# Study on Foundation Pit Construction Cost Prediction Based on the Stacked Denoising Autoencoder

Authors: Lanjun Liu; Denghui Liu; Han Wu; Junwu Wang
Journal: Mathematical Problems in Engineering
 (2020)

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## Abstract

To accurately predict the construction costs of foundation pit projects, a model based on the stacked denoising autoencoder (SDAE) is constructed in this work. The influencing factors of foundation pit project construction costs are identified from the four attributes of construction cost management, namely, engineering, the environment, the market, and management. Combined with Chinese national standards and the practice of foundation pit project management, a method of the quantization of the influencing factors is presented. 60 deep foundation pit projects in China are selected to obtain 13 main characteristic factors affecting these project construction cost by using the rough set. Then, considering the advantages of the SDAE in dealing with complex nonlinear problems, a prediction model of foundation pit project construction costs is created. Finally, this paper employs these 60 projects for a case analysis. The case study demonstrates that, compared with the actual construction costs, the calculation error of the proposed method is less than 3%, and the average error is only 1.54%. In addition, three error analysis tools commonly used in machine learning (the determination coefficient, root mean square error, and mean absolute error) emphasize that the calculation accuracy of the proposed method is notably higher than those of other methods (Chinese national code, the multivariate return method, the BP algorithm, the BP model optimized by the genetic algorithm, the support vector machine, and the RBF model). The relevant research results of this paper provide a useful reference for the prediction of the construction costs of foundation pit projects.


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## Body

## 1. Introduction

For developing countries, construction engineering not only provides the necessary infrastructure for economic and social development but is also the main driving force of GDP growth [1]. The capital investment of construction projects is large, and the investment recovery period is long. At present, there is a substantial difference between the predicted and actual construction costs in the construction industry, which hinders the efficient development of the entire industry. Around the world, a large number of construction projects have failed due to the cost overruns [2–4]. Accurate prediction of construction cost in the early stage is one of the main bases for project decision-making and investment cost control, and its research is of great significance.Measures such as retaining structure, groundwater control, and environmental protection needed to ensure the safety and stability of underground space formed by underground excavation are called foundation pit engineering. Foundation pit projects are important subprojects of construction engineering that are characterized by a long construction period and many influencing factors with complex relationships [5]. The construction cost of foundation pit engineering accounts for a large proportion of the total cost, which is often between 20% and 50%. Compared with other partial projects, foundation pit projects are more likely to occur in the likelihood of large differences between the predicted and actual costs [6]. Therefore, it is of great significance to quickly and accurately predict the construction costs of foundation pit projects.There are obvious differences in the definition of construction cost in different national codes and different construction contracts [7, 8]. In order to facilitate the follow-up research, the construction cost in this paper was the actual construction cost of the construction project. The research object of this paper, the foundation pit project construction cost, referred to all expenses incurred by the contractor during the construction of the foundation pit project. Total expenses generally include two parts, project productive expenses and enterprise nonproductive expenses [8]. Nonproductive expenses are the expenses incurred by construction enterprises for organizing and managing production and business activities, which are often closely related to the contractor’s project management ability, while the project productive expenses are mainly the actual expenses incurred in the construction site of foundation pit engineering.From the perspective of research objects, the related research is mainly focused on the prediction of construction engineering costs, but there has been little research on the prediction of the costs of foundation pit engineering or other construction subprojects. Forcada et al. [9] selected several important influencing factors, including the project type, organization type, and contract type, and predicted the rework cost of construction projects via the regression analysis method. Wang and Dai [10] selected only six indexes, including the building area, number of floors, building height, and type of roof, to effectively predict the construction cost of a 15-story building. However, they did not consider the relevant factors of project management, and the numbers of floors and building structures of the test set and sample set in the case analysis were basically the same. In Wang and Dai’s case study, the construction cost of the project could be considered to have an approximately positive correlation with the building area, which was an important reason why the construction cost was accurately predicted via the use of only six indicators. Williams and Gong [11] carried out the text and data mining of project management materials to determine the main factors that affect construction costs. Although this method provided a new idea for the selection of indicators, the average calculation accuracy was found to be only 47.11%. The possible reason for this unideal result was that the main factors obtained by this method originated from project management data, but how these factors affect the project cost required more explanation and analysis. These scholars often selected only a few main influencing factors, but it is difficult for this strategy to reflect the complexity of construction projects.In actual engineering practice, a construction project often includes several subprojects that are highly professional and varied [12]. Therefore, the basis of the scientific and effective prediction of construction costs is the scientific and effective prediction of the construction costs of divisional and subdivisional projects. To the best of the authors’ knowledge, research on the prediction of foundation pit project construction costs based on deep learning has not yet been reported. Therefore, foundation pit engineering, which is a typical subproject, was selected as the research object in the present study.The acquisition of key influencing factors of foundation pit project construction cost is another content that needs serious study [13]. By the means of questionnaire survey and subjective experience of experts, Lesniak and Juszczyk [14] determined that the project type, project geographical location, and construction period as key influencing factors and used the back propagation neural network (BP) to predict the indirect cost of the project. By the case-based reasoning and measurement similarity, Kim and Kim [15] determined the key influencing factors of construction cost. Dong et al. [16] interviewed eight experts in the field of engineering and construction and determined 16 indexes that affected the construction cost. Among the above typical research results, the selection of characteristic factors is mostly based on the empirical method, the proportional method, and questionnaire survey method. These traditional methods have the disadvantages of strong subjectivity and lack of scientificalness. In addition, the influence of the selection of characteristic factors on the prediction results has not been considered in the above studies. However, the variable selection method based on rough set has achieved good results in recent years, which could effectively overcome these shortcomings of traditional methods [17–20]. Su et al. [17] used the rough set method to effectively screen the key risk factors of subsea tunnel construction. Case study showed that the risk index system obtained by the rough set was more scientific than these traditional weight calculation methods. Zhang et al. [18] obtained the key factors and objective weights of landslide risks in mountain tunnel construction by using the rough set method. Xu et al. [19] used the variable precision fuzzy rough set (VPFRS) to screen the evaluation index system of the synergy effect of main and auxiliary industries in power grid. Research showed that rough set could eliminate redundant indicators and retain key indicators and effectively improve the efficiency and accuracy of evaluation. Barbagallo et al. [20] used the rough set method in the Rose Package to effectively identify and further screen out the index system for water supply reservoir management.From the perspective of research methods, adopting appropriate methods to reflect the nonlinear relationship among influencing factors of foundation pit project construction cost and quickly and accurately predicting is the key to build an estimation model of foundation pit project construction cost. Because the influencing factors of building project construction cost are complex and the data collection of construction cost is not easy, the prediction of building project construction cost is a typical high-dimensional nonlinear problem. Moreover, the rapid prediction of building project construction cost often serves the cost management of enterprises and requires higher accuracy and time of prediction. At present, quota method is often used in engineering practice, such as Chinese National Standard (Standard method of measurement for public utilities works, GB 50857-2013; Standard for classification and measurement of construction cost index, GB/T 51290-2018; Code of bills of quantities and valuation for construction works, GB 50500-2013) and the construction contract of International Federation of Consulting Engineers (FIDIC). Relevant researchers have already proposed some mathematical methods by which to predict the costs of construction projects. Trost and Oberlender [21] conducted a multiple regression analysis of 11 factors to predict project costs. Considering the poor calculation accuracy of multiple regression analysis, a score estimation program was also developed to evaluate the prediction accuracy. To accurately estimate the costs of construction projects, Ji and Ahn [22] proposed a prediction method based on the scenario-planning method. The results of their case study revealed that the estimation accuracy was between 4.23% and 4.86%. Cheng et al. [23] proposed a cost forecasting method based on the grey prediction model. The construction process was divided into three typical stages according to the cost prediction accuracy to take into account the complexity of construction cost prediction. Although these cost prediction methods implemented in these studies achieved certain results, it was difficult for them to scientifically and effectively deal with small sample numbers and nonlinear problems. In addition, these studies all assumed that the prices of labor, materials, and machines were static factors that did not change with time; thus, there was a substantial gap with actual engineering practice, in which the price-related indicators are dynamic. Therefore, sufficient prediction could not be achieved. Recently, some scholars have also applied artificial neural networks (ANNs) to construction cost prediction. Wang [24] divided construction engineering costs into three categories, namely, construction costs, structure costs, and outdoor engineering costs and used the BP network to predict the costs of construction projects. The results of a case study showed that, although the calculation error of this algorithm was large, it met the requirements of engineering practice. Gunduz et al. [25], respectively, used multiple regression analysis and the BP network, which is the most common ANN method, to predict the early costs of light rail transit and subway engineering development. In their research, 17 key factors that affect costs were selected, and 16 project datasets were selected as sample sets. The error of the multiple regression analysis was 2.32%, which was notably less than the error of the ANN (5.76%). The reason that the BP calculation accuracy of [24, 25] was not high, might be that the traditional BP model easily falls into the local extremum and has a diverse network structure [26].Deep learning was developed from the traditional multilayer neural network, which has excellent nonlinear mapping and generalization abilities to represent complex high-dimensional functions [27]. The difference between the traditional multilayer neural network and deep learning mainly lies in the different training methods. Traditional ANNs are trained by supervised learning, while most deep learning algorithms combine unsupervised feature learning with supervised learning [28]. The denoising autoencoder (DAE) is a common deep learning network [29] that has two main forms. One is the stacked denoising autoencoder (SDAE), which has obvious advantages in dealing with high-dimensional nonlinear problems, and the other is the sparse encoder. When a neural network is used to classify and predict a large number of influencing factors of construction costs, a lot of noise is easily produced due to the data of the influencing factors. To avoid the interference of noisy data as much as possible [30], the SDAE was selected in the present research to study the prediction of construction engineering costs.Liu et al. [31] accurately predicted short-term power load by the SDAE method. The case study showed that SDAE had higher calculation accuracy than the BP and the DAE. Dai et al. [32] applied the SDAE model to data processing of dissolved gas concentration in transformer oil and transmission line temperature. The results showed that this method could effectively identify and repair outliers and missing information. However, the performance of SDAE algorithm was not further analysed in that paper. Dong et al. [33] used the SDAE to predict the short-term wind speed in wind power generation. The results of case study showed that SDAE had higher computational accuracy and faster computational efficiency than the artificial intelligence algorithms such as the BP. Chen et al. [34] extracted hyperspectral image features by the SDAE method. Compared with common methods such as the support vector machine (SVM), SDAE had better computing power. In order to deal with the variability and nonlinear correlation in the prediction of regional sharp power generation, Yan et al. [35] used the SDAE method to predict the regional wind power generation. Compared with other common wind power generation forecasting methods, SDAE had the highest forecasting authenticity.By summarizing the existing research work, the following key issues deserve study in this paper. (1) Most of the current research results took architectural project construction cost as the research object. The research object was not meticulous enough, which led to the rough selection of influencing factors and large prediction error. It is a possible way to improve the construction cost prediction by selecting some subprojects such as foundation pit engineering for construction cost prediction. (2) In the current related research, the selection of characteristic factors was mostly based on the empirical method or the proportional method, and these selection methods were subjective and unscientific. These studies also did not consider the influence of the selection of characteristic factors on the selection of forecasting methods. (3) At present, the regression analysis, the grey theory, and the traditional artificial neural network are often used to predict the construction cost, but their prediction accuracies were not high and they took a long time. The SDAE based on deep learning network has strong learning and prediction ability. Training and learning sample data by establishing prediction model provides a new idea for accurately and quickly forecasting the construction cost of nonlinear engineering projects.Based on the above analysis, this paper constructed the construction cost prediction model of foundation pit engineering by the SDAE. The main contributions of this paper are as follows. (1) According to the characteristics of the construction content and project management of foundation pit engineering, a more comprehensive system of the determination of influencing factors is constructed, and a corresponding quantification and normalization process is put forward. This provides a research basis for the subsequent construction cost prediction of foundation pit engineering. (2) In order to overcome the shortcomings of strong subjectivity and lack of scientificity in traditional index selection methods, this paper uses rough set, a typical quantitative analysis method, to obtain the main characteristic factors affecting the project construction cost of foundation pit. In this paper, 60 deep foundation pit projects in Hubei Province of China are selected as cases, and 13 main characteristic factors affecting these project construction cost are screened out. In addition, the influence of key factors on prediction results is also preliminarily analysed. (3) The SDAE based on a deep learning network is selected, and a prediction model is established to train and learn the sample data to accurately predict the costs of foundation pit engineering projects with complex nonlinear characteristics. (4) A case study demonstrates that the proposed calculation model has good calculation accuracy. Compared with the Chinese national code, the BP, GA-BP, SVM, RBF, and multivariate return models, the calculation accuracy is higher and the prediction results are more stable.The organizational structure of the remainder of this paper is as follows. Section2 introduces the research materials and methods in detail, including the analysis of the influencing factors of the construction costs of foundation pit engineering and the prediction model based on the SDAE. Section 3 presents a case analysis, and the model and case analysis are discussed in Section 4. Finally, Section 5 presents the research conclusions and further research prospects.


## 2. Materials and Methods

### 2.1. Influencing Factors of Foundation Pit Project Construction Costs

#### 2.1.1. Analysis of the Influencing Factors of Foundation Pit Project Construction Costs

There are many factors that affect the construction costs of foundation pit projects, and these factors can generally be divided into four categories, namely, factors related to engineering characteristics, the environment, the market, and management [36, 37].The factors related to engineering characteristics reflect the structural characteristics of foundation pit engineering itself, including the building area, the type of pile foundation, the depth of the foundation pit, and the form of the foundation structure. Environment-related factors reflect the construction site environment, including the construction site conditions, the availability of construction water and electricity, and the difficulty of earthwork excavation.The factors related to the market are the prices of materials, such as construction machinery, construction personnel, concrete, and steel bars [38]. To reflect the market fluctuations of these prices, these factors were quantified in the present research by the project cost index. The project cost index is the ratio that reflects the degree of change of the project cost in a certain period relative to the project cost in a certain fixed period. It reflects the changing trend of the market price in the current period relative to the market price in the base period. With reference to China’s national standard (“Standard for classification and measurement of construction cost index,” GB/T 51290-2018), the calculation method of the project cost index is as follows:(1)A=PaPj×100,where A is the cost index, Pa is the current cost index, and Pj is the reference period cost index. The cost index of the base period is 100.The factors related to management mainly reflect the management level of the contractor of the foundation pit project [39]. Owners, design units, testing units, and equipment suppliers were not taken into consideration in this study, as they have little influence on the construction costs of a foundation pit project without major changes or engineering accidents. In addition, the construction period, one of the three goals of the construction project, directly reflects the management achievements [40].


#### 2.1.2. Selection and Quantification of Influencing Factors

The factors that affect the construction costs of foundation pit projects can be divided into two categories, namely, quantitative and qualitative factors. In the present research, the data acquisition method of quantitative factors included field investigation and the consultation of project management data, while data on the qualitative factors were obtained by questionnaires [41].According to the analysis results presented in Section2.1.1, the quantification of the influencing factors used in this paper is as follows.(1)
The depth of the foundation pit: the depth of the foundation pit has the most direct influence on the design and construction of foundation pit engineering. This index is a quantitative index, and its unit is meters (m).(2)
The form of the foundation pit support: there are 8 common forms of foundation pit support, namely, the row pile support (1), the underground diaphragm wall support (2), the cement retaining wall (3), the soil nailing wall (4), the arch wall constructed by the reverse method (5), the undisturbed soil slope (6), the reinforced concrete row pile (7), and other foundation pit support forms (8). The numbers in parentheses reflect the respective scores of these forms of support.(3)
The form of the infrastructure: according to the stress characteristics, there are five types of commonly used foundation structures, namely, the beam foundation, strip foundation, raft foundation, box foundation, and pile foundation structures. The dimensionless index for the beam foundation structure is 1. Similarly, the indexes of the strip, raft, box, and pile foundation structures are 2, 3, 4, and 5, respectively.(4)
The type of pile foundation: a pile foundation is a deep foundation composed of multiple piles and pile caps connecting the tops of the piles, or a single pile foundation connected by columns and piles. The selection of the pile foundation has a great influence on the construction costs of foundation pit and building engineering projects. Common pile foundations mainly include prefabricated pipe piles, rotary bored piles, manually excavated piles, punched piles, various pile types, and nonengineering piles [42], the data scores of which are 1, 2, 3, 4, 5, and 6, respectively. The reason for the introduction of nonengineering piles is that the data for the pile foundation type cannot be filled in if the beam or raft foundation is adopted.(5)
The quantity of the pile foundation: according to the Chinese national code (“Code of bills of quantities and valuation for construction works,” GB 50500-2013), the engineering quantity of a pile foundation is mainly subject to the designed engineering quantity of concrete pouring. The engineering quantity of a pile foundation is a quantitative index, and its unit is m3.It is important to note that, in engineering practice, the pile foundation engineering quantity of a beam foundation or raft foundation is 0. To avoid the presence of "0″ in the unsupervised learning stage, the pile foundation engineering quantities of 0 in the actual collected data were changed to 0.01.(6)
The engineering geological conditions: the geological factors that affect building engineering mainly include topography, stratum lithology, geological structures, earthquakes, hydrogeology, natural building materials, and unfavorable physical and geological phenomena such as karst, landslide, collapse, sand liquefaction, and foundation deformation. According to China’s national code (“Code of bills of quantities and valuation for construction works,” GB 50500-2013), the difficulty of Earth and rock excavation is the most obvious embodiment of engineering geological conditions and has the most direct impact on the engineering cost. Therefore, in this work, the difficulty of earthwork excavation is divided into three levels, namely, very difficult, difficult, and general, and the dimensionless qualitative indexes of which are, respectively, 1, 2, and 3.(7)
The construction area of the foundation pit: this is a quantitative index that can be calculated according to the design drawings, and its unit is m2.(8)
The on-site construction conditions: site enclosure equipment, material stacking, temporary facilities, site water supply and drainage, temporary electricity utilization, etc., have significant impacts on the smooth progress of construction. In general, when the on-site construction conditions are favorable for the normal construction process, the construction costs will decrease. This indicator is qualitative, and there are three situations, namely, complete compliance, basic compliance, and temporary noncompliance, the dimensionless indexes of which are 1, 2, and 3, respectively.(9)
The meteorological characteristics: meteorological characteristics mainly refer to the influence of meteorology on the construction progress during the peak construction period of foundation pit projects. These characteristics can be divided into three situations, namely, those that have large, small, and no influence on the construction. The dimensionless indexes of these situations are 1, 2, and 3, respectively.(10)
The off-site traffic conditions: because the construction sites of foundation pit engineering are generally located in city centers, the traffic conditions around the construction site have a certain influence on the construction progress and transportation costs of the project site. This is a qualitative indicator, and experts were invited to comprehensively evaluate the traffic flow in and out of the construction site, the road conditions, and the transportation routes. There are three kinds of evaluation results, which have great, small, and no influence on the construction progression. The dimensionless indexes of these results are 1, 2, and 3, respectively.(11)
The labor cost index: this is a quantitative index. After selecting a suitable reference period, it is calculated with reference to equation (1).(12)
The material cost index: the commonly used and expensive materials in foundation pit engineering are steel bars and concrete. Therefore, the steel bar cost index and concrete cost index are, respectively, introduced. After selecting a suitable reference period, they are calculated with reference to equation (1).(13)
The machinery cost index: there are many machines used in foundation pit engineering, but the engineering costs are mainly affected by large-scale mechanical equipment. Therefore, the prices of only large-scale mechanical equipment, such as rotary bored pile machines, punching pile machines, and excavators, are considered in this study. After selecting a suitable reference period, the machinery cost index is calculated with reference to equation (1).(14)
The management level of contractors: in general, the higher the contractor’s management level, the more effectively the cost will be controlled. The management level of the contractor is determined according to the qualification of the construction unit, namely, excellent, good, medium, and poor. The dimensionless indexes of these results are 1, 2, 3, and 4, respectively.(15)
The construction period: the construction period refers to the actual number of construction days from the commencement to the completion of a foundation pit engineering project. The unit is days (d).According to the above analysis, influencing factors of foundation pit project construction costs can be summarized, as shown in Table1.Table 1
The complete and universal system of influencing factors.
Primary factorsSecondary factorsTypeAcquisition and calculation of dataX1: engineering attributeX11: the depth of the foundation pitQuantitativeDesign documents or field investigationX12: the form of the foundation pit supportQuantitativeDesign documents or field investigationX13: the form of the infrastructureQuantitativeDesign documents or field investigationX14: the type of pile foundationQuantitativeDesign documents or field investigationX15: the quantity of the pile foundationQuantitativeProject management documents and field investigationX16: the engineering geological conditionsQualitativeField investigation and questionnaire surveyX17: the construction area of the foundation pitQuantitativeDesign documents or field investigationX2: environment attributeX21: the on-site construction conditionsQualitativeField investigation and questionnaire surveyX22: meteorological characteristicsQualitativeMeteorological data and questionnaire surveyX23: the off-site traffic conditionsQualitativeField investigation and questionnaire surveyX3: market attributeX31: the labor cost indexQuantitativeMarket research and equation (1)X32: the steel bar cost indexQuantitativeMarket research and equation (1)X33: the concrete cost indexQuantitativeMarket research and equation (1)X34: the machinery cost indexQuantitativeMarket research and equation (1)X4: manage attributesX41: the management level of contractorsQualitativeField investigation and questionnaire surveyX42: the construction periodQuantitativeProject management documents


#### 2.1.3. Normalization of the Influencing Factors of Foundation Pit Project Construction Costs

To prevent the output of the self-coding network from reaching saturation or even prematurely falling into the local minimum due to the large differences in the absolute values of the input data, it is necessary to normalize the input and output vectors of the training data sample setX in advance [43].In this study, the input data is transformed by linear normalization [43]:(2)xi∗=xi−xminxmax−xmin,where xi∗ represents the normalized data, xi represents the collected data, xmin is the minimum value of this type of data, and xmax is the maximum value of this type of data.


#### 2.1.4. Selection of Key Influencing Factors Based on the Rough Set

In the initial index system established in Section2.1.2, there might be repetitiveness and redundancy among these 16 indexes. Therefore, this paper used the rough set to screen the index system.Rough set theory was put forward by the Polish mathematician Pawlak in 1982 [17]. Attribute reduction is one of the core contents of rough set theory. To understand the importance of an attribute or attribute set, you can remove this attribute or attribute set from the decision table to observe the change of decision attributes. If the decision attribute changes greatly after removing one attribute from the conditional attribute, then the conditional index has a high degree of importance in the index system. Otherwise, the conditional index has a low degree of importance. The basic theory of rough set and the use of ROSETTA software refer to references [18–20].According to rough set theory, this paper analysed 16 influencing factors in Section2.1.2. See Section 3.1 in this paper, for the acquisition and processing of 60 foundation pit engineering data in Hubei, China. The data in Section 3.1 was brought into the ROSETTA, and the original data was discretized and normalized to get the decision table [19]. Without changing the relationship between decision attributes and conditional attributes in the decision table, redundant attributes were removed, and the best attribute reduction was obtained.The results showed that the optimal attribute reduction was [X11, X12, X14, X15, X16, X17, X21, X23, X31, X32, X33, X34, X41, X42]. The redundant attribute was [X13, X15, X22]. 13 main characteristic factors affecting these project construction cost by using the rough set were X11, X12, X14, X16, X17, X21, X23, X31, X32, X33, X34, X41, and X42, which was the influencing factor system of case analysis in this paper.


### 2.2. Prediction Model of Foundation Pit Project Construction Costs Based on the SDAE

#### 2.2.1. Introduction of the Automatic Encoder

The automatic encoder (AE) deep learning neural network algorithm and unsupervised algorithm are the theoretical basis of this paper. The AE algorithm adopts unsupervised learning and supervised fine-tuning. It uses the BP algorithm and makes the output value approximate to the input value to the greatest extent via layer-by-layer training.The main steps of the self-coding neural network are as follows [29].(i)
Step 1. Find the activation value of each layer of the network.The activation value of the neurons in each layer is calculated by forward conduction and is taken as the input value of the next layer and transmitted forward in turn. The activation function is expressed byfz, and ail represents the activation value of the ith neuron in the lth layer [44]:(3)ail=fzil.Additionally,ωijl represents the weight between the jth neuron in the l+1th layer and the ith neuron in the lth layer, bjl+1 represents the offset term of the jth neuron in the l+1th layer, and zil+1 represents the weighted sum of all inputs of the jth neuron in the l+1th layer [44]:(4)zil+1=∑i=1nωijlx+bjl+1,wheren represents the number of neurons in the lth layer and x represents the input value.(ii)
Step 2. Update ω and b.The residual error between the neurons in each layer and the output layer is obtained by the BP model, andω and b are updated continuously by the gradient descent method to make the output increasingly more similar to the input. In the proposed method, ω and b are updated by the gradient descent method [26], and the equations are as follows:(5)ωijl+1=ωijl−α∂∂ωijlJω,b,bjl=bjl−α∂∂bjlJω,b,where Jω,b is the cost function [25]:(6)JAEω,b=1m∑i=1m12aω,bxi−yi2,where m is the number of samples, x is the input, and y is the output.The AE is not very effective in dealing with some noisy data, such as text, and its accuracy can even be decreased. The DAE proposed by Vincent [45] effectively eliminates noise interference and increases the robustness of the learned features. The inspiration of the ANN originated from the biological neural network, and the DAE also draws inspiration from reality.


#### 2.2.2. Introduction of the SDAE

Erhan et al. [46] proposed a layer-by-layer unsupervised greedy learning algorithm in 2010. A stacked self-encoder is a superposition of multiple self-encoders in which the hidden layer of the previous layer is taken as the input layer of the next layer, and the parameters of the deep network are initialized by adopting unsupervised layer-by-layer pretraining, thereby improving the convergence speed and obtaining higher-level features. In this paper, softmax regression is used to construct a classifier to classify the features learned by SAE.Taking the construction of a self-codingN-layer stack with N automatic encoders as an example, the general steps of the SDAE are subsequently introduced.(i)
Step 1. The first AE corresponds to the first hidden layer Z1, the input layer is the original training data X, the output layer Y1 is the reconstruction of the input layer, and the parameters are obtained by minimizing the reconstruction error:(7)θ=ω11,b11,ω12,b12.(ii)
Step 2. The second AE corresponds to the second hidden layer Z2, in which the upper hidden layer Z1 is taken as the input layer and the output layer Y2 is taken as the reconstruction of the input layer Z1. The parameters are obtained by minimizing the reconstruction error. In the same way, the ith AE corresponds to the ith hidden layer Zi with the upper hidden layer Zi−1 as the input layer and the output layer Yi as the reconstruction of the input layer Zi−1, and the parameters are obtained by minimizing the reconstruction error.(iii)
Step 3. Stack self-coding refers to the training of each self-encoder layer-by-layer from left to right, and the trained optimal parameters are used as the initialization parameters of the neural network. After pretraining, the parameters of all layers can be adjusted by the BP algorithm.In order to facilitate readers to understand the structure of SDAE, this paper uses two DAEs to construct a two-layer stack self-coding, as shown in Figure1. First of all, the first automatic encoder corresponds to the first hidden layer Z, the input layer X is the original training data, and the output layer Y is the reconstruction of the input layer X by minimizing the reconstruction error. Then, the second automatic encoder corresponds to the second hidden layer T, which takes the hidden layer Z of the previous layer as the input layer, reconstructs the input layer Z as the output layer S, and obtains the parameters by minimizing the reconstruction error. Finally, the output layer S is discarded, and the computing tools or classification tools needed for research are connected to the hidden layer T for output O [47].Figure 1
Structure diagram of SDAE composed of two DAEs.


#### 2.2.3. The Data Flow Graph and Pseudocodes of SDAE

The data flow graph based on SADE classification prediction application is shown in Figure2.Figure 2
Data flow graph based on SADE classification prediction application.(i)
Step 1 (data collection and preprocessing): collect the original dataX by various methods, preprocess the original data by equation (2) to get sample set X∗, and divide the sample set X∗ to get training set X1∗ and verification set X2∗. Because the deep learning algorithm belongs to the black box model, the predicted values in the training iteration process are random numbers. In this paper, the label data of the training set and the label data of the verification set are added to distinguish the prediction results.(ii)
Step 2 (initialize parameters): set the maximum training times, learning efficiency, number of DEA networks, and initial values of weights. And bring the initialized parameters and data stream into the SDAE.(iii)
Step 3 (unsupervised learning and forward flow of input data): its pseudocodes are in Table2.(iv)
Step 4 (supervised learning): its pseudocodes are in Table3. Output the prediction result after reaching the calculation termination condition.Table 2
The pseudocode of unsupervised pretraining process.
Algorithm 1-2: unsupervised pretraining algorithm pre_trainEntering: training data train_XOutput: The result of parameter regularization1. sae = saetrain (sae, train_x, opts); (%) Construction of pre-training network2. nn = nnsetup ([28 100 100 1]); (%) Set the network structure3. nn.activation_function = “sigm”; (%) Activate function4. nn.output = “sigm”;(%) Decoding5. nn.learningRate = 1; (%) Learning rate in pretraining stage6. nn.W{1} = sae.ae{1}.W{1}; (%) The weights trained by sae are assigned to nn network as initial values, covering the previous random initialization7. nn.W{2} = sae.ae{2}.W{1};Table 3
The pseudocode of supervised learning algorithms.
Algorithm 1-3: NntrainInput: training data and label of training dataOutput: Adjusted model1. opts.numepochs = 1000; (%) Maximum number of iterations2. opts.batchsize = 60; (%) Parameter training is carried out with all training samples in each training3. (%) nn.weightPenaltyL2 = 10;4. nn = nntrain (nn, train_x, train_y, opts); (%) Training data extraction5. nn = nnff (nn, test_x, zeros (size (test_x, 1), nn.size (end))); (%) Test data extraction6. str = sprintf “(Predicted value 1 is (%)f”, nn.a{end}(1)∗(max1 − min1) + min1); (%) Denormalize the output predicted value7. str1 = sprintf “(Predicted value 2is (%)f”, nn.a{end}(2)∗(max1 − min1) + min1);8. str2 = sprintf “(Predicted value 3 is (%)f”, nn.a{end}(3)∗(max1 − min1) + min1);To facilitate the readers’ understanding of the data flow graph in Figure2, this section also detailed the pseudocodes of noise reduction encoder (Table 4), the unsupervised learning in Step 3 (Table 2), and supervised learning in Step 4 (Table 3).Table 4
The pseudocode of sae_train algorithm.
Algorithm 1-1: sae_trainInput: Input (training set or the result of the previous layer noise reduction decoder)Output: The result of parameter regularizationMethod: sae_train1. sae = saesetup ([28 100 100]);2. sae.ae{1}.activation_function = “sigm”; (%) Activate function (encoding)3. sae.ae{1}.output = “sigm”; (%) Decoding4. sae.ae{1}.learningRate = 1; (%) Learning rate5. sae.ae{1}.inputZeroMaskedFraction = 0.; (%) De-noising effect of automatic coding6. (%) sae.ae{1}.weightPenaltyL2 = 10; Regularized L2 factor7. sae.ae{2}.activation_function = “sigm”; (%) Coding8. sae.ae{2}.output = “sigm”; (%) Decoding9. sae.ae{2}.learningRate = 1;10. (%) sae.ae{2}.weightPenaltyL2 = 10;11. sae.ae{2}.inputZeroMaskedFraction = 0.; (%) The denoise autocoder trained in layers is equivalent to the dropout of hidden layers, which realizes the de-drying of automatic coder12. sae.ae{3}.activation_function = “sigm”; (%) Coding13. sae.ae{3}.output = “sigm”; (%) Decoding14. sae.ae{3}.learningRate = 1;15. (%) sae.ae{3}.weightPenaltyL2 = 10;16. sae.ae{3}.inputZeroMaskedFraction = 0.;17. opts.numepochs = 100; (%) Pre-training iterations18. opts.batchsize = 60; (%) Parameter training is carried out with all training samples in each training(1) Noise reduction encoder. The algorithm 1-1 in Table 4 is pseudocode of sae_train algorithm. The first line of the code defines the input layer as 28 nodes and the three hidden layers as 100 nodes. Lines 2–6 are the first autoencoder, which is equivalent to an encoder. The second autoencoder is in the 7th–11th lines. The third autoencoder is in the 12th–16th lines, which is equivalent to a decoder.(2) Unsupervised learning. Algorithm 1-2 in Table 2 is pseudocode of unsupervised pretraining process.The first line indicates that the unsupervised learning process is pretraining layer by layer, and each layer is pretrained independently. Lines 2–5 indicate that adding pretrained weights takes the weight matrix learned in the pretraining stage as the initial value of network weights. Line 6 of the code assigns sae trained weights to nn network as initial values, which covers the previous random initialization and prepares for the next supervised learning.(3) Supervised learning. Supervised learning is the core of the algorithm. Algorithm 1–3 in Table 3 is pseudocodes of supervised learning algorithms.The first line of algorithm 1–3 code indicates that 1000 iterations should be performed in the supervised training phase. The fourth line indicates that the prediction network extracts the data of influencing factors and affected factors (construction cost) in the stage of supervised learning and training. Lines 6–8 indicate that the input is propagated forward, and the results are obtained by the output layer after layer-by-layer weight assignment and feature extraction of all hidden layers.


## 2.1. Influencing Factors of Foundation Pit Project Construction Costs

### 2.1.1. Analysis of the Influencing Factors of Foundation Pit Project Construction Costs

There are many factors that affect the construction costs of foundation pit projects, and these factors can generally be divided into four categories, namely, factors related to engineering characteristics, the environment, the market, and management [36, 37].The factors related to engineering characteristics reflect the structural characteristics of foundation pit engineering itself, including the building area, the type of pile foundation, the depth of the foundation pit, and the form of the foundation structure. Environment-related factors reflect the construction site environment, including the construction site conditions, the availability of construction water and electricity, and the difficulty of earthwork excavation.The factors related to the market are the prices of materials, such as construction machinery, construction personnel, concrete, and steel bars [38]. To reflect the market fluctuations of these prices, these factors were quantified in the present research by the project cost index. The project cost index is the ratio that reflects the degree of change of the project cost in a certain period relative to the project cost in a certain fixed period. It reflects the changing trend of the market price in the current period relative to the market price in the base period. With reference to China’s national standard (“Standard for classification and measurement of construction cost index,” GB/T 51290-2018), the calculation method of the project cost index is as follows:(1)A=PaPj×100,where A is the cost index, Pa is the current cost index, and Pj is the reference period cost index. The cost index of the base period is 100.The factors related to management mainly reflect the management level of the contractor of the foundation pit project [39]. Owners, design units, testing units, and equipment suppliers were not taken into consideration in this study, as they have little influence on the construction costs of a foundation pit project without major changes or engineering accidents. In addition, the construction period, one of the three goals of the construction project, directly reflects the management achievements [40].


### 2.1.2. Selection and Quantification of Influencing Factors

The factors that affect the construction costs of foundation pit projects can be divided into two categories, namely, quantitative and qualitative factors. In the present research, the data acquisition method of quantitative factors included field investigation and the consultation of project management data, while data on the qualitative factors were obtained by questionnaires [41].According to the analysis results presented in Section2.1.1, the quantification of the influencing factors used in this paper is as follows.(1)
The depth of the foundation pit: the depth of the foundation pit has the most direct influence on the design and construction of foundation pit engineering. This index is a quantitative index, and its unit is meters (m).(2)
The form of the foundation pit support: there are 8 common forms of foundation pit support, namely, the row pile support (1), the underground diaphragm wall support (2), the cement retaining wall (3), the soil nailing wall (4), the arch wall constructed by the reverse method (5), the undisturbed soil slope (6), the reinforced concrete row pile (7), and other foundation pit support forms (8). The numbers in parentheses reflect the respective scores of these forms of support.(3)
The form of the infrastructure: according to the stress characteristics, there are five types of commonly used foundation structures, namely, the beam foundation, strip foundation, raft foundation, box foundation, and pile foundation structures. The dimensionless index for the beam foundation structure is 1. Similarly, the indexes of the strip, raft, box, and pile foundation structures are 2, 3, 4, and 5, respectively.(4)
The type of pile foundation: a pile foundation is a deep foundation composed of multiple piles and pile caps connecting the tops of the piles, or a single pile foundation connected by columns and piles. The selection of the pile foundation has a great influence on the construction costs of foundation pit and building engineering projects. Common pile foundations mainly include prefabricated pipe piles, rotary bored piles, manually excavated piles, punched piles, various pile types, and nonengineering piles [42], the data scores of which are 1, 2, 3, 4, 5, and 6, respectively. The reason for the introduction of nonengineering piles is that the data for the pile foundation type cannot be filled in if the beam or raft foundation is adopted.(5)
The quantity of the pile foundation: according to the Chinese national code (“Code of bills of quantities and valuation for construction works,” GB 50500-2013), the engineering quantity of a pile foundation is mainly subject to the designed engineering quantity of concrete pouring. The engineering quantity of a pile foundation is a quantitative index, and its unit is m3.It is important to note that, in engineering practice, the pile foundation engineering quantity of a beam foundation or raft foundation is 0. To avoid the presence of "0″ in the unsupervised learning stage, the pile foundation engineering quantities of 0 in the actual collected data were changed to 0.01.(6)
The engineering geological conditions: the geological factors that affect building engineering mainly include topography, stratum lithology, geological structures, earthquakes, hydrogeology, natural building materials, and unfavorable physical and geological phenomena such as karst, landslide, collapse, sand liquefaction, and foundation deformation. According to China’s national code (“Code of bills of quantities and valuation for construction works,” GB 50500-2013), the difficulty of Earth and rock excavation is the most obvious embodiment of engineering geological conditions and has the most direct impact on the engineering cost. Therefore, in this work, the difficulty of earthwork excavation is divided into three levels, namely, very difficult, difficult, and general, and the dimensionless qualitative indexes of which are, respectively, 1, 2, and 3.(7)
The construction area of the foundation pit: this is a quantitative index that can be calculated according to the design drawings, and its unit is m2.(8)
The on-site construction conditions: site enclosure equipment, material stacking, temporary facilities, site water supply and drainage, temporary electricity utilization, etc., have significant impacts on the smooth progress of construction. In general, when the on-site construction conditions are favorable for the normal construction process, the construction costs will decrease. This indicator is qualitative, and there are three situations, namely, complete compliance, basic compliance, and temporary noncompliance, the dimensionless indexes of which are 1, 2, and 3, respectively.(9)
The meteorological characteristics: meteorological characteristics mainly refer to the influence of meteorology on the construction progress during the peak construction period of foundation pit projects. These characteristics can be divided into three situations, namely, those that have large, small, and no influence on the construction. The dimensionless indexes of these situations are 1, 2, and 3, respectively.(10)
The off-site traffic conditions: because the construction sites of foundation pit engineering are generally located in city centers, the traffic conditions around the construction site have a certain influence on the construction progress and transportation costs of the project site. This is a qualitative indicator, and experts were invited to comprehensively evaluate the traffic flow in and out of the construction site, the road conditions, and the transportation routes. There are three kinds of evaluation results, which have great, small, and no influence on the construction progression. The dimensionless indexes of these results are 1, 2, and 3, respectively.(11)
The labor cost index: this is a quantitative index. After selecting a suitable reference period, it is calculated with reference to equation (1).(12)
The material cost index: the commonly used and expensive materials in foundation pit engineering are steel bars and concrete. Therefore, the steel bar cost index and concrete cost index are, respectively, introduced. After selecting a suitable reference period, they are calculated with reference to equation (1).(13)
The machinery cost index: there are many machines used in foundation pit engineering, but the engineering costs are mainly affected by large-scale mechanical equipment. Therefore, the prices of only large-scale mechanical equipment, such as rotary bored pile machines, punching pile machines, and excavators, are considered in this study. After selecting a suitable reference period, the machinery cost index is calculated with reference to equation (1).(14)
The management level of contractors: in general, the higher the contractor’s management level, the more effectively the cost will be controlled. The management level of the contractor is determined according to the qualification of the construction unit, namely, excellent, good, medium, and poor. The dimensionless indexes of these results are 1, 2, 3, and 4, respectively.(15)
The construction period: the construction period refers to the actual number of construction days from the commencement to the completion of a foundation pit engineering project. The unit is days (d).According to the above analysis, influencing factors of foundation pit project construction costs can be summarized, as shown in Table1.Table 1
The complete and universal system of influencing factors.
Primary factorsSecondary factorsTypeAcquisition and calculation of dataX1: engineering attributeX11: the depth of the foundation pitQuantitativeDesign documents or field investigationX12: the form of the foundation pit supportQuantitativeDesign documents or field investigationX13: the form of the infrastructureQuantitativeDesign documents or field investigationX14: the type of pile foundationQuantitativeDesign documents or field investigationX15: the quantity of the pile foundationQuantitativeProject management documents and field investigationX16: the engineering geological conditionsQualitativeField investigation and questionnaire surveyX17: the construction area of the foundation pitQuantitativeDesign documents or field investigationX2: environment attributeX21: the on-site construction conditionsQualitativeField investigation and questionnaire surveyX22: meteorological characteristicsQualitativeMeteorological data and questionnaire surveyX23: the off-site traffic conditionsQualitativeField investigation and questionnaire surveyX3: market attributeX31: the labor cost indexQuantitativeMarket research and equation (1)X32: the steel bar cost indexQuantitativeMarket research and equation (1)X33: the concrete cost indexQuantitativeMarket research and equation (1)X34: the machinery cost indexQuantitativeMarket research and equation (1)X4: manage attributesX41: the management level of contractorsQualitativeField investigation and questionnaire surveyX42: the construction periodQuantitativeProject management documents


### 2.1.3. Normalization of the Influencing Factors of Foundation Pit Project Construction Costs

To prevent the output of the self-coding network from reaching saturation or even prematurely falling into the local minimum due to the large differences in the absolute values of the input data, it is necessary to normalize the input and output vectors of the training data sample setX in advance [43].In this study, the input data is transformed by linear normalization [43]:(2)xi∗=xi−xminxmax−xmin,where xi∗ represents the normalized data, xi represents the collected data, xmin is the minimum value of this type of data, and xmax is the maximum value of this type of data.


### 2.1.4. Selection of Key Influencing Factors Based on the Rough Set

In the initial index system established in Section2.1.2, there might be repetitiveness and redundancy among these 16 indexes. Therefore, this paper used the rough set to screen the index system.Rough set theory was put forward by the Polish mathematician Pawlak in 1982 [17]. Attribute reduction is one of the core contents of rough set theory. To understand the importance of an attribute or attribute set, you can remove this attribute or attribute set from the decision table to observe the change of decision attributes. If the decision attribute changes greatly after removing one attribute from the conditional attribute, then the conditional index has a high degree of importance in the index system. Otherwise, the conditional index has a low degree of importance. The basic theory of rough set and the use of ROSETTA software refer to references [18–20].According to rough set theory, this paper analysed 16 influencing factors in Section2.1.2. See Section 3.1 in this paper, for the acquisition and processing of 60 foundation pit engineering data in Hubei, China. The data in Section 3.1 was brought into the ROSETTA, and the original data was discretized and normalized to get the decision table [19]. Without changing the relationship between decision attributes and conditional attributes in the decision table, redundant attributes were removed, and the best attribute reduction was obtained.The results showed that the optimal attribute reduction was [X11, X12, X14, X15, X16, X17, X21, X23, X31, X32, X33, X34, X41, X42]. The redundant attribute was [X13, X15, X22]. 13 main characteristic factors affecting these project construction cost by using the rough set were X11, X12, X14, X16, X17, X21, X23, X31, X32, X33, X34, X41, and X42, which was the influencing factor system of case analysis in this paper.


## 2.1.1. Analysis of the Influencing Factors of Foundation Pit Project Construction Costs

There are many factors that affect the construction costs of foundation pit projects, and these factors can generally be divided into four categories, namely, factors related to engineering characteristics, the environment, the market, and management [36, 37].The factors related to engineering characteristics reflect the structural characteristics of foundation pit engineering itself, including the building area, the type of pile foundation, the depth of the foundation pit, and the form of the foundation structure. Environment-related factors reflect the construction site environment, including the construction site conditions, the availability of construction water and electricity, and the difficulty of earthwork excavation.The factors related to the market are the prices of materials, such as construction machinery, construction personnel, concrete, and steel bars [38]. To reflect the market fluctuations of these prices, these factors were quantified in the present research by the project cost index. The project cost index is the ratio that reflects the degree of change of the project cost in a certain period relative to the project cost in a certain fixed period. It reflects the changing trend of the market price in the current period relative to the market price in the base period. With reference to China’s national standard (“Standard for classification and measurement of construction cost index,” GB/T 51290-2018), the calculation method of the project cost index is as follows:(1)A=PaPj×100,where A is the cost index, Pa is the current cost index, and Pj is the reference period cost index. The cost index of the base period is 100.The factors related to management mainly reflect the management level of the contractor of the foundation pit project [39]. Owners, design units, testing units, and equipment suppliers were not taken into consideration in this study, as they have little influence on the construction costs of a foundation pit project without major changes or engineering accidents. In addition, the construction period, one of the three goals of the construction project, directly reflects the management achievements [40].


## 2.1.2. Selection and Quantification of Influencing Factors

The factors that affect the construction costs of foundation pit projects can be divided into two categories, namely, quantitative and qualitative factors. In the present research, the data acquisition method of quantitative factors included field investigation and the consultation of project management data, while data on the qualitative factors were obtained by questionnaires [41].According to the analysis results presented in Section2.1.1, the quantification of the influencing factors used in this paper is as follows.(1)
The depth of the foundation pit: the depth of the foundation pit has the most direct influence on the design and construction of foundation pit engineering. This index is a quantitative index, and its unit is meters (m).(2)
The form of the foundation pit support: there are 8 common forms of foundation pit support, namely, the row pile support (1), the underground diaphragm wall support (2), the cement retaining wall (3), the soil nailing wall (4), the arch wall constructed by the reverse method (5), the undisturbed soil slope (6), the reinforced concrete row pile (7), and other foundation pit support forms (8). The numbers in parentheses reflect the respective scores of these forms of support.(3)
The form of the infrastructure: according to the stress characteristics, there are five types of commonly used foundation structures, namely, the beam foundation, strip foundation, raft foundation, box foundation, and pile foundation structures. The dimensionless index for the beam foundation structure is 1. Similarly, the indexes of the strip, raft, box, and pile foundation structures are 2, 3, 4, and 5, respectively.(4)
The type of pile foundation: a pile foundation is a deep foundation composed of multiple piles and pile caps connecting the tops of the piles, or a single pile foundation connected by columns and piles. The selection of the pile foundation has a great influence on the construction costs of foundation pit and building engineering projects. Common pile foundations mainly include prefabricated pipe piles, rotary bored piles, manually excavated piles, punched piles, various pile types, and nonengineering piles [42], the data scores of which are 1, 2, 3, 4, 5, and 6, respectively. The reason for the introduction of nonengineering piles is that the data for the pile foundation type cannot be filled in if the beam or raft foundation is adopted.(5)
The quantity of the pile foundation: according to the Chinese national code (“Code of bills of quantities and valuation for construction works,” GB 50500-2013), the engineering quantity of a pile foundation is mainly subject to the designed engineering quantity of concrete pouring. The engineering quantity of a pile foundation is a quantitative index, and its unit is m3.It is important to note that, in engineering practice, the pile foundation engineering quantity of a beam foundation or raft foundation is 0. To avoid the presence of "0″ in the unsupervised learning stage, the pile foundation engineering quantities of 0 in the actual collected data were changed to 0.01.(6)
The engineering geological conditions: the geological factors that affect building engineering mainly include topography, stratum lithology, geological structures, earthquakes, hydrogeology, natural building materials, and unfavorable physical and geological phenomena such as karst, landslide, collapse, sand liquefaction, and foundation deformation. According to China’s national code (“Code of bills of quantities and valuation for construction works,” GB 50500-2013), the difficulty of Earth and rock excavation is the most obvious embodiment of engineering geological conditions and has the most direct impact on the engineering cost. Therefore, in this work, the difficulty of earthwork excavation is divided into three levels, namely, very difficult, difficult, and general, and the dimensionless qualitative indexes of which are, respectively, 1, 2, and 3.(7)
The construction area of the foundation pit: this is a quantitative index that can be calculated according to the design drawings, and its unit is m2.(8)
The on-site construction conditions: site enclosure equipment, material stacking, temporary facilities, site water supply and drainage, temporary electricity utilization, etc., have significant impacts on the smooth progress of construction. In general, when the on-site construction conditions are favorable for the normal construction process, the construction costs will decrease. This indicator is qualitative, and there are three situations, namely, complete compliance, basic compliance, and temporary noncompliance, the dimensionless indexes of which are 1, 2, and 3, respectively.(9)
The meteorological characteristics: meteorological characteristics mainly refer to the influence of meteorology on the construction progress during the peak construction period of foundation pit projects. These characteristics can be divided into three situations, namely, those that have large, small, and no influence on the construction. The dimensionless indexes of these situations are 1, 2, and 3, respectively.(10)
The off-site traffic conditions: because the construction sites of foundation pit engineering are generally located in city centers, the traffic conditions around the construction site have a certain influence on the construction progress and transportation costs of the project site. This is a qualitative indicator, and experts were invited to comprehensively evaluate the traffic flow in and out of the construction site, the road conditions, and the transportation routes. There are three kinds of evaluation results, which have great, small, and no influence on the construction progression. The dimensionless indexes of these results are 1, 2, and 3, respectively.(11)
The labor cost index: this is a quantitative index. After selecting a suitable reference period, it is calculated with reference to equation (1).(12)
The material cost index: the commonly used and expensive materials in foundation pit engineering are steel bars and concrete. Therefore, the steel bar cost index and concrete cost index are, respectively, introduced. After selecting a suitable reference period, they are calculated with reference to equation (1).(13)
The machinery cost index: there are many machines used in foundation pit engineering, but the engineering costs are mainly affected by large-scale mechanical equipment. Therefore, the prices of only large-scale mechanical equipment, such as rotary bored pile machines, punching pile machines, and excavators, are considered in this study. After selecting a suitable reference period, the machinery cost index is calculated with reference to equation (1).(14)
The management level of contractors: in general, the higher the contractor’s management level, the more effectively the cost will be controlled. The management level of the contractor is determined according to the qualification of the construction unit, namely, excellent, good, medium, and poor. The dimensionless indexes of these results are 1, 2, 3, and 4, respectively.(15)
The construction period: the construction period refers to the actual number of construction days from the commencement to the completion of a foundation pit engineering project. The unit is days (d).According to the above analysis, influencing factors of foundation pit project construction costs can be summarized, as shown in Table1.Table 1
The complete and universal system of influencing factors.
Primary factorsSecondary factorsTypeAcquisition and calculation of dataX1: engineering attributeX11: the depth of the foundation pitQuantitativeDesign documents or field investigationX12: the form of the foundation pit supportQuantitativeDesign documents or field investigationX13: the form of the infrastructureQuantitativeDesign documents or field investigationX14: the type of pile foundationQuantitativeDesign documents or field investigationX15: the quantity of the pile foundationQuantitativeProject management documents and field investigationX16: the engineering geological conditionsQualitativeField investigation and questionnaire surveyX17: the construction area of the foundation pitQuantitativeDesign documents or field investigationX2: environment attributeX21: the on-site construction conditionsQualitativeField investigation and questionnaire surveyX22: meteorological characteristicsQualitativeMeteorological data and questionnaire surveyX23: the off-site traffic conditionsQualitativeField investigation and questionnaire surveyX3: market attributeX31: the labor cost indexQuantitativeMarket research and equation (1)X32: the steel bar cost indexQuantitativeMarket research and equation (1)X33: the concrete cost indexQuantitativeMarket research and equation (1)X34: the machinery cost indexQuantitativeMarket research and equation (1)X4: manage attributesX41: the management level of contractorsQualitativeField investigation and questionnaire surveyX42: the construction periodQuantitativeProject management documents


## 2.1.3. Normalization of the Influencing Factors of Foundation Pit Project Construction Costs

To prevent the output of the self-coding network from reaching saturation or even prematurely falling into the local minimum due to the large differences in the absolute values of the input data, it is necessary to normalize the input and output vectors of the training data sample setX in advance [43].In this study, the input data is transformed by linear normalization [43]:(2)xi∗=xi−xminxmax−xmin,where xi∗ represents the normalized data, xi represents the collected data, xmin is the minimum value of this type of data, and xmax is the maximum value of this type of data.


## 2.1.4. Selection of Key Influencing Factors Based on the Rough Set

In the initial index system established in Section2.1.2, there might be repetitiveness and redundancy among these 16 indexes. Therefore, this paper used the rough set to screen the index system.Rough set theory was put forward by the Polish mathematician Pawlak in 1982 [17]. Attribute reduction is one of the core contents of rough set theory. To understand the importance of an attribute or attribute set, you can remove this attribute or attribute set from the decision table to observe the change of decision attributes. If the decision attribute changes greatly after removing one attribute from the conditional attribute, then the conditional index has a high degree of importance in the index system. Otherwise, the conditional index has a low degree of importance. The basic theory of rough set and the use of ROSETTA software refer to references [18–20].According to rough set theory, this paper analysed 16 influencing factors in Section2.1.2. See Section 3.1 in this paper, for the acquisition and processing of 60 foundation pit engineering data in Hubei, China. The data in Section 3.1 was brought into the ROSETTA, and the original data was discretized and normalized to get the decision table [19]. Without changing the relationship between decision attributes and conditional attributes in the decision table, redundant attributes were removed, and the best attribute reduction was obtained.The results showed that the optimal attribute reduction was [X11, X12, X14, X15, X16, X17, X21, X23, X31, X32, X33, X34, X41, X42]. The redundant attribute was [X13, X15, X22]. 13 main characteristic factors affecting these project construction cost by using the rough set were X11, X12, X14, X16, X17, X21, X23, X31, X32, X33, X34, X41, and X42, which was the influencing factor system of case analysis in this paper.


## 2.2. Prediction Model of Foundation Pit Project Construction Costs Based on the SDAE

### 2.2.1. Introduction of the Automatic Encoder

The automatic encoder (AE) deep learning neural network algorithm and unsupervised algorithm are the theoretical basis of this paper. The AE algorithm adopts unsupervised learning and supervised fine-tuning. It uses the BP algorithm and makes the output value approximate to the input value to the greatest extent via layer-by-layer training.The main steps of the self-coding neural network are as follows [29].(i)
Step 1. Find the activation value of each layer of the network.The activation value of the neurons in each layer is calculated by forward conduction and is taken as the input value of the next layer and transmitted forward in turn. The activation function is expressed byfz, and ail represents the activation value of the ith neuron in the lth layer [44]:(3)ail=fzil.Additionally,ωijl represents the weight between the jth neuron in the l+1th layer and the ith neuron in the lth layer, bjl+1 represents the offset term of the jth neuron in the l+1th layer, and zil+1 represents the weighted sum of all inputs of the jth neuron in the l+1th layer [44]:(4)zil+1=∑i=1nωijlx+bjl+1,wheren represents the number of neurons in the lth layer and x represents the input value.(ii)
Step 2. Update ω and b.The residual error between the neurons in each layer and the output layer is obtained by the BP model, andω and b are updated continuously by the gradient descent method to make the output increasingly more similar to the input. In the proposed method, ω and b are updated by the gradient descent method [26], and the equations are as follows:(5)ωijl+1=ωijl−α∂∂ωijlJω,b,bjl=bjl−α∂∂bjlJω,b,where Jω,b is the cost function [25]:(6)JAEω,b=1m∑i=1m12aω,bxi−yi2,where m is the number of samples, x is the input, and y is the output.The AE is not very effective in dealing with some noisy data, such as text, and its accuracy can even be decreased. The DAE proposed by Vincent [45] effectively eliminates noise interference and increases the robustness of the learned features. The inspiration of the ANN originated from the biological neural network, and the DAE also draws inspiration from reality.


### 2.2.2. Introduction of the SDAE

Erhan et al. [46] proposed a layer-by-layer unsupervised greedy learning algorithm in 2010. A stacked self-encoder is a superposition of multiple self-encoders in which the hidden layer of the previous layer is taken as the input layer of the next layer, and the parameters of the deep network are initialized by adopting unsupervised layer-by-layer pretraining, thereby improving the convergence speed and obtaining higher-level features. In this paper, softmax regression is used to construct a classifier to classify the features learned by SAE.Taking the construction of a self-codingN-layer stack with N automatic encoders as an example, the general steps of the SDAE are subsequently introduced.(i)
Step 1. The first AE corresponds to the first hidden layer Z1, the input layer is the original training data X, the output layer Y1 is the reconstruction of the input layer, and the parameters are obtained by minimizing the reconstruction error:(7)θ=ω11,b11,ω12,b12.(ii)
Step 2. The second AE corresponds to the second hidden layer Z2, in which the upper hidden layer Z1 is taken as the input layer and the output layer Y2 is taken as the reconstruction of the input layer Z1. The parameters are obtained by minimizing the reconstruction error. In the same way, the ith AE corresponds to the ith hidden layer Zi with the upper hidden layer Zi−1 as the input layer and the output layer Yi as the reconstruction of the input layer Zi−1, and the parameters are obtained by minimizing the reconstruction error.(iii)
Step 3. Stack self-coding refers to the training of each self-encoder layer-by-layer from left to right, and the trained optimal parameters are used as the initialization parameters of the neural network. After pretraining, the parameters of all layers can be adjusted by the BP algorithm.In order to facilitate readers to understand the structure of SDAE, this paper uses two DAEs to construct a two-layer stack self-coding, as shown in Figure1. First of all, the first automatic encoder corresponds to the first hidden layer Z, the input layer X is the original training data, and the output layer Y is the reconstruction of the input layer X by minimizing the reconstruction error. Then, the second automatic encoder corresponds to the second hidden layer T, which takes the hidden layer Z of the previous layer as the input layer, reconstructs the input layer Z as the output layer S, and obtains the parameters by minimizing the reconstruction error. Finally, the output layer S is discarded, and the computing tools or classification tools needed for research are connected to the hidden layer T for output O [47].Figure 1
Structure diagram of SDAE composed of two DAEs.


### 2.2.3. The Data Flow Graph and Pseudocodes of SDAE

The data flow graph based on SADE classification prediction application is shown in Figure2.Figure 2
Data flow graph based on SADE classification prediction application.(i)
Step 1 (data collection and preprocessing): collect the original dataX by various methods, preprocess the original data by equation (2) to get sample set X∗, and divide the sample set X∗ to get training set X1∗ and verification set X2∗. Because the deep learning algorithm belongs to the black box model, the predicted values in the training iteration process are random numbers. In this paper, the label data of the training set and the label data of the verification set are added to distinguish the prediction results.(ii)
Step 2 (initialize parameters): set the maximum training times, learning efficiency, number of DEA networks, and initial values of weights. And bring the initialized parameters and data stream into the SDAE.(iii)
Step 3 (unsupervised learning and forward flow of input data): its pseudocodes are in Table2.(iv)
Step 4 (supervised learning): its pseudocodes are in Table3. Output the prediction result after reaching the calculation termination condition.Table 2
The pseudocode of unsupervised pretraining process.
Algorithm 1-2: unsupervised pretraining algorithm pre_trainEntering: training data train_XOutput: The result of parameter regularization1. sae = saetrain (sae, train_x, opts); (%) Construction of pre-training network2. nn = nnsetup ([28 100 100 1]); (%) Set the network structure3. nn.activation_function = “sigm”; (%) Activate function4. nn.output = “sigm”;(%) Decoding5. nn.learningRate = 1; (%) Learning rate in pretraining stage6. nn.W{1} = sae.ae{1}.W{1}; (%) The weights trained by sae are assigned to nn network as initial values, covering the previous random initialization7. nn.W{2} = sae.ae{2}.W{1};Table 3
The pseudocode of supervised learning algorithms.
Algorithm 1-3: NntrainInput: training data and label of training dataOutput: Adjusted model1. opts.numepochs = 1000; (%) Maximum number of iterations2. opts.batchsize = 60; (%) Parameter training is carried out with all training samples in each training3. (%) nn.weightPenaltyL2 = 10;4. nn = nntrain (nn, train_x, train_y, opts); (%) Training data extraction5. nn = nnff (nn, test_x, zeros (size (test_x, 1), nn.size (end))); (%) Test data extraction6. str = sprintf “(Predicted value 1 is (%)f”, nn.a{end}(1)∗(max1 − min1) + min1); (%) Denormalize the output predicted value7. str1 = sprintf “(Predicted value 2is (%)f”, nn.a{end}(2)∗(max1 − min1) + min1);8. str2 = sprintf “(Predicted value 3 is (%)f”, nn.a{end}(3)∗(max1 − min1) + min1);To facilitate the readers’ understanding of the data flow graph in Figure2, this section also detailed the pseudocodes of noise reduction encoder (Table 4), the unsupervised learning in Step 3 (Table 2), and supervised learning in Step 4 (Table 3).Table 4
The pseudocode of sae_train algorithm.
Algorithm 1-1: sae_trainInput: Input (training set or the result of the previous layer noise reduction decoder)Output: The result of parameter regularizationMethod: sae_train1. sae = saesetup ([28 100 100]);2. sae.ae{1}.activation_function = “sigm”; (%) Activate function (encoding)3. sae.ae{1}.output = “sigm”; (%) Decoding4. sae.ae{1}.learningRate = 1; (%) Learning rate5. sae.ae{1}.inputZeroMaskedFraction = 0.; (%) De-noising effect of automatic coding6. (%) sae.ae{1}.weightPenaltyL2 = 10; Regularized L2 factor7. sae.ae{2}.activation_function = “sigm”; (%) Coding8. sae.ae{2}.output = “sigm”; (%) Decoding9. sae.ae{2}.learningRate = 1;10. (%) sae.ae{2}.weightPenaltyL2 = 10;11. sae.ae{2}.inputZeroMaskedFraction = 0.; (%) The denoise autocoder trained in layers is equivalent to the dropout of hidden layers, which realizes the de-drying of automatic coder12. sae.ae{3}.activation_function = “sigm”; (%) Coding13. sae.ae{3}.output = “sigm”; (%) Decoding14. sae.ae{3}.learningRate = 1;15. (%) sae.ae{3}.weightPenaltyL2 = 10;16. sae.ae{3}.inputZeroMaskedFraction = 0.;17. opts.numepochs = 100; (%) Pre-training iterations18. opts.batchsize = 60; (%) Parameter training is carried out with all training samples in each training(1) Noise reduction encoder. The algorithm 1-1 in Table 4 is pseudocode of sae_train algorithm. The first line of the code defines the input layer as 28 nodes and the three hidden layers as 100 nodes. Lines 2–6 are the first autoencoder, which is equivalent to an encoder. The second autoencoder is in the 7th–11th lines. The third autoencoder is in the 12th–16th lines, which is equivalent to a decoder.(2) Unsupervised learning. Algorithm 1-2 in Table 2 is pseudocode of unsupervised pretraining process.The first line indicates that the unsupervised learning process is pretraining layer by layer, and each layer is pretrained independently. Lines 2–5 indicate that adding pretrained weights takes the weight matrix learned in the pretraining stage as the initial value of network weights. Line 6 of the code assigns sae trained weights to nn network as initial values, which covers the previous random initialization and prepares for the next supervised learning.(3) Supervised learning. Supervised learning is the core of the algorithm. Algorithm 1–3 in Table 3 is pseudocodes of supervised learning algorithms.The first line of algorithm 1–3 code indicates that 1000 iterations should be performed in the supervised training phase. The fourth line indicates that the prediction network extracts the data of influencing factors and affected factors (construction cost) in the stage of supervised learning and training. Lines 6–8 indicate that the input is propagated forward, and the results are obtained by the output layer after layer-by-layer weight assignment and feature extraction of all hidden layers.


## 2.2.1. Introduction of the Automatic Encoder

The automatic encoder (AE) deep learning neural network algorithm and unsupervised algorithm are the theoretical basis of this paper. The AE algorithm adopts unsupervised learning and supervised fine-tuning. It uses the BP algorithm and makes the output value approximate to the input value to the greatest extent via layer-by-layer training.The main steps of the self-coding neural network are as follows [29].(i)
Step 1. Find the activation value of each layer of the network.The activation value of the neurons in each layer is calculated by forward conduction and is taken as the input value of the next layer and transmitted forward in turn. The activation function is expressed byfz, and ail represents the activation value of the ith neuron in the lth layer [44]:(3)ail=fzil.Additionally,ωijl represents the weight between the jth neuron in the l+1th layer and the ith neuron in the lth layer, bjl+1 represents the offset term of the jth neuron in the l+1th layer, and zil+1 represents the weighted sum of all inputs of the jth neuron in the l+1th layer [44]:(4)zil+1=∑i=1nωijlx+bjl+1,wheren represents the number of neurons in the lth layer and x represents the input value.(ii)
Step 2. Update ω and b.The residual error between the neurons in each layer and the output layer is obtained by the BP model, andω and b are updated continuously by the gradient descent method to make the output increasingly more similar to the input. In the proposed method, ω and b are updated by the gradient descent method [26], and the equations are as follows:(5)ωijl+1=ωijl−α∂∂ωijlJω,b,bjl=bjl−α∂∂bjlJω,b,where Jω,b is the cost function [25]:(6)JAEω,b=1m∑i=1m12aω,bxi−yi2,where m is the number of samples, x is the input, and y is the output.The AE is not very effective in dealing with some noisy data, such as text, and its accuracy can even be decreased. The DAE proposed by Vincent [45] effectively eliminates noise interference and increases the robustness of the learned features. The inspiration of the ANN originated from the biological neural network, and the DAE also draws inspiration from reality.


## 2.2.2. Introduction of the SDAE

Erhan et al. [46] proposed a layer-by-layer unsupervised greedy learning algorithm in 2010. A stacked self-encoder is a superposition of multiple self-encoders in which the hidden layer of the previous layer is taken as the input layer of the next layer, and the parameters of the deep network are initialized by adopting unsupervised layer-by-layer pretraining, thereby improving the convergence speed and obtaining higher-level features. In this paper, softmax regression is used to construct a classifier to classify the features learned by SAE.Taking the construction of a self-codingN-layer stack with N automatic encoders as an example, the general steps of the SDAE are subsequently introduced.(i)
Step 1. The first AE corresponds to the first hidden layer Z1, the input layer is the original training data X, the output layer Y1 is the reconstruction of the input layer, and the parameters are obtained by minimizing the reconstruction error:(7)θ=ω11,b11,ω12,b12.(ii)
Step 2. The second AE corresponds to the second hidden layer Z2, in which the upper hidden layer Z1 is taken as the input layer and the output layer Y2 is taken as the reconstruction of the input layer Z1. The parameters are obtained by minimizing the reconstruction error. In the same way, the ith AE corresponds to the ith hidden layer Zi with the upper hidden layer Zi−1 as the input layer and the output layer Yi as the reconstruction of the input layer Zi−1, and the parameters are obtained by minimizing the reconstruction error.(iii)
Step 3. Stack self-coding refers to the training of each self-encoder layer-by-layer from left to right, and the trained optimal parameters are used as the initialization parameters of the neural network. After pretraining, the parameters of all layers can be adjusted by the BP algorithm.In order to facilitate readers to understand the structure of SDAE, this paper uses two DAEs to construct a two-layer stack self-coding, as shown in Figure1. First of all, the first automatic encoder corresponds to the first hidden layer Z, the input layer X is the original training data, and the output layer Y is the reconstruction of the input layer X by minimizing the reconstruction error. Then, the second automatic encoder corresponds to the second hidden layer T, which takes the hidden layer Z of the previous layer as the input layer, reconstructs the input layer Z as the output layer S, and obtains the parameters by minimizing the reconstruction error. Finally, the output layer S is discarded, and the computing tools or classification tools needed for research are connected to the hidden layer T for output O [47].Figure 1
Structure diagram of SDAE composed of two DAEs.


## 2.2.3. The Data Flow Graph and Pseudocodes of SDAE

The data flow graph based on SADE classification prediction application is shown in Figure2.Figure 2
Data flow graph based on SADE classification prediction application.(i)
Step 1 (data collection and preprocessing): collect the original dataX by various methods, preprocess the original data by equation (2) to get sample set X∗, and divide the sample set X∗ to get training set X1∗ and verification set X2∗. Because the deep learning algorithm belongs to the black box model, the predicted values in the training iteration process are random numbers. In this paper, the label data of the training set and the label data of the verification set are added to distinguish the prediction results.(ii)
Step 2 (initialize parameters): set the maximum training times, learning efficiency, number of DEA networks, and initial values of weights. And bring the initialized parameters and data stream into the SDAE.(iii)
Step 3 (unsupervised learning and forward flow of input data): its pseudocodes are in Table2.(iv)
Step 4 (supervised learning): its pseudocodes are in Table3. Output the prediction result after reaching the calculation termination condition.Table 2
The pseudocode of unsupervised pretraining process.
Algorithm 1-2: unsupervised pretraining algorithm pre_trainEntering: training data train_XOutput: The result of parameter regularization1. sae = saetrain (sae, train_x, opts); (%) Construction of pre-training network2. nn = nnsetup ([28 100 100 1]); (%) Set the network structure3. nn.activation_function = “sigm”; (%) Activate function4. nn.output = “sigm”;(%) Decoding5. nn.learningRate = 1; (%) Learning rate in pretraining stage6. nn.W{1} = sae.ae{1}.W{1}; (%) The weights trained by sae are assigned to nn network as initial values, covering the previous random initialization7. nn.W{2} = sae.ae{2}.W{1};Table 3
The pseudocode of supervised learning algorithms.
Algorithm 1-3: NntrainInput: training data and label of training dataOutput: Adjusted model1. opts.numepochs = 1000; (%) Maximum number of iterations2. opts.batchsize = 60; (%) Parameter training is carried out with all training samples in each training3. (%) nn.weightPenaltyL2 = 10;4. nn = nntrain (nn, train_x, train_y, opts); (%) Training data extraction5. nn = nnff (nn, test_x, zeros (size (test_x, 1), nn.size (end))); (%) Test data extraction6. str = sprintf “(Predicted value 1 is (%)f”, nn.a{end}(1)∗(max1 − min1) + min1); (%) Denormalize the output predicted value7. str1 = sprintf “(Predicted value 2is (%)f”, nn.a{end}(2)∗(max1 − min1) + min1);8. str2 = sprintf “(Predicted value 3 is (%)f”, nn.a{end}(3)∗(max1 − min1) + min1);To facilitate the readers’ understanding of the data flow graph in Figure2, this section also detailed the pseudocodes of noise reduction encoder (Table 4), the unsupervised learning in Step 3 (Table 2), and supervised learning in Step 4 (Table 3).Table 4
The pseudocode of sae_train algorithm.
Algorithm 1-1: sae_trainInput: Input (training set or the result of the previous layer noise reduction decoder)Output: The result of parameter regularizationMethod: sae_train1. sae = saesetup ([28 100 100]);2. sae.ae{1}.activation_function = “sigm”; (%) Activate function (encoding)3. sae.ae{1}.output = “sigm”; (%) Decoding4. sae.ae{1}.learningRate = 1; (%) Learning rate5. sae.ae{1}.inputZeroMaskedFraction = 0.; (%) De-noising effect of automatic coding6. (%) sae.ae{1}.weightPenaltyL2 = 10; Regularized L2 factor7. sae.ae{2}.activation_function = “sigm”; (%) Coding8. sae.ae{2}.output = “sigm”; (%) Decoding9. sae.ae{2}.learningRate = 1;10. (%) sae.ae{2}.weightPenaltyL2 = 10;11. sae.ae{2}.inputZeroMaskedFraction = 0.; (%) The denoise autocoder trained in layers is equivalent to the dropout of hidden layers, which realizes the de-drying of automatic coder12. sae.ae{3}.activation_function = “sigm”; (%) Coding13. sae.ae{3}.output = “sigm”; (%) Decoding14. sae.ae{3}.learningRate = 1;15. (%) sae.ae{3}.weightPenaltyL2 = 10;16. sae.ae{3}.inputZeroMaskedFraction = 0.;17. opts.numepochs = 100; (%) Pre-training iterations18. opts.batchsize = 60; (%) Parameter training is carried out with all training samples in each training(1) Noise reduction encoder. The algorithm 1-1 in Table 4 is pseudocode of sae_train algorithm. The first line of the code defines the input layer as 28 nodes and the three hidden layers as 100 nodes. Lines 2–6 are the first autoencoder, which is equivalent to an encoder. The second autoencoder is in the 7th–11th lines. The third autoencoder is in the 12th–16th lines, which is equivalent to a decoder.(2) Unsupervised learning. Algorithm 1-2 in Table 2 is pseudocode of unsupervised pretraining process.The first line indicates that the unsupervised learning process is pretraining layer by layer, and each layer is pretrained independently. Lines 2–5 indicate that adding pretrained weights takes the weight matrix learned in the pretraining stage as the initial value of network weights. Line 6 of the code assigns sae trained weights to nn network as initial values, which covers the previous random initialization and prepares for the next supervised learning.(3) Supervised learning. Supervised learning is the core of the algorithm. Algorithm 1–3 in Table 3 is pseudocodes of supervised learning algorithms.The first line of algorithm 1–3 code indicates that 1000 iterations should be performed in the supervised training phase. The fourth line indicates that the prediction network extracts the data of influencing factors and affected factors (construction cost) in the stage of supervised learning and training. Lines 6–8 indicate that the input is propagated forward, and the results are obtained by the output layer after layer-by-layer weight assignment and feature extraction of all hidden layers.


## 3. Case Analysis

### 3.1. Acquisition and Normalization of Case Data

In this paper, 60 foundation pit projects in Hubei Province, China, were selected as a case study. The cost data of these projects were provided by two cooperative units (CCTEB Infrastructure Construction Investment Co., Ltd; China Construction First Group Corporation Limited). They provided the construction cost data of about 200 foundation pit projects, and the data of only 63 foundation pit projects was available. Finally, the authors randomly selected 60 foundation pit projects as case studies.Only some engineering data of the projects are reported in Table5 due to spatial constraints. In Table 5, y is the actual cost of each foundation pit project, and the unit is millions of RMB. The data of quantitative indicators were obtained by field research, market research, and the consultation of project management data. The reference period of the labor cost index, steel bar cost index, concrete cost index, and machinery cost index is January 1, 2018.Table 5
Data for 60 case projects.
Factors123456⋯585960X113.42.75.55.06.37.5⋯10.312.59.3X12234275⋯522X14346653⋯646X16112231⋯121X177366311781136120613863⋯365163114378X21221123⋯221X23332233⋯233X311.181.181.451.181.321.32⋯1.321.181.32X320.960.960.850.850.890.89⋯0.890.851.03X330.930.931.121.121.371.37⋯1.371.120.94X341.251.251.161.391.161.39⋯1.161.391.16X41223311⋯224X426082736094103⋯144230126Y5.174.837.6111.3612.0116.37⋯18.3723.1124.74The data of the qualitative indicators were obtained by questionnaire surveys of 10 to 20 experts. The scoring result with the highest frequency was selected as the qualitative index score of the case project. In the questionnaire survey, experts were selected according to the criteria of being between 35 and 55 years old, holding a professional title above senior engineer or associate professor and having participated in the project construction for more than 6 months. With the assistance of SPSS 22 software, the reliability of the questionnaire survey results was analysed. The value of Cronbach’sα was found to be 0.731; this exceeds the required minimum value of 0.6 [48], thereby indicating that the questionnaire survey results were reliable.According to the content of Section2.1.4, the 13 input vectors of the preliminary statistical training samples were normalized by equation (1) and were introduced into the SDAE via MATLAB software for calculation. The CPU of computer used in the case analysis was the Intel (R) Core (TM) i3-4170 @ 3.70 GHz, the memory was 6.00 GB, and the system was the Windows 7.


### 3.2. Prediction Results

In the process of modeling with the SDAE, the available data should be divided into two groups. The data of the training set is used for training, while the data of the test set is used for checking the model. Many researchers choose 90%: 10%, 80%: 20%, or 70%: 30% as the training and testing split ratio [49]. After normalization, the first 54 groups of data were taken as sample sets, and the remaining 6 groups were taken as test sets. Therefore, the ratio of training set data to test set data is 90%: 10%.In view of the adjustability of the parameters in the SDAE model, the initial parameters were set as follows [30]: the maximum number of training iterations was 1000, the learning efficiency was 1.2, the number of DAEs was 3, and the initial weight value was 5. The error function diagram is presented in Figure 3.Figure 3
The chart of the error loss function.According to Figure3, the predicted data converged between 80 and 100 iterations of the training process. MATLAB was then used to run the resulting code for a reverse data check, and the global error of pretraining (unsupervised learning) was found to reach 0.043 in the 90th training iteration and 0.025 in the 100th training iteration. In the supervised learning stage, it was found that the global error reached 0.00001 in the 653rd iteration, which met the prediction accuracy requirements.The comparison between the predicted results and actual values of the foundation pit project construction costs is presented in Table6. The average relative error of the six test sets was 1.54%.Table 6
The prediction results of the proposed model.
Number of test set555657585960Actual cost7.384.1931.4818.3723.1124.74Forecast cost7.254.1232.3518.5323.4524.57Relative error (%)1.761.672.760.871.470.69In addition, 10-fold crossvalidation was conducted to test the accuracy of the algorithm [50]. The accuracy of 10 calculation results is exhibited in Figure 4 and was found to be very good. The errors of ten calculations were decreased. The average value of the maximum relative error was only 2.84%, and the average value of the minimum relative error was only 0.49%. In addition, the results of the 10 calculations were stable, which also proves the stability of the proposed algorithm.Figure 4
Error results of 10-fold crossvalidation.


## 3.1. Acquisition and Normalization of Case Data

In this paper, 60 foundation pit projects in Hubei Province, China, were selected as a case study. The cost data of these projects were provided by two cooperative units (CCTEB Infrastructure Construction Investment Co., Ltd; China Construction First Group Corporation Limited). They provided the construction cost data of about 200 foundation pit projects, and the data of only 63 foundation pit projects was available. Finally, the authors randomly selected 60 foundation pit projects as case studies.Only some engineering data of the projects are reported in Table5 due to spatial constraints. In Table 5, y is the actual cost of each foundation pit project, and the unit is millions of RMB. The data of quantitative indicators were obtained by field research, market research, and the consultation of project management data. The reference period of the labor cost index, steel bar cost index, concrete cost index, and machinery cost index is January 1, 2018.Table 5
Data for 60 case projects.
Factors123456⋯585960X113.42.75.55.06.37.5⋯10.312.59.3X12234275⋯522X14346653⋯646X16112231⋯121X177366311781136120613863⋯365163114378X21221123⋯221X23332233⋯233X311.181.181.451.181.321.32⋯1.321.181.32X320.960.960.850.850.890.89⋯0.890.851.03X330.930.931.121.121.371.37⋯1.371.120.94X341.251.251.161.391.161.39⋯1.161.391.16X41223311⋯224X426082736094103⋯144230126Y5.174.837.6111.3612.0116.37⋯18.3723.1124.74The data of the qualitative indicators were obtained by questionnaire surveys of 10 to 20 experts. The scoring result with the highest frequency was selected as the qualitative index score of the case project. In the questionnaire survey, experts were selected according to the criteria of being between 35 and 55 years old, holding a professional title above senior engineer or associate professor and having participated in the project construction for more than 6 months. With the assistance of SPSS 22 software, the reliability of the questionnaire survey results was analysed. The value of Cronbach’sα was found to be 0.731; this exceeds the required minimum value of 0.6 [48], thereby indicating that the questionnaire survey results were reliable.According to the content of Section2.1.4, the 13 input vectors of the preliminary statistical training samples were normalized by equation (1) and were introduced into the SDAE via MATLAB software for calculation. The CPU of computer used in the case analysis was the Intel (R) Core (TM) i3-4170 @ 3.70 GHz, the memory was 6.00 GB, and the system was the Windows 7.


## 3.2. Prediction Results

In the process of modeling with the SDAE, the available data should be divided into two groups. The data of the training set is used for training, while the data of the test set is used for checking the model. Many researchers choose 90%: 10%, 80%: 20%, or 70%: 30% as the training and testing split ratio [49]. After normalization, the first 54 groups of data were taken as sample sets, and the remaining 6 groups were taken as test sets. Therefore, the ratio of training set data to test set data is 90%: 10%.In view of the adjustability of the parameters in the SDAE model, the initial parameters were set as follows [30]: the maximum number of training iterations was 1000, the learning efficiency was 1.2, the number of DAEs was 3, and the initial weight value was 5. The error function diagram is presented in Figure 3.Figure 3
The chart of the error loss function.According to Figure3, the predicted data converged between 80 and 100 iterations of the training process. MATLAB was then used to run the resulting code for a reverse data check, and the global error of pretraining (unsupervised learning) was found to reach 0.043 in the 90th training iteration and 0.025 in the 100th training iteration. In the supervised learning stage, it was found that the global error reached 0.00001 in the 653rd iteration, which met the prediction accuracy requirements.The comparison between the predicted results and actual values of the foundation pit project construction costs is presented in Table6. The average relative error of the six test sets was 1.54%.Table 6
The prediction results of the proposed model.
Number of test set555657585960Actual cost7.384.1931.4818.3723.1124.74Forecast cost7.254.1232.3518.5323.4524.57Relative error (%)1.761.672.760.871.470.69In addition, 10-fold crossvalidation was conducted to test the accuracy of the algorithm [50]. The accuracy of 10 calculation results is exhibited in Figure 4 and was found to be very good. The errors of ten calculations were decreased. The average value of the maximum relative error was only 2.84%, and the average value of the minimum relative error was only 0.49%. In addition, the results of the 10 calculations were stable, which also proves the stability of the proposed algorithm.Figure 4
Error results of 10-fold crossvalidation.


## 4. Discussion

In this work, the SDAE was used to predict the construction costs of foundation pit projects. However, there were still two limitations in this study. (1) Different definitions of construction cost might have different influencing factors, which had a certain impact on the prediction results. If the cost definition was different from that, in the introduction of this paper, the influencing factors of foundation pit project construction cost would be likely to be different. (2) While the SDAE was successfully used to construct a prediction model of foundation pit project construction costs, many other deep learning methods could have been used.


### 4.1. Prediction Error Analysis of Different Forecasting Methods

At present, the commonly used cost forecasting methods are the calculation method based on national standard, the multivariate return analysis [21, 25], BP [25], GA-BP [51], SVM [34], and REF [52] models. In this study, the first 54 groups of data were selected as sample sets and the last 6 groups of data were selected as test sets and were also introduced into the models for calculation.In this paper, 17 engineers were invited to calculate the construction cost of 60 foundation pit projects in the case analysis by using the Chinese national code (Code of bills of quantities and valuation for construction works, GB 50500-2013). The calculation took 24 days, and the results are shown in Figure5. It could be seen that the calculation error of the GB 50500-2013 was very large, and the maximum error was 57.69%. The main reason might be that the calculation method based on the GB 50500-2013 roughly estimated that the construction cost was linear with the engineering quantity, while ignoring the influence of engineering changes on the construction cost. In addition, too long calculation time was another important deficiency of the calculation method based on the GB 50500-2013.Figure 5
Relative errors of different computational models.Using the return analysis function in Microsoft Excel 2016 software, the expression of multivariate return was calculated as follows:(8)y=4.278+1.375X12−0.000034X15+0.00493X17+3.04X41−0.1915X42.The data of the test set were introduced into equation (8), and the prediction results are presented in Figure 5. According to equation (8), it can be known that only five factors were related to the prediction results when using multivariate return analysis. The failure to make full use of all index data is one of the important reasons for the low accuracy of the calculation results of this method [21].In the BP algorithm, the selected training function was “traingda,” the activation function of the hidden layers was “logsig,” and the activation function of the output layers was “purelin.” The target error of training was set as 1 × 10−6, and the maximum number of iterations was set as 1000. The learning rule of the network was the error gradient descent method. In the GA-BP algorithm, the number of individuals in the population was 50, the maximum genetic algebra was 1000, the number of binary digits was 20, and the generation gap was 0.9. In the cost prediction based on the SVM, the number of iterations was 100, and the population size and k value were 20 and 0.6, respectively. The calculation results are reported in Figure 5.The maximum relative error of the SDAE model was only 0.0283, which is considerably less than the maximum relative errors of the other algorithms. The relative error is an important index in error analysis, and Table7 presents the relative errors of several different calculation models. The relative error calculated by the proposed method was less than 3%, and the average error was only 1.54%. Among all the methods, the calculation error of the multivariate return analysis method was the largest, and the relative error was as high as 140.52%. The calculation errors of the BP, GA-BP, SVM, and RBF models were large, and the maximum relative errors were 34.43%, 16.39%, 13.60%, and 6.83%, respectively. These results also prove that the proposed method is effective and advanced in predicting the construction costs of foundation pit projects.Table 7
Comparison of the three error representations of different models.
Error representationsR2RMSEMAEGB 50500-20130.37982.17016.8911Return analysis method0.23113.90109.1758BP0.64101.37253.1433GA-BP0.82760.81301.6050SVM0.85310.62031.2604REF0.89700.69771.0432SDAE0.97430.41100.3050In addition, combined with the calculation results of other error analysis tools, it could be qualitatively considered that SDAE had the highest calculation accuracy in case analysis, and the calculation accuracy order of other methods was as follows: REF > SVM > GA-BP > BP > return analysis method. This sort of calculation accuracy was consistent with the previous research results [21, 25, 51], which also proved that the case analysis in this paper was scientific and correct.In order to further compare and analyze the calculation errors of various calculation methods, the coefficient of determinationR2, the root mean square error RMSE, and the mean absolute error MAE were used to analyze the prediction error in the case study.R2 indicates the degree of correlation between the actual and predicted values. The closer R2 is to 1, the higher the correlation; conversely, the closer R2 is to 0, the lower the correlation [53]:(9)R2=1−∑i=1Nyiexp−yipre2∑i=1Nyiexp−yiexp¯2,where yiexp is the actual result, yipre is the predicted result, and yiexp¯ is the average value of the actual results.TheRMSE is an important standard used to measure the prediction results of machine learning models [54]. Its calculation method is as follows:(10)RMSE=1N∑i=1Nyiexp−yipre2.TheMAE is the average of absolute errors, which can better reflect the actual situation of errors in predicted values [53]:(11)MAE=1N∑i=1Nyiexp−yipre.The error results of different methods are shown in Table7.According to the calculation results presented in Table3, the R2 value of the SDAE model was the highest, namely, 0.9743, which is very close to 1. In other words, the predicted values calculated by the SDAE model were very close to the actual values. Compared with the GB 50500-2013, the multiple return analysis method, BP, GA-BP, SVM, and REF models, the proposed model had better prediction results. The RMSE of the SDAE model was 0.1689, which is notably less than the RMSEs of the other algorithms. The MAE of the SDAE model was 0.305, which is notably less than the MAEs of the other algorithms. Compared with the other common methods, the SDAE model exhibited a superior calculation accuracy.


### 4.2. Stability Analysis of Different Computational Models

Stability determines the reliability and generalization of the model in engineering application. In this paper, the standard deviation was used as a measure of the stability of SDAE model. Among the 54 training samples in Section3.1, 20, 30, 40, and 50 samples were randomly selected as training sets, and the last 6 samples were also used as test sets. The standard deviations of different models are shown in Table 8.Table 8
Stability of calculation results under different sample numbers.
Model20304050GB 50500-20134.8903.2832.8402.594Return analysis method13.3707.2926.3824.900BP10.0637.0635.9853.801GA-BP3.2662. 0060.9221.312SVM2.6501.9851.2980.578REF1.7831.3571.0341.231SDAE0.9311.0470.4610.058It can be seen from Table8 that the SDAE model showed a low standard deviation of prediction, regardless of the size of the training sample. The SDAE had the strongest stability with the increase of the training sample size. The larger the training sample size, the stronger the stability of SDAE model. Compared with the Chinese national code, the diversified return method, the BP, the GA-BP, the SVM, and the RBF, the standard deviation of SDAE was lowest, which showed that this model had stronger stability than other models.


### 4.3. The Influence of the Number of Input Variables on the Prediction Results

According to previous research results [13], when an artificial intelligence method is applied to the prediction of construction costs, the number of input variables has a notable influence on the accuracy of the prediction results. Therefore, the influence of the number of input variables on the prediction results was analysed. Considering that many factors affect the construction costs of foundation pit projects, only the following situations were analysed. Plan A was the use of the 16 influencing factors identified in Section 2.2.1. In Plan B, the influencing factor X11 (the depth of the foundation pit) was deleted. In Plan C, the influencing factor X12 (the form of the foundation pit support) was deleted. In Plan D, the influencing factors X11 and X12 were deleted. In Plan E, the influencing factor X13 (the form of the infrastructure) was deleted. In Plan F, the influencing factors X11, X12, and X13 were deleted. In Plan G, the X13, X15, and X22 were deleted. The index system of the Plan G was the same as that in case analysis. In Plan H, the influencing factors X11, X12, X13, and X21 (the on-site construction conditions) were deleted. In Plan I, the influencing factors X11, X12, X13, X21, and X22 (meteorological characteristics) were deleted. Finally, in Plan J, the influencing factors X11, X12, X13, X21, X22, X31 (the labor cost index), and X32 (the steel bar cost index) were deleted. The calculation results of these plans are shown in Table 9.Table 9
Error analysis of the calculation results with different numbers of input variables.
Error representationsR2RMSEMAEPlan A0.9790.4020.295Plan B0.9430.4730.323Plan C0.9520.4860.347Plan D0.9010.5200.483Plan E0.9690.4150.309Plan F0.8940.4230.334Plan G0.9740.4110.305Plan H0.8630.5690.518Plan I0.8710.5970.510Plan J0.8580.5660.528When impact factor X11 (Plan B) or X12 (Plan C) was deleted, the error of the calculation results increased obviously, whereas this did not occur when other single factors (such as Plan E) were deleted. In the example of reducing two influence factors at the same time (Plan D), the error of the calculation results increased obviously when X11 and X12 were deleted. However, when other influencing factors in addition to X11 and X12 were deleted, the calculation error did not increase obviously. For example, the maximum relative error of Plan I, in which influencing factors X11, X12, X13, X21, X22, X31, and X32 were deleted, was 6.0%, which is only slightly larger when only influencing factors X11 and X12 were deleted based on this analysis, it can be preliminarily considered that the influencing factors X11 and X12 have a substantial influence on the calculation accuracy. Comparing Plan A and Plan G, the calculation errors of the two index systems were very close. This could explain the rationality and efficiency of the index screening results in Section2.1.4 of this paper. It should be emphasized that the analysis and discussion on the number of input variables in this section was preliminary, not complete. The main reason was that there were too many input variables.


## 4.1. Prediction Error Analysis of Different Forecasting Methods

At present, the commonly used cost forecasting methods are the calculation method based on national standard, the multivariate return analysis [21, 25], BP [25], GA-BP [51], SVM [34], and REF [52] models. In this study, the first 54 groups of data were selected as sample sets and the last 6 groups of data were selected as test sets and were also introduced into the models for calculation.In this paper, 17 engineers were invited to calculate the construction cost of 60 foundation pit projects in the case analysis by using the Chinese national code (Code of bills of quantities and valuation for construction works, GB 50500-2013). The calculation took 24 days, and the results are shown in Figure5. It could be seen that the calculation error of the GB 50500-2013 was very large, and the maximum error was 57.69%. The main reason might be that the calculation method based on the GB 50500-2013 roughly estimated that the construction cost was linear with the engineering quantity, while ignoring the influence of engineering changes on the construction cost. In addition, too long calculation time was another important deficiency of the calculation method based on the GB 50500-2013.Figure 5
Relative errors of different computational models.Using the return analysis function in Microsoft Excel 2016 software, the expression of multivariate return was calculated as follows:(8)y=4.278+1.375X12−0.000034X15+0.00493X17+3.04X41−0.1915X42.The data of the test set were introduced into equation (8), and the prediction results are presented in Figure 5. According to equation (8), it can be known that only five factors were related to the prediction results when using multivariate return analysis. The failure to make full use of all index data is one of the important reasons for the low accuracy of the calculation results of this method [21].In the BP algorithm, the selected training function was “traingda,” the activation function of the hidden layers was “logsig,” and the activation function of the output layers was “purelin.” The target error of training was set as 1 × 10−6, and the maximum number of iterations was set as 1000. The learning rule of the network was the error gradient descent method. In the GA-BP algorithm, the number of individuals in the population was 50, the maximum genetic algebra was 1000, the number of binary digits was 20, and the generation gap was 0.9. In the cost prediction based on the SVM, the number of iterations was 100, and the population size and k value were 20 and 0.6, respectively. The calculation results are reported in Figure 5.The maximum relative error of the SDAE model was only 0.0283, which is considerably less than the maximum relative errors of the other algorithms. The relative error is an important index in error analysis, and Table7 presents the relative errors of several different calculation models. The relative error calculated by the proposed method was less than 3%, and the average error was only 1.54%. Among all the methods, the calculation error of the multivariate return analysis method was the largest, and the relative error was as high as 140.52%. The calculation errors of the BP, GA-BP, SVM, and RBF models were large, and the maximum relative errors were 34.43%, 16.39%, 13.60%, and 6.83%, respectively. These results also prove that the proposed method is effective and advanced in predicting the construction costs of foundation pit projects.Table 7
Comparison of the three error representations of different models.
Error representationsR2RMSEMAEGB 50500-20130.37982.17016.8911Return analysis method0.23113.90109.1758BP0.64101.37253.1433GA-BP0.82760.81301.6050SVM0.85310.62031.2604REF0.89700.69771.0432SDAE0.97430.41100.3050In addition, combined with the calculation results of other error analysis tools, it could be qualitatively considered that SDAE had the highest calculation accuracy in case analysis, and the calculation accuracy order of other methods was as follows: REF > SVM > GA-BP > BP > return analysis method. This sort of calculation accuracy was consistent with the previous research results [21, 25, 51], which also proved that the case analysis in this paper was scientific and correct.In order to further compare and analyze the calculation errors of various calculation methods, the coefficient of determinationR2, the root mean square error RMSE, and the mean absolute error MAE were used to analyze the prediction error in the case study.R2 indicates the degree of correlation between the actual and predicted values. The closer R2 is to 1, the higher the correlation; conversely, the closer R2 is to 0, the lower the correlation [53]:(9)R2=1−∑i=1Nyiexp−yipre2∑i=1Nyiexp−yiexp¯2,where yiexp is the actual result, yipre is the predicted result, and yiexp¯ is the average value of the actual results.TheRMSE is an important standard used to measure the prediction results of machine learning models [54]. Its calculation method is as follows:(10)RMSE=1N∑i=1Nyiexp−yipre2.TheMAE is the average of absolute errors, which can better reflect the actual situation of errors in predicted values [53]:(11)MAE=1N∑i=1Nyiexp−yipre.The error results of different methods are shown in Table7.According to the calculation results presented in Table3, the R2 value of the SDAE model was the highest, namely, 0.9743, which is very close to 1. In other words, the predicted values calculated by the SDAE model were very close to the actual values. Compared with the GB 50500-2013, the multiple return analysis method, BP, GA-BP, SVM, and REF models, the proposed model had better prediction results. The RMSE of the SDAE model was 0.1689, which is notably less than the RMSEs of the other algorithms. The MAE of the SDAE model was 0.305, which is notably less than the MAEs of the other algorithms. Compared with the other common methods, the SDAE model exhibited a superior calculation accuracy.


## 4.2. Stability Analysis of Different Computational Models

Stability determines the reliability and generalization of the model in engineering application. In this paper, the standard deviation was used as a measure of the stability of SDAE model. Among the 54 training samples in Section3.1, 20, 30, 40, and 50 samples were randomly selected as training sets, and the last 6 samples were also used as test sets. The standard deviations of different models are shown in Table 8.Table 8
Stability of calculation results under different sample numbers.
Model20304050GB 50500-20134.8903.2832.8402.594Return analysis method13.3707.2926.3824.900BP10.0637.0635.9853.801GA-BP3.2662. 0060.9221.312SVM2.6501.9851.2980.578REF1.7831.3571.0341.231SDAE0.9311.0470.4610.058It can be seen from Table8 that the SDAE model showed a low standard deviation of prediction, regardless of the size of the training sample. The SDAE had the strongest stability with the increase of the training sample size. The larger the training sample size, the stronger the stability of SDAE model. Compared with the Chinese national code, the diversified return method, the BP, the GA-BP, the SVM, and the RBF, the standard deviation of SDAE was lowest, which showed that this model had stronger stability than other models.


## 4.3. The Influence of the Number of Input Variables on the Prediction Results

According to previous research results [13], when an artificial intelligence method is applied to the prediction of construction costs, the number of input variables has a notable influence on the accuracy of the prediction results. Therefore, the influence of the number of input variables on the prediction results was analysed. Considering that many factors affect the construction costs of foundation pit projects, only the following situations were analysed. Plan A was the use of the 16 influencing factors identified in Section 2.2.1. In Plan B, the influencing factor X11 (the depth of the foundation pit) was deleted. In Plan C, the influencing factor X12 (the form of the foundation pit support) was deleted. In Plan D, the influencing factors X11 and X12 were deleted. In Plan E, the influencing factor X13 (the form of the infrastructure) was deleted. In Plan F, the influencing factors X11, X12, and X13 were deleted. In Plan G, the X13, X15, and X22 were deleted. The index system of the Plan G was the same as that in case analysis. In Plan H, the influencing factors X11, X12, X13, and X21 (the on-site construction conditions) were deleted. In Plan I, the influencing factors X11, X12, X13, X21, and X22 (meteorological characteristics) were deleted. Finally, in Plan J, the influencing factors X11, X12, X13, X21, X22, X31 (the labor cost index), and X32 (the steel bar cost index) were deleted. The calculation results of these plans are shown in Table 9.Table 9
Error analysis of the calculation results with different numbers of input variables.
Error representationsR2RMSEMAEPlan A0.9790.4020.295Plan B0.9430.4730.323Plan C0.9520.4860.347Plan D0.9010.5200.483Plan E0.9690.4150.309Plan F0.8940.4230.334Plan G0.9740.4110.305Plan H0.8630.5690.518Plan I0.8710.5970.510Plan J0.8580.5660.528When impact factor X11 (Plan B) or X12 (Plan C) was deleted, the error of the calculation results increased obviously, whereas this did not occur when other single factors (such as Plan E) were deleted. In the example of reducing two influence factors at the same time (Plan D), the error of the calculation results increased obviously when X11 and X12 were deleted. However, when other influencing factors in addition to X11 and X12 were deleted, the calculation error did not increase obviously. For example, the maximum relative error of Plan I, in which influencing factors X11, X12, X13, X21, X22, X31, and X32 were deleted, was 6.0%, which is only slightly larger when only influencing factors X11 and X12 were deleted based on this analysis, it can be preliminarily considered that the influencing factors X11 and X12 have a substantial influence on the calculation accuracy. Comparing Plan A and Plan G, the calculation errors of the two index systems were very close. This could explain the rationality and efficiency of the index screening results in Section2.1.4 of this paper. It should be emphasized that the analysis and discussion on the number of input variables in this section was preliminary, not complete. The main reason was that there were too many input variables.


## 5. Conclusion

Foundation pit project construction costs are an important component of building project construction costs. The prediction of foundation pit project construction costs is the basis of not only cost planning but also of the cost decisions and planning of construction projects. In this paper, beginning from the four attributes of construction cost management (engineering, the environment, the market, and management), the influencing factors of foundation pit project construction costs were identified. Combined with China’s national standards and the practice of foundation pit project management, a method of the quantization of the influencing factors was provided. Then, the SDAE was utilized to construct a prediction model of foundation pit project construction costs. Finally, 60 foundation pit projects in Hubei Province, China, were selected for a case analysis. The case study results demonstrated that, compared with the actual construction costs, the calculation error of the proposed method was less than 3%, and the average error was only 1.54%. In addition, three error analysis tools commonly used in machine learning (the determination coefficient, root mean square error, and mean absolute error) emphasized that the calculation accuracy of the proposed method was superior to those of the Chinese national code, the multivariate return method, the BP model, the BP model optimized by the genetic algorithm, the SVM model, and the RBF model. For 60 foundation pit projects in case analysis, deleting X13, X15, and X22 did not affect the prediction results. The result also proved the rationality and efficiency of the key impact indicators obtained by the rough set. On the basis of the research results in this paper, relevant researchers are encouraged to further find a complete and universal system of influencing factors affecting the project construction cost of deep foundation pit.



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*Source: 8824388-2020-12-03.xml*