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Home My WebLink About04 - Port Burwell Harbour Inspection Port Burwell, Ontario Harbour Inspection November, 1996 by: Architectural and Engineering Services Public Works and Government Services Canada Ontario Region for: Small Craft Harbours Department of Fisheries and Oceans Table of Contents 1. Summary . . . 1 2. Introduction 2 3. History and Background4 4. Inspection Procedures . 7 5. Observations From Inspection. 8 5.1 General8 5.2 Fisherman's Wharf8 5.3 East Side _ 9 5.4 West Side10 Appendix A: Visual Inspection Field Report11 Appendix B: Field Inspection Photographs (PWGSC and Watech). 21 Appendix C: Diver's Report _ 46 List of Figures Figure 1: Port Burwell Harbour Layout Plan . . . . 3 Port Burwell, Ontario 1 Harbour Inspection 1. Summary This report summarizes the procedures and observations of a visual inspection of Port Burwell Harbour, excluding the East Pier, carried out by Public Works and Government Services Canada (PWGSC) on November 28, 1996. An 82 m section,North portion of the East Pier, was inspected on November 11, 1996 will also be summarized in this report. The facilities on the East side of the harbour include the East Pier, shore wall protection along Big Otter Creek, launching ramp, and fisherman's wharf. The East shore wall was initially a timber sheet pile wall constructed in the early 1900's and replaced in the 1950's and 1960's with an SSP wall. The East Pier was initially constructed in the early 1900's as a timber crib structure and was reconstructed 20 years later with a concrete superstructure. The Fisherman's Wharf was built in the early 1960's with minimal repairs performed to date. These facilities are generally in fair to good condition. The SSP walls have remained in good condition, as well as the concrete copewall atop the SSP wall. The northerly 82 m portion of the East Pier is in poor condition where the concrete is severely deteriorated. The timber crib substructure has also experienced deterioration, excessive in some areas. Similar to the East shore wall the West shore wall was also initially constructed in the early 1900's with a timber sheet pile construction. The wall was then replaced from 1930 to 1950 with SSP. The West Pier was initially a timber structure built from 1895 to 1907 and replaced with a reinforced concrete face wall atop a SSP wall in 1950. The West Concrete Breakwater was started in 1911 and completed in 1914 as a concrete superstructure atop a stone filled timber cribwork. Repairs were made in the 1920's when the inner and outer ends were reconstructed. The Rubble Mound Breakwater was started in 1928 and completed in 1931 with the only repairs performed in 1951. The lighthouse at the end of the breakwater was completed when the breakwater was completed in 1931. The SSP walls and concrete face wall has remained in generally good condition. The concrete breakwater was experienced deterioration of both the concrete superstructure and timber substructure. Approximately 310 m (1017') of shore wall have been infilled with dredged material along the shore wall protection. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 2 Harbour Inspection 2. Introduction Public Works and Government Services Canada (PWGSC) was retained by Small Craft Harbours of the Department of Fisheries and Oceans (DFO)to perform an engineering inspection of the harbour at Port Burwell, Ontario. The inspection included components of the harbour as follows: • East Shore Wall, plus 82 m section of East Pier • Fisherman's Wharf • West Shore Wall • West Pier • West Concrete Breakwater • Rubble Mound Breakwater The underwater inspection was carried out by Watech Services Inc. for structures below the water line as well as structures inaccessible from land, including the rubble mound breakwater. The results from the diving inspection are included in Appendix C. Figure 1 shows a reduced site plan for the harbour. Public Works and Government Services Canada November 1996 Port Burwell,Ontario 3 Harbour Inspection t ( J i e• J �I 4 FISHERMAN'S WHARF 1. 11JR_ EAST SHORE WALL WEST SHORE WALL c 1 .W 14 i ill <, l WEST PIER i)' IR II EAST PIER 1 1 i r CONCRETE BREAKWATER 4 /1 1I i RUBBLE MOUND BREAKWATER FIGURE 1: Port Burwell Harbour Layout Plan Public Works and Government Services Canada November 1996 Port Burwell, Ontario 4 Harbour Inspection 3. History and Background Port Burwell is located in Elgin County, in the Township of Bayham, on the North shore of Lake Erie, at the mouth of Big Otter Creek. The federal property at Port Burwell Harbour is under the administration and control of Small Craft Harbours of the Department of Fisheries and Oceans. The harbour was formed in 1832 with the incorporation of the Port Burwell Harbour Company. The following paragraphs highlight the history of the various structures proceeding from North to South with the East side structures identified first. Each section is identified by letter which is used to establish a cross reference with the As Built Drawings. Section A, along the East shore of the inner harbour, was a 92.2 m (302.4')timber sheet pile wall constructed in 1903-04 until it was reconstructed to a 51.8 m (169.9') steel sheet pile (SSP) wall in 1994 by the Conservation Authority. Section N, directly South of the previous section, is a 54.4 m (178.5') SSP wall with a reinforced concrete cap all secured to a continuous reinforced anchor wall in the rear. Initially a timber sheet pile wall, harbour repairs and improvements replaced the timber sheet piling with SSP in 1960. Section B, South of Section N, is a 100.2 m (328.7') long SSP wall secured in the rear to a continuous reinforced concrete anchor wall. Completed in 1950-51 the SSP wall replaced the timber sheet pile wall initially constructed in 1903-04. A car ferry slip was built in 1906 at the South end of the previous section when the timber sheet pile wall was present. The slip was constructed by C.P.R. Company and still present in 1959, as can be seen in some plan drawings. The ramp has since been removed and replaced with as SSP wall, although no record of the construction can be found. There is no structure currently present between the ferry slip and the North end of the East Pier, although face piling was constructed by C.P.R. along the 134 m(439.5') length in 1909. An 82 m (269')portion at the North end of the East Pier was originally constructed in 1904 as a timber crib structure. Similar to the rest of the East Pier, but under a different contract, the 82 m (269') length of pier was reconstructed to a concrete superstructure atop the timber substructure in 1925-26. Only minor repairs have been performed to date. A fisherman's wharf was constructed, in 1962, approximately 230 m(754')North of Section A along the shore of the creek. The wharf is a creosoted timber superstructure on timber bents, 54.9 m (180') long and 3.7 m (12') wide, with a timber approach ramp and a timber ice fence. The only repairs to date were the replacement of diagonal timber fenders with vertical timber fenders. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 5 Harbour Inspection Section E,Northern most section of shore wall on the West side, was initially a timber piling structure built in 1903-04. It was reconstructed in 1948-49 to a 197.7 m (648.4') long SSP wall secured to a continuous concrete anchor wall in the rear. Section F, constructed initially with timber piling in 1903-04, was rebuilt in 1934-35 with a 112.1 m (367.6') concrete face wall supported on the timber sheet piling and round piles and secured to anchor piles in the rear. Since 1985 dredging operations in the harbour have covered over approximately the end 85 m of this section of shore wall. Section Q, directly South of the previous section and similarly constructed of timber piles in 1903-04, was rebuilt in 1966. Section Q, now entirely buried by the infilling of dredged material, is a 77.7 m (254.9') long SSP wall secured to SSP anchor piles in the rear. Section G, directly South of Section Q to the end of the shore wall, was initially a stone filled timber crib construction with timber superstructure, built from 1895-1903 and 1906-07. Various repairs were made to maintain the timber structures throughout the years of 1914-17, 1924-26, 1929-30, and 1937-38. These repairs included renewing decking and face timbers, placement of 18 timber pile clusters, and in some locations reconstruction of the timber from the water level up. The section was entirely reconstructed in 1950-51 with a 505.5 m (1658') long SSP wall with reinforced concrete face wall superstructure all secured to a continuous reinforced anchor wall. The work involved the entire removal of 82.3 m (270') and removal of 266.5 m (874') of superstructure of stone filled timber cribwork and the erection of the SSP wall with concrete superstructure. In 1966-67 reconstruction of a 75 m (246') length of West wall took place and was the only major construction project instituted to date. An approximate 145 m length, from the beginning of the section and South, was covered with dredge material during dredging operations since 1985. Section J, an 87.2 m (286') long rubble mound, was constructed in 1926-27 between the South end of the West Pier and the North end of the West Concrete Breakwater. The wall was initially a timber pile wall built in 1912-13, with repairs made between 1914-17, until the construction of the rubble mound wall in 1926-27. Repairs to the rubble mound were made in 1928-29 with no other repairs performed to date. The rubble mound has since grown over with soil and vegetation and there is presently no noticeable evidence of the rubble mound wall. Section K, started in 1911-12 and completed in 1913-14, is a 365.9 m (1200') long mass concrete superstructure supported on stone filled timber cribwork. Repairs were made in 1922-23 when the inner and outer ends of the breakwater were rebuilt, and in 1924 when 33.5 m (110') of breakwater near the South end was rebuilt. No other repairs have been made to date. Section L, is a 547.3 (1795') long rubble mound breakwater, Easterly from the South end of the concrete breakwater then bending South. It was started in 1928-29 and completed in 1930-31, with the only repairs performed in 1951-52. These repairs consisted of replacing approximately 1230 tons of armour stone over a total distance of approximately 33.5 m (110') at the outer end of the breakwater. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 6 Harbour Inspection Section M, located at the South end of the rubble mound breakwater, is a 12.2 m (40') by 12.2 m (40') headblock for the support of a lighthouse. It is a mass concrete superstructure supported on a stone filled timber crib completed in 1930-31. Only minor repairs have been made to the lighthouse base in 1958. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 7 Harbour Inspection 4. Inspection Procedures The field visual inspection was performed by PWGSC on November 28, 1996. The inspection was completed by Peter McAllister, BEng. and David van Reenen. The inspection included visual checking for concrete and sheet pile deterioration. The northerly 82 m portion of the East Pier was inspected on November 11, 1996 and completed by Brian Riggs, P. Eng., Peter McAllister, BEng., and David van Reenen. The inspection included visually checking for concrete deterioration and chain dragging the structural concrete deck to determine areas of delamination. Chainages were marked on the harbour structures. Station 0+000 was denoted at four specific locations to allow for ease of chaining and inspection detailing. The four locations selected for Station 0+000 were marked at the North limit of the Fisherman's Wharf, the North limit of SSP construction on the East side, the North limit of SSP construction on the West side, and the North limit of the concrete breakwater. The North limit of the East Pier was also marked as Station 0+000, but was done so when the inspection was conducted on November 11, 1996. The Field Photographs for the above water inspection can be found in Appendix B. The diver's report can be found in Appendix C. Water depth soundings were taken by the diving team at 25 m intervals along the structures to document water depth and suspected areas of scour. The water depth soundings, reported on Tables 1-3 of Appendix C, are reduced relative to IGLD chart datum for Lake Erie. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 8 Harbour Inspection 5. Observations From Inspection 5.1 General The facilities at Port Burwell Harbour are typically in fair condition. The structures on the East side range from poor to fair condition with the greatest deterioration present on the East Pier. The shore wall is SSP which is in good condition. A section of wall has a concrete cap which has also remained in good condition. The fisherman's wharf is also on the East side and is in good condition. The structures on the West side are generally in fair condition except for the concrete breakwater which is in poor condition. The shore wall on the West side is both SSP and timber sheet piling with concrete face walls. Both types of sheet piling have remained in fair condition. The concrete face walls have also remained in fair condition with the greatest deterioration occurring along the first section of face wall. The rubble mound breakwater is generally in fair condition with no signs of excessive deterioration. 5.2 Fisherman's Wharf Section 0 (0+000 to 0+054.9) The fisherman's wharf has remained in good condition with no signs of rotting of the timber decking or piles. All the timber substructure has been creosoted. All bollards are in place with no damage present. The only significant damage is the missing or loose fenders. A number of fenders have been torn off or removed and are considered missing. The fenders were considered missing from the evidence of a support bolt head still showing. The As Built Drawing of the structure does not give specific locations for the vertical fenders, therefore, the remaining bolt heads are the only visible evidence of a missing fender. A few other fenders have been damaged and remain attached to the wharf. Electrical outlets were installed along the West edge of the wharf. The outlets are connected to the power supply across a beam to East side of the wharf The supply box, located on shore, is plywood construction and is secured with a padlock. There is no timber curb present along the edges of the deck except for along the East edge. Access to the wharf is via a ramp which is in good condition with no signs of rotting. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 9 Harbour Inspection Section P; Ice Fence The ice fence is generally in good condition and shows no signs of rotting. Two fenders are missing while another three are damaged. The support posts are creosoted and exhibit no signs of rotting. 5.3 East Side North of Section A is a launching ramp and refueling station, and small timber boardwalk. No records of their construction were found in PWGSC files and it appears that they were not constructed by the Federal Government. The launching ramp is 9.6 m wide and the concrete surface has deteriorated. The fuel tank North of the launching ramp has an approximate capacity of 2300 L. The tank, containing unleaded gasoline, is in a rectangular containment unit that shows no visible signs of cracks or deterioration. A 50 mm (2") threaded drain hole is located in the base of the containment unit but no drain plug is present, which allows rain water to drain but would also allow a fuel spill to escape. An environmental compliance audit was not within the terms of reference for this report. Section A(0+000 to 0+051.8) Section A is a SSP which is in good condition and has remained straight and plumb. No anchor or wale bolts appear to be missing from the section. No excessive damage or wearing is noticeable and all joints remain tight. Section N (0+051.8 to 0+107.3) The concrete cap in this section is in good condition and has remained relatively level with no excessive wearing or cracking. The SSP wall is in good condition and has remained straight and plumb with no signs of bent sections or puncture holes. Soil and vegetation has grown over a portion of the cap, therefore, the width of the cap cannot be confirmed. The joint between Section N and B appears to be solid with no loss of material from behind the joint. Section B (0+107.3 to 0+207.5) The SSP wall is in good condition with no signs of damage or loss of anchor bolts and has remained straight and plumb. At the end of Section B there is a slight jog in the wall then the construction of a SSP wall which replaced the ramp used for the ferry slip. The wall is poorly constructed resulting in a loss of fill material from behind the wall at the joint with the previous section. There is no structure evident between the SSP wall at the ferry slip and the beginning of the East Pier. The shoreline is overgrown with vegetation and is slightly eroded. The steel fender railing along the shoreline has been bent and damaged. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 10 Harbour Inspection An electrical supply box is enclosed in a plywood constructed box that is damaged leaving the supply box, wires, and outlets exposed. East Pier (0+000 to 0+082) The 82 m portion of the East Pier, not included in the East Pier Evaluation, is generally in poor condition. The concrete deck has become entirely deteriorated, resembling gravel, exposing the rebar in several places. The delaminated and deteriorated concrete continues down along the West edge of the pier. The substructure of the pier, stone filled timber crib, is in fair condition. The timber members are generally in sound condition, however,there is fill loss and voids behind the timber members. The timber pile clusters along the edge of the East Pier are rotted above the water line and offer minimal functional purpose. 5.4 West Side Section E (0+000 to 0+189.5) The SSP wall in this section is generally in good condition with no signs of excessive damage or deterioration. Minor fill loss is apparent around outfall pipes and joints in the structure. Several posts have been installed along the edge of the wall. These posts are uncapped and could be a possible hazard_ A small diameter rod has also been installed at the edge of the wall. Being a rod of small diameter and also quite short, the rod is a potential hazard. Smaller steel bollards are located along the section of wall. A slight bowing of the wall has occurred from the corner, and South for approximately 10 m, where the wall changes direction. Along this same location there has been a loss or settlement of the material beneath the steel cap. There has been a slight loss of material from behind the wall at the joint between the SSP wall of Section E and the concrete face wall of Section F. Fill loss has also occurred around a few of the outfall pipes and at some of the joints in the wall. Section F (0+189.5 to 0+302) The concrete face wall along this section is generally in fair condition with most of the damage or deterioration occurring near the infilled area. The face of the concrete copewall near the start of the infilled area is quite damaged and deteriorated. The steel rail initially embedded in the concrete has been torn out leading to additional deterioration and spalling of the concrete. The rebar has also become exposed due to the loss of concrete. The remainder of the wall cannot be inspected due to the infilling of the channel next to the wall. There are steel bollards along the top of the wall at approximately 30 m intervals beginning at Station 0+225. The infilled material has since grown over with vegetation. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 11 Harbour Inspection Section Q (0+302 to 0+380) This section of shore wall cannot be inspected as it is entirely covered with the infilled dredge material. There are several locations where the material has settled or washed out between the infilling and the existing wall. These washouts are a possible trip hazard for public who are walking in the area. Section G (0+380 to 0+886) The initial 145 m length of this section of wall could not be inspected as it is also covered with the infilled dredge material. A beach has developed at the end of the infilled area, approximately perpendicular to the wall. There are several timber pile clusters along the remaining length of wall. All pile clusters have rotted above the water line and offer minimal functional use. The concrete wall is in generally fair to good condition with the majority of deterioration occurring at the water line and along the top edge of the wall. The wall has also remained straight and plumb. A chain link fence is used to delineate the limits of the private property for 'Pembina'. Bollards are located along the length of the wall. Soil atop the deck of the wall prevents the measurement of the deck width. The concrete face wall has remained in generally good condition with no signs of damage or major deterioration. A pipe, approximately 0.1 m in diameter, outlets to the channel is located through the top of the wall at Station 0+881. The pipe is an outlet from the pollution control plant which is next to the channel and enclosed with chain link fencing. Section H (0+886 to 0+895) Extending 9 m from the end of the pier, exposed and heavily damaged and deteriorated, is a stone filled timber crib. There has been a loss of the stone fill as well as excessive damage and loss of members in the crib construction. A timber pile cluster, rotted above the water line is located at the Southeast corner of the timber crib. It is quite damaged and offers little purpose. Section J; Rubble Mound Wall There is no evidence of an existing rubble mound wall between the West Pier and the concrete breakwater. The area is grown over with soil and vegetation and inspection was not conducted. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 12 Harbour Inspection Section K (0+000 to 0+338) The concrete is generally in poor to fair condition. The concrete has deteriorated between the joints in the breakwater and the timber substructure is reported to be in poor condition, Deterioration of the concrete has occurred along the base of the wall and there is generally horizontal cracking along the face of the wall. Delamination of the concrete is also present along the base. The concrete blocks at the base of the wall have become heavily worn at the corners. Efflourescence and freeze thaw damage is also present in some locations along the length of wall. A timber boardwalk is constructed on the top of the breakwater. A handrail and benches are attached to the West side of boardwalk and breakwater. The handrail is not very sturdy and can be easily wobbled. The benches are generally sturdy with no signs of damage or rotting. One bench is missing while another has fallen. There are no handrails constructed between the benches. Stairs have also been constructed offering access to the West beach. The deck surface of the breakwater becomes exposed near the end of the breakwater. The deck surface of the breakwater is in generally good condition with no excessive cracking or deterioration. Settlement of the breakwater has occurred at Station 0+250, resulting in a shift of the breakwater sections. There is severe deterioration and loss of concrete of the blocks at the base of the wall. The headblock at the South end of the breakwater has been subject to some deterioration and wearing. Severe wearing along the base of the headblock has occurred, on the South side. The top edge of the headblock is also wearing. There is deterioration and loss of concrete at the joint between the lighthouse and the headblock along the South edge. The lighthouse is in generally good condition with no signs of damage or excessive deterioration. The timber crib substructure is generally in poor condition. There are several timbers missing and deteriorated along the length of the breakwater. Only the top two timbers of the cribs remain exposed above the lake bottom. Therefore, it is unclear if the remaining timbers are as deteriorated as those exposed. The concrete below the water surface is in poor to fair condition with several locations of heavily eroded and spalled areas. Section L; Rubble Mound Breakwater The offshore breakwater is in generally fair condition. The construction has remained relatively level and consistent over its length. Some shattering and cracking of the armour stone has taken place but is not considered excessive. In some areas the core stone has become visible. The toe of the slope varies quite significantly across its width. The irregularities could be present as constructed, but appears to have resulted at a later time. The variations in the slope have not caused excessive settlements to result except along the West edge near the second deflection of the breakwater. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 13 Harbour Inspection The substructure for the lighthouse, at the South end of the rubble mound breakwater, could not be inspected as it was buried in armour stone. The base for the lighthouse appears to be in fair condition and has remained generally level. Public Works and Government Services Canada November 1996 tl tl Appendix A Visual Inspection Field Report 141 Public Works and Travauxpublics et Government Services Services gouvernementaux Canada Canada VISUAL INSPECTION FIELD REPORT Location: Port Burwell, Ontario Date Inspected: 96/11/28 Site Name: Port Burwell Harbour Sheet: Structure: Fisherman's Wharf 1 of 8 Station Description Photo No. 0+000 - damaged vertical fender 0+006 - vertical fender missing 0+009.6 - electrical outlet installed on West edge 0+014 - vertical fender missing 0+017 - vertical fender missing 0+019.0 - electrical outlet installed on West edge 0+021.5 - vertical fender missing 0+023.4 -vertical fender missing 0+025.7 - vertical fender missing 0+028.4 -vertical fender missing 0+030.6 - electrical outlet installed on West edge 0+038 -plywood box containing propane tank; East side 0+042.1 -vertical fender missing 0+044.1 -vertical fender missing 0+046.6 - damaged vertical fender 0+048.4 -vertical fender missing 0+050.3 - electrical outlet installed on West edge 0+052.5 - beam from shore to East side of dock; access for power supply to electrical outlets 0+053.5 -vertical fender missing Public Works and Travaux publics et Government Services Services gouvernementaux Canada Canada VISUAL INSPECTION FIELD REPORT Date Inspected: Location: Port Burwell, Ontario 96/11/28 Site Name: Port Burwell Harbour Sheet: Structure: East Side 2 of 8 Station Description Photo No. 0+026 - loss of material from behind the SSP 7 0+051.8 -joint between Section A and Section N; slight loss of material 8 from behind joint 0+084 -beginning of remnants of timber fender structure along wall at 9 water level 0+107 - end of remnants of timber fender structure 0+107.3 -joint between Section N and SSP wall of Section B 0+129.7 - bollard 0+136 - electrical supply box; no protective face cover leaving wires 10 exposed 0+145 - bollard 0+156 - loss of material from behind the SSP 13 0+160.8 - bollard 0+176.2 - bollard 0+207.5 - end of Section B, ferry slip begins 14 - loss of material from behind the wall at the corner 15 0+210 - end of extension to wall, SSP wall replacing the ferry slip ramp 16 0+246 - concrete bollard on shore 17 0+274 - concrete bollard on shore 0+282 - beginning of steel fender railing in water near water's edge 18 0+297.5 - concrete bollard on shore 0+326 -timber pile bollard on shore 19 0+338 - end of steel fender railing 0+340 - electrical supply box attached to hydro pole 20 141 Public Works and Travaux publics et Government Services Services gouvernementaux Canada Canada VISUAL INSPECTION FIELD REPORT Date Inspected: Location: Port Burwell, Ontario 96/11/1I Site Name: Port Burwell Harbour Sheet: Structure: North 82 m portion of East Pier 3 of 8 Station Description Photo No. 0+000.5 -timber pile cluster 0+002.6 - bollard 0+022.1 - bollard; cracked 0+028 -timber pile cluster 0+042 - bollard 0+050 -rebar exposed on deck surface; possible trip hazard 0+058 -timber pile cluster 0+061 - bollard 0+062 -beach shoreline on East side of pier 0+069 - bollard 0+080 - bollard ' Public Works and Travaux publics et Government Services Services gouvernementaux Canada Canada VISUAL INSPECTION FIELD REPORT Date Inspected: Location: Port Burwell, Ontario 96/11/28 Site Name: Port Burwell Harbour Sheet: Structure: West Side 4 of 8 Station Description Photo No. 0+082 - electrical outlet 0+084.5 - slight damage to SSP wall; dented with no puncture holes 0+085 - uncapped steel tube post; possible hazard 0+088 - electrical outlet • 0+090 -uncapped steel tube post; possible hazard 26 0+091.5 - slight damage to SSP and ladder 0+095 -uncapped steel tube post; possible hazard 0+102 -bent steel plate along top of SSP - change in direction of wall; slight bowing of the wall 27 0+119 - two concrete bollards; 1 m and 12 m from edge of wall 0+129 - loss of material from behind SSP wall 29 0+139.5 - steel fence post approx. 0.5 m from edge; slight damage to steel cap 0+150.5 -uncapped steel tube post; possible hazard 0+159 - small diameter steel rod approx. 1 m from edge; possible hazard - concrete bollard approx. 12 m from edge of wall 0+186 - loss of material from behind SSP wall 0+189.5 -joint between SSP wall of Section E and concrete face wall of 30 Section F 0+191.5 - large material loss behind concrete face wall 0+203 - start of damage to face of concrete wall; steel rail embedded in 31 concrete has been torn out 0+211.5 - excessive damage to face of concrete wall; rebar exposed 141 Public Works and Travaux publics et Government Services Services gouvernementaux Canada Canada VISUAL INSPECTION FIELD REPORT Date Inspected: Location: Port Burwell, Ontario 96/11/28 Site Name: Port Burwell Harbour Sheet: Structure: West Side 5 of 8 Station Description Photo No. 0+212 - end of damage to face of concrete wall 0+217 - infilling of channel next to face wall begins 32 0+225 - beginning of steel bollards spaced approximately 30 m apart 33 0+302 - end of Section F; approximate beginning of Section Q 0+380 - approximate end of Section Q and beginning of Section G; infilling continues 0+395 - concrete deck of Section G exposed 0+397 - change of bollard type 0+472 - change of wall direction; widest point of infilled area(63 m) 0+525 - end of infilling; concrete face wall exposed 34 0+542.5 -timber pile cluster; rotted above water line 0+565.5 -North limit of private property; denoted by chain link fence 35 0+574 -timber pile cluster; rotted above water line 0+612.5 -timber pile cluster; rotted above water line 0+636.5 -timber pile cluster; rotted above water line 0+675 -timber pile cluster; rotted above water line 0+695 -timber pile cluster; rotted above water line - chain link fence denoting South limit of private property 0+702 - concrete missing from along top edge of wall 0+742 -timber pile cluster; rotted above water line - change of direction of wall 0+765.5 -timber pile cluster; rotted above water line 0+795.5 -timber pile cluster; rotted above water line +' Public Works and Travaux publics et Government Services Services gouvernementaux Canada Canada VISUAL INSPECTION FIELD REPORT Date Inspected: Location: Port Burwell, Ontario 96/11/28 Site Name: Port Burwell Harbour Sheet: Structure: West Side 6 of 8 Station Description Photo No. 0+826.5 - timber pile cluster; rotted above water line 0+855.5 -timber pile cluster; rotted above water line 0+857 - start of damage to top edge of concrete face wall 0+859.5 - end of damage to top edge of concrete face wall 0+881 - approx. 0.1 m diameter pipe outlets to channel through top of 36 concrete wall 0+884.5 -timber pile cluster 0+886 - end of Section G; start of Section H 37 0+895 - end of timber crib construction of Section H; heavily damaged 38 and deteriorated -timber pile cluster Appendix B PWGSC and Watch Services Inc. Field Inspection Photographs Port Burwell, Ontario Sheet 1 of 23 Field Inspection Photograph wk 1 ',°dt 7 f„,„___ ,„;„.. . _ --------.__ 4.1,....„ _ .„ . , __ __ ,...._ _ ,, , - --,.-„a,-_,. , 7 -—-- -,_-.., - :14,--- _ -o �''.. -: ." cti '. 'ice'•_ PY • .t y 11 %, � - _ _ Photo No. , ll cripdon: call }de 11 ill Feilierman's Wharf -- ---/ -Riequwiiiiuippo . _ Ilk ._ 'Ai s 11101• I ,)5 AO ill • i • _ _ -+rte# • 1 _ I!' . . r , _ _ f . iir-_ --- Photo No. 2 Description: View of Ice Fencefacing North North side o isherman'sWharf__ Public Works and Government Services Canada Port Burwell, Ontario Sheet of 23 Field Inspection Photograph dl,. r — _ ! _ -,. .' I * ' . "; 1) 1 , _ . co l 41 P Air tj - i Photo No. 3 Description: Fuel tank with containment unit and pump _ • - I r, y w 1 N , . ,_ J-* L r. ta, ' .1 a ,. 'f -Mil .. — Magi i ; -- a" _: a i. -_ r — }•, Photo No. 4 Description: Launching Ramp; East side of harbour, facing North Public Works and Government Services Canada Port Burwell, Ontario Sheet 3 of 23_ Field Inspection Photograph I Itcii 1 r IIS r fC 1 ��rr''=4 • :I gaa1p d I t Photo No.5 Description: t side;Sec.i n.A_ facing No Zt 1 w yy' ] y• IL J f: M Sr }4 yy , *r 4 jl 7 — F M t b i J, • • • • Photo No. 6 Description: Typ al viemQ150 mm outfall pipee; Cations 0+Q00.5. 0+ 09.5. 0+034.7, 0+043.8 Public Works and Government Services Canada Port Burwell, Ontario Sheet of 23 Field Inspection Photograph �. _ I ,,,,, - 1 R _ N f., ,3' i 1 Photo No._/Description: Station 0+026 loss of material from behind SP; East side _ 3 1 ' ' ii ii- �� i i' r +fit F li * 1 111,1 10.11 4,y =I 4'21- - - _ Photo No.�Descxi tion: S n 0+ 5� a =i SP 1. l? t • ter Public Works and Government Services Canada Port Burwell, Ontario Sheet of 23 Field Inspection Photograph • A •. 4 ...1 I •M1. f,. I i __fit I; 1 7i '' 11 r _ _ 1 0 7 Y ijill . — m, - •-...-- . L - 41111r --.0'4..-...- :--- -- -J Photo No.! Description: iorated timl raider along SSP on East side -1 .f vY �4 Yom _ M # _ -tot T. +a ,, +t T. 6 � ;,'�, Y �Y � '�°�y f' - � 41e�� .t�4 V �� t3 ;yh � 1�-; '- �y ` ", , tib 4,'. .1 --4 x *. Y1 - �+ 4th ;, -....:••••:, �F. d , . ., ,r i P fi ,4 gR T ` QM, 41 1 `, _ � _1 - • Y 4w i _ .P i; •'Y %}w aI , a 'VI;- '- ._'-tit. _'+b P' =4 —;ti.----"- _ Y4- , w P5 A' 1.,_ . 41.w -0.MP3 [. -%:_ f..•.•I' .{. P s , - vcZ'' ,. .1 ,yam w'�'A.. { 1.s., xi47. segs r, 0 r,F 1, ; - ,r ar .,i' ' +tk.-41.1r9111.0 ?,a ;! nt._'f f l n' i44 '#e ...+ S J `I-t� `" .s r , h •Y1 I °0 t r• +a ,y ,--N-4!.5` 'x' r r': 7+!F :'-7*•r t r 5 _ "'Y,." -• 1 r �I � S L tirl'...::-.%;, } a Al 1 P?r f try Y�� - y,,�' yY ii s '9 ,,, [}1 ; a� Y ` P 0+ 'fes tev,',4s { ,_, :: :•i"k G •FiSr. Y Id " }x s Y . I A'T k 1 ) F { �1 4 �..Alt 40•AC x,i s 4 +a ! ? a Ja "'., ,�� rt..- r� 1 v 1 Y .i14 a `j1 "ilk i . ..x f j4 f 1 z✓.. x,r f_. JY�I .x6 #t ., „.., '�" . tYzo) .i *'2,-..:::sl y " "~ Photo No. 10 Description: Station 0+136, damaged electrical junction box; East side Public Works and Government Services Canada Port Burwell, Ontario Sheet 6 of 23 Field Inspection Photograph t — -� -----,; 1, ,, �� li - �.f3 S frotir ,___ l ' 1' - - F0.- t� -- i - - iia Photo No. 11 Description: Station 0+104.7, elliptical outfall(450x400 mm)made to fit into inpan y '. -{ .t. s. lit .4 II s,..0 I_ - i _his -, r _' we F i i ii A W ,, 1' Y Photo No. 12 Description: Station 0+104.7, change in sheeting:joint is good underwater Public Works and Government Services Canada Port Burwell, Ontario Sheet_7_of 23 Field Inspection Photograph _— i i '• _ - -•+ , ileF4. - ` i 4, 'i_ i Q• 1., ~ .! ` t . s� rt r a1 e' f '�..; � '....d. * - P rto ` ; 1 IL f - * t - r r €' 16t say Photo No. 13 Description: Station 0+156, fill loss from behind SSP;East side i 7. f t .g,py7 �ra z., I .m ,rl 9 d 11. may_ 1 - - " "` `- R . -r b - =, r 1 . - Photo No. 14 Description: End of Section B, former location of ferry slip Public Works and Government Services Canada Port Burwell, Ontario Sheet 1 of 23 Field Inspection Photograph ----- - _ - yfi4 "p.- ..,.r 411'Y.!! ! F. .tii.,". - .. t# E .. - -i.�`, #, I ta' .v� �, ' ,gyp r r' _' . Y a.r! 41 r T. — r - i. at b E. a 1r. }lij t* v." itz !I 4 `�� s IE _ 1 I V . i . 1 • 1i41/ d ` �I h 1 111,1 1IR ;. 4\ ,, - f .. ... . elit . 0 Oaf :rrif.11,' a 1,4"0.','11 , `..--jur • . • , ' 5 �� I �+.1 Photo No. 15 Description: Loss of material from behind SSP at ferry slip --^ 4 Ftp ' f' f �r - ti' yyf d ^1 • i. y i u ) ` kl.''' flftirirt ii - '--.- , i u liti _ Photo No. 16 Description: SSP wall constructed to replace ferry slip Public Works and Government Services Canada Port Burwell, Ontario Sheet of 23 Field Inspection Photograph R l 4 I x ; '-^"{}��Y 1..i Nis - i,- .v p i; Y _ -‘,2 'x ,-, 4 X + ;...% . Y ! y •' I l 'fill � -.4 .',"*'�`01 • -F4+- - 2. -- _ « Photo No. 17 Description: Concrete bollard on shore; East side 4 R Y _e li Z i 1 s {4Y.,. I l 1'in .X} ..rt iWM}. �*L. ....%r...., t r. i. 1v. ��SIF ��! 14-... ' , �" :,a iti tikj ire. ti - Photo No. 18 Description: Steel fender railing along shore South of ferry slip Public Works and Government Services Canada Port Burwell, Ontario Sheet 10 of 21 Field Inspection Photograph 1 .,.... i 7.1;!..-7 •' - :el," 4Al,°•-•'"::,,,A1 1 . - j I . i ,. • .• -Y,..., '.. , •••,. '''.''.,' ' a 1" r r-I“it . -•. •..;;• ;2'',''; " LI- " L'''!. ,4 . i 4, 4 4 . •,',1."'•-'w:,:i .--.. ' : -.i1 . . , / .4......,"%z. , - --, I L.k+.s' . ' ' 4.4, ••,' IA II I, , ,z„• -• k• -T . 44:.2, -, '4 " ''..)\ -• '. 4'".'" • ,. ,.. • 4 Pi '''' '3 ',' " t,; .. 4 v 4 I., ...: . k• pit:14-"•'.41;;K, i.,,•'i! . . *... . ..)•. ,\...14..),,k, 1/'•-•1":-•ir'.'' ti ., 1 ..• . - , ' t • ," '1°,0, )f • -4 M • ,J. - " 1 - • ,', . ..4„ A•••,, II, ., ,.411, 71. •• ,..0 . , •.k......, .•;f,.I,,viri, 11' .... I , i e. -,(...-.:•:4. 4 . .-- 6 'V, ,14 ViI...4:. ' -.7-k'v k * i! 4*-- , ...; •'..... I A Wa .. -... 'XI Np., _jai_ _ Photo No. 19 Description: Timber pile bollard on shore: East side .. - i., ;t H . . , 1 I . i . . , 1 1 • , . _,.., _ _ „. i 1 • . ' I 1 'kill 'h., -•• ••k 1 ,, 1 .• .• • _:, -... -.,; I t ' 41&:- , Ik" • ,. 4 ' - — 4 ',Z;-:' 7.1i ,.11i • . .... , , . -. _ , , i il 8 -t '2• , iv, 2. _ II •-• ' 41 * , . .•••••••_•-•,•„ • ._;.- !. : •••-•—.... I _ •*-*-- it. ) , - - - ,...._ i ' • r.*2.:•;..... ••••• -*, ' ".. - -* - - I'''' •41.:„.•' ''.4 4 ." 4( r-''''- '--.1ti-'1. :: 't. --- --- t • :`:,;,!?-4',- ',4•,' tr,"ati 1.1 I?I'l -.r'v ' 111# A 4.7.-. L like, la. , : ,...!,.F17., t..,0- •-• -, 4, , Photo No. 20,Description: Electrical junction box in wooden enclosure; East side Public Works and Government Services Canada Port Burwell, Ontario Sheet 11.of 23 Field Inspection Photograph N. . v-,1 . v � . -�x4. 4i: ; 1 1_ :' - �4ft. *M --71k1.11' I- Pi!' Photo No. Description: Northeast corn ,;of Eat.Pier: Station MOO d . S II .} I1 •'‘...' f . r - • ,. _ ------3 ,, rted- -11417 le �r f,, -.!„re7«�' - •• „sig. ' .S i ,t'7',.%:" ./" c`",t ,'M C v' Photo No.�2 Description: East Pier deck; from Station 0+025. facing North Public Works and Government Services Canada Port Burwell, Ontario Sheet 12_of 23 Field Inspection Photograph . • _ til s Ytl T. - �L e. F Photo No. 23 Description: West face_of East Pier sho ng selling of concrete copewall _.... i � i ,y ,,,,rs ,.. ..,....., ,,, .7: , ti_ A r Tom, tr .,P.hr..-0•-,, ,--,..-•,"•"--. •4,-, J., .. -.,- . '''' ....i 4, gra p i 1:: 4 � V. i. to ry.�J. "I.g 17!''1 Y . • .t r gif iiii • , ill Photo No. 24 Description: West face of East Pier;note exposed reinforcing bars Public Works and Government Services Canada Port Burwell, Ontario Sheet 13 of 23 Field Inspection Photograph { 3 btu r . .- �, k ! ," t a%7�. / ,-,--4.6.-- "' .r- it v-r f . II $ . , • -. I , • 11 4 I s :�. . '''-'11-.• r ' p - , ' °R .P. 1 Photo No, 25 Description: Start of SSP on Wc,st se: Section F sY ll 41=V`,41'..�v ,, . _I,•'� 4 ' • '� ,• e _kl , { . . y f le lit v b i ay w5 1. liA: '1 I„ r i i 1 li: V ot 1. i- •'4' �? Nir� '� '. 1 Photo No. 26 Description: Station 0+090; Uncapped steel tube posts; West side Public Works and Government Services Canada Port Burwell, Ontario Sheet_14.of.23. Field Inspection Photograph il ', ♦ 1 •• � alj -n 1111 tii c" I Selliriihm. _ -:- _ 1 I ; ' • Photo No. Description._ l ge of direction in S 'E 60 ng of l at c + Sat' +l 02 I 'e 3 lit iR:„. 4 ,, -.. y ,.� 1 � �u .. j MI r , 1 I ti M 11 i@ .. �`�. rt` T a h I 6'*[ 1 T, F . i IA Iiii 4 s 0 7 ' ' i 5. F .. _ '4 t: ' Or 1 . Photo No. 28 Description: Station 0+105; typical condition ofSSP wall; West side Public Works and Government Services Canada Port Burwell, Ontario Sheet 15 of-23 Field Inspection Photograph i - - cr ' .1 A r.'• . 17,4-' 1 - ' N ,". %1 "4., ,g c 1 I 1 irir:. ,. ......, -,i' , ... 4 .......„ . . . s, .\ t 4 f r 1. + � . !7 YY bre q tcr 4 [. tr - ' - \ `4�, '}' !-F � -�1 91 - 1 ` i i, e Fes:: , s A . lif IL t A ,, atott- -,;', • .1 Photo No. 29 Description: Station 0+129; loss of material from behind SSP;West side if '1', - l it )1111 l fryji yn4' t it), Azi .- ;. 4 i '� _ - ': _ - Photo No. 30 Description: Station 0+189.5: loss of materiaLfrom behind joint; West side Public Works and Government Services Canada Port Burwell, Ontario Sheet 16_of 23 Field Inspection Photograph r 1 =! 4, , s 1 .11 ' , I i, I { +� Fe _ +f • .a ri'. .. L,r -P.1.4- . .. • ' ,,iv yr, 1':.h:L. . - ' i , ' - y — ii _ I , 1 1 Photo No._31 Description: View of deterinr1 tr concrete c nmwa_ll: est sidej# g West riith . IMIIIIPIW -.A.' 1 . at.....,_ ,;- I s ' .r 4. - i I , • ~ - I _ r _ 4Fp:. A— 1 1 Photo No.1_2_Description:_tation_0+217: start of inf lling ne o w I es e Public Works and Government Services Canada Port Burwell, Ontario Sheet_17.of-23 Field Inspection Photograph Photo No. T7eserip�ticm:_'�1 ew c�# ollard line: f cir�g : ot�th - fi Yr Photo No..34 Description: Station 0+525; end of infilled area; concrete copewall exposed Public Works and Government Services Canada Port Burwell, Ontario Sheet 18_of.23. Field Inspection Photograph II1 1 e`q t f in4 � _— .... . ffi • Photo No. 35 Description: Concrete copewall; cliai of !inkjence property line: West side ' 'K� Y `. ., sties — y+� - —_# _. -�'... .'4-••••'-e.:7'" _ i� R " ,!i �s Wit'- -•",r w • ti $ .:e'1-1 ,..i- .- . -V -- - ... ~. __....-. .___tti_,.:...,1.....13....i..._.4 ._._..h.L'.. Photo No. 36 Description: Station 0+881: pipe outlet to channel through top of wall Public Works and Government Services Canada Port Burwell, Ontario Sheet_19 of_23_ Field Inspection Photograph — - - _ _ 4_ .a y �._.la r ' I. Far-.—Yr„ r r - " r k'*, - •`t _.i7, 'i , *6. - ! i • ale:Ft' leis) I 0ii -�' ,gip. . ", Pho'‘' No,. 7 Description: Station 0+8 end of concrete copewall: West side Y m . 41. o r _ •c _ i. A ti.7,1 } _'T Photo No.a&Description: Station 0+895; end of timber crib structure, Section H Public Works and Government Services Canada Port Burwell, Ontario Sheet 20 of 23 Field Inspection Photograph F,'--- , " Photo No. 32. Description.- View of East face of concrete 1-rE: warrtr. facing West - " .� A - Jwi, 'fir,' '--"k".''es4 -a � y _ - • . x.. -« ti s Y ] 1 t% : 1 Photo No. 40 Description: Deterioration of concrete at base of breakwater wall Public Works and Government Services Canada. Port Burwell, Ontario Sheet 21 of 23 Field Inspection Photograph _ 1-•. y �� ;t r F `_ "may _'r _'r -� * i La — _ _ — ..ev 4° _.— 'le t-....1tEZI - - _ _ ""* its,n - — . 411114 , .41 4,.. i sIllilik' I Photo No. 41 Description: Severe deterioration of cnixx;rete of blocks at base of wall - M ip it ' iii ,• i' I' i' LALA it d a kr ,gym. _ - - - -- ', _ �-+ r 41311111110 ., i I • ,1 Photo No. 4`2 Description: North face of lighthouse at South end of concrete_breakwater Public Works and Government Services Canada Port Burwell, Ontario Sheet 22 of-,21 Field Inspection Photograph I 'R I p i .M ' Mt .. .ti 12_t m 4t )4. , v 'w „ • , - ,' .V l' � ` ��' r . . ,.ifs e iv.' $. Phot) \io.,1 Description: to ' 0+ li f ' use ba at t lev est e ri.....r ... - •r+, N . e 1 r .. _ S Photo No. 44 Description: Overall view of Rubble Mound Breakwater Public Works and Government Services Canada Port Burwell, Ontario Sheet 23 of 23 Field Inspection Photograph f _ � 0040 ~¢ :-. 'ter ' F— - —7— _ - 406 Photo No. 45 Description: West side ofRubble..Mottnd $eater yI A Ail° Si'. i m. ,d. 4 i y 1 ► r . 3se t .. .10:1;41, '. . m - II,. "" ~ iii —t. • +L. 8 e; ' i s SIV .. somik1 .Nt• II 0. I,1 A it ' io 1Pr z'. Photo No. 46 Description: Core stone visible below armour stone on Rubble Mound Breakwater Public Works and Government Services Canada Appendix C Diver's Report ROUTINE DETAILED INSPECTION FEDERAL HARBOUR FACILITIES Port Burwell, Ontario Prepared for: Public Works & Government Services Canada Prepared by: WATECH SERVICES INC. 895 Valetta Street London, Ontario N6H 2Z4 November 1996 WS! 96172 TABLE OF CONTENTS Page 1. INTRODUCTION 1 2. PROCEDURES 2 21. General 2 3. OBSERVATIONS AND INSPECTION RESULTS 3 3.1. General 3 3.2. Steel Sheet Pile Wail, East Side 4 3.2.1. Field Note Summary 4 3.3. Timber Mooring Dock, East Side 7 3.4. Steel Sheet Pile Wall, West Side 7 3.4.1. Field Note Summary 7 3.5. West Concrete Breakwater 10 3.5.1. Field Note Summary 10 3.6. Offshore Rubble Mound Breakwater 14 4. CONCLUSIONS AND RECOMMENDATIONS _ 15 Photographs Figures Routine Detailed Inspection, Federal Harbour Facilities, Port Burwell,Ontario Page 1 1. INTRODUCTION WATECH SERVICES INC. was retained by Public Works & Government Services Canada in November 1996 to carry out an underwater routine detailed inspection of the existing federal government marine structures in the Village of Port Burwell, Ontario. The federal government facilities in the Village of Port Burwell function primarily as breakwaters which protect the channel of the Otter River where it enters Lake Erie. The inner harbour structures serve as tie-up walls for commercial fishing vessels and pleasure boats. The purpose of this inspection was to assess the present condition of the marine structures within the study area and document and report on the condition of the facilities. This report presents the results of the inspection of the inner harbour facilities and the west breakwater. The east pier is not included in this report. Public Works & Government Services Canada WATECH SERVICES INC. Routine Detailed Inspection, Federal Harbour facilities. Port Burwell,Ontario Page 2 2. PROCEDURES 2.1. General The underwater inspections were carried out by our inspection divers in November 1996 .using surface supplied air diving helmets equipped with voice communications and voice recording capabilities. The inspection diver was in constant voice communication with the surface personnel relaying the results of the underwater investigation for documentation by surface personnel. Prior to completing the inspection, chainage was marked on the harbour structures by PWGSC staff in order to provide location control for the inspection survey and water depth soundings. Inspection dives were carried out in water visibility up to 0.3 metres. Water depth soundings were obtained at 25 metre intervals along the structure in order to document water depth and suspected areas of scour. The water depth soundings are reported in table format in the Observations and Inspection Results section. The water depths reported have been reduced below IGLD chart datum for Lake Erie. Public Works &Government Services Canada WATECH SERVICES INC. Routine Detailed Inspection, Federaf Harbour Facilities,Port Burwell.Ontario Page 3 3. OBSERVATIONS AND INSPECTION RESULTS 3.1. General The inner harbour structures consist generally of steel sheet pile (SSP) walls. Sections of the sheeting support a concrete copewall. Generally the sheet piling is in good condition and for the most part joints and interlocks in the sheet piling are tight. Sections of the inner harbor have completely silted in or have been filled in and the wharf structure face cannot be seen. Several outfall pipes penetrate the sheet pile walls. Some of the holes in the sheet pile wall cut for the outfall pipes have not been properly sealed and fill loss is occurring. A short section of timber decked mooring dock is located near the highway bridge at the north limit of the harbour. This structure is entirely of timber construction with timber piles supporting a timber deck. The structure is in generally good condition with the only significant damage noted being missing or loose fender timbers. Other structures consist of the west concrete breakwater and the offshore rubble mound breakwater. The west concrete breakwater is in poor to fair condition with significant deterioration of the timber cribs noted below the water level and sections of heavy spoiling and erosion of the concrete noted above the water level. The offshore rubble mound breakwater is generally in fair condition. Sections of the crest elevation have settled and the toe of the structure is somewhat irregular, however, the structure appears to be functioning adequately. In order to further document the findings of the inspection, the results are presented by section and on Figures 1 and 2. Public Works &Government Services Canada WATECH SERVICES INC. Routine Detailed Inspection, Federal Harbour Facilities,Port Burwell,Ontario Page 4 3.2. Steel Sheet Pile Wall, East Side The inner harbour structures on the east side of the harbour consist of a steel sheet pile wall with a ground level deck of earth and gravel. Sections of the sheeting are capped with a concrete copewail or a heavy steel channel. Generally, the steel sheeting is in good condition with tight joints and interlocks. Fill loss from behind the wall is noted around poorly sealed outfall pipes that penetrate the wall and at the joint between the steel sheeting and the concrete copewall. The following field notes detail the inspection of the sheet piling on the east side of the harbour. 3.2.1. Field Note Summary Station Observations SSP Wall, East Side of Harbour, Note: Chainage from north to south 0+000 End of soil embankment. Start of steel sheet piling (SSP) wall. 0+000.5 Outfall pipe, 150 mm diameter, covered with fabric. Pipe in good condition. 0+009.5 Outfall pipe, 150 mm diameter, covered with fabric. Pipe in good condition. 0+034.7 Outfall pipe, 150 mm diameter, covered with fabric. Pipe in good condition. 0+043.8 Outfall pipe, 150 mm diameter, covered with fabric. Pipe in good condition. 0+044.7 Deflection in SSP wall. 0+050.6 Deflection in SSP wall. 0+051 .9 Change in sheeting. Joint is good. Concrete copewall, 0.35 metres in height, begins. 0+083.6 Wooden timber fender, in poor condition, attached to SSP wall in poor condition. General Underside of concrete copewall weathered and chipped for its entire length. Public Works &Government Services Canada WATECH SERVICES INC. Routine Detailed Inspection,Federal Harbour Facilities, Port Burwell,Ontario Page 5 Station Observations 0+104.7 Elliptical CSP outfall (400 mm x 450 mm) fits into inpan. Opening in SSP around outfall pipe is tightly sealed. No fill loss evident. 0+107.4 End of concrete copewall. End of timber fender. Change in SSP wall steel cap on top of sheeting. 0+157.5 Sink hole, 1.0 metres wide, behind wall. Hole, 200 mm x 75 mm, in SSP approximately 800 mm above water level. 0+207 900 deflection in SSP wall. 0+207.8 Start of concrete wall. 0+208.7 Concrete wall ends at 900 corner. Start of SSP wall. Sink hole, 1.0 metres x 1.1 metres, at surface. Gap (75 mm) between concrete and SSP. Fill loss noted at joint. Gap closes at water level. 0+216.8 End of SSP wall. Start of embankment. Public Works &Government Services Canada WATECH SERVICES INC. Routine Detailed Inspection,Federal Harbour Facilities, Port Burwell,Ontario Page 6 - Table 1 Steel Sheet Pile Wall, East Side WATER DEPTH SOUNDINGS* Station Water Depth (metres) 0+000 +0.4 0+025 +0.3 0+050 +0.3 0+075 +0.2 0+100 +0.1 0+125 0.4 0+150 0.4 0+175 0.5 0+200 0.2 0+210.8 0.4 * Soundings have been reduced relative to IGLD chart datum for Lake Erie. + Indicates reduced sounding is above chart datum Public Works &Government Services Canada WATECH SERVICES INC. Routine Detailed Inspection,Federal Harbour Facilities, Port Burwell,Ontario Page 7 3.3. Timber Mooring Dock, East Side A timber mooring dock is located near the highway bridge at the northern limit of the harbour. The dock is approximately 55 metres in length and 3.6 metres in width. The structure is constructed entirely of wood. Round timber piles support the deck of the structure. The piles are constructed in bents with three piles in each bent. The spacing of the pile bents is erratic, ranging from 1.3 metres to 2.5 metres. The timber piles are creosoted and are generally in good condition above water level and below. The timber deck stringers and pile caps are also creosoted and appear in generally good condition. Several timber fenders (13) are missing or broken. The remaining fenders do not appear to have rotted significantly. Any damage or removals that have occurred appear to be from ice or impact by large boats docking against the structure. 3.4. Steel Sheet Pile Wall, West Side The inner harbour on the west side of the channel consists of sections of soil embankment and steel sheet piling. The steel sheet piling on the west side of the harbour becomes buried in an infilled section of the harbour and emerges again closer to the lake. The SSP wall on the west side is also in generally good condition with the exception of minor fill loss occurring around outfall pipes and joints in the structure. The following field notes detail the results of the inspection of the SSP wall on the e t side of the harbour. 3.4.1. Field Note Summary r' SSP Wall,(East'side of Harbour Note: Cha nage from north to south Station Observations 0-007.8 End of embankment. Start of SSP wall. Public Works & Government Services Canada WATECH SERVICES INC. Routine Detailed Inspection, Federal Harbour Facilities, Port Burwell,Ontario Page 8 Station Observations 0+000 900 corner. Dent (600 mm x 400 mm x 50 mm deep) in SSP in corner starting at water level. 0+081.1 Elliptical CSP outfall (450 mm x 200 mm) fits into inpan. Horizontal break (600 mm) in bottom of pipe. Gap (50 mm) at top of pipe. Gap (20 mm ) along sides of pipe. Loose fill in gaps. Concrete eroded at bottom of pipe. 0+083 Deflection in SSP wall. 0+102.6 Deflection in SSP wall. 0+185.7 CSP outfall (450 mm diameter). Gaps (50 mm) at top and bottom. Loose fill 150 mm behind wall. 0+189.7 Deflection in wall. End of SSP wall. Start of concrete copewall, 150 mm wide timber sheeting underneath. limber sheets in fair condition. Gaps noted between sheets. Minor fill loss noted. 0+212.3 Concrete spoiling (800 mm x 400 mm x 100 mm deep) starting at water level to top of copewall. 0+217.1 Structure becomes buried. Start of soil embankment. Public Works &Government Services Canada WATECH SERVICES INC. Routine Detailed Inspection, Federal Harbour Facilities, Port Burwell,Ontario Page 9 Table 2 Steel Sheet Pile Wail, West Side WATER DEPTH SOUNDINGS* Station Water Death (metres) 0+000 +0.1 0+025 3.4 0+050 3.3 0+075 2.8 0+100 3.2 0+125 1.8 0+150 2.2 0+175 0.6 0+200 +0.3 0+225 Area infilled against wall 0+600 +0.6 0+625 +0.4 0+650 0.2 0+675 0.4 0+700 0.2 0+725 0.4 0+750 0.6 0+775 0.8 0+800 0.2 0+825 +0.7 0+850 +0.6 0+875 +0.4 0+900 +0.3 0+925 0.0 0+938 +0.6 * Soundings have been reduced relative to IGLD chart datum for Lake Erie. + Indicates reduced sounding is above chart datum Public Works &Government Services Canada WATECH SERVICES INC. Routine Detailed Inspection, Federal Harbour Facilities, Port Burwell,Ontario Page 10 3.5. West Concrete Breakwater The west concrete breakwater consists of stone-filled timber cribs supporting a mass concrete copewall and deck. Only the top two timbers of the timber cribs remain exposed above the present lake bottom elevation. The portion of the timber crib that can be examined is in poor condition. Numerous missing and deteriorated timbers were noted along the length of the structure. The concrete below the water level and above is heavily eroded and spalled and is generally in poor to fair condition. The following field notes detail the inspection of the west concrete breakwater. 3.5.1. Field Note Summary West Concrete Breakwater Note: Chainage starts at south end of breakwater Station Observations 0+120 Top timber becomes visible underneath concrete wall. 0+123 Top timber ends. 0+127 Top timber loose underneath concrete wall. Second timber buried. 0+129 Top timber missing. Void (300 mm) underneath concrete wall. 0+131 Top timber in place. 0+136 Timber crib joint. Vertical gap 100 mm. 0+141 Top timber becomes buried in sand. 0+146 Top timber becomes exposed. 0+146.5 Timber crib joint. Vertical gap 100 mm. 0+147 Vertical gap (200 mm) in top timber. 0+153 Vertical gap (100 mm) in top timber. 0+157 Possible crib joint. Vertical gap 150 mm. 0+160.3 Top timber recessed 150 mm from concrete face. 0+166 Top timber missing. 0+173 Top timber recessed 200 mm from concrete face. Public Works & Government Services Canada WATECH SERVICES INC. Routine Detailed Inspection,Federal Harbour facilities, Port Burwell,Ontario Page 1 1 Station Observations 0+175 limber crib joint. Vertical gap 100 mm. 0+180.7 Second timber becomes exposed. Vertical gap (100 mm) In top timber. 0+183.8 Vertical gap (150 mm) in top timber. 0+187.0 Vertical gap (300 mm) in top timber. Possible rotted cross timber. 0+190 Vertical gap (300 mm) in top timber. 0+193.6 Top timber missing. 0+195.4 Top timber in place. 0+199 Vertical gap (300 mm) in top timber. 0+201 Top timber missing. 0+202.7 Top timber present. 0+205.2 Vertical gap (400 mm) in top timber. 0+207 Vertical gap (150 mm). Possible crib joint. 0+208 Vertical gap (400 mm) in top timber. 0+210 Top timber in good condition. • 0+220 Vertical gap (300 mm) in top timber. Possible rotted cross timber. 0+230 Top timber recessed 300 mm from concrete wall face. 0+245 Top timber missing. Concrete chunk (1.2 metres) broken off at water level 0+254 Top timber recessed 100 mm from concrete wall face. 0+262 Timber crib joint. Vertical gap 100 mm. Next crib flush with wall face. 0+273 Timber crib joint. Vertical gap 150 mm. Top timber in good condition. 0+279 Vertical gap (150 mm) in top timber. Public Works &Government Services Canada WATECI1 SERVICES INC. Routine Detailed inspection, Federal Harbour Facilities, Port Burwell,Ontario Page 12 Station Observations 0+284 Wail heavily eroded from top to bottom with large chunks of concrete missing. 0+284 To end of lighthouse pad. Concrete heavily eroded. 0+290 Chunk of concrete (800 mm x 2.0 metres) broken off wall and lying on bottom. 0+308 Crib joint (300 mm). Top and second timbers in good condition. 0+314 Top timber recessed 150 mm from concrete face. Top timber kicked out 100 mm from second timber. 0+323 Top timber recessed 100 mm from concrete face. Top timber kicked out 50 mm from second timber. 0+334 Section (2.0 metres long) of heavy concrete spoiling (300 mm x 1.1 metres) starting 300 mm below water level at corner of lighthouse pad. Public Works &Government Services Canada WATECH SERVICES iNC. Routine Detailed Inspection, Federal Harbour Facilities, Port Burwell,Ontario Page 13 Table 3 West Concrete Breakwater WATER DEPTH SOUNDINGS* Station Water Depth (metres) 0+075 +0.4 0+100 +0.1 0+125 0.1 0+150 0.2 0+175 0.3 0+200 0.4 0+225 0.2 0+250 0.2 0+275 0.4 0+300 0.2 0+325 0.4 0+334 0.4 * Soundings have been reduced relative to IGLD chart datum for Lake Erie. + Indicates reduced sounding is above chart datum Public Works &Government Services Canada WATECH SERVICES INC. Routine Detailed Inspection, Federal Harbour Facilities, Port Burwell,Ontario Page 14 3.6. Offshore Rubble Mound Breakwater The offshore rubble mound breakwater protects the harbour entrance from the prevailing southwest winds. The breakwater is constructed entirely of stone with the exception of a lighthouse base at the offshore end of the structure which is constructed of concrete with an underlying stone-filled timber crib. The offshore breakwater is in generally fair condition. The crest elevation has depressed up to 1 .3 metres at the second deflection offshore for a linear distance of 10 metres. The individual armour units are from 3 to 10 tonne in size. Some shattering and cracking of the individual armour units has occurred, however, the incidence of complete splitting and shearing off of portions of the units appears minimal. Occasional voids between the armour units are noted where the core stone is visible. The exposed core stone is generally 200 to 300 mm stone material. Inspection and probing along the toe of the structure indicate that the toe is very irregular and the base of the structure varies significantly in width. Some of the irregularity may have been present since construction, however, it appears that some of the units at the toe of the breakwater may have settled into the lake bed somewhat. The irregularities in the slope and the toe do not appear to have resulted in major overall settlements in the structure other than the area around the second deflection where the crest is depressed up to 1.3 metres. The offshore lighthouse base appears generally level. The underlying timber cribs are buried in armour stone and cannot be examined. Figure 2 shows typical cross sections on the breakwater at various locations. Public Works &Government Services Canada WATECH SERVICES INC. Routine Detailed Inspection, Federal Harbour Facilities,Port Burwell,Ontario Page 15 4 CONCLUSIONS AND RECOMMENDATI The inner harbour facilities in Port Burwell are generally in good condition, however, the entire harbour is heavily silted making it difficult for larger commercial vessels or fixed keel pleasure sailcraft to use the facilities. The deteriorations of the Inner harbour structures are not significant and a minor program of patching around poorly sealed openings through the structures and joints in the structure is ail that is required to restore the harbour walls to full function. Consideration could also be given to replacement of the timber fenders on the mooring dock. The heavily deteriorated timber fender on the east SSP wall from Station 0+083.6 to Station 0+104.7 should be removed. The timber serves no function and is a hazard for pleasure boats using the wall. The breakwater structures are in fair condition. The west concrete breakwater continues to function, however, the underlying timber cribs are deteriorating and failures may occur within a few years. The offshore rubble mound breakwater appears to have deteriorated from its original construction, however, the rate of deterioration is unknown. The structure, in all likelihood, has appeared as it does today for many years and may continued to perform adequately for many more years. Further inspections In 3 year's time are recommended for both breakwater structures in order to determine the rate of deterioration and the scope and timing of repairs or reconstruction. Public Works & Government Services Canada WATECH SERVICES INC_ ROUTINE DETAILED INSPECTION FEDERAL HARBOUR FACILITIES Pod Burwell, Ontario FIGURES Prepared for: Public Works IL Government Services Canada Prepared by: WATECH SERVICES INC. 895 Valetta Street London, Ontario N6H 224 November 1996 WS! 96172 13.9w -- — t - LAYE& C.= N w+1![ trYe. j •.7f 0 7.4- {4•t n i - _ ' -` ecv Akner•I'3— iAYEP mG� wmFf ltrFt i _3 ccsF c-,-,,i-,-,,iPubkic Works Government Services Cc a� ~•` : r Figure 2 r ��` �-= II •Z ACMOUhlD OFFSHORE BREA ZWA Port 6urwelt,Ontar'w SEcTioN F•F , i December 1996 WATECH SERVICES INC. F,,,,,, i..0-1'" 5.4rt I 6.B y S.4n - —. - 9.6n --- I I 7.8-, T -14:n61,2;_, sYsR of 9p t' 111W - PRne�Q 1TexE I " - 4�YfR CF �- T - .---__ o�.1 5 ry ...writ.LEviL b AErYG-'R �Tcr+G L.., 1 ' _ 4 _A*_ 1 ....F,64 Lew..4 4 o t P 2 COR STONE 2 S j ~ _�._ I !. F-CRE STcr.F 7 4; Nr - de4-' G;. n t r 7'--.';. q ' r r+wTE: (¢C55 SEKTrc. AT -- SECeHo DEFLEcTIc.r, '^• F SECTION ION A-A ARriouR SToHE HAS, sE TTLET, coEE STa^NE FA(! ifr SOLITI IS vISIgL,E SEcTI SEcrlol`f C-C Al EttcµC nEr,rcrr,,N Fr',c+wl( + FACIAI(r ]C VT H L I 6.8M S9n ( ) WYcn cc C +Ur J L I LdYEa cF Akne�R h ?7„.........„ Q ry Q n,�GG \� :-TC N E r ��` ' WA in. LFvEL ��I�� P wn� N; iveL r , 9 C4 410 dJ cc EF Srr NE L I Cc2E SrcN= @ mea..� < ` / I ftA\\SEc SECTioN D-D -TION B-13 FFI c...,....,- SCJTH F.+clri(: S[VTU, a----...---;:\ TA e.' ' \ e / J` d A 4. J A ' ` PLAN VIEW OF A¢MOVR 5i0NE BRCAkWATtF? J �c�i i1CVCE � fec !... i.en, DE7w•LS1 r 1 E7 1 o¢ ..C, Public Works&Government Services Ca Figure 1 INSPECTION DETAILS Port Burwell, Ontario il N December 1996 WATECH SERVICES INC. 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SI b .,, • ...7.' / ii , I Z•4 14.?-i I.CI ‘ 41( 1 0 1 ' I 1 ---------.--:--J1' i,--I.6 ./.' .., -..... .1,.f'.. 4 4 ;,....,„. 717 ' i , ---____ w. i .---, 3 .1.?,01 10 11, “3,.”11!va) ., . ----./ r./ 30009 .. •• 0' 3111:1 03.015 gla, 3,0 ...C",-,„,......._...„._ ‘, .040-A 1 i 000+0 : .911,r0.010: JO 1 -7)Ivitk 2ld) c ,- 5L-45 • it 00 0*0 11..e Immglialm•••••••• •••........... An•••••..1...=,..r..,...- • ••,,mop.s..........., a..now....----- .....-.a.....•.....- ono-------5--- .... Port Burwell, Ontario Harbour Evaluation November, 1996 by: Architectural and Engineering Services Public Works and Government Services Canada Ontario Region for: Small Craft Harbours Department of Fisheries and Oceans Table of Contents 1. Summary . 1 2. Introduction. 2 3. Useful Residual Life . . 4 4. Component Assessment 6 4.1 East Side . 6 4.1.1 Fisherman's Wharf . . . 6 4.1.2 East Shore Wall6 4.1.3 East Pier. 6 4.2 West Side . . . . 6 4.2.1 West Shore Wall _ 6 4.2.2 Concrete Breakwater 7 4.2.3 Rubble Mound Breakwater . . . . . . , 8 5. Depreciated Value . . . . . 11 List of Figures Figure 1: Port Burwell Harbour Layout Plan . . . . 3 Figure 2: Existing Ground Conditions at Concrete Breakwater . . 8 List of Tables Table 1: Summary of Calculated Useful.Residual Life . . . 5 Table 2: Summary of Repair Considerations and Approximate Costs . . 10 Table 3: Summary of Depreciated Values of Harbour Facilities . . . 11 Port Burwell, Ontario 1 Harbour Evaluation 1. Summary This report summarizes the evaluation of the harbour facilities upon completion of the detailed visual inspection of Port Burwell Harbour, carried out by Public Works and Government Services Canada(PWGSC) on November 28, 1996. An 82 m section,North portion of the East Pier, was inspected on November 11, 1996 will also be evaluated in this report. The underwater inspection was carried out by Watech Services Inc. in November, 1996. The harbour was established in 1832 with the incorporation of the Port Burwell Harbour Company. It was later transferred to federal ownership. The facilities on the East side of the harbour include the East Pier, shore wall protection along Big Otter Creek, launching ramp, and fisherman's wharf These facilities are generally in fair to good condition. The northerly 82 m portion of the East Pier is in poor condition where the concrete is severely deteriorated. The facilities on the West side of the harbour include shore protection along Big Otter Creek, West Pier, West concrete breakwater, and rubble mound breakwater All facilities are in generally good condition. Approximately 310 m (1017') of the channel has been infilled with dredged material along the shore wall protection. The exact property ownership of the created land area is unclear. A section of wall along the West side (Section F; 0 -190 to 0+217) is calculated to be beyond its Useful Residual Life (URL). However,visual and diving inspection has concluded that the wall is in generally fair condition. The major detenoiation has occurred along the face of the concrete wall but the timber sheet piling is still in fair condition. The concrete breakwater is also calculated to be beyond its URL and expenditures may be considered to rehabilitate the concrete superstructure and the timber crib substructure. Work may be deferred until the deterioration becomes a hazard for pedestrian use. The facilities at Port Burwell Harbour were given an estimated cost of construction. These costs were then depreciated using straight line depreciation to give a current depreciated value of the structures. The estimated cost of construction is on the order of$14.4 million while the current depreciated value of the structures is approximately $5.5 million. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 2 Harbour Evaluation 2. Introduction Public Works and Government Services Canada(PWGSC) was retained by the Department of Fisheries and Oceans (DEO), Small Craft Harbours to perform an engineering inspection of the harbour facilities at Port Burwell, Ontario. This report evaluates and summarizes those facilities for Useful Residual Life, Component Assessment, Repair Considerations, and Depreciated Value. The evaluation includes the structures of the harbour as follows: • East Shore Wall,plus 82 m section of East Pier •Fisherman's Wharf • West Shore Wall • West Pier • West Concrete Breakwater • Rubble Mound Breakwater The underwater inspection was carried out by Watech Services Inc. for structures below the water line as well as structures inaccessible from land, including the Rubble Mound Breakwater. Figure 1 shows a reduced site plan for the harbour. The plan also shows the infilled area as a result of dredging operations from 1987 to 1992. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 4 Harbour Evaluation t -..,..1 el :,, � * � ti Ak Ag ill■� rFISHERMAN'S WHARF Hi1 r w EAST SHORE WALL a WE5T SHORE WALL ❑ 1 - Y V,'r/ liiiWEST PIER EAST PIER 1i ■ CONCRETE BREAKWATER 4` InIS AN' ! RUBBLE MOUND BREAKWATER FIGURE 1: Port Burwell Harbour Layout Plan Public Works and Government Services Canada DRAFT Port Burwell, Ontario 4 Harbour Evaluation 3. Useful Residual Life Analysis of the Useful Residual Life (URL)was done using the formula presented in the "Guidelines for Inspection and Maintenance of Marine Structures" prepared for PWGSC by Lowe-Martin. This formula is based on the Theoretical Useful Life (TUL) of each component and is as follows: URL = { TUL x ( 100 % - WC ) x CF } -AA where; WC is the weighting coefficient varying from 0 %to 30 % CF is the compensation factor varying from 0.7 to 1.0 AA is the actual age of component The weighting coefficient takes into account such variables as nature of use, salinity and pollution of water, wave conditions, exposure to ice, and other variables which affect the deterioration of the component. The choice of these variables is very subjective. The compensation factor indicates the actual condition of the structure or component at the time of the assessment and again requires some subjectivity. The "Guidelines", as prepared by Lowe-Martin, do not give TUL values for timber sheet piling, timber substructures, concrete superstructures, or concrete caps The values of TUL used for these components were 30, 40, 50, and 60 years respectively The TUL suggested for timber piling is conservative and 50 years was used instead The suggested TUL value of 50 years for SSP was also considered conservative and a TUL of 70 years was used. This formula can only be used for general guidance; experienced engineering judgment must be used in assessing the final URL As can be noted, the formula contains too many subjective variables, therefore should not be used as a true indicator of the URL. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 5 Harbour Evaluation TABLE 1 Summary of Calculated Useful Residual Life Facility Component I Year Constructed I Actual Age Useful Residual Life (Years) (Years) East Side Fisherman's Wharf Timber Piling 1962 34 16 Section A SSP 1994 2 68 Section N SSP 1960 36 27 Concrete Cap 1960 38 18 Section B SSP 1950-51 46 17 East Pier(82 m) Conc. Superstructure 1925-26 71 Beyond URL Timber Substructure 1904 92 Beyond URL West Side Section E SSP 1948-49 48 15 Section F Timber Sheet Pile 1903-04 93 Beyond URL Concrete Face Wall 1934-35 62 Beyond URL Section G SSP 1950-51 46 17 Concrete Face Wall 1950-51 46 8 Concrete Breakwater Section K Conc. Superstructure 1912-14 84 Beyond URL Timber Substructure 1911-14 85 Beyond URI. Rubble Mound Breakwater Section L Rubble 1928-31 68 22 Section M Conc. Superstructure 1930-31 66 Beyond URL Timber Substructure 1930-31 66 Beyond URL Public Works and Government Services Canada November 1996 Port Burwell, Ontario 6 Harbour Evaluation 4. Component Assessment and Repair Considerations 4.1 East Side 4.1.1 Fisherman's Wharf The Fisherman's Wharf, treated timber pile construction, remains in good condition. The calculated URL of 16 years seems reasonable as there appears to be no present signs of deterioration. The Fisherman's Wharf has remained in generally good condition. However, several timber fenders are missing and damaged and if left missing could lead to damage of the wharf itself. The Ice Fence is also has damaged or missing fenders. These should be repaired as the fence offers protection to the wharf 4.1.2 East Shore Wall The steel sheet piling over the length of shore appears to be in good condition. Each section along the shore can be expected to reach their calculated URL The concrete cap atop the SSP in Section N is in good condition with no signs of damage or excessive cracking. The concrete cap can also be expected to reach or exceed its calculated URI The East Shore Wall is in generally good condition and will require only locations of slight fill loss to be restored. 4.1.3 East Pier Both the concrete superstructure and timber substructure have exceeded their calculated URL. The decking of the section has become highly deteriorated and continues down the wall of the section. The timber substructure is in fair condition, as reported by the diving inspection. Expenditures may need to be considered for resurfacing the concrete superstructure and no immediate action is required for the timber substructure. The East Pier is in poor condition and can be rectified by two options. The first option is to remove the 82 m section of pier and restore the area to a natural state. The second option is to restore the structure to its original state. It is recommended that the timber pile clusters along the length of the East Pier be removed as they pose a potential hazard to local boaters. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 7 Harbour Evaluation 4.2 West Side 4.2.1 West Shore Wall Similar to the East Shore Wall, the SSP is generally in good condition. There are no signs of excessive damage or deterioration and therefore can be expected to reach its calculated URL. The concrete face wall along Section G is nearing its calculated URL but remains in good condition. Therefore no expenditures need to be made until its URL is reached and a subsequent inspection is conducted. Both structural components of Section F, the timber sheet piling and concrete face wall, have exceeded their calculated URLs. However, the timber sheet piling is still in generally fair condition and can be expected to perform adequately for another few years. The concrete face wall has deteriorated and may require some repairs to be considered. The repairs would be limited to a small length of wall as the remainder of the section is buried. The remainder of shore wall, Section G, is generally in good condition with no signs of excessive damage or deterioration. The SSP wall has remained in good condition and can be expected to reach and likely surpass its calculated URL. The concrete face wall is in fair to good condition and can also be expected to reach its calculated URL. No repairs are required at this time and only minor repairs may be required up to its calculated URL The West Shore Wall is in generally good condition and w1l1 only require the areas of slight fill loss to be restored. The fill loss between the infilled area and adjacent shore wall must also be restored to eliminate the potential trip hazards. It is recommended that the timber pile clusters along the West Shore Wall, across from the East Pier, be removed as they pose a potential hazard to local boaters. 4.2.2 Concrete Breakwater The timber substructure of the breakwater is reported to be in poor condition and has exceeded its calculated URL. The concrete superstructure has also exceeded its URL but is in poor to fair condition. No immediate action may be required as the breakwater continues to function adequately, and may only require minor remediation in the future. Benches and a timber boardwalk were added along the top of this structure in the recent past. One bench has fallen over. Therefore, the remaining benches should be checked or reinforced to prevent additional benches from falling off. The concrete breakwater is currently exposed to generally less harsh conditions than experienced immediately after construction. The West side of the breakwater has had sand deposited along its side thus reducing the wave action on the breakwater. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 8 Harbour Evaluation The East side has also had a build up of sediment along the edge. The entire East side is still exposed but the water depth along the edge has been greatly decreased, reducing the wave action on the face of the breakwater. The following figure gives a representation of the existing ground and base conditions surrounding the Concrete Breakwater. Existing Ground Elevation I.■ .h- ,••.ice •` • . . asr•Concret �.+ tel■• t ` ' '' ' 1:2:4• !� •-k -:•'••••••• i=' ,,,... void; ,hags Concrete void; � !-T..r Plume. L_ 1:3:6a M': y1 hM7: .t •V!- Previous Waiter Eloy, { Y .■ F4 • .I . . .Ft fEWg lcv.571.8 :Iv., v,•.k -,--• �, 'r.Approx.Existing ■ I atone fill.*Alt level ■ ' -L9 I ' 1 ;Base Elevation ra t- 1 iti ' 1 1- 14 {!' 4 I 'I •1 1 `. -i i [44 1 1 i 141 I l II a , �, f . SII L FIGURE 2: Existing Ground Conditions at Concrete Breakwater The headblock is largely deteriorated along the base of the structure and may require repairs to be performed earlier. However, the headblock is now exposed to generally less harsh conditions and may remain to function adequately with repairs being performed. Public Works and Government Services Canada November 1996 Port Burwell, Ontario 9 Harbour Evaluation There are two options to deal with the Concrete Breakwater. The first option is to restore the breakwater to its original state. This is a costly solution and may not be required. The second option is to take no action until the deterioration reaches a state where the structure is a hazard for pedestrian use. This option may be advantageous as the breakwater is exposed to generally less harsh conditions, extending the anticipated life of the structure. The breakwater is also not a highly travelled area and any pedestrian traffic can be redirected along side the breakwater rather than atop the structure. 4.2.3 Rubble Mound Breakwater The rubble mound breakwater is reported to be in overall fair condition and has remained generally level and straight. The breakwater has shown no signs of excessive deterioration and can be expected to reach its calculated URL. The headblock at the South end of the breakwater is generally level. However, the timber substructure could not be examined as it is buried in armour stone. Because the headblock has remained level it can be expected that it will continue to function adequately and no repairs need to be considered at this time. The Rubble Mound Breakwater is in generally good condition and therefore requires no repairs to be considered. The following table summarizes the repair considerations and associated approximate costs for the repairs to the structures within the harbour. Public Works and Government Services Canada November 1996 -i1 Port Burwell, Ontario 10 Harbour Evaluation 1 TABLE 2 1 Summary of Repair Considerations and Approximate Costs i Location I Observation Repair Consideration 1 Approx. Costs 1 Wharf Construction Fisherman's Wharf -missing vertical fenders -replace damaged or missing $ 10 000 fenders Ice Fence -damaged and missing -replace damaged or missing $2 000 fenders fenders East Side Section A -fill loss from behind SSP; -repair hole and restore fill $ 100 hole in SSP Section N -remnants of timber fender -no action along wall Section B -fill loss from behind SSP at -repair joint and restore fill $4 000 ferry slip joint East Pier -deterioration of entire deck -entire removal $25 000 (82 m section) surface and walls -restoration. ,$ 100 000' -deteriorated timber pile -removaI • • $ 10 000 clusters West Side I Section E -uncapped steel posts -cap or remove entirely $500 -fill loss from behind SSP -restore fill $ 100 Section F -fill Ioss from behind wall -restore fill $ 1 500 -deterioration of face -restoration $ 5 000 infilled Area -washouts along Ni,all -replace fill $ i 000 Section G -no damage -no action Section H -severe damage and -removal $ 10 00& deterioration -no action _ West Pier -deteriorated timber pile -removal $ 12 000 clusters Concrete Breakwater Section K -overall deterioration -restoration $200 000 -no action - Rubble Mound i Breakwater Section L&M -no excessive damage -no action - I Public Works and Government Services Canada November I996 u' N 1 1 Port Burwell, Ontario 10 Harbour Evaluation TABLE 2 Summary of Repair Considerations and Approximate Costs Location Obseri ation, • Repair Consideration .Approx. Costs Wharf Construction Fisherman's Wharf -missing vertical fenders -replace damaged or missing $ 10 000 fenders Ice Fence -damaged and missing -replace damaged or missing $2 000 fenders fenders I East Side Section A -fill loss from behind SSP; -repair hole and restore fill $ 100 hole in SSP Section N -remnants of timber fender -no action along wall Section B -fill loss from behind SSP at -repair joint and restore fill $4 000 ferry slip joint East Pier -deterioration of entire deck -entire removal $25 000 (82 m section) surface and walls -restoration ,$ 100 000 -deteriorated timber pile -removal . I $ 10 000 clusters West Side Section E -uncapped steel posts .cap.or remove entirely $500 -fill loss from behind SSP -restore fill $ 100 Section F -filI loss from behind wall restore fill $ 1 500 I 1 -deterioration of face -restoration $ 5 000 Infilled Area -washouts along wall -replace fill $ 1 000 Section G -no damage -no action - Section H -severe damage and -removal $ 10 006 deterioration -no action _ West Pier -deteriorated timber pile -removal $ 12 000 clusters Concrete Breakwater Section K -overall deterioration -restoration $200 000 _ -no action - 'ubhle Mound war reakwater Section L&M -no excessive damage -no action - Public Works and Government Services Canada November 1996 Port Burwell, Ontario 11 Harbour Evaluation 5. Depreciated Value The cost of construction for the facilities at Port Burwell Harbour was estimated based on the present market unit rates in 1997. Where appropriate, the salvage values at the end of the components useful residual life, were also estimated in 1997 dollars. The salvage value for the SSP component of the facilities was estimated at 50 % of the initial construction cost. In some instances the useful residual life has been exceeded but the structures continue to perform adequately. In these cases the timber components and concrete superstructure were estimated to have a remaining life of 40 years. At the end of the 40 years the salvage value was considered to be negligible. The salvage value of the Rubble Mound Breakwater was estimated to be approximately 30% of the initial construction cost. The current value of each facility was then calculated using a straight line depreciation from the time of construction to the end of its useful residual life. The existing structures were designed for heavy commercial use and deep dredged depths. These structures are much more expensive than would be required for current dredged depths. The following table summarizes the estimated construction cost and the current depreciated value of the structures within the harbour. TABLE 3 Summary of Current Values of Harbour Facilities Facility ted Construction Cost Current Depreciated Value (1997$) (1997$) East Shore Wall Section A $45 000 $44 143 Section N $126 440 $74 631 Section B $206 250 $112 698 East Pier $4 302 570 $1 434 190 West Shore Wall Section E $377 375 $195 899 Section F $142 200 $51 709 Section G $921 038 $426 436 Concrete Breakwater $4 168 860 $1 334 035 Rubble Mound Breakwater $3 877 200 $1 703 316 Lighthouse Base $198 185 $75 499 Fisherman's Wharf $70 000 $22 400 TOTAL $14 435 118 $5 474 956 Public Works and Government Services Canada November 1996