THE USE OF RETENTION POND TO PROTECT THE LAND … · III method based on rainfall data obtained from the Central Office of the Jeneberang and Pompengan River Region.

\http://www.iaeme.com/IJCIET/index.asp 2129 [email protected]

International Journal of Civil Engineering and Technology (IJCIET)

Volume 10, Issue 04, April 2019, pp. 2129-2140, Article ID: IJCIET_10_04_220

Available online at http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=10&IType=04

ISSN Print: 0976-6308 and ISSN Online: 0976-6316

© IAEME Publication Scopus Indexed

THE USE OF RETENTION POND TO PROTECT

THE LAND FROM FLOODING IN LAMASI

RIVER LUWU REGENCY SOUTH SULAWESI

INDONESIA

Ali Malombassi

Doctoral Program in Environmental Science, Graduate School, Brawijaya University,

Malang, Indonesia

Pitojo Tri Juwono

Faculty of Engineering, Brawijaya University, Malang, Indonesia

Muhammad Bisri

Faculty of Engineering, Brawijaya University, Malang, Indonesia

Ratna Musa

Faculty of Engineering, Indonesia Moslem University, Makassar, Indonesia

ABSTRACT

Luwu Regency, South Sulawesi Province is an area, encountering a lot of flood

problems because in particular the rivers in downstream are relatively flat increase

sedimentation in the lower reaches of the Lamasi River. In this study one of the rivers

in Luwu district, which often experiences flooding every year and has a length of 76.43

km and an area of river basin 432.80 km2. The flooding caused losses of nine villages

in the area surround the Lamasi river. The objective of this study is to determine the

optimal capacity of the retention pond and the dimensions of the retention pool used

based on the analysis using the Gumel and Nakayasu methods. The type of research

based on the data is done by using a quantitative approach by collecting secondary

data from the Central Office of the Pompengan and Jeneberang River Region in South

Sulawesi province. The result showed that the optimal capacity of the retention pond is

1,600,000 m3 at 9.3 m elevation while the pool volume in the pond at the 10-year return

period was 901,131.78 m3 and the water elevation in the pond is at plus 8.43 m. The

dimensions of the retention pond are 3,069 m long and vary from 100 m to 300 m and

within an average of 3 m, the height of the embankment is 1.50 m with the width of the

embankment 5 m with an optimal reservoir of 1,500,000 m3. The age of the retention

pool functions effectively because of the sedimentation of 4,481.01 m3 per year

estimated for 133 years.

Ali Malombassi, Pitojo Tri Juwono, Muhammad Bisri and Ratna Musa

http://www.iaeme.com/IJCIET/index.asp 2130 [email protected]

Keywords: flood, reservoir, retention pond, river.

Cite this Article: Ali Malombassi, Pitojo Tri Juwono, Muhammad Bisri and Ratna

Musa, The Use of Retention Pond to Protect the Land From Flooding in Lamasi River

Luwu Regency South Sulawesi Indonesia. International Journal of Civil Engineering

and Technology, 10(04), 2019, pp. 2129-2140

http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=10&IType=04

1. INTRODUCTION

Flood is one of the disasters that often destruct various countries. Indonesia is one of the

disaster-prone countries including floods. Regularly, Indonesia often experiences floods,

earthquakes, landslides, cyclones, tornadoes and droughts. In the past decade, Indonesia often

faces flooding every year in various cities [1,2]. The overall current flood disaster management

may lead to more recurrent events and cause severe impacts. Sustainable actions are needed to

solve these problems that include environment-based flood integrated countermeasures [3]

Luwu Regency is located in South Sulawesi Province, Indonesia. This regency is often

encountered with flooding problems because it is crossed by several river routes. Because of

this process, the river channel in the downstream section has sand and clay material which is

easily eroded and the river channel is easily moved during floods. Siltation of mud also the

other problem along with the flood that lead to river capacity decreasing.

The Lamasi River is one of the rivers in Luwu Regency which frequently causes flooding

every year. The floods were often reported to have an environmental damage. The Regional

Disaster Management Agency, Luwu Regency reported that in the Eastern Lamasi sub-district

there were more than 9 flood points that cause environmental damages.

Based on the field conditions in the Lamasi River, the flood control in accordance with the

conditions of the field is chosen by the payment method using dead rivers as retention ponds.

Retention ponds are an effective and general way of dealing with floods and can produce

optimal solutions both from the cost and control the overall flood, besides the retention pool

benefits from the others as follows: (1) The speed of the river flow can be increased so that

erosion on river banks can be avoided; (2) The bottom sediments from upstream can be

accommodated in the pond so that the bottom sediments are downstream; (3) Environmentally

friendly because it does not damage the cliffs and trees on the edge of the river and asks for the

quality of water downstream of the pond; (4) The retention pool that is designed does not fit

the needs Debit flow from the pool must be owed because the discharge is the same as the

capacity of the river so there is no overflow or flooding downstream of the pond [4].

The use of retention ponds has been carried out in various countries, such as Belgium [5],

Scotland [6], Portugal [7] and Taiwan [8] to deal with flood and mud sedimentation. This pool

is designed as a tub or pond that can hold or absorb water temporarily in it. The retention pond

is divided into 2 types depending on the wall coating and the bottom of the pool, namely natural

ponds and artificial ponds. Natural ponds are retention ponds in the form of basins or infiltration

tanks that have been formed naturally and can be utilized either in their original conditions or

made adjustments.

Artificial ponds or non-natural ponds are retention ponds that are made deliberately

designed with certain shapes and capacities at locations that have been planned in advance with

stiff material layers, such as concrete. The retention pool referred to in flood control research

is an artificial retention pool that has the following functions:

1) Replacing the role of recharge land that is used as closed land, housing, offices, then the

recharge function can be replaced with a retention pool. The function of this pool is to collect

The Use of Retention Pond to Protect the Land From Flooding in Lamasi River Luwu Regency

South Sulawesi Indonesia


direct rain water and flow from the system to be absorbed into the soil. So, this retention pool

needs to be placed in the lowest part of the land. The number, volume, area and depth of this

pool is very dependent on how much land is converted into residential areas.

2) As a controller that functions as a temporary shelter during the flood and the water is

released and when the surface conditions on the river return to normal so that the peak of the

flood can be reduced.

There are three types of retention ponds, namely one retention pool next to the river,

the two retention ponds are on the riverbank and the third is a retention pool elongated storage

type.

The three types of retention pools mentioned above are selected as the second type because

they are in accordance with the conditions of the study area.

The objective of this study is to determine the optimal capacity of the retention pond and

the dimensions of the retention pool used based on the analysis using the Gumel and Nakayasu

methods.

2. METHOD

The study was conducted on the Lamasi river in Luwu district, South Sulawesi Province. The

type of research based on data is done by using a quantitative approach by collecting secondary

data from the Central Office of the Pompengan and Jeneberang River Region (COPJRR) in the

form of topographic data, longitudinal and transverse river profiles and hydrological data.

2.1. Retention Pool Capacity

The capacity of the retention pool can be optimized by taking into account factors such as

hydrology and topography, to be able to clearly see the functions of the following:

Hydrological analysis to determine the amount of the flood discharge plan will affect the

amount of maximum discharge to be accommodated. Then in the above analysis, rainfall data

are needed in all the regions concerned.

Hydraulic analysis to determine the water level that will be accommodated and the capacity

of the river downstream of the pool pond

Plans for discharge and overflow door openings to maintain the stability of the water that

comes out and keeps over topping the pond embankment if the incoming water discharge

exceeds the planned discharge.

Based on the things mentioned above, the capacity of the pool storage volume can be

determined using the topographic map of the location of the pool that is equipped with elevation

and contours using the general equation as follows:

V = A. H (1)

With A = the area of the reservoir and H = the depth in the pond, but in the implementation

of this formula it cannot be used directly because of the uneven topographic conditions, so the

calculation of the area of the pool is layered according to the height of the contour formula

used as follows:

A = (The upper area between the contour + The area under the contour) / 2

Hydrological Analysis

Hydrological analysis aims to determine the amount of flood discharge based on debit

records manually or automatically from AWLR (Automatic Water Level Record) or with

empirical equations based on using rainfall data. The use of empirical formulas with rainfall

can be done if data on recording debits is insufficient, or both methods are used to control each



other Determining the amount of river discharge based on rain needs to review the relationship

between rain and river flow. The size of the river flow is largely determined by the amount of

rain, rainfall intensity, area of the watershed, duration of rain, and characteristics of the flow

area.

Analysis of planned rainfall or frequency analysis was using the Gumbel and Log Pearson

III method based on rainfall data obtained from the Central Office of the Jeneberang and

Pompengan River Region. This office provided data from three stations namely, (1) Rante

Damai (119 OP) rainfall recording station between 2000 – 2015; (2) Lamasi rainfall recording

station (120 OP) between 2000– 2017; and (3) Makawa (51 H) rainfall recording station

between 2000 – 2017.

Table 1 The maximum daily rainfall at the three rainfall stations

Year Maximum daily rainfall (mm)

Batusitanduk Lamasi Rante Damai Average

2000 100 250 95 148.33

2001 115 145 95 118.33

2002 120 70 96 95.33

2003 200 193 95 162.67

2004 120 100 95 105.00

2005 134 177 160 157.00

2006 130 129 95 118.00

2007 80 106 95 93.67

2008 125 94 99 106.00

2009 75 86 98 86.33

2010 55 98 99 84.00

2011 70 131 99 100.00

2012 50 125 90 88.33

2013 92 92 95 93.00

2014 50 135 38 74.33

2015 50 107 36 64.33

2016 39 81 - 60.00

2017 39 61 - 50.00

Source: COPJRR

2) Distribution Suitability Test

Calculation of rainfall plans with the two methods (Gumbel and Log Pearson Type III) above

will give different results, so that results suitability tests are needed. Conformity test carried

out by Chi-Square method (X2 - Test).

The Chi-Square Compliance Test is a measure of the difference between the observed and

expected frequencies. This test is used to test perpendicular deviation, which is determined by

the formula:

The testing steps are as follows:

a. Plotting rain / debit data.

b. Drag the line with the help of rain data points that have a certain return period.




c. Price X2cr is searched from the table, by determining the level of significance () and

the degree of freedom (DF), while the degrees of freedom can be calculated by the equation:

Information:

DF = degree of freedom

n = Amount of data

m = Number of parameters for X2cal (m taken 2).

d. If the price of X2cal <X2cr (according to the table), it can be concluded that the

deviations that occur are still within the permitted limits.

Rainfall data from the Log Pearson III method and the Gumbel Method after being tested

with Chi Squares are selected which have the smallest X2cal value.

3) Analysis of Flood Debit Plans

The river drainage data required for the analysis of flood discharge are planned between the

area of the Cacthman Area (Km2), the main river length L (Km), the elevation of the highest

point Hmax / H2 (+ m), the lowest elevation of Hmin / H1 (+ m). needed. If viewed from the

morphometry data of the watershed / watershed, the method of calculating the planned flood

discharge from rainfall data can be used the hydrographic method in the Nakayasu synthesis

unit and the Gamma my method because the river with analysis has a watershed area> 100 ha.

Data on the characteristics of the Lamasi River Basin can be seen in table 2 below.

Table 2 Characteristics of the Lamasi River Basin

Characteristics Data

Catchment Area 432.80 km2

Maximum height of river basin (H max) + 2,283.00 m

Minimum height of river basin (H min) + 3.00 m

Length of main river 76.43 km

Source: Identification from topography map

The selection of flood discharge flood discharge plan is based on the discharge of the

analysis results from the above, then compared to the discharge originating from the results of

recording the water level in the field.

Debit analysis based on the recording of the face height uses the curvilinear method.

The study discharge curve is used for analysis using Logarithmic motives, namely by taking

debit Q1, and Q3 from curves made on logarithmic paper based on existing data and Q2

determined by formula:

Q2 = (Q1 x Q3) 0.5 3

Then read on the curves of H1, H2 and H3 based on Q1, Q2 and Q3, then the curves are

converted into a straight line by reducing or adding to the price of Ho obtained from the

formula,

𝐻0 =𝐻1+𝐻2−𝐻22

𝐻1−𝐻2−2𝐻2 (2)

Then the coefficients of K and n are determined by the formula,

(y) – m log K – n (x) = 0 (3)



(xy) – (x) log K – n (x2) = 0 (4)

And the relationship between Q and H is derived from the formula,

Q = K (H – Ho)n (5)

where :

Q1, Q2 Q3 = water debit from existing data

H1, H2, H3 = height of water taken from logarithmic curves based on

Q

Ho = water level that straightens the curve

(y) = sum of log Q scores

(x) =sum of log (H-Ho) scores

(x2) = sum of x quadrate

(xy) = sum of score x multiply by y

M = number of data

From the above equation, the amount of the debit (Q) can then be calculated for each record

of water level (H), so that the average daily flow data of the river are obtained at the

measurement location. While the maximum annual discharge is used to analyze the planned

flood discharge.

3. RESULTS AND DISCUSSION

3.1. Frequency of Rainfall

As mentioned above, the maximum daily rainfall data used in this analysis is data with the

average method originating from three rainfall stations in table 1 using the Gumbel method and

Log Pearson III and the analysis results as follows. The value of Rainfall in the two-year

repetition period analyzed by the Gumbel method (96.70) was higher than that of the Log

Pearson III method (73.38); while those in the reported period of 100 were higher in Log

Pearson III (201.47) then in Gumbel (194.81) (Table 3).

Table 3. Rainfall data Repeated with Gumbel and Log Pearson III

No. Method Repeated periods (years)

2 5 10 20 25 50 100

1 Gumbel 96.70 122.96 140.35 157.04 162.33 178.63 194.81

2 Log Pearson

III 73.38 96.49 125.34 143.00 164.02 178.86 201.47

3.2. Distribution Suitability Test Results with Chi Square Method

Conformity Test Results Distribution with Chi Square Method Conformity test obtained

differences found between the observed and expected frequency or must be X2cal <X2cr and

the results of the analysis, showed the Gumbel method which has a difference X2cal with X2cr

smaller than the Log Pearson III method, then the next analysis used the results of the Gumbel

method frequency analysis.

3.3. Debit Plan




The results of the planned discharge analysis or return period start 2, 5, 10, 25, 50 and 100

years with the Nakayasu and Gamma I methods. The result showed that Flood Discharge

analysis with Gamma was always higher. It is projected to be 94.40 m3/second in the next 100

year (Table 4).

Table 4 Flood Discharge Repeated Nakayasu and Gamma Methods

Repeated Projection of Flood Discharge (m³/second)

periods Nakayasu Gamma

2 46.47 52.18

5 56.33 63.48

10 62.80 70.96

25 69.01 78.14

50 77.05 87.43

100 83.07 94.40

3.4. Debit Arch

Debit curves were analyzed based on data recording of water level and discharge on the staff

gauge on the Lamasi River (source data for the CPJRR) and described in the following graph,

then regression of the relationship between water level and discharge obtained by the equation

of discharge:

Q = 8.553 (H --0.64)2.1 (8)

Where H is the water level, then this equation is used to analyze daily debits based on

recording water level.

Figure 2. Relationship between debit and water level

Daily debits obtained from equation 8 with a face height from recording the water level in

the Lamasi river are then analyzed by the Gumbel method with the following results. The

projection of water debit calculated by Gumbel Method was 44.83 m3/second in next 2 year

and gradually increase to 88.70 m3/second in the next 100 year (Table 5).

The maximum daily debit obtained from equation (8) with the height levelfrom recording

water level in the Lamasi river was calculated. The result was showed in Table 5.

Table 5. The Lamasi River Maximum Daily Debit

No. Year Qmax (m3/sec) No. Year Qmax (m3/sec)



1 1999 30.99 10 2008 57.86

2 2000 30.99 11 2009 30.64

3 2001 46.33 12 2010 49.42

4 2002 46.33 13 2011 45.46

5 2003 45.46 14 2012 63.36

6 2004 49.87 15 2013 33.51

7 2005 49.87 16 2014 29.95

8 2006 41.27 17 2015 63.36

9 2007 29.26 18 2016 74.59

19 2017 63.87

Furthermore, the discharge results in Table 5 above were analyzed with its frequency using

the Gumbel method. The result was presented in Table 6.

Table 6. Debit Calculation Results for Gumbel Method Repeat

Repeated period 2 5 10 20 50 100

Debit (m3/second) 44.3 56.58 64.35 71.81 81.46 88.70

3.5. Flood Debit Analysis Plan

The planned flood discharge analysis is determined by comparing the Nakayasu method and

the Gumbel method with the flood discharge resulting from recording in the river and then

drawing the conclusion that the method closest to the recording discharge in the river will be

used in subsequent planning. The results of the re-flow analysis in Table 3 compare with Table

5. It can be concluded that the results of Table 5 which approach table 3 are Nakayasu method

analysis, so that the planned planning for retention pond optimization is used as a result of

Nakayasu synthesis unit hydrographic method.

3.5. Optimization of Retention Pool Volume

Optimization of the pool volume will be adjusted to the volume of water to be accommodated,

in this study the planned flood discharge is used for a 10-year return period and the river

discharge flow capacity in the downstream pond was 25 m3 / sec (source data for COPJRR).

The amount of water to be accommodated in the retention pond was analyzed by Nakayasu

synthesis unit hydrographic method and pool volume based on counts from the Lamasi river

topography measurement data and the results of the analysis of the relationship between the

water level and volume of retention ponds can be seen in Table 6 and then pond capacity

calculated to obtain optimal storage. Figure 6 curvature of the basin showed that the optimal

reservoir of 1,600,000 m3 in the elevation of the water is + 9.30 m.

Table 7. Relationship between Elevation and Volume in the Retention Pool

No. Elevation Wide Volume (m3)

m2 Perelev Total

1 4.00 0.00 0.00 0.00

2 4.50 1,370.73 0.00 0.00

3 5.00 8,217.24 4,793.99 4,793.99

4 5.50 37,397.35 22,807.30 27,601.28

5 6.00 46,195.60 41,796.48 69,397.76




6 6.50 91,431.62 68,813.61 138,211.37

7 7.00 153,462.45 122,447.04 260,658.40

8 7.50 197,415.83 175,439.14 436,097.54

9 8.00 249,449.60 223,432.72 659,530.26

10 8.50 315,423.31 282,436.46 941,966.71

11 9.00 391,032.85 353,228.08 1,295,194.79

12 9.50 512,387.53 451,710.19 1,746,904.98

13 10.00 595,300.23 553,843.88 2,300,748.86

14 10.50 680,667.78 637,984.01 2,938,732.87

15 11.00 730,167.03 705,417.41 3,644,150.27

The volume that must be accommodated is analyzed based on the Nakayasu unit

hydrograph in Q10 years, amounting to 901,131.78 m3 and water elevations in the pond at

+8.43 m (pool bottom elevation +4.00 m). The results of the analysis of the volume contained

in the pool each hour can be seen in tables and figures.

The dimensions of the retention pool are 3,069 m in length, varying between 100 m to 300

m and in an average of 3 m, the height of the embankment is 1.50 m with the width of the

embankment 5 m. The size of the retention pond depends on the flood discharge plan to

increase the planned discharge, then the height of the water in the pond and the pool inundation

area increases in this study the amount of the planned discharge being used for 10 years.

This retention pool serves as a stabilizer to drain down water without exceeding the

capacity of the river so that it does not occur or flood. In order to function properly this pool

must be equipped with a release door for regulating the outflow and preventing the level of

water bellow the maximum level.

Figure 3. Retention pond capacity

Table 8. Flood Volume Per Hour for 10 Years with the of the Nakayasu synthetic unit Hydrographic

Method in the Retention Pool

Time Debit

Discharge Outflow Collected

(hours) m3/second m3/second m3/second m3/hour m3

0 10.56 25.00 0.00 0.00 0.00

1 12.49 25.00 0.00 0.00 0.00

0100200300400500600700800

0.00

2.00

4.00

6.00

8.00

10.00

12.00

0 1,000 2,000 3,000 4,000

Wide m2 (x 1000)

Ele

vati

on

(M

)

Volume m3 (x 1000)

VolumeElevation Arch

Wide Elevation Arch



2 21.23 25.00 0.00 0.00 0.00

3 40.46 25.00 15.46 55,672.07 55,672.07

4 62.19 25.00 37.19 133,869.14 189,541.21

5 62.80 25.00 37.80 136,083.50 325,624.71

6 60.79 25.00 35.79 128,829.84 454,454.55

7 57.62 25.00 32.62 117,435.37 571,889.92

8 53.37 25.00 28.37 102,137.63 674,027.55

9 47.60 25.00 22.60 81,359.37 755,386.92

10 41.08 25.00 16.08 57,886.42 813,273.34

11 36.23 25.00 11.23 40,417.40 853,690.74

12 32.35 25.00 7.35 26,445.78 880,136.52

13 29.20 25.00 4.20 15,125.07 895,261.58

14 26.63 25.00 1.63 5,870.20 901,131.78

15 24.51 25.00 0.00 0.00 901,131.78

A previous study of flood design discharge at Bonai River, Kunto Darussalam Residence,

Rokan Hulu Regency reported that the maximum discharge entering the maturity period for the

100-year return period was 224.401 m3/s. This method was used to analyze the Nakayasu

synthetic hydrograph by rainfall units at Kampar Market Station in 2000 to 2009. Analysis

using the Nakayasu synthetic hydrograph unit showed that there was rainfall with 100 years

return period and produced a flow rate of 1,833,594 m3/s. Another study in the Upper Komering

Basin showed that the peak discharge in several hydrographs methods are Nakayasu 607.32

m3/s [9].

Figure 3. Nakayasu synthetic unit hydrograph at Q10

One method that can be used to predict flood discharge is the basis of the hydrograph

(Results from the Nakayasu synthetic unit hydrograph analysis at Q10 indicate that peak

discharge at 3 hours, while capacity peak at 4 hours. Estimated flood discharge is needed to

determine the optimal discharge size which is related to the dimensions and age of the structure

being built in. The purpose of this estimation is to plan the optimal structure to overcome the

flooding effectively and efficiently [10].

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24

Flo

od

ing

de

bit

(m

³/d

tk)

Time (hours)

Debit Keluar

QTampung

Outflow debit

Q capacity




3.6. Sedimentation

The amount of sediment is calculated based on observations made by the water resources

department, copyright works and spatial planning of the South Sulawesi Province on the

Lamasi River, then a sedimentary curve is made between the Q discharge and the sediment

discharge with a method similar to that used in making curves. Here was a picture of the curved

sediment.

Figure 5 Sediment Arch

Based on the sedimentary curve above, a regression equation for the discharge relationship

with sediment is obtained

Q = 1.06 (H - 28.61)0.69 (9)

The annual sediment rate can be calculated using the regression equation from the sediment

curve above, the magnitude is as follows:

1) Average Sediment Production of 22.71 tons/day

2) If the sediment density is assumed to be 1.85t / m³, the sediment rate will be 7,725.25

tons / year or 4,481.01 m³/year for return of 133 years.

4. CONCLUSION

1. The planned flood discharge used in the planning of retention ponds is the result of

analysis of the Nakayasu synthesis unit hydrograph method because the results are

close to the discharge conditions of observations in the field.

2. The optimal capacity of the retention pond is 1,600,000 m3 at 9.3 m elevation while

the pool volume in the pond at the 10-year return period is only 901,131.78 m3 and

the water elevation in the pond is at +8.43 m.

3. Overflow elevation at + 8.43 m

4. The dimensions of the retention pond are 3,069 m long and vary between 100 m to

300 m and in an average of 3 m, the height of the embankment is 1.50 m with the

width of the embankment 5 m.

5. The age of the retention pool functions effectively because of the sedimentation of

4,481.01 m3 / year so the effective age of the retention pond is projected for 133

years.

5. ACKNOWLEDGEMENTS

The author would like to thank the Head of the Central Office of the Pompengan and

Jeneberang River Region in South Sulawesi Province, the Rector of the Indonesia Moslem

0.00

20.00

40.00

60.00

80.00

100.00

120.00

140.00

160.00

180.00

200.00

0.00 10.00 20.00 30.00 40.00 50.00 60.00

Sed

ime

nt

de

bit

(Q

s) t

on

/day

Debit (Q) m3/second

Qs hasil

Qs Exist

Qs result



University, and Dr. Amin Setyo Leksono, Brawijaya University who assisted in revising the

initial manuscript.

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Performance by Adjusting Model Parameters for Flood Prediction. International Journal

of Engineering and Technology. 9, 2017, pp. 847-858.

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