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$: PRELIMINARY MUNICIPAL SERVICING REPORT NORTHWOODS SUBDIVISION · PRELIMINARY MUNICIPAL SERVICING REPORT NORTHWOODS Water System July 2012 md \\cd1201-f02\work_group\1168\active\116808030\northwoods\rpt_municipalservicing_northwoods_jul1912.doc$
PRELIMINARY MUNICIPAL

SERVICING REPORT

NORTHWOODS SUBDIVISION

Prepared for: North Grassie Properties Inc.

Prepared by:

Stantec Consulting Ltd.

905 Waverley St.

Winnipeg, MB R3T 5P4

July 2012

File: 116808030

PRELIMINARY MUNICIPAL SERVICING REPORT

NORTHWOODS SUBDIVISION

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Table of Contents

1.0 INTRODUCTION ................................................................................................................ 1

2.0 WATER SYSTEM ............................................................................................................... 2

3.0 WASTEWATER SEWER SYSTEM .................................................................................... 4

4.0 LAND DRAINAGE SEWER ................................................................................................ 5

4.1 BACKGROUND .................................................................................................................. 5

4.2 DESIGN CRITERIA AND DETAILED ANALYSIS ................................................................ 5 4.2.1 Retention Lakes ................................................................................................... 6 4.2.2 Land Drainage Sewers ......................................................................................... 6

LIST OF FIGURES

Figure 2.1 – Water Supply Concept

Figure 3.1 – Wastewater Sewer Concept

Figure 4.1 – Land Drainage Sewer Concept


NORTHWOODS

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1.0 Introduction

This brief has been prepared for submission to the City of Winnipeg as a requirement of their

development review and subsequent approval on behalf of the developer, North Grassie

Properties Inc. The brief covers the conceptual servicing options for this proposed subdivision.

The proposed development encompasses approximately 77.4 hectares and is ultimately

bounded:

- on the north by Gunn Road,

- on the east by the Perimeter Highway,

- on the south by a Hydro Transmission Line ROW and the Cordite Drain.

- and on the west by a Hydro Transmission Line ROW.


NORTHWOODS


2.0 Water System

The water service area is shown on Figure 2.1. The system will have two feedpoints that are

located at:

- Redonda Street and Paulley Drive off an existing 250 watermain,

- Fairview Drive and Millbrook Road off an existing 150 watermain.

The systems performance was analyzed under various operating conditions using EPA NET

2.0, a computer simulation program produced by the Environmental Protection Agency (EPA).

For our analysis, the City of Winnipeg’s Water and Waste Department provided us with

simulated conditions at the above feedpoints that were inputted into our model. The simulated

feedpoint pressures were representative of maximum day demand conditions in the distribution

system.

The following design criteria and assumptions were used in the analysis of the watermains:

1. Hazen-Williams coefficient of friction (“C” value) for all pipe diameters was assumed to

be 120.

2. Population based on 3.05 persons per single family dwelling unit and 2.30 persons per

multi family dwelling unit.

3. The number of dwelling units served by each node was calculated based on the concept

plan shown in Figure 2.1.

4. The average daily per capita consumption used was 270 L.

5. The assumed peak daily consumption for:

- Commercial is 28,100 l/day/ha.

- Industrial is 37,600 l/day/ha.

6. The maximum day demand used was 1.6 x average day rate.

7. The peak hour multiplier used was 2.5.

8. For analysis purposes, the watermains were assumed to be at a constant elevation

considering the subdivision’s ground elevations vary slightly. The watermain system was

tied into feedpoint nodes where simulated hydrant flow test data was provided by the

City of Winnipeg.

9. Hydrant losses were accounted for by calculating available fire flows using 25 psi as

opposed to 20 psi.

Based on the above conditions, the proposed watermain system can meet the required

operating criteria of:


NORTHWOODS

Water System

July 2012

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- A minimum pressure of 207 kPa (30 psi) under maximum hour consumption.

- The minimum fire flow specified above at 140 kPa (20 psi) with maximum day

consumption.

Required City of Winnipeg design fire flows with maximum day demand on the system are to

be 100 l/s or greater for single family, 200 l/s or greater for multifamily and 250 l/s or greater

for commercial and industrial based on the FUS method. By connecting to the two

feedpoints mentioned above, we are able to achieve the single family fire flow requirement.

The northeast corner of the Development is planned to be multifamily (combination of 4-

plexes and medium density 6 storey buildings). This location is the furthest from the feed

points and therefore has the lowest available fire flow protection, which is approximately 110

l/s. Standard City of Winnipeg FUS design for these MF Buildings will not achieve the

required 200 l/s fire flow in this area.

City Engineers were consulted with to determine if a feeder main extension into east

Transcona would improve the hydraulics in the area. They determined that it would only

marginally improve the fire flow capacity as a result of the long distance between the

development area and the existing feeder main network / pumping station. It was concluded

that the high cost for little benefit would not be justifiable.

It is possible to reduce the required fire flow in this MF area through building / site design

adjustments. Some things to consider will be; building separation, building size, construction

materials, possibility of sprinkler systems, fire walls, etc. The calculations will have to

conform to the FUS (Fire Underwriters Survey) and will have to be reviewed and approved

by City Engineers and the Fire Department.

For example, a wood framed 4 – plex unit with a 5000 sq.ft floor area with side separation of

3.1m – 10.0m and rear/front separation of 10.1m – 20m would require 150 l/s fire flow

protection. By changing the construction to Ordinary (ie. Brick or masonry walls) the required

fire flow protection drops to 100 l/s which we are able to achieve.

If the above is satisfactory to the City Engineers and the Fire Department it will be critical for

this requirement to be flagged with the property. We suggest that a caveat be placed with

the properties specifying the need for alternate building / site design to meet the available

fire flows.


NORTHWOODS


3.0 Wastewater Sewer System

The proposed development is located in a new proposed Sewer District north of the Transcona

Sewer District that will discharge to a new 750 mm Interceptor sewer that will be extended north

on Plessis Rd. from the intersection of Plessis & Devonshire. The proposed Interceptor would

turn east on Gunn Rd. and terminate at Day St. North Grassie Properties will be responsible to

extend a wastewater sewer from the Development and tie it into the Interceptor. This sewer

district will be conveyed to the North End Pollution Control Centre via existing Interceptor

Sewers.

A schematic of the wastewater sewer system for this Development is shown in Figure 3.1.

The design criteria below will be used to design wastewater sewer system for this Development:

1. Peak Design Flow = domestic sewage x peaking factor plus extraneous flow.

The extraneous flows include groundwater infiltration and manhole cover inflow.

2. Domestic Sewage (Residential)

Average Flow: 270 L/capita/day

Peaking Factor: Harman’s = 1 + 14/(4+p0.5)

Population/dwelling = 3.05 persons (single family)

= 2.30 persons (multi family)

Dwelling Density = based on single family lotting plan and densities provided by planners

for Multi Family

3. Peak Commercial Flow: 28,100 L/ha/day

Peak Light Industrial Flow: 37,600 L/ha/day

4. Extraneous Flow

a) Groundwater Infiltration: 2200 L/ha/day

b) Manhole Infiltration: 12 L/min/manhole

Manhole Spacing: 1.6 Manholes/ha

5. Pipe selection was based on full flow pipe with Manning’s N = 0.013 and minimum velocity

of 0.6 m/sec (2.0 ft/sec). Adequate pipe cover and slope will be demonstrated on the

detailed design drawings.


NORTHWOODS


4.0 Land Drainage Sewer

4.1 BACKGROUND

The proposed 77.4 hectare development is located within Area F of the Bunn’s Creek Drainage Area.

4.2 DESIGN CRITERIA AND DETAILED ANALYSIS

4.2.1 Retention Lakes

The specific City of Winnipeg criteria guidelines applicable to the Retention Lakes are as

follows:

- 1.22 m lake rise for a 25 year storm (maximum).

- Freeboard Elevation (0.90 m above 100 year level)

- 4:1 side slopes below water and 7:1 side slopes above normal water level and 3.0 m

horizontally into the water.

- 2.5 m water depth.

The typical retention lake cross section is as follows:

InfoWorks CS software will be used to simulate the City of Winnipeg 25 yr, 100 yr and the May

2010 design storms on the Retention Lakes and interconnecting pipe system to confirm the

storage availability and operation of the system.


NORTHWOODS

Land Drainage Sewer

July 2012


The retention lake will be modeled as storage nodes with 7H:1V side slopes from 0.43m below

the normal water level up to 1.5 m above N.W.L. The N.W.L. elevation in the retention lakes will

be maintained by a Weir in a Manhole.

For this model, the retention lake and the interconnecting land drainage sewers were configured

and run in the EXTRAN block and the subcatchments were run in the RUNOFF block.

The Rainfall / Intensity Values for the 25 and 100 year storms were calculated by the following Intensity Duration Formulas:

i 25yr = 72.5

(MacLaren 1974) (t + 9) ^ 0.842

i 100yr = 91.28

(Acres 1978) (t + 8) ^ 0.8555

In discussions with City Engineers, it was decided that two options would be evaluated for storm

water discharge. The first option would look at discharging to the Cordite Drain either by gravity

or pumping. The second option would look at discharging by gravity via an outfall pipe to the

Floodway on the east side of the Perimeter Highway. These options will be evaluated in detail

during the design phase of this project

4.2.2 Land Drainage Sewers

This section details the design criteria, parameters, and assumptions that will be used in the

design of the land drainage sewers for this Development. The piped system will be designed

using the Rational Design method and will be based on the following criteria:

5 year storm intensity equation I = 47.2/(t+8)0.828 ---> (MacLaren 1974).

Pipe friction factor (Manning’s n): 0.013 (Concrete and PVC).

Minimum full flow velocity: 3 ft /s.

Maximum full flow velocity: 10 ft /s.

The 1:5 year return frequency was used for the design of the storm sewer system.

Runoff Design Criteria

The rational design method was used to estimate rainfall runoff to be handled by the piped

system:

Q = CiA

Where:


NORTHWOODS

Land Drainage Sewer

July 2012


Q = runoff (CFS)

C = runoff coefficient

i = rainfall intensity (in/hr)

A = area (acres)

The drainage catchments will include single family, multi-family and commercial zoning, which

reflect runoff coefficients (“C” values) of 0.50, 0.70 and 0.70, respectively.

System Design Criteria

The land drainage sewers in this subdivision will be designed as surcharged pipe systems that

will accommodate the calculated runoffs. The surcharge level of the system will be designed to

be at a minimum of 0.15m below the proposed gutter elevations. The Manning’s Equation with

an N = 0.013 for concrete or PVC pipe will be used to determine pipe sizes and hydraulic losses

within the system.

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WATER SUPPLY CONCEPT

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-PROPOSED WATERMAIN

-EXISTING WATERMAIN

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EX 150 WM

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-PROPOSED WASTEWATER INTERCEPTOR SEWER

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-PROPOSED WASTEWATER SEWER

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LAND DRAINAGE SEWER CONCEPT


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LEGEND:

-PROPOSED LAND DRAINAGE SEWER

OUTLET TO CORDITE DRAIN

-OUTFALL OPTION #1

-OUTFALL OPTION #2

preliminary municipal servicing report northwoods subdivision · preliminary municipal servicing...

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