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

1

Storm Sewer Design for a Road Reconstruction Project

SNC-Lavalin Inc.

By Anjie Liu

3B Civil Engineering

September 2015

2

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.

3

TABLE OF CONTENTS

Summary ...................................................................................................................................... 2

LIST OF FIGURES ..................................................................................................................... 4

LIST OF APPENDICES ............................................................................................................. 4

1.0 Introduction ...................................................................................................................... 5

1.1 Existing Road Conditions ............................................................................................. 5

1.2 Proposed Road Conditions ............................................................................................ 6

1.3 Impacts of Adjacent Developments .............................................................................. 7

2.0 Storm Sewer Design Requirements .................................................................................. 8

3.0 Storm Sewer Design ......................................................................................................... 9

3.1 Rainfall Intensity-Duration-Frequency ....................................................................... 10

3.2 Catchbasins and Catchment Areas .............................................................................. 10

3.3 Pipe Network Design .................................................................................................. 12

3.3.1 Required Flow Rates ........................................................................................... 13

3.3.2 Pipe Flow Capacity .............................................................................................. 16

4.0 Conclusion ...................................................................................................................... 17

5.0 Recommendations .......................................................................................................... 17

References ................................................................................................................................. 19

4

LIST OF FIGURES

Figure 1: Catchbasin Placement - Starting at Low Points ......................................................... 11 Figure 2: Catchbasin Placement - Starting from High Points ................................................... 11

LIST OF APPENDICES

APPENDIX A: Catchment Area Drawings ............................................................................... 20 APPENDIX B: Plans and Profiles ............................................................................................. 26 APPENDIX C: Storm Sewer Design Spreadsheet .................................................................... 40

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1.0 Introduction

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

8

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.

9

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.

11

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.

13

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

14

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

15

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

16

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.

17

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

18

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

0.900

0.178ha

0.900

0.002ha

0.250

0.004ha

0.250

0.018ha

0.250

0.011ha

0.250

0.064ha

0.900

0.056ha

0.900

0.082ha

0.900

0.078ha

0.900

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

0.250

0.039ha

0.900

0.093ha

0.900

0.015ha

0.250

A (ha)

C

0.090ha

0.900

0.090ha

0.900

0.089ha

0.900

0.091ha

0.900

0.088ha

0.900

0.096ha

0.900

0.085ha

0.900

0.100ha

0.900

0.099ha

0.900

0.097ha

0.900

0.101ha

0.900

0.088ha

0.900

0.094ha

0.900

0.089ha

0.900

0.090ha

0.900

0.090ha

0.900

0.086ha

0.900

0.090ha

0.900

0.071ha

0.900

0.073ha

0.900

0.087ha

0.900

0.093ha

0.900

0.058ha

0.900

0.076ha

0.900

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

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

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

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

26

APPENDIX B: Plans and Profiles

∅∅

∅

NOT TO BE USED FOR CONSTRUCTION

³

³

³

³

³

∅

∅ ∅

∅

∅

∅

∅ ∅

∅

∅

∅

∅

∅

∅

∅

∅∅

∅

NOT TO BE USED FOR CONSTRUCTION

³

³

³

³

³

∅

∅

∅

∅

∅

∅

∅

∅

∅

∅

NOT TO BE USED FOR CONSTRUCTION

³

³

³

³

³

∅∅

∅

∅

∅

∅

∅

∅

∅

∅

NOT TO BE USED FOR CONSTRUCTION

³

³

³

³

³

∅

∅

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∅

∅

∅

NOT TO BE USED FOR CONSTRUCTION

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³

³

³

³

∅

∅

∅

∅

∅∅

∅

∅

∅

∅

∅ ∅

∅

NOT TO BE USED FOR CONSTRUCTIONNOT TO BE USED FOR CONSTRUCTION

³

³

³

³

³

∅

∅

∅

∅∅

∅

∅

∅

∅

∅

∅

NOT TO BE USED FOR CONSTRUCTION

³

³

³

³

³

∅

∅

∅

∅

∅

NOT TO BE USED FOR CONSTRUCTION

³

³

³

³

³

∅

NOT TO BE USED FOR CONSTRUCTION

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³

³

³

³

NOT TO BE USED FOR CONSTRUCTION

³

³

³

³

³

∅

∅

∅

∅

∅

NOT TO BE USED FOR CONSTRUCTION

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³

³

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∅

∅

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∅∅ STM BY OTHERS

∅ ∅

∅

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∅

∅ ∅ ∅∅ ∅

∅∅

∅ ∅

∅

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∅

∅

∅∅

∅

∅

∅∅

∅

∅

∅

∅

∅ ∅

∅∅

∅ ∅

∅

∅

∅

∅

∅

NOT TO BE USED FOR CONSTRUCTION

∅

∅

∅

∅

∅ ∅

∅

∅

∅

∅ ∅

∅

∅ ∅ ∅

∅

∅

∅

∅

∅∅

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∅ ∅

∅

∅

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NOT TO BE USED FOR CONSTRUCTION

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)

Adequacy

Downstream

# Station O/S* # Station Surface

Elev.

Invert

Elev.

Invert Elev.

m m m ha ha min mm/h m3/s m m m

3/s m/s min m m m m m m

3/s m

3/s

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 17 18 19 20 21 22 23 24 25 26 27 28 30 31

100 9+874 11.80 R Ex CB 9+874 N.Trunk 0.189 =0.178+0.011 0.862 0.900, 0.250 0.163 0.163 10.00 112 0.051 2.0 0.0700 0.013 0.275 0.203 3.42 0.010 0.440 0.141 256.460 254.545 254.404 0.051 0.152

Ex CB 9+874 9.78 R 256.350

101 9+922 14.90 R Ex CB 9+921 N.Trunk 0.220 =0.208+0.012 0.865 0.900, 0.250 0.190 0.190 10.00 112 0.060 5.2 0.0085 0.013 0.275 0.071 1.19 0.072 -0.041 0.044 258.108 256.674 256.630 0.060 0.011

Ex CB 9+921 9.75 R 257.930

102 9+985 23.72 R Ex CB 9+987 N.Trunk 0.064 =0.064 0.900 0.900 0.058 0.058 10.00 112 0.018 2.5 0.0500 0.013 0.300 0.216 3.06 0.014 0.140 0.127 259.782 258.142 258.015 0.018 0.198

Ex CB 9+987 22.91 R 259.720

103 10+012 20.20 R Ex CB 10+011 N.Trunk 0.056 =0.056 0.900 0.900 0.050 0.050 10.00 112 0.016 1.5 0.0034 0.013 0.275 0.045 0.75 0.033 0.000 0.005 259.772 258.297 258.292 0.016 0.029

Ex CB 10+011 20.17 R 259.580

URBAN AREA #1

104 10+050 15.26 L 105 10+050 N.Trunk 0.102 =0.098+0.004 0.875 0.900, 0.250 0.089 0.161 10.00 112 0.050 17.2 0.0200 0.013 0.300 0.137 1.93 0.148 0.000 0.344 258.817 257.317 256.973 0.050 0.086

105 10+050 1.94 R 107 10+100 N.Trunk 0.081 =0.079+0.002 0.884 0.900, 0.250 0.072 0.072 10.15 111 0.022 51.0 0.0360 0.013 0.300 0.183 2.60 0.327 0.100 1.836 259.108 256.873 255.037 0.022 0.161

106 10+100 15.25 L 107 10+100 N.Trunk 0.120 =0.102+0.018 0.803 0.900, 0.250 0.096 0.257 10.15 111 0.080 27.0 0.0150 0.013 0.375 0.215 1.94 0.231 0.075 0.405 256.885 255.164 254.759 0.080 0.135

107 10+100 11.76 R 109 10+150 S.Trunk 0.088 =0.088 0.900 0.900 0.079 0.336 10.48 110 0.103 49.7 0.0330 0.013 0.375 0.319 2.88 0.287 0.000 1.640 256.978 254.759 253.118 0.103 0.215

108 10+150 13.67 L 109 10+150 N.Trunk 0.104 =0.093+0.011 0.831 0.900, 0.250 0.086 0.086 10.00 112 0.027 25.4 0.0030 0.013 0.375 0.096 0.87 0.487 0.000 0.076 254.696 253.161 253.085 0.027 0.069

110 10+194 11.76 L 111 10+194 N.Lead 0.082 =0.082 0.900 0.900 0.074 0.074 10.00 112 0.023 23.5 0.0030 0.013 0.375 0.096 0.87 0.451 0.000 0.071 253.348 251.773 251.702 0.023 0.073

109 10+150 11.76 R 111 10+194 S.Trunk 0.190 =0.09+0.1 0.439 0.900, 0.250 0.084 0.506 10.76 109 0.154 44.2 0.0309 0.013 0.375 0.308 2.79 0.264 0.050 1.366 254.729 253.068 251.702 0.154 0.154

Inlet Pipe 10+199 17.54 R 111 10+194 S.Lead 0.054 =0.054 0.500 0.500 0.027 0.027 10.00 160 0.012 7.9 0.0600 0.013 0.300 0.237 3.35 0.039 0.000 0.474 252.458 252.458 251.984 0.012 0.225

111 10+194 11.76 R 115 10+250 S.Trunk 0.082 =0.078+0.004 0.868 0.900, 0.250 0.071 0.678 11.03 108 0.204 55.8 0.0150 0.013 0.450 0.349 2.20 0.423 -0.015 0.837 253.345 251.642 250.805 0.204 0.145

115 10+250 11.76 R 117 10+266 S.Trunk 0.111 =0.095+0.016 0.806 0.900, 0.250 0.090 0.768 11.45 106 0.228 16.1 0.0080 0.013 0.675 0.752 2.10 0.128 -0.114 0.129 252.524 250.694 250.565 0.228 0.524

119 10+275 11.76 R 117 10+266 S.Trunk 0.121 =0.093+0.028 0.750 0.900, 0.250 0.091 0.183 10.00 112 0.057 9.0 0.0100 0.013 0.300 0.097 1.37 0.110 0.020 0.090 252.480 250.980 250.890 0.057 0.040

114 10+250 11.76 L 116 10+266 N.Trunk 0.099 =0.099 0.900 0.900 0.089 0.089 10.00 112 0.028 16.2 0.0100 0.013 0.375 0.175 1.59 0.171 0.000 0.162 252.525 250.950 250.788 0.028 0.147

117 10+266 11.76 R 116 10+266 S.Trunk 0.060 =0.045+0.015 0.738 0.900, 0.250 0.044 0.995 11.58 151 0.460 23.5 0.0030 0.013 0.750 0.610 1.38 0.284 -0.015 0.071 252.484 250.505 250.435 0.460 0.149

116 10+266 11.76 L 118 10+275 N.Trunk 0.039 =0.039 0.900 0.900 0.035 1.119 11.86 149 0.468 8.8 0.0030 0.013 0.750 0.610 1.38 0.106 0.070 0.026 252.480 250.460 250.434 0.468 0.142

118 10+275 11.76 L 121 10+325 N.Trunk 0.076 =0.076 0.900 0.900 0.068 1.187 11.97 104 0.346 50.0 0.0030 0.013 0.750 0.610 1.38 0.604 0.000 0.150 252.494 250.434 250.284 0.346 0.264

122 10+325 14.31 R 121 10+325 S.Trunk 0.110 =0.099+0.011 0.835 0.900, 0.250 0.092 0.092 10.00 112 0.029 26.1 0.0300 0.013 0.300 0.167 2.37 0.183 0.200 0.782 252.896 251.396 250.614 0.029 0.139

121 10+325 11.76 L OGS 120 10+393 N.Trunk 0.076 =0.076 0.900 0.900 0.068 1.256 12.57 102 0.358 68.2 0.0030 0.013 0.750 0.610 1.38 0.823 0.000 0.204 252.946 250.284 250.079 0.358 0.252

126 10+455 11.76 R 125 10+455 S.Leads 0.065 =0.061+0.004 0.860 0.900, 0.250 0.056 0.056 10.00 112 0.018 23.5 0.0100 0.013 0.300 0.097 1.37 0.286 0.000 0.235 252.593 251.093 250.858 0.018 0.079

125 10+455 11.76 L 123 10+419 N.Trunk 0.055 =0.055 0.900 0.900 0.050 0.105 10.29 111 0.033 35.6 0.0050 0.013 0.300 0.068 0.97 0.613 0.250 0.178 252.593 250.843 250.665 0.033 0.036

124 10+419 11.76 R 123 10+419 S.Leads 0.094 =0.094 0.900 0.900 0.085 0.085 10.00 112 0.026 23.5 0.0300 0.013 0.300 0.167 2.37 0.165 0.000 0.705 253.077 251.577 250.872 0.026 0.141

(With Major System Outlets)

Location Drainage Area

C A*C

Profile Required

From To Type A S

Slope

n

Manning

Coefficient

Cumm.

A*C

Cumm

. Tc

A

Components

C

Components

q

(capacity)

i Q L

Length

CL to

CL

UpstreamD

Diameter

Total

Capacity

Required

Difference v

Velocity

Time in

Pipe

Minor

Loss

Fall in

Sewer

Pipe

Adequacy

Downstream

# Station O/S* # Station Surface

Elev.

Invert

Elev.

Invert Elev.

m m m ha ha min mm/h m3/s m m m

3/s m/s min m m m m m m

3/s m

3/s

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 17 18 19 20 21 22 23 24 25 26 27 28 30 31

Location Drainage Area

C A*C

Profile Required

From To Type A S

Slope

n

Manning

Coefficient

Cumm.

A*C

Cumm

. Tc

A

Components

C

Components

q

(capacity)

i Q L

Length

CL to

CL

UpstreamD

Diameter

Total

Capacity

Required

Difference v

Velocity

Time in

Pipe

Minor

Loss

Fall in

Sewer

Pipe

123 10+419 11.76 L OGS 120 10+393 N.Trunk 0.069 =0.069 0.900 0.900 0.062 0.252 10.90 108 0.076 26.5 0.0050 0.013 0.375 0.124 1.12 0.394 0.020 0.133 253.077 250.570 250.437 0.076 0.048

EX. MH 1 10+390 23.35 R OGS 120 10+393 S.Trunk 10.300 =10.3 0.500 0.500 5.150 5.150 10.00 112 1.613 35.18 0.0035 0.013 1.050 1.616 1.87 0.314253 0.429 0.123 252.882 250.203 250.080 1.613 0.003

OGS 120 10+393 11.71 L Outlet 10+394 N.Trunk 6.658 13.40 99 1.844 7.1 0.0030 0.013 1.200 2.135 1.89 0.063 -0.450 0.021 253.393 250.079 250.058 1.844 0.292

Outlet 10+394 18.83 L 250.050

URBAN AREA #2

129 10+500 11.76 R 128 10+500 N.Trunk 0.163 =0.09+0.073 0.900 0.900, 0.900 0.147 0.147 10.00 112 0.046 23.5 0.0100 0.013 0.375 0.175 1.59 0.247 0.000 0.235 252.136 250.561 250.326 0.046 0.129

128 10+500 11.76 LOGS 127A 10+500 N.Trunk 0.152 =0.086+0.066 0.900 0.900, 0.900 0.137 0.284 10.25 111 0.088 2.4 0.0100 0.013 0.450 0.285 1.79 0.022 0.000 0.024 252.136 250.251 250.227 0.088 0.197

OGS 127A 10+500 14.13 L Outlet 10+511 N.Trunk 0.284 10.27 111 0.088 14.2 0.0075 0.013 0.450 0.247 1.55 0.152 0.000 0.106 252.113 250.227 250.121 0.088 0.159

Outlet 10+511 22.91 L 250.077

250.098

URBAN AREA #3

143 10+826 11.76 L 144 10+826 N.Leads 0.090 =0.09 0.900 0.900 0.081 0.081 10.00 112 0.025 23.5 0.0030 0.013 0.300 0.053 0.75 0.523 0.000 0.071 254.786 253.386 253.315 0.025 0.028

141 10+776 12.56 L 142 10+776 N.Leads 0.090 =0.09 0.900 0.900 0.081 0.081 10.00 112 0.025 24.3 0.0030 0.013 0.300 0.053 0.75 0.541 0.000 0.073 254.102 252.602 252.529 0.025 0.028

144 10+826 11.76 R 142 10+776 S.Trunk 0.090 =0.09 0.900 0.900 0.081 0.162 10.52 110 0.050 50.0 0.0130 0.013 0.300 0.110 1.56 0.534 0.000 0.650 254.785 253.285 252.635 0.050 0.061

139 10+726 15.26 L 140 10+726 N.Leads 0.095 =0.095 0.900 0.900 0.086 0.086 10.00 112 0.027 27.0 0.0030 0.013 0.300 0.053 0.75 0.601 0.000 0.081 253.756 252.256 252.175 0.027 0.026

142 10+776 11.76 R 140 10+726 S.Trunk 0.090 =0.09 0.900 0.900 0.081 0.324 11.06 107 0.097 50.0 0.0050 0.013 0.375 0.124 1.12 0.742 0.075 0.250 254.118 252.485 252.235 0.097 0.026

140 10+726 11.76 R 137 10+683 S.Trunk 0.090 =0.09 0.900 0.900 0.081 0.491 11.80 105 0.144 42.3 0.0040 0.013 0.450 0.180 1.13 0.622 0.075 0.169 253.828 252.085 251.916 0.144 0.037

137 10+683 11.76 R 135 10+651 S.Trunk 0.134 =0.076+0.058 0.900 0.900, 0.900 0.121 0.611 12.42 147 0.251 32.0 0.0040 0.013 0.525 0.272 1.26 0.424 0.075 0.128 253.679 251.766 251.638 0.251 0.021

135 10+651 11.76 R 134 10+651 S.Trunk 0.021 =0.021 0.900 0.900 0.019 0.630 12.84 101 0.178 23.5 0.0040 0.013 0.525 0.272 1.26 0.312 0.000 0.094 253.782 251.638 251.544 0.178 0.094

133 10+590 11.76 R 132 10+590 S.Leads 0.093 =0.093 0.900 0.900 0.084 0.084 10.00 112 0.026 23.5 0.0200 0.013 0.300 0.137 1.93 0.203 0.000 0.470 253.503 252.003 251.533 0.026 0.111

134 10+651 11.76 L 132 10+590 S.Trunk 0.020 =0.02 0.900 0.900 0.018 0.648 13.16 100 0.181 61.3 0.0042 0.013 0.525 0.279 1.29 0.793 0.000 0.257 253.782 251.544 251.287 0.181 0.098

131 10+550 11.76 R 130 10+550 S.Leads 0.073 =0.073 0.900 0.900 0.066 0.066 10.00 112 0.021 23.5 0.0050 0.013 0.300 0.068 0.97 0.405 0.000 0.118 252.773 251.273 251.155 0.021 0.048

132 10+590 11.76 L 130 10+550 N.Trunk 0.087 =0.087 0.900 0.900 0.078 0.810 13.95 97 0.220 39.9 0.0050 0.013 0.525 0.304 1.40 0.474 0.000 0.200 253.503 251.287 251.087 0.220 0.084

130 10+550 11.76 L OGS 127 10+532 N.Trunk 0.071 =0.071 0.900 0.900 0.064 0.940 14.42 96 0.251 17.7 0.0050 0.013 0.525 0.304 1.40 0.211 0.000 0.089 252.773 251.087 250.998 0.251 0.053

OGS 127 10+532 13.37 L Ex. STM 10+535 N.Trunk 0.940 14.63 95 0.250 5.8 0.0065 0.013 0.525 0.347 1.60 0.060 0.042 0.038 252.457 250.956 250.919 0.250 0.097

Ex. STM 10+535 18.52 L 250.232

250.919

URBAN AREA #4

166 11+376 11.76 L 167 11+376 N.Leads 0.089 =0.089 0.900 0.900 0.080 0.080 10.00 112 0.025 27.0 0.0030 0.013 0.300 0.053 0.75 0.601 0.000 0.081 269.665 268.165 268.084 0.025 0.028

164 11+326 11.76 L 165 11+325 N.Leads 0.087 =0.087 0.900 0.900 0.078 0.078 10.00 112 0.025 24.4 0.0030 0.013 0.300 0.053 0.75 0.543 0.000 0.073 268.558 267.058 266.985 0.025 0.028

167 11+376 15.26 R 165 11+325 S.Trunk 0.102 =0.102 0.900 0.900 0.092 0.172 10.60 109 0.053 50.4 0.0250 0.013 0.300 0.153 2.16 0.388 0.030 1.259 269.594 268.064 266.805 0.053 0.100

162 11+276 11.76 L 163 11+275 N.Leads 0.089 =0.089 0.900 0.900 0.080 0.080 10.00 112 0.025 23.5 0.0030 0.013 0.300 0.053 0.75 0.523 0.000 0.071 267.142 265.642 265.571 0.025 0.028

165 11+325 12.66 R 163 11+275 S.Trunk 0.099 =0.099 0.900 0.900 0.089 0.339 10.99 108 0.102 50.0 0.0230 0.013 0.300 0.147 2.07 0.402 0.020 1.150 268.539 266.785 265.635 0.102 0.044

160 11+226 11.76 L 161 11+225 N.Leads 0.090 =0.09 0.900 0.900 0.081 0.081 10.00 112 0.025 23.5 0.0075 0.013 0.300 0.084 1.18 0.331 0.000 0.176 265.985 264.485 264.309 0.025 0.058

Adequacy

Downstream

# Station O/S* # Station Surface

Elev.

Invert

Elev.

Invert Elev.

m m m ha ha min mm/h m3/s m m m

3/s m/s min m m m m m m

3/s m

3/s

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 17 18 19 20 21 22 23 24 25 26 27 28 30 31

Location Drainage Area

C A*C

Profile Required

From To Type A S

Slope

n

Manning

Coefficient

Cumm.

A*C

Cumm

. Tc

A

Components

C

Components

q

(capacity)

i Q L

Length

CL to

CL

UpstreamD

Diameter

Total

Capacity

Required

Difference v

Velocity

Time in

Pipe

Minor

Loss

Fall in

Sewer

Pipe

163 11+275 11.76 R 161 11+225 S.Trunk 0.092 =0.092 0.900 0.900 0.083 0.502 11.39 106 0.149 50.0 0.0230 0.013 0.375 0.266 2.41 0.346 0.020 1.150 267.140 265.540 264.390 0.149 0.117

158 11+176 11.76 L 159 11+175 N.Leads 0.090 =0.09 0.900 0.900 0.081 0.081 10.00 112 0.025 23.5 0.0080 0.013 0.300 0.086 1.22 0.320 0.000 0.188 265.143 263.643 263.455 0.025 0.061

161 11+225 11.76 R 159 11+175 S.Trunk 0.090 =0.09 0.900 0.900 0.081 0.664 11.74 105 0.195 50.0 0.0175 0.013 0.450 0.377 2.37 0.351 0.020 0.875 265.985 264.295 263.420 0.195 0.182

156 11+126 13.79 L 157 11+125 N.Leads 0.094 =0.094 0.900 0.900 0.085 0.085 10.00 112 0.026 25.5 0.0080 0.013 0.300 0.086 1.22 0.348 0.000 0.204 264.572 263.072 262.868 0.026 0.060

159 11+175 11.76 R 157 11+125 S.Trunk 0.090 =0.09 0.900 0.900 0.081 0.826 12.09 104 0.239 50.0 0.0100 0.013 0.450 0.285 1.79 0.465 0.020 0.500 265.142 263.400 262.900 0.239 0.046

154 11+076 15.26 L 155 11+075 N.Leads 0.101 =0.101 0.900 0.900 0.091 0.091 10.00 112 0.028 27.0 0.0060 0.013 0.300 0.075 1.06 0.425 0.000 0.162 264.031 262.531 262.369 0.028 0.046

157 11+125 11.76 R 155 11+075 S.Trunk 0.089 =0.089 0.900 0.900 0.080 0.991 12.55 102 0.283 50.0 0.0100 0.013 0.525 0.430 1.99 0.419 0.020 0.500 264.611 262.805 262.305 0.283 0.148

152 11+024 11.76 L 153A 11+024 N.Leads 0.099 =0.099 0.900 0.900 0.089 0.089 10.00 112 0.028 23.9 0.0060 0.013 0.300 0.075 1.06 0.375 0.000 0.143 262.906 261.406 261.263 0.028 0.047

153 11+024 15.26 R 153A 11+024 S.Trunk 0.097 =0.097 0.900 0.900 0.087 0.087 10.00 112 0.027 3.2 0.0075 0.013 0.375 0.152 1.37 0.038 0.000 0.024 262.906 261.331 261.307 0.027 0.125

155 11+075 11.76 R 153A 11+024 S.Trunk 0.088 =0.088 0.900 0.900 0.079 1.161 12.97 100 0.326 51.5 0.0215 0.013 0.525 0.631 2.91 0.295 0.020 1.108 264.100 262.285 261.177 0.326 0.304

150 10+976 11.76 L 151 10+975 N.Leads 0.085 =0.085 0.900 0.900 0.077 0.077 10.00 112 0.024 25.9 0.0200 0.013 0.375 0.248 2.25 0.193 0.000 0.519 261.025 259.450 258.931 0.024 0.224

153A 11+024 12.10 R 151 10+975 S.Trunk 1.337 13.27 99 0.372 48.5 0.0400 0.013 0.525 0.860 3.97 0.203 0.020 1.940 262.865 261.157 259.216 0.372 0.488

148 10+926 11.76 L 149 10+925 N.Leads 0.088 =0.088 0.900 0.900 0.079 0.079 10.00 112 0.025 23.5 0.0150 0.013 0.375 0.215 1.94 0.202 0.000 0.353 258.571 256.996 256.814 0.025 0.190

151 10+975 14.18 R 149 10+925 S.Trunk 0.100 =0.1 0.900 0.900 0.090 1.504 13.47 99 0.415 50.0 0.0400 0.013 0.525 0.860 3.97 0.210 0.400 2.002 260.972 258.816 256.814 0.415 0.445

146 10+876 11.76 L 147 10+876 N.Leads 0.089 =0.089 0.900 0.900 0.080 0.080 10.00 112 0.025 23.5 0.0050 0.013 0.375 0.124 1.12 0.349 0.000 0.118 256.282 254.707 254.589 0.025 0.099

149 10+925 11.76 R 147 10+876 S.Trunk 0.096 =0.096 0.900 0.900 0.086 1.670 13.68 98 0.458 50.0 0.0405 0.013 0.525 0.865 4.00 0.208 0.350 2.025 258.567 256.464 254.440 0.458 0.408

147 10+876 11.76 R OGS 145 10+864 S.Trunk 0.091 =0.091 0.900 0.900 0.082 1.832 13.89 97 0.499 11.5 0.0325 0.013 0.525 0.775 3.58 0.054 0.020 0.375 256.282 254.420 254.045 0.499 0.276

OGS 145 10+864 12.65 R MH 151 10+864 S.Trunk 1.832 13.94 97 0.498 7.6 0.0350 0.013 0.525 0.805 3.72 0.034 0.020 0.267 255.882 254.025 253.757 0.498 0.307

MH 151 10+864 20.28 R 256.090 253.738 253.638

URBAN AREA #5

171 11+481 11.76 R 170 11+480 N.Leads 0.098 =0.098 0.900 0.900 0.088 0.088 10.00 112 0.028 26.7 0.0090 0.013 0.300 0.092 1.30 0.343 0.000 0.240 269.665 268.165 267.925 0.028 0.064

170 11+480 14.96 L 172 11+533 S.Trunk 0.111 =0.111 0.900 0.900 0.100 0.188 10.34 110 0.058 52.6 0.0200 0.013 0.300 0.137 1.93 0.454 0.195 1.053 269.603 267.908 266.855 0.058 0.079

173 11+533 11.76 R 172 11+533 N.Leads 0.090 =0.09 0.900 0.900 0.081 0.081 10.00 112 0.025 23.6 0.0100 0.013 0.300 0.097 1.37 0.288 0.000 0.236 268.485 266.985 266.749 0.025 0.071

172 11+533 11.89 L 174 11+583 S.Trunk 0.104 =0.104 0.900 0.900 0.094 0.363 10.80 109 0.110 50.0 0.0280 0.013 0.375 0.293 2.66 0.314 0.235 1.399 268.380 266.545 265.146 0.110 0.183

175 11+583 11.76 R 174 11+583 N.Leads 0.089 =0.089 0.900 0.900 0.080 0.080 10.00 112 0.025 23.5 0.0100 0.013 0.300 0.097 1.37 0.286 0.000 0.235 266.781 265.281 265.046 0.025 0.072

174 11+583 11.76 L 177 11+633 S.Trunk 0.092 =0.092 0.900 0.900 0.083 0.526 11.11 107 0.158 50.0 0.0230 0.013 0.450 0.432 2.72 0.307 0.255 1.150 266.781 264.816 263.666 0.158 0.275

178 11+633 11.76 R 177 11+633 N.Leads 0.090 =0.09 0.900 0.900 0.081 0.081 10.00 112 0.025 23.5 0.0100 0.013 0.300 0.097 1.37 0.286 0.000 0.235 265.315 263.815 263.580 0.025 0.071

186 11+829 11.76 R 185 11+829 N.Leads 0.094 =0.094 0.900 0.900 0.085 0.085 10.00 112 0.026 23.5 0.0030 0.013 0.375 0.096 0.87 0.451 0.000 0.071 269.065 267.490 267.419 0.026 0.070

184 11+779 11.76 R 183 11+779 N.Leads 0.090 =0.09 0.900 0.900 0.081 0.081 10.00 112 0.025 23.5 0.0030 0.013 0.375 0.096 0.87 0.451 0.000 0.071 266.663 265.088 265.017 0.025 0.071

185 11+829 11.76 L 183 11+779 S.Trunk 0.074 =0.074 0.900 0.900 0.067 0.151 10.45 110 0.047 50.1 0.0475 0.013 0.375 0.382 3.46 0.241 0.070 2.380 269.065 267.420 265.040 0.047 0.336

182 11+729 11.76 R 181 11+729 N.Leads 0.091 =0.091 0.900 0.900 0.082 0.082 10.00 112 0.026 23.5 0.0030 0.013 0.375 0.096 0.87 0.451 0.000 0.071 265.238 263.663 263.592 0.026 0.070

183 11+779 11.76 L 181 11+729 S.Trunk 0.078 =0.078 0.900 0.900 0.070 0.302 10.69 109 0.092 50.0 0.0275 0.013 0.375 0.291 2.63 0.317 0.030 1.375 266.654 265.010 263.635 0.092 0.199

180A 11+664 11.76 R 180 11+683 N.Leads 0.055 =0.055 0.900 0.900 0.050 0.050 10.00 112 0.015 19.3 0.0050 0.013 0.300 0.068 0.97 0.333 0.000 0.096 264.888 263.388 263.292 0.015 0.053

180B 11+702 11.76 R 180 11+683 N.Leads 0.049 =0.049 0.900 0.900 0.044 0.044 10.00 112 0.014 19.3 0.0050 0.013 0.300 0.068 0.97 0.333 0.000 0.096 264.886 263.386 263.290 0.014 0.055

Adequacy

Downstream

# Station O/S* # Station Surface

Elev.

Invert

Elev.

Invert Elev.

m m m ha ha min mm/h m3/s m m m

3/s m/s min m m m m m m

3/s m

3/s

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 17 18 19 20 21 22 23 24 25 26 27 28 30 31

Location Drainage Area

C A*C

Profile Required

From To Type A S

Slope

n

Manning

Coefficient

Cumm.

A*C

Cumm

. Tc

A

Components

C

Components

q

(capacity)

i Q L

Length

CL to

CL

UpstreamD

Diameter

Total

Capacity

Required

Difference v

Velocity

Time in

Pipe

Minor

Loss

Fall in

Sewer

Pipe

181 11+729 11.76 L 179B 11+702 S.Trunk 0.089 =0.089 0.900 0.900 0.080 0.464 11.01 108 0.140 26.8 0.0125 0.013 0.375 0.196 1.77 0.252 0.045 0.335 265.234 263.590 263.255 0.140 0.056

179B 11+702 11.76 L 179 11+683 S.Trunk 0.048 =0.048 0.900 0.900 0.043 0.508 11.26 153 0.217 19.3 0.0070 0.013 0.525 0.360 1.66 0.194 0.075 0.135 264.886 263.030 262.894 0.217 0.143

180 11+683 11.76 R 179 11+683 N.Leads 0.070 =0.07 0.900 0.900 0.063 0.157 10.33 158 0.113 23.5 0.0030 0.013 0.450 0.156 0.98 0.399 0.000 0.071 264.809 263.159 263.088 0.113 0.043

179 11+683 11.76 L 179A 11+664 S.Trunk 0.070 =0.07 0.900 0.900 0.063 0.727 11.45 152 0.309 19.3 0.0040 0.013 0.675 0.532 1.49 0.216 0.075 0.077 264.677 262.669 262.592 0.309 0.223

179A 11+664 11.76 L 177 11+633 S.Trunk 0.055 =0.055 0.900 0.900 0.050 0.777 11.67 150 0.327 30.7 0.0045 0.013 0.675 0.564 1.58 0.325 0.075 0.138 264.888 262.517 262.379 0.327 0.237

177 11+633 11.76 L OGS 176 11+633 S.Trunk 0.090 =0.09 0.900 0.900 0.081 1.464 11.42 152 0.623 2.7 0.0040 0.013 0.750 0.704 1.59 0.028 1.000 0.011 265.315 262.366 262.355 0.623 0.081

OGS 176 11+633 14.43 L Outlet 11+633 S.Trunk 1.464 11.44 152 0.622 9.7 0.0040 0.013 0.750 0.704 1.59 0.101 0.015 0.039 265.374 262.340 262.302 0.622 0.082

Outlet 11+633 24.10 L 262.397

262.270

URBAN AREA #6

195 12+009 15.26 R 194 12+010 N.Leads 0.106 =0.106 0.900 0.900 0.095 0.095 10.00 112 0.030 27.0 0.0050 0.013 0.375 0.124 1.12 0.401 0.000 0.135 278.897 277.322 277.187 0.030 0.094

193 11+959 15.26 R 192 11+960 N.Leads 0.106 =0.106 0.900 0.900 0.095 0.095 10.00 112 0.030 27.0 0.0100 0.013 0.375 0.175 1.59 0.284 0.000 0.270 276.158 274.583 274.313 0.030 0.145

194 12+010 11.76 L 192 11+960 S.Trunk 0.087 =0.087 0.900 0.900 0.078 0.174 10.40 110 0.054 50.2 0.0600 0.013 0.375 0.429 3.89 0.215 0.355 3.011 279.014 277.084 274.073 0.054 0.376

191 11+910 13.12 R 190 11+910 N.Leads 0.103 =0.103 0.900 0.900 0.093 0.093 10.00 112 0.029 24.9 0.0100 0.013 0.375 0.175 1.59 0.261 0.000 0.249 273.468 271.893 271.644 0.029 0.146

192 11+960 11.76 L 190 11+910 S.Trunk 0.088 =0.088 0.900 0.900 0.079 0.348 10.62 109 0.107 50.3 0.0600 0.013 0.375 0.429 3.89 0.215 0.015 3.016 276.253 274.058 271.043 0.107 0.323

189 11+884 11.94 R 188 11+884 N.Leads 0.047 =0.047 0.900 0.900 0.042 0.042 10.00 112 0.013 23.7 0.0100 0.013 0.375 0.175 1.59 0.249 0.000 0.237 272.094 270.519 270.282 0.013 0.162

190 11+910 11.76 L 188 11+884 S.Trunk 0.087 =0.087 0.900 0.900 0.078 0.519 10.83 108 0.158 25.3 0.0600 0.013 0.375 0.429 3.89 0.109 0.015 1.519 273.490 271.028 269.508 0.158 0.272

188 11+884 11.76 L OGS 187 11+884 S.Trunk 0.038 =0.038 0.900 0.900 0.034 0.596 10.94 108 0.180 3.3 0.0600 0.013 0.375 0.429 3.89 0.014 0.015 0.199 272.097 269.493 269.294 0.180 0.249

OGS 187 11+884 15.07 L Outlet 11+884 S.Trunk 0.596 10.95 108 0.180 14.2 0.0630 0.013 0.375 0.440 3.98 0.059 2.585 0.895 271.948 266.709 265.815 0.180 0.260

Outlet 11+884 29.27 L 265.810

URBAN AREA #7

DI 211 12+433 13.56 L 209 12+379 N.Leads 0.292 =0.186+0.046

+0.027+0.033

0.426 0.250, 0.900,

0.250, 0.900

0.124 0.124 20.00 116 0.040 53.6 0.0200 0.013 0.450 0.403 2.54 0.352 -0.750 1.072 293.696 292.796 291.724 0.040 0.363

209 12+379 12.60 L 208 12+329 S.Trunk 0.096 =0.096 0.900 0.900 0.086 0.211 20.35 80 0.047 50.1 0.0495 0.013 0.450 0.634 3.99 0.209 0.050 2.478 293.352 291.652 289.174 0.047 0.587

Inlet Pipe 12+290 16.86 R 207 12+279 N.Leads 1.576 =0.169+0.285

+0.04+0.109+

0.039+0.934

0.352 0.900, 0.250,

0.900, 0.250,

0.900, 0.250

0.555 0.555 25.00 102 0.158 12.1 0.0400 0.013 0.450 0.570 3.59 0.056 0.000 0.485 287.134 287.134 286.649 0.158 0.412

207 12+279 11.76 R 206 12+279 N.Leads 0.031 =0.031 0.900 0.900 0.028 0.583 10.00 112 0.183 27.0 0.0100 0.013 0.450 0.285 1.79 0.251 0.000 0.270 288.151 286.501 286.231 0.183 0.103

208 12+329 15.26 L 206 12+279 S.Trunk 0.096 =0.096 0.900 0.900 0.086 0.297 20.56 80 0.066 50.0 0.0495 0.013 0.450 0.634 3.99 0.209 0.350 2.475 290.831 288.824 286.349 0.066 0.568

201 12+231 18.50 R 205 12+180 N.Leads 1.063 =1.063 0.250 0.250 0.266 0.266 30.00 91 0.067 6.8 0.0200 0.013 0.300 0.137 1.93 0.058 0.000 0.136 285.368 284.068 283.932 0.067 0.069

205 12+230 11.76 R 204 12+230 N.Leads 0.086 =0.086 0.900 0.900 0.077 0.343 10.00 112 0.107 27.0 0.0100 0.013 0.375 0.175 1.59 0.284 0.000 0.270 285.454 283.879 283.609 0.107 0.068

206 12+279 15.26 L 204 12+230 S.Trunk 0.104 =0.104 0.900 0.900 0.094 0.974 20.77 79 0.216 49.0 0.0495 0.013 0.450 0.634 3.99 0.205 0.350 2.425 288.081 285.999 283.573 0.216 0.419

203 12+180 11.76 R 202 12+180 N.Leads 0.087 =0.087 0.900 0.900 0.078 0.344 10.00 112 0.108 27.0 0.0075 0.013 0.450 0.247 1.55 0.290 0.000 0.203 282.746 281.096 280.893 0.108 0.139

Adequacy

Downstream

# Station O/S* # Station Surface

Elev.

Invert

Elev.

Invert Elev.

m m m ha ha min mm/h m3/s m m m

3/s m/s min m m m m m m

3/s m

3/s

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 17 18 19 20 21 22 23 24 25 26 27 28 30 31

Location Drainage Area

C A*C

Profile Required

From To Type A S

Slope

n

Manning

Coefficient

Cumm.

A*C

Cumm

. Tc

A

Components

C

Components

q

(capacity)

i Q L

Length

CL to

CL

UpstreamD

Diameter

Total

Capacity

Required

Difference v

Velocity

Time in

Pipe

Minor

Loss

Fall in

Sewer

Pipe

204 12+230 15.26 L 202 12+180 S.Trunk 0.103 =0.103 0.900 0.900 0.093 1.410 20.98 79 0.310 50.0 0.0405 0.013 0.525 0.865 4.00 0.208 0.500 2.025 285.387 282.998 280.974 0.310 0.555

DI 198 12+149 20.12 L 199 12+140 N.Leads 0.647 =0.647 0.250 0.250 0.162 0.162 25.00 102 0.046 9.5 0.0200 0.013 0.300 0.137 1.93 0.082 0.000 0.190 281.407 279.907 279.717 0.046 0.091

200 12+140 11.76 R 199 12+140 N.Leads 0.102 =0.102 0.900 0.900 0.092 0.358 10.00 160 0.160 27.0 0.0100 0.013 0.450 0.285 1.79 0.251 0.000 0.270 281.818 280.168 279.898 0.160 0.125

202 12+180 15.26 L 199 12+140 S.Trunk 0.105 =0.105 0.900 0.900 0.095 1.848 21.18 78 0.405 39.7 0.0290 0.013 0.675 1.431 4.00 0.165 0.028 1.151 282.678 280.796 279.645 0.405 1.027

199 12+140 15.26 L 199A 12+098 S.Trunk 0.165 =0.165 0.900 0.900 0.149 2.516 21.35 111 0.785 42.8 0.0150 0.013 0.825 1.758 3.29 0.217 0.604 0.642 281.749 278.891 278.249 0.785 0.973

197 12+060 15.26 R 196 12+060 N.Leads 0.073 =0.073 0.900 0.900 0.066 0.066 10.00 112 0.021 27.0 0.0100 0.013 0.300 0.097 1.37 0.329 0.000 0.270 281.191 279.691 279.421 0.021 0.076

199A 12+098 13.10 L 196 12+060 S.Trunk 0.537 =0.5371 0.900 0.900 0.483 2.999 21.57 77 0.650 37.6 0.0100 0.013 0.825 1.435 2.69 0.234 0.150 0.376 281.943 278.099 277.722 0.650 0.785

196 12+060 11.76 L OGS 212 12+060 S.Trunk 0.112 =0.112 0.900 0.900 0.101 3.166 21.80 77 0.682 3.4 0.0197 0.013 0.900 2.541 3.99 0.014 0.150 0.067 281.274 277.497 277.430 0.682 1.859

OGS 212 12+060 15.18 L Outlet 12+060 S.Trunk 3.166 21.81 77 0.682 11.6 0.0197 0.013 0.900 2.541 3.99 0.049 0.150 0.229 281.350 277.280 277.051 0.682 1.859

Outlet 12+060 26.81 L 277.004

URBAN AREA #8 (LESLIE STREET)

DI 198A 12+006 37.90 R 402 12+006 S.Trunk 0.201 =0.201 0.250 0.250 0.050 0.050 15.00 134 0.019 16.5 0.0040 0.013 0.300 0.061 0.87 0.319 -0.400 0.066 281.475 280.375 280.309 0.019 0.042

401 12+059 20.47 R 402 12+006 S.Trunk 2.807 =2.807 0.250 0.250 0.702 0.702 35.00 82 0.160 53.0 0.0035 0.013 0.525 0.254 1.18 0.751 -0.500 0.185 281.615 280.390 280.205 0.160 0.094

402 12+006 21.35 R 403 11+940 S.Trunk 0.752 35.75 56 0.118 65.7 0.0265 0.013 0.525 0.700 3.23 0.338 0.015 1.740 282.281 280.190 278.449 0.118 0.582

403 11+940 21.93 R outlet 11+920 S.Trunk 0.752 36.09 56 0.118 20.1 0.0400 0.013 0.525 0.860 3.97 0.084 0.015 0.802 280.548 278.434 277.632 0.118 0.743

outlet 11+920 23.50 R 277.693