Appendix 5 Sample Specifications. Specifications for Socioeconomic Survey in Rural Areas in Myanmar

Size: px

Start display at page:

Download "Appendix 5 Sample Specifications. Specifications for Socioeconomic Survey in Rural Areas in Myanmar"

Mary Felicia Stewart
5 years ago
Views:

1 Part 6-2 Appendix 5 Appendix 5 Sample Specifications Appendix 5-1 Appendix 5-2 Appendix 5-3 Appendix 5-4 Appendix 5-5 Appendix 5-6 Specifications for Socioeconomic Survey in Rural Areas in Myanmar Technical Specifications for Discharge Measurement and Test Pitting Technical Specifications for Topographic Survey Specifications of Civil Works Hydromechanical Works Electromechanical Works Appendix 5-7 Specification of Distribution Lines The specifications above are included in the Database on CD. A5-1 The Study on Introduction of Renewable Energies

2 Appendix 6 Sample of Cost Estimate for Nam Lan Hydropower Project

3 Part 6-2 Appendix 6 Appendix 6 Sample of Cost Estimate for Nam Lan Hydropower Project 1US$= 135 No. Work Item unit Q'ty NK's Estimate Contractor's Estimate unit price Amount unit price Amount (US$) (US$) (US$) (US$) Note 1. Civil Works 1.1 Preparatory works L.S. (1) Mobilization/Demobilization 124,900 (2) Base camp 2,225 (3) Power supply 1,250 (4) Water supply 1,200 (5) Access road 4,860 Sub-total 1 20% 74, , Diversion Weir Excavation-common m Excavation-w/rock m Wet rubble masonry m , Structural concrete m , ,005 Lean concrete m , Reinforcing bar ton , , kg/m3 Form work m , Others % 20% 2,401 30% 1,867 Sub-total 14,406 8, Diversion Channel Excavation-common m3 1, , ,112 Backfill m m2 x m =330 m3 Structural concrete m , ,774 Lean concrete m , ,175 Reinforcing bar ton , , kg/m3 Form work m2 1, , ,258 Others % 20% 14,039 30% 13,117 Sub-total 84,234 56, Head Pond Excavation-common m3 12, , ,868 Common 15,750 m3 x 80 % =12,600 m3 Excavation-w/rock m3 3, , ,057 W/rock 15,750 m3 x 20 % = 3,150 m3 Wet rubble masonry m2 3, , ,844 Structural concrete m , ,672 Inlet + Sand drain + Spillway Lean concrete m , Leveling concrete Reinforcing bar ton , ,160 50kg/m3 for Inlet & Sand drain, 100 kg/m3 for Spil Form work m , ,723 Others % 10% 13,816 30% 16,745 Sub-total 151,976 72, Penstock Clearing and stripping m Area 80m x 10m = 800m2 (bush only) Excavation-common m3 1, , ,617 2,280m3 x 60% = 1,370 m3 Excavation-w/rock m , ,350 2,800m3 x 40% = 910 m3 Wet rubble masonry m , Structural concrete m , ,192 Anchor + Saddle + Drain Lean concrete m , Reinforcing bar ton , ,084 50kg/m3 for structural concrete Form work m , ,535 Anchor + Saddle + Drain Others % 20% 10,885 30% 9,787 Sub-total 65,308 42, Powerhouse Excavation-common m , ,000 m3 x 0.7 = 700m3 Excavation-w/rock m , ,434 1,000 m3 x 0.3 = 300m3 Backfill m Gravel surfacing m m2 x 0.1 = 30 m3 Wet rubble masonry m , Structural concrete m , ,280 Lean concrete m , Reinforcing bar ton , , kg/m3 for structural concrete Form work m , ,423 Other works % 30% 11,073 50% 10,551 Architectural, electric works, etc. Sub-total 47,983 31, Tailrace Excavation-common m Wet rubble masonry m , ,350 1,183 Total of Civil Works 447, , Steel Penstock ton 29 1, , Gate and trashracks ton 3 1, , Turbine & Generator L.S. 359,770 48,569,000 / 135 = $ 359, Transformer and Switchgears L.S. 126,000 15,150,000 / 120 = $ 126, Distribution Lines km 192,000 $192, Contingency % 0 0 GRAND TOTAL 1,157,678 Nippon Koei/IEEJ A6-1 Study on Introduction of Renewable Energies in Rural Areas in MYANMAR

4 Earth Volume(2/10) Part 6-2 Appendix 6 Calculations for Earth Volume Diversion Channel Head Pond Penstock No. Point x (m) A(m 2 ) A ave (m 2 ) V(m 3 ) No. Point x (m) A(m 2 ) A ave (m 2 ) V(m 3 ) No. Point x (m) A(m 2 ) A ave (m 2 ) V(m 3 ) 0 BP STA STA BP STA STA , BP STA STA , BP STA STA , BP STA STA , BP STA STA , BP STA STA , BP STA STA , BP STA STA , BP STA STA , BP STA STA , BP STA STA BP STA STA TOTAL VOLUME 15, BP STA Tailrace BP STA No. Point x (m) A(m 2 ) A ave (m 2 ) V(m 3 ) BP STA STA BP STA STA TOTAL VOLUME 2, BP STA Powerhouse 18 BP STA No. Point x (m) A(m 2 ) A ave (m 2 ) V(m 3 ) 19 BP STA STA BP STA STA BP STA STA BP STA STA BP STA STA TOTAL VOLUME BP STA Diversion Weir 25 BP STA TOTAL VOLUME 1, No. Point x (m) A(m 2 ) A ave (m 2 ) V(m 3 ) 11 STA TOTAL VOLUME Pond Sand Drain Channel No. Point x (m) A(m 2 ) A ave (m 2 ) V(m 3 ) TOTAL EARTH VOLUME 21,651.4 m 3 Nippon Koei/IEEJ A6-2 Study on Introduction of Renewable Energies in Rural Areas in MYANMAR

5 Earth Volume(3/10) Part 6-2 Appendix 6 Calculations for Earth Volume Diversion Channel Head Pond Penstock No. Point x (m) A(m 2 ) A ave (m 2 ) V(m 3 ) No. Point x (m) A(m 2 ) A ave (m 2 ) V(m 3 ) No. Point x (m) A(m 2 ) A ave (m 2 ) V(m 3 ) 0 BP STA STA BP STA STA , BP STA STA , BP STA STA , BP STA STA , BP STA STA , BP STA STA , BP STA STA , BP STA STA , BP STA STA , BP STA STA , BP STA STA BP STA STA TOTAL VOLUME 15, BP TOTAL VOLUME round up 15, STA BP Tailrace 14 STA BP No. Point x (m) A(m 2 ) A ave (m 2 ) V(m 3 ) 15 STA STA BP STA STA TOTAL VOLUME 2, BP TOTAL VOLUME round up 2, STA BP Powerhouse STA BP No. Point x (m) A(m 2 ) A ave (m 2 ) V(m 3 ) STA STA BP STA STA BP STA STA BP STA STA BP STA STA BP TOTAL VOLUME STA TOTAL VOLUME round up 1, BP TOTAL VOLUME 1, STA Diversion Weir TOTAL VOLUME round up 1, STA No. Point x (m) A(m 2 ) A ave (m 2 ) V(m 3 ) TOTAL VOLUME TOTAL VOLUME round up 500 TOTAL VOLUME round up 600 Pond Sand Drain Channel No. Point x (m) A(m 2 ) A ave (m 2 ) V(m 3 ) TOTAL EARTH VOLUME 21,920 m 3 Nippon Koei/IEEJ A6-3 Study on Introduction of Renewable Energies in Rural Areas in MYANMAR

6 Concrete Works Structural Concrete Concrete (4/10) Part 6-2 Appendix 6 1. Diversion Weir m 3 (1) Base Slab below EL m V1 = 1/2 x ( ) x 3.5 x 0.5 = 11.9 (2) Weir V2 = 1/2 x ( ) x 1.8 x 4.0 = 11.8 (3) Pier between Weir and River Outlet V3 = {1.5 x /2 x ( ) x x 0.5} x 0.5 = 3.3 (4) Skimar wall V4 = (2.5 x x 0.5) x (5) Bridge Slab above Spillway V5 = 1.5 x 4.0 x 0.5 = 3.0 (6) Both Abutments V6 = {1.5 x /2 x ( ) x x 0.5} x ( )/2 x 2 = 19.8 Total Diversion Channel (1) BP ~ (BP m) V1 = (1.8 x x x 0.15) x 3.0 = 5.9 (2) (BP m) ~ (BP m) V2 = (1.8 x x 1.4) x 2.0 = 4.8 (3) (BP + 5.0m) ~ (BP m) Diversion Channel V3 = (1.6 x x x 0.15) x = Total Power Intake V1 = 1/2 x ( ) x 5.5 x 4.0 = V2 = - (1.49 x x x 1.2) x 3.0 = V3 = - (4.3 x x x 4.2) x 0.6 = -8.2 V4 = x π / 4 x 1.5 = -0.7 Total Sand Drain V1 = (2.0 x x π / 4 ) x 11.3 = 24.0 V2 = (1.8 x x 1.0) x 4.8 = 6.7 V3 = (2.1 x x 1.5) x x 2.1 x 0.3 = 5.7 Total 37 Nippon Koei/IEEJ A6-4 Study on Introduction of Renewable Energies in Rural Areas in MYANMAR

Concrete (5/10) Part 6-2 Appendix 6 5. Spillway m 3 V1 = 1/2 x {(2.6 x 1.3-2.0 x 1.0) + (1.6 x 1.3-1.0 x 1.0)} x 5.0 = 6.2 V2 = (1.6 x 1.3-1.0 x 1.0) x (9.0 + 5.4) = 15.6 Total 22 6.

7 Concrete (5/10) Part 6-2 Appendix 6 5. Spillway m 3 V1 = 1/2 x {(2.6 x x 1.0) + (1.6 x x 1.0)} x 5.0 = 6.2 V2 = (1.6 x x 1.0) x ( ) = 15.6 Total Penstock (1) Anchor block No.1 by CAD 24.0 (2) Anchor block No.2 by CAD 24.0 (3) Anchor block No.3 by CAD 20.0 (4) Anchor block No.4 by CAD 17.0 (5) Anchor block No.5 V = {2.0 x /2 x ( ) x x 1.202} x (0.82 x p / 4 x x p / 4 x x 2) = 19.0 Total Penstock Saddle Pier (1) Type - A : 0.9 x 1 = 0.9 (by CAD) 0.9 (2) Type - B : 1.52 x 7 = 10.7 (by CAD) 10.7 (3) Type - C : 1.58 x 6 = 9.5 (by CAD) 9.5 (4) Type - D : 1.23 x 9 = 11.1 (by CAD) 11.1 Total Penstock Drain Ditches V1 = (0.6 x x 0.40) x 175m x 2 = Powerhouseyard (1) Drain ditch V1 = (0.6 x x 0.40) x 42m = 8.9 (2) Drain pit V2 = (0.9 x 0.9 x x 0.6 x 1.0) x 3 pcs = Powerhouse (1) Floor Slab V1 = 13.4 x 6.4 x x 1.1 x 0.45 x x 1.0 x x 0.2 x x 0.65 x 0.55 x x π / 4 x 0.55 x 2 = 47.8 (2) Side Walls above EL V2 = 0.2 x (13.4 x x 2) x 1.7 = 13.2 (3) Draft Tube Pit V3 = 4.0 x 4.3 x x 3.1 x x 3.1 x 0.4 x 2 + 1/2 x 0.15 x 0.15 x 32.1 = 22.5 Total Transformer Foundation V = 4.2 x 3.0 x x 0.2 x 4.5 = 7 Nippon Koei/IEEJ A6-5 Study on Introduction of Renewable Energies in Rural Areas in MYANMAR

Concrete (6/10) Part 6-2 Appendix 6 12. Tailrace m 3 V1 = 1/2 x {(3.9 x 4.3-3.1 x 3.5) + (3.3 x 2.3-2.5 x 1.5)} x 2.4 = 11.8 V2 = (3.3 x 2.3-2.5 x 1.5) x 2.4 = 9.3 V3 = (1.35 x 3.3-1/2 x 2.7 x 1.

8 Concrete (6/10) Part 6-2 Appendix Tailrace m 3 V1 = 1/2 x {(3.9 x x 3.5) + (3.3 x x 1.5)} x 2.4 = 11.8 V2 = (3.3 x x 1.5) x 2.4 = 9.3 V3 = (1.35 x 3.3-1/2 x 2.7 x 1.35) x 0.4 x 2 = 2.2 Total 24 GRAND TOTAL OF STRUCTURAL CONCRETE Lean Concrete 1. Lean Concrete around Underpass for Irrigation V = ( 2.0 x x π / 4 ) x Leveling Concrete for Diversion Channel V = 1.7 x 0.05 x = Leveling Concrete for Drain Ditches of Penstock & Powerhouse (1) Penstock drain V1 = 0.6 x 0.05 x 175 x 2 = 10.5 (2) Sand drain channel V2 = 1.6 x 0.05 x 4.8 = 0.4 (3) Powerhouse drain V3 = 0.6 x 0.05 x 42 = 1.3 Total Leveling Cocncrete for Powerhouse (1) Floor slab including draft tube pit V1 = 13.4 x 6.4 x 0.1 = 8.6 (2) Transformer foundation V2 = 4.2 x 3.0 x 0.1 = 1.3 (3) Tailrace V3 = 1/2 x ( ) x 2.4 x x 2.4 x 0.1 = 1.5 Total 12 GRAND TOTAL OF LEAN CONCRETE 56 Nippon Koei/IEEJ A6-6 Study on Introduction of Renewable Energies in Rural Areas in MYANMAR

9 Reinforcing Bars Re-Bar(7/10) Part 6-2 Appendix 6 1. Diversion Weir ton 52 m3 x 40 kg/m3 = 2.08 t Diversion Channel 273 m3 x 100 kg/m3 = 14.3 t Power Intake 143 m3 x 50 kg/m3 = 7.2 t Sand Drain 37 m3 x 50 kg/m3 = 1.9 t Spillway 22 m3 x 100 kg/m3 = 2.2 t Penstock 104 m3 x 40 kg/m3 = 4.2 t Penstock Saddle Pier 33 m3 x 40 kg/m3 = 1.4 t Penstock Drain Ditch 74 m3 x 100 kg/m3 = 7.4 t Powerhouseyard 11 m3 x 100 kg/m3 = 1.1 t Powerhouse 84 m3 x 100 kg/m3 = 8.4 t Transformer Foundation 7 m3 x 100 kg/m3 = 0.7 t Tailrace 24 m3 x 100 kg/m3 = 2.4 t 2.4 Total 66.3 Nippon Koei/IEEJ A6-7 Study on Introduction of Renewable Energies in Rural Areas in MYANMAR

10 Form Works Form (8/10) Part 6-2 Appendix 6 1. Diversion Weir m 2 (1) Front surface A1 = 10 x x x x 1.0 = 28.1 (2) Rear surface A2 = (10 x x x 1.2) + 1/2 x ( ) x 1.3 x /2 x ( ) x x 1.0 = 30.5 (3) Spillway side walls & bridge A3 = (1.5 x x 2.0) x x 1.5 = 11.6 (4) River outlet A4 ={1.0 x /2 x ( ) x x x 0.5}x x (5) Gate slot, etc. A5 = (1.0 x x 2) x x 1.5 x 2 = 2.8 Total Diversion Channel (1) BP ~ (BP m) A1 = (2.0 x x ) x (2.0 x x 1.2) = 26.0 (2) (BP m) ~ (BP m) A2 = (2.1 x x ) x (2.1 x x 1.0) = 18.4 (3) (BP + 5.0m) ~ (BP m) Diversion Channel A2 = (1.3 x x 2) x (1.3 x x 1.0) x 24 = 1,118.1 (4) Underpass for Irrigation A4 = (2.0 x x π / 4) x x 3.0 x 2 = 18.0 Total 1, Power Intake A1 = 1/2 x ( ) x 5.5 x A2 = 1.2 x 2 x (1.49 x x x 1.4) x x 3.0 = 29.1 A3 = (2.4 x x x 4.9) x x 4.9 x x x Total Sand Drain A1 = 1.2 x x 1.2 = 15.6 A1 = (1.8 x x 4.8) x x 1.6 x 2 = 37.5 A3 = (2.1 x x 2.0) x 4 = 31.4 Total 90 Nippon Koei/IEEJ A6-8 Study on Introduction of Renewable Energies in Rural Areas in MYANMAR

Form (9/10) Part 6-2 Appendix 6 5. Spillway m 2 A1 = (1.3 + 1.0) x 19.4 x 2 + (1.3 x 1.6-1.0 x 1.0) x 2 = 91.4 Total 100 6. Penstock (1) Anchor block No.1 A1 = 3.0 x 4.0 x 2 + 3.0 x 2.0 x 2 + 2.

4 by CAD A4 = 2.9 x 3.5 x 2 + 2.9 x 2.0 x 2 + 1.2 x 2 = 34.3 (5) Anchor block No.5 A5 = 2.2 x (3.8 x 2 + 2.0) = 21.2 Total 180 7. Penstock Saddle Pier A = (1.2 x 1.5 x 2 + 0.5 x 1.5 x 2 ) x 23 117.

11 Form (9/10) Part 6-2 Appendix 6 5. Spillway m 2 A1 = ( ) x 19.4 x 2 + (1.3 x x 1.0) x 2 = 91.4 Total Penstock (1) Anchor block No.1 A1 = 3.0 x 4.0 x x 2.0 x x 2 = 40.0 (2) Anchor block No.2 by CAD A2 = 3.0 x 4.0 x x 2.0 x x 2 = 39.6 (3) Anchor block No.3 by CAD A3 = 3.3 x 3.5 x x 2.0 x x 2 = 42.1 (4) Anchor block No.4 by CAD A4 = 2.9 x 3.5 x x 2.0 x x 2 = 34.3 (5) Anchor block No.5 A5 = 2.2 x (3.8 x ) = 21.2 Total Penstock Saddle Pier A = (1.2 x 1.5 x x 1.5 x 2 ) x Total Penstock Drain Ditches A = (0.45 x x 2) x 175m x 2 + (0.6 x x 0.3) x 18 x 2 = Powerhouseyard (1) Drain ditch A1 = (0.45 x x 2) x 42 + (0.6 x x 0.3) x 6 = 64.1 (2) Drain pit A2 = (0.9 x 1.2 x x 1.0 x 4) x 3 pcs = Powerhouse (1) Floor Slab A1 = ( ) x 2 x ( ) x 2 x ( ) x x 2 x x 0.65 x 0.55 x x π x 0.55 x 2 = 35.1 (2) Side Walls above EL A2 = (13.4 x x 2) x 1.7 x 2 = (3) Draft Tube Pit A3 = 3.6 x 3.1 x x x x 3.5 x x 4.3 = 88.9 Total Transformer Foundation A= ( x 2 ) x x 2 x 6 = Tailrace A1 = 1/2 x ( ) x 2 x /2 x ( ) x ( ) x 2 x x 2.4 = A2 = 5.0 x x x /2 x ( ) x 1.35 = 11.8 Total 80 GRANDTOTAL OF FORM WORK 2,910 Nippon Koei/IEEJ A6-9 Study on Introduction of Renewable Energies in Rural Areas in MYANMAR

Wet Rubble Masonry Wet Masonry (10/10) Part 6-2 Appendix 6 1. Diversion Weir m 2 3.4 m x ( 6.5 m x 2 + 3.5 m x 2) = 68.0 Total 70 2. Head Pond (1) Side walls V1 = 3.

12 Wet Rubble Masonry Wet Masonry (10/10) Part 6-2 Appendix 6 1. Diversion Weir m m x ( 6.5 m x m x 2) = 68.0 Total Head Pond (1) Side walls V1 = 3.4 m x (25 m m x 2) + 1/2 x ( ) x ( ) x 5.0 x 2 = (2) Bottom V2 = 1/2 x (25.0m m) x 100m x 5.0 = 2,600.0 Total 3, Penstock 5.5m x 13.5m + 4.4m x 11m = Sand Drain Channel (1.12m x m) x 26.5m = 85.9 Total Powerhouse Projected area ( ) = 158 m2 158 m2 x = m Tailrace STA. x (m) length(m) GRAND TOTAL OF WET RUBBLE MASONRY 4,450 Nippon Koei/IEEJ A6-10 Study on Introduction of Renewable Energies in Rural Areas in MYANMAR

13 Appendix 7 Principal Dimensions of Turbines *1 Turbine Efficiency 1 Impulse Turbine Figure 1 Relative Efficiency of Impulse Turbine Table 1 Maximum Efficiency of Impulse Turbine ( max ) Turbine Output (%) Pelton Turgo Impulse n s =18.3 n s =20.1 n s =22.0 n s =60 (kw) , , , C max *1: Source from Technical Guideline for Plan and Design of Steel Structures (Part of Small Hydroelectric Power Generation), Ministry of Agriculture, Forestry and Fisheries, Japan. A7-1 The Study on Introduction of Renewable Energies

14 Clossflow Turbine Efficiency Curve Figure 2 Efficiency Curve of Clossflow Turbine A7-2 The Study on Introduction of Renewable Energies

15 1/3 guide vane and 2/3 guide vane are shown in the efficiency Curve. Guide vane efficiency depends on discharge change as shown in the Figure 3. Two guide vanes of 1/3 and 2/3 of runner width are fabricated. The conditions of the efficiency shown in the figure are as follows: 1) when discharge is small, 1/3 guide vane is applied, 2) when the discharge is larger than 1/3 of the total discharge, 2/3 guide vane is applied, and 3) when the discharge increases further than 2/3 of the total discharge, both 1/3 and 2/3 guide vanes are applied. Two separated guide vanes are applied when n s with total turbine output is more than 100. Figure 3 Characteristics of Crossflow Turbine Figure 4 Charagteristics of Clossflow Turbine on Head Change A7-3 The Study on Introduction of Renewable Energies

16 Tubular Turbine a. Efficiency Curve Figure 7 Efficiency Curve of Tubular Turbine Table 2 Efficiency of Tubular Turbine Maximum efficiency η max Turbine output Specific speed (m-kw) A7-6 The Study on Introduction of Renewable Energies

17 (3) Francis Turbine a. Efficiency Turbine Figure 5 Efficiency Curve of Francis Turbine A7-4 The Study on Introduction of Renewable Energies

18 b. Runaway Speed and Discharge Change The ratio of runaway speed (n R ) and rated speed of rotation (n 0 ); n R /n 0 depends on specific speed as shown in Figure 6. The higher specific speed is, the higher reactive speed would be. Figure 6 also describes the ratio of discharge at rated revolution speed (Q 0 ) against discharge at reactive speed; Q R /Q 0. In the range where specific speed is high, Q R /Q 0 increases and reaches up to 1.1. When specific speed is less than 200 m-kw, Q R <Q 0 <1, that is, turbine discharge at reactive speed would be smaller than that of rated speed. When speed change is large with low specific speed, discharge changes at sudden shut down and pressure highly increases, which should be noted. Figure 6 Francis Turbine Runaway Speed A7-5 The Study on Introduction of Renewable Energies

19 2 Turbine Efficiency Pelton Turbine Figure 8 Runner Diameter and Revolution Speed of Pelton Turbine note: 1. Symbols in the figure are as follows: E Model number Runner pitch circle diameter (m) Revolution speed (min -1 ) Model C D E Standard n s Turbine output is as reference. A7-7 The Study on Introduction of Renewable Energies

20 Model D 1 D 2 A B C Ds H1 H2 W L C D E Note1: D 1 shows runner pitch circle diameter Note 2: This table is when D 1 = 1000 mm. When D 1 is other than 1000 mm, divert with ratio of D 1. Note 3: Dimension of H 2 is when the angle of nozzle and horizontal surface = 40 with a servomotor. Note 4: Dimension of H3 is 1500~1800 mm with no relation to turbine type. Figure 9 Dimension of Pelton Turbine A7-8 The Study on Introduction of Renewable Energies

21 Turgo Impulse Turbine Figure 10 Runner Diameter and Revolution Speed of Turgo Impulse Turbine A7-9 The Study on Introduction of Renewable Energies

22 Runner Diameter A B C D E F G (Unit:mm Bend tube diameter Table 3 Outline Dimension of Turgo Impulse Turbine A7-10 The Study on Introduction of Renewable Energies

23 3 Cross Flow Turbine Note 1: This is standard for outline design. Note 2: For detailed design, appropriate spec should be determined according to turbine range. Figure 10 Runner Diameter and Revolution Speed of Cross Flow Turbine A7-11 The Study on Introduction of Renewable Energies

24 Runner outer diameter (m) Effeictive head (m) A B C R L D H E Z Y X W Unit Figure 11 Outer Dimension of Clossflow Turbine A7-12 The Study on Introduction of Renewable Energies

25 Francis Turbine a. Dimension of Francis Turbine Mark B C D E F G H I J K L n s (m-kw) Figure 12 Runner Diameter and Revolution Speed of Francis Turbine A7-13 The Study on Introduction of Renewable Energies

26 Mark B C D E F G H I J K L Outer dimensio D A B C D R Ds H J CL Dd note: l n s Figure 13 Dimension of Francis Turbine A7-14 The Study on Introduction of Renewable Energies

27 b. Specific Speed of Francis Turbine Specific speed n s of Francis turbine is limited against head (JEC-15). When horizontal axis unit is planned, it is advisable that smaller ns is applied, cavitations coefficient is relatively small, turbine and generator is installed upper than tail water level, and they are not soaked into water during inspection. Figure 15 shows n s limits when horizontal axis unit against head is applied and general cavitations coefficient against n s. Note: for example, ns is 197 m-kw at effective head 100 m in JEC-151. For horizontal axis type, n s would be 150 m-kw. When n s is 150 m-kw, would be as indicated by the right vertical axis. Figure 14 n s and of Francis Turbine A7-15 The Study on Introduction of Renewable Energies

28 S-shaped Tubular Turbine kw kw kw kw kw kw kw kw kw kw kw kw kw kw kw kw kw Effective head H (m) kw kw kw kw Hs'=D/2 Hs'=D/2 Hs'=0 Hs'= Hs'=D/2 Hs'=D/ Hs'=0 Hs'= (e) Runrer vane 5 pieces (e) Runrer vane 5 pieces 40 Discharg Q (m 3 /S) Effective head H (m) Hs'=D/2 Hs'=D/2 Hs'=0 Hs'= kw kw kw Hs'=D/2 Hs'=D/ Hs'=0 Hs'= kw kw kw kw kw kw kw kw kw kw kw kw kw kw kw kw kw kw kw kw kw kw 600 kw 600 kw kw kw kw (e) Runrer vane vane 4 pieces 4 pieces Discharg Q (m 3 /S) Figure 15 S-shaped Tubular Turbine A7-16 The Study on Introduction of Renewable Energies

29 D 1 A B C D E F G H Figure 16 S-shaped Tubular Turbine Dimension A7-17 The Study on Introduction of Renewable Energies

30 Valve Turbine Figure 17 Runner Diameter of Bulb Turbine A7-18 The Study on Introduction of Renewable Energies

31 (50 Hz) (50 Hz) Figure 18 Runner Diameter of Bulb Turbine (with Gear System) A7-19 The Study on Introduction of Renewable Energies

32 (unit: mm) D 1 A B C D E F G Note: at least 500 mm have to be secured since open type sucks air if water head of head pond is less than 500 mm. Figure 19 Dimension of Bulb Turbine A7-20 The Study on Introduction of Renewable Energies

33 3. Supplement Units Inlet Valve a. Butterfly Valve, Double Leaves Valve Diameter D W H H L L R Base load Note : Outline base load is assumed (valve weight + water weight in the valve) x 1.2 Figure 20 Dimension of Butterfly Valve and Double Leaves Valve and Base Load (Electric Valve) A7-21 The Study on Introduction of Renewable Energies

34 Diameter D W H H L L R Base load Diameter D W H H L L R Base load Figure 21 Dimension and Base Load of Butterfly Valve and Double Leaves Valve (Oil Pressure Type) A7-22 The Study on Introduction of Renewable Energies

35 For middle pressure For high pressure (a)middle pressure H 100 Diameter D W H H L L Base load ) High Pressure H 100 Diameter D W H H Base load Note: Base load is assumed to be (valve weight + water weight inside valve) x 1.2 Figure 22 Dimension and Base Load of Sluice Valve A7-23 The Study on Introduction of Renewable Energies

36 Electric Servomotor Capacity of < servomotor (kgf m) A (mm) B (mm) H (mm) Weight (t) note: Operation power of servomotor is not included in the weight Figure 23 Dimension of Electric Servomotor Table 3 Capacity of Servomotor kw / H < Capacity of servomotor (kgf m) A7-24 The Study on Introduction of Renewable Energies

37 3 Gear System a. Crossflow Turbine Turbine revolution 50Hz speed Gear ratio Range of turbine output Figure 24 External Form of Gear System for Crossflow Turbine A7-25 The Study on Introduction of Renewable Energies

38 Table 4 Dimension and Weight of Gear System for Crossflow Turbine Weight H X Z N M L B C Frame # Depend on Table Table 5 Center Distance of Gear System for Crossflow Turbine Gear ratio Frame # A7-26 The Study on Introduction of Renewable Energies

39 b. S-shaped Tubular Table 6 Selection Table of Gear System for S-shaped Tubular Turbine Turbine 60Hz revolution speed 50Hz Turbine output Gear ratio range kw (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) 320 (20) (21) (22) (23) (24) (25) (26) Pressure oil introduction unit Figure 25 External Shape of Gear System for S-shaped Tubular Turbine A7-27 The Study on Introduction of Renewable Energies

40 Table 7 Dimension and Weight of Gear System for S-shaped Tubular Frame # H X Z N M L l B C Weight (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) (25) (26) A7-28 The Study on Introduction of Renewable Energies

Sano Milti Khola Hydropower Project, Fulasi VDC, Ramechhap (3 MW)

Sano Milti Khola Hydropower Project, Fulasi VDC, Ramechhap (3 MW) Monthly Progress Report Prepared by : Sano Milti Khola Hydropower Limited www.smi.com.np smi.investment.limited@gmail.com Date : June,