d.m. wills associates limited - peterborough...the trent university tributaries (aecom, 2012). the...

Regulatory Floodplain

Assessment Report

City of Peterborough Recreation

Centre at Trent University

2330 University Road

Peterborough, Ontario

D.M. Wills Project No. 15-10706

D.M. Wills Associates Limited PARTNERS IN ENGINEERING

Peterborough

North Bay

June 2016

Prepared for:

City of Peterborough

Table of Contents

1.0 Introduction ................................................................................................................... 1

2.0 Site Description .............................................................................................................. 1

3.0 Topographic Information .............................................................................................. 2

4.0 Background Information ............................................................................................... 2

5.0 Hydrologic Analysis ...................................................................................................... 4

5.1 Watershed Delineation and Characterization .......................................................... 4

5.2 Hydrologic Analysis Methodologies ............................................................................ 6

5.2.1 Rational Method ..................................................................................................... 6

5.2.2 Hydrologic Model ................................................................................................... 6

5.3 Hydrologic Analysis Results ........................................................................................... 6

6.0 Hydraulic Analysis ......................................................................................................... 8

6.1 Hydraulic Model Development ................................................................................... 8

6.2 Model Results .................................................................................................................. 8

7.0 Conclusion ................................................................................................................... 10

List of Figures

Figure 1 - Location Plan ............................................................................................................... 3

Figure 2 - Drainage Area Plan .................................................................................................... 5

List of Tables

Table 1 - Catchment Parameters ............................................................................................... 6

Table 2 - Estimated Peak Flows ................................................................................................... 7

Table 3 - Estimated Regional Storm Peak Flows for Hydraulic Model ................................... 7

Table 4 - Hydraulic Model Results ............................................................................................... 9

List of Appendices

Appendix A - Hydrologic Analysis

Appendix B - Hydraulic Analysis

Appendix C - Drawings

Regulatory Floodplain Assessment Report

City of Peterborough Recreation Centre at Trent University

D.M. Wills Associates Limited Page 1 Project Number 15-10706

1.0 Introduction

D.M. Wills Associates Limited (Wills) has been retained by the City of Peterborough as

part of an architecture/engineering design team led by architect Perkins+Will to

complete the planning and detailed design of a new City of Peterborough Recreation

Centre at Trent University. As part of the scope of work for the project, Wills is

responsible for the preparation of a Regulatory Floodplain Assessment for the tributaries

that cross the site, which is located at 2330 University Road in Peterborough, Ontario.

The tributaries, which generally flow northeast to southwest across the site, drain to the

Trent Severn Waterway canal; however they were formerly part of Thompson Creek,

which was split into two (2) segments when the canal was built through Peterborough.

The lower part of the watershed continues to be called Thompson Creek while the

upper part of the watershed, of which the project site is a part, has been referred to as

the Trent University Tributaries (AECOM, 2012). The Trent University Tributaries appear to

be of an ephemeral nature, only having flow during periods of snowmelt and rainfall.

The purpose of this study is to provide an updated Regulatory Floodplain Assessment for

the Trent University Tributaries that can be used as the basis for future planning and

development decisions for the Peterborough Recreation Centre at Trent University

Project. To achieve the stated purpose, Wills undertook the following activities:

1. Coordination of a topographic survey within and around the study area.

2. A site inspection to measure existing culverts and estimate the Manning’s

roughness coefficients for the main channel and overbank areas.

3. An assessment of future development conditions within the watershed based on

the Trent Lands Plan and knowledge of proposed developments in the area.

4. A hydrology study that considered the future development conditions and

included an assessment of multiple methodologies for the determination of peak

flows.

5. Development of a hydraulic model for the Trent University Tributaries.

6. Mapping of the Regulatory Floodline on the topographic survey.

The above noted activities and the results of the various investigations are described in

detail in the sections below and supporting materials (calculations, documentation,

etc.) are provided in the appendices. All work was undertaken in accordance with the

Technical Guide - River and Stream Systems: Flooding Hazard Limit (MNR, 2002).

2.0 Site Description

The subject property is located southeast of the intersections of Nassau Mills Road and

University Road and Nassau Mills Road and Pioneer Road and is legally described as

Part of Lots 5 and 6, Concession 10 and Part of Lots 5 and 6, Concession 11 in the

Geographic Township of Douro, County of Peterborough, City of Peterborough. The




surrounding land uses include agricultural and wooded areas as well as institutional

lands (Trent University). The location of the site is shown in Figure 1.

The Trent University Tributaries generally flow from northeast to southwest across the

subject property from south of Pioneer Road to east of University Road, a distance of

approximately 840 m. Two (2) tributaries cross the subject property, one (1) on the

eastern boundary of the property and one (1) on the west side of the property. Each

tributary conveys runoff from a small drainage area upstream of Pioneer Road and

from the subject property itself. The tributaries are divided by a ridge / plateau, where

the proposed Peterborough Recreation Centre development will be located. The

tributaries are generally flat having longitudinal slopes ranging from 0.3% to 1.1%. The

area immediately upstream of University Road is extremely flat and is mostly inundated

during runoff events (rainfall and snowmelt).

3.0 Topographic Information

Multiple sources of topographic information were used as part of this project. The City

of Peterborough 0.5 m contours were the primary source of topographic information for

the hydrology study, however, the data did not extend far enough beyond Douro 9th

Line; therefore, the Ontario Base Map (OBM) 5.0 m contours were used to supplement

the City of Peterborough contours. Topographic survey for the subject property and

surroundings was used to define the cross-sections within the hydraulic model. The

topographic survey was completed by Beninger Surveying Ltd., dated April 13, 2016.

The survey is geodetic and the elevations were based on the City of Peterborough

Control Monument 099940006, having an elevation of 213.717 m.

4.0 Background Information

The Trent University Tributaries were studied, on a high level, by AECOM as part of their

Un-named City Tributaries Flood Reduction Study Master Plan completed in March 2012.

AECOM completed a hydrology study for the Trent University Tributaries by delineating

the catchment area upstream of University Road and calculating peak flows using a

SWMHYMO hydrologic model. The catchment area delineated by AECOM at University

Road had an area of approximately 300 ha, a 100-year peak flow of approximately

4.9 m3/s and a Timmins Storm peak flow of approximately 12.8 m3/s.

AECOM completed a hydraulic analysis for the University Road crossing and the major

tributary located east of the subject property. The Timmins Storm Floodline defined by

AECOM is provided in Appendix B. The AECOM plan shows a portion of the floodline on

the subject property.

Based on our review of the AECOM data, we understand that the high-level analysis

was not as detailed as the analysis being carried out under this assignment; therefore,

the hydrology and floodplain delineation defined as part of this study will supersede the

hydrology and floodplain delineation provided in the AECOM study.

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Figure 1 - Location Plan

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0 650 1,300 1,950325 m

NAD83 UTM Zone 17 North

LegendHighwayRampArterialLocalWetlandLakesWatercourseWoods

D.M. Wills Associates Limited150 Jameson DrivePeterborough, OntarioK9J 0B9

P. 705.742.2297F. 705.741.3568E. [email protected]

Drawn by:CH

Checked by:DG

Engineer:DG

Project No.:10706

Map File No.:10706 - Flood

Scale (Horz.):

Map Date:06/09/16

1:50,000

Peterborough

SITE




5.0 Hydrologic Analysis

5.1 Watershed Delineation and Characterization

The drainage area for the Trent University Tributaries was delineated in ArcGIS 10.3.1 for

Desktop using the OBM stream network, City of Peterborough contours (0.5 m interval),

OBM contours (5.0 m interval) and aerial photography. The Trent University Tributaries

generally drain from northeast to southwest and are generally flat with a main channel

slope ranging from 0.3% to 1.1%. The contributing areas are predominantly agricultural

with pockets of wetlands as well as wooded areas throughout the drainage area. The

drainage area plan is provided in Figure 2.

Hydrologic parameters such as soil infiltration properties and runoff response were

determined based on literature review. The Soils Map of Peterborough County (Soil

Survey Report No. 45) shows that the site soils consist primarily of Otonabee Loam and

Foxboro Silt Loam. According to the SCS method of classifying soils, and knowledge of

local soil conditions, these types of surficial soils correspond to Hydrologic Soils Groups B

and AB, respectively. The land cover data is based on the Ontario Land Cover

Compilation (MNRF), which combines the Provincial Land Cover Database, Far North

Land Cover and Southern Ontario Land Resource Information System. Rainfall data was

obtained from the City of Peterborough IDF curves. The Timmins Storm is the Regional

Storm within the Otonabee Region Conservation Authority jurisdiction. The Regulatory

Storm is the greater of the 100-year storm and the Regional Storm.

According to the Technical Guide - River and Stream Systems: Flooding Hazard Limit

(MNR, 2002), the Regulatory Floodplain should be based on the future development

conditions within the drainage area. The future development conditions should be

based on official municipal land use planning documents and the planning horizon

should preferably extend 20 years into the future. The City of Peterborough Official Plan

(Schedule A - Land Use) identifies the subject property as Major Open Space and the

remainder of the drainage area as Major Institution. The Trent Lands Plan (Land Use

Framework Plan) provides additional details regarding the proposed development on

the Trent University Lands. Copies of the City of Peterborough Official Plan Schedule A

and Trent Lands Plan Land Use Plan Framework Plan are provided in Appendix A. This

study assumes that stormwater controls will be implemented for all future

developments; therefore, future peak flows will be the same as existing peak flows.

For the purposes of entering flows into the hydraulic model, the drainage area was

broken down into six (6) sub-catchments. A summary of the catchment parameters is

provided in Table 1 and additional details are included in Appendix A.

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Figure 2 - Drainage Area Plan

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0 300 600 900150 m

NAD83 UTM Zone 17 North

LegendCatchmentArterialLocalOBM ContourWatercourseWetlandLakesWoods

D.M. Wills Associates Limited150 Jameson DrivePeterborough, OntarioK9J 0B9

P. 705.742.2297F. 705.741.3568E. [email protected]

Drawn by:CH

Checked by:DG

Engineer:DG

Project No.:10706

Map File No.:10706 - Flood

Scale (Horz.):

Map Date:06/09/16

1:25,000




Table 1 - Catchment Parameters

Catchment

ID

Area

(ha)

Length

(m)

Slope

(%)

Imperv.

(%) CN*

Initial Abstraction

(mm)

Time to Peak

(hr)

WS 101 163.91 3900 0.6 1.4 72.5 6.7 2.32

WS 102 91.79 2500 1.1 5.1 73.0 6.4 1.52

WS 103 39.45 1780 1.3 2.5 71.9 7.0 1.76

WS 104 7.47 500 0.6 4.4 64.8 7.9 0.89

WS 105 9.59 600 0.3 6.7 68.7 7.2 1.13

WS 106 2.52 355 1.1 20.4 54.2 8.9 0.55

Note: For WS106, the hydrologic model uses CN* for the pervious area only.

5.2 Hydrologic Analysis Methodologies

The hydrologic analysis was completed using two (2) methodologies, the Rational

Method and hydrologic modelling. The methodologies are outlined below in more

detail.

5.2.1 Rational Method

The Rational Method is one of the earlier developed methods of calculating peak flows.

In spite of the availability of advanced computational techniques, it remains a valid

approach to peak flow estimation for small drainage areas. The applications of this

method are typically limited to watersheds less than 100 ha in size. The Rational Method

estimates peak flows using the drainage area, rainfall intensity (based on local IDF

values) and the runoff coefficient (determined based on land use). The Rational

Method will only be used as a check for the hydraulic model results for this study.

5.2.2 Hydrologic Model

The hydrologic modelling software Visual OTTHYMO Version 3.0 (VO3) was used to

model the Trent University Tributaries. VO3 is a single event hydrologic model used to

simulate hydrographs by modeling rainfall, infiltration, runoff and routing through the

watershed. The drainage areas were modelled as individual catchments using the

parameters described in Section 5.1. The model layout is provided in Appendix A. A

number of AddHyd commands were used to estimate the peak flows at key locations

required for input into the hydraulic model. Various distributions for the 100-year storm

were tested within the model including the 12-hour and 24-hour SCS Type II storm

distributions and 6-hour and 12-hour AES storm distributions. The Regional Storm within

the Otonabee Region Conservation Authority jurisdiction is the 12-hour 193 mm Timmins

Storm distribution. The results of the hydrologic model are provided in Section 5.3.

5.3 Hydrologic Analysis Results

The 100-year and Regional Storm peak flows for the Trent University Tributaries,

calculated using the hydrologic model, are provided in Table 2. The detailed output

from the hydrologic model is included in Appendix A.




Table 2 - Estimated Peak Flows

Design

Storm

Peak Flows(m3/s)

WS 101 WS 102 WS 103 WS 104 WS 105 WS 106

100-Year 3.09 2.46 0.91 0.22 0.28 0.07

Regional 7.36 4.80 1.94 0.40 0.50 0.12

Note: The 100-year results shown are for the 6-hour AES storm distribution.

In the Otonabee Region Conservation Authority jurisdiction, the Regulatory Flow is

defined as the 100-year peak flow or the Regional Strom peak flow, whichever is

greater. Based on the data presented in Table 2, the Regulatory Flow will be the peak

flow generated by the Regional (Timmins) Storm.

The peak flows from the hydrologic model will be used within the hydraulic model to

estimate the Regulatory water surface elevations. There are multiple tributaries that

intersect to form the Trent University Tributaries. This is represented in the hydraulic

model by changing / adding flows at the locations where those tributaries intersect the

tributaries being modelled. AddHyd commands were used within the hydrologic model

to estimate the peak flows at these key locations. The peak flows at the key locations

to be used in the hydraulic model are provided in Table 3.

Table 3 - Estimated Regional Storm Peak Flows for Hydraulic Model

Model Node Location Drainage Areas

Included (WS)

Model Node ID

(NHYD)

Peak Flow

(m3/s)

Outlet of WS 102 102 102 4.80

Confluence of WS 101, 102, 103 and 104 101, 102, 103, 104 8 14.20

Outlet of WS 105 105 105 0.50

University Road Crossing 101, 102, 103,

104, 105, 106 11 14.75




6.0 Hydraulic Analysis

6.1 Hydraulic Model Development

The one dimensional, steady-state HEC-RAS Version 4.1 hydraulic model, developed by

the U.S. Army Corps of Engineers, was used for the hydraulic analysis of the Trent

University Tributaries to determine the location of the existing Regulatory Floodline. The

existing topography upstream and downstream of the development, is inserted into the

model as cross-sections. The cross-sections are based on detailed topographic

information collected by Beninger Surveying Ltd. in April 2016. Roughness coefficients

for the channel and overbank areas were estimated from field inspection and literature

review and are reflective of a clean, winding channel with scattered brush (0.05) and

heavy stand of timber, with few down trees, little undergrowth and flow below

branches (0.10).

The HEC-RAS model was created using three (3) separate reaches, representing the

different tributaries that cross the subject property. Reach 3 begins just downstream of

University Road (Reach 3, Cross-Section 0+010) and extends to just upstream of

University Road at the confluence of Reach 1 and Reach 2 (Reach 3, Cross-Section

0+202), a distance of approximately 190 m. The intersection of Reach 1 and Reach 2 is

represented in the model as a junction (Junction A). Reach 1 begins at Junction A and

extends to just downstream of Pioneer Road (Reach 1, Cross-Section 0+751), a distance

of 751 m. Reach 2 begins at Junction A and extends to just downstream of Pioneer

Road (Reach 2, Cross-Section 0+525), a distance of 525 m. The model includes twenty-

four (24) cross-sections that represent both the main channel and overbank (floodplain)

areas. Survey data was the primary source for the cross-section stations and elevations;

however, contour data from the City of Peterborough was used to supplement the

survey in some areas.

The HEC-RAS model requires a downstream starting water surface elevation, which can

be based on critical depth, normal depth, a rating curve or a known hydraulic control.

In this case, the downstream water surface elevation is based on normal depth at a

channel slope of 1.0%. The results of the HEC-RAS model are discussed in Section 6.2

and the detailed output is included in Appendix B.

6.2 Model Results

The HEC-RAS model sections and the Regulatory Floodplain are shown on Drawing

10706-FP01, included in Appendix C. The hydraulic model results are shown in Table 3

and the detailed model output is included in Appendix B.




Table 4 - Hydraulic Model Results

Reach Station

Peak

Flow

(m3/s)

Regulatory

Water Surface

Elevation (m)

Channel

Velocity

(m/s)

Top

Width

(m)

Comments

1 751 4.80 217.71 1.25 25.3 Upstream End Reach 1 - Pioneer Road

1 734 4.80 217.60 0.79 33.2

1 668 4.80 216.82 1.77 27.9

1 587 4.80 216.58 0.52 35.6

1 513 4.80 216.22 1.76 29.7

1 437 4.80 215.89 0.20 120.3

1 361 4.80 215.89 0.14 89.3

1 296 4.80 215.88 0.12 104.4

1 252 4.80 215.88 0.10 114.2

1 203 4.80 215.88 0.12 128.2

1 155 4.80 215.87 0.23 74.4

1 088 14.20 215.60 1.55 76.7

1 021 14.20 215.44 0.42 121.1 Downstream End Reach 1 - Junction A

2 525 0.50 216.20 0.39 6.2 Upstream End Reach 2 - Pioneer Road

2 505 0.50 216.00 0.77 10.6

2 443 0.50 215.45 0.04 23.6

2 383 0.50 215.45 0.03 28.6

2 306 0.50 215.45 0.01 70.5

2 230 0.50 215.45 0.01 100.0 Downstream End Reach 2 - Junction A

3 202 14.75 215.44 0.13 414.8 Upstream End Reach 3 - Junction A

3 182 14.75 215.44 0.13 417.1

University Road Culvert

C03 - 700 mm CSP, Main Channel

C01 - 300 mm CSP, Secondary Pipe

C02 - 500 mm CSP, Secondary Pipe

C04 - 500 mm HDPE, Secondary Pipe

3 154 14.75 214.81 0.43 316.5

3 113 14.75 214.76 0.61 262.6

3 010 14.75 214.46 1.22 61.1 Downstream end of Model

A review of the HEC-RAS model results shows that the majority of the site is affected by

the headwater elevation of the University Road culvert. The maximum flood depth on

University Road was estimated as 0.22 m; therefore, there is safe access across this

route.




Statement of Limitations

This report has been prepared by D.M. Wills Associates Limited on behalf of the City of

Peterborough to provide a Regulatory Floodplain Assessment Report for City of

Peterborough Recreation Centre at Trent University, which is located at 2330 University

Road in Peterborough, Ontario.

The conclusions and recommendations in this report are based on available

background documentation and discussions with applicable agencies at the time of

preparation.

The report is intended to define the Regulatory Floodplain Elevations in the area of the

proposed City of Peterborough Recreation Centre. The report is applicable only to the

project described in the text, constructed substantially in accordance with the

approved plans and details accompanying this report.

Any use which a third party makes of this report other than that of a Regulatory

Floodplain Assessment Report for City of Peterborough Recreation Centre at Trent

University is the responsibility of such third parties. D.M. Wills Associates Limited accepts

no responsibility for damages, if any, suffered by a third party as a result of decisions

made or actions taken based on using this report for purposes other than a Regulatory

Floodplain Assessment Report.

Appendix A

Hydrologic Analysis

Project No: 15-10706Project Name: Peterborough Rec Center

Designed/Checked By: CH / DGDate: 19-Feb-16

111.03 18.20 ha Gauging Station = Peterborough0.00 0.00 ha 100 Yr Rainfall depth = 90.4 mm0.00 0.00 ha4.31 2.05 ha

11.70 14.35 ha Drainage Area 163.91 ha0.00 0.00 ha Impervious Area 2.27 ha2.00 0.27 ha Percent Impervious 1.4 %

129.04 34.86Pervious

B AB Length 3900 mUS Elev 240.0 mDS Elev 215.5 m

0.24 0.15 Slope 0.6 %CN (Nashyd) 71.7 60.5 Flat

Incl. Not Incl.Agriculture Range Grass Woods Wetland Imperv. Imperv. Imperv.

Nashyd StandhydB 0.26 0.14 0.08 0.08 0.05 0.76 0.90 0.24

AB 0.22 0.12 0.07 0.07 0.05 0.67 0.90 0.15

B 74 65 61 58 50 91 98 71.7 71.2AB 70 51 50 44 50 89 98 60.5 60.2

3900 mAverage Slope 0.6 % Drainage Area 163.91 ha

Airport 207.9 min. Runoff Coefficient Bransby - Williams 146.5 min. SCS Curve No. 69.3 68.9

Uplands - min. 72.5 72.4139.3 min. 6.7 6.82.32 hr.

Notes:1. Hydrologic Soil Group obtained from Design Chart H2-6A, M.T.O. Drainage Manual, 1980.2. Runoff coefficient obtained from M.T.O. Design Chart 1.07, M.T.O. Drainage Management Manual, 1997, Hydrologic Analysis and Design, McCuen 2004 and New Jersey Technical Manual for Stream Encroachment, 1984.3. SCS Curve No. obtained from M.T.O. Design Chart 1.09, M.T.O. Drainage Management Manual, 1997, and Table 2-2a, TR-55, page 2-5.4. The modified curve number is adjusted as per Paul Wisner & Associates (1982) and represents anticedent moisture conditions Type II5. Initial Abstraction values taken from the Environmental and Engineering Services Department, The Corporation of the City of London, Dec 20056. Use Airport Equation to calculate time of concentration for C 0.4.5. Minimum Time to Peak for use in the Rational Method and Hydrologic Model is 10 minutes

0.22

5 106 8

Land Use

Time to Peak7

SUM

Modified Curve No.4, CN*

Bare Earth (>70% Rock)

Parameter

Initial Abstraction5, mm

Runoff Coefficient2, C

SCS Curve No.3, CN

C

Foxboro Silt Loam

Total Length

Initial Abstraction.

22.510

Sheet 1 of 4

n.a.

Time of Concentration6 Composite Parameters

Land Use Weighted Value

WetlandBare Earth (>70% Rock)

Impervious

Hydrologic Soil Group1

Soil Type Otonabee Loam

AgricultureRangeGrass

Woods

Hydrologic Parameters for WS 101

Rainfall Data

6.86.7

Flat: 0-2% SlopesRolling: 2-6% SlopesHilly: >6% Slopes

Hydrology Calculations WS 101



Drainage Area A = 163.91 haPercent Impervious % Imp = 1.4 %Slope S = 0.6 %

Peterborough IDF Parameters2 Year 5 Year 10 Year 25 Year 50 Year 100 Year

a = 662 1098 1560 2010 2200 2507b = 7.5 10.1 13.0 14.0 14.6 14.8c = 0.79 0.83 0.86 0.88 0.87 0.88

Development Area C-value Tc Int. FlowCondition (ha) (min) (mm/hr) (m3/s)

25 mm Storm 163.91 0.22 208 6.94 0.712 Year 163.91 0.22 208 9.50 0.975 Year 163.91 0.22 208 12.58 1.2810 Year 163.91 0.22 208 15.03 1.5325 Year 163.91 0.25 208 17.32 1.9450 Year 163.91 0.27 208 19.96 2.44

100 Year 163.91 0.28 208 21.53 2.75

Notes :

1. Rainfall intensity rainfall data obtained for Peterborough2. For storms having return period of more than 10 years the runoff coefficient was increased as follows to a maximum value of 0.95.

25 yr: add 10%50 yr: add 20%

100 yr: add 25%

3. IDF parameters for the 25 mm storm: a: 405b: 3.0c: 0.76

Rational Method for WS 101 Sheet 2 of 4




2 0.695 1.19

10 1.6425 2.1050 2.73100 3.09 3.11 3.12 3.10

Regional 7.36

Notes:

1. Storm used to determine peak flow values 6hr AES

Visual Otthymo Model for WS 101

24hr SCS TimminsDesign Storm (yr) 1hr AES 6hr AES 12hr AES 12hr SCS

Sheet 3 of 4




2 0.97 0.695 1.28 1.1910 1.53 1.6425 1.94 2.1050 2.44 2.73

100 2.75 3.09Check 2.75 3.09

Regional 7.36

Notes:

1. Method used to determine the peak flows values Visual Otthymo

Sheet 4 of 4Peak Flow Comparison for WS 101

Rational Method Visual OtthymoDesign Storm (yr)




48.48 23.97 ha Gauging Station = Peterborough0.00 0.00 ha 100 Yr Rainfall depth = 90.4 mm0.00 0.00 ha3.31 1.67 ha2.37 7.35 ha Drainage Area 91.79 ha0.00 0.00 ha Impervious Area 4.65 ha3.20 1.44 ha Percent Impervious 5.1 %

57.35 34.44Pervious





AB 0.22 0.12 0.07 0.07 0.05 0.67 0.90 0.20

B 74 65 61 58 50 91 98 73.4 72.0AB 70 51 50 44 50 89 98 65.6 64.2





Hydrologic Parameters for WS 102 Sheet 1 of 4

Agriculture

Land Use Rainfall Data

Range

Bare Earth (>70% Rock)Impervious

SUM


Soil Type Otonabee LoamFoxboro Silt

Loam

GrassWoods

Wetland

Runoff Coefficient2, C n.a.

SCS Curve No.3, CN

C

Parameter



2.5 2 6.4 6.7


Initial Abstraction5, mm 6 8 5 10 10

Total Length

0.25


Time to Peak7Initial Abstraction.







a = 662 1098 1560 2010 2200 2507b = 7.5 10.1 13.0 14.0 14.6 14.8c = 0.79 0.83 0.86 0.88 0.87 0.88



100 Year 91.79 0.31 136 30.36 2.42

Notes :


25 yr: add 10%50 yr: add 20%

100 yr: add 25%






2 0.565 0.95

10 1.3125 1.6850 2.18100 2.46 2.36 2.47 2.42

Regional 4.80

Notes:


Visual Otthymo Model for WS 102 Sheet 3 of 4

Design Storm (yr) 1hr AES 6hr AES 12hr Aes 12hr SCS 24hr SCS Timmins




2 0.83 0.565 1.12 0.9510 1.34 1.3125 1.71 1.6850 2.14 2.18

100 2.42 2.46Check 2.42 2.46

Regional 4.80

Notes:



Design Storm (yr) Rational Method Visual Otthymo





35.04 4.41Pervious





AB 0.22 0.12 0.07 0.07 0.05 0.67 0.90 0.18

B 74 65 61 58 50 91 98 68.4 67.5AB 70 51 50 44 50 89 98 65.0 65.0



Uplands 157.3 min. 71.9 70.4105.4 min. 7.0 7.11.76 hr.

Notes:1. Hydrologic Soil Group obtained from Design Chart H2-6A, M.T.O. Drainage Manual, 1980.2. Runoff coefficient obtained from M.T.O. Design Chart 1.07, M.T.O. Drainage Management Manual, 1997, Hydrologic Analysis and Design, McCuen 2004 and New Jersey Technical Manual for Stream Encroachment, 1984.3. SCS Curve No. obtained from M.T.O. Design Chart 1.09, M.T.O. Drainage Management Manual, 1997, and Table 2-2a, TR-55, page 2-5.4. The modified curve number is adjusted as per Paul Wisner & Associates (1982) and represents anticedent moisture conditions Type II5. Initial Abstraction values taken from the Environmental and Engineering Services Department, The Corporation of the City of London, Dec 20056. Based on the results of the Uplands Method5. Minimum Time to Peak for use in the Rational Method and Hydrologic Model is 10 minutes


Agriculture


Range


SUM



Loam

GrassWoods

Wetland


SCS Curve No.3, CN

C

Parameter



2.5 2 7.0 7.1



Total Length

0.22









a = 662 1098 1560 2010 2200 2507b = 7.5 10.1 13.0 14.0 14.6 14.8c = 0.79 0.83 0.86 0.88 0.87 0.88



100 Year 39.45 0.27 157 27.02 0.80

Notes :


25 yr: add 10%50 yr: add 20%

100 yr: add 25%






2 0.205 0.34

10 0.4825 0.6150 0.80100 0.91 0.88 0.91 0.90

Regional 1.94

Notes:



Design Storm (yr) 1hr AES 6hr AES 12hr AES 12hr SCS 24hr SCS Timmins




2 0.28 0.205 0.37 0.3410 0.45 0.4825 0.57 0.6150 0.71 0.80

100 0.80 0.91Check 0.80 0.91

Regional 1.94

Notes:








3.83 3.65Pervious





AB 0.22 0.12 0.07 0.07 0.05 0.67 0.90 0.18

B 74 65 61 58 50 91 98 65.8 65.6AB 70 51 50 44 50 89 98 59.7 56.3






Agriculture


Range


SUM



Loam

GrassWoods

Wetland


SCS Curve No.3, CN

C

Parameter



2.5 2 7.9 8.1



Total Length

0.18









a = 662 1098 1560 2010 2200 2507b = 7.5 10.1 13.0 14.0 14.6 14.8c = 0.79 0.83 0.86 0.88 0.87 0.88



100 Year 7.47 0.22 79 45.88 0.21

Notes :


25 yr: add 10%50 yr: add 20%

100 yr: add 25%






2 0.045 0.08

10 0.1125 0.1550 0.19100 0.22 0.20 0.23 0.22

Regional 0.40

Notes:







2 0.07 0.045 0.10 0.0810 0.12 0.1125 0.15 0.1550 0.19 0.19

100 0.21 0.22Check 0.21 0.22

Regional 0.40

Notes:








4.01 5.58Pervious





AB 0.22 0.12 0.07 0.07 0.05 0.67 0.90 0.15

B 74 65 61 58 50 91 98 75.5 73.5AB 70 51 50 44 50 89 98 58.9 56.6






Agriculture


Range


SUM



Loam

GrassWoods

Wetland


SCS Curve No.3, CN

C

Parameter



2.5 2 7.2 7.6



Total Length

0.22









a = 662 1098 1560 2010 2200 2507b = 7.5 10.1 13.0 14.0 14.6 14.8c = 0.79 0.83 0.86 0.88 0.87 0.88



100 Year 9.59 0.27 101 38.23 0.28

Notes :


25 yr: add 10%50 yr: add 20%

100 yr: add 25%






2 0.065 0.10

10 0.1425 0.1850 0.24100 0.28 0.26 0.28 0.27

Regional 0.50

Notes:







2 0.09 0.065 0.13 0.1010 0.15 0.1425 0.20 0.1850 0.25 0.24

100 0.28 0.28Check 0.28 0.28

Regional 0.50

Notes:








0.22 2.30Pervious Impervious

B AB Length 250 105 mUS Elev 218.0 214.5 mDS Elev 214.5 214.0 m

0.52 0.24 Slope 1.4 0.5 %CN (Standhyd) 72.5 51.2 Flat Flat



AB 0.22 0.12 0.07 0.07 0.05 0.67 0.90 0.24

B 74 65 61 58 50 91 98 83.3 72.5AB 70 51 50 44 50 89 98 59.8 51.2






Agriculture


Range


SUM



Loam

GrassWoods

Wetland


SCS Curve No.3, CN

C

Parameter



2.5 2 7.5 8.9



Total Length

0.27









a = 662 1098 1560 2010 2200 2507b = 7.5 10.1 13.0 14.0 14.6 14.8c = 0.79 0.83 0.86 0.88 0.87 0.88



100 Year 2.52 0.34 49 64.64 0.15

Notes :


25 yr: add 10%50 yr: add 20%

100 yr: add 25%






2 0.025 0.03

10 0.0425 0.0550 0.06100 0.07 0.06 0.79 0.07

Regional 0.12

Notes:







2 0.05 0.025 0.07 0.0310 0.08 0.0425 0.11 0.0550 0.13 0.06

100 0.15 0.07Check 0.15 0.07

Regional 0.12

Notes:





DE7 L¾

DE7

DE7L¾

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ÝÝÝÝ

ÝÝ

ÝÝ ÝÝ

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Lansdow

ne St E

Parkhill Rd

W

Sherbroo

ke St

Charlotte

St

Parkhill R

d E

Park St S

Hunter St E

Ashburnham D

r

Reid S

t

Rubidge StP

a rkS

t N

Lansdown

e St W

Hunter St W

Sir Sandford FlemingDr

7 Hy

Chemong Rd

The

Quee

nswa

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Bensfort Rd

George

St S

Aylmer St S

Fairbairn St

Hill ia rd

St

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Carnegie Av

Cumberla

nd Av

Riv

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Aylme r S

t N

Mar

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Brealey Dr

Crawford

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Towerh

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Pioneer R

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Airport Rd

Kennedy R

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Lily Lake

Rd

University R

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Monaghan R

d

Wat

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George St N

Clon

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Nassau Mills R

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The Parkway

Television Rd

Johnston

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Goodfellow

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rest B

v

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d

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Maria St

Park St N

Westridge Bv

Sunse

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Woodglade Bv

Rogers St

Wolse

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Kaw

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Heights Bv

Albert St

The

King

sway

Burnham St

McKellar

St

Dumb

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S outhlawn Dr

Braidwood

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Hawley S

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Romaine

St

Spillsbury Dr

McFarlan

e St

Forster A

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Marin

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Towerh

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Oto

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Chamberla

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Bethune St

Highla

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Heritage

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Cherryhill

Rd

Old Norwo

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Neal Dr

Cameron

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Webber Av

McN

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Maniece

Av

Ash

burn

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Dr

Barnardo Av

Lock St

Park St S

Fisher D

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0 0.4 0.8 1.2 1.6 2Kilometres

Produced by:Geomatics/Mapping Division,City of Peterborougth 2015

Last Revised:August 31, 2015

μ

Map Accuracy and Interpretation:The information depicted on this hardcopyor digital map file is schematic in nature.Accurate interpretation of informationshown should be obtained fromappropriate City Planning staff.

The City of Peterborough Official Plan- Schedule A -

Land UseLegend

Residential

Agriculture

Commercial

Commercial (Otonabee)

Industrial

Industrial (Otonabee

Major Institution

Major Open Space

Protected Natural Area

Rural (Otonabee)

Village (Otonabee)

Hamlet (OSM*)

Urban Fringe Control Area (Smith)

Environmental Constraint (SEL**)

Environmental Protection (OSM*)

Employment Areas (OSM*)

OSM = Otonabee-South MonaghanSEL = Smith-Ennismore-LakefiledSee Section 10.9.3.2.4

******

Lily Lake

Rd

Detail A

Detail B

Details A and B not to scale

See Detail A

See Detail B

***

AcademicCore

AcademicCore

Water

St

Wat

er St

Water

St

Nassa

u Mills

Rd

Nassa

u Mills

Rd

East Bank Dr

West Bank Dr

Nassau Mills Rd

Pioneer Rd

HEPC

HEPC

Woodland D

r

University Rd

9th Line

Armou

r Rd

OtonabeeRiver

TrentCanal

2D

2F

2C

1C

1B

4F

4G

1E

1G

2A

2B

2E

3A

1A

4D

4E

4B

3B

4A

3D

3C

4A

1F

F

G

D

E

B

C

A

Natural Areas (as per Endowment Lands Master Plan, 2006)

Expanded Natural Areas (identified through the Trent Lands Plan, 2013)

Green Buffers and Corridors

Open Space

Existing/Potential Play Fields

Endowment Lands Parcel(as per Endowment Lands Master Plan, 2006)

Potential Special Use Area

University Function

Research Park

Employment

Mixed Use/Medium Density

Medium Density

Low Density

Other Research/Utility & Future Potential Uses

Experimental Farm

Existing Trails

Potential Trails

Existing Streets

Potential Streets

Existing Campus Buildings & Infrastructure

ORCA Development Control Area

Option for University/Cultural/Arena/Conference

University/Cultural/Conference

Cultural/Conference/Hospitality/Residence

University/Cultural/Conference

Cultural/Conference/Hospitality/Residence

Arena or Residential

Residential

Legend

0 100 200 300 400 500m

Land Use Framework PlanMay 2013

N

4A

A

A

B

C

D

E

F

G

Special Use Areas

Visual OTTHYMO Model Layout



D.M. Wills Project No. 15-10706

===========================================================================================================

V V I SSSSS U U A L V V I SS U U A A L V V I SS U U AAAAA L V V I SS U U A A L VV I SSSSS UUUUU A A LLLLL

OOO TTTTT TTTTT H H Y Y M M OOO TM O O T T H H Y Y MM MM O O O O T T H H Y M M O O OOO T T H H Y M M OOODeveloped and Distributed by Civica InfrastructureCopyright 2007 - 2013 Civica InfrastructureAll rights reserved.

***** D E T A I L E D O U T P U T *****

Input filename: C:\Program Files (x86)\VO Suite 3.0\VO2\voin.dat Output filename: C:\Users\dgreen\Local Settings\Temp\a7a166e8-e0eb-46d1-bcf0-8d7adcf15c11\Scenario.out Summary filename: C:\Users\dgreen\Local Settings\Temp\a7a166e8-e0eb-46d1-bcf0-8d7adcf15c11\Scenario.sum

DATE: 06/16/2016 TIME: 04:50:56

USER:

COMMENTS: ____________________________________________________________

----------------------------------------------------------------------------------------------------------- **************************** ** SIMULATION NUMBER: 1 ** ****************************

--------------------| READ STORM | Filename: C:\Users\dgreen\Local | | Settings\Temp\ | | a7a166e8-e0eb-46d1-bcf0-8d7adcf15c11\bc99a22d| Ptotal= 81.73 mm | Comments: 100 Year, 6-hour AES Distribution, Peter-------------------- TIME RAIN | TIME RAIN |' TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.50 1.63 | 2.00 27.79 | 3.50 11.44 | 5.00 1.63 1.00 1.63 | 2.50 75.02 | 4.00 6.54 | 5.50 1.63 1.50 9.81 | 3.00 21.25 | 4.50 3.27 | 6.00 1.80

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--------------------| CALIB || NASHYD (0101) | Area (ha)= 163.91 Curve Number (CN)= 72.5|ID= 1 DT= 5.0 min | Ia (mm)= 6.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 2.32

NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP.

---- TRANSFORMED HYETOGRAPH ---- TIME RAIN | TIME RAIN |' TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 1.63 | 1.583 27.79 | 3.083 11.44 | 4.58 1.63 0.167 1.63 | 1.667 27.79 | 3.167 11.44 | 4.67 1.63 0.250 1.63 | 1.750 27.79 | 3.250 11.44 | 4.75 1.63 0.333 1.63 | 1.833 27.79 | 3.333 11.44 | 4.83 1.63 0.417 1.63 | 1.917 27.79 | 3.417 11.44 | 4.92 1.63 0.500 1.63 | 2.000 27.79 | 3.500 11.44 | 5.00 1.63 0.583 1.63 | 2.083 75.02 | 3.583 6.54 | 5.08 1.63 0.667 1.63 | 2.167 75.02 | 3.667 6.54 | 5.17 1.63 0.750 1.63 | 2.250 75.02 | 3.750 6.54 | 5.25 1.63 0.833 1.63 | 2.333 75.02 | 3.833 6.54 | 5.33 1.63 0.917 1.63 | 2.417 75.02 | 3.917 6.54 | 5.42 1.63 1.000 1.63 | 2.500 75.02 | 4.000 6.54 | 5.50 1.63 1.083 9.81 | 2.583 21.25 | 4.083 3.27 | 5.58 1.80 1.167 9.81 | 2.667 21.25 | 4.167 3.27 | 5.67 1.80 1.250 9.81 | 2.750 21.25 | 4.250 3.27 | 5.75 1.80 1.333 9.81 | 2.833 21.25 | 4.333 3.27 | 5.83 1.80 1.417 9.81 | 2.917 21.25 | 4.417 3.27 | 5.92 1.80 1.500 9.81 | 3.000 21.25 | 4.500 3.27 | 6.00 1.80

Unit Hyd Qpeak (cms)= 2.699

PEAK FLOW (cms)= 3.085 (i) TIME TO PEAK (hrs)= 5.083 RUNOFF VOLUME (mm)= 32.847 TOTAL RAINFALL (mm)= 81.726 RUNOFF COEFFICIENT = 0.402

(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.

---------------------------------------------------------------------------------------------------| CALIB || NASHYD (0103) | Area (ha)= 39.45 Curve Number (CN)= 71.9|ID= 1 DT= 5.0 min | Ia (mm)= 7.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 1.76




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--------------------| ADD HYD (0012) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0101): 163.91 3.085 5.08 32.85 + ID2= 2 (0103): 39.45 0.906 4.50 32.09 ================================================== ID = 3 (0012): 203.36 3.944 4.92 32.70

NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.









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--------------------| ADD HYD (0008) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0102): 91.79 2.463 4.17 33.52 + ID2= 2 (0104): 7.47 0.221 3.50 25.73 ==================================================

ID = 3 (0008): 99.26 2.640 4.17 32.93


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---------------------------------------------------------------------------------------------------| CALIB || STANDHYD (0106) | Area (ha)= 2.52|ID= 1 DT= 5.0 min | Total Imp(%)= 20.40 Dir. Conn.(%)= 10.20-------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.51 2.01 Dep. Storage (mm)= 1.00 8.90 Average Slope (%)= 0.50 1.40 Length (m)= 105.00 250.00 Mannings n = 0.013 0.250

Max.Eff.Inten.(mm/hr)= 75.02 16.81 over (min) 5.00 55.00 Storage Coeff. (min)= 3.63 (ii) 51.76 (ii) Unit Hyd. Tpeak (min)= 5.00 55.00 Unit Hyd. peak (cms)= 0.25 0.02 *TOTALS* PEAK FLOW (cms)= 0.05 0.06 0.069 (iii) TIME TO PEAK (hrs)= 2.50 3.33 2.50 RUNOFF VOLUME (mm)= 80.73 20.64 26.76 TOTAL RAINFALL (mm)= 81.73 81.73 81.73 RUNOFF COEFFICIENT = 0.99 0.25 0.33

***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA.

(i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 54.2 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.

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------------------------------------------------------------------------------- **************************** ** SIMULATION NUMBER: 2 ** ****************************

--------------------| READ STORM | Filename: C:\Users\dgreen\Local | | Settings\Temp\ | | a7a166e8-e0eb-46d1-bcf0-8d7adcf15c11\a6d7c713| Ptotal= 90.39 mm | Comments: 100 Year, 12-hour AES Distribution, Pete-------------------- TIME RAIN | TIME RAIN |' TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 1.00 0.90 | 4.00 15.37 | 7.00 6.33 | 10.00 0.90 2.00 0.90 | 5.00 41.58 | 8.00 3.62 | 11.00 0.90 3.00 5.42 | 6.00 11.75 | 9.00 1.81 | 12.00 0.90

-------------------------------------------------------------------------------



---- TRANSFORMED HYETOGRAPH ---- TIME RAIN | TIME RAIN |' TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 0.90 | 3.083 15.37 | 6.083 6.33 | 9.08 0.90 0.167 0.90 | 3.167 15.37 | 6.167 6.33 | 9.17 0.90 0.250 0.90 | 3.250 15.37 | 6.250 6.33 | 9.25 0.90 0.333 0.90 | 3.333 15.37 | 6.333 6.33 | 9.33 0.90 0.417 0.90 | 3.417 15.37 | 6.417 6.33 | 9.42 0.90 0.500 0.90 | 3.500 15.37 | 6.500 6.33 | 9.50 0.90 0.583 0.90 | 3.583 15.37 | 6.583 6.33 | 9.58 0.90 0.667 0.90 | 3.667 15.37 | 6.667 6.33 | 9.67 0.90 0.750 0.90 | 3.750 15.37 | 6.750 6.33 | 9.75 0.90 0.833 0.90 | 3.833 15.37 | 6.833 6.33 | 9.83 0.90 0.917 0.90 | 3.917 15.37 | 6.917 6.33 | 9.92 0.90 1.000 0.90 | 4.000 15.37 | 7.000 6.33 | 10.00 0.90 1.083 0.90 | 4.083 41.58 | 7.083 3.62 | 10.08 0.90 1.167 0.90 | 4.167 41.58 | 7.167 3.62 | 10.17 0.90 1.250 0.90 | 4.250 41.58 | 7.250 3.62 | 10.25 0.90 1.333 0.90 | 4.333 41.58 | 7.333 3.62 | 10.33 0.90 1.417 0.90 | 4.417 41.58 | 7.417 3.62 | 10.42 0.90 1.500 0.90 | 4.500 41.58 | 7.500 3.62 | 10.50 0.90 1.583 0.90 | 4.583 41.58 | 7.583 3.62 | 10.58 0.90 1.667 0.90 | 4.667 41.58 | 7.667 3.62 | 10.67 0.90 1.750 0.90 | 4.750 41.58 | 7.750 3.62 | 10.75 0.90 1.833 0.90 | 4.833 41.58 | 7.833 3.62 | 10.83 0.90 1.917 0.90 | 4.917 41.58 | 7.917 3.62 | 10.92 0.90 2.000 0.90 | 5.000 41.58 | 8.000 3.62 | 11.00 0.90 2.083 5.42 | 5.083 11.75 | 8.083 1.81 | 11.08 0.90 2.167 5.42 | 5.167 11.75 | 8.167 1.81 | 11.17 0.90 2.250 5.42 | 5.250 11.75 | 8.250 1.81 | 11.25 0.90 2.333 5.42 | 5.333 11.75 | 8.333 1.81 | 11.33 0.90 2.417 5.42 | 5.417 11.75 | 8.417 1.81 | 11.42 0.90 2.500 5.42 | 5.500 11.75 | 8.500 1.81 | 11.50 0.90 2.583 5.42 | 5.583 11.75 | 8.583 1.81 | 11.58 0.90 2.667 5.42 | 5.667 11.75 | 8.667 1.81 | 11.67 0.90 2.750 5.42 | 5.750 11.75 | 8.750 1.81 | 11.75 0.90 2.833 5.42 | 5.833 11.75 | 8.833 1.81 | 11.83 0.90 2.917 5.42 | 5.917 11.75 | 8.917 1.81 | 11.92 0.90 3.000 5.42 | 6.000 11.75 | 9.000 1.81 | 12.00 0.90


PEAK FLOW (cms)= 3.113 (i) TIME TO PEAK (hrs)= 7.583

RUNOFF VOLUME (mm)= 38.902 TOTAL RAINFALL (mm)= 90.387 RUNOFF COEFFICIENT = 0.430






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---------------------------------------------------------------------------------------------------| CALIB || STANDHYD (0106) | Area (ha)= 2.52|ID= 1 DT= 5.0 min | Total Imp(%)= 20.40 Dir. Conn.(%)= 10.20-------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.51 2.01 Dep. Storage (mm)= 1.00 8.90 Average Slope (%)= 0.50 1.40 Length (m)= 105.00 250.00 Mannings n = 0.013 0.250

Max.Eff.Inten.(mm/hr)= 41.58 13.86 over (min) 5.00 60.00 Storage Coeff. (min)= 4.60 (ii) 56.59 (ii) Unit Hyd. Tpeak (min)= 5.00 60.00 Unit Hyd. peak (cms)= 0.23 0.02 *TOTALS* PEAK FLOW (cms)= 0.03 0.05 0.057 (iii) TIME TO PEAK (hrs)= 4.92 5.75 5.00 RUNOFF VOLUME (mm)= 89.39 24.95 31.51 TOTAL RAINFALL (mm)= 90.39 90.39 90.39 RUNOFF COEFFICIENT = 0.99 0.28 0.35

***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA.

(i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 54.2 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.

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--------------------| ADD HYD (0011) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0010): 312.21 6.481 6.92 38.70

+ ID2= 2 (0106): 2.52 0.057 5.00 31.51 ================================================== ID = 3 (0011): 314.73 6.519 6.92 38.64


------------------------------------------------------------------------------- **************************** ** SIMULATION NUMBER: 3 ** ****************************

--------------------| READ STORM | Filename: C:\Users\dgreen\Local | | Settings\Temp\ | | a7a166e8-e0eb-46d1-bcf0-8d7adcf15c11\e84704d6| Ptotal= 90.39 mm | Comments: 100 Year, 12-hour SCS Type II Distributi-------------------- TIME RAIN | TIME RAIN |' TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.50 1.81 | 3.50 3.62 | 6.50 16.27 | 9.50 3.62 1.00 1.81 | 4.00 3.62 | 7.00 7.23 | 10.00 1.81 1.50 1.81 | 4.50 5.42 | 7.50 5.42 | 10.50 1.81 2.00 1.81 | 5.00 7.23 | 8.00 5.42 | 11.00 1.81 2.50 3.62 | 5.50 10.85 | 8.50 3.62 | 11.50 1.81 3.00 3.62 | 6.00 81.35 | 9.00 3.62 | 12.00 1.81

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---- TRANSFORMED HYETOGRAPH ---- TIME RAIN | TIME RAIN |' TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 1.81 | 3.083 3.62 | 6.083 16.27 | 9.08 3.62 0.167 1.81 | 3.167 3.62 | 6.167 16.27 | 9.17 3.62 0.250 1.81 | 3.250 3.62 | 6.250 16.27 | 9.25 3.62 0.333 1.81 | 3.333 3.62 | 6.333 16.27 | 9.33 3.62 0.417 1.81 | 3.417 3.62 | 6.417 16.27 | 9.42 3.62 0.500 1.81 | 3.500 3.62 | 6.500 16.27 | 9.50 3.62 0.583 1.81 | 3.583 3.62 | 6.583 7.23 | 9.58 1.81 0.667 1.81 | 3.667 3.62 | 6.667 7.23 | 9.67 1.81 0.750 1.81 | 3.750 3.62 | 6.750 7.23 | 9.75 1.81 0.833 1.81 | 3.833 3.62 | 6.833 7.23 | 9.83 1.81 0.917 1.81 | 3.917 3.62 | 6.917 7.23 | 9.92 1.81 1.000 1.81 | 4.000 3.62 | 7.000 7.23 | 10.00 1.81 1.083 1.81 | 4.083 5.42 | 7.083 5.42 | 10.08 1.81 1.167 1.81 | 4.167 5.42 | 7.167 5.42 | 10.17 1.81 1.250 1.81 | 4.250 5.42 | 7.250 5.42 | 10.25 1.81 1.333 1.81 | 4.333 5.42 | 7.333 5.42 | 10.33 1.81 1.417 1.81 | 4.417 5.42 | 7.417 5.42 | 10.42 1.81 1.500 1.81 | 4.500 5.42 | 7.500 5.42 | 10.50 1.81 1.583 1.

d.m. wills associates limited - peterborough...the trent university tributaries (aecom, 2012). the...

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