respect to material and structure confirm that they are sensitive to cracks. Spillways have more stringent anticrack requirements, and cracking is difficult to prevent. Minimizing harmful cracks during construction is of great importance for the future security of a project.

4. Surface Thermal Insulation and Pipe Cooling Calculation of Spillways during a Concrete-Construction Period

4.1. Project Overview

The hydropower station is located at the lower reach of Lantsang River at the junction of Simao District of Puer City and Lancang County, Yunan Province. It is at the fifth cascade in the eight-cascade planning for the middle-lower reach of Lantsang River. The open spillway of the hydropower station is arranged on the left bank of the dam and consists of the intake channel section, lock chamber section, chute section, deflecting bucket section, and the stilling pond section at the outlet. The spillway has an overall horizontal length of 1445.183 m, a width of 151.5 m, and a thickness of about 1 m. This spillway is China’s largest and the world’s second largest with the largest discharge power. This spillway adopts C18055W8F100 grade-II concrete. It is subject to year-round construction, and the temperature-control and crack-resistant tasks are complex and arduous. The concrete mix ratio is shown in Table 1, and the relevant thermal and mechanical parameters are shown in Table 2.

4.2. Calculation Model

When calculating the temperature field, the bottom and the four sides of the foundation are taken as the adiabatic boundaries and the four sides and the top of the spillway are taken as category-3 boundary conditions. The ambient temperature adopts the average temperature over years. An equivalent algorithm is adopted for calculation once water cooling starts [6]. For stress field calculation, the bottom of the foundation is regarded as the fixed and the four sides are supported by connecting rods; other boundary surfaces are all regarded as free-form deformation surfaces. The temperature and stress gradients are large because the areas near the four sides and the top of the spillway are subject to the impact of ambient temperature. Meanwhile, the temperature and stress changes of the surface concrete are also key points for temperature-control and anticrack studies. Therefore, relatively thin elements will be set and the grids become gradually enlarged from the exterior to the interior. The smallest element thickness is 0.01 m, whereas the largest element thickness is 0.1 m. A spatial hexahedron isoparametric element model is used when conducting meshing. The elements and node numbers of the calculation model are 41 544 and 46 615, respectively. The computational grid is shown in Figure 1 (part of the foundation grid is shown).

4.3. Temperature-Control and Anticracking Program

The spillway uses high-performance concrete and is subject to year-round construction. Given the limited space, only a section of the spillway concrete constructed in summer is taken as an example to explain the temperature-control methods, such as surface thermal insulation and internal water pipe cooling. To achieve optimum temperature-control results, multiparameter and multicombination numerical simulation calculations are carried out. Temperature-control solutions in different combinations are shown in Table 3.

The above programs are sequentially set; the next program is proposed based on the calculation results of the previous program and according to the problems existing in the construction conditions and the calculation results. Therefore, it is a gradual optimization process as a whole and the ultimate purpose is to provide the optimal temperature-control program.

4.4. Analysis of Calculated Results

The results of simulation calculation are shown in Table 4 and Figures 2, 3, 4, and 5. According to the comparative analysis of the typical point temperature and stress change process of concrete under different programs, the following observations are made.(1)To understand the variation laws of temperature and stress, Program 1 is set to be the construction condition with no temperature-control measure. The calculation results show that the maximum temperature inside the spillway concrete can reach 41.75°C without any temperature-control measure. Without surface thermal insulation, the temperature decreases to 31.12°C on day 9, with a decreasing amplitude of 9.54°C and a cooling rate of 1.1°C·day−1. Considering that the construction is carried out on a hot weather, the concrete temperature changes with the ambient temperature; it continuously decreases and reaches the minimum value in the middle of next January. The concrete temperature decreases from its maximum temperature of 41.75°C to its minimum temperature of 16.62°C, with the decreasing amplitude above 25°C. Given that the structure is thin walled and is under a strong constraint condition, stress continuously increases and reaches its maximum value of 3.89 MPa at the age of 207 days (next January), exceeding the allowable tension stress of concrete and with a safety factor of only 1.15.(2)Program 2 adopts temperature control measures on the basis of Program 1. The temperature-control measure is found to result in the following: surface thermal insulation coefficient of 20 kJ·(m2·h·°C)−1, water temperature of 13°C, flow rate of 2.0 m3·h, and target temperature of 28°C. Under these conditions, the maximum temperature of the concrete decreases from 41.75°C to 37.19°C. Considering surface thermal insulation, the temperature decreasing amplitude and the cooling rate of the concrete decrease. However, the maximum stress still exists in the next January when the air temperature is the lowest. The maximum along-the-flow stress of the concrete is 3.25 MPa and the safety factor of the concrete is only about 1.37. The improvement of stress is very limited.(3)Program 3 adopts a different surface thermal insulation measure. In particular, the initial thermal insulation coefficient is 20 kJ·(m2·h·°C)−1. When the air temperature begins to significantly decrease (from October), 5 kJ·(m2·h·°C)−1 insulation materials are used. Calculation results show that this measure can greatly reduce the stress of the concrete. However, the safety factor is still about 1.6.(4)Program 4 is proposed based on the above temperature-control measures. In Program 4, flowing water is used to further reduce the maximum temperature of the concrete at the early stage. When the air temperature significantly decreases (from October), the concrete is covered with thermal insulation material whose thermal insulation coefficient is 5 kJ·(m2·h·°C)−1 so as to reduce the impact of air temperature on the concrete. Calculation results show that, due to the water curing adopted at the early stage, the maximum temperature of the concrete decreases to about 35.7°C, the decreasing amplitude is obvious, and the initial safety factor is above 2.0. The maximum stress starts in the next January. The maximum stress of the concrete is only about 2.50 MPa because the thermal insulation material whose thermal insulation coefficient is 5 kJ·(m2·h·°C)−1 is used after October to significantly decrease the temperature fluctuation amplitude of the concrete. The safety factor is about 1.80 and the safety factor on the surface of the concrete is above 2.50.

According to the results of the above multimode and multiparameter calculation and analysis, the recommended temperature control measures for pouring the impact and abrasion resistant spillway concrete in summertime are as follows: the pouring temperature will not exceed 15°C; water curing will be adopted for the concrete surface at the early stage; the temperature of the flowing water is about 22°C; the curing time is 18 days; the cooling water temperature is controlled at 13°C or below before the temperature peak; after the temperature peak, gradually decreasing the flow rate and increasing the water temperature are necessary; (7) the maximum daily cooling rate within 5 days after the temperature peak will not exceed 1°C; (8) the maximum cooling rate will not exceed 0.5°C after 5 days; (9) cooling is stopped when the concrete reaches 28°C and then natural cooling is resumed to a stable temperature; (10) from October, the poured spillway concrete surface is covered with materials whose thermal insulation coefficient is 5 kJ·(m2·h·°C)−1.

5. Conclusion

The results of this work indicate the following.(1)Spillways generally use high-grade impact and abrasion resistant concrete characterized by high cement content, high adiabatic temperature rise, quick temperature rise at early stage, and early strengthening. Spillways also have thin floors, long partings along the rivers, and high basic constraint. The structural characteristics of high-grade concrete determine temperature control and crack prevention which are more difficult to carry out during the construction period of a spillway.(2)Surface thermal insulation and internal pipe cooling are the main methods of reducing this kind of cracks. Surface thermal insulation can help reduce the temperature difference between the interior and exterior of the structure, the impact of sudden ambient temperature change on the structure, and the temperature fluctuation of concrete, and this method is a major crack-prevention measure. Water cooling can prevent the concrete temperature from excessively increasing and can reduce the rate of temperature rise and temperature difference between the interior and exterior of the concrete. Combination of both has better temperature-control and crack-prevention effects. However, the thermal insulation coefficient and the cooling method will be reasonable and proper.(3)Different temperature control measures have different temperature-control and crack-prevention effects. Each measure is required to be reasonable and proper; otherwise, no good temperature-control and crack-prevention effect can be achieved; sometimes, even adverse effect may be generated. Therefore, multiparameter and multimode simulation calculation and analysis are necessary to carry out to select suitable temperature-control and crack-prevention programs.

Conflict of Interests

The authors declare that there is no conflict of interests regarding the publication of this paper.


The authors acknowledge the support provided by the National Natural Science Foundation of China (Grant no. 51209235), the Governmental Public Industry Research Special Funds for Projects (Grant no. 201201050), the 973 Project (nos. 2013CB036406 and 2013CB035904), the Special Scientific Fund sponsored by IWHR for Department of Structures and Materials (nos. 1309, 1353, 1361, and 1169), and the Twelfth Five-Year Science and Technology Project (SQ2013BAJY4138B02).