Decree of the State Minister for Environmental affairs No. 110/2003 on the Guidelines on stipulation of accomodating capacity of load of water pollution in water sources

21A GUIDELINES ON STIPULATION OF ACCOMMODATING CAPACITY OF LOAD OF WATER POLLUTION IN WATER SOURCES (Decree of the State Minister for Environmental Affairs No. 110/2003 dated June 27,2003) THE STATE MINISTER FOR ENVIRONMENTAL AFFAIRS, Considering: that in order to implement the provision in Article 23 paragraph ( 4) of Government Regulation No. 82/2001 on the management of quality of water and control over water pollution, it is necessary to stipulate a decree of the State Minister for Environmental Affairs on guidelines on accommodating capacity of load of water pollution in wa ter sources; In view of: 1. Law No. 23/1997 on environmental management (Stat ute Book of 1997 No. 68, Supplement to Statute Boo.k No. 3699); 2. Law No. 22/1999 on regional administration (Statute Book of 1999 No. 60, Supplement to Statute Book No. 3839); 3. Government Regulation No. 25/2000 on the authority of the government and the authority of provinces as autonomous regions (Statute Book of 2000 No. 54, Supplement to Statute Book No. 3952); 4. Government Regulation No. 82/2001 on management of water quality and control over water pollution (Stat ute Book of 2001 No. 153, Supplement to Statute Book No. 4161); 5. Presidential Decree No. 2/2002 on the amendment to Presidential Decree No. 101/2001 concerning the sta tus, tasks, functions, authority, organizational struc tures and working arrangements of state ministers; DECIDES: To stipulate : THE DECREE OF THE STATE MINISTER FOR ENVIRONMEN TAL AFFAIRS ON GUIDELINES ON STIPULATION OF AC COMMODATING CAPACITY OF LOAD OF WATER POLLU TION IN WATER SOURCES. Article 1 Referred to in this decree as: a. Accommodating capacity of Load of Water Pollution is the capability of water in a water source to receive load of pollution without causing the water to get pol luted; b. Load of pollution is the volume of pollutant contained in water or waste water; c. Weight Scale Method is a method of stipulation of accommodating capacity of load of water pollution by using the calculation of weigh scale of components be ing sources of pollution; d. Streeter-Phelps Method is a method of stipulation of accommodating capacity of load of water pollution in water source by using a mathematics model developed by Streeter-Phelps; Article 2 (1)Regents/mayors stipulate the accommodating capaci ties of load of water pollution in water sources. (2)The accommodating capacities of load of water pollu tion in water sources as meant in paragraph (1) are stipulated on the basis of minimal debit in the said year or the previous year. (3)The accommodating capacities of load of water pollu tion in water sources as meant in paragraph (1) are stipulated by calculation methods already tested sci· entifically, namely: a. Weight Scale Method; b. Streeter-Phelps Method. Article 3 (l)Method and example of stipulation of accommodating capacities of load of water pollution in water sources by using the weight sc.ale method are as contained in Attachment I. (2) Method and example of stipulation of accommodating capacities of load of water pollution in water sources by using the Streeter-Phelps method are as contained in Attachment II. Article 4 ( 1) In the case of other methods also based on scientific and technological norms being needed for adjusting to regional situations and conditions as well as capaci . ties, methods other than those mentioned in Article 2 are applicable. (2)The methods as meant in paragraph (1) are used after securing recommendations from the institution in charge of environmental management and environmen tal impact management. Article 5 The decree comes into force as from the date of stipulation. Stipulated in Jakarta On June 23,2003 THE STATE MINISTER FOR ENVIRONMENTAL AFFAIRS sgd NABIEL MAKARIM, MPA,MSM ATTACHMENT I Method of stipulation of accommodating capacities of load of water pollution in water sources by the weight scale method I. Introduction The accommodating capacities of load of pollution can be stipulated by simple method, namely using weight scale method. Mathematics model using the calcula tion of weight scale can be used to determine the av erage concentration of down stream originating from pollutant sources being point sources and not point sources, the calculation also can be used for determin ing percentage of change in the flowing speed or load of pollutant. If several flows meet and result in a final stream, or if the quantity of water and weight of con stituent is calculated separately, weight scale analysis Business News 7065/28-5-2004 22A is needed for determining the quality of final stream with the calculation as follows: CR Ci Qi re; Qi I: Mi CR= ----------- = I:Qi l: Qi average concentration of constituent for com bined stream concentration of constituent in stream i flowing speed of stream i Mi weight of constituent in stream i The weight scale method also can be used for deter mining the influence of erosion on the quality of water during the construction or operational phase of a project and also can be applied a segment of stream, a cell in lake and ocean. Yet, the application of the weight scale method is only appropriate to conservative components, namely components not changing (not degraded, not disappearing because of sedimentation, evaporation, or other activities) as long as the mixing process is underway, such as salts. The application of the method to other components, such as BO, BOD and NH3 - N, cinly constitutes an approach. II. Operating Procedures In order to determine load of accommodating capaci ties by using the weight scale method, the following steps must be taken: 1. Measuring concentration of every constituent and flowing speed in river stream before mixing with pollutant source; 2. Measuring concentration of every constituent and flowing speed in every stream of pollutant source; 3. Determining average concentration in final stream after the stream mixes with pollutant source with the calculation as follows: I Ci Qi CR = ----------- = I Qi rQi III. Ex;imnlP III.Example ·of Calculation To make it clearer, the following example of calcula tion of the use of the Weight Scale Method is provided: A river stream flows from point 1 to point 4. Between the two points, there are two other streams coming into the main river stream, respectively calle,:- ,treams 2 and 3. If data on streams 1, 2 and 3 are known, we want to calculate the condition in stream 4. Profile of river stream Ql 0 CBODI QJ CBOOJ CDO! i CDOJ CCII CC!J COOi CDOJ 0 .. 0/ -· Q, •.~.-·-· Q. CBOD2 i CBOD4 Cao, Coo• CC12 CC14 Coo, 0 CD04 Remark: 1. River stream before mixing with pollutant sources 2. Stream of pollutant source A 3. Stream of pollutant source B 4. River stream after mixing pollutant sources Data on analysis and debit in streams 1, 2 and 3 are pro vided in the following table: Table 1.1. Data on analysis and debit Flowing Stream Speed DO COD BOD Cl m/sec mg/l mg/l mg/l mg/L 1. 2.01 5.7 20.5 9.8 0.16 2. 0.59 3.8 16.5 7.4 0.08 3. 0.73 3.4 16.6 7.5 0.04 By using the above mentioned data, DO in point 4 can be calculated as follows: Business News 7065/28-5-2004 23A The average concentration of DO in point 4 is: (5.7 X 2.01) + (3.8 X 0.59) + (3.4 X 0.73) CRDO 2.01 + 0.59 + 0.73 = 4.86 mg/L The average concentration of COD, BOD and Cl in point 4 can be determined by the same calculation method, namely 18.94 mg/l, 8.87 mg/land 0.12 mg/l respectively. If data in stream 4 are included into Table 1.1, it will be as pre sented in Table 1.2 Table 1.2. Data on analysis and debit Flowing Stream Speed DO COD BOD Cl m/sec mg/L mg/L mg/L mg/l 1. 2.01 5.7 20.5 9.8 0.16 2. 0.59 3.8 16.5 7.4 0.08 3. 0.73 3.4 16.6 7.5 ( 0.04 4. 3.68 4.86 18.94 8.87 0.12 BM X - 4 25 3 600 BM X - Standard quality of waters, for cetegory/class X If the stream in point 4 has standard quality BM X, the point 4 fails to meet the standard quality of waters for BOD so that point 4 has no longer capacity to accommo date BOD. Yet, in the case of other stream (e.g stream 5) coming between points 1 and 4 and the incoming waste stream containing a high quantity of Ci and not contain ing 80D, stream 5 still can be allowed to come into the said stream. Surely, it needs to be re-calculated to ascer tain that content of Cl is lower than 600 mg/L in point 4. THE STATE MINISTER FOR ENVIRONMENTAL AFFAIRS sgd NABIEL MAKARIM, MPA, MSM ATTACHMENT II (To be continued ......... ) ==:a(AL)=== GUIDELINES ON STIPULATION OF ACCOMMODATING CAPACITY OF LOAD OF WATER POLLUTION IN WATER SOURCES (Decree of the State Minister for Environmental Affairs No. 110/2003 date June 27,2003) [Continued from Business News No. 7065 pages 21A ~ 23A J ATTACHMENT II Method of stipulation of accommodating capacity of load of water pollution in water sources by Streeter-Phelps Method. I. Introduction Modeling of quality of river water has developed signifi cantly since software DOSAG1 was introduced in 1970. The basic principle of the modeling is application of weight scale to river with assumption of dimension 1 .and soft condition. The consideration used in the mod eling is the oxygen need in life of the water (BOD) to measure pollution in water body. The modeling of river is introduced by Streeter and Phelps in 1925, using oxy gen sag curve wherein the method of water quality management is determined on the basis of critical oxy gen deficit De. II. Description The Streeter and Phelps method is only limited to two phenomena, namely reduction of soluble oxygen (de oxidation) arising from activities of bacteria in degrad ing organic substances in water and the increase in soluble oxygen (re-aeration) caused by turbulence in river stream. De-oxidation Streeter-Phelps states that the speed of bio-chemical. oxidation of organic compounds is determined by con centrate of remaining organic substances (residual). dL/dt -K'.L ...................... (2-1) L t K' concentrate of organic compound (mg/L) time (day) constanta of reaction for one order ( day-1) If the initial concentrate of organic compound as 80D is Lo specified as ultimate BOD and Lt is BOD at moment t, the equation (2-1) is declared as follows: ril/dt = -K'.L ...................... (2-2) Business News 7066-7067/2-6-2004 Result of integration of equation (2-2) during the de oxidation period is: Lt = Lo.e (K'1) .................... (2-3) K' can be determined by: (1) lpgarithmic difference method, (2) moment method (Moore and partner method), and (3)Thomas method. The speed of de-oxidation resulting from organic com pound can be declared by the following equation: rP = -K'L ............... (2-4) K' = constanta of speed of first-order reaction, day·• L = ultimate BOD at the requested point, mg/L If L is replaced by Loe-k-t, the equation 2-4 will be come: rp = -K'Loe·k·t ................. (2-5) Lo = Ultimate BOD at the discharge point (after mix ing), rng/L Re-aeration The content of oxygen in water will receive addition as a result of turbulence so that oxygen moves from air to water and the process is re-aeration. The shift of oxy gen is specified by equation of re-aeration speed: rR = K'2 (Cs-C) ................... (2-6) K'2 = constanta of re-aeration, day· 1(basis of natural figure) Cs concentrate of fully soluble oxygen, mg/L C concentrate of soluble oxygen, rng/L Constanta of re-aeration can be predicted by determin ing characteristic of stream and using any of the empiri cal equations. Equation O'Conner and Dobbins is an equation generally used for calculating constanta of re aeration (K',) K' 2 294 (D, U) 112 .................. (2-7) D, molecular diffusion coefficient of oxygen, m2/day U = average stream speed, m/second H = average stream depth, m Variation of molecular diffusion coefficient to tempera ture can be determined by equation: DLT- = 1.760 x 10·1 m2/dxl.037 1 20 ...... (2 - 8) DLT = molecular diffusion coefficient of oxy gen at temperature T, m/day 1. 760 x 10·• = molecular diffusion coefficient of oxy gen at a temperature of 200C T = temperature 0C Price K2 has been estimated by Engineering Board of Review for the Sanitary District of Chicago for various kinds of water body (table 2-1) Table 2-1 (Constanta of re-aeration) Water body Small ponds and backwaters Sluggish streams and large lake Large streams of low velocity Large streams of normal velocity Swift streams Rapid and waterfall K 2T = K 2.20'1.024-112 T·20 1.8 (0C) + 32 = l Oxygen Sag Curve K2 at 20°c (base e) • 0.10 - 0.23 0.23 - 0.35 0.35 - 0.46 0.46 - 0.69 0.69 - 1.15 > 1.15 If the two above mentioned processes are channeled by concentrate of soluble oxygen as the vertical axis and the time or distance as horizontal axis, the cumulative channeling result certifying interaction of de-oxidation and re-aeration is a curve of oxygen content soluble in water body. The curve is known oxygen sag curve. If we assume that river and water mix completely at disposal point, concentrate of constituent at the mix ture of waste water in x = 0 is: Qr Cr+ Qw Cw to = ------- ............. (2-9) Qr+ QW Business News 7066-7067/2-6-2004 15A co = Q, = C, = cw concentrate of initial constituent at disposing point after mixing, mg/l speed of river stream, m3/second concentr!lte of constituent in river before mixim, mg/L concentrate of constituent in waste water, mg/ L Any change in content of oxygen in river can be mod eled by assuming river as clogged stream reactor Oxygen weight scale: Accumulation = incoming stream - outgoing stream + de-oxidation + re-oxidation ilC ac dV - QC Q (C , ----dx l + rD dV+ rR dV ..... (2-10) 01 ax Substitution rD and rR, equation 2 - 10 becomes ilc ac dV ~ QC- Q (C + ---- dx ) - K'L dV+ K2dV. ..... (2-10) at ax If the condition is assumed unchanged, iJC' i 01 = 0, de 0 = - Q - dx-K'L + K 1 2 (Cs - C) ...... (2 - 12) dx Substituting dv' to become A dx and A dx/Q to become dt, equation 2-12 becomes: dC = -K'l + K2 (Cs - C) ............................. (2 - 13) dt If the deficit of oxygen D is defined as D = (Cs - C) ........................................... (2 - 14) Later the change in deficit against time is: dD - dC = ............................................... (2 - 15) dt Dt equation 2 - 13 becomes: dD = K'L + K',D ....................................... (2 - 16) dt Substitution ..... Substitution L dD + K' 2 D = K1L 0 e-k;t ................................... (2 - 17) dt if at t = O, D = Do, result of integration of equation 2 17 becomes: K'L 0 Dt = -- (e-k"-e '\') + Doe-,;, ................... (2 18) K\-K' Dt = oxygen deficit at time t, mg/L Do = initial oxygen deficit in disposal point at time t = 0, mg/L Equation 2 - 18 constitutes Streeter-Phelps oxygen-sag equation usually used in river analysis. The picture of .oxy gen sag curve is shown by picture 2 -1 as follows T Waste disposal point ~ Cs ~ T I 1 Do t D=Cs-C i De Concentrafe of dissolved // .,•---"'.., oxygen / C I ... ..,, C Xe " Picture 2 -1 curve of oxygen sag characteristic is based on Streeter - Phelps equation Business News 7066-7067/2-6-2004 16A A method of water quality management can be applied on the basis of critical oxygen deficit De, namely condi tion of the lowest DO deficit achieved as a result of load given to the stream. If dD/dt in equation 2 - 17 is zero, K' De = - Lo e'" ......................................... (2 19) K'2 tc time needed for achieving critical point Lo ultimate BOD at upstream after mixing, mg/L If dD/dt in equation 2 - 17 is zero, 1 tc= K'2 - K' [ K'2 [ Do (K'2-K')]j ln - 1 - ---- .. (2 - 20) K' . K'Lo Xe = tc v .......................... (2.21) v = speed of river stream Equations 2.19 and 2.20 constitute important equations to determine the lowest (critical) DO deficit of the time needed for achieving the critical condition. Based on the time, position (xc) of the critical condition can be determined by using equation 2.21 Other important equation is to determine the maximum permitted load. The equation is announced from equation 2.18. The equation is: [ K' [ Do J 0,418] K';>. logla = log DaU + 1 + ------ 1- ---- log ---- .. (2.22) K'2-K' Dau K' DaU = the permitted DO deficit, mg/L = saturating DO • standard quality DO III. Procedures . . . . . (To be continued) ==(AL)=== 28A GUIDELINES ON STIPULATION OF ACCOM.MODATING CAPACI1Y OF LOAD OF WATER POLLUTION IN WATER SOURCES (Decree of the State Minister for Environmental Affairs No. 110/2003 dated June 27,2003) [Continued from Business News No. 7066 - 7067 pages 14A -16A J III. Operating procedures The supporting power can be stipulated by two meth ods, namely, first, determining whether the supplied loan causes critical DO deficit to surpass the tolerable DO deficit or not. In this case, equations 2.19 and 2.20 are needed. If the answer is yes, it needs the second method, namely determining the maximum tolerable load of BOD to prevent the critical DO deficit from surpassing the tolerable limit. In this case, equation 2.22 is needed. In order to use equations 2.19, 2.20 and 2.22, data on K' and K'2 and ultimate BOD are needed. K' can be deter mined by using the available method, any of the rela tively simple methods is Thomas Method, namely using trial data. K'2 can be determined by using empirical equations such as equation 2.7 and 2.8 or that present ed in Table 2.1. lt is necessary to note that the price of K' and K'2 con stitute the function of temperature. The equations widely used to observe the function of temperature are: K', = K' 10 ( 1.047)1 ·20 .... .................. (2.23) K'.,, = K'.'()O) (1.016)' 20 ................... (2.24) T = temperature of water, 0C and K'20, K'2(20) cer tify the respective prices at 200C The value of ultimate BOD at the temperature can be determined from the value of BOD520, namely BOD de termined at 200C for five days by using the following equation: K" states the speed of de-oxidation and 5 certifies the duration of determination of BOD. 1. To determine the speed of de-oxidation (K') of river water which is examined. The price of I<' is basically determined by using equa tion 2.3. Later, a ser-ies of laboratory tests are needed. Since the determination is relatively complicated, the determination of K' is recommended to refer to Metcalf and Eddy Book. According to Metcalf and Eddy, the value of K' (logarithmic basis, 200() ranges from 0.05 to 0.3 day-1. Basically, the measurement of K' involves a series of test of measurement of BOD with the different duration of observation days. If Thomas Method is used, the data can be manipu lated to obtain the value of K'. Here are examples taken from Metcalf and Eddy. T, day 2 4 6 8 10 Y, mg/L 11 18 22 24 26 (t/y)l/3 0.57 0.61 0.65 0.69 0.727 Business News 7080/2-7-2004 tc t certifies the period of observation and y is the value of BOD (exerted) Thomas Method channels (t/y) 113 to t in accordance with the following equation: (t/y) 113 = {2.3 K'La)· 113 + (K')'213(t)/ 3.43 La) 1' 3 ....... (2.26) K' is the value of de-oxidation constanta by logarii:h mic basis (basis 10) and La certifies ultimate DOD. By using Thomas Method, the value of K' and La can be determined. Based on the above mentioned data, K = 0.228 day-1 and La = 29.4 mg/l. Sincethe value of K' is based on the value of BOD measured at a temperature of 200C, the value of K', which is ob tained is data for the same temperature. 2. Determining the speed of aeration (K'2) by using equation 2.7 and 2.8 or data on table 3.1. 3. Determining critical time by equation 2.20: ln .... (2.20) [ ~~ [ l - Do(K'2 • Kl)]] K'2 - K' K' K'Lo Do Lo oxygen deficit when t = O ultimate BOD when t = O 4. Determining critical oxygen deficit by equation 2.19 K' Loe"' C De= K'2 5. If the value of De is bigger than the value of Dall, the maximum tolerable load of BOD needed tci be calculated by using equation 2.22. IV. Example of calculation Here is an example of calculation for a river stream by a fixed point source. 1. Waste water from an industrial estate having an av erage debit of 115,000 m3/day (1.33 m3/second) is disposed to a river stream having a minimum debit of 8.5 m3/second. 2. The average temperatures of waste water and river are 35 and 230C respectively. 3. BOD' 20 of waste water is 200 mg/L, while BOD of river is 2 mg/L. Waste water does not contain DO (Do = 0), while river water contains DO = 6 mg/L before mixing waste water. 4 .. Based ...... • 4. Based on trial data in laboratory, the value of K' at a temperature of 200C is 0.3 day-1. 5. The value of K'2, by using equation 2.7 and 2.8 at a temperature of 200C is 0.7 day-1. Based on the above mentioned data, the followings an calculated: 1. The price of De, tc and Xe 2. If the quality standard of DO = 2 mg/L, determining maximum load of BOD5 2Qin waste water still allowed to flow into the river. Steps of adjustment: 1. Determining temperature, DO and DOD after mix ing: a. Mixed temperature = [(1.33)(35) = (8.5)(23)]/(l.33 + 8.5) = 24.6°c b. Mixed DO [(1.33)(0) = (8.5)(6)]/(1.33 + 8.5) 5.2 mg/L c. Mixed BOD = · [(1.33)(200)+(8.5)(2)]/{1.331 + 8.5) = 28.8 mg/L d. Mixed Lo= 28.8/[-e (0·3l<5lJ = 37.1 mg/L (equation 2.25) 2. Determining DO deficit after the mixing. Determin ing first saturated DO at the mixed temperature by using oxygen saturation table. Based on the table, the value of saturated DO = 8.45 mg/L. DO deficit in the initial condition (Do) = 8.45 - 5.2 = 3.25 mg/L. 3. Correcting the speed of reaction to temperature of 24.60C a. K' = 0.3 ( 1.047)"'6 20 = 0.37 .day 1 b. K'2 = 0.7 (1.016) 24·6 · 20 = 0.75 day·1 4. Determining tc and Xe by using equation 2.20 and 2.21 a. tc = {17(075-037)}1n [0.75)/(0.37){1 3.25(0.75-037)/(0.37)(3.71}] = 161 day·1 b. Xe = (1.61)(3.2)(24) = 123.6 km 5. Determining De by using equation 2.19 a. De = (0.37)/(0.75)(37.1 e <·0·37H1 61l] = 10.08 mg/L b. Concentrate of DO at tc = 8.45 - 10.08 = -1.63 mg/L. Since the value of DO is negative, it means that the river has no longer DO at a distance of 123.6 km (Xe) from the mixing point. Business News 7080/2-7-2004 29A 6. Determining the maximum load of BOD in waste wa ter if the standard quality of DO is 2 mg/L. a. Dall= tolerable DO = 8.45 - 2 = 6.45 mg/L b. Using equation 2.22 to calculate the maximum load of ultimate BOD log La = log 6.45 + [1 + [0.37(0.75 - 0.37)] {1 - 3.25)/(6.45)}0418 log (0.75)1(0.37) La = 21.85 mg/L c. The maximum load of BOD (equation 2.25) = 21.85 (1 - e t·03lt5l} = 16.97 mg/L d. The tolerable BOD in waste is: Note: 16.97 = [(1.33)(X) + (8.5)(2)]/(1.33 + 8.5) 1.33 X = 166.81 - 17 = 149.81 X = 112.6 mg/L It means that the tolerable BOD in waste is 112 mg/L. 1. Therefore, the tolerable content" of BOD in waste must be lowered to 112.6 mg/L so that DO of river water is not less than 2 mg/L. 2. The example given in this calculation assumes that the point source is only one. THE STATE MINISTER FOR ENVIRONMENTAL AFFAIRS sgd NABIEL MAKARIM, MPA, 5PM ATTACHMENT III The method of determining the carrying capacity of water pollution load in water sources is QUAL2E Method. 1. Introduction QUAL2E is a very comprehensive and widely-used pro gram for the modelling of river water quality. QUAL2E was developed by US Environmenta.1 Protection Agency. The use of modelling is aimed at simplifying a case to know its characteristics. Through this QUAL2E, the condition along a river (DO and BOD) can be known. This way, further steps can be taken, such as allowing industries along the river to discharge their waste at certain toad. The benefit of QUAL2E modelling is: 1. to know the characteristics of the river to be modelled by comparing data directly taken from the river. 2. to know the behaviour of stream along the river in case of additional load from pollutant sources, either those detected or those not detected. 3. to predict which of load the waste of an industry can be discharged into the river in order not to endanger other creatures according to the standard quality of drinking water. II. Descriptions 30A rr. Descriptions QUAL2E software is a very comprehensive program for the modelling of river water quality. This program can be applied to steady and dynamic conditions. In addition, it can also simulate up to 15 constituent parameters by including the calculation of streams of polluted tributaries .. This model can also be used for dendritic and well-mixed current by putting emphasis on the mechnam·1sm of movement parallel to the current. In addition to simulating the afore-mentioned oxygen balance sheet calculation, QUAL2E program can simulate nitrogen and phosphorus balance sheet. Picture 3 .1. illustrate the relations among constituents using a QUAL2E simulation program. Reaeration from air l K2 ..:L K•I OHC,-N 7 -----~1 soo l I [33 s K1 CBOD s 01-~--~ ..... .., NHl -,: t~ n PI C1 (1-F) 03 µ L V E D 0 X y G E N ~ 0 ~-~ O-RG--P-1 I j ljl P" D1S-P 02 rr 04p .02µ ◄-----------...J AL ----------------~ a1 p L---....,.---.J 01 02 p ?tr1l Picture 3.1. Interaction among main constituents in QUAL2E Notes: a 1 = Fraction from algae biomass in the form of nitrogen, mg-N/mg-A a2 = Algae content in the form of phosphorous, mg-P/mg-A a3 = Oxygen production rate at each algae photosynthesis process unit, mg-O/mg-A a4 = Oxygen production rate at algae respiratory process unit, mg-O/mg-A as = Oxygen absorption rate at each process of oxide from ammonia, mg-O/mg-N a6 = Oxygen absorption rate at each process of oxide from nitrate, mg-O/Mg-N o1 = Sedimentation rate fer algae, ft/day o2 = Benthos source rate for soluble phosphorous, mg-P/ft - day o3 = Benthos source rate in ammonia in the form of nitrogen, mg-N/ft - day o 4 = Coefficient of nitrogen sedimentation rate, day o 5 = Phosphorous '.>edimentation rate, day ~L = Algae growth rate, depending on temperature, day p = Algae respiratory rate, depending on temperature, day Kl = BOD Deoxygenation rate, temperature influence, day K2 = Reaeration rate based on defusion analogue, tempera ture influence, day K3 = Soluble BOD disappearence rate, temperature factor, day K4 = Soluble oxygen dependence rate, temperature factor, g Ill = Coefficient of ammonia oxide rate, temperature factor, day [12 = Coefficient of nitrate oxide rate, temperature factor, day /.l3 = Hydrolysis and nitrogen rate, day fl4 = Lost phosphorous rate, day. The modelling for soluble oxygen (DO) using QUAL2E Equation for determining DO change rate dO K4 = K2(O. -O)+(lx\t u4p)A-K 1 L···- l1.J\N01JIA, ........ (3.1) ill d where 0 O* A L d Nl= N2= ~ soluble oxygen concentration (mg/L) = saturated soluble oxygen concentration, in lo cal P and T (mg/L) = concentration of biomass from algae (mg-A/1) = BOD carbon compound concentration (mg/L) average depth of stream (ft) ammonia concentration in the form of nitrogen (mg/L) nitrate concentration in the form of nitrogen (mg/ L) The equation used to determine saturated soluble oxygen concentration: In 0* = 139.344410 + (1.575701xl05/T) (6.642308xl01/T1)+ (1.2438/1010/T3) (8.6219494x10"/T') ............... (3.2) where O* = saturated oxygen concentration in 1 atm (mg/ L) T = temperature (K) = (° C + 273.15) and° C in a span of o - 40°C Method of determining reaeration rate (K) 1. K, = 0.05 for river surface covered with ice, K2 = 1 for river surface not covered with ice 2. The price of K at a temperature of 20oC (Churcil et. al) (1962) : K l lO = 5.026 ~l 0·969 .d '- 673 X 2.31 where u average speed in stream {ft/second) d = average depth of stream (ft) K Reaeration coefficient 3. O'Connor and Dobbin (1958), with character of turbulent stream Business News 7080/2-7-2004 3.1. For stream with high speed and isentropic condition (Dm.u) 0.5 ························ ........... (3.3) d'-' 3.2. For stream with high speed and isentropic condition 4800D m OS • So0 25 K 2 20 = -------x 2.31 ...................... (3.4) dl.25 where : So = declivity degree of the river along stream (ft/ft) Dm = coefficient of molecular diffusion (ft2/day) Dm = 1.91x103 (1.037) po 4. Owens (1964) for shallow and quickly flowing stream with a limited depth of 0.4 - 11.0 ft and speed of 0.1 - 5 ft/ second. ~L.Q.61 Kl 20 • = 9.4 ( --) X 2.31 ······························· (3.5) di.BS 5. Thacktor and Krenke! (1966) ~l• K 2 20 = 10.8 (1 + F0 ' ) - . X 2.31 ....................... (3.6) ~l• F g.d ~l• d.Se.g where: F = g = Se "' N = d ····························:·················· (3-7) U.n g ..................... ; ... (3.8) 1.49d 1.161 Froude numeral gravitation speed (ft/sec ) angle of height difference coefficient for fraction 6. Langbien and Durun (1967) p K 2 20 = 3.3 (--) X 2.31 ............................ (3.9) d uJ 7. Empirical relations between speed, depth and stream col umn in hydraulic part will be correlated: K, aQ b .............................................. {3.10) where a coefficient for stream column for K Q stream column (ft/second) b exponent for stream column K 8. Tsivoglou and Wallace (1972) K is influenced by height difference as long as the stream and time needed along the stream Ah K 2 20 = c-- ={3600x24)c.Se.u ................ (3.11) tf u'. n' Sc ········································· (3.12) (1.49)2 d'i3 The ..... The price of c ( coefficient of lost DO at each ft of river) is limited by stream column * for stream column 1-5 ft3/second the price of c = 0.054 (ft! (20° C) * for stream column 15-3000 ft3/second the price of c = 0.110ft1 (20°C) III. Procedure of Use Program on, method of using, and example of using QUAL2E modelling can be downloaded in the Internet on website: 1. http://www.epa.gov/docs/QUAL2E WINDOWS/Index html or 2. http://www.oky.com/downloads/qual2eu.htm The phases of the use of QUAL2E for simulating DO along a river stream is as follows: 1. QUAL2E simulation 1.1. Write a title and simulation to be conducted 1.2. Type of expected simulation with 2 choices, namely steady condition and dynamic condition. 1.3. Unit to be used, namely English unit and SI unit 1.4. The maximum amount of iteration to be con ducted with a maximum of 30 iteration. 1.5. The number of streams to be made 2. Explanations on streams to be made with requested data 2.1. No. of stream 2.2. Name of stream 2.3. Initial river point 2 .4. Last river point 2. 5. whether or not it is river source 2.6 river cross to be modelled. 3. Simulation of expected quality 3.1. There is alternative temperature, BOD, Algae, Phosphorous, Nitrogen, DO 3.2. BOD with coefficient of BOD conversion for BOD concentration 4. Climate and geographical data to be entered 4.1. Location of river (longitute and latitude) 4.2. Angle formed by the river from the initial point to the last point to determine when using coef ficient of reaeration {K 2 ) choice 4 4.3. measured height of river from the initial point to last point for K 2 choice 5 lusiness News 7080/2-7-2004 32A 5. Make several points for limitation by picking price sample of minimim, average and maximum DO. 6. Conversion of temperature again·st 6.1. BOD for decay and settling 6.2. DO for reaeration and SOD 7. Hydraulic data of river with need: 7.1. Equation for speed u = a.Qb data on speed in several points in the river with volumetric stream rate are needed to know its coefficient and con stant. These data influence coefficient of reaeration (K2), especially choices 2,3,4,5,6,8 7.2. Equation for depth d = c.Qd data on the depth of river in several points with volumentric stream rate are needed to know its coefficient and con stant. These data influence choice K1 which greatly constitutes empirical equation. 7.3. Manning factor with data available in manual. 8. Data on reaeration constant 8.1. BOD with data on decay, settling time (1/day) 8.2. SOD rate (g/m2-day) 8.3. Type of reaeration equation using available equa . tion (see the method of determining reaeration constant rate K1 ) 8 .4. If the equation used for K2 is choice 7 for equa tion K2 = e.Q' data for data entered K1 with the price of e and f are available. 9. The initial condition with data entered to temperature DO, BOD. 10. The increase in the rate of stream along the river with data entered to stream rate (m3/5), temperature (0 C), DO, BOO. 11. Data for the initial stream n~eded for stream rate ( m3 / S), temperature (0 C), DO, BOD. 12. The prices for global climate condition according to latitude and longitude with data needed 12.1. Time (hour, day, month, year) 12.2. Wet and dry ball temperature (K) 12.3. Pressure (mbar) 12.4. Wind speed 12.5. Sun ray degree (Langley, hr) and river brightness THE STATE MINISTER FOR THE ENVIRONMENT sgd. NABIEL MAKARIEM, MPA, MSM