B-1-(i)Appendix 1 - HSV-2024-043-CA01 Condition assessment - Factorydale
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Table 12: HydroAMP – General Dielectric Test Scoring General Dielectric Test Scoring Results Condition Indicator Score Test results are normal. (Good - G) 3 Test results show minor deterioration. (Deteriorated - D) 2 Test results show sign...
AI summary Table 12 outlines the scoring system for general dielectric tests under the HydroAMP program, categorizing test results into four levels: Good (G), Deteriorated (D), Investigate (I), and Bad (B), each assigned a score from 3 to 0, with the lowest score indicating the most severe deterioration and the need for immediate action.
Table 14: HydroAMP – General Contact Resistance Test Scoring General Contact Resistance Test Scoring Results Condition Indicator Score < 25 percent increase since last test AND below manufacturer recommended maximum resistance. 3 ≥ 25 and...
AI summary Table 14 outlines the scoring system for the General Contact Resistance Test in the HydroAMP program, indicating conditions based on resistance increases and manufacturer recommendations. It also references Section 3.3.4, which discusses the General Circuit Breaker Condition Indicator related to the number of operations.
Table 17: HydroAMP – Circuit Breaker Condition Summary Tier 1 Circuit Breaker Condition Summary (For instructions on indicator scoring, please refer to condition assessment guide) No. Condition Indicator Score X Weighting Factor = Total Sc...
AI summary Table 17 provides a summary of the condition of Tier 1 circuit breakers under the HydroAMP program, including a condition indicator score, weighting factor, and total score for the dielectric condition of the breaker.
Table 25: HydroAMP - Visual Inspection Visual Inspection Scoring Results Condition Indicator Score Inspection normal. 3 Minor degradation – no cracks or leaks, minimal corrosion; minimal sedimentation; normal electrolyte level. 2 Significa...
AI summary Table 25 outlines a visual inspection scoring system for HydroAMP batteries. A score of 3 indicates normal conditions with minimal issues, such as dirt but no cracks or leaks. The battery is in good overall condition.
For the intake valve, similarly, even though is fully manual, we will evaluate it as if it was electric. HydroAMP does not make distinction between electric or hydraulic operated valve.
AI summary The intake valve is evaluated as if it were electric, despite being fully manual. HydroAMP does not differentiate between electric and hydraulic operated valves in its evaluation process.
Table 40: HydroAMP – Intake Valve Operator (Hydraulic or Electric) Physical Condition Intake Valve Operator (Hydraulic or Electric) Physical Condition Results Valve condition indicator score Seals, stems, cylinders, hydraulic system, gate...
AI summary Table 40 outlines the physical condition of intake valve operators (hydraulic or electric) with three different condition indicators and scores. Each score corresponds to the state of various components such as seals, stems, cylinders, and backup power systems, along with the frequency of testing and maintenance.
indicators up/downstream are operational but not calibrated. The timed cycle of operation has changed slightly; the system is exercised rarely. Seals, stems, cylinders, hydraulic system, gate position indicators, and controls are in poor c...
AI summary The document discusses the condition of an intake valve operator system, noting issues with calibration, operation cycles, and components like seals and hydraulic systems. It mentions the absence of pressure in both chambers and the presence of a bypass valve. A score of 1 is assigned, and several improvements are suggested.
Table 47: Some of the highest priority risks identified (table splits between pages) Risk Number System Component Risk Scenario Description Likelihood (1-5) Impact (1-5) Risk Level (Likelihood x Impact) Mitigation Measures 1.6.10 Environme...
AI summary The table highlights two high-priority risks related to hydroelectric infrastructure: environmental contamination from oil or lubricant leaks and mechanical integrity issues due to corrosion of wicket gates and their operating mechanisms. Both risks are assessed as moderate in likelihood and impact, with mitigation strategies including regular maintenance, use of environmentally friendly materials, and corrosion prevention measures.
% Flow m³/s Turbine efficiency Number of turbines Combined efficiency 0% 0.00 5% 0.00 10% 0.00 15% 0.00 20% 0.00 25% 0.00 30% 0.00 35% 0.00 40% 0.00 45% 0.00 50% 0.00 55% 0.00 60% 0.00 65% 0.00 70% 0.00 75% 0.00 80% 0.00 85% 0.00 90% 0.00...
AI summary The text presents a table titled 'Figure 61: Flow duration and efficiency curve data' with columns for percentage, flow in cubic meters per second, turbine efficiency, number of turbines, and combined efficiency. However, the table is incomplete as all values are listed as 0.00.
% Flow m³/s Turbine efficiency Number of turbines Combined efficiency 0% 315.90 -0.05 0 0.00 5% 42.56 -0.05 1 -0.05 10% 28.88 0.10 ] 1 0.10 15% 22.10 0.19 ] 1 0.19 20% 17.83 0.32 ] 1 0.32 25% 14.31 0.42 1 0.42 30% 12.93 0.52 1 0.52 35% 11....
AI summary The table presents data on flow rates, turbine efficiency, and combined efficiency for different percentages at the Canyon site. It shows how efficiency changes with varying flow rates, indicating that turbine efficiency increases up to a certain point before stabilizing.
A 48 class MPa ksi MPa ksi MPa ksi MPa ksi kg lb НВ
AI summary The text presents a table outlining the strength of gray cast iron categorized into classes, with columns indicating measurements in MPa, ksi, kg, lb, and НВ. The content is technical and primarily descriptive, focusing on material properties.
RISK ASSESSMENT Risk Number System Component Risk Scenario Description Likelihood (1-5) Impact (1- 5) Risk Level (Likelihood x Impact) Mitigation Measures Regular inspection and testing of rotor windings, including Installation of protecti...
AI summary The document outlines a risk assessment for a system, focusing on potential risks related to electrical components such as rotor windings, excitation systems, and insulation. Mitigation measures include regular inspections, installation of protective relays, and maintenance practices to reduce risks.
B-3-(i)Appendices - Redacted
30 passages
Site observations verified that all aspects of the 2008 rehabilitation design were not completed, namely; - Four (4) vertical rock anchors included in design for the right concrete gravity dam were not installed. - Install the timber parap...
AI summary Site observations confirmed that several aspects of the 2008 rehabilitation design for the right concrete gravity dam and left abutment were not completed, including missing rock anchors, an uninstalled timber parapet, and an unfinished crest.
4.5.1 PHYSICAL DEFICIENCIES Physical deficiencies identified during the 2024 Dam Safety Inspection (DSI) and their corresponding recommended mitigation are summarized in [Table 4.7.](#page-0-34) There are eleven (11) notable physical defic...
AI summary During the 2024 Dam Safety Inspection, eleven physical deficiencies were identified, categorized into Very High, High, Medium, and Low priority. The deficiencies and their recommended mitigations are summarized in Table 4.7.
Table 4.7 Physical Deficiencies Index # Location Priority Defect Recommended Mitigation 1-1 Reservoir Very High Floating debris in the reservoir impedes spillway discharge Develop a debris management plan that includes a debris boom in the...
AI summary The document details physical deficiencies in infrastructure, including issues with reservoirs, vegetation growth, erosion, and structural integrity, along with recommended mitigation strategies such as debris management plans, vegetation control, and reinforcement measures.
Unspecified, or temporary populations include those using the roadways and bridges, as well as population at work or in commercial establishments. The CDA Guidelines classification system uses an event based approach for two events; a Fair...
AI summary The CDA Guidelines use a classification system based on two types of failure events — Fair Weather Failure (FWF) and Rainy Day Failure (RDF) — to determine design criteria for dams. The methodology involves an iterative process to assess flood events and their consequences, leading to the determination of inflow design flood (IDF) and earthquake design ground motion (EDGM).
Table 7 Factors of Safety for Slope Stability – Seismic Assessment Loading Condition Minimum factor of safety Pseudo-Static 1.0 Post-earthquake 1.2 - 1.3 The software package GeoStudio is used to model seepage and slope stability of embank...
AI summary Table 7 outlines the minimum factors of safety for slope stability under seismic conditions. The GeoStudio software package is used to model seepage and slope stability using SEEP/W and SLOPE/W modules, with the Spencer method of analysis applied to determine the critical failure surface.
Table 8 Summary of Load Conditions Type of Analysis Loading Combination Load Combinations Peak FS (No Tests) Residual FS Usual - Normal Operating Conditions D+H+I+(Sh+SV)+U 3.0 1.5 Unusual - Flood Conditions D+Hf+(Sh+SV)+Uf 2.0 1.3 Extreme...
AI summary Table 8 outlines load conditions for structural analysis, including usual, unusual, and extreme scenarios. It details various loads such as dead, hydrostatic, silt, ice, uplift, and earthquake loads, along with their respective factors of safety under different conditions.
Check List: Comments: Good Fair Poor Condition of Upstream Slab Good Scaling Only. Cracking or Spalling ✓ Silt measured x.xx m below top of concrete penstock AAR or Paste Generation ✓ housing Condition of Crest Good Spall beside far right...
AI summary The document presents a checklist for inspecting the condition of a dam and associated infrastructure, highlighting issues such as spalling, cracking, erosion, and public safety concerns. It includes observations on the reservoir water levels, gate conditions, and instrumentation checks, noting data loss after February 2024.
3.1 Inflow Hydrology A HEC-HMS routine was developed to model rainfall concentration and distribution in each subwatershed and the overall watershed. The HEC-HMS model uses data from Greenwood Airport Station (Climate ID: 8202000) to estim...
AI summary A HEC-HMS model was developed to analyze rainfall and inflow hydrology in subwatersheds and the overall watershed. The model uses data from Greenwood Airport Station to estimate extreme precipitation values for 100- and 1,000-year events. Environment Canada provides data for 100-year events but not for 1,000-year events, which are necessary for dam design. MECO's values are comparable to Environment Canada's data. A 24-hour storm was identified as the governing factor due to its impact on inflow rates and reservoir levels.
3.2.1 Single Station Transfer The Single Station Transfer can be used to estimate natural flood flows on un-gauged watersheds using a gauged-watershed located close-by and with similar watershed characteristics. The Water Survey of Canada...
AI summary The Single Station Transfer method is used to estimate flood flows in un-gauged watersheds by referencing nearby gauged sites. The Water Survey of Canada (WSC) has 142 monitoring stations in Nova Scotia, and WSC Station 01DG003 is recommended for Factorydale due to its similarity in drainage area and data availability. Transposed peak flood values for 100- and 1,000-year floods are presented in Table 3.3.
The season was considered for two (2) PMF events, the first resulting from the combined effect of PMP plus AEP100 snow accumulation (SWE) with AEP100 melt temperatures, and the second from the AEP100 spring rainfall plus PMSA with AEP100 m...
AI summary The analysis considers two PMF events, incorporating PMP, AEP100 snow accumulation, and spring rainfall with AEP100 melt temperatures. A lapse rate of 0.6 °C/100 m was used to adjust air temperatures for elevation zones, and snowmelt runoff was modeled using the temperature index technique.
3.4 Flood Hydrographs Flood hydrographs were developed in HEC-HMS using data from the PMP Study (Hatch, 2010) for winter/spring PMP, summer PMP and the PMSA event. The Spring and Summer/Fall hydrographs are presented in [Figure 3.1.](#page...
AI summary Flood hydrographs were developed using data from the PMP Study (Hatch, 2010) for different seasons and events, including winter/spring PMP, summer PMP, and PMSA. The Winter/Spring PMP + AEP1:100 snowmelt is identified as the governing PMP event due to its highest peak runoff and volume.
Table 3.7 Non-Routed Peak Inflow (m3/s) at Factorydale Dam Q2 Q100 Q1,000 Q1/3 Q2/3 PMF 15.6 78.9 123 267 412 557
AI summary Table 3.7 presents the Non-Routed Peak Inflow (m3/s) at Factorydale Dam, including values for Q2, Q100, Q1,000, Q1/3, Q2/3, and PMF. This data is relevant for assessing flood risk and dam safety.
4.1.2 Roughness Coefficient (Manning's n) Manning's roughness coefficients are assigned to each of the 2D cells in the computation grid based on the land use classification according to [Table 4.1.](#page-0-87) Information on land use clas...
AI summary Manning's roughness coefficients are assigned to 2D cells in the computation grid based on land use classification, sourced from Nova Scotia Government open-source data and imported into RAS Mapper to account for potential future development impacts.
Table 4.1 Manning's n values based on Land Use Classification Land Use Description Manning's n Land Use Description Manning's n 0 No Data 0.04 18 Estuarine Emergent Wetland 0.04 1 Unclassified 0.04 6 Cultivated Crops 0.035 5 Developed - Op...
AI summary Table 4.1 provides Manning's n values based on different land use classifications, including categories such as estuarine wetlands, cultivated crops, and grasslands. These values are used in hydrological modeling to estimate flow resistance in various land use scenarios.
4.2 Non-Breach Hydraulic Routing A non-breach analysis was performed to define the time and maximum level of the peak flood in the forebay and downstream. The analysis used the HEC-RAS 2D model to define the inundation extents and peak flo...
AI summary A non-breach hydraulic routing analysis was conducted using the HEC-RAS 2D model to determine peak flood levels and timing in the forebay and downstream areas. The analysis focused on flood discharge controlled by a concrete overflow spillway with a sill elevation of 68.21 m.
Flood Event MFL (m) Peak Inflow (m3/s) Peak Outflow (m3/s) Overtopping ∆ (MFL-Dam Crest) (m) Q100 69.67 78.9 74.0 Yes +0.36 Q1,000 69.93 123 111 Yes +0.62 1 Q1,000 + (PMF − Q1,000) 3 70.57 267 241 Yes +1.26 2 Q1,000 + (PMF − Q1,000) 3 71.1...
AI summary Table 4.2 presents routing results for Factorydale Dam under various flood events, including Q100, Q1,000, PMF, and combinations thereof. The table includes metrics such as Maximum Flood Level (MFL), peak inflow and outflow rates, overtopping status, and the difference between MFL and dam crest elevation.
Table 4.4 Dam Breach Input Data for All Scenarios at Factorydale Dam (Dam Crest Elev. 69.31 m) Final Bottom Width (m) Final Bottom Elevation (m) Left Side Slope (xH:1V) Right Side Slope (xH:1V) Breach Weir Coefficient Breach Formation Time...
AI summary Table 4.4 presents dam breach input data for Factorydale Dam, including parameters like final bottom width, elevation, slope, and breach formation time. Section 4.4 discusses model results related to these scenarios.
Table 1 presents the caracteristics of the un-gauged watershed which is showed on figure 2. Caracteristics Comments Drainage area (km2 ) 92.3 Area of lakes and swamps (km2 ) 5.6 Percentage of lakes and swamps 6.1 Reservoir area (km2 ) 0.02...
AI summary Table 1 provides details about the un-gauged watershed, including its drainage area, lake and swamp coverage, main channel length and slope, and other hydrological characteristics. These data are used for analysis and are referenced in Figure 2.
Table 2 - Un-gauged sites consedered Station number 01DG003 01DD002 01DL001 01EJ001 Drainage area 96.9sqkm 90.8sqkm 63.2sqkm 146.0sqkm Latitude 44.85110855 45.06478119 45.58681107 44.73152924 Longitude -63.66389084 -64.6353302 -64.45069122...
AI summary Table 2 lists un-gauged sites with details such as drainage area, coordinates, active periods, and status. Station 01DG003 is highlighted as the closest to the site with the smallest drainage area, and its characteristics are further detailed in Table 3.
Table 3 - Station 01DG003 caracteristics summary Drainage area (km2 ) 96.9sqkm Area of lakes and swamps (km2 ) 2 Percentage of lakes and swamps 2 Main Channel Length (km) 15 Main Channel Average Slope 0.00856 Arrangment of lakes-swamps C R...
AI summary Table 3 summarizes the characteristics of Station 01DG003, including drainage area, lake and swamp area, main channel length and slope, and routing coefficient. The station was selected for river basin transfer due to its similarity to an un-gauged watershed.
4.3 River Basin Transfer Table 4 presents the extreme floods of the chosen station that were obtained through the software HYFRAN using a 3-Parameters lognormal regression curve. The results obtained through equation 1 are also shown in ta...
AI summary This section discusses the analysis of extreme flood data for a river basin transfer project using HYFRAN software and a 3-parameters lognormal regression curve. The data is partially routed in Lake Major watershed and will be manually routed later. The project is managed by Berwick Electric Commission.
4.1 Fetch Analysis The total fetch of the reservoir, which is used for calculation of the wind setup, is measured as the average of the 9 consecutives longest radials at 3° intervals. The total fetch measures from the control structure to...
AI summary The document describes the method for calculating total and effective fetch in a reservoir, using the average of the longest radials at 3° intervals. Effective fetch is limited by islands and is used for wave height calculations. Table 1 and Figures 1 and 2 provide supporting data.
Table 4 : Dam Characteristics Dam Characteristics Comments Type of Dam Cement Top of Dam Elevation 70.54 m 231.4 ft Top of Core Elevation 69.81 m 229.0 ft Upstream Slope - Z 2.0 m/m 6.56 ft/ft Z H : 1 V Upstream Slope - Ɵ 26.6 ° 0.46 rad A...
AI summary The document presents two tables detailing dam and wave characteristics. Table 4 outlines key dam parameters such as elevation, slope, and height, while Table 5 provides calculations related to wave characteristics, including freeboard, wave height, and wind speed. These data are critical for assessing the structural integrity and safety of the dam.
Table 6 : Runup and Setup Calculations Freeboard Normal Minimum Comments Wind Setup - S 0.05 m 0.01 m Hourly winds Surf Similarity Factor - E p 0.9 0.9 Correction Factors A 1.6 1.6 C 0 0 γr 1 1 γb 1 1 γh 1 1 Angle of Incidence - β 0 ° 0 °...
AI summary Table 6 outlines runup and setup calculations, including wind setup, surf similarity factors, correction factors, and other parameters used in hydrological analysis. The table includes normal and minimum values for various factors involved in calculating flood levels and wave runup.
Table 2: AEP Wind speeds over land calculations T Station Transfer NBCC, 2020 : Greenwood (CFB) (year) Wind pressures Wind Speeds 2 20.1 m/s 21.6 m/s 10 25.2 m/s 420 Pa 25.5 m/s 50 29.7 m/s 540 Pa 28.9 m/s 100 31.6 m/s 30.3 m/s 1000 37.9 m...
AI summary Table 2 presents calculated Annual Exceedance Probability (AEP) wind speeds over land, including wind pressures and corresponding wind speeds at different return periods. The data is used to determine Wind Stress Factors for freeboard requirements, which are detailed in Table 3.
Table 3.2 Rock Anchor Properties in Dam Sections Parameter Section A Section B Type Type B All-Thread Bar (Grout Anchor) Type A Solid Bar (Resin Anchor) Diameter 25 mm 25 mm Spacing 3,000 mm c/c 3,000 mm c/c Length 7.00 m 4.00 m Embedment...
AI summary Table 3.2 provides details on rock anchor properties in Dam Sections A and B, including type, diameter, spacing, length, embedment angle, location from the downstream toe, and post-tension load. Table 3.3 outlines material properties such as concrete strength, unit weights of concrete, rock, soil, water, and the base-rock angle of friction.
(4) Extreme Load Condition (Seismic) Horizontal Loads Name Pressure (kPa) Force (kN) Moment (kN m) Normal H2O HydrostaticNOL -48.1 -117.8 -192.4 Normal H2O HydrostaticTWN 0.0 0.0 0.0 SoilUpstream Active -23.8 -11.5 -11.1 SoilDownStream At...
AI summary The document presents a technical analysis of extreme load conditions, specifically seismic loads, on a structure. It includes tables with various load types, pressures, forces, and moments, and evaluates factors like sliding and overturning safety factors under different conditions.
- 4. Factorydale Pond Dam Dam and Spillway Modifications (Drawing Set) (Meco, 2007) Prepared by: Date: Manager:
AI summary This section of the document refers to the Factorydale Pond Dam and Spillway Modifications Drawing Set prepared by Meco in 2007. The content includes a table with fields for preparation details and a placeholder for an image, likely depicting technical drawings related to the modifications.
(1) Usual Load Condition Horizontal Loads Name Pressure (kPa) Force (kN) Moment (kN m) Normal H2O HydrostaticNOL -10.3 -5.4 -1.9 Normal H2O HydrostaticTWN 0.0 0.0 0.0 SoilUpstream Active -6.1 -0.8 -0.2 SoilDownStream Active 0.0 0.0 0.0 Soi...
AI summary The document presents tables detailing horizontal and vertical load conditions for a structure, including hydrostatic, soil, ice, mass, anchor, and uplift forces. Calculations for factors of safety, resultant forces, and eccentricity are included, with and without ice load considerations.
(2) Unusual Load Condition (IDF) Horizontal Loads Name Pressure (kPa) Force (kN) Moment (kN m) Unusual H2O HydrostaticMFL -22.2 -25.2 -19.0 Unusual H2O HydrostaticTWF 0.5 0.0 0.0 SoilUpstream Active -6.1 -0.8 -0.2 SoilDownStream Active 0.0...
AI summary The text presents tables detailing unusual load conditions, including horizontal and vertical loads, pressures, forces, and moments for different scenarios such as Unusual Load Condition (IDF) and Unusual Load Condition (Temperature / Wave). It includes calculations for factors of safety and other engineering metrics.