B-1-(i)Appendix 1 - HSV-2024-043-CA01 Condition assessment - Factorydale
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CONDITION ASSESSMENT and COSTED OPTION ANALYSIS: Factorydale Turbine Project – Berwick Electric Commission
AI summary The document introduces a condition assessment and costed option analysis for the Factorydale Turbine Project under the Berwick Electric Commission. No detailed arguments, costs, or specific findings are disclosed in the provided text.
Document Number (Hysovent) HSV-2024-043-CA01 Title Condition Assessment and costed option analysis: Factorydale turbine project Customer Town of Berwick – Berwick Electric Commission Prepared by (Main Contributor) Javier Ojeda, P.Eng. Addi...
AI summary The document outlines a condition assessment and costed option analysis for the Factorydale turbine project, prepared by Javier Ojeda and other contributors for the Town of Berwick – Berwick Electric Commission. It is a final draft dated September 20, 2024.
6.2.1 Option A – Like for Like replacement90 6.2.2 Option B – New unit99 6.2.3 Option C – Full Decommissioning113 6.3 Summary - costed option analysis115 CONCLUSION116 Appendix 1 – Metallography and Metallurgical Study of the wicket gates1...
AI summary The document outlines three options for handling an asset: Like for Like replacement, New unit installation, and Full Decommissioning, followed by a summary of the costed option analysis and several appendices related to technical studies and risk assessments.
EXECUTIVE SUMMARY This report presents a comprehensive condition assessment and costed option analysis for the Factorydale Hydropower Plant, under the management of Berwick Electric Commission. The evaluation focuses on critical components...
AI summary This report assesses the Factorydale Hydropower Plant's critical components, identifying the turbine's irreparable damage and recommending replacement. The generator, though recently serviced, requires ongoing monitoring. Three costed options—replacement, new unit installation, or decommissioning—are proposed for investment decisions.
1.1.2 Operational History The community has operated a hydroelectric generating system on the South Branch Annapolis River since 1921, prior to its incorporation as the Town of Berwick in 1923. Previously, dams upstream from the present da...
AI summary The Berwick hydroelectric plant, operational since 1921, has undergone multiple upgrades, including a 1968 expansion with a 520 kVa generator. Technical issues such as misalignment, cavitation, and structural failures in the draft tube and turbine have been documented over decades, with some repairs remaining unresolved.
SECTION 2 - CONDITION ASSESSMENT METHODOLOGY
AI summary Section 2 outlines the methodology for condition assessment, focusing on evaluating infrastructure or asset conditions to inform regulatory decisions. The section establishes criteria and processes for assessing the state of assets, ensuring alignment with regulatory standards and operational requirements.
Wicket gate 08 Figure 18: Wicket gate 08, half attached to the pivot shaft Figure 19: Wicket gate 8, half attached to the control link Of all the Wicket Gates, this one, and the missed number 14, are key to understanding one of the causes...
AI summary Wicket Gate 08 failed due to an impact that broke the gate into two pieces, leaving the bronze control link intact. The link's design as a 'mechanical fuse' allowed it to remain in place, while the gate's casting quality, previously discussed in metallurgical tests, is highlighted as a contributing factor.
Table 16: HydroAMP – Circuit Breaker Data Quality Scoring Circuit Breaker Data Quality Scoring Results Data Quality Indicator Score Al Tier 1 inspections, tests and measurements were completed within the normal testing frequency and the re...
AI summary The document presents a scoring system for evaluating the data quality of circuit breaker inspections and maintenance. It outlines different scoring levels based on the timeliness and reliability of inspection results and comparisons with short circuit study results. The lowest score is assigned when inspections are significantly overdue or data integrity is questionable.
3.7.2 Condition Indicator 2 – Physical Condition of Gates/Valves Gates and valves are evaluated separately.
AI summary This section discusses Condition Indicator 2, which evaluates the physical condition of gates and valves separately. It outlines the importance of assessing these components individually to ensure accurate evaluations.
Large areas of corrosion on leaf/plug and water passage; coating is less than adequate; seals and seats have some damage with minor leakage; bearing/pivot point lubrication is in adequate condition; the bypass has moderate corrosion; valve...
AI summary The document discusses the condition of intake gates and pressure relief valves, noting corrosion, inadequate coatings, and leakage. The intake gate is scored 2, while the pressure relief valve is initially scored 3 but adjusted to 2 due to infrequent exercise.
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 43: Emergency Closure Gates & Valves Condition Summary Tier 1 Emergency Closure Gates & Valves Condition Summary (For instructions on indicator scoring, please refer to condition assessment guide) No. Condition Indicator Score × Weig...
AI summary Table 43 provides a condition summary for Tier 1 emergency closure gates and valves, with scores and weighting factors for various indicators such as age, physical condition, operations history, and maintenance. A total score of 5 indicates the need to continue operations but reevaluate O & M practices and schedule a Tier 2 assessment within 4 years, as recommended by HydroAMP.
Table 44: HydroAMP - Emergency Closure System Data Quality Indicator Scoring Emergency Closure System Data Quality Indicator Scoring Data Quality Years Since Last Condition Assessment Indicator Score < 8 years 10 ≥ 8 and < 17 years 7 ≥ 17...
AI summary The table outlines a scoring system for the data quality of emergency closure systems based on the years since the last condition assessment. A score of 4 is assigned for systems with ≥17 and <25 years since the last assessment. The text notes that a score of 4 was selected, assuming a condition assessment was conducted before installing a new penstock to ensure water control during construction.
3.9.1 Ground floor level: From the civil point of view, this floor is in very good condition. Walls, made of concrete blocks, are in very good shape, with no visible cracks. The floor, concrete as well, is in very good condition. Figure 39...
AI summary The ground floor level shows concrete walls and floors in very good condition with no visible cracks. Columns are intact, but the crane's partial painting and an unused welded beam raise questions about their purpose and initiation. The generator's concrete base is in good condition with minor wear.
3.9.2 Building annex: Figure 42: Building annex This annex was built recently apparently, but we don't have the records of when that was done. Most definitely the construction was performed very professionally, and the design was done by e...
AI summary The Building annex was constructed recently, though records of its completion are missing. The construction was executed professionally by engineers, and no structural issues were identified during the assessment. Visual documentation accompanies the description.
3.9.7 Dam Inspection We had the opportunity to do a walkdown on the dam. Some of our observations: Figure 56: Dam Access points are unsafe The first observation is that it is not very safe to access the dam itself. From the west side, the...
AI summary The dam inspection highlights unsafe access points, debris accumulation, and maintenance needs. Stairs on the west side are obstructed by debris and vegetation, while the east side lacks proper steps for safe access. The trash rack is heavily clogged, and debris covers the dam, requiring cleaning. The rip rap and penstock show good external conditions, but internal inspections are recommended.
SECTION 4 - RISK ASSESSMENT In conducting the risk assessment for the hydroelectric plant, we systematically evaluated the potential risks associated with each major component of the facility. This process involved identifying operational,...
AI summary The risk assessment for the hydroelectric plant evaluated potential risks across operational, mechanical, electrical, safety, and environmental areas. The assessment was deferred for civil structures, circuit breakers, and transformers due to lack of information or scope limitations. A matrix based on impact and likelihood was used to evaluate risks.
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 1.1.8 Pitting Co...
AI summary The document highlights two high-priority risks related to infrastructure: pitting corrosion on blade surfaces due to stagnant water and debris, and delayed maintenance of turbine seals leading to potential failure. Both risks are addressed with specific mitigation measures such as focused inspections, use of corrosion-resistant materials, and strict maintenance schedules.
CONCLUSION The condition assessment of the Factorydale Hydropower Plant reveals that while certain components remain operational, the plant's overall health is compromised by aging infrastructure and significant damage to critical componen...
AI summary The Factorydale Hydropower Plant requires urgent turbine replacement due to aging infrastructure and critical damage. While a generator rewind extends its lifespan, ongoing maintenance is vital. Three options are proposed: like-for-like turbine replacement, installing a modern unit, or decommissioning. The report advocates turbine replacement for continued efficient operation.
e 5 O1 T etched microstructure showing pearlite, phosphides 500x Figure 6 O2 T etched microstructure showing pearlite, phosphides 500x The presence of phosphides weakens the microstructure along with the ferrite and larger graphite that is...
AI summary The document discusses microstructural analysis of materials, noting that phosphides and graphite in wicket gate materials reduce strength. It includes a structural review of the Factorydale Electrical Plant by HYSOVENT Sustainable Engineering, addressing concerns raised by J. Scott MacIntyre, P.Eng.
Option 2 – New Leffel Gate Case Assembly Supply new parts and assembly as follows: runner, wicket gates, curb plate, head cover, shaft, thrust bearing, guide bearing. Removal and reinstallation of the existing generator. On-site machining...
AI summary Option 2 involves replacing Leffel Gate Case components with a $900,000 USD budget, including parts like runner and wicket gates. Payment terms include staged disbursements (15%, 30%, 25%, 20%, 10%) and a 10-12 month delivery timeline. Freight costs of $10,000 USD are recommended.
RISK ASSESSMENT Risk Number System Component Risk Scenario Description Likelihood (1-5) Impact (1- 5) Risk Level (Likelihood x Impact) Mitigation Measures 1.1.8 Turbine Turbine Runner and blades Pitting Corrosion Localized corrosion leadin...
AI summary The document outlines three risks related to turbine runner and blade degradation, including pitting corrosion, galvanic corrosion, and erosion from sediment and debris. Each risk is assessed based on likelihood, impact, and risk level, with mitigation measures proposed to address the issues.
B-3-(i)Appendices - Redacted
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2024 DAM SAFETY REVIEW Factorydale Dam Berwick, NS Draft Revision 0 December 19, 2024 Meco Project Number: 10777
AI summary This document outlines the 2024 Dam Safety Review for the Factorydale Dam in Berwick, Nova Scotia, with a focus on the Meco Project Number 10777. It is a draft version, Revision 0, dated December 19, 2024.
2024 DAM SAFETY REVIEW
AI summary The document outlines the 2024 Dam Safety Review, focusing on the assessment and evaluation of dam infrastructure to ensure safety and compliance with regulatory standards.
EXECUTIVE SUMMARY Mitchelmore Engineering Company Ltd., (Meco) has performed the 2024 Dam Safety Review of the Factorydale Dam, located near Berwick, NS. The system has one (1) powerhouse with an installed capacity of 4.1 MW and a rated he...
AI summary The 2024 Dam Safety Review of the Factorydale Dam by Mitchelmore Engineering Company Ltd. indicates that the dam, with a reservoir storage capacity under 30,000 m³, does not meet the criteria of a dam under CDA Guidelines. The review suggests a lower consequence classification (from High to Significant) due to reduced flood risks and recommends integrating dam safety management into existing structures.
Structure Name Previous Recommended Recommended Recommended Classification Classification IDF EDGM Factorydale Dam and Spillway High Significant Q 1,000 (123 m 3 /s) AEP 1,000 (PGA 0.046g) Factorydale Dam and Spillway was evaluated based o...
AI summary The Factorydale Dam and Spillway were assessed on August 8, 2024, and found to be in Fair condition with minor deficiencies. The evaluation included a visual inspection and review of design adequacy, and no imminent failure was observed.
A design adequacy check was completed to a preliminary level. Hydraulic routing of the inflow hydrology estimated the maximum flood level (MFL) during the IDF is elevation 69.93 metres, which is 1.72 metres of surcharge at the spillway and...
AI summary A design adequacy check confirmed the dam's compliance with standards, even though it will frequently overtop. The only vulnerable area is a low-head section at the right abutment that was not post-tensioned as planned in 2008.
[Appendix A](#page-0-23) CDA Guidelines Excerpt Appendix B Dam Safety Inspection Report Appendix C Hydrotechnical Assessment Appendix D Concrete Stability Assessment Appendix E Glossary of Terms
AI summary The document includes various appendices related to dam safety and hydrotechnical assessments, such as guidelines from the Canadian Dam Association, inspection reports, and assessments of concrete stability.
1 INTRODUCTION Acting on the authorization of the Berwick Electric Commission (BEC), Mitchelmore Engineering Company Ltd., (Meco) has performed the 2024 Dam Safety Review (DSR) of Factorydale Dam, located near Berwick, NS. The work was com...
AI summary Mitchelmore Engineering Company Ltd. conducted the 2024 Dam Safety Review of Factorydale Dam under the authorization of the Berwick Electric Commission, following a request for proposal and submission of their proposal in June 2024.
3.1 WATERSHED Factorydale Dam controls a catchment area of approximately 92.3 square kilometers with some regulation at South River Lake Dam, Burnt Flowage, and Randall Canal. This watershed area was previously measured as 88.7 km2 with th...
AI summary Factorydale Dam controls a 92.3 km² catchment area, with some regulation from other structures. The area was previously measured as 88.7 km², likely due to more accurate LiDAR mapping. Potential additional runoff from Randall Lake via the Randall Canal may add 20% to the watershed, though the impact is uncertain. Flood modelling excludes some control structures.
3.2 INFLOW DESIGN FLOOD Probabilistic and deterministic methods of analysis were completed to estimate flood inflow events up to a probable maximum flood (PMF). Probabilistic analysis used a single-station transfer method and a rainfall-ru...
AI summary Probabilistic and deterministic methods were used to estimate flood inflow events up to the probable maximum flood (PMF). The HEC-HMS model was employed for probabilistic analysis, including rainfall-runoff and single-station transfer methods, to approximate flood inflow with an annual exceedance probability up to 1,000 years.
3.2.1 SOURCES OF DATA Rainfall data recorded by Environment Canada at CFB Greenwood, Station ID# 8202000, with continuous data from 1953-2024, was selected as the preferred source of data for rainfall. Environment Canada does not publish e...
AI summary The document discusses the sources of rainfall and hydrology data used for inflow analysis. Environment Canada's rainfall data and the Water Survey of Canada's (WSC) flow data are highlighted, with specific mention of the use of Meco to develop IFD curves and the selection of a WSC site for hydrology analysis.
3.2.2 INFLOW HYDROLOGY Peak inflow for events with an AEP of 100-, 1,000- year and during the PMP were generated for the different methods. There was variability with the different methods, but all methods provided comparable results. The...
AI summary The document discusses the peak inflow for various flood events at Factorydale Dam, including 100-year, 1,000-year, and PMP events. It notes that the recommended design peak inflow for a 1,000-year event is 123 m3/s, a minor change from the current IDF of 126 m3/s. The flood hydrograph and peak reservoir levels are referenced in figures and tables.
4.1.3 OPERATIONS, MAINTENANCE & SURVEILLANCE The BEC does not have any policies or procedures grouped in an operations, maintenance and surveillance (OMS) manual at Factorydale Dam. But there are standard practices that operators follow in...
AI summary The BEC lacks an OMS manual at Factorydale Dam, relying on standard practices that need documentation for safety. Issues include limited understanding of upstream controls, discontinuous lake level monitoring, lack of debris monitoring, and undefined TARP levels. Independent verification of inspections is recommended to ensure dam safety.
4.2 DAM CLASSIFICATION The classification system of the CDA Guidelines is described in Appendix A. The consequence classification defines the standard of care for a dam owner and is evaluated based on the consequences of a dam failure with...
AI summary The document discusses the reclassification of Factorydale Dam from High to Significant consequence classification based on an evaluation of potential risks from dam failure. The assessment considers life safety, economic impacts, and environmental factors, concluding that economic risks from highway and bridge washouts primarily influence the classification. The recommended IDF and EDGM are both set to a 1,000-year annual exceedance probability.
4.3 CONDITION ASSESSMENT A dam safety inspection (DSI) was performed on August 8, 2024. Weather conditions were favorable and all exterior parts of the dam were observed. The spillway was operating during the inspection and the conveyance...
AI summary A dam safety inspection was conducted on August 8, 2024, revealing the Factorydale Dam and Spillway to be in Fair condition with no major structural deficiencies. Notable issues include seepage, debris accumulation, vegetation overgrowth, and limited public safety infrastructure.
A design adequacy review is completed to a preliminary level, as defined in Appendix A. Design Criteria for the structures are summarized in [Table 4.2.](#page-0-18) Structure Name FSL (m) IDF (m3/s) MFL (m) Crest (m) EDGM Factorydale Dam...
AI summary A preliminary design adequacy review has been conducted, with design criteria for structures summarized in Table 4.2, which includes details such as Freeboard Level (FSL), Intensity-Duration-Frequency (IDF), Maximum Flood Level (MFL), Crest Level, and Earthquake Design Ground Motion (EDGM).
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.
4.4.1 FREEBOARD ANALYSIS Freeboard analysis is presented in detail in Appendix C. Wave characteristics and freeboard values are summarized in [Table 4.3.](#page-0-0) At the left rockfill abutment, wave runup is not expected to overtop the...
AI summary The freeboard analysis discusses potential overtopping of the concrete core wall and dam during recommended intensity-duration-frequency conditions, noting that the core wall is on bedrock and may withstand some overtopping, while the maximum flood level overtops the rest of the dam.
Table 4.3 Freeboard Analysis Results Parameter Rockfill Abutment Concrete Dam Normal Minimum Normal Minimum Significant Wave, Hs (m) 0.47 0.28 0.47 0.28 Set-up (m) 0.05 0.01 0.03 0.01 Run-Up (m) 0.98 0.55 - - Required Freeboard (m) 1.03 0....
AI summary The table presents freeboard analysis results for a rockfill abutment and concrete dam, showing that the available freeboard for the left dam section is inadequate as the MFL is higher than the entombed parapet by +0.12 metres.
4.4.2 CONCRETE STRUCTURES The concrete dam is a post-tensioned gravity dam with an ogee overflow spillway. Where the dam is less than 1.5 metres high, vertical rockbolt type anchors (Section A) are installed to stabilize the dam. Where the...
AI summary The concrete dam is a post-tensioned gravity dam with an ogee overflow spillway. Vertical rockbolt anchors are used for sections less than 1.5m high, while single-corrosion protection anchors are used for sections over 1.5m high. A section of the dam less than a metre high at the right abutment is not post-tensioned and does not comply with CDA Guidelines.
Table 4.4 Results of Sliding Stability Analysis Load Condition Required Factor of Factor of Safety Safety Section A (SCP Anchor) Section B (Rockbolts) Spillway Usual 1.5 1.9 1.8 2.1 Usual (No Ice) 1.5 3.2 22 3.1 Unusual (Flood) 1.3 1.7 4.9...
AI summary The stability analysis of the dam and spillway shows compliance with CDA guidelines under usual, unusual, and extreme load conditions. Sensitivity analysis highlights potential risks if rock anchors relax or the concrete-bedrock interface deteriorates, but no current signs of these issues were observed. Some areas of the dam remain at risk due to lack of post-tensioning.
4.5 DEFICIENCIES AND RECOMMENDED MITIGATION Three (3) categories of deficiencies were observed: 1) Physical Deficiencies; 2) Design Adequacy Deficiencies; and 3) Management Deficiencies. Each was assigned a priority and an associated urgen...
AI summary The text identifies three categories of deficiencies—Physical, Design Adequacy, and Management—each assigned a priority and urgency based on the Dam Safety Inspection Report. A table excerpt is referenced for further details.
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.
Table 4.8 Design Adequacy Deficiencies at All Dams Location Priority Defect Recommended Mitigation Right Abutment Medium Vertical Rock Anchors required to post tension the concrete were not installed Consider entombing the concrete with ro...
AI summary Table 4.8 outlines design adequacy deficiencies at various dam locations, including issues such as missing rock anchors, uninstalled timber parapets, and unknown runoff magnitudes. Each entry includes the priority level and recommended mitigation measures.
4.5.3 MANAGEMENT DEFICIENCIES Management deficiencies identified during the 2024 Dam Safety Review and their corresponding recommended mitigation are summarized in [Table 4.9.](#page-0-36) There are four (4) notable design adequacy deficie...
AI summary The 2024 Dam Safety Review identified four design adequacy deficiencies, with two classified as high priority and three as medium priority, along with recommended mitigation strategies.
Dam Previous Recommended Recommended Recommended Classification Classification IDF EDGM Factorydale Dam and Spillway High Significant AEP1,000 (123 m3/s) AEP 1,000 (PGA 0.046g) Within its governance framework, the goal of dam safety manage...
AI summary The document discusses the integration of dam safety management into existing structures for the Berwick Electric Commission (BEC), emphasizing compliance with CDA Guidelines. It highlights the need to establish target action response plan (TARP) water levels and conduct public safety risk assessments.
APPENDIX A CDA Guidelines Excerpt
AI summary This document provides an excerpt from the CDA Guidelines, which are relevant to engineering and infrastructure projects. It includes technical terms and references to organizations and standards involved in the process.
TECHNICAL MEMORANDUM– CDA GUIDELINES Project: 2024 Dam Safety Review Factorydale Hydroelectric Development Subject CDA Dam Safety Review Synopsis Author: Perry Mitchelmore, P.Eng. Date: December 10, 2024 The purpose of this Technical Memor...
AI summary This technical memorandum summarizes the application of the Canadian Dam Association (CDA) Dam Safety Guidelines to the 2024 Dam Safety Review for the Factorydale Hydroelectric Development. The CDA Guidelines provide a non-prescriptive framework for assessing dam safety, including classification based on failure consequences, condition assessments, design adequacy evaluations, and management practices.
DAM CONSEQUENCE CLASSIFICATION The CDA Guidelines recommend dam structures be classified based on reasonably foreseeable incremental consequences of failure at the dam. The incremental consequences of failure are those directly resulting f...
AI summary The CDA Guidelines recommend classifying dams based on the incremental consequences of failure, focusing on third-party impacts such as life safety, environmental and cultural impacts, and infrastructure and economic impacts, without considering the probability or structural integrity of the dam.
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).
INFRASTRUCTURE AND ECONOMICS Infrastructure and economic losses used in determining the consequence of a dam failure include only damage to third‐party property, facilities, other utilities and infrastructure. Damage to the dam owner's pro...
AI summary The document discusses infrastructure and economic losses from dam failures, focusing on third-party damages and excluding the dam owner's property unless requested. It also outlines economic risks for the Berwick Electric Commission, such as litigation costs and lost revenue, and mentions the use of risk management tools like insurance. The CDA Guidelines do not specify consequence limits, but Ontario Guidelines adjusted for inflation are referenced for assessment.
Table 3 Environmental and Cultural Values Consequence Factors Dam Class Environmental and Cultural Values Consequences Low Minimal Short Term Loss. No long term consequences. Significant No significant Loss/Deterioration of - important fis...
AI summary The document presents two tables categorizing the environmental, cultural, and economic consequences of dam failures based on dam class. It outlines potential losses and restoration feasibility for each class, with monetary thresholds for economic consequences.
EXTERNAL STABILITY External erosion through slope instability was assessed using working stress design to determine a factor of safety near the highest section, using geometry from the drawings provided. Three (3) loading conditions are sp...
AI summary The assessment of external erosion through slope instability used working stress design to determine a factor of safety near the highest section, based on provided geometry. Three loading conditions were specified for both static and seismic assessments, as detailed in Tables 6 and 7.
FREEBOARD The freeboard requirement is a function of the type of structure. For concrete dams and other rigid structures that can withstand overtopping without erosion, the freeboard requirement can be based on economic analysis provided t...
AI summary The freeboard requirement for dams depends on the structure type. Concrete dams can use economic analysis for freeboard, while embankment dams require more stringent requirements based on wave effects and wind events. Wind data and guidelines are used to calculate wave heights and freeboard allowances.
1.1 Previous Condition Assessments The dam has not undergone a condition assessment since its reconstruction in 2008. During the 2008 construction, twenty-seven (27) post tensioned anchors were installed along the length of the dam, the sp...
AI summary The dam has not had a condition assessment since its 2008 reconstruction. Key upgrades included the installation of post-tensioned anchors, resurfacing of the spillway, and a concrete cutoff wall. A horizontal crack repair was completed in 2009, and the penstock intake was dewatered during inspection.
Deficiencies are ranked based on Meco's priority system. [Table 1.1](#page-0-45) defines the priority rankings and the recommended timeline to rectify the deficiency. Priority Recommended Timeline Very High ≤ 1 year High > 1 year and ≤ 3 y...
AI summary Deficiencies are ranked using Meco's priority system, with Table 1.1 outlining the priority levels and corresponding timelines for rectification, ranging from ≤ 1 year for 'Very High' to > 10 years for 'Very Low'.
2 CONDITION ASSESSMENT Overall, Factorydale Dam is in Fair condition, with minor deficiencies, but should continue to operate for the intended purpose. The concrete dam and spillway was in Fair condition. There is some spalling on the 2008...
AI summary Factorydale Dam is in Fair condition with minor deficiencies, including spalling, seepage, and debris accumulation. Some structural elements are in good condition, but there are concerns about overtopping and lack of public safety measures. The BEC has not completed a PSAD risk assessment, and the dam lacks signage or barriers to prevent public access.
2.1 Deficiencies and Recommendations Deficiencies identified during the 2024 Dam Safety Inspection and their corresponding recommended mitigation for Factorydale Dam are summarized in [Table 2.1.](#page-0-47) Photo # refers the number in t...
AI summary The 2024 Dam Safety Inspection identified deficiencies at Factorydale Dam, including floating debris in the reservoir and vegetation growth near the dam. Recommendations include developing a debris management plan with a debris boom and implementing an annual vegetation management plan.
Photo # Location Priority Defect Recommended Mitigation 14 Catwalk Medium Loose nut on catwalk plate, second pier from left (looking downstream) Secure nut properly to baseplate 20 Right Dam Section High Overtopping at the right dam sectio...
AI summary The document outlines various structural issues and recommended mitigations for a dam and associated infrastructure, including loose nuts, seepage, erosion, and public access risks. Priority levels are assigned to each issue, and mitigation strategies are proposed.
Table 3.1 2024 DSI Recommended Condition Rating Condition Rating Component Not Observed Good Fair Poor Unsatisfactory Post-Tensioned Concrete Gravity Dam ✓ Concrete Ogee Spillway ✓ Abutments ✓ Penstock ✓ Sluice Gate ✓ Public Safety ✓ 4 CON...
AI summary Table 3.1 presents the 2024 DSI Recommended Condition Rating for various components of a dam and related infrastructure. The table indicates that the Post-Tensioned Concrete Gravity Dam, Abutments, Sluice Gate, and Public Safety are rated as 'Fair,' while the Concrete Ogee Spillway is rated as 'Good' and the Penstock is rated as 'Good.' The conclusion section summarizes the findings from the condition rating.
For Immediate action; • Floating debris was observed to impede spillway discharge. A debris management plan that may include a debris boom is required to ensure full operational capacity for the inflow design flood.
AI summary Floating debris was observed to impede spillway discharge, necessitating a debris management plan, potentially involving a debris boom, to ensure full operational capacity during the inflow design flood.
High Priority action; - The vegetation should be cleared periodically for better inspection of the abutments and downstream face of the right dam section. - A Public Safety Around Dams (PSAD) risk assessment is required to form the basis o...
AI summary The text outlines high-priority actions for dam safety, including periodic vegetation clearing, conducting a Public Safety Around Dams risk assessment, and installing a timber parapet as part of a 2008 remedial design.
ATTACHMENT A Inspection Reports Project:10777Date:08AUG2024Location:Aylsford, NSWeather:Sunny 20°CStructure:Factorydale DamComments:High ConsequenceInspector:O. MoylesStructure
AI summary This document includes inspection reports for the Factorydale Dam in Aylsford, NS, conducted on August 8, 2024, under sunny weather conditions at 20°C. The inspection was carried out by Inspector O. Moyles and categorized as a high-consequence structure.
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.
Table 3.3 Peak Runoff for RBTM, HEC-HMS and Previous Hydrotechnical Assessment for Factorydale Return Period (years) River-Basin Transfer (m3/s) HEC-HMS (��/�) 2011 Hyd. Assessment (m3/s) [1] 2 29.6 15.63 100 75.6 78.9 1,000 101 123 125 [1...
AI summary Table 3.3 compares peak runoff values from different methods for Factorydale, including River-Basin Transfer (RBTM), HEC-HMS, and a 2011 hydrotechnical assessment. The values are presented for return periods of 2, 100, and 1,000 years.
4.1.4 Initial Conditions and Breach Trigger Time For all events, the initial water level was set at Full Supply Level (FSL), the concrete sill of the spillway. Analysis was performed assuming all stoplogs are removed before the storm event...
AI summary The initial water level for all events was set at Full Supply Level (FSL), with stoplogs removed before the storm. The FwF scenario involved a sudden dam breach, while FiF events had breaches triggered one hour before peak water levels to align with Maximum Flood Levels.
4.3 Dam Breach Parameters In dam safety engineering, understanding the potential breach development characteristics is paramount for risk assessment and emergency planning. The following table outlines breach development guidelines for var...
AI summary This section discusses the importance of understanding dam breach parameters in dam safety engineering for risk assessment and emergency planning. It outlines breach development guidelines for various dam types and references standards from agencies like USACE, FERC, and NWS.
Table 4.3 Dam Breach Development Guidelines by Dam Type and Regulatory Agency Dam Type Average Breach Width (Bave) Horizontal Component of Breach Side Slope (H) (H: V) Failure Time (tf) (hours) Agency Earthen/Rockfill (0.5 to 3.0) x HD (1....
AI summary Table 4.3 outlines dam breach development guidelines by dam type and regulatory agency. It provides parameters such as breach width, slope, and failure time for different dam types including earthen, rockfill, concrete gravity, concrete arch, and slag/refuse. The table references USACE, FERC, and NWS as regulatory agencies.
4.4.2 Failure at Factorydale Dam/Spillway Dam breach results are shown in [Table 4.5.](#page-0-79) The results compare Factorydale Dam's performance under two primary scenarios: Fir-weather Failure and Flood-induced Failure. Each scenario...
AI summary The text discusses the results of dam breach simulations at Factorydale Dam under two scenarios: Sunny Day Failure and Rainy Day Failure. It highlights the rapid failure times and the significant increase in peak breach flow rates and outflow volumes during different flood events, including the AEP100 and PMF scenarios.
Parameter Sunny Day Overtopping QPiping (m3/s) Q100 (m3/s) Q1000 (m3/s) Q1/3 (m3/s) Q2/3 (m3/s) QPMF (m3/s) QBr (m3/s) 37.6 162 206 320 452 586 tBr (hr) 0.17 0.17 0.17 0.17 0.17 0.17 TTP (hr) 0.17 0.17 0.17 0.17 0.17 0.17 Total Outflow Vol...
AI summary This section discusses consequence classification evaluation, focusing on parameters such as flow rates, breach times, and total outflow volumes following a breach initiation. The data presented includes various scenarios such as Sunny Day, Overtopping, and different flow rates (QPiping, Q100, Q1000, Q1/3, Q2/3, QPMF).
6 FREEBOARD As per the CDA Guidelines: - Normal Freeboard No overtopping by 95% of the waves caused by the most critical wind with a frequency of 1:1,000 year when the reservoir is at its maximum normal elevation. - Minimum Freeboard Overt...
AI summary The document discusses freeboard requirements for Factorydale Dam, referencing CDA guidelines, wind speed data from Environment Canada, and the use of the US Shore Protection Manual and USBR Design Standard No. 13. It outlines the calculation of significant wave heights, the impact of shoals on wave height, and freeboard deficiencies identified during normal and flood conditions.
Table 6.1 Freeboard Results Factorydale Dam - Entombed Left Wall Factorydale Dam - Vertical Concrete Dam Parameter Normal (m) Minimum (m) Normal (m) Minimum (m) FSL 68.21 " " 68.21 " " MFL (AEP1,000) 69.93 " " 69.93 " " Top of Dam 70.54 "...
AI summary Table 6.1 presents freeboard results for Factorydale Dam, comparing normal and minimum freeboard values for different sections of the dam. The results indicate that the available freeboard is adequate for the vertical concrete dam section but not for the entombed left wall section.
3. Methodology The first step of this methodology is to find a hydrometrical station located on a watershed that is similar to the un-gaged watershed for which the extreme floods are needed. It should be noted that for better reliability,...
AI summary This section outlines a methodology for estimating extreme floods in un-gaged watersheds by using data from similar gaged watersheds. A statistical analysis with HYFRAN software is used, and a transfer equation is applied to extrapolate flood data.
Calculation Report - Freeboard Analysis Factorydale Dam - Entombed Left Wall Vertical Concrete Dam Factorydale Dam - Parameter Normal (m) Minimum (m) Normal (m) Minimum (m) FSL 68.21 " " 68.21 " " MFL 69.93 " " 69.93 " " Dam Crest 70.54 "...
AI summary The Freeboard Analysis for Factorydale Dam evaluates the adequacy of freeboard for both the entombed left wall and vertical concrete dam sections. The analysis shows that while the entombed left wall has adequate freeboard, the vertical concrete dam does not meet the required freeboard levels under minimum conditions.
1. Purpose To present Meco's calculations details to determine freeboard requiremens for Factorydale Dam, which has been assigned a failure consequence of Significant.
AI summary The purpose of the document is to present Meco's calculations to determine the freeboard requirements for Factorydale Dam, which has been assigned a failure consequence classification of Significant.
4.2 Wind Speed and Wind Stress Factor The wind speeds recorded at Greenwood Airport by EC were all reviewed and analysed but the data quality was found lacking. Wind speeds at the dam site are calculated from the wind pressures provided in...
AI summary Wind speeds at Greenwood Airport, recorded by Environment Canada, were found to have poor data quality. Wind speeds at the dam site are calculated using wind pressure data from the National Building Code of Canada (2020), specifically the pressure from Greenwood (CFB), as detailed in Table 2.
Table 4 presents the relevant dam characteristics and assumpations used for freeboard calculations and Table 5 presents the Wave Characteristics Calculations. Client : Berwick Electric Commission Reviewed by : Perry Mitchelmore, P.Eng Obje...
AI summary The document presents tables related to dam characteristics and wave calculations for the Factorydale Freeboard Analysis, prepared by the Berwick Electric Commission and reviewed by Perry Mitchelmore, P.Eng, on December 17, 2024.
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 7 : Results Summary Units Required Normal Freeboard 1.03 m Existing Normal Freeboard 2.3 m Required Minimum Freeboard 0.56 m Existing Minimum Freeboard -0.12 m Factorydale Dam is not meeting the minimum freeboard requirement.
AI summary Table 7 summarizes the freeboard requirements for Factorydale Dam. The required minimum freeboard is 0.56 meters, but the existing minimum freeboard is -0.12 meters, indicating that the dam is not meeting the minimum freeboard requirement.
3. General Information Freeboard at a dam is the vertical distance between the still pool reservoir level and the crest of the dam. The purpose of freeboard is to limit the likelihood of overtopping the dam by waves, including consideratio...
AI summary The text explains the concept of freeboard at dams, distinguishing between normal and minimum freeboard. It outlines the criteria for ensuring dam safety against overtopping by waves and other factors, referencing the Canadian Dam Association (CDA) guidelines from 2007. The distinction is based on different water levels and wind conditions, with specific AEP values for different consequence classifications of dams.
Table 3: Wind Stress Factor Calculations - Not adjusted for critical duration Chosen wind speed methodology Transfer Dam Consequence Classification Significant Freeboard Normal Minimum U land 37.9 m/s 25.2 m/s U water 45.5 m/s 30.2 m/s U A...
AI summary Table 3 outlines wind stress factor calculations for a dam with significant consequence classification, presenting wind speeds for land, water, and A under normal and minimum freeboard conditions. Section 4.3 discusses freeboard considerations.
Table 6 : Runup and Setup Calculations Freeboard Normal Minimum Comments Wind Setup - S 0.03 m 0.01 m Hourly winds Surf Similarity Factor - E p 1.0 1.9 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 provides runup and setup calculations, including wind setup, surf similarity factors, correction factors, and runup values. These calculations are essential for assessing flood risks and designing infrastructure to withstand potential water levels.
2.0 ANALYSIS CRITERIA Analysis was performed using standards-based analysis (SBA) in the framework of the Canadian Dam Association (CDA) guidelines. The SBA method prescribes rigid body mechanics for overturning and sliding in two-dimensio...
AI summary The analysis of dam structures was performed using standards-based analysis (SBA) under the Canadian Dam Association (CDA) guidelines. Various load conditions, including dead, hydrostatic, ice, uplift, and earthquake loads, were evaluated. The study considered usual, unusual, and extreme load combinations, and the impact of anchors on structural stability was discussed.
3.1 FACTORYDALE GRAVITY DAM Factorydale Dam is a post-tensioned, concrete gravity structure spanning a total length of 94.3 metres. The dam has a narrow crest, a vertical upstream face and a downstream slope of 1H:1.45V. There is an ogee s...
AI summary The Factorydale Gravity Dam is a concrete structure with post-tensioned anchors for stability, including Type A and Type B anchors. The 2008 design called for full post-tensioning, but some anchors were not installed, potentially affecting stability during floods and ice loading. Geometric and material properties are detailed in tables and drawings from Mitchelmore Engineering Company Ltd.
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.
Table 3.5 Overturning Stability Analysis Results Loading Condition Maximum Allowable Eccentricity (m) Calculated Eccentricity (m) Pass/Fail Usual 0.68 0.67 Pass Usual (No Ice) 0.68 -0.38 Pass Unusual (Flood) 1.36 0.32 Pass Unusual (Wave) 1...
AI summary Table 3.5 presents overturning stability analysis results for various loading conditions, including usual, unusual (flood and wave), and extreme (earthquake) scenarios. All conditions show a pass status, indicating that the calculated eccentricity values are within the maximum allowable limits.
Table 3.6 Sliding Stability Analysis Results Loading Condition Required Factor of Safety Calculated Factor of Safety Pass/Fail Usual 1.5 1.75 Pass Usual (No Ice) 1.5 22.4 Pass Unusual (Flood) 1.3 4.89 Pass Unusual (Wave) 1.3 13.3 Pass Extr...
AI summary Table 3.6 presents the results of a sliding stability analysis under various loading conditions, showing that all scenarios passed the required safety factors. The analysis complies with CDA guidelines for overturning stability.
Table 3.7 Overturning Stability Analysis Results Loading Condition Maximum Allowable Eccentricity (m) Calculated Eccentricity (m) Pass/Fail Usual 0.31 0.16 Pass Usual (No Ice) 0.31 -0.24 Pass Unusual (Flood) 0.62 -0.10 Pass Unusual (Wave)...
AI summary Table 3.7 presents the results of an overturning stability analysis under various loading conditions, all of which passed the stability criteria. The table compares maximum allowable eccentricity with calculated eccentricity for different scenarios, including usual, unusual (flood and wave), and extreme (earthquake) conditions.
Sensitivity analysis was performed on this section of the structure to assess the minimum allowable post-tensioning load applied to the rock anchors. The potential failure mode is overturning effects caused by the relaxation of the post-te...
AI summary A sensitivity analysis was conducted to evaluate the minimum allowable post-tensioning load on rock anchors, identifying overturning as the critical failure mode. The critical state was determined to be a post-tension anchor load of 331 kN per anchor, or 58% of the ultimate load.
Loading Condition Maximum Allowable Eccentricity (m) Calculated Eccentricity (m) Pass/Fail Usual 0.68 0.69 Fail Usual (No Ice) 0.68 -0.36 Pass Unusual (Flood) 1.36 0.34 Pass Unusual (Wave) 1.36 -0.37 Pass Extreme (Earthquake) 2.05 -0.24 Pa...
AI summary The table presents the results of an overturning stability analysis for a structure under various loading conditions, showing whether the calculated eccentricity meets the maximum allowable limits. The analysis includes usual, unusual, and extreme conditions, with the usual condition failing due to eccentricity exceeding the allowable limit.
3.2 FACTORYDALE SPILLWAY Factorydale spillway is a post-tensioned, concrete gravity overflow structure 18.7 metres long. The spillway consists of a vertical upstream slope and an ogee-shaped crest and curved downstream slope. The crest is...
AI summary The Factorydale spillway is a post-tensioned, concrete gravity overflow structure 18.7 metres long, featuring a vertical upstream slope, ogee-shaped crest, and curved downstream slope. It includes six Type 'C' grout anchors and a steel catwalk supported by concrete piers. Geometric and material properties are derived from engineering drawings by Mitchelmore Engineering Company Ltd.
Table 3.10 Rock Anchor Properties in Spillway Section Parameter Section A Type Type C All-Thread Bar (Grout Anchor) Diameter 32 mm Spacing 3,000 mm c/c Length 8.00 m Embedment Angle 10° Location of Anchor from the Downstream Toe 3.70 m Pos...
AI summary The text presents two tables detailing rock anchor properties in the spillway section and material properties of the spillway. The tables include parameters such as anchor type, diameter, spacing, length, and material strengths. These details are relevant for engineering and structural analysis.
Table 3.12 Sliding Stability Analysis Results Loading Condition Required Factor of Safety Calculated Factor of Safety Pass/Fail Usual 1.5 2.05 Pass Usual (No Ice) 1.5 3.12 Pass Unusual (Flood) 1.3 1.77 Pass Unusual (Wave) 1.3 3.03 Pass Ext...
AI summary Table 3.12 presents the results of a sliding stability analysis for a spillway under various loading conditions, showing that all factors of safety meet or exceed required values, indicating compliance with standards. The spillway also complies with overturning stability criteria under different loading conditions according to CDA guidelines.
Table 3.13 Overturning Stability Analysis Results Loading Condition Maximum Allowable Eccentricity (m) Calculated Eccentricity (m) Pass/Fail Usual 0.94 0.83 Pass Usual (No Ice) 0.94 -0.06 Pass Unusual (Flood) 1.41 0.77 Pass Unusual (Wave)...
AI summary Table 3.13 presents the results of an overturning stability analysis under various loading conditions. The table indicates that all conditions passed the stability test, with calculated eccentricities well below the maximum allowable values. Section 3.2.2 discusses a sensitivity analysis related to bedrock conditions.
Sensitivity analysis was performed on the spillway to assess the significance of soil conditions beneath the section. The structure found on bedrock, but the condition of the underlying rock may vary. The potential failure mode was sliding...
AI summary A sensitivity analysis was conducted on a spillway structure to evaluate the impact of varying soil and rock conditions beneath it. The analysis identified sliding stability as the critical failure mode, particularly when the friction angle between the concrete base and underlying rock drops below 36°, leading to potential instability during 'Usual' and 'Unusual' loading conditions.
Sliding Stability Analysis Results with Varying Friction Angles Loading Condition Req'd FOS Calc'd FOS (φ = 45°) P/F Calc'd FOS (φ = 40°) P/F Calc'd FOS (φ = 35°) P/F Usual 1.5 2.05 Pass 1.72 Pass 1.43 Fail Usual (No Ice) 1.5 3.12 Pass 2.6...
AI summary A sliding stability analysis was conducted with varying friction angles for different loading conditions, showing that the factor of safety (FOS) meets or exceeds the required FOS in most scenarios, except for the 'Usual' and 'Unusual (Flood)' conditions when the friction angle is 35°, which resulted in a failure.
- 4. Factorydale Pond Dam Dam and Spillway Modifications (Drawing Set) (Meco, 2007) Prepared by: Date: Manager:
AI summary This document presents a drawing set related to the Factorydale Pond Dam and Spillway Modifications, prepared by Mitchelmore Engineering Company Ltd. in 2007. The content includes technical drawings and information relevant to dam and spillway modifications.
Vertical Loads D - Dead Loads due to weight Unit Weight of Concrete = 23.52 kN/m3 Sv - Vertical load caused by soil Unit Weight of Soil = 18 kN/m3 30 degrees U - Hydrostatic Uplift Pressure Unit Weight of Rock = 25 kN/m3 45 degrees L - Liv...
AI summary The document provides a table detailing various vertical loads, including dead loads from concrete, vertical loads from soil, hydrostatic uplift pressure, live loads, and uniform surcharge loads. It also mentions horizontal thrust calculated using the RankineActive method.
H - Maximum Normal Headwater minus the concurrent Tailwater 3 RankinePass Hf - Maximum Flood Headwater minus the concurrent Tailwater 0.5 RankineAR I - Static and Dynamic force created by ice Sh - Horizontal Active thrust caused by soil Q...
AI summary The text outlines various engineering and hydrological terms related to structural and environmental forces, including headwater levels, ice forces, soil thrust, and earthquake loads, likely in the context of infrastructure planning or safety assessments.
Types of Analysis Sliding Overturning Load Conditions Load Combinations FoS Usual D+H+I+Sh+U 1.5 one-third Usual (No Ice) D+Hf+Sh+U 1.5 one-third Unusual (Flood) D+Hf+Sh+Uf 1.3 one-half Unusual (Temperature) D+H+I+Sh+U+T 1.3 one-half Extre...
AI summary The text presents a table outlining different load conditions and their corresponding factors of safety (FoS) and overturning stability ratios for various scenarios, including usual, unusual, and extreme conditions. It includes load combinations and stability criteria for structural engineering analysis.
$$FS = \frac{P_v tan \left(\theta_{b-s}\right)}{\Sigma P_h}$$ $$\mathbf{x_r} = \frac{\mathbf{\Sigma}\mathbf{M_r} - \mathbf{\Sigma}\mathbf{M_o}}{\mathbf{\Sigma}\mathbf{P_v}}$$ Where: Where: Where: FS = Factor of safety xr = Location of resu...
AI summary The text presents mathematical formulas related to the calculation of the factor of safety (FS) and the location of the resultant force (xr) in the context of structural engineering, particularly for dam design. It includes definitions for variables used in these equations, such as vertical and horizontal forces, moments, and geometric parameters.
(2) Unusual Load Condition (IDF) Horizontal Loads Name Pressure (kPa) Force (kN) Moment (kN m) Unusual H2O HydrostaticMFL -66.9 -227.9 -518.0 Unusual H2O HydrostaticTWF 16.5 13.9 7.8 SoilUpstream Active -26.2 -14.0 -14.9 SoilDownStream Act...
AI summary The text presents detailed load condition analyses for unusual scenarios involving hydrostatic and soil pressures, including forces and moments. Calculations are provided for both horizontal and vertical loads under different conditions such as maximum flood levels, temperature, and wave effects. Safety factors and resultant forces are also discussed.
(4) Extreme Load Condition (Seismic) Horizontal Loads Name Pressure (kPa) Force (kN) Moment (kN m) Normal H2O HydrostaticNOL -54.9 -153.8 -287.1 Normal H2O HydrostaticTWN 0.0 0.0 0.0 SoilUpstream Active -26.2 -14.0 -14.9 SoilDownStream Act...
AI summary This section outlines the analysis of extreme load conditions, specifically seismic loads, on a structure. It presents detailed tables of horizontal and vertical loads, including pressures, forces, and moments, and evaluates factors of safety for sliding and overturning under various conditions such as usual, unusual (flood and wave), and extreme (earthquake). The appendix likely provides further technical details or supporting documentation.