International Journal of Research In Vocational Studies (IJRVOCAS)
Vol. 2 No. 4 (2023): IJRVOCAS – Special Issues – INCOSTIG – PP. 126~134 Print ISSN 2777-0168| Online ISSN 2777-0141| DOI prefix: 10.53893 https://journal.gpp.or.id/index.php/ijrvocas/index
126
Design of Drainage Dimensions on the Ismail Harun Road, Percut Sei Tuan District
Nofriadi& Muflih Arif Maulana
Department of Civil Engineering, Politeknik Negeri Medan, Indonesia
ABSTRACT
Roads are the most widely used transportation infrastructure by the people of Indonesia to carry out daily activities, with the increasing flow of vehicles passing a road segment, it must be balanced by good pavement conditions. To achieve this balance, we need a design that is in accordance with the events in the field. In addition, to meet the good character of the road, it must be equipped with water channels or drainage. Because the drainage channel or water channel is one of the complementary buildings that must be on the road to drain water so that the road body remains dry. Drainage channel is one of the technical requirements of road infrastructure. The alarming condition can be seen on Jalan Ismail Harun, Percut Sei Tuan District, Deli Serdang Regency. One of the access roads connecting Deli Serdang and Medan City was badly damaged. The road was flooded with water so that the road surface condition was not visible. To overcome this, this research is needed in the form of a design / design of drainage dimensions on the road segment. The method used in designing the drainage dimensions is the Road Drainage Planning Guidelines Method Pd T-02-2006-B. The results of the drainage dimension design are the cross-sectional width (b) of 0.7 m, the cross-sectional height (h) of 0.35 m and the guard height (w) of 0.4 m.
Keywords:
Design Geometric Drainage
Corresponding Author:
Nofriadi,
Department of Civil Engineering, Politeknik Negeri Medan,
Almamater Road No 1, Padang Bulan, Medan, North Sumatera, Indonesia.
Email: nofriadi@polmed.ac.id
1. INTRODUCTION
Roads are the most widely used transportation infrastructure by the people of Indonesia to carry out daily activities, with the increasing flow of vehicles passing a road segment, it must be balanced by good pavement conditions. To achieve this balance, we need a design that is in accordance with the events in the field. Roads also play a major role in the economic growth of an area, both urban and rural, besides that, smooth access from one area to another also facilitates public transportation to improve their human and natural resources. Therefore, the government is very concerned about this, especially road infrastructure and is slowly starting to fix and improve the quality of existing roads in Indonesia. (Rima & Siswoyo,2020)
In addition, to meet the good character of the road, it must be equipped with water channels or drainage.
Because the drainage channel or water channel is one of the complementary buildings that must be on the road to drain water so that the road body remains dry. Drainage channel is one of the technical requirements of road infrastructure.
Drainage also avoids bad impacts for road users, such as slowing down the vehicle speed, causing congestion due to puddles of water, and causing accidents due to slippery roads. Often found drainage / highway drainage is an open channel to drain water to the outlet with the use of gravity. The distribution of flow in the channel follows the contours of the road, so that surface water will flow more easily.
The alarming condition can be seen on Ismail Harun Road, Percut Sei Tuan District, Deli Serdang Regency. One of the access roads connecting Deli Serdang and Medan City was badly damaged. The road was flooded with water so that the road surface condition was not visible. In some parts, several gaping holes also seem to disturb the motorists when passing. Based on information from local residents, it was revealed that the asphalt condition was severe due to poor drainage (Tribun Medan, 2020)
In connection with the damage to several roads in the village of Medan Estate, Percut Sei Tuan District, Deli Serdang Regency, North Sumatra. The North Sumatran Bara News crew confirmed with the head of the Medan Estate Village, Percut Sei Tuan Sub-district, Asdat Lubis about the road that had not been repaired. The road conditions are quite disturbing for motorists of two-wheeled and four-wheeled vehicles whose activities are residents who pass every day. Some of the damaged roads are Ismail Harun Road when it rains this road is often submerged in water and damaged (Baranews North Sumatra, 2022)
One of them became interested in taking this topic because the current condition of the road was inadequate, the drainage was not functioning, resulting in puddles of water on the road. This location is located on Ismail Harun Road, Medan Estate Village, Percut Sei Tuan District, Deli Serdang Regency, North Sumatra Province. Here is a picture of the road conditions:
Figure 1. Road Condition
2. RESEARCH METHOD
The stages in this research are as follows:
a. Identification
At this stage, a field survey is carried out to find out the conditions and situations that exist in the field b. Data collection
At this stage, the data needed in this study was collected.
c. Data processing
At this stage, the collected data is then processed for later analysis.
d. Design
At this stage, the processed data is then used to design the drainage dimensions on the Ismail Harun section, Percut Sei Tuan District, Deli Serdang Regency.
e. Research result
At this stage, the research obtained results in the form of road elevation and drainage dimensions
3. RESULTS AND ANALYSIS 3.1. Vertical Arch PV 1
Data for Vertical arc PV 1 : g1 = -0,01 %
g2 = -0,043 % Vr = 60 km/hour Elevation PV1 = 99,94 m
A = g2 – g1 (1) = -0,043 % - (-0,01%)
= -0,033 %
From grafik 5.2 for, A = -0,033 % V= 60.00 km/hour, Lv = 35.00 m, used Lv= 40.00 m.
1) Calculating the elevation of the starting point of the vertical curve
TPTV = TPVI – g2 x Lv/2 = 99,945 m (2) 2) Calculating the elevation of the vertical arc endpoint
TPLV = TPVI – g2 x Lv/2 = 99,935 m (3) Tx = TPTV + g1 x X + Y Y = A/200 Lv x X2 (4)
3) Calculation of other parameters can be seen in the table below
Table 1. Calculation of Vertical Curvature PV 1
X g1*X X^2 Y = A/200Lv*X^2 Tx
0 0.000 0 0.000 99.945
5 0.000 25 0.000 99.945
10 -0.001 100 0.000 99.944
15 -0.001 225 -0.001 99.943
20 -0.001 400 -0.002 99.942
25 -0.002 625 -0.003 99.941
30 -0.002 900 -0.004 99.939
35 -0.002 1225 -0.006 99.937
40 -0.003 1600 -0.007 99.935
Source: Calculation
4) Calculates the value of the vertical shift of the midpoint of the arc of the circle (Ev).
EV = A x Lv/800 = -0,002 m. (convex) (5) 3.2. Calculating the Area of the Watershed
The drainage design must be adjusted to the road area, road conditions, pavement type, road shoulder area, drainage length, and the area around the outside of the road. The design of the drainage channel dimensions on Ismail Harun Road, Percut Sei Tuan District, was carried out on one of the road segments, namely STA 0+00 to STA 0+850, with a planned channel length of 850 meters for the first segment. The following is the calculation of the area of the drainage area based on the data obtained in the field, which can be seen in Figure 2.
Figure 2. Rain Catchment Area
The following is a calculation of the area of water drainage based on Ismail Harun road design data : I1 = Pavement Width (asphalt) = 3 meter
I2 = Road side width = 0,5 meter
I3 = Width of the surrounding area = 50 meter
Based on the data above, the area of water drainage on Ismail Harun Road, Percut Sei Tuan District, STA 0+00 – STA 0+850 is as follows :
Area of half the road (A1) = 1,5 m x 850 m = 1275 m2 Road side area (A2) = 0,5 m x 850 m = 425 m2 Around Area (A3) = 50 m x 850 m = 42500 m2
3.2. Determining the Coefficient (C)
The coefficient is the ratio between the amount of rainwater that flows over the land surface with the amount of rainwater that falls from the atmosphere. The magnitude of this coefficient is influenced by land use, land slope, soil type and condition. The coefficients obtained from Ismail Harun Road are:
Table 2. Coefficient of C
No Ground Surface Condition Flow coefficient (c) Runoff factor (k) Material
1 Concrete road & asphalt road 0,70 – 0,95 -
2 Gravel & dirt roads 0,40 – 0,70 -
3 Roadside:
-
Fine grained soil 0,40 – 0,65 --
Coarse-grained soil 0,10 – 0,20 --
Massive rock hard 0,70 – 0,85 --
Soft massive rock 0,60 – 0,75 -Land Use
1 Urban area 0,70 – 0,95 2.0
2 Suburban area 0,60 – 0,70 1,5
3 Industrial area 0,60 – 0,90 1,2
4 Dense settlement 0,40 – 0,60 2.0
5 Not congested settlements 0,40 – 0,60 1,5
6 Parks and gardens 0,20 – 0,40 0,2
7 Rice fields 0,45 – 0,60 0,5
8 Hills 0,70 – 0,80 0,4
9 Highlands 0,75 – 0,90 0,3
Aspalt Road (C1) = 0,70
Road Side (C2) = 0,10 (coarse-grained soil) Around Area (C3) = 0,40 (garden area) fk Suburban Area = 0,2
The average coefficient obtained based on the calculation of the area of the drainage area is:
C =C1.A1+C2.A2+𝐶3.𝐴3.𝑓𝑘
A1+A2+𝐴3 (6) = (0,7 x 1275)+(0,10 x 425)+(0,4x 42500 x 0,2)
1275+425+42500
C = 0.1
3.3 Calculation of Concentration Time
Concentration time (Te) is the time required to drain water from the farthest point of the flow area to a certain control point downstream. The following is the calculation for finding the time of flow concentration on the drainage of Ismail Harun road STA 0+00 to STA 2+100
Tc = t1 + t2 (7) T1 = (2
3𝑥3,28𝑥𝑙𝑜𝑥𝑛𝑑
√𝑖𝑠)0,167 (8) T2 = 𝐿
60𝑥𝑉 (9) Road width; nd = 0,013 (aspalt) ; is = 2 %
Road Side; nd = 0,2(rough ground) ; is = 4 % Around Area; nd = 0,2(rough ground) ; is = 5%
TAspalt = (2
3 x 3,28 x 1,5 x0,013
√0,02)0,167
TAspal = 0,82 menit
TRoad side = (2
3 x 3,28 x 1,0 x 0,2
√0,04)0,167
TRoad side = 1,14 menit
Taroud area = (2
3 x 3,28 x 100 x 0,2
√0,05)0,167
Taroud area = 2,41 minutes
Troad side = Taspal + Tbahu
= 0,82 + 1,14 = 1,96 minutes
Based on the results of the above calculation, the t1 value used is the largest T, namely Tapproximately 2.41 minutes. The following below is the calculation of t2, where:
L (channel length) = 850 m
V (water flow speed) = 1,1 m/sec (solid clay) t2 = 𝐿
60𝑥𝑉
t2 = 850
60 x 1,1 m/detik
t2 = 12,9 minutes
From the calculation of t1 and t2, the concentration time (Tc) is obtained as follows: Tc = t1 + t2 Tc = 2,41 minutes + 12,9 minutes
Tc = 15,31 minutes
3.4. Determining Rainfall Intensity
The average maximum rainfall data in Percut Sei Tuan District is as follows:
Table 3. Maximum Rainfall in the last 10 years
Year 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021
Rainfall (mm/day)
83 111 165 90 84 135 147 159 146 124
With the rainfall data obtained from BMKG, then the rainfall data is processed to find the intensity of the planned rainfall. The following is a calculation of the planned rainfall intensity as shown in the table below.
Here's how to calculate the intensity of rainfall can be seen in the table below:
Table 4. Calculation of Rainfall
Year Rainfall (mm/day)) Xi - X (Xi – X)^2
2012 83 -41,4 1.713,96
2013 111 -13,4 179,56
2014 165 40,6 1.648,36
2015 90 -34,4 1.183,36
2016 84 -40,4 1.632,16
2017 135 10,6 112,36
2018 147 22,6 510,76
2019 159 34,6 1.197,6
2020 146 21,6 466,56
2021 124 -0,4 0,16
Average 124,4 Total 8.644,84
Based on the table above, the value of the standard deviation of rainfall intensity is as follows:
S = √∑𝑛𝑖=1(𝑋𝑖−𝑋𝑟̅̅̅̅)2
𝑛−1 (10) S = √8644,84
10−1
S = 30,9
After calculating the standard deviation, the frequency factor value (K) is calculated using the following formula:
𝐾 =𝑌𝑡−𝑌𝑛
𝑆𝑛 (11) Yt = -Ln[-Ln(𝑇−1𝑇 )] (12)
Yt = -Ln[-Ln(5−1
5 )]
Yt = 1,5 Yn = 0,4952 Sn = 0,9496
So the value of K is as follows:
K =1,5−0,4952
0,9496 K = 1,06
After the frequency factor value is obtained, the rainfall in the period T years is calculated XT = Xr + (K . Sx)
XT = 124,4 + (1,06 . 30,9) XT = 157,15 mm/days
By getting the rainfall intensity for the planning year period, the rainfall intensity per hour is obtained using the formula:
I = 90% x 𝑋𝑇
4 (13) I = 90% x 157,15
4
I = 35,36 mm/jam
By using the Rain Intensity Base Curve, the concentration time (Tc) = 15.31 minutes is used until it intersects with the graph line of the base curve.
Figure 2. Base Curve
So from the graph results it has been found that the maximum rainfall intensity is 160 mm/hour.
3.5 Calculation of Planned Water Discharge
After the intensity of the planned rainfall, the flow coefficient, and the area of the flow area are obtained, it will then be included in the calculation of the design water discharge. The planned water discharge is used to calculate the dimensions of the planned drainage channel, the calculation of the planned water discharge is as follows:
Q = 1
3,6 x C x I x A (14) A = A1+ A2 + A3 (15) A = 1275 + 425 + 42500
A = 44200 m2 = 0,0442 km2 Q = 1
3,6 x 0,1 x 160 x 0,0442 Q = 0,1 m3/s
3.6 Drainage Dimension Calculation
Determination of drainage channel specifications
- The channel is designed from concrete with the allowable flow velocity v= 1.5 m/sec - Square cross-section shape
- Manning roughness number, (n) = 0.025
The longitudinal slope of the water channel follows the slope of the existing road in the field, which is 0.13%
channel speed < clearance speed, so the Manning equation is used:
v = 1
n x R2/3 x is1/2 (16) is = 0,13% (adapted to the contours of the road)
n = 0,025
R = AP = A = b x h P = b + 2h b = 2h Value of R = h
2
A = Q𝑉 b x h = Q
𝑉
v = 2ℎQ2 value of h :
Q 2h2 = 1
n x h
2
2/3 x is1/2
0,1 2h2 = 1
0,025 x( h
2)2/3 x 0,001312 h = 0,34
used h = 0,35 meter b = 2 x h b = 2 x 0,35 b = 0,7 meter v = 1
n x (h
2)2/3 x is1/2 v = 1
0,025 x (0,35
2 )2/3 x 0,00131/2 v = 0,45 m/detik
The height of the drainage guard is as follows:
Drainage guard height (w) = (0.5 x h) Drainage guard height (w) = (0.5 x )0.35 Drainage guard height (w) = 0.4 meters
Based on the above calculations, the dimensions of the planned drainage are:
b = 0.7 meters h = 0.35 meters w = 0.4 meters
Channel speed = 0.45 m/sec.
The following drainage dimensions can be seen in Figure 3 below.
Figure 3. Drainage dimensions 4. CONCLUSION
1. Based on the Geometric Planning Procedures for Inter-City Roads in 1997, it has the following conclusions:
a) The total length of the evaluated track on Jalan Ismail Harun STA 0+000 – STA 2+100, Percut Sei Tuan sub-district, Deli Serdang Regency, North Sumatra is 2100 meters.
b) The Ismail Harun road is planned to have a vertical curve with an EV value of 0.002 m and a curve length (Lv) of 40 m.
2. Referring to the Road Drainage System Planning Pd. T-02-2006-B, drainage design is carried out so that the dimensions are concluded: wet section width (b) = 0.7 m, Wet cross-sectional height (h) = 0.35 m, Guard Height (w) = 0.4 m
ACKNOWLEDGEMENTS
Thank you to Medan State Polytechnic through the Center for Research and Community Service (P3M) for funding this research. A big thank you to the Advisory Lecturer for his guidance so far. Not to forget, I would also like to thank my father and mother for their never-ending prayers. And to friends who have helped a lot so that this research was completed.
REFERENCES
[1] Baranews Umut, 2022, Jalan Ini Cukup Parah , Tidak Ada Perhatian Serius Oleh Dinas Sumber Daya Air, https://www.baranewssumut.com/jalan-ini-cukup-parah-tidak-ada-perhatian-serius-oleh-dinas-sumber-daya-air, diakses pada 14 februari 2022
[2] Bina Marga, 2006. Perencanaan Sistem Drainase Jalan Pd T-02-2006-B, Departemen Pekerjaan Umum, Jakarta.
[3] Departemen Pekerjaan Umum Direktorat Jenderal Bina Marga, 1997. Tata Cara Perencanaan Geometrik Antar Kota, No. 38/TBM/1997. Jakarta: Departemen Pekerjaan Umum Direktorat Jenderal Bina Marga.
[4] Permen Pu, 2011. Peraturan Menteri pekerjaan Umum tentang Persyaratan Teknis Jalan, Sekretariat Negara, Jakarta.
[5] Tribun Medan, 2020, Jalan Ismail Harun Deli Serdang Dipenuhi Banyak Lubang, Mirip Lintasan Balap Offroad, https://medan.tribunnews.com/2020/10/21/jalan-ismail-harun-deliserdang-dipenuhi-banyak-lubang-mirip- lintasan-balap-offroad, diakses pada 14 Februari 2022
How to Cite
Nofriadi, & Maulana, M. A. (2023). Design of Drainage Dimensions on the Ismail Harun Road, Percut Sei Tuan District.
International Journal of Research in Vocational Studies (IJRVOCAS), 2(4), 126–134.
https://doi.org/10.53893/ijrvocas.v2i4.178
