3215075 hwy 400-mckay road ic swm concept memo sept 2017...

APPENDIX D

Drainage and Stormwater Management

Assessment Memoranda

610 Chartwell Road, Suite 300

Oakville, Ontario, L6J 4A9

Tel: (905) 823-8500

Fax: (905) 823-8503

Website: www.wspgroup.ca

TECHNICAL MEMORANDUM

FROM:

TO:

Bryan Orendorff, M.A.Sc., P.eng.

Alvaro Almuina, P.Eng., City of Barrie

DATE: September 1, 2017

COPIES: Brent Gotts, P. Eng.

OUR FILE: 3215075-000

SUBJECT: Highway 400 – McKay Road Interchange: Concept for Proposed Stormwater Management

1. Background

The City of Barrie retained WSP to complete the Preliminary Design and Class Environmental

Assessment (EA) of the proposed Highway 400 – McKay Road Interchange in the City of Barrie.

The study area is shown in Exhibit 1.

The existing McKay Road is a paved rural arterial 2-lane road which crosses Highway 400 via an

overpass bridge. At the time of preparation of this memo the McKay Road overpass has been

removed but it is being replaced. The proposed improvements include a new interchange, which

will be identified as Highway 400 – McKay Road Interchange, as well as urbanizing McKay Road

within the study limits.

It is under the consideration from MTO that the alignment of Highway 400 will be shifted slightly

to the west side in this section of the highway, but it has not been decided yet the amount of

alignment shift. The alignments of the ramps will be affected by the shift of the highway alignment.

Therefore, at this stage of the study, it is not appropriate to finalize the stormwater management

strategy due to the fact that the ramp alignments will be revised. Therefore, a technical

memorandum has been prepared at this stage of the study, to document the concept of the

proposed stormwater management that can be implemented for the quality and quantity treatment

of the storm runoff from for the proposed interchange.

Exhibit 1: Study Area

2. Proposed Works

The recommended plan is comprised of the following:

► A new interchange at McKay Road and Highway 400

► A new Highway 400 crossing that connects Salem Road in the west with Lockhart Road in

the east

► Local road widening of McKay Road, Salem Road and Lockhart Road with associated

intersection improvements to tie into broader plans for road widening (i.e. other Class EAs

currently being prepared by the City of Barrie).

MTO is currently undertaking a Preliminary Design Study Update for Highway 400, from 1 km

South of Highway 89 to the junction at Highway 11. MTO’s update study is revisiting the

previously approved plan from 2004 and updating it accordingly to address future (2031) traffic

needs. The current traffic projections indicate that the Highway 400 corridor needs to be widened

to 10 lanes throughout the majority of the study limits by 2031. That study will look at the widening

of Highway 400 within these limits to a 10-lane cross-section (including HOV lanes).

MTO’s Preliminary Design Study Update was still ongoing at the time of preparation of the McKay

Road Class EA ESR. It is expected that the McKay Road Interchange will be constructed in

advance of MTO’s implementation of the ultimate highway widening plan. Therefore, the

Recommended Plan for the McKay Road Interchange is based on existing highway conditions.

The ultimate interchange configuration will be subject to future review and design by the City of

Barrie and MTO based on MTO’s completed Preliminary Design Study Update and during the

implementation of the highway widening. This ultimate interchange configuration is outside the

scope of this assignment.

3. Review of Background Information

WSP obtained and reviewed relevant information and mapping obtained from the City of Barrie,

MTO, and Lake Simcoe Region Conservation Authority (LSRCA), including the following:

► Hydrologic Modelling - Hewitts, Sandy, Coe, Mooselnaka, Gilford, Lover’s Creek and the City

of Barrie Annexation Area, Final Report, Prepared for LSRCA by URS, dated July 2011.

► City of Barrie, Intensification and Annexed Lands Drainage and Stormwater Management

Master Plan, Final Report, prepared by AMEC Environment and Infrastructure, dated

October 2013.

► Lover’s Creek Existing Subcatchment Plan, prepared by AMEC, dated October 2013

► Drainage Memorandum – Highway 400 /10th Line (McKay Road) Underpass Replacement

(Work Order 06-20016), prepared by AECOM for MTO, dated October 9, 2015.

► Highway 400 Preliminary Design Report, GWP 30-95-00, From 1 km south of Highway 89

northerly 30 km to the Junction at Highway 11, prepared by URS Canada Inc. for MTO, dated

May 2005.

► The City of Barrie, Storm Drainage and Stormwater Management Policies and Design

Guidelines, dated November 2009.

► LSRCA Technical Guidelines for Stormwater Management Submissions, Draft, dated June

2016.

► MTO Highway Drainage Design Standards, dated 2008.

4. Design Criteria and Standards

The guidelines and policies used in the assessment of the drainage systems include:

► The City of Barrie, Storm Drainage and Stormwater Management Policies and Design

Guidelines (2009);

► LSRCA Technical Guidelines for Stormwater Management Submissions (2016);

► MTO Highway Drainage Design Standards (2008); and

► MTO Drainage Management Manual (1997);

The Ministry of the Environment and Climate Change’s Stormwater Management Planning and

Design Manual (MOECC Manual, 2003) was also referenced in the assessment of the drainage

system.

The City of Barrie has prepared stormwater management criteria in a document “Storm

Drainage and Stormwater Management Policies and Design Guidelines”. The sections that

are relevant to this study are as follows:

a) Stormwater Drainage System Policies and Design Guidelines: This section outlines the

City’s criteria for drainage systems such as storm sewers, overland flow routes, bridges and

culverts, watercourses, etc. According to this:

► Flow from Road: Road grading must direct flows from the right-of-way to a safe outlet

at specified low points. Outlets can be walkways or open sections of road leading to

open spaces or river valleys. Roads may be used for major system overland flow

conveyance during the Regulatory (i.e. the larger of the 100-yr storm or Hurricane

Hazel) storm subject to the 0.10 m above crown of road for collector and industrial

road and single lane remains to open for arterial roads.

► Overland Flow Channels: It shall be designed to convey the Regulatory Storm peak

flow without flooding adjacent private properties. Appropriate stabilization shall be

provided to protect against velocity conditions experienced during the Regulatory

Storm and calculations shall be provided to the City for review and approval. The

maximum velocities during the 1:5 year and Regulatory storms shall be 1.5 m/s and

2.5 m/s, respectively for sod lined channels.

► Bridges and Culverts:

i. Culverts and bridges crossing arterial roads must be designed to prevent

overtopping during the 100-yr storm. Under certain circumstances the City may

request protection from overtopping for the Regional Storm. In addition, bridges

and culverts shall be designed so there is no increase in the Regulatory flood

conditions of the watercourse.

ii. All culverts shall be supplied with headwall end protection constructed of

interlocking wall systems, concrete, armour stone or other material approved by

the City.

► Design Flow: Design flow for road crossings is the 100-year flow (or Hurricane Hazel,

if directed by the city) for arterial roads and the 50-year flow for the collector roads.

► Erosion Protection: Armour stone, river stone and/or concrete shall be provided at

all inlets and outlets to protect against erosion of the watercourse and provide

embankment stability. The maximum allowable target channel velocity shall be in

accordance with the MTO Drainage Management Manual.

► Water Course: Watercourses and associated flood plains shall be capable of handling

the Regulatory flood run-off as determined by the Conservation Authority.

b) Stormwater Management Policies and Design Guidelines: This section outlines the

City’s policies and design criteria for stormwater management measures design. This

section includes guidelines such as: environmental protection, flood and erosion protection,

site plans and infill developments, source and conveyance controls, end of pipe controls,

stormwater management facilities for quality and quantity control, stormwater management

plantings, emerging technologies, and general maintenance requirements.

c) Requirements for Erosion and Sediment Control during Construction: This section

includes a list of required items to control erosion and sediment transport into natural

watercourses during construction.

d) Guidelines for Hydrologic and Hydraulic Analysis: This section includes analysis

guidelines such as City of Barrie IDF data, preferred method for runoff and flow calculations,

preferred methods for hydraulic calculations, and water balance criteria. Based on this:

► 1:2 year, 1:5 year, 1:10 year, 1:25 year, 1:50 year, 1:100 year and the Regional storms

shall be applied for quantity control and the 25 mm 4-hour Chicago storm shall be

applied for erosion control as required. In order to determine the critical design storms,

the SCS Type II (6-hr, 12-hr and 24-hr durations) and the 4-hour Chicago storm

distributions for the 1:2 year through 1:100 year return period shall be applied.

► Bridge and culvert calculations should be completed by computer programs such as

CulvertMaster and HEC-RAS or SWMM.

The LSRCA has prepared stormwater management criteria in a document “LSRCA Technical

Guidelines for Stormwater Management Submissions”. This document outlines LSRCA

requirements for stormwater management such as:

a) Stormwater Quantity Control: This section outlines requirements for peak flow control,

volume control, major-minor system, and Regulatory Storm conveyance. Based on this:

► Linear development on sites without restrictions that create 0.5 or greater hectares of

new and/or fully reconstructed impervious surfaces, shall capture and retain / treat on

site, the larger of the following:

i. The runoff from a 12.5 mm event from the fully reconstructed impervious surface

and newly constructed impervious area.

ii. The runoff from a 25 mm event from the net increase in impervious area on the

site.

b) Stormwater Quality Control: This section outlines requirements for treatment of

suspended solids, phosphorus, winter salt, temperature, and other contaminants.

c) Stream Erosion Control: This section outlines requirements for onsite detention to reduce

erosion potential on downstream receiving bodies.

d) Water Balance/Groundwater Recharge: This section outlines requirements for

maintaining pre-development infiltration and evapotranspiration rates under proposed

development conditions.

e) Erosion and Sediment Control: This section outlines requirements for providing an

effective erosion and sediment control plan during site disturbance activities.

The MTO Highway Drainage Design Standards prescribe standards for designing Surface

Drainage Systems (SD) and Water Crossings (WC). The standards that are relevant to this study

are as follows:

a) SD-12 Freeboard above Adjacent Watercourse or Water Bodies: This standard

identifies the minimum required freeboard for roadways that are constructed adjacent to

watercourses or waterbodies.

b) WC-2: Freeboard and Clearance at Bridge Crossings: This standard identifies the soffit

clearance and freeboard for bridges over waterbodies. For the freeway, the soffit clearance

and freeboard for the design storm should be 1.0 m or higher.

► A Desirable Freeboard is measured vertically from the Energy Grade Line elevation of

the design flow to the edge of the travelled lane at the low point. This freeboard is a

recommended value although it is recognized that, due to site-specific considerations,

it is not always feasible to provide this amount.

► A Minimum Freeboard of 1.0 m measured vertically from the High Water Level of the

design flow to the edge of the travelled lane at the low point.

c) WC-7 Culvert Crossings on a Watercourse: This standard identifies the desirable and

minimum freeboard, minimum clearance and the maximum flood depth at culvert crossings.

The Flood Depth at Culverts with a rise less than 3.0 m should not exceed 1.5 times the

diameter or rise of the culvert at the upstream face. For culverts with a rise between 3.0 m

and 4.5 m the flood depth at the upstream face must not exceed 4.5 m. This standard

applies to closed footing culverts and open footing culverts with non-erodible bottoms.

d) WC-8 Minimum Culvert Size: This standard identifies the minimum culvert size based on

maintenance considerations.

The following design objectives were established to minimize the potential impacts of the

proposed improvements on the surrounding environment, based on the prevailing policy

framework:

► Provide an effective/efficient drainage system;

► Minimize risk to public safety;

► Maintain flow paths for upstream lands;

► Maintain or enhance the quality of storm runoff;

► Maintain or reduce flood risk for lands within and surrounding the transportation corridor;

► Impose not negative impact (i.e. no increase in peak flows) to the existing Highway 400 MTO

culvert;

► Minimize future maintenance requirements; and

► Situate SWM measures on lands available in the transportation corridor.

5. Site Investigation

A field investigation was carried out in November 2015. The purpose of the site visit was to confirm

the existing drainage conditions, local drainage patterns and drainage divides and conditions of

any existing culverts.

Site visit photographs are provided in Appendix A.

6. Design Storms

6.1 Rainfall IDF Parameters

Rainfall Intensity-Duration-Frequency (IDF) parameters for various return period design storms

were obtained from the City of Barrie. The parameters, 4-hour, 6-hour, 12-hour, and 24-hour

rainfall depths are summarized in Table 1.

6.2 Storm Distribution

Hyetographs for 6-hour, 12-hour, and 24-hour duration storms are provided by the City in SCS

storm distribution, and 4-hour in Chicago Storm distribution. The storm duration resulting in the

highest peak flows and runoff volumes shall be used for the study. Storm distribution hyetographs

as provided by the City are provided in Appendix B.

Table 1: Rainfall IDF Data (City of Barrie Stormwater Management Guidelines)

Parameter 2-year 5-year 10-year 25-year 50-year 100-year

A 678.085 853.608 975.865 1146.275 1236.152 1426.408

B 4.699 4.699 4.699 4.922 4.699 5.273


C 0.781 0.766 0.760 0.757 0.751 0.759

Equation for Rainfall Intensity � = �/�� + �

Rainfall Depth, mm (4 hour) 37.0 50.5 59.7 71.3 79.5 87.6




According to the Ministry of Natural Resources and Fisheries Flood Hazard Criteria Zones of

Ontario, the project area falls within Zone 1. For this zone, the flood produced by the Hurricane

Hazel storm is considered as the Regional Storm event.

7. Existing Drainage Conditions

The McKay Road / Highway 400 area is located within the Lover’s Creek watershed and slopes

eastward toward Lake Simcoe. Soils within the drainage study limits are mostly characterized by

Bondhead sandy loam and Tioga sandy loam. Runoff drains easterly toward Highway 400,

crosses Highway 400 through a box culvert located approximately 260 m north of McKay Road

and joins with the Lover’s Creek tributary. Existing land use includes agricultural lands, wooded

areas and commercial landscape business.

The existing conditions drainage mosaic is shown in Exhibit 2. The drainage boundaries prepared

for existing conditions are based on the existing highway and a generally assumed footprint for

the proposed future interchange. Under existing conditions, the roadway runoff is conveyed by

roadside ditches.

On the west side of Highway 400, runoff from Catchments 100, 105, 115, 120 and 130 ultimately

drains toward Highway 400, crosses Highway 400 through a box culvert C1 located approximately

260 m north of McKay Road and joins with the Lover’s Creek tributary. Runoff from Catchment

110 drain overland in a south-east direction toward Highway 400.

On the east side of Highway 400, runoff from Highway 400 Catchment 135 drains northerly via

the highway ditch and joins with the Lover’s creek tributary. Catchments 140 and 145 consist

mostly of vegetative area and runoff from these areas drains overland in a south-east direction.

Runoff from Catchment 150 drains overland northerly toward the Lover’s Creek tributary.

8. Proposed Drainage Conditions

Exhibit 3 shows the tentative proposed conditions drainage mosaic which illustrates the proposed

catchments based on the tentative alignments of the Highway 400 – McKay Road interchange.

This proposed conditions plan is as compatible as reasonably possible with the most recently

available MTO plans with the goal of limiting future potential rework and minimizing future costs.

On the west side of Highway 400, runoff from Catchment 100 drains easterly as in the existing

conditions. A grassed swale will be provided to drain the runoff from the roadway Catchment 105.

A new Culvert C2 is required at the proposed N-E/W Ramp to drain the combined flows of

Catchments 100 and 105.

Runoff from Catchment 120 will drain to Catchment 122 via a storm inlet and new Culvert C6 at

the proposed W-S Ramp. Runoff from Catchment 122 incudes flows from portions of Highway

400. The combined flows of Catchments 120 and 122 will be directed to a new Culvert C3 at

McKay Road which will discharge into the proposed SWM Pond 1 located within the loop of the

proposed E-S Ramp. Runoff from roadway Catchments 110 and 115 will be conveyed via storm

sewers to discharge to SWM Pond 1. The SWM Pond 1 will provide quality and quantity control

of the runoff from Catchments 110, 115, 120, 122 and 125 (total area of 6.04 ha). The controlled

outflows will discharge to Catchment 130 where the flows will combine with the flows from Culvert

C2. The combined flows will ultimately drain to the Lover’s Creek tributary via existing Culvert C1

on Highway 400.

On the eastside of Highway 400, runoff from Catchment 135, which includes a portion of

Highway 400, will drain to a proposed SWM Pond 2 located within the loop of the proposed W-N

Ramp via a new Culvert C4. Runoff from roadway Catchment 145 will also be directed to SWM

Pond 2 via storm sewers. The SWM Pond 2 will provide quality and quantity control of runoff from

Catchments 135, 140 and 145 (total area of 5.56 ha). The controlled outflows from SWM Pond 2

will drain to Culvert C5 at McKay Road to the east side ditch of Highway 400 and will ultimately

drain to the Lover’s Creek tributary.

The hydrologic analysis of the drainage catchments and the hydraulic analysis of all existing and

proposed culverts will be carried out when the alignments of the Highway 400 - McKay Road

Interchange has been finalized.

9. Stormwater Management

This section documents the preliminary screening of SWM practices, the increase in pavement

areas due to the roadway widening, an assessment of potential impacts, and the proposed SWM

facilities to mitigate the impacts.

Under existing conditions, McKay Road is a rural road with roadside ditches to convey storm

runoff. Under proposed conditions, McKay Road will be widened to four (4) lanes and urbanized

with a center median and curb and gutter. The imperviousness of the catchments will increase

due to the widening of the road as well as due to the implementation of new ramps. The increase

in imperviousness leads to an increase in surface runoff. In order to meet the criteria as discussed

in Section 4, a number of mitigation measures are recommended including SWM wet ponds,

Enhanced grassed swales, infiltration galleries, and CB Shields.

The four (4) primary criteria that the SWM strategy must meet are:

a) Quantity Control (no increase in runoff peak flow rates);

b) Quality Control (provide treatment measures to remove contaminants from the runoff);

c) Erosion Control measures; and

d) Volume Control (retain a specified volume of runoff on site) for water balance.

Based on the above:

► Two SWM wet facilities (SWM Pond 1 and SWM Pond 2) are proposed within the loops of

the E-S Ramp and W-N Ramp, respectively, to provide both quantity and quality control of

the runoff. These SWM ponds will also service a portion of Highway 400.

► An Enhanced level of quality treatment will be provided by the two wet SWM facilities for

most of the roadway catchments including a portion of Highway 400. A CB Shield will be

provided within the storm inlet of Catchment 120 before discharging the runoff into an

infiltration gallery.

► As far as possible, extended detention volumes will be provided in the two SWM ponds for

erosion control. Wherever necessary, riprap or rock protection will be provided at the culvert

outlets.

► To retain a specified volume of runoff on site for water balance, infiltration galleries are

proposed at four locations, as shown in Exhibit 3.

The locations of all culverts, SWM facilities, grassed swales, infiltration galleries, etc. are

tentative only and will be finalized when the alignments of the Highway 400 - McKay Road

Interchange has been finalized. The SWM strategy will also depend on the SWM measures

proposed by the consultant designing the re-alignment of Highway 400. WSP’s SWM strategy

will required approval from MTO.

The quantitative analysis of the SWM facilities such as calculation of permanent pool volumes,

active storage volumes, footprint of SWM facilities and the locations, sizes and volumes of

infiltration galleries will be determined once the alignments of the Highway 400 - McKay Road

Interchange has been finalized.

10. Conclusion

This technical memorandum provides a conceptual stormwater management strategy that could

be implemented in the proposed Highway 400 – McKay Road Interchange. MTO’s Preliminary

Design Study Update was still ongoing at the time of preparation of the McKay Road Class EA

ESR. It is expected that the McKay Road Interchange will be constructed in advance of MTO’s

implementation of the ultimate highway widening plan. Therefore the Recommended Plan for the

McKay Road Interchange is based on existing highway conditions.

All hydrologic, hydraulic and SWM analyses and design calculations will be undertaken once the

alignments of the Highway 400 - McKay Road Interchange have been finalized.

EXISTING

MTO ROW

M

C

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HIG

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C1

100

66.6 ha

105

1.84 ha

110

0.40 ha

120

3.53 ha

140

2.64 ha

135

1.19 ha

130

5.27 ha

115

0.61 ha

150

0.75 ha

145

0.41 ha

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HWY 400 - MCKAY ROAD INTERCHANGE

EXISTING CONDITIONS DRAINAGE MOSAIC (TENTATIVE)

2

EXHIBIT

LEGEND:

CATCHMENT BOUNDARY

DIRECTION OF FLOW

CATCHMENT No.100

100.0 haCATCHMENT AREA

M

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HIG

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400

NEW MTO

ROW

TENTATIVE

INFILTRATION

GALLERY

LATERAL

OUTLET WITH

CB-SHIELD

DITCH INLET

WITH CB

SHIELD

SWM WET

POND

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C2

C3

C5

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C4

TENTATIVE

INFILTRATION

GALLERY

GRASSED

SWALE

100

66.6 ha

105

1.84 ha

110

0.40 ha

120

1.30 ha

122

1.92 ha

135

2.61 ha

140

1.78 ha

145

1.17 ha

130

3.06 ha

125

1.83 ha115

0.59 ha

C6

SWM WET

POND

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400

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3

EXHIBIT

HWY 400 - MCKAY ROAD INTERCHANGE

PROPOSED CONDITIONS DRAINAGE MOSAIC (TENTATIVE)

LEGEND:

CATCHMENT BOUNDARY

DIRECTION OF FLOW

CATCHMENT No.100


PROPOSED STORM SEWER

TENTATIVE INFILTRATION GALLERY

PROPOSED GRASSED SWALE

PROPOSED DRAINAGE CROSSING

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I:\DRAWINGS\WATERRES\3215075\CIVIL 3D\SURFACES-DRAINAGE\DRAINAGE\3215075 - 3D DATA MTM_PROPOSED DRAINAGE MOSAIC - VER3 MCKAY.DWG

Drainage and Stormwater Management Report | Salem Road Crossing at Highway 400

MMM Group Limited | December | 3215075-000

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MMM Group Limited

Salem Road Crossing at Highway 400

Preliminary Design and Class Environmental Assessment Study

Drainage and Stormwater Management Report

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December 2016 | 3215075-000



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Any use which a third party makes of this report, or any reliance on or decisions to be made based

on it, are the responsibility of such third parties. MMM accepts no responsibility for damages, if any,

suffered by a third party as a result of decisions made or actions based on this report.

MMM warrants that it performed services hereunder with that degree of care, skill, and diligence

normally provided in the performance of such services in respect of projects of similar nature at the

time and place those services were rendered. MMM disclaims all other warranties, representations,

or conditions, either express or implied, including, without limitation, warranties, representations, or

conditions of merchantability or profitability, or fitness for a particular purpose.

This Standard Limitations statement is considered part of this report.



ii

TABLE OF CONTENTS

1.0 INTRODUCTION................................................................................ 4

1.1 Project Description and Purpose ........................................................................... 4

1.2 Proposed Works ..................................................................................................... 4

1.3 Background Information ........................................................................................ 6

1.4 Design Criteria and Standards ............................................................................... 6

1.5 Site Investigation .................................................................................................. 10

1.6 Design Storms ...................................................................................................... 10

1.6.1 Rainfall IDF Parameters .......................................................................................... 10

1.6.2 Storm Distribution ................................................................................................... 10

2.0 HYDROLOGIC ANALYSES ............................................................ 11

2.1 Existing Drainage Conditions .............................................................................. 11

2.1.1 Surface Soil, Land Use, and Drainage ................................................................... 11

2.1.2 Hydrologic Modelling ............................................................................................... 13

2.2 Proposed Drainage Conditions ............................................................................ 15

2.2.1 Highway Improvements for Proposed Conditions................................................... 15

2.2.2 Hydrologic Modelling and Discussion of Results .................................................... 17

3.0 HYDRAULIC ANALYSIS ................................................................. 19

3.1 Proposed Conditions Hydraulic Analysis of Culvert .......................................... 19

4.0 STORMWATER MANAGEMENT ................................................... 21

4.1 Impact of the Proposed Roadway Improvements ............................................... 21

4.2 Proposed Stormwater Management Strategy ..................................................... 21

4.2.1 Proposed Quantity Control Measures ..................................................................... 22

4.2.2 Proposed Quality Control Measures ....................................................................... 22

4.2.3 Proposed Erosion Control Measures ...................................................................... 23

4.2.4 Proposed Water Balance Measures ....................................................................... 24

5.0 CONCLUSIONS............................................................................... 26



iii

LIST OF TABLES

Table 1: Rainfall IDF Data (City of Barrie Stormwater Management Guidelines) ..................... 10

Table 2: Summary of Existing Conditions Hydrologic Modelling at Point of Interest ................. 14

Table 3: Comparison of Proposed (Ultimate) and Existing Conditions Flows ........................... 17

Table 4: Hydraulic Analysis of Proposed Culvert ..................................................................... 20

Table 5: Volume to be Retained on Site for Water Balance ..................................................... 24

LIST OF EXHIBITS

Exhibit 1: Study Area .................................................................................................................. 5

Exhibit 2: Existing Conditions Drainage Mosaics ...................................................................... 12

Exhibit 3: Proposed Conditions Drainage Mosaics ................................................................... 16

LIST OF APPENDICES

APPENDIX A – PHOTOGRAPHIC INVENTORY

APPENDIX B – CITY OF BARRIE IDF INFORMATION

APPENDIX C – HYDROLOGIC ASSESSMENTS

APPENDIX D – CULVERTS HYDRAULIC ASSESSMENTS

APPENDIX E – STORMWATER MANAGEMENT


MMM Group Limited | December 2016 | 3215075-000

4

1.0 INTRODUCTION

1.1 Project Description and Purpose

The City of Barrie (City) retained WSP | MMM Group Limited (MMM) to undertake the Preliminary Design

and Class Environmental Assessment (EA) Study for the improvements of the Highway 400 - Salem Road

overpass crossing. The study area is shown in Exhibit 1.

Salem Road is a paved rural road running east-west located west of Highway 400 and currently stops short

of the highway at a dead end approximately 450m west the highway. Salem Road continues past the dead

end as a private gravel road up to the Highway 400 right-of-way (ROW). Located to the east of Highway

400 is Lockhart Road which runs east-west aligned with Salem Road. Lockhart Road is a gravel rural road

and stops at a dead end at the Highway 400 ROW. The proposed improvements at this crossing include the

installation of an overpass connecting Salem Road to Lockhart Road over Highway 400, as well as

urbanizing both roads within the study limits.

The purpose of this Drainage and Stormwater Management Report is to document the traceable decision-

making process undertaken in the preliminary design of the proposed overpass crossing and the stormwater

management concept resulting from the proposed improvements to the Highway 400 – Salem Road

Crossing. ‘Approval in principle’ from the relevant regulatory agencies is required for various aspects of the

design.

This Drainage and Stormwater Management Report documents existing drainage characteristics, issues

related to drainage and stormwater management (SWM), hydrologic and hydraulic analyses, acceptable

opening sizes of drainage structures, SWM strategy assessment, and recommendations for a feasible SWM

system for the proposed works.

1.2 Proposed Works

The proposed works include the following:

► Extension of Salem Road;

► Improvement of Salem Road to urban cross section;

► Improvement of Lockhart Road to urban cross section;

► Addition of Salem Road overpass to connect to Lockhart Road;

► Relocation of affected utilities; and

► Reconfiguration of existing drainage features and construction of new drainage features to

accommodate the crossing improvements but maintaining existing drainage patterns.



5

Exhibit 1: Study Area



6

1.3 Background Information

MMM obtained and reviewed relevant information and mapping obtained from the City of Barrie, MTO, and

Lake Simcoe Region Conservation Authority (LSRCA), including the following:

► Hydrologic Modelling - Hewitts, Sandy, Coe, Mooselnaka, Gilford, Lover’s Creek and the City of Barrie

Annexation Area, Final Report, Prepared for LSRCA by URS, dated July 2011.

► Subwatershed Impact Study, Salem Annexed Lands, City of Barrie, Schaeffers Consulting Engineers,

July 2016.

► City of Barrie, Intensification and Annexed Lands Drainage and Stormwater Management Master Plan,

Final Report, prepared by AMEC Environment and Infrastructure, dated October 2013.

► Lover’s Creek Existing Subcatchment Plan, prepared by AMEC, dated October 2013

► Drainage Memorandum – Highway 400 /10th Line (McKay Road) Underpass Replacement (Work Order

06-20016), prepared by AECOM for MTO, dated October 9, 2015.

► Highway 400 Preliminary Design Report, GWP 30-95-00, From 1 km south of Highway 89 northerly 30

km to the Junction at Highway 11, prepared by URS Canada Inc. for MTO, dated May 2005.

► Geotechnical Investigation, Salem Road Water Main – Norris Drive to Lockhart Road, Barrie Ontario,

prepared for AECOM by Peto MacCallum Ltd. dated August 2009.

► The City of Barrie, Storm Drainage and Stormwater Management Policies and Design Guidelines, dated

November 2009.

► LSRCA Technical Guidelines for Stormwater Management Submissions, Draft, dated June 2016.

► MTO Highway Drainage Design Standards, dated 2008.

1.4 Design Criteria and Standards

The guidelines and policies used in the assessment of the drainage systems include:

► The City of Barrie, Storm Drainage and Stormwater Management Policies and Design Guidelines

(2009);

► LSRCA Technical Guidelines for Stormwater Management Submissions (2016);

► MTO’s Highway Drainage Design Standards (2008); and

► MTO’s Drainage Management Manual (1997);

The Ministry of the Environment and Climate Change’s Stormwater Management Planning and Design

Manual (MOE Manual, 2003) was also referenced in the assessment of the drainage system.



7

The City of Barrie has prepared stormwater management criteria in a document “Storm Drainage and

Stormwater Management Policies and Design Guidelines”. The sections that are relevant to this study

are as follows:

a) Stormwater Drainage System Policies and Design Guidelines: This section outlines the City’s

criteria for drainage systems such as storm sewers, overland flow routes, bridges and culverts,

watercourses, etc. According to this:

► Flow from Road: Road grading must direct flows from the right-of-way to a safe outlet at

specified low points. Outlets can be walkways or open sections of road leading to open spaces

or river valleys. Roads may be used for major system overland flow conveyance during the

Regulatory (i.e. the larger of the 100-yr storm or Hurricane Hazel) storm subject to the 0.10 m

above crown of road for collector and industrial road and single lane remains to open for arterial

roads.

► Overland Flow Channels: It shall be designed to convey the Regulatory Storm peak flow without

flooding adjacent private properties. Appropriate stabilization shall be provided to protect against

velocity conditions experienced during the Regulatory Storm and calculations shall be provided

to the City for review and approval. The maximum velocities during the 1:5 year and Regulatory

storms shall be 1.5 m/s and 2.5 m/s, respectively for sod lined channels.

► Bridges and Culverts:

i. Culverts and bridges crossing arterial roads must be designed to prevent overtopping during

the 100-yr storm. Under certain circumstances the City may request protection from

overtopping for the Regional Storm. In addition, bridges and culverts shall be designed so

there is no increase in the Regulatory flood conditions of the watercourse.

ii. All culverts shall be supplied with headwall end protection constructed of interlocking wall

systems, concrete, armour stone or other material approved by the City.

► Design Flow: Design flow for road crossings is the 100-year flow (or Hurricane Hazel, if directed

by the city) for arterial roads and the 50-year flow for the collector roads.

► Erosion Protection: Armour stone, river stone and/or concrete shall be provided at all inlets and

outlets to protect against erosion of the watercourse and provide embankment stability. The

maximum allowable target channel velocity shall be in accordance with the MTO Drainage

Management Manual.

► Water Course: Watercourses and associated flood plains shall be capable of handling the

Regulatory flood run-off as determined by the Conservation Authority.

b) Stormwater Management Policies and Design Guidelines: This section outlines the City’s policies

and design criteria for stormwater management measures design. This section includes guidelines

such as: environmental protection, flood and erosion protection, site plans and infill developments,

source and conveyance controls, end of pipe controls, stormwater management facilities for quality



8

and quantity control, stormwater management plantings, emerging technologies, and general

maintenance requirements.

c) Requirements for Erosion and Sediment Control during Construction: This section includes a list

of required items to control erosion and sediment transport into natural watercourses during

construction.

d) Guidelines for Hydrologic and Hydraulic Analysis: This section includes analysis guidelines such

as City of Barrie IDF data, preferred method for runoff and flow calculations, preferred methods for

hydraulic calculations, and water balance criteria. Based on this:

► 1:2 year, 1:5 year, 1:10 year, 1:25 year, 1:50 year, 1:100 year and the Regional storms shall be

applied for quantity control and the 25 mm 4-hour Chicago storm shall be applied for erosion

control as required. In order to determine the critical design storms, the SCS Type II (6-hr, 12-hr

and 24-hr durations) and the 4-hour Chicago storm distributions for the 1:2 year through 1:100

year return period shall be applied.

► Bridge and culvert calculations should be completed by computer programs such as

CulvertMaster and HEC-RAS or SWMM.

The LSRCA has prepared stormwater management criteria in a document “LSRCA Technical Guidelines

for Stormwater Management Submissions”. This document outlines LSRCA requirements for stormwater

management such as:

a) Stormwater Quantity Control: This section outlines requirements for peak flow control, volume

control, major-minor system, and Regulatory Storm conveyance. Based on this:

► Linear development on sites without restrictions that create 0.5 or greater hectares of new and/or

fully reconstructed impervious surfaces, shall capture and retain / treat on site, the larger of the

following:

i. The runoff from a 12.5 mm event from the fully reconstructed impervious surface and newly

constructed impervious area.

ii. The runoff from a 25 mm event from the net increase in impervious area on the site.

b) Stormwater Quality Control: This section outlines requirements for treatment of suspended solids,

phosphorus, winter salt, temperature, and other contaminants.

c) Stream Erosion Control: This section outlines requirements for onsite detention to reduce erosion

potential on downstream receiving bodies.

d) Water Balance/Groundwater Recharge: This section outlines requirements for maintaining pre-

development infiltration and evapotranspiration rates under proposed development conditions.



9

e) Erosion and Sediment Control: This section outlines requirements for providing an effective erosion

and sediment control plan during site disturbance activities.

The MTO’s Highway Drainage Design Standards prescribe standards for designing Surface Drainage

Systems (SD) and Water Crossings (WC). The standards that are relevant to this study are as follows:

a) SD-12 Freeboard above Adjacent Watercourse or Water Bodies: This standard identifies the

minimum required freeboard for roadways that are constructed adjacent to watercourses or

waterbodies.

b) WC-2: Freeboard and Clearance at Bridge Crossings: This standard identifies the soffit clearance

and freeboard for bridges over waterbodies. For the freeway, the soffit clearance and freeboard for the

design storm should be 1.0 m or higher.

► A Desirable Freeboard is measured vertically from the Energy Grade Line elevation of the design

flow to the edge of the travelled lane at the low point. This freeboard is a recommended value

although it is recognized that, due to site-specific considerations, it is not always feasible to

provide this amount.

► A Minimum Freeboard of 1.0 m measured vertically from the High Water Level of the design flow

to the edge of the travelled lane at the low point.

c) WC-7 Culvert Crossings on a Watercourse: This standard identifies the desirable and minimum

freeboard, minimum clearance and the maximum flood depth at culvert crossings.

The Flood Depth at Culverts with a rise less than 3.0 m should not exceed 1.5 times the diameter or

rise of the culvert at the upstream face. For culverts with a rise between 3.0 m and 4.5 m the flood

depth at the upstream face must not exceed 4.5 m. This standard applies to closed footing culverts

and open footing culverts with non-erodible bottoms.

d) WC-8 Minimum Culvert Size: This standard identifies the minimum culvert size based on maintenance

considerations.

The following design objectives were established to minimize the potential impacts of the proposed

improvements on the surrounding environment, based on the prevailing policy framework:

► Provide an effective/efficient drainage system;

► Minimize risk to public safety;

► Maintain flow paths for upstream lands;

► Maintain or enhance the quality of storm runoff;

► Maintain or reduce flood risk for lands within and surrounding the transportation corridor;

► Impose not negative impact (i.e. no increase in peak flows) to the existing Highway 400 MTO culvert;

► Minimize future maintenance requirements; and

► Situate SWM measures on lands available in the transportation corridor.



10

1.5 Site Investigation

A field investigation was carried out in November 2015. The purpose of the site visit was to confirm the

existing drainage conditions, local drainage patterns and drainage divides and conditions of any existing

culverts.

Site visit photographs are provided in Appendix A.

1.6 Design Storms

1.6.1 Rainfall IDF Parameters

Rainfall Intensity-Duration-Frequency (IDF) parameters for various return period design storms were

obtained from the City of Barrie. The parameters, 4-hour, 6-hour, 12-hour, and 24-hour rainfall depths are

summarized in Table 1.

1.6.2 Storm Distribution

Hyetographs for 6-hour, 12-hour, and 24-hour duration storms are provided by the City in SCS storm

distribution, and 4-hour in Chicago Storm distribution. The storm duration resulting in the highest peak flows

and runoff volumes was used for the study. Storm distribution hyetographs as provided by the City are

provided in Appendix B.

Table 1: Rainfall IDF Data (City of Barrie Stormwater Management Guidelines)


A 678.085 853.608 975.865 1146.275 1236.152 1426.408

B 4.699 4.699 4.699 4.922 4.699 5.273

C 0.781 0.766 0.760 0.757 0.751 0.759

Equation for Rainfall Intensity 𝐼 = 𝐴/(𝑡 + 𝐵)𝐶





According to the Ministry of Natural Resources and Fisheries Flood Hazard Criteria Zones of Ontario, the

project area falls within Zone 1. For this zone, the flood produced by the Hurricane Hazel storm is

considered as the Regional Storm event.



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2.0 HYDROLOGIC ANALYSES

2.1 Existing Drainage Conditions

This section discusses the existing soil, land use, drainage, and culverts of the study area. Hydrologic

modelling was performed and the results are summarized in Section 2.1.2.

2.1.1 Surface Soil, Land Use, and Drainage

The overall area is within the Lover’s Creek watershed and slopes eastward toward Lake Simcoe. Soils

within the drainage study limits are characterized primarily by sand with trace of gravel and loamy sand;

however, there is also loamy sand present (geotechnical investigation performed by Peto MacCallum,

August 2009). The study area drains to the south of Salem Road to a tributary of Lover’s Creek

approximately 600 m south of the study area. This tributary flows easterly through a culvert under Highway

400. Land use in this area includes paved road and parking lot, gravel road, and grassed fields.

The existing drainage mosaic is shown in Exhibit 2. The existing drainage mosaic shows the existing

catchments for the Highway 400 – Salem Road crossing and surrounding area. Under existing conditions,

the roadway runoff is conveyed by roadside ditches.

On the west side of Highway 400, runoff from Catchment 200 drains to the sag of the existing gravel road

section of Salem Road approximately 130 m west of the Highway 400 ROW. Runoff from Catchments 205

and 210 drain to the Salem Road roadside ditches from the north side of the roadway and combines with

flows from Catchment 200. Runoff from Catchment 215 drains toward the roadway sag from the west side

ditch of the road and runoff from Catchment 220 drains southerly. The combined flows from all these

catchments (from Catchments 200 to 220) drain south-easterly to the Lover’s Creek tributary and are

conveyed through the Highway 400 culvert.

On the east side of Highway 400, runoff from Catchments 225 and 230 drain southerly overland to the

Lover’s Creek tributary.

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HWY 400 - SALEM ROAD CROSSING

EXISTING CONDITIONS DRAINAGE MOSAIC

2

EXHIBIT

LEGEND:

CATCHMENT BOUNDARY

DIRECTION OF FLOW

CATCHMENT No.C1




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2.1.2 Hydrologic Modelling

The purpose of hydrologic modelling is to simulate the hydrologic response of the areas draining to various

points of interest in the study area for various return period rainfall events. The hydrologic event simulation

modelling software Visual OTTHYMO 2.4 (V02) used because the software:

► Was developed and tested in Ontario;

► Allows single event modelling of user defined design storms;

► Generates flow hydrographs at user specified locations (points of interest);

► Considers varying soil and land use conditions; and

► Allows channel and reservoir routing.

The methodology used to develop the hydrologic model can be summarized as follows:

► Drainage area boundaries were delineated using the latest contour maps.

► Modelling parameters were estimated for each catchment based on the delineated drainage area, land

use distribution (obtained from topographic mapping and aerial photo), soils distribution, and slopes of

the overland and channel flow paths;

► The hydrologic response for drainage areas with a directly connected impervious land use greater than

20 percent was simulated using the Standard instantaneous unit hydrograph (STANDHYD);

► The hydrologic response for drainage areas with a directly connected impervious land use less than 20

percent was simulated using the Nash instantaneous unit hydrograph (NASHHYD); and

► Runoff hydrographs were generated at key points of interest including at the outlet of the study limits.

The hydrologic modelling input parameters for each drainage area and V02 output summaries are included

in Appendix C.

Table 3 summarizes the results of the existing conditions hydrologic modelling for the 2-year to the

100-year storm events based on the 6-hour SCS, 12-hour SCS, 24-hour SCS, and 4-hour Chicago storm

distributions. As shown, the flows obtained from the 6-hour SCS storm distribution are the highest at most

of the points of interest. Therefore, the peak flows obtained from the 6-hour SCS storm distribution are

selected for used in the hydraulic modelling presented in Section 3.2. However, the 24-hour SCS storm

distribution was used in the assessments and design of SWM facilities. The 24-hour SCS storm produces

the highest volumes.



14

Table 2: Summary of Existing Conditions Hydrologic Modelling at Point of Interest

Flow Location/ Point of Interest

Hydro ID

Storm Distribution

Flow (m3/s)

2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr Regional

Upstream of Salem Road

Sag 200

4-hr Chicago 1.000 1.365 1.632 1.991 2.251 2.516

2.084 6-hr SCS II 0.898 1.364 1.748 2.215 2.753 3.192

12-hr SCS II 0.847 1.264 1.613 2.028 2.355 2.897

24-hr SCS II 0.852 1.298 1.665 2.106 2.638 3.042

North Side Salem Road

West of Culvert

205

4-hr Chicago 0.072 0.097 0.118 0.143 0.170 0.191

0.198 6-hr SCS II 0.064 0.103 0.141 0.187 0.223 0.261

12-hr SCS II 0.061 0.097 0.133 0.172 0.206 0.239

24-hr SCS II 0.063 0.102 0.141 0.185 0.220 0.257


east of Culvert

210

4-hr Chicago 0.002 0.005 0.008 0.012 0.015 0.018

0.032 6-hr SCS II 0.004 0.011 0.016 0.023 0.030 0.036

12-hr SCS II 0.005 0.011 0.016 0.023 0.028 0.034

24-hr SCS II 0.006 0.013 0.018 0.026 0.032 0.039

South Side Salem Road

West of Culvert

215

4-hr Chicago 0.071 0.096 0.117 0.141 0.168 0.190

0.196 6-hr SCS II 0.063 0.102 0.140 0.185 0.221 0.258

12-hr SCS II 0.061 0.096 0.131 0.170 0.203 0.237

24-hr SCS II 0.063 0.101 0.140 0.184 0.219 0.255


east of Culvert

220

4-hr Chicago 0.002 0.005 0.007 0.011 0.014 0.017

0.028 6-hr SCS II 0.004 0.010 0.015 0.021 0.027 0.033

12-hr SCS II 0.005 0.010 0.014 0.021 0.026 0.031

24-hr SCS II 0.006 0.012 0.017 0.024 0.029 0.035

Combined Flow of

Study Area West of

HWY 400

510

4-hr Chicago 1.145 1.566 1.879 2.294 2.613 2.929

2.539 6-hr SCS II 1.034 1.590 2.060 2.632 3.255 3.782

12-hr SCS II 0.978 1.479 1.908 2.414 2.819 3.440

24-hr SCS II 0.989 1.526 1.981 2.524 3.138 3.628


East 225

4-hr Chicago 0.003 0.006 0.009 0.014 0.018 0.022

0.047 6-hr SCS II 0.005 0.012 0.017 0.025 0.032 0.039

12-hr SCS II 0.006 0.012 0.017 0.025 0.031 0.037

24-hr SCS II 0.007 0.014 0.020 0.029 0.036 0.043


East 230

4-hr Chicago 0.003 0.006 0.009 0.014 0.018 0.022

0.048 6-hr SCS II 0.005 0.012 0.017 0.025 0.032 0.039

12-hr SCS II 0.006 0.012 0.017 0.025 0.031 0.037

24-hr SCS II 0.007 0.014 0.020 0.029 0.035 0.043

Combined Flow of

Lockhart Road East

of HWY 400

520

4-hr Chicago 0.006 0.013 0.019 0.028 0.036 0.044

0.094 6-hr SCS II 0.010 0.024 0.034 0.051 0.064 0.078

12-hr SCS II 0.011 0.024 0.035 0.049 0.062 0.075

24-hr SCS II 0.014 0.029 0.041 0.058 0.071 0.085



15

2.2 Proposed Drainage Conditions

This section discusses the proposed drainage improvements and patterns resulting from the improvements

to the highway crossing (Section 2.2.1). Hydrologic modelling was carried out using Visual OTTHYMO 2.4

(V02) and the results are summarized in Section 2.2.2.

2.2.1 Highway Improvements for Proposed Conditions

Under proposed conditions:

► Salem Road and Lockhart Road will be widened;

► Salem Road and Lockhart Road will be urbanized (with curb and gutter, and sidewalks/multi-use paths);

and

► Salem Road and Lockhart Road will be connected by an overpass over Highway 400.

Exhibit 3 shows the proposed conditions drainage mosaic which illustrates the proposed catchments based

on the improvements to the Salem Road and overpass crossing of Highway 400.

On the west side of Highway 400, Catchment 200 will drain to a proposed new culvert under Salem Road

at approximately Station 0+920 where the sag currently exists. Catchment 200 will remain unchanged as in

existing conditions. Runoff from urban roadway Catchment 205 will be conveyed by storm sewers and will

be directed to a dry SWM facility located in Catchment 225 for runoff quantity control. Outflows from the

pond will discharge to the downstream side of the proposed culvert.

Runoff from Catchment 210 will be conveyed by storm sewers and a pipe storage facility (Super pipe) will

be used for peak flow control. The outflows from the pipe storage facility will discharge to the downstream

side of the culvert. Catchment 220 includes half of the proposed Highway 400 overpass; runoff from

Catchment 220 will be conveyed by storm sewers and will be discharged uncontrolled to the downstream

side of the proposed culvert. Due to over controls provided at the dry SWM facility in Catchment 225, peak

flow controls for runoff from Catchment 220 are not required. The combined flows from Catchments 200 to

220 eventually drain south-easterly to the Lover’s Creek tributary toward the Highway 400 culvert.

On the east side of Highway 400, Catchment 230 will drain via storm sewers under Lockhart Road which

will either outlet into a drainage swale or be connected to storm sewers under Lockhart Road designed by

others (beyond MMM’s study limit). Since the stormwater management works of Lockhart Road (beyond

the study limit) is unknown at the time of preparing the Report, MMM has proposed a storage pipe facility

for runoff peak flow control for the potion of Lockhart Road from the Highway 400 overpass to the easterly

study limit. Should be situation be known in the near future, for example a SWM facility or storage facility,

this proposed pipe storage facility can be removed from the current design.

Oil and grit separators (OGS) will be provided for the roadway Catchments 205, 210, 220 and 230 for the

runoff quality treatment.

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FOR WATER BALANCE

DRYSWM FACILITY

100-YR STORAGE

VOLUME = 1840 m³

SUPER PIPE

100-YR STORAGE

VOLUME = 250 m³

SUPER PIPES

100-YR STORAGE

VOLUME = 390 m³

PROPOSED CULVERT

1520 mm X 910 mm

CONCRETE BOX

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EXFILTRATION TRENCH

FOR WATER BALANCE

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EXHIBIT

HWY 400 - SALEM ROAD CROSSING

PROPOSED CONDITIONS DRAINAGE MOSAIC

LEGEND:

CATCHMENT BOUNDARY

DIRECTION OF FLOW

CATCHMENT No.C1


OIL GRIT SEPARATOR

ENHANCED GRASSED SWALE



17

2.2.2 Hydrologic Modelling and Discussion of Results

As determined in Section 2.1.2, the 6-hour SCS Type II storm distribution resulted in the highest flows

compared to the 12-hour and 24-hour SCS and 4-hour Chicago storm distributions at most of the points of

interest. Therefore, the proposed conditions hydrologic modelling was carried out using the 6-hour SCS

Type II storm distribution.

Hydrologic modelling was completed to simulate both uncontrolled and controlled drainage conditions

following the proposed highway crossing improvements. Table 3 provides a comparison of the existing and

proposed conditions flows.

Table 3: Comparison of Proposed (Ultimate) and Existing Conditions Flows

Outlet Hydro

ID Drainage Area (ha)

Condition 6-hour SCS Storm Distribution Flows (m3/s)

Regional 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr

Flow to Lover’s Creek

Tributary from Study Area, west of Highway

400,

510 20.6

Existing 1.034 1.590 2.060 2.632 3.255 3.782 2.54

Pr. Un. 1.439 2.154 2.701 3.380 4.078 4.682 2.65

Difference (Pr. Un. – Ex) 0.405 0.564 0.641 0.748 0.823 0.900 0.110

% Increase 39.2% 35.5% 31.1% 28.4% 25.3% 23.8% 4.3%

Pr. Co. 1.013 1.523 1.943 2.457 3.040 3.523 2.33

Difference (Pr. Co. – Ex) -0.021 -0.067 -0.117 -0.175 -0.215 -0.259 -0.208

% Increase -2.0% -4.2% -5.7% -6.6% -6.6% -6.8% -8.2%

Combined Flow of Study

Area, east of Highway

400

520/ 705

0.75

Existing 0.010 0.024 0.034 0.051 0.064 0.078 0.094

Pr. Un. 0.113 0.162 0.194 0.236 0.268 0.299 0.107

Difference (Pr. Un. – Ex) 0.103 0.138 0.160 0.185 0.204 0.221 0.013

% Increase 1030% 575% 471% 363% 319% 283% 14%

Pr. Co. 0.010 0.021 0.031 0.046 0.053 0.059 0.071

Difference (Pr. Co. – Ex) 0.000 -0.003 -0.003 -0.005 -0.011 -0.019 -0.023

% Increase 0.0% -12.5% -8.8% -9.8% -17.2% -24.4% -24.5%

Note: Pr. Un. = Proposed Uncontrolled Pr. Co. = Proposed Controlled Ex = Existing d/s = Downstream

As shown in Table 3, the 2-year to the 100-year flows at the downstream side of the proposed culvert

increase from 1.034 m3/s to 1.439 m3/s for the 2-year storm to 3.782 m3/s to 4.682 m3/s for the 100-year

storm, respectively. Two SWM facilities consisting of a dry pond and a super pipe are proposed to control

flows from Catchment 205 and 210, respectively before discharging overland to the Lover’s Creek Tributary.

The dry pond is in Catchment 225, and runoff from Catchment 205 and the pond catchment will be

over-controlled to compensate the uncontrolled flows from Catchments 220 and 200. Flows from



18

Catchments 220 and 200 will be discharged uncontrolled. The resulting total controlled runoff rates to the

Lover’s Creek tributary under proposed conditions will be less than existing conditions.

On the east side of Highway 400, the 2-year to the 100-year flows draining from Lockhart Road within the

study limits increase from 0.010 m3/s to 0.113 m3/s for the 2 year storm to 0.078 m3/s to 0.299 m3/s for the

100-year storm, respectively. Runoff from this section of the road will be controlled with oversized pipe

(super pipes) storage facility. The resulting total controlled runoff release rates from this section of the road

will be less than the existing runoff rates, as summarized in Table 3.

The proposed conditions hydrologic input parameters, V02 schematics, input data and summary of output

files for all modelling scenarios are provided in Appendix C.



19

3.0 HYDRAULIC ANALYSIS

The Bentley’s CulvertMaster hydraulic modelling software was used to design the proposed culvert under

Salem Road at the existing sag location.

The design standards for the hydraulic assessment of culverts and bridges are based on the “MTO Highway

Drainage Design Standards (HDDS) (February 2008)” which was discussed in Section 1.3. The

CulvertMaster model was used to estimate the headwater depth and to assess the hydraulic capacity of the

proposed culvert. The CulvertMaster model was selected for the following reasons:

► Evaluates inlet and outlet controlled headwater depths;

► Simulates the hydraulic performance of culverts based on user-specified flows;

► Considers variable tailwater depths based on either outlet channel geometry or user specified depth

discharge rating curves; and

► Incorporates an extensive database of standard culvert sizes, shapes and materials, and allows for the

addition of custom culvert types and sizes.

Under existing conditions, there is no culvert under Salem Road; instead less frequent return period storm

flows could overtop the gravel road at the sag.

3.1 Proposed Conditions Hydraulic Analysis of Culvert

Salem Road will be classified as “urban arterial road” under proposed conditions. The design flow for the

proposed culvert will be the 50-year flow with no overtopping for the 100-year flow. It was determined that

a 1520 mm span x 910 mm rise concrete box culvert will meet both the City of Barrie and MTO design

criteria. The proposed culvert size will provide a desirable freeboard above the energy grade line greater

than 1 m, a HW/D ratio less than 1.5, and no overtopping for any design storm event. The slope of the

existing ground is more than 10%. In order to maintain a small slope for the culvert to minimize velocities,

the upstream inlet will require a drop channel design or an inlet structure, which will be carried out during

the detail design phase. Table 4 provides the details of the hydraulic analysis of the proposed culvert.

Rock protection or an outlet pool with a flow spreader may be required at the outlet of the culvert for erosion

protection and energy dissipation.

The CulvertMaster output reports for the 50-year, 100-year, and Regional design storms are included in

Appendix D.



20

Table 4: Hydraulic Analysis of Proposed Culvert

Culvert ID

Size (mm) / Type

Length (m)

U/s Invert

(m)

D/s Invert

(m)

EOP Elev. at Low Point /

Spill Elev. (m)

Events Flow

(m3/s)

Computed HWL (m)

Exit Velocity

(m/s)

Upstream Velocity

Head (m)

EGL (m)

Desired Freeboard

(m) HW/D Meets requirements?

C1

1520 mm x 910 mm Concrete

Box

75.0 289.10 288.80 297.71

50-year 2.753 290.37 2.61 0.32 290.69 7.02 1.38 For Design Storm:

Freeboard > 1m Yes

HW/D ≤ 1.5 Yes 100-year 3.192 290.58 2.74 0.33 290.91 6.80 1.61

Regional 2.084 290.16 2.38 0.28 290.44 7.27 1.16

For 100-year and Regional Storm:

No Overtopping Yes

Notes: U/s - Upstream * Desirable freeboard obtained from subtracting EOP elevation at low point and EGL elevation.

D/s - Downstream EOP - Edge of pavement HWL - Headwater Elevation EGL - Energy Grade Line HW/D - Headwater over Depth Ratio



21

4.0 STORMWATER MANAGEMENT

This section documents the preliminary screening of SWM practices, the increase in pavement area due to

the roadway widening, an assessment of potential impacts, and the proposed SWM facilities to overcome

the impacts.

Under existing conditions, Salem Road and Lockhart Road are rural roads with roadside ditches to convey

storm runoff. Under proposed conditions, both Salem Road and Lockhart Road will be widened to four (4)

lanes and urbanized with a center median and curb and gutter. In order to meet the criteria as discussed in

Section 1.4, a number of mitigation measures are recommended including a dry pond, Enhanced grassed

swale, oversized pipes for storage (super pipes), exfiltration trenches, infiltration galleries, and oil and grit

separator (OGS) units.

4.1 Impact of the Proposed Roadway Improvements

The Salem Road and Lockhart Road widening will lead to an increase in impervious areas within the Lover’s

Creek watershed.

► The roadway impervious area (Catchments 205 to 220) on the Salem Road section (west side of

Highway 400) increased from 19% to 79%. As a result of this, the overall imperviousness, including the

external Catchment 200, increased from 27% to 39%.

► The roadway impervious area (Catchments 225 to 230) on the Lockhart Road section (east side of

Highway 400) increased from 18% to 80%.

As a result of the increase in imperviousness, flow increases at the point of interest are as presented in

Table 3. The key observations at the points of interest are:

► The flows draining to Lover`s Creek tributary increased by 0.424 m3/s (42%) for the 2-year to 0.930 m3/s

(25%) for the 100-year, respectively.

► The flows from the Lockhart Road section increased by 0.103 m3/s (1030%) for the 2-year to 0.221 m3/s

(283%) for the 100-year, respectively.

Hence, peak flow controls are required to control the flows from post- to pre-development levels.

4.2 Proposed Stormwater Management Strategy

The four (4) primary criteria that the SWM strategy must meet are:

1. Quantity Control (no increase in runoff peak flow rates);

2. Quality Control (provide treatment measures to remove contaminants from the runoff);

3. Erosion Control measures; and

4. Volume Control (retain a specified volume of runoff on site) for water balance.



22

4.2.1 Proposed Quantity Control Measures

In order to meet the quantity control criterion for Salem Road, the following measures are proposed:

► A dry pond is recommended in Catchment 225 to control runoff from Catchment 205. The maximum

size of the dry pond would be approximately 1840 m3 in volume based on the 100-year 24-hr SCS storm.

The pond will control the 2-year to the 100-year flows to less than pre-development levels. The pond

will provide over control of flows to balance the uncontrolled flows from Catchment 210.

► A super pipe is proposed in Catchment 210. The maximum volume required to control the flows to pre-

development levels is 250 m3. A 70 m long, 2400 mm x 1500 mm concrete box pipe will be required

which will give a storage volume of 252 m3. The outflows from the storm sewer will be directed to the

downstream side of the proposed culvert.

► As mentioned above, no control will be provided for Catchment 210. The outflows from the storm sewer

will be directed to the downstream side of the proposed culvert.

► On the east side of Highway 400, a super pipe is proposed in Catchment 230. The maximum volume

required to control the flows to pre-development levels is 390 m3. A 110 m long, 2400 mm x 1500 mm

concrete box pipe will be required which will give a storage volume of 396 m3. As mentioned in Section

2.2.1, should the SWM situation of Lockhart Road be known in the near future, for example a SWM

facility or storage facility designed at another location, this proposed pipe storage facility can be removed

from the current design.

Exhibit 3 includes the recommended measures for peak flow controls. Stage-discharge-storage calculations

are provided in Appendix E.

4.2.2 Proposed Quality Control Measures

Under proposed conditions, quality control measures will be provided through the use of Enhanced grassed

swales wherever feasible, OGS units, and CB Shields.

CB Shields prevent stormwater inflow from disturbing the catchbasin sump and re-suspending solids and it

can be installed in those catchbasins where the storm sewer cannot be directed to Enhanced grassed

swales. This technology is Environmental Technology Verification (ETV) verified to capture 50% TSS and

can be fitted with an oil capture device if required.

OGS units are recommended to be used in combination with the Enhanced grassed swales or CB Shields

to maintain the treatment train. OGS units provide up to 50% of TSS removal when used as part of a

treatment train.

The following are recommended for quality control measures:

► From Station 0+000 to Station 0+600 of Catchment 205, road runoff which will be conveyed by storm

sewer and will discharge to an Enhanced grassed swale on the south of the roadway. An OGS will be

provided before discharging to the Enhanced grassed swale (EGS). The minimum bottom width of the



23

EGS will be 1.0 m with 3:1 side slope. The length will be approximately 50 m. The EGS will convey

runoff to the dry SWM facility. For the remaining section of the road from Station 0+600 to 0+760, storm

runoff will be treated by an OGS. A measure of treatment can also be achieved in the dry SWM facility.

The combination of OGS, Enhanced grassed swale and SWM facility will maintain the treatment train

approach. The outflows from the SWM facility will be directed to vegetative landscape through the use

of a flow spreader. The overland sheet flow through vegetative landscape further provides a measure

of quality treatment.

► For Catchments 210 and 220, a combination of CB Shields) and OGS will be provided to maintain the

treatment train approach. CB Shields will be provided for each catchbasin of the roadway and the treated

runoff will be conveyed by storm sewer to an OGS. The OGS will provide additional treatment before

discharging to Lover’s Creek tributary.

► Similarly, for Catchment 230, a combination of CB Shields and OGS will be provided to maintain the

treatment train approach. CB Shields will be provided for each catchbasin of the roadway and the treated

runoff will be conveyed by storm sewer to an OGS. The OGS will provide additional treatment before

discharging downstream on Lockhart Road. As mention in Section 2.2.1, should the SWM situation of

Lockhart Road be known in the near future, for example a SWM facility or storage facility designed at

another location, the proposed CB Shields and OGS can be removed from the current design.

Exhibit 3 also includes the recommended measures for quality control.

4.2.3 Proposed Erosion Control Measures

Under proposed conditions, there will be several storm sewer outfalls (including the dry pond outfall). If

discharged directly to grade, the concentrated flows from the outfalls have potential to cause erosion and

scour. In order to mitigate this erosion potential, outlet pools and dispersion berms (flow spreader) will be

designed at these outlets. The plunge pools will provide energy absorption and velocity control, while the

dispersion berm will allow for the concentrated flows to disperse evenly into sheet flow. Evenly distributed

sheet flow has much less erosion potential than the highly concentrated flows from the storm sewers. Based

on this concept, the following are recommended:

► An outlet pool to be provided at the storm sewer outlet on the south side at Station 0+620 to provide

any potential erosion on the Enhanced grassed swale.

► A rock protection to be provided at the end of the Enhanced grassed swale to protect any embankment

erosion of the SWM pond.

► A flow spreader to be provided at the pond outlet to disperse concentrated flows from the outlet pipe to

sheet flows.

► An outlet pool with rock protection to be provided on the downstream end of the proposed culvert to

protect channel bed erosion.

Typical schematics of these erosion control measures are shown in Exhibit 3.



24

4.2.4 Proposed Water Balance Measures

The LSRCA criteria state that for linear development volume control, the volume to be retained on site for

water balance is the larger of the following:

a) The runoff from a 12.5 mm event from the fully reconstructed impervious area, or

b) The runoff from a 25 mm event from the net increase in impervious area on the site.

Table 5 provides the summary of retention volumes required to provide for water balance on site.

Table 5: Volume to be Retained on Site for Water Balance

Criteria Total

Roadway Area (ha)

Retention Volume Based on

Recommended Retention Volume

(m3)

Fully Reconstructed Impervious Area

(ha)

Net Increase in Impervious Area

(ha)

Retention Volume

(m3)

Salem Road

12.5 mm from the fully reconstructed impervious area

3.70 2.92 - 365

560

25 mm from net increase in imperious area

3.70 - 2.24 560

Lockhart Road

12.5 mm from the fully reconstructed impervious area

0.75 0.60 - 75

118

25 mm from net increase in imperious area

0.75 - 0.47 118

From the above table, the governing volumes for water balance retention are based on the 25mm event

from the net increase in impervious area on the site.

On site water balance retention volume can be achieved through infiltration gallery and exfiltration trench

on Salem Road and exfiltration trench on Lockhart Road.

► An infiltration gallery will be provided within the dry SWM facility providing approximately 480 m3 of

retention volume.

► An exfiltration trench with approximate retention volume of 80 m3 will be provided in Catchment 210.

► An exfiltration trench with approximate retention volume of 120 m3 will be provided in Catchment 230.

To determine the sizing of the exfiltration and infiltration trenches, the MOECC guideline equations

4.2 “Maximum Allowable Soakaway Pit Depth” and 4.3 “Infiltration Trench Bottom Area” were used:

According to Equation 4.2: 𝑑 =𝑃𝑇

1000

According to Equation 4.3: 𝐴 = 1000V/(𝑃 𝑛 𝑇) = 𝑉𝑑. 𝑛⁄



25

Where, A = bottom area of the trench (m2)

d = maximum allowable depth of the soakaway pit (m)

V = runoff volume to be infiltrated

P = percolation rate of surrounding native soil (mm/hr)

n = porosity of the storage media (0.40 for clear stone)

T = retention time or drawdown time (48 hrs for this site).

From the MOECC guidelines Table 4.4: “Minimum Soil Percolation Rates” it can be seen that percolation

rates for sand, loamy sand, and sandy loam are 210, 60, and 25 mm/hr respectively. As this site is primarily

a mixture of sand and loamy sand, the percolation rate will be assumed to be 100 mm/hr for preliminary

design. A percolation test of the soil is recommended during the detail design phase. A safety correction

factor of 2.0 will also be applied in order to account for soil compaction during construction, as well as long

term loading. This safety correction factor will reduce the design percolation rate to 50 mm/hr.

Based on the volume requirement provided above,

► A 50 m long x 14 m wide x 1.8 m high infiltration gallery will be provided within dry SWM facility. It

provides 504 m3 of storage volume for water balance.

► A 75 m long x 1.5 m wide x 1.8 m high exfiltration trench will be provided at Salem Road Catchment

220 west of Highway 400. This will provide 81 m3 of storage volume for water balance.

► A 95 m long x 1.8 m wide x 1.8 m high exfiltration trench will be provided at Lockhart Road Catchment

230 east of Highway 400. This will provide 123 m3 of storage volume for water balance.

The calculations for the sizing of infiltration gallery and exfiltration trenches are provided in Appendix E.

The ultimate configuration of exfiltration trenches and infiltration gallery will be determined during the detail

design stage; however, the analysis above indicates that the required volume can be retained and infiltrated

on site to meet LSRCA criteria.



26

5.0 CONCLUSIONS

Based on the preceding analyses for the proposed Salem Road crossing over Highway 400, the following

conclusions can be made:

1. The existing drainage systems consist exclusively of open roadside ditches.

2. The proposed improvements and road widening will increase impervious areas, resulting in increased

stormwater runoff.

3. Under proposed conditions:

► A 1520 mm span x 914 mm rise concrete box culvert is proposed to convey the runoff from the

external area north of Salem Road to Lover’s Creel tributary to maintain the drainage pattern.

► The proposed Salem Road and Lockhart Road widening will lead to an increase in impervious areas

within the Lover’s Creek watershed. The roadway impervious area on the Salem Road section west

of Highway 400 increased from 19% to 79%. The roadway impervious area on the Lockhart Road

section east of Highway 400 increased from 18% to 80%. Therefore, peak flow controls are required

to control the flows from post- to pre-development levels.

► Stormwater runoff peak flows will be controlled on Salem Road through the use of a dry pond and

super pipes and on Lockhart Road through the use of super pipes.

► On site stormwater retention will be provided through the utilization of exfiltration trenches below

the storm sewers, and an infiltration gallery below the dry pond.

► Stormwater quality treatment will be provided through the use of CB Shields, OGSs, and Enhanced

grassed swales.

► Under proposed conditions, these recommendations will meet the established criteria and mitigate

the potential negative impact that can be caused by the increase in pervious areas.

All of which is respectfully submitted by:

MMM Group Limited

Madhav Baral, M.A.Sc., P. Eng. Peter Lim, P. Eng.

Senior Project Engineer Senior Project Manager

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PHOTOGRAPHIC INVENTORY APPENDIX A

Salem Road Crossing at Highway 400, City of Barrie

1 of 2

Photo 1: Salem Road looking east

Photo 2: Salem Road looking east toward low point (sag)

Photo 3: Salem road looking east toward road low point

Photo 4: Salem Road, south side of road low point

PHOTOGRAPHIC INVENTORY APPENDIX A

Salem Road Crossing at Highway 400, City of Barrie

2 of 2

Photo 5: Downstream Channel looking south from Salem Road low point

Photo 6: Lockhart road looking east from Cul-de-sac

Photo 7: Looking south from Lockhart Road Cul-de-sac.

Photo 8: Looking north east from Lockhart Road Cul-de-sac.

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V02 Schematics:

Existing Conditions:

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Appendix - C

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Proposed Conditions Uncontrolled:

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Appendix - C

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Proposed Conditions Controlled:

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Appendix - C

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Sub- Drainage Imperviousness SCS Initial Abstraction Manning's Time to Number Flow Length Slope

Catchment IUH Area (%) Curve (mm) 'n' Peak of Linear (m) (%) CN

ID Class (ha) Direct + Indirect = Total Number Pervious Impervious Pervious Impervious (hours) Reservoirs Pervious Impervious Pervious Impervious AMC III

200 Standard 16.6 30 + 0 = 30 54 6.4 2.0 0.29 0.015 n/a n/a 40 333 2.0 1.0 73

205 Standard 1.56 20 + 0 = 20 54 5.0 2.0 0.25 0.015 n/a n/a 40 102 2.0 1.0 73

210 Nash 0.25 12 + 0 = 12 59 11.7 n/a n/a n/a 0.13 3.0 n/a n/a n/a n/a 77

215 Standard 1.55 20 + 0 = 20 54 5.0 2.0 0.25 0.015 n/a n/a 40 102 2.0 1.0 73




Total/Ave 104.2 9 + 0 = 9 43 8.82

Summary of Existing Conditions Hydrologic Modelling Parameters

3215075 Highway 400 Salem Road Crossing

Sub- Drainage Imperviousness SCS Initial Abstraction Manning's Time to Number Flow Length Slope

Catchment IUH Area (%) Curve (mm) 'n' Peak of Linear (m) (%) CN

ID Class (ha) Direct + Indirect = Total Number Pervious Impervious Pervious Impervious (hours) Reservoirs Pervious Impervious Pervious Impervious AMC III

200 Standard 16.6 30 + 0 = 30 54 6.4 2.0 0.29 0.013 n/a n/a 40 333 2.0 1.0 73

205 Standard 2.54 78 + 0 = 78 54 5.0 2.0 0.25 0.013 n/a n/a 40 130 2.0 1.0 73

210 Standard 0.56 79 + 0 = 79 54 5.0 2.0 0.25 0.013 n/a n/a 40 61 2.0 1.0 73

220 Standard 0.60 80 + 0 = 80 54 5.0 2.0 0.25 0.013 n/a n/a 40 63 2.0 1.0 73


230 Standard 0.75 80 + 0 = 80 54 5.0 2.0 0.25 0.013 n/a n/a 40 71 2.0 1.0 73

Total/Ave 104.5 17 + 0 = 17 43 8.65

Summary of Proposed Conditions Hydrologic Modelling Parameters

3215075 Highway 400 Salem Road Crossing

Project Name: Salem Road Crossing at Highway 400

Hydrologic Analysis - Existing Conditions - Summary of Peak Flows

2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr

200 1.000 1.365 1.632 1.991 2.251 2.516 200 0.847 1.264 1.613 2.028 2.355 2.897

205 0.072 0.097 0.118 0.143 0.170 0.191 205 0.061 0.097 0.133 0.172 0.206 0.239

210 0.002 0.005 0.008 0.012 0.015 0.018 210 0.005 0.011 0.016 0.023 0.028 0.034

215 0.071 0.097 0.117 0.142 0.169 0.190 215 0.061 0.097 0.132 0.171 0.204 0.238

220 0.002 0.005 0.007 0.011 0.014 0.017 220 0.005 0.010 0.014 0.021 0.026 0.031

510 1.145 1.566 1.879 2.294 2.613 2.929 510 0.978 1.479 1.908 2.414 2.819 3.440

225 0.003 0.006 0.009 0.014 0.018 0.022 225 0.006 0.012 0.017 0.025 0.031 0.037

230 0.003 0.006 0.009 0.014 0.018 0.022 230 0.006 0.012 0.017 0.025 0.031 0.037

520 0.006 0.013 0.019 0.028 0.036 0.044 520 0.011 0.024 0.035 0.049 0.062 0.075

2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr

200 0.898 1.364 1.748 2.215 2.753 3.192 200 0.852 1.298 1.665 2.106 2.638 3.042 200 2.084

205 0.064 0.103 0.141 0.187 0.223 0.261 205 0.063 0.102 0.141 0.185 0.220 0.257 205 0.198

210 0.004 0.011 0.016 0.023 0.030 0.036 210 0.006 0.013 0.018 0.026 0.032 0.039 210 0.032

215 0.063 0.102 0.140 0.186 0.222 0.259 215 0.063 0.101 0.140 0.184 0.219 0.255 215 0.196

220 0.004 0.010 0.015 0.021 0.027 0.033 220 0.006 0.012 0.017 0.024 0.029 0.035 220 0.028

510 1.034 1.590 2.060 2.632 3.255 3.782 510 0.989 1.526 1.981 2.524 3.138 3.628 510 2.539

225 0.005 0.012 0.017 0.025 0.032 0.039 225 0.007 0.014 0.020 0.029 0.036 0.043 225 0.047

230 0.005 0.012 0.017 0.025 0.032 0.039 230 0.007 0.014 0.020 0.029 0.035 0.043 230 0.048

520 0.010 0.024 0.034 0.051 0.064 0.078 520 0.014 0.029 0.041 0.058 0.071 0.085 520 0.094

Hazel

NHYD

4-hour Chicago Storm Distribution

NHYD6-hour SCS Type II Storm Distribution

NHYD

12-hour SCS Type II Storm Distribution

NHYDNHYD24-hour SCS Type II Storm Distribution


Hydrologic Analysis - Proposed Conditions - UnControlled

6-hour SCS II Storm Distribution

2-yr 5-yr 10-yr 25-yr 50-yr 100-yr

205 0.363 0.533 0.641 0.782 0.887 0.993 205 0.360

225 0.004 0.010 0.015 0.022 0.028 0.035 225 0.040

200 0.898 1.364 1.748 2.215 2.753 3.192 200 2.084

210 0.084 0.120 0.144 0.175 0.198 0.224 210 0.080

220 0.091 0.129 0.155 0.189 0.214 0.242 220 0.085

510 1.439 2.154 2.701 3.380 4.078 4.682 510 2.649

230 0.113 0.162 0.194 0.236 0.268 0.299 230 0.107


Hydrologic Analysis - Proposed Conditions - Controlled with SWM facilities

6-hour SCS II Storm Distribution

2-yr 5-yr 10-yr 25-yr 50-yr 100-yr

205 0.363 0.533 0.641 0.782 0.887 0.993 205 0.360

225 0.004 0.010 0.015 0.022 0.028 0.035 225 0.040

700 0.014 0.017 0.029 0.045 0.053 0.062 700 0.139

210 0.084 0.120 0.144 0.175 0.198 0.224 210 0.080

705 0.014 0.022 0.031 0.043 0.049 0.055 705 0.056

200 0.000 0.000 0.000 0.000 0.000 0.000 200 2.084

220 0.091 0.129 0.155 0.189 0.214 0.242 220 0.085

510 1.013 1.523 1.943 2.457 3.040 3.523 510 2.331

230 0.113 0.162 0.194 0.236 0.268 0.299 230 0.107

710 0.010 0.021 0.031 0.046 0.053 0.059 710 0.071

NHYD6-hour SCS II Storm Distribution

NHYD Hazel

NHYD HazelNHYD6-hour SCS II Storm Distribution

baralm

Text Box

Visual OTTHYMO Modeling Outputs EXISTING CONDITIONS FREQUENCY STORM

3215075: Salem Road Crossing at Highway 400 - Existing Conditions

=================================================== ============================== 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 O OO TM O O T T H H Y Y MM MM O O O O T T H H Y M M O O Company OOO T T H H Y M M O OO Serial

Developed and Distributed by Clarifica Inc. Copyright 1996, 2007 Clarifica Inc.All rights reserved. ***** D E T A I L E D O U T P U T *****

Input filename: C:\Program Files (x86)\Visual O tthymo 2.4\VO2\voin.dat Output filename: C:\Users\james.michener\AppData \Local\Temp\Scenario.out Summary filename: C:\Users\james.michener\AppData \Local\Temp\Scenario.sum

DATE: 12/20/2016 TIME: 03 :22:03

USER:

COMMENTS: _____________EXISTING CONDITIONS_________ _______________________

--------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 1 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 36.98 mm | Comments: 2-year, 4 hr-Chic ago, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.17 2.47 | 1.17 18.78 | 2. 17 5.73 | 3.17 2.93 0.33 2.82 | 1.33 83.11 | 2. 33 4.89 | 3.33 2.72 0.50 3.31 | 1.50 24.75 | 2. 50 4.28 | 3.50 2.55 0.67 4.05 | 1.67 13.01 | 2. 67 3.82 | 3.67 2.39 0.83 5.30 | 1.83 9.01 | 2. 83 3.46 | 3.83 2.26 1.00 7.98 | 2.00 6.97 | 3. 00 3.17 | 4.00 2.15 --------------------------------------------------- ----------------------------

--------------------| CALIB || NASHYD (0225) | Area (ha)= 0.36 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.24 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 M IN. TIME STEP.

---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 2.47 | 1.083 18.78 | 2.0 83 5.73 | 3.08 2.93 0.167 2.47 | 1.167 18.78 | 2.1 67 5.73 | 3.17 2.93 0.250 2.82 | 1.250 83.11 | 2.2 50 4.89 | 3.25 2.72 0.333 2.82 | 1.333 83.11 | 2.3 33 4.89 | 3.33 2.72 0.417 3.31 | 1.417 24.75 | 2.4 17 4.28 | 3.42 2.55 0.500 3.31 | 1.500 24.75 | 2.5 00 4.28 | 3.50 2.55 0.583 4.05 | 1.583 13.01 | 2.5 83 3.82 | 3.58 2.39 0.667 4.05 | 1.667 13.01 | 2.6 67 3.82 | 3.67 2.39 0.750 5.30 | 1.750 9.01 | 2.7 50 3.46 | 3.75 2.26 0.833 5.30 | 1.833 9.01 | 2.8 33 3.46 | 3.83 2.26 0.917 7.98 | 1.917 6.97 | 2.9 17 3.17 | 3.92 2.15 1.000 7.98 | 2.000 6.97 | 3.0 00 3.17 | 4.00 2.15 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.003 (i) TIME TO PEAK (hrs)= 1.667 RUNOFF VOLUME (mm)= 3.712 TOTAL RAINFALL (mm)= 36.985 RUNOFF COEFFICIENT = 0.100 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.003 (i) TIME TO PEAK (hrs)= 1.667 RUNOFF VOLUME (mm)= 3.713 TOTAL RAINFALL (mm)= 36.985 RUNOFF COEFFICIENT = 0.100 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.003 1.67 3.71 + ID2= 2 (0230): 0.37 0.003 1.67 3.71 ========================================= ========= ID = 3 (0520): 0.73 0.006 1.67 3.71 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------

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| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.002 (i) TIME TO PEAK (hrs)= 1.500 RUNOFF VOLUME (mm)= 3.135 TOTAL RAINFALL (mm)= 36.985 RUNOFF COEFFICIENT = 0.085 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 83.11 3.77 over (min) 5.00 35.00 Storage Coeff. (min)= 5.66 (ii) 34.28 (ii) Unit Hyd. Tpeak (min)= 5.00 35.00 Unit Hyd. peak (cms)= 0.20 0.03 *TOTALS* PEAK FLOW (cms)= 0.99 0.06 1.000 (iii) TIME TO PEAK (hrs)= 1.33 2.00 1.33 RUNOFF VOLUME (mm)= 35.98 3.79 13.45 TOTAL RAINFALL (mm)= 36.98 36.98 36.98 RUNOFF COEFFICIENT = 0.97 0.10 0.36 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 83.11 4.60 over (min) 5.00 30.00 Storage Coeff. (min)= 2.78 (ii) 26.96 (ii) Unit Hyd. Tpeak (min)= 5.00 30.00 Unit Hyd. peak (cms)= 0.28 0.04 *TOTALS* PEAK FLOW (cms)= 0.07 0.01 0.072 (iii) TIME TO PEAK (hrs)= 1.33 1.83 1.33 RUNOFF VOLUME (mm)= 35.98 4.12 10.48 TOTAL RAINFALL (mm)= 36.98 36.98 36.98 RUNOFF COEFFICIENT = 0.97 0.11 0.28 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 1.000 1.33 13.45 + ID2= 2 (0205): 1.56 0.072 1.33 10.48 ========================================= ========= ID = 3 (0501): 18.16 1.072 1.33 13.19 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.002 1.50 3.13 + ID2= 2 (0501): 18.16 1.072 1.33 13.19 ========================================= ========= ID = 3 (0502): 18.41 1.073 1.33 13.05 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.002 (i) TIME TO PEAK (hrs)= 1.500 RUNOFF VOLUME (mm)= 3.323 TOTAL RAINFALL (mm)= 36.985 RUNOFF COEFFICIENT = 0.090 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY .

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--------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 83.11 4.60 over (min) 5.00 30.00 Storage Coeff. (min)= 2.78 (ii) 26.96 (ii) Unit Hyd. Tpeak (min)= 5.00 30.00 Unit Hyd. peak (cms)= 0.28 0.04 *TOTALS* PEAK FLOW (cms)= 0.07 0.01 0.071 (iii) TIME TO PEAK (hrs)= 1.33 1.83 1.33 RUNOFF VOLUME (mm)= 35.98 4.12 10.48 TOTAL RAINFALL (mm)= 36.98 36.98 36.98 RUNOFF COEFFICIENT = 0.97 0.11 0.28 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.071 1.33 10.48 + ID2= 2 (0220): 0.22 0.002 1.50 3.32 ========================================= ========= ID = 3 (0505): 1.77 0.073 1.33 9.59 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 1.073 1.33 13.05 + ID2= 2 (0505): 1.77 0.073 1.33 9.59 ========================================= ========= ID = 3 (0510): 20.18 1.145 1.33 12.75 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 2 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 50.52 mm | Comments: 5-year, 4 hr-Chic ago, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.17 3.57 | 1.17 25.64 | 2. 17 8.12 | 3.17 4.22 0.33 4.07 | 1.33 108.92 | 2. 33 6.96 | 3.33 3.93 0.50 4.76 | 1.50 33.31 | 2. 50 6.12 | 3.50 3.68 0.67 5.79 | 1.67 17.99 | 2. 67 5.48 | 3.67 3.47 0.83 7.53 | 1.83 12.60 | 2. 83 4.97 | 3.83 3.28 1.00 11.20 | 2.00 9.82 | 3. 00 4.56 | 4.00 3.12 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 3.57 | 1.083 25.64 | 2.0 83 8.12 | 3.08 4.22 0.167 3.57 | 1.167 25.64 | 2.1 67 8.12 | 3.17 4.22 0.250 4.07 | 1.250 108.92 | 2.2 50 6.96 | 3.25 3.93 0.333 4.07 | 1.333 108.92 | 2.3 33 6.96 | 3.33 3.93 0.417 4.76 | 1.417 33.31 | 2.4 17 6.12 | 3.42 3.68 0.500 4.76 | 1.500 33.31 | 2.5 00 6.12 | 3.50 3.68 0.583 5.79 | 1.583 17.99 | 2.5 83 5.48 | 3.58 3.47 0.667 5.79 | 1.667 17.99 | 2.6 67 5.48 | 3.67 3.47 0.750 7.53 | 1.750 12.60 | 2.7 50 4.97 | 3.75 3.28 0.833 7.53 | 1.833 12.60 | 2.8 33 4.97 | 3.83 3.28 0.917 11.20 | 1.917 9.82 | 2.9 17 4.56 | 3.92 3.12 1.000 11.20 | 2.000 9.82 | 3.0 00 4.56 | 4.00 3.12 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.006 (i) TIME TO PEAK (hrs)= 1.583 RUNOFF VOLUME (mm)= 7.991 TOTAL RAINFALL (mm)= 50.518 RUNOFF COEFFICIENT = 0.158 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25

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Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.006 (i) TIME TO PEAK (hrs)= 1.667 RUNOFF VOLUME (mm)= 7.993 TOTAL RAINFALL (mm)= 50.518 RUNOFF COEFFICIENT = 0.158 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.006 1.58 7.99 + ID2= 2 (0230): 0.37 0.006 1.67 7.99 ========================================= ========= ID = 3 (0520): 0.73 0.013 1.67 7.99 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.005 (i) TIME TO PEAK (hrs)= 1.500 RUNOFF VOLUME (mm)= 6.927 TOTAL RAINFALL (mm)= 50.518 RUNOFF COEFFICIENT = 0.137 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 108.92 8.17 over (min) 5.00 30.00 Storage Coeff. (min)= 5.08 (ii) 26.09 (ii) Unit Hyd. Tpeak (min)= 5.00 30.00 Unit Hyd. peak (cms)= 0.21 0.04 *TOTALS* PEAK FLOW (cms)= 1.34 0.15 1.365 (iii) TIME TO PEAK (hrs)= 1.33 1.83 1.33 RUNOFF VOLUME (mm)= 49.52 7.47 20.09 TOTAL RAINFALL (mm)= 50.52 50.52 50.52 RUNOFF COEFFICIENT = 0.98 0.15 0.40 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 108.92 9.97 over (min) 5.00 25.00 Storage Coeff. (min)= 2.50 (ii) 20.25 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.29 0.05 *TOTALS* PEAK FLOW (cms)= 0.09 0.02 0.097 (iii) TIME TO PEAK (hrs)= 1.33 1.67 1.33 RUNOFF VOLUME (mm)= 49.52 7.91 16.23 TOTAL RAINFALL (mm)= 50.52 50.52 50.52 RUNOFF COEFFICIENT = 0.98 0.16 0.32 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 1.365 1.33 20.09 + ID2= 2 (0205): 1.56 0.097 1.33 16.23 ========================================= ========= ID = 3 (0501): 18.16 1.462 1.33 19.75 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) |

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| 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.005 1.50 6.93 + ID2= 2 (0501): 18.16 1.462 1.33 19.75 ========================================= ========= ID = 3 (0502): 18.41 1.466 1.33 19.58 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.005 (i) TIME TO PEAK (hrs)= 1.500 RUNOFF VOLUME (mm)= 7.267 TOTAL RAINFALL (mm)= 50.518 RUNOFF COEFFICIENT = 0.144 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 108.92 9.97 over (min) 5.00 25.00 Storage Coeff. (min)= 2.49 (ii) 20.24 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.29 0.05 *TOTALS* PEAK FLOW (cms)= 0.09 0.02 0.097 (iii) TIME TO PEAK (hrs)= 1.33 1.67 1.33 RUNOFF VOLUME (mm)= 49.52 7.91 16.23 TOTAL RAINFALL (mm)= 50.52 50.52 50.52 RUNOFF COEFFICIENT = 0.98 0.16 0.32 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.097 1.33 16.23 + ID2= 2 (0220): 0.22 0.005 1.50 7.27 ========================================= ========= ID = 3 (0505): 1.77 0.100 1.33 15.11 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 1.466 1.33 19.58 + ID2= 2 (0505): 1.77 0.100 1.33 15.11 ========================================= ========= ID = 3 (0510): 20.18 1.566 1.33 19.19 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 3 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 59.72 mm | Comments: 10-year, 4 hr-Chi cago, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.17 4.32 | 1.17 30.27 | 2. 17 9.72 | 3.17 5.09 0.33 4.91 | 1.33 126.55 | 2. 33 8.53 | 3.33 4.74 0.50 5.73 | 1.50 39.22 | 2. 50 7.35 | 3.50 4.45 0.67 6.96 | 1.67 21.35 | 2. 67 6.59 | 3.67 4.19 0.83 9.03 | 1.83 15.01 | 2. 83 5.99 | 3.83 3.97 1.00 13.36 | 2.00 11.74 | 3. 00 5.50 | 4.00 3.77 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 4.32 | 1.083 30.27 | 2.0 83 9.72 | 3.08 5.09 0.167 4.32 | 1.167 30.27 | 2.1 67 9.72 | 3.17 5.09 0.250 4.91 | 1.250 126.55 | 2.2 50 8.53 | 3.25 4.74

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0.333 4.91 | 1.333 126.55 | 2.3 33 8.53 | 3.33 4.74 0.417 5.73 | 1.417 39.22 | 2.4 17 7.35 | 3.42 4.45 0.500 5.73 | 1.500 39.22 | 2.5 00 7.35 | 3.50 4.45 0.583 6.96 | 1.583 21.35 | 2.5 83 6.59 | 3.58 4.19 0.667 6.96 | 1.667 21.35 | 2.6 67 6.59 | 3.67 4.19 0.750 9.03 | 1.750 15.01 | 2.7 50 5.99 | 3.75 3.97 0.833 9.03 | 1.833 15.01 | 2.8 33 5.99 | 3.83 3.97 0.917 13.36 | 1.917 11.74 | 2.9 17 5.50 | 3.92 3.77 1.000 13.36 | 2.000 11.74 | 3.0 00 5.50 | 4.00 3.77 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.009 (i) TIME TO PEAK (hrs)= 1.583 RUNOFF VOLUME (mm)= 11.602 TOTAL RAINFALL (mm)= 59.723 RUNOFF COEFFICIENT = 0.194 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.009 (i) TIME TO PEAK (hrs)= 1.583 RUNOFF VOLUME (mm)= 11.604 TOTAL RAINFALL (mm)= 59.723 RUNOFF COEFFICIENT = 0.194 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.009 1.58 11.60 + ID2= 2 (0230): 0.37 0.009 1.58 11.60 ========================================= ========= ID = 3 (0520): 0.73 0.019 1.58 11.60 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.008 (i) TIME TO PEAK (hrs)= 1.417 RUNOFF VOLUME (mm)= 10.169 TOTAL RAINFALL (mm)= 59.723 RUNOFF COEFFICIENT = 0.170 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 126.55 13.10 over (min) 5.00 25.00 Storage Coeff. (min)= 4.78 (ii) 22.18 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.22 0.05 *TOTALS* PEAK FLOW (cms)= 1.58 0.23 1.632 (iii) TIME TO PEAK (hrs)= 1.33 1.75 1.33 RUNOFF VOLUME (mm)= 58.72 10.54 25.00 TOTAL RAINFALL (mm)= 59.72 59.72 59.72 RUNOFF COEFFICIENT = 0.98 0.18 0.42 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 126.55 15.30 over (min) 5.00 20.00 Storage Coeff. (min)= 2.35 (ii) 17.31 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.30 0.06 *TOTALS* PEAK FLOW (cms)= 0.11 0.03 0.118 (iii) TIME TO PEAK (hrs)= 1.33 1.58 1.33 RUNOFF VOLUME (mm)= 58.72 11.05 20.58 TOTAL RAINFALL (mm)= 59.72 59.72 59.72 RUNOFF COEFFICIENT = 0.98 0.18 0.34

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***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 1.632 1.33 25.00 + ID2= 2 (0205): 1.56 0.118 1.33 20.58 ========================================= ========= ID = 3 (0501): 18.16 1.750 1.33 24.62 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.008 1.42 10.17 + ID2= 2 (0501): 18.16 1.750 1.33 24.62 ========================================= ========= ID = 3 (0502): 18.41 1.756 1.33 24.42 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.007 (i) TIME TO PEAK (hrs)= 1.417 RUNOFF VOLUME (mm)= 10.620 TOTAL RAINFALL (mm)= 59.723 RUNOFF COEFFICIENT = 0.178 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 126.55 15.30 over (min) 5.00 20.00 Storage Coeff. (min)= 2.35 (ii) 17.30 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.30 0.06 *TOTALS* PEAK FLOW (cms)= 0.11 0.03 0.117 (iii) TIME TO PEAK (hrs)= 1.33 1.58 1.33 RUNOFF VOLUME (mm)= 58.72 11.05 20.58 TOTAL RAINFALL (mm)= 59.72 59.72 59.72 RUNOFF COEFFICIENT = 0.98 0.18 0.34 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.117 1.33 20.58 + ID2= 2 (0220): 0.22 0.007 1.42 10.62 ========================================= ========= ID = 3 (0505): 1.77 0.123 1.33 19.34 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 1.756 1.33 24.42 + ID2= 2 (0505): 1.77 0.123 1.33 19.34 ========================================= ========= ID = 3 (0510): 20.18 1.879 1.33 23.97 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 4 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 71.24 mm | Comments: 25-year, 4 hr-Chi cago, City of Barrie

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-------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.17 5.22 | 1.17 36.37 | 2. 17 11.74 | 3.17 6.15 0.33 5.94 | 1.33 148.15 | 2. 33 10.09 | 3.33 5.74 0.50 6.93 | 1.50 47.06 | 2. 50 8.89 | 3.50 5.38 0.67 8.42 | 1.67 25.72 | 2. 67 7.96 | 3.67 5.08 0.83 10.91 | 1.83 18.11 | 2. 83 7.24 | 3.83 4.80 1.00 16.13 | 2.00 14.17 | 3. 00 6.65 | 4.00 4.57 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 5.22 | 1.083 36.37 | 2.0 83 11.74 | 3.08 6.15 0.167 5.22 | 1.167 36.37 | 2.1 67 11.74 | 3.17 6.15 0.250 5.94 | 1.250 148.15 | 2.2 50 10.09 | 3.25 5.74 0.333 5.94 | 1.333 148.15 | 2.3 33 10.09 | 3.33 5.74 0.417 6.93 | 1.417 47.06 | 2.4 17 8.89 | 3.42 5.38 0.500 6.93 | 1.500 47.06 | 2.5 00 8.89 | 3.50 5.38 0.583 8.42 | 1.583 25.72 | 2.5 83 7.96 | 3.58 5.08 0.667 8.42 | 1.667 25.72 | 2.6 67 7.96 | 3.67 5.08 0.750 10.91 | 1.750 18.11 | 2.7 50 7.24 | 3.75 4.80 0.833 10.91 | 1.833 18.11 | 2.8 33 7.24 | 3.83 4.80 0.917 16.13 | 1.917 14.17 | 2.9 17 6.65 | 3.92 4.57 1.000 16.13 | 2.000 14.17 | 3.0 00 6.65 | 4.00 4.57 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.014 (i) TIME TO PEAK (hrs)= 1.583 RUNOFF VOLUME (mm)= 16.788 TOTAL RAINFALL (mm)= 71.237 RUNOFF COEFFICIENT = 0.236 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.014 (i) TIME TO PEAK (hrs)= 1.583 RUNOFF VOLUME (mm)= 16.790 TOTAL RAINFALL (mm)= 71.237 RUNOFF COEFFICIENT = 0.236 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.014 1.58 16.79 + ID2= 2 (0230): 0.37 0.014 1.58 16.79 ========================================= ========= ID = 3 (0520): 0.73 0.028 1.58 16.79 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.012 (i) TIME TO PEAK (hrs)= 1.417 RUNOFF VOLUME (mm)= 14.867 TOTAL RAINFALL (mm)= 71.237 RUNOFF COEFFICIENT = 0.209 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 148.15 20.52 over (min) 5.00 20.00 Storage Coeff. (min)= 4.49 (ii) 19.03 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.23 0.06 *TOTALS* PEAK FLOW (cms)= 1.88 0.36 1.991 (iii) TIME TO PEAK (hrs)= 1.33 1.58 1.33 RUNOFF VOLUME (mm)= 70.24 14.95 31.53 TOTAL RAINFALL (mm)= 71.24 71.24 71.24 RUNOFF COEFFICIENT = 0.99 0.21 0.44 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT.

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(iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 148.15 21.61 over (min) 5.00 20.00 Storage Coeff. (min)= 2.21 (ii) 15.23 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.30 0.07 *TOTALS* PEAK FLOW (cms)= 0.13 0.05 0.143 (iii) TIME TO PEAK (hrs)= 1.33 1.58 1.33 RUNOFF VOLUME (mm)= 70.24 15.52 26.46 TOTAL RAINFALL (mm)= 71.24 71.24 71.24 RUNOFF COEFFICIENT = 0.99 0.22 0.37 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 1.991 1.33 31.53 + ID2= 2 (0205): 1.56 0.143 1.33 26.46 ========================================= ========= ID = 3 (0501): 18.16 2.134 1.33 31.10 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.012 1.42 14.87 + ID2= 2 (0501): 18.16 2.134 1.33 31.10 ========================================= ========= ID = 3 (0502): 18.41 2.143 1.33 30.88 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.011 (i) TIME TO PEAK (hrs)= 1.417 RUNOFF VOLUME (mm)= 15.468 TOTAL RAINFALL (mm)= 71.237 RUNOFF COEFFICIENT = 0.217 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 148.15 21.61 over (min) 5.00 20.00 Storage Coeff. (min)= 2.20 (ii) 15.23 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.30 0.07 *TOTALS* PEAK FLOW (cms)= 0.13 0.05 0.142 (iii) TIME TO PEAK (hrs)= 1.33 1.58 1.33 RUNOFF VOLUME (mm)= 70.24 15.52 26.46 TOTAL RAINFALL (mm)= 71.24 71.24 71.24 RUNOFF COEFFICIENT = 0.99 0.22 0.37 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.142 1.33 26.46 + ID2= 2 (0220): 0.22 0.011 1.42 15.47 ========================================= ========= ID = 3 (0505): 1.77 0.151 1.33 25.09

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NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 2.143 1.33 30.88 + ID2= 2 (0505): 1.77 0.151 1.33 25.09 ========================================= ========= ID = 3 (0510): 20.18 2.294 1.33 30.37 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 5 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 79.45 mm | Comments: 50-year, 4 hr-Chi cago, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.17 5.93 | 1.17 40.22 | 2. 17 13.20 | 3.17 6.98 0.33 6.74 | 1.33 164.22 | 2. 33 11.37 | 3.33 6.51 0.50 7.85 | 1.50 51.92 | 2. 50 10.03 | 3.50 6.11 0.67 9.50 | 1.67 28.58 | 2. 67 9.00 | 3.67 5.77 0.83 12.27 | 1.83 20.23 | 2. 83 8.19 | 3.83 5.46 1.00 18.04 | 2.00 15.88 | 3. 00 7.53 | 4.00 5.19 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 5.93 | 1.083 40.22 | 2.0 83 13.20 | 3.08 6.98 0.167 5.93 | 1.167 40.22 | 2.1 67 13.20 | 3.17 6.98 0.250 6.74 | 1.250 164.22 | 2.2 50 11.37 | 3.25 6.51 0.333 6.74 | 1.333 164.22 | 2.3 33 11.37 | 3.33 6.51 0.417 7.85 | 1.417 51.92 | 2.4 17 10.03 | 3.42 6.11 0.500 7.85 | 1.500 51.92 | 2.5 00 10.03 | 3.50 6.11 0.583 9.50 | 1.583 28.58 | 2.5 83 9.00 | 3.58 5.77 0.667 9.50 | 1.667 28.58 | 2.6 67 9.00 | 3.67 5.77 0.750 12.27 | 1.750 20.23 | 2.7 50 8.19 | 3.75 5.46 0.833 12.27 | 1.833 20.23 | 2.8 33 8.19 | 3.83 5.46 0.917 18.04 | 1.917 15.88 | 2.9 17 7.53 | 3.92 5.19 1.000 18.04 | 2.000 15.88 | 3.0 00 7.53 | 4.00 5.19 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.018 (i) TIME TO PEAK (hrs)= 1.583 RUNOFF VOLUME (mm)= 20.886 TOTAL RAINFALL (mm)= 79.453 RUNOFF COEFFICIENT = 0.263 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.018 (i) TIME TO PEAK (hrs)= 1.583 RUNOFF VOLUME (mm)= 20.889 TOTAL RAINFALL (mm)= 79.453 RUNOFF COEFFICIENT = 0.263 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.018 1.58 20.89 + ID2= 2 (0230): 0.37 0.018 1.58 20.89 ========================================= ========= ID = 3 (0520): 0.73 0.036 1.58 20.89 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.015 (i) TIME TO PEAK (hrs)= 1.417 RUNOFF VOLUME (mm)= 18.606 TOTAL RAINFALL (mm)= 79.453 RUNOFF COEFFICIENT = 0.234 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60

Page: 10


|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 164.22 25.48 over (min) 5.00 20.00 Storage Coeff. (min)= 4.31 (ii) 17.64 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.23 0.06 *TOTALS* PEAK FLOW (cms)= 2.10 0.47 2.251 (iii) TIME TO PEAK (hrs)= 1.33 1.58 1.33 RUNOFF VOLUME (mm)= 78.45 18.44 36.44 TOTAL RAINFALL (mm)= 79.45 79.45 79.45 RUNOFF COEFFICIENT = 0.99 0.23 0.46 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 164.22 26.65 over (min) 5.00 15.00 Storage Coeff. (min)= 2.12 (ii) 14.10 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.31 0.08 *TOTALS* PEAK FLOW (cms)= 0.14 0.06 0.170 (iii) TIME TO PEAK (hrs)= 1.33 1.50 1.33 RUNOFF VOLUME (mm)= 78.45 19.06 30.93 TOTAL RAINFALL (mm)= 79.45 79.45 79.45 RUNOFF COEFFICIENT = 0.99 0.24 0.39 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 2.251 1.33 36.44 + ID2= 2 (0205): 1.56 0.170 1.33 30.93 ========================================= ========= ID = 3 (0501): 18.16 2.420 1.33 35.97 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.015 1.42 18.61 + ID2= 2 (0501): 18.16 2.420 1.33 35.97 ========================================= ========= ID = 3 (0502): 18.41 2.433 1.33 35.73 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.014 (i) TIME TO PEAK (hrs)= 1.417 RUNOFF VOLUME (mm)= 19.315 TOTAL RAINFALL (mm)= 79.453 RUNOFF COEFFICIENT = 0.243 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 164.22 26.65 over (min) 5.00 15.00 Storage Coeff. (min)= 2.12 (ii) 14.09 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.31 0.08

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*TOTALS* PEAK FLOW (cms)= 0.14 0.06 0.169 (iii) TIME TO PEAK (hrs)= 1.33 1.50 1.33 RUNOFF VOLUME (mm)= 78.45 19.06 30.93 TOTAL RAINFALL (mm)= 79.45 79.45 79.45 RUNOFF COEFFICIENT = 0.99 0.24 0.39 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.169 1.33 30.93 + ID2= 2 (0220): 0.22 0.014 1.42 19.31 ========================================= ========= ID = 3 (0505): 1.77 0.180 1.33 29.49 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 2.433 1.33 35.73 + ID2= 2 (0505): 1.77 0.180 1.33 29.49 ========================================= ========= ID = 3 (0510): 20.18 2.613 1.33 35.19 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 6 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 87.58 mm | Comments: 100-year, 4 hr-Ch icago, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.17 6.41 | 1.17 45.22 | 2. 17 14.50 | 3.17 7.56 0.33 7.29 | 1.33 180.15 | 2. 33 12.44 | 3.33 7.04 0.50 8.52 | 1.50 58.54 | 2. 50 10.94 | 3.50 6.60 0.67 10.36 | 1.67 31.96 | 2. 67 9.80 | 3.67 6.22 0.83 13.45 | 1.83 22.45 | 2. 83 8.90 | 3.83 5.89 1.00 19.96 | 2.00 17.52 | 3. 00 8.16 | 4.00 5.59 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 6.41 | 1.083 45.22 | 2.0 83 14.50 | 3.08 7.56 0.167 6.41 | 1.167 45.22 | 2.1 67 14.50 | 3.17 7.56 0.250 7.29 | 1.250 180.15 | 2.2 50 12.44 | 3.25 7.04 0.333 7.29 | 1.333 180.15 | 2.3 33 12.44 | 3.33 7.04 0.417 8.52 | 1.417 58.54 | 2.4 17 10.94 | 3.42 6.60 0.500 8.52 | 1.500 58.54 | 2.5 00 10.94 | 3.50 6.60 0.583 10.36 | 1.583 31.96 | 2.5 83 9.80 | 3.58 6.22 0.667 10.36 | 1.667 31.96 | 2.6 67 9.80 | 3.67 6.22 0.750 13.45 | 1.750 22.45 | 2.7 50 8.90 | 3.75 5.89 0.833 13.45 | 1.833 22.45 | 2.8 33 8.90 | 3.83 5.89 0.917 19.96 | 1.917 17.52 | 2.9 17 8.16 | 3.92 5.59 1.000 19.96 | 2.000 17.52 | 3.0 00 8.16 | 4.00 5.59 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.022 (i) TIME TO PEAK (hrs)= 1.583 RUNOFF VOLUME (mm)= 25.224 TOTAL RAINFALL (mm)= 87.578 RUNOFF COEFFICIENT = 0.288 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.022 (i) TIME TO PEAK (hrs)= 1.583 RUNOFF VOLUME (mm)= 25.228 TOTAL RAINFALL (mm)= 87.578 RUNOFF COEFFICIENT = 0.288 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.022 1.58 25.22

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+ ID2= 2 (0230): 0.37 0.022 1.58 25.23 ========================================= ========= ID = 3 (0520): 0.73 0.044 1.58 25.23 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.018 (i) TIME TO PEAK (hrs)= 1.417 RUNOFF VOLUME (mm)= 22.585 TOTAL RAINFALL (mm)= 87.578 RUNOFF COEFFICIENT = 0.258 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 180.15 31.02 over (min) 5.00 20.00 Storage Coeff. (min)= 4.15 (ii) 16.47 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.24 0.06 *TOTALS* PEAK FLOW (cms)= 2.32 0.59 2.516 (iii) TIME TO PEAK (hrs)= 1.33 1.58 1.33 RUNOFF VOLUME (mm)= 86.58 22.15 41.48 TOTAL RAINFALL (mm)= 87.58 87.58 87.58 RUNOFF COEFFICIENT = 0.99 0.25 0.47 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 180.15 32.25 over (min) 5.00 15.00 Storage Coeff. (min)= 2.04 (ii) 13.14 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.31 0.08 *TOTALS* PEAK FLOW (cms)= 0.16 0.08 0.191 (iii) TIME TO PEAK (hrs)= 1.33 1.50 1.33 RUNOFF VOLUME (mm)= 86.58 22.81 35.56 TOTAL RAINFALL (mm)= 87.58 87.58 87.58 RUNOFF COEFFICIENT = 0.99 0.26 0.41 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 2.516 1.33 41.48 + ID2= 2 (0205): 1.56 0.191 1.33 35.56 ========================================= ========= ID = 3 (0501): 18.16 2.708 1.33 40.97 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.018 1.42 22.58 + ID2= 2 (0501): 18.16 2.708 1.33 40.97 ========================================= ========= ID = 3 (0502): 18.41 2.724 1.33 40.72 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065

Page: 13


PEAK FLOW (cms)= 0.017 (i) TIME TO PEAK (hrs)= 1.417 RUNOFF VOLUME (mm)= 23.401 TOTAL RAINFALL (mm)= 87.578 RUNOFF COEFFICIENT = 0.267 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 180.15 32.25 over (min) 5.00 15.00 Storage Coeff. (min)= 2.04 (ii) 13.14 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.31 0.08 *TOTALS* PEAK FLOW (cms)= 0.15 0.08 0.190 (iii) TIME TO PEAK (hrs)= 1.33 1.50 1.33 RUNOFF VOLUME (mm)= 86.58 22.81 35.56 TOTAL RAINFALL (mm)= 87.58 87.58 87.58 RUNOFF COEFFICIENT = 0.99 0.26 0.41 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.190 1.33 35.56 + ID2= 2 (0220): 0.22 0.017 1.42 23.40 ========================================= ========= ID = 3 (0505): 1.77 0.205 1.33 34.05 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 2.724 1.33 40.72 + ID2= 2 (0505): 1.77 0.205 1.33 34.05 ========================================= ========= ID = 3 (0510): 20.18 2.929 1.33 40.13 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 7 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 42.30 mm | Comments: 2-Yr,6-hr SCS, Ci ty of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 1.69 | 1.75 4.23 | 3. 25 9.31 | 4.75 2.54 0.50 1.69 | 2.00 4.23 | 3. 50 9.31 | 5.00 2.54 0.75 2.54 | 2.25 5.08 | 3. 75 4.23 | 5.25 1.69 1.00 2.54 | 2.50 5.08 | 4. 00 4.23 | 5.50 1.69 1.25 2.54 | 2.75 25.38 | 4. 25 3.38 | 5.75 1.69 1.50 2.54 | 3.00 65.99 | 4. 50 3.38 | 6.00 1.69 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 1.69 | 1.583 4.23 | 3.0 83 9.31 | 4.58 2.54 0.167 1.69 | 1.667 4.23 | 3.1 67 9.31 | 4.67 2.54 0.250 1.69 | 1.750 4.23 | 3.2 50 9.31 | 4.75 2.54 0.333 1.69 | 1.833 4.23 | 3.3 33 9.31 | 4.83 2.54 0.417 1.69 | 1.917 4.23 | 3.4 17 9.31 | 4.92 2.54 0.500 1.69 | 2.000 4.23 | 3.5 00 9.31 | 5.00 2.54 0.583 2.54 | 2.083 5.08 | 3.5 83 4.23 | 5.08 1.69 0.667 2.54 | 2.167 5.08 | 3.6 67 4.23 | 5.17 1.69 0.750 2.54 | 2.250 5.08 | 3.7 50 4.23 | 5.25 1.69 0.833 2.54 | 2.333 5.08 | 3.8 33 4.23 | 5.33 1.69 0.917 2.54 | 2.417 5.08 | 3.9 17 4.23 | 5.42 1.69 1.000 2.54 | 2.500 5.08 | 4.0 00 4.23 | 5.50 1.69 1.083 2.54 | 2.583 25.38 | 4.0 83 3.38 | 5.58 1.69 1.167 2.54 | 2.667 25.38 | 4.1 67 3.38 | 5.67 1.69 1.250 2.54 | 2.750 25.38 | 4.2 50 3.38 | 5.75 1.69 1.333 2.54 | 2.833 65.99 | 4.3 33 3.38 | 5.83 1.69 1.417 2.54 | 2.917 65.99 | 4.4 17 3.38 | 5.92 1.69 1.500 2.54 | 3.000 65.99 | 4.5 00 3.38 | 6.00 1.69 Unit Hyd Qpeak (cms)= 0.057

Page: 14


PEAK FLOW (cms)= 0.005 (i) TIME TO PEAK (hrs)= 3.167 RUNOFF VOLUME (mm)= 5.233 TOTAL RAINFALL (mm)= 42.300 RUNOFF COEFFICIENT = 0.124 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.005 (i) TIME TO PEAK (hrs)= 3.167 RUNOFF VOLUME (mm)= 5.234 TOTAL RAINFALL (mm)= 42.300 RUNOFF COEFFICIENT = 0.124 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.005 3.17 5.23 + ID2= 2 (0230): 0.37 0.005 3.17 5.23 ========================================= ========= ID = 3 (0520): 0.73 0.010 3.17 5.23 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.004 (i) TIME TO PEAK (hrs)= 3.000 RUNOFF VOLUME (mm)= 4.475 TOTAL RAINFALL (mm)= 42.300 RUNOFF COEFFICIENT = 0.106 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 65.99 6.03 over (min) 5.00 30.00 Storage Coeff. (min)= 6.21 (ii) 29.94 (ii) Unit Hyd. Tpeak (min)= 5.00 30.00 Unit Hyd. peak (cms)= 0.19 0.04 *TOTALS* PEAK FLOW (cms)= 0.86 0.11 0.898 (iii) TIME TO PEAK (hrs)= 3.00 3.42 3.00 RUNOFF VOLUME (mm)= 41.30 5.11 15.97 TOTAL RAINFALL (mm)= 42.30 42.30 42.30 RUNOFF COEFFICIENT = 0.98 0.12 0.38 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 65.99 7.60 over (min) 5.00 25.00 Storage Coeff. (min)= 3.05 (ii) 22.84 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.27 0.05 *TOTALS* PEAK FLOW (cms)= 0.06 0.01 0.064 (iii) TIME TO PEAK (hrs)= 3.00 3.33 3.00 RUNOFF VOLUME (mm)= 41.30 5.48 12.64 TOTAL RAINFALL (mm)= 42.30 42.30 42.30 RUNOFF COEFFICIENT = 0.98 0.13 0.30 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ----------------------------

Page: 15


--------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 0.898 3.00 15.97 + ID2= 2 (0205): 1.56 0.064 3.00 12.64 ========================================= ========= ID = 3 (0501): 18.16 0.962 3.00 15.68 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.004 3.00 4.47 + ID2= 2 (0501): 18.16 0.962 3.00 15.68 ========================================= ========= ID = 3 (0502): 18.41 0.967 3.00 15.53 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.004 (i) TIME TO PEAK (hrs)= 3.000 RUNOFF VOLUME (mm)= 4.719 TOTAL RAINFALL (mm)= 42.300 RUNOFF COEFFICIENT = 0.112 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 65.99 7.60 over (min) 5.00 25.00 Storage Coeff. (min)= 3.05 (ii) 22.83 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.27 0.05 *TOTALS* PEAK FLOW (cms)= 0.06 0.01 0.063 (iii) TIME TO PEAK (hrs)= 3.00 3.33 3.00 RUNOFF VOLUME (mm)= 41.30 5.48 12.64 TOTAL RAINFALL (mm)= 42.30 42.30 42.30 RUNOFF COEFFICIENT = 0.98 0.13 0.30 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.063 3.00 12.64 + ID2= 2 (0220): 0.22 0.004 3.00 4.72 ========================================= ========= ID = 3 (0505): 1.77 0.068 3.00 11.66 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 0.967 3.00 15.53 + ID2= 2 (0505): 1.77 0.068 3.00 11.66 ========================================= ========= ID = 3 (0510): 20.18 1.034 3.00 15.19 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 8 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 59.50 mm | Comments: 5-Yr,6-hr SCS, Ci ty of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 2.38 | 1.75 5.95 | 3. 25 13.09 | 4.75 3.57 0.50 2.38 | 2.00 5.95 | 3. 50 13.09 | 5.00 3.57 0.75 3.57 | 2.25 7.14 | 3. 75 5.95 | 5.25 2.38 1.00 3.57 | 2.50 7.14 | 4. 00 5.95 | 5.50 2.38 1.25 3.57 | 2.75 35.70 | 4. 25 4.76 | 5.75 2.38 1.50 3.57 | 3.00 92.82 | 4. 50 4.76 | 6.00 2.38 --------------------------------------------------- ----------------------------

Page: 16



---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 2.38 | 1.583 5.95 | 3.0 83 13.09 | 4.58 3.57 0.167 2.38 | 1.667 5.95 | 3.1 67 13.09 | 4.67 3.57 0.250 2.38 | 1.750 5.95 | 3.2 50 13.09 | 4.75 3.57 0.333 2.38 | 1.833 5.95 | 3.3 33 13.09 | 4.83 3.57 0.417 2.38 | 1.917 5.95 | 3.4 17 13.09 | 4.92 3.57 0.500 2.38 | 2.000 5.95 | 3.5 00 13.09 | 5.00 3.57 0.583 3.57 | 2.083 7.14 | 3.5 83 5.95 | 5.08 2.38 0.667 3.57 | 2.167 7.14 | 3.6 67 5.95 | 5.17 2.38 0.750 3.57 | 2.250 7.14 | 3.7 50 5.95 | 5.25 2.38 0.833 3.57 | 2.333 7.14 | 3.8 33 5.95 | 5.33 2.38 0.917 3.57 | 2.417 7.14 | 3.9 17 5.95 | 5.42 2.38 1.000 3.57 | 2.500 7.14 | 4.0 00 5.95 | 5.50 2.38 1.083 3.57 | 2.583 35.70 | 4.0 83 4.76 | 5.58 2.38 1.167 3.57 | 2.667 35.70 | 4.1 67 4.76 | 5.67 2.38 1.250 3.57 | 2.750 35.70 | 4.2 50 4.76 | 5.75 2.38 1.333 3.57 | 2.833 92.82 | 4.3 33 4.76 | 5.83 2.38 1.417 3.57 | 2.917 92.82 | 4.4 17 4.76 | 5.92 2.38 1.500 3.57 | 3.000 92.82 | 4.5 00 4.76 | 6.00 2.38 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.012 (i) TIME TO PEAK (hrs)= 3.167 RUNOFF VOLUME (mm)= 11.508 TOTAL RAINFALL (mm)= 59.500 RUNOFF COEFFICIENT = 0.193 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.012 (i) TIME TO PEAK (hrs)= 3.167 RUNOFF VOLUME (mm)= 11.510 TOTAL RAINFALL (mm)= 59.500 RUNOFF COEFFICIENT = 0.193 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.012 3.17 11.51 + ID2= 2 (0230): 0.37 0.012 3.17 11.51 ========================================= ========= ID = 3 (0520): 0.73 0.024 3.17 11.51 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.011 (i) TIME TO PEAK (hrs)= 3.000 RUNOFF VOLUME (mm)= 10.084 TOTAL RAINFALL (mm)= 59.500 RUNOFF COEFFICIENT = 0.169 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 92.82 14.68 over (min) 5.00 25.00 Storage Coeff. (min)= 5.41 (ii) 22.03 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.20 0.05 *TOTALS* PEAK FLOW (cms)= 1.23 0.27 1.364 (iii) TIME TO PEAK (hrs)= 3.00 3.33 3.00 RUNOFF VOLUME (mm)= 58.50 10.46 24.87 TOTAL RAINFALL (mm)= 59.50 59.50 59.50 RUNOFF COEFFICIENT = 0.98 0.18 0.42 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00

Page: 17


-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 92.82 19.18 over (min) 5.00 20.00 Storage Coeff. (min)= 2.66 (ii) 16.32 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.29 0.06 *TOTALS* PEAK FLOW (cms)= 0.08 0.04 0.103 (iii) TIME TO PEAK (hrs)= 3.00 3.17 3.00 RUNOFF VOLUME (mm)= 58.50 10.97 20.47 TOTAL RAINFALL (mm)= 59.50 59.50 59.50 RUNOFF COEFFICIENT = 0.98 0.18 0.34 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 1.364 3.00 24.87 + ID2= 2 (0205): 1.56 0.103 3.00 20.47 ========================================= ========= ID = 3 (0501): 18.16 1.467 3.00 24.50 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.011 3.00 10.08 + ID2= 2 (0501): 18.16 1.467 3.00 24.50 ========================================= ========= ID = 3 (0502): 18.41 1.478 3.00 24.30 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.010 (i) TIME TO PEAK (hrs)= 3.000 RUNOFF VOLUME (mm)= 10.534 TOTAL RAINFALL (mm)= 59.500 RUNOFF COEFFICIENT = 0.177 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 92.82 19.18 over (min) 5.00 20.00 Storage Coeff. (min)= 2.66 (ii) 16.32 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.29 0.06 *TOTALS* PEAK FLOW (cms)= 0.08 0.04 0.102 (iii) TIME TO PEAK (hrs)= 3.00 3.17 3.00 RUNOFF VOLUME (mm)= 58.50 10.97 20.47 TOTAL RAINFALL (mm)= 59.50 59.50 59.50 RUNOFF COEFFICIENT = 0.98 0.18 0.34 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.102 3.00 20.47 + ID2= 2 (0220): 0.22 0.010 3.00 10.53 ========================================= ========= ID = 3 (0505): 1.77 0.112 3.00 19.23 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) |

Page: 18


| 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 1.478 3.00 24.30 + ID2= 2 (0505): 1.77 0.112 3.00 19.23 ========================================= ========= ID = 3 (0510): 20.18 1.590 3.00 23.85 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 9 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 70.80 mm | Comments: 10-Yr,6-hr SCS, C ity of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 2.83 | 1.75 7.08 | 3. 25 15.58 | 4.75 4.25 0.50 2.83 | 2.00 7.08 | 3. 50 15.58 | 5.00 4.25 0.75 4.25 | 2.25 8.50 | 3. 75 7.08 | 5.25 2.83 1.00 4.25 | 2.50 8.50 | 4. 00 7.08 | 5.50 2.83 1.25 4.25 | 2.75 42.48 | 4. 25 5.66 | 5.75 2.83 1.50 4.25 | 3.00 110.45 | 4. 50 5.66 | 6.00 2.83 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 2.83 | 1.583 7.08 | 3.0 83 15.58 | 4.58 4.25 0.167 2.83 | 1.667 7.08 | 3.1 67 15.58 | 4.67 4.25 0.250 2.83 | 1.750 7.08 | 3.2 50 15.58 | 4.75 4.25 0.333 2.83 | 1.833 7.08 | 3.3 33 15.58 | 4.83 4.25 0.417 2.83 | 1.917 7.08 | 3.4 17 15.58 | 4.92 4.25 0.500 2.83 | 2.000 7.08 | 3.5 00 15.58 | 5.00 4.25 0.583 4.25 | 2.083 8.50 | 3.5 83 7.08 | 5.08 2.83 0.667 4.25 | 2.167 8.50 | 3.6 67 7.08 | 5.17 2.83 0.750 4.25 | 2.250 8.50 | 3.7 50 7.08 | 5.25 2.83 0.833 4.25 | 2.333 8.50 | 3.8 33 7.08 | 5.33 2.83 0.917 4.25 | 2.417 8.50 | 3.9 17 7.08 | 5.42 2.83 1.000 4.25 | 2.500 8.50 | 4.0 00 7.08 | 5.50 2.83 1.083 4.25 | 2.583 42.48 | 4.0 83 5.66 | 5.58 2.83 1.167 4.25 | 2.667 42.48 | 4.1 67 5.66 | 5.67 2.83 1.250 4.25 | 2.750 42.48 | 4.2 50 5.66 | 5.75 2.83 1.333 4.25 | 2.833 110.45 | 4.3 33 5.66 | 5.83 2.83 1.417 4.25 | 2.917 110.45 | 4.4 17 5.66 | 5.92 2.83 1.500 4.25 | 3.000 110.45 | 4.5 00 5.66 | 6.00 2.83 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.017 (i) TIME TO PEAK (hrs)= 3.083 RUNOFF VOLUME (mm)= 16.579 TOTAL RAINFALL (mm)= 70.800 RUNOFF COEFFICIENT = 0.234 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.017 (i) TIME TO PEAK (hrs)= 3.167 RUNOFF VOLUME (mm)= 16.581 TOTAL RAINFALL (mm)= 70.800 RUNOFF COEFFICIENT = 0.234 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.017 3.08 16.58 + ID2= 2 (0230): 0.37 0.017 3.17 16.58 ========================================= ========= ID = 3 (0520): 0.73 0.034 3.17 16.58 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.016 (i) TIME TO PEAK (hrs)= 3.000 RUNOFF VOLUME (mm)= 14.676 TOTAL RAINFALL (mm)= 70.800 RUNOFF COEFFICIENT = 0.207 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00

Page: 19


-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 110.45 26.01 over (min) 5.00 20.00 Storage Coeff. (min)= 5.05 (ii) 18.27 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.21 0.06 *TOTALS* PEAK FLOW (cms)= 1.48 0.43 1.748 (iii) TIME TO PEAK (hrs)= 3.00 3.25 3.00 RUNOFF VOLUME (mm)= 69.80 14.77 31.28 TOTAL RAINFALL (mm)= 70.80 70.80 70.80 RUNOFF COEFFICIENT = 0.99 0.21 0.44 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 110.45 26.96 over (min) 5.00 15.00 Storage Coeff. (min)= 2.48 (ii) 14.41 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.29 0.08 *TOTALS* PEAK FLOW (cms)= 0.10 0.06 0.141 (iii) TIME TO PEAK (hrs)= 3.00 3.17 3.00 RUNOFF VOLUME (mm)= 69.80 15.34 26.23 TOTAL RAINFALL (mm)= 70.80 70.80 70.80 RUNOFF COEFFICIENT = 0.99 0.22 0.37 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 1.748 3.00 31.28 + ID2= 2 (0205): 1.56 0.141 3.00 26.23 ========================================= ========= ID = 3 (0501): 18.16 1.889 3.00 30.85 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.016 3.00 14.68 + ID2= 2 (0501): 18.16 1.889 3.00 30.85 ========================================= ========= ID = 3 (0502): 18.41 1.905 3.00 30.63 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.015 (i) TIME TO PEAK (hrs)= 3.000 RUNOFF VOLUME (mm)= 15.271 TOTAL RAINFALL (mm)= 70.800 RUNOFF COEFFICIENT = 0.216 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 110.45 26.96 over (min) 5.00 15.00 Storage Coeff. (min)= 2.48 (ii) 14.40 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.29 0.08 *TOTALS* PEAK FLOW (cms)= 0.09 0.06 0.140 (iii)

Page: 20


TIME TO PEAK (hrs)= 3.00 3.17 3.00 RUNOFF VOLUME (mm)= 69.80 15.34 26.23 TOTAL RAINFALL (mm)= 70.80 70.80 70.80 RUNOFF COEFFICIENT = 0.99 0.22 0.37 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.140 3.00 26.23 + ID2= 2 (0220): 0.22 0.015 3.00 15.27 ========================================= ========= ID = 3 (0505): 1.77 0.155 3.00 24.87 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 1.905 3.00 30.63 + ID2= 2 (0505): 1.77 0.155 3.00 24.87 ========================================= ========= ID = 3 (0510): 20.18 2.060 3.00 30.12 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 10 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 85.20 mm | Comments: 25-Yr,6-hr SCS, C ity of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 3.41 | 1.75 8.52 | 3. 25 18.74 | 4.75 5.11 0.50 3.41 | 2.00 8.52 | 3. 50 18.74 | 5.00 5.11 0.75 5.11 | 2.25 10.22 | 3. 75 8.52 | 5.25 3.41 1.00 5.11 | 2.50 10.22 | 4. 00 8.52 | 5.50 3.41 1.25 5.11 | 2.75 51.12 | 4. 25 6.82 | 5.75 3.41 1.50 5.11 | 3.00 132.91 | 4. 50 6.82 | 6.00 3.41 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 3.41 | 1.583 8.52 | 3.0 83 18.75 | 4.58 5.11 0.167 3.41 | 1.667 8.52 | 3.1 67 18.74 | 4.67 5.11 0.250 3.41 | 1.750 8.52 | 3.2 50 18.74 | 4.75 5.11 0.333 3.41 | 1.833 8.52 | 3.3 33 18.74 | 4.83 5.11 0.417 3.41 | 1.917 8.52 | 3.4 17 18.74 | 4.92 5.11 0.500 3.41 | 2.000 8.52 | 3.5 00 18.74 | 5.00 5.11 0.583 5.11 | 2.083 10.22 | 3.5 83 8.52 | 5.08 3.41 0.667 5.11 | 2.167 10.22 | 3.6 67 8.52 | 5.17 3.41 0.750 5.11 | 2.250 10.22 | 3.7 50 8.52 | 5.25 3.41 0.833 5.11 | 2.333 10.22 | 3.8 33 8.52 | 5.33 3.41 0.917 5.11 | 2.417 10.22 | 3.9 17 8.52 | 5.42 3.41 1.000 5.11 | 2.500 10.22 | 4.0 00 8.52 | 5.50 3.41 1.083 5.11 | 2.583 51.12 | 4.0 83 6.82 | 5.58 3.41 1.167 5.11 | 2.667 51.12 | 4.1 67 6.82 | 5.67 3.41 1.250 5.11 | 2.750 51.12 | 4.2 50 6.82 | 5.75 3.41 1.333 5.11 | 2.833 132.91 | 4.3 33 6.82 | 5.83 3.41 1.417 5.11 | 2.917 132.91 | 4.4 17 6.82 | 5.92 3.41 1.500 5.11 | 3.000 132.91 | 4.5 00 6.82 | 6.00 3.41 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.025 (i) TIME TO PEAK (hrs)= 3.083 RUNOFF VOLUME (mm)= 23.926 TOTAL RAINFALL (mm)= 85.200 RUNOFF COEFFICIENT = 0.281 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.025 (i) TIME TO PEAK (hrs)= 3.167 RUNOFF VOLUME (mm)= 23.930 TOTAL RAINFALL (mm)= 85.200 RUNOFF COEFFICIENT = 0.281 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------

Page: 21


| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.025 3.08 23.93 + ID2= 2 (0230): 0.37 0.025 3.17 23.93 ========================================= ========= ID = 3 (0520): 0.73 0.051 3.08 23.93 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.023 (i) TIME TO PEAK (hrs)= 3.000 RUNOFF VOLUME (mm)= 21.393 TOTAL RAINFALL (mm)= 85.200 RUNOFF COEFFICIENT = 0.251 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 132.91 37.23 over (min) 5.00 20.00 Storage Coeff. (min)= 4.69 (ii) 16.14 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.22 0.06 *TOTALS* PEAK FLOW (cms)= 1.79 0.66 2.215 (iii) TIME TO PEAK (hrs)= 3.00 3.17 3.00 RUNOFF VOLUME (mm)= 84.20 21.04 39.99 TOTAL RAINFALL (mm)= 85.20 85.20 85.20 RUNOFF COEFFICIENT = 0.99 0.25 0.47 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 132.91 42.44 over (min) 5.00 15.00 Storage Coeff. (min)= 2.31 (ii) 12.25 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.09 *TOTALS* PEAK FLOW (cms)= 0.12 0.09 0.187 (iii) TIME TO PEAK (hrs)= 3.00 3.08 3.00 RUNOFF VOLUME (mm)= 84.20 21.69 34.19 TOTAL RAINFALL (mm)= 85.20 85.20 85.20 RUNOFF COEFFICIENT = 0.99 0.25 0.40 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 2.215 3.00 39.99 + ID2= 2 (0205): 1.56 0.187 3.00 34.19 ========================================= ========= ID = 3 (0501): 18.16 2.402 3.00 39.49 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.023 3.00 21.39 + ID2= 2 (0501): 18.16 2.402 3.00 39.49 ========================================= ========= ID = 3 (0502): 18.41 2.425 3.00 39.24 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0

Page: 22


|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.021 (i) TIME TO PEAK (hrs)= 3.000 RUNOFF VOLUME (mm)= 22.178 TOTAL RAINFALL (mm)= 85.200 RUNOFF COEFFICIENT = 0.260 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 132.91 42.44 over (min) 5.00 15.00 Storage Coeff. (min)= 2.30 (ii) 12.25 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.09 *TOTALS* PEAK FLOW (cms)= 0.11 0.09 0.186 (iii) TIME TO PEAK (hrs)= 3.00 3.08 3.00 RUNOFF VOLUME (mm)= 84.20 21.69 34.19 TOTAL RAINFALL (mm)= 85.20 85.20 85.20 RUNOFF COEFFICIENT = 0.99 0.25 0.40 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.186 3.00 34.19 + ID2= 2 (0220): 0.22 0.021 3.00 22.18 ========================================= ========= ID = 3 (0505): 1.77 0.207 3.00 32.69 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 2.425 3.00 39.24 + ID2= 2 (0505): 1.77 0.207 3.00 32.69 ========================================= ========= ID = 3 (0510): 20.18 2.632 3.00 38.67 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 11 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 95.90 mm | Comments: 50-Yr,6-hr SCS, C ity of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 3.84 | 1.75 9.59 | 3. 25 21.10 | 4.75 5.75 0.50 3.84 | 2.00 9.59 | 3. 50 21.10 | 5.00 5.75 0.75 5.75 | 2.25 11.51 | 3. 75 9.59 | 5.25 3.84 1.00 5.75 | 2.50 11.51 | 4. 00 9.59 | 5.50 3.84 1.25 5.75 | 2.75 57.54 | 4. 25 7.67 | 5.75 3.84 1.50 5.75 | 3.00 149.60 | 4. 50 7.67 | 6.00 3.84 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 3.84 | 1.583 9.59 | 3.0 83 21.10 | 4.58 5.75 0.167 3.84 | 1.667 9.59 | 3.1 67 21.10 | 4.67 5.75 0.250 3.84 | 1.750 9.59 | 3.2 50 21.10 | 4.75 5.75 0.333 3.84 | 1.833 9.59 | 3.3 33 21.10 | 4.83 5.75 0.417 3.84 | 1.917 9.59 | 3.4 17 21.10 | 4.92 5.75 0.500 3.84 | 2.000 9.59 | 3.5 00 21.10 | 5.00 5.75 0.583 5.75 | 2.083 11.51 | 3.5 83 9.59 | 5.08 3.84 0.667 5.75 | 2.167 11.51 | 3.6 67 9.59 | 5.17 3.84 0.750 5.75 | 2.250 11.51 | 3.7 50 9.59 | 5.25 3.84 0.833 5.75 | 2.333 11.51 | 3.8 33 9.59 | 5.33 3.84 0.917 5.75 | 2.417 11.51 | 3.9 17 9.59 | 5.42 3.84 1.000 5.75 | 2.500 11.51 | 4.0 00 9.59 | 5.50 3.84 1.083 5.75 | 2.583 57.54 | 4.0 83 7.67 | 5.58 3.84 1.167 5.75 | 2.667 57.54 | 4.1 67 7.67 | 5.67 3.84 1.250 5.75 | 2.750 57.54 | 4.2 50 7.67 | 5.75 3.84 1.333 5.75 | 2.833 149.60 | 4.3 33 7.67 | 5.83 3.84

Page: 23


1.417 5.75 | 2.917 149.60 | 4.4 17 7.67 | 5.92 3.84 1.500 5.75 | 3.000 149.60 | 4.5 00 7.67 | 6.00 3.84 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.032 (i) TIME TO PEAK (hrs)= 3.083 RUNOFF VOLUME (mm)= 29.932 TOTAL RAINFALL (mm)= 95.900 RUNOFF COEFFICIENT = 0.312 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.032 (i) TIME TO PEAK (hrs)= 3.167 RUNOFF VOLUME (mm)= 29.936 TOTAL RAINFALL (mm)= 95.900 RUNOFF COEFFICIENT = 0.312 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.032 3.08 29.93 + ID2= 2 (0230): 0.37 0.032 3.17 29.94 ========================================= ========= ID = 3 (0520): 0.73 0.064 3.08 29.93 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.030 (i) TIME TO PEAK (hrs)= 3.000 RUNOFF VOLUME (mm)= 26.923 TOTAL RAINFALL (mm)= 95.900 RUNOFF COEFFICIENT = 0.281 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 149.60 46.48 over (min) 5.00 15.00 Storage Coeff. (min)= 4.47 (ii) 14.95 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.23 0.08 *TOTALS* PEAK FLOW (cms)= 2.02 0.89 2.753 (iii) TIME TO PEAK (hrs)= 3.00 3.17 3.00 RUNOFF VOLUME (mm)= 94.90 26.19 46.80 TOTAL RAINFALL (mm)= 95.90 95.90 95.90 RUNOFF COEFFICIENT = 0.99 0.27 0.49 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 149.60 52.54 over (min) 5.00 15.00 Storage Coeff. (min)= 2.20 (ii) 11.33 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.09 *TOTALS* PEAK FLOW (cms)= 0.13 0.11 0.223 (iii) TIME TO PEAK (hrs)= 3.00 3.08 3.00 RUNOFF VOLUME (mm)= 94.90 26.89 40.49 TOTAL RAINFALL (mm)= 95.90 95.90 95.90 RUNOFF COEFFICIENT = 0.99 0.28 0.42 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L

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THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 2.753 3.00 46.80 + ID2= 2 (0205): 1.56 0.223 3.00 40.49 ========================================= ========= ID = 3 (0501): 18.16 2.976 3.00 46.26 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.030 3.00 26.92 + ID2= 2 (0501): 18.16 2.976 3.00 46.26 ========================================= ========= ID = 3 (0502): 18.41 3.006 3.00 46.00 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.027 (i) TIME TO PEAK (hrs)= 3.000 RUNOFF VOLUME (mm)= 27.850 TOTAL RAINFALL (mm)= 95.900 RUNOFF COEFFICIENT = 0.290 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 149.60 52.54 over (min) 5.00 15.00 Storage Coeff. (min)= 2.20 (ii) 11.33 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.09 *TOTALS* PEAK FLOW (cms)= 0.13 0.11 0.222 (iii) TIME TO PEAK (hrs)= 3.00 3.08 3.00 RUNOFF VOLUME (mm)= 94.90 26.89 40.49 TOTAL RAINFALL (mm)= 95.90 95.90 95.90 RUNOFF COEFFICIENT = 0.99 0.28 0.42 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.222 3.00 40.49 + ID2= 2 (0220): 0.22 0.027 3.00 27.85 ========================================= ========= ID = 3 (0505): 1.77 0.249 3.00 38.92 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 3.006 3.00 46.00 + ID2= 2 (0505): 1.77 0.249 3.00 38.92 ========================================= ========= ID = 3 (0510): 20.18 3.255 3.00 45.38 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 12 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal=106.50 mm | Comments: 100-Yr,6-hr SCS, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 4.26 | 1.75 10.65 | 3. 25 23.43 | 4.75 6.39 0.50 4.26 | 2.00 10.65 | 3. 50 23.43 | 5.00 6.39 0.75 6.39 | 2.25 12.78 | 3. 75 10.65 | 5.25 4.26 1.00 6.39 | 2.50 12.78 | 4. 00 10.65 | 5.50 4.26

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1.25 6.39 | 2.75 63.90 | 4. 25 8.52 | 5.75 4.26 1.50 6.39 | 3.00 166.14 | 4. 50 8.52 | 6.00 4.26 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 4.26 | 1.583 10.65 | 3.0 83 23.43 | 4.58 6.39 0.167 4.26 | 1.667 10.65 | 3.1 67 23.43 | 4.67 6.39 0.250 4.26 | 1.750 10.65 | 3.2 50 23.43 | 4.75 6.39 0.333 4.26 | 1.833 10.65 | 3.3 33 23.43 | 4.83 6.39 0.417 4.26 | 1.917 10.65 | 3.4 17 23.43 | 4.92 6.39 0.500 4.26 | 2.000 10.65 | 3.5 00 23.43 | 5.00 6.39 0.583 6.39 | 2.083 12.78 | 3.5 83 10.65 | 5.08 4.26 0.667 6.39 | 2.167 12.78 | 3.6 67 10.65 | 5.17 4.26 0.750 6.39 | 2.250 12.78 | 3.7 50 10.65 | 5.25 4.26 0.833 6.39 | 2.333 12.78 | 3.8 33 10.65 | 5.33 4.26 0.917 6.39 | 2.417 12.78 | 3.9 17 10.65 | 5.42 4.26 1.000 6.39 | 2.500 12.78 | 4.0 00 10.65 | 5.50 4.26 1.083 6.39 | 2.583 63.90 | 4.0 83 8.52 | 5.58 4.26 1.167 6.39 | 2.667 63.90 | 4.1 67 8.52 | 5.67 4.26 1.250 6.39 | 2.750 63.90 | 4.2 50 8.52 | 5.75 4.26 1.333 6.39 | 2.833 166.14 | 4.3 33 8.52 | 5.83 4.26 1.417 6.39 | 2.917 166.14 | 4.4 17 8.52 | 5.92 4.26 1.500 6.39 | 3.000 166.14 | 4.5 00 8.52 | 6.00 4.26 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.039 (i) TIME TO PEAK (hrs)= 3.083 RUNOFF VOLUME (mm)= 36.275 TOTAL RAINFALL (mm)= 106.500 RUNOFF COEFFICIENT = 0.341 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.039 (i) TIME TO PEAK (hrs)= 3.083 RUNOFF VOLUME (mm)= 36.279 TOTAL RAINFALL (mm)= 106.500 RUNOFF COEFFICIENT = 0.341 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.039 3.08 36.27 + ID2= 2 (0230): 0.37 0.039 3.08 36.28 ========================================= ========= ID = 3 (0520): 0.73 0.078 3.08 36.28 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.036 (i) TIME TO PEAK (hrs)= 3.000 RUNOFF VOLUME (mm)= 32.796 TOTAL RAINFALL (mm)= 106.500 RUNOFF COEFFICIENT = 0.308 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 166.14 62.17 over (min) 5.00 15.00 Storage Coeff. (min)= 4.29 (ii) 13.62 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.23 0.08 *TOTALS* PEAK FLOW (cms)= 2.25 1.13 3.192 (iii) TIME TO PEAK (hrs)= 3.00 3.08 3.00 RUNOFF VOLUME (mm)= 105.50 31.66 53.81 TOTAL RAINFALL (mm)= 106.50 106.50 106.50 RUNOFF COEFFICIENT = 0.99 0.30 0.51 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY.

Page: 26


--------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 166.14 63.23 over (min) 5.00 15.00 Storage Coeff. (min)= 2.11 (ii) 10.59 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.31 0.09 *TOTALS* PEAK FLOW (cms)= 0.14 0.14 0.261 (iii) TIME TO PEAK (hrs)= 3.00 3.08 3.00 RUNOFF VOLUME (mm)= 105.50 32.41 47.02 TOTAL RAINFALL (mm)= 106.50 106.50 106.50 RUNOFF COEFFICIENT = 0.99 0.30 0.44 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 3.192 3.00 53.81 + ID2= 2 (0205): 1.56 0.261 3.00 47.02 ========================================= ========= ID = 3 (0501): 18.16 3.453 3.00 53.23 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.036 3.00 32.80 + ID2= 2 (0501): 18.16 3.453 3.00 53.23 ========================================= ========= ID = 3 (0502): 18.41 3.489 3.00 52.95 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.033 (i) TIME TO PEAK (hrs)= 3.000 RUNOFF VOLUME (mm)= 33.862 TOTAL RAINFALL (mm)= 106.500 RUNOFF COEFFICIENT = 0.318 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 166.14 63.23 over (min) 5.00 15.00 Storage Coeff. (min)= 2.11 (ii) 10.58 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.31 0.09 *TOTALS* PEAK FLOW (cms)= 0.14 0.14 0.259 (iii) TIME TO PEAK (hrs)= 3.00 3.08 3.00 RUNOFF VOLUME (mm)= 105.50 32.41 47.02 TOTAL RAINFALL (mm)= 106.50 106.50 106.50 RUNOFF COEFFICIENT = 0.99 0.30 0.44 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.259 3.00 47.02 + ID2= 2 (0220): 0.22 0.033 3.00 33.86 ========================================= ========= ID = 3 (0505): 1.77 0.293 3.00 45.39

Page: 27


NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 3.489 3.00 52.95 + ID2= 2 (0505): 1.77 0.293 3.00 45.39 ========================================= ========= ID = 3 (0510): 20.18 3.782 3.00 52.29 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 13 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 46.70 mm | Comments: 2-Yr,12-hr SCS, C ity of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 1.17 | 3.25 1.87 | 6. 25 8.41 | 9.25 1.63 0.50 1.17 | 3.50 1.87 | 6. 50 8.41 | 9.50 1.63 0.75 1.17 | 3.75 1.87 | 6. 75 3.74 | 9.75 1.63 1.00 1.17 | 4.00 1.87 | 7. 00 3.74 | 10.00 1.63 1.25 1.17 | 4.25 2.80 | 7. 25 2.80 | 10.25 0.93 1.50 1.17 | 4.50 2.80 | 7. 50 2.80 | 10.50 0.93 1.75 1.17 | 4.75 3.74 | 7. 75 2.80 | 10.75 0.93 2.00 1.17 | 5.00 3.74 | 8. 00 2.80 | 11.00 0.93 2.25 1.40 | 5.25 5.60 | 8. 25 1.63 | 11.25 0.93 2.50 1.40 | 5.50 5.60 | 8. 50 1.63 | 11.50 0.93 2.75 1.40 | 5.75 22.42 | 8. 75 1.63 | 11.75 0.93 3.00 1.40 | 6.00 61.64 | 9. 00 1.63 | 12.00 0.93 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 1.17 | 3.083 1.87 | 6.0 83 8.41 | 9.08 1.63 0.167 1.17 | 3.167 1.87 | 6.1 67 8.41 | 9.17 1.63 0.250 1.17 | 3.250 1.87 | 6.2 50 8.41 | 9.25 1.63 0.333 1.17 | 3.333 1.87 | 6.3 33 8.41 | 9.33 1.63 0.417 1.17 | 3.417 1.87 | 6.4 17 8.41 | 9.42 1.63 0.500 1.17 | 3.500 1.87 | 6.5 00 8.41 | 9.50 1.63 0.583 1.17 | 3.583 1.87 | 6.5 83 3.74 | 9.58 1.63 0.667 1.17 | 3.667 1.87 | 6.6 67 3.74 | 9.67 1.63 0.750 1.17 | 3.750 1.87 | 6.7 50 3.74 | 9.75 1.63 0.833 1.17 | 3.833 1.87 | 6.8 33 3.74 | 9.83 1.63 0.917 1.17 | 3.917 1.87 | 6.9 17 3.74 | 9.92 1.63 1.000 1.17 | 4.000 1.87 | 7.0 00 3.74 | 10.00 1.63 1.083 1.17 | 4.083 2.80 | 7.0 83 2.80 | 10.08 0.93 1.167 1.17 | 4.167 2.80 | 7.1 67 2.80 | 10.17 0.93 1.250 1.17 | 4.250 2.80 | 7.2 50 2.80 | 10.25 0.93 1.333 1.17 | 4.333 2.80 | 7.3 33 2.80 | 10.33 0.93 1.417 1.17 | 4.417 2.80 | 7.4 17 2.80 | 10.42 0.93 1.500 1.17 | 4.500 2.80 | 7.5 00 2.80 | 10.50 0.93 1.583 1.17 | 4.583 3.74 | 7.5 83 2.80 | 10.58 0.93 1.667 1.17 | 4.667 3.74 | 7.6 67 2.80 | 10.67 0.93 1.750 1.17 | 4.750 3.74 | 7.7 50 2.80 | 10.75 0.93 1.833 1.17 | 4.833 3.74 | 7.8 33 2.80 | 10.83 0.93 1.917 1.17 | 4.917 3.74 | 7.9 17 2.80 | 10.92 0.93 2.000 1.17 | 5.000 3.74 | 8.0 00 2.80 | 11.00 0.93 2.083 1.40 | 5.083 5.60 | 8.0 83 1.63 | 11.08 0.93 2.167 1.40 | 5.167 5.60 | 8.1 67 1.63 | 11.17 0.93 2.250 1.40 | 5.250 5.60 | 8.2 50 1.63 | 11.25 0.93 2.333 1.40 | 5.333 5.60 | 8.3 33 1.63 | 11.33 0.93 2.417 1.40 | 5.417 5.60 | 8.4 17 1.63 | 11.42 0.93 2.500 1.40 | 5.500 5.60 | 8.5 00 1.63 | 11.50 0.93 2.583 1.40 | 5.583 22.42 | 8.5 83 1.63 | 11.58 0.93 2.667 1.40 | 5.667 22.42 | 8.6 67 1.63 | 11.67 0.93 2.750 1.40 | 5.750 22.42 | 8.7 50 1.63 | 11.75 0.93 2.833 1.40 | 5.833 61.64 | 8.8 33 1.63 | 11.83 0.93 2.917 1.40 | 5.917 61.64 | 8.9 17 1.63 | 11.92 0.93 3.000 1.40 | 6.000 61.64 | 9.0 00 1.63 | 12.00 0.93 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.006 (i) TIME TO PEAK (hrs)= 6.167 RUNOFF VOLUME (mm)= 6.652 TOTAL RAINFALL (mm)= 46.700 RUNOFF COEFFICIENT = 0.142 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.006 (i) TIME TO PEAK (hrs)= 6.167 RUNOFF VOLUME (mm)= 6.652 TOTAL RAINFALL (mm)= 46.700 RUNOFF COEFFICIENT = 0.142 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.

Page: 28


-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.006 6.17 6.65 + ID2= 2 (0230): 0.37 0.006 6.17 6.65 ========================================= ========= ID = 3 (0520): 0.73 0.011 6.17 6.65 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.005 (i) TIME TO PEAK (hrs)= 6.000 RUNOFF VOLUME (mm)= 5.733 TOTAL RAINFALL (mm)= 46.700 RUNOFF COEFFICIENT = 0.123 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 61.64 6.32 over (min) 5.00 30.00 Storage Coeff. (min)= 6.38 (ii) 29.66 (ii) Unit Hyd. Tpeak (min)= 5.00 30.00 Unit Hyd. peak (cms)= 0.18 0.04 *TOTALS* PEAK FLOW (cms)= 0.80 0.11 0.847 (iii) TIME TO PEAK (hrs)= 6.00 6.42 6.00 RUNOFF VOLUME (mm)= 45.70 6.33 18.14 TOTAL RAINFALL (mm)= 46.70 46.70 46.70 RUNOFF COEFFICIENT = 0.98 0.14 0.39 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 61.64 7.99 over (min) 5.00 25.00 Storage Coeff. (min)= 3.14 (ii) 22.53 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.27 0.05 *TOTALS* PEAK FLOW (cms)= 0.05 0.02 0.061 (iii) TIME TO PEAK (hrs)= 6.00 6.33 6.00 RUNOFF VOLUME (mm)= 45.70 6.74 14.52 TOTAL RAINFALL (mm)= 46.70 46.70 46.70 RUNOFF COEFFICIENT = 0.98 0.14 0.31 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 0.847 6.00 18.14 + ID2= 2 (0205): 1.56 0.061 6.00 14.52 ========================================= ========= ID = 3 (0501): 18.16 0.908 6.00 17.83 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.005 6.00 5.73 + ID2= 2 (0501): 18.16 0.908 6.00 17.83 ========================================= ========= ID = 3 (0502): 18.41 0.913 6.00 17.66 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13

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Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.005 (i) TIME TO PEAK (hrs)= 6.000 RUNOFF VOLUME (mm)= 6.028 TOTAL RAINFALL (mm)= 46.700 RUNOFF COEFFICIENT = 0.129 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 61.64 7.99 over (min) 5.00 25.00 Storage Coeff. (min)= 3.13 (ii) 22.52 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.27 0.05 *TOTALS* PEAK FLOW (cms)= 0.05 0.02 0.061 (iii) TIME TO PEAK (hrs)= 6.00 6.33 6.00 RUNOFF VOLUME (mm)= 45.70 6.74 14.52 TOTAL RAINFALL (mm)= 46.70 46.70 46.70 RUNOFF COEFFICIENT = 0.98 0.14 0.31 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.061 6.00 14.52 + ID2= 2 (0220): 0.22 0.005 6.00 6.03 ========================================= ========= ID = 3 (0505): 1.77 0.066 6.00 13.47 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 0.913 6.00 17.66 + ID2= 2 (0505): 1.77 0.066 6.00 13.47 ========================================= ========= ID = 3 (0510): 20.18 0.978 6.00 17.30 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 14 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 64.30 mm | Comments: 2-Yr,12-hr SCS, C ity of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 1.61 | 3.25 2.57 | 6. 25 11.57 | 9.25 2.25 0.50 1.61 | 3.50 2.57 | 6. 50 11.57 | 9.50 2.25 0.75 1.61 | 3.75 2.57 | 6. 75 5.14 | 9.75 2.25 1.00 1.61 | 4.00 2.57 | 7. 00 5.14 | 10.00 2.25 1.25 1.61 | 4.25 3.86 | 7. 25 3.86 | 10.25 1.29 1.50 1.61 | 4.50 3.86 | 7. 50 3.86 | 10.50 1.29 1.75 1.61 | 4.75 5.14 | 7. 75 3.86 | 10.75 1.29 2.00 1.61 | 5.00 5.14 | 8. 00 3.86 | 11.00 1.29 2.25 1.93 | 5.25 7.72 | 8. 25 2.25 | 11.25 1.29 2.50 1.93 | 5.50 7.72 | 8. 50 2.25 | 11.50 1.29 2.75 1.93 | 5.75 30.86 | 8. 75 2.25 | 11.75 1.29 3.00 1.93 | 6.00 84.88 | 9. 00 2.25 | 12.00 1.29 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 1.61 | 3.083 2.57 | 6.0 83 11.57 | 9.08 2.25 0.167 1.61 | 3.167 2.57 | 6.1 67 11.57 | 9.17 2.25 0.250 1.61 | 3.250 2.57 | 6.2 50 11.57 | 9.25 2.25 0.333 1.61 | 3.333 2.57 | 6.3 33 11.57 | 9.33 2.25 0.417 1.61 | 3.417 2.57 | 6.4 17 11.57 | 9.42 2.25 0.500 1.61 | 3.500 2.57 | 6.5 00 11.57 | 9.50 2.25 0.583 1.61 | 3.583 2.57 | 6.5 83 5.14 | 9.58 2.25 0.667 1.61 | 3.667 2.57 | 6.6 67 5.14 | 9.67 2.25 0.750 1.61 | 3.750 2.57 | 6.7 50 5.14 | 9.75 2.25 0.833 1.61 | 3.833 2.57 | 6.8 33 5.14 | 9.83 2.25 0.917 1.61 | 3.917 2.57 | 6.9 17 5.14 | 9.92 2.25 1.000 1.61 | 4.000 2.57 | 7.0 00 5.14 | 10.00 2.25 1.083 1.61 | 4.083 3.86 | 7.0 83 3.86 | 10.08 1.29

Page: 30


1.167 1.61 | 4.167 3.86 | 7.1 67 3.86 | 10.17 1.29 1.250 1.61 | 4.250 3.86 | 7.2 50 3.86 | 10.25 1.29 1.333 1.61 | 4.333 3.86 | 7.3 33 3.86 | 10.33 1.29 1.417 1.61 | 4.417 3.86 | 7.4 17 3.86 | 10.42 1.29 1.500 1.61 | 4.500 3.86 | 7.5 00 3.86 | 10.50 1.29 1.583 1.61 | 4.583 5.14 | 7.5 83 3.86 | 10.58 1.29 1.667 1.61 | 4.667 5.14 | 7.6 67 3.86 | 10.67 1.29 1.750 1.61 | 4.750 5.14 | 7.7 50 3.86 | 10.75 1.29 1.833 1.61 | 4.833 5.14 | 7.8 33 3.86 | 10.83 1.29 1.917 1.61 | 4.917 5.14 | 7.9 17 3.86 | 10.92 1.29 2.000 1.61 | 5.000 5.14 | 8.0 00 3.86 | 11.00 1.29 2.083 1.93 | 5.083 7.72 | 8.0 83 2.25 | 11.08 1.29 2.167 1.93 | 5.167 7.72 | 8.1 67 2.25 | 11.17 1.29 2.250 1.93 | 5.250 7.72 | 8.2 50 2.25 | 11.25 1.29 2.333 1.93 | 5.333 7.72 | 8.3 33 2.25 | 11.33 1.29 2.417 1.93 | 5.417 7.72 | 8.4 17 2.25 | 11.42 1.29 2.500 1.93 | 5.500 7.72 | 8.5 00 2.25 | 11.50 1.29 2.583 1.93 | 5.583 30.86 | 8.5 83 2.25 | 11.58 1.29 2.667 1.93 | 5.667 30.86 | 8.6 67 2.25 | 11.67 1.29 2.750 1.93 | 5.750 30.86 | 8.7 50 2.25 | 11.75 1.29 2.833 1.93 | 5.833 84.88 | 8.8 33 2.25 | 11.83 1.29 2.917 1.93 | 5.917 84.88 | 8.9 17 2.25 | 11.92 1.29 3.000 1.93 | 6.000 84.87 | 9.0 00 2.25 | 12.00 1.29 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.012 (i) TIME TO PEAK (hrs)= 6.083 RUNOFF VOLUME (mm)= 13.580 TOTAL RAINFALL (mm)= 64.300 RUNOFF COEFFICIENT = 0.211 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.012 (i) TIME TO PEAK (hrs)= 6.167 RUNOFF VOLUME (mm)= 13.582 TOTAL RAINFALL (mm)= 64.300 RUNOFF COEFFICIENT = 0.211 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.012 6.08 13.58 + ID2= 2 (0230): 0.37 0.012 6.17 13.58 ========================================= ========= ID = 3 (0520): 0.73 0.024 6.08 13.58 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.011 (i) TIME TO PEAK (hrs)= 6.000 RUNOFF VOLUME (mm)= 11.955 TOTAL RAINFALL (mm)= 64.300 RUNOFF COEFFICIENT = 0.186 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 84.88 14.69 over (min) 5.00 25.00 Storage Coeff. (min)= 5.61 (ii) 22.23 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.20 0.05 *TOTALS* PEAK FLOW (cms)= 1.12 0.27 1.264 (iii) TIME TO PEAK (hrs)= 6.00 6.25 6.00 RUNOFF VOLUME (mm)= 63.30 12.22 27.55 TOTAL RAINFALL (mm)= 64.30 64.30 64.30 RUNOFF COEFFICIENT = 0.98 0.19 0.43 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250

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Max.Eff.Inten.(mm/hr)= 84.88 18.97 over (min) 5.00 20.00 Storage Coeff. (min)= 2.76 (ii) 16.48 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.28 0.06 *TOTALS* PEAK FLOW (cms)= 0.07 0.04 0.097 (iii) TIME TO PEAK (hrs)= 6.00 6.17 6.00 RUNOFF VOLUME (mm)= 63.30 12.76 22.86 TOTAL RAINFALL (mm)= 64.30 64.30 64.30 RUNOFF COEFFICIENT = 0.98 0.20 0.36 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 1.264 6.00 27.55 + ID2= 2 (0205): 1.56 0.097 6.00 22.86 ========================================= ========= ID = 3 (0501): 18.16 1.361 6.00 27.14 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.011 6.00 11.95 + ID2= 2 (0501): 18.16 1.361 6.00 27.14 ========================================= ========= ID = 3 (0502): 18.41 1.372 6.00 26.94 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.010 (i) TIME TO PEAK (hrs)= 6.000 RUNOFF VOLUME (mm)= 12.465 TOTAL RAINFALL (mm)= 64.300 RUNOFF COEFFICIENT = 0.194 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 84.88 18.97 over (min) 5.00 20.00 Storage Coeff. (min)= 2.75 (ii) 16.48 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.28 0.06 *TOTALS* PEAK FLOW (cms)= 0.07 0.04 0.097 (iii) TIME TO PEAK (hrs)= 6.00 6.17 6.00 RUNOFF VOLUME (mm)= 63.30 12.76 22.86 TOTAL RAINFALL (mm)= 64.30 64.30 64.30 RUNOFF COEFFICIENT = 0.98 0.20 0.36 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.097 6.00 22.86 + ID2= 2 (0220): 0.22 0.010 6.00 12.47 ========================================= ========= ID = 3 (0505): 1.77 0.107 6.00 21.57 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 1.372 6.00 26.94 + ID2= 2 (0505): 1.77 0.107 6.00 21.57 ========================================= ========= ID = 3 (0510): 20.18 1.479 6.00 26.47

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NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 15 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 76.00 mm | Comments: 10-Yr,12-hr SCS, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 1.90 | 3.25 3.04 | 6. 25 13.68 | 9.25 2.66 0.50 1.90 | 3.50 3.04 | 6. 50 13.68 | 9.50 2.66 0.75 1.90 | 3.75 3.04 | 6. 75 6.08 | 9.75 2.66 1.00 1.90 | 4.00 3.04 | 7. 00 6.08 | 10.00 2.66 1.25 1.90 | 4.25 4.56 | 7. 25 4.56 | 10.25 1.52 1.50 1.90 | 4.50 4.56 | 7. 50 4.56 | 10.50 1.52 1.75 1.90 | 4.75 6.08 | 7. 75 4.56 | 10.75 1.52 2.00 1.90 | 5.00 6.08 | 8. 00 4.56 | 11.00 1.52 2.25 2.28 | 5.25 9.12 | 8. 25 2.66 | 11.25 1.52 2.50 2.28 | 5.50 9.12 | 8. 50 2.66 | 11.50 1.52 2.75 2.28 | 5.75 36.48 | 8. 75 2.66 | 11.75 1.52 3.00 2.28 | 6.00 100.32 | 9. 00 2.66 | 12.00 1.52 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 1.90 | 3.083 3.04 | 6.0 83 13.68 | 9.08 2.66 0.167 1.90 | 3.167 3.04 | 6.1 67 13.68 | 9.17 2.66 0.250 1.90 | 3.250 3.04 | 6.2 50 13.68 | 9.25 2.66 0.333 1.90 | 3.333 3.04 | 6.3 33 13.68 | 9.33 2.66 0.417 1.90 | 3.417 3.04 | 6.4 17 13.68 | 9.42 2.66 0.500 1.90 | 3.500 3.04 | 6.5 00 13.68 | 9.50 2.66 0.583 1.90 | 3.583 3.04 | 6.5 83 6.08 | 9.58 2.66 0.667 1.90 | 3.667 3.04 | 6.6 67 6.08 | 9.67 2.66 0.750 1.90 | 3.750 3.04 | 6.7 50 6.08 | 9.75 2.66 0.833 1.90 | 3.833 3.04 | 6.8 33 6.08 | 9.83 2.66 0.917 1.90 | 3.917 3.04 | 6.9 17 6.08 | 9.92 2.66 1.000 1.90 | 4.000 3.04 | 7.0 00 6.08 | 10.00 2.66 1.083 1.90 | 4.083 4.56 | 7.0 83 4.56 | 10.08 1.52 1.167 1.90 | 4.167 4.56 | 7.1 67 4.56 | 10.17 1.52 1.250 1.90 | 4.250 4.56 | 7.2 50 4.56 | 10.25 1.52 1.333 1.90 | 4.333 4.56 | 7.3 33 4.56 | 10.33 1.52 1.417 1.90 | 4.417 4.56 | 7.4 17 4.56 | 10.42 1.52 1.500 1.90 | 4.500 4.56 | 7.5 00 4.56 | 10.50 1.52 1.583 1.90 | 4.583 6.08 | 7.5 83 4.56 | 10.58 1.52 1.667 1.90 | 4.667 6.08 | 7.6 67 4.56 | 10.67 1.52 1.750 1.90 | 4.750 6.08 | 7.7 50 4.56 | 10.75 1.52 1.833 1.90 | 4.833 6.08 | 7.8 33 4.56 | 10.83 1.52 1.917 1.90 | 4.917 6.08 | 7.9 17 4.56 | 10.92 1.52 2.000 1.90 | 5.000 6.08 | 8.0 00 4.56 | 11.00 1.52 2.083 2.28 | 5.083 9.12 | 8.0 83 2.66 | 11.08 1.52 2.167 2.28 | 5.167 9.12 | 8.1 67 2.66 | 11.17 1.52 2.250 2.28 | 5.250 9.12 | 8.2 50 2.66 | 11.25 1.52 2.333 2.28 | 5.333 9.12 | 8.3 33 2.66 | 11.33 1.52 2.417 2.28 | 5.417 9.12 | 8.4 17 2.66 | 11.42 1.52 2.500 2.28 | 5.500 9.12 | 8.5 00 2.66 | 11.50 1.52 2.583 2.28 | 5.583 36.48 | 8.5 83 2.66 | 11.58 1.52 2.667 2.28 | 5.667 36.48 | 8.6 67 2.66 | 11.67 1.52 2.750 2.28 | 5.750 36.48 | 8.7 50 2.66 | 11.75 1.52 2.833 2.28 | 5.833 100.32 | 8.8 33 2.66 | 11.83 1.52 2.917 2.28 | 5.917 100.32 | 8.9 17 2.66 | 11.92 1.52 3.000 2.28 | 6.000 100.32 | 9.0 00 2.66 | 12.00 1.52 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.017 (i) TIME TO PEAK (hrs)= 6.083 RUNOFF VOLUME (mm)= 19.126 TOTAL RAINFALL (mm)= 76.000 RUNOFF COEFFICIENT = 0.252 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.017 (i) TIME TO PEAK (hrs)= 6.083 RUNOFF VOLUME (mm)= 19.129 TOTAL RAINFALL (mm)= 76.000 RUNOFF COEFFICIENT = 0.252 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.017 6.08 19.13 + ID2= 2 (0230): 0.37 0.017 6.08 19.13 ========================================= ========= ID = 3 (0520): 0.73 0.035 6.08 19.13 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00

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-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.016 (i) TIME TO PEAK (hrs)= 6.000 RUNOFF VOLUME (mm)= 16.998 TOTAL RAINFALL (mm)= 76.000 RUNOFF COEFFICIENT = 0.224 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 100.32 25.36 over (min) 5.00 20.00 Storage Coeff. (min)= 5.25 (ii) 18.60 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.21 0.06 *TOTALS* PEAK FLOW (cms)= 1.34 0.42 1.613 (iii) TIME TO PEAK (hrs)= 6.00 6.17 6.00 RUNOFF VOLUME (mm)= 75.00 16.94 34.36 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT = 0.99 0.22 0.45 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 100.32 26.20 over (min) 5.00 15.00 Storage Coeff. (min)= 2.58 (ii) 14.64 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.29 0.08 *TOTALS* PEAK FLOW (cms)= 0.09 0.05 0.133 (iii) TIME TO PEAK (hrs)= 6.00 6.08 6.00 RUNOFF VOLUME (mm)= 75.00 17.54 29.03 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT = 0.99 0.23 0.38 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 1.613 6.00 34.36 + ID2= 2 (0205): 1.56 0.133 6.00 29.03 ========================================= ========= ID = 3 (0501): 18.16 1.746 6.00 33.90 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.016 6.00 17.00 + ID2= 2 (0501): 18.16 1.746 6.00 33.90 ========================================= ========= ID = 3 (0502): 18.41 1.762 6.00 33.67 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.014 (i) TIME TO PEAK (hrs)= 6.000 RUNOFF VOLUME (mm)= 17.661 TOTAL RAINFALL (mm)= 76.000 RUNOFF COEFFICIENT = 0.232 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB |

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| STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 100.32 26.20 over (min) 5.00 15.00 Storage Coeff. (min)= 2.58 (ii) 14.64 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.29 0.08 *TOTALS* PEAK FLOW (cms)= 0.09 0.05 0.132 (iii) TIME TO PEAK (hrs)= 6.00 6.08 6.00 RUNOFF VOLUME (mm)= 75.00 17.54 29.03 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT = 0.99 0.23 0.38 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.132 6.00 29.03 + ID2= 2 (0220): 0.22 0.014 6.00 17.66 ========================================= ========= ID = 3 (0505): 1.77 0.146 6.00 27.62 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 1.762 6.00 33.67 + ID2= 2 (0505): 1.77 0.146 6.00 27.62 ========================================= ========= ID = 3 (0510): 20.18 1.908 6.00 33.14 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 16 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 90.70 mm | Comments: 25-Yr,12-hr SCS, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 2.27 | 3.25 3.63 | 6. 25 16.33 | 9.25 3.17 0.50 2.27 | 3.50 3.63 | 6. 50 16.33 | 9.50 3.17 0.75 2.27 | 3.75 3.63 | 6. 75 7.26 | 9.75 3.17 1.00 2.27 | 4.00 3.63 | 7. 00 7.26 | 10.00 3.17 1.25 2.27 | 4.25 5.44 | 7. 25 5.44 | 10.25 1.81 1.50 2.27 | 4.50 5.44 | 7. 50 5.44 | 10.50 1.81 1.75 2.27 | 4.75 7.26 | 7. 75 5.44 | 10.75 1.81 2.00 2.27 | 5.00 7.26 | 8. 00 5.44 | 11.00 1.81 2.25 2.72 | 5.25 10.88 | 8. 25 3.17 | 11.25 1.81 2.50 2.72 | 5.50 10.88 | 8. 50 3.17 | 11.50 1.81 2.75 2.72 | 5.75 43.54 | 8. 75 3.17 | 11.75 1.81 3.00 2.72 | 6.00 119.72 | 9. 00 3.17 | 12.00 1.81 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 2.27 | 3.083 3.63 | 6.0 83 16.33 | 9.08 3.17 0.167 2.27 | 3.167 3.63 | 6.1 67 16.33 | 9.17 3.17 0.250 2.27 | 3.250 3.63 | 6.2 50 16.33 | 9.25 3.17 0.333 2.27 | 3.333 3.63 | 6.3 33 16.33 | 9.33 3.17 0.417 2.27 | 3.417 3.63 | 6.4 17 16.33 | 9.42 3.17 0.500 2.27 | 3.500 3.63 | 6.5 00 16.33 | 9.50 3.17 0.583 2.27 | 3.583 3.63 | 6.5 83 7.26 | 9.58 3.17 0.667 2.27 | 3.667 3.63 | 6.6 67 7.26 | 9.67 3.17 0.750 2.27 | 3.750 3.63 | 6.7 50 7.26 | 9.75 3.17 0.833 2.27 | 3.833 3.63 | 6.8 33 7.26 | 9.83 3.17 0.917 2.27 | 3.917 3.63 | 6.9 17 7.26 | 9.92 3.17 1.000 2.27 | 4.000 3.63 | 7.0 00 7.26 | 10.00 3.17 1.083 2.27 | 4.083 5.44 | 7.0 83 5.44 | 10.08 1.81 1.167 2.27 | 4.167 5.44 | 7.1 67 5.44 | 10.17 1.81 1.250 2.27 | 4.250 5.44 | 7.2 50 5.44 | 10.25 1.81 1.333 2.27 | 4.333 5.44 | 7.3 33 5.44 | 10.33 1.81 1.417 2.27 | 4.417 5.44 | 7.4 17 5.44 | 10.42 1.81 1.500 2.27 | 4.500 5.44 | 7.5 00 5.44 | 10.50 1.81 1.583 2.27 | 4.583 7.26 | 7.5 83 5.44 | 10.58 1.81 1.667 2.27 | 4.667 7.26 | 7.6 67 5.44 | 10.67 1.81 1.750 2.27 | 4.750 7.26 | 7.7 50 5.44 | 10.75 1.81 1.833 2.27 | 4.833 7.26 | 7.8 33 5.44 | 10.83 1.81 1.917 2.27 | 4.917 7.26 | 7.9 17 5.44 | 10.92 1.81 2.000 2.27 | 5.000 7.26 | 8.0 00 5.44 | 11.00 1.81 2.083 2.72 | 5.083 10.88 | 8.0 83 3.17 | 11.08 1.81 2.167 2.72 | 5.167 10.88 | 8.1 67 3.17 | 11.17 1.81

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2.250 2.72 | 5.250 10.88 | 8.2 50 3.17 | 11.25 1.81 2.333 2.72 | 5.333 10.88 | 8.3 33 3.17 | 11.33 1.81 2.417 2.72 | 5.417 10.88 | 8.4 17 3.17 | 11.42 1.81 2.500 2.72 | 5.500 10.88 | 8.5 00 3.17 | 11.50 1.81 2.583 2.72 | 5.583 43.54 | 8.5 83 3.17 | 11.58 1.81 2.667 2.72 | 5.667 43.54 | 8.6 67 3.17 | 11.67 1.81 2.750 2.72 | 5.750 43.54 | 8.7 50 3.17 | 11.75 1.81 2.833 2.72 | 5.833 119.72 | 8.8 33 3.17 | 11.83 1.81 2.917 2.72 | 5.917 119.72 | 8.9 17 3.17 | 11.92 1.81 3.000 2.72 | 6.000 119.72 | 9.0 00 3.17 | 12.00 1.81 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.025 (i) TIME TO PEAK (hrs)= 6.083 RUNOFF VOLUME (mm)= 26.960 TOTAL RAINFALL (mm)= 90.700 RUNOFF COEFFICIENT = 0.297 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.025 (i) TIME TO PEAK (hrs)= 6.083 RUNOFF VOLUME (mm)= 26.964 TOTAL RAINFALL (mm)= 90.700 RUNOFF COEFFICIENT = 0.297 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.025 6.08 26.96 + ID2= 2 (0230): 0.37 0.025 6.08 26.96 ========================================= ========= ID = 3 (0520): 0.73 0.049 6.08 26.96 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.023 (i) TIME TO PEAK (hrs)= 6.000 RUNOFF VOLUME (mm)= 24.182 TOTAL RAINFALL (mm)= 90.700 RUNOFF COEFFICIENT = 0.267 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 119.72 35.56 over (min) 5.00 20.00 Storage Coeff. (min)= 4.89 (ii) 16.56 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.22 0.06 *TOTALS* PEAK FLOW (cms)= 1.61 0.63 2.028 (iii) TIME TO PEAK (hrs)= 6.00 6.17 6.00 RUNOFF VOLUME (mm)= 89.70 23.64 43.45 TOTAL RAINFALL (mm)= 90.70 90.70 90.70 RUNOFF COEFFICIENT = 0.99 0.26 0.48 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 119.72 36.47 over (min) 5.00 15.00 Storage Coeff. (min)= 2.41 (ii) 12.97 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.08 *TOTALS* PEAK FLOW (cms)= 0.10 0.08 0.172 (iii) TIME TO PEAK (hrs)= 6.00 6.08 6.00 RUNOFF VOLUME (mm)= 89.70 24.31 37.39 TOTAL RAINFALL (mm)= 90.70 90.70 90.70 RUNOFF COEFFICIENT = 0.99 0.27 0.41

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***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 2.028 6.00 43.45 + ID2= 2 (0205): 1.56 0.172 6.00 37.39 ========================================= ========= ID = 3 (0501): 18.16 2.200 6.00 42.93 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.023 6.00 24.18 + ID2= 2 (0501): 18.16 2.200 6.00 42.93 ========================================= ========= ID = 3 (0502): 18.41 2.223 6.00 42.68 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.021 (i) TIME TO PEAK (hrs)= 6.000 RUNOFF VOLUME (mm)= 25.040 TOTAL RAINFALL (mm)= 90.700 RUNOFF COEFFICIENT = 0.276 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 119.72 36.47 over (min) 5.00 15.00 Storage Coeff. (min)= 2.40 (ii) 12.97 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.08 *TOTALS* PEAK FLOW (cms)= 0.10 0.08 0.171 (iii) TIME TO PEAK (hrs)= 6.00 6.08 6.00 RUNOFF VOLUME (mm)= 89.70 24.31 37.39 TOTAL RAINFALL (mm)= 90.70 90.70 90.70 RUNOFF COEFFICIENT = 0.99 0.27 0.41 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.171 6.00 37.39 + ID2= 2 (0220): 0.22 0.021 6.00 25.04 ========================================= ========= ID = 3 (0505): 1.77 0.192 6.00 35.85 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 2.223 6.00 42.68 + ID2= 2 (0505): 1.77 0.192 6.00 35.85 ========================================= ========= ID = 3 (0510): 20.18 2.414 6.00 42.08 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 17 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | |

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| Ptotal=101.70 mm | Comments: 50-Yr,12-hr SCS, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 2.54 | 3.25 4.07 | 6. 25 18.31 | 9.25 3.56 0.50 2.54 | 3.50 4.07 | 6. 50 18.31 | 9.50 3.56 0.75 2.54 | 3.75 4.07 | 6. 75 8.14 | 9.75 3.56 1.00 2.54 | 4.00 4.07 | 7. 00 8.14 | 10.00 3.56 1.25 2.54 | 4.25 6.10 | 7. 25 6.10 | 10.25 2.03 1.50 2.54 | 4.50 6.10 | 7. 50 6.10 | 10.50 2.03 1.75 2.54 | 4.75 8.14 | 7. 75 6.10 | 10.75 2.03 2.00 2.54 | 5.00 8.14 | 8. 00 6.10 | 11.00 2.03 2.25 3.05 | 5.25 12.20 | 8. 25 3.56 | 11.25 2.03 2.50 3.05 | 5.50 12.20 | 8. 50 3.56 | 11.50 2.03 2.75 3.05 | 5.75 48.82 | 8. 75 3.56 | 11.75 2.03 3.00 3.05 | 6.00 134.24 | 9. 00 3.56 | 12.00 2.03 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 2.54 | 3.083 4.07 | 6.0 83 18.31 | 9.08 3.56 0.167 2.54 | 3.167 4.07 | 6.1 67 18.31 | 9.17 3.56 0.250 2.54 | 3.250 4.07 | 6.2 50 18.31 | 9.25 3.56 0.333 2.54 | 3.333 4.07 | 6.3 33 18.31 | 9.33 3.56 0.417 2.54 | 3.417 4.07 | 6.4 17 18.31 | 9.42 3.56 0.500 2.54 | 3.500 4.07 | 6.5 00 18.31 | 9.50 3.56 0.583 2.54 | 3.583 4.07 | 6.5 83 8.14 | 9.58 3.56 0.667 2.54 | 3.667 4.07 | 6.6 67 8.14 | 9.67 3.56 0.750 2.54 | 3.750 4.07 | 6.7 50 8.14 | 9.75 3.56 0.833 2.54 | 3.833 4.07 | 6.8 33 8.14 | 9.83 3.56 0.917 2.54 | 3.917 4.07 | 6.9 17 8.14 | 9.92 3.56 1.000 2.54 | 4.000 4.07 | 7.0 00 8.14 | 10.00 3.56 1.083 2.54 | 4.083 6.10 | 7.0 83 6.10 | 10.08 2.03 1.167 2.54 | 4.167 6.10 | 7.1 67 6.10 | 10.17 2.03 1.250 2.54 | 4.250 6.10 | 7.2 50 6.10 | 10.25 2.03 1.333 2.54 | 4.333 6.10 | 7.3 33 6.10 | 10.33 2.03 1.417 2.54 | 4.417 6.10 | 7.4 17 6.10 | 10.42 2.03 1.500 2.54 | 4.500 6.10 | 7.5 00 6.10 | 10.50 2.03 1.583 2.54 | 4.583 8.14 | 7.5 83 6.10 | 10.58 2.03 1.667 2.54 | 4.667 8.14 | 7.6 67 6.10 | 10.67 2.03 1.750 2.54 | 4.750 8.14 | 7.7 50 6.10 | 10.75 2.03 1.833 2.54 | 4.833 8.14 | 7.8 33 6.10 | 10.83 2.03 1.917 2.54 | 4.917 8.14 | 7.9 17 6.10 | 10.92 2.03 2.000 2.54 | 5.000 8.14 | 8.0 00 6.10 | 11.00 2.03 2.083 3.05 | 5.083 12.20 | 8.0 83 3.56 | 11.08 2.03 2.167 3.05 | 5.167 12.20 | 8.1 67 3.56 | 11.17 2.03 2.250 3.05 | 5.250 12.20 | 8.2 50 3.56 | 11.25 2.03 2.333 3.05 | 5.333 12.20 | 8.3 33 3.56 | 11.33 2.03 2.417 3.05 | 5.417 12.20 | 8.4 17 3.56 | 11.42 2.03 2.500 3.05 | 5.500 12.20 | 8.5 00 3.56 | 11.50 2.03 2.583 3.05 | 5.583 48.82 | 8.5 83 3.56 | 11.58 2.03 2.667 3.05 | 5.667 48.82 | 8.6 67 3.56 | 11.67 2.03 2.750 3.05 | 5.750 48.82 | 8.7 50 3.56 | 11.75 2.03 2.833 3.05 | 5.833 134.24 | 8.8 33 3.56 | 11.83 2.03 2.917 3.05 | 5.917 134.24 | 8.9 17 3.56 | 11.92 2.03 3.000 3.05 | 6.000 134.24 | 9.0 00 3.56 | 12.00 2.03 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.031 (i) TIME TO PEAK (hrs)= 6.083 RUNOFF VOLUME (mm)= 33.357 TOTAL RAINFALL (mm)= 101.700 RUNOFF COEFFICIENT = 0.328 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.031 (i) TIME TO PEAK (hrs)= 6.083 RUNOFF VOLUME (mm)= 33.362 TOTAL RAINFALL (mm)= 101.700 RUNOFF COEFFICIENT = 0.328 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.031 6.08 33.36 + ID2= 2 (0230): 0.37 0.031 6.08 33.36 ========================================= ========= ID = 3 (0520): 0.73 0.062 6.08 33.36 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.028 (i) TIME TO PEAK (hrs)= 6.000 RUNOFF VOLUME (mm)= 30.090 TOTAL RAINFALL (mm)= 101.700 RUNOFF COEFFICIENT = 0.296 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY .

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--------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 134.24 43.96 over (min) 5.00 20.00 Storage Coeff. (min)= 4.67 (ii) 15.39 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.22 0.07 *TOTALS* PEAK FLOW (cms)= 1.81 0.81 2.355 (iii) TIME TO PEAK (hrs)= 6.00 6.17 6.00 RUNOFF VOLUME (mm)= 100.70 29.14 50.61 TOTAL RAINFALL (mm)= 101.70 101.70 101.70 RUNOFF COEFFICIENT = 0.99 0.29 0.50 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 134.24 48.76 over (min) 5.00 15.00 Storage Coeff. (min)= 2.30 (ii) 11.70 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.09 *TOTALS* PEAK FLOW (cms)= 0.12 0.10 0.206 (iii) TIME TO PEAK (hrs)= 6.00 6.08 6.00 RUNOFF VOLUME (mm)= 100.70 29.87 44.03 TOTAL RAINFALL (mm)= 101.70 101.70 101.70 RUNOFF COEFFICIENT = 0.99 0.29 0.43 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 2.355 6.00 50.61 + ID2= 2 (0205): 1.56 0.206 6.00 44.03 ========================================= ========= ID = 3 (0501): 18.16 2.561 6.00 50.04 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.028 6.00 30.09 + ID2= 2 (0501): 18.16 2.561 6.00 50.04 ========================================= ========= ID = 3 (0502): 18.41 2.589 6.00 49.77 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.026 (i) TIME TO PEAK (hrs)= 6.000 RUNOFF VOLUME (mm)= 31.093 TOTAL RAINFALL (mm)= 101.700 RUNOFF COEFFICIENT = 0.306 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 134.24 48.76

Page: 39


over (min) 5.00 15.00 Storage Coeff. (min)= 2.29 (ii) 11.70 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.09 *TOTALS* PEAK FLOW (cms)= 0.12 0.10 0.204 (iii) TIME TO PEAK (hrs)= 6.00 6.08 6.00 RUNOFF VOLUME (mm)= 100.70 29.87 44.03 TOTAL RAINFALL (mm)= 101.70 101.70 101.70 RUNOFF COEFFICIENT = 0.99 0.29 0.43 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.204 6.00 44.03 + ID2= 2 (0220): 0.22 0.026 6.00 31.09 ========================================= ========= ID = 3 (0505): 1.77 0.230 6.00 42.42 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 2.589 6.00 49.77 + ID2= 2 (0505): 1.77 0.230 6.00 42.42 ========================================= ========= ID = 3 (0510): 20.18 2.819 6.00 49.13 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 18 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal=112.50 mm | Comments: 100-Yr,12-hr SCS, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 2.81 | 3.25 4.50 | 6. 25 20.25 | 9.25 3.94 0.50 2.81 | 3.50 4.50 | 6. 50 20.25 | 9.50 3.94 0.75 2.81 | 3.75 4.50 | 6. 75 9.00 | 9.75 3.94 1.00 2.81 | 4.00 4.50 | 7. 00 9.00 | 10.00 3.94 1.25 2.81 | 4.25 6.75 | 7. 25 6.75 | 10.25 2.25 1.50 2.81 | 4.50 6.75 | 7. 50 6.75 | 10.50 2.25 1.75 2.81 | 4.75 9.00 | 7. 75 6.75 | 10.75 2.25 2.00 2.81 | 5.00 9.00 | 8. 00 6.75 | 11.00 2.25 2.25 3.37 | 5.25 13.50 | 8. 25 3.94 | 11.25 2.25 2.50 3.37 | 5.50 13.50 | 8. 50 3.94 | 11.50 2.25 2.75 3.37 | 5.75 54.00 | 8. 75 3.94 | 11.75 2.25 3.00 3.37 | 6.00 148.50 | 9. 00 3.94 | 12.00 2.25 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 2.81 | 3.083 4.50 | 6.0 83 20.25 | 9.08 3.94 0.167 2.81 | 3.167 4.50 | 6.1 67 20.25 | 9.17 3.94 0.250 2.81 | 3.250 4.50 | 6.2 50 20.25 | 9.25 3.94 0.333 2.81 | 3.333 4.50 | 6.3 33 20.25 | 9.33 3.94 0.417 2.81 | 3.417 4.50 | 6.4 17 20.25 | 9.42 3.94 0.500 2.81 | 3.500 4.50 | 6.5 00 20.25 | 9.50 3.94 0.583 2.81 | 3.583 4.50 | 6.5 83 9.00 | 9.58 3.94 0.667 2.81 | 3.667 4.50 | 6.6 67 9.00 | 9.67 3.94 0.750 2.81 | 3.750 4.50 | 6.7 50 9.00 | 9.75 3.94 0.833 2.81 | 3.833 4.50 | 6.8 33 9.00 | 9.83 3.94 0.917 2.81 | 3.917 4.50 | 6.9 17 9.00 | 9.92 3.94 1.000 2.81 | 4.000 4.50 | 7.0 00 9.00 | 10.00 3.94 1.083 2.81 | 4.083 6.75 | 7.0 83 6.75 | 10.08 2.25 1.167 2.81 | 4.167 6.75 | 7.1 67 6.75 | 10.17 2.25 1.250 2.81 | 4.250 6.75 | 7.2 50 6.75 | 10.25 2.25 1.333 2.81 | 4.333 6.75 | 7.3 33 6.75 | 10.33 2.25 1.417 2.81 | 4.417 6.75 | 7.4 17 6.75 | 10.42 2.25 1.500 2.81 | 4.500 6.75 | 7.5 00 6.75 | 10.50 2.25 1.583 2.81 | 4.583 9.00 | 7.5 83 6.75 | 10.58 2.25 1.667 2.81 | 4.667 9.00 | 7.6 67 6.75 | 10.67 2.25 1.750 2.81 | 4.750 9.00 | 7.7 50 6.75 | 10.75 2.25 1.833 2.81 | 4.833 9.00 | 7.8 33 6.75 | 10.83 2.25 1.917 2.81 | 4.917 9.00 | 7.9 17 6.75 | 10.92 2.25 2.000 2.81 | 5.000 9.00 | 8.0 00 6.75 | 11.00 2.25 2.083 3.37 | 5.083 13.50 | 8.0 83 3.94 | 11.08 2.25 2.167 3.37 | 5.167 13.50 | 8.1 67 3.94 | 11.17 2.25 2.250 3.37 | 5.250 13.50 | 8.2 50 3.94 | 11.25 2.25 2.333 3.37 | 5.333 13.50 | 8.3 33 3.94 | 11.33 2.25 2.417 3.37 | 5.417 13.50 | 8.4 17 3.94 | 11.42 2.25 2.500 3.37 | 5.500 13.50 | 8.5 00 3.94 | 11.50 2.25 2.583 3.37 | 5.583 54.00 | 8.5 83 3.94 | 11.58 2.25 2.667 3.37 | 5.667 54.00 | 8.6 67 3.94 | 11.67 2.25 2.750 3.37 | 5.750 54.00 | 8.7 50 3.94 | 11.75 2.25 2.833 3.37 | 5.833 148.50 | 8.8 33 3.94 | 11.83 2.25 2.917 3.37 | 5.917 148.50 | 8.9 17 3.94 | 11.92 2.25 3.000 3.37 | 6.000 148.50 | 9.0 00 3.94 | 12.00 2.25

Page: 40


Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.037 (i) TIME TO PEAK (hrs)= 6.083 RUNOFF VOLUME (mm)= 40.020 TOTAL RAINFALL (mm)= 112.500 RUNOFF COEFFICIENT = 0.356 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.037 (i) TIME TO PEAK (hrs)= 6.083 RUNOFF VOLUME (mm)= 40.025 TOTAL RAINFALL (mm)= 112.500 RUNOFF COEFFICIENT = 0.356 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.037 6.08 40.02 + ID2= 2 (0230): 0.37 0.037 6.08 40.03 ========================================= ========= ID = 3 (0520): 0.73 0.075 6.08 40.02 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.034 (i) TIME TO PEAK (hrs)= 6.000 RUNOFF VOLUME (mm)= 36.275 TOTAL RAINFALL (mm)= 112.500 RUNOFF COEFFICIENT = 0.322 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 148.50 57.28 over (min) 5.00 15.00 Storage Coeff. (min)= 4.49 (ii) 14.13 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.23 0.08 *TOTALS* PEAK FLOW (cms)= 2.01 1.05 2.897 (iii) TIME TO PEAK (hrs)= 6.00 6.08 6.00 RUNOFF VOLUME (mm)= 111.50 34.91 57.89 TOTAL RAINFALL (mm)= 112.50 112.50 112.50 RUNOFF COEFFICIENT = 0.99 0.31 0.51 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 148.50 58.20 over (min) 5.00 15.00 Storage Coeff. (min)= 2.21 (ii) 10.97 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.09 *TOTALS* PEAK FLOW (cms)= 0.13 0.13 0.239 (iii) TIME TO PEAK (hrs)= 6.00 6.08 6.00 RUNOFF VOLUME (mm)= 111.50 35.68 50.84 TOTAL RAINFALL (mm)= 112.50 112.50 112.50 RUNOFF COEFFICIENT = 0.99 0.32 0.45 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY.

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--------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 2.897 6.00 57.89 + ID2= 2 (0205): 1.56 0.239 6.00 50.84 ========================================= ========= ID = 3 (0501): 18.16 3.137 6.00 57.28 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.034 6.00 36.28 + ID2= 2 (0501): 18.16 3.137 6.00 57.28 ========================================= ========= ID = 3 (0502): 18.41 3.171 6.00 57.00 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.031 (i) TIME TO PEAK (hrs)= 6.000 RUNOFF VOLUME (mm)= 37.419 TOTAL RAINFALL (mm)= 112.500 RUNOFF COEFFICIENT = 0.333 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 148.50 58.20 over (min) 5.00 15.00 Storage Coeff. (min)= 2.20 (ii) 10.97 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.09 *TOTALS* PEAK FLOW (cms)= 0.13 0.13 0.238 (iii) TIME TO PEAK (hrs)= 6.00 6.08 6.00 RUNOFF VOLUME (mm)= 111.50 35.68 50.84 TOTAL RAINFALL (mm)= 112.50 112.50 112.50 RUNOFF COEFFICIENT = 0.99 0.32 0.45 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.238 6.00 50.84 + ID2= 2 (0220): 0.22 0.031 6.00 37.42 ========================================= ========= ID = 3 (0505): 1.77 0.269 6.00 49.17 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 3.171 6.00 57.00 + ID2= 2 (0505): 1.77 0.269 6.00 49.17 ========================================= ========= ID = 3 (0510): 20.18 3.440 6.00 56.31 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 19 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 55.00 mm | Comments: 2-Yr,24-hr SCS, C ity of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 0.55 | 6.25 1.10 | 12. 25 7.92 | 18.25 0.99 0.50 0.55 | 6.50 1.10 | 12. 50 7.92 | 18.50 0.99 0.75 0.55 | 6.75 1.10 | 12. 75 4.07 | 18.75 0.99 1.00 0.55 | 7.00 1.10 | 13. 00 4.07 | 19.00 0.99 1.25 0.55 | 7.25 1.10 | 13. 25 0.77 | 19.25 0.99 1.50 0.55 | 7.50 1.10 | 13. 50 0.77 | 19.50 0.99 1.75 0.55 | 7.75 1.10 | 13. 75 4.51 | 19.75 0.99

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2.00 0.99 | 8.00 1.10 | 14. 00 4.51 | 20.00 0.99 2.25 0.71 | 8.25 1.49 | 14. 25 1.65 | 20.25 0.66 2.50 0.71 | 8.50 1.49 | 14. 50 1.65 | 20.50 0.66 2.75 0.71 | 8.75 1.49 | 14. 75 1.65 | 20.75 0.66 3.00 0.71 | 9.00 1.49 | 15. 00 1.65 | 21.00 0.66 3.25 0.71 | 9.25 1.76 | 15. 25 1.65 | 21.25 0.66 3.50 0.71 | 9.50 1.76 | 15. 50 1.65 | 21.50 0.66 3.75 0.71 | 9.75 1.98 | 15. 75 1.65 | 21.75 0.66 4.00 0.71 | 10.00 1.98 | 16. 00 1.65 | 22.00 0.66 4.25 0.88 | 10.25 2.53 | 16. 25 0.99 | 22.25 0.66 4.50 0.88 | 10.50 2.53 | 16. 50 0.99 | 22.50 0.66 4.75 0.88 | 10.75 3.41 | 16. 75 0.99 | 22.75 0.66 5.00 0.88 | 11.00 3.41 | 17. 00 0.99 | 23.00 0.66 5.25 0.88 | 11.25 5.28 | 17. 25 0.99 | 23.25 0.66 5.50 0.88 | 11.50 5.28 | 17. 50 0.99 | 23.50 0.66 5.75 0.88 | 11.75 22.88 | 17. 75 0.99 | 23.75 0.66 6.00 0.88 | 12.00 60.72 | 18. 00 0.99 | 24.00 0.66 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 0.55 | 6.083 1.10 |12.0 83 7.93 | 18.08 0.99 0.167 0.55 | 6.167 1.10 |12.1 67 7.92 | 18.17 0.99 0.250 0.55 | 6.250 1.10 |12.2 50 7.92 | 18.25 0.99 0.333 0.55 | 6.333 1.10 |12.3 33 7.92 | 18.33 0.99 0.417 0.55 | 6.417 1.10 |12.4 17 7.92 | 18.42 0.99 0.500 0.55 | 6.500 1.10 |12.5 00 7.92 | 18.50 0.99 0.583 0.55 | 6.583 1.10 |12.5 83 4.07 | 18.58 0.99 0.667 0.55 | 6.667 1.10 |12.6 67 4.07 | 18.67 0.99 0.750 0.55 | 6.750 1.10 |12.7 50 4.07 | 18.75 0.99 0.833 0.55 | 6.833 1.10 |12.8 33 4.07 | 18.83 0.99 0.917 0.55 | 6.917 1.10 |12.9 17 4.07 | 18.92 0.99 1.000 0.55 | 7.000 1.10 |13.0 00 4.07 | 19.00 0.99 1.083 0.55 | 7.083 1.10 |13.0 83 0.77 | 19.08 0.99 1.167 0.55 | 7.167 1.10 |13.1 67 0.77 | 19.17 0.99 1.250 0.55 | 7.250 1.10 |13.2 50 0.77 | 19.25 0.99 1.333 0.55 | 7.333 1.10 |13.3 33 0.77 | 19.33 0.99 1.417 0.55 | 7.417 1.10 |13.4 17 0.77 | 19.42 0.99 1.500 0.55 | 7.500 1.10 |13.5 00 0.77 | 19.50 0.99 1.583 0.55 | 7.583 1.10 |13.5 83 4.51 | 19.58 0.99 1.667 0.55 | 7.667 1.10 |13.6 67 4.51 | 19.67 0.99 1.750 0.55 | 7.750 1.10 |13.7 50 4.51 | 19.75 0.99 1.833 0.99 | 7.833 1.10 |13.8 33 4.51 | 19.83 0.99 1.917 0.99 | 7.917 1.10 |13.9 17 4.51 | 19.92 0.99 2.000 0.99 | 8.000 1.10 |14.0 00 4.51 | 20.00 0.99 2.083 0.71 | 8.083 1.49 |14.0 83 1.65 | 20.08 0.66 2.167 0.71 | 8.167 1.49 |14.1 67 1.65 | 20.17 0.66 2.250 0.71 | 8.250 1.49 |14.2 50 1.65 | 20.25 0.66 2.333 0.71 | 8.333 1.49 |14.3 33 1.65 | 20.33 0.66 2.417 0.71 | 8.417 1.49 |14.4 17 1.65 | 20.42 0.66 2.500 0.71 | 8.500 1.49 |14.5 00 1.65 | 20.50 0.66 2.583 0.71 | 8.583 1.49 |14.5 83 1.65 | 20.58 0.66 2.667 0.71 | 8.667 1.49 |14.6 67 1.65 | 20.67 0.66 2.750 0.71 | 8.750 1.49 |14.7 50 1.65 | 20.75 0.66 2.833 0.71 | 8.833 1.49 |14.8 33 1.65 | 20.83 0.66 2.917 0.71 | 8.917 1.49 |14.9 17 1.65 | 20.92 0.66 3.000 0.71 | 9.000 1.49 |15.0 00 1.65 | 21.00 0.66 3.083 0.71 | 9.083 1.76 |15.0 83 1.65 | 21.08 0.66 3.167 0.71 | 9.167 1.76 |15.1 67 1.65 | 21.17 0.66 3.250 0.71 | 9.250 1.76 |15.2 50 1.65 | 21.25 0.66 3.333 0.71 | 9.333 1.76 |15.3 33 1.65 | 21.33 0.66 3.417 0.71 | 9.417 1.76 |15.4 17 1.65 | 21.42 0.66 3.500 0.71 | 9.500 1.76 |15.5 00 1.65 | 21.50 0.66 3.583 0.71 | 9.583 1.98 |15.5 83 1.65 | 21.58 0.66 3.667 0.71 | 9.667 1.98 |15.6 67 1.65 | 21.67 0.66 3.750 0.71 | 9.750 1.98 |15.7 50 1.65 | 21.75 0.66 3.833 0.71 | 9.833 1.98 |15.8 33 1.65 | 21.83 0.66 3.917 0.71 | 9.917 1.98 |15.9 17 1.65 | 21.92 0.66 4.000 0.71 |10.000 1.98 |16.0 00 1.65 | 22.00 0.66 4.083 0.88 |10.083 2.53 |16.0 83 0.99 | 22.08 0.66 4.167 0.88 |10.167 2.53 |16.1 67 0.99 | 22.17 0.66 4.250 0.88 |10.250 2.53 |16.2 50 0.99 | 22.25 0.66 4.333 0.88 |10.333 2.53 |16.3 33 0.99 | 22.33 0.66 4.417 0.88 |10.417 2.53 |16.4 17 0.99 | 22.42 0.66 4.500 0.88 |10.500 2.53 |16.5 00 0.99 | 22.50 0.66 4.583 0.88 |10.583 3.41 |16.5 83 0.99 | 22.58 0.66 4.667 0.88 |10.667 3.41 |16.6 67 0.99 | 22.67 0.66 4.750 0.88 |10.750 3.41 |16.7 50 0.99 | 22.75 0.66 4.833 0.88 |10.833 3.41 |16.8 33 0.99 | 22.83 0.66 4.917 0.88 |10.917 3.41 |16.9 17 0.99 | 22.92 0.66 5.000 0.88 |11.000 3.41 |17.0 00 0.99 | 23.00 0.66 5.083 0.88 |11.083 5.28 |17.0 83 0.99 | 23.08 0.66 5.167 0.88 |11.167 5.28 |17.1 67 0.99 | 23.17 0.66 5.250 0.88 |11.250 5.28 |17.2 50 0.99 | 23.25 0.66 5.333 0.88 |11.333 5.28 |17.3 33 0.99 | 23.33 0.66 5.417 0.88 |11.417 5.28 |17.4 17 0.99 | 23.42 0.66 5.500 0.88 |11.500 5.28 |17.5 00 0.99 | 23.50 0.66 5.583 0.88 |11.583 22.88 |17.5 83 0.99 | 23.58 0.66 5.667 0.88 |11.667 22.88 |17.6 67 0.99 | 23.67 0.66 5.750 0.88 |11.750 22.88 |17.7 50 0.99 | 23.75 0.66 5.833 0.88 |11.833 60.72 |17.8 33 0.99 | 23.83 0.66 5.917 0.88 |11.917 60.72 |17.9 17 0.99 | 23.92 0.66 6.000 0.88 |12.000 60.72 |18.0 00 0.99 | 24.00 0.66 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.007 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 9.685 TOTAL RAINFALL (mm)= 55.000 RUNOFF COEFFICIENT = 0.176 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.007 (i)

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TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 9.686 TOTAL RAINFALL (mm)= 55.000 RUNOFF COEFFICIENT = 0.176 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.007 12.08 9.69 + ID2= 2 (0230): 0.37 0.007 12.17 9.69 ========================================= ========= ID = 3 (0520): 0.73 0.014 12.08 9.69 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.006 (i) TIME TO PEAK (hrs)= 12.000 RUNOFF VOLUME (mm)= 8.444 TOTAL RAINFALL (mm)= 55.000 RUNOFF COEFFICIENT = 0.154 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 60.72 7.51 over (min) 5.00 30.00 Storage Coeff. (min)= 6.42 (ii) 28.15 (ii) Unit Hyd. Tpeak (min)= 5.00 30.00 Unit Hyd. peak (cms)= 0.18 0.04 *TOTALS* PEAK FLOW (cms)= 0.79 0.14 0.852 (iii) TIME TO PEAK (hrs)= 12.00 12.33 12.00 RUNOFF VOLUME (mm)= 54.00 8.91 22.44 TOTAL RAINFALL (mm)= 55.00 55.00 55.00 RUNOFF COEFFICIENT = 0.98 0.16 0.41 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 60.72 9.30 over (min) 5.00 25.00 Storage Coeff. (min)= 3.16 (ii) 21.41 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.27 0.05 *TOTALS* PEAK FLOW (cms)= 0.05 0.02 0.063 (iii) TIME TO PEAK (hrs)= 12.00 12.25 12.00 RUNOFF VOLUME (mm)= 54.00 9.39 18.30 TOTAL RAINFALL (mm)= 55.00 55.00 55.00 RUNOFF COEFFICIENT = 0.98 0.17 0.33 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 0.852 12.00 22.44 + ID2= 2 (0205): 1.56 0.063 12.00 18.30 ========================================= ========= ID = 3 (0501): 18.16 0.915 12.00 22.08 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.006 12.00 8.44 + ID2= 2 (0501): 18.16 0.915 12.00 22.08

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========================================= ========= ID = 3 (0502): 18.41 0.921 12.00 21.90 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.006 (i) TIME TO PEAK (hrs)= 12.000 RUNOFF VOLUME (mm)= 8.838 TOTAL RAINFALL (mm)= 55.000 RUNOFF COEFFICIENT = 0.161 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 60.72 9.30 over (min) 5.00 25.00 Storage Coeff. (min)= 3.15 (ii) 21.40 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.27 0.05 *TOTALS* PEAK FLOW (cms)= 0.05 0.02 0.063 (iii) TIME TO PEAK (hrs)= 12.00 12.25 12.00 RUNOFF VOLUME (mm)= 54.00 9.39 18.30 TOTAL RAINFALL (mm)= 55.00 55.00 55.00 RUNOFF COEFFICIENT = 0.98 0.17 0.33 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.063 12.00 18.30 + ID2= 2 (0220): 0.22 0.006 12.00 8.84 ========================================= ========= ID = 3 (0505): 1.77 0.068 12.00 17.12 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 0.921 12.00 21.90 + ID2= 2 (0505): 1.77 0.068 12.00 17.12 ========================================= ========= ID = 3 (0510): 20.18 0.989 12.00 21.48 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 20 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 76.00 mm | Comments: 5-Yr,24-hr SCS, C ity of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 0.76 | 6.25 1.52 | 12. 25 10.94 | 18.25 1.37 0.50 0.76 | 6.50 1.52 | 12. 50 10.94 | 18.50 1.37 0.75 0.76 | 6.75 1.52 | 12. 75 5.62 | 18.75 1.37 1.00 0.76 | 7.00 1.52 | 13. 00 5.62 | 19.00 1.37 1.25 0.76 | 7.25 1.52 | 13. 25 1.06 | 19.25 1.37 1.50 0.76 | 7.50 1.52 | 13. 50 1.06 | 19.50 1.37 1.75 0.76 | 7.75 1.52 | 13. 75 6.23 | 19.75 1.37 2.00 1.37 | 8.00 1.52 | 14. 00 6.23 | 20.00 1.37 2.25 0.99 | 8.25 2.05 | 14. 25 2.28 | 20.25 0.91 2.50 0.99 | 8.50 2.05 | 14. 50 2.28 | 20.50 0.91 2.75 0.99 | 8.75 2.05 | 14. 75 2.28 | 20.75 0.91 3.00 0.99 | 9.00 2.05 | 15. 00 2.28 | 21.00 0.91 3.25 0.99 | 9.25 2.43 | 15. 25 2.28 | 21.25 0.91 3.50 0.99 | 9.50 2.43 | 15. 50 2.28 | 21.50 0.91 3.75 0.99 | 9.75 2.74 | 15. 75 2.28 | 21.75 0.91 4.00 0.99 | 10.00 2.74 | 16. 00 2.28 | 22.00 0.91 4.25 1.22 | 10.25 3.50 | 16. 25 1.37 | 22.25 0.91 4.50 1.22 | 10.50 3.50 | 16. 50 1.37 | 22.50 0.91 4.75 1.22 | 10.75 4.71 | 16. 75 1.37 | 22.75 0.91 5.00 1.22 | 11.00 4.71 | 17. 00 1.37 | 23.00 0.91 5.25 1.22 | 11.25 7.30 | 17. 25 1.37 | 23.25 0.91 5.50 1.22 | 11.50 7.30 | 17. 50 1.37 | 23.50 0.91 5.75 1.22 | 11.75 31.62 | 17. 75 1.37 | 23.75 0.91 6.00 1.22 | 12.00 83.90 | 18. 00 1.37 | 24.00 0.91 --------------------------------------------------- ----------------------------

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

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| CALIB || NASHYD (0225) | Area (ha)= 0.36 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.24 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 M IN. TIME STEP.

---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 0.76 | 6.083 1.52 |12.0 83 10.95 | 18.08 1.37 0.167 0.76 | 6.167 1.52 |12.1 67 10.94 | 18.17 1.37 0.250 0.76 | 6.250 1.52 |12.2 50 10.94 | 18.25 1.37 0.333 0.76 | 6.333 1.52 |12.3 33 10.94 | 18.33 1.37 0.417 0.76 | 6.417 1.52 |12.4 17 10.94 | 18.42 1.37 0.500 0.76 | 6.500 1.52 |12.5 00 10.94 | 18.50 1.37 0.583 0.76 | 6.583 1.52 |12.5 83 5.62 | 18.58 1.37 0.667 0.76 | 6.667 1.52 |12.6 67 5.62 | 18.67 1.37 0.750 0.76 | 6.750 1.52 |12.7 50 5.62 | 18.75 1.37 0.833 0.76 | 6.833 1.52 |12.8 33 5.62 | 18.83 1.37 0.917 0.76 | 6.917 1.52 |12.9 17 5.62 | 18.92 1.37 1.000 0.76 | 7.000 1.52 |13.0 00 5.62 | 19.00 1.37 1.083 0.76 | 7.083 1.52 |13.0 83 1.06 | 19.08 1.37 1.167 0.76 | 7.167 1.52 |13.1 67 1.06 | 19.17 1.37 1.250 0.76 | 7.250 1.52 |13.2 50 1.06 | 19.25 1.37 1.333 0.76 | 7.333 1.52 |13.3 33 1.06 | 19.33 1.37 1.417 0.76 | 7.417 1.52 |13.4 17 1.06 | 19.42 1.37 1.500 0.76 | 7.500 1.52 |13.5 00 1.06 | 19.50 1.37 1.583 0.76 | 7.583 1.52 |13.5 83 6.23 | 19.58 1.37 1.667 0.76 | 7.667 1.52 |13.6 67 6.23 | 19.67 1.37 1.750 0.76 | 7.750 1.52 |13.7 50 6.23 | 19.75 1.37 1.833 1.37 | 7.833 1.52 |13.8 33 6.23 | 19.83 1.37 1.917 1.37 | 7.917 1.52 |13.9 17 6.23 | 19.92 1.37 2.000 1.37 | 8.000 1.52 |14.0 00 6.23 | 20.00 1.37 2.083 0.99 | 8.083 2.05 |14.0 83 2.28 | 20.08 0.91 2.167 0.99 | 8.167 2.05 |14.1 67 2.28 | 20.17 0.91 2.250 0.99 | 8.250 2.05 |14.2 50 2.28 | 20.25 0.91 2.333 0.99 | 8.333 2.05 |14.3 33 2.28 | 20.33 0.91 2.417 0.99 | 8.417 2.05 |14.4 17 2.28 | 20.42 0.91 2.500 0.99 | 8.500 2.05 |14.5 00 2.28 | 20.50 0.91 2.583 0.99 | 8.583 2.05 |14.5 83 2.28 | 20.58 0.91 2.667 0.99 | 8.667 2.05 |14.6 67 2.28 | 20.67 0.91 2.750 0.99 | 8.750 2.05 |14.7 50 2.28 | 20.75 0.91 2.833 0.99 | 8.833 2.05 |14.8 33 2.28 | 20.83 0.91 2.917 0.99 | 8.917 2.05 |14.9 17 2.28 | 20.92 0.91 3.000 0.99 | 9.000 2.05 |15.0 00 2.28 | 21.00 0.91 3.083 0.99 | 9.083 2.43 |15.0 83 2.28 | 21.08 0.91 3.167 0.99 | 9.167 2.43 |15.1 67 2.28 | 21.17 0.91 3.250 0.99 | 9.250 2.43 |15.2 50 2.28 | 21.25 0.91 3.333 0.99 | 9.333 2.43 |15.3 33 2.28 | 21.33 0.91 3.417 0.99 | 9.417 2.43 |15.4 17 2.28 | 21.42 0.91 3.500 0.99 | 9.500 2.43 |15.5 00 2.28 | 21.50 0.91 3.583 0.99 | 9.583 2.74 |15.5 83 2.28 | 21.58 0.91 3.667 0.99 | 9.667 2.74 |15.6 67 2.28 | 21.67 0.91 3.750 0.99 | 9.750 2.74 |15.7 50 2.28 | 21.75 0.91 3.833 0.99 | 9.833 2.74 |15.8 33 2.28 | 21.83 0.91 3.917 0.99 | 9.917 2.74 |15.9 17 2.28 | 21.92 0.91 4.000 0.99 |10.000 2.74 |16.0 00 2.28 | 22.00 0.91 4.083 1.22 |10.083 3.50 |16.0 83 1.37 | 22.08 0.91 4.167 1.22 |10.167 3.50 |16.1 67 1.37 | 22.17 0.91 4.250 1.22 |10.250 3.50 |16.2 50 1.37 | 22.25 0.91 4.333 1.22 |10.333 3.50 |16.3 33 1.37 | 22.33 0.91 4.417 1.22 |10.417 3.50 |16.4 17 1.37 | 22.42 0.91 4.500 1.22 |10.500 3.50 |16.5 00 1.37 | 22.50 0.91 4.583 1.22 |10.583 4.71 |16.5 83 1.37 | 22.58 0.91 4.667 1.22 |10.667 4.71 |16.6 67 1.37 | 22.67 0.91 4.750 1.22 |10.750 4.71 |16.7 50 1.37 | 22.75 0.91 4.833 1.22 |10.833 4.71 |16.8 33 1.37 | 22.83 0.91 4.917 1.22 |10.917 4.71 |16.9 17 1.37 | 22.92 0.91 5.000 1.22 |11.000 4.71 |17.0 00 1.37 | 23.00 0.91 5.083 1.22 |11.083 7.30 |17.0 83 1.37 | 23.08 0.91 5.167 1.22 |11.167 7.30 |17.1 67 1.37 | 23.17 0.91 5.250 1.22 |11.250 7.30 |17.2 50 1.37 | 23.25 0.91 5.333 1.22 |11.333 7.30 |17.3 33 1.37 | 23.33 0.91 5.417 1.22 |11.417 7.30 |17.4 17 1.37 | 23.42 0.91 5.500 1.22 |11.500 7.30 |17.5 00 1.37 | 23.50 0.91 5.583 1.22 |11.583 31.61 |17.5 83 1.37 | 23.58 0.91 5.667 1.22 |11.667 31.62 |17.6 67 1.37 | 23.67 0.91 5.750 1.22 |11.750 31.62 |17.7 50 1.37 | 23.75 0.91 5.833 1.22 |11.833 83.90 |17.8 33 1.37 | 23.83 0.91 5.917 1.22 |11.917 83.90 |17.9 17 1.37 | 23.92 0.91 6.000 1.22 |12.000 83.90 |18.0 00 1.37 | 24.00 0.91 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.014 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 19.127 TOTAL RAINFALL (mm)= 76.000 RUNOFF COEFFICIENT = 0.252 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.014 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 19.129 TOTAL RAINFALL (mm)= 76.000 RUNOFF COEFFICIENT = 0.252 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.014 12.08 19.13 + ID2= 2 (0230): 0.37 0.014 12.08 19.13 ========================================= ========= ID = 3 (0520): 0.73 0.029 12.08 19.13 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ----------------------------

Page: 46


--------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.013 (i) TIME TO PEAK (hrs)= 12.000 RUNOFF VOLUME (mm)= 16.998 TOTAL RAINFALL (mm)= 76.000 RUNOFF COEFFICIENT = 0.224 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 83.90 20.88 over (min) 5.00 25.00 Storage Coeff. (min)= 5.64 (ii) 20.07 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.20 0.05 *TOTALS* PEAK FLOW (cms)= 1.11 0.33 1.298 (iii) TIME TO PEAK (hrs)= 12.00 12.25 12.00 RUNOFF VOLUME (mm)= 75.00 16.94 34.36 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT = 0.99 0.22 0.45 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 83.90 21.58 over (min) 5.00 20.00 Storage Coeff. (min)= 2.77 (ii) 15.81 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.28 0.07 *TOTALS* PEAK FLOW (cms)= 0.07 0.04 0.102 (iii) TIME TO PEAK (hrs)= 12.00 12.17 12.00 RUNOFF VOLUME (mm)= 75.00 17.54 29.03 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT = 0.99 0.23 0.38 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 1.298 12.00 34.36 + ID2= 2 (0205): 1.56 0.102 12.00 29.03 ========================================= ========= ID = 3 (0501): 18.16 1.400 12.00 33.90 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.013 12.00 17.00 + ID2= 2 (0501): 18.16 1.400 12.00 33.90 ========================================= ========= ID = 3 (0502): 18.41 1.413 12.00 33.67 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.012 (i) TIME TO PEAK (hrs)= 12.000 RUNOFF VOLUME (mm)= 17.661 TOTAL RAINFALL (mm)= 76.000 RUNOFF COEFFICIENT = 0.232 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY .

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--------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 83.90 21.58 over (min) 5.00 20.00 Storage Coeff. (min)= 2.77 (ii) 15.80 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.28 0.07 *TOTALS* PEAK FLOW (cms)= 0.07 0.04 0.101 (iii) TIME TO PEAK (hrs)= 12.00 12.17 12.00 RUNOFF VOLUME (mm)= 75.00 17.54 29.03 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT = 0.99 0.23 0.38 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.101 12.00 29.03 + ID2= 2 (0220): 0.22 0.012 12.00 17.66 ========================================= ========= ID = 3 (0505): 1.77 0.113 12.00 27.62 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 1.413 12.00 33.67 + ID2= 2 (0505): 1.77 0.113 12.00 27.62 ========================================= ========= ID = 3 (0510): 20.18 1.526 12.00 33.14 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 21 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 89.90 mm | Comments: 10-Yr,24-hr SCS, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 0.90 | 6.25 1.80 | 12. 25 12.95 | 18.25 1.62 0.50 0.90 | 6.50 1.80 | 12. 50 12.95 | 18.50 1.62 0.75 0.90 | 6.75 1.80 | 12. 75 6.65 | 18.75 1.62 1.00 0.90 | 7.00 1.80 | 13. 00 6.65 | 19.00 1.62 1.25 0.90 | 7.25 1.80 | 13. 25 1.26 | 19.25 1.62 1.50 0.90 | 7.50 1.80 | 13. 50 1.26 | 19.50 1.62 1.75 0.90 | 7.75 1.80 | 13. 75 7.37 | 19.75 1.62 2.00 1.62 | 8.00 1.80 | 14. 00 7.37 | 20.00 1.62 2.25 1.17 | 8.25 2.43 | 14. 25 2.70 | 20.25 1.08 2.50 1.17 | 8.50 2.43 | 14. 50 2.70 | 20.50 1.08 2.75 1.17 | 8.75 2.43 | 14. 75 2.70 | 20.75 1.08 3.00 1.17 | 9.00 2.43 | 15. 00 2.70 | 21.00 1.08 3.25 1.17 | 9.25 2.88 | 15. 25 2.70 | 21.25 1.08 3.50 1.17 | 9.50 2.88 | 15. 50 2.70 | 21.50 1.08 3.75 1.17 | 9.75 3.24 | 15. 75 2.70 | 21.75 1.08 4.00 1.17 | 10.00 3.24 | 16. 00 2.70 | 22.00 1.08 4.25 1.44 | 10.25 4.14 | 16. 25 1.62 | 22.25 1.08 4.50 1.44 | 10.50 4.14 | 16. 50 1.62 | 22.50 1.08 4.75 1.44 | 10.75 5.57 | 16. 75 1.62 | 22.75 1.08 5.00 1.44 | 11.00 5.57 | 17. 00 1.62 | 23.00 1.08 5.25 1.44 | 11.25 8.63 | 17. 25 1.62 | 23.25 1.08 5.50 1.44 | 11.50 8.63 | 17. 50 1.62 | 23.50 1.08 5.75 1.44 | 11.75 37.40 | 17. 75 1.62 | 23.75 1.08 6.00 1.44 | 12.00 99.25 | 18. 00 1.62 | 24.00 1.08 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 0.90 | 6.083 1.80 |12.0 83 12.96 | 18.08 1.62 0.167 0.90 | 6.167 1.80 |12.1 67 12.95 | 18.17 1.62 0.250 0.90 | 6.250 1.80 |12.2 50 12.95 | 18.25 1.62 0.333 0.90 | 6.333 1.80 |12.3 33 12.95 | 18.33 1.62 0.417 0.90 | 6.417 1.80 |12.4 17 12.95 | 18.42 1.62 0.500 0.90 | 6.500 1.80 |12.5 00 12.95 | 18.50 1.62 0.583 0.90 | 6.583 1.80 |12.5 83 6.65 | 18.58 1.62 0.667 0.90 | 6.667 1.80 |12.6 67 6.65 | 18.67 1.62 0.750 0.90 | 6.750 1.80 |12.7 50 6.65 | 18.75 1.62 0.833 0.90 | 6.833 1.80 |12.8 33 6.65 | 18.83 1.62

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0.917 0.90 | 6.917 1.80 |12.9 17 6.65 | 18.92 1.62 1.000 0.90 | 7.000 1.80 |13.0 00 6.65 | 19.00 1.62 1.083 0.90 | 7.083 1.80 |13.0 83 1.26 | 19.08 1.62 1.167 0.90 | 7.167 1.80 |13.1 67 1.26 | 19.17 1.62 1.250 0.90 | 7.250 1.80 |13.2 50 1.26 | 19.25 1.62 1.333 0.90 | 7.333 1.80 |13.3 33 1.26 | 19.33 1.62 1.417 0.90 | 7.417 1.80 |13.4 17 1.26 | 19.42 1.62 1.500 0.90 | 7.500 1.80 |13.5 00 1.26 | 19.50 1.62 1.583 0.90 | 7.583 1.80 |13.5 83 7.37 | 19.58 1.62 1.667 0.90 | 7.667 1.80 |13.6 67 7.37 | 19.67 1.62 1.750 0.90 | 7.750 1.80 |13.7 50 7.37 | 19.75 1.62 1.833 1.62 | 7.833 1.80 |13.8 33 7.37 | 19.83 1.62 1.917 1.62 | 7.917 1.80 |13.9 17 7.37 | 19.92 1.62 2.000 1.62 | 8.000 1.80 |14.0 00 7.37 | 20.00 1.62 2.083 1.17 | 8.083 2.43 |14.0 83 2.70 | 20.08 1.08 2.167 1.17 | 8.167 2.43 |14.1 67 2.70 | 20.17 1.08 2.250 1.17 | 8.250 2.43 |14.2 50 2.70 | 20.25 1.08 2.333 1.17 | 8.333 2.43 |14.3 33 2.70 | 20.33 1.08 2.417 1.17 | 8.417 2.43 |14.4 17 2.70 | 20.42 1.08 2.500 1.17 | 8.500 2.43 |14.5 00 2.70 | 20.50 1.08 2.583 1.17 | 8.583 2.43 |14.5 83 2.70 | 20.58 1.08 2.667 1.17 | 8.667 2.43 |14.6 67 2.70 | 20.67 1.08 2.750 1.17 | 8.750 2.43 |14.7 50 2.70 | 20.75 1.08 2.833 1.17 | 8.833 2.43 |14.8 33 2.70 | 20.83 1.08 2.917 1.17 | 8.917 2.43 |14.9 17 2.70 | 20.92 1.08 3.000 1.17 | 9.000 2.43 |15.0 00 2.70 | 21.00 1.08 3.083 1.17 | 9.083 2.88 |15.0 83 2.70 | 21.08 1.08 3.167 1.17 | 9.167 2.88 |15.1 67 2.70 | 21.17 1.08 3.250 1.17 | 9.250 2.88 |15.2 50 2.70 | 21.25 1.08 3.333 1.17 | 9.333 2.88 |15.3 33 2.70 | 21.33 1.08 3.417 1.17 | 9.417 2.88 |15.4 17 2.70 | 21.42 1.08 3.500 1.17 | 9.500 2.88 |15.5 00 2.70 | 21.50 1.08 3.583 1.17 | 9.583 3.24 |15.5 83 2.70 | 21.58 1.08 3.667 1.17 | 9.667 3.24 |15.6 67 2.70 | 21.67 1.08 3.750 1.17 | 9.750 3.24 |15.7 50 2.70 | 21.75 1.08 3.833 1.17 | 9.833 3.24 |15.8 33 2.70 | 21.83 1.08 3.917 1.17 | 9.917 3.24 |15.9 17 2.70 | 21.92 1.08 4.000 1.17 |10.000 3.24 |16.0 00 2.70 | 22.00 1.08 4.083 1.44 |10.083 4.14 |16.0 83 1.62 | 22.08 1.08 4.167 1.44 |10.167 4.14 |16.1 67 1.62 | 22.17 1.08 4.250 1.44 |10.250 4.14 |16.2 50 1.62 | 22.25 1.08 4.333 1.44 |10.333 4.14 |16.3 33 1.62 | 22.33 1.08 4.417 1.44 |10.417 4.14 |16.4 17 1.62 | 22.42 1.08 4.500 1.44 |10.500 4.14 |16.5 00 1.62 | 22.50 1.08 4.583 1.44 |10.583 5.57 |16.5 83 1.62 | 22.58 1.08 4.667 1.44 |10.667 5.57 |16.6 67 1.62 | 22.67 1.08 4.750 1.44 |10.750 5.57 |16.7 50 1.62 | 22.75 1.08 4.833 1.44 |10.833 5.57 |16.8 33 1.62 | 22.83 1.08 4.917 1.44 |10.917 5.57 |16.9 17 1.62 | 22.92 1.08 5.000 1.44 |11.000 5.57 |17.0 00 1.62 | 23.00 1.08 5.083 1.44 |11.083 8.63 |17.0 83 1.62 | 23.08 1.08 5.167 1.44 |11.167 8.63 |17.1 67 1.62 | 23.17 1.08 5.250 1.44 |11.250 8.63 |17.2 50 1.62 | 23.25 1.08 5.333 1.44 |11.333 8.63 |17.3 33 1.62 | 23.33 1.08 5.417 1.44 |11.417 8.63 |17.4 17 1.62 | 23.42 1.08 5.500 1.44 |11.500 8.63 |17.5 00 1.62 | 23.50 1.08 5.583 1.44 |11.583 37.40 |17.5 83 1.62 | 23.58 1.08 5.667 1.44 |11.667 37.40 |17.6 67 1.62 | 23.67 1.08 5.750 1.44 |11.750 37.40 |17.7 50 1.62 | 23.75 1.08 5.833 1.44 |11.833 99.24 |17.8 33 1.62 | 23.83 1.08 5.917 1.44 |11.917 99.25 |17.9 17 1.62 | 23.92 1.08 6.000 1.44 |12.000 99.25 |18.0 00 1.62 | 24.00 1.08 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.020 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 26.512 TOTAL RAINFALL (mm)= 89.900 RUNOFF COEFFICIENT = 0.295 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.020 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 26.516 TOTAL RAINFALL (mm)= 89.900 RUNOFF COEFFICIENT = 0.295 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.020 12.08 26.51 + ID2= 2 (0230): 0.37 0.020 12.08 26.52 ========================================= ========= ID = 3 (0520): 0.73 0.041 12.08 26.51 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.018 (i) TIME TO PEAK (hrs)= 12.000 RUNOFF VOLUME (mm)= 23.770 TOTAL RAINFALL (mm)= 89.900 RUNOFF COEFFICIENT = 0.264 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00

Page: 49


-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 99.25 28.83 over (min) 5.00 20.00 Storage Coeff. (min)= 5.27 (ii) 17.96 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.21 0.06 *TOTALS* PEAK FLOW (cms)= 1.32 0.50 1.665 (iii) TIME TO PEAK (hrs)= 12.00 12.17 12.00 RUNOFF VOLUME (mm)= 88.90 23.25 42.95 TOTAL RAINFALL (mm)= 89.90 89.90 89.90 RUNOFF COEFFICIENT = 0.99 0.26 0.48 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 99.25 29.59 over (min) 5.00 15.00 Storage Coeff. (min)= 2.59 (ii) 14.08 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.29 0.08 *TOTALS* PEAK FLOW (cms)= 0.09 0.06 0.141 (iii) TIME TO PEAK (hrs)= 12.00 12.08 12.00 RUNOFF VOLUME (mm)= 88.90 23.93 36.92 TOTAL RAINFALL (mm)= 89.90 89.90 89.90 RUNOFF COEFFICIENT = 0.99 0.27 0.41 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 1.665 12.00 42.95 + ID2= 2 (0205): 1.56 0.141 12.00 36.92 ========================================= ========= ID = 3 (0501): 18.16 1.806 12.00 42.43 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.018 12.00 23.77 + ID2= 2 (0501): 18.16 1.806 12.00 42.43 ========================================= ========= ID = 3 (0502): 18.41 1.824 12.00 42.17 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.017 (i) TIME TO PEAK (hrs)= 12.000 RUNOFF VOLUME (mm)= 24.616 TOTAL RAINFALL (mm)= 89.900 RUNOFF COEFFICIENT = 0.274 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 99.25 29.59 over (min) 5.00 15.00 Storage Coeff. (min)= 2.59 (ii) 14.07 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.29 0.08 *TOTALS* PEAK FLOW (cms)= 0.09 0.06 0.140 (iii)

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TIME TO PEAK (hrs)= 12.00 12.08 12.00 RUNOFF VOLUME (mm)= 88.90 23.93 36.92 TOTAL RAINFALL (mm)= 89.90 89.90 89.90 RUNOFF COEFFICIENT = 0.99 0.27 0.41 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.140 12.00 36.92 + ID2= 2 (0220): 0.22 0.017 12.00 24.62 ========================================= ========= ID = 3 (0505): 1.77 0.157 12.00 35.39 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 1.824 12.00 42.17 + ID2= 2 (0505): 1.77 0.157 12.00 35.39 ========================================= ========= ID = 3 (0510): 20.18 1.981 12.00 41.58 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 22 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal=107.50 mm | Comments: 25-Yr,24-hr SCS, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 1.08 | 6.25 2.15 | 12. 25 15.48 | 18.25 1.93 0.50 1.08 | 6.50 2.15 | 12. 50 15.48 | 18.50 1.93 0.75 1.08 | 6.75 2.15 | 12. 75 7.95 | 18.75 1.93 1.00 1.08 | 7.00 2.15 | 13. 00 7.95 | 19.00 1.93 1.25 1.08 | 7.25 2.15 | 13. 25 1.50 | 19.25 1.93 1.50 1.08 | 7.50 2.15 | 13. 50 1.50 | 19.50 1.93 1.75 1.08 | 7.75 2.15 | 13. 75 8.81 | 19.75 1.93 2.00 1.93 | 8.00 2.15 | 14. 00 8.81 | 20.00 1.93 2.25 1.40 | 8.25 2.90 | 14. 25 3.22 | 20.25 1.29 2.50 1.40 | 8.50 2.90 | 14. 50 3.22 | 20.50 1.29 2.75 1.40 | 8.75 2.90 | 14. 75 3.22 | 20.75 1.29 3.00 1.40 | 9.00 2.90 | 15. 00 3.22 | 21.00 1.29 3.25 1.40 | 9.25 3.44 | 15. 25 3.22 | 21.25 1.29 3.50 1.40 | 9.50 3.44 | 15. 50 3.22 | 21.50 1.29 3.75 1.40 | 9.75 3.87 | 15. 75 3.22 | 21.75 1.29 4.00 1.40 | 10.00 3.87 | 16. 00 3.22 | 22.00 1.29 4.25 1.72 | 10.25 4.95 | 16. 25 1.93 | 22.25 1.29 4.50 1.72 | 10.50 4.95 | 16. 50 1.93 | 22.50 1.29 4.75 1.72 | 10.75 6.66 | 16. 75 1.93 | 22.75 1.29 5.00 1.72 | 11.00 6.66 | 17. 00 1.93 | 23.00 1.29 5.25 1.72 | 11.25 10.32 | 17. 25 1.93 | 23.25 1.29 5.50 1.72 | 11.50 10.32 | 17. 50 1.93 | 23.50 1.29 5.75 1.72 | 11.75 44.72 | 17. 75 1.93 | 23.75 1.29 6.00 1.72 | 12.00 118.68 | 18. 00 1.93 | 24.00 1.29 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 1.08 | 6.083 2.15 |12.0 83 15.49 | 18.08 1.93 0.167 1.08 | 6.167 2.15 |12.1 67 15.48 | 18.17 1.93 0.250 1.08 | 6.250 2.15 |12.2 50 15.48 | 18.25 1.93 0.333 1.08 | 6.333 2.15 |12.3 33 15.48 | 18.33 1.93 0.417 1.08 | 6.417 2.15 |12.4 17 15.48 | 18.42 1.93 0.500 1.08 | 6.500 2.15 |12.5 00 15.48 | 18.50 1.93 0.583 1.08 | 6.583 2.15 |12.5 83 7.96 | 18.58 1.93 0.667 1.08 | 6.667 2.15 |12.6 67 7.95 | 18.67 1.93 0.750 1.08 | 6.750 2.15 |12.7 50 7.95 | 18.75 1.93 0.833 1.08 | 6.833 2.15 |12.8 33 7.95 | 18.83 1.93 0.917 1.08 | 6.917 2.15 |12.9 17 7.95 | 18.92 1.93 1.000 1.08 | 7.000 2.15 |13.0 00 7.95 | 19.00 1.93 1.083 1.08 | 7.083 2.15 |13.0 83 1.51 | 19.08 1.93 1.167 1.08 | 7.167 2.15 |13.1 67 1.50 | 19.17 1.93 1.250 1.08 | 7.250 2.15 |13.2 50 1.50 | 19.25 1.93 1.333 1.08 | 7.333 2.15 |13.3 33 1.50 | 19.33 1.93 1.417 1.08 | 7.417 2.15 |13.4 17 1.50 | 19.42 1.93 1.500 1.08 | 7.500 2.15 |13.5 00 1.50 | 19.50 1.93 1.583 1.08 | 7.583 2.15 |13.5 83 8.81 | 19.58 1.93 1.667 1.08 | 7.667 2.15 |13.6 67 8.81 | 19.67 1.93 1.750 1.08 | 7.750 2.15 |13.7 50 8.81 | 19.75 1.93 1.833 1.93 | 7.833 2.15 |13.8 33 8.81 | 19.83 1.93 1.917 1.93 | 7.917 2.15 |13.9 17 8.81 | 19.92 1.93 2.000 1.93 | 8.000 2.15 |14.0 00 8.81 | 20.00 1.93 2.083 1.40 | 8.083 2.90 |14.0 83 3.23 | 20.08 1.29 2.167 1.40 | 8.167 2.90 |14.1 67 3.22 | 20.17 1.29 2.250 1.40 | 8.250 2.90 |14.2 50 3.22 | 20.25 1.29 2.333 1.40 | 8.333 2.90 |14.3 33 3.22 | 20.33 1.29 2.417 1.40 | 8.417 2.90 |14.4 17 3.22 | 20.42 1.29 2.500 1.40 | 8.500 2.90 |14.5 00 3.22 | 20.50 1.29 2.583 1.40 | 8.583 2.90 |14.5 83 3.22 | 20.58 1.29

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2.667 1.40 | 8.667 2.90 |14.6 67 3.22 | 20.67 1.29 2.750 1.40 | 8.750 2.90 |14.7 50 3.22 | 20.75 1.29 2.833 1.40 | 8.833 2.90 |14.8 33 3.22 | 20.83 1.29 2.917 1.40 | 8.917 2.90 |14.9 17 3.22 | 20.92 1.29 3.000 1.40 | 9.000 2.90 |15.0 00 3.22 | 21.00 1.29 3.083 1.40 | 9.083 3.44 |15.0 83 3.22 | 21.08 1.29 3.167 1.40 | 9.167 3.44 |15.1 67 3.22 | 21.17 1.29 3.250 1.40 | 9.250 3.44 |15.2 50 3.22 | 21.25 1.29 3.333 1.40 | 9.333 3.44 |15.3 33 3.22 | 21.33 1.29 3.417 1.40 | 9.417 3.44 |15.4 17 3.22 | 21.42 1.29 3.500 1.40 | 9.500 3.44 |15.5 00 3.22 | 21.50 1.29 3.583 1.40 | 9.583 3.87 |15.5 83 3.22 | 21.58 1.29 3.667 1.40 | 9.667 3.87 |15.6 67 3.22 | 21.67 1.29 3.750 1.40 | 9.750 3.87 |15.7 50 3.22 | 21.75 1.29 3.833 1.40 | 9.833 3.87 |15.8 33 3.22 | 21.83 1.29 3.917 1.40 | 9.917 3.87 |15.9 17 3.22 | 21.92 1.29 4.000 1.40 |10.000 3.87 |16.0 00 3.22 | 22.00 1.29 4.083 1.72 |10.083 4.94 |16.0 83 1.94 | 22.08 1.29 4.167 1.72 |10.167 4.95 |16.1 67 1.93 | 22.17 1.29 4.250 1.72 |10.250 4.95 |16.2 50 1.93 | 22.25 1.29 4.333 1.72 |10.333 4.95 |16.3 33 1.93 | 22.33 1.29 4.417 1.72 |10.417 4.95 |16.4 17 1.93 | 22.42 1.29 4.500 1.72 |10.500 4.95 |16.5 00 1.93 | 22.50 1.29 4.583 1.72 |10.583 6.66 |16.5 83 1.93 | 22.58 1.29 4.667 1.72 |10.667 6.66 |16.6 67 1.93 | 22.67 1.29 4.750 1.72 |10.750 6.66 |16.7 50 1.93 | 22.75 1.29 4.833 1.72 |10.833 6.66 |16.8 33 1.93 | 22.83 1.29 4.917 1.72 |10.917 6.66 |16.9 17 1.93 | 22.92 1.29 5.000 1.72 |11.000 6.66 |17.0 00 1.93 | 23.00 1.29 5.083 1.72 |11.083 10.32 |17.0 83 1.93 | 23.08 1.29 5.167 1.72 |11.167 10.32 |17.1 67 1.93 | 23.17 1.29 5.250 1.72 |11.250 10.32 |17.2 50 1.93 | 23.25 1.29 5.333 1.72 |11.333 10.32 |17.3 33 1.93 | 23.33 1.29 5.417 1.72 |11.417 10.32 |17.4 17 1.93 | 23.42 1.29 5.500 1.72 |11.500 10.32 |17.5 00 1.93 | 23.50 1.29 5.583 1.72 |11.583 44.72 |17.5 83 1.93 | 23.58 1.29 5.667 1.72 |11.667 44.72 |17.6 67 1.93 | 23.67 1.29 5.750 1.72 |11.750 44.72 |17.7 50 1.93 | 23.75 1.29 5.833 1.72 |11.833 118.67 |17.8 33 1.93 | 23.83 1.29 5.917 1.72 |11.917 118.68 |17.9 17 1.93 | 23.92 1.29 6.000 1.72 |12.000 118.68 |18.0 00 1.93 | 24.00 1.29 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.029 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 36.892 TOTAL RAINFALL (mm)= 107.500 RUNOFF COEFFICIENT = 0.343 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.029 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 36.897 TOTAL RAINFALL (mm)= 107.500 RUNOFF COEFFICIENT = 0.343 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.029 12.08 36.89 + ID2= 2 (0230): 0.37 0.029 12.08 36.90 ========================================= ========= ID = 3 (0520): 0.73 0.058 12.08 36.89 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.026 (i) TIME TO PEAK (hrs)= 12.000 RUNOFF VOLUME (mm)= 33.368 TOTAL RAINFALL (mm)= 107.500 RUNOFF COEFFICIENT = 0.310 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 118.68 40.15 over (min) 5.00 20.00 Storage Coeff. (min)= 4.91 (ii) 16.02 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.22 0.06 *TOTALS* PEAK FLOW (cms)= 1.59 0.73 2.106 (iii) TIME TO PEAK (hrs)= 12.00 12.17 12.00 RUNOFF VOLUME (mm)= 106.50 32.20 54.49 TOTAL RAINFALL (mm)= 107.50 107.50 107.50 RUNOFF COEFFICIENT = 0.99 0.30 0.51 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!

Page: 52


(i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 118.68 43.90 over (min) 5.00 15.00 Storage Coeff. (min)= 2.41 (ii) 12.22 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.09 *TOTALS* PEAK FLOW (cms)= 0.10 0.09 0.185 (iii) TIME TO PEAK (hrs)= 12.00 12.08 12.00 RUNOFF VOLUME (mm)= 106.50 32.95 47.65 TOTAL RAINFALL (mm)= 107.50 107.50 107.50 RUNOFF COEFFICIENT = 0.99 0.31 0.44 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 2.106 12.00 54.49 + ID2= 2 (0205): 1.56 0.185 12.00 47.65 ========================================= ========= ID = 3 (0501): 18.16 2.291 12.00 53.90 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.026 12.00 33.37 + ID2= 2 (0501): 18.16 2.291 12.00 53.90 ========================================= ========= ID = 3 (0502): 18.41 2.317 12.00 53.62 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.024 (i) TIME TO PEAK (hrs)= 12.000 RUNOFF VOLUME (mm)= 34.447 TOTAL RAINFALL (mm)= 107.500 RUNOFF COEFFICIENT = 0.320 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 118.68 43.90 over (min) 5.00 15.00 Storage Coeff. (min)= 2.41 (ii) 12.22 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.09 *TOTALS* PEAK FLOW (cms)= 0.10 0.09 0.184 (iii) TIME TO PEAK (hrs)= 12.00 12.08 12.00 RUNOFF VOLUME (mm)= 106.50 32.95 47.65 TOTAL RAINFALL (mm)= 107.50 107.50 107.50 RUNOFF COEFFICIENT = 0.99 0.31 0.44 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.

Page: 53


-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.184 12.00 47.65 + ID2= 2 (0220): 0.22 0.024 12.00 34.45 ========================================= ========= ID = 3 (0505): 1.77 0.207 12.00 46.01 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 2.317 12.00 53.62 + ID2= 2 (0505): 1.77 0.207 12.00 46.01 ========================================= ========= ID = 3 (0510): 20.18 2.524 12.00 52.95 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 23 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal=120.60 mm | Comments: 50-Yr,24-hr SCS, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 1.21 | 6.25 2.41 | 12. 25 17.37 | 18.25 2.17 0.50 1.21 | 6.50 2.41 | 12. 50 17.37 | 18.50 2.17 0.75 1.21 | 6.75 2.41 | 12. 75 8.92 | 18.75 2.17 1.00 1.21 | 7.00 2.41 | 13. 00 8.92 | 19.00 2.17 1.25 1.21 | 7.25 2.41 | 13. 25 1.69 | 19.25 2.17 1.50 1.21 | 7.50 2.41 | 13. 50 1.69 | 19.50 2.17 1.75 1.21 | 7.75 2.41 | 13. 75 9.89 | 19.75 2.17 2.00 2.17 | 8.00 2.41 | 14. 00 9.89 | 20.00 2.17 2.25 1.57 | 8.25 3.26 | 14. 25 3.62 | 20.25 1.45 2.50 1.57 | 8.50 3.26 | 14. 50 3.62 | 20.50 1.45 2.75 1.57 | 8.75 3.26 | 14. 75 3.62 | 20.75 1.45 3.00 1.57 | 9.00 3.26 | 15. 00 3.62 | 21.00 1.45 3.25 1.57 | 9.25 3.86 | 15. 25 3.62 | 21.25 1.45 3.50 1.57 | 9.50 3.86 | 15. 50 3.62 | 21.50 1.45 3.75 1.57 | 9.75 4.34 | 15. 75 3.62 | 21.75 1.45 4.00 1.57 | 10.00 4.34 | 16. 00 3.62 | 22.00 1.45 4.25 1.93 | 10.25 5.55 | 16. 25 2.17 | 22.25 1.45 4.50 1.93 | 10.50 5.55 | 16. 50 2.17 | 22.50 1.45 4.75 1.93 | 10.75 7.48 | 16. 75 2.17 | 22.75 1.45 5.00 1.93 | 11.00 7.48 | 17. 00 2.17 | 23.00 1.45 5.25 1.93 | 11.25 11.58 | 17. 25 2.17 | 23.25 1.45 5.50 1.93 | 11.50 11.58 | 17. 50 2.17 | 23.50 1.45 5.75 1.93 | 11.75 50.17 | 17. 75 2.17 | 23.75 1.45 6.00 1.93 | 12.00 133.14 | 18. 00 2.17 | 24.00 1.45 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 1.21 | 6.083 2.41 |12.0 83 17.38 | 18.08 2.17 0.167 1.21 | 6.167 2.41 |12.1 67 17.37 | 18.17 2.17 0.250 1.21 | 6.250 2.41 |12.2 50 17.37 | 18.25 2.17 0.333 1.21 | 6.333 2.41 |12.3 33 17.37 | 18.33 2.17 0.417 1.21 | 6.417 2.41 |12.4 17 17.37 | 18.42 2.17 0.500 1.21 | 6.500 2.41 |12.5 00 17.37 | 18.50 2.17 0.583 1.21 | 6.583 2.41 |12.5 83 8.93 | 18.58 2.17 0.667 1.21 | 6.667 2.41 |12.6 67 8.92 | 18.67 2.17 0.750 1.21 | 6.750 2.41 |12.7 50 8.92 | 18.75 2.17 0.833 1.21 | 6.833 2.41 |12.8 33 8.92 | 18.83 2.17 0.917 1.21 | 6.917 2.41 |12.9 17 8.92 | 18.92 2.17 1.000 1.21 | 7.000 2.41 |13.0 00 8.92 | 19.00 2.17 1.083 1.21 | 7.083 2.41 |13.0 83 1.69 | 19.08 2.17 1.167 1.21 | 7.167 2.41 |13.1 67 1.69 | 19.17 2.17 1.250 1.21 | 7.250 2.41 |13.2 50 1.69 | 19.25 2.17 1.333 1.21 | 7.333 2.41 |13.3 33 1.69 | 19.33 2.17 1.417 1.21 | 7.417 2.41 |13.4 17 1.69 | 19.42 2.17 1.500 1.21 | 7.500 2.41 |13.5 00 1.69 | 19.50 2.17 1.583 1.21 | 7.583 2.41 |13.5 83 9.89 | 19.58 2.17 1.667 1.21 | 7.667 2.41 |13.6 67 9.89 | 19.67 2.17 1.750 1.21 | 7.750 2.41 |13.7 50 9.89 | 19.75 2.17 1.833 2.17 | 7.833 2.41 |13.8 33 9.89 | 19.83 2.17 1.917 2.17 | 7.917 2.41 |13.9 17 9.89 | 19.92 2.17 2.000 2.17 | 8.000 2.41 |14.0 00 9.89 | 20.00 2.17 2.083 1.57 | 8.083 3.26 |14.0 83 3.62 | 20.08 1.45 2.167 1.57 | 8.167 3.26 |14.1 67 3.62 | 20.17 1.45 2.250 1.57 | 8.250 3.26 |14.2 50 3.62 | 20.25 1.45 2.333 1.57 | 8.333 3.26 |14.3 33 3.62 | 20.33 1.45 2.417 1.57 | 8.417 3.26 |14.4 17 3.62 | 20.42 1.45 2.500 1.57 | 8.500 3.26 |14.5 00 3.62 | 20.50 1.45 2.583 1.57 | 8.583 3.26 |14.5 83 3.62 | 20.58 1.45 2.667 1.57 | 8.667 3.26 |14.6 67 3.62 | 20.67 1.45 2.750 1.57 | 8.750 3.26 |14.7 50 3.62 | 20.75 1.45 2.833 1.57 | 8.833 3.26 |14.8 33 3.62 | 20.83 1.45 2.917 1.57 | 8.917 3.26 |14.9 17 3.62 | 20.92 1.45 3.000 1.57 | 9.000 3.26 |15.0 00 3.62 | 21.00 1.45 3.083 1.57 | 9.083 3.86 |15.0 83 3.62 | 21.08 1.45 3.167 1.57 | 9.167 3.86 |15.1 67 3.62 | 21.17 1.45 3.250 1.57 | 9.250 3.86 |15.2 50 3.62 | 21.25 1.45 3.333 1.57 | 9.333 3.86 |15.3 33 3.62 | 21.33 1.45 3.417 1.57 | 9.417 3.86 |15.4 17 3.62 | 21.42 1.45 3.500 1.57 | 9.500 3.86 |15.5 00 3.62 | 21.50 1.45 3.583 1.57 | 9.583 4.34 |15.5 83 3.62 | 21.58 1.45 3.667 1.57 | 9.667 4.34 |15.6 67 3.62 | 21.67 1.45 3.750 1.57 | 9.750 4.34 |15.7 50 3.62 | 21.75 1.45 3.833 1.57 | 9.833 4.34 |15.8 33 3.62 | 21.83 1.45 3.917 1.57 | 9.917 4.34 |15.9 17 3.62 | 21.92 1.45 4.000 1.57 |10.000 4.34 |16.0 00 3.62 | 22.00 1.45 4.083 1.93 |10.083 5.55 |16.0 83 2.17 | 22.08 1.45 4.167 1.93 |10.167 5.55 |16.1 67 2.17 | 22.17 1.45 4.250 1.93 |10.250 5.55 |16.2 50 2.17 | 22.25 1.45

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4.333 1.93 |10.333 5.55 |16.3 33 2.17 | 22.33 1.45 4.417 1.93 |10.417 5.55 |16.4 17 2.17 | 22.42 1.45 4.500 1.93 |10.500 5.55 |16.5 00 2.17 | 22.50 1.45 4.583 1.93 |10.583 7.48 |16.5 83 2.17 | 22.58 1.45 4.667 1.93 |10.667 7.48 |16.6 67 2.17 | 22.67 1.45 4.750 1.93 |10.750 7.48 |16.7 50 2.17 | 22.75 1.45 4.833 1.93 |10.833 7.48 |16.8 33 2.17 | 22.83 1.45 4.917 1.93 |10.917 7.48 |16.9 17 2.17 | 22.92 1.45 5.000 1.93 |11.000 7.48 |17.0 00 2.17 | 23.00 1.45 5.083 1.93 |11.083 11.58 |17.0 83 2.17 | 23.08 1.45 5.167 1.93 |11.167 11.58 |17.1 67 2.17 | 23.17 1.45 5.250 1.93 |11.250 11.58 |17.2 50 2.17 | 23.25 1.45 5.333 1.93 |11.333 11.58 |17.3 33 2.17 | 23.33 1.45 5.417 1.93 |11.417 11.58 |17.4 17 2.17 | 23.42 1.45 5.500 1.93 |11.500 11.58 |17.5 00 2.17 | 23.50 1.45 5.583 1.93 |11.583 50.17 |17.5 83 2.17 | 23.58 1.45 5.667 1.93 |11.667 50.17 |17.6 67 2.17 | 23.67 1.45 5.750 1.93 |11.750 50.17 |17.7 50 2.17 | 23.75 1.45 5.833 1.93 |11.833 133.13 |17.8 33 2.17 | 23.83 1.45 5.917 1.93 |11.917 133.14 |17.9 17 2.17 | 23.92 1.45 6.000 1.93 |12.000 133.14 |18.0 00 2.17 | 24.00 1.45 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.036 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 45.238 TOTAL RAINFALL (mm)= 120.600 RUNOFF COEFFICIENT = 0.375 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.035 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 45.244 TOTAL RAINFALL (mm)= 120.600 RUNOFF COEFFICIENT = 0.375 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.036 12.08 45.24 + ID2= 2 (0230): 0.37 0.035 12.08 45.24 ========================================= ========= ID = 3 (0520): 0.73 0.071 12.08 45.24 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.032 (i) TIME TO PEAK (hrs)= 12.000 RUNOFF VOLUME (mm)= 41.139 TOTAL RAINFALL (mm)= 120.600 RUNOFF COEFFICIENT = 0.341 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 133.14 52.84 over (min) 5.00 15.00 Storage Coeff. (min)= 4.69 (ii) 14.64 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.22 0.08 *TOTALS* PEAK FLOW (cms)= 1.79 0.98 2.638 (iii) TIME TO PEAK (hrs)= 12.00 12.08 12.00 RUNOFF VOLUME (mm)= 119.60 39.45 63.50 TOTAL RAINFALL (mm)= 120.60 120.60 120.60 RUNOFF COEFFICIENT = 0.99 0.33 0.53 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250

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Max.Eff.Inten.(mm/hr)= 133.14 53.64 over (min) 5.00 15.00 Storage Coeff. (min)= 2.31 (ii) 11.36 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.09 *TOTALS* PEAK FLOW (cms)= 0.12 0.12 0.220 (iii) TIME TO PEAK (hrs)= 12.00 12.08 12.00 RUNOFF VOLUME (mm)= 119.60 40.25 56.12 TOTAL RAINFALL (mm)= 120.60 120.60 120.60 RUNOFF COEFFICIENT = 0.99 0.33 0.47 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 2.638 12.00 63.50 + ID2= 2 (0205): 1.56 0.220 12.00 56.12 ========================================= ========= ID = 3 (0501): 18.16 2.858 12.00 62.86 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.032 12.00 41.14 + ID2= 2 (0501): 18.16 2.858 12.00 62.86 ========================================= ========= ID = 3 (0502): 18.41 2.890 12.00 62.57 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.029 (i) TIME TO PEAK (hrs)= 12.000 RUNOFF VOLUME (mm)= 42.387 TOTAL RAINFALL (mm)= 120.600 RUNOFF COEFFICIENT = 0.351 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 133.14 53.64 over (min) 5.00 15.00 Storage Coeff. (min)= 2.30 (ii) 11.36 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.09 *TOTALS* PEAK FLOW (cms)= 0.11 0.12 0.219 (iii) TIME TO PEAK (hrs)= 12.00 12.08 12.00 RUNOFF VOLUME (mm)= 119.60 40.25 56.12 TOTAL RAINFALL (mm)= 120.60 120.60 120.60 RUNOFF COEFFICIENT = 0.99 0.33 0.47 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.219 12.00 56.12 + ID2= 2 (0220): 0.22 0.029 12.00 42.39 ========================================= ========= ID = 3 (0505): 1.77 0.248 12.00 54.41 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 2.890 12.00 62.57 + ID2= 2 (0505): 1.77 0.248 12.00 54.41 ========================================= ========= ID = 3 (0510): 20.18 3.138 12.00 61.85 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.

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--------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 24 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal=133.60 mm | Comments: 100-Yr,24-hr SCS, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 1.34 | 6.25 2.67 | 12. 25 19.24 | 18.25 2.40 0.50 1.34 | 6.50 2.67 | 12. 50 19.24 | 18.50 2.40 0.75 1.34 | 6.75 2.67 | 12. 75 9.89 | 18.75 2.40 1.00 1.34 | 7.00 2.67 | 13. 00 9.89 | 19.00 2.40 1.25 1.34 | 7.25 2.67 | 13. 25 1.87 | 19.25 2.40 1.50 1.34 | 7.50 2.67 | 13. 50 1.87 | 19.50 2.40 1.75 1.34 | 7.75 2.67 | 13. 75 10.96 | 19.75 2.40 2.00 2.40 | 8.00 2.67 | 14. 00 10.96 | 20.00 2.40 2.25 1.74 | 8.25 3.61 | 14. 25 4.01 | 20.25 1.60 2.50 1.74 | 8.50 3.61 | 14. 50 4.01 | 20.50 1.60 2.75 1.74 | 8.75 3.61 | 14. 75 4.01 | 20.75 1.60 3.00 1.74 | 9.00 3.61 | 15. 00 4.01 | 21.00 1.60 3.25 1.74 | 9.25 4.28 | 15. 25 4.01 | 21.25 1.60 3.50 1.74 | 9.50 4.28 | 15. 50 4.01 | 21.50 1.60 3.75 1.74 | 9.75 4.81 | 15. 75 4.01 | 21.75 1.60 4.00 1.74 | 10.00 4.81 | 16. 00 4.01 | 22.00 1.60 4.25 2.14 | 10.25 6.15 | 16. 25 2.40 | 22.25 1.60 4.50 2.14 | 10.50 6.15 | 16. 50 2.40 | 22.50 1.60 4.75 2.14 | 10.75 8.28 | 16. 75 2.40 | 22.75 1.60 5.00 2.14 | 11.00 8.28 | 17. 00 2.40 | 23.00 1.60 5.25 2.14 | 11.25 12.83 | 17. 25 2.40 | 23.25 1.60 5.50 2.14 | 11.50 12.83 | 17. 50 2.40 | 23.50 1.60 5.75 2.14 | 11.75 55.58 | 17. 75 2.40 | 23.75 1.60 6.00 2.14 | 12.00 147.49 | 18. 00 2.40 | 24.00 1.60 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 1.34 | 6.083 2.67 |12.0 83 19.25 | 18.08 2.40 0.167 1.34 | 6.167 2.67 |12.1 67 19.24 | 18.17 2.40 0.250 1.34 | 6.250 2.67 |12.2 50 19.24 | 18.25 2.40 0.333 1.34 | 6.333 2.67 |12.3 33 19.24 | 18.33 2.40 0.417 1.34 | 6.417 2.67 |12.4 17 19.24 | 18.42 2.40 0.500 1.34 | 6.500 2.67 |12.5 00 19.24 | 18.50 2.40 0.583 1.34 | 6.583 2.67 |12.5 83 9.89 | 18.58 2.40 0.667 1.34 | 6.667 2.67 |12.6 67 9.89 | 18.67 2.40 0.750 1.34 | 6.750 2.67 |12.7 50 9.89 | 18.75 2.40 0.833 1.34 | 6.833 2.67 |12.8 33 9.89 | 18.83 2.40 0.917 1.34 | 6.917 2.67 |12.9 17 9.89 | 18.92 2.40 1.000 1.34 | 7.000 2.67 |13.0 00 9.89 | 19.00 2.40 1.083 1.34 | 7.083 2.67 |13.0 83 1.87 | 19.08 2.40 1.167 1.34 | 7.167 2.67 |13.1 67 1.87 | 19.17 2.40 1.250 1.34 | 7.250 2.67 |13.2 50 1.87 | 19.25 2.40 1.333 1.34 | 7.333 2.67 |13.3 33 1.87 | 19.33 2.40 1.417 1.34 | 7.417 2.67 |13.4 17 1.87 | 19.42 2.40 1.500 1.34 | 7.500 2.67 |13.5 00 1.87 | 19.50 2.40 1.583 1.34 | 7.583 2.67 |13.5 83 10.95 | 19.58 2.40 1.667 1.34 | 7.667 2.67 |13.6 67 10.96 | 19.67 2.40 1.750 1.34 | 7.750 2.67 |13.7 50 10.96 | 19.75 2.40 1.833 2.40 | 7.833 2.67 |13.8 33 10.96 | 19.83 2.40 1.917 2.40 | 7.917 2.67 |13.9 17 10.96 | 19.92 2.40 2.000 2.40 | 8.000 2.67 |14.0 00 10.96 | 20.00 2.40 2.083 1.74 | 8.083 3.61 |14.0 83 4.01 | 20.08 1.60 2.167 1.74 | 8.167 3.61 |14.1 67 4.01 | 20.17 1.60 2.250 1.74 | 8.250 3.61 |14.2 50 4.01 | 20.25 1.60 2.333 1.74 | 8.333 3.61 |14.3 33 4.01 | 20.33 1.60 2.417 1.74 | 8.417 3.61 |14.4 17 4.01 | 20.42 1.60 2.500 1.74 | 8.500 3.61 |14.5 00 4.01 | 20.50 1.60 2.583 1.74 | 8.583 3.61 |14.5 83 4.01 | 20.58 1.60 2.667 1.74 | 8.667 3.61 |14.6 67 4.01 | 20.67 1.60 2.750 1.74 | 8.750 3.61 |14.7 50 4.01 | 20.75 1.60 2.833 1.74 | 8.833 3.61 |14.8 33 4.01 | 20.83 1.60 2.917 1.74 | 8.917 3.61 |14.9 17 4.01 | 20.92 1.60 3.000 1.74 | 9.000 3.61 |15.0 00 4.01 | 21.00 1.60 3.083 1.74 | 9.083 4.28 |15.0 83 4.01 | 21.08 1.60 3.167 1.74 | 9.167 4.28 |15.1 67 4.01 | 21.17 1.60 3.250 1.74 | 9.250 4.28 |15.2 50 4.01 | 21.25 1.60 3.333 1.74 | 9.333 4.28 |15.3 33 4.01 | 21.33 1.60 3.417 1.74 | 9.417 4.28 |15.4 17 4.01 | 21.42 1.60 3.500 1.74 | 9.500 4.28 |15.5 00 4.01 | 21.50 1.60 3.583 1.74 | 9.583 4.81 |15.5 83 4.01 | 21.58 1.60 3.667 1.74 | 9.667 4.81 |15.6 67 4.01 | 21.67 1.60 3.750 1.74 | 9.750 4.81 |15.7 50 4.01 | 21.75 1.60 3.833 1.74 | 9.833 4.81 |15.8 33 4.01 | 21.83 1.60 3.917 1.74 | 9.917 4.81 |15.9 17 4.01 | 21.92 1.60 4.000 1.74 |10.000 4.81 |16.0 00 4.01 | 22.00 1.60 4.083 2.14 |10.083 6.15 |16.0 83 2.41 | 22.08 1.60 4.167 2.14 |10.167 6.15 |16.1 67 2.40 | 22.17 1.60 4.250 2.14 |10.250 6.15 |16.2 50 2.40 | 22.25 1.60 4.333 2.14 |10.333 6.15 |16.3 33 2.40 | 22.33 1.60 4.417 2.14 |10.417 6.15 |16.4 17 2.40 | 22.42 1.60 4.500 2.14 |10.500 6.15 |16.5 00 2.40 | 22.50 1.60 4.583 2.14 |10.583 8.28 |16.5 83 2.40 | 22.58 1.60 4.667 2.14 |10.667 8.28 |16.6 67 2.40 | 22.67 1.60 4.750 2.14 |10.750 8.28 |16.7 50 2.40 | 22.75 1.60 4.833 2.14 |10.833 8.28 |16.8 33 2.40 | 22.83 1.60 4.917 2.14 |10.917 8.28 |16.9 17 2.40 | 22.92 1.60 5.000 2.14 |11.000 8.28 |17.0 00 2.40 | 23.00 1.60 5.083 2.14 |11.083 12.83 |17.0 83 2.40 | 23.08 1.60 5.167 2.14 |11.167 12.83 |17.1 67 2.40 | 23.17 1.60 5.250 2.14 |11.250 12.83 |17.2 50 2.40 | 23.25 1.60 5.333 2.14 |11.333 12.83 |17.3 33 2.40 | 23.33 1.60 5.417 2.14 |11.417 12.83 |17.4 17 2.40 | 23.42 1.60 5.500 2.14 |11.500 12.83 |17.5 00 2.40 | 23.50 1.60 5.583 2.14 |11.583 55.57 |17.5 83 2.40 | 23.58 1.60 5.667 2.14 |11.667 55.58 |17.6 67 2.40 | 23.67 1.60 5.750 2.14 |11.750 55.58 |17.7 50 2.40 | 23.75 1.60 5.833 2.14 |11.833 147.48 |17.8 33 2.40 | 23.83 1.60 5.917 2.14 |11.917 147.49 |17.9 17 2.40 | 23.92 1.60

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6.000 2.14 |12.000 147.49 |18.0 00 2.40 | 24.00 1.60 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.043 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 53.962 TOTAL RAINFALL (mm)= 133.600 RUNOFF COEFFICIENT = 0.404 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.043 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 53.970 TOTAL RAINFALL (mm)= 133.600 RUNOFF COEFFICIENT = 0.404 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.043 12.08 53.96 + ID2= 2 (0230): 0.37 0.043 12.08 53.97 ========================================= ========= ID = 3 (0520): 0.73 0.085 12.08 53.97 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.039 (i) TIME TO PEAK (hrs)= 12.000 RUNOFF VOLUME (mm)= 49.302 TOTAL RAINFALL (mm)= 133.600 RUNOFF COEFFICIENT = 0.369 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 147.49 63.07 over (min) 5.00 15.00 Storage Coeff. (min)= 4.50 (ii) 13.78 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.23 0.08 *TOTALS* PEAK FLOW (cms)= 1.99 1.21 3.042 (iii) TIME TO PEAK (hrs)= 12.00 12.08 12.00 RUNOFF VOLUME (mm)= 132.60 47.09 72.75 TOTAL RAINFALL (mm)= 133.60 133.60 133.60 RUNOFF COEFFICIENT = 0.99 0.35 0.54 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 147.49 63.89 over (min) 5.00 15.00 Storage Coeff. (min)= 2.21 (ii) 10.66 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.09 *TOTALS* PEAK FLOW (cms)= 0.13 0.15 0.257 (iii) TIME TO PEAK (hrs)= 12.00 12.08 12.00 RUNOFF VOLUME (mm)= 132.60 47.94 64.87 TOTAL RAINFALL (mm)= 133.60 133.60 133.60 RUNOFF COEFFICIENT = 0.99 0.36 0.49 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT.

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(iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 3.042 12.00 72.75 + ID2= 2 (0205): 1.56 0.257 12.00 64.87 ========================================= ========= ID = 3 (0501): 18.16 3.299 12.00 72.07 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.039 12.00 49.30 + ID2= 2 (0501): 18.16 3.299 12.00 72.07 ========================================= ========= ID = 3 (0502): 18.41 3.337 12.00 71.76 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.035 (i) TIME TO PEAK (hrs)= 12.000 RUNOFF VOLUME (mm)= 50.713 TOTAL RAINFALL (mm)= 133.600 RUNOFF COEFFICIENT = 0.380 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 147.49 63.89 over (min) 5.00 15.00 Storage Coeff. (min)= 2.21 (ii) 10.65 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.09 *TOTALS* PEAK FLOW (cms)= 0.13 0.15 0.255 (iii) TIME TO PEAK (hrs)= 12.00 12.08 12.00 RUNOFF VOLUME (mm)= 132.60 47.94 64.87 TOTAL RAINFALL (mm)= 133.60 133.60 133.60 RUNOFF COEFFICIENT = 0.99 0.36 0.49 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.255 12.00 64.87 + ID2= 2 (0220): 0.22 0.035 12.00 50.71 ========================================= ========= ID = 3 (0505): 1.77 0.290 12.00 63.11 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 3.337 12.00 71.76 + ID2= 2 (0505): 1.77 0.290 12.00 63.11 ========================================= ========= ID = 3 (0510): 20.18 3.628 12.00 71.00 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 25 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 25.02 mm | Comments: 25mm Storm, 4 hr- Chicago, City of Barrie-------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.17 2.17 | 1.17 6.20 | 2. 17 5.62 | 3.17 2.95 0.33 2.38 | 1.33 12.18 | 2. 33 4.80 | 3.33 2.76 0.50 2.66 | 1.50 41.67 | 2. 50 4.21 | 3.50 2.62 0.67 3.03 | 1.67 15.28 | 2. 67 3.78 | 3.67 2.47 0.83 3.58 | 1.83 9.22 | 2. 83 3.45 | 3.83 2.35

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1.00 4.47 | 2.00 6.88 | 3. 00 3.18 | 4.00 2.23 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 2.17 | 1.083 6.20 | 2.0 83 5.62 | 3.08 2.95 0.167 2.17 | 1.167 6.20 | 2.1 67 5.62 | 3.17 2.95 0.250 2.38 | 1.250 12.18 | 2.2 50 4.80 | 3.25 2.76 0.333 2.38 | 1.333 12.18 | 2.3 33 4.80 | 3.33 2.76 0.417 2.66 | 1.417 41.67 | 2.4 17 4.21 | 3.42 2.62 0.500 2.66 | 1.500 41.67 | 2.5 00 4.21 | 3.50 2.62 0.583 3.03 | 1.583 15.28 | 2.5 83 3.78 | 3.58 2.47 0.667 3.03 | 1.667 15.28 | 2.6 67 3.78 | 3.67 2.47 0.750 3.58 | 1.750 9.22 | 2.7 50 3.45 | 3.75 2.35 0.833 3.58 | 1.833 9.22 | 2.8 33 3.45 | 3.83 2.35 0.917 4.47 | 1.917 6.88 | 2.9 17 3.18 | 3.92 2.23 1.000 4.47 | 2.000 6.88 | 3.0 00 3.18 | 4.00 2.23 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.001 (i) TIME TO PEAK (hrs)= 2.167 RUNOFF VOLUME (mm)= 1.156 TOTAL RAINFALL (mm)= 25.023 RUNOFF COEFFICIENT = 0.046 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 62.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.001 (i) TIME TO PEAK (hrs)= 2.167 RUNOFF VOLUME (mm)= 1.156 TOTAL RAINFALL (mm)= 25.023 RUNOFF COEFFICIENT = 0.046 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.001 2.17 1.16 + ID2= 2 (0230): 0.37 0.001 2.17 1.16 ========================================= ========= ID = 3 (0520): 0.73 0.001 2.17 1.16 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 59.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.000 (i) TIME TO PEAK (hrs)= 2.000 RUNOFF VOLUME (mm)= 0.924 TOTAL RAINFALL (mm)= 25.023 RUNOFF COEFFICIENT = 0.037 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 41.67 0.83 over (min) 5.00 60.00 Storage Coeff. (min)= 7.46 (ii) 59.88 (ii) Unit Hyd. Tpeak (min)= 5.00 60.00 Unit Hyd. peak (cms)= 0.17 0.02 *TOTALS* PEAK FLOW (cms)= 0.46 0.02 0.464 (iii) TIME TO PEAK (hrs)= 1.50 3.08 1.50 RUNOFF VOLUME (mm)= 24.02 1.48 8.24 TOTAL RAINFALL (mm)= 25.02 25.02 25.02 RUNOFF COEFFICIENT = 0.96 0.06 0.33 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i)

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Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 41.67 1.09 over (min) 5.00 50.00 Storage Coeff. (min)= 3.67 (ii) 46.71 (ii) Unit Hyd. Tpeak (min)= 5.00 50.00 Unit Hyd. peak (cms)= 0.25 0.02 *TOTALS* PEAK FLOW (cms)= 0.03 0.00 0.035 (iii) TIME TO PEAK (hrs)= 1.50 2.67 1.50 RUNOFF VOLUME (mm)= 24.02 1.70 6.14 TOTAL RAINFALL (mm)= 25.02 25.02 25.02 RUNOFF COEFFICIENT = 0.96 0.07 0.25 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 0.464 1.50 8.24 + ID2= 2 (0205): 1.56 0.035 1.50 6.14 ========================================= ========= ID = 3 (0501): 18.16 0.499 1.50 8.06 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.000 2.00 0.92 + ID2= 2 (0501): 18.16 0.499 1.50 8.06 ========================================= ========= ID = 3 (0502): 18.41 0.499 1.50 7.96 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 60.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.000 (i) TIME TO PEAK (hrs)= 1.917 RUNOFF VOLUME (mm)= 1.003 TOTAL RAINFALL (mm)= 25.023 RUNOFF COEFFICIENT = 0.040 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 41.67 1.09 over (min) 5.00 50.00 Storage Coeff. (min)= 3.66 (ii) 46.71 (ii) Unit Hyd. Tpeak (min)= 5.00 50.00 Unit Hyd. peak (cms)= 0.25 0.02 *TOTALS* PEAK FLOW (cms)= 0.03 0.00 0.034 (iii) TIME TO PEAK (hrs)= 1.50 2.67 1.50 RUNOFF VOLUME (mm)= 24.02 1.70 6.14 TOTAL RAINFALL (mm)= 25.02 25.02 25.02 RUNOFF COEFFICIENT = 0.96 0.07 0.25 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.034 1.50 6.14 + ID2= 2 (0220): 0.22 0.000 1.92 1.00 ========================================= ========= ID = 3 (0505): 1.77 0.034 1.50 5.50 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm)

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ID1= 1 (0502): 18.41 0.499 1.50 7.96 + ID2= 2 (0505): 1.77 0.034 1.50 5.50 ========================================= ========= ID = 3 (0510): 20.18 0.533 1.50 7.75 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ----------------------------

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baralm

Snapshot

baralm

Text Box

Visual OTTHYMO Modeling Outputs EXISTING CONDITIONS REGIONAL STORM

3215075: Salem Road Crossing at Highway 400 - Existing Conditions - Regional Storm



Input filename: C:\Program Files (x86)\Visual O tthymo 2.4\VO2\voin.dat Output filename: C:\Users\james.michener\AppData \Local\Scenario.out Summary filename: C:\Users\james.michener\AppData \Local\Scenario.sum

DATE: 12/20/2016 TIME: 02 :54:28

USER:

COMMENTS: ________EXISTING CONDITIONS REGIONAL STORM_____________________________

--------------------------------------------------- ------------------------------ **************************** ** SIMULATION NUMBER: 1 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal=212.00 mm | Comments: Regional Storm - Hurrican Hazel -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.17 6.00 | 3.17 13.00 | 6. 17 23.00 | 9.17 53.00 0.33 6.00 | 3.33 13.00 | 6. 33 23.00 | 9.33 53.00 0.50 6.00 | 3.50 13.00 | 6. 50 23.00 | 9.50 53.00 0.67 6.00 | 3.67 13.00 | 6. 67 23.00 | 9.67 53.00 0.83 6.00 | 3.83 13.00 | 6. 83 23.00 | 9.83 53.00 1.00 6.00 | 4.00 13.00 | 7. 00 23.00 | 10.00 53.00 1.17 4.00 | 4.17 17.00 | 7. 17 13.00 | 10.17 38.00 1.33 4.00 | 4.33 17.00 | 7. 33 13.00 | 10.33 38.00 1.50 4.00 | 4.50 17.00 | 7. 50 13.00 | 10.50 38.00 1.67 4.00 | 4.67 17.00 | 7. 67 13.00 | 10.67 38.00 1.83 4.00 | 4.83 17.00 | 7. 83 13.00 | 10.83 38.00 2.00 4.00 | 5.00 17.00 | 8. 00 13.00 | 11.00 38.00 2.17 6.00 | 5.17 13.00 | 8. 17 13.00 | 11.17 13.00 2.33 6.00 | 5.33 13.00 | 8. 33 13.00 | 11.33 13.00 2.50 6.00 | 5.50 13.00 | 8. 50 13.00 | 11.50 13.00 2.67 6.00 | 5.67 13.00 | 8. 67 13.00 | 11.67 13.00 2.83 6.00 | 5.83 13.00 | 8. 83 13.00 | 11.83 13.00 3.00 6.00 | 6.00 13.00 | 9. 00 13.00 | 12.00 13.00 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 6.00 | 3.083 13.00 | 6.0 83 23.00 | 9.08 53.00 0.167 6.00 | 3.167 13.00 | 6.1 67 23.00 | 9.17 53.00 0.250 6.00 | 3.250 13.00 | 6.2 50 23.00 | 9.25 53.00 0.333 6.00 | 3.333 13.00 | 6.3 33 23.00 | 9.33 53.00 0.417 6.00 | 3.417 13.00 | 6.4 17 23.00 | 9.42 53.00 0.500 6.00 | 3.500 13.00 | 6.5 00 23.00 | 9.50 53.00 0.583 6.00 | 3.583 13.00 | 6.5 83 23.00 | 9.58 53.00 0.667 6.00 | 3.667 13.00 | 6.6 67 23.00 | 9.67 53.00 0.750 6.00 | 3.750 13.00 | 6.7 50 23.00 | 9.75 53.00 0.833 6.00 | 3.833 13.00 | 6.8 33 23.00 | 9.83 53.00 0.917 6.00 | 3.917 13.00 | 6.9 17 23.00 | 9.92 53.00 1.000 6.00 | 4.000 13.00 | 7.0 00 23.00 | 10.00 53.00 1.083 4.00 | 4.083 17.00 | 7.0 83 13.00 | 10.08 38.00 1.167 4.00 | 4.167 17.00 | 7.1 67 13.00 | 10.17 38.00 1.250 4.00 | 4.250 17.00 | 7.2 50 13.00 | 10.25 38.00 1.333 4.00 | 4.333 17.00 | 7.3 33 13.00 | 10.33 38.00 1.417 4.00 | 4.417 17.00 | 7.4 17 13.00 | 10.42 38.00 1.500 4.00 | 4.500 17.00 | 7.5 00 13.00 | 10.50 38.00 1.583 4.00 | 4.583 17.00 | 7.5 83 13.00 | 10.58 38.00 1.667 4.00 | 4.667 17.00 | 7.6 67 13.00 | 10.67 38.00 1.750 4.00 | 4.750 17.00 | 7.7 50 13.00 | 10.75 38.00 1.833 4.00 | 4.833 17.00 | 7.8 33 13.00 | 10.83 38.00 1.917 4.00 | 4.917 17.00 | 7.9 17 13.00 | 10.92 38.00 2.000 4.00 | 5.000 17.00 | 8.0 00 13.00 | 11.00 38.00 2.083 6.00 | 5.083 13.00 | 8.0 83 13.00 | 11.08 13.00 2.167 6.00 | 5.167 13.00 | 8.1 67 13.00 | 11.17 13.00 2.250 6.00 | 5.250 13.00 | 8.2 50 13.00 | 11.25 13.00 2.333 6.00 | 5.333 13.00 | 8.3 33 13.00 | 11.33 13.00 2.417 6.00 | 5.417 13.00 | 8.4 17 13.00 | 11.42 13.00 2.500 6.00 | 5.500 13.00 | 8.5 00 13.00 | 11.50 13.00 2.583 6.00 | 5.583 13.00 | 8.5 83 13.00 | 11.58 13.00 2.667 6.00 | 5.667 13.00 | 8.6 67 13.00 | 11.67 13.00 2.750 6.00 | 5.750 13.00 | 8.7 50 13.00 | 11.75 13.00 2.833 6.00 | 5.833 13.00 | 8.8 33 13.00 | 11.83 13.00 2.917 6.00 | 5.917 13.00 | 8.9 17 13.00 | 11.92 13.00 3.000 6.00 | 6.000 13.00 | 9.0 00 13.00 | 12.00 13.00 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.047 (i) TIME TO PEAK (hrs)= 10.000 RUNOFF VOLUME (mm)= 150.316 TOTAL RAINFALL (mm)= 212.000

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RUNOFF COEFFICIENT = 0.709 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0230) | Area (ha)= 0.37 Curve Number (CN)= 79.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.00 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.25 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.048 (i) TIME TO PEAK (hrs)= 10.000 RUNOFF VOLUME (mm)= 150.338 TOTAL RAINFALL (mm)= 212.000 RUNOFF COEFFICIENT = 0.709 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0520) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0225): 0.36 0.047 10.00 150.32 + ID2= 2 (0230): 0.37 0.048 10.00 150.34 ========================================= ========= ID = 3 (0520): 0.73 0.094 10.00 150.33 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0210) | Area (ha)= 0.25 Curve Number (CN)= 77.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.70 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.073 PEAK FLOW (cms)= 0.032 (i) TIME TO PEAK (hrs)= 10.000 RUNOFF VOLUME (mm)= 143.833 TOTAL RAINFALL (mm)= 212.000 RUNOFF COEFFICIENT = 0.678 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.015 0.290 Max.Eff.Inten.(mm/hr)= 53.00 45.00 over (min) 5.00 20.00 Storage Coeff. (min)= 7.38 (ii) 18.00 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.17 0.06 *TOTALS* PEAK FLOW (cms)= 0.73 1.36 2.084 (iii) TIME TO PEAK (hrs)= 10.00 10.08 10.00 RUNOFF VOLUME (mm)= 211.00 141.12 162.08 TOTAL RAINFALL (mm)= 212.00 212.00 212.00 RUNOFF COEFFICIENT = 1.00 0.67 0.76 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 73.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 1.56|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.25 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 53.00 45.24 over (min) 5.00 15.00 Storage Coeff. (min)= 3.33 (ii) 13.03 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.26 0.08 *TOTALS* PEAK FLOW (cms)= 0.05 0.15 0.198 (iii) TIME TO PEAK (hrs)= 9.83 10.00 10.00 RUNOFF VOLUME (mm)= 211.00 142.38 156.10 TOTAL RAINFALL (mm)= 212.00 212.00 212.00 RUNOFF COEFFICIENT = 1.00 0.67 0.74 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 73.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0501) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 2.084 10.00 162.08

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+ ID2= 2 (0205): 1.56 0.198 10.00 156.10 ========================================= ========= ID = 3 (0501): 18.16 2.282 10.00 161.57 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0502) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0210): 0.25 0.032 10.00 143.83 + ID2= 2 (0501): 18.16 2.282 10.00 161.57 ========================================= ========= ID = 3 (0502): 18.41 2.314 10.00 161.33 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || NASHYD (0220) | Area (ha)= 0.22 Curve Number (CN)= 78.0|ID= 1 DT= 5.0 min | Ia (mm)= 11.40 # of Linear Res.(N)= 3.00-------------------- U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.065 PEAK FLOW (cms)= 0.028 (i) TIME TO PEAK (hrs)= 10.000 RUNOFF VOLUME (mm)= 146.345 TOTAL RAINFALL (mm)= 212.000 RUNOFF COEFFICIENT = 0.690 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0215) | Area (ha)= 1.55|ID= 1 DT= 5.0 min | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.31 1.24 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.015 0.250 Max.Eff.Inten.(mm/hr)= 53.00 45.24 over (min) 5.00 15.00 Storage Coeff. (min)= 3.62 (ii) 13.32 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.25 0.08 *TOTALS* PEAK FLOW (cms)= 0.05 0.15 0.196 (iii) TIME TO PEAK (hrs)= 9.83 10.00 10.00 RUNOFF VOLUME (mm)= 211.00 142.38 156.10 TOTAL RAINFALL (mm)= 212.00 212.00 212.00 RUNOFF COEFFICIENT = 1.00 0.67 0.74 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELO W 20% YOU SHOULD CONSIDER SPLITTING THE ARE A. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 73.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0215): 1.55 0.196 10.00 156.10 + ID2= 2 (0220): 0.22 0.028 10.00 146.35 ========================================= ========= ID = 3 (0505): 1.77 0.225 10.00 154.89 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0502): 18.41 2.314 10.00 161.33 + ID2= 2 (0505): 1.77 0.225 10.00 154.89 ========================================= ========= ID = 3 (0510): 20.18 2.539 10.00 160.76 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ---------------------------- FINISH=================================================== ==============================

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baralm

Text Box

Visual OTTHYMO Modeling Outputs PROPOSED CONDITIONS - CONTROLLED FREQUENCY STORM

3215075: Salem Road Crossing at Highway 400 - Proposed Conditions - Controlled




DATE: 12/20/2016 TIME: 03 :24:25

USER:

COMMENTS: _______PROPOSED CONDITIONS - CONTROLLED________________________________

--------------------------------------------------- ------------------------------ **************************** ** SIMULATION NUMBER: 7 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 42.30 mm | Comments: 2-Yr,6-hr SCS, Ci ty of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 1.69 | 1.75 4.23 | 3. 25 9.31 | 4.75 2.54 0.50 1.69 | 2.00 4.23 | 3. 50 9.31 | 5.00 2.54 0.75 2.54 | 2.25 5.08 | 3. 75 4.23 | 5.25 1.69 1.00 2.54 | 2.50 5.08 | 4. 00 4.23 | 5.50 1.69 1.25 2.54 | 2.75 25.38 | 4. 25 3.38 | 5.75 1.69 1.50 2.54 | 3.00 65.99 | 4. 50 3.38 | 6.00 1.69 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 1.69 | 1.583 4.23 | 3.0 83 9.31 | 4.58 2.54 0.167 1.69 | 1.667 4.23 | 3.1 67 9.31 | 4.67 2.54 0.250 1.69 | 1.750 4.23 | 3.2 50 9.31 | 4.75 2.54 0.333 1.69 | 1.833 4.23 | 3.3 33 9.31 | 4.83 2.54 0.417 1.69 | 1.917 4.23 | 3.4 17 9.31 | 4.92 2.54 0.500 1.69 | 2.000 4.23 | 3.5 00 9.31 | 5.00 2.54 0.583 2.54 | 2.083 5.08 | 3.5 83 4.23 | 5.08 1.69 0.667 2.54 | 2.167 5.08 | 3.6 67 4.23 | 5.17 1.69 0.750 2.54 | 2.250 5.08 | 3.7 50 4.23 | 5.25 1.69 0.833 2.54 | 2.333 5.08 | 3.8 33 4.23 | 5.33 1.69 0.917 2.54 | 2.417 5.08 | 3.9 17 4.23 | 5.42 1.69 1.000 2.54 | 2.500 5.08 | 4.0 00 4.23 | 5.50 1.69 1.083 2.54 | 2.583 25.38 | 4.0 83 3.38 | 5.58 1.69 1.167 2.54 | 2.667 25.38 | 4.1 67 3.38 | 5.67 1.69 1.250 2.54 | 2.750 25.38 | 4.2 50 3.38 | 5.75 1.69 1.333 2.54 | 2.833 65.99 | 4.3 33 3.38 | 5.83 1.69 1.417 2.54 | 2.917 65.99 | 4.4 17 3.38 | 5.92 1.69 1.500 2.54 | 3.000 65.99 | 4.5 00 3.38 | 6.00 1.69 Unit Hyd Qpeak (cms)= 0.061 PEAK FLOW (cms)= 0.004 (i) TIME TO PEAK (hrs)= 3.083 RUNOFF VOLUME (mm)= 4.303 TOTAL RAINFALL (mm)= 42.300 RUNOFF COEFFICIENT = 0.102 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 2.54|ID= 1 DT= 5.0 min | Total Imp(%)= 78.00 Dir. Conn.(%)= 78.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 1.98 0.56 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 130.13 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 65.99 7.60 over (min) 5.00 25.00 Storage Coeff. (min)= 3.53 (ii) 23.32 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.26 0.05 *TOTALS* PEAK FLOW (cms)= 0.36 0.01 0.363 (iii) TIME TO PEAK (hrs)= 3.00 3.33 3.00 RUNOFF VOLUME (mm)= 41.30 5.48 33.41 TOTAL RAINFALL (mm)= 42.30 42.30 42.30 RUNOFF COEFFICIENT = 0.98 0.13 0.79 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!

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(i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0205): 2.54 0.363 3.00 33.41 + ID2= 2 (0225): 0.32 0.004 3.08 4.30 ========================================= ========= ID = 3 (0505): 2.86 0.366 3.00 30.16 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0700) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0168 0.1058 0.0104 0.0400 | 0 .0456 0.1446 0.0140 0.0710 | 0 .0752 0.2103 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0505) 2.860 0.366 3.00 30.16 OUTFLOW: ID= 1 (0700) 2.860 0.014 5.08 29.82 PEAK FLOW REDUCTION [Qout/Qi n](%)= 3.79 TIME SHIFT OF PEAK FLOW (min)=125.00 MAXIMUM STORAGE USED (h a.m.)= 0.0701 --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0210) | Area (ha)= 0.56|ID= 1 DT= 5.0 min | Total Imp(%)= 79.00 Dir. Conn.(%)= 79.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.44 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 61.10 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 65.99 10.84 over (min) 5.00 10.00 Storage Coeff. (min)= 2.24 (ii) 7.15 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.30 0.14 *TOTALS* PEAK FLOW (cms)= 0.08 0.00 0.084 (iii) TIME TO PEAK (hrs)= 3.00 3.08 3.00 RUNOFF VOLUME (mm)= 41.30 5.48 33.77 TOTAL RAINFALL (mm)= 42.30 42.30 42.30 RUNOFF COEFFICIENT = 0.98 0.13 0.80 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0705) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0725 0.0356 0.0105 0.0051 | 0 .0863 0.0357 0.0154 0.0133 | 0 .0981 0.0358 0.0451 0.0223 | 0 .1086 0.0359 0.0605 0.0305 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0210) 0.560 0.084 3.00 33.77 OUTFLOW: ID= 1 (0705) 0.560 0.014 3.17 33.56 PEAK FLOW REDUCTION [Qout/Qi n](%)= 16.41 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (h a.m.)= 0.0105 --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0506) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0700): 2.86 0.014 5.08 29.82 + ID2= 2 (0705): 0.56 0.014 3.17 33.56 ========================================= ========= ID = 3 (0506): 3.42 0.027 3.58 30.43 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 65.99 6.03 over (min) 5.00 30.00 Storage Coeff. (min)= 6.21 (ii) 29.94 (ii) Unit Hyd. Tpeak (min)= 5.00 30.00 Unit Hyd. peak (cms)= 0.19 0.04 *TOTALS*

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PEAK FLOW (cms)= 0.86 0.11 0.898 (iii) TIME TO PEAK (hrs)= 3.00 3.42 3.00 RUNOFF VOLUME (mm)= 41.30 5.11 15.97 TOTAL RAINFALL (mm)= 42.30 42.30 42.30 RUNOFF COEFFICIENT = 0.98 0.12 0.38 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0507) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 0.898 3.00 15.97 + ID2= 2 (0506): 3.42 0.027 3.58 30.43 ========================================= ========= ID = 3 (0507): 20.02 0.923 3.00 18.44 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0220) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.48 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 65.99 10.84 over (min) 5.00 10.00 Storage Coeff. (min)= 2.29 (ii) 7.08 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.30 0.14 *TOTALS* PEAK FLOW (cms)= 0.09 0.00 0.091 (iii) TIME TO PEAK (hrs)= 3.00 3.08 3.00 RUNOFF VOLUME (mm)= 41.30 5.48 34.13 TOTAL RAINFALL (mm)= 42.30 42.30 42.30 RUNOFF COEFFICIENT = 0.98 0.13 0.81 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0220): 0.60 0.091 3.00 34.13 + ID2= 2 (0507): 20.02 0.923 3.00 18.44 ========================================= ========= ID = 3 (0510): 20.62 1.013 3.00 18.89 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0230) | Area (ha)= 0.75|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.60 0.15 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 70.71 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 65.99 10.84 over (min) 5.00 10.00 Storage Coeff. (min)= 2.45 (ii) 7.24 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.30 0.14 *TOTALS* PEAK FLOW (cms)= 0.11 0.00 0.113 (iii) TIME TO PEAK (hrs)= 3.00 3.08 3.00 RUNOFF VOLUME (mm)= 41.30 5.48 34.13 TOTAL RAINFALL (mm)= 42.30 42.30 42.30 RUNOFF COEFFICIENT = 0.98 0.13 0.81 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0710) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0820 0.0534 0.0076 0.0076 | 0 .0987 0.0534 0.0110 0.0200 | 0 .1129 0.0534 0.0482 0.0335 | 0 .1254 0.0534 0.0674 0.0458 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0230) 0.750 0.113 3.00 34.13 OUTFLOW: ID= 1 (0710) 0.750 0.010 3.58 33.80 PEAK FLOW REDUCTION [Qout/Qi n](%)= 9.03 TIME SHIFT OF PEAK FLOW (min)= 35.00 MAXIMUM STORAGE USED (h a.m.)= 0.0172

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--------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 8 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 59.50 mm | Comments: 5-Yr,6-hr SCS, Ci ty of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 2.38 | 1.75 5.95 | 3. 25 13.09 | 4.75 3.57 0.50 2.38 | 2.00 5.95 | 3. 50 13.09 | 5.00 3.57 0.75 3.57 | 2.25 7.14 | 3. 75 5.95 | 5.25 2.38 1.00 3.57 | 2.50 7.14 | 4. 00 5.95 | 5.50 2.38 1.25 3.57 | 2.75 35.70 | 4. 25 4.76 | 5.75 2.38 1.50 3.57 | 3.00 92.82 | 4. 50 4.76 | 6.00 2.38 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 2.38 | 1.583 5.95 | 3.0 83 13.09 | 4.58 3.57 0.167 2.38 | 1.667 5.95 | 3.1 67 13.09 | 4.67 3.57 0.250 2.38 | 1.750 5.95 | 3.2 50 13.09 | 4.75 3.57 0.333 2.38 | 1.833 5.95 | 3.3 33 13.09 | 4.83 3.57 0.417 2.38 | 1.917 5.95 | 3.4 17 13.09 | 4.92 3.57 0.500 2.38 | 2.000 5.95 | 3.5 00 13.09 | 5.00 3.57 0.583 3.57 | 2.083 7.14 | 3.5 83 5.95 | 5.08 2.38 0.667 3.57 | 2.167 7.14 | 3.6 67 5.95 | 5.17 2.38 0.750 3.57 | 2.250 7.14 | 3.7 50 5.95 | 5.25 2.38 0.833 3.57 | 2.333 7.14 | 3.8 33 5.95 | 5.33 2.38 0.917 3.57 | 2.417 7.14 | 3.9 17 5.95 | 5.42 2.38 1.000 3.57 | 2.500 7.14 | 4.0 00 5.95 | 5.50 2.38 1.083 3.57 | 2.583 35.70 | 4.0 83 4.76 | 5.58 2.38 1.167 3.57 | 2.667 35.70 | 4.1 67 4.76 | 5.67 2.38 1.250 3.57 | 2.750 35.70 | 4.2 50 4.76 | 5.75 2.38 1.333 3.57 | 2.833 92.82 | 4.3 33 4.76 | 5.83 2.38 1.417 3.57 | 2.917 92.82 | 4.4 17 4.76 | 5.92 2.38 1.500 3.57 | 3.000 92.82 | 4.5 00 4.76 | 6.00 2.38 Unit Hyd Qpeak (cms)= 0.061 PEAK FLOW (cms)= 0.010 (i) TIME TO PEAK (hrs)= 3.083 RUNOFF VOLUME (mm)= 9.766 TOTAL RAINFALL (mm)= 59.500 RUNOFF COEFFICIENT = 0.164 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 2.54|ID= 1 DT= 5.0 min | Total Imp(%)= 78.00 Dir. Conn.(%)= 78.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 1.98 0.56 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 130.13 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 92.82 21.56 over (min) 5.00 10.00 Storage Coeff. (min)= 3.08 (ii) 7.47 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.27 0.13 *TOTALS* PEAK FLOW (cms)= 0.51 0.02 0.533 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 58.50 10.97 48.04 TOTAL RAINFALL (mm)= 59.50 59.50 59.50 RUNOFF COEFFICIENT = 0.98 0.18 0.81 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0205): 2.54 0.533 3.00 48.04 + ID2= 2 (0225): 0.32 0.010 3.08 9.77 ========================================= ========= ID = 3 (0505): 2.86 0.541 3.00 43.76 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0700) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0168 0.1058 0.0104 0.0400 | 0 .0456 0.1446 0.0140 0.0710 | 0 .0752 0.2103 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0505) 2.860 0.541 3.00 43.76 OUTFLOW: ID= 1 (0700) 2.860 0.017 5.08 43.42

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PEAK FLOW REDUCTION [Qout/Qi n](%)= 3.08 TIME SHIFT OF PEAK FLOW (min)=125.00 MAXIMUM STORAGE USED (h a.m.)= 0.1045 --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0210) | Area (ha)= 0.56|ID= 1 DT= 5.0 min | Total Imp(%)= 79.00 Dir. Conn.(%)= 79.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.44 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 61.10 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 92.82 21.56 over (min) 5.00 10.00 Storage Coeff. (min)= 1.96 (ii) 6.24 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.31 0.15 *TOTALS* PEAK FLOW (cms)= 0.11 0.01 0.120 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 58.50 10.97 48.51 TOTAL RAINFALL (mm)= 59.50 59.50 59.50 RUNOFF COEFFICIENT = 0.98 0.18 0.82 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0705) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0725 0.0356 0.0105 0.0051 | 0 .0863 0.0357 0.0154 0.0133 | 0 .0981 0.0358 0.0451 0.0223 | 0 .1086 0.0359 0.0605 0.0305 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0210) 0.560 0.120 3.00 48.51 OUTFLOW: ID= 1 (0705) 0.560 0.022 3.17 48.31 PEAK FLOW REDUCTION [Qout/Qi n](%)= 18.05 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (h a.m.)= 0.0152 --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0506) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0700): 2.86 0.017 5.08 43.42 + ID2= 2 (0705): 0.56 0.022 3.17 48.31 ========================================= ========= ID = 3 (0506): 3.42 0.037 3.17 44.22 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 92.82 14.68 over (min) 5.00 25.00 Storage Coeff. (min)= 5.41 (ii) 22.03 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.20 0.05 *TOTALS* PEAK FLOW (cms)= 1.23 0.27 1.364 (iii) TIME TO PEAK (hrs)= 3.00 3.33 3.00 RUNOFF VOLUME (mm)= 58.50 10.46 24.87 TOTAL RAINFALL (mm)= 59.50 59.50 59.50 RUNOFF COEFFICIENT = 0.98 0.18 0.42 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0507) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 1.364 3.00 24.87 + ID2= 2 (0506): 3.42 0.037 3.17 44.22 ========================================= ========= ID = 3 (0507): 20.02 1.394 3.00 28.18 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0220) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.48 0.12

Page: 5


Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 92.82 21.56 over (min) 5.00 10.00 Storage Coeff. (min)= 2.00 (ii) 6.18 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.31 0.15 *TOTALS* PEAK FLOW (cms)= 0.12 0.01 0.129 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 58.50 10.97 48.99 TOTAL RAINFALL (mm)= 59.50 59.50 59.50 RUNOFF COEFFICIENT = 0.98 0.18 0.82 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0220): 0.60 0.129 3.00 48.99 + ID2= 2 (0507): 20.02 1.394 3.00 28.18 ========================================= ========= ID = 3 (0510): 20.62 1.523 3.00 28.78 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0230) | Area (ha)= 0.75|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.60 0.15 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 70.71 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 92.82 21.56 over (min) 5.00 10.00 Storage Coeff. (min)= 2.14 (ii) 6.31 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.31 0.15 *TOTALS* PEAK FLOW (cms)= 0.15 0.01 0.162 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 58.50 10.97 48.99 TOTAL RAINFALL (mm)= 59.50 59.50 59.50 RUNOFF COEFFICIENT = 0.98 0.18 0.82 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0710) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0820 0.0534 0.0076 0.0076 | 0 .0987 0.0534 0.0110 0.0200 | 0 .1129 0.0534 0.0482 0.0335 | 0 .1254 0.0534 0.0674 0.0458 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0230) 0.750 0.162 3.00 48.99 OUTFLOW: ID= 1 (0710) 0.750 0.021 3.50 48.66 PEAK FLOW REDUCTION [Qout/Qi n](%)= 13.08 TIME SHIFT OF PEAK FLOW (min)= 30.00 MAXIMUM STORAGE USED (h a.m.)= 0.0237 --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 9 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 70.80 mm | Comments: 10-Yr,6-hr SCS, C ity of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 2.83 | 1.75 7.08 | 3. 25 15.58 | 4.75 4.25 0.50 2.83 | 2.00 7.08 | 3. 50 15.58 | 5.00 4.25 0.75 4.25 | 2.25 8.50 | 3. 75 7.08 | 5.25 2.83 1.00 4.25 | 2.50 8.50 | 4. 00 7.08 | 5.50 2.83 1.25 4.25 | 2.75 42.48 | 4. 25 5.66 | 5.75 2.83 1.50 4.25 | 3.00 110.45 | 4. 50 5.66 | 6.00 2.83 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ----

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TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 2.83 | 1.583 7.08 | 3.0 83 15.58 | 4.58 4.25 0.167 2.83 | 1.667 7.08 | 3.1 67 15.58 | 4.67 4.25 0.250 2.83 | 1.750 7.08 | 3.2 50 15.58 | 4.75 4.25 0.333 2.83 | 1.833 7.08 | 3.3 33 15.58 | 4.83 4.25 0.417 2.83 | 1.917 7.08 | 3.4 17 15.58 | 4.92 4.25 0.500 2.83 | 2.000 7.08 | 3.5 00 15.58 | 5.00 4.25 0.583 4.25 | 2.083 8.50 | 3.5 83 7.08 | 5.08 2.83 0.667 4.25 | 2.167 8.50 | 3.6 67 7.08 | 5.17 2.83 0.750 4.25 | 2.250 8.50 | 3.7 50 7.08 | 5.25 2.83 0.833 4.25 | 2.333 8.50 | 3.8 33 7.08 | 5.33 2.83 0.917 4.25 | 2.417 8.50 | 3.9 17 7.08 | 5.42 2.83 1.000 4.25 | 2.500 8.50 | 4.0 00 7.08 | 5.50 2.83 1.083 4.25 | 2.583 42.48 | 4.0 83 5.66 | 5.58 2.83 1.167 4.25 | 2.667 42.48 | 4.1 67 5.66 | 5.67 2.83 1.250 4.25 | 2.750 42.48 | 4.2 50 5.66 | 5.75 2.83 1.333 4.25 | 2.833 110.45 | 4.3 33 5.66 | 5.83 2.83 1.417 4.25 | 2.917 110.45 | 4.4 17 5.66 | 5.92 2.83 1.500 4.25 | 3.000 110.45 | 4.5 00 5.66 | 6.00 2.83 Unit Hyd Qpeak (cms)= 0.061 PEAK FLOW (cms)= 0.015 (i) TIME TO PEAK (hrs)= 3.083 RUNOFF VOLUME (mm)= 14.258 TOTAL RAINFALL (mm)= 70.800 RUNOFF COEFFICIENT = 0.201 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 2.54|ID= 1 DT= 5.0 min | Total Imp(%)= 78.00 Dir. Conn.(%)= 78.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 1.98 0.56 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 130.13 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 110.45 30.10 over (min) 5.00 10.00 Storage Coeff. (min)= 2.88 (ii) 6.96 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.28 0.14 *TOTALS* PEAK FLOW (cms)= 0.61 0.04 0.641 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 69.80 15.34 57.82 TOTAL RAINFALL (mm)= 70.80 70.80 70.80 RUNOFF COEFFICIENT = 0.99 0.22 0.82 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0205): 2.54 0.641 3.00 57.82 + ID2= 2 (0225): 0.32 0.015 3.08 14.26 ========================================= ========= ID = 3 (0505): 2.86 0.654 3.00 52.94 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0700) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0168 0.1058 0.0104 0.0400 | 0 .0456 0.1446 0.0140 0.0710 | 0 .0752 0.2103 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0505) 2.860 0.654 3.00 52.94 OUTFLOW: ID= 1 (0700) 2.860 0.029 4.67 52.60 PEAK FLOW REDUCTION [Qout/Qi n](%)= 4.42 TIME SHIFT OF PEAK FLOW (min)=100.00 MAXIMUM STORAGE USED (h a.m.)= 0.1221 --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0210) | Area (ha)= 0.56|ID= 1 DT= 5.0 min | Total Imp(%)= 79.00 Dir. Conn.(%)= 79.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.44 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 61.10 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 110.45 30.10 over (min) 5.00 10.00 Storage Coeff. (min)= 1.83 (ii) 5.82 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.15 *TOTALS* PEAK FLOW (cms)= 0.14 0.01 0.144 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 69.80 15.34 58.36 TOTAL RAINFALL (mm)= 70.80 70.80 70.80 RUNOFF COEFFICIENT = 0.99 0.22 0.82 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve)

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(ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0705) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0725 0.0356 0.0105 0.0051 | 0 .0863 0.0357 0.0154 0.0133 | 0 .0981 0.0358 0.0451 0.0223 | 0 .1086 0.0359 0.0605 0.0305 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0210) 0.560 0.144 3.00 58.36 OUTFLOW: ID= 1 (0705) 0.560 0.031 3.08 58.16 PEAK FLOW REDUCTION [Qout/Qi n](%)= 21.48 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (h a.m.)= 0.0180 --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0506) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0700): 2.86 0.029 4.67 52.60 + ID2= 2 (0705): 0.56 0.031 3.08 58.16 ========================================= ========= ID = 3 (0506): 3.42 0.052 3.58 53.51 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 110.45 26.01 over (min) 5.00 20.00 Storage Coeff. (min)= 5.05 (ii) 18.27 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.21 0.06 *TOTALS* PEAK FLOW (cms)= 1.48 0.43 1.748 (iii) TIME TO PEAK (hrs)= 3.00 3.25 3.00 RUNOFF VOLUME (mm)= 69.80 14.77 31.28 TOTAL RAINFALL (mm)= 70.80 70.80 70.80 RUNOFF COEFFICIENT = 0.99 0.21 0.44 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0507) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 1.748 3.00 31.28 + ID2= 2 (0506): 3.42 0.052 3.58 53.51 ========================================= ========= ID = 3 (0507): 20.02 1.788 3.00 35.08 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0220) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.48 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 110.45 30.10 over (min) 5.00 10.00 Storage Coeff. (min)= 1.87 (ii) 5.76 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.15 *TOTALS* PEAK FLOW (cms)= 0.15 0.01 0.155 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 69.80 15.34 58.90 TOTAL RAINFALL (mm)= 70.80 70.80 70.80 RUNOFF COEFFICIENT = 0.99 0.22 0.83 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0220): 0.60 0.155 3.00 58.90 + ID2= 2 (0507): 20.02 1.788 3.00 35.08 ========================================= =========

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ID = 3 (0510): 20.62 1.943 3.00 35.77 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0230) | Area (ha)= 0.75|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.60 0.15 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 70.71 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 110.45 30.10 over (min) 5.00 10.00 Storage Coeff. (min)= 1.99 (ii) 5.89 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.31 0.15 *TOTALS* PEAK FLOW (cms)= 0.18 0.01 0.194 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 69.80 15.34 58.90 TOTAL RAINFALL (mm)= 70.80 70.80 70.80 RUNOFF COEFFICIENT = 0.99 0.22 0.83 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0710) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0820 0.0534 0.0076 0.0076 | 0 .0987 0.0534 0.0110 0.0200 | 0 .1129 0.0534 0.0482 0.0335 | 0 .1254 0.0534 0.0674 0.0458 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0230) 0.750 0.194 3.00 58.90 OUTFLOW: ID= 1 (0710) 0.750 0.031 3.17 58.58 PEAK FLOW REDUCTION [Qout/Qi n](%)= 16.15 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (h a.m.)= 0.0274 --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 10 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 85.20 mm | Comments: 25-Yr,6-hr SCS, C ity of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 3.41 | 1.75 8.52 | 3. 25 18.74 | 4.75 5.11 0.50 3.41 | 2.00 8.52 | 3. 50 18.74 | 5.00 5.11 0.75 5.11 | 2.25 10.22 | 3. 75 8.52 | 5.25 3.41 1.00 5.11 | 2.50 10.22 | 4. 00 8.52 | 5.50 3.41 1.25 5.11 | 2.75 51.12 | 4. 25 6.82 | 5.75 3.41 1.50 5.11 | 3.00 132.91 | 4. 50 6.82 | 6.00 3.41 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 3.41 | 1.583 8.52 | 3.0 83 18.75 | 4.58 5.11 0.167 3.41 | 1.667 8.52 | 3.1 67 18.74 | 4.67 5.11 0.250 3.41 | 1.750 8.52 | 3.2 50 18.74 | 4.75 5.11 0.333 3.41 | 1.833 8.52 | 3.3 33 18.74 | 4.83 5.11 0.417 3.41 | 1.917 8.52 | 3.4 17 18.74 | 4.92 5.11 0.500 3.41 | 2.000 8.52 | 3.5 00 18.74 | 5.00 5.11 0.583 5.11 | 2.083 10.22 | 3.5 83 8.52 | 5.08 3.41 0.667 5.11 | 2.167 10.22 | 3.6 67 8.52 | 5.17 3.41 0.750 5.11 | 2.250 10.22 | 3.7 50 8.52 | 5.25 3.41 0.833 5.11 | 2.333 10.22 | 3.8 33 8.52 | 5.33 3.41 0.917 5.11 | 2.417 10.22 | 3.9 17 8.52 | 5.42 3.41 1.000 5.11 | 2.500 10.22 | 4.0 00 8.52 | 5.50 3.41 1.083 5.11 | 2.583 51.12 | 4.0 83 6.82 | 5.58 3.41 1.167 5.11 | 2.667 51.12 | 4.1 67 6.82 | 5.67 3.41 1.250 5.11 | 2.750 51.12 | 4.2 50 6.82 | 5.75 3.41 1.333 5.11 | 2.833 132.91 | 4.3 33 6.82 | 5.83 3.41 1.417 5.11 | 2.917 132.91 | 4.4 17 6.82 | 5.92 3.41 1.500 5.11 | 3.000 132.91 | 4.5 00 6.82 | 6.00 3.41 Unit Hyd Qpeak (cms)= 0.061 PEAK FLOW (cms)= 0.022 (i) TIME TO PEAK (hrs)= 3.083 RUNOFF VOLUME (mm)= 20.847 TOTAL RAINFALL (mm)= 85.200 RUNOFF COEFFICIENT = 0.245 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB |

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| STANDHYD (0205) | Area (ha)= 2.54|ID= 1 DT= 5.0 min | Total Imp(%)= 78.00 Dir. Conn.(%)= 78.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 1.98 0.56 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 130.13 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 132.91 42.44 over (min) 5.00 10.00 Storage Coeff. (min)= 2.67 (ii) 6.47 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.29 0.14 *TOTALS* PEAK FLOW (cms)= 0.73 0.05 0.782 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 84.20 21.69 70.45 TOTAL RAINFALL (mm)= 85.20 85.20 85.20 RUNOFF COEFFICIENT = 0.99 0.25 0.83 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0205): 2.54 0.782 3.00 70.45 + ID2= 2 (0225): 0.32 0.022 3.08 20.85 ========================================= ========= ID = 3 (0505): 2.86 0.801 3.00 64.90 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0700) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0168 0.1058 0.0104 0.0400 | 0 .0456 0.1446 0.0140 0.0710 | 0 .0752 0.2103 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0505) 2.860 0.801 3.00 64.90 OUTFLOW: ID= 1 (0700) 2.860 0.045 4.50 64.56 PEAK FLOW REDUCTION [Qout/Qi n](%)= 5.61 TIME SHIFT OF PEAK FLOW (min)= 90.00 MAXIMUM STORAGE USED (h a.m.)= 0.1437 --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0210) | Area (ha)= 0.56|ID= 1 DT= 5.0 min | Total Imp(%)= 79.00 Dir. Conn.(%)= 79.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.44 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 61.10 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 132.91 42.44 over (min) 5.00 10.00 Storage Coeff. (min)= 1.70 (ii) 5.40 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.16 *TOTALS* PEAK FLOW (cms)= 0.16 0.01 0.175 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 84.20 21.69 71.07 TOTAL RAINFALL (mm)= 85.20 85.20 85.20 RUNOFF COEFFICIENT = 0.99 0.25 0.83 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0705) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0725 0.0356 0.0105 0.0051 | 0 .0863 0.0357 0.0154 0.0133 | 0 .0981 0.0358 0.0451 0.0223 | 0 .1086 0.0359 0.0605 0.0305 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0210) 0.560 0.175 3.00 71.07 OUTFLOW: ID= 1 (0705) 0.560 0.043 3.08 70.86 PEAK FLOW REDUCTION [Qout/Qi n](%)= 24.53 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (h a.m.)= 0.0217 --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0506) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0700): 2.86 0.045 4.50 64.56 + ID2= 2 (0705): 0.56 0.043 3.08 70.86 ========================================= =========

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ID = 3 (0506): 3.42 0.079 3.50 65.59 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 132.91 37.23 over (min) 5.00 20.00 Storage Coeff. (min)= 4.69 (ii) 16.14 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.22 0.06 *TOTALS* PEAK FLOW (cms)= 1.79 0.66 2.215 (iii) TIME TO PEAK (hrs)= 3.00 3.17 3.00 RUNOFF VOLUME (mm)= 84.20 21.04 39.99 TOTAL RAINFALL (mm)= 85.20 85.20 85.20 RUNOFF COEFFICIENT = 0.99 0.25 0.47 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0507) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 2.215 3.00 39.99 + ID2= 2 (0506): 3.42 0.079 3.50 65.59 ========================================= ========= ID = 3 (0507): 20.02 2.268 3.00 44.36 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0220) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.48 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 132.91 42.44 over (min) 5.00 10.00 Storage Coeff. (min)= 1.73 (ii) 5.35 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.16 *TOTALS* PEAK FLOW (cms)= 0.18 0.01 0.189 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 84.20 21.69 71.69 TOTAL RAINFALL (mm)= 85.20 85.20 85.20 RUNOFF COEFFICIENT = 0.99 0.25 0.84 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0220): 0.60 0.189 3.00 71.69 + ID2= 2 (0507): 20.02 2.268 3.00 44.36 ========================================= ========= ID = 3 (0510): 20.62 2.457 3.00 45.15 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0230) | Area (ha)= 0.75|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.60 0.15 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 70.71 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 132.91 42.44 over (min) 5.00 10.00 Storage Coeff. (min)= 1.85 (ii) 5.47 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.16 *TOTALS* PEAK FLOW (cms)= 0.22 0.01 0.236 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 84.20 21.69 71.69 TOTAL RAINFALL (mm)= 85.20 85.20 85.20 RUNOFF COEFFICIENT = 0.99 0.25 0.84 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve)

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(ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0710) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0820 0.0534 0.0076 0.0076 | 0 .0987 0.0534 0.0110 0.0200 | 0 .1129 0.0534 0.0482 0.0335 | 0 .1254 0.0534 0.0674 0.0458 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0230) 0.750 0.236 3.00 71.69 OUTFLOW: ID= 1 (0710) 0.750 0.046 3.17 71.36 PEAK FLOW REDUCTION [Qout/Qi n](%)= 19.33 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (h a.m.)= 0.0327 --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 11 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 95.90 mm | Comments: 50-Yr,6-hr SCS, C ity of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 3.84 | 1.75 9.59 | 3. 25 21.10 | 4.75 5.75 0.50 3.84 | 2.00 9.59 | 3. 50 21.10 | 5.00 5.75 0.75 5.75 | 2.25 11.51 | 3. 75 9.59 | 5.25 3.84 1.00 5.75 | 2.50 11.51 | 4. 00 9.59 | 5.50 3.84 1.25 5.75 | 2.75 57.54 | 4. 25 7.67 | 5.75 3.84 1.50 5.75 | 3.00 149.60 | 4. 50 7.67 | 6.00 3.84 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 3.84 | 1.583 9.59 | 3.0 83 21.10 | 4.58 5.75 0.167 3.84 | 1.667 9.59 | 3.1 67 21.10 | 4.67 5.75 0.250 3.84 | 1.750 9.59 | 3.2 50 21.10 | 4.75 5.75 0.333 3.84 | 1.833 9.59 | 3.3 33 21.10 | 4.83 5.75 0.417 3.84 | 1.917 9.59 | 3.4 17 21.10 | 4.92 5.75 0.500 3.84 | 2.000 9.59 | 3.5 00 21.10 | 5.00 5.75 0.583 5.75 | 2.083 11.51 | 3.5 83 9.59 | 5.08 3.84 0.667 5.75 | 2.167 11.51 | 3.6 67 9.59 | 5.17 3.84 0.750 5.75 | 2.250 11.51 | 3.7 50 9.59 | 5.25 3.84 0.833 5.75 | 2.333 11.51 | 3.8 33 9.59 | 5.33 3.84 0.917 5.75 | 2.417 11.51 | 3.9 17 9.59 | 5.42 3.84 1.000 5.75 | 2.500 11.51 | 4.0 00 9.59 | 5.50 3.84 1.083 5.75 | 2.583 57.54 | 4.0 83 7.67 | 5.58 3.84 1.167 5.75 | 2.667 57.54 | 4.1 67 7.67 | 5.67 3.84 1.250 5.75 | 2.750 57.54 | 4.2 50 7.67 | 5.75 3.84 1.333 5.75 | 2.833 149.60 | 4.3 33 7.67 | 5.83 3.84 1.417 5.75 | 2.917 149.60 | 4.4 17 7.67 | 5.92 3.84 1.500 5.75 | 3.000 149.60 | 4.5 00 7.67 | 6.00 3.84 Unit Hyd Qpeak (cms)= 0.061 PEAK FLOW (cms)= 0.028 (i) TIME TO PEAK (hrs)= 3.083 RUNOFF VOLUME (mm)= 26.284 TOTAL RAINFALL (mm)= 95.900 RUNOFF COEFFICIENT = 0.274 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 2.54|ID= 1 DT= 5.0 min | Total Imp(%)= 78.00 Dir. Conn.(%)= 78.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 1.98 0.56 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 130.13 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 149.60 52.54 over (min) 5.00 10.00 Storage Coeff. (min)= 2.55 (ii) 6.17 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.29 0.15 *TOTALS* PEAK FLOW (cms)= 0.82 0.07 0.887 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 94.90 26.89 79.94 TOTAL RAINFALL (mm)= 95.90 95.90 95.90 RUNOFF COEFFICIENT = 0.99 0.28 0.83 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------

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| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0205): 2.54 0.887 3.00 79.94 + ID2= 2 (0225): 0.32 0.028 3.08 26.28 ========================================= ========= ID = 3 (0505): 2.86 0.912 3.00 73.93 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0700) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0168 0.1058 0.0104 0.0400 | 0 .0456 0.1446 0.0140 0.0710 | 0 .0752 0.2103 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0505) 2.860 0.912 3.00 73.93 OUTFLOW: ID= 1 (0700) 2.860 0.053 4.17 73.59 PEAK FLOW REDUCTION [Qout/Qi n](%)= 5.84 TIME SHIFT OF PEAK FLOW (min)= 70.00 MAXIMUM STORAGE USED (h a.m.)= 0.1617 --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0210) | Area (ha)= 0.56|ID= 1 DT= 5.0 min | Total Imp(%)= 79.00 Dir. Conn.(%)= 79.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.44 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 61.10 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 149.60 52.54 over (min) 5.00 10.00 Storage Coeff. (min)= 1.62 (ii) 5.15 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.16 *TOTALS* PEAK FLOW (cms)= 0.18 0.01 0.198 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 94.90 26.89 80.61 TOTAL RAINFALL (mm)= 95.90 95.90 95.90 RUNOFF COEFFICIENT = 0.99 0.28 0.84 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0705) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0725 0.0356 0.0105 0.0051 | 0 .0863 0.0357 0.0154 0.0133 | 0 .0981 0.0358 0.0451 0.0223 | 0 .1086 0.0359 0.0605 0.0305 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0210) 0.560 0.198 3.00 80.61 OUTFLOW: ID= 1 (0705) 0.560 0.049 3.08 80.40 PEAK FLOW REDUCTION [Qout/Qi n](%)= 24.71 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (h a.m.)= 0.0244 --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0506) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0700): 2.86 0.053 4.17 73.59 + ID2= 2 (0705): 0.56 0.049 3.08 80.40 ========================================= ========= ID = 3 (0506): 3.42 0.096 3.50 74.71 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 149.60 46.48 over (min) 5.00 15.00 Storage Coeff. (min)= 4.47 (ii) 14.95 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.23 0.08 *TOTALS* PEAK FLOW (cms)= 2.02 0.89 2.753 (iii) TIME TO PEAK (hrs)= 3.00 3.17 3.00 RUNOFF VOLUME (mm)= 94.90 26.19 46.80 TOTAL RAINFALL (mm)= 95.90 95.90 95.90 RUNOFF COEFFICIENT = 0.99 0.27 0.49 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve)

Page: 13


(ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0507) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 2.753 3.00 46.80 + ID2= 2 (0506): 3.42 0.096 3.50 74.71 ========================================= ========= ID = 3 (0507): 20.02 2.826 3.00 51.57 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0220) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.48 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 149.60 52.54 over (min) 5.00 10.00 Storage Coeff. (min)= 1.65 (ii) 5.10 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.16 *TOTALS* PEAK FLOW (cms)= 0.20 0.01 0.214 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 94.90 26.89 81.29 TOTAL RAINFALL (mm)= 95.90 95.90 95.90 RUNOFF COEFFICIENT = 0.99 0.28 0.85 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0220): 0.60 0.214 3.00 81.29 + ID2= 2 (0507): 20.02 2.826 3.00 51.57 ========================================= ========= ID = 3 (0510): 20.62 3.040 3.00 52.43 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0230) | Area (ha)= 0.75|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.60 0.15 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 70.71 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 149.60 52.54 over (min) 5.00 10.00 Storage Coeff. (min)= 1.77 (ii) 5.22 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.16 *TOTALS* PEAK FLOW (cms)= 0.25 0.02 0.268 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 94.90 26.89 81.29 TOTAL RAINFALL (mm)= 95.90 95.90 95.90 RUNOFF COEFFICIENT = 0.99 0.28 0.85 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0710) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0820 0.0534 0.0076 0.0076 | 0 .0987 0.0534 0.0110 0.0200 | 0 .1129 0.0534 0.0482 0.0335 | 0 .1254 0.0534 0.0674 0.0458 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0230) 0.750 0.268 3.00 81.29 OUTFLOW: ID= 1 (0710) 0.750 0.053 3.17 80.96 PEAK FLOW REDUCTION [Qout/Qi n](%)= 19.81 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (h a.m.)= 0.0367 --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 12 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD

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| | ata\Local\Temp\ | | | Ptotal=106.50 mm | Comments: 100-Yr,6-hr SCS, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 4.26 | 1.75 10.65 | 3. 25 23.43 | 4.75 6.39 0.50 4.26 | 2.00 10.65 | 3. 50 23.43 | 5.00 6.39 0.75 6.39 | 2.25 12.78 | 3. 75 10.65 | 5.25 4.26 1.00 6.39 | 2.50 12.78 | 4. 00 10.65 | 5.50 4.26 1.25 6.39 | 2.75 63.90 | 4. 25 8.52 | 5.75 4.26 1.50 6.39 | 3.00 166.14 | 4. 50 8.52 | 6.00 4.26 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 4.26 | 1.583 10.65 | 3.0 83 23.43 | 4.58 6.39 0.167 4.26 | 1.667 10.65 | 3.1 67 23.43 | 4.67 6.39 0.250 4.26 | 1.750 10.65 | 3.2 50 23.43 | 4.75 6.39 0.333 4.26 | 1.833 10.65 | 3.3 33 23.43 | 4.83 6.39 0.417 4.26 | 1.917 10.65 | 3.4 17 23.43 | 4.92 6.39 0.500 4.26 | 2.000 10.65 | 3.5 00 23.43 | 5.00 6.39 0.583 6.39 | 2.083 12.78 | 3.5 83 10.65 | 5.08 4.26 0.667 6.39 | 2.167 12.78 | 3.6 67 10.65 | 5.17 4.26 0.750 6.39 | 2.250 12.78 | 3.7 50 10.65 | 5.25 4.26 0.833 6.39 | 2.333 12.78 | 3.8 33 10.65 | 5.33 4.26 0.917 6.39 | 2.417 12.78 | 3.9 17 10.65 | 5.42 4.26 1.000 6.39 | 2.500 12.78 | 4.0 00 10.65 | 5.50 4.26 1.083 6.39 | 2.583 63.90 | 4.0 83 8.52 | 5.58 4.26 1.167 6.39 | 2.667 63.90 | 4.1 67 8.52 | 5.67 4.26 1.250 6.39 | 2.750 63.90 | 4.2 50 8.52 | 5.75 4.26 1.333 6.39 | 2.833 166.14 | 4.3 33 8.52 | 5.83 4.26 1.417 6.39 | 2.917 166.14 | 4.4 17 8.52 | 5.92 4.26 1.500 6.39 | 3.000 166.14 | 4.5 00 8.52 | 6.00 4.26 Unit Hyd Qpeak (cms)= 0.061 PEAK FLOW (cms)= 0.035 (i) TIME TO PEAK (hrs)= 3.083 RUNOFF VOLUME (mm)= 32.067 TOTAL RAINFALL (mm)= 106.500 RUNOFF COEFFICIENT = 0.301 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 2.54|ID= 1 DT= 5.0 min | Total Imp(%)= 78.00 Dir. Conn.(%)= 78.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 1.98 0.56 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 130.13 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 166.14 63.23 over (min) 5.00 10.00 Storage Coeff. (min)= 2.44 (ii) 5.91 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.30 0.15 *TOTALS* PEAK FLOW (cms)= 0.91 0.08 0.993 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 105.50 32.41 89.42 TOTAL RAINFALL (mm)= 106.50 106.50 106.50 RUNOFF COEFFICIENT = 0.99 0.30 0.84 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0205): 2.54 0.993 3.00 89.42 + ID2= 2 (0225): 0.32 0.035 3.08 32.07 ========================================= ========= ID = 3 (0505): 2.86 1.024 3.00 83.00 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0700) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0168 0.1058 0.0104 0.0400 | 0 .0456 0.1446 0.0140 0.0710 | 0 .0752 0.2103 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0505) 2.860 1.024 3.00 83.00 OUTFLOW: ID= 1 (0700) 2.860 0.062 4.08 82.66 PEAK FLOW REDUCTION [Qout/Qi n](%)= 6.03 TIME SHIFT OF PEAK FLOW (min)= 65.00 MAXIMUM STORAGE USED (h a.m.)= 0.1805 --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0210) | Area (ha)= 0.56

Page: 15


|ID= 1 DT= 5.0 min | Total Imp(%)= 79.00 Dir. Conn.(%)= 79.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.44 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 61.10 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 166.14 63.23 over (min) 5.00 5.00 Storage Coeff. (min)= 1.55 (ii) 4.94 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= 0.33 0.22 *TOTALS* PEAK FLOW (cms)= 0.20 0.02 0.224 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 105.50 32.41 90.15 TOTAL RAINFALL (mm)= 106.50 106.50 106.50 RUNOFF COEFFICIENT = 0.99 0.30 0.85 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0705) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0725 0.0356 0.0105 0.0051 | 0 .0863 0.0357 0.0154 0.0133 | 0 .0981 0.0358 0.0451 0.0223 | 0 .1086 0.0359 0.0605 0.0305 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0210) 0.560 0.224 3.00 90.15 OUTFLOW: ID= 1 (0705) 0.560 0.055 3.08 89.94 PEAK FLOW REDUCTION [Qout/Qi n](%)= 24.39 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (h a.m.)= 0.0276 --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0506) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0700): 2.86 0.062 4.08 82.66 + ID2= 2 (0705): 0.56 0.055 3.08 89.94 ========================================= ========= ID = 3 (0506): 3.42 0.109 3.50 83.85 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 166.14 62.17 over (min) 5.00 15.00 Storage Coeff. (min)= 4.29 (ii) 13.62 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.23 0.08 *TOTALS* PEAK FLOW (cms)= 2.25 1.13 3.192 (iii) TIME TO PEAK (hrs)= 3.00 3.08 3.00 RUNOFF VOLUME (mm)= 105.50 31.66 53.81 TOTAL RAINFALL (mm)= 106.50 106.50 106.50 RUNOFF COEFFICIENT = 0.99 0.30 0.51 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0507) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 3.192 3.00 53.81 + ID2= 2 (0506): 3.42 0.109 3.50 83.85 ========================================= ========= ID = 3 (0507): 20.02 3.281 3.00 58.94 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0220) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.48 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 166.14 63.23 over (min) 5.00 5.00 Storage Coeff. (min)= 1.58 (ii) 4.89 (ii)

Page: 16


Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= 0.33 0.22 *TOTALS* PEAK FLOW (cms)= 0.22 0.02 0.242 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 105.50 32.41 90.88 TOTAL RAINFALL (mm)= 106.50 106.50 106.50 RUNOFF COEFFICIENT = 0.99 0.30 0.85 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0220): 0.60 0.242 3.00 90.88 + ID2= 2 (0507): 20.02 3.281 3.00 58.94 ========================================= ========= ID = 3 (0510): 20.62 3.523 3.00 59.87 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0230) | Area (ha)= 0.75|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.60 0.15 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 70.71 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 166.14 63.23 over (min) 5.00 10.00 Storage Coeff. (min)= 1.69 (ii) 5.00 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.16 *TOTALS* PEAK FLOW (cms)= 0.28 0.02 0.299 (iii) TIME TO PEAK (hrs)= 3.00 3.00 3.00 RUNOFF VOLUME (mm)= 105.50 32.41 90.88 TOTAL RAINFALL (mm)= 106.50 106.50 106.50 RUNOFF COEFFICIENT = 0.99 0.30 0.85 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0710) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0820 0.0534 0.0076 0.0076 | 0 .0987 0.0534 0.0110 0.0200 | 0 .1129 0.0534 0.0482 0.0335 | 0 .1254 0.0534 0.0674 0.0458 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0230) 0.750 0.299 3.00 90.88 OUTFLOW: ID= 1 (0710) 0.750 0.059 3.17 90.55 PEAK FLOW REDUCTION [Qout/Qi n](%)= 19.85 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (h a.m.)= 0.0408 --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 19 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 55.00 mm | Comments: 2-Yr,24-hr SCS, C ity of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 0.55 | 6.25 1.10 | 12. 25 7.92 | 18.25 0.99 0.50 0.55 | 6.50 1.10 | 12. 50 7.92 | 18.50 0.99 0.75 0.55 | 6.75 1.10 | 12. 75 4.07 | 18.75 0.99 1.00 0.55 | 7.00 1.10 | 13. 00 4.07 | 19.00 0.99 1.25 0.55 | 7.25 1.10 | 13. 25 0.77 | 19.25 0.99 1.50 0.55 | 7.50 1.10 | 13. 50 0.77 | 19.50 0.99 1.75 0.55 | 7.75 1.10 | 13. 75 4.51 | 19.75 0.99 2.00 0.99 | 8.00 1.10 | 14. 00 4.51 | 20.00 0.99 2.25 0.71 | 8.25 1.49 | 14. 25 1.65 | 20.25 0.66 2.50 0.71 | 8.50 1.49 | 14. 50 1.65 | 20.50 0.66 2.75 0.71 | 8.75 1.49 | 14. 75 1.65 | 20.75 0.66 3.00 0.71 | 9.00 1.49 | 15. 00 1.65 | 21.00 0.66 3.25 0.71 | 9.25 1.76 | 15. 25 1.65 | 21.25 0.66 3.50 0.71 | 9.50 1.76 | 15. 50 1.65 | 21.50 0.66 3.75 0.71 | 9.75 1.98 | 15. 75 1.65 | 21.75 0.66 4.00 0.71 | 10.00 1.98 | 16. 00 1.65 | 22.00 0.66 4.25 0.88 | 10.25 2.53 | 16. 25 0.99 | 22.25 0.66 4.50 0.88 | 10.50 2.53 | 16. 50 0.99 | 22.50 0.66 4.75 0.88 | 10.75 3.41 | 16. 75 0.99 | 22.75 0.66 5.00 0.88 | 11.00 3.41 | 17. 00 0.99 | 23.00 0.66 5.25 0.88 | 11.25 5.28 | 17. 25 0.99 | 23.25 0.66 5.50 0.88 | 11.50 5.28 | 17. 50 0.99 | 23.50 0.66 5.75 0.88 | 11.75 22.88 | 17. 75 0.99 | 23.75 0.66 6.00 0.88 | 12.00 60.72 | 18. 00 0.99 | 24.00 0.66 --------------------------------------------------- ----------------------------

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---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 0.55 | 6.083 1.10 |12.0 83 7.93 | 18.08 0.99 0.167 0.55 | 6.167 1.10 |12.1 67 7.92 | 18.17 0.99 0.250 0.55 | 6.250 1.10 |12.2 50 7.92 | 18.25 0.99 0.333 0.55 | 6.333 1.10 |12.3 33 7.92 | 18.33 0.99 0.417 0.55 | 6.417 1.10 |12.4 17 7.92 | 18.42 0.99 0.500 0.55 | 6.500 1.10 |12.5 00 7.92 | 18.50 0.99 0.583 0.55 | 6.583 1.10 |12.5 83 4.07 | 18.58 0.99 0.667 0.55 | 6.667 1.10 |12.6 67 4.07 | 18.67 0.99 0.750 0.55 | 6.750 1.10 |12.7 50 4.07 | 18.75 0.99 0.833 0.55 | 6.833 1.10 |12.8 33 4.07 | 18.83 0.99 0.917 0.55 | 6.917 1.10 |12.9 17 4.07 | 18.92 0.99 1.000 0.55 | 7.000 1.10 |13.0 00 4.07 | 19.00 0.99 1.083 0.55 | 7.083 1.10 |13.0 83 0.77 | 19.08 0.99 1.167 0.55 | 7.167 1.10 |13.1 67 0.77 | 19.17 0.99 1.250 0.55 | 7.250 1.10 |13.2 50 0.77 | 19.25 0.99 1.333 0.55 | 7.333 1.10 |13.3 33 0.77 | 19.33 0.99 1.417 0.55 | 7.417 1.10 |13.4 17 0.77 | 19.42 0.99 1.500 0.55 | 7.500 1.10 |13.5 00 0.77 | 19.50 0.99 1.583 0.55 | 7.583 1.10 |13.5 83 4.51 | 19.58 0.99 1.667 0.55 | 7.667 1.10 |13.6 67 4.51 | 19.67 0.99 1.750 0.55 | 7.750 1.10 |13.7 50 4.51 | 19.75 0.99 1.833 0.99 | 7.833 1.10 |13.8 33 4.51 | 19.83 0.99 1.917 0.99 | 7.917 1.10 |13.9 17 4.51 | 19.92 0.99 2.000 0.99 | 8.000 1.10 |14.0 00 4.51 | 20.00 0.99 2.083 0.71 | 8.083 1.49 |14.0 83 1.65 | 20.08 0.66 2.167 0.71 | 8.167 1.49 |14.1 67 1.65 | 20.17 0.66 2.250 0.71 | 8.250 1.49 |14.2 50 1.65 | 20.25 0.66 2.333 0.71 | 8.333 1.49 |14.3 33 1.65 | 20.33 0.66 2.417 0.71 | 8.417 1.49 |14.4 17 1.65 | 20.42 0.66 2.500 0.71 | 8.500 1.49 |14.5 00 1.65 | 20.50 0.66 2.583 0.71 | 8.583 1.49 |14.5 83 1.65 | 20.58 0.66 2.667 0.71 | 8.667 1.49 |14.6 67 1.65 | 20.67 0.66 2.750 0.71 | 8.750 1.49 |14.7 50 1.65 | 20.75 0.66 2.833 0.71 | 8.833 1.49 |14.8 33 1.65 | 20.83 0.66 2.917 0.71 | 8.917 1.49 |14.9 17 1.65 | 20.92 0.66 3.000 0.71 | 9.000 1.49 |15.0 00 1.65 | 21.00 0.66 3.083 0.71 | 9.083 1.76 |15.0 83 1.65 | 21.08 0.66 3.167 0.71 | 9.167 1.76 |15.1 67 1.65 | 21.17 0.66 3.250 0.71 | 9.250 1.76 |15.2 50 1.65 | 21.25 0.66 3.333 0.71 | 9.333 1.76 |15.3 33 1.65 | 21.33 0.66 3.417 0.71 | 9.417 1.76 |15.4 17 1.65 | 21.42 0.66 3.500 0.71 | 9.500 1.76 |15.5 00 1.65 | 21.50 0.66 3.583 0.71 | 9.583 1.98 |15.5 83 1.65 | 21.58 0.66 3.667 0.71 | 9.667 1.98 |15.6 67 1.65 | 21.67 0.66 3.750 0.71 | 9.750 1.98 |15.7 50 1.65 | 21.75 0.66 3.833 0.71 | 9.833 1.98 |15.8 33 1.65 | 21.83 0.66 3.917 0.71 | 9.917 1.98 |15.9 17 1.65 | 21.92 0.66 4.000 0.71 |10.000 1.98 |16.0 00 1.65 | 22.00 0.66 4.083 0.88 |10.083 2.53 |16.0 83 0.99 | 22.08 0.66 4.167 0.88 |10.167 2.53 |16.1 67 0.99 | 22.17 0.66 4.250 0.88 |10.250 2.53 |16.2 50 0.99 | 22.25 0.66 4.333 0.88 |10.333 2.53 |16.3 33 0.99 | 22.33 0.66 4.417 0.88 |10.417 2.53 |16.4 17 0.99 | 22.42 0.66 4.500 0.88 |10.500 2.53 |16.5 00 0.99 | 22.50 0.66 4.583 0.88 |10.583 3.41 |16.5 83 0.99 | 22.58 0.66 4.667 0.88 |10.667 3.41 |16.6 67 0.99 | 22.67 0.66 4.750 0.88 |10.750 3.41 |16.7 50 0.99 | 22.75 0.66 4.833 0.88 |10.833 3.41 |16.8 33 0.99 | 22.83 0.66 4.917 0.88 |10.917 3.41 |16.9 17 0.99 | 22.92 0.66 5.000 0.88 |11.000 3.41 |17.0 00 0.99 | 23.00 0.66 5.083 0.88 |11.083 5.28 |17.0 83 0.99 | 23.08 0.66 5.167 0.88 |11.167 5.28 |17.1 67 0.99 | 23.17 0.66 5.250 0.88 |11.250 5.28 |17.2 50 0.99 | 23.25 0.66 5.333 0.88 |11.333 5.28 |17.3 33 0.99 | 23.33 0.66 5.417 0.88 |11.417 5.28 |17.4 17 0.99 | 23.42 0.66 5.500 0.88 |11.500 5.28 |17.5 00 0.99 | 23.50 0.66 5.583 0.88 |11.583 22.88 |17.5 83 0.99 | 23.58 0.66 5.667 0.88 |11.667 22.88 |17.6 67 0.99 | 23.67 0.66 5.750 0.88 |11.750 22.88 |17.7 50 0.99 | 23.75 0.66 5.833 0.88 |11.833 60.72 |17.8 33 0.99 | 23.83 0.66 5.917 0.88 |11.917 60.72 |17.9 17 0.99 | 23.92 0.66 6.000 0.88 |12.000 60.72 |18.0 00 0.99 | 24.00 0.66 Unit Hyd Qpeak (cms)= 0.061 PEAK FLOW (cms)= 0.006 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 8.166 TOTAL RAINFALL (mm)= 55.000 RUNOFF COEFFICIENT = 0.148 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 2.54|ID= 1 DT= 5.0 min | Total Imp(%)= 78.00 Dir. Conn.(%)= 78.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 1.98 0.56 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 130.13 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 60.72 9.30 over (min) 5.00 25.00 Storage Coeff. (min)= 3.65 (ii) 21.91 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.25 0.05 *TOTALS* PEAK FLOW (cms)= 0.33 0.01 0.335 (iii) TIME TO PEAK (hrs)= 12.00 12.25 12.00 RUNOFF VOLUME (mm)= 54.00 9.39 44.18 TOTAL RAINFALL (mm)= 55.00 55.00 55.00 RUNOFF COEFFICIENT = 0.98 0.17 0.80 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L

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THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0205): 2.54 0.335 12.00 44.18 + ID2= 2 (0225): 0.32 0.006 12.08 8.17 ========================================= ========= ID = 3 (0505): 2.86 0.341 12.00 40.15 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0700) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0168 0.1058 0.0104 0.0400 | 0 .0456 0.1446 0.0140 0.0710 | 0 .0752 0.2103 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0505) 2.860 0.341 12.00 40.15 OUTFLOW: ID= 1 (0700) 2.860 0.014 14.08 39.81 PEAK FLOW REDUCTION [Qout/Qi n](%)= 4.17 TIME SHIFT OF PEAK FLOW (min)=125.00 MAXIMUM STORAGE USED (h a.m.)= 0.0737 --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0210) | Area (ha)= 0.56|ID= 1 DT= 5.0 min | Total Imp(%)= 79.00 Dir. Conn.(%)= 79.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.44 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 61.10 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 60.72 9.30 over (min) 5.00 25.00 Storage Coeff. (min)= 2.32 (ii) 20.57 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.30 0.05 *TOTALS* PEAK FLOW (cms)= 0.07 0.00 0.076 (iii) TIME TO PEAK (hrs)= 12.00 12.25 12.00 RUNOFF VOLUME (mm)= 54.00 9.39 44.61 TOTAL RAINFALL (mm)= 55.00 55.00 55.00 RUNOFF COEFFICIENT = 0.98 0.17 0.81 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0705) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0725 0.0356 0.0105 0.0051 | 0 .0863 0.0357 0.0154 0.0133 | 0 .0981 0.0358 0.0451 0.0223 | 0 .1086 0.0359 0.0605 0.0305 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0210) 0.560 0.076 12.00 44.61 OUTFLOW: ID= 1 (0705) 0.560 0.013 12.17 44.40 PEAK FLOW REDUCTION [Qout/Qi n](%)= 17.46 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (h a.m.)= 0.0096 --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0506) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0700): 2.86 0.014 14.08 39.81 + ID2= 2 (0705): 0.56 0.013 12.17 44.40 ========================================= ========= ID = 3 (0506): 3.42 0.027 12.58 40.56 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 60.72 7.51 over (min) 5.00 30.00 Storage Coeff. (min)= 6.42 (ii) 28.15 (ii) Unit Hyd. Tpeak (min)= 5.00 30.00 Unit Hyd. peak (cms)= 0.18 0.04 *TOTALS* PEAK FLOW (cms)= 0.79 0.14 0.852 (iii) TIME TO PEAK (hrs)= 12.00 12.33 12.00 RUNOFF VOLUME (mm)= 54.00 8.91 22.44 TOTAL RAINFALL (mm)= 55.00 55.00 55.00

Page: 19


RUNOFF COEFFICIENT = 0.98 0.16 0.41 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0507) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 0.852 12.00 22.44 + ID2= 2 (0506): 3.42 0.027 12.58 40.56 ========================================= ========= ID = 3 (0507): 20.02 0.877 12.00 25.53 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0220) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.48 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 60.72 12.47 over (min) 5.00 10.00 Storage Coeff. (min)= 2.37 (ii) 7.32 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.30 0.13 *TOTALS* PEAK FLOW (cms)= 0.08 0.00 0.084 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 54.00 9.39 45.07 TOTAL RAINFALL (mm)= 55.00 55.00 55.00 RUNOFF COEFFICIENT = 0.98 0.17 0.82 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0220): 0.60 0.084 12.00 45.07 + ID2= 2 (0507): 20.02 0.877 12.00 25.53 ========================================= ========= ID = 3 (0510): 20.62 0.961 12.00 26.10 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0230) | Area (ha)= 0.75|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.60 0.15 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 70.71 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 60.72 12.47 over (min) 5.00 10.00 Storage Coeff. (min)= 2.53 (ii) 7.48 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.29 0.13 *TOTALS* PEAK FLOW (cms)= 0.10 0.00 0.105 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 54.00 9.39 45.07 TOTAL RAINFALL (mm)= 55.00 55.00 55.00 RUNOFF COEFFICIENT = 0.98 0.17 0.82 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0710) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0820 0.0534 0.0076 0.0076 | 0 .0987 0.0534 0.0110 0.0200 | 0 .1129 0.0534 0.0482 0.0335 | 0 .1254 0.0534 0.0674 0.0458 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0230) 0.750 0.105 12.00 45.07 OUTFLOW: ID= 1 (0710) 0.750 0.010 12.58 44.75 PEAK FLOW REDUCTION [Qout/Qi n](%)= 9.56 TIME SHIFT OF PEAK FLOW (min)= 35.00 MAXIMUM STORAGE USED (h a.m.)= 0.0165 --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 20 **

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**************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 76.00 mm | Comments: 5-Yr,24-hr SCS, C ity of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 0.76 | 6.25 1.52 | 12. 25 10.94 | 18.25 1.37 0.50 0.76 | 6.50 1.52 | 12. 50 10.94 | 18.50 1.37 0.75 0.76 | 6.75 1.52 | 12. 75 5.62 | 18.75 1.37 1.00 0.76 | 7.00 1.52 | 13. 00 5.62 | 19.00 1.37 1.25 0.76 | 7.25 1.52 | 13. 25 1.06 | 19.25 1.37 1.50 0.76 | 7.50 1.52 | 13. 50 1.06 | 19.50 1.37 1.75 0.76 | 7.75 1.52 | 13. 75 6.23 | 19.75 1.37 2.00 1.37 | 8.00 1.52 | 14. 00 6.23 | 20.00 1.37 2.25 0.99 | 8.25 2.05 | 14. 25 2.28 | 20.25 0.91 2.50 0.99 | 8.50 2.05 | 14. 50 2.28 | 20.50 0.91 2.75 0.99 | 8.75 2.05 | 14. 75 2.28 | 20.75 0.91 3.00 0.99 | 9.00 2.05 | 15. 00 2.28 | 21.00 0.91 3.25 0.99 | 9.25 2.43 | 15. 25 2.28 | 21.25 0.91 3.50 0.99 | 9.50 2.43 | 15. 50 2.28 | 21.50 0.91 3.75 0.99 | 9.75 2.74 | 15. 75 2.28 | 21.75 0.91 4.00 0.99 | 10.00 2.74 | 16. 00 2.28 | 22.00 0.91 4.25 1.22 | 10.25 3.50 | 16. 25 1.37 | 22.25 0.91 4.50 1.22 | 10.50 3.50 | 16. 50 1.37 | 22.50 0.91 4.75 1.22 | 10.75 4.71 | 16. 75 1.37 | 22.75 0.91 5.00 1.22 | 11.00 4.71 | 17. 00 1.37 | 23.00 0.91 5.25 1.22 | 11.25 7.30 | 17. 25 1.37 | 23.25 0.91 5.50 1.22 | 11.50 7.30 | 17. 50 1.37 | 23.50 0.91 5.75 1.22 | 11.75 31.62 | 17. 75 1.37 | 23.75 0.91 6.00 1.22 | 12.00 83.90 | 18. 00 1.37 | 24.00 0.91 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 0.76 | 6.083 1.52 |12.0 83 10.95 | 18.08 1.37 0.167 0.76 | 6.167 1.52 |12.1 67 10.94 | 18.17 1.37 0.250 0.76 | 6.250 1.52 |12.2 50 10.94 | 18.25 1.37 0.333 0.76 | 6.333 1.52 |12.3 33 10.94 | 18.33 1.37 0.417 0.76 | 6.417 1.52 |12.4 17 10.94 | 18.42 1.37 0.500 0.76 | 6.500 1.52 |12.5 00 10.94 | 18.50 1.37 0.583 0.76 | 6.583 1.52 |12.5 83 5.62 | 18.58 1.37 0.667 0.76 | 6.667 1.52 |12.6 67 5.62 | 18.67 1.37 0.750 0.76 | 6.750 1.52 |12.7 50 5.62 | 18.75 1.37 0.833 0.76 | 6.833 1.52 |12.8 33 5.62 | 18.83 1.37 0.917 0.76 | 6.917 1.52 |12.9 17 5.62 | 18.92 1.37 1.000 0.76 | 7.000 1.52 |13.0 00 5.62 | 19.00 1.37 1.083 0.76 | 7.083 1.52 |13.0 83 1.06 | 19.08 1.37 1.167 0.76 | 7.167 1.52 |13.1 67 1.06 | 19.17 1.37 1.250 0.76 | 7.250 1.52 |13.2 50 1.06 | 19.25 1.37 1.333 0.76 | 7.333 1.52 |13.3 33 1.06 | 19.33 1.37 1.417 0.76 | 7.417 1.52 |13.4 17 1.06 | 19.42 1.37 1.500 0.76 | 7.500 1.52 |13.5 00 1.06 | 19.50 1.37 1.583 0.76 | 7.583 1.52 |13.5 83 6.23 | 19.58 1.37 1.667 0.76 | 7.667 1.52 |13.6 67 6.23 | 19.67 1.37 1.750 0.76 | 7.750 1.52 |13.7 50 6.23 | 19.75 1.37 1.833 1.37 | 7.833 1.52 |13.8 33 6.23 | 19.83 1.37 1.917 1.37 | 7.917 1.52 |13.9 17 6.23 | 19.92 1.37 2.000 1.37 | 8.000 1.52 |14.0 00 6.23 | 20.00 1.37 2.083 0.99 | 8.083 2.05 |14.0 83 2.28 | 20.08 0.91 2.167 0.99 | 8.167 2.05 |14.1 67 2.28 | 20.17 0.91 2.250 0.99 | 8.250 2.05 |14.2 50 2.28 | 20.25 0.91 2.333 0.99 | 8.333 2.05 |14.3 33 2.28 | 20.33 0.91 2.417 0.99 | 8.417 2.05 |14.4 17 2.28 | 20.42 0.91 2.500 0.99 | 8.500 2.05 |14.5 00 2.28 | 20.50 0.91 2.583 0.99 | 8.583 2.05 |14.5 83 2.28 | 20.58 0.91 2.667 0.99 | 8.667 2.05 |14.6 67 2.28 | 20.67 0.91 2.750 0.99 | 8.750 2.05 |14.7 50 2.28 | 20.75 0.91 2.833 0.99 | 8.833 2.05 |14.8 33 2.28 | 20.83 0.91 2.917 0.99 | 8.917 2.05 |14.9 17 2.28 | 20.92 0.91 3.000 0.99 | 9.000 2.05 |15.0 00 2.28 | 21.00 0.91 3.083 0.99 | 9.083 2.43 |15.0 83 2.28 | 21.08 0.91 3.167 0.99 | 9.167 2.43 |15.1 67 2.28 | 21.17 0.91 3.250 0.99 | 9.250 2.43 |15.2 50 2.28 | 21.25 0.91 3.333 0.99 | 9.333 2.43 |15.3 33 2.28 | 21.33 0.91 3.417 0.99 | 9.417 2.43 |15.4 17 2.28 | 21.42 0.91 3.500 0.99 | 9.500 2.43 |15.5 00 2.28 | 21.50 0.91 3.583 0.99 | 9.583 2.74 |15.5 83 2.28 | 21.58 0.91 3.667 0.99 | 9.667 2.74 |15.6 67 2.28 | 21.67 0.91 3.750 0.99 | 9.750 2.74 |15.7 50 2.28 | 21.75 0.91 3.833 0.99 | 9.833 2.74 |15.8 33 2.28 | 21.83 0.91 3.917 0.99 | 9.917 2.74 |15.9 17 2.28 | 21.92 0.91 4.000 0.99 |10.000 2.74 |16.0 00 2.28 | 22.00 0.91 4.083 1.22 |10.083 3.50 |16.0 83 1.37 | 22.08 0.91 4.167 1.22 |10.167 3.50 |16.1 67 1.37 | 22.17 0.91 4.250 1.22 |10.250 3.50 |16.2 50 1.37 | 22.25 0.91 4.333 1.22 |10.333 3.50 |16.3 33 1.37 | 22.33 0.91 4.417 1.22 |10.417 3.50 |16.4 17 1.37 | 22.42 0.91 4.500 1.22 |10.500 3.50 |16.5 00 1.37 | 22.50 0.91 4.583 1.22 |10.583 4.71 |16.5 83 1.37 | 22.58 0.91 4.667 1.22 |10.667 4.71 |16.6 67 1.37 | 22.67 0.91 4.750 1.22 |10.750 4.71 |16.7 50 1.37 | 22.75 0.91 4.833 1.22 |10.833 4.71 |16.8 33 1.37 | 22.83 0.91 4.917 1.22 |10.917 4.71 |16.9 17 1.37 | 22.92 0.91 5.000 1.22 |11.000 4.71 |17.0 00 1.37 | 23.00 0.91 5.083 1.22 |11.083 7.30 |17.0 83 1.37 | 23.08 0.91 5.167 1.22 |11.167 7.30 |17.1 67 1.37 | 23.17 0.91 5.250 1.22 |11.250 7.30 |17.2 50 1.37 | 23.25 0.91 5.333 1.22 |11.333 7.30 |17.3 33 1.37 | 23.33 0.91 5.417 1.22 |11.417 7.30 |17.4 17 1.37 | 23.42 0.91 5.500 1.22 |11.500 7.30 |17.5 00 1.37 | 23.50 0.91 5.583 1.22 |11.583 31.61 |17.5 83 1.37 | 23.58 0.91 5.667 1.22 |11.667 31.62 |17.6 67 1.37 | 23.67 0.91 5.750 1.22 |11.750 31.62 |17.7 50 1.37 | 23.75 0.91 5.833 1.22 |11.833 83.90 |17.8 33 1.37 | 23.83 0.91 5.917 1.22 |11.917 83.90 |17.9 17 1.37 | 23.92 0.91 6.000 1.22 |12.000 83.90 |18.0 00 1.37 | 24.00 0.91 Unit Hyd Qpeak (cms)= 0.061

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PEAK FLOW (cms)= 0.012 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 16.532 TOTAL RAINFALL (mm)= 76.000 RUNOFF COEFFICIENT = 0.218 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 2.54|ID= 1 DT= 5.0 min | Total Imp(%)= 78.00 Dir. Conn.(%)= 78.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 1.98 0.56 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 130.13 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 83.90 23.34 over (min) 5.00 10.00 Storage Coeff. (min)= 3.21 (ii) 7.77 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.27 0.13 *TOTALS* PEAK FLOW (cms)= 0.46 0.03 0.487 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 75.00 17.54 62.36 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT = 0.99 0.23 0.82 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0205): 2.54 0.487 12.00 62.36 + ID2= 2 (0225): 0.32 0.012 12.08 16.53 ========================================= ========= ID = 3 (0505): 2.86 0.498 12.00 57.23 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0700) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0168 0.1058 0.0104 0.0400 | 0 .0456 0.1446 0.0140 0.0710 | 0 .0752 0.2103 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0505) 2.860 0.498 12.00 57.23 OUTFLOW: ID= 1 (0700) 2.860 0.018 14.17 56.89 PEAK FLOW REDUCTION [Qout/Qi n](%)= 3.59 TIME SHIFT OF PEAK FLOW (min)=130.00 MAXIMUM STORAGE USED (h a.m.)= 0.1076 --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0210) | Area (ha)= 0.56|ID= 1 DT= 5.0 min | Total Imp(%)= 79.00 Dir. Conn.(%)= 79.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.44 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 61.10 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 83.90 23.34 over (min) 5.00 10.00 Storage Coeff. (min)= 2.04 (ii) 6.50 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.31 0.14 *TOTALS* PEAK FLOW (cms)= 0.10 0.01 0.109 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 75.00 17.54 62.93 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT = 0.99 0.23 0.83 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0705) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0725 0.0356 0.0105 0.0051 | 0 .0863 0.0357 0.0154 0.0133 | 0 .0981 0.0358 0.0451 0.0223 | 0 .1086 0.0359 0.0605 0.0305 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0210) 0.560 0.109 12.00 62.93 OUTFLOW: ID= 1 (0705) 0.560 0.018 12.17 62.71 PEAK FLOW REDUCTION [Qout/Qi n](%)= 16.44 TIME SHIFT OF PEAK FLOW (min)= 10.00

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MAXIMUM STORAGE USED (h a.m.)= 0.0141 --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0506) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0700): 2.86 0.018 14.17 56.89 + ID2= 2 (0705): 0.56 0.018 12.17 62.71 ========================================= ========= ID = 3 (0506): 3.42 0.034 12.25 57.84 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 83.90 20.88 over (min) 5.00 25.00 Storage Coeff. (min)= 5.64 (ii) 20.07 (ii) Unit Hyd. Tpeak (min)= 5.00 25.00 Unit Hyd. peak (cms)= 0.20 0.05 *TOTALS* PEAK FLOW (cms)= 1.11 0.33 1.298 (iii) TIME TO PEAK (hrs)= 12.00 12.25 12.00 RUNOFF VOLUME (mm)= 75.00 16.94 34.36 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT = 0.99 0.22 0.45 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0507) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 1.298 12.00 34.36 + ID2= 2 (0506): 3.42 0.034 12.25 57.84 ========================================= ========= ID = 3 (0507): 20.02 1.327 12.00 38.37 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0220) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.48 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 83.90 23.34 over (min) 5.00 10.00 Storage Coeff. (min)= 2.08 (ii) 6.43 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.31 0.14 *TOTALS* PEAK FLOW (cms)= 0.11 0.01 0.118 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 75.00 17.54 63.50 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT = 0.99 0.23 0.84 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0220): 0.60 0.118 12.00 63.50 + ID2= 2 (0507): 20.02 1.327 12.00 38.37 ========================================= ========= ID = 3 (0510): 20.62 1.445 12.00 39.10 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0230) | Area (ha)= 0.75|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.60 0.15 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 70.71 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 83.90 23.34 over (min) 5.00 10.00 Storage Coeff. (min)= 2.23 (ii) 6.57 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.30 0.14 *TOTALS*

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PEAK FLOW (cms)= 0.14 0.01 0.148 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 75.00 17.54 63.50 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT = 0.99 0.23 0.84 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0710) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0820 0.0534 0.0076 0.0076 | 0 .0987 0.0534 0.0110 0.0200 | 0 .1129 0.0534 0.0482 0.0335 | 0 .1254 0.0534 0.0674 0.0458 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0230) 0.750 0.148 12.00 63.50 OUTFLOW: ID= 1 (0710) 0.750 0.018 12.50 63.17 PEAK FLOW REDUCTION [Qout/Qi n](%)= 12.45 TIME SHIFT OF PEAK FLOW (min)= 30.00 MAXIMUM STORAGE USED (h a.m.)= 0.0227 --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 21 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal= 89.90 mm | Comments: 10-Yr,24-hr SCS, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 0.90 | 6.25 1.80 | 12. 25 12.95 | 18.25 1.62 0.50 0.90 | 6.50 1.80 | 12. 50 12.95 | 18.50 1.62 0.75 0.90 | 6.75 1.80 | 12. 75 6.65 | 18.75 1.62 1.00 0.90 | 7.00 1.80 | 13. 00 6.65 | 19.00 1.62 1.25 0.90 | 7.25 1.80 | 13. 25 1.26 | 19.25 1.62 1.50 0.90 | 7.50 1.80 | 13. 50 1.26 | 19.50 1.62 1.75 0.90 | 7.75 1.80 | 13. 75 7.37 | 19.75 1.62 2.00 1.62 | 8.00 1.80 | 14. 00 7.37 | 20.00 1.62 2.25 1.17 | 8.25 2.43 | 14. 25 2.70 | 20.25 1.08 2.50 1.17 | 8.50 2.43 | 14. 50 2.70 | 20.50 1.08 2.75 1.17 | 8.75 2.43 | 14. 75 2.70 | 20.75 1.08 3.00 1.17 | 9.00 2.43 | 15. 00 2.70 | 21.00 1.08 3.25 1.17 | 9.25 2.88 | 15. 25 2.70 | 21.25 1.08 3.50 1.17 | 9.50 2.88 | 15. 50 2.70 | 21.50 1.08 3.75 1.17 | 9.75 3.24 | 15. 75 2.70 | 21.75 1.08 4.00 1.17 | 10.00 3.24 | 16. 00 2.70 | 22.00 1.08 4.25 1.44 | 10.25 4.14 | 16. 25 1.62 | 22.25 1.08 4.50 1.44 | 10.50 4.14 | 16. 50 1.62 | 22.50 1.08 4.75 1.44 | 10.75 5.57 | 16. 75 1.62 | 22.75 1.08 5.00 1.44 | 11.00 5.57 | 17. 00 1.62 | 23.00 1.08 5.25 1.44 | 11.25 8.63 | 17. 25 1.62 | 23.25 1.08 5.50 1.44 | 11.50 8.63 | 17. 50 1.62 | 23.50 1.08 5.75 1.44 | 11.75 37.40 | 17. 75 1.62 | 23.75 1.08 6.00 1.44 | 12.00 99.25 | 18. 00 1.62 | 24.00 1.08 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 0.90 | 6.083 1.80 |12.0 83 12.96 | 18.08 1.62 0.167 0.90 | 6.167 1.80 |12.1 67 12.95 | 18.17 1.62 0.250 0.90 | 6.250 1.80 |12.2 50 12.95 | 18.25 1.62 0.333 0.90 | 6.333 1.80 |12.3 33 12.95 | 18.33 1.62 0.417 0.90 | 6.417 1.80 |12.4 17 12.95 | 18.42 1.62 0.500 0.90 | 6.500 1.80 |12.5 00 12.95 | 18.50 1.62 0.583 0.90 | 6.583 1.80 |12.5 83 6.65 | 18.58 1.62 0.667 0.90 | 6.667 1.80 |12.6 67 6.65 | 18.67 1.62 0.750 0.90 | 6.750 1.80 |12.7 50 6.65 | 18.75 1.62 0.833 0.90 | 6.833 1.80 |12.8 33 6.65 | 18.83 1.62 0.917 0.90 | 6.917 1.80 |12.9 17 6.65 | 18.92 1.62 1.000 0.90 | 7.000 1.80 |13.0 00 6.65 | 19.00 1.62 1.083 0.90 | 7.083 1.80 |13.0 83 1.26 | 19.08 1.62 1.167 0.90 | 7.167 1.80 |13.1 67 1.26 | 19.17 1.62 1.250 0.90 | 7.250 1.80 |13.2 50 1.26 | 19.25 1.62 1.333 0.90 | 7.333 1.80 |13.3 33 1.26 | 19.33 1.62 1.417 0.90 | 7.417 1.80 |13.4 17 1.26 | 19.42 1.62 1.500 0.90 | 7.500 1.80 |13.5 00 1.26 | 19.50 1.62 1.583 0.90 | 7.583 1.80 |13.5 83 7.37 | 19.58 1.62 1.667 0.90 | 7.667 1.80 |13.6 67 7.37 | 19.67 1.62 1.750 0.90 | 7.750 1.80 |13.7 50 7.37 | 19.75 1.62 1.833 1.62 | 7.833 1.80 |13.8 33 7.37 | 19.83 1.62 1.917 1.62 | 7.917 1.80 |13.9 17 7.37 | 19.92 1.62 2.000 1.62 | 8.000 1.80 |14.0 00 7.37 | 20.00 1.62 2.083 1.17 | 8.083 2.43 |14.0 83 2.70 | 20.08 1.08 2.167 1.17 | 8.167 2.43 |14.1 67 2.70 | 20.17 1.08 2.250 1.17 | 8.250 2.43 |14.2 50 2.70 | 20.25 1.08 2.333 1.17 | 8.333 2.43 |14.3 33 2.70 | 20.33 1.08 2.417 1.17 | 8.417 2.43 |14.4 17 2.70 | 20.42 1.08 2.500 1.17 | 8.500 2.43 |14.5 00 2.70 | 20.50 1.08 2.583 1.17 | 8.583 2.43 |14.5 83 2.70 | 20.58 1.08 2.667 1.17 | 8.667 2.43 |14.6 67 2.70 | 20.67 1.08 2.750 1.17 | 8.750 2.43 |14.7 50 2.70 | 20.75 1.08 2.833 1.17 | 8.833 2.43 |14.8 33 2.70 | 20.83 1.08 2.917 1.17 | 8.917 2.43 |14.9 17 2.70 | 20.92 1.08 3.000 1.17 | 9.000 2.43 |15.0 00 2.70 | 21.00 1.08 3.083 1.17 | 9.083 2.88 |15.0 83 2.70 | 21.08 1.08

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3.167 1.17 | 9.167 2.88 |15.1 67 2.70 | 21.17 1.08 3.250 1.17 | 9.250 2.88 |15.2 50 2.70 | 21.25 1.08 3.333 1.17 | 9.333 2.88 |15.3 33 2.70 | 21.33 1.08 3.417 1.17 | 9.417 2.88 |15.4 17 2.70 | 21.42 1.08 3.500 1.17 | 9.500 2.88 |15.5 00 2.70 | 21.50 1.08 3.583 1.17 | 9.583 3.24 |15.5 83 2.70 | 21.58 1.08 3.667 1.17 | 9.667 3.24 |15.6 67 2.70 | 21.67 1.08 3.750 1.17 | 9.750 3.24 |15.7 50 2.70 | 21.75 1.08 3.833 1.17 | 9.833 3.24 |15.8 33 2.70 | 21.83 1.08 3.917 1.17 | 9.917 3.24 |15.9 17 2.70 | 21.92 1.08 4.000 1.17 |10.000 3.24 |16.0 00 2.70 | 22.00 1.08 4.083 1.44 |10.083 4.14 |16.0 83 1.62 | 22.08 1.08 4.167 1.44 |10.167 4.14 |16.1 67 1.62 | 22.17 1.08 4.250 1.44 |10.250 4.14 |16.2 50 1.62 | 22.25 1.08 4.333 1.44 |10.333 4.14 |16.3 33 1.62 | 22.33 1.08 4.417 1.44 |10.417 4.14 |16.4 17 1.62 | 22.42 1.08 4.500 1.44 |10.500 4.14 |16.5 00 1.62 | 22.50 1.08 4.583 1.44 |10.583 5.57 |16.5 83 1.62 | 22.58 1.08 4.667 1.44 |10.667 5.57 |16.6 67 1.62 | 22.67 1.08 4.750 1.44 |10.750 5.57 |16.7 50 1.62 | 22.75 1.08 4.833 1.44 |10.833 5.57 |16.8 33 1.62 | 22.83 1.08 4.917 1.44 |10.917 5.57 |16.9 17 1.62 | 22.92 1.08 5.000 1.44 |11.000 5.57 |17.0 00 1.62 | 23.00 1.08 5.083 1.44 |11.083 8.63 |17.0 83 1.62 | 23.08 1.08 5.167 1.44 |11.167 8.63 |17.1 67 1.62 | 23.17 1.08 5.250 1.44 |11.250 8.63 |17.2 50 1.62 | 23.25 1.08 5.333 1.44 |11.333 8.63 |17.3 33 1.62 | 23.33 1.08 5.417 1.44 |11.417 8.63 |17.4 17 1.62 | 23.42 1.08 5.500 1.44 |11.500 8.63 |17.5 00 1.62 | 23.50 1.08 5.583 1.44 |11.583 37.40 |17.5 83 1.62 | 23.58 1.08 5.667 1.44 |11.667 37.40 |17.6 67 1.62 | 23.67 1.08 5.750 1.44 |11.750 37.40 |17.7 50 1.62 | 23.75 1.08 5.833 1.44 |11.833 99.24 |17.8 33 1.62 | 23.83 1.08 5.917 1.44 |11.917 99.25 |17.9 17 1.62 | 23.92 1.08 6.000 1.44 |12.000 99.25 |18.0 00 1.62 | 24.00 1.08 Unit Hyd Qpeak (cms)= 0.061 PEAK FLOW (cms)= 0.018 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 23.182 TOTAL RAINFALL (mm)= 89.900 RUNOFF COEFFICIENT = 0.258 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 2.54|ID= 1 DT= 5.0 min | Total Imp(%)= 78.00 Dir. Conn.(%)= 78.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 1.98 0.56 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 130.13 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 99.25 31.85 over (min) 5.00 10.00 Storage Coeff. (min)= 3.00 (ii) 7.27 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.28 0.14 *TOTALS* PEAK FLOW (cms)= 0.54 0.04 0.583 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 88.90 23.93 74.60 TOTAL RAINFALL (mm)= 89.90 89.90 89.90 RUNOFF COEFFICIENT = 0.99 0.27 0.83 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0205): 2.54 0.583 12.00 74.60 + ID2= 2 (0225): 0.32 0.018 12.08 23.18 ========================================= ========= ID = 3 (0505): 2.86 0.599 12.00 68.85 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0700) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0168 0.1058 0.0104 0.0400 | 0 .0456 0.1446 0.0140 0.0710 | 0 .0752 0.2103 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0505) 2.860 0.599 12.00 68.85 OUTFLOW: ID= 1 (0700) 2.860 0.030 13.08 68.51 PEAK FLOW REDUCTION [Qout/Qi n](%)= 5.01 TIME SHIFT OF PEAK FLOW (min)= 65.00 MAXIMUM STORAGE USED (h a.m.)= 0.1238 --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0210) | Area (ha)= 0.56|ID= 1 DT= 5.0 min | Total Imp(%)= 79.00 Dir. Conn.(%)= 79.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.44 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 61.10 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 99.25 31.85

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over (min) 5.00 10.00 Storage Coeff. (min)= 1.91 (ii) 6.07 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.15 *TOTALS* PEAK FLOW (cms)= 0.12 0.01 0.131 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 88.90 23.93 75.25 TOTAL RAINFALL (mm)= 89.90 89.90 89.90 RUNOFF COEFFICIENT = 0.99 0.27 0.84 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0705) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0725 0.0356 0.0105 0.0051 | 0 .0863 0.0357 0.0154 0.0133 | 0 .0981 0.0358 0.0451 0.0223 | 0 .1086 0.0359 0.0605 0.0305 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0210) 0.560 0.131 12.00 75.25 OUTFLOW: ID= 1 (0705) 0.560 0.026 12.08 75.04 PEAK FLOW REDUCTION [Qout/Qi n](%)= 20.16 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (h a.m.)= 0.0167 --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0506) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0700): 2.86 0.030 13.08 68.51 + ID2= 2 (0705): 0.56 0.026 12.08 75.04 ========================================= ========= ID = 3 (0506): 3.42 0.051 12.58 69.58 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 99.25 28.83 over (min) 5.00 20.00 Storage Coeff. (min)= 5.27 (ii) 17.96 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.21 0.06 *TOTALS* PEAK FLOW (cms)= 1.32 0.50 1.665 (iii) TIME TO PEAK (hrs)= 12.00 12.17 12.00 RUNOFF VOLUME (mm)= 88.90 23.25 42.95 TOTAL RAINFALL (mm)= 89.90 89.90 89.90 RUNOFF COEFFICIENT = 0.99 0.26 0.48 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0507) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 1.665 12.00 42.95 + ID2= 2 (0506): 3.42 0.051 12.58 69.58 ========================================= ========= ID = 3 (0507): 20.02 1.701 12.00 47.49 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0220) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.48 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 99.25 31.85 over (min) 5.00 10.00 Storage Coeff. (min)= 1.95 (ii) 6.01 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.31 0.15 *TOTALS* PEAK FLOW (cms)= 0.13 0.01 0.141 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 88.90 23.93 75.90 TOTAL RAINFALL (mm)= 89.90 89.90 89.90 RUNOFF COEFFICIENT = 0.99 0.27 0.84 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!

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(i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0220): 0.60 0.141 12.00 75.90 + ID2= 2 (0507): 20.02 1.701 12.00 47.49 ========================================= ========= ID = 3 (0510): 20.62 1.842 12.00 48.32 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0230) | Area (ha)= 0.75|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.60 0.15 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 70.71 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 99.25 31.85 over (min) 5.00 10.00 Storage Coeff. (min)= 2.08 (ii) 6.15 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.31 0.15 *TOTALS* PEAK FLOW (cms)= 0.17 0.01 0.176 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 88.90 23.93 75.90 TOTAL RAINFALL (mm)= 89.90 89.90 89.90 RUNOFF COEFFICIENT = 0.99 0.27 0.84 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0710) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0820 0.0534 0.0076 0.0076 | 0 .0987 0.0534 0.0110 0.0200 | 0 .1129 0.0534 0.0482 0.0335 | 0 .1254 0.0534 0.0674 0.0458 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0230) 0.750 0.176 12.00 75.90 OUTFLOW: ID= 1 (0710) 0.750 0.028 12.17 75.57 PEAK FLOW REDUCTION [Qout/Qi n](%)= 15.94 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (h a.m.)= 0.0262 --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 22 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal=107.50 mm | Comments: 25-Yr,24-hr SCS, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 1.08 | 6.25 2.15 | 12. 25 15.48 | 18.25 1.93 0.50 1.08 | 6.50 2.15 | 12. 50 15.48 | 18.50 1.93 0.75 1.08 | 6.75 2.15 | 12. 75 7.95 | 18.75 1.93 1.00 1.08 | 7.00 2.15 | 13. 00 7.95 | 19.00 1.93 1.25 1.08 | 7.25 2.15 | 13. 25 1.50 | 19.25 1.93 1.50 1.08 | 7.50 2.15 | 13. 50 1.50 | 19.50 1.93 1.75 1.08 | 7.75 2.15 | 13. 75 8.81 | 19.75 1.93 2.00 1.93 | 8.00 2.15 | 14. 00 8.81 | 20.00 1.93 2.25 1.40 | 8.25 2.90 | 14. 25 3.22 | 20.25 1.29 2.50 1.40 | 8.50 2.90 | 14. 50 3.22 | 20.50 1.29 2.75 1.40 | 8.75 2.90 | 14. 75 3.22 | 20.75 1.29 3.00 1.40 | 9.00 2.90 | 15. 00 3.22 | 21.00 1.29 3.25 1.40 | 9.25 3.44 | 15. 25 3.22 | 21.25 1.29 3.50 1.40 | 9.50 3.44 | 15. 50 3.22 | 21.50 1.29 3.75 1.40 | 9.75 3.87 | 15. 75 3.22 | 21.75 1.29 4.00 1.40 | 10.00 3.87 | 16. 00 3.22 | 22.00 1.29 4.25 1.72 | 10.25 4.95 | 16. 25 1.93 | 22.25 1.29 4.50 1.72 | 10.50 4.95 | 16. 50 1.93 | 22.50 1.29 4.75 1.72 | 10.75 6.66 | 16. 75 1.93 | 22.75 1.29 5.00 1.72 | 11.00 6.66 | 17. 00 1.93 | 23.00 1.29 5.25 1.72 | 11.25 10.32 | 17. 25 1.93 | 23.25 1.29 5.50 1.72 | 11.50 10.32 | 17. 50 1.93 | 23.50 1.29 5.75 1.72 | 11.75 44.72 | 17. 75 1.93 | 23.75 1.29 6.00 1.72 | 12.00 118.68 | 18. 00 1.93 | 24.00 1.29 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN

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hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 1.08 | 6.083 2.15 |12.0 83 15.49 | 18.08 1.93 0.167 1.08 | 6.167 2.15 |12.1 67 15.48 | 18.17 1.93 0.250 1.08 | 6.250 2.15 |12.2 50 15.48 | 18.25 1.93 0.333 1.08 | 6.333 2.15 |12.3 33 15.48 | 18.33 1.93 0.417 1.08 | 6.417 2.15 |12.4 17 15.48 | 18.42 1.93 0.500 1.08 | 6.500 2.15 |12.5 00 15.48 | 18.50 1.93 0.583 1.08 | 6.583 2.15 |12.5 83 7.96 | 18.58 1.93 0.667 1.08 | 6.667 2.15 |12.6 67 7.95 | 18.67 1.93 0.750 1.08 | 6.750 2.15 |12.7 50 7.95 | 18.75 1.93 0.833 1.08 | 6.833 2.15 |12.8 33 7.95 | 18.83 1.93 0.917 1.08 | 6.917 2.15 |12.9 17 7.95 | 18.92 1.93 1.000 1.08 | 7.000 2.15 |13.0 00 7.95 | 19.00 1.93 1.083 1.08 | 7.083 2.15 |13.0 83 1.51 | 19.08 1.93 1.167 1.08 | 7.167 2.15 |13.1 67 1.50 | 19.17 1.93 1.250 1.08 | 7.250 2.15 |13.2 50 1.50 | 19.25 1.93 1.333 1.08 | 7.333 2.15 |13.3 33 1.50 | 19.33 1.93 1.417 1.08 | 7.417 2.15 |13.4 17 1.50 | 19.42 1.93 1.500 1.08 | 7.500 2.15 |13.5 00 1.50 | 19.50 1.93 1.583 1.08 | 7.583 2.15 |13.5 83 8.81 | 19.58 1.93 1.667 1.08 | 7.667 2.15 |13.6 67 8.81 | 19.67 1.93 1.750 1.08 | 7.750 2.15 |13.7 50 8.81 | 19.75 1.93 1.833 1.93 | 7.833 2.15 |13.8 33 8.81 | 19.83 1.93 1.917 1.93 | 7.917 2.15 |13.9 17 8.81 | 19.92 1.93 2.000 1.93 | 8.000 2.15 |14.0 00 8.81 | 20.00 1.93 2.083 1.40 | 8.083 2.90 |14.0 83 3.23 | 20.08 1.29 2.167 1.40 | 8.167 2.90 |14.1 67 3.22 | 20.17 1.29 2.250 1.40 | 8.250 2.90 |14.2 50 3.22 | 20.25 1.29 2.333 1.40 | 8.333 2.90 |14.3 33 3.22 | 20.33 1.29 2.417 1.40 | 8.417 2.90 |14.4 17 3.22 | 20.42 1.29 2.500 1.40 | 8.500 2.90 |14.5 00 3.22 | 20.50 1.29 2.583 1.40 | 8.583 2.90 |14.5 83 3.22 | 20.58 1.29 2.667 1.40 | 8.667 2.90 |14.6 67 3.22 | 20.67 1.29 2.750 1.40 | 8.750 2.90 |14.7 50 3.22 | 20.75 1.29 2.833 1.40 | 8.833 2.90 |14.8 33 3.22 | 20.83 1.29 2.917 1.40 | 8.917 2.90 |14.9 17 3.22 | 20.92 1.29 3.000 1.40 | 9.000 2.90 |15.0 00 3.22 | 21.00 1.29 3.083 1.40 | 9.083 3.44 |15.0 83 3.22 | 21.08 1.29 3.167 1.40 | 9.167 3.44 |15.1 67 3.22 | 21.17 1.29 3.250 1.40 | 9.250 3.44 |15.2 50 3.22 | 21.25 1.29 3.333 1.40 | 9.333 3.44 |15.3 33 3.22 | 21.33 1.29 3.417 1.40 | 9.417 3.44 |15.4 17 3.22 | 21.42 1.29 3.500 1.40 | 9.500 3.44 |15.5 00 3.22 | 21.50 1.29 3.583 1.40 | 9.583 3.87 |15.5 83 3.22 | 21.58 1.29 3.667 1.40 | 9.667 3.87 |15.6 67 3.22 | 21.67 1.29 3.750 1.40 | 9.750 3.87 |15.7 50 3.22 | 21.75 1.29 3.833 1.40 | 9.833 3.87 |15.8 33 3.22 | 21.83 1.29 3.917 1.40 | 9.917 3.87 |15.9 17 3.22 | 21.92 1.29 4.000 1.40 |10.000 3.87 |16.0 00 3.22 | 22.00 1.29 4.083 1.72 |10.083 4.94 |16.0 83 1.94 | 22.08 1.29 4.167 1.72 |10.167 4.95 |16.1 67 1.93 | 22.17 1.29 4.250 1.72 |10.250 4.95 |16.2 50 1.93 | 22.25 1.29 4.333 1.72 |10.333 4.95 |16.3 33 1.93 | 22.33 1.29 4.417 1.72 |10.417 4.95 |16.4 17 1.93 | 22.42 1.29 4.500 1.72 |10.500 4.95 |16.5 00 1.93 | 22.50 1.29 4.583 1.72 |10.583 6.66 |16.5 83 1.93 | 22.58 1.29 4.667 1.72 |10.667 6.66 |16.6 67 1.93 | 22.67 1.29 4.750 1.72 |10.750 6.66 |16.7 50 1.93 | 22.75 1.29 4.833 1.72 |10.833 6.66 |16.8 33 1.93 | 22.83 1.29 4.917 1.72 |10.917 6.66 |16.9 17 1.93 | 22.92 1.29 5.000 1.72 |11.000 6.66 |17.0 00 1.93 | 23.00 1.29 5.083 1.72 |11.083 10.32 |17.0 83 1.93 | 23.08 1.29 5.167 1.72 |11.167 10.32 |17.1 67 1.93 | 23.17 1.29 5.250 1.72 |11.250 10.32 |17.2 50 1.93 | 23.25 1.29 5.333 1.72 |11.333 10.32 |17.3 33 1.93 | 23.33 1.29 5.417 1.72 |11.417 10.32 |17.4 17 1.93 | 23.42 1.29 5.500 1.72 |11.500 10.32 |17.5 00 1.93 | 23.50 1.29 5.583 1.72 |11.583 44.72 |17.5 83 1.93 | 23.58 1.29 5.667 1.72 |11.667 44.72 |17.6 67 1.93 | 23.67 1.29 5.750 1.72 |11.750 44.72 |17.7 50 1.93 | 23.75 1.29 5.833 1.72 |11.833 118.67 |17.8 33 1.93 | 23.83 1.29 5.917 1.72 |11.917 118.68 |17.9 17 1.93 | 23.92 1.29 6.000 1.72 |12.000 118.68 |18.0 00 1.93 | 24.00 1.29 Unit Hyd Qpeak (cms)= 0.061 PEAK FLOW (cms)= 0.025 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 32.631 TOTAL RAINFALL (mm)= 107.500 RUNOFF COEFFICIENT = 0.304 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 2.54|ID= 1 DT= 5.0 min | Total Imp(%)= 78.00 Dir. Conn.(%)= 78.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 1.98 0.56 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 130.13 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 118.68 43.90 over (min) 5.00 10.00 Storage Coeff. (min)= 2.79 (ii) 6.77 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.28 0.14 *TOTALS* PEAK FLOW (cms)= 0.65 0.06 0.706 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 106.50 32.95 90.32 TOTAL RAINFALL (mm)= 107.50 107.50 107.50 RUNOFF COEFFICIENT = 0.99 0.31 0.84 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0205): 2.54 0.706 12.00 90.32 + ID2= 2 (0225): 0.32 0.025 12.08 32.63

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========================================= ========= ID = 3 (0505): 2.86 0.730 12.00 83.86 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0700) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0168 0.1058 0.0104 0.0400 | 0 .0456 0.1446 0.0140 0.0710 | 0 .0752 0.2103 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0505) 2.860 0.730 12.00 83.86 OUTFLOW: ID= 1 (0700) 2.860 0.046 13.00 83.52 PEAK FLOW REDUCTION [Qout/Qi n](%)= 6.37 TIME SHIFT OF PEAK FLOW (min)= 60.00 MAXIMUM STORAGE USED (h a.m.)= 0.1466 --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0210) | Area (ha)= 0.56|ID= 1 DT= 5.0 min | Total Imp(%)= 79.00 Dir. Conn.(%)= 79.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.44 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 61.10 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 118.68 43.90 over (min) 5.00 10.00 Storage Coeff. (min)= 1.78 (ii) 5.65 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.15 *TOTALS* PEAK FLOW (cms)= 0.15 0.01 0.158 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 106.50 32.95 91.05 TOTAL RAINFALL (mm)= 107.50 107.50 107.50 RUNOFF COEFFICIENT = 0.99 0.31 0.85 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0705) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0725 0.0356 0.0105 0.0051 | 0 .0863 0.0357 0.0154 0.0133 | 0 .0981 0.0358 0.0451 0.0223 | 0 .1086 0.0359 0.0605 0.0305 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0210) 0.560 0.158 12.00 91.05 OUTFLOW: ID= 1 (0705) 0.560 0.037 12.08 90.85 PEAK FLOW REDUCTION [Qout/Qi n](%)= 23.59 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (h a.m.)= 0.0199 --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0506) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0700): 2.86 0.046 13.00 83.52 + ID2= 2 (0705): 0.56 0.037 12.08 90.85 ========================================= ========= ID = 3 (0506): 3.42 0.077 12.50 84.72 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 118.68 40.15 over (min) 5.00 20.00 Storage Coeff. (min)= 4.91 (ii) 16.02 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.22 0.06 *TOTALS* PEAK FLOW (cms)= 1.59 0.73 2.106 (iii) TIME TO PEAK (hrs)= 12.00 12.17 12.00 RUNOFF VOLUME (mm)= 106.50 32.20 54.49 TOTAL RAINFALL (mm)= 107.50 107.50 107.50 RUNOFF COEFFICIENT = 0.99 0.30 0.51 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ----------------------------

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--------------------| ADD HYD (0507) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 2.106 12.00 54.49 + ID2= 2 (0506): 3.42 0.077 12.50 84.72 ========================================= ========= ID = 3 (0507): 20.02 2.161 12.00 59.65 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0220) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.48 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 118.68 43.90 over (min) 5.00 10.00 Storage Coeff. (min)= 1.81 (ii) 5.60 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.15 *TOTALS* PEAK FLOW (cms)= 0.16 0.01 0.171 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 106.50 32.95 91.78 TOTAL RAINFALL (mm)= 107.50 107.50 107.50 RUNOFF COEFFICIENT = 0.99 0.31 0.85 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0220): 0.60 0.171 12.00 91.78 + ID2= 2 (0507): 20.02 2.161 12.00 59.65 ========================================= ========= ID = 3 (0510): 20.62 2.331 12.00 60.59 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0230) | Area (ha)= 0.75|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.60 0.15 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 70.71 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 118.68 43.90 over (min) 5.00 10.00 Storage Coeff. (min)= 1.94 (ii) 5.72 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.31 0.15 *TOTALS* PEAK FLOW (cms)= 0.20 0.02 0.213 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 106.50 32.95 91.79 TOTAL RAINFALL (mm)= 107.50 107.50 107.50 RUNOFF COEFFICIENT = 0.99 0.31 0.85 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0710) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0820 0.0534 0.0076 0.0076 | 0 .0987 0.0534 0.0110 0.0200 | 0 .1129 0.0534 0.0482 0.0335 | 0 .1254 0.0534 0.0674 0.0458 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0230) 0.750 0.213 12.00 91.79 OUTFLOW: ID= 1 (0710) 0.750 0.041 12.17 91.46 PEAK FLOW REDUCTION [Qout/Qi n](%)= 19.39 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (h a.m.)= 0.0311 --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 23 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal=120.60 mm | Comments: 50-Yr,24-hr SCS, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN

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hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 1.21 | 6.25 2.41 | 12. 25 17.37 | 18.25 2.17 0.50 1.21 | 6.50 2.41 | 12. 50 17.37 | 18.50 2.17 0.75 1.21 | 6.75 2.41 | 12. 75 8.92 | 18.75 2.17 1.00 1.21 | 7.00 2.41 | 13. 00 8.92 | 19.00 2.17 1.25 1.21 | 7.25 2.41 | 13. 25 1.69 | 19.25 2.17 1.50 1.21 | 7.50 2.41 | 13. 50 1.69 | 19.50 2.17 1.75 1.21 | 7.75 2.41 | 13. 75 9.89 | 19.75 2.17 2.00 2.17 | 8.00 2.41 | 14. 00 9.89 | 20.00 2.17 2.25 1.57 | 8.25 3.26 | 14. 25 3.62 | 20.25 1.45 2.50 1.57 | 8.50 3.26 | 14. 50 3.62 | 20.50 1.45 2.75 1.57 | 8.75 3.26 | 14. 75 3.62 | 20.75 1.45 3.00 1.57 | 9.00 3.26 | 15. 00 3.62 | 21.00 1.45 3.25 1.57 | 9.25 3.86 | 15. 25 3.62 | 21.25 1.45 3.50 1.57 | 9.50 3.86 | 15. 50 3.62 | 21.50 1.45 3.75 1.57 | 9.75 4.34 | 15. 75 3.62 | 21.75 1.45 4.00 1.57 | 10.00 4.34 | 16. 00 3.62 | 22.00 1.45 4.25 1.93 | 10.25 5.55 | 16. 25 2.17 | 22.25 1.45 4.50 1.93 | 10.50 5.55 | 16. 50 2.17 | 22.50 1.45 4.75 1.93 | 10.75 7.48 | 16. 75 2.17 | 22.75 1.45 5.00 1.93 | 11.00 7.48 | 17. 00 2.17 | 23.00 1.45 5.25 1.93 | 11.25 11.58 | 17. 25 2.17 | 23.25 1.45 5.50 1.93 | 11.50 11.58 | 17. 50 2.17 | 23.50 1.45 5.75 1.93 | 11.75 50.17 | 17. 75 2.17 | 23.75 1.45 6.00 1.93 | 12.00 133.14 | 18. 00 2.17 | 24.00 1.45 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 1.21 | 6.083 2.41 |12.0 83 17.38 | 18.08 2.17 0.167 1.21 | 6.167 2.41 |12.1 67 17.37 | 18.17 2.17 0.250 1.21 | 6.250 2.41 |12.2 50 17.37 | 18.25 2.17 0.333 1.21 | 6.333 2.41 |12.3 33 17.37 | 18.33 2.17 0.417 1.21 | 6.417 2.41 |12.4 17 17.37 | 18.42 2.17 0.500 1.21 | 6.500 2.41 |12.5 00 17.37 | 18.50 2.17 0.583 1.21 | 6.583 2.41 |12.5 83 8.93 | 18.58 2.17 0.667 1.21 | 6.667 2.41 |12.6 67 8.92 | 18.67 2.17 0.750 1.21 | 6.750 2.41 |12.7 50 8.92 | 18.75 2.17 0.833 1.21 | 6.833 2.41 |12.8 33 8.92 | 18.83 2.17 0.917 1.21 | 6.917 2.41 |12.9 17 8.92 | 18.92 2.17 1.000 1.21 | 7.000 2.41 |13.0 00 8.92 | 19.00 2.17 1.083 1.21 | 7.083 2.41 |13.0 83 1.69 | 19.08 2.17 1.167 1.21 | 7.167 2.41 |13.1 67 1.69 | 19.17 2.17 1.250 1.21 | 7.250 2.41 |13.2 50 1.69 | 19.25 2.17 1.333 1.21 | 7.333 2.41 |13.3 33 1.69 | 19.33 2.17 1.417 1.21 | 7.417 2.41 |13.4 17 1.69 | 19.42 2.17 1.500 1.21 | 7.500 2.41 |13.5 00 1.69 | 19.50 2.17 1.583 1.21 | 7.583 2.41 |13.5 83 9.89 | 19.58 2.17 1.667 1.21 | 7.667 2.41 |13.6 67 9.89 | 19.67 2.17 1.750 1.21 | 7.750 2.41 |13.7 50 9.89 | 19.75 2.17 1.833 2.17 | 7.833 2.41 |13.8 33 9.89 | 19.83 2.17 1.917 2.17 | 7.917 2.41 |13.9 17 9.89 | 19.92 2.17 2.000 2.17 | 8.000 2.41 |14.0 00 9.89 | 20.00 2.17 2.083 1.57 | 8.083 3.26 |14.0 83 3.62 | 20.08 1.45 2.167 1.57 | 8.167 3.26 |14.1 67 3.62 | 20.17 1.45 2.250 1.57 | 8.250 3.26 |14.2 50 3.62 | 20.25 1.45 2.333 1.57 | 8.333 3.26 |14.3 33 3.62 | 20.33 1.45 2.417 1.57 | 8.417 3.26 |14.4 17 3.62 | 20.42 1.45 2.500 1.57 | 8.500 3.26 |14.5 00 3.62 | 20.50 1.45 2.583 1.57 | 8.583 3.26 |14.5 83 3.62 | 20.58 1.45 2.667 1.57 | 8.667 3.26 |14.6 67 3.62 | 20.67 1.45 2.750 1.57 | 8.750 3.26 |14.7 50 3.62 | 20.75 1.45 2.833 1.57 | 8.833 3.26 |14.8 33 3.62 | 20.83 1.45 2.917 1.57 | 8.917 3.26 |14.9 17 3.62 | 20.92 1.45 3.000 1.57 | 9.000 3.26 |15.0 00 3.62 | 21.00 1.45 3.083 1.57 | 9.083 3.86 |15.0 83 3.62 | 21.08 1.45 3.167 1.57 | 9.167 3.86 |15.1 67 3.62 | 21.17 1.45 3.250 1.57 | 9.250 3.86 |15.2 50 3.62 | 21.25 1.45 3.333 1.57 | 9.333 3.86 |15.3 33 3.62 | 21.33 1.45 3.417 1.57 | 9.417 3.86 |15.4 17 3.62 | 21.42 1.45 3.500 1.57 | 9.500 3.86 |15.5 00 3.62 | 21.50 1.45 3.583 1.57 | 9.583 4.34 |15.5 83 3.62 | 21.58 1.45 3.667 1.57 | 9.667 4.34 |15.6 67 3.62 | 21.67 1.45 3.750 1.57 | 9.750 4.34 |15.7 50 3.62 | 21.75 1.45 3.833 1.57 | 9.833 4.34 |15.8 33 3.62 | 21.83 1.45 3.917 1.57 | 9.917 4.34 |15.9 17 3.62 | 21.92 1.45 4.000 1.57 |10.000 4.34 |16.0 00 3.62 | 22.00 1.45 4.083 1.93 |10.083 5.55 |16.0 83 2.17 | 22.08 1.45 4.167 1.93 |10.167 5.55 |16.1 67 2.17 | 22.17 1.45 4.250 1.93 |10.250 5.55 |16.2 50 2.17 | 22.25 1.45 4.333 1.93 |10.333 5.55 |16.3 33 2.17 | 22.33 1.45 4.417 1.93 |10.417 5.55 |16.4 17 2.17 | 22.42 1.45 4.500 1.93 |10.500 5.55 |16.5 00 2.17 | 22.50 1.45 4.583 1.93 |10.583 7.48 |16.5 83 2.17 | 22.58 1.45 4.667 1.93 |10.667 7.48 |16.6 67 2.17 | 22.67 1.45 4.750 1.93 |10.750 7.48 |16.7 50 2.17 | 22.75 1.45 4.833 1.93 |10.833 7.48 |16.8 33 2.17 | 22.83 1.45 4.917 1.93 |10.917 7.48 |16.9 17 2.17 | 22.92 1.45 5.000 1.93 |11.000 7.48 |17.0 00 2.17 | 23.00 1.45 5.083 1.93 |11.083 11.58 |17.0 83 2.17 | 23.08 1.45 5.167 1.93 |11.167 11.58 |17.1 67 2.17 | 23.17 1.45 5.250 1.93 |11.250 11.58 |17.2 50 2.17 | 23.25 1.45 5.333 1.93 |11.333 11.58 |17.3 33 2.17 | 23.33 1.45 5.417 1.93 |11.417 11.58 |17.4 17 2.17 | 23.42 1.45 5.500 1.93 |11.500 11.58 |17.5 00 2.17 | 23.50 1.45 5.583 1.93 |11.583 50.17 |17.5 83 2.17 | 23.58 1.45 5.667 1.93 |11.667 50.17 |17.6 67 2.17 | 23.67 1.45 5.750 1.93 |11.750 50.17 |17.7 50 2.17 | 23.75 1.45 5.833 1.93 |11.833 133.13 |17.8 33 2.17 | 23.83 1.45 5.917 1.93 |11.917 133.14 |17.9 17 2.17 | 23.92 1.45 6.000 1.93 |12.000 133.14 |18.0 00 2.17 | 24.00 1.45 Unit Hyd Qpeak (cms)= 0.061 PEAK FLOW (cms)= 0.031 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 40.299 TOTAL RAINFALL (mm)= 120.600 RUNOFF COEFFICIENT = 0.334 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------

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| CALIB || STANDHYD (0205) | Area (ha)= 2.54|ID= 1 DT= 5.0 min | Total Imp(%)= 78.00 Dir. Conn.(%)= 78.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 1.98 0.56 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 130.13 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 133.14 53.64 over (min) 5.00 10.00 Storage Coeff. (min)= 2.67 (ii) 6.46 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.29 0.14 *TOTALS* PEAK FLOW (cms)= 0.73 0.07 0.800 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 119.60 40.25 102.14 TOTAL RAINFALL (mm)= 120.60 120.60 120.60 RUNOFF COEFFICIENT = 0.99 0.33 0.85 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0205): 2.54 0.800 12.00 102.14 + ID2= 2 (0225): 0.32 0.031 12.08 40.30 ========================================= ========= ID = 3 (0505): 2.86 0.829 12.00 95.22 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0700) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0168 0.1058 0.0104 0.0400 | 0 .0456 0.1446 0.0140 0.0710 | 0 .0752 0.2103 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0505) 2.860 0.829 12.00 95.22 OUTFLOW: ID= 1 (0700) 2.860 0.055 13.00 94.88 PEAK FLOW REDUCTION [Qout/Qi n](%)= 6.61 TIME SHIFT OF PEAK FLOW (min)= 60.00 MAXIMUM STORAGE USED (h a.m.)= 0.1651 --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0210) | Area (ha)= 0.56|ID= 1 DT= 5.0 min | Total Imp(%)= 79.00 Dir. Conn.(%)= 79.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.44 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 61.10 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 133.14 53.64 over (min) 5.00 10.00 Storage Coeff. (min)= 1.70 (ii) 5.40 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.16 *TOTALS* PEAK FLOW (cms)= 0.16 0.02 0.179 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 119.60 40.25 102.93 TOTAL RAINFALL (mm)= 120.60 120.60 120.60 RUNOFF COEFFICIENT = 0.99 0.33 0.85 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0705) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0725 0.0356 0.0105 0.0051 | 0 .0863 0.0357 0.0154 0.0133 | 0 .0981 0.0358 0.0451 0.0223 | 0 .1086 0.0359 0.0605 0.0305 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0210) 0.560 0.179 12.00 102.93 OUTFLOW: ID= 1 (0705) 0.560 0.045 12.08 102.73 PEAK FLOW REDUCTION [Qout/Qi n](%)= 25.29 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (h a.m.)= 0.0224 --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0506) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0700): 2.86 0.055 13.00 94.88 + ID2= 2 (0705): 0.56 0.045 12.08 102.73

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========================================= ========= ID = 3 (0506): 3.42 0.093 12.17 96.17 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 133.14 52.84 over (min) 5.00 15.00 Storage Coeff. (min)= 4.69 (ii) 14.64 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.22 0.08 *TOTALS* PEAK FLOW (cms)= 1.79 0.98 2.638 (iii) TIME TO PEAK (hrs)= 12.00 12.08 12.00 RUNOFF VOLUME (mm)= 119.60 39.45 63.50 TOTAL RAINFALL (mm)= 120.60 120.60 120.60 RUNOFF COEFFICIENT = 0.99 0.33 0.53 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0507) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 2.638 12.00 63.50 + ID2= 2 (0506): 3.42 0.093 12.17 96.17 ========================================= ========= ID = 3 (0507): 20.02 2.712 12.00 69.08 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0220) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.48 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 133.14 53.64 over (min) 5.00 10.00 Storage Coeff. (min)= 1.73 (ii) 5.35 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.16 *TOTALS* PEAK FLOW (cms)= 0.18 0.02 0.193 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 119.60 40.25 103.72 TOTAL RAINFALL (mm)= 120.60 120.60 120.60 RUNOFF COEFFICIENT = 0.99 0.33 0.86 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0220): 0.60 0.193 12.00 103.72 + ID2= 2 (0507): 20.02 2.712 12.00 69.08 ========================================= ========= ID = 3 (0510): 20.62 2.905 12.00 70.09 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0230) | Area (ha)= 0.75|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.60 0.15 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 70.71 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 133.14 53.64 over (min) 5.00 10.00 Storage Coeff. (min)= 1.85 (ii) 5.47 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.16 *TOTALS* PEAK FLOW (cms)= 0.22 0.02 0.241 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 119.60 40.25 103.73 TOTAL RAINFALL (mm)= 120.60 120.60 120.60 RUNOFF COEFFICIENT = 0.99 0.33 0.86 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S:

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CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0710) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0820 0.0534 0.0076 0.0076 | 0 .0987 0.0534 0.0110 0.0200 | 0 .1129 0.0534 0.0482 0.0335 | 0 .1254 0.0534 0.0674 0.0458 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0230) 0.750 0.241 12.00 103.73 OUTFLOW: ID= 1 (0710) 0.750 0.050 12.08 103.40 PEAK FLOW REDUCTION [Qout/Qi n](%)= 20.78 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (h a.m.)= 0.0348 --------------------------------------------------- ---------------------------- **************************** ** SIMULATION NUMBER: 24 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal=133.60 mm | Comments: 100-Yr,24-hr SCS, City of Barrie -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.25 1.34 | 6.25 2.67 | 12. 25 19.24 | 18.25 2.40 0.50 1.34 | 6.50 2.67 | 12. 50 19.24 | 18.50 2.40 0.75 1.34 | 6.75 2.67 | 12. 75 9.89 | 18.75 2.40 1.00 1.34 | 7.00 2.67 | 13. 00 9.89 | 19.00 2.40 1.25 1.34 | 7.25 2.67 | 13. 25 1.87 | 19.25 2.40 1.50 1.34 | 7.50 2.67 | 13. 50 1.87 | 19.50 2.40 1.75 1.34 | 7.75 2.67 | 13. 75 10.96 | 19.75 2.40 2.00 2.40 | 8.00 2.67 | 14. 00 10.96 | 20.00 2.40 2.25 1.74 | 8.25 3.61 | 14. 25 4.01 | 20.25 1.60 2.50 1.74 | 8.50 3.61 | 14. 50 4.01 | 20.50 1.60 2.75 1.74 | 8.75 3.61 | 14. 75 4.01 | 20.75 1.60 3.00 1.74 | 9.00 3.61 | 15. 00 4.01 | 21.00 1.60 3.25 1.74 | 9.25 4.28 | 15. 25 4.01 | 21.25 1.60 3.50 1.74 | 9.50 4.28 | 15. 50 4.01 | 21.50 1.60 3.75 1.74 | 9.75 4.81 | 15. 75 4.01 | 21.75 1.60 4.00 1.74 | 10.00 4.81 | 16. 00 4.01 | 22.00 1.60 4.25 2.14 | 10.25 6.15 | 16. 25 2.40 | 22.25 1.60 4.50 2.14 | 10.50 6.15 | 16. 50 2.40 | 22.50 1.60 4.75 2.14 | 10.75 8.28 | 16. 75 2.40 | 22.75 1.60 5.00 2.14 | 11.00 8.28 | 17. 00 2.40 | 23.00 1.60 5.25 2.14 | 11.25 12.83 | 17. 25 2.40 | 23.25 1.60 5.50 2.14 | 11.50 12.83 | 17. 50 2.40 | 23.50 1.60 5.75 2.14 | 11.75 55.58 | 17. 75 2.40 | 23.75 1.60 6.00 2.14 | 12.00 147.49 | 18. 00 2.40 | 24.00 1.60 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 1.34 | 6.083 2.67 |12.0 83 19.25 | 18.08 2.40 0.167 1.34 | 6.167 2.67 |12.1 67 19.24 | 18.17 2.40 0.250 1.34 | 6.250 2.67 |12.2 50 19.24 | 18.25 2.40 0.333 1.34 | 6.333 2.67 |12.3 33 19.24 | 18.33 2.40 0.417 1.34 | 6.417 2.67 |12.4 17 19.24 | 18.42 2.40 0.500 1.34 | 6.500 2.67 |12.5 00 19.24 | 18.50 2.40 0.583 1.34 | 6.583 2.67 |12.5 83 9.89 | 18.58 2.40 0.667 1.34 | 6.667 2.67 |12.6 67 9.89 | 18.67 2.40 0.750 1.34 | 6.750 2.67 |12.7 50 9.89 | 18.75 2.40 0.833 1.34 | 6.833 2.67 |12.8 33 9.89 | 18.83 2.40 0.917 1.34 | 6.917 2.67 |12.9 17 9.89 | 18.92 2.40 1.000 1.34 | 7.000 2.67 |13.0 00 9.89 | 19.00 2.40 1.083 1.34 | 7.083 2.67 |13.0 83 1.87 | 19.08 2.40 1.167 1.34 | 7.167 2.67 |13.1 67 1.87 | 19.17 2.40 1.250 1.34 | 7.250 2.67 |13.2 50 1.87 | 19.25 2.40 1.333 1.34 | 7.333 2.67 |13.3 33 1.87 | 19.33 2.40 1.417 1.34 | 7.417 2.67 |13.4 17 1.87 | 19.42 2.40 1.500 1.34 | 7.500 2.67 |13.5 00 1.87 | 19.50 2.40 1.583 1.34 | 7.583 2.67 |13.5 83 10.95 | 19.58 2.40 1.667 1.34 | 7.667 2.67 |13.6 67 10.96 | 19.67 2.40 1.750 1.34 | 7.750 2.67 |13.7 50 10.96 | 19.75 2.40 1.833 2.40 | 7.833 2.67 |13.8 33 10.96 | 19.83 2.40 1.917 2.40 | 7.917 2.67 |13.9 17 10.96 | 19.92 2.40 2.000 2.40 | 8.000 2.67 |14.0 00 10.96 | 20.00 2.40 2.083 1.74 | 8.083 3.61 |14.0 83 4.01 | 20.08 1.60 2.167 1.74 | 8.167 3.61 |14.1 67 4.01 | 20.17 1.60 2.250 1.74 | 8.250 3.61 |14.2 50 4.01 | 20.25 1.60 2.333 1.74 | 8.333 3.61 |14.3 33 4.01 | 20.33 1.60 2.417 1.74 | 8.417 3.61 |14.4 17 4.01 | 20.42 1.60 2.500 1.74 | 8.500 3.61 |14.5 00 4.01 | 20.50 1.60 2.583 1.74 | 8.583 3.61 |14.5 83 4.01 | 20.58 1.60 2.667 1.74 | 8.667 3.61 |14.6 67 4.01 | 20.67 1.60 2.750 1.74 | 8.750 3.61 |14.7 50 4.01 | 20.75 1.60 2.833 1.74 | 8.833 3.61 |14.8 33 4.01 | 20.83 1.60 2.917 1.74 | 8.917 3.61 |14.9 17 4.01 | 20.92 1.60 3.000 1.74 | 9.000 3.61 |15.0 00 4.01 | 21.00 1.60 3.083 1.74 | 9.083 4.28 |15.0 83 4.01 | 21.08 1.60 3.167 1.74 | 9.167 4.28 |15.1 67 4.01 | 21.17 1.60 3.250 1.74 | 9.250 4.28 |15.2 50 4.01 | 21.25 1.60 3.333 1.74 | 9.333 4.28 |15.3 33 4.01 | 21.33 1.60 3.417 1.74 | 9.417 4.28 |15.4 17 4.01 | 21.42 1.60 3.500 1.74 | 9.500 4.28 |15.5 00 4.01 | 21.50 1.60 3.583 1.74 | 9.583 4.81 |15.5 83 4.01 | 21.58 1.60 3.667 1.74 | 9.667 4.81 |15.6 67 4.01 | 21.67 1.60 3.750 1.74 | 9.750 4.81 |15.7 50 4.01 | 21.75 1.60 3.833 1.74 | 9.833 4.81 |15.8 33 4.01 | 21.83 1.60

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3.917 1.74 | 9.917 4.81 |15.9 17 4.01 | 21.92 1.60 4.000 1.74 |10.000 4.81 |16.0 00 4.01 | 22.00 1.60 4.083 2.14 |10.083 6.15 |16.0 83 2.41 | 22.08 1.60 4.167 2.14 |10.167 6.15 |16.1 67 2.40 | 22.17 1.60 4.250 2.14 |10.250 6.15 |16.2 50 2.40 | 22.25 1.60 4.333 2.14 |10.333 6.15 |16.3 33 2.40 | 22.33 1.60 4.417 2.14 |10.417 6.15 |16.4 17 2.40 | 22.42 1.60 4.500 2.14 |10.500 6.15 |16.5 00 2.40 | 22.50 1.60 4.583 2.14 |10.583 8.28 |16.5 83 2.40 | 22.58 1.60 4.667 2.14 |10.667 8.28 |16.6 67 2.40 | 22.67 1.60 4.750 2.14 |10.750 8.28 |16.7 50 2.40 | 22.75 1.60 4.833 2.14 |10.833 8.28 |16.8 33 2.40 | 22.83 1.60 4.917 2.14 |10.917 8.28 |16.9 17 2.40 | 22.92 1.60 5.000 2.14 |11.000 8.28 |17.0 00 2.40 | 23.00 1.60 5.083 2.14 |11.083 12.83 |17.0 83 2.40 | 23.08 1.60 5.167 2.14 |11.167 12.83 |17.1 67 2.40 | 23.17 1.60 5.250 2.14 |11.250 12.83 |17.2 50 2.40 | 23.25 1.60 5.333 2.14 |11.333 12.83 |17.3 33 2.40 | 23.33 1.60 5.417 2.14 |11.417 12.83 |17.4 17 2.40 | 23.42 1.60 5.500 2.14 |11.500 12.83 |17.5 00 2.40 | 23.50 1.60 5.583 2.14 |11.583 55.57 |17.5 83 2.40 | 23.58 1.60 5.667 2.14 |11.667 55.58 |17.6 67 2.40 | 23.67 1.60 5.750 2.14 |11.750 55.58 |17.7 50 2.40 | 23.75 1.60 5.833 2.14 |11.833 147.48 |17.8 33 2.40 | 23.83 1.60 5.917 2.14 |11.917 147.49 |17.9 17 2.40 | 23.92 1.60 6.000 2.14 |12.000 147.49 |18.0 00 2.40 | 24.00 1.60 Unit Hyd Qpeak (cms)= 0.061 PEAK FLOW (cms)= 0.038 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 48.367 TOTAL RAINFALL (mm)= 133.600 RUNOFF COEFFICIENT = 0.362 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 2.54|ID= 1 DT= 5.0 min | Total Imp(%)= 78.00 Dir. Conn.(%)= 78.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 1.98 0.56 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 130.13 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 147.49 63.89 over (min) 5.00 10.00 Storage Coeff. (min)= 2.56 (ii) 6.20 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.29 0.15 *TOTALS* PEAK FLOW (cms)= 0.81 0.08 0.893 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 132.60 47.94 113.97 TOTAL RAINFALL (mm)= 133.60 133.60 133.60 RUNOFF COEFFICIENT = 0.99 0.36 0.85 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0205): 2.54 0.893 12.00 113.97 + ID2= 2 (0225): 0.32 0.038 12.08 48.37 ========================================= ========= ID = 3 (0505): 2.86 0.928 12.00 106.63 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0700) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0168 0.1058 0.0104 0.0400 | 0 .0456 0.1446 0.0140 0.0710 | 0 .0752 0.2103 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0505) 2.860 0.928 12.00 106.63 OUTFLOW: ID= 1 (0700) 2.860 0.063 13.00 106.29 PEAK FLOW REDUCTION [Qout/Qi n](%)= 6.82 TIME SHIFT OF PEAK FLOW (min)= 60.00 MAXIMUM STORAGE USED (h a.m.)= 0.1839 --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0210) | Area (ha)= 0.56|ID= 1 DT= 5.0 min | Total Imp(%)= 79.00 Dir. Conn.(%)= 79.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.44 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 61.10 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 147.49 63.89 over (min) 5.00 10.00 Storage Coeff. (min)= 1.63 (ii) 5.18 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.16 *TOTALS* PEAK FLOW (cms)= 0.18 0.02 0.199 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 132.60 47.94 114.81 TOTAL RAINFALL (mm)= 133.60 133.60 133.60

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RUNOFF COEFFICIENT = 0.99 0.36 0.86 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0705) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0725 0.0356 0.0105 0.0051 | 0 .0863 0.0357 0.0154 0.0133 | 0 .0981 0.0358 0.0451 0.0223 | 0 .1086 0.0359 0.0605 0.0305 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0210) 0.560 0.199 12.00 114.81 OUTFLOW: ID= 1 (0705) 0.560 0.050 12.08 114.60 PEAK FLOW REDUCTION [Qout/Qi n](%)= 25.01 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (h a.m.)= 0.0249 --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0506) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0700): 2.86 0.063 13.00 106.29 + ID2= 2 (0705): 0.56 0.050 12.08 114.60 ========================================= ========= ID = 3 (0506): 3.42 0.107 12.42 107.65 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.013 0.290 Max.Eff.Inten.(mm/hr)= 147.49 63.07 over (min) 5.00 15.00 Storage Coeff. (min)= 4.50 (ii) 13.78 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.23 0.08 *TOTALS* PEAK FLOW (cms)= 1.99 1.21 3.042 (iii) TIME TO PEAK (hrs)= 12.00 12.08 12.00 RUNOFF VOLUME (mm)= 132.60 47.09 72.75 TOTAL RAINFALL (mm)= 133.60 133.60 133.60 RUNOFF COEFFICIENT = 0.99 0.35 0.54 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0507) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 3.042 12.00 72.75 + ID2= 2 (0506): 3.42 0.107 12.42 107.65 ========================================= ========= ID = 3 (0507): 20.02 3.134 12.00 78.71 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0220) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.48 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 147.49 63.89 over (min) 5.00 10.00 Storage Coeff. (min)= 1.66 (ii) 5.13 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.16 *TOTALS* PEAK FLOW (cms)= 0.20 0.02 0.215 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 132.60 47.94 115.66 TOTAL RAINFALL (mm)= 133.60 133.60 133.60 RUNOFF COEFFICIENT = 0.99 0.36 0.87 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ----------------------------

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--------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0220): 0.60 0.215 12.00 115.66 + ID2= 2 (0507): 20.02 3.134 12.00 78.71 ========================================= ========= ID = 3 (0510): 20.62 3.349 12.00 79.78 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0230) | Area (ha)= 0.75|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.60 0.15 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 70.71 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 147.49 63.89 over (min) 5.00 10.00 Storage Coeff. (min)= 1.78 (ii) 5.25 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.32 0.16 *TOTALS* PEAK FLOW (cms)= 0.25 0.02 0.269 (iii) TIME TO PEAK (hrs)= 12.00 12.00 12.00 RUNOFF VOLUME (mm)= 132.60 47.94 115.67 TOTAL RAINFALL (mm)= 133.60 133.60 133.60 RUNOFF COEFFICIENT = 0.99 0.36 0.87 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 54.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0710) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0820 0.0534 0.0076 0.0076 | 0 .0987 0.0534 0.0110 0.0200 | 0 .1129 0.0534 0.0482 0.0335 | 0 .1254 0.0534 0.0674 0.0458 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0230) 0.750 0.269 12.00 115.67 OUTFLOW: ID= 1 (0710) 0.750 0.056 12.08 115.33 PEAK FLOW REDUCTION [Qout/Qi n](%)= 20.83 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (h a.m.)= 0.0387 --------------------------------------------------- ---------------------------- FINISH=================================================== ==============================

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baralm

Text Box

Visual OTTHYMO Modeling Outputs PROPOSED CONDITIONS - CONTROLLED REGIONAL STORM

3215075: Salem Road Crossing at Highway 400 - Proposed Conditions - Controlled - Regional Storm




DATE: 12/20/2016 TIME: 03 :00:06

USER:

COMMENTS: ______________PROPOSED CONTROLLED - REGIONAL STORM_____________________

--------------------------------------------------- ------------------------------ **************************** ** SIMULATION NUMBER: 1 ** **************************** --------------------| READ STORM | Filename: C:\Users\james.mi chener\AppD | | ata\Local\Temp\ | | | Ptotal=212.00 mm | Comments: Regional Storm - Hurrican Hazel -------------------- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.17 6.00 | 3.17 13.00 | 6. 17 23.00 | 9.17 53.00 0.33 6.00 | 3.33 13.00 | 6. 33 23.00 | 9.33 53.00 0.50 6.00 | 3.50 13.00 | 6. 50 23.00 | 9.50 53.00 0.67 6.00 | 3.67 13.00 | 6. 67 23.00 | 9.67 53.00 0.83 6.00 | 3.83 13.00 | 6. 83 23.00 | 9.83 53.00 1.00 6.00 | 4.00 13.00 | 7. 00 23.00 | 10.00 53.00 1.17 4.00 | 4.17 17.00 | 7. 17 13.00 | 10.17 38.00 1.33 4.00 | 4.33 17.00 | 7. 33 13.00 | 10.33 38.00 1.50 4.00 | 4.50 17.00 | 7. 50 13.00 | 10.50 38.00 1.67 4.00 | 4.67 17.00 | 7. 67 13.00 | 10.67 38.00 1.83 4.00 | 4.83 17.00 | 7. 83 13.00 | 10.83 38.00 2.00 4.00 | 5.00 17.00 | 8. 00 13.00 | 11.00 38.00 2.17 6.00 | 5.17 13.00 | 8. 17 13.00 | 11.17 13.00 2.33 6.00 | 5.33 13.00 | 8. 33 13.00 | 11.33 13.00 2.50 6.00 | 5.50 13.00 | 8. 50 13.00 | 11.50 13.00 2.67 6.00 | 5.67 13.00 | 8. 67 13.00 | 11.67 13.00 2.83 6.00 | 5.83 13.00 | 8. 83 13.00 | 11.83 13.00 3.00 6.00 | 6.00 13.00 | 9. 00 13.00 | 12.00 13.00 --------------------------------------------------- ----------------------------


---- TRANSFORMED HYE TOGRAPH ---- TIME RAIN | TIME RAIN |' T IME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 6.00 | 3.083 13.00 | 6.0 83 23.00 | 9.08 53.00 0.167 6.00 | 3.167 13.00 | 6.1 67 23.00 | 9.17 53.00 0.250 6.00 | 3.250 13.00 | 6.2 50 23.00 | 9.25 53.00 0.333 6.00 | 3.333 13.00 | 6.3 33 23.00 | 9.33 53.00 0.417 6.00 | 3.417 13.00 | 6.4 17 23.00 | 9.42 53.00 0.500 6.00 | 3.500 13.00 | 6.5 00 23.00 | 9.50 53.00 0.583 6.00 | 3.583 13.00 | 6.5 83 23.00 | 9.58 53.00 0.667 6.00 | 3.667 13.00 | 6.6 67 23.00 | 9.67 53.00 0.750 6.00 | 3.750 13.00 | 6.7 50 23.00 | 9.75 53.00 0.833 6.00 | 3.833 13.00 | 6.8 33 23.00 | 9.83 53.00 0.917 6.00 | 3.917 13.00 | 6.9 17 23.00 | 9.92 53.00 1.000 6.00 | 4.000 13.00 | 7.0 00 23.00 | 10.00 53.00 1.083 4.00 | 4.083 17.00 | 7.0 83 13.00 | 10.08 38.00 1.167 4.00 | 4.167 17.00 | 7.1 67 13.00 | 10.17 38.00 1.250 4.00 | 4.250 17.00 | 7.2 50 13.00 | 10.25 38.00 1.333 4.00 | 4.333 17.00 | 7.3 33 13.00 | 10.33 38.00 1.417 4.00 | 4.417 17.00 | 7.4 17 13.00 | 10.42 38.00 1.500 4.00 | 4.500 17.00 | 7.5 00 13.00 | 10.50 38.00 1.583 4.00 | 4.583 17.00 | 7.5 83 13.00 | 10.58 38.00 1.667 4.00 | 4.667 17.00 | 7.6 67 13.00 | 10.67 38.00 1.750 4.00 | 4.750 17.00 | 7.7 50 13.00 | 10.75 38.00 1.833 4.00 | 4.833 17.00 | 7.8 33 13.00 | 10.83 38.00 1.917 4.00 | 4.917 17.00 | 7.9 17 13.00 | 10.92 38.00 2.000 4.00 | 5.000 17.00 | 8.0 00 13.00 | 11.00 38.00 2.083 6.00 | 5.083 13.00 | 8.0 83 13.00 | 11.08 13.00 2.167 6.00 | 5.167 13.00 | 8.1 67 13.00 | 11.17 13.00 2.250 6.00 | 5.250 13.00 | 8.2 50 13.00 | 11.25 13.00 2.333 6.00 | 5.333 13.00 | 8.3 33 13.00 | 11.33 13.00 2.417 6.00 | 5.417 13.00 | 8.4 17 13.00 | 11.42 13.00 2.500 6.00 | 5.500 13.00 | 8.5 00 13.00 | 11.50 13.00 2.583 6.00 | 5.583 13.00 | 8.5 83 13.00 | 11.58 13.00 2.667 6.00 | 5.667 13.00 | 8.6 67 13.00 | 11.67 13.00 2.750 6.00 | 5.750 13.00 | 8.7 50 13.00 | 11.75 13.00 2.833 6.00 | 5.833 13.00 | 8.8 33 13.00 | 11.83 13.00 2.917 6.00 | 5.917 13.00 | 8.9 17 13.00 | 11.92 13.00 3.000 6.00 | 6.000 13.00 | 9.0 00 13.00 | 12.00 13.00 Unit Hyd Qpeak (cms)= 0.061 PEAK FLOW (cms)= 0.040 (i) TIME TO PEAK (hrs)= 10.000 RUNOFF VOLUME (mm)= 142.569 TOTAL RAINFALL (mm)= 212.000

Page: 1


RUNOFF COEFFICIENT = 0.672 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY . --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0205) | Area (ha)= 2.54|ID= 1 DT= 5.0 min | Total Imp(%)= 78.00 Dir. Conn.(%)= 78.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 1.98 0.56 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 130.13 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 53.00 45.24 over (min) 5.00 15.00 Storage Coeff. (min)= 3.86 (ii) 13.55 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.25 0.08 *TOTALS* PEAK FLOW (cms)= 0.29 0.07 0.360 (iii) TIME TO PEAK (hrs)= 10.00 10.00 10.00 RUNOFF VOLUME (mm)= 211.00 142.38 195.90 TOTAL RAINFALL (mm)= 212.00 212.00 212.00 RUNOFF COEFFICIENT = 1.00 0.67 0.92 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 73.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0505) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0205): 2.54 0.360 10.00 195.90 + ID2= 2 (0225): 0.32 0.040 10.00 142.57 ========================================= ========= ID = 3 (0505): 2.86 0.400 10.00 189.93 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0700) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0168 0.1058 0.0104 0.0400 | 0 .0456 0.1446 0.0140 0.0710 | 0 .0752 0.2103 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0505) 2.860 0.400 10.00 189.93 OUTFLOW: ID= 1 (0700) 2.860 0.139 11.25 189.59 PEAK FLOW REDUCTION [Qout/Qi n](%)= 34.65 TIME SHIFT OF PEAK FLOW (min)= 75.00 MAXIMUM STORAGE USED (h a.m.)= 0.3512 --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0210) | Area (ha)= 0.56|ID= 1 DT= 5.0 min | Total Imp(%)= 79.00 Dir. Conn.(%)= 79.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.44 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 61.10 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 53.00 45.24 over (min) 5.00 15.00 Storage Coeff. (min)= 2.45 (ii) 12.14 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.30 0.09 *TOTALS* PEAK FLOW (cms)= 0.07 0.01 0.080 (iii) TIME TO PEAK (hrs)= 9.67 10.00 10.00 RUNOFF VOLUME (mm)= 211.00 142.38 196.58 TOTAL RAINFALL (mm)= 212.00 212.00 212.00 RUNOFF COEFFICIENT = 1.00 0.67 0.93 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 73.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0705) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0725 0.0356 0.0105 0.0051 | 0 .0863 0.0357 0.0154 0.0133 | 0 .0981 0.0358 0.0451 0.0223 | 0 .1086 0.0359 0.0605 0.0305 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0210) 0.560 0.080 10.00 196.58 OUTFLOW: ID= 1 (0705) 0.560 0.056 11.00 196.38 PEAK FLOW REDUCTION [Qout/Qi n](%)= 70.83 TIME SHIFT OF PEAK FLOW (min)= 60.00 MAXIMUM STORAGE USED (h a.m.)= 0.0283 --------------------------------------------------- ----------------------------

Page: 2


--------------------| ADD HYD (0506) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0700): 2.86 0.139 11.25 189.59 + ID2= 2 (0705): 0.56 0.056 11.00 196.38 ========================================= ========= ID = 3 (0506): 3.42 0.194 11.08 190.70 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0200) | Area (ha)= 16.60|ID= 1 DT= 5.0 min | Total Imp(%)= 30.00 Dir. Conn.(%)= 30.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 4.98 11.62 Dep. Storage (mm)= 1.00 6.40 Average Slope (%)= 1.00 2.00 Length (m)= 332.67 40.00 Mannings n = 0.015 0.290 Max.Eff.Inten.(mm/hr)= 53.00 45.00 over (min) 5.00 20.00 Storage Coeff. (min)= 7.38 (ii) 18.00 (ii) Unit Hyd. Tpeak (min)= 5.00 20.00 Unit Hyd. peak (cms)= 0.17 0.06 *TOTALS* PEAK FLOW (cms)= 0.73 1.36 2.084 (iii) TIME TO PEAK (hrs)= 10.00 10.08 10.00 RUNOFF VOLUME (mm)= 211.00 141.12 162.08 TOTAL RAINFALL (mm)= 212.00 212.00 212.00 RUNOFF COEFFICIENT = 1.00 0.67 0.76 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 73.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0507) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0200): 16.60 2.084 10.00 162.08 + ID2= 2 (0506): 3.42 0.194 11.08 190.70 ========================================= ========= ID = 3 (0507): 20.02 2.245 10.00 166.97 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0220) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.48 0.12 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 53.00 45.24 over (min) 5.00 15.00 Storage Coeff. (min)= 2.50 (ii) 12.19 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.29 0.09 *TOTALS* PEAK FLOW (cms)= 0.07 0.01 0.085 (iii) TIME TO PEAK (hrs)= 9.67 10.00 10.00 RUNOFF VOLUME (mm)= 211.00 142.38 197.27 TOTAL RAINFALL (mm)= 212.00 212.00 212.00 RUNOFF COEFFICIENT = 1.00 0.67 0.93 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 73.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ---------------------------- --------------------| ADD HYD (0510) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0220): 0.60 0.085 10.00 197.27 + ID2= 2 (0507): 20.02 2.245 10.00 166.97 ========================================= ========= ID = 3 (0510): 20.62 2.331 10.00 167.85 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. --------------------------------------------------- ------------------------------------------------| CALIB || STANDHYD (0230) | Area (ha)= 0.75|ID= 1 DT= 5.0 min | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.00-------------------- IMPERVIOUS PERVIOU S (i) Surface Area (ha)= 0.60 0.15 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 70.71 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 53.00 45.24 over (min) 5.00 15.00 Storage Coeff. (min)= 2.67 (ii) 12.37 (ii) Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.29 0.08 *TOTALS* PEAK FLOW (cms)= 0.09 0.02 0.107 (iii) TIME TO PEAK (hrs)= 9.67 10.00 10.00 RUNOFF VOLUME (mm)= 211.00 142.38 197.26 TOTAL RAINFALL (mm)= 212.00 212.00 212.00

Page: 3


RUNOFF COEFFICIENT = 1.00 0.67 0.93 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSE S: CN* = 73.0 Ia = Dep. Storage (Abo ve) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUA L THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF A NY. --------------------------------------------------- ------------------------------------------------| RESERVOIR (0710) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OU TFLOW STORAGE-------------------- (cms) (ha.m.) | ( cms) (ha.m.) 0.0000 0.0000 | 0 .0820 0.0534 0.0076 0.0076 | 0 .0987 0.0534 0.0110 0.0200 | 0 .1129 0.0534 0.0482 0.0335 | 0 .1254 0.0534 0.0674 0.0458 | 0 .0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0230) 0.750 0.107 10.00 197.26 OUTFLOW: ID= 1 (0710) 0.750 0.071 11.00 196.93 PEAK FLOW REDUCTION [Qout/Qi n](%)= 66.97 TIME SHIFT OF PEAK FLOW (min)= 60.00 MAXIMUM STORAGE USED (h a.m.)= 0.0480 --------------------------------------------------- ---------------------------- FINISH=================================================== ==============================

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Culvert Designer/Analyzer Report

Proposed Culvert- 50 year Storm

Title: Salem Road Proposed Culvert

i:\...\salem road proposed culvert.cvm

11/29/16 09:22:46 AM

WSP-Americas-CAN-Infrastructure Hydraulics

© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666

Project Engineer: james.michener

CulvertMaster v3.3 [03.03.00.04]

Page 1 of 3

Analysis Component

Storm Event Design Discharge 2.7530 m³/s

Peak Discharge Method: User-Specified

Design Discharge 2.7530 m³/s Check Discharge 0.0000 m³/s

Tailwater Conditions: Constant Tailwater

Tailwater Elevation 289.20 m

Name Description Discharge HW Elev. Velocity

Culvert-1 2-910 x 910 mm Box 2.7536 m³/s 290.29 m 2.45 m/s

Weir Roadway 0.0000 m³/s 290.29 m N/A

Total ---------------- 2.7536 m³/s 290.29 m N/A





11/29/16 09:22:46 AM





Page 2 of 3

Component:Culvert-1

Culvert Summary

Computed Headwater Elevation 290.29 m Discharge 2.7536 m³/s

Inlet Control HW Elev. 290.22 m Tailwater Elevation 289.20 m

Outlet Control HW Elev. 290.29 m Control Type Outlet Control

Headwater Depth/Height 1.21

Grades

Upstream Invert 289.18 m Downstream Invert 288.80 m

Length 75.10 m Constructed Slope 0.005000 m/m

Hydraulic Profile

Profile M2 Depth, Downstream 0.61 m

Slope Type Mild Normal Depth 0.66 m

Flow Regime Subcritical Critical Depth 0.61 m

Velocity Downstream 2.45 m/s Critical Slope 0.006067 m/m

Section

Section Shape Box Mannings Coefficient 0.013

Section Material Concrete Span 0.91 m

Section Size 910 x 910 mm Rise 0.91 m

Number Sections 2

Outlet Control Properties

Outlet Control HW Elev. 290.29 m Upstream Velocity Head 0.26 m

Ke 0.70 Entrance Loss 0.18 m

Inlet Control Properties

Inlet Control HW Elev. 290.22 m Flow Control N/A

Inlet Type 0° wingwall flares Area Full 1.7 m²

K 0.06100 HDS 5 Chart 8

M 0.75000 HDS 5 Scale 3

C 0.04230 Equation Form 1

Y 0.82000





11/29/16 09:22:46 AM





Page 3 of 3

Component:Weir

Hydraulic Component(s): Roadway

Discharge 0.0000 m³/s Allowable HW Elevation 290.29 m

Roadway Width 34.00 m Overtopping Coefficient 1.60 SI

Low Point 297.85 m Headwater Elevation N/A m

Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00


Sta (m) Elev. (m)

-20.00 297.92

0.00 297.85

20.00 297.91


Proposed Culvert - 100 year Storm



11/29/16 09:24:06 AM





Page 1 of 3

Analysis Component









Total ---------------- 3.1926 m³/s 290.52 m N/A





11/29/16 09:24:06 AM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile





Section




Number Sections 2







K 0.06100 HDS 5 Chart 8

M 0.75000 HDS 5 Scale 3


Y 0.82000





11/29/16 09:24:06 AM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 297.92

0.00 297.85

20.00 297.91


Proposed Culvert - Regional Storm



11/29/16 09:24:30 AM





Page 1 of 3

Analysis Component









Total ---------------- 1.7332 m³/s 290.00 m N/A





11/29/16 09:24:30 AM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile





Section




Number Sections 2







K 0.06100 HDS 5 Chart 8

M 0.75000 HDS 5 Scale 3


Y 0.82000





11/29/16 09:24:30 AM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 297.92

0.00 297.85

20.00 297.91

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Salem Road EA

Stage-Storage-Discharge Summary - Proposed Dry Pond

Storage Forebays Main Pool (Excluding Forebay) Storage Estimated

Incremental Total AreaIncremental

Volume

Accumulated

VolumeArea

Incremental

Volume

Accumulated

VolumeSediment Total

Detention

Time

(m) (m3/s) (m

3) (m

3) (m) (m

2) (m

3) (m

3) (m

2) (m

3) (m

3) (m

3) (m

3) (hrs)

299.00 0.000 0.000 0 299.00 1203 0 0 0 0

299.30 0.010 399.675 400 299.30 1,462 400 400 0 400 11

299.60 0.015 480.225 880 299.60 1,740 480 880 0 880 19

299.90 0.046 566.175 1,446 299.90 2,035 566 1,446 0 1,446 23

300.20 0.075 657.525 2,104 300.20 2,349 658 2,104 0 2,104 25

300.50 0.095 754.275 2,858 300.50 2,680 754 2,858 0 2,858 Freeboard

5yr MAX W.L. 226 m3 Q5

100yr MAX W.L. 226 m3 Q100

Salem Road EADetailed Outlet Structure Discharge Calculations

Discharge (m3/s) Parameters

Spillway (Detailed Design Phase) Outlet Riser (Weirs Detailed Design Phase) Total Overflow Weir 1 Orifice 1

(m) Weir 1 Weir 2 Total Orifice 1 Weir 1 Orifice 2 Total Discharge Crest Elevation Orifice Centre Perimeter

299.00 0.00000 0.000 0.000 0.000 9999.00 m 299.05 m 314 mm

299.30 0.01044 0.010 0.000 0.010

299.60 0.01548 0.015 0.000 0.015 Crest Width Orifice Invert Area

299.90 0.01924 0.02640 0.046 0.000 0.046 8 m 299.00 m 7,854 mm2

300.20 0.02238 0.05281 0.075 0.000 0.08 Slope (x:1) 30 Orifice Diameter Orifice Coeff.

300.50 0.02513 0.06986 0.095 0.09 Weir Coeff. 1.670 100 mm 0.6

Weir Top Width (m) -581902.0 Orientation

Overflow Weir 2 Vertical

Crest Elevation Weir 1

9999.00 m Top of Weir Structure Max Perimeter

Crest Width 9999.91 m 2,540 mm

3 m Weir Crest Invert Max Open Area

Slope (x:1) 3 9999.00 m 655,200 mm2

Weir Coeff. 1.670 Weir Dimensions (Height x Length)

Weir Top Width (m) -58941.000 910 mm Height 720 mm L

DICB Side Walls Weir Coeff.

T/G Invert Vertical 1.670

9999.00 m Orifice 2

CB Size Orifice Centre Perimeter

1200 mm 299.80 m 628 mm

by Orifice Invert Area

600 mm 299.70 m 31,416 mm2

Grate Slope Orifice Diameter Orifice Coeff.

4 :1 200 mm 0.6

Area (m2) 0.720 Orientation Operates Above (m)

Perimeter (m) 3.600 Vertical 299.80

Where, h2 = elevation at stage 2 (m) h2 = elevation at stage 2 (m)

h1 = elevation at stage 1 (m) h1 = elevation at stage 1 (m)

D = orifice diameter (mm) L = weir crest length (m)

C = orifice coefficient C = weir coefficient

A = orifice open area (m2) z = weir side slope (z:1)

Elevation

DICB

Stage Discharge Stage

+−=2000

212

DhhgCAQ ( ) ( ) 5.2

12

5.1

12268.1 hhzhhCLQ −+−=

Salem Road EA

Stage-Storage-Discharge Summary - Proposed Superpipes - Salem Road

Storage N/A Forebays Pipe Storage Storage Estimated

Active Total AreaIncremental

Volume

Accumulated

Volume

Flow

Area

Length of

Pipe

Accumulated


Detention

Time

(m) (m3/s) (m

3) (m

3) (m) (m

2) (m

3) (m

3) (m

2) (m) (m

3) (m

3) (m

3) (hrs)

292.70 0 0 0 292.70 0.00 140 0 0 0

293.06 0 51 51 293.06 0.36 140 51 0 51 4

293.42 0 133 133 293.42 0.95 140 133 0 133 6

293.78 0 223 223 293.78 1.59 140 223 0 223 8

294.14 0 305 305 294.14 2.18 140 305 0 305 10

294.50 0 356 356 294.50 2.55 140 356

295.00 0 357 356 295.00 2.55 140 356

295.50 0 358 356 295.50 2.55 140 356

296.00 0 359 356 296.00 2.55 140 356


100yr MAX W.L. 226 m3 Q100



Spillway (Detailed Design Phase) Outlet Riser (Weirs Detailed Design Phase) Total Overflow Weir 1 Orifice 1


292.700 0.00000 0.000 0.000 0.000 9999.00 m 292.75 m 298 mm

293.060 0.01053 0.011 0.000 0.011


293.780 0.01914 0.026 0.045 0.000 0.045 8 m 292.70 m 7,088 mm2


294.500 0.02494 0.048 0.072 Weir Coeff. 1.670 95 mm 0.6

295.000 0.02827 0.058 0.086 Weir Top Width (m) -582172.0 Orientation

295.500 0.03125 0.067 0.098 Overflow Weir 2 Vertical

296.000 0.03397 0.075 0.109 Crest Elevation Weir 1




Slope (x:1) 3 9999.00 m 655,200 mm2





9999.00 m Orifice 2


1200 mm 293.48 m 471 mm


600 mm 293.40 m 17,671 mm2


4 :1 150 mm 0.6








Elevation

DICB


+−=2000

212

DhhgCAQ ( ) ( ) 5.2

12

5.1

12268.1 hhzhhCLQ −+−=

Salem Road EA

Stage-Storage-Discharge Summary - Proposed Superpipes - Lockhart Road

Storage N/A Forebays Pipe Storage Storage Estimated

Active Total AreaIncremental

Volume

Accumulated

Volume

Flow

Area

Length of

Pipe

Accumulated


Detention

Time

(m) (m3/s) (m

3) (m

3) (m) (m

2) (m

3) (m

3) (m

2) (m) (m

3) (m

3) (m

3) (hrs)

300.70 0.0000 0 0 300.70 0.00 210 0 0 0

301.06 0.0076 76 76 301.06 0.36 210 76 0 76 8

301.42 0.0110 200 200 301.42 0.95 210 200 0 200 13

301.78 0.0136 335 335 301.78 1.59 210 335 0 335 17

302.14 0.0158 458 458 302.14 2.18 210 458 0 458 21

302.50 0.0177 534 534 302.50 2.55 210 534

303.00 0.0201 534 534 303.00 2.55 210 534

303.50 0.0222 534 534 303.50 2.55 210 534

304.00 0.0241 534 534 304.00 2.55 210 534


100yr MAX W.L. 226 m3 Q100



Spillway Outlet Riser Total Overflow Weir 1 Orifice 1


300.700 0.00000 0.000 0.000 0.000 9999.00 m 300.74 m 251 mm

301.060 0.00756 0.008 0.000 0.008


301.780 0.01362 0.035 0.048 0.000 0.048 8 m 300.70 m 5,027 mm2


302.500 0.01772 0.064 0.082 Weir Coeff. 1.670 80 mm 0.6

303.00 0.02008 0.079 0.099 Weir Top Width (m) -581692.0 Orientation

303.50 0.02219 0.091 0.113 Overflow Weir 2 Vertical

304.00 0.02412 0.101 0.125 Crest Elevation Weir 1




Slope (x:1) 3 9999.00 m 655,200 mm2





9999.00 m Orifice 2


1200 mm 301.49 m 550 mm


600 mm 301.40 m 24,053 mm2


4 :1 175 mm 0.6








Elevation

DICB


+−=2000

212

DhhgCAQ ( ) ( ) 5.2

12

5.1

12268.1 hhzhhCLQ −+−=

3215075 hwy 400-mckay road ic swm concept memo sept 2017...

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