Cerdika: Jurnal Ilmiah Indonesia, Maret 2021, 1 (3), 189-208

p-ISSN: 2774-6291 e-ISSN: 2774-6534

Available online at http://cerdika.publikasiindonesia.id/index.php/cerdika/index

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DOMESTIC WASTEWATER PIPING NETWORK PLANNING AND

TECHNOLOGY RECOMMENDATIONS FOR WASTEWATER

TREATMENT CASE STUDY: THE AMBARITA AREA, SAMOSIR

REGENCY, NORTH SUMATRA

Diki Surya Irawan, Deffi Ayu Puspito Sari dan Anggita Ariesta

Environmental Engineering, Faculty of Engineering and Computer Science,

University of Bakrie, Jakarta, Indonesia

diki.sury[email protected]

Received : 26-02-2021

Revised : 20-03-2021

Accepted : 25-03-2021

Abstract

Lake Toba is one of ten programs the Ministry of Tourism in

the Republic Indonesia, as a priority tourism area because of

its unique potential. The Ambarita is one of 16 villages that

are priority areas in Simanindo Subdistrict, Samosir

Regency. At present, the quality of Lake Toba's waters has

been polluted, the pollution is caused by domestic waste

water which is discharged directly without prior treatment.

The purpose of this study is to plan a domestic wastewater

pipeline network and recommendations for wastewater

treatment plants with a centralized system in the Ambarita.

This study uses a quantitative data analysis method by using

a population projection approach with maximum capacity to

be planned in the draft MasterPlan of Ambarita and

literature study for WWTP technology recommendations.

The results showed that the total discharge of wastewater in

the Ambarita was 0,06495 m3/second and the results of

laboratory tests showed the parameters that exceeded quality

standard were free chlorine and fecal coli. Piping network

planning in the Ambarita uses concrete type pipes with

diameters of 100 mm, 125 mm, 150 mm, 200 mm and 250

mm. The selected Waste Water Treatment Technology

recommended is anaerobic-aerobic biofilter technology with

removal efficiency for fecal coli and free chlorine are 99.9%

and 65%.

Keywords: concrete type pipes; anaerobic-aerobic biofilter;

free chlorine; fecal coli.

CC BY

INTRODUCTION

Lake Toba is a volcanic lake located in North Sumatra. The potential for the

uniqueness of Lake Toba is that there is an island in the middle of the lake called Samosir

Island so that its uniqueness makes Lake Toba one of the ten programs of the Ministry of

Tourism Republic Indonesia, as a priority tourist area. According to the President of the

Republic of Indonesia, Lake Toba has 28 tourist points that can be developed into world-

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class tourist attractions. This development was carried out in 2019 and is planned to be

completed in 2020 under the order of the President Republic Indonesia (Judisseno, 2019).

To support National Tourism Strategic Area (KSPN) program, the development of

the Samosir especially in The Ambarita Area has many considerations in its

implementation, especially in environmental issues such as the quantity and quality of

Lake Toba waters in supporting tourism activities and the surrounding community. The

clean water that contaminated biologically or chemically can cause the negative impact on

the public health (Sari, Madonna, et al., 2018). However, currently the water quality of

Lake Toba has been polluted, which causes the waters of Lake Toba to smell and become

turbid. Turbidity caused by high biological activity such as algae, phytoplankton,

zooplankton which is triggered by an increase in phosphorus levels (Sari, Sugiana, et al.,

2018). According to the Ministry of Marine Affairs and Fisheries in 2018, one of the

contributing sources of pollutant sources for Lake Toba waters comes from floating net

cage activities which cause high phosphorus content due to the use of excess fish feed,

which is 941.1 tons / year from floating net cage fish cultivation and phosphorus pollutant

in the river that enters Lake Toba amounting to 25,334 tons / year (Kartamihardja et al.,

2015).

Other sources of pollutant waters of Lake Toba are caused by discharges of

domestic wastewater from household activities and other public facilities. The occurrence

of siltation, the quality of river water becomes polluted and the flow of the river water is

stopped caused by the accumulation of the waste is a condition where the biophysical

quality of the river decreases, which can be caused by the waste that is disposed of by the

community into the river (Sari, Sugiana, et al., 2018). Besides, the water body is passed by

various kinds of waste like domestic and industrial waste, causing water bodies to contain

nutrients, which are phytoplankton food (Sari, Sugiana, et al., 2018). Disposal of domestic

wastewater in the Lake Toba area, especially Ambarita, still uses a local treatment system

where there is no transportation to serve it, so that domestic wastewater is discharged

directly into septic tanks, lakes, rivers, or irrigation canals without prior treatment which

causes pollution of Lake waters. Toba. According to the 65.3% of the people who have a

septic tank, 33.6% have not met technical standards and only 23.8% have drains other than

feces. The Ambarita area will become a City Service Center covering lodging, tourism, as

well as supporting facilities and infrastructure. However, seeing the sanitation conditions in

the tourist area of Lake Toba, it is necessary to build a centralized system of Domestic

Wastewater Treatment Plants.

Wastewater Treatment Plants will be built around the lake which has a tourism and

housing area with an offsite system (centralized). The various topographical conditions of

the Ambarita Area, the Domestic Wastewater Treatment Plant will be located in an area

that has the lowest contour and utilizes a gravity system. The wastewater drainage system

with gravity must be supported by a pipeline network for channel domestic wastewater to a

centralized WWTP which will be planned in the Ambarita area.

Pollution of water bodies, decreasing level of public health encourages the

establishment of an integrated wastewater treatment system. The system offered is a

domestic wastewater management system which includes the distribution and treatment of

domestic wastewater, in the form of gray water and black water (Pratiwi & Purwanti,

2015). The aim of this research is to design a domestic wastewater pipeline in the Ambarita

area and make recommendations for the most appropriate WWTP technology to be able to

treat domestic wastewater in the area so as not to pollute Lake Toba. This research

becomes a new input in relation to port development in Ambarita, this research not only

makes the design of the waste water pipe network but also provides technology

recommendations that can be used in WWTP in the area.

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RESEARCH METHODS

The pipeline network planning and recommendations for domestic WWTP are

carried out based on the results of several field applications that are in accordance with

existing conditions. This research was conducted in the Ambarita area, Simanindo District,

Samosir Regency, North Sumatra from December 2019 to February 2020. Sources of data

used in this study come from primary data, namely the amount of wastewater, sources of

wastewater, conditions of MCK, WWTP, soil elevation and documentation to support the

research, while secondary data includes topography, lake water quality parameters Toba,

population, average water consumption, location map. The method used in this research is

using a descriptive quantitative data analysis method in designing and recommending

domestic WWTP (Nasoetion et al., 2017). The stages of the research method as a whole

can be seen in Figure 1.

Figure 1.

Research Flowchart

The calculated and analyzed data is processed to obtain a domestic wastewater

pipeline network design and a recommendation for WWTP technology using the

following methods:

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A. Population Projection

Indonesia is the fourth country with biggest population in the world (Sari, Madonna,

et al., 2018). The calculation of population projections will affect domestic clean

water needs. The population projections of the Simanindo Priority Area are divided

into 2 types, namely natural projections and progressive projections. Natural

projection is a natural population growth projection which has not been influenced by

external factors that will affect population development in the area. Meanwhile, a

progressive projection is a population projection that looks at population development

if population migration is expected to support. Unfortunately, high population density

can lead to natural disaster and disturbed ecosystem balance (Sari, Sugiana, et al.,

2018).

There are several methods that can be used to analyze the development of natural

population, namely:

1. Least Square Methode

This method is carried out if the amount of data is odd by using the following

equation:



y = a+b x

(t)

Annotation:

yi = Total population in year-i

ui = Multiplier variable

x = The period of the year between the projection year and the current year

ui = 0

2. Arithmetic method

This method is used if periodic data shows the number of additions that are

relatively the same each year. This usually occurs in cities with small areas, low

economic growth rates and not too fast urban development. The formula for this

method is:

y = y + g.x

(t)

Annotation:

yn = Total population in final data

x = The period between the projection year and the final data year

g = Average annual population growth

y - y

akhir data awal data

jumlah data

3. Geometric Method

This method is used if the population data shows a rapid increase from year to

year. The formula for this method is:







y = y (1+r )

(t)

r = -1

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Annotation:

y(t) = Projected population in a certain year

yn = Total population in final data

x = The period between the projection year and the final data year

r = Population growth rate

n = The amount of data

4. Linear Regression Method

 

   



  



y = a+bx

y x - x (xy)

N x - x

N (xy)- x y

N x - x

5. Exponential Method

 

   

 



  









y = a e

ln a= ln y - b x

N x ln y - x ln y

N x - x

6. Logarithmic Method

 

   



  







y = a+b lnx

a= y -b ln x

N y ln x - y ln x

N ln x - ln x

To determine the most appropriate method to be used in planning, it is

necessary to calculate the correction factor, standard deviation, and the state of

future developments in the city. The correlation, r, can be calculated using the

formula:

 



SSE

R =1-

SST

P -P

R =1-

P -P

Annotation:

= Correlation factor

= Total population at year n

= average population of known data

P = Projected population based on calculations the regression method done

The correlation criteria are as follows:

1. r < 0, strong correlation, but negative value and relationship

between the two variables is inversely proportional.

2. r = 0, both data have no relationship.

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3. r > 1, strong correlation, positive value and the relationship between the two

variables is directly proportional.

The standard deviation can be calculated using a formula:

 













P - P

P - P -

STD =

Annotation:

STD = Standard deviation of known data

n = Amount of known data

The projection method chosen is the method with the lowest standard

deviation value and the largest correlation coefficient.

B. Need for Clean Water

a) Domestic Water Needs

Domestic water needs are met in two ways, namely House Connections and

Public Taps. For now, the Ambarita area still serves the planning area at 0%. It is

planned to increase to 91%. Based on data (Badan Pusat Statistik, 2018), the

existing population of Ambarita in 2018 is 1043 people and is included in the

rural category. The ratio between the number of residents served by Domestic

Connection and Public Taps for rural areas is 70:30. Standard drinking water

needs of:

- Home connection: 100L / person /day

- General faucet: 30 L / person / day

The calculation of domestic water demand can be seen in the equation below

(Fatimah et al., 2014).

Domestic Water Need = Total Population x Water Needs per Capita

Per capita water needs will differ in each city depending on the social and

economic level of the community. The minimum basic requirement for water

consumption per person is 121 liters per day. These needs are needed in the needs

of drinking, cooking, washing clothes, bathing, cleaning the house and the needs

of worship. According to Poedjastanto, Indonesia's minimum basic need is 70

liters / person / day (Pusat Komunikasi Publik Kementrian PUPR, 2007).

b) Non-Domestic Water Needs

Non-domestic water needs are water needs that include urban (social and public)

facilities in the planning area. Urban facilities located in Ambarita include

education, health, worship and recreation. The calculation of non-domestic water

demand is as follows (Fatimah et al., 2014).

Total Non-Domestic Water Needs = ∑Water Requirement for Industry +

Water Needs for Trade and Services + Water Needs for Other Economic

Activities.

The water requirement of each activity is the multiplication of the number of

units and the water requirement per unit of activity.

C. Domestic Wastewater Discharge

In calculating the volume of domestic wastewater, it is necessary to know the volume

of clean water requirements. The need for clean water is expressed as the peak hour

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discharge which is the amount of water during the greatest use in 24 hours (Martono,

2015).

The peak hour discharge is calculated by the formula below.

= f

x Qr

Annotation:

Qjp = peak hour discharge (m

/s)

Qr = average discharge (m

/s)

fjp = peak hour factor

The peak hour discharge states the amount of clean water needed. Wastewater

discharge states the amount of wastewater or waste produced by the community

during a certain period of time. According to (Martono, 2015) wastewater discharge

can be calculated in the following formulation below.





= 80% × 



Annotation:

= wastewater discharge (m

/s)

The minimum wastewater discharge (Qmin) is the discharge of wastewater when

using minimum water. The minimum discharge calculation requires equivalent

population data (PE) and average wastewater discharge (Q

r ab

). Equivalent population

(PE) is the amount of organic waste decomposed from household and commercial

activities (Martono, 2015).

 = 0.2 × ∑

1.2

× 

 



 





 =





Annotation:

Qmin = minimum wastewater discharge (m

/s)

PE = equivalent population (people)

r ab

= average wastewater discharge (m

/s)

n = number of nodes in a wastewater distribution system

The peak discharge calculation can be obtained from the equation below.

Qpeak = Q

r ab

x fpeak

Annotation:

Qpeak = Peak discharge of wastewater (m

/s)

r ab

= Average water discharge waste (m

/s)

Fpeak = Peak factor

Figure 2.

Wastewater Peak Factor

Source : (Pratiwi & Purwanti, 2015)

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The maximum wastewater discharge (Qmax) is the discharge of wastewater at

the time of maximum water use. The Qmax calculation uses the maximum daily

factor value data which is the ratio between the average water (Martono, 2015).

 = 5 × 

0.8

×  × 

Annotation: fhm = max. daily factor (1,2)

D. Wastewater Channelling System

The design of the wastewater distribution system must first know the value of the

initial full flow rate (initial Qfull). The initial full flow rate (initial Qfull) is calculated

as follows (Martono, 2015).



 

=  ×





Determine the value of d/D. The d/D value is used to get the Qfull/Qpeak value. The

Qfull/Qpeak values are obtained from the graph design of main sewers on Figure 3

Figure 3.

Design of Main Sewers Graph

Source : (Martono, 2015)

The calculation of the dimensions of the sewerage is carried out after the initial

full flow rate (initial Qfull) and full flow velocity (vfull) are assumed. The channel

diameter is generated by the following formula (Martono, 2015).

count













Once the diameter is obtained, the hydraulic radius (R) can be calculated. The

hydraulic radius is calculated using the following equation (Martono, 2015).

 = 0.25 × 

Annotation:

count

= diameter of the output channel calculation (mm)

full

Initial

= initial full flow rate (m

/s)

full

= full flow rate (assumed) (m/s)

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R = hydraulic radius (mm)

D = channel diameter (mm)

The slope of the pipe (slope) is one of the factors that greatly affects the value of

full

. A minimum slope of the pipe is required so that the minimum flow speed is obtained

by self-cleansing so that deposits do not occur in the sewerage. The pipe slope value can

be an assumption provided that the value of V

full

is not less than 0.6 m/s and not more

than 3 m/s (Martono, 2015). Calculate the slope of the field using the following equation

(Pratiwi & Purwanti, 2015).





Annotation:

S = Slope

 = Different in height (m)

L = Long (m)

Full flow velocity (v

full

) is the velocity of wastewater flow when the pipe is full. The

full flow rate is calculated by the Manning equation (Martono, 2015).

Vfull =

















Annotation:

S = slope of pipe or channel (%)

n = Manning's coefficient of roughness

Vpeak = peak flow rate (m/s)

R = hydraulic radius

The full discharge of wastewater (Qfull) is the discharge of wastewater when the

pipe is full. In addition, it is necessary to calculate the minimum water level (dmin) and

minimum flow velocity (vmin). This was done so that the need for flushing could be

identified in a waste water distribution system.

 =









x vfull

min







Annotation:

Qfull = full discharge of wastewater (m

/s)

dmin = minimum water level (mm)

D = channel diameter (mm)

The vmin/vfull value can be found using the dmin/D value in the design of main

sewers graph Figure 3.2. The minimum flow velocity is given by the equation below.

min







RESULTS AND STUDY

A. Study Area Conditions

The Ambarita area is in position 2°40’92” east longitude and 98°49’47” South

latitude. Slope conditions in the Ambarita area, which is included in the Simanindo

Priority Area, have a slope of more than 40%, which is 24% of the total land area,

which is difficult to build, while the easy-to-build areas that are on a slope of 0-8%

are only around 18%. According to (Badan Pusat Statistik, 2018) The total population

of the Ambarita area is 1043. The Ambarita area was selected as the study area

because the Ambarita area is a priority tourist area whose population will increase

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rapidly due to tourism activities. This will affect the generation of domestic waste

water, which, if not handled, will cause problems with Lake Toba water pollution.

The problem of wastewater in the Ambarita area has yet to be addressed because

there is no sewage system and WWTP.

B. Population Projections of the Ambarita Area

In the planning of this domestic wastewater distribution system, a planning area is

determined which will be calculated based on the maximum capacity of the design

that will be made in the Master Plan draft, namely the area that is the busiest center of

tourism activities to residential housing. The population to be served is the population

of progressive projections and the design period used in this planning is 20 years

from 2020 to 2040 according to the planning in the Master Plan draft in Figure 4

Figure 4.

MasterPlan Kawasan Ambarita

From Figure 4, for the areas served, the number of parcels from each segment is

obtained multiplied by the number of families (family cards) where each parcel

consists of 5 family members, which can be seen in Table 1.

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Table 1. Ambarita Area Population Per Segment

Annotation:

1. Segment = Division of the area to be served is divided into several

segments

2. Block = A segment divided into service blocks

3. L = pipe length (m)

4. L equivalent = length of straight pipe (m)

5. Cumulative L = Addition of the equivalent length before and after (m)

6. H1 = initial height (m)

7. H2 = the final height (m)

8. Block area = Area per block (ha)

C. Clean Water Needs and Wastewater Projection

Wastewater discharge is the need for clean water from the total domestic and non-

domestic water needs that people use every day. Of this water requirement, about

80% will become domestic wastewater. The Ambarita area is included in the rural

category so that the need for house connections is 95 l/person/day and non-domestic

water needs such as health, education, recreation and sports facilities seen from the

planning needs to be served in the Ambarita Area Master Plan draft and non-standard

water needs. -Domestic PU Cipta Karya. Calculation of water needs for berish and

wastewater can be seen in Table 2 and Table 3.

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Table 2. Calculation of Clean Water and Wastewater Needs (1)

Table 3.

Calculation of Clean Water and Wastewater Needs (2)

Annotation:

1. Qam = Discharge of clean water requirements (m

/sec)

2. ΔHt = Difference between initial and final heights (m)

3. St = Sp = slope (m)

4. Fp = Peak factor

5. Qr of waste water = Average discharge of wastewater (m

/sec)

D. Calculation of Pipe Dimensions

Pipes made of concrete are chosen in the planning of domestic wastewater networks

because the material is not easy to react and has a large size. Calculations for the

dimensions of concrete pipes, which have a manning coefficient (n) of 0.012 - 0.016.

The results of the calculation of pipe dimensions can be seen in Table 4.

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Table 4. Calculations to get pipe dimensions and values for V

full

Annotation:

1. Qmd = Maximum discharge of wastewater in 1 day (m

/second)

2. Qinf = Infiltration discharge (m

/sec)

3. Qpeak = Peak discharge of wastewater (m

/sec)

4. Q design = Total infiltration discharge and peak discharge (m

/sec)

5. n Pipe = Manning coefficient (roughness of the pipe)

6. Vfull = Maximum speed (0.6-3 m

/s)

7. Qfull = Maximum discharge (m

/sec)

8. Qd/Qf = The ratio of the discharge of water needs per day to the maximum

discharge

9. d/D = the ratio of the water level to the pipe diameter

10. Vp/Vfull = The ratio of the minimum speed to the maximum speed

The planning of the piping network from the calculations that have been obtained

is seen in Figure 5.

Figure 5.

Planning for Domestic Wastewater Piping Network in Ambarita Area

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E. Sewerage with a Closed System

The distribution of domestic wastewater is carried out in a closed system, which aims

to ensure that the distribution does not interfere with activities in the vicinity. The

treated water or WWTP effluent will be flowed into the waters of Danu Toba, in

accordance with the established quality standards, namely Peraturan Pemerintah

Number 82 of 2001 class 2 (Presiden Republik Indonesia, 2001), which is designated

for water recreation infrastructure / facilities, freshwater fish farming, animal

husbandry, and irrigation.

F. Equipment and Types of Piping used

The equipment and types of piping that will be used for piping in the Ambarita area

are manholes, clean out, and using concrete pipes.

G. Domestic Wastewater Treatment Plant Capacity

The quantity of wastewater to be treated at the wastewater treatment plant has been

obtained from previous calculations, which is the amount of the average discharge of

wastewater, the WWTP discharge is 0.06495 m

/s and the WWTP capacity is

obtained as follows.

Daily WWTP capacity (m

/day) = ∑Qr of waste water

=

















The design that will be planned in determining the WWTP Layout in the Ambarita

area can be seen in Table 5.

Table 5. Dimensions for Layout of Domestic Wastewater Treatment Plants

The following is the WWTP layout based on the planning design which can be seen in

Figure 6.

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Figure 6.

WWTP Layout in Ambarita Area

H. Technology Recommendations for Domestic Wastewater Treatment Plants

The laboratory test results of the water quality of Lake Toba at Siallagan Harbor,

which is located in Ambarita, can be seen at Table 6.

Table 6.

Water Sample Laboratory Test at Siallagan Port

Source: The Environmental Service Laboratory in Pangururan, 2019

In the table above that the parameters that exceed class II quality standards

Peraturan Pemeri Number 82 of 2001 (Presiden Republik Indonesia, 2001)

concerning Water Quality Management and Water Pollution Control are fecal

coliform and free chlorine. According to the characteristics of domestic wastewater,

fecal coliform is included in biological characteristics, whereas, free chlorine is

classified as organic chemical characteristics which usually comes from the use of

detergents from hotels, households, and other public facilities. Biological processing

technology is selected in the removal of these two parameters because of its lower

cost than chemical processing and limited land availability. The choice of biological

technology is also a request from the Samosir Regency Environmental Service.

Several alternative technologies that are assessed based on the advantages and

disadvantages can be seen in Table 7.

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Table 7. Wastewater Treatment Alternative Assessment

Source : Said (2008) in Asmadi dan Suharno (2012) in (Nasoetion et al., 2017),

Hasil analisis

Based on the total value of technology selection with several assessment

criteria, the biofilter was selected as an alternative technology to be used in domestic

wastewater treatment in the Ambarita area. The biofilter that will be used in domestic

wastewater treatment in the Ambarita area is anaerobic-aerobic biofilter, because the

use of anaerobic processes, organic pollutants in wastewater will be converted into

carbon dioxide gas and methane which is broken down by anaerobic bacteria and

facultative bacteria without using energy. like an air blower, but the content of

ammonia and hydrogen sulfide gas (H

S) cannot be lost. So, if only anaerobic

biofilter is used, only organic pollutants such as BOD, COD and TSS can be

removed. Therefore, it is necessary to process an aerobic biofilter that can break

down the remaining organic pollutants from the anaerobic process, where organic

pollutants will be converted into CO

and H

O (Kemenkes, 2011). An illustrative

anaerobic-aerobic biofilter process can be seen in Figure 7.

Figure 7.

Illustration of Anaerobic-Aerobic Biofilter Unit Model

Source : (Republik Indonesia, 2017)

In the provision of two parameters that exceed the quality standard of Peraturan

Pemerintah Number 82 of 2001 (Presiden Republik Indonesia, 2001), namely fecal

coli and free chlorine, the efficiency of the aerobic-anaerobic biofilter according to

(Hariyani & Sarto, 2018).

1. Fecal coliform Removal

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 Removal: 99,9% at peak hour discharge

 Initial concentration = 150 coliform/100 ml

 Final concentration = 150 – (150 x 99,9%) = 0,15 coliform/100ml, which is

less than 100 coliform/100ml.

2. Free chlorine Removal

The removal of free chlorine in domestic wastewater is more than 65% using an

aerobic-anaerobic biofilter (Häggblom & Salkinoja-Salonen, 1991).

 Initial concentration = 0,32 mg/l

 Final concentration = 0,32 – (0,32 x 65%) = 0,112 mg/l

 0,112 mg/l still exceeds class 2 water quality standards stipulated in

Peraturan Pemerinta Number 82 of 2001(Presiden Republik Indonesia, 2001),

namely 0.03 mg / l. So, there needs to be an effort to reduce the free chlorine

concentration. However, according to (Hasan, 2006) the chlorine content in

fresh water naturally is 8.3 mg/liter. This shows that the reduction of free

chlorine after deep processing using anaerobic-aerobic biofilter technology is

still safe.

For the planned influent, the characteristics of domestic wastewater have key

parameters, namely BOD, COD, and TSS. The average values of BOD, COD, and TSS

for the characteristics of domestic wastewater are 220 mg/l, 500 mg/l, and 220 mg/l

(Metcalf et al., 1991).

1. BOD Removal

BOD removal in domestic wastewater using anaerobic-aerobic biofilter was 85%

(Metcalf et al., 1991).

 Initial concentration = 220 mg/l

 Final concentration = 220 mg/l – (220 mg/l x 85%) = 33 mg/l

 The BOD allowance exceeds the class 2 quality standard according to Peraturan

Pemerintah Number 82 of 2001 (Presiden Republik Indonesia, 2001), which is 3

mg / l, however in the (Permen LHK, 2016) concerning Domestic Wastewater

Quality Standards, the BOD value set is 30 mg / l where the effectiveness of the

reduction has reached 91%.

2. COD Removal

Removal of COD in domestic wastewater using anaerobic-aerobic biofilter is 85%

(Metcalf et al., 1991).

 Initial concentration = 500 mg/l

 Final concentration = 500 mg/l – (500 mg/l x 85%) = 75 mg/l

 The COD allowance still exceeds the quality standard of Class 2 Peraturan

Pemerintah Number 82 of 2001 (Presiden Republik Indonesia, 2001), which is 25

mg / l with the effectiveness of the reduction is still 34%, however (Permen LHK,

2016) concerning Domestic Wastewater Quality Standards, the COD value set is

100 mg/l. This shows that the removal of COD with anaerobic-aerobic biofilter

has met the quality standards of the Minister of Environment Regulation Number

68 of 2016.

3. TSS Removal

80% removal of TSS in domestic wastewater using anaerobic-aerobic biofilter

(Metcalf et al., 1991).

 Initial concentration = 220 mg/l

 Final concentration = 220 mg/l – (220 mg/l x 80%) = 44 mg/l

 The TSS allowance has met the class 2 quality standard according to Peraturan

Pemerintah Number 82 Year 2001 (Presiden Republik Indonesia, 2001) of 50 mg

/ l, but has not met the quality standard for the Minister of Environment

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Regulation Number 68 Year 2016 concerning Domestic Wastewater Quality

Standards with a TSS value set at 30 mg/l. Thus, the effectiveness of TSS

reduction is still 69%.

CONCLUSIONS

The conclusions from the above discussion are as follows:

1. Quantity and quality of domestic wastewater in the Ambarita area:

a. The total discharge of wastewater in the planning area is = 0.06495 m

/sec

b. The quality of the waters of Lake Toba which indicates pollution from domestic

wastewater is COD 12.97 mg/l, TSS 3.5 mg/l, BOD <2 mg/l, fecal coli 150

coliform/100ml, Free Chlorine 0.32 mg/l, and total phosphate as P 0.0228 mg/l.

The only parameters that exceed the quality standard are free chlorine and fecal

coli.

2. The planned waste water distribution system is an Ambarita service area distribution

system in the MasterPlan draft that focuses on congested activities. The pipe used is a

concrete pipe because is strong enough for the distribution of domestic wastewater.

The diameter used for pipes made of concrete is 100 mm, 125 mm, 150 mm, 200 mm,

and 250 mm and it will have 5 manholes.

3. The total length of pipe required for each diameter of the commonly pipe used in the

market, 100 mm = 1010 m; 125 mm = 663 m; 150 mm = 248 m; 200 mm = 338 m

and for 250 mm = 285 m.

4. Wastewater treatment plants selected to use anaerobic-aerobic biofilter with

effectiveness in reducing fecal coli and free chlorine by 99.9% and 65%. Although,

the free chlorine allowance has not met the quality standards of Peraturan Pemerintah

Number 82 Year 2001 class 2 (Presiden Republik Indonesia, 2001), the use of this

anaerobic-aerobic biofilter is the most effective alternative technology.

5. Reduction of the key parameters of domestic wastewater, namely BOD, COD and

TSS with allowances of 85%, 85% and 80% in using anaerobic-aerobic biofilter

technology.

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