ABSTRACT
Proceedings of the 4th International Conference on Hydraulic Engineering Software, Hydrosoft 92, 21-23 July 1992, Universidad Politecnica, Valencia, Spain
TABLE OF CONTENTS
chapter |3 pages
quality in quantitative t.eriiS. There are two basic ways in which in reservoir studies:
set of ..arpha.et.ric, hydrologic, watershed to clarify "cause to predict. is located in the vicinity of the city of Sarajevo, to provide 2. 95 of
chapter |1 pages
factor in the preservation of to updated according to
effects of protection are directly brought into connection to thank the staff of the Institute for city of sarajevo for their assistance this Financial this study has provided Public Enterprise
chapter |3 pages
Modeling Nitrogen Species Transformations
Considering Temperature Content Effects F. Padilla, 0. Camara, D. Cluis
chapter |11 pages
PANACHE:
Simulate Steady-State Two-Dimensional Transport-Diffusion Using a Particle Tracking Montminy (*), M. Leclerc (*), G. Martin (*), Boudreault (**)
chapter |3 pages
interpolated value given by:
is very useful because, as Sibson hi.self also Farin [1), is sections of
chapter |1 pages
the depths are variable depending upon the celerity of at each point the of sediaents suspended
this case not only by sand but also by clays and llaes ls capable of falling to the osclllat ion of the pressure first to estiaate the this to consider the of transported by the rivers, on
chapter |1 pages
sin sin
after passing through the in the other syste•. It is also iaportant to calculate the velocity in the to the sedi.antation or the erosion or eapirical nature and last 1teu are nu.arically siaple, Is the first the river,
chapter |1 pages
Byrd, P.F. and Friedman, M.D. Handbook
AJ. •Numerical Study of Slightly Viscous Flow', J.
chapter 2|1 pages
Dimensional Characteristics
Element Schemes for Advection-Dominated Flow Problems K.W. Chau
chapter |4 pages
test problems real features of environmental in advection-dominated transport
oscillating flow. in two-dimensional is that the function remains
chapter |2 pages
velocity u -axis, shear -transverse velocity v -
m/s. In order to allow numerical finite source size, computation begins at initial concentration field is
chapter |1 pages
concentration while the sides are specified as no-flux
state in about cycles is essentially described by an profile oscillates and
chapter C|1 pages
(x,t)
m/s, tidal reaches of prototype estuary critical conditions. at the Slack Slack state concentration profiles at both and after tidal cycles for continuous source in an
chapter |1 pages
It that the performance
of characteristics-based linear finite element are drastically different on real environmental applications in advection-dominated transport pure advection of concentration-hill in rotating flow, diffusion in plane oscillating flow.
chapter |10 pages
Comparison
Experiments for Free Surface Porous Media Flows T. Ryl (*), V. Halek (*), E. Bruch (**), B. Mergeai (**),A. Lejeune(**)
chapter |4 pages
Interactive Graphical Modelling Concept Dimensional Flow of Fluid Dynamics and Computation in of Hannover,
Feist, K.-P. Holz
chapter 1|12 pages
Dimensional Unsteady Flow Simulations in
Cross-Section Arms: Comparison Between Characteristics Th. Pochet (*), M. Pirotton (*)(**)
chapter |1 pages
is known. is a known term with A role of the Neumann boundary condition for
all the equations the as
chapter x|1 pages
-t. at
If external the outaide ex- ilts. the all in diacunion are replaced all the initialized or file before the to file at the (8)(2)(1)
chapter |11 pages
Comparison
Turbulence Model in 2-D Depth-Averaged Flow Computations T. Tingsanchali, K.R. Rahman
chapter |5 pages
ADouglas- Wang Approach for Transient Problem of Civil Engineering, Laval
Advection-Diffusion A. Khelifa, J.-L. Robert, Y. Ouellet
chapter |11 pages
Transient Problem Numerical Modeling of Flow Around Spur Dikes
Dikes K.W. Khan, M.H. Chaudluy
chapter |1 pages
saturation is approximated by hyperbolic equation based on test of air soil.
is applied to one-dimensional vertical test. test produces three different types of flow in order, drainage by gravity force, upward flow induced is a method which defines total pand pare water and air phase pressures; z the elevation air densities; air e is defined by the product of porosity and water
chapter |1 pages
K.·£
is obtained !rom ( 5). Bqs. ( 6) and ( 7) air and water phases. air water phase !low are solved initial boundary value problem o! nonlinear partial
chapter |1 pages
{p)- at:! J
is applied to the finite ]iF•] ... t) [Hul•-2--.At At ---2-+ At [Hul•----.,..-::-
chapter |1 pages
superscripts s and r are saturated and residual values of
is obtained from the empirical relationship at condition air entry into soil. indicates
chapter |1 pages
as the numerical computations. This
result, suction takes a constant soil column(Pig.5). is to air suction
part |2 pages
SECTION 3: OPTIMIZATION
chapter |2 pages
Joint Optimisation
Allocation Fairbairn Reservoir, Queensland, Australia K.S. Tickle (*), I.C. Goulter (**)
chapter |1 pages
operational conditions affect the element in physical limits, including diameters only belonging to
dimensions and imply operational diameters. The optimal design of water distribution system installation operational costs subjected limits in operational conditions. Yates et al. established an analysis about computational complexity in minimizing water supply does mean that there instances, depending on physical and initial datas used, which difficult to solve using any specific algorithm. solutions presented in the literature are divided into classes. The first that reduces is not easy to different algorithms system because the problem has multiple local solutions. this present an algorithm to the water distribution system design problem based nonlinear programming problem. algorithm uses
chapter |1 pages
to nonlinear constraints and bounds on
operational variables f(d,h) subjected head node vector (a head piezometric level obtained by the elevation pressure); is the pipe velocity vector, and is the set of diameters. cost function includes
chapter |1 pages
Since there
tendency to violate head flow velocity bounds cost solution, penalty method used to enforce the limits. In order to avoid ill-conditioning of simple penalty functions (Bertsekas [2]), an Lagrangian penalty function yielding
chapter |2 pages
reached no violations occur in terms of minimal node pressures. In pratice, iterations are qenerally to determine the critical node. is here all links,
should be noted that the alqorithm determines the reduced qradient analytically, resultinq in less computational effort than other that use numerical approaches (6]). Tests have shown that the accuracy is the discrete diameter variables
chapter |1 pages
This occurs because the optimal solution naturally to lower diameters and, as consequence,
leads higher flow velocities. Table 1. Solutions for two flow velocity bounds. Pipe Relaxed Discrete 1.04 1.10 1.04 1.00 0.54 0.60 0.49 0.50
chapter |6 pages
critical node artificial water distribution network desiqn problem that the this test the is to
in the modified layout does not occur terminal point, as expected. This to the influence of the elevation that can yield a hiqh enerqy level in the least pressure (the critical node). In fact, althouqh is the critical node, the water flow direction from node to 4. includes a •critical concept" that reduces the computational effort avoidinq the explicit determination of the supply heads. technique allows determine the exact optimal solution for the
chapter |1 pages
Structure
is declared basic. if the in first optiaization the large reservoirs, to set of priori tlzed
chapter |3 pages
this fact, the basis structure
easily be stored iteration to the just redefining the pointer. This flexibility in
chapter |10 pages
Optimization Methods Used in Conceptual Daily Rainfall Runoff Models of Hydrology, Vrije Universiteit Brussel
N.-1. Win, G.L. Vandewiele
chapter |7 pages
Malftood: A Flood Control Decision Model Malaysia (*) of Technology, Malaysia (**) University of Sussex, Sussex, UK
S.H. AbuBakar (*), P.J.B. Morrell (**), A. Potts (**)
part |2 pages
SECTION 4: DATA ACQUISITION AND FIELD INSTRUMENTATION
chapter |3 pages
Computer Techniques and Applications 347 it is recommended that discharges from the reference station are transmitted to the station profile through the regime coefficients.Knowing the measured simultaneous of the investigated hydrological years, the regime coeffi-
, where is the average if coefficient is defined
chapter |12 pages
Hydrometeorological
Improvement by Implementing Autonomous Acquisition Network in Roy (*), R. Gauthier (*), M. Hetu (**)
chapter |6 pages
Stage-Discharge
Relationship Stations- Calculation Method in HYDROS and STOQ H.J. Henriksen
chapter |8 pages
Measurement
Reduced Model J. Polo (*), L. Castillo(**), J. Armengou (*), J. Dolz (*)
chapter |2 pages
Deterministic
Control in a Hydrometric Network M. Baldin (*), M. Gonella (**) performs the useful tests (correlation analysis, double analysis, etc.), deterministic part, that is the object of this paper, based on results of numerical simulations carried out alonq the river.
chapter |1 pages
Both branches are not hydrologically
in the Branch there is the confluence the Sangone River and in the Branch the confluence of the Panaro River. The changements of discharges due to the significant variations of hydrometric levels the values are acceptable because of the singularities effects or there are failures. calculation of the theoretical differences between water levels, due to
chapter |3 pages
+ (a + (2)
gA~ + A=cross surface level above the datum; distribution factor; q•discharge of the inflow; x=streamwise distance and t•time. one-dimensional implicit, numerical scheme
chapter |1 pages
hydrometric time series measured in the stations in the
present Branches. At the the procedure analyses the possible to apply to control contemporary data real time. procedure analyses yearly time series: for each day of the year the hydrometric level is recorded. time step in data recording
chapter |1 pages
in which the error happens. limits the
Confidence Using and SQD ( procedure calculates the confidence limits [4]: ,k) ± n SQD(i,j ,k) n=l,3 , (8) distribution of the values DIF[i,j,d] in the confidence intervals. This calculation each reference stage [k] and gives an image of the
chapter |2 pages
the data homogeneity, handle specified periods with complete time series
calculate average parameters of the distributions: the results of the controls are general indicators of significance. deterministic control procedure presented this paper permits analysis of single data and help to find out any existing can be interfaced with an automatic system data acquisition. In this is possible to carry out real time control of measured water levels. 1. Danish Hydraulic Institute,
chapter |1 pages
Design, Development
System for the Purpose of Real-Time Flood Forecasting A. Cabal, M. Erlich
part |2 pages
SECTION 5: HYDRAULIC SOFTWARE AND EXPERT SYSTEMS
chapter |1 pages
of lhe situation, otherwise lhe analyst. can find
hi msel ook ng at. huge mass of numbers lhout. begin from. Therefore, lhe challenge develop syst.emat.ic procedures for conceptual analysis so as lhe pattern of numerical results. stepwise proposal for describing t.he fundamen- tals of valve application here.Afler of works characterizing lhe subject., diment.ionless intended lo describe lhe operating behaviour of valves installed elements introduced. It. has long been recognized t.he importance of valve flow characlerislic in predicting steady stale
chapter |1 pages
Reduced describing behaviour valves,
can be divided valve loss all singular es valve premises basic case. ng available head Reynolds- are a•neric as whole. Speci exper alone, are combined
chapter |2 pages
Reduced unif'ormit.y, open area valve
specif'ic as angle, or area. def'ined as rat.io generic one, so as have f'ixed range 1. Generalized diagrams Kv-x-ar curve f'or valve
chapter 414|5 pages
Computer Techniques and Applications Fig. 4 Diagram A Valve
probable valve Several appear original scope generalized diagrams. earring on idea cases valve smaller ed pumping- 4. 5] Reynolds number i uence generalized diagrams the basic case. these topics are treated here. the be pleased to send request.
chapter |1 pages
of operating apertures and controllable flowrale
range. usual lo determine lhe operating pcdnls by means of guidelines or in nslances, in case-by-case basis. The former, al besl, is proce- dure surrounded by doubt because of lhe uncertainly lo the significant resemblance of the the previous one thal generated lhe rule. latter possible there are conditions for controlling lhe In addition, the valve-closure schedule can be specified according lo the pallern of lhese curves: lhe lower lhe variation, lhe faster lhe closure- element movement may be, and vice versa.
chapter |1 pages
lhe design and operation valve controlled instal-
lations. success computers in conlribuling beller design easier and operation slart.s lh an applying basic principles lhal transcend individual methodologies.
chapter |1 pages
SVD, A Synthetic Streamflow Generation Software Package
L.D. Fagherazzi, J.-C. Rassam, L. Carballada
chapter 5|1 pages
A validation module which compares statistics of generated series against historical ones. existing two basic approaches for generating seasonal
seasonal using models whose parameters typically vary from season to season. In the second approach, IOdels incorporating disaggregation procedures sites of interest, and then disaggregate them into seasonal flows. of the characteristics of t .ast appropriate to the ob of the study. a x 52) matrix of weekly flows of a river with m years of record. basic idea of the proposed .athod is that the principal of the 52 variables represented by the of are uncorrelated and therefore they can be generated independently. Using the singular decomposition
chapter |1 pages
generate synthetic sequences at a number of sites, six steps to be followed: Prepare the historical data of each site in axn)
the number of seasons. The completion module can used to estimate missing data and/or extend the record necessary. A generalized maintenance of variance extension technique [2,9] is used. the data using the set of display functions the historical record and/or the synthetically generated sequences. the at-site seasonal means,
chapter |6 pages
generated data at the N sites have to be arranged into a
with those obtained from the historical record. The statistics for comparison include seasonal statistics such as standard deviations, skewness coefficients, month to correlations and lag-zero cross-correlations. validation module computes an additional run Figure 6 illustrates the correlation between successive weeks using the 1950-1990 historical series and the generated series. Figure 7 the historical lag-0 cross-correlations the generated ones.
chapter |1 pages
software package has been tested on projets similar
properties. The modular structure of the code and user friendly menus will widen the use of stochastic hydrology thus improve water resources operation at
chapter 1|1 pages
G.S., (1980), 'An Approach to the Statistic
2. J.C., J.R. and H.B., (1989), 'A Generalized Maintenance of Variance Extension Procedure for Correlated Series', Water Resour. Res., 25(3), 345- 3. J.C., and J.R., (1990), A
chapter |4 pages
AQuickBASIC Graphics Software for Dimensional Hydrodynamic Modelling of Civil Engineering, University of
Chen, R.A. Falconer
chapter 464|3 pages
Computer Techniques and Applications for the generation are computed
to assess the feasibility of the fixed pattern of demand. last option the user to the data results either in a tabular or graphic fora. Graphics plotter.
chapter |2 pages
properties. transformations are restricted, non-
conformal orthogonal transformations are The two main approaches are: a) methods based on the solution algebraic complete survey of grid generation techniques presented in Refs. [1] to [5]. one, although ensures univalent mapping and grid naturally smooth, requires computational effort similar to that for the solution of equations. The algebraic approach, on the other very attractive because the time chosen because simplicity for or parabolic problems, the latter being the motivation for the investigation.
chapter |1 pages
P(,,t) 1\(t) ~ (t)-Pk<t>]-
1\ (t) Equation ( 3) we observe that the interpolant functions must be continuously differentiable order less than the level of desired for the coordinates. If in Equation are chosen
chapter |2 pages
where there is indicated as well.
plane of symmetry. typical cross section in Fig.(2) as well as the plane of symmetry of the duct. The cartesian system of reference the shape of the cross section of the duct, for the flow will calculated, looks like suitable to use ellipsoidal coordinates as curvilinear coordinates. of an ellipsoidal coordinate system used for ellipse in Fig. (3). Here the transformation from plane to plane x-y or vice- versa can be calculated by known analytical functions.
chapter |2 pages
E0FA
Fiq. 4 CUrvilinear coordinate system Points A, F and K must be included as data for each cross section. The number of points for each cross section can be different. It is convenient that each cross section specified by the qiven points is as plain
chapter |7 pages
arclength from one point to another. Then we =l, •••. is the
have with and of given points in the envelope curve. that the focal distance point Fig.(6) Fittina of the envelope the intermediate control 1-m[
chapter |1 pages
Crop planninq and manaqement vital components is to
successful irriqated aqri culture of any developinq country like India. Irriqation systems, comprisinq of a number of hydrological variables that are stochastic in nature, are differinq place place and time to time, thus influencinq the quality successful when all the operations are par with the existinq environment. in the irriqation environment occur rapidly to chanqes in natural-eco systems activities. chanqes create environment under which an irriqation system difficult to acclimatize the farminq practices under existinq conditions. Therefore expert systems qreat potential for providinq decision-sup- port to irriqation systems farmers.
chapter |1 pages
human experts. Expert sys-tems can integrate factu- al, heuristic, incomplete facility tics
uncertain information for decision- are ac- quired through experience. Expert systems essential- ly consist of the following Acquisition possible for the developer capture the knowledge and preserve expert system code. base which contains the specific consisting of simple facts, rules that describe the relations, characteris-
chapter |1 pages
developed an expert system that acts as soil, plant is discussed in detail. first
expert in . cotton crop management on the basis of atmospheric information. this paper, expert system that has been de- veloped for planning and managing irrigated cropping system expert system consists of two phases: in the phase, an expert system for crop selection has been developed and in the second phase, crop management decisions are included in the expert system for each crop that has selected in the phase. the management actions followed during goes on varying continuously over time and space. To substantiate the effect of climate, crop raised in the previous year without any insect-pest attack, not be successfully grown in the current year as the climate may be conducive for the growth of insects and pests. Similarly the
chapter |1 pages
Irriqation schedulinq practices. real status of soil moisture nutrient deficit, fertilizer schedules soil, staqe of deficit
proper manurinq, proper time and amount, are the most important decisions the manaqement repectively. While irriqation schedules are influ- enced mainly by weather variables such as rainfall, temperature, evaporation etc, alonq with availabili- ty of water plant response, be based on the type of crop and explained in the following sections. formulation and conceptualization In the problem formulation st users and domain expert and ob identi- fied. For the problem-Crop selection, the role of the variables involved in selecting crop
chapter |1 pages
• Other conditions such as availability of facilities. fertilizers, tified. agronomist,
pesticides, storaqe and market- qoverninq variables were identified to select crop. For scheduling irrigation water, the variables identified Rainfall Evapotranspiration furnish the values of variables to be used in the the experts. The information reqardinq crop characteristics adoptability different environment have been collected expert. The aqronomist was consulted qated crop manaqement and the knowledqe was extract- ed through interviews with him by the use of ques- tionnaires. After several sessions with the expert, the values of the variables to be used in the study have been obtained. This form of raw information was
chapter |1 pages
Computer Techniques and Applications 487 popular architecture, (Lemmon (5]). in the to produce e] l l irriqated crop rules. situations. infer- typical rules created in the rule-base irriqation schedules have listed
furnished information was converted of production rules expert system developed by Five Research was used for representinq the knowledqe on with simple IF-THEN type of also has ability to perform mathematical operations, provides interface with written other lanquaqes. This feature was useful to update the forecasted values of rainfall with the actual rainfall to schedule irriqation water accordinq to
chapter |3 pages
Crops, which have similar characteristics with to water requirements, have been classified into five categories and schedule decisions in the first
regard been prepared for each category of crops. 222 rules developed phase and in the second phase, 484 rules were developed for recommendinq water and fertilizer schedules. created rule-base was implemented on a personal testing validating the rules. field data input into the system and the deci- provides recommendations on technical and agronomi- in the second phase for each crop that
chapter |2 pages
What Is the crop :
Activate ETP 20cm Activate RAIN of crop : Release 4.2 em at a frequency of 6 days
chapter |8 pages
Sirah: A Software Environment for Advanced Knowledge Based Models for Flood Management
Alonso (*), J. Cuena (*), B. Reig (**)
chapter |1 pages
AFinite Element Object Oriented Agdal Rabat, Morocco {**) Thermo-Fluid Research Centre, City University, Northampton Square, London, EC1 V
Approach for Fluid Transients Analysis Ouazax (*), A.R.D. Thorley (**), B. Akdi (*), Yz zogh (*)
chapter |2 pages
solution techniques found in the literature include mainly finite difference
et are approximated by: ,i•1,2,
chapter 5|1 pages
departments: FiniteElement, InterFunct, FileResult is the claaa orders several
illustrates the overall amsnt-··· Root------l
chapter |1 pages
is reservoir or junction of pipes. It is featured its elevation, position,
ita vector r.
chapter |12 pages
Combining Simulation Models (**) Universidad Politecnica de Madrid,
Knowledge Bases for Real Time Flood Management J. Cuena (*), M. Molina (*), L. Garrote (**)*