OUTLINE OF THE PROJECT 1. STUDY POPULATION ESTIMATE future application of compound interest formula: Pn = Po (1 + i) n where Po = population note on a generic year Pn = population aft er n years from the year covered by Po = the rate population growth constant for the n years of expected life for the aqueduct (provided by PRG), n = number of years over which you want to know the population Pn. 2. Choice of route network study is conducted on a plane with dimensions of the center (1: 5000) in which t hey scored the distribution of population, the extent and character of different areas. It defines the urban area (the main cities, villages, etc.). Aqueduct co ncerned on the basis of the Plan or other planning instruments indicate the exte nt and type of settlements and productive future (Fig. 1). Figure 1. Diagram of distribution center. Examination of the altimeter of the areas to be served, hence the decision to ad opt a single distribution network or different networks with different distribut ion piezometric level. Indeed, in centers with considerable variations in altitu de, so that in case more or less extended the network far exceed the 70 m drop i n hours of consuming less, it is appropriate to consider the creation of more in dependent distribution networks, each which serves an area with variations in he ight contained (Fig. 2). Figure 2. Division into independent networks each of which "dominates" urban are a The position of the reservoir area should be broad network that within hours of consumption and thus minimum tank at the highest level, you have a load not exce eding 70 m above street level (you can actually believe that in this case the ne twork we have the hydrostatic conditions), and highest level of consumption, and therefore with the minimum level in the tank, it has a share piezometric higher at all points of the network, not less than 10 m beyond the top of buildings. E ven fluctuations in network load caused by variation in water demand throughout the day, must be contained within the 15-20 m water column, and this is the regu larity of water supply service, either to prevent the rapid loss of elasticity o f the rubber seals of the joints of the pipes of the network, resulting in sharp increase of water loss (Fig. 3). Figure 3. Piezometric time of increased consumption and lower consumption of tim e for networking with tank tested. Shares and fixed position of the tank, it passes the line of the network, whose pattern usually can be closed mesh (rings) or branches. The first type is prefer able because it allows a more flexible service, helps to limit the swings of loa ds, reduces the areas to be excluded in case of failure, allows the circulation of water in more ways and more effective service in case of fire. The pipeline r oute follows the streets, tracking is done considering a hierarchy of pipe: ie f irst defining the network of main pipes, also for the provision of fire doors, then the pipes are of secondar y importance. 3. Trace the size of the network distribution network, we determine the flow of users, distributed and / or focus, that every body should provide the various op erating conditions, particularly under conditions of maximum consumption (ie, th e peak day flow maximum consumption). Therefore, it identifies any conduct for t he area to be served by the method of bisecting lines using a dimensioned scale 1: 5,000 and taking into account the shape of the city center. Given each area, we examine which areas of the PRG it includes, and then multiplying the size of the area on an area for manufacturability index, you get the volume to be constr ucted to serve in any trunk. On a statistical basis, the literature shows that t
he volume is built can be traced back to the population, requiring that every re sident is required to manufacture 100 m3. In summary, the design takes into acco unt time for a network consisting of a number of links, and determines the users that each section shall serve as follows: AREA area (m 2) × IF (M3/m2) = built VOLUME (m3) built VOLUME (m3) / 100 = m3 population based on the data obtained w e calculate the average annual flow Qm to be supplied to different areas, taking an envelope of water per inhabitant, expressed in the / ab.× day reported the p lan to restructure the Puglia Region: QM = (P × d) / 86400 (l / s) where: P = po pulation served in each log d = daily water allocation and then measuring the maximum to be paid during rush hour: Q = h max × Cp Qm ha ving evaluated the coefficient bit with the formula of Gibbs: Qh max / Qm = 5.0 / P 1 / 6 where P is the population served in thousands of inhabitants. This ran ge is assumed to be uniformly distributed along each pipeline. CALCULATION OF DI AMETERS order to make a preliminary sizing of the pipes need to know what the fl ow circulating in the individual branches of the network. And 'know that the des ign problem, namely the determination of the diameter of a closed system is not direct or immediate solution: they are in fact known prior to and extent of flow in each section. Usually proceeds in the design phase, cutting the cracks close d and following the appropriate points in the case of an open system: that is, a ssuming that the sections where you cut the network correspond to minimum piezom etric and, therefore, that in them flow is zero. Breaks, ie the so-called "neutr al points" (junction points of water) are for link. The sizing of the pipes is t hen achieved by taking the series involving commercial diameters, calculated for the flow, speeds between 0.5 and 2 m / s (preferably around 1 m / s), with the warning not to get never below 100 mm Ø = not to compromise the proper functioni ng of the network in situations other than the budgeted provision (fires, etc.). . In determining the diameter must be careful to choose a few diameters, so that t he managing body is facilitated in the storage of pipes, special parts and equip ment handling, and maximize uniform diameters of key links in which the flow con veyed may differ from those determined in this calculation to a first approximat ion. Except in special cases, in the case of pressure pipes for water supply are neglected localized losses (curves, changes in diameter, etc..) Taking into acc ount only the losses continued, because the length of the pipeline is generally very high and losses localized (except possibly deliberately caused by regulatin g valves) can be neglected. The calculation of the diameter must be conducted in the case of tubes used, as the worst operating condition occurs over time, when you have a natural increase of roughness, and hence an increase in pressure dro p, the risk that in this condition The minimum load available is no longer guara nteed. Assumed then the diameters, you can calculate the pressure drop with Darc y's formula: LQ ΔY = b * 2 / Dμ where: Q = flow * dummy evenly distributed (m3 / s), L = length of the trunk network (m ) D = diameter of the trunk network (m) b, μ = parameters related to the type of pipe selected. For simplicity of calcul ation, the courses are considered uniformly distributed along each log, using as a scale for calculating a notional capacity of: Q * = Qd = qoute qoute + 0.55 + 0.55 (Qin - qoute) = 0.55 + 0.45 qoute with Qin Q *= scale fictitious Qin = inlet flow in the trunk; qoute = flow emerging from trunk Qd = flow evenly distributed. CHECK HYDRAULIC NETWORK In meshed closed cir culating flow are not known and it is therefore necessary in order to determine a preliminary calculation. Moreover, the verification of network nodes is done b y imagining concentrated delivery of dishes. So that the network is balanced bot h in terms of flow rates (tax already provided initially to determine the flow h ead in different nodes), but also loads piezometric is necessary to adopt a meth od of calculation to be satisfied that the equations continuity of flow and load s: Σi (qij ± ± Qj) = 0 (1) where qij is the flow circulating in the branches that flow into node j, Qj is t
he total flow of external node, and the sign depends on convention adopted (eg, the positive flow entering the node); Σi (± Δhi) = Σi (± rik Qik Qik) = 0 (2 ) Qik is where the flow circulating in the branches belonging to the mesh k, rik i s the constant value characteristic of each branch of resistance in the formula chosen, and the sign depends on the convention used for the sense of water circu lation in the mesh (eg , positive if clockwise). The solution of the system of equations (1) and (2) is not simple, is the high n umber of equations that comprise it, is the fact that (2) are not linear. Equati ons (1) and (2) are independent,in a mesh network closed flat, number of m + n - 1, m being the number of meshes and n the number of nodes. The unknowns are th e flow circulating in the branches, which are equal in number am + n - 1. We the refore prefer to use iterative methods, including one of the most traditional is the Hardy-Cross method. 4. METHOD OF BALANCING THE CRO method consists in a f irst attempt q'i distribution of circulating flow (flow head) that is consistent (ie satisfies the system of equations (1) continuity at the nodes), and to oper ate subsequent corrections until you get to a solution of equations (2) sufficie ntly approximated, namely to verify the consistency of loads. It then assumes th at the distribution takes place only at the nodes, as shown in Figure 4. Figure 4.
cheme of a distribution network. ¡
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Initial data are shown in the table. JER EY trunks (m) L (m) DATA INPUT bμ ki = bL / Dμ IQ (m3 / s) The method is applicable to all sections of each mesh. You know: The course attempts IQ (m3 / s) [end doors Qin] The diameter of each log D (m) [ is obtained from the formula D = (4 Qin / π v) 1 / 2 by choosing the internal di ameter, closer among those rovided by commercial manufacturers of i es];
The length of each log L (m) The characteristics of roughness (b and μ). It 'also notes the share piezometric tank (load assigned to node A in the networ k outlined in Figure 4). The flow Δqk correction of each mesh to calculate the l oad balancing is provided by: Δqk = - Σ (± rik q'ik q'ik) / 2Σrik q'ik C orrecting the flow q'i with flow Δqk displayed, with the wisdom to apply common mesh sides adjacent the algebraic sum of the corrections calculated separately, repeats for the number of times needed to achieve the desired accuracy (in pract ice until the sum losses on each link is less than 0.50 m in absolute value, or until the extent of correction is less than 0.1 l / s for all the loops). Iteration to iteration occurs also moving the neutral point which converges too, hovering around its starting position, parallel to the convergence of calculati on. The 1st iteration provides: Q (m / s) The 3 k
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The The 1 ª ITERATE ΔY = KI
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QI (m)
ΔQI QI = QII + ΔQI The pressure drop on the trunks of each mesh and then the sum on each jersey [ΔY = KI QI QI (m)];
The course correction the 2nd iteration.
ΔQI of each mesh, the correct ports = QI + QII ΔQI to use
At the end of the iteration the neutral points of each mesh undergo a shift, as the incoming flow at the nodes of the network were correct. Therefore vary the l engths of the portions which are divided into the trunks of the network containi ng the neutral points and, consequently, the corresponding value of k. CHANGE OF NEUTRAL POINT: 1st ITERATE MESH DISTANCE FROM node LEFT SHIFT TO THE L EFT Xsx (m) ΔX (m) The results of the 2nd iteration are: QII LII KII KII QII 2nd ITERATE KII
QII
ΔQII QIII QII QII = + ΔQII
Occur, as in the 1st iteration, the value of the sum of losses and magnitude of correction and the shift of the neutral point on each link. Thus correcting the flow with ΔQII you make the 3rd iteration. It repeats for as many times as neces sarytosatisfythefollowingconditiononeachlink: Σ ΔY ≤0.50m,or ΔQn≤ 0.1 l / s INSPECTION 1) Check the daytime After the Cross, the final load values are those which meet the matching and then are ultimately to be taken. You can then calcu late the ΔY for each trunk, fixing a single share, such as grouse, and drawing b elow all others. Since these loads were obtained taking into account the capacit ies that need to be distributed to the people at rush hour, or the maximum consu mption, they are the minimum possible. Then subtracting the portion of the plan year of each node of the load supplied, we can obtain the available load day. Sh ould not exceed 50-60 m. 2) Verify that night there was placed in the toughest c onditions that we have assumed that there is no consumption at night and then th e tank is full. That is a condition of hydrostatic load and then load available at nights is the difference between the highest and the reservoir portion of the plan year of the different nodes. Must not exceed 70 m approx.3) Verification of speed are calculated speed trunks with final flow values and verify that they are less than 2 m / s threshold taken to avoid excessive wear, but not exceedin g 0.5 m / s to avoid possible sedimentation of suspended solids. TRUNK NODE ΔY LOAD TEST FEES FEES Piezometer pc (M) (m) Hsmin AVAILABLE LOADS (m) OF DAY-NIGHT Hsmin Hsmax zA-zA A Hsmax ZA From node A, which is assigned the hs share, and notes the losses on each tree,
calculate the last iteration of the Cross, you can determine the piezometric sha res in all the network nodes. It then proceeds to check the loads available in e ach node. - Loads available the day you get from the lowest level of the tank (H smin), subtracting the piezometric share of each node the corresponding share of the PC - Loads available at night are obtained by subtracting the maximum level of the tank (Hsmax) the proportion of PC different nodes. The values of velocit ies are obtained by the equation: v = Qn / (π D2 / 4) where Qn is the flow enter ing the nodes, resulting in the N-th iteration. TE T OF PEED 'JER EY trunks (m) Q (m3 / s) v (m / s) ¡
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METHOD OF CROFLOW WITH FIRE The calculation by the method of Cross and the fi nal tests should be re eated in the case of circulating the net sco e substitute for the fire service. To reach the fire assessment is usually done with the for o ulation of the town in thousand mula Counts: Q = 6 √ P (L / s) where P is the s. ¡
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5. Pi elines Com 'is known urban distribution networks must be sized for the ea k hourly flow Qhmax you have during the year, while the Pi elines can be sized f or a flow less, giving the tank a certain ca acity to However, it is able to mee t at certain time intervals, to the greater demand of the network with incoming elines can be sized for a flow rate Q = φQm, rangin flow dall'adduttrice. The Pi g rom the annual average and the peak hourly Qm = Qhmax cpQm, so the coe icien t φ is variable between 1 and cp. Increase in low dell'adduttrice sizing, and t hen the coe icient φ, the ability o compensation that should have the tank dec reases to zero or φ = cp, it is not necessary in this case no compensation unc tion o the water. It goes on to note that in case o breakage dell'adduttrice s ervice is interrupted. So i you want to avoid this, it is pre erable to make tw o parallel pipelines with a diameter such that when the low rate Q / 2, hal o that total be adduced, it has the stretch o conveying the same pressure drop t hat occurs with the ull scope Q is a single pipe. Suppose that the Pipelines Gr avity has a total length L, the gap is ΔY Q and the scope to furnish (Fig. 5). ¢
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Figure 5. Result, a scheme By Darcy's formula: Q2 ΔY = b L / Dμ gives a diameter D = (b L Q2 / ΔY) 1 / μ Th is generally does not correspond to one of those commercially available. Therefo re, need to choose the diameter immediately above commercial in the series to th eoretical, or you can split driving in two sections of length L1 and L2 respecti vely and a diameter D1 and D2 respectively, among those trading immediately abov e and below the theoretical, such is satisfied that the system: L1 + L2 = L + J1 J2 L1 L2 = ΔY It 'hardly necessary to point out that the choice of the coeffici ent of roughness must relate to conduct after a long working period. 6. TANK Acc ording to its share piezometric performs the basic function, and depending on it s capacity ensures the functions of compensation reserve. From the perspective o f piezometric must choose the share of the pool so that guaranteed the peaceful exercise of distribution networks in every situation of consumption. Therefore, the choice of locating the site where the tank is made is maintained, providing total supply, a load of at least 20 m users the most disadvantaged, is taking in to account the orography of the site. 1) THE ABILITY 'ability to compensate for the compensation can be easily calculated once we know the laws of variation of flowcomingdall'adduttrice(Figureinflows)andflowratesrequiredbyusers(Figure outflows). ¢
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For the law of gravity adducent inflows to the reservoir is known once establish ed the scope φQm sizing dell'adduttrice,The Law o runo (water demand o the user) depends on the climatic characteristics o the town, rom the habits o ci tizens and other actors, the most important o which is undoubtedly the number o population served. There ore, the volume o VC compensation may be determined by the rule o the Auditors, or method o the tightrope that allows the calcula tion o the amount o compensation, under the system o in lux (assumed constant
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Figure 6. Chronological low diagram o user requests, on the day o sumption. Scope o the aqueduct (constant). ¢
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Note graphic construction represents the integral curves o the in lows and out lows should be Vu. The sum o the two major di erences between the two vertical curves, positive and negative, we obtain the volume o compensation, assuming t otal control. ¢
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Figure 7 to be reported: Figure 7. Determination o
the graphics capabilities o
compensation Cc
HOURS Quh% ¢
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VOLUME OF COMPENSATION VuhTOT Qeh Veh VehTOT ¡
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V (t) = VehTOT - VuhTOT ¡
Quh φQm = = hourly low rate leaving the tank on the day o maximum consumption (as a% o average annual low) [m3 / s] = Vuh Quh × 3600 = volume o water leavi ng the tank in one hour [m 3] ; Qeh ΣVuh = / T = ΣVuh / (24 × 3600) = hourly flo w rate entering the tank [m 3 / s] = Qeh Veh × 3600 = volume of water entering t he tank in one hour [m 3] . 2) THE CAPACITY 'OF RE ERVE hells shall contain, in ensation, including a reserve used to cover any addition to the ability of com malfunctions that result in the failure to su ly to the tank Pi elines. The mag nitude of this ca acity is the daily volume of water consumed by the center to s erve. De ending on risk and ex ected duration for breaks, you should give the ta nk a minimum amount of reserves Vr ranging from 1 / 3 and 1 / 2 of the maximum daily consum tion Vg max: Vr = (1 / 3 ÷ 1 / 2) Vg max If more 'adducent, it is un likely that all adducent go simultaneously damaged, so the volume of reserve cou ld be less than the case of a single adducent. For the latter case, some authorsindicate the ossibility that the reserve will allow the continuation of the se rvice of distribution for a whole day and when 'done the disservice of adducent and therefore the volume of reserves should be: Vr = 86400 max Qh ¡
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It is considered that this volume is too large (about three times what is necess ary for the daily fee) and therefore has a strong influence on the cost of the t ank, other authors indicate that the volume of reserves in the earlier half of t hat is: Vr = 1 / 2 × 24 × 3600 × Qh max 3) THE ABILITY 'FOR THE FIRE ERVICE For ro osed fire flow Qi of the formula: towns of some im ortance for the accounts Q i = √ 6 P (L / s) where P is the o ulation of the village in thousand inhabi tants. Permitted length of service 5ore, is deduced for the volume you fire the following value: I = (5 × 3600 × 6 √ P) / 1000 = 108 √ P (m3) The hydraulic sizi ng, ie volume of the tank is given by sum of the three volumes reviously determ ined: - level of com ensation, - reserve volume, - volume of fire. The total vol ume Vtot Vr = Vc + + You must be s lit into three ools, each of the useful volu me of Vtot / 3. The hike in the level in the reservoirs was reviously contained in 4 ÷ 5 m not about to change over the iezometric in the town between the sit uations of full and em ty tank. Now bear economic reasons to refer tanks with m ore water rods, the roblem is solved by ado ting the iezometric edge of the re servoir or otherwise, at a distribution ressure relief valve setting the iezom
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iezometric tank.
