Design of a Self-Supporting Liner for the Renovation of a Headrace Tunnel at Chivor Hydropower Project
2. Materials and Methods
2.1. Chivor Hydropower Project and Buckling Events
2.2. Chivor II Headrace Tunnel Assessment
2.3. Lining Renovation Alternatives
2.4. Design Alternative 1: Self-Supporting Lining with Complete Plates
2.5. Design Alternative 2: Self-Supporting Lining with Multi-Section Plates
2.6. Design Alternative 3: Carbon-Fiber Internal Structural Coating
2.7. Design Alternative 4: Internal Structural Coating with Steel and Carbon-Fiber
2.8. Detailed Design Excerpts
2.8.1. Design and Construction Considerations
- The pipe must withstand 100% of the internal-pressure-associated loads, without contributions from the concrete or the rock behind the existing lining.
- The pipe must withstand 100% of the external loads due to the water table when the tunnel is empty (no water inside). External stiffening rings must be used where needed to increase rigidity.
- The existing lining will not be used to increase the resistance of the new pipe.
- The pipe will be embedded in concrete filler.
- Installation of expansion joints will not be considered.
- Active loads over the structure will not be considered (e.g. wind, snow, etc.)
- Added thickness for corrosion phenomena will be 2 mm.
- Joint efficiency will be defined as 100% for complete longitudinal welded joints with full penetration from both sides of the plate, with 100% visual and UT examination.
- Circumferential joints will be made inside the pipe once the plates have been aligned. For circumferential welds in the field, the use of a backing plate is expected since there is no access from the outside.
- The gap between the new pipe and the existing one will be considered to be 0.8 mm, this is 0.0045% R (lining radius). This value was selected within the range indicated by CECT  (Appendix IIE, 220.127.116.11) for a highly-confined lining (good quality rock which in this case is represented by the existing lining).
- Internal pressure loads, considering maximum operating pressure (water hammer), and that the pipe is embedded within concrete. Safety factor = 1.5.
- External pressure loads that can cause collapse due to instability, considering that the pipe is embedded within concrete. Safety factor = 1.6.
- Safety coefficient when applying pouring concrete = 1.5.
- Safety coefficient during contact injections = 2.
- Safety factor for material handling and assembly processes = 1.2.
2.8.2. Design Calculations
3.1. Chivor II Headrace Tunnel Assessment
- Internal inspections showed that pipe lining wall deterioration was concentrated in the pipeline invert (base interior level of the pipe). Significant wall loss was observed and measured in the upstream section of the pipeline, between the vertical shaft and Buckling I, where the lining showed a minimum average wall thickness of 54%, while the remaining portions of the pipeline exhibited minimal wall loss. The calculated steady-state flow through the pipeline (92.2 m/s), with all the four Chivor II’s turbines in operation, yielded the following velocities at four sections of the lining that have different diameters: 7.3 m/s @ = 3.9 m; 12.2 m/s @ = 3.1 m; 13 m/s @ = 1.5 m in branches 5–8; and 7.6 m/s @ = 0.8 m in needle valve inlet piping. This allowed concluding that the lining deterioration was linked to excessive velocities.
- Evaluation of the original design (with no wall deterioration) using Finite Element Analysis (FEA)  showed that 90% of the pipe’s sections exceeded the allowable design stress, and 36% of the pipe’s sections were at the yield limit. When deterioration was considered during the 2015 assessment, FEA results showed that 59% pipe sections had exceeded the yield limit and other 37% of the pipe sections were within 10% of the yield limit. Statistical modeling under such conditions showed that more than 50% of the plates had a RUL less than 20 years; this modeling was considered valid where the pipe had not reached the yield limit and where the only failure mode considered for the pipe was wall deterioration.
- The original protective coating of the pipeline, made up of a zinc-rich polymeric film and a tarred finish, was also assessed, and the study showed that the coating failed 100% in the 04:00 to 08:00 time zone of the pipeline. Small traces of coating were still found within some areas of the 08:00 to 03:00 time zone of the pipe. The coating reached its useful life and showed a general deterioration process, mainly due to cracking and pore formation. The main process that has been affecting the coating is the abrasive action of the fluid, which contains a high concentration of silica, organic and clay-based material. Once the coating has failed in a section of the lining, a differential aeration corrosion phenomenon occurs as a result of the formation of crusts within a low-oxygen area. The area under the crust acts as an anode and the surroundings as a cathode, generating a highly accelerated corrosion process.
3.2. Diameter of the New Pipeline
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
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|Commercial denomination||SUMITEN690 (-TMC), DI-MC 690 T|
|ASTM denomination||ASTM A-841 Gr D Class 3|
|EN denomination||EN 10049-2 S700MC|
|Production process||Thermo-Mechanical Control Process (TMCP)|
|Yield strength (MPa)||690|
|Tensile strength (MPa)||770–940|
|Young’s modulus (GPa)||206.01|
|Coeff. of thermal expansion (C)||0.0000117|
|Total elongation (%)||13|
|Notch impact energy (J @ −40C)||47|
km 5.61 to km 6.17
km 6.17 to km 6.38
|Pressure, P (MPa)||6.58||6.79|
|Design thickness, t (mm)||26||28|
|Circ. Stress, (MPa)||456.04||436.98|
|Long. Stress, Poisson, (MPa)||136.81||131.10|
|Long. Stress, tension, (MPa)||24.10||24.10|
|Long. Stress, comp., (MPa)||−24.10||−24.10|
|Long. Stress max., tension, (MPa)||160.92||155.20|
|Long. Stress max., comp., (MPa)||112.71||106.99|
|von Mises Stress, tension, (MPa)||400.61||383.70|
|von Mises Stress, comp., (MPa)||411.44||394.52|
|von Mises Stress, max. equivalent stress, (MPa)||411.44||394.52|
|Computed security factor||1.68||1.95|
|Plate Number||InCoTest 2015||Ultrasound 2014|
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del Río, D.A.; Caballero, J.A.; Muñoz, J.T.; Parra-Rodriguez, N.C.; Nieto-Londoño, C.; Vásquez, R.E.; Escudero-Atehortua, A. Design of a Self-Supporting Liner for the Renovation of a Headrace Tunnel at Chivor Hydropower Project. Water 2023, 15, 409. https://doi.org/10.3390/w15030409
del Río DA, Caballero JA, Muñoz JT, Parra-Rodriguez NC, Nieto-Londoño C, Vásquez RE, Escudero-Atehortua A. Design of a Self-Supporting Liner for the Renovation of a Headrace Tunnel at Chivor Hydropower Project. Water. 2023; 15(3):409. https://doi.org/10.3390/w15030409Chicago/Turabian Style
del Río, David A., Johann A. Caballero, Jessica T. Muñoz, Nhora Cecilia Parra-Rodriguez, César Nieto-Londoño, Rafael E. Vásquez, and Ana Escudero-Atehortua. 2023. "Design of a Self-Supporting Liner for the Renovation of a Headrace Tunnel at Chivor Hydropower Project" Water 15, no. 3: 409. https://doi.org/10.3390/w15030409