Journal of Natural Resources and Environmental Management
11(4): 685-695. http://dx.doi.org/10.29244/jpsl.11.4.685-695
E-ISSN: 2460-5824
http://journal.ipb.ac.id/index.php/jpsl

Wastewater reclamation design from sewerage system for gardening activity in
Universitas Pertamina
Pavita Khansa, Evi Siti Sofiyah, I Wayan Koko Suryawan
Faculty of Infrastructure Planning, Department of Environmental Engineering, Universitas Pertamina, Komplek Universitas
Pertamina, Terusan Simprug, Jakarta, 12220, Indonesia [+62 21-29044308]

Article Info:
Received: 14 - 07 - 2021
Accepted: 03 - 01 - 2021
Keywords:
Campus, recycling, sewerage
system, wastewater
Corresponding Author:
Evi Siti Sofiyah
Faculty of Infrastructure
Planning, Department of
Environmental Engineering,
Universitas Pertamina;
Tel. +62-21-29044308
Email:
es.sofiyah@gmail.com
es.sofiyah@universitaspertamina
.ac.id

Abstract. Wastewater recycling is one of the criteria for continuous
innovation at the campus level. Reclamation of water from the sewage system
for gardening activities is one way to achieve this target at Universitas
Pertamina. This study aims to design and verify a water treatment unit from
sewage to ready-to-use water for gardening activities. The units needed for
the wastewater treatment system are a tank, Horizontal Roughing Filter
(HRF), Rapid Sand Filtration (RSF), reservoir, and disinfection. The expected
quality of effluent from processing is TDS 278 mg/L; TSS 1.3 mg/L; Turbidity
0.17 NTU; BOD5 0.63 mg/L; COD 6.12 mg/L; Total phosphate 0.95 mg/L;
Nitrate 0.07 mg/L; detergent 0.7 mg/L; and total coliform MPN/100mL. Thus,
it can meet the criteria for class 4 water according to Government Regulation
(PP) Number 22 of 2021. The most important parameter in the sewerage
water treatment process is the total coliform which must achieve an efficiency
of 99%. This conventional method of water treatment is used because the
availability of land is still sufficient, if it is not sufficient, then further
processing that is efficient, environmentally friendly, and has economic value
is required.

How to cite (CSE Style 8th Edition):
Khansa P, Sofiyah ES, Suryawan IWK. 2021. Wastewater reclamation design from sewerage system for gardening activity in
Universitas Pertamina. JPSL 11(4): 685-695. http://dx.doi.org/10.29244/jpsl.11.4.685-695.

INTRODUCTION
Green Campus is an environment-friendly system that involves campus residents in environmental
activities, which must positively impact the environment (Tan et al., 2014; Widiastuti et al., 2019). The
efficiency of water electricity uses one indicator of an environment-friendly system (Nurisyah and Nurdin,
1999; Calder and Dautremont-Smith, 2009). To support green open space, it is necessary to use water
efficiently and quality. Water use is important to improve conservation programs and protect habitats in
universities (Lourrinx and Budihardjo, 2019). Previous research conducted to achieve this status was
calculated the carbon footprint of the scope of electricity, transportation, and waste generation (Ridhosari and
Rahman, 2020). On the other hand, wastewater is also one of the organic sources that contribute to greenhouse
gases and nutrients in the waste, giving eutrophication impacts on water bodies (Sarwono et al., 2022; Sarwono
et al., 2017; Sofiyah et al., 2021; Afifah et al., 2020). For this reason, water conservation optimization is
needed in the form of wastewater reclamation activities by utilizing all water to archives zero waste in
Universitas Pertamina.
To perform good water recovery, wastewater treatment requires processing technology that will consume
considerable energy, and it also has a difficult operation such as pretreatment (Suryawan et al., 2021). To
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Khansa P, Sofiyah ES, Suryawan IWK
maintain the sustainability of ecology, the purpose of the wastewater treatment system requires minimizing
energy loss, reducing the use of energy and water, reducing the formation of waste, and recycling the nutrients.
Water recovery can reduce tap water consumption for gardening by about 65.41% (Susana, 2012). Many
wastewater treatment designs currently fail to meet quality standards for watering plants and need advanced
treatment to improve quality standards (Suryawan et al., 2021; Hasnaningrum et al., 2021; Fadhilah et al.,
2020).
This research aims to determine and design an appropriate processing unit to process the sewerage system
to meet the classification of water classes that can be used to water the plants. In Indonesia, according to
Government Regulation Number 22 of 2021 concerning Implementation of Environmental Protection and
Management (attachment VI), water to watering plants need to be in class IV water quality.
METHODOLOGY
Planning for this advanced treatment design is carried out based on the background of the problem, then
conducts field studies such as sampling, then characterizes the waste. After characterizing the waste, it is
necessary to search for alternative solutions to problems. The chosen alternative is used in the pre-design
process, which consists of preliminary sizing and mass balance calculations. The final calculation is to design
in the form of detailed engineering design and calculation of bill of quality and budget planning. The design
stage can be seen in Figure 1.

Background

Characterizing
of the Waste

Alternative
Solutions

Pre-design

Detailed
engineering
design

Budget
Planning

Figure 1 Wastewater treatment design methods
Samplings and Parameters
The Wastewater Management installation for drainage water in the area of Universitas Pertamina
buildings is designed based on considerations including the quality and discharge of water in the drainage
channels and land conditions in the Complex Universitas Pertamina buildings Wastewater Treatment Plant
(WWTP) unit design criteria. Rainy and dry seasons can affect drainage water's discharge and quality (Khansa
et al., 2020). The rain will increase drainage water discharge, but it can reduce the pollutant parameters
concentration due to dilution (Universitat Politècnica de València, 2015). Conversely, the drainage water
discharge will be smaller with little rainfall intensity, and the quality will be worse with a high pollutant
concentration in the dry season. Parameters that become the main focus in the WWTP design are the
parameters of BOD5, COD, TDS, TSS, pH, NO-3 as N, Surfactants, Total Phosphate as P, and Total Coliform
to meet Ministry of Environment and Forestry Regulation No. 68 of 2016 concerning domestic wastewater
quality standards. Land conditions of the Complex of Universitas Pertamina buildings will affect the land
availability used for WWTP design considerations.
Google Maps Pro software was used as the area and elevation measurements. Sampling requires tools
following SNI 6989.59:2008 concerning Water and Wastewater-Section 59: Methods for sampling
wastewater. Tools and materials needed when testing the quality of drainage water refer to each parameter
standards as follows BOD5 testing refers to SNI 6989.72:2009; COD testing refers to SNI 6989.2:2009; TSS
testing refers to SNI 06-6989.3:2004; The pH test refers to SNI 06-6989.11-2004; TDS testing was conducted
by the conductometry method; NO-3 testing as N refers to the Standard Method 4500- NO3- E; Total P testing
refers to the Standard Method 4500-P; Surfactant testing refers to SNI 06-6989.51-2005; Turbidity testing
with a turbidimeter, and Total Coliform Testing refers to the Standard 9221 B.
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Wastewater Treatment Design
The choice processing unit is determined by adjusting the needs affected by the type of parameters that
require processing, the extent to which the parameters exceed the existing quality standards, and the efficiency
of each processing technology. The calculation basis for preliminary sizing can be seen in equation 1 (Metcalf
and Eddy, 2004). Where V is the building volume unit, td is the detention time, and Q is the wastewater
discharge. Efficiency can be found based on equation 2 (Mihelcic, 1998). As for calculating mass balance, it
can be seen in equation 3.

𝑑𝑚
is the change in the mass of the wastewater parameters entering the treatment
𝑑𝑡

unit process. min is the mass that goes in while mout is the mass that comes out. To get mreaction, it is done by
means of literature studies to look for efficiency removal (Mihelcic, 1998).
V = HRT x Q
%removal =
𝑑𝑚
𝑑𝑡

𝑚𝑖𝑛 − 𝑚𝑜𝑢𝑡
x100
𝑚𝑖𝑛

= 𝑚𝑖𝑛 − 𝑚𝑜𝑢𝑡 − 𝑚𝑟𝑒𝑎𝑐𝑡𝑖𝑜𝑛

(1)
(2)
(3)

A BOD5/COD ratio will influence the processing type. If the ratio indicates that wastewater is nonbiodegradable, which is <0.3 (Srinivas, 2008), then the treatment will be physical, such as sedimentation and
filtration. Media variation can be applied if wastewater is treated enough with granular filtration. Filtration is
needed; this type of filtration can be a variant. Whereas wastewater has a ratio value of >0.3 then biological
treatment will be used with varying types of technology. Technology selection consideration can be seen from
the processing efficiency, head loss if available, price, and ease of operation and maintenance. If Total
Coliform's parameter exceeds the quality standard, the disinfection unit will be involved as an additional
treatment.
RESULT AND DISCUSSION
Characterizing of the Sewerage Wastewater
Based on Table 1, there are two attention parameters above the quality standard class 4: BOD 5 and Total
Coliform parameters. Each concentration at high and low discharge conditions, 21.67 mg/l, and 19.33 mg/l for
BOD5 parameters and 27.333 mg/l and 72.666 mg/l for Total Coliform parameters exceeding the quality
standard in Government Regulation/Peraturan Pemerintah (PP) Number 22 of 2021. Thus, wastewater
treatment that can reduce the concentration of the two parameters is needed so that wastewater can meet the
quality standards of watering plants.
Table 1 Average water quality of the sewerage system at Universitas Pertamina
Parameter
Unit
Quality standard Class 4
Average
TDS
mg/l
2 000
252.83
TSS
mg/l
400
44.50
Turbidity
NTU
17
pH
7
BOD5
mg/l
12
20.50
COD
mg/l
100
80.50
Total phosphate
mg/l
5
1.67
Nitrate
mg/l
20
<0.1
Surfactant
mg/l
0.39
Total Coliform
MPN/100ml
10 000
50 000
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Khansa P, Sofiyah ES, Suryawan IWK
The BOD/COD ratio in both conditions, which is 0.25, shows that wastewater has non-biodegradable
properties because the ratio is less than 0.3 (Srinivas, 2008; Suryawan et al., 2021). Domestic wastewater
containing detergents or non-biodegradable surfactants can also affect the BOD/COD ratio (Morel and Diener,
2006). Physical parameters, in this research, are not a major problem. In this research, TDS, TSS, and turbidity
were relatively low. While the nutrients in the form of total phosphate and nitrate parameters meet the quality
standard. If not treated, the nutrient parameters are very risky to cause eutrophication, the explosion of algal
populations in the waters.
The wastewater discharge at Universitas Pertamina calculated based on the plumbing tools unit load
contributing facilities for greywater, and yellow water is 1 236. The calculation results of wastewater
discharges can be seen in Table 2. The intensity of rainwater in South Jakarta is 206.04 mm/hour. Thus
rainwater discharge obtained is 2 497 m3/s (with a runoff coefficient of 0.563 and a land area of 7.7 hectare
(ha)).
Table 2 The average of wastewater discharge from the plumbing unit load at Universitas Pertamina
Name of Plumbing Tool
Total
Unit
Fixture Unit
Total
Urinoar
94
units
4
376
Sink
168
units
2
336
Dishwasher
54
units
2
108
Dishwasher
1
units
2
2
Shower
123
units
2
246
Ablution
82
units
2
164
Clothes
2
units
2
4
Total
1 236
The land area is one of the design determinants. The land area owned is 40.9 m x 38 m or equivalent to 1
554.2 m2. The wastewater discharge served is 9 850 m3/day, with a composition of 62.8% wastewater and
37.2% rainwater. The units used in alternative two are the collection tanks, bar screen, horizontal roughing
filter (HRF), rapid sand filter (RSF), and disinfection. HRF will replace the sedimentation unit function, which
reduces turbidity to prevent clogging.
Pre-design
To determine the WWTP waste treatment design's effectiveness required pre-design comprising the step
of mass balance calculations and preliminary sizing. The mass balance is calculated based on the wastewater
quality's examination results in the largest load conditions. The largest concentration of each parameter will
be used as the WWTP influent concentration. This aims to determine each unit's ability to treat the lowest
quality waste to meet the quality standards of Government Regulation (PP) Number 22 of 2021 concerning
Implementation of Environmental Protection and Management (attachment VI), water to watering plants need
to be in class IV water quality. Mass balance is calculated based on the allowance percentage of each unit for
certain parameters in Table 3. Determination of removal efficiency is carried out based on literature studies
with the same wastewater quality approach.
The limitations of the research examining all parameters in treating wastewater also make literature
necessary for each parameter. The calculation is done by multiplying the incoming concentration for each unit
and multiplying by the removal efficiency for each unit (Mihelcic, 1998). Mass balance is used to study the
reactor's hydraulic flow characteristics and describe the changes that occur in the WWTP units (equation 3).
The basic concept in calculating mass equilibrium uses energy conservation; energy cannot be created or
destroyed but can change form. The mass balance principle in the wastewater treatment process is that the

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Jurnal Pengelolaan Sumber Daya Alam dan Lingkungan 11(4): 685-695
influent that enters the treatment will be the same as the total effluent (Metcalf and Eddy, 2004). Calculation
of mass balance for each wastewater treatment unit in Table 3 and Figure 2 (based on equation 3)
Table 3 The estimation of wastewater quality at maximum load conditions from literature review
Parameters
TDS
TSS
Turbidity
BOD5
COD
Total
phosphate
Nitrate
Detergent
Total
Coliform

mg/
L
mg/
L
NT
U
mg/
L
mg/
L
mg/
L
mg/
L
mg/
L
MP
N/
100
mL

Bar Screen

HRF

RSF

Disinfection

Government
Law No. 22
of 2021

Influent

%

Effluent

%

Effluent

%

Effluent

%

Effluent

278

0%1

278

-

278

-

278

-

278 000

2 000

56

0%1

56

33.2% 2

37.968

96.57%6

1.302

-

1.302

400

22

0%1

22

85% 3

3.3

95% 7

0.165

-

0.165

-

25

0%1

25

54% 4

11.5

7

0.633

-

0.633

12

91

0%1

91

68.41% 5

30.576

80% 7

6.115

-

6.115

100

3

0%1

3

26% 5

2.154

55,91%7

0.950

-

0.950

5

0.1

0%1

0.1

34% 5

0.066

-

0.066

-

0.066

20

0.7

0%1

0.7

-

0.7

-

0.7

-

0.7

-

4 600

Max
.
100
%8

100 000

10 000

92
000

0%1

92 000

-

92,000

94.50%

90-96%
7

Notes: 1: Hasnaningrum et al., 2021; 2: Khezri et al., 2017; 3: Wegelin, 1996; 4: Daee et al., 2019; 5: Khezi
et al., 2016; 6: Sisynreswari et al., 2014; 7: Reyes et al., 1997; 8: Triastiani and Hazilmi, 2018.

Figure 2 Mass balance wastewater treatment system in Universitas Pertamina
Preliminary sizing produced for each processing unit can be seen in Table 4. Preliminary calculations are
obtained from equation 1. The HRT for each unit used is from design criteria and width planning. The land
used is the land, which does not change the green open space in the complex building of Universitas Pertamina.
Land utilization is related to buildings, roads, sports and art infrastructure, parking lots, parks, and other open
689

Khansa P, Sofiyah ES, Suryawan IWK
spaces. Therefore, land utilization design should consider the balance between the land area for the buildings
and the green open space/Ruang Terbuka Hijau (RTH). Ideally, a least 30% of the campus area is intended for
green space (Amba, 2015).
Table 4 The calculation results of land requirements for each unit in the wastewater treatment plant design
Unit
Width (m)
Area (m2)
Collection tank
2
21
Bar Screen
0.6
1.6
HRF
5
1155
RSF
2
85.75
Total
1 263.35
Detail Engineering Design
It is planned that there will be two collection tanks with an additional redundancy tank that will be used
when cleaning the collection tank. This redundancy also functions to accommodate additional discharge caused
by the addition of the academic community or facilities. The collection tank is designed with a detention time
of 6 minutes. Thus, additional discharge can be maximized by reducing the detention time with a fixed
condition within the design criteria range. Next, the sluice is added to the collection tanks to regulate the
wastewater discharge. The next unit is the bar screen, which is cleaned mechanically. There are two bar screen
functions (Figure 3), one bar screen as a redundancy. Therefore, an additional carrier duct with a dividing plate
at the end and at the beginning of the duct can be used if the duct is not used. The duct's length before the unit
is 4 m or 10 times from the depth of the duct. Addition of dividing plates and duct spacing before the bar screen
is designed based on Davis (2010).

Figure 3 The detailed figure of the to be used unit bar screen (without scale)
The number of HRF bodies needed is inversely proportional to the body dimensions. Thus, the smallest
and largest design criteria design will produce the same total land requirements. Adjusting with the aesthetics
and land area, 16 tanks are placed in a row and forming three columns. There are two ducts carrying water
from the bar screen to the column. The first duct serves 1 column with 5 HRF tanks, while the second duct
serves two columns with 11 HRF tanks. According to Ahsan (1995), backwashing was not feasible for HRF
because it requires a high flow velocity. Thus, manual washing is carried out media maintenance (WHO, 1984)
with a washing period of 0.5-1 year (Hadi, 2012). In addition, a weir and inlet chamber was designed in the
HRF body.
Moreover, to standardize the flow (WHO, 1984), a perforated baffle is added as barrier between media
and inlet and an outlet chamber. The design of HRF unit can be seen in Figure 4. According to literature,
producing removal requires good operation and maintenance, especially for the operation of the filtration unit.
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Jurnal Pengelolaan Sumber Daya Alam dan Lingkungan 11(4): 685-695
Therefore, operational planning and operating procedures need to be done properly. The use of redundancy is
also an effort to keep the results of removal from the wastewater treatment planning system going well.

Figure 4 The detailed figure of the to be used HRF unit (without scale)
The dimension of the Rapid Sand Filter (RSF) unit can be seen in Figure 5. RSF unit washing is carried
out by backwashing the media conducted once per 48 hours, with two tanks per backwash. Processed water is
pumped from the reservoir with a discharge of 633.6 m3/hour and head 7.5 m for backwash. The wastewater
will be stored a maximum of three days, considering holidays, and then the 3 rd party will treat it. The HRF
media washing room is also placed above the storage tank so that the washing water can be directly stored
through a hole in the storage tank. The pump used in the storage tank is the same as the backwash pump. HRF
is a box-shaped unit consisting of 3-4 compartments and contains granules that are getting smaller in every
compartment.

Figure 5 The detailed figure of the to be used RSF unit
Raw water that falls over the dam will enter through the inlet duct, where the flow will be distributed
evenly through the vertical filter cross-section. The growth process of biofilm and acclimatization was carried
out for 30 days. The research conducted by Fauziah and Hadi (2013), showed that the length of the
acclimatization/seeding process would affect the biofilm layer formation efficiency. The biofilm growing
process will form a biofilm layer (biological zone) that will be formed on the filter media, which is later
expected to degrade the organic substances and coliform microorganisms levels to be used following their
designation. During the biofilm and acclimation growth process, an aerator is added to the roughing filter
691

Khansa P, Sofiyah ES, Suryawan IWK
reactor to increase oxygen supply so that aerobic microorganisms can live and develop in the roughing filter
reactor.
The WWTP processed water will be used as a water sprinkling and water backwash. It is known that the
volume of the chlorine contact tank is 205.2 m3. Thus, the reservoir volume, which also functions as a chlorine
contact tank, must fulfill that volume. The reservoir volume is planned to be 400 m 3. This volume
determination is based on SNI 7509: 2011. The minimum effective reservoir volume is 15% of the maximum
daily requirement. RSF observation room on the 2 nd floor of WWTP is provided during the backwash. On the
2nd floor, room to set the sluice and the bulkhead on the HRF and bar screen also provided to close the duct
when not in use. Trash held by the bar screen is also carried mechanically to the 2 nd floor. The iron frame on
the floor that can be opened is designed to facilitate access to the control unit and HRF media washing without
reducing the floor area. The result of the dimensions of each unit (Table 5).
Table 5 The designed dimensions of each unit
Dimension (m)
Number Redunof Units dancy Length Width Depth
fb

Unit

HRT
(min)

Collection tank

5

2

1

3.5

2

3

0.5

Bar Screen

-

1

1

1.4

0.6

0.4

0.4

HRF

224

14

2

11.2

5

1.5

0.5

RSF

15

5

1

4

2

2.8

0.45

Reservoir

-

1

0

30

3.5

3.8

0.5

Additional
Specifications
Sluice
L= 0.4 m
P Duct= 8.65 m
Slope= 30˚
Inlet and outlet
Chamber
P= 0.3 m
H zeolite media= 0.5
m
H buffer (gravel)
media= 0.32 m
H geotextile= 0.05 m
-

Figure 6 WWTP layout design for gardening activity in Universitas Pertamina
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The overall water treatment layout can be seen in Figure 6. Hydraulic profiles are carried out to determine
whether each unit's head is sufficient to drain the water in the desired direction. The total head is affecting the
hydraulic profile results from the major headloss, minor headloss, speed head, and static head from the existing
unit tank or duct. If the unit or duct has a negative head, the unit calculation will make adjustments. These
adjustments can be in the form of adjusting the duct's dimensions or body with the condition that the calculation
components remain in the range of design criteria. The head unit's value and duct must not be negative because
a negative head indicates that water flows in the opposite direction to the planned direction (Verma et al.,
2015). The hydraulic profile of this design can be seen in Figure 7.

Figure 7 WWTP hydraulic profile for gardening activity in Universitas Pertamina
CONCLUSION
Water conservation and potential pollution reduction in the complex building of Universitas Pertamina
can be achieved by designing the wastewater recycling from the drainage duct as watering plants water. To be
used again as watering water, Government Regulation (PP) Number 22 of 2021 concerning Implementation of
Environmental Protection and Management (attachment VI), water to watering plants need to be in class IV
water quality. WWTP unit's configuration that can treat wastewater from drainage ducts in the Complex
Building of Universitas Pertamina is collection tanks, Horizontal Roughing Filters (HRF), Rapid Sand
Filtration (RSF), reservoirs, and disinfection with chlorine. The most important parameter in the sewerage
water treatment process at Pertamina University is total coliform which must remove more than 99%.
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