________________________________
*Corresponding author: Department of Water Resource Engineering, Universitas Brawijaya, Malang 65145, Indonesia E-mail address: [email protected] (Muhammad Taufiqurrohman)
doi: https://doi.org/10.21776/ub.pengairan.2024.015.01.2
Received: 2023-06-14; Revised: 2023-11-07; Accepted: 2024-03-12.
P-ISSN: 2086-1761 | E-ISSN: 2477-6068 © 2024 [email protected]. All rights reserved.
Vol. 15 No. 1 (2024)
Jurnal Teknik Pengairan: Journal of Water Resources Engineering
Journal homepage: https://jurnalpengairan.ub.ac.id/index.php/jtp
Original research article
Study of Drainage Channel Planning with Building Information Modeling (BIM) Implementation in UB Forest Buntoro
Muhammad Taufiqurrohman*, Very Dermawan, Evi Nur Cahya
Department of Water Resource Engineering, Universitas Brawijaya, Malang 65145, Indonesia
A R T I C L E I N F O A B S T R A C T Keywords:
Building information modeling;
BIM;
Civil 3D;
Drainage channel;
SSA
The UB Forest Buntoro area is a biodiversity conservation zone that has the potential to be developed into a tourist forest, so it is planned to build a drainage channel in each section of the road to overcome the runoff that occurs. This research aims to describe an example of the application of BIM in construction planning for drainage channels. In this study, drainage channel planning was done using AutoCAD Civil 3D and Storm and Sanitary Analysis (SSA) software.
The AutoCAD Civil 3D application is used to create a road route for which drainage channels are planned, and the SSA is used to analyze the hydrology and hydraulics of the drainage channel.
Based on Building Information Modeling findings, the optimal drainage channel design yielded channel dimensions of 0.4 m × 0.4 m. The main channels (RC (Right Channel) and LC (Left Channel)) are planned to use gabion material, while the culverts are planned to use u-ditch material and a construction planning cost of 1.571.818.500,00 IDR. This study intends to give an example of how Building Information Modeling (BIM) is applied in Indonesia, particularly in the area of water resources. It does this by utilizing AutoCAD Civil 3D and SSA programs to design drainage channels.
1. Introduction
Information and communication technology has also experienced rapid development from time to time, as evidenced by the many innovations and new technological inventions that have emerged. People who previously used traditional technology have now switched to using more modern technology, such as digital technology [1].
An advanced technology in the field of construction, namely Building Information Modeling (BIM) can accelerate the development process, so that infrastructure development can run more efficiently and productively.
The application of BIM in the world of construction, for consultants, contractors, and developers will save time, costs, and labor required. Building Information Modeling (BIM) provides benefits as a communication medium in effective stakeholder collaboration, so that understanding, achieving the best design to the integration of data, ideas, designs, and stakeholder perceptions will be easier to achieve [2].
The UB Forest area is one of the forests with the status of a special purpose forest area located in Karangploso District, Malang Regency, East Java Province. With a land area of 544 hectares, the UB Forest area is specifically designated for education, research, development, and training purposes managed by Brawijaya University. The UB Forest Buntoro
area is a biodiversity conservation zone that has the potential to be developed into a tourist forest, so the plan is to build a drainage channel on each section of the road.
Drainage is a technical measure to reduce excess water, either from rainwater, seepage, or excess irrigation water from an area or land, so that the function of the area or land is not disturbed [3]. The drainage channel is useful to keep the road body dry and excess water can be controlled, so that excess water does not disturb road users and damage the road body.
Generally, drainage channels utilize the force of gravity to drain water [4].
The existing condition of the road in the UB Forest Buntoro area is still a rocky and dirt road, and there are no drainage channels. When the rainy season arrives in some areas there are puddles that are quite disruptive to the activities of the community, because the road in the area is difficult to access [5].
Therefore, to overcome these problems, the construction of drainage channels is planned by applying BIM using AutoCAD Civil 3D and Storm and Sanitary Analysis (SSA) applications. The purpose of this research is to determine the capacity of the planned drainage channel to rainfall with a return period of 5 years and determine the runoff control that can be done in the study area [6].
The absence of articles that discuss BIM usage demonstrates that BIM implementation in Indonesia is underdeveloped [7]. Therefore, this research on the implementation of Building Information Modeling (BIM) in drainage channel design using AutoCAD Civil 3D and SSA applications aims to provide an example of the application of BIM in Indonesia, especially in the field of water resources.
The study scope in this research is in the form of Building Information Modeling of drainage channels using AutoCAD Civil 3D application, which is then analyzed again by SSA to determine the capacity of the planned drainage channel.
2. Material and Methods 2.1. Study Location
This research is located in the UB Forest Buntoro (Figure 1). The UB Forest Buntoro area is administratively included in Ngenep Village, Karangploso District, Malang Regency. The study site is located at coordinates 7° 50' 23.3'' N and 122° 36' 16.4'' E. When looking at the conditions at the study site, drainage channel planning in the area is necessary, given that the study site is in an area that has high rainfall, runoff, and slope. In addition, conditions on the surrounding roads are difficult to access when it rains due to excess water that occurs along the road body. The blue line shows the road area where the drainage channel is planned.
2.2. Data Collection
The data used in this study are primary data and secondary data. For primary data in this study is topographic measurement data at the study site. And for secondary data obtained from the Department of Public Works for Water Resources, East Java Province, Geospatial Information Agency, and through the Google Earth. The secondary data needed to complete this research are as follows:
a. Annual maximum daily rainfall data for 15 years (2002 – 2021) in the Bango Sub-watershed, with four rainfall stations closest to the study site such as Ngunjung, Temas, Karangploso, and Singosari Rainfall Stations.
b. Land Use Map created using Bango Sub-watershed map with a plan scale of 1:8.000. This map is used to determine the runoff coefficient in calculating the design flood discharge.This land use map was created using ArcMap software.
c. Shapefile map of Malang Regency with scale 1:25.000.
2.3. Hydrology Data Processing
The following are the steps of hydrological analysis in conducting this research:
a. Measured data from several rainfall stations must be calculated to obtain regional average rainfall data [8].
Determination of rainfall stations by analyzing regional rainfall to determine the influence of the selected rainfall stations using the Thiessen Polygons method [9].
b. Testing the consistency of rainfall data using the Rescaled Adjusted Partial Sums (RAPS) method. Consistency testing of rainfall data utilized Rescaled Adjusted Partial Sums (RAPS) because the available data comprises singular data [9].
Figure 1. Study location
c. Frequency distribution analysis is used to calculate the amount of design rainfall (mm) with a certain return period. The purpose of frequency analysis of hydrological data is to find the relationship between the magnitude of extreme events and the frequency of occurrence using probability distributions. In this study, the Log Pearson Type III method was used. The reason for using this method is because the statistical parameter requirements are wide enough in range and fulfill. So it is flexible for all data distributions [10].
d. The goodnes of fit tests used in this study are the Chi- Square test and the Smirnov-Kolmogorov test. The calculation results of the two tests are then compared with the corresponding parameters with the significance level as the critical value [11].
e. Rainfall intensity is the amount of rain per unit time. The method used in calculating rain intensity is Mononobe method shown in Eq. (1) [12].
𝐼 = [𝑅24
24] [24 𝑇𝑐]
2/3
(1)
Where, I = rainfall intensity (mm/h); Tc = time of concentration (hour); R24 = maximum rainfall in 24 hours (mm).
For Indonesia itself, the average length of rain is 6 hours [13]. So in the calculation of rain intensity using the modified Mononobe formula, using the ratio of hourly rainfall as well as the following Eq. (2):
𝑅𝑇= 𝑡 × 𝑅𝑡− (𝑡 − 1) × 𝑅𝑡−1 (2) Where, RT = rainfall at hour-t (mm); Rt = rainfall intensity during t hours; t = rainfall duration (hour); R(t-1) = rainfall intensity during (t-1) hour.
f. A commonly used method for estimating peak surface flow rates (design flood discharge) is the Rational method.
This method is used on areas of about 10-100 ha for a 5- year return period [3].
𝑄 = 0.00278 × 𝐶 × 𝐼 × 𝐴 (3)
Where, Q = design flood discharge (m3/s), C = runoff coefficient, I = rainfall intensity (mm/h), A = watershed area (ha).
2.4. BIM Modeling in AutoCAD Civil 3D and Storm and Sanitary Analysis (SSA)
The modeling of drainage channels in this study is done using the AutoCAD Civil 3D and Storm and Sanitary Analysis applications. The AutoCAD Civil 3D application is used to create a road route for which drainage channels are planned, and the Storm and Sanitary Analysis application is used to analyze the hydrology and hydraulics of a channel in determining the dimensions of the drainage channel.
2.5. Calculation of CCE (Construction Cost Estimate) CCE, is planning a qualified building form, determining costs, and compiling technical and administrative implementation procedures [14]. The purpose of making CCE is to provide a definite picture of the form or construction, the amount of cost, and implementation and completion. The following are the stages in calculating CCE in general:
a. Calculate the volume of work.
b. Determine the basic unit price of wages and work materials.
c. Calculating the analysis of the unit price of work.
d. Calculating the amount of CCE, namely by multiplying the volume of work with unit price of work.
e. Recapitulation of CCE calculations.
3. Result and Discussion 3.1. Hydrological Analysis
Hydrological analysis is the first step taken to determine the effect of rainfall events on an area. This analysis is used to
determine the area due to the influence of rain, the amount of design rainfall, and rain intensity, which can then be used to calculate the amount of drainage discharge. The location of the drainage channel planning study is in the UB Forest Buntoro area, located in the Bango sub-watershed. This study uses the Thiessen polygon method to determine which rainfall data from rain stations to use. In Figure 2, it is found that the rainfall that affects the study location (UB Forest Buntoro area) is Karangploso Rain Station.
3.1.1.Rain Data Consistency Test
The data consistency test aims to determine the level of correctness of the data obtained from the rain station, using the RAPS (Rescaled Adjusted Partial Sums) method. This method is done calculation with the average (mean). With conditions if the results of Q
√ncount and R
√ncount are smaller than the critical value for the year and confidence level, then the data can be said to be consistent [15]. The RAPS test was conducted with a lot of data of 20 years and α = 90%. The results of the data consistency test can be seen in Table 1.
When comparing both √nQ count and √nQ table, then the value of √nQ count < √nQ table. As well as the value of √nR count < √nR table.
This means that the rain data is consistent.
Table 1. Rain data consistency test with RAPS method
Q
√n count 0.790 √nQ table 1.100
R
√n count 1.051 √nR table 1.340
Figure 2. Thiessen polygon of the study location
3.1.2.Frequency Distribution Analysis
Frequency distribution analysis in analyzing the design rainfall in this study is done using the Log Pearson Type III method. This method is commonly used in hydrological data processing in Indonesia because it is flexible and can be used for all data distributions [16] . Table 2 shows the results of the calculation of design rainfall using the Log Pearson III distribution.
By using this log pearson type III, the design rainfall value for the 5-year return period is obtained as 109.45 mm. Later, this design rainfall is used for further hydrological analysis.
3.1.3.Testing of Goodnes of Fit
Testing of goodnes of fit is carried out with the aim of knowing the truth of the selected frequency distribution hypothesis, in this case the distribution used is Log Pearson Type III. The goodnes of fit tests used in this study are the Chi- Square test and the Smirnov-Kolmogorov test [11]. Testing of goodnes of fit is intended to determine whether the truth of the hypothesis is accepted or rejected. Table 3 shows the results of the Chi-Square and Smirnov-Kolmogorov tests. The results show that the calculated value is smaller than the critical value. Therefore, the data has passed both tests.
3.1.4.Analysis of Rainfall Intensity
Rainfall intensity is the amount of rain that falls in a period of time. In Indonesia, the average rain lasts for 6 hours, so in determining the hourly rainfall, it is assumed that the rain is concentrated for 6 hours each day [13]. So, for example, the calculation using Equation (1) and (2) is as follows:
Tc = 1 hour → 𝑅𝑡 = [𝑅24
6] [61]2/3 = 0.5503 R24
RT=1 = 1 × 0.5503 R24 - (1-1) × R1-1 = 0.5503 R24
Using the Mononobe method above, then the calculations
for other hours are shown in Table 4.
Example of calculation of 1st hour rainfall intensity for a 5- year return period:
1st hour → 0.5503 R24 = 0.5503 (109.45) = 60.23 mm/h.
3.1.5.Calculation of Design Flood Discharge
In determining the design flood discharge, the runoff coefficient value is required. This value is adjusted according to the land use map of the study location. Figure 3 shows the land use map of the study site. The figure shows that land use in the study area is dominated by plantation/garden followed by fields, etc.
Table 2. Log Pearson III distribution design rainfall calculation
No Tr (years) X (mm)
1 2 86,93
2 5 109,45
3 10 126,78
Table 3. Chi-Square and Smirnov-Kolmogorov tests Chi-Square Test
χ2 count χ2 table (α = 1%) χ2 table (α = 5%)
3.50 < 9.21 5.99
Smirnov-Kolmogorov Test
Δmaks Δcr (α = 1%) Δcr (α = 5%)
0.10 < 0.35 0.29
Table 4. Rainfall intensity
Hour Ratio (%) Rainfall Intensity (mm/h)
1 55.03 60.23
2 14.30 15.66
3 10.03 10.98
4 7.99 8.74
5 6.75 7.38
6 5.90 6.45
Figure 3. Land use map of study site
At the study site, there are various land uses, so the runoff coefficient used is the combined runoff coefficient of the various land uses. Because the drainage channel planning is carried out in the road area in the UB Forest Buntoro area, which is on the left and right sides of the road as shown in Figure 4.
The method used in estimating the value of the design flood discharge at the study location is the rational method.
This method assumes that the rainfall that occurs has a uniform intensity and is evenly distributed throughout the drainage area [16]. This method requires parameters such as the runoff coefficient of a land use, rainfall intensity, and also the drainage area. Table 5 shows the results of the calculation of design flood discharge using the rational method.
As shown in Table 5, the discharge calculation results from RC are smaller than LC because each channel has a different catchment area coverage. The larger the area, the greater the resulting runoff discharge.
3.2. BIM Modeling of Drainage Channels
The modeling of drainage channels in this study is done using the AutoCAD Civil 3D and Storm and Sanitary Analysis applications. The AutoCAD Civil 3D application is used to create a road route for which drainage channels are planned, and the Storm and Sanitary Analysis application is used to analyze the hydrology and hydraulics of a channel in determining the capacity and dimensions of the drainage channel.
Figure 4. Drainage channels plan Table 5. Calculation of design flood discharge Channels
Runoff Coeff.
Rainfall
Intensity Area Flood Discharge (C) (mm/h) (ha) (m3/s)
RC 0.354 60.23 5.532 0.328
LC 0.367 60.23 9.587 0.589
3.2.1.Modeling in AutoCAD Civil 3D
Autodesk Civil 3D is the latest version of the development of AutoCAD Land Desktop, where Autodesk Civil 3D software already uses the concept of dynamic modeling [17].
The first step is to create a surface by inputting topographic measurement data. This surface is used for making contour maps from the measurement survey data obtained. Figure 5 shows a section of the surface model.
Making designs through AutoCAD Civil 3D requires alignment. The use of alignment is as the center line of a road geometry. After that, an assembly is made that shows the typical planning design that will be used. Because the plan is to make a road trace, the assembly (Figure 6) used is a road geometry with a width of 5 m, which is then used to form the basic structure of the corridor model.
If the corridor has been formed, the next step is to create the nodes and channels using a pipe network. Since the average road width at the study site is 5 m wide, the pipe network is planned 2.5 m from the alignment (road centerline) as shown in Figure 7. Drainage channels are planned on the right and left sides of the road.
3.2.2.Drainage Channel Analysis in Storm and Sanitary Analysis (SSA)
The results of making a pipe network in AutoCAD Civil 3D can then be processed and analyzed through SSA [18]. The pipe network that has been created in AutoCAD Civil 3D will become the shape of the channel flow in SSA, characterized by the appearance of nodes, junctions, and conveyance links.
Then, proceed with creating subbasins as runoff drainage areas. Figure 8 shows the schematic of the drainage channel network created in SSA.
Figure 5. Surface model
Figure 6. Assembly model
Figure 7. Pipe network model
Figure 8. Schematic of the drainage network
What is done after making the drainage channel network scheme is to fill in the runoff coefficient data in the subbasin dialog box. The purpose of the conveyance link dialog box is to determine the shape of the channel, channel dimensions, and other parameters. The use of IDF curves here is used to define precipitation in the model. That is done by filling in the rain intensity data that has been calculated. So in the hydrological analysis of modeling in this SSA, we used a rain intensity of 60.23 mm/hour with a running time of 1 hour.
After that, running the simulation is done. In determining the dimensions of the drainage channel is to conduct a trial.
For example, in Figure 9, the left channel was originally planned with a channel dimension of 0.3 m × 0.3 m. However, after running, it shows that the link P48 is colored blue. This indicates that the channel is overflowing due to the channel dimensions that are unable to accommodate the channel discharge.
Figure 10 shows the plot profile at link P48, where the channel overflowed with an indication of water filling the entire capacity of the channel. Therefore, due to the overflow in this channel, the dimension of the drainage channel was increased to 0.4 m × 0.4 m. After re-analyzing the new dimensions, Figure 11 shows that with a channel dimension of 0.4 m × 0.4 m at P48, overflow no longer occurs.
In modeling the drainage channel in UB Forest Buntoro using SSA software, several results were obtained. Channel dimensions, water level, and the amount of discharge that occurs are among the results obtained. For the example, Table 6 shows the results of modeling analysis on SSA for link 40 - 44, if the max flow depth of the channel is less than the design flow capacity, then the channel is declared safe from overflow [18]. In terms of analysis through SSA, the channel dimensions obtained are 0.4 m × 0.4 m. In addition, there are u-ditch culverts (with cover) measuring 0.4 m × 0.4 m. Error!
Reference source not found. shows the details of the channel, which is planned to use gabion material for main channels and u-ditch material for culverts.
Figure 9. Indication of overflow at link P48
Figure 10. Plot profile at link P48
Figure 11. Plot profile at link P48 after re-analyzing the dimension
Table 6. Analysis on SSA for link 40 - 44.
Link Height (m) Width (m) Peak Flow (cms) Max Flow Velocity (m/s)
Design Flow Capacity (cms)
Max Flow Depth (m)
P40 0.4 0.4 0.167 2.27 0.45 0.18
P41 0.4 0.4 0.198 2.03 0.37 0.24
P42 0.4 0.4 0.198 1.95 0.35 0.25
P43 0.4 0.4 0.203 2.33 0.43 0.22
P44 0.4 0.4 0.203 2.09 0.38 0.24
Figure 12. Channel design details
Figure 13 shows the position of the channels and culverts.
The dimensions used are both 0.4 m × 0.4 m. The reason for using u-ditch material for culverts is because this material is very practical and easy to use. Meanwhile, gabions for the main channel were used because they are suitable for forest areas because they are flexible to soil movement and reduce landslides.
3.2.3.SSA Model Validation
In general, model validation is concerned with the comparison between computed and measured flow hydrographs. The criterion used in model validation in this study is the peak discharge value. The following Table 7 shows the comparison between the peak runoff discharge from the SSA time series plot and a manual calculation using the rational method in subbasin S12. Results of modeling in SSA for the amount of runoff discharge are not much different from conventional calculations using the rational method.
This indicates that the SSA modeling results are considered validated.
Figure 13. Position of the channels and culverts
Table 7. Comparison of peak runoff discharge in S12
No Comparison Parameters Peak Runoff
(m3/s)
1 Time Series Plot (SSA) 0.0119
2 Manual Calculation (Rational Method) 0.0120 3.2.4.Volume Reports
An automatic calculation of excavation volume can be found by creating a channel according to the dimensions determined by SSA by creating an assembly and channel corridor in AutoCAD Civil 3D. After that, a cross-section is made to show the cross-section of the channel. Figure 14 is an example of a cross section in the right channel at STA 0+100.00.
Excavation is marked with red shading in the image. From the
results of the excavation volume analysis on the right channel and left channel through AutoCAD Civil 3D, the total excavation is 1,202.50 m3.
3.3. CCE Calculation
CCE (Construction Cost Estimate) is an estimate of the costs required for each development work or construction project. The total cost required until the project is completed can be estimated from the start. In this drainage channel planning, the basic unit price list is adjusted based on Malang Mayor Regulation No. 10 of 2022 concerning Unit Price of Construction Work [19], while the u-ditch price is based on the estimated price according to Indoprecast Mitra Karya, Inc.
The analysis of the unit price of work is based on the Regulation of the Minister of Public Works and Housing No.
1 of 2022 concerning Guidelines for Preparing Construction Cost Estimates [20]. Table 8 shows the calculated CCE results for drainage channel planning in the UB Forest Buntoro area, which resulted in a total CCE of 1,571,818,500.00 IDR.
Figure 14. Cross section STA. 0+100.00
Table 8. CCE calculation CHANNELS
No. Description Units Volume Unit Price Total Cost
(IDR) (IDR)
I EARTHWORK
1 Ordinary Land Excavation m3 1202.51 89,974.83 108,195,735.52
Sub Total I 108,195,735.52
II DRAINAGE STRUCTURE WORKS
1 Wire Gabion Stone Masonry with Hexagonal Holes 80 mm × 10
mm m3 787.25 1,566,642.49 1,233,343,189.25
2 Installation of Palmyra Layer (10 cm thick) as Channel Base
Layer m3 197.67 340,937.28 67,393,453.99
Sub Total II 1,300,393,945.41
Amount of Sub Total (I+II) 1,408,932,378.75
CULVERTS
No. Description Units Volume Unit Price Total Cost
(IDR) (IDR)
I EARTHWORK
1 Ordinary Land Excavation m3 3.48 110,324.68 384,459.43
Sub Total I 384,459.43
II DRAINAGE STRUCTURE WORKS
1 Installation of Precast U-Ditch 0.4 m × 0.4 m Width = 120 cm
(with cover) item 8.00 832,411.85 6,659,294.79
2 Sand Concrete for Working Floor with Quality fc = 7.4 Mpa m3 0.06 1,275,951.67 76,557.10
Sub Total II 6,735,851.89
Amount of Sub Total (I+II) 7,120,311.32
CCE Total (Channels and Culvert) 1,416,052,690.07
Tax 11% 155,765,795.91
Final Total 1,571,818,485.98
Rounding Amount 1,571,818,500.00
3.4.Sustainability of Building Information Modeling Levels and Dimensions
Building Information Modeling models in Autodesk Civil 3D can be exported as IFC (Industry Foundation Classes) data, which can then be used for the application of Open BIM as a universal approach to collaborative design, realization, and operation of buildings based on open standards and open workflows, exchanging project information with each other using non-exclusive neutral file formats [21]. 3D BIM is a 3D model of a building that already contains information parameters, more detailed components and can be integrated into various platforms and can be upgraded to the next dimension [22], [23]. The implementation of Building Information Modeling on drainage channels in the UB Forest Buntoro area has positioned BIM at level 2. At this level, BIM may already be utilized in cross-disciplinary cooperation. By connecting construction activities in planning 3D building models to simulate the construction process over time, the openness of the current format can be utilized to carry out the Building Information Modeling dimension stages further [24].
Additionally, 5D BIM may be used to calculate expenses, allowing for the generation of savings and efficiencies as well as the direction of construction, infrastructure, and land development costs [25].
4. Conclusion
The application of Building Information Modeling (BIM) has worked well, where BIM is applied to drainage channel planning using the Autodesk Civil 3D software program as a 3D basis in BIM, then the drainage channel capacity is analyzed using the SSA software program. From the results of Building Information Modeling the best design of the planned drainage channel obtained channel dimensions of 0.4 m × 0.4 m, with a planning cost for the construction of 1,424,621,700.00 IDR. Attachment to each other in the model parameters in Building Information Modeling in 3D results in the speed of model changes due to the results of the volume of work can accelerate decisions taken on construction implementation. So it can be concluded that the application of Building Information Modeling in the planning of drainage channels in the UB Forest Buntoro area can accelerate the creation and change of models based on the impact of the construction so that sustainable planning, besides that the results of the volume of work can be obtained quickly so as to accelerate decisions taken on construction implementation.
Author Declaration
Authors' contributions and responsibilities
The authors made substantial contributions to the conception and design of the study. The authors took responsibility for data analysis, interpretation, and discussion of results. The authors read and approved the final manuscript.
Funding
No funding information from the authors.
Availability of data and materials All data are available from the authors.
Competing interests
The authors declare no competing interest.
Additional information
No additional information from the authors.
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