This work term report was written for the University of Waterloo Department of Civil and Environmental Engineering as required after one of my work terms. It is based on a portion of my work during an internship at SNC-Lavalin Inc. in Toronto. The report focuses on the design of a storm sewer system as part of a road reconstruction project.
TRANSCRIPT
Storm Sewer Design for a Road Reconstruction Project
SNC-Lavalin Inc.
By ANJIE LIU 3B Civil Engineering
September 2015
20 Keewaydin St. Waterdown ON L0R 2H6 September 13, 2015 Dr. Jeffrey West Associate Chair, Undergraduate Studies Department of Civil and Environmental Engineering University of Waterloo Waterloo ON N2L 3G1 Dear Dr. West: This report, entitled "Storm Sewer Design for a Road Reconstruction Project," was prepared as my 3B Work Report. This report outlines the design process for storm sewers along an existing road proposed to be reconstructed as an urban road for a portion of the project and repaved for the remaining portion. Of the three reports required by the Department of Civil and Environmental Engineering at the University of Waterloo, this report is my second. SNC-Lavalin is an engineering consulting firm with its head office located in Montreal. My work placement took place at the Toronto location, in Etobicoke. Services provided by the firm ranges from engineering design to construction and project management. My work placement in the transportation division involved municipal road design projects across the Greater Toronto Area, supervised by senior project manager Sunil Kothari. The names Oswald Drive, Pond Avenue and Tyler Street have been changed to maintain confidentiality. This report was written solely by me and has not received academic credit at any academic institution. I would like to thank my co-workers for their guidance and training in the concepts covered by this report. I received no further help. Sincerely, Anjie Liu ID# 20 377 899
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Storm Sewer Design for a Road Reconstruction Project
SNC-Lavalin Inc.
By Anjie Liu
3B Civil Engineering
September 2015
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Summary
In the road reconstruction project of Oswald Drive, new storm sewers are required to be constructed along areas of the site that require full depth reconstruction. Storm sewers are not present along the existing Oswald Drive within the project limits, except for a small portion at the west end of the project site west of Pond Avenue. Challenges and limitations in designing the storm sewers include coordinating with existing and proposed watermains, sanitary sewers, storm sewers, and other utilities. Extensive coordination is required since proposed developments adjacent to Oswald Drive will undergo construction between the design and construction periods of Oswald Drive’s reconstruction.
The design of the storm sewers follows the completion of the storm water management report, which provides the rainfall data for the project area. The rational method is applied to the rainfall data to quantify storm water run-off throughout the project area. Catchment areas and catchbasins are laid out to optimize drainage with respect to the topography, and in compliance with regional requirements. Storm water flow into the catchbasins and through the pipes in the sewer network are quantified using the rational method. Their capacities are evaluated using hydraulic principles such as Manning’s equation.
The storm sewers are designed to accommodate a ten-year storm with an efficient use of drainage infrastructure. Potential conflicts with adjacent and crossing infrastructure are accounted for, in addition to lands outside of the project areas that will drain into the project area in the proposed topography.
The reconstruction project for Oswald Drive involves detailed design for the widening and repaving of Oswald Drive west of Pond Avenue to 300m east of Tyler Street. Oswald Drive is an east-west oriented regional road. The project proposes removing and reconstructing the road for the majority of the project length and repaving the remaining portions, as shown in the plan drawings of Appendix B. As part of the detailed design, storm sewers are implemented for the drainage of storm water from the road and some adjacent lands. This report summarizes the design process of arriving at a solution for the storm sewer system.
1.1 Existing Road Conditions
The current state of Oswald Drive is a two lane rural road without storm sewers. Until recently, the majority of lands adjacent to the road were green field. Run-off from the road was predominantly collected by roadside drainage ditches. Currently, residential subdivisions are in the process of development along Oswald Drive. Thus, the road must be widened to meet the demands of projected traffic growth. In addition, storm sewers must be constructed to accommodate drainage for the proposed road.
The alignment of the road crosses two creeks, which provide drainage outlets. A storm water management pond exists in the northwest area of the project site. This storm water management pond will be reconstructed, while another storm water management pond is proposed south of Oswald Drive.
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1.2 Proposed Road Conditions
The portion of Oswald Drive from west of Pond Avenue to east of Tyler Street will be reconstructed as an urban road while a small portion on the east end of the project will be repaved as the existing rural road. The urban portion of the proposed road will have four vehicle lanes divided by a raised island, a bike lane or multiuse path, boulevards, raised concrete sidewalks and signalized intersections. The rural portion will have two undivided lanes and asphalt sidewalks. This project also involves the widening and reconstruction of Tyler Street for where it intersects with Oswald Drive.
The scope of the Oswald Drive project involves designing new storm sewers, surface drainage, road and pavement, a new bridge for each of the two creek crossings and the addition or rehabilitation of crossing and entrance culverts. In the proposed design, one of the creeks will be realigned so that a portion of the creek running parallel to the road will be moved further away from the widened road limits.
The proposed residential subdivision developments adjacent to Oswald Drive create vital impacts on the storm water management for this portion of the road. By the time Oswald Drive begins construction, the subdivisions are projected to be completely constructed. Several roads from the subdivisions feed into Oswald Drive; thus, the pavement design for Oswald Drive must tie into the design of the roads in the adjacent subdivisions. The existing storm water management pond will also be redesigned to accommodate the increased storm water runoff from the developments.
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1.3 Impacts of Adjacent Developments
The adjacent developments impact the design of the proposed storm sewers where there are existing storm sewers or storm sewers proposed by other engineering consultants that overlap or are in close proximity to the Oswald Drive project limits.
The area west of Pond Avenue will be widened on the south side. Sheet NC-1 in Appendix B shows the extent of the existing storm sewers connected to a sewer network outside of the project area. This portion of the road widening will undergo a partial reconstruction where the majority of the existing base and sub-base layers are retained, while new material is constructed for the widened portion. Thus, the underground portions of the storm sewers may remain intact, but the catchbasins must be moved to the new edge of the pavement. The proposed solution for the storm sewers in this area is to install new catchbasins at the proposed edge of pavement and install new pipe segments to extend the existing pipes to the new catchbasins.
Tyler Street will also be widened and is currently undergoing detailed design by another consulting firm. At this intersection, the portion of Tyler Street within the limits of the Oswald Drive project must be designed to tie into the Tyler Street design proposed by the other consultants. The reconstruction of Tyler Street in this area also includes constructing storm sewers along Tyler Street, which is connected to a network beyond the limits of this project. This entails extensive coordination between the designers for Oswald Drive and Tyler Street.
The roads feeding into Oswald Drive from the adjacent subdivisions will be constructed approximately a year prior to the widening of Oswald Drive. Therefore, the intersections will be constructed to tie into the existing Oswald Drive rather than the proposed. During the
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widening of Oswald Drive, these new intersections must be reconstructed to tie into the proposed Oswald Drive. It should be noted that catchbasins will be constructed at these intersections during the subdivision developments. These catchbasins must also be relocated or reoriented to suit the final proposed intersection after the widening of Oswald Drive.
2.0 Storm Sewer Design Requirements
The proposed storm sewers must meet a set of criteria to comply with the design standards of the regional government and the Ministry of Environment (MOE) of Ontario. The sewer design will be reviewed by the regional government and will also be submitted for review as part of an Environmental Compliance Approval application to the MOE.
The regional government requires that storm sewer catchbasins be spaced such that catchment areas are no more than 50 m long along the road. Sewer pipes must be a minimum of 300 mm in diameter, but sewer pipes leading directly from a double inlet catchbasin (as opposed to a single inlet catchbasin) must be a minimum of 375 mm in diameter. If the highest inlet pipe and the outlet pipe connected to the same manhole structure have a height difference such that the drop from the highest invert to the lowest invert is greater than 0.6 m, a drop structure is required for the highest inlet pipe. Pipes require a 1.2 m ground cover for frost protection, but if this depth cannot be attained, pipe insulation is required.
The MOE requires that the flow velocity in the pipes fall between 0.75 m/s and 4.00 m/s. Any outlet from storm sewers into the local watershed must provide treatment to the storm water before its release. An Oil Grit Separator (OGS) designed specifically for each outlet is sufficient to meet this requirement.
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Generally, each component of the storm sewers must be sized and oriented such that it has sufficient capacity to accommodate the storm water drainage passing through it. The sewer system is designed for a ten-year storm.
3.0 Storm Sewer Design
Cathbasins are placed according to the spacing requirements and also with regard to the site topography. For low points in the road profile, in addition to a catchbasin, the sidewalk and boulevard is designed to allow major overland flows from the road to the drainage ditches. After the catchbasin locations are determined, catchment areas are then drawn with regard to the proposed site topography and divided for each catchbasin.
Parameters of the rainfall intensity are found by modelling its intensity-duration-frequency curve. This work was done prior to the sewer design by sub-consultants as part of the storm water management report. This information is used to find the quantity received by each catchbasin. The flows received by each pipe are found by taking into account the flow rate of every connected upstream pipe and catchbasin. Each pipe is then sized to accommodate its flow. Each pipe is also placed at an appropriate height and slope to ensure frost protection where possible, while avoiding conflicts with other infrastructure. Finally, an OGS is inserted immediately before the major outlets from the storm sewers to the roadside ditches. The detailed design of the OGS are subcontracted to another firm.
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3.1 Rainfall Intensity-Duration-Frequency
The rainfall intensity parameters were established in the storm water management report. The intensity-duration-frequency (IDF) curve is modelled in the form of the following equation:
= ( + )
(Ontario Ministry of Transportation, 1997, p. 6)
where i is the rainfall intensity in mm/hr, T is the rainfall duration in min., and a, b and c are statistically derived constants. In the storm water management report, the derived constants are concluded to be:
= 2464 = 16 = 1
3.2 Catchbasins and Catchment Areas
The catchbasins that are replacing or extending existing infrastructure are restricted in terms of their placement. These catchbasins are west and south of the Pond Avenue intersection. Catchbasins that are part of the new storm sewers along Oswald Drive are placed to keep catchment areas within a length of 50 m along Oswald Drive, as well as at every low point. In addition, several catchbasins also receive flow from areas external to the site, due to the existing and proposed topography.
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One strategy is to place a catchbasin at every low point first since each low point requires a catchbasin. Then catchbasins are placed every 50 m from the low-point catchbasins, until there are sufficient catchbasins to accommodate the whole site, as demonstrated in Figure 1.
Figure 1: Catchbasin Placement - Starting at Low Points
Another strategy is to first denote maximum length catchment areas that begin at each high point, and then place a catchbasin every 50 m from the high point. Additional catchbasins are placed at every low point to mitigate pooling.
Figure 2: Catchbasin Placement - Starting from High Points
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In both strategies, there is overcompensation in some areas where there are more catchbasins or smaller catchment areas than required. The first strategy causes the higher ground to be overcompensated, whereas the second strategy causes the lower ground to be overcompensated. Since there is a higher risk of pooling in the lower regions, it is recommended that the second strategy be used to place the catchbasins.
The location of each catchbasin is defined using their station and offset with respect to the alignment of Oswald Drive. Catchbasin or maintenance hole structures are numbered in column 1 of the SSD Spreadsheet with their stations and offsets in columns 2 and 3. The catchment areas and the locations of catchbasins are in the Catchment Area Drawings in Appendix A.
3.3 Pipe Network Design
The storm sewers are divided into several networks, including one existing network area and 8 urban network areas, with each network accommodating an area that drains to one location. In each network, pipes are laid such that the catchbasins along one side of the road are connected to form a main run while the catchbasins along the other side of the road connect across the street into the main run. In general, the direction of pipe drainage approximately follows the direction of surface water drainage, with water from high point catchbasins flowing towards low point catchbasins. Appendix B contains drawings that illustrate the plan layout of the pipe networks.
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The general method of determining pipe slopes and elevations is to begin with the pipes at the most upstream end of the pipe network and place the first pipe’s upstream end below the frost depth. The slope of the pipe approximately follows the slope of the surface above the pipe. However, adjustments are sometimes made to keep the pipe slope within reasonable values and to ensure flow throughout the entire sewer network. To avoid pooling in the pipes, following pipes must begin at an elevation such that their upstream invert is at least as low as the downstream invert of the lowest previous pipe. That is, the elevation of the outlet invert of each maintenance hole structure must be equal to or lower than the lowest inlet invert.
3.3.1 Required Flow Rates
The flow rate of each catchbasin is found using the rational method; that is,
=
where Q is the flow rate in m3/s, C is a unit-less run-off coefficient that corresponds with the surface material, i is the flow intensity in mm/hr, and A is the catchment area in hectares (ha).
The flow intensity i, as described in section 3.1, is defined as
= ( + )
However, for the pipe flow calculations, Tc is the time of concentration for the flow into the pipe, or the time it takes for water to flow from the furthest point of the catchment area to the pipe. The time of concentration for each catchbasin along the paved portions of the road are estimated to be 10 min. while the larger catchment areas in the green fields on the east end of
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the site are estimated to have a time of concentration of 40 min. The time of concentration for each pipe takes into account the time of flow through the pipes leading into it. Thus, the time of concentration is a cumulative value that depends on the longest upstream chain of connected pipes. It is the sum of the time of concentration for the furthest upstream catchbasin plus the time taken to travel through each preceding pipe. The time travelled in each pipe is a product of its flow velocity and pipe length:
= × 160
where t is the time travelled in the pipe in min., l is the length of the pipe in m, and v is the pipe flow velocity in m/s.
The horizontal length of each pipe is measured from the centre of its upstream maintenance hole structure to the centre of its downstream structure. The length of a pipe is calculated by applying the Pythagorean theorem to the station and offset differences between the structures at its ends, as follows:
= (∆ ) + (∆ )
where l is the horizontal length in m, Sta is the change in station in m, and Off is the change in offset in m. The calculated horizontal pipe lengths are listed in column 17 of the SSD Spreadsheet.
This centre-to-centre horizontal length calculation is accurate for portions of the alignment that are straight, but for curved alignments, the Pythagorean Theorem will not yield an accurate calculation of the pipe length. This is because for curved segments, the length of the change in station along the alignment is not equal to the length of the same change in station at
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a distance offset from the alignment. For the purpose and nature of this project, the curves in the alignment are subtle enough such that the inaccuracies in the calculated pipe lengths are negligible.
The flow velocity of each pipe is found using Manning’s equation:
= 1 / /
(Ontario Ministry of Transportation, 1997, p. 110)
where V is the average flow velocity through the pipe in m/s, n is the Manning’s coefficient in s/(m1/3), Rh is the hydraulic radius in m, and S is the unit-less slope of the pipe. The Manning coefficient of the materials specified for the pipes is 0.013. The hydraulic radius is defined as:
=
where A is the cross-sectional area of the pipe and P is the wetted perimeter of the cross-section. In the case that the flow fully fills the pipe cross-section,
= = 4 = 4
where d is the diameter in m. Thus, the flow velocity is
= 10.013 4
//
The slope of each pipe is defined as:
= ℎ
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where S is the unit-less slope, h is the change in height of the pipe in m, and l is the horizontal length of the pipe in m.
The flow velocities are listed in column 22 and the time of concentration of each pipe are listed in column 13 of the Storm Sewer Design (SSD) Spreadsheet in Appendix C.
The flow intensity for each pipe have been applied a factor of 1.18 for conservative measures for most pipes; for ditch inlet pipes receiving run-off from larger areas of land, the factor is increased to 1.69. It is preferred that the pipes accommodate their required capacity at a partially full level rather than completely full level. The flow intensity of each pipe is listed in column 14 of the SSD Spreadsheet.
The run-off coefficient and area for each pipe are also cumulative values. The area associated with each pipe is the total catchment area of catchbasins that feed into the pipe. The run-off coefficient associated with each pipe is a weighted average coefficient, with each component coefficient weighted proportionally by its corresponding area. The product of the cumulative areas and run-off coefficients are in column 12 of the SSD Spreadsheet.
3.3.2 Pipe Flow Capacity
The capacity of each pipe is found by using the relationship between the pipe’s flow rate capacity and its maximum velocity through the relationship:
=
where q is the pipe’s maximum flow rate in m3/s, v is the pipe’s maximum velocity and A is the pipe’s cross-sectional area.
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The cross-sectional area of each pipe is found using:
= 4
Where A is the cross-section area in m2 and d is the diameter of the pipe.
The maximum flow rates are listed in column 21 of the SSD Spreadsheet. The maximum flow rate is then compared with the required flow rate found in section 3.4 to ensure that each pipe meets capacity requirements.
4.0 Conclusion
The completed storm sewer design is illustrated in the plans and profiles of Appendix B. Pipe and maintenance hole layouts, sizes, and geometry are shown in the drawings in Appendix B as well as the spreadsheet in Appendix C.
Catchbasins have been placed at roughly every 50 m along Oswald Drive. The new storm sewers extend from Pond Avenue to east of Tyler Street which includes the full depth reconstruction of Oswald Drive, and excludes the half-road widening west of Pond Avenue and the repaving portion on the east end of the project. All outlets to natural areas are treated by a custom Oil Grit Separator.
5.0 Recommendations
The pipe length calculations in this report are done in excel using stations and offsets of the ends of the pipes. It is recommended to use more advanced hydraulic design software such as
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Civil 3D or Microstation Select Series 3 to build the network and export the pipe lengths. The sewer networks should be built in these software to create drawings regardless of calculation methods, so using the lengths from the pipe data in the software is an easier step than calculating the pipe lengths in a spreadsheet. In addition, the pipe lengths given by the software is the exact length regardless of the curvature of the alignment.
The overall design process can be further simplified and enriched by using sewer design software such as Autodesk’s Storm and Sanitary Analysis, which is usually included in the installation of AutoCAD Civil 3D. This program provides tools for importing surfaces and topographic data, creating catchment areas, sewer network design, and analyzing sewer capabilities through real time hydraulic simulations. In addition, sewer designs can be directly imported and exported between Storm and Sanitary Analysis and Civil 3D.
Alternative software may be available and should be considered for future designs of this nature. The process can be made more efficient and the design more thorough by using more recent software.
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References
Ontario Ministry of Transportation. (1997). MTO Drainage Management Manual (Vol. Part 3). Ontario: Ministry of Transportaiton.
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APPENDIX A: Catchment Area Drawings
0.098ha
0.900
0.079ha
0.900
0.102ha
0.900
0.088ha
0.900
0.093ha
0.900
0.090ha
0.900
0.010ha
0.250
0.012ha
0.250
0.011ha
0.250
0.208ha
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0.178ha
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0.002ha
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0.004ha
0.250
0.018ha
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0.011ha
0.250
0.064ha
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0.056ha
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0.082ha
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0.078ha
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0.095ha
0.900
0.054ha
0.500
0.099ha
0.900
0.076ha
0.900
0.099ha
0.900
0.076ha
0.900
0.069ha
0.900
0.094ha
0.900
0.055ha
0.900
0.061ha
0.900
0.066ha
0.900
0.073ha
0.900
0.004ha
0.250 0.045ha
0.900
0.016ha
0.250
0.011ha
0.250
0.028ha
0.250
0.004ha
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0.039ha
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0.093ha
0.900
0.015ha
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A (ha)
C
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10+000
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1+000
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EC 0+957.522
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BC 1+046.625
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9+900
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EC 9+843.638
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BC 9+874.410
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PRC 9+939.520
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R=220
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10+100
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2:1
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3:1
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2:1
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2:1
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2:1
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3:1
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3:1
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3:1
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4:1
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4:1
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300 STM
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EXTEND EXIST. CB LEAD AND REMOVE EXIST. CB
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100
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101
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102
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103
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104
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105
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107
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106
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109
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375 STM
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300 STM
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375 STM
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375 STM
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SUBDRAIN TYP.
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BREAK INTO EXIST. MH AND EXTEND EXISTING CB LEAD
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275 STM
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108
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109
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REPLACE CB COVER WITH MH TOP
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2+000
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10+200
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10+300
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10+500
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10+400
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2:1
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3:1
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3:1
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2:1
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3:1
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3:1
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3:1
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3:1
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3:1
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2.0%%%
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2:1
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2:1
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3:1
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4:1
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4:1
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4:1
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4:1
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300 STM
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108
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109
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111
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110
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115
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114
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116
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119
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118
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125
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128
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129
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375 STM
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750 STM
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750 STM
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375 STM
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450 STM
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750 STM
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300 STM
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300 STM
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750 STM
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300 STM
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375 STM
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RETAIN EXISTING STORM SEWER
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375 STM
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300 STM
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1200 STM
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675 STM
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300 STM
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375 STM
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ADJUST HEADWALL OPENING TO SUIT NEW PIPE CONNECTION
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SUBDRAIN TYP.
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450 STM
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109
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450 STM
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OGS 127A
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OGS 120
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RIP-RAP OPSD 810.010
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375 STM
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LEGEND:
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AREA (A)
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RUNOFF COEFFICIENT (C)
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DIRECTION OF MINOR FLOW
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DIRECTION OF MAJOR FLOW
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M
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T
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E
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I
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R
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C
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CATCHMENT AREAS
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STA 9+800
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STA 10+500
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T.K.
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A.L.
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S.K.
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CA-1
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FILE.DWG
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THE LOCATION OF UTILITIES IS APPROXIMATE ONLY, AND THE
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EXACT LOCATION SHOULD BE DETERMINED BY CONSULTING THE
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MUNICIPAL AUTHORITIES AND UTILITY COMPANIES CONCERNED.
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THE CONTRACTOR SHALL PROVE THE LOCATION OF UTILITIES
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AND SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION FROM
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DAMAGE DURING CONSTRUCTION.
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INVERT ELEVATIONS SHOWN ARE AT CENTRE-LINE OF
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CATCHBASIN OR MANHOLE.
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PIPE LENGTHS SHOWN ARE CENTRE-LINE TO
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CENTRE-LINE OF CATCHBASIN OR MANHOLE.
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OFFSETS SHOWN ARE TO CENTRE OF CATCHBASIN
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OR MANHOLE COVER.
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3.
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1.
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2.
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DRAWN
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CHECKED
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TO
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SHEET NO.
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CONT. NO.
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NOTE:
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STORM SEWERS:
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DATE
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No.
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REVISIONS
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BY
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DESIGN
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DWG. NO.
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SCALES
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Horizontal
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5m
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0
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10m
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N
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MATCH LINE STA.
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10+150
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MATCH LINE STA.
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10+150
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MATCH LINE STA.
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10+500
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N
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OSWALD DRIVE
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POND AVENUE
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=H.O.T. 1+000.000 POND AVENUE
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H.O.T. 10+000.000
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LIMIT OF PAVING
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STATION 9+843.638
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STATION 9+820.000
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LIMIT OF CONSTRUCTION
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=H.O.T. 2+000.000 MAVRINAC BLVD.
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H.O.C. 10+394.074
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PA
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OCT/14
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60%%% DESIGN REVIEW SUBMISSION
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S.K.
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PB
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JUN/14
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90%%% DESIGN REVIEW SUBMISSION
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S.K.
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OSWALD DRIVE
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0.088ha
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0.096ha
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0.085ha
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0.100ha
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0.099ha
0.900
0.097ha
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0.101ha
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0.088ha
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0.094ha
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0.089ha
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0.090ha
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0.076ha
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0.095ha
0.900
0.090ha
0.900
0.090ha
0.900
0.090ha
0.900
0.090ha
0.900
0.090ha
0.900
0.020ha
0.900
0.021ha
0.900
A (ha)
C
AutoCAD SHX Text
10+900
AutoCAD SHX Text
11+000
AutoCAD SHX Text
11+100
AutoCAD SHX Text
11+200
AutoCAD SHX Text
EC 10+942.185
AutoCAD SHX Text
4+000
AutoCAD SHX Text
PROP. STORM OUTLET INTO PROP. POND. DEVELOPER TO PROVIDE MH CONNECTION
AutoCAD SHX Text
147
AutoCAD SHX Text
146
AutoCAD SHX Text
148
AutoCAD SHX Text
149
AutoCAD SHX Text
151
AutoCAD SHX Text
150
AutoCAD SHX Text
153
AutoCAD SHX Text
152
AutoCAD SHX Text
154
AutoCAD SHX Text
155
AutoCAD SHX Text
157
AutoCAD SHX Text
156
AutoCAD SHX Text
158
AutoCAD SHX Text
159
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
MH151
AutoCAD SHX Text
153A
AutoCAD SHX Text
SUBDRAIN TYP.
AutoCAD SHX Text
CB (BY OTHERS)
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
CB (BY OTHERS)
AutoCAD SHX Text
CB (BY OTHERS)
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
OGS 145
AutoCAD SHX Text
10+500
AutoCAD SHX Text
10+600
AutoCAD SHX Text
10+700
AutoCAD SHX Text
10+800
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
1.5:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3+000
AutoCAD SHX Text
1.5:1
AutoCAD SHX Text
1.5:1
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3:1
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2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
129
AutoCAD SHX Text
131
AutoCAD SHX Text
130
AutoCAD SHX Text
132
AutoCAD SHX Text
133
AutoCAD SHX Text
134
AutoCAD SHX Text
135
AutoCAD SHX Text
137
AutoCAD SHX Text
139
AutoCAD SHX Text
140
AutoCAD SHX Text
142
AutoCAD SHX Text
141
AutoCAD SHX Text
143
AutoCAD SHX Text
144
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
SUBDRAIN TYP.
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
OGS 127
AutoCAD SHX Text
SUBDRAIN TYP.
AutoCAD SHX Text
RIP-RAP 2.0X4.0 OPSD 810.010
AutoCAD SHX Text
LEGEND:
AutoCAD SHX Text
AREA (A)
AutoCAD SHX Text
RUNOFF COEFFICIENT (C)
AutoCAD SHX Text
DIRECTION OF MINOR FLOW
AutoCAD SHX Text
DIRECTION OF MAJOR FLOW
AutoCAD SHX Text
M
AutoCAD SHX Text
T
AutoCAD SHX Text
E
AutoCAD SHX Text
I
AutoCAD SHX Text
R
AutoCAD SHX Text
C
AutoCAD SHX Text
CATCHMENT AREAS
AutoCAD SHX Text
STA 10+500
AutoCAD SHX Text
STA 11+200
AutoCAD SHX Text
T.K.
AutoCAD SHX Text
A.L.
AutoCAD SHX Text
S.K.
AutoCAD SHX Text
CA-2
AutoCAD SHX Text
FILE.DWG
AutoCAD SHX Text
THE LOCATION OF UTILITIES IS APPROXIMATE ONLY, AND THE
AutoCAD SHX Text
EXACT LOCATION SHOULD BE DETERMINED BY CONSULTING THE
AutoCAD SHX Text
MUNICIPAL AUTHORITIES AND UTILITY COMPANIES CONCERNED.
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THE CONTRACTOR SHALL PROVE THE LOCATION OF UTILITIES
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AND SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION FROM
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DAMAGE DURING CONSTRUCTION.
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INVERT ELEVATIONS SHOWN ARE AT CENTRE-LINE OF
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CATCHBASIN OR MANHOLE.
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PIPE LENGTHS SHOWN ARE CENTRE-LINE TO
AutoCAD SHX Text
CENTRE-LINE OF CATCHBASIN OR MANHOLE.
AutoCAD SHX Text
OFFSETS SHOWN ARE TO CENTRE OF CATCHBASIN
AutoCAD SHX Text
OR MANHOLE COVER.
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3.
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1.
AutoCAD SHX Text
2.
AutoCAD SHX Text
DRAWN
AutoCAD SHX Text
CHECKED
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TO
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SHEET NO.
AutoCAD SHX Text
CONT. NO.
AutoCAD SHX Text
NOTE:
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STORM SEWERS:
AutoCAD SHX Text
DATE
AutoCAD SHX Text
No.
AutoCAD SHX Text
REVISIONS
AutoCAD SHX Text
BY
AutoCAD SHX Text
DESIGN
AutoCAD SHX Text
DWG. NO.
AutoCAD SHX Text
SCALES
AutoCAD SHX Text
Horizontal
AutoCAD SHX Text
5m
AutoCAD SHX Text
0
AutoCAD SHX Text
10m
AutoCAD SHX Text
N
AutoCAD SHX Text
MATCH LINE STA.
AutoCAD SHX Text
10+850
AutoCAD SHX Text
MATCH LINE STA.
AutoCAD SHX Text
10+850
AutoCAD SHX Text
MATCH LINE STA.
AutoCAD SHX Text
11+200
AutoCAD SHX Text
N
AutoCAD SHX Text
MATCH LINE STA.
AutoCAD SHX Text
10+500
AutoCAD SHX Text
OSWALD DRIVE
AutoCAD SHX Text
H.O.C. 10+676.804
AutoCAD SHX Text
=H.O.T. 3+000.000 ALEX BRODIE DRIVE (STREET A)
AutoCAD SHX Text
=H.O.T. 4+000.000 MOWDER DRIVE (STREET B)
AutoCAD SHX Text
H.O.T. 11+046.710
AutoCAD SHX Text
=H.O.T. 4+000.000 CLIFFORD DALTON DRIVE (STREET B)
AutoCAD SHX Text
H.O.T. 11+047.693 ST JOHN'S SIDEROAD (Y.R. 26)
AutoCAD SHX Text
PA
AutoCAD SHX Text
OCT/14
AutoCAD SHX Text
60%%% DESIGN REVIEW SUBMISSION
AutoCAD SHX Text
S.K.
AutoCAD SHX Text
PB
AutoCAD SHX Text
JUN/14
AutoCAD SHX Text
90%%% DESIGN REVIEW SUBMISSION
AutoCAD SHX Text
S.K.
0.090ha
0.900
0.090ha
0.900
0.090ha
0.900
0.090ha
0.900
0.089ha
0.900
0.092ha
0.900
0.087ha
0.900
0.099ha
0.900
0.089ha
0.900
0.102ha
0.900
0.111ha
0.900
0.098ha
0.900
0.104ha
0.900
0.090ha
0.900
0.092ha
0.900
0.089ha
0.900
0.090ha
0.092ha
0.900
0.089ha
0.900
0.090ha
0.900
0.090ha
0.900
0.055ha
0.900
0.055ha
0.900
0.089ha
0.900
0.048ha
0.900
0.049ha
0.900
0.091ha
0.900
0.078ha
0.900
0.090ha
0.900
0.074ha
0.900
0.094ha
0.900
0.038ha
0.900
0.047ha
0.900
0.070ha
0.900
0.070ha
0.900
A (ha)
C
AutoCAD SHX Text
11+200
AutoCAD SHX Text
11+300
AutoCAD SHX Text
11+400
AutoCAD SHX Text
11+500
AutoCAD SHX Text
BC 11+372.785
AutoCAD SHX Text
2:1
AutoCAD SHX Text
5+000
AutoCAD SHX Text
5+000
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
160
AutoCAD SHX Text
161
AutoCAD SHX Text
162
AutoCAD SHX Text
163
AutoCAD SHX Text
164
AutoCAD SHX Text
165
AutoCAD SHX Text
166
AutoCAD SHX Text
167
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
170
AutoCAD SHX Text
171
AutoCAD SHX Text
172
AutoCAD SHX Text
173
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
SUBDRAIN TYP.
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
11+600
AutoCAD SHX Text
11+700
AutoCAD SHX Text
11+800
AutoCAD SHX Text
EC 11+575.701
AutoCAD SHX Text
BC 11+797.553
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2.0%%%
AutoCAD SHX Text
11+900
AutoCAD SHX Text
SHEET FLOW
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2.0%%%
AutoCAD SHX Text
2.0%%%
AutoCAD SHX Text
2.0%%%
AutoCAD SHX Text
2.0%%%
AutoCAD SHX Text
2.0%%%
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3:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
5:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2.0%
AutoCAD SHX Text
2.0%
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
188
AutoCAD SHX Text
189
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
174
AutoCAD SHX Text
175
AutoCAD SHX Text
178
AutoCAD SHX Text
177
AutoCAD SHX Text
179
AutoCAD SHX Text
180
AutoCAD SHX Text
181
AutoCAD SHX Text
182
AutoCAD SHX Text
183
AutoCAD SHX Text
184
AutoCAD SHX Text
185
AutoCAD SHX Text
186
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
675 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
180A
AutoCAD SHX Text
180B
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
750 STM
AutoCAD SHX Text
750 STM
AutoCAD SHX Text
SUBDRAIN TYP.
AutoCAD SHX Text
179A
AutoCAD SHX Text
179B
AutoCAD SHX Text
675 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
OGS 187
AutoCAD SHX Text
OGS 176
AutoCAD SHX Text
RIP-RAP 2.0X4.0 OPSD 810.010
AutoCAD SHX Text
RIP-RAP 2.0X4.0 OPSD 810.010
AutoCAD SHX Text
LEGEND:
AutoCAD SHX Text
AREA (A)
AutoCAD SHX Text
RUNOFF COEFFICIENT (C)
AutoCAD SHX Text
DIRECTION OF MINOR FLOW
AutoCAD SHX Text
DIRECTION OF MAJOR FLOW
AutoCAD SHX Text
M
AutoCAD SHX Text
T
AutoCAD SHX Text
E
AutoCAD SHX Text
I
AutoCAD SHX Text
R
AutoCAD SHX Text
C
AutoCAD SHX Text
CATCHMENT AREAS
AutoCAD SHX Text
STA 11+200
AutoCAD SHX Text
STA 11+900
AutoCAD SHX Text
T.K.
AutoCAD SHX Text
A.L.
AutoCAD SHX Text
S.K.
AutoCAD SHX Text
CA-3
AutoCAD SHX Text
FILE.DWG
AutoCAD SHX Text
THE LOCATION OF UTILITIES IS APPROXIMATE ONLY, AND THE
AutoCAD SHX Text
EXACT LOCATION SHOULD BE DETERMINED BY CONSULTING THE
AutoCAD SHX Text
MUNICIPAL AUTHORITIES AND UTILITY COMPANIES CONCERNED.
AutoCAD SHX Text
THE CONTRACTOR SHALL PROVE THE LOCATION OF UTILITIES
AutoCAD SHX Text
AND SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION FROM
AutoCAD SHX Text
DAMAGE DURING CONSTRUCTION.
AutoCAD SHX Text
INVERT ELEVATIONS SHOWN ARE AT CENTRE-LINE OF
AutoCAD SHX Text
CATCHBASIN OR MANHOLE.
AutoCAD SHX Text
PIPE LENGTHS SHOWN ARE CENTRE-LINE TO
AutoCAD SHX Text
CENTRE-LINE OF CATCHBASIN OR MANHOLE.
AutoCAD SHX Text
OFFSETS SHOWN ARE TO CENTRE OF CATCHBASIN
AutoCAD SHX Text
OR MANHOLE COVER.
AutoCAD SHX Text
3.
AutoCAD SHX Text
1.
AutoCAD SHX Text
2.
AutoCAD SHX Text
DRAWN
AutoCAD SHX Text
CHECKED
AutoCAD SHX Text
TO
AutoCAD SHX Text
SHEET NO.
AutoCAD SHX Text
CONT. NO.
AutoCAD SHX Text
NOTE:
AutoCAD SHX Text
STORM SEWERS:
AutoCAD SHX Text
DATE
AutoCAD SHX Text
No.
AutoCAD SHX Text
REVISIONS
AutoCAD SHX Text
BY
AutoCAD SHX Text
DESIGN
AutoCAD SHX Text
DWG. NO.
AutoCAD SHX Text
SCALES
AutoCAD SHX Text
Horizontal
AutoCAD SHX Text
5m
AutoCAD SHX Text
0
AutoCAD SHX Text
10m
AutoCAD SHX Text
N
AutoCAD SHX Text
MATCH LINE STA.
AutoCAD SHX Text
11+550
AutoCAD SHX Text
MATCH LINE STA.
AutoCAD SHX Text
11+550
AutoCAD SHX Text
MATCH LINE STA.
AutoCAD SHX Text
11+900
AutoCAD SHX Text
N
AutoCAD SHX Text
MATCH LINE STA.
AutoCAD SHX Text
11+200
AutoCAD SHX Text
OSWALD DRIVE
AutoCAD SHX Text
OSWALD DRIVE
AutoCAD SHX Text
=H.O.T. 5+000.000 THOMAS PHILLIPS DRIVE (STREET C)
AutoCAD SHX Text
H.O.T. 11+423.600 ST JOHN'S SIDEROAD (Y.R. 26)
AutoCAD SHX Text
=H.O.T. 5+000.000 WILLIAM GRAHAM DRIVE (STREET C)
AutoCAD SHX Text
H.O.T. 11+422.710 ST JOHN'S SIDEROAD (Y.R. 26)
AutoCAD SHX Text
PA
AutoCAD SHX Text
OCT/14
AutoCAD SHX Text
60%%% DESIGN REVIEW SUBMISSION
AutoCAD SHX Text
S.K.
AutoCAD SHX Text
PB
AutoCAD SHX Text
JUN/14
AutoCAD SHX Text
90%%% DESIGN REVIEW SUBMISSION
AutoCAD SHX Text
S.K.
0.103ha
0.900
0.086ha
0.900
1.063ha
0.250
0.104ha
0.900
0.031ha
0.900
0.096ha
0.900
0.169ha
0.900
0.285ha
0.250
0.934ha
0.250
0.096ha
0.900
0.186ha
0.250
0.647ha
0.250
0.046ha
0.900
0.027ha
0.250
0.033ha
0.900
0.040ha
0.900
0.039ha
0.900
0.109ha
0.250
0.087ha
0.900
0.103ha
0.900
0.088ha
0.900
0.106ha
0.900
0.087ha
0.900
0.106ha
0.900
0.112ha
0.900
0.073ha
0.900
0.165ha
0.900
0.102ha
0.900
0.105ha
0.900
0.087ha
0.900
0.103ha
0.900
0.086ha
0.900
1.063ha
0.250
0.047ha
0.647ha
0.250
0.201ha
0.250
0.537ha
0.900
2.81ha
0.250
0.047ha
0.900
0.038ha
0.900
A (ha)
C
AutoCAD SHX Text
12+300
AutoCAD SHX Text
12+400
AutoCAD SHX Text
12+500
AutoCAD SHX Text
12+600
AutoCAD SHX Text
PI 12+465.144
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
4:1
AutoCAD SHX Text
4:1
AutoCAD SHX Text
4:1
AutoCAD SHX Text
4:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
206
AutoCAD SHX Text
207
AutoCAD SHX Text
211
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
208
AutoCAD SHX Text
209
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
RIP-RAP OPSD 810.010
AutoCAD SHX Text
RIP-RAP OPSD 810.010
AutoCAD SHX Text
SUBDRAIN (TYP.)
AutoCAD SHX Text
12+000
AutoCAD SHX Text
PRC 11+998.875
AutoCAD SHX Text
12+100
AutoCAD SHX Text
12+200
AutoCAD SHX Text
EC 12+180.926
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
11+900
AutoCAD SHX Text
3:1
AutoCAD SHX Text
3:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
12+000
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
190
AutoCAD SHX Text
191
AutoCAD SHX Text
192
AutoCAD SHX Text
193
AutoCAD SHX Text
194
AutoCAD SHX Text
195
AutoCAD SHX Text
196
AutoCAD SHX Text
197
AutoCAD SHX Text
199
AutoCAD SHX Text
200
AutoCAD SHX Text
203
AutoCAD SHX Text
202
AutoCAD SHX Text
204
AutoCAD SHX Text
205
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
675 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
450 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
201
AutoCAD SHX Text
198
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
401
AutoCAD SHX Text
402
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
198A
AutoCAD SHX Text
OGS 212
AutoCAD SHX Text
199A
AutoCAD SHX Text
825 STM
AutoCAD SHX Text
825 STM
AutoCAD SHX Text
SUBDRAIN (TYP.)
AutoCAD SHX Text
SUBDRAIN TYP.
AutoCAD SHX Text
375 STM
AutoCAD SHX Text
900 STM
AutoCAD SHX Text
900 STM
AutoCAD SHX Text
RIP-RAP 2.2X3.0 OPSD 804.040
AutoCAD SHX Text
RIP-RAP OPSD 810.010
AutoCAD SHX Text
RIP-RAP OPSD 810.010
AutoCAD SHX Text
RIP-RAP OPSD 810.010
AutoCAD SHX Text
LEGEND:
AutoCAD SHX Text
AREA (A)
AutoCAD SHX Text
RUNOFF COEFFICIENT (C)
AutoCAD SHX Text
DIRECTION OF MINOR FLOW
AutoCAD SHX Text
DIRECTION OF MAJOR FLOW
AutoCAD SHX Text
M
AutoCAD SHX Text
T
AutoCAD SHX Text
E
AutoCAD SHX Text
I
AutoCAD SHX Text
R
AutoCAD SHX Text
C
AutoCAD SHX Text
CATCHMENT AREAS
AutoCAD SHX Text
STA 11+900
AutoCAD SHX Text
STA 12+600
AutoCAD SHX Text
T.K.
AutoCAD SHX Text
A.L.
AutoCAD SHX Text
S.K.
AutoCAD SHX Text
CA-4
AutoCAD SHX Text
FILE.DWG
AutoCAD SHX Text
THE LOCATION OF UTILITIES IS APPROXIMATE ONLY, AND THE
AutoCAD SHX Text
EXACT LOCATION SHOULD BE DETERMINED BY CONSULTING THE
AutoCAD SHX Text
MUNICIPAL AUTHORITIES AND UTILITY COMPANIES CONCERNED.
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THE CONTRACTOR SHALL PROVE THE LOCATION OF UTILITIES
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AND SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION FROM
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DAMAGE DURING CONSTRUCTION.
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INVERT ELEVATIONS SHOWN ARE AT CENTRE-LINE OF
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CATCHBASIN OR MANHOLE.
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PIPE LENGTHS SHOWN ARE CENTRE-LINE TO
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CENTRE-LINE OF CATCHBASIN OR MANHOLE.
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OFFSETS SHOWN ARE TO CENTRE OF CATCHBASIN
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OR MANHOLE COVER.
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3.
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1.
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2.
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DRAWN
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CHECKED
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TO
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SHEET NO.
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CONT. NO.
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NOTE:
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STORM SEWERS:
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DATE
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No.
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REVISIONS
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BY
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DESIGN
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DWG. NO.
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SCALES
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Horizontal
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5m
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0
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10m
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N
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MATCH LINE STA.
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12+250
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MATCH LINE STA.
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12+250
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MATCH LINE STA.
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12+600
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N
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MATCH LINE STA.
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11+900
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=H.O.T. 12+019.281 TYLER STREET
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P.O.C. 12+109.976
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OSWALD DRIVE
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OSWALD DRIVE
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TYLER STREET
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PA
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OCT/14
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60%%% DESIGN REVIEW SUBMISSION
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S.K.
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PB
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JUN/14
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90%%% DESIGN REVIEW SUBMISSION
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S.K.
0.087ha
0.900
0.106ha
0.900
0.112ha
0.900
0.073ha
0.900
0.165ha
0.900
0.102ha
0.900
0.105ha
0.900
0.087ha
0.900
0.103ha
0.900
0.086ha
0.900
1.063ha
0.250
0.104ha
0.900
0.031ha
0.900
0.096ha
0.900
0.169ha
0.900
0.285ha
0.250
0.103ha
0.900
0.086ha
0.900
1.063ha
0.250
0.647ha
0.250
0.201ha
0.250
0.537ha
0.900
0.096ha
0.900
0.647ha
0.250
2.81ha
0.250
0.040ha
0.900
0.039ha
0.900
0.109ha
0.250
A (ha)
C
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12+100
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12+200
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12+300
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12+400
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EC 12+180.926
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11+900
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12+000
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12+100
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12+200
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LEGEND:
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AREA (A)
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RUNOFF COEFFICIENT (C)
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DIRECTION OF MINOR FLOW
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DIRECTION OF MAJOR FLOW
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M
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T
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E
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I
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R
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C
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CATCHMENT AREAS
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OFF-SITE AREAS
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T.K.
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A.L.
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S.K.
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CA-5
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FILE.DWG
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THE LOCATION OF UTILITIES IS APPROXIMATE ONLY, AND THE
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EXACT LOCATION SHOULD BE DETERMINED BY CONSULTING THE
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MUNICIPAL AUTHORITIES AND UTILITY COMPANIES CONCERNED.
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THE CONTRACTOR SHALL PROVE THE LOCATION OF UTILITIES
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AND SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION FROM
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DAMAGE DURING CONSTRUCTION.
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INVERT ELEVATIONS SHOWN ARE AT CENTRE-LINE OF
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CATCHBASIN OR MANHOLE.
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PIPE LENGTHS SHOWN ARE CENTRE-LINE TO
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CENTRE-LINE OF CATCHBASIN OR MANHOLE.
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OFFSETS SHOWN ARE TO CENTRE OF CATCHBASIN
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OR MANHOLE COVER.
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3.
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1.
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2.
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DRAWN
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CHECKED
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N.T.S.
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SHEET NO.
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CONT. NO.
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NOTE:
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STORM SEWERS:
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DATE
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No.
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REVISIONS
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BY
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DESIGN
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DWG. NO.
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N
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OSWALD DRIVE
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PA
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xxx/##
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... SUBMISSION
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S.K.
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TYLER STREET
26
APPENDIX B: Plans and Profiles
∅∅
∅
NOT TO BE USED FOR CONSTRUCTION
³
³
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³
³
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HW
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HW
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HW
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HW
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HW
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WELL
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HW
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HW
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HW
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WV
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H
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WMH
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WV
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TSC
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WMH
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HW
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H
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WV
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TL/SIGN
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SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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SIGN
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TL/
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SIGN
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TL/
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SIGN
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TL
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TL
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TL
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WV
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WV
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H
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WK
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(2) WV
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EX 275%%C STM
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EX 275%%C STM
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EX 275%%C STM
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EX 160%%C SUBDRAIN
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EX 160%%C SUBDRAIN
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EX 275%%C STM
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EX 200%%C STM
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EX 275%%C STM
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EX 160%%C SUBDRAIN
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EX 275%%C STM
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EX 275%%C STM
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EX 275%%C STM
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EX. 400%%C D.I. W.M.
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EX. 750%%C C.P.P. W.M.
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EX. 750%%C W.M.
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W
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W
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W
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W
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EX. 450%%C WM.
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EX. 200%%C WM.
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EX. 400%%C W.M.
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EX. 450%%C WM.
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W
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W
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EX. 400%%C HDPE WM.
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EX. 400%%C HDPE WM.
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EX. 362.0m-1050%%C SAN. @ 0.20%%% IN TUNNEL
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SAN
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SAN
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SAN
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EX. VALVE CHAMBER
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W
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W
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W
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EX. 400 HDPE WM.
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SAN
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SAN
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HW
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HW
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HW
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HW
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HW
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WELL
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HW
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HW
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HW
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WV
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H
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WMH
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WV
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TSC
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WMH
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HW
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H
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WV
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TL/SIGN
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SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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SIGN
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SIGN
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TL/SIGN
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TL/
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SIGN
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TL/
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SIGN
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TL
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TL
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TL
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WV
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WV
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H
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WK
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(2) WV
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EX 275%%C STM
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EX 275%%C STM
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EX 275%%C STM
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EX 160%%C SUBDRAIN
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EX 160%%C SUBDRAIN
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EX 275%%C STM
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EX 200%%C STM
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EX 275%%C STM
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EX 160%%C SUBDRAIN
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EX 275%%C STM
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EX 275%%C STM
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EX 275%%C STM
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EX. 400%%C D.I. W.M.
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EX. 750%%C C.P.P. W.M.
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EX. 750%%C W.M.
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W
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W
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W
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W
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W
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EX. 450%%C WM.
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EX. 200%%C WM.
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EX. 400%%C W.M.
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EX. 450%%C WM.
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W
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W
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EX. 400%%C HDPE WM.
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EX. 400%%C HDPE WM.
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EX. 362.0m-1050%%C SAN. @ 0.20%%% IN TUNNEL
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SAN
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SAN
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SAN
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EX. VALVE CHAMBER
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W
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W
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W
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EX. 400 HDPE WM.
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SAN
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SAN
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HW
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HW
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HW
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HW
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HW
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WELL
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HW
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HW
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HW
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WV
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H
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WMH
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WV
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TSC
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WMH
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HW
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H
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WV
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TL/SIGN
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SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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SIGN
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SIGN
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TL/SIGN
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TL/
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SIGN
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TL/
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SIGN
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TL
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TL
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TL
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WV
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WV
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H
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WK
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(2) WV
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EX 275%%C STM
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EX 275%%C STM
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EX 275%%C STM
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EX 160%%C SUBDRAIN
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EX 160%%C SUBDRAIN
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EX 275%%C STM
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EX 200%%C STM
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EX 275%%C STM
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EX 160%%C SUBDRAIN
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EX 275%%C STM
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EX 275%%C STM
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EX 275%%C STM
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EX. 400%%C D.I. W.M.
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EX. 750%%C C.P.P. W.M.
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EX. 750%%C W.M.
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W
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W
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W
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W
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W
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EX. 450%%C WM.
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EX. 200%%C WM.
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EX. 400%%C W.M.
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EX. 450%%C WM.
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W
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W
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EX. 400%%C HDPE WM.
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EX. 400%%C HDPE WM.
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EX. 362.0m-1050%%C SAN. @ 0.20%%% IN TUNNEL
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SAN
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SAN
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SAN
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EX. VALVE CHAMBER
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W
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W
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W
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EX. 400 HDPE WM.
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SAN
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SAN
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300 STM
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EXTEND EXIST. CB LEAD AND REMOVE EXIST. CB
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100
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101
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102
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103
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104
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105
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107
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106
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109
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375 STM
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300 STM
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375 STM
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375 STM
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SUBDRAIN TYP.
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BREAK INTO EXIST. MH AND EXTEND EXISTING CB LEAD
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275 STM
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108
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109
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REPLACE CB COVER WITH MH TOP
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300 STM
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EXTEND EXIST. CB LEAD AND REMOVE EXIST. CB
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100
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101
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102
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103
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104
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105
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107
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106
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109
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375 STM
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300 STM
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375 STM
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375 STM
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SUBDRAIN TYP.
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BREAK INTO EXIST. MH AND EXTEND EXISTING CB LEAD
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275 STM
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108
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109
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REPLACE CB COVER WITH MH TOP
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10+000
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1+000
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EC 0+957.522
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BC 1+046.625
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9+900
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EC 9+843.638
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BC 9+874.410
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PRC 9+939.520
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R=220
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10+100
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2:1
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3:1
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2:1
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2:1
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2:1
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3:1
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3:1
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3:1
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4:1
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4:1
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HP
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HP
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HP
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HP
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HP
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MATCH INTO EXISTING PROFILE GRADE
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EXISTING GROUND
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PROPOSED TOP OF PAVEMENT
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L POND AVENUE
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C
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EXCB
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EXCB
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EXCB
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EXIST. 275mm STM
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EXIST. 275mm STM
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EXIST. 275mm STM
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EXIST. 275mm STM
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EXIST. 275mm STM
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VPI 10+100.00
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ELEV 257.033
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BVC 10+126.60
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ELEV 255.797
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-4.64%
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EX. 450 D.I. WATERMAIN
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EXIST. 600mm SAN SEWER
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EXIST. 600mm SAN SEWER
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MATCH INTO EXISTING PROFILE GRADE
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EXISTING GROUND
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PROPOSED TOP OF PAVEMENT
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L POND AVENUE
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C
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EXCB
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EXCB
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EXCB
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EXIST. 275mm STM
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EXIST. 275mm STM
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EXIST. 275mm STM
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EXIST. 275mm STM
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EXIST. 275mm STM
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VPI 10+100.00
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ELEV 257.033
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BVC 10+126.60
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ELEV 255.797
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-4.64%
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EX. 450 D.I. WATERMAIN
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EXIST. 600mm SAN SEWER
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EXIST. 600mm SAN SEWER
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256.149
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256.784
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257.474
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258.172
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258.682
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259.106
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259.469
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259.597
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259.411
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259.242
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258.696
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257.976
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257.033
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256.104
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255.205
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256.149
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256.784
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257.474
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258.172
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258.682
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259.106
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259.469
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259.597
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259.411
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259.242
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258.696
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257.976
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257.033
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256.104
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255.205
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NEW CONSTRUCTION
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STA. 9+843.638
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STA. 10+150
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T.K.
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A.L.
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S.K.
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NC-1
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FILE.DWG
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THE LOCATION OF UTILITIES IS APPROXIMATE ONLY, AND THE
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EXACT LOCATION SHOULD BE DETERMINED BY CONSULTING THE
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MUNICIPAL AUTHORITIES AND UTILITY COMPANIES CONCERNED.
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THE CONTRACTOR SHALL PROVE THE LOCATION OF UTILITIES
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AND SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION FROM
NOTE: 1.ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. 2.ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.3.ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.4.SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. 5.SEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT SEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT REFERENCE POINTS
NOTE: 1.ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. 2.ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.3.ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.4.SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. 5.SEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT SEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT REFERENCE POINTS
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10
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RELOCATE HYDRANT REFER TO T-6
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11
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RELOCATE HYDRANT REFER TO T-6
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12
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ADJUST HYDRANT EXIST. T/G EL.= 253.694 PROP. T/G EL.= 253.039 EXIST. ELEVATION TO BE CONFIRMED
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7646m³
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7314m³
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2513m³
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66m³
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4393m³
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PC
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JUN/15
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90%%% DESIGN REVIEW SUBMISSION
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S.K.
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PD
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JUL/15
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ENVIRONMENTAL COMPLIANCE APPROVAL APPLICATION
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S.K.
∅
∅
∅
∅
∅
∅
∅
∅
∅
∅
NOT TO BE USED FOR CONSTRUCTION
³
³
³
³
³
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EXISTING GROUND
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PROPOSED TOP OF PAVEMENT
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VPI 10+609.48
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ELEV 254.076
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-0.50%
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EX. 400mmØ PVC WATERMAIN
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EX. 400mmØ PVC WATERMAIN
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EX. 400mmØ HDPE WATERMAIN
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EXIST. 1350mm STM SEWER
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EXIST. 1350mm STM SEWER
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EXIST. 1350mm STM SEWER
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EXIST. 825mm STM SEWER
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BVC 10+660.16
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ELEV 253.822
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LOW PT STA = 10+685.16
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LOW PT ELEV =253.760
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VPI 10+687.17
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ELEV 253.687
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EVC 10+714.18
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ELEV 253.844
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BVC 10+778.22
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ELEV 254.215
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VPI 10+844.52
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ELEV 254.600
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0.58%
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LVC = 54.01m
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K = 50.00
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LVC = 132.59m
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K = 30.00
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10+676.82
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ELEV 253.767
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VPI 10+506.58
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ELEV 251.963
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EVC 10+537.49
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ELEV 252.597
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BVC 10+564.80
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ELEV 253.158
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EVC 10+654.16
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ELEV 253.852
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2.05%
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LVC = 61.81m
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K = 18.00
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LVC = 89.36m
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K = 35.00
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HIGH PT STA = 10+636.66
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HIGH PT ELEV = 253.896
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RIGHT DITCH
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EXIST. 525mm STM
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LEFT DITCH
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EXISTING GROUND
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PROPOSED TOP OF PAVEMENT
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VPI 10+609.48
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ELEV 254.076
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-0.50%
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EX. 400mmØ PVC WATERMAIN
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EX. 400mmØ PVC WATERMAIN
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EX. 400mmØ HDPE WATERMAIN
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EXIST. 1350mm STM SEWER
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EXIST. 1350mm STM SEWER
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EXIST. 1350mm STM SEWER
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EXIST. 825mm STM SEWER
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BVC 10+660.16
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ELEV 253.822
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LOW PT STA = 10+685.16
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LOW PT ELEV =253.760
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VPI 10+687.17
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ELEV 253.687
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EVC 10+714.18
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ELEV 253.844
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BVC 10+778.22
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ELEV 254.215
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VPI 10+844.52
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ELEV 254.600
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0.58%
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LVC = 54.01m
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K = 50.00
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LVC = 132.59m
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K = 30.00
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10+676.82
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ELEV 253.767
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VPI 10+506.58
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ELEV 251.963
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EVC 10+537.49
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ELEV 252.597
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BVC 10+564.80
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ELEV 253.158
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EVC 10+654.16
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ELEV 253.852
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2.05%
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LVC = 61.81m
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K = 18.00
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LVC = 89.36m
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K = 35.00
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HIGH PT STA = 10+636.66
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HIGH PT ELEV = 253.896
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RIGHT DITCH
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EXIST. 525mm STM
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LEFT DITCH
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252.323
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252.649
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253.060
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253.437
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253.704
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253.856
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253.894
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253.823
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253.762
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253.782
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253.878
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253.994
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254.110
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254.226
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254.421
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254.749
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255.210
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252.323
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252.649
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253.060
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253.437
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253.704
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253.856
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253.894
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253.823
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253.762
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253.782
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253.878
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253.994
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254.110
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254.226
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254.421
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254.749
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255.210
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CSP 1800
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CSP 300
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C/L OF WATER
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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TOP OF SLOPE
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68.8m-525%%C SAN. @ 0.55%%% (BY OTHERS)
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45.4m-250%%C SAN. @ 1.80%%%
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120.0m-525%%C SAN. @ 0.50%%% (BY OTHERS)
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94.0m-450%%C SAN. @ 2.60%%% (BY OTHERS)
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82.2m-450%%C SAN. @ 0.50%%% (BY OTHERS)
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16.2m-450 STM @ 0.62% (BY OTHERS)
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20.7m-450 STM @ -8.93% @ 0.62% (BY OTHERS)
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9.8m-525 STM @ 0.70% (BY OTHERS)
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17.2m-1350 STM@ 0.50% (BY OTHERS)
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34.3m-1350 STM @ 0.40% (BY OTHERS)
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73.2m-600 STM @ 0.50% (BY OTHERS)
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31.0m-300 STM @ 5.15% (BY OTHERS)
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25.3m-1350 STM @ 0.40% (BY OTHERS)
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66.7m-1350 STM @ 0.30% (BY OTHERS)
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37.4m-825 STM @ 1.80% (BY OTHERS)
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30.1m-675 STM @ 3.22% (BY OTHERS)
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VC
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W
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(BY OTHERS)
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W
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(BY OTHERS)
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30.5m-200%%C SAN. @ 10.00%%% (BY OTHERS)
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(BY OTHERS)
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W
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(BY OTHERS)
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BOTTOM OF SLOPE
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CSP 1800
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CSP 300
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C/L OF WATER
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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TOP OF SLOPE
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68.8m-525%%C SAN. @ 0.55%%% (BY OTHERS)
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45.4m-250%%C SAN. @ 1.80%%%
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120.0m-525%%C SAN. @ 0.50%%% (BY OTHERS)
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94.0m-450%%C SAN. @ 2.60%%% (BY OTHERS)
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82.2m-450%%C SAN. @ 0.50%%% (BY OTHERS)
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16.2m-450 STM @ 0.62% (BY OTHERS)
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20.7m-450 STM @ -8.93% @ 0.62% (BY OTHERS)
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9.8m-525 STM @ 0.70% (BY OTHERS)
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17.2m-1350 STM@ 0.50% (BY OTHERS)
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34.3m-1350 STM @ 0.40% (BY OTHERS)
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73.2m-600 STM @ 0.50% (BY OTHERS)
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31.0m-300 STM @ 5.15% (BY OTHERS)
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25.3m-1350 STM @ 0.40% (BY OTHERS)
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66.7m-1350 STM @ 0.30% (BY OTHERS)
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37.4m-825 STM @ 1.80% (BY OTHERS)
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30.1m-675 STM @ 3.22% (BY OTHERS)
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VC
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W
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(BY OTHERS)
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W
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(BY OTHERS)
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30.5m-200%%C SAN. @ 10.00%%% (BY OTHERS)
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(BY OTHERS)
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W
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(BY OTHERS)
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BOTTOM OF SLOPE
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CSP 1800
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CSP 300
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C/L OF WATER
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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TOP OF SLOPE
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68.8m-525%%C SAN. @ 0.55%%% (BY OTHERS)
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45.4m-250%%C SAN. @ 1.80%%%
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120.0m-525%%C SAN. @ 0.50%%% (BY OTHERS)
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94.0m-450%%C SAN. @ 2.60%%% (BY OTHERS)
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82.2m-450%%C SAN. @ 0.50%%% (BY OTHERS)
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16.2m-450 STM @ 0.62% (BY OTHERS)
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20.7m-450 STM @ -8.93% @ 0.62% (BY OTHERS)
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9.8m-525 STM @ 0.70% (BY OTHERS)
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17.2m-1350 STM@ 0.50% (BY OTHERS)
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34.3m-1350 STM @ 0.40% (BY OTHERS)
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73.2m-600 STM @ 0.50% (BY OTHERS)
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31.0m-300 STM @ 5.15% (BY OTHERS)
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25.3m-1350 STM @ 0.40% (BY OTHERS)
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66.7m-1350 STM @ 0.30% (BY OTHERS)
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37.4m-825 STM @ 1.80% (BY OTHERS)
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30.1m-675 STM @ 3.22% (BY OTHERS)
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VC
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W
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(BY OTHERS)
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W
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(BY OTHERS)
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30.5m-200%%C SAN. @ 10.00%%% (BY OTHERS)
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(BY OTHERS)
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W
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(BY OTHERS)
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BOTTOM OF SLOPE
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300 STM
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450 STM
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131
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130
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132
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133
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134
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135
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137
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139
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140
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142
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141
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143
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144
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525 STM
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375 STM
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525 STM
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300 STM
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525 STM
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300 STM
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300 STM
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525 STM
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300 STM
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SUBDRAIN TYP.
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525 STM
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525 STM
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300 STM
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450 STM
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OGS 127
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SUBDRAIN TYP.
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RIP-RAP 2.0X4.0 OPSD 810.010
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10+600
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10+700
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10+800
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3:1
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3:1
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3:1
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2:1
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1.5:1
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3:1
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3+000
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1.5:1
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1.5:1
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3:1
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2:1
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2:1
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HP
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HP
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HP
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HP
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HP
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HP
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HP
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HP
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HP
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HP
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HP
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HP
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2:1
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NEW CONSTRUCTION
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STA. 10+500
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STA. 10+850
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T.K.
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A.L.
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S.K.
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NC-3
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FILE.DWG
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THE LOCATION OF UTILITIES IS APPROXIMATE ONLY, AND THE
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EXACT LOCATION SHOULD BE DETERMINED BY CONSULTING THE
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MUNICIPAL AUTHORITIES AND UTILITY COMPANIES CONCERNED.
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THE CONTRACTOR SHALL PROVE THE LOCATION OF UTILITIES
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AND SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION FROM
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DAMAGE DURING CONSTRUCTION.
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NOTE:
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INVERT ELEVATIONS SHOWN ARE AT CENTRE-LINE OF
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CATCHBASIN OR MANHOLE.
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PIPE LENGTHS SHOWN ARE CENTRE-LINE TO
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CENTRE-LINE OF CATCHBASIN OR MANHOLE.
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OFFSETS SHOWN ARE TO CENTRE OF CATCHBASIN
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OR MANHOLE COVER.
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3.
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STORM SEWERS:
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1.
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2.
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DATE
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No.
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REVISIONS
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BY
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DRAWN
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DESIGN
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CHECKED
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TO
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SHEET NO.
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CONT. NO.
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DWG. NO.
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1m
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Vertical
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0
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2m
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SCALES
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Horizontal
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5m
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0
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10m
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AVAIL. CUT
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DITCHING
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STRIPPING
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FILL
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QUANTITIES
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CUT
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M
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T
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E
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I
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R
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C
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N
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255
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260
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265
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10+800
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10+700
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10+600
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OSWALD DRIVE
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MATCH LINE STA.
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10+850
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MATCH LINE STA.
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10+505
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10+505
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PA
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AUG/13
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30%%% DESIGN REVIEW SUBMISSION
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S.K.
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250
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255
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260
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265
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250
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PRELIMINARY
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SWM POND (BY OTHERS)
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ACCESS ROAD
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DEVELOPMENT PLANS PROVIDED BY RJ BURNSIDE FOR MATTAMY
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DEVELOPMENT PLANS PROVIDED BY RJ BURNSIDE FOR MATTAMY
NOTE: 1.ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. 2.ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.3.ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.4.SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. 5.SEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT REFERENCE POINTSSEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT REFERENCE POINTS
NOTE: 1.ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. 2.ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.3.ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.4.SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. 5.SEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT REFERENCE POINTSSEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT REFERENCE POINTS
NOTE: 1.ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. 2.ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.3.ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.4.SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. 5.SEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT REFERENCE POINTSSEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT REFERENCE POINTS
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13790m³
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3312m³
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2690m³
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0m³
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10358m³
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2
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RELOCATE HYDRANT REFER TO T-6
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PC
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JUN/15
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90%%% DESIGN REVIEW SUBMISSION
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S.K.
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PD
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JUL/15
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ENVIRONMENTAL COMPLIANCE APPROVAL APPLICATION
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S.K.
∅
∅
∅
∅
∅∅
∅
∅
∅
∅
∅ ∅
∅
NOT TO BE USED FOR CONSTRUCTIONNOT TO BE USED FOR CONSTRUCTION
³
³
³
³
³
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CSP 2000 X 1200
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CSP 2000 X 1200
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BOTTOM OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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CSP 600
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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CSP 2000 X 1200
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CSP 2000 X 1200
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BOTTOM OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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CSP 600
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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CSP 2000 X 1200
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CSP 2000 X 1200
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BOTTOM OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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CSP 600
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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375 STM
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188
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189
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375 STM
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375 STM
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450 STM
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174
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175
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178
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177
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179
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180
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181
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182
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183
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184
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185
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186
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375 STM
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675 STM
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375 STM
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375 STM
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300 STM
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450 STM
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375 STM
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375 STM
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375 STM
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300 STM
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300 STM
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180A
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180B
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375 STM
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750 STM
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750 STM
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SUBDRAIN TYP.
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179A
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179B
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675 STM
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525 STM
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300 STM
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375 STM
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OGS 187
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OGS 176
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RIP-RAP 2.0X4.0 OPSD 810.010
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RIP-RAP 2.0X4.0 OPSD 810.010
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11+600
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11+700
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11+800
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EC 11+575.701
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BC 11+797.553
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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3:1
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3:1
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2:1
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2:1
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2.0%%%
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11+900
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SHEET FLOW
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2.0%%%
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2.0%%%
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2.0%%%
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2.0%%%
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2.0%%%
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3:1
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2:1
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2:1
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2:1
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3:1
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5:1
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HP
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HP
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HP
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HP
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HP
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HP
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HP
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HP
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SWALE TO CONVEY REAR LOT DRAINAGE FROM TACC DEVELOPMENT
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2:1
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2:1
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2.0%
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2.0%
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2:1
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2:1
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-3.50%
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5.50%
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EXIST. CULVERTS
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PROPOSED TOP OF PAVEMENT
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EXISTING GROUND
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PROPOSED BRIDGE
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EVC 11+550.55
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ELEV 267.999
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RIGHT DITCH
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BVC 11+595.61
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ELEV 266.422
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LOW PT STA = 11+683.11
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LOW PT ELEV =264.890
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VPI 11+708.11
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ELEV 262.484
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EVC 11+820.62
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ELEV 268.672
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LVC = 225.01m
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K = 25.00
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DROP STRUCTURE
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-3.50%
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5.50%
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EXIST. CULVERTS
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PROPOSED TOP OF PAVEMENT
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EXISTING GROUND
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PROPOSED BRIDGE
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EVC 11+550.55
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ELEV 267.999
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RIGHT DITCH
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BVC 11+595.61
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ELEV 266.422
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LOW PT STA = 11+683.11
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LOW PT ELEV =264.890
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VPI 11+708.11
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ELEV 262.484
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EVC 11+820.62
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ELEV 268.672
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LVC = 225.01m
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K = 25.00
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267.668
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266.968
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266.272
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265.687
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265.262
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264.997
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264.892
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264.948
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265.163
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265.538
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266.073
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266.768
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267.623
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268.638
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269.738
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270.839
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271.939
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267.668
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266.968
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266.272
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265.687
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265.262
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264.997
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264.892
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264.948
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265.163
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265.538
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266.073
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266.768
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267.623
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268.638
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269.738
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270.839
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271.939
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NEW CONSTRUCTION
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STA. 11+550
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STA. 11+900
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T.K.
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A.L.
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S.K.
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NC-6
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FILE.DWG
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THE LOCATION OF UTILITIES IS APPROXIMATE ONLY, AND THE
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EXACT LOCATION SHOULD BE DETERMINED BY CONSULTING THE
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MUNICIPAL AUTHORITIES AND UTILITY COMPANIES CONCERNED.
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THE CONTRACTOR SHALL PROVE THE LOCATION OF UTILITIES
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AND SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION FROM
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DAMAGE DURING CONSTRUCTION.
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NOTE:
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INVERT ELEVATIONS SHOWN ARE AT CENTRE-LINE OF
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CATCHBASIN OR MANHOLE.
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PIPE LENGTHS SHOWN ARE CENTRE-LINE TO
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CENTRE-LINE OF CATCHBASIN OR MANHOLE.
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OFFSETS SHOWN ARE TO CENTRE OF CATCHBASIN
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OR MANHOLE COVER.
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3.
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STORM SEWERS:
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1.
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2.
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DATE
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No.
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REVISIONS
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BY
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DRAWN
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DESIGN
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CHECKED
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TO
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SHEET NO.
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CONT. NO.
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DWG. NO.
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1m
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Vertical
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0
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2m
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SCALES
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Horizontal
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5m
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0
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10m
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AVAIL. CUT
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DITCHING
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STRIPPING
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FILL
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QUANTITIES
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CUT
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M
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T
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E
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I
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R
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C
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N
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260
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265
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275
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11+900
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11+800
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11+700
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OSWALD DRIVE
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MATCH LINE STA.
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11+900
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MATCH LINE STA.
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11+550
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11+600
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PA
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AUG/13
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30%%% DESIGN REVIEW SUBMISSION
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S.K.
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260
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275
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270
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PRELIMINARY
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PRELIMINARY
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265
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270
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OF LSRCA
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REGULATED
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INSIDE LIMIT
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AREA
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OF REGIONAL
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FLOOD LINE
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INSIDE LIMIT
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DEVELOPMENT PLANS PROVIDED BY SCS CONSULTING GROUP FOR TACC
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PB
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SEP/14
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60%%% DESIGN REVIEW SUBMISSION
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S.K.
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INSIDE LIMIT OF LSRCA REGULATED AREA
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NOTE: 1.ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. 2.ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.3.ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.4.SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. 5.SEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT REFERENCE POINTSSEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT REFERENCE POINTS
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4936m³
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36443m³
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3471m³
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141m³
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929m³
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PC
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JUN/15
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90%%% DESIGN REVIEW SUBMISSION
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S.K.
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PD
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JUL/15
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ENVIRONMENTAL COMPLIANCE APPROVAL APPLICATION
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S.K.
∅
∅
∅
∅∅
∅
∅
∅
∅
∅
∅
NOT TO BE USED FOR CONSTRUCTION
³
³
³
³
³
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PROPOSED TOP OF PAVEMENT
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EXISTING GROUND
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5.50%
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LEFT DITCH
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RIGHT DITCH
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PROPOSED TOP OF PAVEMENT
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EXISTING GROUND
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5.50%
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LEFT DITCH
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RIGHT DITCH
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PROPOSED TOP OF PAVEMENT
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EXISTING GROUND
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5.50%
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LEFT DITCH
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RIGHT DITCH
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273.039
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274.139
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275.239
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276.339
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277.439
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278.539
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279.639
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280.631
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281.357
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281.817
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282.046
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282.046
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281.901
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282.143
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282.829
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283.888
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284.988
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286.088
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273.039
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274.139
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275.239
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276.339
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277.439
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278.539
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279.639
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280.631
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281.357
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281.817
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282.046
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282.046
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281.901
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282.143
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282.829
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283.888
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284.988
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286.088
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273.039
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274.139
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275.239
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276.339
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277.439
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278.539
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279.639
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280.631
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281.357
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281.817
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282.046
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282.046
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281.901
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282.143
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282.829
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283.888
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284.988
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286.088
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BVC 12+021.96
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ELEV 279.747
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VPI 12+055.73
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ELEV 281.605
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EVC 12+089.51
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ELEV 281.942
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VPI 12+109.98
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ELEV 282.146
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BVC 12+130.11
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ELEV 281.945
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LOW PT STA = 12+139.10
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LOW PT ELEV =281.900
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VPI 12+159.36
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ELEV 281.653
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EVC 12+188.60
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ELEV 283.261
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1.00%
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-1.00%
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LVC = 67.54m
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K = 15.00
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LVC = 58.49m
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K = 9.00
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PROPOSED TOP OF PAVEMENT
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EXISTING GROUND
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EXCB
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EXCB
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EXCB
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EXCB
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EXCB
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EXIST. 350mm STM
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EXIST. 400mm STM
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EXIST. 400mm STM
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EXIST. 350mm STM
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EXIST. 350mm STM
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5.50%
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5.50%
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LEFT DITCH
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RIGHT DITCH
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375 PVC STM (BY OTHERS)
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300 PVC SAN (BY OTHERS)
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EX 750 CPP WM
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LEFT DITCH
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RIGHT DITCH
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EX 1500 CASING
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EXIST. 300mm STM
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BVC 12+021.96
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ELEV 279.747
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VPI 12+055.73
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ELEV 281.605
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EVC 12+089.51
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ELEV 281.942
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VPI 12+109.98
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ELEV 282.146
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BVC 12+130.11
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ELEV 281.945
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LOW PT STA = 12+139.10
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LOW PT ELEV =281.900
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VPI 12+159.36
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ELEV 281.653
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EVC 12+188.60
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ELEV 283.261
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1.00%
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-1.00%
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LVC = 67.54m
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K = 15.00
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LVC = 58.49m
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K = 9.00
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PROPOSED TOP OF PAVEMENT
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EXISTING GROUND
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EXCB
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EXCB
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EXCB
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EXCB
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EXCB
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EXIST. 350mm STM
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EXIST. 400mm STM
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EXIST. 400mm STM
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EXIST. 350mm STM
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EXIST. 350mm STM
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5.50%
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5.50%
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LEFT DITCH
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RIGHT DITCH
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375 PVC STM (BY OTHERS)
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300 PVC SAN (BY OTHERS)
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EX 750 CPP WM
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LEFT DITCH
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RIGHT DITCH
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EX 1500 CASING
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EXIST. 300mm STM
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BVC 12+021.96
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ELEV 279.747
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VPI 12+055.73
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ELEV 281.605
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EVC 12+089.51
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ELEV 281.942
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VPI 12+109.98
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ELEV 282.146
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BVC 12+130.11
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ELEV 281.945
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LOW PT STA = 12+139.10
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LOW PT ELEV =281.900
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VPI 12+159.36
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ELEV 281.653
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EVC 12+188.60
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ELEV 283.261
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1.00%
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-1.00%
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LVC = 67.54m
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K = 15.00
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LVC = 58.49m
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K = 9.00
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PROPOSED TOP OF PAVEMENT
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EXISTING GROUND
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EXCB
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EXCB
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EXCB
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EXCB
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EXCB
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EXIST. 350mm STM
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EXIST. 400mm STM
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EXIST. 400mm STM
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EXIST. 350mm STM
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EXIST. 350mm STM
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5.50%
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5.50%
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LEFT DITCH
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RIGHT DITCH
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375 PVC STM (BY OTHERS)
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300 PVC SAN (BY OTHERS)
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EX 750 CPP WM
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LEFT DITCH
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RIGHT DITCH
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EX 1500 CASING
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EXIST. 300mm STM
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BOTTOM OF SLOPE
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TOP OF SLOPE
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GUTTER
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WELL
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TSC
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CSP 500
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TOP OF SLOPE
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TOP OF SLOPE
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BOTTOM OF SLOPE
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C/L OF DITCH
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF DITCH
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TOP OF SLOPE
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GUTTER
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GUTTER
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TOP OF SLOPE
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TOP OF SLOPE
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C/L OF DITCH
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TOP OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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GUTTER
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BUILDING
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TOP OF SLOPE
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STEPS
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TOP OF SLOPE
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BUILDING
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TOP OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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SIGN
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DETECTOR LOOP
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DETECTOR LOOP
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CL OF DITCH
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CL OF DITCH
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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TL
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TL
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TL
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TL
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TL
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TL
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TL
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TL
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TL
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EX 350%%C STM
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EX 400%%C STM
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EX 400%%C STM
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EX 300%%C STM
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EX 350%%C STM
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EX 150%%C STM
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EX 150%%C STM
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EX 150%%C STM
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EX 350%%C STM
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EX 350 STM
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WELL
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EX. 98.8m-300 PVC SAN @1.70% (BY OTHERS)
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EX. 60.0m-300 HDPE SAN @2.50% (BY OTHERS)
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EX. 85.0m-300 PVC SAN @ 2.50%(BY OTHERS)
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EX. MH4B (BY OTHERS)
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EX. MH5B (BY OTHERS)
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EX. 400%%C CPP WM.
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BOTTOM OF SLOPE
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TOP OF SLOPE
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GUTTER
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WELL
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TSC
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CSP 500
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TOP OF SLOPE
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TOP OF SLOPE
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BOTTOM OF SLOPE
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C/L OF DITCH
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF DITCH
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TOP OF SLOPE
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GUTTER
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GUTTER
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TOP OF SLOPE
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TOP OF SLOPE
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C/L OF DITCH
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TOP OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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GUTTER
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BUILDING
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TOP OF SLOPE
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STEPS
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TOP OF SLOPE
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BUILDING
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TOP OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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SIGN
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DETECTOR LOOP
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DETECTOR LOOP
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CL OF DITCH
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CL OF DITCH
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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TL
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TL
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TL
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TL
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TL
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TL
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TL
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TL
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TL
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EX 350%%C STM
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EX 400%%C STM
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EX 400%%C STM
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EX 300%%C STM
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EX 350%%C STM
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EX 150%%C STM
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EX 150%%C STM
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EX 150%%C STM
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EX 350%%C STM
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EX 350 STM
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WELL
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EX. 98.8m-300 PVC SAN @1.70% (BY OTHERS)
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EX. 60.0m-300 HDPE SAN @2.50% (BY OTHERS)
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EX. 85.0m-300 PVC SAN @ 2.50%(BY OTHERS)
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EX. MH4B (BY OTHERS)
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EX. MH5B (BY OTHERS)
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EX. 400%%C CPP WM.
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BOTTOM OF SLOPE
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TOP OF SLOPE
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GUTTER
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WELL
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TSC
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CSP 500
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TOP OF SLOPE
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TOP OF SLOPE
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BOTTOM OF SLOPE
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C/L OF DITCH
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF DITCH
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TOP OF SLOPE
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GUTTER
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GUTTER
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TOP OF SLOPE
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TOP OF SLOPE
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C/L OF DITCH
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TOP OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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GUTTER
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BUILDING
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TOP OF SLOPE
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STEPS
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TOP OF SLOPE
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BUILDING
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TOP OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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SIGN
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DETECTOR LOOP
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DETECTOR LOOP
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CL OF DITCH
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CL OF DITCH
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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TL
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TL
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TL
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TL
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TL
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TL
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TL
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TL
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TL
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EX 350%%C STM
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EX 400%%C STM
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EX 400%%C STM
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EX 300%%C STM
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EX 350%%C STM
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EX 150%%C STM
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EX 150%%C STM
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EX 150%%C STM
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EX 350%%C STM
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EX 350 STM
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WELL
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EX. 98.8m-300 PVC SAN @1.70% (BY OTHERS)
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EX. 60.0m-300 HDPE SAN @2.50% (BY OTHERS)
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EX. 85.0m-300 PVC SAN @ 2.50%(BY OTHERS)
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EX. MH4B (BY OTHERS)
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EX. MH5B (BY OTHERS)
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EX. 400%%C CPP WM.
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BOTTOM OF SLOPE
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TOP OF SLOPE
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GUTTER
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WELL
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TSC
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CSP 500
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TOP OF SLOPE
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TOP OF SLOPE
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BOTTOM OF SLOPE
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C/L OF DITCH
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF DITCH
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TOP OF SLOPE
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GUTTER
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GUTTER
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TOP OF SLOPE
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TOP OF SLOPE
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C/L OF DITCH
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TOP OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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GUTTER
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BUILDING
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TOP OF SLOPE
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STEPS
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TOP OF SLOPE
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BUILDING
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TOP OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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SIGN
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DETECTOR LOOP
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DETECTOR LOOP
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CL OF DITCH
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CL OF DITCH
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TOP OF SLOPE
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C/L OF WATER
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TOP OF SLOPE
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TL
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TL
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TL
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TL
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TL
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TL
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TL
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TL
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TL
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EX 350%%C STM
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EX 400%%C STM
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EX 400%%C STM
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EX 300%%C STM
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EX 350%%C STM
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EX 150%%C STM
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EX 150%%C STM
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EX 150%%C STM
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EX 350%%C STM
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EX 350 STM
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WELL
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EX. 98.8m-300 PVC SAN @1.70% (BY OTHERS)
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EX. 60.0m-300 HDPE SAN @2.50% (BY OTHERS)
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EX. 85.0m-300 PVC SAN @ 2.50%(BY OTHERS)
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EX. MH4B (BY OTHERS)
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EX. MH5B (BY OTHERS)
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EX. 400%%C CPP WM.
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190
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191
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192
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193
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194
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195
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196
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197
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199
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200
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203
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202
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204
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205
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450 STM
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525 STM
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675 STM
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375 STM
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375 STM
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375 STM
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450 STM
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450 STM
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300 STM
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375 STM
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375 STM
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375 STM
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201
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198
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300 STM
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300 STM
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450 STM
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401
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402
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525 STM
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525 STM
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300 STM
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198A
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OGS 212
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199A
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825 STM
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825 STM
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SUBDRAIN (TYP.)
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SUBDRAIN TYP.
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375 STM
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900 STM
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900 STM
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RIP-RAP 2.2X3.0 OPSD 804.040
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RIP-RAP OPSD 810.010
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RIP-RAP OPSD 810.010
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RIP-RAP OPSD 810.010
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12+000
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PRC 11+998.875
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12+100
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12+200
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EC 12+180.926
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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3:1
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2:1
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3:1
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3:1
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3:1
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3:1
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3:1
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3:1
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2:1
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2:1
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2:1
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2:1
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2:1
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3:1
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2:1
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2:1
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2:1
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3:1
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11+900
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3:1
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3:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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2:1
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12+000
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2:1
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2:1
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2:1
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2:1
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HP
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HP
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HP
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HP
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HP
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2:1
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81
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300
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79
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450
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80
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300
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82
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300
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300
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NEW CONSTRUCTION
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STA. 11+900
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STA. 12+250
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T.K.
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A.L.
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S.K.
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NC-7
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FILE.DWG
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THE LOCATION OF UTILITIES IS APPROXIMATE ONLY, AND THE
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EXACT LOCATION SHOULD BE DETERMINED BY CONSULTING THE
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MUNICIPAL AUTHORITIES AND UTILITY COMPANIES CONCERNED.
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THE CONTRACTOR SHALL PROVE THE LOCATION OF UTILITIES
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AND SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION FROM
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DAMAGE DURING CONSTRUCTION.
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NOTE:
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INVERT ELEVATIONS SHOWN ARE AT CENTRE-LINE OF
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CATCHBASIN OR MANHOLE.
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PIPE LENGTHS SHOWN ARE CENTRE-LINE TO
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CENTRE-LINE OF CATCHBASIN OR MANHOLE.
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OFFSETS SHOWN ARE TO CENTRE OF CATCHBASIN
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OR MANHOLE COVER.
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3.
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STORM SEWERS:
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1.
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2.
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DATE
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No.
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REVISIONS
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BY
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DRAWN
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DESIGN
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CHECKED
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TO
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SHEET NO.
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CONT. NO.
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DWG. NO.
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1m
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Vertical
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0
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2m
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SCALES
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Horizontal
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5m
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0
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10m
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AVAIL. CUT
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DITCHING
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STRIPPING
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FILL
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QUANTITIES
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CUT
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M
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T
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E
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I
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R
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C
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N
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275
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280
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285
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12+200
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12+100
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12+000
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OSWALD DRIVE
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MATCH LINE STA.
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12+250
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MATCH LINE STA.
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11+900
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11+900
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=H.O.T. 12+019.179 TYLER STREET
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H.O.C. 12+109.977
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PA
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AUG/13
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30%%% DESIGN REVIEW SUBMISSION
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S.K.
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275
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280
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285
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290
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275
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270
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265
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275
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270
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265
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PRELIMINARY
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OF REGIONAL
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FLOOD LINE
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INSIDE LIMIT
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TYLER STREET
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PB
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SEP/14
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60%%% DESIGN REVIEW SUBMISSION
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S.K.
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INSIDE LIMIT
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OF LSRCA
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REGULATED
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AREA
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SEE SHEET NC-11
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OF REGIONAL
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FLOOD LINE
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INSIDE LIMIT
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280
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280
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NOTE: 1.ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. 2.ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.3.ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.4.SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. 5.SEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT REFERENCE POINTSSEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT REFERENCE POINTS
THE LOCATION OF UTILITIES IS APPROXIMATE ONLY, AND THE
AutoCAD SHX Text
EXACT LOCATION SHOULD BE DETERMINED BY CONSULTING THE
AutoCAD SHX Text
MUNICIPAL AUTHORITIES AND UTILITY COMPANIES CONCERNED.
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THE CONTRACTOR SHALL PROVE THE LOCATION OF UTILITIES
AutoCAD SHX Text
AND SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION FROM
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DAMAGE DURING CONSTRUCTION.
AutoCAD SHX Text
NOTE:
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INVERT ELEVATIONS SHOWN ARE AT CENTRE-LINE OF
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CATCHBASIN OR MANHOLE.
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PIPE LENGTHS SHOWN ARE CENTRE-LINE TO
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CENTRE-LINE OF CATCHBASIN OR MANHOLE.
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OFFSETS SHOWN ARE TO CENTRE OF CATCHBASIN
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OR MANHOLE COVER.
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3.
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STORM SEWERS:
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1.
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2.
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DATE
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No.
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REVISIONS
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BY
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DRAWN
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DESIGN
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CHECKED
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TO
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SHEET NO.
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CONT. NO.
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DWG. NO.
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1m
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Vertical
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0
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2m
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SCALES
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Horizontal
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5m
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0
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10m
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AVAIL. CUT
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DITCHING
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STRIPPING
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FILL
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QUANTITIES
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CUT
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M
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T
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E
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I
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R
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C
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N
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285
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290
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295
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300
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305
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12+600
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12+500
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12+400
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OSWALD DRIVE
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MATCH LINE STA.
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12+600
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MATCH LINE STA.
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12+250
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12+300
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PA
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AUG/13
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30%%% DESIGN REVIEW SUBMISSION
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S.K.
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285
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290
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295
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300
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305
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PRELIMINARY
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PB
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SEP/14
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60%%% DESIGN REVIEW SUBMISSION
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S.K.
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NOTE: 1.ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. ALL DITCH INLETS TO BE 2H:1V SLOPE UNLESS OTHERWISE SPECIFIED. 2.ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL DITCH INLET LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.3.ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED. ALL CATCHBASIN LEADS TO BE 300mm PVC UNLESS OTHERWISE SPECIFIED.4.SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. SEE SHEET NC-12 & NC-13 FOR STORM LATERALS PROFILES. 5.SEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT SEE DETAILS ON SHEET T-5 FOR T/G AND OFFSET MEASUREMENT REFERENCE POINTS
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90460m³
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921m³
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4939m³
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129m³
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67782m³
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PC
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JUN/15
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90%%% DESIGN REVIEW SUBMISSION
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S.K.
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PD
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JUL/15
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ENVIRONMENTAL COMPLIANCE APPROVAL APPLICATION
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S.K.
∅
NOT TO BE USED FOR CONSTRUCTION
³
³
³
³
³
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EVC 12+637.53
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ELEV 294.846
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BVC 12+699.17
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ELEV 292.902
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VPI 12+779.16
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ELEV 290.379
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LOW PT STA = 12+793.79
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LOW PT ELEV =291.410
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EVC 12+859.14
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ELEV 292.122
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VPI 12+867.01
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ELEV 292.293
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-3.15%
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2.18%
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LVC = 159.97m
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K = 30.00
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PROPOSED TOP OF PAVEMENT
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EXISTING GROUND
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2.97%
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MATCH INTO EXISTING PROFILE GRADE
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LEFT DITCH
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LEFT DITCH
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RIGHT DITCH
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RIGHT DITCH
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800 HDPE CULVERT
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EVC 12+637.53
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ELEV 294.846
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BVC 12+699.17
AutoCAD SHX Text
ELEV 292.902
AutoCAD SHX Text
VPI 12+779.16
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ELEV 290.379
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LOW PT STA = 12+793.79
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LOW PT ELEV =291.410
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EVC 12+859.14
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ELEV 292.122
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VPI 12+867.01
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ELEV 292.293
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-3.15%
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2.18%
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LVC = 159.97m
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K = 30.00
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PROPOSED TOP OF PAVEMENT
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EXISTING GROUND
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2.97%
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MATCH INTO EXISTING PROFILE GRADE
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LEFT DITCH
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LEFT DITCH
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RIGHT DITCH
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RIGHT DITCH
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800 HDPE CULVERT
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295.829
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295.355
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294.768
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294.137
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293.507
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292.876
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292.317
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291.892
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291.600
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291.442
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291.416
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291.524
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291.766
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292.140
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292.682
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293.276
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293.863
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294.435
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295.829
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295.355
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294.768
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294.137
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293.507
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292.876
AutoCAD SHX Text
292.317
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291.892
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291.600
AutoCAD SHX Text
291.442
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291.416
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291.524
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291.766
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292.140
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292.682
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293.276
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293.863
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294.435
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CSP 600
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CSP 600
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CSP 450
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C/L OF DITCH
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C/L OF DITCH
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C/L OF DITCH
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C/L OF DITCH
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C/L OF DITCH
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BOTTOM OF SLOPE
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BOTTOM OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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BOTTOM OF SLOPE
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CSP 600
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CSP 600
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CSP 450
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C/L OF DITCH
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C/L OF DITCH
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C/L OF DITCH
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C/L OF DITCH
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C/L OF DITCH
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BOTTOM OF SLOPE
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BOTTOM OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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BOTTOM OF SLOPE
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CSP 600
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CSP 600
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CSP 450
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C/L OF DITCH
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C/L OF DITCH
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C/L OF DITCH
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C/L OF DITCH
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C/L OF DITCH
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BOTTOM OF SLOPE
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BOTTOM OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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BOTTOM OF SLOPE
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12+700
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12+800
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12+900
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PI 12+778.178
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3:1
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3:1
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3:1
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3:1
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3:1
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3:1
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3:1
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3:1
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3:1
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3:1
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3:1
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3:1
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3:1
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3:1
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EXIST. DRAINAGE OUTLET TO PRIVATE LANDS
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12+600
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3:1
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3:1
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RIP-RAP 2.0X2.0 OPSD 810.010 TYP 'B'
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EXIST. DRAINAGE OUTLET TO PRIVATE LANDS
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HP
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HP
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HP
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NEW CONSTRUCTION
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STA. 12+600
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STA. 12+950
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T.K.
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A.L.
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S.K.
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NC-9
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FILE.DWG
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THE LOCATION OF UTILITIES IS APPROXIMATE ONLY, AND THE
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EXACT LOCATION SHOULD BE DETERMINED BY CONSULTING THE
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MUNICIPAL AUTHORITIES AND UTILITY COMPANIES CONCERNED.
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THE CONTRACTOR SHALL PROVE THE LOCATION OF UTILITIES
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AND SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION FROM
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DAMAGE DURING CONSTRUCTION.
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INVERT ELEVATIONS SHOWN ARE AT CENTRE-LINE OF
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CATCHBASIN OR MANHOLE.
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CENTRE-LINE OF CATCHBASIN OR MANHOLE.
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OFFSETS SHOWN ARE TO CENTRE OF CATCHBASIN
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OR MANHOLE COVER.
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3.
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STORM SEWERS:
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2.
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DATE
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No.
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REVISIONS
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BY
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DRAWN
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DESIGN
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CHECKED
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TO
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SHEET NO.
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CONT. NO.
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DWG. NO.
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1m
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Vertical
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0
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2m
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SCALES
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Horizontal
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5m
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0
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10m
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AVAIL. CUT
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DITCHING
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STRIPPING
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FILL
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QUANTITIES
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CUT
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M
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R
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C
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N
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285
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290
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295
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300
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12+900
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12+800
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12+700
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OSWALD DRIVE
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MATCH LINE STA.
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12+950
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MATCH LINE STA.
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12+600
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12+600
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PA
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AUG/13
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30%%% DESIGN REVIEW SUBMISSION
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S.K.
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285
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290
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295
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300
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PRELIMINARY
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STATION 12+883.020
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LIMIT OF MILL AND OVERLAY
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LIMIT OF FULL DEPTH PAVEMENT
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PB
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SEP/14
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60%%% DESIGN REVIEW SUBMISSION
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S.K.
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4209m³
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11456m³
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2133m³
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427m³
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1199m³
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STATION 12+883.020
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LIMIT OF MILL AND OVERLAY
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LIMIT OF FULL DEPTH PAVEMENT
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PC
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JUN/15
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90%%% DESIGN REVIEW SUBMISSION
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S.K.
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PD
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JUL/15
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ENVIRONMENTAL COMPLIANCE APPROVAL APPLICATION
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S.K.
NOT TO BE USED FOR CONSTRUCTION
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GUIDE RAIL
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GUIDE RAIL
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GUIDE RAIL
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EX 350 STM
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EX 350 STM
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EX 350 STM
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GUIDE RAIL
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GUIDE RAIL
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GUIDE RAIL
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GUIDE RAIL
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EX 350 STM
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EX 350 STM
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EX 350 STM
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EX 350 STM
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GUIDE RAIL
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GUIDE RAIL
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GUIDE RAIL
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GUIDE RAIL
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EX 350 STM
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EX 350 STM
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EX 350 STM
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EX 350 STM
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13+000
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13+100
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13+200
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13+300
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EXIST. 350mm STM
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EXISTING GROUND
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EXIST. 350mm STM
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EXIST. 350mm STM
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EXIST. 350mm STM
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EXISTING GROUND
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EXIST. 350mm STM
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EXIST. 350mm STM
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295.009
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295.613
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296.242
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296.872
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297.479
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297.998
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298.413
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298.818
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295.009
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295.613
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296.242
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296.872
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297.479
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297.998
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298.413
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298.818
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NEW CONSTRUCTION
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STA. 12+950
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STA. 13+120
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T.K.
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A.L.
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S.K.
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NC-10
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FILE.DWG
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THE LOCATION OF UTILITIES IS APPROXIMATE ONLY, AND THE
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EXACT LOCATION SHOULD BE DETERMINED BY CONSULTING THE
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MUNICIPAL AUTHORITIES AND UTILITY COMPANIES CONCERNED.
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THE CONTRACTOR SHALL PROVE THE LOCATION OF UTILITIES
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AND SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION FROM
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DAMAGE DURING CONSTRUCTION.
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NOTE:
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INVERT ELEVATIONS SHOWN ARE AT CENTRE-LINE OF
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CATCHBASIN OR MANHOLE.
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PIPE LENGTHS SHOWN ARE CENTRE-LINE TO
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CENTRE-LINE OF CATCHBASIN OR MANHOLE.
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OFFSETS SHOWN ARE TO CENTRE OF CATCHBASIN
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OR MANHOLE COVER.
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3.
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STORM SEWERS:
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1.
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2.
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DATE
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No.
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REVISIONS
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BY
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DRAWN
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DESIGN
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CHECKED
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TO
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SHEET NO.
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CONT. NO.
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DWG. NO.
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1m
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Vertical
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0
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2m
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SCALES
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Horizontal
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5m
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0
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10m
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AVAIL. CUT
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DITCHING
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STRIPPING
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FILL
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QUANTITIES
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CUT
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M
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T
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E
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I
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R
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C
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N
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290
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295
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300
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305
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13+300
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13+200
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13+100
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OSWALD DRIVE
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MATCH LINE STA.
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12+950
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13+000
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PA
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AUG/13
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30%%% DESIGN REVIEW SUBMISSION
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S.K.
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290
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295
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300
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305
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STATION 13+100.000
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STATION 13+100.000
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PRELIMINARY
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LIMIT OF CONSTRUCTION
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STATION 13+120.000
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LIMIT OF CONSTRUCTION
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STATION 13+120.000
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LIMIT OF PAVING
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LIMIT OF PAVING
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PB
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SEP/14
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60%%% DESIGN REVIEW SUBMISSION
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S.K.
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0m³
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0m³
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0m³
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0m³
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0m³
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PC
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JUN/15
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90%%% DESIGN REVIEW SUBMISSION
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S.K.
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PD
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JUL/15
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ENVIRONMENTAL COMPLIANCE APPROVAL APPLICATION
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S.K.
∅
∅
∅
∅
∅
NOT TO BE USED FOR CONSTRUCTION
³
³
³
³
³
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BOTTOM OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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GUTTER
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WELL
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TSC
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CSP 500
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TOP OF SLOPE
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TOP OF SLOPE
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BOTTOM OF SLOPE
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C/L OF DITCH
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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GUTTER
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GUTTER
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TOP OF SLOPE
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GUTTER
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TOP OF SLOPE
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BUILDING
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TOP OF SLOPE
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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SIGN
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DETECTOR LOOP
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DETECTOR LOOP
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CL OF DITCH
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CL OF DITCH
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CL OF DITCH
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GUIDE RAIL
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GUIDE RAIL
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TL
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TL
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TL
AutoCAD SHX Text
TL
AutoCAD SHX Text
TL
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TL
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TL
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TL
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TL
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EX 350%%C STM
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EX 300%%C STM
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EX 150%%C STM
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EX 150%%C STM
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EX 350%%C STM
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EX. 98.8m-300 PVC SAN @1.70% (BY OTHERS)
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EX. 60.0m-300 HDPE SAN @2.50% (BY OTHERS)
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EX. 85.0m-300 PVC SAN @ 2.50%(BY OTHERS)
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EX. MH4B (BY OTHERS)
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EX. MH5B (BY OTHERS)
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EX. 400%%C CPP WM.
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BOTTOM OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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GUTTER
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WELL
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TSC
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CSP 500
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TOP OF SLOPE
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TOP OF SLOPE
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BOTTOM OF SLOPE
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C/L OF DITCH
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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GUTTER
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GUTTER
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TOP OF SLOPE
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GUTTER
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TOP OF SLOPE
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BUILDING
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TOP OF SLOPE
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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SIGN
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DETECTOR LOOP
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DETECTOR LOOP
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CL OF DITCH
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CL OF DITCH
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CL OF DITCH
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GUIDE RAIL
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GUIDE RAIL
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TL
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TL
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TL
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TL
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TL
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TL
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TL
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TL
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TL
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EX 350%%C STM
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EX 300%%C STM
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EX 150%%C STM
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EX 150%%C STM
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EX 350%%C STM
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EX. 98.8m-300 PVC SAN @1.70% (BY OTHERS)
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EX. 60.0m-300 HDPE SAN @2.50% (BY OTHERS)
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EX. 85.0m-300 PVC SAN @ 2.50%(BY OTHERS)
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EX. MH4B (BY OTHERS)
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EX. MH5B (BY OTHERS)
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EX. 400%%C CPP WM.
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BOTTOM OF SLOPE
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BOTTOM OF SLOPE
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TOP OF SLOPE
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GUTTER
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WELL
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CSP 500
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TOP OF SLOPE
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TOP OF SLOPE
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BOTTOM OF SLOPE
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C/L OF DITCH
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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GUTTER
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GUTTER
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TOP OF SLOPE
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GUTTER
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TOP OF SLOPE
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BUILDING
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TOP OF SLOPE
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TL/SIGN
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TL/SIGN
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TL/SIGN
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TL/SIGN
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SIGN
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DETECTOR LOOP
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DETECTOR LOOP
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CL OF DITCH
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CL OF DITCH
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CL OF DITCH
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GUIDE RAIL
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GUIDE RAIL
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TL
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TL
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TL
AutoCAD SHX Text
TL
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TL
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TL
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TL
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TL
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TL
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EX 350%%C STM
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EX 300%%C STM
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EX 150%%C STM
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EX 150%%C STM
AutoCAD SHX Text
EX 350%%C STM
AutoCAD SHX Text
EX. 98.8m-300 PVC SAN @1.70% (BY OTHERS)
AutoCAD SHX Text
EX. 60.0m-300 HDPE SAN @2.50% (BY OTHERS)
AutoCAD SHX Text
EX. 85.0m-300 PVC SAN @ 2.50%(BY OTHERS)
AutoCAD SHX Text
EX. MH4B (BY OTHERS)
AutoCAD SHX Text
EX. MH5B (BY OTHERS)
AutoCAD SHX Text
EX. 400%%C CPP WM.
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196
AutoCAD SHX Text
197
AutoCAD SHX Text
199
AutoCAD SHX Text
200
AutoCAD SHX Text
675 STM
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450 STM
AutoCAD SHX Text
300 STM
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198
AutoCAD SHX Text
300 STM
AutoCAD SHX Text
401
AutoCAD SHX Text
402
AutoCAD SHX Text
403
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525 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
525 STM
AutoCAD SHX Text
300 STM
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198A
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OGS 212
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199A
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825 STM
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825 STM
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900 STM
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900 STM
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RIP-RAP 2.2X3.0 OPSD 804.040
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RIP-RAP OPSD 810.010
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RIP-RAP OPSD 810.010
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RIP-RAP 2.0X4.0 OPSD 810.010
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SUBDRAIN (TYP.)
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12+100
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3:1
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3:1
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3:1
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2:1
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3:1
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2:1
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2:1
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12+000
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2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
AutoCAD SHX Text
2:1
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83
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81
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300
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79
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77
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450
AutoCAD SHX Text
450
AutoCAD SHX Text
78
AutoCAD SHX Text
300
AutoCAD SHX Text
80
AutoCAD SHX Text
300
AutoCAD SHX Text
82
AutoCAD SHX Text
300
AutoCAD SHX Text
84
AutoCAD SHX Text
300
AutoCAD SHX Text
300
AutoCAD SHX Text
278.137
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278.512
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279.011
AutoCAD SHX Text
279.537
AutoCAD SHX Text
280.063
AutoCAD SHX Text
280.589
AutoCAD SHX Text
281.115
AutoCAD SHX Text
281.641
AutoCAD SHX Text
282.163
AutoCAD SHX Text
282.612
AutoCAD SHX Text
283.060
AutoCAD SHX Text
283.508
AutoCAD SHX Text
283.953
AutoCAD SHX Text
284.335
AutoCAD SHX Text
284.629
AutoCAD SHX Text
284.837
AutoCAD SHX Text
284.957
AutoCAD SHX Text
278.137
AutoCAD SHX Text
278.512
AutoCAD SHX Text
279.011
AutoCAD SHX Text
279.537
AutoCAD SHX Text
280.063
AutoCAD SHX Text
280.589
AutoCAD SHX Text
281.115
AutoCAD SHX Text
281.641
AutoCAD SHX Text
282.163
AutoCAD SHX Text
282.612
AutoCAD SHX Text
283.060
AutoCAD SHX Text
283.508
AutoCAD SHX Text
283.953
AutoCAD SHX Text
284.335
AutoCAD SHX Text
284.629
AutoCAD SHX Text
284.837
AutoCAD SHX Text
284.957
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TOP OF SLOPE
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TOP OF SLOPE
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BOTTOM OF SLOPE
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C/L OF DITCH
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TOP OF SLOPE
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TOP OF SLOPE
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HW
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TOP OF SLOPE
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TOP OF SLOPE
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TOP OF SLOPE
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BUILDING
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CL OF DITCH
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CL OF DITCH
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MH3B
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MH1B
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58.1m-300 HDPE SAN @ 1.90%
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MH2B
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43.1m-200 PVCSAN @ 2.00%
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TOP OF SLOPE
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TOP OF SLOPE
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BOTTOM OF SLOPE
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C/L OF DITCH
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TOP OF SLOPE
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HW
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TOP OF SLOPE
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TOP OF SLOPE
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BUILDING
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CL OF DITCH
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CL OF DITCH
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MH3B
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MH1B
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58.1m-300 HDPE SAN @ 1.90%
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MH2B
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43.1m-200 PVCSAN @ 2.00%
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TOP OF SLOPE
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HW
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58.1m-300 HDPE SAN @ 1.90%
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MH2B
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43.1m-200 PVCSAN @ 2.00%
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12+100
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85
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300
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84
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86
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84B
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84A
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R15
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TL
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EX 350%%C STM
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750mm%%C
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EX. 98.8m-300 PVC SAN @1.70% (BY OTHERS)
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100.0m-300 PVC SAN @ 0.80%
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MH6B
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EX 350%%C STM
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W
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750mm%%C
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100.0m-300 PVC SAN @ 0.80%
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MH6B
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EX. 400%%C CPP WM.
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12+100
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11+900
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12+000
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81
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300
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79
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77
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450
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75
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450
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525
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76
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375
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78
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300
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80
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300
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82
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300
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300
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5:1 TAPER
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5:1 TAPER
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5:1 TAPER
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HOT TYLER STREET STA=12+019.22 ST.JOHN'S SIDEROAD STA=12+109.98
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R15
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R15
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R15
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R15
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ST. JOHN'S SIDEROAD
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TYLER STREET
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OPSD 608.010 (TYP.)
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MATCH TO EXISTING
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MATCH TO EXISTING
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MATCH TO EXISTING
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1.80 CONC. SWK
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1.80 CONC. SWK
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GUIDERAIL END TREATMENT OPSD
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Curb Outlet OPSD
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CURB OUTLET OPSD
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LIMIT OF CONSTRUCTION
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STA. 11+960.00
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ST. JOHN'S SIDEROAD C
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L
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EX. 3,660 x 2,440 mm CONCRETE OPEN FOOTING CULVERT TO BE EXTENDED FOR 9.00m ON EAST SIDE
THE LOCATION OF UTILITIES IS APPROXIMATE ONLY, AND THE
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EXACT LOCATION SHOULD BE DETERMINED BY CONSULTING THE
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MUNICIPAL AUTHORITIES AND UTILITY COMPANIES CONCERNED.
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THE CONTRACTOR SHALL PROVE THE LOCATION OF UTILITIES
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AND SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION FROM
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DAMAGE DURING CONSTRUCTION.
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NOTE:
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INVERT ELEVATIONS SHOWN ARE AT CENTRE-LINE OF
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CATCHBASIN OR MANHOLE.
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PIPE LENGTHS SHOWN ARE CENTRE-LINE TO
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CENTRE-LINE OF CATCHBASIN OR MANHOLE.
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OFFSETS SHOWN ARE TO CENTRE OF CATCHBASIN
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OR MANHOLE COVER.
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3.
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STORM SEWERS:
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REVISIONS
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DESIGN
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TO
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DWG. NO.
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0
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10m
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AVAIL. CUT
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DITCHING
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STRIPPING
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FILL
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QUANTITIES
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CUT
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M
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T
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E
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I
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R
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C
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N
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275
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280
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285
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12+200
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12+100
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12+000
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11+900
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PA
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SEP/14
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60%%% DESIGN REVIEW SUBMISSION
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S.K.
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PRELIMINARY
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TYLER STREET
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SEE SHEET NC-7
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SEE SHEET NC-7
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H.O.T. 12+019.281 TYLER STREET
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=H.O.C. 12+109.977
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270
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275
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280
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285
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270
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LIMIT OF CONSTRUCTION
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STATION 12+073.96
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STATION 11+903.853
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LIMIT OF CONSTRUCTION
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2233m³
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5027m³
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1367m³
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50m³
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866m³
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PB
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JUN/15
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90%%% DESIGN REVIEW SUBMISSION
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S.K.
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PD
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JUL/15
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ENVIRONMENTAL COMPLIANCE APPROVAL APPLICATION
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S.K.
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OSWALD DRIVE
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∅∅ STM BY OTHERS
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NOT TO BE USED FOR CONSTRUCTION
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SE. INV. 257.82
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NEW CONSTRUCTION
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T.K.
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A.L.
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S.K.
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NC-12
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FILE.DWG
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THE LOCATION OF UTILITIES IS APPROXIMATE ONLY, AND THE
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EXACT LOCATION SHOULD BE DETERMINED BY CONSULTING THE
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MUNICIPAL AUTHORITIES AND UTILITY COMPANIES CONCERNED.
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THE CONTRACTOR SHALL PROVE THE LOCATION OF UTILITIES
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AND SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION FROM
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DAMAGE DURING CONSTRUCTION.
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NOTE:
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INVERT ELEVATIONS SHOWN ARE AT CENTRE-LINE OF
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CATCHBASIN OR MANHOLE.
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PIPE LENGTHS SHOWN ARE CENTRE-LINE TO
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CENTRE-LINE OF CATCHBASIN OR MANHOLE.
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OFFSETS SHOWN ARE TO CENTRE OF CATCHBASIN
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OR MANHOLE COVER.
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3.
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STORM SEWERS:
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DATE
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REVISIONS
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DESIGN
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CHECKED
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SHEET NO.
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CONT. NO.
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DWG. NO.
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1m
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Vertical
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0
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SCALES
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5m
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0
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10m
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M
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T
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E
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I
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R
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C
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PA
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SEP/14
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60%%% DESIGN REVIEW SUBMISSION
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S.K.
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PRELIMINARY
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PB
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JUN/15
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90%%% DESIGN REVIEW SUBMISSION
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S.K.
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PD
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JUL/15
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ENVIRONMENTAL COMPLIANCE APPROVAL APPLICATION
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S.K.
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NOT TO BE USED FOR CONSTRUCTION
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DROP STRUCTURE
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NEW CONSTRUCTION
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T.K.
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A.L.
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S.K.
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NC-13
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FILE.DWG
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THE LOCATION OF UTILITIES IS APPROXIMATE ONLY, AND THE
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EXACT LOCATION SHOULD BE DETERMINED BY CONSULTING THE
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MUNICIPAL AUTHORITIES AND UTILITY COMPANIES CONCERNED.
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THE CONTRACTOR SHALL PROVE THE LOCATION OF UTILITIES
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AND SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION FROM
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DAMAGE DURING CONSTRUCTION.
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NOTE:
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INVERT ELEVATIONS SHOWN ARE AT CENTRE-LINE OF
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CATCHBASIN OR MANHOLE.
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PIPE LENGTHS SHOWN ARE CENTRE-LINE TO
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CENTRE-LINE OF CATCHBASIN OR MANHOLE.
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OFFSETS SHOWN ARE TO CENTRE OF CATCHBASIN
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OR MANHOLE COVER.
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3.
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STORM SEWERS:
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1.
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DATE
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No.
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REVISIONS
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BY
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DRAWN
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DESIGN
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CHECKED
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SHEET NO.
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CONT. NO.
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DWG. NO.
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1m
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Vertical
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0
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2m
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SCALES
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5m
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0
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10m
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M
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T
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E
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I
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R
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C
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PA
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SEP/14
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60%%% DESIGN REVIEW SUBMISSION
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S.K.
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PRELIMINARY
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PB
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JUN/15
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90%%% DESIGN REVIEW SUBMISSION
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S.K.
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PD
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JUL/15
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ENVIRONMENTAL COMPLIANCE APPROVAL APPLICATION
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S.K.
40
APPENDIX C: Storm Sewer Design Spreadsheet
Storm Sewer Design
Project Information: Design Criteria: Notes
Hwy. No. St. John's Sideroad York Region DESIGN FREQUENCY 10 year/100 year at sag Offset for side inlets measured to CL of Cover (0.556m from EP); Elevation measured from back of burb (0.142m higher than EP)
W.P No. SLI: 611762 RAINFALL STATION(S) North of Bloomington Offset for combination inlets measured to CL of grate (-0.2285m from EP); Elevation measured at CL of grate (0.046m higher than EP)
Designed TK 04-Sep-14 Updated 25-Aug-15 COVER 1.2
Checked LS 29-May-15 Printed 13-Sep-15 Italics Existing Run (Cannot Change)
Blue Major storm (100 year) intensity/carryovers used (typical for sags)