Effective Urban Drainage for Juata Laut Landfill

Teguh Taruna Utama

, Dyah Ratri Nurmaningsih

, Dedy Suprayogi

, Abdul Hakim

Rr Diah Nugraheni Setyowati

Environmental Engineering Department, Sunan Ampel University,

Ahmad Yani Street 117, Surabaya, Indonesia

diahnugraheni@uinsby.ac.id

Keywords: Rainfall, Drainage, Channel

Abstract: Urban drainage management is a science that studies flood control in urban areas. This water management

system can be used for other water flow regulation settings, such as Housing drainage system, Waste Landfill

drainage system, and densely populated drainage system. Tarakan is one of cities in Indonesia. Because of

the amount of waste generation, Tarakan City requires a Final Waste Processing Site. Tarakan's municipal

landfill is designed to accommodate garbage produced by Tarakan City residents. DED Sanitary Landfill of

Tarakan City also requires a good drainage management so that rainwater does not flood the landfill. Drainage

planning stage starts from measuring the landfill site plan, rainfall modeling, designing flood discharge,

channels design and channel dimensions. Rainfall is measured using the estimated rainfall method. The data

were obtained from rain stations located on the island of Tarakan. After obtaining the rainfall data, the next

step was to estimate runoff discharge flowing around the landfill. Based on the results of measurements in the

field, the area of the Tarakan landfill is planned to be 40 ha. With this area of land, landfill is divided into

several cell zones. Based on the rainfall data, maximum rainfall occurred in July 2014 with a magnitude of

601 mm / month. Each of the maximum rainfall was used to determine the amount of rainwater runoff. Based

on the results of the analysis, the types of channel used are primary, secondary and tertiary with a square

channel shape. The maximum channel dimension is 11.19 m/s and the minimum channel dimension is 1.43

m/s.

1 INTRODUCTION

Indonesia is a tropical country which has a high

rainfall level (Amien, 2011). Urban drainage

management is important when the water flow is

regulated so that the flow goes to a lower area. The

surface drainage discharge is one of the indicators

that influences drainage systems management

(Valipour, 2012b).

Urban drainage management is a science that

studies flood control in urban areas. The water

management system can be used for other water flow

regulation settings, such as housing drainage system,

Waste Landfill drainage system, densely populated

drainage system (Amien, 2011).

Landfill drainage is one of important parameters

in the design of landfill. Landfill drainage will

discharge water to lower areas. The design and

construction of landfill drainage must consider land

use, slope and large rainfall (Mursito & Amien,

2011). Water flow is set to control puddles and floods.

Floods are avoided in the Waste Landfill. Rainwater

outside the waste cell is expected to enter the water

channel to the river while leachate enters the leachate

processing system.

Tarakan is one of cities in Indonesia. Based on

population projections for 2018 - 2037, Tarakan's

urban population will reach 345,168 people. This will

affect the amount of waste generated by the city

population. With the amount of waste generation,

Tarakan City requires a Final Waste Processing Site.

Tarakan municipal landfill is designed to

accommodate garbage produced by Tarakan City

residents. In addition to designing landfill zones, the

Tarakan City Landfill DED Sanitary landfill also

requires a good drainage management so that

rainwater runoff does not flood the Waste Landfill

(Utama & Ardhianto, 2017).

Utama, T., Nurmaningsih, D., Suprayogi, D., Hakim, A. and Setyowati, R.

Effective Urban Drainage for Juata Laut Landﬁll.

DOI: 10.5220/0008908000002481

In Proceedings of the Built Environment, Science and Technology International Conference (BEST ICON 2018), pages 185-190

ISBN: 978-989-758-414-5

185

2 EVALUATION METHOD AND

MEASUREMENTS

2.1 Measurements of Rainfall

Rainfall is measured using the estimated precipitation

method. Some common methods used are Normal

Distribution, Log Normal, Pearson type III, Log

Pearson type III, and Gumbel. Some of these methods

require the last 10 year rain data. Precipitation data

can be obtained by recording the number of rainy

days throughout the year within a period of 10 years

(Suripin, 2004). This data can be obtained from rain

stations located on the Tarakan Island. Rainfall data

obtained were then matched with the rain model from

several rain models; the smallest level of tilt will be

the basis for planning drainage around the Waste

Landfill.

2.2 Drainage Planning Stage

Drainage planning stage starts from measuring the

landfill site plan, precipitation modeling, designing

flood discharge, drainage channel design and channel

dimensions (Amien, 2011). Site plan measurement

employed the theodolite and google earth methods.

The measurement with these methods will get results

of the site plan area and location coordinates.

Precipitation model is required to obtain large rainfall

falling to the ground. Some of the models mentioned

above will generate a statistical value that

corresponds to the actual condition in the field.

After obtaining rainfall, the next step was to

estimate runoff discharge that flows around the

landfill. Runoff debit is calculated using the rational

method. This method has the function of estimating

the design flood discharge. Flood design in question

is the peak flood discharge (Q

peak

), included in the

non-hydrograph design (Yanto, Warman, & Hatta,

2014).

The next step is to design the flow and dimensions

of the drainage channel. The channel dimensions are

closely related to channel slope and runoff discharge.

The channel is expected to accommodate peak flood

discharge and safely channel runoff water to a lower

place (Amien, 2011).

2.3 Precipitation Analysis

If the observation points in the area are not evenly

distributed, then the method of calculating the

average rainfall is done by calculating the area of

influence of each observation point (Arora & Singh,

1989; Yeshoda, Meenambal, & Manikandan, 2015).

Rainfall in that area can be calculated by the

following equation:

………… (1)

2.4 Precipitation Analysis

Precipitation analysis can be estimated by the model.

For this maximum daily precipitation analysis,

several methods can be used

2.4.1 Normal Distribution

The first step of normal distribution is calculating the

average rainfall using the following equation:

………… (2)

The second step is calculating deviation standard, and

the third step is calculating variation coefficient using

the following equation:

………… (3)

Where R is the maximum annual rainfall, Rrt is

average annual rainfall, and δ

is deviation standard.

2.4.2 Pearson Type III

The first step of Pearson Type III is calculating the

average rainfall using:

………… (4)

The second step is calculating the deviation standard

and the third step is calculating variation coefficient

with

………… (5)

The third step is calculating the deviation standard

and Skewness Coefficient with

………… (6)

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Where R is maximum annual rainfall, Rrt is average

annual rainfall, δ

is deviation standard, and Cs is

skewness coefficient.

2.4.3 Gumbel Distribution

The first step of gumbel distribution calculating the

maximum average rainfall, the second step is

calculating the deviation standard, and the third step

is calculating the variation coefficient.

………… (7)

Next, expected mean reduced from n is calculated;

then, the fifth step is calculating frequency factor with

………… (8)

The sixth step is calculating y

………… (9)

The seventh step is calculating R

...…….… (10)

Based on the four methods mentioned, models

were selected based on the smallest skewness. Model

selection was based on the smallest rate of infestation

to reduce errors in the design of flood discharge.

2.5. Precipitation Intensity Analysis

Short-term precipitation is expressed in hourly

intensity formulas. This intensity is called rainfall

intensity (mm / hour). The amount of rainfall intensity

varies. This is caused by the length of rainfall or the

frequency of occurrence. Some formulas of

precipitation intensity associated with these things

have been calculated as experimental formulas:

2.6 Maximum Plan Debit Analysis

The size of the maximum (m³ / second) Debit plan is

calculated by the regional formula:

Q = 0.278 x C x I x A (m³/s) ...…….… (11)

The amount of the maximum plan debit

corresponds to the return period and the estimated

area obtained as follows:

a. The direction of drainage in the channel follows a

continuous decrease in the existing altitude line so

that the drainage is gravitational.

b. Utilization of rivers/creeks for receiving water

bodies from the planned outfall, for drainage of work

site locations and drainage of water flows as large as

stockpiling.

3 RESULTS AND DISCUSSION

Based on the results of measurements in the field, the

area of the Tarakan TPA site plan is planned to be 40

ha. With this area of land, TPA is divided into several

waste cell zones. Drainage flowing from the landfill

Trash follows the perimeter of the waste cell and is

connected to the TPA inspection road drainage

channel (Gristlier, 1993; Jensen, 1967; Madani &

Brenton, 1995). According to the contour of the land,

the direction of the flow utilizes the slope of the land

and flows in gravity.

The dimensions of the drainage channel are based

on hydrological analysis. The analysis includes

rainfall data per 10 years. Then, the data are matched

by statistical rain analysis. Maximum debit plan is

very dependent on the availability of supporting data.

Discharge measurement is derived from rainfall data

theoretically based on methods commonly used. The

average maximum daily rainfall in Tarakan

Subdistrict from 2005–2015 was 378.3 mm / day in

2011. The rainfall table can be seen below.

Table 1: Rainfall data in Tarakan Island 2005 - 2015

Based on the rainfall data, the maximum rainfall

occurred in July 2014 with a magnitude of 601 mm /

month. Each of the maximum rainfall is used to

determine the amount of rainwater runoff.

3.1 Frequency Analysis

Frequency analysis of the hydrological data is related

to the magnitude of extreme rainfall events that are

related to the frequency of occurrence through the

distribution of possibilities. Design rain is obtained

from the analysis of frequency distribution and

2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015

Januari 234.7 155.2 253.2 443.6 397 288.4 397 .1 288.4 267.5 278.5 197.4

Februari 124.9 235.9 79.7 293.6 315.6 163 430.3 163 289.5 161.1 283.1

Maret 260.4 335.6 311.9 404.1 212.1 337.6 358 337.6 34 0.3 386 358.9

April 412.8 476.9 276.6 377.1 390.4 297.3 145.7 297.3 327.5 490.6 260.1

Mei 322.1 368 323.1 375.5 357.7 428.9 572 .7 428.9 378.9 265.8 232.6

Juni 280.4 588.9 431.2 320.9 189.1 226.7 370.4 226.7 280.9 269.9 224.8

Juli 159.2 409.4 385.8 312.8 234.9 455.8 244.3 455.8 598.9 601.1 200.2

Agustus 274.8 275.4 396.8 208.1 248.4 397.5 414.5 395.7 566.1 459.1 220.1

September 309 .6 288 .5 251.4 309.2 195.6 337.8 311.5 337.8 456.3 185.4 284.1

Oktober 339.4 422.5 323.3 206 334.1 362 474.8 362 356.5 317.7 208.2

November 352.9 337.5 405.9 426.5 368.7 359.8 306 359.8 34 3.2 259 375.1

Desembe r 271.1 268.7 515.9 291.8 218.1 593.5 513 .8 593 .5 261.1 408.3 329.8

Bulan

CurahHujan(MM/Bulan)

Effective Urban Drainage for Juata Laut Landﬁll

187

distribution match test. There are several methods

that can be used in frequency analysis, namely the

Gumbel method, Normal Log, Type III and Normal

Log-Person (Kidson & Richards, 2005; Otti,

Ejikeme, & Nwafor, 2013; Sangal & Biswas, 1970;

Shao et al., 2015; Valipour, 2012a). The results of

statistical parameter analysis in Table 2 show the

values of Cs and Ck. From this value, the most

suitable type of distribution uses the Gumbel method.

The analysis of distribution selection can be seen in

table 3.

Table 2: Statistical Analysis

Table 3: Distribution Analysis

3.2 Distribution Match Test

This distribution suitability test is intended to find out

the distribution that has been chosen to represent the

statistical sample of the analyzed data (San, Selamat,

& Ghani, 2009). After analyzing data for distribution

match testing, the appropriate method uses the Chi-

Square test. The results of the Chi-Square test

analysis are presented in Table 4.

Table 4: Chi-Square Test

The calculation results of Table 4 above obtained

X2 value of 4.9, while less than X2 value in the Chi-

Square test table whose magnitude was 7.815. Then,

from the compatibility test, the distribution of

Gumbel distribution can be accepted. The Gumbel

distributions is often considered as competing models

when the variable of interest takes values from −∞ to

+ ∞ (Qaffou, 2017).

3.3 Maximum Daily Rainfall Period

Frequency analysis is to confirm the return on rainy

events. This analysis aims to determine rainfall or

discharge with a certain return. The maximum rainfall

results with various returns are presented in Table 5 .

Table 5: Maximum rainfall

3.4 Drainage Dimension Plan

Drainage design plan in the Juwata Laut TPA is

determined by hydrological calculations. This

calculation determines the amount of rainwater

runoff. Then, hydraulic calculations are done to

determine the dimensions of the channel. Drainage

planning is certainly based on the existing landfill

layout (Bhagat, 2017). The following is the picture of

the existing layout of the Juwata landfill site which

will be built by the drainage channel.

Figure 1: Juata Laut landfill siteplam

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Land use that is used as a guide to determine

the runoff coefficient value in the Juwata TPA usually

has a flat elevation in urban areas, which is 0.3. This

runoff coefficient value will affect the analysis of the

drainage channel design plan. Runoff coefficient

value in Juwata TPA is presented in table 6 .

Table 6: Runoff Coefficient

Drainage design is based on the channel material

used. This type of material will affect the maximum

and minimum speed of water. Flow velocity will

affect the process of sedimentation and erosion. Flow

velocity is less than 0.6 m / s will cause sedimentation

at the bottom of the channel while the flow velocity

that exceeds 2 m/s will cause drainage channels to

erode. The material used as a drainage channel will

affect the Manning coefficient. Manning coefficient

value used is 0.035 which is a channel on finely cut

rock. The Manning coefficient value can be seen in

table 7 .

Table 7: Manning Coefficient

Type of materials N

Brick: Open channel 0.014 – 0.017

Concrete: Open channel 0.013 – 0.022

Gravel: Open channel 0.014 – 0.033

Rock: Open channel 0.035- 0.045

Source : (Lin, 2007)

The flowrates in channel can be calculated by

manning formula

...…….… (12)

Figure 2: Juata Laut Landfill Drainage Plan

The channel dimension can be calculated by a

...…….……...... (13)

From the data obtained and explained previously,

the results of the analysis of the design plan for the

design of drainage dimensions in the Sea Juwata

Landfill are presented in Table 8 .

Table 8: Dimension of drainage channels

Drainage planning in the Sea Juata Landfill is

made around the landfill embankment. This channel

prevents the flow of water into the landfill and drain

rainwater out of the landfill. Drainage channels are

separated with leachate collection channels. Drainage

channels will carry rainwater runoff safely outside the

landfill and do not mix with leachate. That way, this

planning is an integrated part of the overall planning

of the Juata Laut Landfill.

4 CONCLUSION

Drainage planning stage starts from measuring the

landfill site plan, precipitation modeling, designing

flood discharge, drainage channel design and channel

dimensions. Precipitation is measured using the

estimated rainfall method. This data can be obtained

from rain stations located on the island of Tarakan.

After obtaining rainfall data, the next step is to

estimate runoff discharge that flows around the

landfill. Based on the results of measurements in the

field, the area of the Tarakan TPA site plan is planned

to be 40 ha. With this area of land, TPA is divided

into several waste cell zones.

Based on rainfall data, maximum rainfall

occurred in July 2014 with a magnitude of 601 mm /

month. Each of the maximum rainfall is used to

determine the amount of rainwater runoff. Based on

the results of the analysis, the types of channel used

are primary, secondary and tertiary with a square

channel shape. The maximum channel dimension is

1.6 x 1.6 m

with o.48m freeboard channel. The

minimum channel dimension is 0.3 x 0.3 m

with

0.1m freeboard channel. The flowrate of water in

Effective Urban Drainage for Juata Laut Landﬁll

189

channel maximum is 3.19 m/s and the minimum

flowrate is 1.43 m/s. The flowrate which exceeds 3

m/s can be reduced by terracing trap at channel so that

the flowrate can be reduced and erosion can be

minimized.

ACKNOWLEDGEMENT

This research was funded by CV Artha Gemilang

Consultant. The researchers would like to thank the

staff and the Ministry of Public Works for providing

data in the field and supporting the researchers and

the design of Tarata Laut TPA.

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