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Tillsonburg Subdivision Design Criteria - MAY 2008 (4)Operation Services The Corporation of the Town of Tillsonburg TOWN OF TILLSONBURG SUBDIVISION & DEVELOPMENT GUIDELINES DESIGN CRITERIA Operations Services Customer Service Center 10 Lisgar Avenue Tillsonburg, Ontario N4G 5A5 Tel: (519) 842-9200 Fax: (519) 688-0759 Date: May 2008 (revised) Operation Services The Corporation of the Town of Tillsonburg TOWN OF TILLSONBURG SUBDIVISION & DEVELOPMENT GUIDELINES DESIGN CRITERIA TABLE OF CONTENTS SECTION DESCRIPTION PAGE No. A GENERAL INFORMATION / A-1 to A-9 SUBMISSION REQUIREMENTS B ROADWAY DESIGN B-1 to B-4 C STORM SEWERS C-1 to C-12 D SANITARY SEWERS D-1 to D-5 E WATERMAIN E-1 to E-25 F LOT GRADING (SUBDIVISION) F-1 to F-7 G PARKLAND G-1 to G-4 Operation Services The Corporation of the Town of Tillsonburg APPENDICES APPENDIX TITLE A STANDARD DRAWINGS AND DETAILS Operation Services The Corporation of the Town of Tillsonburg REVISIONS PAGE DESCRIPTION DATE A-7, A-8, B-1, C-2, C-6, D-4, D-5, E-1, E-2, E-3, E-4 Minor Revisions Sep 17, 1991 Table of Contents, E-2, C-7 Minor Revisions Oct 31, 1991 Table of Contents, B-2, B-3, C-6, C-9, Appendix ‘C’ Standard Details – Revisions plus additional details Oct 30, 1992 A-1, A-2, A-3, A-5, A-11, A-14, A-15, C-2, C-9 Minor Revisions Jun 10, 1993 Section C All Other Sections & Appendices Storm Drainage – Complete Revision Minor Revisions Feb 14, 1995 E-6, E-7, E-8, E-9 Major Revisions Apr 25, 2000 All Sections Major Revisions Jan 20, 2005 B-3, B-6, C-7, E-2, E-4, F-1, F-5, F-7 Minor Revisions May 26, 2008 Holders of this Design Manual are requested to contact the Town of Tillsonburg, Operations Services / Engineering Department when commencing a project regarding latest revisions to this manual. All enquires should be directed to : Town of Tillsonburg Operations Services / Engineering Department Customer Service Center 10 Lisgar Avenue N4G 5A5 (519) 842-9200 Operation Services The Corporation of the Town of Tillsonburg MAJOR REVISIONS SECTION CHANGE TO FROM C3.02 5 year IDF curve Yarnell’s 2yr IDF Curve C3.07 Minimum storm sewer pipe size 300mm for mainline and 250mm for CB leads. 300mm for all including CB leads E6.00 Revised material specifications Old manufacturer’s specifications F4.02 Minimum side yard swale to 1.5% 1.0% B3.00 Minimum pavement structures increased to: Local – 40 HL3, 50 HL8, 150 Gran.’A’, 300 Gran ‘B’ Collector – 50 HL3, 50 HL8, 150 Gran.’A’, 375 Gran.’B’ Arterial – 50 HL3, 50 HL8, 150 Gran.’A’, 450 Gran.’B’ Major overland flow contained on roadway or on block of dedicated land 35mm HL3, 40mm HL8,150mm Gran.’A’, 300mm Gran.’B’ Previously not included D2.02 Use of individual lot boundaries for each sewer segment Entire area B4.00 OPSD standards 600.01 and 600.10 Town standard G1.00 Parkland revised standards General Information & Drawing Submission Checklist 1 Operation Services The Corporation of the Town of Tillsonburg TOWN OF TILLSONBURG SUBDIVISION & DEVELOPMENT GUIDELINES GENERAL INFORMATION & DRAWING SUBMISSION CHECKLIST General Information & Drawing Submission Checklist 2 Operation Services The Corporation of the Town of Tillsonburg General Information: Subdivision Name/Phase:__________________________________________________ Location: ______________________________________ No. of Lots/Blocks_________ Subdivider/Developer: ____________________________________________________ Address:___________________________________________ Telephone:___________ ___________________________________________ ___________________________________________ Fax:_________________ E-Mail Address: __________________________________________________________ Engineering Consultant: ___________________________________________________ Address:___________________________________________ Telephone:___________ ___________________________________________ ___________________________________________ Fax:_________________ E-Mail Address: __________________________________________________________ Submitted By: _____________________________________ Date: ________________ 1. A complete submission, including this form, is required with the first submission of engineering drawings. Incomplete submissions will not be reviewed. The Town of Tillsonburg will inform the engineer/ developer within 3 full business days if the application is deemed to be incomplete. 2. All submissions will be reviewed on a first come-first served basis using the date of receipt of a complete submission by the Town of Tillsonburg Operations / Engineering Department. 3. Submission process time is dependent on the size of development, order of submission in regards to others, and available resources at time of submission. 4. Subdivision Review of fee $4500.00 collected at initial Draft Plan stage will be used for engineering review, subdivision agreement and security calculations. This fee in non- refundable. This fee will cover only one phase under a draft plan of subdivision. An additional $4500.00 shall be required for all subsequent phases under the original draft plan subdivision. General Information & Drawing Submission Checklist 3 Operation Services The Corporation of the Town of Tillsonburg Report & Drawing Submission Checklist: Report Name: Included Not-Required (to be submitted at draft plan stage) Stormwater Management Facility Reports Slope Stability Reports Traffic Study Reports Geotechnical Reports Noise Attenuation / Vibration Reports Environmental Assessment Reports Others: __________________ Drawing Name: Cover Sheet / Drawing Index Master Plan of Services Storm Drainage Areas External Storm Drainage Areas Storm Sewer Design Sheet Sanitary Drainage Areas External Sanitary Drainage Areas Sanitary Design Sheet Watermain Key Plan Plan & Profiles (Internal Works) External Plan & Profiles (ie. external road works) Stormwater Management Pond and Details Lot Grading Plans Erosion / Sediment Control Plans Typical Sections (roads and sewers) General Notes and Details General Parkland Layout and Servicing Others: __________________ Section B – Roadways B-1 Operation Services The Corporation of the Town of Tillsonburg TOWN OF TILLSONBURG SUBDIVISION & DEVELOPMENT GUIDELINES DESIGN CRITERIA SECTION B ROADWAYS Section B – Roadways B-2 Operation Services The Corporation of the Town of Tillsonburg B 1.00 Street Classification All roadways in new developments shall be classified according to the traffic volume expected and to the intended use of the roadway. For predominantly residential areas three classifications shall be noted as follows: Local, Collector, and Arterial. B 2.00 Road Geometrics B 2.01 Road Grades The minimum allowable road grade is 0.5% and the maximum allowable is 8.0%. B 2.02 Vertical Curves All points of grade change in excess of 1.0% shall be designed with vertical curves as outlined in the Manual of Geometric Design Standards for Canadian Roads. The minimum tangent length of any road grade shall not be less than 15 meters. B 2.03 Intersection Approach Grades At all street intersections, the normal crossfall of the major street shall not be interrupted by the crown line of the minor street. A 1.0 - 2.0% backfall shall be provided on the minor street at all intersections. This backfall shall continue to the end of the curb return radii to facilitate proper drainage of the intersection. B 2.04 Right of Way and Pavement Widths All road widths will be measured from edge of pavement to edge of pavement. Classification Road / R.O.W. Local 8.0 / 20.0 Collector 10.0 / 22.0 Arterial 14.0 / 26.0 B 2.05 Curb Return Radii at Intersections Street to Street Curb Return Radii (m) Local to Local 7.5 m R. Local to Collector 9.0 m R. Local to Arterial 9.0 m R. Collector to Collector 9.0 m R. Collector to Arterial 12.0 m R. Arterial to Arterial 15.0 m R. Section B – Roadways B-3 Operation Services The Corporation of the Town of Tillsonburg B 2.06 Cul-de-sacs Permanent cul-de-sacs shall be constructed in accordance with the Town’s Standard Details, Dwg. RS-10. Minimum gutter grades of 0.5% shall be maintained along the flow line of all gutters around the cul-de-sac. B 2.07 Temporary Turning Circle Temporary turning circles will be considered whenever a road is to be continued in the future to an approved Plan of Subdivision and shall be constructed as per the Town’s Standard Details, Dwg. RS-8. Temporary turning circles are to be adequately detailed on the engineering drawings and are subject to the approval of the Town. B 3.00 Pavement Design The minimum pavement design for a Local Street shall be 40mm HL3, 50mm HL8, 150mm Granular ‘A’, and 300mm Granular ‘B’. Collector Road - 40mm HL3, 60mm HL8, 150mm Granular ‘A’, and 375mm Granular ‘B’. Arterial Road - 50mm HL3, 60mm HL8, 150mm Granular ‘A’, and 450mm Granular ‘B’. HL4 surface asphalt shall be substituted in place of HL3 surface asphalt in industrial areas. A qualified soils consultant shall be engaged by the developer to design a suitable pavement structure. The design for the asphalt shall comply with the Ontario Provincial Standard Specifications and shall be subject to approval by the Town of Tillsonburg. B 4.00 Concrete Curb & Gutter Concrete curb & gutter as per OPSD 600.01 (Concrete Barrier Curb with Wide Gutter) and OPSD 600.10 (Concrete Mountable Curb with Narrow Gutter) shall be used on all new subdivision roadways. Concrete strength shall be a minimum of 30 MPa with 5% to 7% air entrainment and a maximum slump of 75 mm. All concrete shall conform to the Ontario Provincial Standard Specifications. B 5.00 Sidewalks The location requirements for sidewalks in new subdivisions shall be confirmed with the Town prior to commencing the detailed design. In general, sidewalks are required on both sides of all urban arterial roadways and at least one side of all collector streets unless warranted on both sides. For local and collector roadways, the locations of school, parks, churches, commercial establishments, etc., the length of street, traffic volume expected and the number of dwelling units serviced will be used as criteria in determining whether sidewalks are required on both sides of the street. Section B – Roadways B-4 Operation Services The Corporation of the Town of Tillsonburg Sidewalks shall conform to the Town Standard Details with a thickness of 125 mm and a width of 1.50 m and shall be installed at locations as shown on the typical road cross- sections. All sidewalks shall generally follow road grades with a minimum gradient of 0.5% and a maximum gradient of 8.0%. Concrete strength shall be a minimum of 30 MPa with 5% to 7% air entrainment and a maximum slump of 75mm. All concrete shall conform to the Ontario Provincial Standard Specifications. B 6.00 Driveways Driveway approaches are required to each lot and block within the subdivision. Minimum design grade for all driveways shall be 2.0% and a maximum grade shall be 8.0%. The specified driveway grade shall be directed away from the lot towards the roadway. The use of reverse fall driveways is not permitted. Concrete driveways shall have a minimum thickness of 150 mm in depth. Asphalt driveways shall have a minimum thickness of 50 mm. Both concrete and asphalt driveways shall require a minimum of 150 mm Granular ‘A’ bedding compacted in conformance to the Ontario Provincial Specification Standards. B 7.00 Boulevards All boulevard areas are to be graded between 2% and 8%. In order to minimize construction problems for other utility companies, the grade of the boulevard shall be constant from the back of curb to the street limit. Terracing or embankments within the road allowance on new subdivisions shall not be permitted. Boulevard areas shall be sodded with No. 1 Nursery Sod including a minimum of 100mm clean, weed free imported topsoil. B 8.00 Clearing and Grubbing and Area Rough Grading The road allowance shall be cleared of all trees and shrubs not to be included in final landscaping, and of all other obstructions for such widths as are required for the proper installation of roads, services and other works. Rough grading shall be done to bring the travelled portion of the road to the necessary grade and in conformity with the cross- section shown on the drawings. Rough grading of all lots and easements must be performed prior to the placement of granular materials in the roadways. The subgrade for all roads shall be properly shaped and compacted to 100% Standard Proctor Density, prior to any application of granular base course materials. In all cases, topsoil shall be stripped for the complete width of the road allowance and stockpiled at locations approved by the Consulting Engineer. For any excess fill removed to a disposal site classified as “swamp, ravine, floodplain or lake”, the Developer must received prior written permission from the local Conservation Authority. B 9.00 Road Subdrains Section B – Roadways B-5 Operation Services The Corporation of the Town of Tillsonburg Subdrains will be required on a site specific basis, as recommended by a qualified geotechnical consultant. Section C – Storm Sewers C-1 Operation Services The Corporation of the Town of Tillsonburg TOWN OF TILLSONBURG SUBDIVISION & DEVELOPMENT GUIDELINES DESIGN CRITERIA SECTION C STORM SEWERS Section C – Storm Sewers C-2 Operation Services The Corporation of the Town of Tillsonburg C 1.00 Watershed Area The watershed area shall be determined from contour plans and site inspections and shall include all areas that naturally drain into the system, fringe areas not accommodated in adjacent storm drainage systems and any other areas which may become tributary by reason of future re-grading. This information shall be confirmed with the Town prior to the start of design of the internal servicing of the site. C 2.00 Storm Drainage Area Plans The Storm Drainage Area Plan shall include all information as per Section A 3.05. The external drainage area plan shall be prepared and shall be submitted to the Town at the functional report stage and prior to the commencement of the detailed storm sewer design. In the case of large areas under single ownership and/or blocks requiring future site plan agreements, the design shall be prepared on the basis of the whole area being contributory to one manhole in the abutting storm sewer. If more than one private storm connection is necessary to service the property, the appropriate area tributary to each connection shall be clearly shown and taken into account in the storm sewer design. C 3.00 Storm Sewer Design C 3.01 Design Flows The design flow, in each manhole length of sewer, shall be computed on design sheets according to the “rational” formula Q = 0.002778 AiC, where A = contributing drainage area in hectares i = rainfall intensity mm/hr C = run-off co-efficient Q = volume of run-off in m3/sec C 3.02 Rainfall Intensity For normal residential development storm sewer pipe design, the rainfall intensity shall be determined from the 5-Year IDF Curve as per section C 4.05. The 25-Year Storm Curve, as per Section C 4.05 shall be used for all culvert, watercourse and major trunk sewer design, unless, a higher year storm duration curve is required by the Ministry of Natural Resources, the Long Point Region Conservation Authority or the Ministry of Transportation. C 3.03 Overland Flow Section C – Storm Sewers C-3 Operation Services The Corporation of the Town of Tillsonburg The overland flow for the major 100-year storm shall be accommodated in the road cross-section and/or in blocks of land dedicated to the Municipality as per Section F 5.00. Complete design calculations and plans shall be prepared and submitted to the Town for approval. Maximum ponding depth on roads is 0.30m. C 3.04 Runoff or Impervious Co-efficients Runoff co-efficients to be used in storm sewer design shall not be less than: “C” Parks over 4 hectares 0.20 Parks 4 hectares and under 0.25 Single Family Residential – silt and clay areas 0.45 Single Family Residential – sand areas 0.35 Single Family Residential (Lot frontage < 12.2m) 0.50 Semi-detached Residential 0.50 Townhouses, Maisonette, Row houses, etc. 0.65 Apartments, Schools and Churches 0.70 Industrial - Light 0.70 - Heavy 0.80 Commercial - Downtown 0.85 - Neighbourhood 0.60 - Light 0.65 - Heavy 0.80 Heavily Developed Areas 0.90 Paved Areas 0.95 NOTE: Runoff co-efficients are subject to review by the Town of Tillsonburg and may be increased in light of proposed development. C 3.05 Pipe Capacities Manning’s formula shall be used in determining the capacity of all storm sewers. The capacity of the sewer shall be determined on the basis of the pipe flowing full. The value of the roughness co-efficient ‘n’ used in the Manning’s formula shall be as follows: a) Concrete, PVC and HDPE (all sizes) 0.013 b) Concrete box culverts 0.013 c) Corrugated metal (13mm corrugations) 0.024 d) Corrugated metal (25% paved invert) 0.020 C 3.06 Flow Velocities Minimum acceptable velocity = 0.9 m/sec Maximum acceptable velocity = 4.50 m/sec C 3.07 Minimum Size Section C – Storm Sewers C-4 Operation Services The Corporation of the Town of Tillsonburg The minimum pipe diameter for mainline sewer, rear yard storm sewers and double catchbasin leads shall be 300mm. The minimum pipe diameter for a single catchbasin lead shall be 250mm. C 3.08 Limits All sewers shall be terminated at the upstream subdivision limit when external drainage areas are considered in the design with suitable provision in the design of the terminal manholes to allow for the future extension of the sewer. C 3.09 Sewer Alignment All sewers shall be laid in a straight line between manholes unless radial pipe has been designed and approved. The minimum distance between sewer centrelines shall be 3.0 m as per the Town of Tillsonburg Typical Cross-section Detail. C 3.10 Pipe Crossings A minimum clearance of 0.15 m below and 0.50 m above shall be provided between the outside of all pipe barrels at all points of crossings. In cases where the storm sewer crosses a recent utility trench at an elevation higher than the elevation of the utility, a support system shall be designed to prevent settlements of the storm sewer, or alternatively the original trench will be re-excavated to the top of the utility and shall be backfilled with compacted 19mm clear stone or concrete fill to adequately support the storm sewer. When the storm sewer passed under an existing utility, adequate support shall be provided for the utility during and after construction to prevent damage to that utility. C 3.11 Head Losses Suitable drops shall be provided across all manholes to compensate for the loss of energy due to the change in flow velocity and for the difference in the depth of flow in the sewers. In order to reduce the amount of drop required, the designer shall, wherever possible, restrict the change in velocity between the inlet and outlet pipes to 0.6 m/sec. Hydraulic calculations shall be submitted for all junction and transition manholes on sewers where the outlet is 1050 mm in diameter or greater. In addition, hydraulic calculations may be required for manholes where the outlet pipe is less than 1050 mm if, in the opinion of the Town, there is insufficient invert drop provided across any manhole. The minimum drop across manholes shall be as follows: Change in Direction Minimum Drop (mm) Section C – Storm Sewers C-5 Operation Services The Corporation of the Town of Tillsonburg 0 25 10 to 450 50 460 to 900 75 NOTE: Where pipe sizes change across a manhole, it is preferred that upstream and downstream sewer obverts match, or to use the aforementioned minimum drops, whichever is greater [see C 6.03(c)]. C 3.12 Pipes Abutting Upstream Lands All pipes shall be sized to accept design flow from the ultimate, future tributary or from the interim pre-development condition, whichever is greater. C 4.00 Stormwater Management C 4.01 General The need for and extent of the Stormwater Management will be assessed on an individual project basis after consultation with the Town of Tillsonburg, MNR, MOE and the Long Point Region Conservation Authority. Generally, all design concepts shall follow the MOE’s “Stormwater Management Practices (SWMP) Planning and Design Manual”, June 1994 and revised 2003, subject to the above-mentioned regulatory agencies. C 4.02 Submission of a Conceptual Stormwater Management Report Required with Draft Plan of Approval A distinction shall be made between developments proceeding within a new planning area and those developments taking place within an infill area that is part of an already substantially completed neighbourhood. The distinction shall be made by the Town of Tillsonburg, in conjunction with other regulatory agencies, such as MOE, MNR and LPRCA. The stormwater management report for the first type of development shall implement the recommendations of the subwatershed master drainage plan for the larger planning area. The stormwater management report for the latter type of development shall implement the SWM targets established in Section C 4.02(b) of this guideline, complemented with any specific requirements by the above-mentioned regulatory agencies. The subwatershed master drainage plan and the stormwater management report shall be prepared by a qualified consultant capable of providing a multi-disciplinary approach to stormwater management approved by the Town of Tillsonburg and above-noted agencies. The report is to include the following: A) Subdivision development within a new planning area of District 1. Establishment of the subwatershed master drainage plan (MDP) findings, conclusions and recommendations on the best stormwater management Section C – Storm Sewers C-6 Operation Services The Corporation of the Town of Tillsonburg practices (SWMP) that are to be implemented within and adjacent to the development area. Stormwater management criteria and associated control targets are to be developed on a watershed and subwatershed basis. Therefore, the preparation of a subdivision stormwater management plan must be preceded by a subwatershed plan to identify the management criteria and the regional facilities that are to be implemented to protect and enhance the existing drainage features within the watershed, including all measures required to migrate impacts of development on the hydrology, water quality, existing water bodies, hydrogeology and creek base flow, fishery, creek hydraulic capacity, the erosion potential of the receiving water course and the terrestrial resources of the watershed. In essence, the subwatershed master drainage plan must reflect an ecosystems approach to land use planning which takes into account all of the above water resources and be structured to include: inventory, impact assessment, derivation of SWM targets for the subwatershed and establishment of the MDP. Input by the MNR, MOE, LPRCA and OMAF is to be obtained during the initiation and preparation of the plan. Environmental enhancement rather than mitigation should be the primary goal of the MDP. Cost estimates and cost sharing provisions based on land ownership, if applicable, are to be included in the report recommendations. 2. Preparation of a conceptual (or preliminary) stormwater management plan for the subdivision development which implements the best SWMP, recommended by the subwatershed plan. In the event the subwatershed plan recommendations indicate the need for a stormwater management facility within or as part of the subdivision plan, the report is to be accompanied by a plan showing the area and size of the stormwater management facility that is to be incorporated into the subdivision plan, based on detailed hydrologic modelling. The SWM block and it’s size is to be identified as an open space block on the draft plan of the subdivision. Slopes of pond embankments are to be a maximum 4(H):1(V) to ensure safety, maintenance and accessibility. Maximum water depth above any terrace to be 1.0m. The submission may need to be complemented by a list of the planting materials that will be used to improve the aesthetics of the facility and be based on the nature of the facility. Any soft SWMP’s, identified by the subwatershed plan for the subject development area, are also to be shown on a plan and detailed in the conceptual SWM plan. 3. Establishment of the major-minor drainage concept for the subdivision development and the adjacent lands. Storm water flows from the site must be released at a 5 year pre-development flow rate and the difference between the 100 year pre-development and 100 year post-development must be detained on-site. 4. Preparation of a plan, showing the erosion and sediment control measures that are to be implemented during and after construction, as well as the establishment of a maintenance schedule of these controls. The extent of these measures is to be in accordance with the MOE criteria for sediment Section C – Storm Sewers C-7 Operation Services The Corporation of the Town of Tillsonburg controls. The conceptual plan should be reviewed and approved by the Town of Tillsonburg prior to or at the time a submission is made for Draft Plan of Approval. B) Subdivision development within an infill area is not part of a Subwatershed Master Drainage Plan In the absence of a subwatershed master drainage plan, a stormwater management plan is to be prepared which is to address the means by which all post development flows will be controlled to pre-development levels. The submission is to include the water quality control measures that will be implemented for the first flush run-off volume generated by the proposed development. Prior to initiating the preparation of the conceptual stormwater management plan, the subdivider must consult with the Ministries of the Environment, Natural Resources, Agriculture and Food (if required), Long Point Region Conservation Authority and the Town of Tillsonburg on the stormwater management criteria that are to be implemented in the subdivision plan. Guidelines issued by these agencies are to be followed for the prepartion of the SWM plan. The required detail of the submission of the conceptual SWM report t o the Town of Tillsonburg is outlined in the above paragraphs A.2, A.3, A.4. The conceptual plan should be reviewed and approved by the above noted agencies prior to or at the time a submission is made for draft plan of subdivision approval. C 4.03 The preparation of the conceptual stormwater management plan will be considered as the basis for the submission of the final SWM report as part of the final engineering and servicing design for the subdivision development. C 4.04 Submission of the Final Stormwater Management Report The final and (if requested) conceptual stormwater management reports shall be submitted to the Town of Tillsonburg accompanied by:  Complete hand and/or computer simulation calculations in metric.  Acceptable computer models, subject to consultation with the above-mentioned regulatory agencies, are listed in “MTO Drainage Management Technical Guidelines”, Appendix C, Nov. 1989. NOTE: Previously successful reports have utilized the SCS method of run-off (CN2) for a 3-hour Chicago-type storm distribution. MIDUSS is an acceptable hydrologic simulation model.  In the event that a computer simulation model is used, modelling logic diagrams, area and parameter summaries, along with a copy of final output files, should be included in appendices. (Files on 3 1/2” disc would supplement but not replace Section C – Storm Sewers C-8 Operation Services The Corporation of the Town of Tillsonburg the hard paper copy.)  Final letters of approval and/or comments from MNR, MOEE, OMAF and LPRCA. C 4.05 Rainfall Intensity For stormwater management design and modelling, rainfall IDF curves shall be based on “MTO Drainage Management Technical Guidelines”, District #2 – East of London, Nov. 1989, as follows: i = a mm/hr (t + b)c Return A B C 2 568.522 4.326 0.770 5 785.255 4.631 0.776 10 918.044 4.618 0.777 25 1065.506 4.618 0.773 50 1205.613 4.631 0.778 100 1289.347 4.236 0.775 C 4.06 SCS Curve Numbers A modified SCS method of determining run-off is preferred with initial abstraction (IA) = 0.1 x potential storage (S). SCS curve numbers (CN) to be used in stormwater management design shall be as follows: A Deep, very well drained sand or gravel Soil B Moderately well drained soil with medium texture Type C Fine soil with infiltration impeding layer D Clay, soil + permanent high water table, soil over rock CN depends on soil type, antecedent moisture conditions and land use. For normal moisture conditions, the curve # is defined as CN2. For very dry or very wet conditions, the corresponding values of CN1 and CN3 can be expressed as a function of CN2 as follows: Dry: CN1 = 4.2 CN2/(10 – 0.058 CN2) Wet: CN3 = 23 CN2/(10 + 0.13 CN2) Curve Number Chart for CN2 Land Use Soil Type = A B C D Cultivated land: No conservation treatment 72 81 88 91 With conservation treatment 62 71 78 81 Pasture, range: Poor condition 68 79 86 89 Section C – Storm Sewers C-9 Operation Services The Corporation of the Town of Tillsonburg Good condition 39 61 74 81 Woodland: Poor cover 45 66 77 83 Good cover 25 55 70 77 Parkland: >75% grass cover 39 61 74 80 50% to 75% grass cover 49 69 79 84 Commercial and business 89 92 94 95 Industrial 81 88 91 93 Residential (previous fraction) 51 68 79 84 Paved areas (parking, driveways, roofs) 98 98 98 98 Gravel and dirt roads 74 84 88 90 The consultant responsible for the preparation of any SWM report is responsible for the selection of the appropriate curve number as substantiated by a qualified soils consultant and subject to the approval of the Town of Tillsonburg. C 5.00 Sewer Pipe C 5.01 Materials Storm sewers shall be constructed of a material as approved by the Town of Tillsonburg. The type and classification of all storm sewer pipe and the sewer bedding type shall be clearly indicated on all profile drawings for each sewer length. Pipe design (structural) shall be based on embankment conditions. Approved pipe materials for storm sewers are as follows: a) Reinforced concrete pipe, certified by CSA standard A.257.2 b) PVC DR35 (smoothwall), certified by CSA standard B.182.2 c) Profile PVC (ribbed-320Kpa), certified by CSA B.182.4 (up to 450mm dia.) d) HDPE (smooth inner wall-320 Kpa), certified by CSA B.182.6 (up to 600mm dia.) Storm private drain connections shall be PVC SDR 28 (125mmø). C 5.02 Pipe Bedding Sewer bedding shall be in accordance with Standard Bedding Details in Appendix ‘A’. C 6.00 Manholes C 6.01 Maximum Spacing The maximum spacing between manholes shall be as follows: Pipe Size Maximum Manhole Spacing Up to 750 mm 120 m 825 mm to 1200 mm 150 m 1200 mm and up 180 m Section C – Storm Sewers C-10 Operation Services The Corporation of the Town of Tillsonburg C 6.02 Manhole Types Refer to OPSD 701 Series with frame and covers as per OPSD 401.01. C 6.03 Manhole Design Refer to Standard Manhole Detail in Appendix ‘A’ a) All manhole chamber openings shall be located on the side of the manhole parallel to the flow for straight run manholes, or on the upstream side of the manhole at all junctions. b) Safety landings shall be provided in all manholes when the depth of the manhole exceeds 5.0 m. The maximum spacing between safety landings shall not exceed 4.5 m. Refer to OPSD 404.02 for Safety Landing Detail. c) The obvert of the inlet pipe shall not be lower than the obvert of the outlet pipe. d) The maximum change in direction of flow in manholes shall not exceed 900, subject to Section C 3.09. e) Where the difference in elevation between the obvert of the inlet and outlet pipes exceed 0.9 m, a drop structure shall be placed on the inlet pipe with the invert of the drop pipe located at the springline of the outlet pipe. f) All manholes shall be benched to the springline of the outlet pipe on a vertical projection from the springline of the sewer unless otherwise directed. g) The minimum width of benching in all manholes shall be 230 mm. h) Manholes in boulevards shall be located, wherever possible, a minimum of 1.5 m distance from the face of curb or other service. C 6.04 Grades for Manhole Frame and Covers All manholes located within the travelled portion of roadway shall have the rim elevation set flush with the surface of the granular base or base course asphalt depending on the staging of the construction. Frame and covers shall be raised to surface course asphalt elevation just prior to paving. C 7.00 Catchbasins C 7.01 Location and Spacing Catchbasins shall be selected, located and spaced in accordance with the conditions of the design. The design of the catchbasin location and type shall take into consideration the lot areas, the lot grades, pavement width, road grades and intersection locations. The recommended maximum catchbasin spacings are as follows: Section C – Storm Sewers C-11 Operation Services The Corporation of the Town of Tillsonburg Pavement Width Road Grade Recommended Spacing 8.0 m Up to 4 % 95 m 8.0 m Over 4 % 69 m 10.0 m Up to 4 % 84 m 10.0 m Over 4 % 61 m 11.0 m Up to 3.5 % 76 m 11.0 m Over 3.5 % 53 m 14.0 m Up to 3 % 61 m 14.0 m Over 3 % 46 m Catchbasins shall be generally located upstream of sidewalk crossings at intersections and upstream of all pedestrian crossings. Catchbasins will normally be centered to a lot line and/or 0.60 m from the Beginning of Curve (B.C.) and End of Curve (E.C.) of the curb return at intersections. Catchbasins shall not be located in driveway curb depressions, if at all possible. Double catchbasins shall be normally required when the catchbasin intercepts flow from more than one direction. Single catchbasins may be used in the case where the total length of drainage to the catchbasin, from both directions, is less than 95 m. Rear lot catchbasins and connections shall be located as outlined in the Lot Grading Criteria, but are to be used as a last resort. C 7.02 Catch basin Types Refer to OPSD 705 Series with frame and covers as per OPSD 400.11. Special catchbasins and inlet structures shall be fully designed and detailed by the consultant. C 7.03 Catch basin Connections For single catchbasins, the minimum size of the connection shall be 250 mm and the minimum grade shall be 1.0%. For rear lot and double catch basins, the minimum size of the connection shall be 300 mm and the minimum grade shall be 0.5%. In general, catchbasins located in close proximity to a manhole (< 10 m), shall have their leads connected to the manhole, wherever possible. Long catch basin leads and rear lot catch basin leads, greater than 25 m, shall be connected into a manhole at the street. Alternatively, the lead can be connected into the sewer, if the main line sewer is equal to or greater than 825mm dia., with a 1200 mm dia. catchbasin manhole used in lieu of a 600 mm square catch basin at the upstream end. Section C – Storm Sewers C-12 Operation Services The Corporation of the Town of Tillsonburg C 8.00 Private Drain Connections All lots, including Parklands, will require storm private drain connections. Refer to the Typical Lot Servicing Layout and the Private Drain Connection Details in Appendix ‘A’. Weeping tiles must not be connected directly into the private drain connections but must be connected using a sump pump and a backwater valve. No gravity connections shall be allowed into the storm sewer via the storm PDC. C 9.00 Culverts The minimum culvert size shall be 450mm dia. Approved pipe materials for culverts are as follows: a) Corrugated Steel Pipe (Aluminized) b) Corrugated HDPE c) Smooth wall HDPE C 10.00 Inlets, Outfalls and Special Structures C 10.01 General Inlet and outlet structures shall be designed on the engineering drawings. The details provided shall include the existing topography, proposed grading and the work necessary to protect against erosion. C 10.02 Inlets For other than minor swales, the grates on inlet structures generally consist of inclined parallel bars or rods set in a plane at between 4:1 and 2:1 with the top furthest away from the direction of flow. Cable concrete shall be provided at all inlets to protect against erosion and to channel the flow to the inlet structure. C 10.03 Outlets The OPSD 800 Series Standard Headwalls shall be used for all storm sewers up to 1800 mm. For sewers over 1800 mm in diameter, the headwalls shall be individually designed. All headwalls shall be equipped with OPSD 804.05 grating over the outlet end of the pipe. Handrails shall also be installed at the top of all headwalls with grade differences greater that 0.6m from top of headwall to pipe invert. Alternate outlet designs will be considered on a specific basis. All outlets shall bend in the direction of flow of the watercourse with the directional change being taken up in the sewer rather than the channel. Section C – Storm Sewers C-13 Operation Services The Corporation of the Town of Tillsonburg Cable concrete or Rip-Rap protection shall be provided at all outlets to prevent erosion of the watercourse and to the area adjacent to the outlet. The extent of the erosion protection shall be indicated on the engineering drawings and shall be dependent upon the velocity of the flow in the storm sewer outlet, the soil conditions, the flow in the existing watercourse, site conditions and the requirements of the appropriate conservation authority, if applicable. Section D – Sanitary Sewer D-1 Operation Services The Corporation of the Town of Tillsonburg TOWN OF TILLSONBURG SUBDIVISION & DEVELOPMENT GUIDELINES DESIGN CRITERIA SECTION D SANITARY SEWERS Section D – Sanitary Sewer D-2 Operation Services The Corporation of the Town of Tillsonburg D 1.00 General The basic design factors requiring evaluation are water consumption, land use and population trends for the area served. Well-designed and well-constructed sewers may reasonably be expected to have a life expectancy in excess of 50 years. Accordingly, sanitary sewers are to be designed for a period not less than 50 years. D 2.00 Quantity of Sanitary Sewage D 2.01 Land Use The municipality’s official land use plan is to be used to forecast the ultimate probable land use in any particular area. The net area shall be taken as the gross hectares less the area occupied by roads, parks, right-of-ways, etc. The net area for residential and commercial lands shall be taken as 73 per cent of the gross hectares. D 2.02 Tributary Population Residential and Commercial The population density shall be taken as 60 persons per gross hectare or 80 persons per net hectare. The net area shall be taken as the gross hectares less the area occupied by roads, parks, right-of-ways, etc. The net area for residential and commercial lands may also be taken as 73 per cent of the gross hectares. Industrial Population density shall be not less than 115 persons per net hectare. The net area shall be taken as the gross hectares less the area occupied by roads, parks, right-of-ways, etc. The net area for industrial lands may also be taken as 73 per cent of the gross hectares. D 2.03 Sewage Flow Residential and Commercial The average per capita sewage flow shall be taken as 345 litres per day. Industrial Section D – Sanitary Sewer D-3 Operation Services The Corporation of the Town of Tillsonburg The average ultimate industrial sewage flow shall not be less than 39,000 litres per hectare per day. D 2.04 Uncertainty Factor Use 1.1 for residential, commercial and industrial lands. D 2.05 Peaking Factor The following formulae are used for peak rates of flow for sewer design: Residential and Commercial Industrial M = 1 + 14 M = 0.8 (1 + 14 ) 4 + P1/2 4+ P1/2 Where M = Peaking factor or the ration of the peak rate of flow to the average flow rate. P = The factored tributary population in the thousands. D 2.06 Infiltration The infiltration rate into the sewers shall be taken as 0.12 litres/sec/hectare for residential, commercial and industrial lands. The uncertainty factor does not apply to infiltration. D 3.00 Design of the Sewer System D 3.01 Sanitary Sewage Design and Area Plan The design computation sheet, incorporating the factors described herein, is to be used for the design of the sanitary sewers. A copy of the design sheet, together with a Sanitary Area Plan showing the tributary areas shall be submitted to the Town for review and for their records. The Sanitary Area Plan shall include all information as per Section A 3.04. D 3.02 General Sanitary sewer are to be located at the centre of the road allowance and are to be installed with a minimum depth of cover to the top of the sewer from the road surface of 2.5 meters. The minimum diameter of any mainline sanitary sewer shall be 200 mm. D 3.03 Velocities The minimum acceptable velocity is to be 0.6 m/sec. Accordingly, the minimum grade required to produce a velocity of 0.6 m/sec when pipes are flowing full are as indicated below with the roughness co-efficient being as follows: Section D – Sanitary Sewer D-4 Operation Services The Corporation of the Town of Tillsonburg - sewers up to and including 450mm (concrete) = 0.015 - sewers up to and including 450mm (PVC) = 0.013 - sewers 525mm and larger (all materials) = 0.013 D3.03 Velocities (cont’d) Pipe Size Min. Grade (mm-ø) % 200 0.50 250 0.34 * 300 0.26 375 0.20 450 0.15 525 0.10 The top run of all sanitary sewers shall be laid at a minimum of 1.0%. Where there are only a few dwelling units connected into the upper section of a sanitary sewer, the grade on the 200 mm sewer shall be in accordance with the following table: 1 to 5 units s = 1.00 % 6 to 8 units s = 0.60 % 9 or more units s = 0.50 % The maximum velocity permitted in sanitary sewers shall be 4.5 m/sec. D 3.04 Limits, Alignment, Pipe Crossings, Change in Pipe Sizes, and Head Losses As per Sections C 3.08 to C 3.12. D 4.00 Sewer Pipe D 4.01 Materials Pipe material shall be PVC SDR 35 (smoothwall) for mainline certified to CSA standard B182.2 and PVC SDR 28 for private drain connections. D 4.02 Bedding Sewer bedding shall be in accordance with Standard Bedding Details in Appendix ‘A’. D 4.03 Trench Backfill In general, trench backfill shall consist of well-graded granular material and shall be Section D – Sanitary Sewer D-5 Operation Services The Corporation of the Town of Tillsonburg mechanically compacted in layers. The use of on-site or other materials for trench backfill within existing and/or future roadways will only be permitted if approved by Town in writing. D 5.00 Manholes D 5.01 Maximum Spacing The maximum distance between manholes for all sanitary sewers shall be 120 m. D 5.02 Manhole Types Refer to OPSD 701 Series with frame and covers as per OPSD 401.01. D 5.03 Manhole Design Refer to Standard Manhole Details, Appendix ‘A’. Same as Section C 6.03, except for the following: e) Where the … exceed 0.6 m, a drop structure … etc. i) Does not apply. D 5.04 Grades for Manhole Frame and Covers As per Section C 6.04 D 6.00 Private Drain Connections All lots, including Parklands (if required), will require sanitary private drain connections. Refer to the Typical Lot Servicing Layout and the Private Drain Connection Details in Appendix ‘A’. D 7.00 Appurtenances and Special Structures The need and design of other special appurtenances, such as pumping stations, siphons, etc., should be reviewed and approved by the Town of Tillsonburg at the preliminary design stage. Section E – Watermain E -1 Operation Services The Corporation of the Town of Tillsonburg TOWN OF TILLSONBURG SUBDIVISION & DEVELOPMENT GUIDELINES DESIGN CRITERIA SECTION E WATERMAIN Section E – Watermain E -2 Operation Services The Corporation of the Town of Tillsonburg E 1.00 General The following information relates to the specifications for the installation of watermain and service connections to be installed and connected to the water distribution system of the Town of Tillsonburg. E 2.00 Layout and Design of Mains E 2.01 Location All new watermain shall be located 4.5m from the property line. Any deviation from this standard offset must be approved in writing by the Operations Services Division. The above standard shall be used where straight runs are being installed. On radius curves, the main may deflect up to 1.0m from the standard offset of 4.5m from property line by using manufactured bends, allowable deflection in pipe joints, or allowable radius deflection of pipe. The location of the watermain shall not encroach within the approved utility corridors for hydro, gas, bell and cable TV. Separation between the storm and sanitary sewers shall be maintained as per MOE guidelines. Mains shall have no less than 1.7m or no more than 1.9m of cover from finished grade. Variations from this cover may be made only if approved on the servicing drawings or in writing by the Operations Services Division. E 2.02 Pressure and Flow Requirements All new watermain shall be sized to maintain the greater of: i. Maximum day demand plus fire flow at a pressure not less than 140 kPa at any hydrant. ii. Peak hourly demand at a pressure not less than 280 kPa in residential areas. iii. Maximum residential pressure should not exceed 690 kPa. E 2.03 Domestic Water Demand Average domestic demand shall be 345 l/cap/day. Peaking factors to calculate design demands are 3.5 for maximum day and 7.8 for peak hour. These factors shall compensate for periods of high system demand such as lawn watering. E 2.04 Commercial, Institutional, Industrial Water Demand These demands vary significantly depending on the required use. If the required demand is not known, the developer and/or engineer should refer to the Ministry of Environment “Guidelines for the Design of Water Distribution Systems”. Section E – Watermain E -3 Operation Services The Corporation of the Town of Tillsonburg E 2.05 Fire Demands To estimate the fire flow requirements for a development or particular structure the owner and/or engineer should refer to the “Fire Protection Water Supply Guideline” by the Office of the Fire Marshal. E 2.06 Friction Factors in Watermains Hazen-Williams “C” values as per pipe manufacturer recommendations shall be used for the design of water systems. E 2.07 Minimum Pipe Size The minimum pipe size for watermains shall be 150mm diameter, except for dead-ends. E 2.08 Soil Testing Soil tests shall be conducted to identify soil class and electrical conductivity for pipe design. Corrosion protection and pipe material and class selection shall be determined based on soil class. E 2.09 Main Valves Valves are normally located in sufficient quantity so that a maximum of 50 services can be isolated by operating no more than 4 valves. At a cross in the watermain, 4 valves shall be installed and similarly at a tee in the watermain, 3 valves shall be installed. Valves shall be located 0.5m from the main or at locations approved by the Operations Services Division. All hydrants shall be valved. All valves shall open counter clockwise. E 2.10 Hydrants Hydrants will be located at locations as agreed upon by the Engineer. In residential areas, hydrant spacing will not be approved in excess of 150 m (500'); 90m (300') for commercial and industrial areas. All hydrants in residential areas shall be located on a common lotline. Where necessary and required by the Fire Department or as arranged by the property owners, hydrants will be located on private property. All hydrants shall open counter clockwise. Hydrant location details shall be in accordance with Drawing No. W -2 Section E – Watermain E -4 Operation Services The Corporation of the Town of Tillsonburg E 2.11 Blow-Offs With the increased concern with contamination, dead end blow offs are an avenue for bacteria. When dead end mains are encountered with services, a fire hydrant shall be used for the purpose of blowing off the main. No blow-offs under 50 mm (2") shall be installed for dead end mains and no services connected to it. 50mm (2”) Blow-offs shall not have a stop and drain. E 2.12 Water Services Services may be installed by the Developer or the Contractor with the Town's Inspector present at the cost of the Developer. The service pipe is to be laid at right angles to the main and will normally extend in a straight line to the building. Its location will normally be at the mid point of the building lot frontage. Deviations from the above may be approved by the Engineer, but all drawings must show the location of the service as installed. Any relocation work required because of violations of the requirement shall be at the expense of the Developer. All buildings shall each have their own water service. Under no condition will a single service be permitted to supply more than one dwelling even though dwellings may be attached to one another. Where a fire service is required for a building, its installation must conform to the Ontario Building Code and be approved by the Engineer. A separate fire service may be taken into a building in addition to a domestic service or a combined service will be permitted. Where the service is combined, the domestic service is to be valved and will be outside the wall of the building. The service should be installed under pressure after the main has been tested. Where a fire service is required for a building in addition to a domestic service, the domestic service is to be valved and will be 1.5 m (5') outside the building. No couplings shall be allowed for any services ranging from ½" to 2". E 2.12.1 Service Alignment and Grade No services shall be installed until stakes are provided to indicate the proper grade and centre line of the lot or the boundaries of the lot or the exact location of the service laying line. The Contractor shall satisfy himself as to the accuracy of all lines, levels and grades. Errors in service locations and/or grade shall be corrected to the satisfaction of the Engineer at the expense of the Developer. E 2.12.2 Connecting Services to Mains The Contractor will make all connections unless otherwise agreed to in writing. The Developer or his Contractor will generally install service connections in Section E – Watermain E -5 Operation Services The Corporation of the Town of Tillsonburg subdivisions or new developments. Services of 100 mm (4") diameter and larger shall be connected as prescribed by the Town of Tillsonburg by either cutting out a section of the main and installing a tee or by using a tapping sleeve and valve. Services of 18 mm (3/4") and 25 mm (1") diameter shall be installed according to Drawing No. W -15. All tapping must be undertaken by competent workmen skilled in this task and equipped with tapping machines and other required equipment satisfactory to the Engineer. For copper services, tapping to the following maximum sizes will be allowed: on 100 mm (4") mains - 25 mm (1") only on 150 mm (6") mains - up to 50 mm (2") maximum on 200 mm (8") mains - up to 50 mm (2") maximum over 200 mm (8") mains - up to 50 mm (2") maximum When services larger than the allowable tapping size are required, they shall be installed according to Drawing No. W -16 And No. W -20. All tapping sleeves and saddles shall be installed no less than one meter from the edge of a fitting or valve, etc. to the closest edge of the tapping sleeve or saddle. All connections to existing watermains shall be done under the supervision of the Town of Tillsonburg Water Division. E 2.12.3 Cutting of Service Pipe Before Flaring Cutting of service pipe before flaring shall be by means of a disc cutter in order to insure a square cut. Flaring must be accomplished by means of the proper sizing and flaring tools. E 2.12.4 Copper Services Copper services from 18 mm (3/4") to 50 mm (2") shall enter through the building wall or under the wall footing as shown on Drawing No. W -15. Sufficient pipe shall be left for meter installation. Services from 100 mm (4") to 300 mm (12") shall enter as shown on Drawing No. W-17. E 2.12.5 Service Terminations Service terminations for 18 mm (3/4") to 50 mm (2") copper services, the pipe shall terminate with a plain end as shown on Drawings No. W -15 & No. W-16. Section E – Watermain E -6 Operation Services The Corporation of the Town of Tillsonburg For 100 mm (4") and larger services, the service shall terminate with a flanged end as shown on Drawing No. W -17. E 2.13 Backflow Prevention Where, in the opinion of the Engineer, a backflow prevention device is required, such a device will be installed by the Developer at his expense. These devices will be in accordance with the American Water Works Association standards. Backflow Preventions shall be installed on all water services 38mm (1½”) and larger. E 2.14 Curb Stops (Service Valves) Where the service is 50 mm (2") in diameter or less, a corporation stop shall be installed at the main and a curb stop at the property line. For services larger than 50 mm (2") in diameter, a single valve will be installed not more than 0.46 m (18") from the main. In building complexes such as town housing developments or shopping plazas, where individual services are connected to a larger common service with a valve on each individual service where it joins the common service. The valve must be easily accessible for operation and must be in accordance with drawings approved by the Engineer. Isolating valves on the common service may also be required. E 2.15 Water Meters A meter will be required on all services. The meter shall be installed immediately inside the wall of the building. Variations must be approved in writing by the Engineer. Sufficient space for installation and maintenance must be provided with the meter protected against freezing and accessible f or meter reading. Water Meters shall be purchased at the Town of Tillsonburg Customer Service Centre, 10 Lisgar Avenue. Bypasses are to be closed and sealed by the operation authority. Also provide stop and waste valves. Shut off valves shall be installed before and after the meter approximately 150 mm (6") from the meter. Shut off valves shall be installed at the owner’s expense. Where the meter is 38 mm (1 1/2") or larger, a by-pass for this meter must be installed. For meters smaller than 38 mm (1 1/2"), by-passes will be installed where the customer cannot tolerate a shut-down of the water service during normal working hours. Such locations would include coin-operated equipment such as Laundromats, services in which there is water-cooled equipment, production lines where a shut-down of approximately one hour would create problems. Section E – Watermain E -7 Operation Services The Corporation of the Town of Tillsonburg Meter by-passes shall be installed according to Drawing No.W -8. Meters will generally be sized one size smaller than the size of the service. The Engineer, in accordance with the flow requirements, must review the size of the water meter. The owner is referred to the minimum bill requirements of the Town of Tillsonburg, which relates to meter sizes. Fire services are not required to be metered. E 3.00 Installation of Watermain E 3.01 Inspection All watermain installation shall be inspected by a representative of the Town of Tillsonburg, and/or the Consulting Engineer herein call the Inspector. The work shall be stopped by the Inspector if approved drawings are not on the site or there is an insufficient quantity of suitable materials on the site or if defective material or improper workmanship is being used. Work done in the absence of an Inspector may be ordered to be opened up for thorough examination and may be required to be rebuilt or replaced at no expense to the Town of Tillsonburg. At no time will an Inspector be requested to approve the installation of defective material or improper work. No verbal approval by an Inspector covering defective material or improper work will be construed as acceptance. Orders given by an Inspector relating to the material and workmanship shall be followed by the Contractor. Inspectors do not have the authority to layout work, give stakes, lines, levels or grades. The Contractor and the Owner will ensure that the trench is in accordance with the Trench Excavators Act & the Construction Safety Act and the responsibility for ensuring that these Acts are adhered to will not be part of the Inspector's responsibility. If an inspector from the Town of Tillsonburg is required the Owner or his Contractor will pay the Town of Tillsonburg for the service of an Inspector at an hourly rate which will be quoted to the Developer prior to entering into an agreement. The hourly rate will be applicable on regular normal working days from 7:30 A.M. to 4:00 P.M. with the applicable overtime rates to be used outside of these hours. Only those directions as provided herein and as given by Inspectors shall be binding upon the Town of Tillsonburg or the Contractor. If the work on a site is widespread in the opinion of the Engineer, so that more than one Inspector is required, the Engineer shall provide additional Inspectors at the expense of the Developer. Provision of an Inspector by the Town of Tillsonburg is not to be considered a substitute for supervision by the Developer. The Developer or his Contractor Section E – Watermain E -8 Operation Services The Corporation of the Town of Tillsonburg shall provide a competent and reliable agent or foreman, who shall be available on the job at all times during construction and shall be considered as acting for the Developer and all notices, communications, instructions or orders sent or served upon such persons shall be taken as served upon the Developer. E 3.02 Operation of Valves The Contractor shall not shut down or change any existing watermain or operate any existing valves or other control for any purpose. Operation of existing valves, hydrants, blow-offs and curb stops shall be performed only by forces provided by the Town of Tillsonburg. At least twenty-four hours prior notice must be given to the Town of Tillsonburg when it is required to operate valves which will shut off customers. When this is required, the Contractor shall distribute notices to the Town of Tillsonburg's customers. The notices will be provided by the Town of Tillsonburg. E 3.03 Material Handling All materials to be used in the installation must be loaded and unloaded by lifting with hoists or by skidding so as to avoid shock damage. Under no conditions shall materials be dropped. Pipe being skidded shall not be rolled against pipe already on the ground. The lining and coating of pipes shall not be damaged. Any required repairs will be made at the expense of the Contractor in a manner satisfactory to the Engineer. E 3.04 Alignment and Grade Developers shall provide stakes to indicate the line and grade in accordance with the approved drawing before beginning any work. Mains shall be laid and maintained to the required grades and locations with all valves, fittings, hydrants, etc. to be plumb and in accordance with the drawing locations. No deviation in excess of 150 mm (6") will be permitted. E 3.05 Excavation and Preparation of Trench All trenches shall be made in accordance with requirement of The Trench Excavators Protection Act and the Construction Safety Act. Trenches shall be provided so that pipe can be laid with the proper alignment and depth so as to provide a uniform and continuous bearing and support for the pipe on solid and undisturbed ground at all points. Where excavation is done below grade on solid and undisturbed ground, it shall be corrected with approved and compacted material. Where poor soil is encountered, which, in the judgment of the Engineer, should be removed, the Contractor shall excavate or remove such materials to the depth and width ordered by the Engineer and replaced with approved, thoroughly compacted material at no expense to the Town of Tillsonburg. Section E – Watermain E -9 Operation Services The Corporation of the Town of Tillsonburg Excavation of the trench shall not proceed more than 20m (66') in advance of pipe laying unless authorized by the Engineer. The trench must be drained so that workmen can work safely and efficiently with joints made in a dry condition and with no drainage water entering the pipe. Trench width shall be such as to allow the pipe to be laid and jointed properly and backfill to be placed and compacted as specified. Extra width in trenches will be required so as to permit convenient placing of supports, sheeting and bracing where required. Bell holes shall be provided at each joint to permit proper jointing. Boulders and large stones shall be removed to provide clearance of at least 0.15 m (6") below and on the sides of all pipe, valves and fittings. The minimum trench widths are as follows: Pipe Diameter Min. Trench Bottom Width mm mm 150 750 200 800 250 850 300 900 E 3.06 Back-filling Back-filling on a public road allowance or in area which is to be designated as a public road allowance shall be done in accordance with the requirements of the Town of Tillsonburg or other appropriate road authority. Sand and gravel back-fill will be used if, in the opinion of the Engineer, it is required. This shall be supplied at no cost to the Town of Tillsonburg and will be installed as directed by the Engineer or other road authority. Excavated material may be used for back-fill provided that such material is suitable for back-filling in the opinion of the Engineer. All back-filling materials shall be free from foreign materials such as refuse, cinders, wood, vegetable or organic matter, boulders, rocks, stones or any other material which, in the opinion of the Engineer, should not be used for back-filling. The Inspector may order the trench to be back-filled by hand from the bottom of the trench to the centre line of the pipe with sand, gravel or other approved material placed in layers of 76 mm (3") and compacted by tamping at no cost to the Town of Tillsonburg. Back-filling material shall be deposited in a trench on each side of the pipe simultaneously. From the centre line of the pipe, fittings and appurtenances to a depth of 0.3 m (1') above the pipe, the trench shall be back-filled by hand or by methods approved by the Inspector. The type of back-fill material shall be sand, gravel or Section E – Watermain E -10 Operation Services The Corporation of the Town of Tillsonburg approved excavation material. The Contractor shall use special care in placing and compacting this portion of back-fill so as to avoid damaging or moving the pipe. No frozen material shall be used for back-filling nor shall back-filling be carried out where material in the trench is frozen. The surface shall be restored so that all pavement, sidewalks, curbs, gutters, shrubbery, fences, poles, sod and other property and surface structures removed or disturbed during the work shall be restored to a condition at least equal to that before the work began at no cost to the Town of Tillsonburg. E 3.06 Pipe Laying Proper implements, tools and facilities as required by the Engineer shall be provided by the Contractor. All materials shall be lowered into the trenches by suitable means. The interior of the pipe shall be inspected and completely cleaned of all sand or foreign materials before placing in the line. No foreign materials are to be placed in the pipe during its laying. The inside of the bell and the outside of the spigot shall be wire brushed and free from all oil, grease or dirt before jointing. Precaution must be taken to prevent dirt from entering the joint space. At all times when pipe laying is not in progress, the open ends of the pipe shall be closed by water-tight plugs or other means approved by the Inspector. This must be adhered to during the noon hour as well as overnight. If water enters the trench, the seal at the end of the pipe shall remain in place until the trench is pumped and dry. Cutting of the pipe for inserting valves, fittings or closure pieces shall be done in a neat manner without damage to the pipe or lining and so as to leave a smooth end at right angles to the axis of the pipe. Pipe shall be laid with the bell ends facing in the direction of laying. Deviation from this shall only be permitted by the Engineer. At grades greater than 10 per cent, laying shall start at the bottom with the bell ends facing upward. Where deflection in the line of laying is required, either in the vertical or horizontal plane, the deflection may be made at the joints with the maximum allowable deflections not being exceeded. If, in the opinion of the Inspector, the deflection is excessive, he will order the job stopped. The Engineer or his representative, if he deems it necessary, will order that the specials be used in order to provide the necessary deflection. Such installations must be made in accordance with Drawings No. W-9 and No. W-10. Where it is required that the new main shall cross existing utilities or where a watermain is undermined during laying operations, the Engineer may order the Section E – Watermain E -11 Operation Services The Corporation of the Town of Tillsonburg installation of concrete support beams or the removal or replacement of the undermined section of the existing watermain, if it is cast iron, with ductile iron pipe, the Engineer shall decide the method to be used. In all cases where pipe is laid on backfilled material, the backfill shall consist of granular material compacted in 0.15 m (6") layers to 95 per cent Standard Proctor density. Pipe must not be laid on blocks. E 3.07 Jointing of Mechanical Joint Pipe The jointing of pipe shall be made in accordance with the manufacturer's instructions or with reference to A.W.W.A. Standards C600, Section 9b. No substitution of accessories will be permitted and only vegetable soap lubricants as supplied by the manufacturer will be permitted. The deflection of mechanical-joint pipe, in order to form long-radius curves, shall not exceed the maximum limits as shown in the following Table. TABLE # 1 MAXIMUM PERMISSIBLE DEFLECTION IN MECHANICAL-JOINT PIPES SIZE OF PIPES MAXIMUM PERMISSIBLE DEFLECTION PER LENGTH MM (INCHES) MM (INCHES) 3.63m 4.90m 5.5m (12') (16') (18') 150 (6) 200 (8) 600 (24) 685 (27) 200 (8) 330 (13) 450 (18) 500 (20) 250 (10) 330 (13) 450 (18) 500 (20) 300 (12) 330 (13) 450 (18) 500 (20) E 3.08 Jointing of Push on Joint Pipes The jointing of the push on pipes will be in accordance with the pipe manufacturer's specifications or with reference to A.W.W.A. Standard C600, Section 9c. The deflection of push on joint pipes, in order to form long-radius curves shall not exceed the maximum limits as shown in the following table: TABLE # 2 MAXIMUM PERMISSIBLE DEFLECTION IN PUSH-ON JOINT PIPES SIZE OF PIPE MAXIMUM PERMISSIBLE DEFLECTION mm (INCHES) PER LENGTH MM (INCHES) Section E – Watermain E -12 Operation Services The Corporation of the Town of Tillsonburg 3.65m 4.9m 5.5m (12') (l6') (18') 150 (6) 300 (12) 430 (17) 480 (19) 200 (8) 300 (12) 430 (17) 480 (19) 250 (10) 300 (12) 430 (17) 525 (21) 300 (12) 300 (12) 430 (17) 525 (21) E 3.09 Setting of Valves and Fittings Cleaning, laying and jointing of valves and fittings shall be similar to that described above for the laying of pipe. Where connections are made to existing mains, the connections shall be carried out by a qualified contractor approved by the Town of Tillsonburg. The method of connecting to the existing main shall be determined by the Engineer. Where connections are to be made to concrete or steel mains, the installation will be such as to bare all coatings and materials in a proper manner. The valve box will be installed on every valve in such a manner that no shock or stress shall be transmitted to the valve. The box shall be centered and plumb over the operating nut of the valve, with the box cover flush with the surface of the finished pavement or such other level as may be directed. Valve extension rods shall be installed on every valve according to Drawing No. W -11. Cast iron plugs or caps shall be installed on all dead ends with the dead end being equipped where necessary with a suitable blow-off. Caps and plugs installed without a blow-off to provide for future main extensions shall be tapped with a 50 mm (2") main stop to release trapped air from the pipe prior to removal of a cap or plug. There shall be no services attached to these mains. E 3.10 Setting of Hydrants Hydrants shall be set at a grade such that the final grading of the street shall conform to the ground line cast into the hydrant barrel. No depression or ponding at the hydrant will be accepted. E 3.11 Anchorage and Thrust Blocking Suitable anchorage or thrust blocks of concrete will be provided for all fittings to prevent movement in accordance with Drawings No. W-12, W-13 and W-14. Metal hangers, tie-rods or clamps may be permitted if approved by the Engineer. Preference should be given to mechanical restraint. As long as clear direction is given as to how many joints should be restrained. All socket, clamps and rods shall conform to the National Board of Fire Underwriters. Clamps must be the "positive" type. The rods shall be of sufficient Section E – Watermain E -13 Operation Services The Corporation of the Town of Tillsonburg length to extend one pipe length from fitting. Clamp rods shall be 18 mm (3/4") round steel. All clamps, rods, etc. shall be coated with a protective material. All exposed threads shall be painted with asphaltum, or taped with Denso, after nuts are tightened. Cadmium plated components may be required. E 4.00 Water Main Testing E 4.01 Charging the Main Before tests are carried out, the main will be charged under the s upervision of the Town of Tillsonburg's Inspector or other assigned persons at the expense of the Contractor from a temporary connection. The temporary connection shall include an appropriate cross-connection control device consistent with the degree of hazard (a double check valve assembly or a reduced pressure zone assembly) and shall be disconnected (physically separated) from the new main during the hydrostatic pressure test. The cross-connection control device shall be certified for use by a qualified person on site. During the charging and inspection each valve will be checked and will be left fully open or closed as required. E 4.02 Pressure Testing When the installation and back-filling of the pipe and all services and fittings has been completed, the new installation or any valve section of the installation shall be tested under hydrostatic pressure of 1035 Kpa. (150 psi) for a time of 2 hours. Fire main testing shall be tested under hydrostatic pressure of 1380 Kpa (200psi) for 2 hours as per the National Fire Code. Each valve section of pipe shall be slowly filled and the specified test pressure, based on the elevation of the lowest point of the line or section under test and corrected to the elevation of the test gauge, shall be applied by means of a pump connected to the pipe in a manner satisfactory to the Engineer. The pump and all connections and equipment shall be furnished by the Contractor at no expense to the Town of Tillsonburg. The Town of Tillsonburg will furnish the gauges for the test and the Contractor shall make all taps and shall furnish all assistance for conducting the tests. Before applying the specified pressure, all air shall be expelled from the pipe. If permanent air vents are not located at all high points, the Contractor shall install corporation cocks at such points so that the air can be expelled as the line is filled then replaced with a brass plug. Any defective materials or equipment discovered as a result of this test will be replaced with sound material until satisfactory to the Engineer. Section E – Watermain E -14 Operation Services The Corporation of the Town of Tillsonburg Where any section of the main under test is provided with concrete anchorage, tests will not be carried out until at least five days after installation of the concrete has elapsed. E 4.03 Leakage Test Leakage test may be conducted either with the pressure test or after the pressure test has been satisfactorily completed. The duration of the leakage tests shall be 2 hours with the pressure applied for this test to be 1035 Kpa (150 psi) at the low point in the line. The amount of water required to restore the pressure to 1035 Kpa (150 psi) after the test period of 2 hours has elapsed will be the amount of leakage. The allowable leakage is in accordance with that in the following table. TABLE #3 ALLOWABLE LEAKAGE FOR MECHANICAL JOINT OR PUSH-ON JOINT PIPE IN 5.5M (18 FT.) NOMINAL LENGTHS AVERAGE TEST PRESSURE - 1035 Kpa (150 psi) PIPE SIZE - MM 100 150 200 250 310 400 - IN (4) (6) (8) (10) (12) (16) ALLOWABLE LEAKAGE LITRES PER HRS. 1.97 2.62 3.50 4.38 5.24 7.00 PER 300m If a line under test contains fittings or pipe lengths other than the nominal 5.5 m (18') lengths, Table #3 will not be used and the leakage allowed shall be in accordance with A.W.W.A. Standard C600, Section 13. If any section under test discloses a leakage greater than that allowed, the Contractor shall locate and repair the defective joint for leaks at their own expense. E 4.04 Disinfection The A.W.W.A. Standard C651-05 shall be used as a guide for the disinfection of watermains. Disinfection equipment and materials will not be available from the Town of Tillsonburg. All disinfection material (ie. Sodium Hypochlorite) shall be NSF certified. All labour, equipment and materials necessary for the sterilization will be provided by the Contractor. Sterilization of the main must be carried out under the supervision of the Town of Tillsonburg's forces. All new water mains shall be cleaned by the use of a minimum of two (2) foam swabs introduced at hydrants or at special entry sections and forced by water pressure through the main to exit points approved by the Town of Tillsonburg. Cleaning shall be repeated until the discharge water is clear and approved by the Inspector. All new water mains shall be cleaned and swabbed after the water services have been tapped and before the water mains have been disinfected. Section E – Watermain E -15 Operation Services The Corporation of the Town of Tillsonburg Foam swabs will be supplied, and disposed of, by the Contractor. Mains shall be cleaned or flushed before hydrostatic testing and disinfection is done. The swabs should be propelled through the main with sufficient flow so that their velocity is approximately one meter per second. If the swabs are flushed through the new water mains via the existing water mains, a properly tested backflow device or a minimum of two valves must be utilized. The connection between the existing and new water mains will be properly separated by a double check or backflow device until all testing of the new water main has been approved by the Town of Tillsonburg. An exception to the above may be given by the Town of Tillsonburg when a new water main is tapped from an existing water main, in this case, disinfection must precede any pressure or leakage test performed on the new water main. The continuous feed of chlorine solution is the preferred method because it provides a uniform chlorine residual. Water from the existing distribution system shall be made to flow at a constant rate into the new main through a properly tested backflow device. The water shall receive a constant dose of chlorine also fed at a constant rate. The hypochloride solutions shall be applied to the water main with a gasoline or electrically powered chemical feed pump designed for feeding chlorine solutions. The two rates shall be proportioned so that the chlorine concentration in the water in the pipe is maintained between 50mg/l to 100mg/l. During the application of chlorine, valves shall be manipulated to prevent the treatment dosage from flowing back into the line supplying the water. If the proposed main is longer than 300m, two persons from the Town of Tillsonburg shall be present to ensure no chlorinated waters enter into the existing distribution system. Chlorine application shall not cease until the entire main is filled with the chlorine solution. The inspector from the Town of Tillsonburg will check at the time the main is filled to assure an even distribution. Chlorine shall be applied on a continuous basis at a rate of 50 ppm or greater if required in order to produce the residual of 10 ppm after a 24 hour retention period. Chlorine solution shall be applied to the new system at the following rates: Approx. Flow Rates Time Required L/min. (300m in length; 150mm dia.) 18mm dia. – 20 L/min 4.4 hrs. 25mm dia. – 26.7 L/min 3.3 hrs. 38mm dia. – 40.4 L/min 2.2 hrs. 50mm dia. – 53 L/min 1.7 hrs. After the retention period of 24 hrs. the Operator from the Town of Tillsonburg will take tests at several locations for adequate residuals (25 mg/l minimum). If the Section E – Watermain E -16 Operation Services The Corporation of the Town of Tillsonburg test is successful, the main will be thoroughly flushed and tested again to ensure that the chlorine concentration in the water leaving the main is no higher than that generally prevailing in the system, or less than 1mg/L. If residual is below minimum (25mg/L), the complete sterilization procedure must be repeated. Two sets of samples should be taken, twenty-four hours apart. Ecoli, total and background should all be less than one. The water samples shall be delivered to a qualified lab by Town of Tillsonburg Water Staff for bacteria testing after disinfecting of all new water mains and services 50 mm (2") or larger at no cost to the Town of Tillsonburg. Upon receiving approval from the lab, the Town of Tillsonburg will allow the connection of new water mains and services to its distribution system. The installation shall not be turned on into the existing and operating distribution system of the Town of Tillsonburg until the chlorine residual has been reduced to a level satisfactory to the Engineer. Prior to the disinfecting, the water mains shall be thoroughly flushed under the supervision of the Town of Tillsonburg. All other labour, materials or supervision made necessary by additional pressure testing, sterilization or leak repairs shall be paid for by the Contractor. E 4.04 Disposal of Chlorinated Water All chlorinated water used for testing, flushing and disinfecting water mains shall be disposed of safely. Acceptable means of disposal are by discharge to storm sewer or open environment (drainage ditch or receiving water) with a maximum chlorine residual of 0.0 mg/L (i.e. no detectable level of chlorine). Discharge of chlorinated water directly to sanitary sewer is no longer acceptable as of January 1, 2003. When discharging to the open environment or storm sewer, it will be the responsibility of the contractor to ensure the effectiveness of the dechlorination process. The acceptable chemicals available for dechlorination can be found in the table below. The chemical that the contractor will use must be submitted to the Town of Tillsonburg for approval, along with the process used in dechlorinating. Adequate mixing and dosage of the chemical with chlorinated water must be ensured. The contractor is responsible for ensuring that there is appropriate measures in place to avoid erosion at the point of discharge and downstream. The contractor must provide a location for monitoring the chlorine residual at the point of discharge. Use of Chemicals for Dechlorination of Water There are several chemicals, which can be used to dechlorinate effectively. The following comments are offered with respect to potential impacts of each on the receiving body*. Section E – Watermain E -17 Operation Services The Corporation of the Town of Tillsonburg Chemical Comments/Impacts Hydrogen Peroxide This is the best chemical when discharging to an environmentally sensitive watercourse. An overdose will only add more oxygen. Sulphur Dioxide This will slightly lower the pH in the receiving water. Sodium Thiosulphate Will cause some sulphur turbidity, but an excess is harmless. Sodium Sulphite Excess will lower dissolved oxygen. Sodium Metabisulphate (sodium pyrosulphite) Excess will lower dissolved oxygen. *the above information was taken from the former MOE Bulletin 65-W-4 “Chlorination of Potable Water Supplies”. E 5.00 Final Inspection and Warranty Period E 5.01 Final Inspection All works installed under this specification will n ot be accepted by the Town of Tillsonburg until a final inspection has been made by the Engineer or his representative. A competent person representing the Developer shall be provided to accompany the Engineer on this inspection. Inspection shall not be made until all finished roads, grades and lines are established to the satisfaction of the Engineer. When the grades are so established, it shall be the responsibility of the Developer to adjust and/or re-install to correct line, grade and location, all pipes, curb boxes, valve chambers, hydrants and other appurtenances. If the Developer has not made these adjustments within one month of receiving written notice from the Engineer, the Town of Tillsonburg reserves the right to make these adjustments and charge all costs to the Developer. Work undertaken by the Town of Tillsonburg's forces shall not relieve the Developer or Contractor of any obligations contained in any Performance Bond, Maintenance Bond or Specifications applying to the project. E 5.02 Acceptance After the area has been inspected and corrections made to the satisfaction of the Engineer, the Developer will be issued with a "Certificate of Acceptance" in the form of a letter stating that the area is accepted SUBJECT TO A TWO YEAR WARRANTY PERIOD. At the end of this warranty period, the installation will Section E – Watermain E -18 Operation Services The Corporation of the Town of Tillsonburg become the responsibility of the Town of Tillsonburg provided that all requirements herein have been met to the satisfaction of the Engineer. Regardless of the TWO YEAR WARRANTY PERIOD, those lots which are not built upon at the end of the warranty period will remain the responsibility of the Developer for the protection of the water installations. Any required repairs to these installations, up to and including the time of the setting of the water meter or of the turning on of the water for a building, shall be the responsibility of the Developer and any work undertaken by the Town of Tillsonburg's forces to correct deficiencies shall be charged to the Developer. No water service shall be provided to a premises previously served by a private well until the Engineer is satisfied that no cross connection can take place between the private well and the new services, all in accordance with the Public Health Act. The acceptance of an area by a body other than the Town of Tillsonburg will not be construed as an acceptance of the water distribution installation within that area. E 5.03 General Maintenance When repairs are undertaken by the Developer or his forces during the warranty period, such repairs shall be made while a Town of Tillsonburg Inspector is present. The Inspector's fees shall be paid by the Developer. E 5.04 Emergency Repairs During the warranty period, where maintenance of water service to the customer or customers is required, or where, in the opinion of the Engineer, a faulty or damaged installation may cause inconvenience or further damage, immediate repairs shall be undertaken by the Town of Tillsonburg. The Town of Tillsonburg will not be required to notify the Developer before these repairs are undertaken and the cost of such repairs will be collected from the Developer. The decision of the Engineer will be final as to the necessity of repairs done or required and the amount expended for these repairs. E 6.00 Materials Materials, other than those listed, may be used subject to the approval in writing by the Engineer. Soil samples must be taken prior to the installation of the watermain. A report of soil analysis and recommendation will be sent to the Town of Tillsonburg to determine cathodic protection, which will be required in accordance with ANSI/AWWA C105/A21.5. Section E – Watermain E -19 Operation Services The Corporation of the Town of Tillsonburg Pipe shall have push-on or mechanical joints. E 6.01 Hyprescon Pipe and Fittings Concrete pressure pipe shall conform to AWWA C301. All exposed metal surfaces, bolts, etc. shall be covered with Denso paste and tape. E 6.02 Ductile Iron Pipe All pipe couplings shall be new, and free from defects. Ductile iron pipe shall conform to AWWA C150 ANSI 21.50-91 for design and shall be minimum Class 52 (100-300 mm), Class 51 (400-500mm). Ductile iron pipe shall conform to ANSI A21.51. (AWWA C151) for manufacture. All pipe and fittings shall be cement-mortar lined and seal coated in accordance with ANSI A21.4 (AWWA C104) Pipe joints shall be bolted Mechanical Joint or "Tyton" Joint in accordance with ANSI A 21.11 (AWWA C1110) electrical conductivity connections unless stated otherwise. Lubricants shall be as supplied by the pipe manufacturer. Fittings shall be cast iron with rubber gasket mechanical joints in accordance with ANSI A21.10 (AWWA C110). Fittings shall be cement-mortar lined Class 250. All pipe and fittings unless stated otherwise shall be coated outside with bituminous material in accordance with ANSI A21.51. Joint lubricants shall be as supplied by the pipe manufacturer and approved by the Engineer. Copper jumper straps, wedges or other approved means of providing an electrical continuity must be installed as part of push-on type joints. E 6.03 Ductile Iron Pipe – FRP Concrete Coated (Hyrotec Pipe) If required. Where designated on the Drawings, the watermain pipe and fittings shall be coated with FIBRE REINFORCED POLYMER CONCRETE OR HYPROTEC as manufactured by Canada Pipe Ltd. All pipe shall be supplied with wrap-around joint diapers for installation of cement- grout joint protection or with "Flex-protex" type of joint sleeves and buckle straps. ("Flex-protex" consists of Portland cement in a urethane suspension). All exposed iron surfaces are to receive a coat of bituminouos coal tar of at least 1 mil thickness. Conductivity strips shall NOT be used with Hyprotec pipe. A solid 12 gauge T.W.U. copper tracer wire will be required as per Section 1.2(e) Section E – Watermain E -20 Operation Services The Corporation of the Town of Tillsonburg All fittings are to be coated with FRC material by hand using at least TWO COATS. The joints are to be protected similar to standard pipe joints. Where the bell configuration, such as Mechanical Joint fittings, does not allow using "Flex-protex" joint protection, diapers and grout must be used. It is imperative that the hyprotec pipe be handled carefully to avoid damage to the coating. All damaged areas must be repaired as per manufacturer's instructions. Pipes with excessive damage shall be rejected and removed from the site as ordered by the Engineer. E 6.04 Polyvinyl Chloride (PVC) Nominal Pipe Sizes - 100 to 300 mm PVC pipe shall conform to AWWA C900 and shall be Class 150, DR 18 with Ductile Iron O.D. dimensions. Nominal Pipe Sizes - 350 to 400 mm PVC pipe shall conform to AWWA C905 and shall be Class 165, DR 25 with Ductile Iron O.D. dimensions. Fittings shall be a PVC moulded push-on fittings for use with Class 150 DR 18, PVC fabricated push-on fittings for use Class 165 DR 28, Ductile Iron fittings (Cement lined) conforming to C153 with a minimum Class of 350. A solid 12 gauge T.W.U. copper wire must be supplied along the full length of the pipe to provide electrical continuity for location purposes. The wire shall be strapped to the top of the pipe at 6 m (19'6") intervals, and looped to the surface at each valve box. Cadweld the tracer wire to existing iron pipe at points of connection or to the iron fitting at the end of the watermain stub. The tracer wire must be continuous underground. Any joints in the tracer wire must occur at the surface loop inside a testing station or watervalve. When there is no other option but to splice a tracer wire underground it must be enclosed in a watertight jacket . All cad welds must be coated with Denso paste and tape. Joint lubricants shall be as supplied by the pipe manufacturer and approved by the Engineer. E 6.05 Thrust Restraint Materials Thrust restraint shall be designed for 2070 Kpa (300 psi), representing a factor of safety of 2.0 on the anticipated test pressure of 1035 Kpa (150 psi). Restraint devices for PVC pressure pipe of all diameters shall be manufactured of high strength ductile iron, ASTM A536, grade 65-45-12, and shall incorporate a Section E – Watermain E -21 Operation Services The Corporation of the Town of Tillsonburg series of machined serrations on the inside diameter to provide 360 degree contact and support of the pipe wall. Connecting bolts shall be of high strength, low alloy material, ANSI/AWWA C111/A21.11. Restraint devices shall meet or exceed the requirements of Uni-B-13-92 Recommended Performance Specification for Joint Restraint Devices for Use With Polyvinyl Chloride (PVC) Pipe and shall be FM approved. Notarized original certification shall be included with submittal documents. Restraint devices for PVC Pipe and mechanical joint fittings, valves, hydrants or appurtenances shall be Uni-Flange Series 1300, Romac “Grip Ring” (black grip ring) or approved equal. When restraint is required for bell and spigot joints of PVC Pipe, restraint devices shall be Uni-Flange Series 1350 or approved equal. Restraint devices for Ductile Iron pipe of all diameters shall be Uni-Flange Series 1390 for bell and spigot, or approved equals. Al joints shall be restrained as per table “Thrust restraint for Pressure Mains” as located in Appendix “A”. All restraint devices shall be coated with a protective material. All exposed threads shall be covered with Denso Paste and Denso Tape after nuts are tightened. Anchor tees are required where possible to connect hydrant lateral valves to mains. All valves including in-line valves are to be restrained with thrust rods. Tees are to be rodded in three directions unless anchor tees are used, then roddded in two directions. Concrete thrust blocking will be required on 90 degree and 45 degree bends on 300 mm diameter pipe and larger in addition to thrust rods. E 6.06 Watermain Valves Valve shall be AVK, Clow, Mueller A2360, resilient wedge type gate valves manufactured to A.W.W.A. C-509 with stainless steel stem and bolts coated inside and outside with epoxy to A.W.W.A 500 standard. Valves shall OPEN Counter Clockwise. Note: The Town of Tillsonburg will allow resilient wedge type gate valves manufactured to AWWA C-509, with stainless steel stem and bolts, coated inside and outside with epoxy to AWWA 550 standard. A cast iron valve chamber or valve box shall be supplied and installed on every watermain valve and hydrant shut-off valve. The valve chambers shall be screw type D. All valve boxes shall include 700mm (28”) upper “screw” type section for adjustment, as manufactured by Bibby or approved equal. Section E – Watermain E -22 Operation Services The Corporation of the Town of Tillsonburg E 6.07 Fire Hydrants Hydrants shall be approved by A.W.W.A. equivalent to Canada Valve Century model, McAvity M-67, mechanical joint suitable for a 1.8 m trench. Hydrants shall have two 2½" openings and one 4" STORZ opening, all with caps. Hydrants shall Open Counter Clockwise - M.J. fitting on bottom of hydrant. The colour shall be YELLOW. All metallic components of the hydrant lateral shall be bonded from the tee to the hydrant boot. Fittings shall be mechanical joint only and shall conform to A.W.W.A. Specification C 110. E 6.08 Services For 100 mm (4") diameter and larger services, all material shall be a specified in the Section on Mains. Copper type shall be new seamless water tube Type "K" conforming with ASTM B- 88. Copper connectors are not permitted in the road allowance (between main stop and curb stop). 100 mm (4") and 150 mm (6") services shall be of an approved pipe material. All services on PVC pipe and 25 mm (1") or larger services on Ductile Iron pipe shall be installed using service saddles. Service saddles shall be double strap. For iron pipe the saddle body shall be ductile or malleable iron and the straps shall be low alloy steel galvanized or plated. For PVC pipe, the saddle body shall be stainless steel. Approved saddles are: ON DUCTILE IRON PIPE ON PVC PIPE Mueller H-10522 (100 mm) Mueller 521-529 Servi-Seal Mueller H-10526 (150 mm) Clamps (100 mm to 300 mm) Mueller H-10530 (200 mm) Minimum Length - 457 mm Mueller H-10534 (250 mm) Robar 2706 (150 to 300 mm) Mueller H-10536 (300 mm) Cambridge Brass (100 mm to 300 mm) Robar 0408 (100 mm to 300 mm) Robar 2706 (400 mm to 450 mm) Section E – Watermain E -23 Operation Services The Corporation of the Town of Tillsonburg Rockwell 313 (100 mm to 450 mm) epoxy stainless steel. Main stops and saddles shall be coated with Denso Paste and wrapped with Denso Tape. The following fittings are acceptable: MAIN STOPS AWWA THREAD COMPRESSION ONLY SUPPLIER'S CAT. NO. SIZE FORD MUELLER CAMBRIDGE BRASS 18 mm F1000 H15008 301-A3H3 25 mm F1000 H15008 301-A4H4 38 mm F1000 H15008 301-A6H6 50 mm F1000 H15008 301-A7H7 Main stops shall have thaw nut connectors. CURB STOPS COMPRESSION ONLY SUPPLIER'S CAT. NO. SIZE FORD MUELLER CAMBRIDGE BRASS 18 mm B44-333-G H12922 202-H3HE3 25 mm B44-444-G H12922 202-H4HE4 38 mm B44-666-G H12922 202-H6HE6 50 mm B44-777-G H12922 202-H7HE7 Curb stop rods to be stainless steel only if soil corrosion test is negative. Curb stops shall have thaw nut connectors. CURB BOXES SUPPLIER'S CAT. NO. MUELLER CAMBRIDGE BRASS 18 mm and 25 mm services A726 Series 161 38 mm and 50 mm services A728 Series 161-1 All curb boxes shall have an 18 mm hexagon head plug. COUPLINGS (IF ALLOWED) Shall be compression. Approved couplings are: Section E – Watermain E -24 Operation Services The Corporation of the Town of Tillsonburg Mueller H15403 Cambridge Brass, Series 118 Ford C44 Dresser Style 88 E 6.09 Bedding Material See sanitary bedding materials. E 6.10 Backfill Material All material used for backfilling shall be clean dry sand unless noted otherwise on the Construction Drawings. E 6.11 Cathodic Protection - Anodes The magnesium casting alloy shall conform to the latest edition of ASTM B107 Type M-1 or AZ63A alloy type H-1. The zinc casting allow shall conform to the latest edition of ASTM B-418 Type II. Anodes shall be installed as follows: i) Fire Hydrant Boots – 24 lb. anode. ii) Valves and all fittings, ie. bends, reducers etc. - 24 lb. anode. iii) Curb stops – 12 lb. anode. The following anodes are acceptable: SUPPLIERS CATALOGUE NUMBER CORROSION TYPE SERVICE DURATION DOW CHEMICALS Magnesium M32-22 DMP1450 32D5 M17-51 DMP780 Zinc Z24-48 DZP1100 Z12-24 DZP500 The anode casting shall be surrounded with a selected backfill material within a protected outer cover. The backfill material shall have an electrical resistivity less than 50 ohm/cm wet, a compacted density of 1.5 g/cm. and the following: Gypsum 77% +/- 2% Bentonite 15% +/- 1% Sodium Sulphite 8% +/- 1% Anodes shall be supplied with #10/7 STR copper cable having TWH blue Section E – Watermain E -25 Operation Services The Corporation of the Town of Tillsonburg insulation, or equivalent approved by the manufacturer of the anode. The anode lead shall be thermite welded to the watermain, using a No. CAHAA-1G welder and a No. CA-15 cartridge of F-33 alloy powder. Each anode shall be placed horizontally at the springline of the pipe, parallel to, and a minimum of 1.5 m (5’) from the pipe. The anode lead shall be wrapped around the pipe and knotted. Sufficient slack shall be left in the wire to prevent any stress on either anode or pipe during backfilling. The anode shall be installed at all valves, hydrants, fittings, curbstops and services (including epoxy coated) using the “cadweld” method and shall be installed in accordance with the manufacture’s recommendations and specifications. All “cadwelds” are to be covered with mastik material. An area 50 mm x 50 mm (2" x 2") of the pipe surface shall be cleaned and filed to a white metal finish. The end of anode wire shall be bared of insulation and attached to the prepared metal surface by a thermite weld method. After cooling, the thermite weld shall be tapped with a hammer to ensure that a strong connection has been accomplished. The weld shall be repeated if necessary. Bituminous coating material Tapecoat TC Mastic shall be used on all exposed bolts and anode connections to seal against moisture penetration. Anode test stations shall be placed above ground in a convenient location approved by the Tillsonburg Water Division. All anodes and test station locations are to be mapped and given to the Tillsonburg Water Division. E 6.12 Valves, Chambers and Rods Valves shall be gate valves manufacturer to A.W.W.A. Specification C500, standard iron body. All valves must be mechanical joint and must open counter clock-wise. A cast iron valve chamber or valve box shall be supplied and installed on every watermain valve and hydrant shut-off valve. The valve chamber shall be screw type D. All valve boxes shall include 700 mm (28") upper “screw” type section for adjustment. Section E – Watermain E -26 Operation Services The Corporation of the Town of Tillsonburg E 6.13 Copper Pipe Copper pipe shall all be Type "K" copper. No copper pipe shall be installed less than 18 mm (3/4") diameter nominal size and all pipe shall be new. Section F – Lot Grading F -1 Operation Services The Corporation of the Town of Tillsonburg TOWN OF TILLSONBURG SUBDIVISION & DEVELOPMENT GUIDELINES DESIGN CRITERIA SECTION F LOT GRADING Section F – Lot Grading F -2 Operation Services The Corporation of the Town of Tillsonburg F 1.00 General Please refer to the Tillsonburg Parks Recreation Advisory Committee and Section G for requirements for all Parklands, Walkways, etc. The grading of all lots and blocks in new development must be carefully monitored by the Consulting Engineer in order to provide grades that are suitable for the erection of buildings and to provide satisfactory drainage from all lands within and outside the development. In this regard, the design of the grading for all developments will be of primary concern to the municipality and the following criteria shall be used in preparation of all lot grading plans for new developments. In applying the criteria, while maximum limits are specified, the main objective is to ensure that the property owner (ie. Resident) will have maximum usage of their property while still providing good drainage. Consequently, initial grading design shall avoid maximum grades unless there are no alternatives. F 1.01 Slope Stability Requirements Consideration shall be given to all developable lands adjacent to rivers and streams that may be subject to flooding and erosion. For these lands, a slope stability report shall be prepared by a qualified engineer and submitted to the Town of Tillsonburg for review. This report shall include, but is not limited to, Toe Erosion Allowance, Top of Stable Slope, Erosion Access Allowance, and Erosion Hazard Limit. The study shall be prepared in accordance with the manual “Understanding Natural Hazards” by the Ministry of Natural Resources, latest revision. F 2.00 Drainage F 2.01 Lot drainage is to be self contained within the limits of the subdivision. All multi-family, commercial, high density, industrial block drainage is to be contained within the block. F 2.02 Where a new subdivision abuts and existing development or undeveloped land, the existing ground elevations at the common property line are to remain unchanged and the existing drainage of abutting lands are not to be disturbed or obstructed. Drainage from within the subdivision shall only be allowed to drain over onto abutting properties in exceptional cases at the discretion of the Town of Tillsonburg. In this case, written permission from abutting property owners shall be required prior to approval by the Town of Tillsonburg. F 2.02 The lot grading design shall provide for drainage of abutting lands on the upstream side of the development, plus all blocks of land within the subdivision that are intended for future development under site plan agreement. F 2.03 The lot grading plan shall provide for the present and future drainage of abutting lands which are tributary to the proposed development, plus all lands within the limits of the subdivision. Section F – Lot Grading F -3 Operation Services The Corporation of the Town of Tillsonburg F 2.04 The boulevard and a minimum of 7.5m at the front of any residential lot must drain towards the abutting road. F 2.05 Drainage from single family lots may drain onto single family lots in the same development when the drainage is contained in swales. (either rear or sideyard). F 2.06 Driveways shall not be used as outlets for swales. F 2.07 All lot surfaces shall be constructed to a 2.0% minimum grade and a maximum of 8.0%. F 2.08 The grade of driveways and walkways shall not exceed 8% maximum. Driveways shall not slope back from the streetline to the building and shall have a minimum grade of 2% to provide positive drainage away from the building. F 2.09 All surface runoff shall be directed away from the house into defined swales which outlet to the street or rear yard swales. F 2.10 A maximum flow allowable to a side yard swale shall be that from 4 backyards. F 2.11 The maximum flow from a rear yard swale discharging across a boulevard shall from 4 lots. F 2.12 Berms and side slopes on swales and ditches shall have a maximum slope of 3 horizontal to 1 vertical. F 2.13 A 0.6m wide path sloping at 2.0% away from the building wall shall be constructed along one side of the building to allow proper access to rear yards. F 2.14 Rear yard catchbasins shall be located so the catchbasin manhole and the storm sewer is located entirely on one lot. The storm sewer shall be located 0.30m from the lot line and the catchbasin manhole shall be located 1.5m from the rear lot line. A 3.0m easement is required for rear yard catchbasins and shall be centered over the storm sewer. F 3.00 Elevations F 3.01 Contours are to be shown on all lot grading plans at an interval of 0.5m. Contours shall extend a minimum of 30m beyond the proposed development onto existing land. F 3.02 Existing spot elevations shall be shown at all lot/block corners along the boundary of the development, and overland flow routes. F 3.03 Centerline of road elevations shall be shown at 30m intervals, break points, BVC’s, EVC’s, low points and high points for all proposed roads within the development and existing roads around perimeter of site. F 3.04 Proposed grades shall be shown at all lot corners, break points, high points, building corners, and the top and bottom of swales, ditches, slopes, and retaining walls. F 3.05 Proposed curb and gutter grades shall be shown at edge of asphalt for all BC’s, EC’s, Section F – Lot Grading F -4 Operation Services The Corporation of the Town of Tillsonburg and breakpoints at intersection radii, elbows and cul-de-sacs. Additional grades shall be shown at 15m intervals (minimum) for elbows and cul-de-sacs. F 4.00 Swales F 4.01 Drainage flows to be carried around houses shall be confined in defined swales located along the common lot line. F 4.02 Minimum grade on a side yard swale along a common lot line shall be 1.5%. F 4.03 Minimum grade on a rear yard swale shall be 1.0%. F 4.04 The maximum length of a rear yard swale shall be 90m between outlets. F 4.05 Rear yard swales shall be located on the upstream side of the common lot line between adjacent lots and a maximum of 1.5m off the lot line. F 4.06 The minimum swale depth shall be 0.15m, maximum swale depth shall be 0.50m. F 4.07 A 3.0m easement shall be provided over all rear yard swales designed to carry drainage from more than one property. F 5.00 Major Overland Flow F 5.01 Storm sewers are designed to accommodate storm runoff from a 5-year storm event, the lot grading design shall be designed to accommodate runoff from a major storm event that exceeds the capacity of the storm sewer system. This runoff shall be provided for in an effective major overland flow route from residential areas to an acceptable outlet location such as a storm water management facility. F 5.02 Major overland flow routes shall follow low areas in subdivision grading. F 5.03 All major overland flows shall be directed into storm water management facilities. F 5.04 Ponding on roadways shall only be a last resort after other road grading options have been exhausted. Maximum allowable ponding at gutterline is 300mm. F 5.05 Building opening elevations adjacent to major overland flow routes through lots or blocks within a subdivision shall be at least 450mm above the major overland flow route elevation (ie. no window wells). F 5.06 The overland flow for major 100-year storm shall be accommodated in road cross- sections and/or on blocks of land dedicated to the municipality. Complete design calculations and plans shall be prepared and submitted for approval by the town. F 6.00 Retaining Walls F 6.01 Where a slope is greater than 3 horizontal to 1 vertical a retaining wall will be required to Section F – Lot Grading F -5 Operation Services The Corporation of the Town of Tillsonburg make up the grade change between the two elevations. All design and specifications for retaining walls shall be in accordance with the Ontario Building Code, Latest Revision. F 6.02 All retaining walls 1.0m in height and greater shall be designed by a Registered Professional Engineer as per the Ontario Building Code, Latest Revision. F 6.03 Retaining walls 0.6m in height and greater shall have a railing installed along the top of the retaining wall as per the Ontario Building Code, Latest Revision. F 6.04 All retaining walls within or adjacent to a road allowance shall be concrete or masonry material, approved in writing by the Town of Tillsonburg. F 6.05 All retaining walls within the lot or block may be concrete, masonry or pressure treated wood material. F 7.00 Approval and Certification F 7.01 Lot Grading Approval Prior to application for building permit, individual site grading plans for each lot shall be approved by the Consulting Engineer for the development and submitted to the Building Division of the Town of Tillsonburg for their review. The consulting engineer shall ensure the site grading plan submitted for review by the Town of Tillsonburg is in conformance with the approved subdivision lot grading plan approved by the Town of Tillsonburg. Where an in-fill or severed lot exists and there is no active developer of the subdivision then the Town of Tillsonburg will accept the site grading plans designed by a Registered Professional Engineer or Ontario Land Surveyor. The proposed site grading plan shall include the following: Site plan submitted shall be to scale, on a 8.5x14 or 11x17 sheet, all units in metric, dimensioned property limits, building location with ties to property, finished floor elevation, top of foundation, basement slab and underside of footing elevation, proposed grades at all lot corners, front and rear of building, break points, sideyard and rearyard swale grades, building corners, catchbasin lid elevation, percent grades for driveways and sideyard and rearyard swales, all slopes labelled (3:1), retaining walls, above ground utilities (streetlights, pedestals, etc.), existing grades along all property limits of development, existing grades for all limits if for infill lot. Approved site grading plan shall be submitted with the building permit application. F 7.02 Foundation Control Certificate The Consulting Engineer or Ontario Land Surveyor shall provide the Town of Tillsonburg Building Division with a foundation control certificate confirming the foundation grade and layout is in conformance with the approved site grading plan. The foundation control certificate shall be approved by the Town of Tillsonburg Building Section F – Lot Grading F -6 Operation Services The Corporation of the Town of Tillsonburg Division before house construction proceeds beyond the basement level. Placement of finished floor prior to backfill only will be allowed to reduce potential for foundation cracking from backfilling. This certificate shall include the following: (a) The Consulting Engineer or Ontario Land Surveyor shall confirm the footing and foundation elevations are in conformance with the approved lot grading plan and zoning bylaw. (b) An Ontario Land Surveyor shall provide the town with a building location survey confirming the foundations are in conformance with applicable zoning by-law. (c) The Consulting Engineer or Ontario Land Surveyor shall confirm the lot grades are within a tolerance of 100 mm of the approved lot grading plan all swale gradients and lot surface gradients are to be within allowable limits. (d) The builder will supply all Engineered Product Drawings at this time. ie. truss, floor drawings. Any non-conformance of the foundation or site elevations shall be brought to the Town's attention for further direction prior to proceeding with any further construction. Exposed foundation heights are to be in accordance with the Ontario Building Code. F 7.03 As -Constructed Site Grading Plan/Final Grading Certificate An “As Constructed” site grading plan shall be prepared, after the lot as been final graded (preferably prior to sod/seed) and shall be submitted to the Consulting Engineer of record for approval to confirm the lot has been graded in conformance with the approved lot grading plan. Final “As Constructed” lot grades shall conform to the approved lot grading plan and shall be within the 100mm grading tolerance for lot grading and all swale gradients and lot surface gradients are to be within allowable limits. A final lot grading certificate shall be prepared by the Consulting Engineer of record, certifying the lot grading has been checked and found to be in conformance with the approved site grading plan and the overall subdivision lot grading plan. A copy of the approved “As Constructed” site grading plan and final lot grading certificate shall be forwarded to the Town of Tillsonburg Building Division immediately upon completion. The final lot grading certificate shall follow the format of the attached template. Deck, shed and pool permits shall not be issued for individual lots until a Final Lot Grading Certificate has been certified and approved by the engineer of record and submitted to the Town of Tillsonburg Building Division. F 7.04 Builders Deposit Section F – Lot Grading F -7 Operation Services The Corporation of the Town of Tillsonburg A refundable deposit of $1,200.00 shall be submitted with the approved site grading plan at the time of building permit application. W here multiple building permits by a single builder have been issued the refundable deposit for the second and additional lots shall be $500. The $1,200 for the first lot will be held until the deposit can be released and there is at least one outstanding building permit issued to the builder. In the event a builder is found to be in non-compliance of one of the below items then council has the right to require $1,200 per building permit for the second and additional building permits. This deposit will be held by the town until the following issues are in compliance: 1. Curbs have been repaired in the event of damage caused by the builder. 2. Sidewalks have been repaired in the event of damage caused by the builder. 3. Water curb stop has been repaired adjusted to finished grade in the event of damage caused by the builder. 4. The builder shall provide confirmation the property bars are undisturbed and at/or within 0.2 m below finished grade or the Ontario Land Surveyor provide a written undertaking to locate buried property bars for all lots within the new subdivisions at no cost to the home owner. 5. Foundation control certificate has been received. 6. All mud tracking issues are addressed as per town policy. 7. An approved as-constructed site grading plan has been received and reviewed by the Town of Tillsonburg Building Division. 8. All building deficiencies have been corrected and a final inspection completed. 9. Surveyors Real Property Report (B.L.S.) has been completed by an Ontario Land Surveyor and a copy submitted to the Town of Tillsonburg Building Division for review. In the event a deposit must be used to correct any of the above items and the actual costs exceed the builders deposit amount, then the builder will be invoiced the difference. The builders deposit, or any portion of, is refundable when the deficiencies have been corrected and given final approval from the CBO. All deficiencies shall be corrected within one year from the date of occupancy. The builders deposit, or any portion remaining after all of the above mentioned issues have been satisfied shall be refunded to the builder upon request. Portions of the deposit not claimed after all issues have been satisfied shall be forfeited to the Town of Tillsonburg. F 7.05 Mud Tracking Policy All municipal and private roads leading to and from construction sites shall be kept free of soils and mud. When alleged complaints are received from residents effected by mud tracking from construction sites, contractors must respond to the complaints immediately. Mud and soil from roads must be cleared at the end of the day that the complaint is alleged. If the soils and/or mud in question is not removed and the complaint is considered founded by the Building Department, the road will be cleaned and the contractor will be held responsible for the total cost of the clean up. F 7.06 General Earthwork Requirements Section F – Lot Grading F -8 Operation Services The Corporation of the Town of Tillsonburg Where earth cuts and fills in excess of 0.5 m are required, rough grading must be performed in conjunction with the initial road construction. All major e arthwork activities must be completed prior to the placement of the base course asphalt. F 7.07 Sediment and Erosion Control The sediment and erosion control measures as indicated on the servicing drawings shall be install and implemented prior to any construction taking place. Sediment and erosion control measures and notes are to be identified on all lot grading drawings, storm water management facility drawings, channels, outlet structure drawings and plan and profile drawings where applicable. If sediment and erosion control measures are extensive a separate drawing may be required. All sediment and erosion control measures and notes shall follow the guidelines as per the Ministry of Natural Resources Guidelines on Erosion and Sediment Control for Urban Construction Sites. Any regulated works other than those identified on the servicing drawings shall require additional approvals from all applicable authorities. The consulting engineer shall monitor all sediment and erosion control measures during construction and make any modifications to the measures as required to ensure that no silt or sediment enters onto private property, existing roadways, existing sewer systems, rivers or watercourses and Environmentally Sensitive Areas (ESA). Section G – Parkland G-1 Operation Services The Corporation of the Town of Tillsonburg TOWN OF TILLSONBURG SUBDIVISION & DEVELOPMENT GUIDELINES DESIGN CRITERIA SECTION G PARKLAND Section G – Parkland G-2 Operation Services The Corporation of the Town of Tillsonburg G 1.00 Grading Plan The developer shall be responsible for preparing a detailed grading plan in accordance with Section E Lot Grading for all lands to be dedicated for park purposes. This plan must be submitted to, and approved by the Town of Tillsonburg. The plan shall show all existing trees and features that are in conformity with the end use of the park (as directed by the Town of Tillsonburg) and that are to remain. It is expected that the Parkland will be conveyed in its original state without alteration, with the exception of those changes required by the Town, and inserted as part of the specific design criteria plan agreement. No alteration such as cutting trees, logging, filling, removal of topsoil will take place between the time of the original submission and the actual conveyance of the property to the Town. Changes that take place which alter the original value of aesthetics of the land to be conveyed might render the land unacceptable to the Town of Tillsonburg and the Tillsonburg Parks Recreation Advisory Committee. It is the preference of the Town of Tillsonburg and advantageous to both the Town of Tillsonburg and the Developer that the parkland be developed to end use condition; at the time when 35% of the development in phase one is complete. Advantageous to Developer as would provide selling feature for potential new residents and provide a recreation area for existing residents of Tillsonburg. G 2.00 Trees/Shrubs Bordering on commercial zoned property, a row of suitable trees, in accordance with tree policy, must be planted to provide suitable site screen. Various other locations for tree planting will be selected by the Town of Tillsonburg, material and labour to be supplied by the developer. The developer will be notified of types of trees/shrubs to be planted, location and calliper of base as per the Town’s tree policy An application of fertilizer will be applied to each tree at the developer's cost. G 3.00 Grading The park shall be graded in accordance with the approved grading plan with particular care being taken to avoid damage to those trees or features that are to remain. All graded areas shall be covered with a minimum of 150 mm (6 inches) of approved topsoil and shall be sodded or seeded in accordance with the specifications of the Town of Tillsonburg. All stones and debris shall be removed and disposed of prior to the sodding or seeding of any park. All drainage plans for parkland to be submitted as soon as possible to the Town of Tillsonburg. It is understood that placement of detention basins or potential erosion problems must be approved by Town prior to plan approval. Section G – Parkland G-3 Operation Services The Corporation of the Town of Tillsonburg G 4.00 Turf Upon final grade approval, the developer will either (a) hydra-seed or (b) sod, (using grade A Ontario sod), the park area as per Town of Tillsonburg standards. The developer may be required to irrigate the property if necessary. The grass selection will be agreed upon by the Town of Tillsonburg prior to the application. Parks will be responsible for mowing. G 5.00 Fertilizer Due to IPM restrictions and regulations our Parks Department will handle all fertilization and weed control G 6.00 Soil See above G 7.00 Maintenance Maintenance of the referenced parkland by the Parks Department of the Town of Tillsonburg shall commence only after Registration of Plan. G 8.00 Services Water and sewer services shall be so designed and constructed within the plan of subdivision to provide service connections to parkland along street frontage as directed by the Town. G 9.00 Certification The Consulting Engineer shall certify that the development of the Parks conforms to the approved grading plan. This shall be a condition of "Preliminary Acceptance" of the services by the Town and copy of same made immediately available to the Tillsonburg Parks Recreation Advisory Committee. G 10.00 Perimter Fencing 1.8 m galvanized chainlink fencing, including all hardware and end posts, installed by the developer. Gates will be set and supplied if requested by the Tillsonburg Parks Section G – Parkland G-4 Operation Services The Corporation of the Town of Tillsonburg Recreation Advisory Committee. G 11.00 Easeway Fencing 1.5 m galvanized chainlink fencing, including all hardware and end posts, installed by the developer. Gates will be set and supplied if requested by the Tillsonburg Parks Recreation Advisory Committee. G 12.00 Easeway Walkway Will be poured concrete sidewalks with wheelchair accessibility provided by the developer. All walkways shall be 3.0m wide and the full width of the walkway shall be concrete with no grassed area. All pedestrian walkways shall have a 2% crossfall with runoff directed to a swale along the common property line. Walkway grades shall not exceed 8%. G 13.00 Park Benches Four benches per acre of parkland to be purchased from an agreed upon manufacturer and to be installed by developer at locations set by the Tillsonburg Parks Recreation Advisory Committee. G 14.00 Playground Equipment Once the specific user group is identified, the developer will supply and install an agreed upon piece or pieces of equipment purchased by a leading manufacturer. The equipment will be installed by a qualified personnel to the standards outlined by the manufacturer. The equipment will be in an enclosed parcel containing 8" x 8" pressure treated timber sides and filled to a depth of not less than 6" with pea gravel. The bed of pea gravel will be lined with landscaping cloth. In some cases, we will request additional equipment be supplied, i.e. a basketball pad and standards, at a cost to the developer not to exceed the specified amount set by the Tillsonburg Parks Recreation Advisory Committee. It is understood by the developer that the above referenced information is only a "general guideline". The Tillsonburg Parks Recreation Advisory Committee reserves the right to request additional conditions depending on density and location. This could be, but is not limited to, play equipment, trails, pedestrian way, lighting, sod, trees, shrubs. It is to the benefit of all parties to initiate dialogue as Section G – Parkland G-5 Operation Services The Corporation of the Town of Tillsonburg soon as possible to prevent any future misunderstandings or potential disputes. TOWN OF TILLSONBURG DESIGN CRITERIA RESIDENTIAL SUBDIVISIONS APPENDIX 'A' STANDARD DRAWINGS & DETAILS APPENDIX A ROAD & SEWER DRAWINGS DWG No. TITLE RS-1 TYPICAL X-SECTION – LOCAL STREET RS-2 TYPICAL X-SECTION – COLLECTOR STREET RS-3 TYPICAL X-SECTION – ARTERIAL STREET RS-4 PRIVATE DRAIN CONNECTIONS RS-5 TYPICAL LOT SERVICING LAYOUT RS-6 CLASS ‘B’ BEDDING DETAIL RS-7 CONCRETE SIDEWALK DETAILS RS-8 PRECAST MANHOLE DETAILS RS-9 EXISTING GRAVEL DRIVEWAY RESTORATION RS-10 TEMPORARY TURNING CIRCLE RS-11 PAVEMENT REINFOREMENT DETAIL FOR ROAD WIDENING PROPERTY LINEPROPERTY LINE8.00m20.00m R.O.W.1.50m1.20m0.90m3.00m4.50m0.90m0.30mCONC C&GOPSD 600.106.00m3:1 FILL MAX3:1 CUT MAX2% (min)8% (max)2% (min)8% (max)CL4.00mSTREET LIGHT3%3%2%2%2.25mSIDEWALK2%2% MIN2.55m2.55m5.50mDRAWN BY:DATE:REVISION:REVIEWED BY:SCALE:STANDARDDRAWING No.JCM/AHT04/21/20161JHM1:100RS-1TOWN OF TILLSONBURG - STANDARD DRAWINGTYPICAL - LOCAL ROAD20.0m RIGHT OF WAY8.0m PAVEMENT WIDTHTHE CORPORATION OF THE TOWN OFTILLSONBURGOPERATIONS SERVICESPAVEMENT STRUCTURE:40mm HL3 SURFACE ASPHALT50mm HL8 BASE ASPHALT150mm GRANULAR 'A' BASE300mm GRANULAR 'B' SUB BASEAPPROVED SUBGRADEBOULEVARD RESTORATION:100mm SCREENED TOPSOIL C/W APPROVED GROUND COVERAPPROVED SUBGRADESIDEWALK:125mm CONCRETE100mm GRANULAR 'A' BASEAPPROVED SUBGRADE NOTE:ALL WATERMAIN AND SANITARY SEWERS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH OXFORDCOUNTY DESIGN GUIDELINES AND SPECIFICATIONS.ALL STORM SEWERS SHALL BE DESIGNED AND CONSTRUCTED INACCORDANCE WITH THE TOWN OF TILLSONBURG, SUBDIVISIONAND DEVELOPMENT GUIDELINES, DESIGN CRITERIA. PROPERTY LINEPROPERTY LINE10.00m3.00m4.50m0.90mCONC C&GOPSD 600.016.00m3:1 CUT MAX2% (min)8% (max)CL5.00m3%3%2%2%0.90m3:1 FILL MAX1.50m1.20m2% (min)8% (max)STREET LIGHT0.30m22.00m R.O.W.1.50mSIDEWALKSIDEWALK2%2%2% MIN2% MIN2.55m2.55m2.25m6.50mDRAWN BY:DATE:REVISION:REVIEWED BY:SCALE:STANDARDDRAWING No.JCM/AHT04/21/20161JHM1:100RS-2TOWN OF TILLSONBURG - STANDARD DRAWINGTYPICAL - COLLECTOR STREET22.0m RIGHT OF WAY10.0m PAVEMENT WIDTHTHE CORPORATION OF THE TOWN OFTILLSONBURGOPERATIONS SERVICESPAVEMENT STRUCTURE:40mm HL3 SURFACE ASPHALT60mm HL8 BASE ASPHALT150mm GRANULAR 'A' BASE375mm GRANULAR 'B' SUB BASEAPPROVED SUBGRADEBOULEVARD RESTORATION:100mm SCREENED TOPSOIL C/W APPROVED GROUND COVERAPPROVED SUBGRADESIDEWALK:125mm CONCRETE100mm GRANULAR 'A' BASEAPPROVED SUBGRADE NOTE:ALL WATERMAIN AND SANITARY SEWERS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH OXFORDCOUNTY DESIGN GUIDELINES AND SPECIFICATIONS.ALL STORM SEWERS SHALL BE DESIGNED AND CONSTRUCTED INACCORDANCE WITH THE TOWN OF TILLSONBURG, SUBDIVISIONAND DEVELOPMENT GUIDELINES, DESIGN CRITERIA. 1.50mSTREET LIGHTPROPERTY LINE14.00m7.00m26.00m R.O.W.1.20m4.50m2.55m0.90m0.90m2.55m3.00m0.30mCONC C&GOPSD 600.011.50m3%3%2%2%3:1 MAX3:1 MAXPROPERTY LINE2% (min)8% (max)2% (min)8% (max)2% MIN2%2% MINSIDEWALKSIDEWALK6.00m6.00m2.25m8.50mDRAWN BY:DATE:REVISION:REVIEWED BY:SCALE:STANDARDDRAWING No.JCM/AHT04/21/20161JHM1:125RS-3TOWN OF TILLSONBURG - STANDARD DRAWINGTYPICAL - ARTERIAL ROAD26.0m RIGHT OF WAY14.0m PAVEMENT WIDTHTHE CORPORATION OF THE TOWN OFTILLSONBURGOPERATIONS SERVICESBOULEVARD RESTORATION:100mm SCREENED TOPSOIL C/W APPROVED GROUND COVERAPPROVED SUBGRADESIDEWALK:125mm CONCRETE100mm GRANULAR 'A' BASEAPPROVED SUBGRADEPAVEMENT STRUCTURE:50mm HL3 SURFACE ASPHALT50mm HL8 BASE ASPHALT50mm HL8 BASE ASPHALT250mm GRANULAR 'A' BASE450mm GRANULAR 'B' SUB BASEAPPROVED SUBGRADE(PAVEMENT STRUCTURE TO BE CONFIRMED BYGEOTECHNICAL ENGINEER) NOTE:ALL WATERMAIN AND SANITARY SEWERS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH OXFORDCOUNTY DESIGN GUIDELINES AND SPECIFICATIONS.ALL STORM SEWERS SHALL BE DESIGNED AND CONSTRUCTED INACCORDANCE WITH THE TOWN OF TILLSONBURG, SUBDIVISIONAND DEVELOPMENT GUIDELINES, DESIGN CRITERIA. RS-4 RS-5 RS-6 RS-7 RS-8 RS-9 RS-10 RS-11