WO2019222773A1 - Siphon hydropower plant - Google Patents

Abstract

Siphon Hydropower Plant, Fig.1, is characterized by the Recirculation of Q=A₁v₁=A₂v₂, and Siphon Equation of Conservation of Energy, see equation (I), (II), and has (III). Water Flow Tube 1 with (IV). Three Functional Water Lift Tubes 2 with (V). Three Water Discharge Electropumps 5, that eject from the system 1/2ρv₂ ², with (VI).

Description

DESCRIPTION OF THE INVENTION

a. Title of the Invention

SIPHON HYDROPOWER PLANT

b. The technical field to which the invention relates

The production of renewable energy from water

c. Background art

To date, all the efforts and the studies in the field of the production of Hydroenergy are mainly focused on:

The improvement and the perfection of the machineries of the Hydropower Plant, in order to increase their efficiency, such as turbines, draft tube, generator, etc.

The exploitation of the marine stream, marine the high tides and low tides, for the production of the Hydroenergy.

The utilization of the Geothermal Resources.

The utilization as much and as effectively of the Pumped Hydroelectric Energy Storage, PHES.

The best exploitation of the water Resources.

Nonetheless all these efforts cannot solve the two fundamental problems in the field of the Hydro Energy:

The limitation of the Hydroenergy potentials for the production of the Hydro Energy, either at level, or at global level. Since the Hydro Potentials, Locally or Globally, are Natural Resources given once and for all. They are unchangeable and they cannot be increased, on the contrary they may become scarce.

The dependence on the climatic conditions and the seasons, of the work in the Hydropower Plant, which even in a year with abundant rainfalls do not work more than 180 - 200 days, and their work is usually calculated 4320 - 4800 work hours, of 8 760 hours that has the year.

The installed capacity for the production of the Hydro Energy from the Hydropower Plants, at global level is approximately 1 000 GWh, and it can be doubled until the year 2050, by calculating also the utilization of the unexploited Hydroenergy potentials in the developing countries. Today, only 10% of the electrical energy, produced at global level, is produced by the water.

Regardless that the production of the renewable energy by water is considered to have a very small impact on the environment, again the researchers have highlighted main shortcomings such as:

- The safety of the Dams

- The deviation of the rivers

- The negative impact on the migratory species and the biodiversity

- The big Hydroenergy projects influences the natural landscape, the wild animals, as well as they require displacement, many times of entire communities.

All these problems, as the shortcomings, or the limitations of the renewable energy produced from the water are solved with the Invention“Siphon Hydropower Plant”.

d. DESCRIPTION OF THE INVENTION “SIPHON

HYDROPOWER PLANT” d.l. The General Representation of the Characteristics, Integral

Elements and the Main Parameters of the INVENTION

“SIPHON HYDROPOWER PLANT”, as well as the of the

Results created by their Coordinated Interaction, on which is based the Detailed Theoretical - Technical Argumentation, which will be explained and analyzed in continuation of the

Description (d.2 - d.8)

The Invention“Siphon Hydropower Plant”, as seen in the Fig.l, is a Hydro Energy System that is characterized by its Special construction, in the shape of an Inverted Siphon in the shape of U and from the unlimited production of Electrical Energy, 24 hours on 24 hours, in every day of the year, by recirculating the same Q, Water Flow Volumetric Rate, of the Siphon Hydropower Plant, where Required Power = Pws - from the Water Discharge Electropumps 5, which serve to Recirculate this Q, is ~ 14 - 18% of PIC = Power Installed Capacity, of the Siphon Hydropower Plant. There are needed ~ » 40 000 m³ water in total, enough to initially fill the entire System, to produce 1 000 000 KWh or 1 000 MWh in an uninterrupted mode, at every hour and in every day of the year. All these make the process of the production of the Hydro Electrical Energy independent from the Hydric Potential, at Local or Global level, and from the Climate, from the Seasons and from the Territory. Siphon Hydropower Plant has a PIC = Power Installed Capacity, of 5 kWh - 1 000 000 kWh, Hydraulic Head = h, of 50 - 300 m, and Q, Water Flow Volumetric Rate, of 0.215 m³/sec - 629.28 m³/sec.

It has a small cost ~ 750 000 USD for 1 MWh installed, or 25% smaller than the smallest cost = 1 000 000 USD, for 1 MWh installed, at the usual Hydropower Plants.

As seen in Fig.l, Siphon Hydropower Plant is a Hydro Energy System, where Water Reservoir 6, Water Flow Tube 1, Francis Turbine 3, Draft Tube 4 and Five Water Lift Tubes 2 with Respective Five Water Discharge Electropumps 5, are integral part of This System, which is mounted on one Steel Structure 8, whose dimensions depend on PIC of Siphon Hydropower Plant.

As seen in Fig.l, in Valves House 10, Five Water Lift Tubes 2 are joined with the end, Outlet, of Draft Tube 4, by becoming the continuation of the Draft Tube 4. Of the Five Water Lift Tubes 2 with the Respective Five Water Discharge Electropumps 5, Three of them will be Functional Water Lift Tubes 2 and Functional Water Discharge Electropumps 5, thus they shall be working, while the other Two Water Lift Tubes 2 together with the Respective Two Water Discharge Electropumps 5, will be Reserve Water Lift Tubes 2 and Reserve Water Discharge Electropumps 5, that will serve to alternate in programmed mode the Three Functional Water Lift Tubes 2 with the Respective Three Functional Water Discharge Electropumps 5, or to replace them in case of defect, repair or change. Each of Water Lift Tubes 2, at its end, at the rectilinear part, has two valves. One is Blocking Valve 17, that is used in different cases, while the other is Non Return Valve 18, whose function is to block the Adverse Pressure, that the Column of water inside Water Lift Tubes 2 exerts on Francis Turbine 3, when these Water Lift Tubes 2 are not Functional, but they are in the Reserve Position hi = h of Water Flow Tub 1, is equal to h _/2 = h of Water Lift Tubes 2, or hi = h _/2. While ha_t = h of Draft Tube 4 = 2.5 x D_l is equal to hi_/2® = h of the part of the Draft Tubes 2 below Level 00, D 00, (Fig.l), where D = internal Diameter of the Water Flow Tube 1.

In Siphon Hydropower Plant, as seen in Fig.l, a crucial role has its Special Construction in the shape of an Inverted Siphon in the shape of U that has fundamental principle the Balancing of Fluids in continuous mode in its Two Sides. This Special Construction together with Three Functional Water Discharge Electropumps 5, placed at the Outlet of the Three Functional Water Lift Tubes 2, make possible for the Velocity of the circulation of the water = v₂ = 92 m/sec, in the Outlet of Three Functional Water Lift Tubes 2, to be 10 times bigger than the velocity of the water = v = 9.2 m/sec, due to the initial acceleration, in Water Flow Tube 1, which sends the water from Water Reservoir 6 into Francis Turbine 3. Thus, v₂ = 92 m/sec = 10 x Vi = 10 x 9.2 m/sec. Moreover, vi = 9.2 m/sec, in Water Flow Tub 1 is at the same time equal to v of the water in Draft Tube 4 = vi_dt= 9.2 m/sec. Therefore, Common Cross Sectional Area = A₂ of Three Functional Water Lift Tubes 2 is

10 times smaller than Cross Sectional Area = Ai =—

of Water Flow

Ai

Tube 1, or A₂ =—

Cross Sectional Area = A3 of any Water Lift Tube 2 is 30 times smaller than Cross Sectional Area = Ai of Water Flow Tube 1, or A =

. Cross Sectional Area = Ai _t of Draft Tube 4 is minimally equal to Cross Sectional Area = Aj of Water Flow Tube 1, or Ai_dt = Ai. Q₂ = Water Discharge Capacity of Water Discharge Electropumps 5 and of Water Lift Tubes 2, is 3 times smaller than Q, or

As it is explained in the Description (d.2.), Siphon Hydropower Plant is characterized by the Static Pressure = Pi = pghj in Water Flow Tube 1, that is at the same time also Total Pressure, as well as it is equal to the Static Pressure in Water Lift Tubes 2, when these are not Functional, but they are in the Reserve Position, or Pi = pghi = pghi_/2.

While, because

well as because of that the Dynamic Pressure = - pv₂ = 4 232 000 kg/msec is removed from the System by Three Functional Water Discharge Electropumps 5, in Three Functional Water Lift Tubes 2 we have only the Static Pressure = P₂s

— v₂)², and the Pressure of the Friction Forces = PHF =

2 x Dz , where D₂ = internal

Diameter of Water Lift Tubes 2. As seen, P₂ is at the same time Total Pressure, or: P₂ = P_2T„tai = P2S + PHF ·

As it is explained in the Description (d.2.), v_optimai ⁼ 0.5 m - 1 m = = v of the water in Outlet of Draft Tube 4, in one usual Hydropower Plant, in Siphon Hydropower Plant is replaced by v^_t = vj= 9.2 m/sec, which creates V_Negative = V_N = 9.2 m/sec = vi_dt = vi. Therefore Siphon Hydropower Plant is characterized by V_N = 9.2 m/sec = V_{Negative »} which creates Negative Pressure = PVN - PI - - p(v_)f - VN) , which has a given impact on the decrease of Pi, or Pressure Energy, in Water Flow Tube 1. Siphon Hydropower Plant works with Water Reaction Turbine, and more concretely with Francis Turbine, since these Water Turbines are rotated by the Potential Energy = mgh, or Potential Pressure Energy = PV, as well as they work“submerged” in the water. From the Water Reaction Turbines it has been chosen Francis Turbine, which will be Vertical Francis Turbine, since it can be applied for PIC, from 1 KWh - 1 000 000 KWh, or more, it works with Q of 0.012 m³/sec - - 700 m³/sec and with a Hydraulic Head = h, of 10 - 300 m, or > 300 m.

Siphon Hydropower Plant is characterized by Siphon Francis Turbine 3, and that also it shall have the Guide Vanes Static, same as Static Vanes, but with the same number and with the same positioning as at the usual Francis Turbines, only that their opening, water flow angle will be maximal, by eliminating also the Electromechanical System that puts the Guide Vanes in motion. Therefore, Guide Vanes and Static Vanes will be mounted as a single block. This Francis Turbine will be called Siphon Francis Turbine.

Siphon Hydropower Plant is characterized by Draft Tube 4, which has Shape, Construction and Function completely different from the Draft Tube in one usual Hydropower Plant. The main function of Draft Tube 4 is to intercede the passage of the water from Outlet of Francis Turbine 3 to Three Functional Water Lift Tubes 2, which by means of Water Discharge Electropumps 5, placed at their outlet, discharge it into Water Reservoir 6.

To muffle the big velocity of the water = v₂ = 92 m/sec, during the discharge into Water Reservoir 6 from Water Discharge Electropumps 5, and to avoid the creation of the Turbulences and the Air Bubbles in Water Reservoir 6, that through Water Flow Tube 1 can enter in Francis Turbine 3, by causing known Negative Phenomena, Siphon Hydropower Plant is characterized by the placement of Buffer Scroll Tubes 27, in front of each of Five Water Discharge Electropumps 5, as seen in Fig.6. As seen in Fig.5, Water Discharge Electropumps 5 do not have Suction Lift, or Static Suction Lift, on the contrary they have the Level of the water above the Level of Impeller 12, or equal to Level of the Surface 22 of the water in Water Reservoir 6. Thus they have Total Static Head = Discharge Head = small H, where the biggest H = 0.952 m, is in one Siphon Hydropower Plant with maximal PIC = 1 000 000 kWh. H is decreased with the decrease of PIC and Q. Since they have Discharge Head = small H, and big Water Discharge Capacity = Q₂, Water Discharge Electropumps 5 will be Vertical Axial, but their Manufacturers and Designers will finally decide for their model.

As seen in Description (d.3.), Water Discharge Electropumps 5 of Siphon Hydropower Plant work according to Pumps Affinity Laws, Law Nr. 1 of Pumps, but transformed, where:

§ = S; , % = H0², while Pw2 = Pwi$³

is Transformed into:

g = g, H = Constant, meanwhile Pw2 = Pwi(-~)²

This transformation occurs for the reason that, in Siphon Hydropower Plant, apart from Diameter = D of Impeller 12, which, because it is conditioned by D₂ of Water Lift Tubes 2, is Constant, unchangeable, also Discharge Head is Constant, unchangeable, where:

H = Y + Dif.24, which is determined according to the Table 1 of the Description (d.3.). Since H = Constant, we do not have H₂ = Hi(g) , therefore

P_\v2 = Pwi(^)³ is Transformed into: P_W2 = Pwi(^)²·

While Pws = Common Required Power, in kWh, of Three Functional Water Discharge Electropumps 5 is:

Pws ⁼

21.457 = 14 - 18% of PIC of Siphon Hydropower Plant, where 0.7 = h . Required Power = Pws_» from Three Functional Water Discharge Electropumps 5, that is = 14 - 18% e PIC of Siphon Hydropower Plant, will be supplied by another Siphon Hydropower Plant, which will be named Supplying Siphon Hydropower Plant, which will produce Electrical Energy to withstand Pws from Three Functional Water Discharge Electropumps 5 of Siphon Hydropower Plant, as well as to withstand Pws from its Three Functional Water Discharge Electropumps 5. Supplying Siphon Hydropower Plant has one PIC ~ ~ 20 % of PIC of Siphon Hydropower Plant, and it is initially put to work by one Thermo Generator with PIC ~ 3 % of PIC of Supplying Siphon Hydropower Plant.

Supplying Siphon Hydropower Plant is mounted alongside Siphon Hydropower, in the same Steel Structure 8, and it has the same construction and functioning mode as the Siphon Hydropower Plant, only with smaller dimensions, except of h = h = hi_/2 which it has them the same.

As argued in Description (d.2.), Water Discharge Electropumps 5 in Siphon Hydropower Plant, have two Functions:

1. They make possible v₂ = 92 m/sec = 10 x Vi = = 10 x 9.2 m/sec in Outlet of Three Functional Water Lift Tubes 2 and

Ai Ai in Discharge Nozzle 26, with: A = A₃ =—

or A₂ =A₃ x 3 =— , by making possible the discharge, into Water Reservoir 6, of Q = Q₂ x 3 =

= A₃ x v₂ x 3 = A₂ x v₂ = A x vi.

2. They make possible the removal of Dynamic Pressure =

⁼ ~ pv₂ ² =

p(92 m/sec)² = 4 232 000 kg/msec², from Three Functional

Water Lift Tubes 2, by leaving only P₂ = P₂s +P_HF·

Siphon Hydropower Plant is characterized by the application of the Continuity Equation, where:

Ai x v = A₂ x v₂ = Aia_t x v₂, while A x v = Constant. Moreover, as Argued in the Description (d.2.), Siphon Hydropower Plant and its Functioning, is characterized by the “Bending” in the U shape, or by the Transformation of the Energy Equation and the Equation of Conservation of Energy, into Siphon Energy Equation and into Siphon Equation of Conservation of Energy, where:

Energy Equation:

Pi + \ pvi² + pgh = P₂ +J pv₂ ² + pgh₂ ,

which when the movement of water is Rectilinear, and h = h₂, as seen in Fig.7, is Transformed into:

In Siphon Hydropower Plant is Transformed into Siphon Energy Equation:

Pi + pghi

Pi _ p₂ = pgh_] - pgh₂

Pi _ hi

P2 h

P lPositive Pi^— P2

PlNet PlPositive PvN

where:

Pi - PlStatic - PlTotal = Pghl

PVN— PI - ~ p(vif- VN)²

While the Equation of Conservation of Energy:

Pi V + ^mvi² + mghi = P₂V + ^ mv₂ ² + mgh₂

mghi)

In Siphon Hydropower Plant is Transformed into Siphon Equation of Conservation of Energy:

PiV + mghj

Pi V - P₂V = mghi - mgh₂

P_lVp_ositive= PlV- P₂V

P 1 V Net^— Pi V Positive P VNV

Pi V _et = Qpgh = Potential Energy Necessary to produce planned PIC in one Siphon Hydropower Plant, where PIC in kWh =

= Qpghi_NetqlO ³.

Pi - P IStatic— PlTotal = Pghl

In Siphon Hydropower Plant is Transformed into:

Pi Vpositive = mghi - mgh

P lV Net P lV Positive^— PVNV

While: F d— F₂d₂

In Siphon Hydropower Plant is Transformed into:

Fjdj

or:

Fjdi = PiV

F₂d₂ = P₂V

For the same PIC and for the same h, Q in Siphon Hydropower Plant is bigger than Q in usual Hydropower Plant. Therefore us = 0.54 - 0.0474 = ^{PIC in Watt} = Work Yield, or Conversion Coefficient,

Qpghi

in Siphon Hydropower Plant, is always smaller than h = 0.85 = ^{F1C in Watt} = Work Yield, or Conversion Coefficient, in usual 1 Qpgh

Siphon Hydropower Plant. As seen in the Orientation Table 3 (3/1 - 3/40) of the Description (d.7.), hb = 0.54 - 0.0474, compared to u * = 0.85, decreases 1.574 times =— hb = ^ 0.54 , in Siphon Hydropower Plant with PIC = 1 000 000 kWh, up to 17.932 times =— =

, in Siphon

Hydropower Plant with PIC = 5 kWh, while Q increases, from

629.28 m³/sec 0.215 m³/sec

1.574 times = 399.76 m³/sec to 17.932 times = 0.012 m³/sec Q 399.76 m³/sec and Q = 0.012 m³/sec, are Q in usual Hydropower Plant with PIC = 1 000 000 kWh and with PIC = 5 kWh. As seen, in Siphon Hydropower Plant, the decrease of s by 1.574 times - 17.932 times, is compensated by the increase of Q by 1.574 times - 17.932 times.

In Siphon Hydropower Plant, Q = Water Flow Volumetric Rate, and h = hi = hi/2 = Hydraulic Head, are not natural and unchangeable parameters, as Q and h are in the usual Hydropower Plants, but they are determined by us, in relation to planned PIC, by making the most optimum combination of them in order to have as optimum as possible cost of the construction of Siphon Hydropower Plant. The determination of h and Q is done according to the Orientation Table 3 (3/1 - 3/40) of the Description (d.7.). Moreover, as seen in the Orientation Table 3, the Equation of PIC, in kWh, where PIC = Qpghi}10³, is the same also in Siphon Hydropower Plant, except of h, that is h _et , or PIC = Qpghi_Net*llO ³.

As explained in Description (d.4.), in given moments, when because of Alternation, Defect or Interruption of Electrical Energy, Functional Water Discharge Electropumps 5 stop working, then also the respective Functional Water Lift Tubes 2 return to the Reserve Position, they become non-functional. In this moment, because of the Gravitational Force, the entire Water Column inside these Water Lift Tubes 2, that has been moving from Up - Down, returns back and starts to move from Down - Up with v = g = 9.8 m/sec. Therefore in this moment, the mass of the water = m = A3 x (hi_/2 + hi_/2©) x p creates MF = Momentum Force = m x g - A3 x (hi_/2 + hi_/2©) x p x g, that causes Hydrodynamic shock in Water Lift Tubes 2, especially in the part below Level 00, D00, = h_|/2© = ha_t, and in Non Return Valve 18, Fig.l. This I Iydrodynamic shock increases and becomes problematic in the increase of h_|/2 and h _/2©. In a Siphon Hydropower Plant with PIC = 1 000 000 kWh, Q = 629.28 m³/sec and with hi = hi^ = 300 m, MF is: MF = 7 232 081 kg/msec².

Therefore to withstand this Momentum Force = MF = m x g, and the Hydrodynamic Shock that it causes, the Designers of Water Lift l ubes 2 must have in consideration, especially for the part hi_/2®, that they should calculate the thickness of the Slats of the tube and the Steel to be used in relation to the respective MF that must be withstood by them. As well, also the Designers of Non Return Valves 18 must have in consideration to calculate the designing of their Construction and the used Steel, in relation to the respective MF that must be withstood by them.

Siphon Hydropower Plant is characterized by the Process of the unlimited Production of Hydro Electric Energy, whenever and wherever, 24 hours on 24 hours, every day of the year, by recirculating the same Q, Water Flow Volumetric Rate, of Siphon Hydropower Plant, and by making the process of the production of the Electrical Energy independent from the Hydric Potential, at Local or Global level, and from the Climate, from the Seasons and from the Territory. It has the lowest cost and Zero impact on the Environment compared to any type of Electrical Energy that is produced to date. Required Power, in kWh, =

= Pws =

x 21.457, from Three Functional Water Discharge

Electropumps 5, to Reciruclate Q, is 14 - 18 % of PIC of Siphon Hydropower Plant. It is needed only a small volume of water, to initially fill the Pipes and Water Reservoirs 6 of Siphon Hydropower Plant and

Supplying Siphon Hydropower Plant. For one Siphon Hydropower Plant with maximal PIC = 1 000 000 kWh, this necessary water volume is ~

~ 40 000 m³. Therefore, Siphon Hydropower Plant is a New Source of Electrical Energy. As well, also the Process of the Production of Hydro Electric Energy from it, is an Entirely New Process. d.2. Detailed description of the Theoretical - Technical Argumentation of the Veracity and the Functioning of the INVENTION “SIPHON HYDROPOWER PLANT”

In the Orientation Table 3 (3/1 - 3/40) of Description (d.7.) there are shown, in seperate 40 sub-tables and in summarized mode, the Main Positive and Negative Parameters, with their respective values, as well as their impact on the Functioning of the Siphon Hydropower Plant, for 40 different Siphon Hydropower Plants, with:

PIC = 1 000 000 kWh - 5 kWh

Hydraulic Head = h = hi = h /2 = 300 m - 50 m

Q = 629.28 m³/sec - 0.215 m³/sec To argue that Siphon Hydropower Plant functions also with the maximum measurements and maximum PIC, as a concrete example of the Description, we have taken one Siphon Hydropower pPant with the following Parameters:

PIC = 1 000 000 kWh

Q = 629.28 m³/sec h = Hydraulic Head = 300 m hi = h = 300 m = h of Water Flow Tube 1 hi/2 = hi = 300 m = h of Water Lift Tubes 2

Ai = 68.4 m² = Cross Sectional Area of Water Flow Tube 1

A3 = 2.28 m² =—

= Cross Sectional Area of Water Lift Tubes 2 and of

Discharge Nozzle 26 of Water Discharge Elektropumps 5

A₂ = 6.84 m² = A3 x 3 =

= Common Cross Sectional Area of Three

Functional Water Lift Tubes 2 and of Three Discharge Nozzle 26 of Three Functional Water Discharge Electropumps 5

Ai_dt = 68.4 m² = Ai = Cross Sectional Area of Draft Tube 4 in each section of it, regardless of the shape it takes

Qi = = Water Discharge Capacity of Water Discharge Electropumps 5 and of Water Lift Tubes 2

In Siphon Hydropower Plant, Fig.l, the Value of its Parameters changes, in relation to the change of PIC; Q and h, except the values of 8 Parameters, that are constant and unchangeable, regardless of the change of

PIC; Q and h. These 8 parameters are: vj = 9.2 m/sec = Vi„i«_ai of water, because of the Gravity, in Water Flow

Tub 1. v₂ = 92 m/sec = 10 x Vi = v of water in Outlet of Three Functional Water Lift Tubes 2 and in Three Discharge Nozzle 26 of Three Functional Water Discharge Elektropumps 5 vi_dt = 9.2 m/sec = vj = v of water in Draft Tube 4

V_N = 9.2 m/sec = vi_dt - vi = VNegative , that is substracted to vi_f = /2ghj = = _{! Final} of water in Water Flow Tube 1. v_N and its impact are explained during the Description (d.2.).

A dt- Ai

To simplify the calculations during the Argumentation, we will refere to Fig.2, that represents one Siphon Hydropower Plant, as in Fig.l, but where Three Functional Water Lift Tubes 2, which have common A = A₂ = 6.84 m² = A3 x 3 = 2.28 m³ x 3, are considered and represented as one single Tube, with A = A₂ = 6.84 m², and we will mark it as Functional water Lift Tube 2. vj = 9.2 m/sec; vi_dt = vj = 9.2 m/sec; Ai_dt = Ai = 68.4 m ; A₂ = 6.84 m² =

dhe v₂ = 92 m/sec = 10 x Vi , make possible the application of the Continuity Equation in Siphon Hydropower Plant, where: Q = Ai x Vi = Ai_dt x Vi = A₂ x v₂ , or:

Q = 629.28 m³/sec = 68.4 m² x 9.2 m/sec = 6.84 m² x 92 m/sec

As seen in Fig.l;2, Static Pressure = P = pgh, in Level 00, D 00, has the same value, as in Water Flow Tube 1, as well as in Water Lift Tubes 2, when these Water Lift Tubes 2 are not Functional, but they are in Reserve Position. This for the reason that h of Water Flow Tube 1 is equal to h_\ of Water Lift Tubes 2, or hi_/2 = hi = h. Therefore Pi = pgh =

= pghi = pghi_/2.

Pi is not Absolute Pressure, since it does not include Atmosperic Pressure. The value of Pi in Siphon Hydropower Plant with PIC = 1 000 000 kWh and h = hi = h 1/2 = 300 m is:

Pi = 2 943 000 kg/msec² = pghi = pghi_/2 = 1 000 kg x 9.81 m/sec x 300 m.

Yet in Siphon Hydropower Plant, apart from the value of Pi in Water Flow Tube 1, it is important the value of P₂s = Static Pressure dhe PHF = Pressure of the Friction Forces, in Three Functional Water Lift Tubes 2, as well as PVN = Negative Pressure, that is caused by V_N and that impacts on the decrease of Pi, or Pressure Energy, in Water Flow Tube 1.

As it is known, when the water moves in Rectilinear mode, and hi = h₂ , as seen in Fig.7, the Energy Equation:

Pi + \ pvi² + pghi = P₂ + \ pv₂ ² + pgh₂

It is Transformed into:

P _ v

P v₂ ²

Yet in Siphon Hydropower Plant, as seen in Fig.l;2; the movement of water is not Rectilinear, but is Vertical movement and with opposite Sides. The water moves from Up - Down, in Water Flow Tube 1, and from Down - Up, in Three Functional Water Lift Tubes 2. Even in Siphon Hydropower Plant, hi = h_l/2 , but they are in vertical position and in front of each other, as Water Flow Tube 1 and Water Lift Tubes 2 are.

Therefore, as it will be Argued in the continuation of the Description, Siphon Hydropower Plant, is Characterized by the “Bending” in the U Shape of the Energy Equation and Equation of Conservation of Energy, and by their Transformation into Siphon Energy Equation and into Siphon Equation of Conservation of Energy, or concretely:

Energy Equation:

Pi + \ pvi² + pghi = P₂ + pv₂ ² + pgh₂ ,

that when the movement of the water is Rectilinear, and hi = h₂, as seen in Fig.7, is transformed into:

In Siphon Hydropower Plant is Transformed into Siphon Energy Equation:

Pi + pghi = (P₂ + pgh₂) jjj

Pi - P₂ = Pghi - pgh₂

P _ h

Rΐ ^~ ΐή

P lPositive Pi^— P₂ P INet P lPositive PvN

where:

Pi = P IStatic ⁼ PlTotal = Pghl

P 2Static = ^P2S = p(V(2 hl+V₂ ² ) - V₂)²

0.000025 x bin x 1.21 x v₂ ² x p

PHF— D₂ x 2

P₂ = P2Totai = P 2s + PHF

h₂ =— = P₂ in meters

pg

, _ PlNet

niNet -

Pg

PvN— Pi -^“ P(^vlf^{- V}N)²

Vif = v_finai = V2ghi

While the Equation of Conservation of Energy:

hi)

In Siphon Hydropower Plant is Transformed into Siphon Equation of Conservation of Energy:

PiV + mghi

PiV - P₂V = mghi - mgh₂

PlVpositive = PlV - P₂V

P lV_Ne, ^_ PlVpositive P\'N^

PiV_Net = Qpgh = Potential Energy Necessary to produce planned PIC in one Siphon Hydropower Plant, where PIC in kWh = Qpgh_lNettllO ³.

PI - P IStatic^— PlTotal = Pghl

_ _ 0.000025 x hi_/2 x 1.21 x v₂ ² x p

PHF - 2 X D₂ P₂ - P₂TotaI - P2S + PHF

h₂ =— = P₂ in metres

pg

iliNet -

Pg

PVN ⁼ Pi - p(vjf- VN)²

While the Work - Energy Principle:

WEiternal - J W^Final“ ~ mVj_nitial

In Siphon Hydropower Plant is Transformed into:

PiVp_0Sitive = mghi - mgh2

PlV_Ne, = PlVpo_sitive - PvNV

While:

Fidi = F₂d₂

In Siphon Hydropower Plant is Transformed into:

F d

or:

F di = PiV

F₂d₂ = P₂V

In Siphon Hydropower Plant are fulfilled the Conditions for the application of the Energy Equation and the Equation of Conservation of Energy, Transformed into Siphon Energy Equation and into Siphon Equation of Conservation of Energy. Although these conditions are not ideal, these are optimal conditions for their application. These optimum conditions are:

First condition. Water Flow Tube 1, Francis Turbine 3, Draft Tube 4, Water Lift Tubes 2, Valves 17;18; dhe Water Discharge Elektropumps 5, are Integral part of the same HydroDynamic System, as it is the Siphon Hydropower Plant. Also Water Flow Tube 1 and Water Lift Tubes 2 stay Vertically and in front of each other, as well as have equal h or hi = hi_/2,

Second condition. The flow of water is Steady. The water has Constant Density and normal Temperature. The level of its purity is same with that of the Industrial water.

Third condition. Because of the special Construction of Siphon Hydropower Plant and the mode of its Functioning, the Negative Phenomena such as Von Carman Vortex in Vanes, Cavitation, etc, or Vortex Rope, in Draft Tube 4, that are creted in one Usual Hydropower Plant, when the water comes out of Francis Turbines 3 and enters in Draft Tube 4, are buffered below Level 00 of Three Functional Water Lift Tubes 2, Fig,l;2 ; and become unconsiderable.

Fourth condition. Because of v₂ = 92 m/sec = 10 x vi in Outlet of Three Functional Water Lift Tubes 2, the Type of the movement of the water in these tubes is Turbulent Flow, therefore there are created Vortices (Local Circular Currents) wich impact on the significant increase of the Pressure of the Friction Forces = PHF> in Three Functional Water Lift Tubes 2, especially in Siphon Hydropower Plant with small PIC and Q, where also D₂ of Water Lift Tubes 2 is small. Since v₂ = 92 m/sec is big, also the Reynolds Number is big, therefore the Friction Forces are independent from the Reynolds Number and can be“kept under control”. As it will be seen in continuation of the Description, these Friction Forces, or their Pressure = PHF, are affordable and compensable.

Fifth condition. Valves 17; 18; and Water Discharge Elektropumps 5, that as seen in Fig.l; are part of Water Lift Tubes 2, apart from their impact on the increase of the Pressure of the Friction Forces = = PHF, do not have any other negative impact. For the Argumentation of the Functioning of Siphon Hydropower Plant, we must begin with the determination of the value of Static Pressure = P₂s and of the Pressure of the Friction Forces = PHF, that together create Total Pressure = P₂, in Three Functional Water Lift Tubes 2, as well as with the stipulation of the Negative Pressure = PVN, that is caused by v_N = V_Negative ⁼ 9.2 m/sec, that impacts on the decrease of Pi, or Pressure Energy, inWater Flow Tube 1.

For the Stipulation of the Values of P₂s; PHF; P2 = P2S + PHF and of PVN, as well as for the argumentation of their Equations, where:

_ _ 0.000025 x hi x 1.21 x V x p

^HF D₂ X 2

P2 = P2S + PHF

PVN = Pi - \ p(vif- v_N)²

initially we will refer to Fig.3, which will be used as auxilary Figure for the Argumentation.

Fig.3, represents one“Imaginary” usual Hydropower Plant built in the shape of a Siphon Hydropower Plant, as seen in Fig.2, and with its Parameters, but without Functional Water Discharge Electropump 5 in Outlet of Functional Water Lift Tube 2, and with h of Water Flow Tube 1 = hi® - 731.396534 m. This“Imaginary” usual Hydropower Plant with PIC = 1 000 000 kWh, compared to one Usual Hydropower Plant, with the same PIC = 1 000 000 kWh, has:

Q = 629.28 m³/sec, or 229.52 m³/sec > than Q = 399.76 m³/sec. hi® = 731.396534 m, or 431.396534 m > than hjvet - hi = 300 m. It has the Francis Turbine 3 placed 300 m“below” the Level of the Surface of the water in After Bay. If in this“Imaginary” usual Hydropower Plant, Water Flow Tube 1 would have h- = 300 m, and its Functional Water Lift Tube 2 would have dimensions same to Water Flow Tube 1, then A₂, of Functional Water Lift Tube 2, would be equal to A = 68.4 m², of Water Flow Tube 1, not A₂ = 6.84 m , while v of water = v₂ in its Outlet, would be equal to vi = 9.2 m/sec, not v₂ = 92 m/sec. In this case Q that would be discharged into Water Reservoir 6 is:

Q = 629.28 m³/sec = Ai x v = 68.4 m² x 9.2 m/sec. To realize v = v = = 9.2 m/sec, in Outlet of Functional Water Lift Tube 2, we must increase h = hi = 300 m, of Water Flow Tub 1, by h⁺ = 4.31396534 m. In this case, v of the water in Outlet of Functional Water Lift Tube 2 will be: v = vi = 9.2 m/sec = _v/2gh⁺ = V2 x 9.81 m/sec x 4.31396534 m . Because hi = 300 m is increased by h⁺ = 4.31396534 m, also Pi = pghi = 2 943 000 kg/msec² is increased by P⁺ = 42 320 kg/msec² = pgh⁺. Therefore h⁺ or P⁺ , in Water Flow Tube 1, make possible v = v = 9.2 m/sec, in Outlet of Functional Water Lift Tube 2.

But in “Imaginary” usual Hydropower Plant, Fig.3, A of

•y

Functional Water Lift Tube 2 is A₂ = 6.84 m , while v of water in its Outlet is v₂ = 92 m/sec = 10 x vi. Therefore, to realize this v₂ = 92 m/sec = 10 x nc = 10 x 9.2 m/sec, we must increase h⁺ = 4.31396534 m, in Water Flow

Tube 1, by 100 times and make it h® = 431.396534 m,

while v = V_! = 9.2 m/sec, in Functional Water Lift Tube 2 is increased 10 times and it becomes v₂ = 92 m/sec = - /2gh® =

= V2 x 9.81 m/sec x 431.396534 m . In this case also P⁺ = 42 320 kg/msec² is increased 100 times and it becomes P® = 4 232 000 kg/msec². Therefore h® = 431.396534 m, or P® = 4 232 000 kg/msec² make possible v₂ = 92 m/sec, and the discharge of Q = 629.8 m³/sec = A₂ x v₂ = = 6.84 m² x 92 m/sec. In the determination of h® = 431.396534 m, or P® = 4 232 000 kg/msec², there have not been taken into consideration the Friction Forces = = HF, or their Pressure = PHF> in Functional Water Lift Tube 2, that are caused by v₂ = 92 m/sec. This is done for two reasons:

- First. In our case, as seen in the Orientation Table 3 (3/1) of the Description (d.7.), PHF = 22 538.4 kg/msec², or HF ~ 2.297 m, are unconsiderable.

- Second. As it will be seen in the commutation of the Description, and in the Orientation Table 3 (3/1 - 3/40), PHF will be added to P₂s, that together create P_2Totai = P2 = (P2_S + PHF) in Functional Water Lift Tube 2.

In Water Flow Tube 1, when the water moves from Up - Down, because of h® = 431.396534 m, in its Level +300 m we have:

V2 x 9.81 m/sec x 431.396534 m While in Level 00 of Water Flow Tube 1, because of hi® = 731.396534 m we have:

v„®= 119.791485 m = V2gh,® = V2 x 9.81 m/sec x 731.396534 m .

Thus, in Water Flow Tube 1, after hi = 300 m is increased by h® = 431.396534 m and becomes hi® = 731.396534 m, vi_f = 76.720271 m = _A/2ghi = 2 x 9.81 m/sec x 300 m is increased

1.561405916 times =— Vi_{f =} ¹ J 79. ^2027⁸1⁵ m ^m ,’ and becomes:

v,i®= 119.791485

m =— x v,_f = 1.561405916 x 76.720271 m.

While P = 2 943 000 kg/msec², after it is increased by P® = 4 232 000 kg/msec², is increased 2.437988435 times, or by the square of the increase of vi_f , and it becomes:

P,® = 7 175 000 kg/msec² = (— Vi_f )² x P, = (1.561405916)² x P, =

= 2.437988435 x 2 943 000 kg/msec² . While in Functional Water Lift Tubes 2, when the water moves from Down - Up, because of as seen as in Fig.3, we do not have h® = 431.396534 m, we do not have either V_f® = /2gh®. Therefore differently from Water Flow Tube increased 1.561405916 times and becomes v_)f®, or vn® while Pi is increased

2.437988435 times and becomes Pi

— )² x Pi , in Functional

Water Lift Tube 2, vi_f= 76.720271 m = /2ghj is decreased and becomes: v,_f ^®= 27.791485 Vif =

.119.791485 m/sec - 92 m/sec . _/

= ( - 76.720271 m/sec ) x 76.720271 m/sec =

27.791485 m/sec

= (; ) x 76.720271 m/sec = 0.362244354 x 76.720271 m/sec .

76.720271 m/sec

While Pressure - Pi = 2 943 000 kg/msec² is decreased by the square of the decrease of vi_f, and becomes:

Pi® - P2Statie = 2S , OP

Pi^® = P_2S = 386 183.3

= . -119.791485 m/sec - 92 m/sec - (

' 76.720271 m/sec )2

' x - 2 943 n 00nn0 k_■ g */ _/msec 2 =

= ( . -27.791485 m/sec . ) ₂ x .2 .9m43 000 k_■ g/ _/msec 2 =

= (0.362244354)² x 2 943 000 kg/msec² =

= 0.131220972 x 2 943 000 kg/msec² = 386 183.3 kg/msec², or:

P₂s = 386 183.3 kg/msec²

Therefore in Functional Water Lift Tube 2 we do not have Pi = pghi = 2 943 000 kg/msec², but Pi^® = P2_S ⁼ 386 183.3 kg/msec², and

1 2 2

Dynamic Pressure =— pv2 = 4 232 000 kg/msec .

5 m, and sformed into:

If we remove h⁺ = 431.435396 m, Francis Turbine 3 and Draft Tube 4 from“Imaginary” Usual Hydropower Plant, Fig.3, as well as if we lay it in Rectilinear mode, then we would have Fig.7, where hj = I12, Li = L₂ = 300, and where the movement of the water is Rectilinear, from Water Flow Tube 1, where v = vj = 9.2 m/sec, towards Functional Water Lift Tube 2, where v = V2 = 10 x vi = 92 m/sec. The force that is applied in Water Flow Tube 1, to realize vj and V₂, and where Pi = P® = 4 232 000 kg/msec², is: F = A|Pj = 68.4 m² x 4 232 000 kg/msec² = 289 468 800 kg/msec².

In this case, the Energy Equation is applied as following:

Pi + \ pvi² + pghj = P₂ + pv₂ ² + pgh₂

Pl + 2 p^vl^{2 = P}2 + 2 P^V2²

In the case of Fig.7, we have:

Water Flow Tube 1 with:

A = Ai = 68.4 m²

v = vi = 9.2 m/sec

Pi = P® - pgh® = i pV2² = 4 232 000 kg/msec²

42 320 kg/msec²

Functional Water Lift Tube 2 with:

As seen, also in the“Imaginary” Usual Hydropower Plant, Fig.3, it is applied the Energy Equation, but Transformed into Siphon Energy Equation, except that in the“Imaginary” Usual Hydropower Plant, Fig.3, as we have seen it, v is not v = 9.2 m/sec, but it is V| = V H® = 27.791485

not P₂ = 42 320 kg/msec², but it is P₂ = P_2S = 386 183.3 kg/msec².

If in Fig.7, in Outlet of Functional Water Lift Tube 2 we place Water Discharge Electropump 5 of Siphon Hydropower Plant, Fig.2, that realizes v = v₂ = 92 m/sec = 10 x Vi = 10 x 9.2 m/sec, then in Water Flow

Tube 1 we will not need P = P® = pv₂ ² = 4 232 000 kg/msec², but it will suffice the Atmospheric Pressure. This happens because of: Water Discharge Electropump 5 withstands and removes Dynamic Pressure - = pv2² - Pi = 4 232 000 kg/msec² from Functional Water Lift l ube 2, as it does in Siphon Hydropower Plant, Fig.2, where, as it will be explained in continuation of Description (d.2.), it substitutes P© = 4 232 000 kg/msec² = = pgh®, of“Imaginary” Usual Hydropower Plant.

Because V2 = 92 m/sec is big, the Type of the movement of water in Three Functional Water Lift Tubes 2 is Turbulent Flow. Therefore there are created Vortices (Local Circular Currents) which cause the Pressure of the Friction Forces = PHF, that significantly increases the Pressure in Three Functional Water Lift Tubes 2, by increasing the value of Static Pressure = = P2_S. In Siphon Hydropower Plant with small PIC and Q, as a consenquence also with small D2, PHF is big. E.g. as seen in Orientation Table 3 (3/1 - 3/40) of Description (d.7.), in one Siphon Hydropower Plant with PIC = 5 kWh and Q = 0.215 m³/sec, where D2 = 0.0315 m, P_HF is 203 203 kg/msec², or 15.144 times > P2_S = 13 442 kg/msec². Therefore to Static Pressure = P2_S must be added also PHF_. Therefore, in Three Functional Water Lift Tubes 2, we will have:

Total Pressure = P2T_0tai = P2 = P2S + PHF-

P_HF = Absolut Roughness Coefficient x will be transformed

. , „ 0.000025 x hi x 1.21 X V x p ,

into: P_HF = - ^ - , where:

hj/2 x 1.21 = L = Length or Height = h /2 of Water Lift Tubes 2 + Length of

Water Lift Tubes 2, from the point of the connection with Draft Tube 4 up to Level 00, Fig.l, that is equal to ~ 10% of hi/2 , or L = h /2 x 1.1. But we must added to L = h /2 x 1.1 also the additional Pressure, converted into additional metres of L = h 1/2 x 1.1, that is created by Valves 17;18; Fig.l, and Water Discharge Elektropumps 5, as seen in Fig.l; are part of Water Lift Tubes 2. This Additional Pressure is equal to an addition of ~ 10% of L = hi/2 x 1.1. Therefore L = hi/2 x 1.1 will become L = hi/2 x 1.1 x 1.1, or L = h /2 x 1.21. D - D₂ = Internal Diameter of Water Lift Tubes 2

v²— y₂ ²— (92 m/sec)²

Absolute Roughness Coefficient = 0.000025. Although Water Lift Tubes 2

will be Drawn Steel Tube and their internal surface is of Stainless Steel, Absolute Roughness Coefficient is taken above its avegare in Commercial Steel Tube, that is 0.045 mm - 0.09 mm, or 0.000045 m - 0.00009 m.

Therefore PHF in Three Functional Water Lift Tubes 2, of Siphon Hydropower Plant, is:

0.000025 x h x 1.21 x v₂ ² x p

PHF - DTX 2

P2 = P2S + PHF, in Three Functional Water Lift Tubes 2 with D₂ = 1.704 m, in one Siphon Hydropower Plant with

1.704 m x 2 '

76 810.8 kg/msec²^ _

= 500 kg(_A/(5 886 m/sec + 8 464 m/sec) - 92 m/sec )² + ( 3.408 m

= 500 kg(V(14 350 m/sec) - 92 in/see)² + (22 538.4 kg/msec²) =

= 500 kg(l 19.791485 m/sec - 92 m/sec)² + (22 538.4 kg/msec²) =

= 500 kg (27.791485 m/sec)² + (22 538.4 kg/msec²) =

= (386 183.3 kg/msec²) + (22 538.4 kg/msec²) = 408 722 kg/msec², or: P₂ = 408 722 kg/mseck² = P₂s + PHF =

= 386 183.3 kg/msec² + 22 538.4 kg/msec²

Yet, in Siphon Hydropower Plant, except P₂, that as Adverse Pressure that it is, it is Negative Pressure, we have another Negative Pressure = PVN, which impacts on the decrease of Positive Pressure = Pi, or Positive Pressure Energy, in Water Flow Tube 1. Pv_N is Negative Pressure, that is created by V_Negative = V = = 9.2 m/sec = v^_t = V . In one Usual Hydropower Plant with Reaction Turbine, especially with Francis Turbine, when the water, or Q, after it is used by Francis Turbine passes into the Draft Tube, again has a given Kinetic Energy. This Kinetic Energy, that comes out of Francis Turbine without being converted into Pressure Eenrgy, impacts on the decrease of Pi, or Pressure Energy, in Water Flow Tube 1. Therefore the Main Function of Draft Tube, with its specific constrution, is to maximally decrease this Kinetic Energy and to convert it, within Francis Turbine, into Pressure Energy. Draft Tube realizes this Conversion by maximally deacreasing the velocity of the water, that comes out Francis Turbine and through Draft Tube passes into AfterBay. It is considered optimal velocity, or v_optimaie? when v of water, in Outlet of Draft Tube, is not bigger than 0.5 m - 1 m, or Vo_ptima_le 0.5 m 1 P1.

Yet in Siphon Hydropower Plant we do not have the possibility of V_optimaie ⁼⁼ 0.5 m - 1 m, because of the Main Function of Draft Tube 4 is the intercession of the passage of the water, or Q, from Francis Turbine 3 into Three Functional Water Lift Tubes 2, as seen in Fig.l;2. In Draft Tube 4, with = Aia_t = Ai and v of water is v_ldt = v = 9.2 m/sec, since only with vi_dt = v = 9.2 m/sec, the Continuity Equation can be made possible, where A_jdt x v, = A₂ x v₂, or in our example, in Siphon Hudropower Plant with PIC = 1 000 000 kWh, this makes possible for the Draft Tube 4, with A_jdt = A = 68.4 m² and vi_dt = Vi = 9.2 m/sec, to intercede the passage of Q = 629.8 m³/sec from Francis Turbine 3 into Three Functional Water Lift Tubes 2, with A₂ = 6.84 m² and v₂ = 92 m/sec, or:

Q = 629.8 m³/sec = Ai_dt x Vi = A₂ x v₂ = 68.4 m² x 9.2 m/sec =

= 6.84 m² x 92 m/sec.

Thus in Siphon Hydropower Plant we have V_Negative = 9.2 m/sec = - v_jdt = v . As we have emphasised also in the begining of the Description (d.2.), VN is a Fixed Parameter, unchangeable and unevitable. V_Negative creates Negative Pressure = P_V , that is calculated:

P_VN = Pi - ^ p(vi_f- v_N)², where vu = 76.720271 m/sec =_A/2ghi = v_Finai in Water Flow Tube 1. In Siphon Hydropower Plant with PIC = 1 000 000 kWh and h = hj = 300 m, PV is:

PV = 663 506.5

= 2 943 000 kg/msec² - 500 kg (76.720271 m/sec - 9.2 m/sec)² =

= 2 943 000 kg/msec² - 500 kg (67.520271m/sec)² =

= 2 943 000 kg/msec² - 500 kg (4 558.987 m/sec) =

= 2 943 000 kg/msec² - 2 279 493.5 kg/msec² =

= 663 506.5 kg/msec² , or:

PV = 663 506.5 kg/msec²

Since now we know the Equations and the respective values of:

P_j = pghi = Static Pressure in Water Flow Tube 1, that is at the same time also the Total Pressure.

P_2S =

-v₂)² = Static Pressure in Three Functional Water

Lift Tubes 2

_ 0.000025 x hi_/2 x 1.21 x v x p „ _ _ . . _ .

P_HF = - D_{2 x 2} - = Pressure of Friction Forces m Three

Functional Water Lift Tubes 2

P2 ⁼ P2_S + P_HF = Total Pressure in Three Functional Water Lift Tubes 2

1 2

PVN = PI - - p(vi_f- V_N) = Negative Pressure that is created by V_N> we will continue with the Argumentation of the Veracity and the Functioning of Siphon Hydropower Plant, as well as with the Argumentation of the application of the Energy Equation and Equation of Conservation of Energy, Transformed into Siphon Energy Equation and into Siphon Equation of Conservation of Energy.

The Argumentation will be done by taking as an example one Siphon Hydropower Plant with the maximum dimensions, with:

PIC = 1 000 000 kWh Q = 629.28 m³/sec

hi = hi/2 = h = 300 m

Because of the Argumentation, initially we will refer to Fig.4, which will be used as auxillary Figure in the Argumentation. In Fig.4, as in Fig.3, it is represented one“Imaginary” usual Hydropower Plant, constructed in the shape of a Siphon Hydropower Plant, Fig.2, but without Water Discharge Electropump 5, at Outlet of the Functional Water Lift Tube 2, and with h, in Water Flow Tube 1, = hi© = 731.396534 m = hi + h© .

This“Imaginary” usual Hydropower Plant has the majority of the parameters and their respective values equal to those of Siphon Hydropower Plant, but because of h = hi© = 731.396534 m = hi + h©—

= 300 m + 431. 396 534 m, has also its specific Parameters. The Parameters of the“Imaginary” usual Hydropower Plant, Fig, 4, are as below:

- The Parameters equal to those of Siphon Hydropower Plant, Fig.2, and their repsective values:

PIC = 1 000 000 kWh

Q = 629.28 m³/sec

V = 629.28 m³/sec = Volumi i Q hi = 300 m h_|/2 = hi = 300 m

Pi = 2 943 000 kg/msec²

P_2S = 386 183.3

0.000025 x hi x 1.21 x x p

PHF = 22 538.44 kg/msec² D x 2

P₂ = 408 722 kg/msec² = P₂s + PHF =

= 386 183.3 kg/msec² + 22 538.4 kg/msec² A, = 68.4 m² A₂ = 6.84 m² v = 9.2 m/sec v₂ = 92 m/sec v_N = 9.2 m/sec vif = 76.720271 m/sec = ₁/2gh_l

P_VN = 663506.5

hv_N = 67.636

m = 629 280 kg = Q x p = 629.28 m³/sec x 1 000 kg/m³ = mass of Q

- The specific Parameters and their respective values: h® = 431.396534 m

P® = 4 232 000 kg/msec² = pgh® h,® = 731.396534 m = h, + h® = 300 m + 431.396534 m p,® = 7 175 000 kg/msec² = pghi® = P + P® = Static Pressure, in Water Flow Tube 1, that it is at the same time also Total Pressure.

p(92 m/sec)² = 4 232 000 kg/msec = P® = Dynamic Pressure in

Functional Water Lift Tube 2

P 2 _{T tal} = 4 640 722 kg/msec² = P₂ + ^ pv₂ ² =

= 408 722 kg/msec² + 4 232 000 kg/msec² = P₂r_0tai in Functional

Water Lift Tube 2

P 2i tai _ 4 640 722 kg/msec²

hri olal 473.06 m pg 9 810 kg/msec² = P2_Totai in metres, in Functional

Water Lift Tube 2

Pi ©Positive = 2 534 278 kg/msec² = Pi® - Prr ai =

= 7 175 000 kg/msec² - 4 640 722 kg/msec² = Pi®p₀sitive in Water Flow Tube 1

Pi®Nci = 1 870 771.5 kg/msec² = Pi®p_OSitive - PVN =

= 2 534 278 kg/msec² - 663 506.5 kg/msec² = Pi® et in Water Flow Tube 1

_ P,®_Nrl _ 1 870 771.5 kg/msec²

hi®_\ct - 190.7 m = 9 810 kg/mse = hi©_Net in Water Flow

Pg c²

Tube 1 ingh_j® == 4 515084 000 kg/msec² =

= 629 280 kg x 9.81 m/sec x 731.396534 m = PE = Potential Energy in Water Flow Tube 1 mgh₂ = 2 920 3l l 401 kg/msec² = 629 280 kg x 9.81 m/sec x 473.06 m =

= PE - Potential Energy in Functional Water Lift Tube 2

Pi®V = 4 515 084 000 kg/msec² = 7 175 000 kg/msec² x 629.28 m³/scc =

- Potential Pressure Energy in Water Flow Tube T

P_{2 |}„,_aiV = 2 920 313 540 kg/msec² = 4 640 722 kg/msec² x 629.28 m³/sec =

= Potential Pressure Energy, in Functional Water Lift Tube 2

P_VNV = 417 531 370 kg/msec² = 663 506.5 kg/msec² x 629.28 m³/sec =

- Negative Potential Pressure Energy, that is created by v_\ that it decreases P ®V Also in “Imaginary” usual Hydropower Plant, Fig.4, the

Energy Equation is Transformed, where:

Pi + ^ pvi² + pghi = P₂ + \ pv₂ ² + pgh₂ is Transformed into:

Pi® - P2Total ⁼ pghi® - pgh_2jotal where:

meters

Also in the“Imaginary” usual Hydropower Plant, Fig, 4, as it will be see in the continuation of the Description (d.2.), where it is explained the Siphon Equation of Conservation of Energy, in the left side of the Equation we do not have Dynamic Pressure = -pvi , therefore P_|® Static Pressure is at the same time also Total Pressure

While the Equation of Conservation of Energy: Pi + - 1 mvi ₂ + mghi = P₂ + - 1 mv₂2 + mgh₂ is Transformed into:

Pi©V - P_2TotaiV = mghi© - mgh_2Totai P.®V,.o_si<ive = P.®V - P2To,a.V

P_|®V Ne_t = Pi© Vpositive - Pv V where:

Let’s see the application of the Transformed Equation of Conservation of Energy, in the “Imaginary” usual Hydropower Plant, Fig, 4, with the Parameters and their respective values that we presented earlier, and we will have:

9 030 168 000 kg/msec² = 5 840 627 080 kg/msec² x 1.546096 Pi®V - Prr_otaiV = mghi® - mgh_2Totai or:

4 515 084 000 kg/msec² - 2 920 313 540 kg/msec² =

- 4 515 084 000 kg/msec² - 2 920 313 540 kg/msec² or:

1 594 770 460 kg/msec² = 1 594 770 460 kg/msec² Pi®V_Positive = P,®V - P iota.V or:

Pi®Vp_oSitive = 1 594 770 460 kg/msec²

515 084 000 kg/msec² - 2 920 313 540 kg/msec²

P I ® V Net = P 1® Y Positive ~ P VN V

or:

P,©V_Net = 1 177 239 090 kg/msec² =

= 1 594 770 460 kg/msec² - 417 531 370 kg/msec²

As it can be seen, Pi®V _et = 1 177 239 090 kg/msec² =

= Qpghi©_Net = 629.28 m³/sec x 1 000 kg/m³x 9.81 m x 190.7 m, of the “Imaginary” usual Hydropower Plant, Fig, 4, with:

PIC = 1 000 000 kWh = Qpgh,®_Nc^10³

P,® = 7 175 000 kg/msec² h,© = 731.396534 m

Pi ®_\et = 1 870 368 kg/msec² hi®Net - 190^7 m

Q = 629.28 m³/sec is equal to Qpgh = 1 176 493 680 kg/msec² =

= 399.76 m³/sec x 1 000 kg/m³ x 9.81 m/sec x 300 m, of one usual

Hydropower Plant with:

PIC = 1 000 000 kWh = QpghqlO ³ h = h_net = 300 m = hi

Pi = PIN_CI = 2 943 000 kg/msec²

Q = 399.76 m³/sec

Thus for the same PIC = 1 000 000 kWh, in one Imaginary” usual Hydropower Plant, compared to one Usual Hydropower Plant Q = 629.28 m³/sec is 229.52 m³/sec, or 57.4%, bigger than Q = 399.76 m³/sec, while RI®N« = 1 870 368 kg/msec², or hi®_Net = 190.7 m, are 1 072 228.2 kg/msec² and 109.3 m, or 36.433%, smaller than P_j = Pi _Net = 2 943 000 kg/msec² and h = h_net = 300 m = hj .

As it is seen, in the Imaginary” usual Hydropower Plant, Fig, 4, with PIC = 1 000 000 kWh, the decrease of Pi®_Net hy 1 072 228.5 kg/msec² = (I¾_ot_ai + PVN), or hi® _ct by 109.3 m = (hno_tai + H_VN), or by 36.433%, compared to Pi -Pi_Net ^ 2 943 000 kg/msec², or h - hi ~ h_nej = 300 m, in the usual I lydropower Plant, with the same PIC = 1 000 000 kWh, is compensated by the increase of Q by 229.52 m³/sec, or 57.4%, by making Q = 629.28 m³/sec, Compared to Q = 399.76 m³/sec, in the usual

Hydropower Plant. While Dynamic Pressure = - pv₂ = 4 232 000 kg/msec is compensated by and withstanded by P® = 4 232 000 kg/msec² , or by h® = 431.396534 m.

Now, after we saw how the Imaginary” usual Hydropower Plant, Fig, 4, functions, we will deal with Argumentation of Siphon Hydropower Plant, with:

PIC = 1 000 000 kWh

Q = 629.28 m³/sec

h 2 = hi = 300 m

In Siphon Hydropower Plant, Fig.2, P® = 4 232 000 kg/msec², or h® = 431.396534 m, of the Imaginary” usual Hydropower Plant, Fig, 4, is replaced by Functional Water Discharge Electropumps 5 placed at the Outlet of Functional Water Lift Tubes 2, in Level +300 nt Thus, the Imaginary” usual Hydropower Plant, Fig, 4, is Transformed into Siphon Hydropower Plant, Fig.2.

In Siphon Hydropwer Plant, Fig.l;2, as it will be seen in the continuation of the Description (d.2;d.3.), Three Functional Water Discharge Electropumps 5 placed at Outlet of Three Functional Water Lift Tubes 2, perform two Functions:

1. Make posssible v = 92 m/sec = 10 x v = 10 x 9.2 m/sec, at Outlet of Three Functional Water Lift Tubes 2 and in Discharge

Nozzle 26, with A3 =— , or with common A with A₂ = A3 x 3 =— , by making possible the discharge into Water Reservoir 6, of Q = Q₂ x 3 = = A₂ X V₂ = A3 x v₂ x 3 = Ai x vi.

2. Make posssible the removal of Dynamic Pressure = - pv₂ =

4 232 000 kg/m²sec, from Three

Functional Water Lift Tubes 2, by leaving only P₂ = P₂s + P_HF.

Therefore, as we clarified also at the beginning of the Description (d.2.), Siphon Hydropower Plant is characterized by the application of the Energy Equation and the Equation of Conservation of Energy that arc Transformed into Siphon Energy Equation and Siphon Equation of Conservation of Energy. This T ransformation is represented as below:

Energy Equation:

when the movement of water is Rectilinear and h = h₂, Fig.7; is

Transformed into:

In Siphon Hydropower Plant is Transformed into Siphon Energy Equation:

Pi + pgbi = (P2 + pgh₂) J¹

P2

Pi - P2 = pghi - pgh₂

Pi _ hi

P h₂

P lPositive Pi^— P₂

P INet P lPositive P VN

where:

P 1 PlStatic - P ITotal = Pghl

In Siphon Hydropower Plant is Transformed into Siphon Equation of Conservation of Energy:

P V + mghi

PiV - P₂V = mghi - mgh₂

PiV_Positive= PiV- P₂V

PlVjVet ⁼ PlVpositive^— P VN^

Pi V_Net = Qpgh = Potential Energy Necessary to produce planned PIC in one Siphon Hydropower Plant, where PIC in kWh =

= QpghiNe^lO^'3.

Pi P IStatic P ITotal = Pghl

While the Work - Energy Principle:

^^External y mVpjnal " ~ mVj_nitiai

In Siphon Hydropower Plant is Transformed into:

P V Positive ⁼ mghi - mgh₂

P_lV _et P _lV Positive P_{\ !\}

While:

Fid— F₂d₂

In Siphon Hydropower Plant is Transformed into:

Fidi

or:

F d = PiV

F₂d₂= P₂V

As seen, in Siphon Energy Equation: H i «

Pi + pghi = (P₂ + pgh₂) , we do not have - pv , in the left side of the j 2

Equation and - pv₂ , in the right side of the Equation. In the left side of the

Equation we do not have - pvi , since in Water Flow Tube 1, of Siphon

Hydropower Plant, we have only Pi = Pi_Totab where Net Potential Presure Energy = PiV_Net makes possible the rotation of Francis Turbines 3, while we have - pvi only in Draft Tube 4. Yet as seen in Fig.l;2, in Siphon

Hydropower Plant, below Level 00, Pressures:

osr pgh, in Draft

Tube 4 with = h_dt = Di x 2.5, ku v = _A/2gh_dt and pgh = pgh_dt , and

Pressures: -pv , or pgh, in Three Functional Water Lift Tubes 2 with h_j/2® = h_d, = D_| x 2.5, where v = /2ghi_/2® and pgh = pgh_J/2®, reduce each other. While, as we saw above, in the Functions of Water Discharge Electropumps 5, in the right side of the Equation we do not have

, since Dynamic Pressure = -pv₂ is removed from Three Functional Water

Lift Tubes 2, or from the System, by Three Functional Water Discharge Electropumps 5. Therefore, for the above reasons, also in Siphon Equation of Conservation of Energy: Pi V + mghi = (P₂V + mgh₂) we do not have

- 1mvi 2 , in the left side of the Equation, and - 1mv₂2 , in the right side of the Equation.

Now let’s continue with the Argumentation of the Functioning of Siphon Hydropower Plant and the application of the above Siphon Equations, by concretizing their application in one Siphon Hydropower Plant, Fig.2, that has the Parameters, as well as their respective values, as following:

PIC = 1 000 000 kWh

Q = 629.28 m³/sec = Water Flow Volumetric Rate

V = 629.28 m³/sec = Volume of Q

h = 300 m = Hydraulic Head hj = h = 300 m = h of Water Flow Tube 1

hj/2 = hi = 300 m = h of Water Lift Tube 2

Vi = 9.2 m/sec = vi„i_{tiai >} because of Gravity in Water Flow Tube 1 vn = 76.720271 m = vpi_nai = ^2ghi in Water Flow Tube 1

via_t = 9.2 m/sec = V| = v of water in Draft Tube 4

v₂ = 92 m/sec = 10 x V_| = 10 \ 9.2 m/sec = v of water in Outlet of Functional Water Lift Tube 2, at Level +300 m, and in Discharge Nozzle 26 of Functional Water Discharge Elektropump 5

p = 1 000 kg/m³ = Density of water

-y

kg/msec = measuring unit of P;PE;Pvand F

g = 9.81 m/sec = Gravity

V_N = 9.2 m = via_t = Vi = V_Negative °f water that decreases v , Pi, or Pressure Energy, in Water Flow Tube 1, and creates Negative Pressure = PVN

Ai = 68.4 m

2 = = Cross Sectional Area of Water Flow Tube 1

A3 ^J = 2.28 m² = 30 = Cross Sectional Area of Water Lift Tubes 2

A2 = 6.84 m² = A3 x 3 =

= Common Cross Sectional Area of Three Functional Water Lift Tubes 2

Ai_dt = 68.4 m² = Ai = Cross Sectional Area of Draft Tube 4, in every segment of it, regardless of the Form it takes, and that is minimally equal to Ai of Water Flow Tube 1

Q2 = 209.76 m³/sec = = Aj x v₂ = 2.28 m² x 92 m/sec = Water Discharge

Capacity of Water Discharge Elektropumps 5 and of Functional Water Lift Tubes 2

Di = 9.335 m = ] / 3 ,.⁴14 x^Q v = Internal Diameter of Water Flow Tube 1

I

>2 = 1.704 m = ~~~~

yj 3.14 x vi = Internal Diameter of Water Lift Tubes 2 and of

Discharge Nozzle 26 of Water Discharge Elektropumps 5

h_dt = 23.33 m = Di x 2.5 = 9.335 m x 2.5 = h of Draft Tube 4, Fig.2.

hi_/2® = h_dt = 23.33 m = h of Water Lift Tubes 2 below Level 00, D00 Pi = 2 943 000 kg/msec² = pgh = pgh|_/2 = Static Pressure, in Water Flow Tube 1 and in Water Lift Tubes 2, when Water Lift Tubes 2 are not Functional, but are in Reserve Position. Pi in Water Flow Tube 1 is at the same time Total Pressure.

P₂s = 386 183.3 kg/msec² =

— v₂)² = Static Pressure in Three Functional Water Lift Tubes 2

Pm = 22 538.4 kg/msec =

= Pressure of Friction

Forces, because of v₂ = 92 m/sec, in Three Functional Water Lift Tubes 2.

P₂ = 408 722 kg/msec² = (P₂s + PHF) = Total Pressure in Three Functional Water Lift Tubes 2

h₂ = 41.644 m =— = P₂ in metres in Three Functional Water Lift Tubes 2.

pg

— = 7.2005 = ^{300 m}

h₂ 41.644 m

-_J J ·_*

PVN = 663 506.5 kg/msec = Pj - -p(vn - VN) = Negative Pressure, that is created by VN» and that impacts on the decrease of Pi, or Pressure Energy, in Water Flow Tube 1.

h_V\ = 67.636 m =— = PVN in metres

pg

Pi _Positive = 2 534 278 kg/msec = Pi - P₂ = Pi _Positive in Water Flow Tube 1 Pi _et ⁼ 1 870772 kg/msec² = Pip_OSjtjVe - PVN = PiNet in Water Flow Tube 1 hi _et = 190.7 m =

= h _et in Water Flow Tube 1, or h]_Net = h_\et in pg

Siphon Hydropower Plant

m = 629 280 kg/sec = Q x p = 629.28 m³/sec x 1 000 kg/m³ = mass of Q mghi = 1 851 971 040 kg/msec² = 629 280 kg/sec x 9.81 m/sec x 300 m = = PE = Potential Energy in Water Flow Tube 1

mgh₂ = 257 201 738 kg/msec² = 629 280 kg/sec x 9.81 m/sec x 41.664 m = = PE = Common Adverse Potential Energy in Three Functional Water Lift Tubes 2 P_jV = 1 851 971 040 kg/msec² = 2 943 000 kg/sec² x 629.28 m³/sec = = Potential Pressure Energy in Water Flow Tube 1

P₂V = 257 200 580 kg/msec² = 408 722 kg/sec² x 629.28 m³/sec = = Common Adverse Potential Energy in Three Functional Water Lift Tubes 2

P_VNV = 417 531 370 kg/msec² = 663 506.5 kg/sec² x 629.28 m³/sec = = Negative Potential Pressure Energy, that impacts on the decrease of

PiV

By taking into account the above Parameters, and their respective values, let’s see how the Siphon Equation of Conservation of Energy is applied and developed, on which it is Based and Concretized the Argumentation and the Functioning of the Invention “Siphon Hydropower Plant”, where:

Siphon Equation of Conservation of Energy:

PiV + mghi

PiV - P₂V = mghi - mgh₂

PiVp_ositive= P₁V- P₂V

P 1 V Net^— P I ^Po itive Pvi\

PiV_Net ⁼ Qpgh = Potential Energy Necessary to produce planned PIC in one Siphon Hydropower Plant, where PIC in kWh =

= Qpghi_NetnlO ³

It is Applied and developed concreteley as below:

PiV + mghi

or:

(1 851 971 040 kg/msec² + 1 851 971 040 kg/msec²)=

= (257 200 580 kg/msec²+ 257 200 580

or: 3 703 942 080 kg/msec² = 514 401 160 kg/msec² x 7.2005 PiV - 1*₂ V = mghi - mgh₂

1 851 971 040 kg/msec² - 257 200 580 kg/msec²= - 1 851 971 040 kg/msec² - 257 200 580 kg/msec²

1 594 770 460 kg/msec² = 1 594 770 460 kg/msec² P I Vpositive ⁼ Pi V - P ₂V

P i V p_ositive = 1 594 770 460 kg/msec² =

= 1 851 971 040 kg/msec² - 257 200 580 kg/mscc² P 1 V_Net P 1 Vpositive P VN^ or:

PiVis_e, = 1 177 239 090 kg/msec² =

= 1 594 770 460 kg/msec² - 417 531 370 kg/msec²

Thus, P_IV_NCI = 1 177 239 090 kg/nisec² - Qpghi_Net-

= 629.28 m³/scc x 1 000 kg/m³ x 9.81 m x 190.7 m, of Siphon Hydropower Plant with:

PIC = 1 000 000 kWh = Qpgh,_Nc,nl0³

Q = 629.28 m³/sec hi - 300 m = h /2 Pi = 2 943 000 kg/msec² = pghi hi_Net ^ 190.7 m

P i _Net = 1 870 772 kg/msec² is equal to Qpgh = 1 176 493 680 kg/msec² =

= 399.76 m³/sec x 1 000 kg/m³ x 9.81 m/sec x 300 m, of one usual Hydropower Plant with:

PIC = 1 000 000 kWh = QpghqlO ³

Q - 399.76 m³/sec h - h„_et - 300 m - hi

Pi = 2 943 000 kg/msec² = pgh = pghi

As seen above, for the same PIC = 1 000 000 kWh, and for the same h = hi = h|/2 = 300 m, hi_\et = 190.7 m, or P _\et = 1 870 772 kg/msec², in Siphon Hydropower Plant, are 109.3 m and 1 072 228 kg/msec², or 36.433%, smaller than h_net

300

Pi =

= 2 943 000 kg/msec², in one Usual Hydropower Plant. While Q = 629.28 m³/sec is 229.52 m³/sec, or 57.41%, bigger.

Thus for the same PIC = 1 000 000 kWh, and for the same h = 300 m, in Siphon Hydropower Plant, compared to one usual Hydropower Plant, the reduction of h^_ei by 36.433%, or PiNet, because of h₂ and of h_VN> or because of P₂ and of P_VN, it is compensated by the increase of Q by 57.41%.

Taking into account that:

Fi - AiPi = 64.8 m² x 2 943 000 kg/msec² = 201 301 200 kg/msec^{2 ~} = Force in Water Flow Tube 1

F₂ = A₂P₂ = 6.84 m² x 408 722 kg/msec² = 2 795 658.5 kg/msec² Common Force in Three Functional Water Lift Tubes 2 di = 9.2 m = vi = Length of the Volume of Q in Water Flow Tube 1 d₂ = 92 m = v₂ = Tength of the Common Volume of Q in Three Functional Water Lift Tubes 2, with common A = A₂

we will have:

F_|d, = P_|V

or:

201 301 200 kg/msec² x 9.2 m = 2 943 000 kg/sec x 629.28 m³/sec

or:

1 851 971 040 kg/msec² = 1 851 971 040 kg/msec²

F₂d₂ = P₂V

or:

2 795 658.5 kg/msec² x 92 m = 408 722 kg/sec x 629.28 m³/sec

or:

257 200 580 kg/msec² = 257 200 580 kg/msec²

Fjdj

1 851 971 040 kg/msec² = 257 200 580 kg/msec² x 7.2005

For the same PIC and for the same h, Q in Siphon Hydropower

Plant is always bigger than Q in usual Hydropower Plant. Thus ^ ^{HC n Wat} _ Q ^ _ Q Q474 = \ _ork Yield, or Conversion Coefficient, in 1 Qpghi

Siphon Hydropower Plant, is always smaller than = 0.85 =

= Work Yield, or Conversion Coefficient, in usual Hydropower Plants.

As seen in the Orientation Table 3 (3/1 - 3/40) of Description (d.7.), r\s = 0.54 - 0.0474 of Siphon Hydropower Plant, compared to h = 0.85 in usual Hydropower Plant, decreases 1.574 times =— = ^ in one Siphon

Us 0.54

Hydropower Plant with PIC = 1 000 000 kWh, up to 17.932 times =

=

0.85

0.0474 in Siphon Hydropower Plant with PIC = 5 kWh. While Q ³/ ec 0.215 m³/sec i _•ncreases,’ from 1.5 m74 * ti·mes = 629.28 m s

399.76 m ₃7,—sec up to 17.932 times = 0.012 m³/sec

Q = 399.76 m³/sec and Q = 0.012 m³/sec, are Q in usual Hydropower

Plants with PIC =1 000 000 kWh and with PIC = 5 kWh.

As seen, in Siphon Hdyropowwer Plant, the decrease of tjs by 1.574 times - 17.932 times, compared to h = 0.85, is compensated by the increase of Q by 1.574 times— 17.932 times.

Siphon Hydropower Plant functions even if P₂ = 408 722 kg/msec² to be increased by 46.24%, or 189 000 kg/msec², and to become P₂ = 597 722 kg/msec². In this case we will only increase Q = 629.28 m³/sec also by 70.72 m³/sec, and make it Q = 700 m³/sec, which is maximum Q of Francis Turbines Designed to date.

d.3. The calculation of Common Required Power = Pws . in kWh, from

Functional Three Water Discharge Electropumps 5 of the

INVENTION“SIPHON HYDROPOWER PLANT”

Water Discharge Elektropumps 5, Fig.5, have the Water Discharge Capacity = Q₂ = y. Q₂ is also Water Discharge Capacity of Water Lift

Tubes 2. Discharge Nozzle 26 and Inlet 15 of Water Discharge Elektropumps 5, Fig.5, have A and D equal to A3 and D₂ of Water Lift Tubes 2. Moreover, also v of water in Discharge Nozzle 26 is equal to v₂ = 92 m/sec.

Since Water Discharge Electropumps 5 have big v of water, where v = v₂ = 92 m/sec, and small Discharge Head = H, where bigger H, or H = 0.952 m, is in Siphon Hydropower Plant with PIC = 1 000 000 kWh, they have big Q₂, Water Discharge Capacity. For this reason, Water Discharge Electropumps 5 will be Vertical Axial. But since these Water Discharge Electropumps 5 will be with unique Construction, their Designers and Manufacturers can propose also any specific model.

As seen in Fig.5, Water Discharge Electropumps 5 do not have Suction Lift, or Static Suction Lift, on the contrary, they have Level of water above Level of Impeller 12, or equal to the Level of Surface 22 of water in Water Reservoir 6. The difference between Discharge Nozzle 26 and the Level of Surface 22 of water, in Water Reservoir 6, is equal to Dif.24, according to Table 1 of Description (d.3.). Thus, in Siphon Hydropower Plant, Water Discharge Electropumps 5 have small Total

r

Static Head = Discharge Head = II, and they are not faced with negative phenomena that are usually faced by Water Discharge Electropumps that have Suction Lift. In Water Discharge Elcctropumps 5, internal Diameter of Impeller 12 is ~ equal to the internal Diameter of Inlet 15, that because of it is mounted directly above the Outlet of Water Lift l ubes 2, it has the internal Diameter equal to D₂ of Water Lift Tubes 2, as well as conditioned by Pi-

Discharge Head -- H of Water Discharge Electropumps 5, is determined by the Radius— Y of Discharge Nozzle 26 + Dif.24, Fig.5, or

H = Y + Dif.24. H is decreased, or increased, with the increase, or decrease of Q₂, this because of the decrease, or increase of Q₂. H is determined according to Table 1 below:

TABLE 1

Water Discharge Electropumps 5 work according to Pumps Affinity Laws, Law Nr. 1 of Pumps, but Transformed, where: ^ , H, = H, ², while Pw2= Pwi

is Transformed into:

Constant, while P_w2 = Pwi (g

Mi Ϋ

This transformation occurs because of that in Siphon Hydropower Plant, as we explained above, apart from the internal diameter of Impeller 12, that is Constant, because of it is Conditioned and ~ is equal to P₂ = = Constant, also H is unchangeable, Constant, or H = Hi= ¾ = y +Dif.24.

N, _¾

Since H = Constant, we do not have ¾ = H (— ) , thus P_\v2 = Pwi(— ) is transformed into

Now let’s continue with the calculation of Required Power, in kWh, - Pwsi from Three Functional Water Discharge Electropumps 5 of Siphon Hydropower Plant, and concretely in one Siphon Hydropower Plant with:

PIC = 1 000 000 kWh

Q = 629.28 m³/sec

H = 0.952 m - Y + Dif.24 = ^{1 -7}”⁴

^m + 0.1 m = 0.852 m + 0.1 m (according to the above Table 1).

With a usual Work Regime, Water Discharge Electropumps 5, with H = 0.952 m, would have the following parameters:

II = 0.952 m vi Pumps = 4.2877 m/scc = v of water in Discharge Nozzle 26 A = A3 = 2.28 m² = A of Discharge Nozzle 26

Qi = 9.776 m³/sec = vi Pumps x A3 = 4.2877 m/sec x 2.28 m² = Discharge Capacity of Water Discharge Electfopiimps 5 with a usual ; work regime.

N— 187 rpm = Number of rotations per minute

QpgHIO ³ ₌ QpgHIO ³

Required Power, in kWh,

0.89 x 0.79 0.7 , where:

0.89 = h of shift 0.79 = h of Motor By taking into account the above parameters, Required Power = Pwi , will be:

PP PP _ , _ _ , .. .. QipgHlO ³ 9.776 m³/sec x 1 000 kg/m³ x 9.81 m/sec x 0.952 x 0.001

Pwi -130.427 kWh———— - — -

0.7

Yet, in Siphon Hydropower Plant, Functional Water Discharge Electropumps 5, with the same Diameter of Impeller 12 = D₂ = 1.704 and with the same H = 0.952 m, we must discharge into Water Reservoir 6

Q₂ = 209.76 m³/sec = v₂ x A₃ = 92 m/sec x 2.28 m², thus:

Q₂ = 209.76 nfVsec; v₂ = 92 m/sec and N = 4 012 rpm, are 21.457 times are bigger than Qi = 9.776 m³/sec; vi Pump = 4.2877 m/sec and N =186 rpm, or:

Q₂ _ V _ N₂ _ 209.76 m³/sec _ 92 m/sec _ 4 012 rpm — 2\ 457

Qi Vi Pump Ni 9.776 m³/sec 4.2877 m/sec 187 rpm

Therefore Functional Water Discharge Elcctropumps 5 work according to Pumps Affinity Laws, Law Nr. 1 of Pumps, but Transformed, where:

= j^, H = Constant, while P ₂ = Pwi (^)²

we will have:

= = 21.457, H = ¾ = H = 0.952 m,

while:

Pw2 = R_\nif² = Pwi(21.457)² = P_Wi x 460.402

P_W2 = 60 049 kWh = 130.427 kWh x 460.042

P_\V2 = 60 049 kWh is Required Power of one Functional Water Discharge Hlectropump 5, while Common Required Power Pws, of Three Functional Water Discharge Electropumps 5, is

P_ws = 180 150 kWh = P_W2 3 = 60 049 kWh x 3, or: Pws = 180 150 kWh ~ 18% of PIC = 1 000 000 kWh of Siphon Hydropower Plant. As seen in the Orientation Table 3 (3/1 - 3/40) of Description (d.7.), Pws of Three Functional Water Discharge Electropumps 5 varies from 14 - 18% of PIC.

can be transformed into: rws

0 , N₂ 629.28 m³/sec _

Since— Q_] = 3 x— Ni , or„ 9.776 nr/—sec = 3 x 21.457 then Pws - =

0.7 x N, x N, x 3 can be transformed into:

QpgHIO ³ QpgHIO

Pws 0.7

0.7 x 21.457

Thus the simplified form of the calculation of Common Required Power = = Pws, is:

Pws

21.457 = 14 - 18% e PIC.

P_W2 = 60 049 kWh = Pwi(^)² = 130.427 kWh x (21.457)² = = 130.427 kWh x 460.042, can be attested also by the principle that:

When one Water Discharge Electropump 5, is designed to elevate, pump, one given Q = Qi, in one given H = ¾, if we decrease H₂ and make it Hi, we will not save Electrical Energy, since Pw = P 2 will remain Constant, but we will increase Q that is discharged, or Qi will become Q₂. The ratio of the increase of Qi compared to the decrease of H₂ is: — O = IH— , while Pw2 = Constant. E.g., if Water Discharge Electropump 5 is Qi Hi

designed to elevate, pump Qi = 9.776 m³/sec to H = H₂ = 438.302704 m = Hi ² = 0.952 m x (21.457)² = 0.952 m x 460.402, then:

P_\V2 = 60 049 kWh = ^Qlp^¹⁰ =

__ 9.776 m³/sec x 1 000 kg/m³ x 9.81 m/sec x 438.302704 m x 0.001

If we decrease H₂ = 438.302704 m by 460.402 times = (—— )² = 76 es

Q₂ = 209.76 m³/sec = Qi x 21.457 = 9.776 m³/sec x 21.457, while Pw2 remains the same, of P 2 = 60 049 kWh.

As seen, in Siphon Hydropower Plant is applied the Principle of the Conservation of the Energy, which is applied as following:

When we Transform the“Imaginary” usual Hydropower Plant, Fig, 4, into Siphon Hydropower Plant, by replacing h®, or P®, with Functional Three Water Discharge Electropumps 5, where h® = 431.396534 m, or P® = 4 232 000 kg/msec² are decreased by 460.402 times = (_v ⁼

= ll ^m/SC,^C~ )^{2 =} (21.457)², and become H, = 0.952 m, or P = pgHi = 9339.12

4.2877 m/sec

kg/msec², then Pwi = 130.427 kWh is increased by 460.402 times and it becomes Pw2 ⁼ 60 049 kWh, while Q₂ = 209.76 m³/scc and v₂ = 92 m/sec, ream in constant, unchangeable.

Since Common Required Power = Pws of Functional Three Water Discharge Electropumps 5, varies from 14 - 18% of PIC, for their put or re- put into operation is needed an external Energy source, equal to Pws, that in one Siphon Hydropower Plant with PIC = 1 000 000 kWh this external Energy source is big, where Pws = 180 150 kWh, and its procuration is difficult and with high cost.

Thus, along with Siphon Hydropower Plant, in the Steel Structure 8 is mounted also another Siphon Hydropower Plant, that will be called Supplying Siphon Hydropower Plant, which has h = hi = hi_/2 the same, but it has PIC and Q several times smaller.

PIC of Supplying Siphon Hydropower Plant is equal to Pws of Siphon Hydropower Plant + Pws of Supplying Siphon Hydropower Plant. Pws of Supplying Siphon Hydropower Plant is equal to 10% of its PIC. In one Siphon Hydropower Plant with me PIC = 1 000 000 kWh, Q = 629.28 m³/sec, h = hi = h /2 = 300 m and Pws = 180 150 kWh, Supplying Siphon Hydropower Plant, as seen in Orientation Table 3 (3/41), has these parameters:

PIC = 199 000 kWh h = hi = hi/2 = 300 m

Q = 127 m³/sec

Pws = 16 918 kWh

In Supplying Siphon Hydropower Plant, PIC = 199 000 kWh withstands:

Pws = 180 150 kWh of Siphon Hydropower Plant, + P_Ws = 16 918 kWh of Supplying Siphon Hydropower Plant, + 1 932 kWh reserve, or:

PIC = 199 000 kWh = 180 150 kWh + 16 918 kWh + 1 932 kWh reserve.

But also Supplying Siphon Hydropower Plant needs an external Energy source to put or re-put into operation its Three Functional Water Discharge Electropumps 5, with Pws 18% of PIC. Therefore near Power House 9 of Siphon Hydropower Plant, we will place one Thermogenerator with PIC ~ 40% of Pws of Supplying Siphon Hydropower Plant. E.g. in one Supplying Siphon Hydropower Plant with PIC = 199 000 kWh and Pws = 16 918 kWh, Thermogenerator has the PIC = 6 000 kWh, or ~

~ 40% of Pws = 16 918 kWh.

Thermogenerator will be used only to put into operation one of the Functional Water Discharge Electropumps 5 of Supplying Siphon Hydropower Plant, which makes possible the production of 66 333 kWh, or 33.33% of PIC = 199 000 kWh, that suffices to put into operation the other Two Functional Water Discharge Electropumps 5 of Supplying Siphon Hydropower Plant with PIC = 199 000 kWh and Pws = 16 918 kWh, which will put into operation Three Functional Water Discharge Electropumps 5, with Pws ⁼ 180 150 kWh, of Siphon Hydropower Plant. After this moment, the Thermogenerator is switched off.

Also Supplying Siphon Hydropower Plant has Water Reservoir 6, but with smaller dimensions and it is mounted along with Water Reservoir 6 of Siphon Hydropower Plant, as explained in Description (d.6.).

The costs of the machineries have the main impact on the Cost of Supplying Siphon Hydropower Plant, therefore in the General cost of the Siphon Hydropower Plant equal to 750 000 USD per installed MWh, the cost of Supplying Siphon Hydropower Plant does not occupy more than -

10%.

Even if Pws of Three Functional Water Discharge Electropumps 5, of Siphon Hydropower Plant, from 14 - 18 % of PIC becomes 33 - 42 % of PIC, again it would not have any problem, only in this case, because of the increase of PIC of Supplying Siphon Hydropower Plant and of Thermogenerator, that it will increase also their cost, the general cost of Siphon Hydropower Plant will be increased by ~ 250 000 USD per installed MWh. Thus, the general cost = 750 000 USD per MWh, will become

~ 1 000 000 USD per MWh, or it will become equal to the smallest cost of the Usual Hydropower Plant, that is 1 000 000 USD per installed MWh. E.g. If Pws - 180 150 kWh, of Siphon Hydropower Plant with PIC =

= 1 000 000 kWh, increases by 2.33 times and it becomes Pws = 420 000 kWh, or 42% of PIC, then PIC of Supplying Siphon Hydropower Plant will be increased by 3.266 times, and from PIC = 199 000 kWh will become PIC = 650 000 kWh, or 451 000 kWh bigger, while PIC = = 6 000 kWh of ThermoGenerator will become PIC = 76 000 kWh, osr

70 000 kWh bigger. In this case, Supplying Siphon Hydropower Plant will have Q = 412 m³/sec and PIC = 650 000 kWh. From PIC = 650 000 kWh, 218 000 kWh is Pws of its Three Functional Water Discharge Electropumps 5, of Siphon Hydropower Plant with PIC = 1 000 000 kWh, and 12 000 kWh is Pws reserve.

Only in this case:

Pws

21.457 will be:

Pws - ^QP^¹⁰ x 21.457, thus h = 0.7 will be decreased by 2.33 times and it will become h = 0.3 For Siphon Hydropower Plant with PIC = 1 000 kWh— 5 kWh, because of they have small Pws, that as seen in the Orientation Table 3 (3/1 - 3/40) of Description (d.7.), the biggest Pws is 175 kWh, there is not need for Supplying Siphon Hydropower Plant. Pws in this case will be withstanded by PIC of Siphon Hydropower Plant. While to put or re-put into operation Three Functional Water Discharge Electropumps 5 it will be used one Thermogenerator with PIC = 40% of Pws·

d.4. The description of some fundamental Elements and Parameters, as well as the argumentation of their determination according to the Respective Functions. in the INVENTION “SIPHON HDYROPOWER PLANT”

In Siphon Hydropower Plant, its Main Parameters, Q = Water Flow Volumetric Rate, and h = h = hi_/2 = Hydraulic Head, are not natural and unchangeable Parameters, as Q and h are in Usual Hydropower Plant, but we determine them, in relation to planned PIC.

In the determination of Q and h = hi = \k\ must be kept into consideration the most optimum combination of these two variables, for us to have the most optimum cost of the Siphon Hydropower Plant. If we would determine h = hi = hm smaller than h_0ptimum , we will save in the cost of the Steel Structure 8, which will be decreased, but we will increase Q, above the optimun rate, by increasing thus also Pws of Siphon Hydropower Plant, and as a consequence it will be increased PIC of Supplying Siphon Hydropower Plant and its Cost, where such increase can exceed the decrease of the cost by the decrease of the Steel Structure 8.

Thus Q and h = hi = h /2 will be determined according to the Orientation Table 3 (3/1 - 3/40) of Description (d.7.), which represents the most optimum combination of Q and h = hi = hi_/2. for 40 different Siphon Hydropower Plants, with PIC = 1 000 000 kWh - 5 kWh, h = 300 - 50 m and Q = 629.28 nrVscc - 0.215 m³/sec.

In one Siphon Hydropower Plant, to determine the number of Water Lift Tubes 2, and the number of respective Water Discharge Electropumps 5, that will be placed at Outlet of each Water Lift Tube 2, are taken into consideration the following factors:

- During the work of Siphon Hydropower Plant, it may happen that Water Discharge Electropump 5 or Electromotor 13 of Water Discharge Electropump 5 to have a defect, and if it would be only One Water Lift Tube 2, with A = A₂ = Commom Cross Sectional Area of Three Functional Water Lift Tubes 2, and only One Water Discharge Electropump 5, the work of Siphon Hydropower Plant would be blocked until the repair of the defect.

- Electromotors 13 and Water Discharge Electropumps 5 would work without interruption, and this would increase the defects and would decrease their lifespan.

- When the Market decreases the demand for Electrical Energy, we will not be able to decrease the production, since we have only One Water Discharge Electropump 5.

- Becasue of that Water Electropumps 5 pick up the maximum speed within an a very short time period, if we have only One Water Lift Tube 2 and only One Water Discharge Electropump 5, then the immediate circulation of Q in Francis Turbine 3, can cause hydraulic shock, tremors, or destabilization of the Francis Turbine 3.

Thus, to avoid the above problems there are placed more than One Water Lift Tube 2, and concretely Five Pieces. Of these Five Water Lift Tubes 2, Three of them, together with Respective Three Water Discharge Electropumps 5, will be Functional, while the other Two Water Lift Tubes 2 with Respective Two Water Discharge Electropumps 5, will be Reserve and will alternate the first Three ones, according to a determined program, as well as they will serve as replacement in case of defect of any of the Water Discharge Electropumps 5, Electromotors 13, or any of the Water Lift Tubes 12.

When Siphon Hydropower Plant is put into operation, Three Functional Water Discharge Electropumps 5 will not be put immediately into operation, but one after the other.

For Francis Turbine 3 to work and to continue to rotate, it needs a Q above 30%, on the contrary, if Q is decreased and lowered at 30%, or below 30% of it, it does not work. In Siphon Hydropower Plant, each of Three Functional Water Lift Tubes 2, through Respective Functional Water Discharge Electropumps 5, it circulates a volume of water equal to

Q₂ = , or 33.33% of Q, by introducing thus into Francis Turbine 3 the necessary quantity of Q to continue the work with a capacity reduced up to 33.33%.

Furthermore, in Siphon Hydropower Plant Francis Turbine 3 can work with capacity reduced up to 1/3 of it, and in more optimum conditions than one Usual Hydropower Plant, becuase of that the Special Construction and the mode of Function of Siphon Hydropower Plant eliminates the negative phenomena that are created in the Francis Turbine of one Usual Hydropower Plant, when it works with Partial Capacity, as are the hydrodynamic instability, that is followed by oscillations and instability of pressure, etc., that can cause hydraulic and mechinal problems to Francis Turbine 3, by damaging it.

The placement, in Siphon Hydropower Plant, of Three Functional Water Lift Tubes 2 and Respective Three Functional Water Discharge Electropumps 5, creates to us the opportunity that, when the demands of the market for Electrical Energy decrease, we can reduce the production up to 33.33%, by keeping in operation only One Water Discharge Electropump 5.

In Francis Turbine of Usual Hydropower Plants, Guides Vanes have a specific role. These have two main functions:

- First, to control the decrease or increase of Q, in Francis Turbine, by closing or opening their angle of the flow of the water.

- Second, to govern FrancisTurbine, by decreasing or increasing, Q, that it is enters in Francis Turbine, according to the demands of the market for Electrical Energy, when these demands increase, or decrease.

But, the construction itself of Guide Vanes and Electromechanical System that puts them into motion, makes the Francis Turbine more costly, more delicate and more exposed to defects and negative phenomena with which are faced Francis Turbines.

In Frames Turbine 3, of Siphon Hydropower Plant, these two functions of Guide Vanes are unnecessary. Since Q is always constant and unchangeable, and the governing of Francis Turbine 3, in relation to the demands of the market, or for other reasons, is done by Water Discharge Electropumps 5, as we explained above. Thus the only function of Guide Vanes remains the orientation of the water.

Thus in Francis Turbine 3, of Siphon Hydropower Plant, also Guide Vanes will be Static, same as Stay Vanes. They will be fixed in the maximum angle of the flow of the water. And since they will be static, Guide Vanes together with Stay vanes will be produced in such manner, that to be mounted on Francis Turbine as one single block. Since Guide Vanes become Static, in Francis Turbine 3 it is eliminated the Electromechanic System that puts into motion the Guide Vanes in the Usual Frames Turbines. In this case, not only it would be decreased the cost of the production of Francis Turbine 3, but it will become more monolithe and it will avoid some defecsts and known negative phenomena. Thus this Francis Turbine will be called Siphon Francis Turbine. The number of Guide Vanes, also when they will become static, will be the same as today and with the same positioning, as in the usual Francis Turbines.

Since, in Siphon Hydropower Plant, Blocking Gate 14 of Water Flow Tube 1 does not close, with exception of in cases of repairs or defects, on Siphon Francis Turbine 3, where Hydraulic Head = h goes up to 300 m, is excersised a very great Pressure, up to 30 atmosphere, or more. For this reason, during the designing or construction of Siphon Francis Turbine 3, it must be taken into consideration the fact that it will be obliged to continuously withstand a great pressure, especially its Scroll Case 23. Thus the designer and the manufacturers must take into in consideration, that they must calculate the slats of Scroll Case 23, and the the steel that it must be used, in relation to the Pressure that it must withstand. The same thing must be taken into consideration also for Draft Tube 24.

When in certain moments, because of Alternation, Defect or Interruption of the Electrical Energy, Functional Water Discharge Electropumps 5 interrupt the work, then also the respective Functional Water Lift Tubes 2 turn into the Reserve Position, become non- functional. In this moment, because of the Gravitational Force, the entire Column of Water within these Water Lift Tubes 2, that it has been moving from Up - Down, it returns back and it begins to move from Up - Down with v = g = 9.81 m/sec. Thus in this moment, the mass of the Column of Water = m = A x (hi/₂ + hi_/2®) x p creates one MF = Momentum Force = m x g = A3 x (hi/₂ + h ^®) x p x g. This MF - m x g causes Hydrodynamic Shock in Water Lift l ubes 2, especially in the part below Level 00, or in h_|/2®, and in Non Return Valve 18, Fig.l. MF and Hydrodynamic Shock that it is causes, becomes problematic with the increase of h /₂ and h _/2® - h_dt = 2.5 x Di, of Water Lift Tubes 2, that as it is seen in the Orientation Table 3 (3/1 - 3/40) of Description (d.7.), increase from 50 m and 0.4 m, in one Siphon I lydropower Plant with PIC = 5 kWh and Q = 0.215 m³/sec, up to 300 m and 23.34 m, in one Siphon Hydropower Plant with PIC = 1 000 000 kWh and Q = 629.28 m³/sec. In one Siphon Hydropower Plant with PIC = 1 000 000 kWh and Q = 629.28 m³/sec, h_)/2 = h = 300 m, A3 = 2.28 m² and h ^® = 23.34 m = h_dt = 2.5 x D_| = 2.5 x 9.335 m - = MF, is:

MF = 7 232 081

= 2.28 m² (300 m + 23.34 m) x 1 000 kg/m³ x 9.81 m/sec.

Thus, to withstand this MF, that goes up to 7 232 081 kg/msec², and the I Iydrodynamic Shock that it causes, the designers of Water Lift Tubes 2, especially for the part hi_/2®, must take into consideration, that that they must calculate the Thickness of their Slats and the the Steel that shall be used, in relation to the repsective MF that it must withstand. As well also the Designers of Non Return Valves 18 must take into consideration that they must calculate the designing of their Construction and the used Steel, in relation to the repsective MF that it must withstand.

During the discharge into Water Reservoir 6, from Water Discharge Electropumps 5, the water has big velocity, equal to v₂ = = 92 m/sec, and if we discharge it with this velocity directly into Water Reservoir 6, there will be created numerous Turbulences and air Bubbles, which through Water Flow Tube 1 can pass into Francis Turbine 3, by causing to it Hydrodynamic shock, instability, etc. Therefore to avoid this problem, we will use Buffer Scroll Tube 27. Therefore, as seen in Fig.6, in Water Reservoir 6, in front of every Water Discharge Electropump 5 we place one Scroll Tube that will be called Buffer Scroll Tube 27 of Water Discharge Electropump 5, which has the Diameter of Inlet 28 ~ 0.02 m - 0.1 m bigger than the Diameter of Discharge Nozzle 26 of Water Discharge Electropump 5. Distance 29 between Inlet 28 of Buffer Scroll Tube 27 and Discharge Nozzle 26 of Water Discharge Electropump 5, which are placed in front of each other, will be ~ 0.05 m - 0.025 m. Outlet of Buffer Scroll Tube 27 is always below Surface 22 of water in Water Reservoir 6. The Diameter of Outlet of Buffer Scroll Tube 27, in relation to the Diameter of Inlet 28, is ~ 3 times bigger, in Siphon Hydropower Plant with PIC = 1 000 000 kWh, up to 25 times, in Siphon Hydropower Plant with PIC = 5 kWh. The Diameter of Inlet 28 and Distance 29 are defined according to Table 2 below: Table 2

d.5. The advantages of the Invention“SIPHON HYDROPOWER PLANT” compared to the Usual Hydropower Plants

Siphon Hydropower Plant, compared to one usual Hydropower Plant has significant advantages:

- It does not depend on local or global Hydro potentials, or on the climate, but it works 24 hours on 24 hours, every day of the year, thus 8 760 work hours in year, from 180 - 200 days, or 4320— 4 800 work hours, that in the best case, can realize an Usual Hydropower Plant.

- It can answer to the demands of the market at every hour of the day and at every day of the year, by having the possibility to plan with certainty the yearly production and sales according to the demands, while the Usual Hydropower Plant does not have this possibility.

- It has a zero impact on the environment, since the area of construction, together with its auxiliary sites, occupies a land area 30 000 m , and in infertile lands. Its impact on the environment is equal to the impact of a Steel Construction with Height up to 300 m, constructed far from residential centers and in infertile terrains.

- Siphon Hydropower Plants, can be constructed near Big Residential Centers, Big Industrial Centers and National and International Transmission Lines, by avoiding the Longs Lines of the Transmission of Electrical Energy from Siphon Hydropower Plant to the Consumer, by reducing thus also the costs and the defects of the long lines.

- The maximum cost of the construction of Siphon Hydropower Plant for 1 MWh installed, is ~ 750 000 USD, cost which is 25% lower than the lowest cost of 1 000 000 USD, for 1 MWh Installed in the Usual Hydropower Plants. In Usual Hydropower Plants, the cost goes from 1 000 000 USD for MWh installed, the cheapest, to 3 000 000 USD for MWh installed, the most expensive. In the cost of 750 000 USD, it is included also the cost of the Supplying Siphon Hydropower Plant and ThermoGenerator. But keeping into consideration, that one Usual Hydropower Plant, works approximately 180 dite - 200 days, or 4 320 hours- 4 800 hours in year, while Siphon Hydropower Plant works, 24 hours on 24 hours and at every day of the year, thus 8 760 hours, the cost in relation to the production is ~ 2.6 times lower. This cost makes for the investment to be repaid ~ two times faster, by creating the opportunity for the halving of the price of the Electrical Energy in relation to the price that it has today in the Power Exchanges. Also in relation to Thermo Power Plants, that have a low cost ~

~ 1 000 000 USD - 1 200 000 USD for 1 MWh installed, the cost of Siphon Hydropower Plant is 25% lower.

- There can be constructed several Siphon Hdropower Plants mounted alongside each other or back-to-back, on the same Steel Structure 8, by reducing thus also the cost of this Steel Structure 8.

- Siphon Hydropower Plant can be constructed with me PIC of 5 kWh - - 1 000 000 kWh or more.

- The Electrical Energy produced by Siphon Hydropower Plants, within

15 years can replace the Electrical Energy produced by the fossils, which occupies ~ 80% of the Electrical Energy produced at global level. This would have an extrodinary impact on the reduction of the greenhouse effect and on the reduction of the global warming.

- The construction of Siphon Hydropower Plant does not need a Concession Agreement with the State, which elimates the prolonged and burecreautic procedures for its construction.

- The ownership over Siphon Hydropower Plant is Permanent and not Temporary, as in the Usual Hydropower Plants, that are constructed on a Concession Agreement.

- It creates the possibility of the standartization of the Projects, machineries, constituent parts and materials necessary for the construction of the Siphon Hydropower Plant, by reducing the time of the Design and of the Construction, as well by impacting on the further reduction of the Cost. - Some Uusal Hydropower Plants, with high dams, that work with Reaction Turbine and especially with Francis Turbine, and when h_Net and PIC of them are approximate to h and PIC of Siphon Hydropower Plants, according to the Orientation Table 3 of Description (d.7.),can be adapted and converted into Siphon Hydropower Plant. But for this are needed special studies for each concrete case, as in conection to the Construction, that will be specific for each case, as in connection to the the economic feasibility and other factors, that can impact on the possibility or impossibility of the adaption in each of the cases.

- Siphon Hydropower Plants with PIC = 5 kWh - 20 kWh, after the standartization of their production in industrial manner, can result with more reasonable cost for family use, always according to the laws that every State has in the field of the use of Electrical Energy.

- Siphon Hydropower Plants with PIC prej 1 000 kWh— 15 000 kWh and h = hi = h _/2 = 60 m, as seen in the Table 4 of Description (d.7.), are characterized by the possibility of their adaption, to supply with the necessary Electrical Energy, the different Ships, especially the big Transoceanic ships, such as Cargo, Cisterns, Big Cruises, and Aircraft Carriers, etc. These Siphon Hydropower Plants, the Table 4 of Description (d.7.), compared to Siphon Hydropower Plants according to the Orientation Table 3 of Description (d.7.), for the same planned PIC, have h = 60 m, or 40% smaller, and Q ~ 40% bigger. Thus also Pws of their Supplying Siphon Hydropower Plant increases by ~ 40%, which impacts on the increase ~ 20% of the cost of Siphon Hydropower Plant, that again is very viable cost. Since the Hall of the machineries of these Siphon Hydropower Plants will be placed below the deck of the ships, h of the Steel Structure 8, that comes out above the deck, is not bigger than 50 m. Furthermore these Siphon Hydropower Plants, Table 4, with PIC = =1 000 kWh - 15 000 kWh, can be used to construct Hydro-generator Vessels by mounting several such Siphon Hydropower Plants on the same Ship. d.6. General Description of the Construction of “SIPHON HYDROPOWER PLANTS” for their massive and Industrial

Use and Exploitation, as well the General Description of the Construction of one Siphon Hydropower Plant with PIC =

= 1 000 000 kWh.

From the construction point of view, as seen in Fig.l, the most difficult part, in the technical aspect, of the construction of the Siphon Hydropower Plant, is the Steel Structure 8 and the mounting on this Steel Structure 8 of the Siphon Hydropower Plant and Supplying Siphon Hydropower Plant. Its dimensions depend on the PIC of the Siphon Hydropower Plant, on which depend, h = Hidraulik Head, that determines also the height of the Steel Structure 8. Furthermore, the other dimensions depend also on PIC.

The construction process is the same for all the Siphon Hydropower Plants with PIC = 5 - 1 000 000 kWh, only that the dimensions of the Construction Elements change.

In this Description we will decribe the constrution of one Siphon Hydropower Plant with PIC = 1 000 000 kWh or I 000 MWh.

Francis Turbines 3 are placed approximately at the quota -15 m, while two Water Reservoirs 6, which have a height, or depth, of 10 m, are placed at the Quota +275 m of the Steel Structure 8. Thus h = hi = 300 m of Francis Turbine 3, which is -15 m + 275 m +10 m = 300 m, is reached at the quota +285 m of the Steel Structure 8. At the quota +275 m, it will be constructed the Hall, that will be called Pumps and Water Reservoir House 11. In this hall there will be placed Two Water Reservoirs 6, the one of Siphon Hydropower Plant and the one of Supplying Siphon Hydropower Plant, Water Discharge Electropumps 5 and Electromotors 13, their Controlling Pannels, as well as the Pannels of Contactors of Electrical Energy for the supplying of the Electromotors 13. Furthemore, there will be placed also all the other necessary premises and equipments for the personnel that will control and maintain the Water Discharge Electropumps 5, Two Water Reservoirs 6 and their accessories. The floor of hall will be below the level of the Surface of the water in Water Reservoir 6, but this level of the floor is conditioned by the height of the Water Discharge Electropumps 5. Thus the height of the Water Reservoir 6 above the floor depends on the height of the Water Discharge Electropumps 5.

Above this hall, Pumps and Water Reservoir House, will be placed the Travelling Cane, that will be used to elevate or descend the Water Discharge Electropumps 5, Eelctromotors 13, or different equipments and accessories. The height of the hall in total, with the entire cover will be ~ 10 m above Surface 22 of the water in Water Reservoir 6.

Thus the Height of the Steel Structure 8 will be 285 m +10 m = = 295 m above the Level zero. The internal dimensions of Pumps and Water Reservoir House 11, will be , ~ 45 m width, and ~ 70 m length.

As seen in Fig.5, above Water Discharge Electropumps 5, at the necessary distance that will be defined by the manufacturers of the Electropumps, it will be constructed one Steel Cavity 25, that it will serve as the plinth of the Electromotors 13, that have a significant weight.

The External Dimensions of the Steel Structure 8 will be 295 m height, 55 m width, and 90 m length. Nevertheless, these must be considered as orientating dimensions, except of h= 300 m = hi = hi_/2.

Also, the Steel Structure 8 serves to mount and keep Vertically and without Vibrations and damages the Water Flow Tube 1 and Five Water Lift Tubes 2 of Siphon Hydropower Plant and Supplying Siphon Hydropower Plant. Because of their dimensions and of the water that they have inside, they have a very big weight, thus they are also mounted inside the Steel Structure 8, around 15 m distance from each lateral side of this Steel Structure 8. Furthermore the Steel Structure 8 serves also to keep two Water Reservoirs 6, Water Dicharge Elctropumps 5, Electromotors 13 and Buffer Scroll Tubes 27, as seen in Fig.6, as well as all the other parts and equipments of Pumps and Water Reservoir House 11. In the lateral side of the Steel Structure 8 which is connected with the Power House, are mounted also Two Lifts, which connect Pumps and Water Reservoir House 11 to Power House 9, and they will be used by the monitoring and maintenance personnel.

Water Reservoir 6 of Siphon Hydropower Plant has these approximate dimensions:

Depth of the water = 10 m, Width = 26m, Length = 26m

Water Reservoir 6 of Supplying Siphon Hydropower Plant has these approximate dimensions:

Depth of the water = 10 m, Width = 12 m, Length 26 m

The two Water Reservoirs 6, are mounted side by side, but seperated from each other. The end of each is connected to the head of the respective Water Flow Tube 1.

The total amount of water in Siphon Hyydropower Plant is ~ 40 000 m³. Of these, ~ 32 000 m³ in Siphon Hydropower Plant, and ~ 8 000 m³ in

Supplying Siphon Hydropower Plant.

Only from quota zero until +285 m, inside the Water Lift Tubes 2,

Water Flow Tubes 1 and Water Resevoirs 6, all these, mounted in the inside of the Steel Structure 8, are found ~ 37 000 m water.

And the most of this volume of water, is found in the Water Flow Tubes 1 and the Water Lift Tubes 2, which remain Vertically. Thus the designers of the Steel Structure 8 must take into account also this problem.

The necessary amount of water needed to fill Siphon Hydropower Plant and Supplying Siphon Hydropower Plant can be taken from the waterworks systems, from an underground well, when there is not another possibility, or from any nearby water flow. If the water is taken from the river flows, preliminarily it must be filtrated by a simple maimer.

Because of the continuous circulation, the water does not create microflora, but there can be used time after time also the necessary chemicals. At the end of Water Flow Tube 1, before it is connected to the Inlet of Frames Turbine 3, it is placed a Blocking Gate 14, as seen in Fig.l, or Blocking Valve 14, if possible to be produced with diameter D = 9.335 m, or Di = 4.193 m as are the Diameters of Water Flow Tubes 1 in Siphon Hydropower Plant, and Supplying Siphon Hydropower Plant.

The building of Power House 9, as see inFig.l, will be same as at the Usual Hydropower Plants, that is composed of Machine Hall with Travelling Cane, only that bigger, since inside of it will be two pairs of machineries, those of Siphon Hydropower Plant, and of those Supplying Siphon Hydropower Plant.

The positioning and the mounting of the Frames Turbines 3, Generators 7, and other machineries and accessories, will be the same as in Usual Hydropower Plants.

Also the mounting and the positioning of Draft Tube 4 of Francis Turbine 3, will be the same, apart from the form and the Construction, that it has it different.

In the designing of Scroll Case 23 of Frames Turbine 3 must be taken into account the thickness of its slats and the steel that will be used, since it must withstand a bigger pressure than in one Usual Hydropower Plant, with the same PIC and with the same h . This Pressure goes above

30 atm.

The Draft Tube 4 of Francis Turbine 3, at every segment of it, must y

have the A = Ai_dt, minimum equal to Ai= 68.4 m of Water Flow Tube 1. And Draft Tube 4 must realize this Ai_dt = 68.4 m² at the shortest distance possible from its Inlet. The Height = h_dt of Draft Tube 4 is 2.5 x Di of Water Flow Tube 1, or ~ 23.34 m = 2.5 x 9.335 m . At the end of it, at the Outlet, where there are mounted Five Water Lift Tubes 2, the dimensions of Draft Tube 4, of Siphon Hydropower Plant with PIC = 1 000 000 kWh, will minimum be: 25 m x 2.74 m = 68.4 m = A _dt, while in the Draft Tube 4 of Supplying Siphon Hydropower Plant with PIC = 199 000 kWh, the dimensions will be ~ 15 m x 0.92 m, since Aia_t of Draft Tube 4 of Supplying Siphon Hydropower Plant is 13.8 m .

As seen in Fig.l, at the end of each Water Lift Tube 2, where they are connected to Draft Tube 4, at their rectilinear part there are placed two Spherical Valves. One is Blocking Valve 17, that is used in cases of different repairs or replacements in Siphon Hydropower Plant, and the other will be Spherical Non-Return Valve 18, that will serve to block the counteraction of the pressure excersissed by the Column of Water in Water Lift Tube 2 on Francis Turbine 3, when Water Lift Tube 2, with the respective Water Discharge Electropump 5, are in the Reserve position.

Also every Water Lift Tube 2, have a Discharging Valve 19 with Diameter ~100 mm, that will be used to lower the level of the water in Water Lift Tube 2, below the level, where Inlet 15 of Water Discharge Electropump 5 is connected to the Outlet of the Water Lift Tube 2. This because of the cases when we want to replace or repair the Water Discharge Electropump 5. In this case the Blocking Valve 17 is closed. The Discharging Valve 19 will be used also in the cases when we must discharge the entire water into Water Lift Tube 2, to replace or repair the Non-Return Valve 18.

At the end of Draft Tube 4 is placed a Discharging Valve 16 , with Diameter

100 mm, that will be used to lower the level of the water below the level of the Outlet of Francis Turbine 3, after it is closed the Gate 14 or Blocking Gate 14 of Water Flow Tube 1. This for the casesthat when we must make interventions in Francis Turbine 3, or when we must discharge the entire water from Francis Turbine 3 and Draft Tube 4, to repair the Blocking Valves 17 of Water Lift Tubes 2, or we must intervene in the Draft Tube 4. Also when we need to intervene at the inside of the Draft Tube 4, at the end of it, as seen in Fig.l, it is placed a Spherical Valve 21 with Diameter 1 - 1.5 m, that will serve as entrance gate inside the Draft Tube 4 in case of necessity. In all the cases, the water that will be discharged from the Discharging Valve 19, will be deposited in one Reserve Water Reservoir, through one Electropump 20, which is conncected to all the Discharging Valves. After we finish the necessary repairs or interventions, with the same Electropump 20, the water will be send again, from the Reserve Water Reservoir to Water Reservoirs 6, that are placed in Pumps and Water Reservoir House 11, as seen in Fig.l.

Reserve Water Reservoir will have a Volume = 3 000 m - - 3 500 m³ and it will be covered. It will be constructed outside Siphon Hydropower Plant system, but next to it. Reserve Water Reservoir will serve also as preliminary deposit for Electropump 20, when it will initially fill, or refill with water in different cases the Siphon Hydropower Plant, as well as it will have one area for the simple filtration of the water. Furthermore, it will be used also as water deposit for the fire extinguishing system.

When in Siphon Hydropower Plant occurs any unexpected leakage of water from Water Lift Tubes 2, from Draft Tube 4, Francis Turbine 3 or Water Flow Tube 1, or in cases when we want to discharge the entire volume of the water from the HydroEnergy System, and to remove it from the territory of the System, it must be determined also where it will be sent, in the nearest river or somewhere else, and to construct the respective infrastructure.

The Electropump 20 with Water Discharge Capacity =

= 300 - 400 litres/sec and with H = 340 m, will be used also to initially fill, or to refill with water in various occasions all the pipings and the Water Reservoirs of Siphon Hydropower Plant and of Supplying Siphon Hydropower Plant. The necessary volume of water is ~ 40 000 m and the Electropump 20 can fill it for ~ 2 days.

The entire hall, area, where Water Lift Tubes 2 are connected to Draft Tube 4, and where are located the Various Valves, of the Water Lift Tubes 2 and Draft Tubes 4, is located below the Steel Structure 8, at the quota -38 m, as well it has the respective Travelling Crane. This hall will be called Valves House 10, as seen in Fig.l, which must communicate with the internal environments of Power House 9, so that the same personel to control and maintain the Power House 9 and the Valves House 10.

In an angle of the floor of the Valves House 10, it is constructed a hole with dimensions 2 m x 2 m x 2 m, where it placed a Submersible Electropump. This will serve to discharge the various waters that can be created in the floor in any cleaning case or other case. This Submersible Electropump will remove automatically the waters out of the environments of the Valves House 10 in a determined place in the external territory of Siphon Hydropower Plant, not in the Reserve Water Reservoir.

Valves House 10 has a width ~ 45 m and length ~ 55 m. The lateral walls of it, that have a height

40 m, are at the same time also the Reinforced Steel Foundations of the Steel Structure 8, and they have a thickness, width, 15 - 20 m. Above these foundations that come out above the quota zero, will be mounted the Steel Structure 8. The floor of the Valves House 10, serves also as Ferroconcrete slab of the foundations of the Steel Structure 8, and it has a thickness, depth, 5 - 10 m.

Near the building of Power House, it is placed the Thermo Generator, with PIC = 6 000 kWh. This thermogenerator, since it will work in rare cases, only when it puts or re-puts into operation the Supplying Siphon Hydropower Plant, and since its cost of the work, and the impact on the environment is insignificant, must work with oil fuel and not with gas, since the gas represents greater danger, in case of fire or explosion.

Also the Construction of Supplying Siphon Hydropower Plant is the same with the one of Siphon Hydropower Plant, except with smaller dimensions of the consituent parts. The mode of construction is the same for Siphon Plant of any size, with exception of the very small ones, that do not have complicated Steel Structure 8, etc.

d.7. ORIENTATION TABLE 3 (3/1 - 3/40) and

TABLE A 4 (4/1 - 4/6)

The Orientation Table 3 (3/1 - 3/41) represents in summarized mode the main parameters for 40 different Siphon Hydropower Plants with:

PIC = 1 000 000 kWh - 5 kWh

Q = 629.28 m³/sec - 0.215 m³/sec

h = hi = h _/2 = 300 - 50 m

The Orientation Table 3 serves to orientate in the determination of

Q and h = h = hi_/2 of Siphon Hydropower Plant in relation to PIC that we want to realize. In the 40 sub-tables of the Orientation Table 3 it is represented the most optimum combination of Q and h, for 40 different

Siphon Hydropower Plants with PIC = 1 000 000 kWh - 5 kWh. While the

sub-table 3/41 represents Supplying Siphon Hydropower Plant of Siphon

Hydropower Plant with PIC = 1 000 000 kWh.

In determining Q and h, in relation to the planned PIC and their most optimum combination, it must be taken into consideration the main parameters, negative or positive, and their respective values that impact on the Functioning of the Siphon Hydropower Plant. For example:

P₂s ⁼ Static Pressure in Three Functional Water Lift Tubes 2 increases, or

decreases, in direct relationship with the increase, or decrease, of

h i_/2 = hi = h

PHF ⁼ Friction Pressure in Three Functional Water Lift Tubes 2 increases,

or decreases, in direct relationship with the increase, or decrease, of

hi_/2 = hi = h and in inverse relationship with the increase, or decrease, of D₂

D₂ = Internal Diameter of Water Lift Tubes 2 increases, or decreases, in

direct relationship with the increase, or decrease, of Q PVN ⁼ Negative Pressure, that significantly impacts on the decrease of Pj, or Pressure Energy, in Water Flow Tube 1, increases, of decreases, in direct relationship with the increase, or decrease, of hi = hi_/2 =

Pws = Common Required Power in Three Functional Water Discharge

Electropumps 5, increases, or decreases, in direct relationship with increase, or decrease of Q

If in Siphon Hydropower Plant we increase Q, more than its optimum value, by decreasing h = hi = hi_/2, we will decrease the Height of the Steel Structure 8 and its cost, but because of the increase of Q, we will increase Pws of Three Functional Water Discharge Electropumps 5, that it is needed to discharge Q into Water Reservoir 6. The increase of Pws impatcs on the increase of PIC of Supplying Siphon Hydropower Plant, and as a result we will have the increase of its Cost. When Q increases more than the optimum Q, the increase of the cost of Supplying Siphon Hydropowr Plant, as a result of the increase of Pws_, can be bigger than the decrease of the cost of the Steel Structure 8, that comes from the decrease of h = hi = hi_/2.

Therefore in the Orientation Table 3 (3/1 - 3/40) it is represented the optimum combination of Q and h of Siphon Hydropower Plant, in relation to planned PIC. For the optimum combination of Q and h, initially is acted by determining the approximate values of Q and h, in relation to planned PIC, then by comparing the values of the other parameters of the Orientation Table 3 (3/1 - 3/40), as well as their impatc, or interaction, we determine the most optimum Q and h, which make possible their optimum combination. Thus it is made possible the optimum cost of Siphon Hydropower Plant. The determination of the value of the other parameters of Orientation Table 3 (3/1 - 3/40), as we have explained in the Description (d.2;d.3.), is done as following:

Pi = pghi

Pws^{= Qpg} 0^H.-7¹⁰ X 21.457

H = Y + Dif.24 (according to the Table 1 (d.3.) = Discharge Head of Water

Discharge Elektropumps 5)

h = 0.85 = ^l>KL^{in att =} Conversion Coefficient, or Work Yield, in Usual

Qpgh

Hydropower Plants.

PIC in Wat

x\s = 0.54 - 0.0474 = = Conversion Coefficient, or Work Yield, in

Qpghi

Siphon Hydropower Plant.

ORIENTATION TABLE 3 (3/1 - 3/41)

3/1

3/2

3/3

3/4

3/5

3/6

3/7

3/8

3/9

3/10

3/11

3/12

3/13

3/14

3/15

3/16

3/17

3/18

3/19

3/20

3/21

3/22

3/23

3/24

3/25

3/26

3/27

3/28

3/29

3/30

3/31

3/32

3/33

3/34

3/35

3/36

3/37

3/38

3/39

3/40

3/41

Sub-table 3/41 represents the parameters and their respective values of Supplying Hydropower Plant with PIC = 1 000 000 kWh.

TABLE 4 (4/1 - 4/6)

Table 4 (4/1 - 4/6) represents 6 different Siphon Hydropower Plants with PIC = = 15 000 kWh - 1 000 kWh and with one hi = h _/2 = 60 m, that can be used to be mounted on different different Ships, especially in the big Transoceanic ships, such as Cargo, Cisterns, Big Cruises, and Aircraft Carriers, etc., as well as HydroGenerator Vessels, as explained in the Description (d.5.). 4/1

4/2

4/3

4/4

4/5

4/6

d-8. Maximum approximate cost of the construction of one SIPHON

HYDROPOWER PLANT, with PIC = 1 000 000 kWh, and the

Table of the Cost.

All the Costs of machineries, materials, works, etc, as seen in the attached table, are generally calculated with values above the average, with prices, work volumes, quantities of work materials, etc. Thus the total cost of one Siphon Hydropower Plant with PIC = 1 000 000 KWh will be 750 000 USD for every 1 MWh Installed or 750 000 000 USD, for one Siphon Hydropower Plant with PIC = 1 000 000 kWh, or 25% smaller than the smallest cost of the construction of one Usual Hydropower Plant, that is = 1 000 000 USD for 1 MWh installed. While in relation to the annual production of Electrical Energy, which in one Siphon Hydropower Plant is two times bigger than in one Usual Hydropower Plant, the cost of one Siphon Hydropower Plant will be ~ 2.6 times smaller than the cost of one Usual Hydropower Plant.

But this cost can be lowered also ~ 15 - 20 % after the standardization.

This has to do with the following reasons:

The Standardization of Projects. Today the project of every Francis Turbine, Generator, and generally of one Usual Hydropower Plant, is unique, and this has an additional cost.

Whereas when it will begin the mass construction of Siphon Hydropower Plants, the projects will be standart, since all the other parameters of the Siphon Hydropower Plants will also be standart, according to the determined PIC.

It will be Standardized the quantity, quality, dimensions, etc., of all the materials that will be used for the construction of Siphon Hydropower Plant, starting from the Pipings, the Steel Structure, Water Discharge Electropumps, Water Reservoirs, Draft Tubes, different Valves, Scroll Tubes, etc. At the same time, it will also be standardized their mounting and transportation. Because of the simplification of Siphon Francis Turbine, its price will decrease.

Because of the Standartization of the projects, and of the many orders, the Producers of the parts of Siphon Hydropower Plants, such as Siphon Francis Turbines, Generators, Discharging Water Discharge Electropumps of water, Steel Pipings, Valves, etc., will decrease the prices.

Because of that for the construction of Siphon Hydropower Plants there is not the need for Concession Contract with the State, as it is needed for the construction of the usual Hydropower Plants, because Siphon Hydropower Plants do not use the water resources of a country that are public property, and have zero impact on the environment, the procedures of obtaining of the construction permits and for the approval of the enforcment project are very short. They will be same as the procedures for the construction of a steel building with Height up to 300 metres, away from the residential areas and in infertile lands. This will decrease the costs of construction.

The duration of the construcion works does not go more than 2 years.

This reduction by 15 - 20% of the cost, either it will further decrease the Cost of 750 000 USD for very MWh Installed, and 750 000 000 USD for one Siphon Hydropower Plant, with PIC = 1 000 000 KWh, or it will compensate any mistake in the calculation of the Cost, according to the attached Table.

Table of the maximum approximate Cost for the construction of one Siphon Hydropower Plant with PIC = 1 Q00 000 kWh or 1 000 MWh

d.9. Description of Drawings (7 Figures)

In all the Figures, which are schematic, it has not been used a reduced scale. This because of that since within one Big Figure are integrated several“small” Figures, if the reduced scale was used, the “small” Figures within the Big Figure would become unreadable, or the Big Figure could not be placed within A4 Format. Only the Internal Diameters of Five Functional Water Lift Tubes 2, as seen in Figure 1, and the Internal Diameter of Three Functional Water Lift Tubes 2, considered as one single tube, Fig.2, compared to the Internal Diameter of Water Flow Tube 1, have the same ratio as in the real Siphon Hydropower Plants.

All the Figures, and also their elements, are described, interepreted and explained in details in the Description (d.2.— d.6.), therefore in this description of Figures we will make only the necessary explainations that are needed to complete the explainations and the description of the Figures, made during the Description.

Every element, or “small” Figure, that is repeated in the Big Figures, has the same number in all the Figures.

Since in the Figure 1 are included the majority of the Elements, of “small” Figures, that can be repeated in the other Figures, Figure 1 will be explained more in details, while in the other Figures only the new Elements or“small” Figures will be explained in details, while the“small” Figures repeated by Figure 1, only will be mentioned with their respective naming and number.

FIG. 1

Fig.l, is a schematic frontal view of Siphon Hydropower Plant with PIC = 5 - 1 000 000 kWh. Within Big, Fig.l, are integrated several “small” Figures.

All the“small” Figures, or elements of Fig.l, are explained in details in the Description (d.l - d.6.).

Number 1. Water Flow Tube 1. Water Flow Tube 1 is the Tube of the

Fall or of the discharge of the water, from Water Reservoir 6 into Francis Turbine 3. Water Flow Tube 1 has these parameters: h = h = 50 - 300 m = Hydraulic Head of Siphon Hydropower Plant v = Vi = 9.2 m/sec = v _nitiai of water because of the Gravity Di = Internal Diameter Cross Sectional Area

Number 2. Water Lift Tubes 2. Water Lift Tubes 2 are water Elevating

tubes. Through these Water Lift Tubes 2, the water from Draft Tube 4 is elevated and discharged into Water Reservoir 6. This is done by means of Water Discharge Electropumps 5 placed at the Outlet of these Water Lift Tubes 2. Water Lift Tubes 2 are Five Pieces, of which, Three pieces are Functional, thus are in operation, while the other Two will be Reserve and for the Alternation of the Three Functional Water Lift Tubes 2. Water Lift Tubes 2 have these parameters: h = h /2 = h = 50 - 300 m v = v₂ = 92 m/sec = 10 x vi = v of water in Outlet of Three Functional Water Lift Tubes 2

Ai

A3 =— 30 = Cross Sectional Area of Water Lift Tubes 2

Aj

A₂ = A3

3 x 3 =— 10 = Common Cross Sectional Area of Three

Functional Water Lift Tubes 2

D₂ = Internal Diameter of Water Lift Tubes 2

Number 3. Francis Turbine 3. In Siphon Hydropower Plant it is used

Francis Turbine 3, since this type of Turbine is Reaction Turbine and it can work“submerged” in water. It has big Q, up to700 m³/sec, as well as Hydraulic Head h = big, over

300 m.

In Siphon Hydropower Plant, Franics Turbine 3 has the Guide Vanes Fixed, or Static, same as Stay Vanes, but fixed in the maximum angle of the flow of the water, as they will be mounted as one single block altogether with Static Vanes.

Number 4. Draft Tube 4. Draft Tube 4 has as its Main Function, the

intercession of the Passage of the water from Outlet of Francis Turbine 3 into Inlet of Three Functional Water Lift Tubes 2.

The velocity of water = vi_dt, in Draft Tube 4 is vi_dt = v = = 9.2 m/sec. Cross Sectional Area of Draft Tube 4 = Ai_dt , is minimum equal to A of Water Flow Tube 1. Ai_dt = Ai , is in every segment of Draft Tube 4, regardless of its form in different segments h = h_dt = Height of Draft Tube 4 is approximately equal to 2.5 x Di, where D = Internal Daimeter of Water Flow Tube 1.

Number 5. Water Discharge Electropumps 5. Five Water Discharge

Electropumps 5 are one of the main elements of Siphon Hydropower Plant, and are placed at Outlet of Five Water Lift Tubes 2. These serve to realize the velocity of the water = = v₂ = 92 m/sec = 10 x vi = 10 x 9.2 m/sec, at Outlet of Three Functional Water Lift Tubes 2 and in Discharge Nozzle 26 of them. As Water Lift Tubes 2, also Water Discahrge Electropumps 5, Three are Functional, thus are in operation, while the other Two are Reserve, and they will be used for the Alternation of the first two, or for the replacement of them in case of defect of repairing. Water Discharge

Electropumps 5 are vertical axial, since they have Q₂ = j =

= big Water Discharge Capacity and H = small Pressure in metres. More explainations are given in the Fig.5.

Number 6. Water Reservoir 6. Water Reservoir 6 serves as water

Deposit, from which Q of Siphon Hydropower Plant, through Water Flow Tube 1, enters in Francis Turbine 3 and through Three Functional Water Lift Tubes 2 and Three Functional Water Discharge Electropumps 5 is recirculated by being discharged again into Water Reservoir 6. Water Reservoir 6 is placed in Pumps and Water Reservoir House 11. The dimensions of Water Reservoir 6 are shown in the Figures 5 and 6.

Number 7. Generator 7 of Siphon Hydropower Plant. Generator 7 is the same as in the usual Hydropower Plants.

Number 8. Steel Structure 8. Steel Structure 8, because of the inability of its represantion in a more complete mode, since it was not permitted by the space of Figure 1, is represented in a very schematic mode, as to create an apporximate idea. The Steel Structure 8, it is described more in details in the Description, especially in the part where it is shown the mode of the construction of Siphon Hydropower Plant (d.6.). The Steel Structure 8, as seen in Figure 1, contains all the Elements of Siphon Hydropower Plant.

Number 9. Power House 9. Power House 9 is the same as in the Usual

Hydropower Plants, only that bigger, since in this Power House 9 will be placed two pairs of machineries, those of Siphon Hydropower Plants and those of Supplying Siphon Hydropower Plant.

Number 10. Valves House 10. This is one hall that is situated under

Level 00, where Five Water Lift Tubes 2 are connected to Draft Tube 4 and where are situated the different Valves placed in Water Lift Tubes 2 and Draft Tube 4. Valves House must have internal communication with Power House and it has the same monitoring and Mantaining Personnel. Also Valves House are explained in details in the Description, in the describing part of the construction of Siphon Hydropower Plant.

Number 11. Pumps and Water Reservoir House 11. This serves to keep

Water Reservoir 6, Water Discharge Electropumps 5 as well as their accessories. Moreover it keeps also the necessary premises that are needed for the monitoring personnel. In Pumps and Water Reservoir House 11 is mounted also Travelling Crane that serves to elevate or descend Water Discharge Electropumps 5 and their accessories as well as different equipments. Pumps and Water Reservoir House 11 is connected to Power House 9 through an elevator. Pumps and Water Reservoir House 11 is explained in details in the description, in the part of the construction of Siphon Hydropower Plant (d.6.).

Number 12. Impeller 12 of Water Discharge Elektrompump 5. Number 13. Electromotor 13 of Water Discharge Elektrompump 5. This is mounted above steel cavity 25, that is explained in the Figure 5.

Number 14. Blocking Gate of Water Flow Tube 1, that serves only to block the water, not to enter in the Francis Turbine 3, in the cases when we want to intervene in the Francis Turbine 3, or in the Draft Tube 4.

Number 15. Inlet 15 of Water Discharge Elektrompump 5 that at the same time is also Outlet of Water Lift Tubes 2.

Number 16. Discharging Valve 16 in Draft Tube 4. This Discharging

Valve is used to discharge the water, (after we have used the Blocking Gate 14,) from Draft Tube 4, when we want to intervene in this Draft Tube 4, or decrease the level of the water below the level of Outlet of Francis Turbine 3, when we want intervene in Francis Turbine 3.

Number 17. Blocking Valve 17. This valve is used to Block the water in

Water Lift Tubes 2, when we want to intervene in these Water Lift Tubes 2, in Draft Tube 4 and in Water Discharge Electropumps 5.

Number 18. Non-Return Valve 18. This valve is used block the water in

Two Reserve Water Lift Tubes 2, in order that to be blocked the negative action of the Pressure of water of these Two Reserve Water Lift Tubes 2 on Francis Turbine 3.

Number 19. Discharging Valve 19 is placed at every Water Lift Tubes 2 and it is used in case we must discharge the water from Water Lift Tubes 2, for the reason of their repairing, or the repairing of Valves 17 and 18, or in the case when we want to lower the water below the level of Outlet of Water Lift Tubes 2, because of the repairing or replacement of Water Discharge Electropumps 5.

Number 20. Discharging Electropumps 20. This Electropump is connected to all the Discharge Valves and it will be used to obtain the water from these Discharging Valves and to take it out of Siphon Hydropower Plant and to discharge it into one external Reserve Water Reservoir.

Number 21. Blocking Valve 21. This Valve, is used in the cases when the maintaining personnel must get inside Draft Tube 4, for different reasons of repairing, etc., as well during construction. This Blocking Valve is used only in Siphon Hydropower Plants with Big PIC and big Q, where Draft Tube 4 allows the entering of one Person inside it.

Number 22. Surface 22 of water, which has the Level same, as in Water

Reservoir 6 and in Water Discharge Electopumps 5. This is explained more in details in Figure 5.

Number 23. Scroll Case 23. This is the same as in Francis Turbines of

usual Hydropower Plants, only that it will have the Thickness of steel bigger. This because of that in Siphon Hydropower Plant, as explained in Description, Blocking Gate 14 of Water Flow Tube 1 does not close. Thus also the Pressure that is excersised on this Scroll case is very big, up to 30 atmospheres.

D00. It is Level 00, or Hydraulic Head zero, of Francis Turbine 3.

This Hydraulic Head zero, really it is in the middle of the height of the Blades of Francis Turbine 3, but we have taken it at the end of it, at the Outlet of it, not to interrupt the Elements, or the“small” Figures 1;2;3, by hatching. Pi . P_] = pgh] = pghj 2 = Static Pressure, in Water Flow Tube 1 and in Water Lift Tubes 2, when these Water Lift Tubes 2 are not Functional, thus they are not in operation. Pi is at the same time also Total Pressure. h_dt = 2.5 x Di = h of Draft Tube 4 hi_/2® = h_dt - h of Water Lift Tubes 2 below Level 00, D00

FIG. 2

Figure 2 represents a simplified view, in relation to Fig.l, of Siphon Hydropower Plant.In Fig.2, Three Functional Water Lift Tubes 2 are considered as one single Tube, that will be called Functional Water Lift Tube 2.

The consideration of Three Functional Water Lift Tubes 2 as one single Tube, is done because of the Simplification of the calculations during the Theoretical and Technical Argumentation of Siphon Hydropower Plant.

This Siphon Hydropower Plants represented in Fig.2, has:

PIC = 1 000 000 kWh

Q = 629.28 m³/sec hi = hi/2 = h = 300 m = Hydraulic Head vi = 9.2 m/sec = Vj„j_tiai of water in Water Flow Tube 1

V2 = 92 m/sec = 10 x Vi = v of water at Outlet of Three Functional Water Lift Tubes 2 and in Discharge Nozzle 26 of Functional Water Discharge Electropumps 5.

A = 68.4 m² =— = Cross Sectional Area of Water Flow Tube 1

2 A

A2 = 6.84 m = A3 x 3 =— = Common Cross Sectional Area of Three

Functional Water Lift Tubes 2 and Discharge Nozzle 26 Ai_dt = 68.4 m² = Ai = Cross Sectional Area of Draft Tube 4 v _dt = 9.2 m/sec = v = v of water in Draft Tube 4 Number 1 Water Flow Tube 1

Number 2 Three Functional Water Lift Tubes 2 considered as one single

Tube

Number 3 Francis Turbine 3 Number4 Draft Tube 4 Number 5 Water Discharge Elektropump 5 Number 6 Water Reservoir 6

Number 12 Impeller 12 of Water Discharge Elektropump 5

Number 15 Inlet 15 of Water Discharge Electropump 5, that is mounted above Outlet of Water Lift Tubes 2, in the case of the Figure 2 that is mounted above Outlet of Three Functional Water Lift Tubes 2 considered as one single Tube.

Number 22 Surface 22 of water, which has same Level, as in Water

Reservoir 6, and in Water Discharge Electropumps 5 h_dt = 23.34 m= 2.5 x Di = 2.5 x 9.335 m = h of Draft Tube 4 h,_/2® = h_dt = 23.34 m = h of Water Lift Tubes 2 below Level 00, D00

D00. It is Level 00, or Hydraulic Head zero, of Francis Turbine 3.

It is explained in Fig.l.

Pi . P_| = pghi = p hi/2 = Static Pressure, that it is at the same time also Total Pressure, in Water Flow Tube 1 and Water Lift Tubes 2 when they are in Reserve Position.

P2 - P2S + PHF

Pi Net - PI - (P2 + PVN) hi_Net = 190.7

FIG. 3

Fig.3 represents one“Imaginary” usual Hydropower Plant built in the form of one Siphon Hydropower Plant, as in Fig.2, but without Water Discharge Electropump 5 at Outlet of Functional Water Lift Tube 2, while it has h of Water Lift Tube 1: h = hi® = 731.396534 m = hi + h®. “Imaginary” usual Hydropower Plant has its Specific Parameters as: h; = hj/2 = 300 m h® = 431.396534 m = h that is added to hi = 300 m, of Water Flow Tub 1. p® = 4 232 000 kg/msec² = pgh® = Static Pressure at Level +300 m of Water Flow Tube 1 h,® = 731.396534 m = h, + h® - Hydraulic Head

- 1pv₂2 = Dynamic Pressure in Functional Water Lift Tube 2

P₂ = P_ås + PHF (In Figure, P₂s is represented by the big space, while PHF is represented by the small space)

1 2

h₂ =— = P2 in metres

pg

Pi® = 7 175 000 kg/msec² = Static Pressure, that is at the same time also Total Pressure, at Level 00 in Water Flow Tub 1

Q = 629.28 m³/sec = Q“Imaginary” that enters in Water Flow l ube 1 , at Level +731.396534 Vi = 9.2 m/sec— Vj„i_tiai in Water Flow Tube 1 v₂ = 92 m/sec =- 10 x Vi = Vi x 9.2 m/scc = v at Outlet, at Level +300 m, of Functional Water Lift Tube 2

A] = 68.4 m² = A of Water Flow Tube 1

A₂ = 6.84 m² =

= A of Functional Water Lift Tube 2

Fig.3 is explained and interpreted more in details in the Description (d.2.), where it is used as auxiliary Figure to argue the calculation of P₂ Static = P s iii Siphon Hydropower Plant.

FIG. 4

Fig.4, same as Fig.3, represents one Imaginary” usual Hydropower Plant, which has all the Parameters of the Imaginary” usual Hydropower Plant, as in the Fig.3, but it has also its specific Parameters. The Parameters are: ipv₂ ² = ^p(92 m/sec)² = P© = 4 232 000 kg/msec² = Dynamic Pressure in ter Lift Tube 2

s

Pi = pghj Pi©— pgh_j®

Fig.4 is explained and interpreted more in details in the Description (d.2.), where it is used as auxillary Figure to argue the Functioning of Siphon Hdyropower Plant, and of the application of the Energy Equation and the Equation of Conservation of Energy, Transformed into Siphon Equations of Energy and of Conservation of Energy.

FIG.5

Fig.5 represents one sketch, of Water Discharge Electropump 5, as well as of Water Reservoir 6 and of its dimensions.

Number 1 Water Flow Tube 1, with Internal Diameter = Di =

= 9.335 m and with A = Ai = 68.4 m²

Number 2 Water Lift Tubi 2 with Internal Diameter = D₂ =

= 1.704

2.228 m²

Number 5 Water Discharge Electropumps 5. Five Water Discharge

Electropumps 5 are one of the main elements of Siphon Hydropower Plant, and they are placed at the top or at Outlet of Five Water Lift Tube 2. These serve to realize the velocity of the water, = v₂ = 92 m/sec = 10 x v = = 10 x 9.2 m/sec, at Outlet of Three Functional Water Lift Tubes 2 and with their Discharge Nozzle 26. As Water Lift Tubes 2, also Water Discharge Electropumps 5, Three are Functional, thus they are continously in operation, while the other Two are Reserve and they will be used to Alternate the first two, or for their replacement in case of defect or repairing. Water Discharge Electropumps 5 are axial vertical, since they have Q₂ = = big Water Dischage Capacity and H = small Pressure in metres.

D = Internal Diameter of Discharge Nozzle 26 that it is equal to D₂ of Water Lift Tubes2

R = Y = Radius of Discharge Nozzle 26

A = A₃ = Cross Sectional Area of Discharge Nozzle 26 that it is equal to A₃ of Water Lift Tubave 2 A = A₃ x 3 = Common Cross Sectional Area of Three Discharge Nozzle 26

Number 6 Water Reservoir 6, of Siphon Hydropower Plant with

PIC = 1 000 000 kWh, which has the depth of the water = = 10 m, while Height and Width = 26 m. The Bottom or Floor of Water Reservoir 6 can be below the level of the Floor of Pumps and Water Reservoir House 11, or at the same level, depending on the Height of Water Discharge Electropumps 5, which use the Floor of Pumps and Water Reservoir House 11 as a basis for the mounting of their Inlet 15 above Outlet of Water Lift Tubes 2.

Number 11 Pumps and Water Reservoir House 11, which is placed, approximately, at the Height +275 m of the Steel Structure 8.

Number 12 Impeller 12 of Water Discharge Electropump 5 Number 13 Electromotor 13 of Water Discharge Electropump 5 Number 15 Inlet 15 of Water Discharge Electropumps 5 Number 22 Surface 22 of water in Water Reservoir 6, which is located below the brim of Water Reservoir 6. Level of Surface 22 is same to Level of water in Water Discharge Electropumps 5.

Number 24 Dif.24. Dif.24 represents the difference between Discharge

Nozzle 26 dhe Surface 22 of waer in Water Reservoir 6, and it is determined according to Table 1 of the Description

(d.3.)

Number 25 Steel Cavity 25, above which is mounted

Electromotor 13

Number 26 Discharge Nozzle 26 of Water Discharge

Elektropump 5, with A = A₃ and D = D₂

FIG.6

Fig.6 represents one sketch, of Buffer Scroll Tube 27 of Siphon Hydropower Plant with PIC = 1 000 000 kWh, which is placed in front of each Water Discharge Electropump 5, and it is mounted inside Water Reservoir 6. Buffer Scroll Tube 27 serves to buffer the velocity of 92 m/sec, that has the water when it comes out of Discharge Nozzle 26 of Water Dischage Electropump 5, and to avoid the Air Bubbles and the Turbulences that can be created if the water with velocity = 92 m/sec will be discharged Directly into Water Reservoir 6. This Air Bubbles and Turbulences, through Water Flow Tube 1 can enter in Francis Turbine 3 causing the known Negative Phenomena.

Number 1 Water Flow Tube 1, with A = Ai = 68.4 m²

Number 2 Water Lift Tube 2 with A₃ =

= y = 2.28 m²

Number 5 Water Discharge Elektropump 5 of Siphon Hydropower

Plant with PIC = 1 000 000 kWh Number 6 Water Reservoir 6

Number 22 Surface 22 of water in Water Reservoir 6

Number26 Discharge Nozzle 26 of Water Discharge Elektropump 5

with Internal Diameter = D₂ = 1.704 m

Number 27 Buffer Scroll Tube 27

Number 28 Inlet 28 of Buffer Scroll Tube 27. Inlet 28 has the Internal

Diameter bigger than the Internal Diameter of Disharge Nozzle 26 of Water Discharge Elektropump 5, and it is determined according to Table 2 of the Description (d.4.)

Number 29 Distance 29, that is the distance between Discharge

Nozzle 26 and Inlet 28. Distance 29 is determined according to Table 2 of the Description (d.4.)

FIG.7

Fig.7 is the ilustrating figure of the application of the Energy Equation, where the movement of the water is Rectilinear and hi = h₂. In Fig.7, Li = L₂ = 300 m. In this Figure, the Energy Equation is applied as following:

In Fig.7, the left side , apart from Pressure = Pi = -pv₂ , has the parameters of Water Flow Tube 1, Fig.2, with:

A = Ai = 68.4 m²

v = vi = 9.2 m/sec

Claims

CLAIM 1

SIPHON HYDROPOWER PLANT

The Invention“Siphon Hydropower Plant”, Fig.l, is a Hydro Energy System that is characterized by its Special construction, in the shape of an Inverted Siphon in the shape of U and from the unlimited production of Electrical Energy, 24 hours on 24 hours, in every day of the year, by recirculating the same Q, Water Flow Volumetric Rate, of the Siphon Hydropower Plant, where Required Power = Pws - from the Water Discharge Electropumps (5), which serve to Recirculate this Q,

14 - 18% of PIC = Power Installed Capacity, of the Siphon Hydropower Plant. There are needed ~ 40 000 m³ water in total, enough to initially fill the entire System, to produce 1 000 000 KWh or 1 000 MWh in an uninterrupted mode, at every hour and in every day of the year. All these make the process of the production of the Hydro Electrical Energy independent from the Hydric Potential, at Local or Global level, and from the Climate, from the Seasons and from the Territory. Siphon Hydropower Plant has a PIC = Power Installed Capacity, of 5 kWh - - I 000 000 kWh, Hydraulic Head = h, of 50 - 300 m, and Q, Water Flow Volumetric Rate, of 0.215 m³/sec— 629.28 m³/sec.

It has a small cost ~ 750 000 USD for 1 MWh installed, or 25% smaller than the smallest cost = 1 000 000 USD, for 1 MWh installed, at the usual Hydropower Plants.

Siphon Hydropower Plant, Fig.l, is a Hydro Energy System, where Water Reservoir (6), Water Flow Tube (1), Francis Turbine (3), Draft Tube (4) and Five Water Lift Tubes (2) with Respective Five Water Discharge Electropumps (5), are integral part of This System, which is mounted on one Steel Structure (8), whose dimensions depend on PIC of Siphon Hydropower Plant.

In Valves House 10, Fig.l, Five Water Lift Tubes (2) are joined with the end, Outlet, of Draft Tube (4), by becoming the continuation of the Draft Tube (4). Of the Five Water Lift Tubes (2) with the Respective Five Water Discharge Electropumps (5), Three of them will be Functional Water Lift Tubes (2) and Functional Water Discharge Electropumps (5), thus they shall be working, while the other Two Water Lift Tubes (2) together with the Respective Two Water Discharge Electropumps (5), will be Reserve Water Lift Tubes (2) and Reserve Water Discharge Electropumps (5), that will serve to alternate in programmed mode the Three Functional Water Lift Tubes (2) with the Respective Three Functional Water Discharge Electropumps (5), or to replace them in case of defect, repair or change. Each of Water Lift Tubes (2), at its end, at the rectilinear part, has two valves. One is Blocking Valve (17), that is used in different cases, while the other is Non Return Valve (18), whose function is to block the Adverse Pressure, that the Column of water inside Water Lift Tubes (2) exerts on Francis Turbine (3), when these Water Lift Tubes (2) are not Functional, but they are in the Reserve Position hi = h of Water Flow Tub 1, is equal to h|/2 = h of Water Lift Tubes (2), or hi = hi_/2. While h_dt = h of Draft Tube 4 = 2.5 x Di, is equal to hi_/2® = h of the part of the Draft Tubes (2) below Level 00, D 00, (Fig.l), where Di = internal Diameter of the Water Flow Tube (1).

In Siphon Hydropower Plant, Fig.1, a crucial role has its Special Construction in the shape of an Inverted Siphon in the shape of U that has fundamental principle the Balancing of Fluids in continuous mode in its Two Sides. This Special Construction together with Three Functional Water Discharge Electropumps (5), placed at the Outlet of the Three Functional Water Lift Tubes (2), make possible for the Velocity of the circulation of the water = v₂ = 92 m/sec, in the Outlet of Three Functional Water Lift Tubes (2), to be 10 times bigger than the velocity of the water = v = 9.2 m/sec, due to the initial acceleration, in Water Flow Tube (1), which sends the water from Water Reservoir (6) into Francis Turbine (3). Thus, v₂ = 92 m/sec = 10 x v = 10 x 9.2 m/sec. Moreover, v_j = 9.2 m/sec, in Water Flow Tub (1) is at the same time equal to v of the water in Draft Tube (4) = vi _t = 9.2 m/sec. Therefore, Common Cross Sectional Area = A₂ of Three Functional Water Lift

Tubes (2) ' is 10 times smaller than Cross Sectional Area = A_x =— v, of

Ai

Water Flow Tube (1), or A₂ =

— . Cross Sectional Area = A₃ of any Water Lift Tube (2) is 30 times smaller than Cross Sectional Area = Ai of Water Flow Tube (1), or A₃ =

. Cross Sectional Area =

= Ai_dt of Draft Tube (4) is minimally equal to Cross Sectional Area = A_x of Water Flow Tube (1), or Ai_dt = A_|. Q₂ = Water Discharge Capacity of Water Discharge Electropumps 5 and of Water Lift Tubes (2), is 3 times smaller than Q, or Q₂ = .

As it is explained in the Description (d.2.), Siphon Hydropower Plant is characterized by the Static Pressure = Pi = pghi in Water Flow Tube (1), that is at the same time also Total Pressure, as well as it is equal to the Static Pressure in Water Lift Tubes (2), when these are not Functional, but they are in the Reserve Position, or Pi = pghi = pgh]_/2.

While, because

well as because of that the Dynamic Pressure =

pv₂ ² = 4 232 000 kg/msec² is removed from the System by Three Functional Water Discharge Electropumps (5), in Three Functional Water Lift Tubes (2) we have only the Static Pressure

— v₂)², and the r P»ressure of c t.he F racti·on r F·orces = 0.000025 x hi/ X 1.21 x v₂ ² x p ,

PHF = - ; 2— X 0 -₂ , where

D₂ = internal Diameter of Water Lift Tubes (2). As seen, P₂ is at the same time Total Pressure, or: P₂ = Pzrotai = P S + PHF ·

As it is explained in the Description (d.2.), v_optimai ⁼ 0_*5 m - 1 m = = v of the water in Outlet of Draft Tube (4), in one usual Hydropower Plant, in Siphon Hydropower Plant is replaced by via_t = = 9.2 m/sec, which creates V_Negative = V = 9.2 m/sec = v_ldt = Vi. Therefore Siphon Hydropower Plant is characterized by V_N = 9.2 m/sec = V _egative , which

1 2

creates Negative Pressure = PVN = Pi - - p(vi_f - v_N) , which has a given impact on the decrease of Pi, or Pressure Energy, in Water Flow Tube (1).

Siphon Hydropower Plant works with Water Reaction Turbine, and more concretely with Francis Turbine, since these Water Turbines are rotated by the Potential Energy = mgh, or Potential Pressure Energy = PV, as well as they work“submerged” in the water. From the Water Reaction Turbines it has been chosen Francis Turbine, which will be Vertical Francis Turbine, since it can be applied for PIC, from 1 KWh - 1 000 000 KWh, or more, it works with Q of 0.012 m³/sec - - 700 m³/sec and with a Hydraulic Head = h, of 10 - 300 m, or > 300 m.

Siphon Hydropower Plant is characterized by Siphon Francis Turbine (3), and that also it shall have the Guide Vanes Static, same as Static Vanes, but with the same number and with the same positioning as at the usual Francis Turbines, only that their opening, water flow angle will be maximal, by eliminating also the Electromechanical System that puts the Guide Vanes in motion. Therefore, Guide Vanes and Static Vanes will be mounted as a single block. This Francis Turbine will be called Siphon Francis Turbine.

Siphon Hydropower Plant is characterized by Draft Tube (4), which has Shape, Construction and Function completely different from the Draft Tube in one usual Hydropower Plant. The main function of Draft Tube (4) is to intercede the passage of the water from Outlet of Francis Turbine (3) to Three Functional Water Lift Tubes (2), which by means of Water Discharge Electropumps (5), placed at their outlet, discharge it into Water Reservoir (6).

To muffle the big velocity of the water = v₂— 92 m/sec, during the discharge into Water Reservoir (6) from Water Discharge Electropumps (5), and to avoid the creation of the Turbulences and the

Air Bubbles in Water Reservoir (6), that through Water Flow Tube 1 can enter in Francis Turbine (3), by causing known Negative Phenomena, Siphon Hydropower Plant is characterized by the placement of Buffer Scroll Tubes (27), in front of each of Five Water Discharge Electropumps (5), Fig.6.

Water Discharge Electropumps (5), Fig.5, do not have Suction Lift, or Static Suction Lift, on the contrary they have the Level of the water above the Level of Impeller (12), or equal to Level of the Surface (22) of the water in Water Reservoir (6). Thus they have Total Static Head = Discharge Head = small H, where the biggest H = 0.952 m, is in one Siphon Hydropower Plant with maximal PIC = 1 000 000 kWh.

H is decreased with the decrease of PIC and Q. Since they have Discharge Head = small H, and big Water Discharge Capacity = Q₂,

Water Discharge Electropumps (5) will be Vertical Axial, but their Manufacturers and Designers will finally decide for their model.

As explained in Description (d.3.), Water Discharge Electropumps (5) of Siphon Hydropower Plant work according to Pumps Affinity Laws, Law Nr. 1 of Pumps, but transformed, where:

is Transformed into:

7

Qi = H = Constant, meanwhile Pw2 = Pwi(¾ N ²

This transformation occurs for the reason that, in Siphon Hydropower Plant, apart from Diameter = D of Impeller (12), which, because it is conditioned by D₂ of Water Lift Tubes (2), is Constant, unchangeable, also Discharge Head is Constant, unchangeable, where:

H = Y + Dif.24, which is determined according to the Table 1 of the Description (d.3.). Since H = Constant, we do not have H₂ = Hi(g) , therefore

Pw2 = Pwi(^)³ is Transformed into: Pw2 = Pwi(j^)²· While Pws ⁼ Common Required Power, in kWh, of Three Functional Water Discharge Electropumps (5) is:

Pws =

x 21.457 = 14 - 18% of PIC of Siphon Hydropower Plant, where 0.7 = h .

Required Power = Pws_» from Three Functional Water Discharge Electropumps (5), that is = 14 - 18% e PIC of Siphon Hydropower Plant, will be supplied by another Siphon Hydropower Plant, which will be named Supplying Siphon Hydropower Plant, which will produce Electrical Energy to withstand Pws from Three Functional Water Discharge Electropumps (5) of Siphon Hydropower Plant, as well as to withstand Pws from its Three Functional Water Discharge Electropumps (5). Supplying Siphon Hydropower Plant has one PIC ~ » 20 % of PIC of Siphon Hydropower Plant, and it is initially put to work by one Thermo Generator with PIC ~ 3 % of PIC of Supplying Siphon Hydropower Plant.

Supplying Siphon Hydropower Plant is mounted alongside Siphon Hydropower, in the same Steel Structure (8), and it has the same construction and functioning mode as the Siphon Hydropower Plant, only with smaller dimensions, except of h = h = h _/2 which it has them the same.

As argued in Description (d.2.), Water Discharge Electropumps (5) in Siphon Hydropower Plant, have two Functions:

1. They make possible v₂ = 92 m/sec = 10 x Vi = 10 x 9.2 m/sec in Outlet of Three Functional Water Lift Tubes (2) and in

Ai Ai

Discharge Nozzle (26), with: A = A₃ =—

or A₂ =A₃ x 3 = — , by making possible the discharge, into Water Reservoir (6), of Q = Q₂ x 3 = = A₃ x v₂ x 3 = A₂ x v₂ = Ai x v .

2. They make possible the removal of Dynamic Pressure =

= ~ pv₂ ² =

p(92 m/sec)² = 4 232 000 kg/msec², from Three Functional Water Lift Tubes (2), by leaving only P₂ = P_2S +P_HF· Siphon Hydropower Plant is characterized by the application of the Continuity Equation, where:

A x vi = A₂ x v₂ = Aia_t x v₂, while A x v = Constant.

Moreover, as Argued in the Description (d.2.), Siphon Hydropower Plant and its Functioning, is characterized by the “Bending” in the U shape, or by the Transformation of the Energy Equation and the Equation of Conservation of Energy, into Siphon Energy Equation and into Siphon Equation of Conservation of Energy, where:

Energy Equation:

Pi + \ pvi² + pgh = P₂ pv₂ ² + pgh₂ ,

which when the movement of water is Rectilinear, and h = h₂,

Fig.7, is Transformed into:

In Siphon Hydropower Plant is Transformed into Siphon Energy Equation:

Pi + pghi = (P₂ + pgh₂) ^l2

Pi - P₂ = pgh_j - pgh₂

h₂ =— = P₂ in meters

pg

PvN - Pi - 2 p(^vlf^{“ V}N)²

v_1f = v_finai = /2ghi

While the Equation of Conservation of Energy:

Pi V + ^ Lmvj² + mghi = P₂V + L mv₂ ² + mgh₂

mghi)

In Siphon Hydropower Plant is Transformed into Siphon Equation of Conservation of Energy:

PiV + mghi = (P2V + mgh₂) jjj

PiV - P₂V = mghi - mgh₂

PiVp_ositive= PiV- P₂V

P_lV_Vet P 1 ^_Positive Pv!\V

PiV_Net= Qpgh = Potential Energy Necessary to produce planned PIC in one Siphon Hydropower Plant, where PIC in kWh = = Qpghi_Ne^lO ³.

Pi— P 1 Static = P 1 Total = Pghl

In Siphon Hydropower Plant is Transformed into:

P ₁ V _Positive ⁼ mghi - mgh₂

P 1 V Net PiV Positive PvN^

While: Fidj— F₂d₂

In Siphon Hydropower Plant is Transformed into:

Fidi

or:

Fjdi = PiV

F₂d₂ = P₂V

For the same PIC and for the same h, Q in Siphon Hydropower Plant is bigger than Q in usual Hydropower Plant. Therefore

«s = 0.54 - 0.0474 = ^{PIC m Watt} = Work Yield, or Conversion Coefficient,

Qpgh

in Siphon Hydropower Plant, is always smaller than n = 0.85 = ^{PIC in Watt} = Work Yield, or Conversion Coefficient, in usual 1 Qpgh

Siphon Hydropower Plant. As explained in the Orientation Table 3 (3/1 - 3/40) of the Description (d.7.), hb = 0.54 - 0.0474, compared to h = 0.85, decreases 1.574 times , in Siphon Hydropower Plant

with PIC = 1 000 000 kWh, up

r to 17.932 times =— ns = 0.0474 , in Sip ^rhon

Hydropower Plant with PIC = 5 kWh, while Q increases, from

629.28 m³/sec 0.215 m³/sec

1.574 times = to 17.932 times = . Q = 399.76

399.76 niVsec 0.012 m³/sec m /sec and Q = 0.012 m /sec, are Q in usual Hydropower Plant with PIC = 1 000 000 kWh and with PIC = 5 kWh. As seen, in Siphon Hydropower Plant, the decrease of h₈ by 1.574 times - 17.932 times, is compensated by the increase of Q by 1.574 times - 17.932 times.

In Siphon Hydropower Plant, Q = Water Flow Volumetric Rate, and h = hj = h = Hydraulic Head, are not natural and unchangeable parameters, as Q and h are in the usual Hydropower Plants, but they are determined by us, in relation to planned PIC, by making the most optimum combination of them in order to have as optimum as possible cost of the construction of Siphon Hydropower Plant. The determination of h and Q is done according to the Orientation Table 3 (3/1 - 3/40) of the Description (d.7.). Moreover, as explained in the Orientation Table 3, the Equation of PIC, in kWh, where PIC = QpghqlO ³, is the same also in Siphon Hydropower Plant, except of h, that is h _Net , or PIC = Qpghi_Net lO ³.

As explained in Description (d.4.), in certain moments, when because of Alternation, Defect or Interruption of Electrical Energy, Functional Water Discharge Electropumps (5) stop working, then also the respective Functional Water Lift Tubes (2) return to the Reserve Position, they become non-functional. In this moment, because of the Gravitational Force, the entire Water Column inside these Water Lift Tubes (2), that has been moving from Up - Down, returns back and starts to move from Down - Up with v = g = 9.8 m/sec. Therefore in this moment, the mass of the water = m = A x (h /2 + hi_/2®) x p creates MF = Momentum Force = m x g = A3 x (hi/2 + hi_/2®) x p x g, that causes Hydrodynamic shock in Water Lift Tubes (2), especially in the part below Level 00, D00, = hi_/2® = h _t, and in Non Return Valve (18), Fig.l. This Hydrodynamic shock increases and becomes problematic in the increase of hi/2 and hi_/2®. In a Siphon Hydropower Plant with PIC = 1 000 000 kWh, Q = 629.28 m³/sec and with hi = h /2 = 300 m, MF is: MF = 7 232 081 kg/msec².

Therefore to withstand this Momentum Force = MF = m x g, and the Hydrodynamic Shock that it causes, the Designers of Water Lift Tubes (2) must have in consideration, especially for the part hi_/2®, that they should calculate the thickness of the Slats of the tube and the Steel to be used in relation to the respective MF that must be withstood by them. As well, also the Designers of Non Return Valves (18) must have in consideration to calculate the designing of their Construction and the used Steel, in relation to the respective MF that must be withstood by them.

Siphon Hydropower Plant is characterized by the Process of the unlimited Production of Hydro Electric Energy, whenever and wherever, 24 hours on 24 hours, every day of the year, by recirculating the same Q, Water Flow Volumetric Rate, of Siphon Hydropower Plant, and by making the process of the production of the Electrical Energy independent from the Hydric Potential, at Local or Global level, and from the Climate, from the Seasons and from the Territory. It has the lowest cost and Zero impact on the Environment compared to any type of Electrical Energy that is produced to date. Required Power, in kWh, =

= Pws ⁼ ^_p ^{1 x} 21.457, from Three Functional Water Discharge

Electropumps (5), to Reciruclate Q, is 14 - 18 % of PIC of Siphon Hydropower Plant. It is needed only a small volume of water, to initially fill the Pipes and Water Reservoirs (6) of Siphon Hydropower Plant and Supplying Siphon Hydropower Plant. For one Siphon Hydropower Plant with maximal PIC = 1 000 000 kWh, this necessary water volume is ~

~ 40 000 m³. Therefore, Siphon Hydropower Plant is a New Source of Electrical Energy. As well, also the Process of the Production of Hydro Electric Energy from it, is an Entirely New Process.

CLAIM 2

The Process of the Production of Electrical Energy from Siphon Hydropower Plant, that is Part, or Characterizing Element of Claim 1

Siphon Hydropower Plant is characterized by the Process of the unlimited Production of Hydro Electric Energy, whenever and wherever, 24 hours on 24 hours, every day of the year, by recirculating the same Q, Water Flow Volumetric Rate, of Siphon Hydropower Plant, and by making the process of the production of the Electrical Energy independent from the Hydric Potential, at Local or Global level, and from the Climate, from the Seasons and from the Territory. It has the lowest cost and Zero impact on the Environment compared to any type of Electrical Energy that is produced to date. Required Power, in kWh, = Pws

21.457, from Three Functional Water Discharge Electropumps (5), to Reciruclate Q, is 14 - 18 % of PIC of Siphon Hydropower Plant. It is needed only a small volume of water, to initially fill the Pipes and Water Reservoirs (6) of

Siphon Hydropower Plant and Supplying Siphon Hydropower Plant. For one Siphon Hydropower Plant with maximal PIC = 1 000 000 kWh, this necessary water volume is ~ 40 000 m . Therefore, Siphon Hydropower Plant is a New Source of Electrical Energy. As well, also the Process of the Production of Hydro Electric Energy from it, is an Entirely New Process.

CLAIM 3

Siphon Francis Turbine 3, that is Part, or Characterizing Element of

Claim 1

Siphon Hydropower Plant is characterized by Siphon Francis Turbine (3)

In Francis Turbine of Usual Hydropower Plants, Guides Vanes have a specific role. These have two main functions:

- First, to control the decrease or increase of Q, in Francis Turbine, by closing or opening their angle of the flow of the water.

- Second, to govern FrancisTurbine, by decreasing or increasing, Q, that it is enters in Francis Turbine, according to the demands of the market for Electrical Energy, when these demands increase, or decrease.

But, the construction itself of Guide Vanes also the Electromechanical System that puts them into motion, makes the Francis Turbine more costly, more delicate and more exposed to defects and negative phenomena with which are faced Francis Turbines.

In Franics Turbine (3), of Siphon Hydropower Plant, these two functions of Guide Vanes are unnecessary. Since Q is always constant and unchangeable, and the governing of Francis Turbine (3), in relation to the demands of the market, or for other reasons, is done by Water Discharge Electropumps (5), as we explained above. Thus the only function of Guide Vanes remains the orientation of the water.

Thus in Francis Turbine (3), of Siphon Hydropower Plant, also Guide Vanes will be Static, same as Stay Vanes. They will be fixed in the maximum angle of the flow of the water. And since they will be static, Guide Vanes together with Stay Vanes will be produced in such mode, that to be mounted on Francis Turbine as one single block. Since Guide Vanes become Static, in Francis Turbine (3) it is eliminated the Electromechanic System that puts into motion the Guide Vanes in the Usual Frames Turbines. In this case, not only it would be decreased the cost of the production of Francis Turbine (3), but it will become more monolithe and it will avoid some defecsts and known negative phenomena. Thus this Francis Turbine will be called Siphon Francis Turbine. The number of Guide Vanes, also when they will become static, will be the same as today and with the same positioning, as in the usual Francis Turbines.

CLAIM 4

The Adaptation and Use of Siphon Hydropower Plant with PIC = = 1 000 - 15 000 kWh, or more, in the Transoceanic ships, such as Cargo. Cisterns. Big Cruises, and Aircraft Carriers, etc., as well as their adaptation to create Hydro-generator Vessels

Siphon Hydropower Plants with PIC of 1 000 kWh - 15 000 kWh and h = hi = h _/2 = 60 m, as seen in the Table 4 of Description (d.7.), are characterized by the possibility of their adaption, to supply with the necessary Electrical Energy, the different Ships, especially the big Transoceanic ships, such as Cargo, Cisterns, Big Cruises, and Aircraft Carriers, etc. These Siphon Hydropower Plants, the Table 4 of Description (d.7.), compared to Siphon Hydropower Plants according to the Orientation Table 3 of Description (d.7.), for the same planned PIC, have h = 60 m, or ~ 40% smaller, and Q 40% bigger. Thus also Pws of their Supplying Siphon Hydropower Plant increases by ~ 40%, which impacts on the increase ~ 20% of the cost of Siphon Hydropower Plant, that again is very viable cost. Since the Hall of the machineries of these Siphon Hydropower Plants will be placed below the deck of the ships, h of the Steel Structure (8), that comes out above the deck, is not bigger than 50 m. Furthermore these Siphon Hydropower Plants, Table 4, with PIC = = 1 000 kWh - 15 000 kWh, can be used to construct Hydro-generator Vessels by mounting several such Siphon Hydropower Plants on the same Ship.

CLAIM S

The adaption and conversion of some Usual Hydropower Plants, with relatively high Dams into Siphon Hydropower Plants.

Some Uusal Hydropower Plants, with relatively high dams, that work with Reaction Turbine and especially with Francis Turbine, and when their h_Net and PIC are approximate to h and PIC of Siphon Hydropower Plants, according to the Orientation Table 3 of Description (d.7.), can be adapted and converted into Siphon Hydropower Plant. But for this, special studies are needed for each concrete case, as in conection to the Construction, that will be specific for each case, as in connection to the economic feasibility and other factors, that can impact on the possibility or impossibility of the adaption in each of the cases. CLAIM 6

Adaption of Siphon Hydropower Plants with Power Installed of

5 - 20 kWh, or more, for Family Use.

Siphon Hydropower Plants with PIC = 5 kWh - 20 kWh, after the standartization of their manufacturing in industrial mode, can result with reasonable cost for the family use, always according to the laws that each State has in the field of the use of Electrical Energy.