Madawaska Lands - County of Renfrew · N67°02'00"W 297.39 98.91 N65°06'40"W 215.42 55.00...

Madawaska Lands

Arnprior, Ontario

Servicing and Conceptual Stormwater Management Report

Prepared By:

NOVATECH Suite 200, 240 Michael Cowpland Drive

Ottawa, Ontario K2M 1P6

May 30, 2018

Novatech File: 117164

Ref: R-2018-046

M:\2017\117164\DATA\Reports\Serviceability\20180530-Serviceability&SWM Report.docx

Suite 200, 240 Michael Cowpland Drive, Ottawa ON K2M 1P6 Tel: 613.254.9643 Fax: 613.254.5867 www.novatech-eng.com

May 30, 2018 County of Renfrew 9 International Drive Pembroke, Ontario, K8A 6W5 Attention: Mr. Charles Cheesman, Manager of Planning Services Dear Mr. Cheesman: Reference: Madawaska Lands Servicing and Conceptual Stormwater Management Report Our File No.: 117164

Please find enclosed five (5) copies of the above noted report dated May 30, 2018. This report is submitted in support of the revised Draft Plan of Subdivision Application for the proposed development at the northeast corner of Madawaska Boulevard and Decosta Street. If you have any questions or require any additional information, please contact the undersigned. Yours truly, NOVATECH Alex McAuley, P.Eng. Project Manager cc: Madawaska Regional Inc.

Servicing and Conceptual SWM Report Madawaska Lands Subdivision

Novatech Page i

Table of Contents

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

1.1 Purpose and Background................................................................................................ 1

1.2 Site Location and Description ......................................................................................... 1

1.3 Proposed Development .................................................................................................. 1

2.0 ROAD DESIGN ...................................................................................................................2

3.0 SITE SERVICING ................................................................................................................2

3.1 Watermain ...................................................................................................................... 2

3.2 Sanitary Sewer ............................................................................................................... 3

3.2.1 Water and Wastewater Master Plan (WWMP) ......................................................... 3

3.2.2 Proposed Sanitary System ....................................................................................... 4

3.2.3 Comparison of WWMP Assumptions to Preliminary Design ..................................... 4

3.3 Storm Sewer ................................................................................................................... 5

4.0 STORMWATER MANAGEMENT ........................................................................................6

4.1 Stormwater Management Criteria & Objectives ............................................................... 6

4.2 Stormwater Management Design .................................................................................... 6

5.0 HYDROLOGIC MODELING (OTTHYMO) ...........................................................................8

5.1 Model Development ........................................................................................................ 8

5.2 Design Storms ................................................................................................................ 8

5.3 Storm Drainage Areas .................................................................................................... 8

5.4 Subcatchment Model Parameters ................................................................................... 9

5.4.1 Existing Conditions .................................................................................................. 9

5.4.2 Proposed Conditions ................................................................................................ 9

5.5 Model Results ............................................................................................................... 10

6.0 STORMWATER MANAGEMENT FACILITIES ................................................................. 11

6.1 Design Criteria .............................................................................................................. 11

7.0 EROSION AND SEDIMENT CONTROL MEASURES ...................................................... 12

7.1 Temporary Measures .................................................................................................... 12

8.0 UTILITIES ......................................................................................................................... 13

9.0 CONCLUSIONS ................................................................................................................ 13


Novatech Page ii

Figures

Figure 1: Key Plan Figure 2A: Draft Plan Figure 2B: Preliminary Lotting Figure 3: Preliminary Watermain Plan Figure 4: Preliminary Sanitary Sewer Plan Figure 5: Preliminary Sanitary Pump Station Layout Figure 6: Existing Storm Drainage Areas Figure 7: Preliminary Storm Sewer Plan Figure 8: Preliminary SWM Pond Layout

Tables Table 2.1: Recommended Pavement Structure (from geotechnical report) Table 3.1: Sanitary Design Parameter Comparison Table 3.2: Estimated Peak Sanitary Flows Table 4.1: Culvert Capacities & Allowable Peak Flows Table 5.1: Pre-Development OTTHYMO Model Parameters Table 5.2: Post-Development OTTHYMO Model Parameters (STANDHYDs) Table 5.3: Post-Development OTTHYMO Model Parameters (NASHYDs) Table 5.4: Pre and Post-Development Peak Flows Table 6.1: Pond 1 (West) Details Table 6.2: Pond 2 (East) Details

Appendices

Appendix A: Water Demand Calculations and Supporting Information

Appendix B: Sanitary Flow Calculations and Supporting Information

Appendix C: Stormwater Management Calculations

Drawings

Preliminary Grading Plan 117164-GR Rev 1

References

Madawaska Subdivision Serviceability Report (R-2013-225) dated January 2014, by Novatech Engineering.

Preliminary Geotechnical Investigation Report (Ref: 13-302) dated September 2013, by Houle Chevrier Engineering Ltd.

Town of Arnprior Water and Wastewater Master Plan (WWMP), dated June 14, 2013, by Stantec.


Novatech Page 1

1.0 INTRODUCTION 1.1 Purpose and Background Novatech has been retained by Madawaska Regional Inc. to prepare a Servicing and Conceptual Stormwater Management Report in support of an application for revised Draft Plan Approval for the proposed Madawaska Lands subdivision. A Serviceability Report (Novatech, January 2014) was previously prepared for T. Anas Holdings Ltd. in support of a Draft Plan of Subdivision Application for a previous concept plan for this development. The previous concept plan included approximately 111 single family homes, 10 semi-detached homes (20 units), 31 townhouse/attached bungalow blocks (149 units), 1.33 hectares (ha) of multi-residential, and 4.42 ha of commercial/retail development. Draft Plan Approval was granted on the above basis. The concept for the proposed development has since been revised. This report outlines the conceptual servicing design for the proposed development with respect to water distribution, sanitary servicing and storm drainage, as well as the approach to stormwater management. 1.2 Site Location and Description The site is located at the northeast corner of Madawaska Boulevard and Decosta Street, in the Town of Arnprior. The property is approximately 24 hectares (ha) in size and is currently undeveloped consisting of grass, brush and trees. The topography of the site slopes from south to north with an elevation difference of approximately 14m across the site. The site is bounded by Madawaska Boulevard to the south, an existing rail line to the north, a small area of existing commercial development by the southwest corner, and vacant land to the east. Figure 1 (Key Plan) shows the location of the site. 1.3 Proposed Development It is proposed to construct a subdivision consisting of approximately 98 single family homes, 62 semi-detached homes (124 units), 27 townhouse/attached bungalow blocks (125 units), 2.60 ha of multi-residential, and 1.07 ha of highway commercial/retail development. The development will include an internal road network and will be accessible by two proposed entrances from Madawaska Boulevard. The proposed development will also include approximately 1.0 ha of parkland. Figure 2A (Draft Plan) and Figure 2B (Preliminary Lotting) show the proposed development concept as well as the phases of the proposed development.

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PLANA1.DWG - 841mmx594mm

DATE: MAY, 2018

MADAWASKA LANDS SUBDIVISION

David Kardish

DRAFT PLAN OF SUBDIVISION OF

SCALE:

COUNTY OF RENFREW

Geographic Township of McNab

LOT 1

18-2038AONTARIO LAND SURVEYORS

Adam Kasprzak Surveying Ltd.

PROJECT No.

ADDITIONAL INFORMATION REQUIRED UNDER

SECTION 51 (17) OF THE PLANNING ACT.

ONTARIO LAND SURVEYOR

DATED

OWNER'S CERTIFICATE

DATED

RELATIONSHIP TO ADJOINING LANDS ARE CORRECTLY SHOWN.

I HEREBY CERTIFY THAT THE BOUNDARIES OF THE LANDS TO BE SUBDIVIDED AND THEIR

SURVEYOR'S CERTIFICATE

MEASUREMENTS SHOWN ON THIS PLAN ARE IN METRES AND

CAN BE CONVERTED TO FEET BY DIVIDING BY 0.3048.

METRIC :

KEY MAP

NOT TO SCALE

ADAM KASPRZAK

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The boundaries of the land proposed to be subdivided, certified by an Ontario land Surveyor;

As shown on Draft Plan

The locations, widths & names of the proposed highways within the proposed subdivision & of existing highways on which the proposed

subdivision abuts;


On a small keyplan, on a scale of not less than 1cm to 100m, all of the land adjacent to the proposed subdivision that is owned by the

applicant or in which the applicant has an interest, every subdivision adjacent to the proposed subdivision & the relationship of the

boundaries of the land to be subdivided to the boundaries of the township lot of other original grant of which the land forms the whole part;

As Shown on Draft Plan

The purpose for which the proposed lots are to be used;

Residential, Open Space, and SWM shown on Draft Plan

The existing uses of all adjoining lands;

Commercial, and Vacant lands shown on Draft Plan

The approximate dimensions & layout of the proposed lots;


Natural & artificial features such as buildings or other structures or installations, railways, highways, watercources, drainage ditches,

wetlands & wooded areas within or adjacent to the land proposed to be subdivided;


The availability and nature of domestic water supplies;

Development will be supplied with full municipal piped water service

The nature & porosity of the soil;

Silt, Clay Sand & Gravel

Existing contours or elevations as may be required to determine the grade of the highways and the drainage of the land proposed to be

subdivided;

Contours shown at 0.5 metre intervals on Draft Plan

The municipal services available or to be available to the land proposed to be subdivided;

Development will be supplied with full sanitary and storm water sewer services.

The nature & extent of any restrictions affecting the land proposed to be subdivided, including restrictive covenants or easements. 1994, c.

23, s. 30; 1996, c. 4, s. 28 (3).;

As shown on Draft Plan.

SUBJECT TO THE CONDITIONS, IF ANY

SET FORTH IN MY LETTER DATED

THIS DRAFT PLAN OF SUBDIVISION IS

APPROVED UNDER SECTION 51(31)

OF THE PLANNING ACT ON THIS

DAY OF , 2018

CHARLES CHEESMAN, MCIP, RPP,

MANAGER OF PLANNING SERVICES

CORPORATION OF THE COUNTY OF RENFREW

, 2018




Telephone (613) 254-9643

Facsimile (613) 254-5867

Website www.novatech-eng.com

SCHEDULE OF LANDUSE

BLOCK #'s LAND USE UNITS

AREA (hectares)

% of Total Units

1 - 98 (Singles)

Residential 98 4.70 19.5

99 - 160 (Semis)

Residential 124 4.65 24.7

161 - 168 Residential 125 3.29 24.9

169 - 174 Residential 156 2.39 31.0

175

Highway Commercial

1.03

176 - 177 Park 1.00

178 - 179 Stormwater 1.43

180

Pump Station

0.10

181 - 183 0.3m Reserve 0.02

Roads 5.42

TOTAL503

24.02100

I/WE, MADAWASKA REGIONAL INC., BEING THE REGISTERED OWNER(S), HEREBY

AUTHORIZE NOVATECH TO PREPARE AND SUBMIT THIS DRAFT PLAN OF SUBDIVISION TO

THE COUNTY OF RENFREW FOR REVIEW AND APPROVAL.

117164

1 : 1500

600 15 30 45

CONCESSIONS C & D, and

Part of Road Allowance Between Concessions C & D

TOWN OF ARNPRIOR

VACANT INDUSTRIAL LANDS

VACANT LANDS

VACANT LANDS

EXISTING

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Novatech Page 2

2.0 ROAD DESIGN The proposed roadways will have 20m right-of-ways, with 8.5m asphalt width and barrier curbs. Sidewalks are proposed on one side of some streets. The recommended minimum pavement structure is given below in Table 2.1. Refer to the Preliminary Geotechnical Investigation (Houle Chevrier Engineering Ltd, September 2013) for details. Table 2.1: Recommended Pavement Structure (from geotechnical report)

Pavement Material Description Layer Thickness (mm)

Asphalt Wear Course 40

Asphalt Base Course 40

Granular A Base Course 150

Granular B Sub Base 450

3.0 SITE SERVICING The objective of the site servicing design is to confirm that a suitable domestic water supply and adequate sanitary and storm servicing can be provided for the proposed development. 3.1 Watermain There is an existing 300mm diameter municipal watermain located at the intersection of Madawaska Boulevard and Decosta Street. It is proposed to extend this existing municipal watermain to service the proposed development. A watermain system with watermains varying between 300mm to 200mm in diameter is proposed to service the development. The system will be looped with two connections to the existing municipal system. The proposed servicing concept for the watermain system is shown on Figure 3 (Preliminary Watermain Layout). In 2013, a Water and Wastewater Master Plan (WWMP) (Stantec, June 14, 2013) was prepared for the Town of Arnprior. This WWMP shows the subject site as an area of forecast future development, labeled as subarea #4 in the water sections of the report. Relevant figures from the WWMP are provided in Appendix A for reference along with preliminary water demand calculations for the development. The preliminary watermain design is consistent with the recommendations of the WWMP. The Town of Arnprior has provided revised (2018) boundary conditions for the municipal watermain system. A preliminary analysis has been completed for the proposed development and the existing municipal watermain system can provide adequate domestic flow and fire protection for the development. A hydraulic analysis and model would be completed as part of the detailed design process.

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Facsimile (613) 254-5867



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LEGEND:

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PROPOSED WM

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Novatech Page 3

Based on the boundary conditions provided by the Town, a maximum fire flow of 13,000 L/min (217 L/s) is available from the existing watermains. This will meet the Ontario Building Code fire flow requirements of the low density residential units. Preliminary fire flow requirements were calculated to be between 45 L/s and 105 L/s for the low density residential units. Municipal fire hydrants will be installed along the proposed streets to provide fire protection. Preliminary fire flow requirements for the commercial site and the medium density residential units were calculated to be between 60 L/s and 150 L/s. During the detailed design stage, criteria for the commercial site and the medium density residential blocks may need to be established to ensure adequate fire protection. These criteria may include building specific measures such as fire walls or non-combustible structures, and site plan measures such as increased setbacks and/or private fire hydrants.

3.2 Sanitary Sewer

There is an existing 600mm diameter municipal trunk sanitary sewer located at the intersection of Madawaska Boulevard and Decosta Street. It is proposed to connect to this existing municipal sanitary sewer to service the proposed development.

3.2.1 Water and Wastewater Master Plan (WWMP) The WWMP prepared in 2013 considered future development across three Town-identified growth areas to the southeast of the Madawaska Boulevard and Decosta Street intersection, including the subject site area. These three growth areas, with a combined total area of 51 ha, were grouped together and identified as wastewater ‘Subarea #8”. For Subarea #8, it was estimated that for the projected 2031 growth scenario:

• The subject site would be 100% developed, one of the adjacent light industrial growth areas would be 50% developed, and the other light industrial area would remain undeveloped;

• A 375mm diameter extension off the existing 600mm diameter municipal sanitary sewer could service future development;

• The projected total sanitary flow was 27.1 L/s;

• There was more than 15% remaining capacity in the existing sanitary sewer network downstream of Subarea #8 (i.e. the existing pipes would be a maximum of 85% full);

The existing municipal trunk sanitary sewer in Madawaksa Boulevard drains to Pump Station #3 (PS#3). The WWMP did not identify any capacity issues with PS#3 from predicted increased flows from all upstream development areas, based on the estimations that PS#3 has:

• An existing (2013) peak modeled flow of 101 L/s;

• An ultimate capacity of 190 L/s;

• An ultimate projected 2031 flow of 153 L/s. Therefore, there is a calculated residual capacity in the existing Pump Station #3 of 47 L/s above the 2031 WWMP flow rates.

It is noted that the sanitary flows estimated in the WWMP used sanitary flow generation rates based on operational flow rates recommended by the City of Ottawa and previous flow monitoring


Novatech Page 4

data held by Stantec. Predicted flows for the subject site were based on assumptions about the development of the site at the time (2013). Relevant figures from the WWMP are provided in Appendix B for reference.

3.2.2 Proposed Sanitary System A local sewer network with sewers between 200mm to 250mm in diameter is proposed to service the development. A 375mm diameter sanitary sewer will be provided in Madawaska Boulevard ROW as per the WWMP to allow for other future development. Figure 4 (Preliminary Sanitary Sewer Plan) shows the concept sanitary sewer layout for the proposed development and preliminary sanitary drainage areas. Phases 1A and 1B will be serviced via gravity sanitary sewers. Phases 2A and 2B will drain via gravity to a proposed sanitary pump station. The proposed pump station will be capable of pumping approximately 17 L/s. The pump station will be equipped with standby power and twin forcemains designed in accordance with MOECC Standards. The pump station forcemains will outlet to the gravity sewer at the limit of Phase 1. Figure 5 (Preliminary Sanitary Pump Station Layout) provides a preliminary layout for the pump station block.

3.2.3 Comparison of WWMP Assumptions to Preliminary Design The preliminary sanitary design flows for the proposed development have been calculated using the more conservative design criteria in the MOE Design Guidelines for Sewage Works and the City of Ottawa Sewer Design Guidelines. The key assumptions used to estimate peak sanitary flows for the development of the subject site in the WWMP and for preliminary design are summarized for comparison in Table 3.1 below.

Table 3.1: Sanitary Design Parameter Comparison

Assumption WWMP (2013) Preliminary Design (2018)

Development size / type Predicted Proposed

Total Development Area 20.6 ha 24 ha

Residential Development Area 15 ha 21.5 ha

Residential Design Population 675 people

(45 pers/ha assumed) 1,333 people

(calculated per draft plan)

Commercial Development Area 5.6 ha 1.07 ha

Design Criteria

Specific criteria developed for WWMP based on

operational / previous flow monitoring data

MOE / City of Ottawa design criteria

Residential Flow Generation 300 L/c/d 350 L/c/d

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SWMPOND #2

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SWMPOND #1

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PARKBLOCK0.34ha

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Facsimile (613) 254-5867


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Novatech Page 5

Residential Peaking Factor Per Harmon Equation (based on design population)

= 3.90 = 3.72

Commercial Flow Generation 17,000 L/ha/d 50,000 L/ha/d

Commercial Peaking Factor 1.5

Extraneous Wet Weather I/I Flow 0.28 L/s/ha

The total peak sanitary flow for the proposed development calculated using the preliminary design criteria above is estimated to be 27.3 L/s. Although the peak flows for residential and commercial areas do not typically coincide, to be conservative they have been added as the total site development peak flow. Refer to Appendix B for preliminary calculation details. For comparison, the estimated WWMP peak sanitary flow for the development was also calculated along with the estimated peak sanitary flow for the proposed development using the WWMP design criteria instead of the recommended MOE/City of Ottawa design criteria. Refer to Table 3.2.

Table 3.2: Estimated Peak Sanitary Flows

WWMP

(Predicted development, WWMP design criteria)

Preliminary Design

(Proposed development, MOE/City of Ottawa design criteria)

Proposed Development with WWMP design

criteria

16.6 L/s 27.3 L/s 23.9 L/s

The estimated peak flow for the proposed development using the WWMP design criteria represents a 7.3 L/s increase from the estimated peak flow previously calculated in the WWMP. Based on the information in the WWMP and the calculated residual capacity of the downstream Pump Station #3, the existing municipal infrastructure will have adequate capacity to service the

proposed development.

3.3 Storm Sewer The site is currently undeveloped and covered by grass, brush and trees. The site slopes from the south to the north with an elevation difference of approximately 14m across the site. Stormwater from the site currently sheet drains towards an existing ditch running along the existing rail line along the northern edge of the property. There are three (3) existing culverts crossing the rail line that allow stormwater to drain from the subject property to the property to the north. Stormwater sheet drains a short distance within the property to the north and then enters the Nopoming Wetland before ultimately draining to the Ottawa River. Runoff from a mostly undeveloped property to the south of Madawaska Boulevard currently drains onto the subject lands via two existing culverts crossing Madawaska Boulevard. Figure 6 (Existing Storm Drainage Areas) shows the existing drainage conditions and drainage areas.

300 PVC

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0.30PRE410.43

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Novatech Page 6

The proposed development is to be serviced with a dual drainage system. Storm sewers will range in size from 300mm to 1200 mm in diameter and will outlet to one of two stormwater management facilities. The existing culverts crossing the rail line will remain as the storm outlets for the site per existing conditions. Figure 7 (Preliminary Storm Sewer Plan) shows the proposed storm sewer layout for the proposed development and preliminary drainage areas. It is proposed to construct a roadside ditch along the southern side of Madawaska Boulevard to ensure stormwater runoff from the upstream property is conveyed to the west end of the property. A new culvert is proposed to be constructed under Madawaska Boulevard at this location. From the southwest corner of the subject site, stormwater flows from this culvert will be conveyed along the western site boundary to bypass the stormwater management pond and outlet through an existing culvert under the rail track. 4.0 STORMWATER MANAGEMENT

The existing conditions of the site are described in Section 3.3 above. The total drainage area (43.97 ha) to the three (3) existing culverts under the railway line includes the subject site (24.28 ha) and several offsite drainage areas totaling 19.69 ha. These offsite areas are an adjacent undeveloped area (6.48 ha) to the east, part of the rail corridor with an existing ditch running along the northern side of the site (0.57 ha), an adjacent area with a single dwelling to the west (1.31 ha), and an upstream property to the south (11.33 ha).

Under post-development conditions, storm runoff from the site will be directed to one of two stormwater management (SWM) facilities (wet ponds), based on site grading and the proposed storm sewer network – refer to Figure 7 (Preliminary Storm Sewer Plan) and Figure 8 (Preliminary SWM Pond Layout). 4.1 Stormwater Management Criteria & Objectives

Water Quantity

• Quantity control is to be provided to control post-development peak flows to pre-

development levels.

Water Quality

• Provide a Normal level of water quality control (minimum 70% long-term TSS removal)

prior to releasing flows from the site.

4.2 Stormwater Management Design

Storm servicing for the subject development will be provided using a dual drainage system. Runoff from frequent events will be conveyed by storm sewers (minor system), while flows from larger storm events which exceed the capacity of the minor system will be conveyed overland along defined overland flow routes (major system).

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PVC

450 CONC

300 PVC

PumpStation

SWMPOND #2

0.7ha

SWMPOND #1

0.7ha

PHASE 1A PHASE 1B

PHASE 2B

PHASE 2A

450Ø

450Ø

450Ø

450Ø

525Ø

450Ø

450Ø

525Ø

750Ø

600Ø750Ø750Ø

825Ø

450Ø

600Ø

750Ø

450Ø

450Ø

900Ø

750Ø

825Ø

450Ø

825Ø

1200Ø

450Ø

600Ø

450Ø

525Ø

525Ø

600Ø

PROPOSED DITCH

EASE

MEN

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96.00

97.00

98.00

99.00

98.00

98.00

99.00

100.00

102.00

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100.00

101.00

102.00

99.00

100.

00

101.0

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2.00

95.00

96.00

97.00

102.0

0

103.0

0

104.00

96.00

97.00

94.00

95.00

96.00





EX CULVERT #132"Ø (813mØ)S INV=94.38N INV=UNKNOWN


PRELIMINARY STORMSEWER PLAN

117164MAY 2018 7

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1 : 3000 1200 6030 90

LEGEND:

EXISTING STORM SEWER

0.80ha1A- RES0.30/60

AREA (ha)

ID & USE

RUNOFF COEFICIENT /CURVE NUMBER

PROPOSED STORM SEWER

EXISTING CULVERT

DRAINAGE AREAS

MAJOR OVERLANDFLOW DIRECTION

DRAINAGE AREA INFO

0.751A - MD RES1.41ha

0.752A - MD RES0.56ha

0.752C - MD RES0.75ha

0.302F - PARK0.65ha

0.301H - PARK0.46ha

0.552H - RES1.09ha

0.651B - RES1.86ha

0.851C - COMM1.18ha

0.551D - RES0.60ha

0.551E - RES1.17ha

0.402M - RES1.49ha

0.551F - RES0.78ha

0.551G - RES0.61ha

0.552J - RES1.64ha

0.552L - RES0.78ha

0.552K - RES1.81ha

0.652E - RES0.93ha

0.652B - RES0.53ha

0.652D - RES2.01ha

0.552G - RES1.13ha

0.552I - RES0.83ha

PROPOSED ROADSIDE DITCH


0.50SWM POND #20.70ha

0.50SWM POND #10.71ha

60B - OFFSITE11.33ha

0.402N - RES0.60ha

60C - OFFSITE6.48ha

60D - OFFSITE0.57ha

60A - OFFSITE1.31ha

96.00

97.00

99.0098.00

100.

0097.00

99.0

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94.00

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MADAWASKA SUBDIVISON

PRELIMINARY SWMPOND LAYOUTS

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LEGEND:

PROPOSED STORM SEWER

EXISTING CULVERT

PROPERTY BOUNDARY

MAJOR OVERLANDFLOW DIRECTION


POND #1 (WEST)

STAGEELEVATION

(m)

AVERAGEDEPTH

(m)

Bottom of Permanent Pool 93.25 -

Top of Permanent Pool(Normal Water Level)

(~Ex. ditch inv. to Culvert 2)94.75 1.5

Top of Extended Detention 95.0 0.25

100-year 95.95 0.95

Top of Bank 96.65 N/A

Forebay Min. Dimensions (@ NWL): 10m x 20m

POND #2 (EAST)

STAGEELEVATION

(m)AVERAGE

DEPTH(m)

Bottom of Permanent Pool 91.70 -

Top of Permanent Pool(Normal Water Level)

(~Culvert 3 Inv)93.10 1.4

Top of Extended Detention 93.50 0.40

100-year 94.80 1.30

Top of Bank 95.00 N/A

Forebay Min. Dimensions (@ NWL): 10m x 23m

SWM POND #1 (WEST) SWM POND #2 (EAST)

OUTLET TO EXISTINGRAIL DITCH WHICHDRAINS TO CULVERT #2(REFER TO FIGURE 7)

EX. CULVERT #346"Ø (1168mmØ)S INV= 93.03N INV=92.90

OUTLET TO EXISTINGRAIL DITCH WHICHDRAINS TO CULVERT #3

INLET ANDFOREBAY

INLET ANDFOREBAY

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EXISTING RAIL DITCH (TO CULVERT #1)

EXISTING RAIL DITCH

TOTAL DRAINAGE AREA BOUNDARY


EX. CULVERT #132"Ø (813mmØ)

S INV= 94.38N INV=UNKNOWN

1 : 1000 400 2010 30

MAINCELL

MAINCELL



Novatech Page 7

Major and minor system flows will be directed to two stormwater management ponds. These ponds have been preliminarily designed to provide the required quantity and quality control, and have been sized based on the criteria outlined in the MOECC Stormwater Management Planning and Design Manual (2003). Outlets & Allowable Release Rates

As mentioned above, there are three (3) existing culverts crossing under the rail line to the north of the site, through which the storm runoff leaves the site. Culvert 1 is near the north-western corner of the site, Culvert 2 near the centre of the site at the northern boundary, and Culvert 3 is located near the north-eastern corner of the site. Refer to Figure 6 for reference.

Stormwater outflows from the site will be directed to these existing culverts as follows:

• Flow from the offsite areas to the south and west of the site (12.64 ha total) will be directed

to a storm sewer running along the western boundary of the site into the existing rail ditch

and leave the site through Culvert 1;

• Outflows from SWM Pond 1 (West) will be directed to the existing rail ditch, and will leave

the site through Culvert 2;

• Outflows from SWM Pond 2 (East) and flows from the offsite area to the east of the site

(6.48 ha) will leave the site through Culvert 3.

As a part of the previous Serviceability Report (Novatech, January 2014), the three existing culverts under the rail track were reviewed to determine their capacities in relation to the existing drainage from the property. It was determined that the capacities of the existing downstream culverts do not constrain the storm drainage from the site. These capacities were determined using the MTO Drainage Manual Design Chart 2.31, and are shown in Table 4.1 below. There are two existing areas to the south of the site, south of Madawaska Boulevard and to the east of the site that currently drain across the site to one of the three culverts. The drainage from these areas has been accounted for in the capacities of the existing culverts and the drainage patterns will be maintained. Therefore, the allowable release rate from the development is the pre-development flow to each of the existing culverts crossing the rail line. Refer to Table 4.1 for details.

Table 4.1: Culvert Capacities & Allowable Peak Flows

Culvert ID 100 Year Allowable

Peak Flow (m3/s)

Capacity

(m3/s)

1 0.45 0.75

2 0.58 2.6

3 0.72 1.9


Novatech Page 8

5.0 HYDROLOGIC MODELING (OTTHYMO) The performance of the proposed stormwater management facilities has been evaluated using the OTTHYMO hydrologic modeling software. Two OTTHYMO models were developed, one to represent the pre-development conditions and another for the post-development conditions. 5.1 Model Development The 100-year pre-development peak flows through each of the three culverts have been determined using the Modified Rational Method in a previously approved report. However, a pre-development OTTHYMO model was developed to mimic the peak flows, which also gives the 25mm, 2-year, and 5-year peak flows, which were used in the sizing of the proposed SWM facilities. The post-development OTTHYMO model has been developed to size and account for the storage provided by the proposed stormwater management facilities, and to determine the peak flow leaving the site through the three culverts. The proposed storm sewers have not been included in the OTTHYMO model at this time. A detailed hydraulic and hydrologic model will be completed at the detailed design stage. 5.2 Design Storms The hydrologic and hydraulic analysis was completed using the following synthetic design storms and historical storms. The IDF parameters used to generate the design storms were taken from the Ottawa Sewer Design Guidelines (October, 2012). 4-Hour Chicago Storms: 12-Hour SCS Type II Storms: 25mm 4-hour Chicago Storm 2-year 12-hour SCS Type II Storm

2-year 4-hour Chicago Storm 5-year 12-hour SCS Type II Storm 5-year 4-hour Chicago Storm 100-year 12-hour SCS Type II Storm 100-year 4-hour Chicago Storm

The 12-hour SCS storm yielded the highest peak flows from the site, and most closely mimicked the 100-year pre-development peak flows determined using the Modified Rational Method in the previously approved Serviceability Report (Novatech, 2014) and was therefore used as the critical storm distribution for the design. Design storms and simulation results for each storm event have been included in Appendix C. 5.3 Storm Drainage Areas Under pre-development conditions, the site was divided up into storm drainage areas based on the topography, storm outlets, and land use. Refer to Figure 6. Under post-development conditions, the site has been divided into storm drainage areas based on the proposed land use, grading, and servicing for the site. Refer to Figure 7.


Novatech Page 9

5.4 Subcatchment Model Parameters

5.4.1 Existing Conditions Existing conditions hydrologic parameters for each subcatchment were developed based on the existing conditions of the site, and have been adjusted to give the results as determined using the Modified Rational Method. Under existing conditions, the site is primarily forested, with some open space and grassed areas. There is an existing residence and large grassed area to the south of the site. Subcatchment parameters for existing conditions are summarized in Table 5.1.

Table 5.1: Pre-Development OTTHYMO Model Parameters

Area ID Area (ha)

Weighted CN Weighted IA

(mm) Time to Peak

(hrs) Average

Slope

PRE01 5.35 57 9 0.51 2.2%

PRE02 12.46 61 7 0.49 1.6%

PRE03 15.71 60 5 0.37 2.6%

PRE04 10.43 60 8 0.54 1.3%

5.4.2 Proposed Conditions Post-development hydrologic parameters for each subcatchment were developed based on the proposed land use and grading. To simplify the modeling of the proposed conditions, subcatchment areas have been lumped together based on land use; low-density, medium-density, commercial, park, and pond. Subcatchment parameters for proposed conditions are summarized in Table 5.2 and Table 5.3. For a table of each individual drainage area as outlined on Figure 7, refer to Appendix C.

Table 5.2: Post-Development OTTHYMO Model Parameters (STANDHYDs)

Area ID Catchment

Area Runoff

Coefficient TIMP XIMP

Average Slope

(ha) (c) (%) (%) (%)

To Pond 1

1-LowRes 3.16 0.55 50% 40% 1.5%

1-MedRes 1.86 0.65 64% 51% 0.8%

1-HighRes 1.41 0.75 79% 63% 0.5%

1-Comm 1.18 0.85 93% 74% 0.7%

1-Park 0.46 0.30 14% 11% 0.3%

1-Pond 0.71 0.50 43% 34% 0.3%

1-Offsite 1.49 0.40 29% 23% 4.5%


Novatech Page 10

Area ID Catchment

Area Runoff

Coefficient TIMP XIMP

Average Slope

(ha) (c) (%) (%) (%)

To Pond 2

2-LowRes 7.28 0.55 50% 40% 0.8%

2-MedRes 3.47 0.65 64% 51% 2.0%

2-High Res 1.31 0.75 79% 63% 4.0%

2-Park 0.65 0.3 14% 11% 0.3%

2-Pond 0.70 0.5 43% 34% 0.3%

2-Offsite 0.60 0.4 29% 23% 4.5%

Table 5.3: Post-Development OTTHYMO Model Parameters (NASHYDs)

Area ID Catchment

Area Weighted

Curve Number

Weighted IA

Time to Peak (hrs)

Average Slope

(ha) (%)

External Areas

A-OFFSITE 1.31 60 8 0.54 2.2%

B-OFFSITE 11.33 60 8 0.54 2.2%

C-OFFSITE 6.48 60 5 0.37 2.6%

D-OFFSITE 0.57 60 8 0.37 0.2%

5.5 Model Results Pre and post-development peak flows are shown in Table 5.4.

Table 5.4: Pre and Post-Development Peak Flows

Peak Flow

(m3/s)

Storm Distribution-> 4hr

Chicago 12hr SCS

Return Period-> 25mm 2yr 5yr 100yr

Culvert 1 Pre 0.02 0.08 0.16 0.45

Post 0.02 0.07 0.13 0.37

Culvert 2 Pre 0.04 0.11 0.21 0.58

Post 0.06 0.11 0.21 0.58

Culvert 3 Pre 0.06 0.15 0.27 0.72

Post 0.06 0.15 0.27 0.72

The model results for the post-development conditions indicate that for all three culverts, the pre-development release rate will be met.


Novatech Page 11

6.0 STORMWATER MANAGEMENT FACILITIES Two ponds have been preliminarily sized to provide the required quantity and quality control required for the proposed development. Refer to Figure 8 for the location and approximate shape of the proposed wet ponds. Supporting calculations for the stormwater management facilities are provided in Appendix C. 6.1 Design Criteria The proposed stormwater facilities have been designed to meet the following criteria:

• Provide a Normal level of water quality control (70% long-term TSS removal);

• Provide quantity control storage to limit post-development peak flows to pre-development

levels;

• The SWM facility is to have side slopes of 3:1 (H:V) or shallower;

• The forebays have been sized to provide sufficient storage for 10 years of sediment

accumulation.

Details of the ponds are outlined in Table 6.1 and Table 6.2.

Table 6.1: Pond 1 (West) Details

Area of SWM Block 0.71 ha

Drainage Area to SWMF 8.78 ha (61% Impervious)

Quality Control Normal (70% TSS Removal)

679 m3 Req. Perm Pool Volume

351 m3 Req. Extended Detention Volume

Quantity Control 100-year (Allowable flow to Culvert 2)

0.54 m3/s Target 100-year release rate

Stage Elevation

(m) Volume

(m3) Release Rate

(L/s)

Pond Bottom 93.25 0 0

Normal Water Level 94.75 718 0

Extended Detention Storage 95.00 1108 20

100-year 95.95 3812 539


Novatech Page 12

Table 6.2: Pond 2 (East) Details

Area of SWM Block 0.70 ha

Drainage Area to SWMF 13.41 ha (54% Impervious)

Quality Control Normal (70% TSS Removal)

939 m3 Req. Perm Pool Volume

536 m3 Req. Extended Detention Volume

Quantity Control 100-year (Allowable flow to Culvert 3)

0.43 m3/s Target 100-year release rate

Stage Elevation

(m) Volume

(m3) Release Rate

(L/s)

Pond Bottom 91.7 0 0

Normal Water Level 93.1 951 0

Extended Detention Storage 93.5 1617 31

100-year 94.8 6231 430

Note that the target release rates for the ponds are less than the allowable release rates at the culverts, as there are flows from external areas also directed to the culverts. Allowable release rates from the ponds have been adjusted such that the allowable release rates at the culverts are met. 7.0 EROSION AND SEDIMENT CONTROL MEASURES 7.1 Temporary Measures Temporary erosion and sediment control measures will be implemented during construction in accordance with the “Guidelines on Erosion and Sediment Control for Urban Construction Sites” (Government of Ontario, May 1987). Details will be provided on an Erosion and Sediment Control Plan during detailed design. Erosion and sediment control measures may include:

• Placement of filter sock under all catch basins and maintenance holes;

• Silt fences around the area under construction;

• Light duty straw bale check dams; and

• Application of topsoil and sod to disturbed areas. The erosion and sediment control measures will be subject to regular inspection. Filter cloth catches should be inspected daily, and after every rain event to determine maintenance, repair or replacement requirements. Sediments or granulars that enter site sewers shall be removed immediately by the contractor. The erosion and sediment control measures will be implemented prior to the commencement of construction and maintained in good order until vegetation has been established.


Novatech Page 13

8.0 UTILITIES The development will by serviced by Hydro, phone, gas and cable from the existing services on Madawaska Boulevard. The works will be coordinated with the local utility companies during detailed design. It is likely that the existing hydro line which runs along Madawaska Boulevard will need to be lifted across the two proposed access roads to the developments.

9.0 CONCLUSIONS This report has been prepared in support of an application for Draft Plan Approval for the proposed Madawaska Lands subdivision. The conclusions are as follows:

• Water servicing, including both domestic and fire protection, can be provided by connection to the existing watermain infrastructure at the intersection of Madawaska Boulevard and Decosta Street. The existing municipal infrastructure will be extended to the property limits as per the Town’s Water and Wastewater Master Plan (WWMP).

• The existing municipal sanitary sewer system has sufficient capacity to service the proposed development. The existing municipal sanitary sewer will be extended from the intersection of Madawaska Boulevard and Decosta Street to the property limits as per the Town’s WWMP. A sanitary pump station will be designed for Phase 2 in accordance with MOECC standards.

• The proposed storm sewer system will direct stormwater to two (2) stormwater management ponds which will provide quantity and quality control of stormwater from the proposed development.

• Stormwater flows from the site will be restricted to the pre-development flow rates. Stormwater will continue to outlet from the site via three (3) culverts under the rail line to an existing wetland area, as per the existing conditions. An overland flow route will be provided.

• Erosion and sediment control measures will be implemented during construction.


Novatech

Appendix A: Water Demand Calculations and Supporting Information

FILE NO.: 117164

ORIGINAL DATE: Apr 12, 2018

WATER DEMAND

RESIDENTIAL COMMERCIAL AVER. DAILY MAX. DAILY PEAK HOURLY

PHASE NUMBER OF UNITS POP'N DEMAND DEMAND DEMAND

(l/s) (l/s) (l/s)

(pers) (ha.) RES. NON-RES. TOTAL RES. NON-RES. TOTAL RES. NON-RES. TOTAL

1A 26 22 27 48 308 1.18 1.25 0.68 1.93 3.13 1.02 4.15 6.88 1.84 8.71

1B 0 24 15 48 192 0.00 0.78 0.00 0.78 1.95 0.00 1.95 4.29 0.00 4.29

2A 38 48 12 36 356 0.00 1.44 0.00 1.44 3.60 0.00 3.60 7.92 0.00 7.92

2B 34 30 71 50 479 0.00 1.94 0.00 1.94 4.85 0.00 4.85 10.67 0.00 10.67

TOTAL 98 124 125 182 1,335 1.18 5.41 0.68 6.09 13.53 1.02 14.55 29.76 1.84 31.59

Total Max Daily + Max. Res Fire Flow = 139.55

ASSUMPTIONS: Total Max Daily + Max. Comm Fire Flow = 181.55

RESIDENTIAL POPULATION DENSITY: -Single Family Houses 3.4 Pers/house

-Semi Detached Houses 2.7 Pers/house

-Town Houses 2.7 Pers/house

-Multi-Residential Units 1.8 Pers/unit (average apt.)

AVER. DAILY DEMAND: - Residential 0.35 m3 / c / day

- Commercial 50.0 m3 / ha. / day (Note: Town of Arnprior Water and Wastewater Master Plan assumed 10,000 L/gross area/d)

MAX. DAILY DEMAND: - Residential 2.5 * aver. day

- Commercial 1.5 * aver. day

PEAK HOURLY DEMAND: - Residential 2.2 * max. day

- Commercial 1.8 * max. day

MAX FIRE FLOW: - Residential 6,300 l/min. = 125 l/s

- Commercial 10,020 l/min.= 167 l/s

SINGLE

FAMILY

HOUSES

SEMI

DETACHED

HOUSES

TOWN

HOUSES

MULTI

RESIDENTIAL

UNITS

WATER DEMAND CALCULATION SHEET

GROSS

AREA

Madawaska Subdivision April 6, 2018

Fire Water Supply Requirements Based on OBC 2012 (A3.2.5.7)Project: Madawaska Subdivision Reference: Ontario Fire Marshal - OBC Fire Fighting Water Supply

Proj. No.: 117164 Ontario Building Code 2012

Design: LGBChecked: ARM

Q : Fire Water Supply Volume Required (L)

K : Water Supply Coefficent

V : Building Volume (m³)

STot : Spatial Coefficent

Part 1 Volume

Building Classification C OBC 3.1.2.1

Water Supply Coefficent K: 23 A3.2.5.7 Table 1

W 7.00 m A = 140 m²

Original Prop. Add.

L 20.00 m V = 1204 m³to underside of roof deck

H 8.6 m use average interior height

Exterior Wall Exposure = Distance between:

(Limiting Distance) Exterior face and Property Line

OBC 3.2.3.1.(3) or Exterior face and Centreline of Street

or Exterior face and line at mid-distance to another building on same lot

North 15.00 m Sside 1 = 0.00

East 1.80 m Sside 2 = 0.50 A3.2.5.7 Figure 1

South 7.00 m Sside 3 = 0.30

West 1.80 m Sside 4 = 0.50

STot = 1.0 + (Sside 1 + Sside 2 + Sside 3 + Sside 4) 2.00

Q REQ = K V STot

Q REQ = 55384 L

Table 2 Flow min = 2700 L/min

= 45 L/s

Remarks: Refer to Figure 3 (Preliminary Watermain Layout). Single Detached Homes are represented with A.

Description: A - Single detached home is classified as Occupancy C and is of combustible construction.

Novatech Engineering Consultants Ltd.

Suite 200 - 240 Michael Cowpland Drive Ottawa, Ontario, K2M 1P61

../../../../../../2011/111130/LIBRARY/Codes-Manuals-Specifications/Codes & Legislation/Ontario/Fire Protection Water Supply/Water Supply 1999-03.pdf




Design: LGB

Checked: ARM





Part 1 Volume



W 14.00 m A = 200 m²

Original Prop. Add.







North 15.00 m Sside 1 = 0.00



West 1.80 m Sside 4 = 0.50


Q REQ = K V STot

Q REQ = 79199 L


= 45 L/s

Remarks: Refer to Figure 3 (Preliminary Watermain Layout). Semi-Detached Homes are represented with B.

Description: B - Semi-Detached Building is classified as Occupancy C and is of combustible construction.







Design: LGB

Checked: ARM





Part 1 Volume



W 37.50 m A = 600 m²

Original Prop. Add.







North 16.00 m Sside 1 = 0.00



West 1.25 m Sside 4 = 0.50


Q REQ = K V STot

Q REQ = 223560 L


= 105 L/s

Remarks: Refer to Figure 3 (Preliminary Watermain Layout). Townhouse Buildings (5-unit) are represented

with C1.

Description: C1- Townhouse Building (5 Units) is classified as Occupancy C and is of combustible construction.







Design: LGB

Checked: ARM





Part 1 Volume



W 30.00 m A = 480 m²

Original Prop. Add.







North 16.00 m Sside 1 = 0.00



West 1.25 m Sside 4 = 0.50


Q REQ = K V STot

Q REQ = 178848 L


= 90 L/s


with C2.

Description: C2 - Townhouse Building (4 Units) is classified as Occupancy C and is of combustible construction.







Design: LGB

Checked: ARM





Part 1 Volume



W 31.30 m A = 714 m²

Original Prop. Add.







North 16.00 m Sside 1 = 0.00



West 1.25 m Sside 4 = 0.50


Q REQ = K V STot

Q REQ = 265902 L


= 105 L/s


with D.

Description: D - Townhouse Building (6 Units) is classified as Occupancy C and is of combustible construction.












Part 1 Volume



W 21.00 m A = 420 m²

Original Prop. Add.







North 6.60 m Sside 1 = 0.34


South 20.00 m Sside 3 = 0.00

West 22.00 m Sside 4 = 0.00


Q REQ = K V STot

Q REQ = 124266 L


= 60 L/s

Remarks: Refer to Figure 3 (Preliminary Watermain Layout). Stacked Townhouse Buildings (Type 2) are

represented with E.

Description: E - Stacked Townhouse Building (3 storey) is classified as Occupancy C and is of combustible construction.












Part 1 Volume



W 21.00 m A = 420 m²

Original Prop. Add.







North 16.00 m Sside 1 = 0.00


South 16.00 m Sside 3 = 0.00

West 3.75 m Sside 4 = 0.50


Q REQ = K V STot

Q REQ = 185472 L


= 90 L/s

Remarks: Refer to Figure 3 (Preliminary Watermain Layout). Stacked Townhouse Buildings (Type 2) are

represented with F.

Description: F - Stacked Townhouse Building (3 storey) is classified as Occupancy C and is of combustible construction.












Part 1 Volume

Building Classification D OBC 3.1.2.1


W 35.00 m A = 1750 m²

Original Prop. Add.


H 7 m use average interior height





North 10.00 m Sside 1 = 0.00


South 30.00 m Sside 3 = 0.00

West 30.00 m Sside 4 = 0.00


Q REQ = K V STot

Q REQ = 281750 L


= 150 L/s

Remarks: Refer to Figure 3 (Preliminary Watermain Layout).

Description: Typical Commercial (1750m2)




1

Alex McAuley

From: John Steckly <[email protected]>Sent: April-03-18 5:26 PMTo: Alex McAuleyCc: Robin PaquetteSubject: FW: Madawaska Blvd - Boundary Conditions

Hi Alex, Please find the boundary conditions below for the Madawaska Blvd site. Regards,

John Steckly, A.Sc.T. General Manager, Operations Town of Arnprior 105 Elgin Street W. Arnprior ON K7S 0A8 (613)623-4231 ext. 1831 [email protected] www.arnprior.ca @arnprior

This e-mail is privileged & confidential. If it is not addressed to or intended for you, and you receive it, kindly delete it and all copies and advise the sender right away. Thank you. Please consider the environment before printing this e-mail. From: Mineault-Guitard, Alexandre [mailto:[email protected]] Sent: April-02-18 1:39 PM To: John Steckly <[email protected]> Cc: Robin Paquette <[email protected]>; Alemany, Kevin <[email protected]> Subject: RE: Madawaska Blvd - Boundary Conditions Hi John, As requested, please find below the boundary conditions for the proposed development on Madawaska boulevard. Using the City of Arnprior updated hydraulic model, the demand values established for this subarea were applied. The location of the demands (i.e. the boundary condition location) is along the 300mm diameter watermain at the intersection of Madawaska Blvd and Decosta St. The extended period simulation average day demand scenario with a demand of 6.08L/s (+ the diurnal pattern) was used to determine the maximum HGL (i.e. during minimum hour). The elevated tower water level ranged from 40% to 100% full or a hydraulic grade line of 146.4 to 152.3m. The extended period simulation maximum day demand scenario with a subarea #4 demand of 14.52L/s (+ the diurnal pattern) was used to determine the minimum HGL (i.e. during peak hour). The elevated tower water level ranged from 40% to 100% full or a hydraulic grade line of 146.2 to 152.1m.

2

The 2011 steady state maximum day demand scenario + fire flow was used to determine the fire flow boundary condition. Two fire flows were tested 7,500 L/min (125L/s) & 10,000 L/min (167L/s). The elevated water tower was set at 40% full (146.6m) and two pumps were in operation at the plant. The resulting boundary conditions are as follow: Maximum hydraulic gradeline (HGL) (i.e. minimum hour): 152.1m Minimum HGL (i.e. peak hour): 141.9m Maximum day + fire flow: HGL: 132.6m with a fire flow of 125L/s and 124.8m with a fire flow of 167L/s. The maximum fire flow available is 13,000 L/min. Trusting this meets your needs, feel free to call to discuss further. Regards, Alexandre Mineault-Guitard, M.A.Sc., EIT Engineering Intern

Direct: (613) 724-4349

Stantec Consulting Ltd. 400 - 1331 Clyde Avenue Ottawa ON K2C 3G4 CA

The content of this email is the confidential property of Stantec and should not be copied, modified, retransmitted, or used for any purpose except with Stantec's written authorization. If you are not the intended recipient, please delete all copies and notify us immediately.

From: John Steckly [mailto:[email protected]] Sent: Thursday, March 22, 2018 5:03 PM To: Alemany, Kevin <[email protected]>; Mineault-Guitard, Alexandre <[email protected]> Cc: LeMasurier, Ashley <[email protected]>; Telmosse, Marc <[email protected]>; Robin Paquette <[email protected]> Subject: RE: Madawaska Blvd - Boundary Conditions Hi Alex, I have just received the below updated demands from the developer’s engineer for their proposed site on Madawaska Blvd. We have the following demands: Avg Day = 6.08L/s Max Day = 14.52L/s Peak Hour = 31.54L/s Fire flows will range from 125L/s to 167L/s We are also interested in knowing what the maximum available fire flow would be. Thanks,

Right-click or tap and hold here to do wnload pictures. To help protect your privacy, Outlook prevented au tomatic download of this picture from the Internet.Stan tec

3


This e-mail is privileged & confidential. If it is not addressed to or intended for you, and you receive it, kindly delete it and all copies and advise the sender right away. Thank you. Please consider the environment before printing this e-mail. From: Alemany, Kevin [mailto:[email protected]] Sent: March-21-18 9:57 AM To: John Steckly <[email protected]> Cc: LeMasurier, Ashley <[email protected]>; Telmosse, Marc <[email protected]>; Robin Paquette <[email protected]>; Mineault-Guitard, Alexandre <[email protected]> Subject: RE: Madawaska Blvd - Boundary Conditions Hi John, Yes, I’ll ask Alex (cc’d), to have a quick look at the boundary condition, he’s under the hood with the Arnprior model at this moment looking at the fairgrounds boundary conditions. Alex, please see attached. Regards, Kevin Kevin Alemany M.A.Sc., P.Eng. Principal, Water, Regional Discipline Leader

Direct: (613) 724-4091 Mobile: (613) 292-4226 Fax: (613) 722-2799

Stantec Consulting Ltd. 400 - 1331 Clyde Avenue Ottawa ON K2C 3G4 CA

The content of this email is the confidential property of Stantec and should not be copied, modified, retransmitted, or used for any purpose except with Stantec's written authorization. If you are not the intended recipient, please delete all copies and notify us immediately. From: John Steckly [mailto:[email protected]] Sent: Wednesday, March 21, 2018 9:40 AM To: Alemany, Kevin <[email protected]> Cc: LeMasurier, Ashley <[email protected]>; Telmosse, Marc <[email protected]>; Robin Paquette <[email protected]> Subject: FW: Madawaska Blvd - Boundary Conditions Hi Kevin,

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4

Would you be able to provide e with updated boundary conditions for this proposed development on Madawaska boulevard (see attached previous email). I suspect that things have not changed all that much in this area, however it has been almost five years since you ran the model for this development, so I would like to ensure it is re-run again. Thanks,


This e-mail is privileged & confidential. If it is not addressed to or intended for you, and you receive it, kindly delete it and all copies and advise the sender right away. Thank you. Please consider the environment before printing this e-mail. From: Alex McAuley [mailto:[email protected]] Sent: March-21-18 9:29 AM To: John Steckly <[email protected]> Subject: Madawaska Blvd - Boundary Conditions Hi John, We are looking at the Peter Anas site again on the east side of Madawaska Blvd, located between Decosta St and Herrick Dr. You had previously provided water boundary conditions in 2013, based on Stantec’s 2011 model. The previous email is attached for reference. Is this information still valid? If not we would like to obtain updated water boundary conditions as we would like to submit a new Serviceability Report. Thank you, Alex McAuley, P.Eng., Project Manager | Land Development Engineering NOVATECH Engineers, Planners & Landscape Architects 240 Michael Cowpland Drive, Suite 200, Ottawa, ON, K2M 1P6 | Tel: 613.254.9643 Ext: 292 | Cell: 613.261.9166 | Fax: 613.254.5867 The information contained in this email message is confidential and is for exclusive use of the addressee.

P-19

P-15

P-1

P-5

P-11

P-16

P-20

P-18

P-4

P-14

P-2

P-3

P-13

P-6P-7P-8

P-12

P-9

P-10

P-171

J-1J-9

J-2

J-5

J-12

J-11

J-6

J-13

J-4

J-10 J-8 J-7

J-3

J-14R1

Madawaska Subdivision Water Distribution Model

EPANET 2 Page 1

Madawaska Subdivision

HYDRAULIC ANALYSIS

JOB NO. 117164

Comm.

Apt SingleSemi

DetachedTown

1 13 4 55 1.18 0.00 0.90 1.57 3.05 150.00

2 32 109 0.00 0.44 1.10 2.42 45.00

3 17 16 101 0.00 0.41 1.03 2.27 45.00

4 26 2 94 0.00 0.38 0.95 2.09 45.00

5 10 14 38 175 0.00 0.71 1.78 3.92 90.00

6 6 37 117 0.00 0.47 1.18 2.60 105.00

7 16 8 65 0.00 0.26 0.65 1.43 105.00

8 24 12 9 100 0.00 0.41 1.03 2.27 105.00

9 48 4 13 133 0.00 0.54 1.35 2.97 105.00

10 24 4 20 108 0.00 0.44 1.10 2.42 105.00

11 22 60 0.00 0.24 0.60 1.32 45.00

12 24 65 0.00 0.26 0.65 1.43 45.00

13 86 155 0.00 0.63 1.58 3.48 90.00

Total 182 98 124 125 1337 1.18 0.00 6.09 14.57 31.65

Notes:

Residential Densities (from City of Ottawa data):

- Average Apartment = 1.8 cap/unit

- Single Family Home = 3.4 cap/unit

- Townhouse/Semi Detached = 2.7 cap/unit

Avg. Daily Demand:

- Residential = 350 L/cap/day

- Commercial = 50,000 L/ha/day

Max. Daily Demand:

- Residential = 2.5 x Avg. Day

- Commercial = 1.5 x Avg. Day

Peak Hourly Demand:

- Residential = 2.2 x Max. Day

- Commercial = 1.8 x Max. Day

*Slightly different from overall demand total

population due to rounding

Max.

Daily

Peak

Hour

Fire

Flow

Gross

Area

(ha)

Table 1

Water Demand

Node

Residential

Total

Pop *

(pers)

Units

MinAvg

Day

Demand (L/s)

Prepared By:

NOVATECH

Date: March 26, 2018M:\2017\117164\DATA\Calculations\Sewer Calcs\Water\1-WaterDemandByNode.xls


HYDRAULIC ANALYSIS

JOB NO. 117164

Pipe Street Name Length Diameter Roughness

(m) (mm)

Pipe P-1 195.0 200 110

Pipe P-2 240.0 200 110

Pipe P-3 82.0 200 110

Pipe P-4 322.0 200 110

Pipe P-5 305.0 200 110

Pipe P-6 82.0 250 110

Pipe P-7 82.0 250 110

Pipe P-8 81.0 250 110

Pipe P-9 127.0 250 110

Pipe P-10 81.0 250 110

Pipe P-11 94.0 200 110

Pipe P-12 192.0 200 110

Pipe P-13 209.0 200 110

Pipe P-14 82.0 200 110

Pipe P-15 142.0 200 110

Pipe P-16 215.0 200 110

Pipe P-17 336.0 300 120

Pipe P-18 196.0 300 120

Pipe P-19 96.0 200 110

Pipe P-20 135.0 200 110

Pipe Data

Table 2

Prepared By:

NOVATECH

Date: March 26, 2018 M:\2017\117164\DATA\Calculations\Sewer Calcs\Water\2-Pipe Data.xls


HYDRAULIC ANALYSIS

JOB NO. 117164

Elevation Demand Head

(m) (LPS) (m) (m) (PSI)

Junc J-1 100.10 3.05 141.83 41.73 59.2

Junc J-2 99.95 2.42 141.70 41.75 59.2

Junc J-3 98.70 2.27 141.64 42.94 60.9

Junc J-4 98.25 2.09 141.62 43.37 61.5

Junc J-5 97.90 3.92 141.62 43.72 62.0

Junc J-6 102.50 2.60 141.63 39.13 55.5

Junc J-7 102.85 1.43 141.65 38.80 55.0

Junc J-8 103.70 2.27 141.68 37.98 53.9

Junc J-9 102.80 2.97 141.71 38.91 55.2

Junc J-10 101.10 2.42 141.82 40.72 57.7

Junc J-11 100.20 1.32 141.70 41.50 58.8

Junc J-12 98.75 1.43 141.62 42.87 60.8

Junc J-13 106.55 3.48 141.61 35.06 49.7

Junc J-14* 100.50 0.00 141.89 41.39 58.7

* Boundary Condition

Minimum Pressure

Pressure

Table 3

Peak Hour Check

Node

Prepared By:

NOVATECH

Date: January 6, 2017 M:\2017\117164\DATA\Calculations\Sewer Calcs\Water\3- Peak Hour.xls


HYDRAULIC ANALYSIS

JOB NO. 117164

Elevation Demand Head

(m) (LPS) (m) (m) (PSI)

Junc J-1 100.10 0.90 152.1 51.99 73.7

Junc J-2 99.95 0.44 152.1 52.14 73.9

Junc J-3 98.70 0.41 152.1 53.39 75.7

Junc J-4 98.25 0.38 152.1 53.83 76.3

Junc J-5 97.90 0.71 152.1 54.18 76.8

Junc J-6 102.50 0.47 152.1 49.58 70.3

Junc J-7 102.85 0.26 152.1 49.24 69.8

Junc J-8 103.70 0.41 152.1 48.39 68.6

Junc J-9 102.80 0.54 152.1 49.29 69.9

Junc J-10 101.10 0.44 152.1 50.99 72.3

Junc J-11 100.20 0.24 152.1 51.89 73.6

Junc J-12 98.75 0.26 152.1 53.33 75.6

Junc J-13 106.55 0.63 152.1 45.53 64.6

Junc J-14* 100.50 0.00 152.1 51.60 73.2

* Boundary Condition

Maximum Pressure

Pressure

Table 4

High Pressure Check (Average Flow)

Node

Prepared By:

NOVATECH

Date: January 6, 2017 M:\2017\117164\DATA\Calculations\Sewer Calcs\Water\4-High Pressure.xls


HYDRAULIC ANALYSIS

JOB NO. 117164

Fire Flow

Fire Location Min Pressure (LPS) (m) (PSI)

Location

J-1 J-13 150.0 20.1 28.5

J-2 J-13 45.0 32.2 45.6

J-3 J-13 45.0 31.8 45.1

J-4 J-13 45.0 31.7 44.9

J-5 J-13 90.0 25.0 35.5

J-6 J-13 105.0 22.1 31.4

J-7 J-13 105.0 23.2 32.9

J-8 J-13 105.0 24.3 34.4

J-9 J-13 105.0 25.1 35.5

J-10 J-13 105.0 26.8 38.0

J-11 J-13 45.0 32.2 45.6

J-12 J-13 45.0 31.6 44.8

J-13 J-13 90.0 19.6 27.7

Table 5

Max Daily Demand and Fire Flow Summary

PressureNode

Prepared By:

NOVATECH

Date: January 6, 2017 M:\2017\117164\DATA\Calculations\Sewer Calcs\Water\5-MaxDaillyFF.xls

�

�

��

2011 Model Fire Flow (L/s) at 20 psi Residual Pressure

Prepared By: Kevin Alemany, M.A.Sc., P.Eng. Date: Tuesday, September 03, 2013

EXCERPT FROM TOWN OF ARNPRIOR WWMP (APPENDIX)


Novatech

Appendix B: Sanitary Flow Calculations and Supporting Information

PROJECT : 117164 ORIGINAL DATE: 24 May 2018 Preliminary Design

DESIGNED BY: LGB DATE REVISED:

CHECKED BY: ARM

CHECK

Extraneous

Single Family

Houses

Semi Detatched

Houses

Town

Houses

Multi Residential

Units

Total

Population

(P)

PEAK EXTRAN.

FLOW

Q(i) (L/s)

3.4 2.7 2.7 1.8 (Pers) 0.28

PHASE 1: Gravity to Madawaska Boulevard

Phase 1A (excl. SW Pond 1 area) 6.123 26 22 27 48 307 4.00 4.98 1.07 1.50 0.93 1.71 7.62 250 251.5 DR 35 0.24 29.6 0.60 25.8%

Phase 1B 2.675 0 24 15 48 192 4.00 3.11 0.00 - 0.00 0.75 3.86 200 201.2 DR 35 0.32 18.8 0.59 20.5%

8.798 26 46 42 96 499 3.97 8.03 1.07 1.50 0.93 2.46 11.43 250 251.5 DR 35 0.32 34.2 0.69 33.4%

PHASE 2: To Pump Station

Phase 2A 6.348 38 48 12 36 356 4.00 5.77 0.00 - 0.00 1.78 7.55 200 201.2 DR 35 0.32 18.8 0.59 40.0%

Phase 2B (excl. SW Pond 2 area) 7.467 34 30 71 50 478 3.98 7.72 0.00 - 0.00 2.09 9.81 200 201.2 DR 35 0.32 18.8 0.59 52.1%

13.815 72 78 83 86 834 3.85 13.01 0.00 - 0.00 3.87 16.88 200 201.2 DR 35 0.50 23.6 0.74 71.7%

22.613 98 124 125 182 1333 3.72 20.07 1.07 1.50 0.93 6.33 27.33

* Note: Assumed minimum slope

Notes:

1. Q(d) = Q(r) + Q(i) + Q(c) , where Q(d) = Peak Design Flow (L/sec)

Q(r) = Peak Residential Flow (L/sec)

Q(i) = Peak Extraneous Flow (L/sec)

Q(c) = Peak Commercial Flow (L/sec)

2. Q(i) = 0.28 L/sec/ha

3. Q(r) = (PxqxM/86.4), where

P = Persons (3.4 Pers/single & 2.7 Pers/Semi & 1.8 Pers/Multi Res Unit)

q = Average per capita flow = 350 L/cap/day

M = Harmon Formula (maximum of 4.0) for residential

4. Q(c) = (AxqxM/86.4), where A = Commercial Area (ha)

q = Commercial Average flow = 50,000 L/gross ha/day

M = 1.5 for commercial

5. Depth of flow/Diameter from Hydraulic properties of circular pipes flowing partially full

SANITARY SEWER DESIGN SHEET

PROPOSED SEWER PIPE

Commercial

SANITARY DESIGN FLOWS SANITARY DRAINAGE AREA

CAPACITY

Q(cap)

(L/s)

FULL FLOW

VELOCITY

(m/s)

Q(d)/

Q(cap)PEAKING

FACTOR

(M)

PEAK

RES.

FLOW

Q(r) (L/s)

AREA

(ha)

PEAK

FACTOR

(M)

PEAK

COM.

FLOW

Q(c) (L/s)

TOTAL

PEAK

DESIGN

FLOW

Q(d) (L/s)

PIPE ID

(mm)

TYPE OF

PIPE

*Note: Assuming peak flow from

pump station same as total peak flow

from Phase 2

MIN.

SLOPE

(%)

Residential

DESCRIPTION

PIPE

DIAMETE

R

(mm)

TOTAL PHASE 1

TOTAL PHASE 2

TOTAL PHASE 1 & 2

TOTAL

AREA

(ha)

(pers/unit)(pers/house) (pers/house) (pers/house) (L/sec/ha)

\\novatech2017\nova2\2017\117164\DATA\Calculations\Sewer Calcs\SAN\117164 SAN.xlsxSanitary Flows (Mar 2018) Page 1 of 1

PROJECT : 117164 ORIGINAL DATE: 24 May 2018

DESIGNED BY: LGB

CHECKED BY: ARM

Extraneous

Single Family

Houses

Semi Detatched

Houses

Town

Houses

Multi Residential

Units

Residential

Area

(ha)

Total

Population

(P)

PEAK EXTRAN.

FLOW

Q(i) (L/s)

3.4 2.7 2.7 1.8 45.0 (Pers) 0.28

20.6 N/A N/A N/A N/A 15 675 3.90 9.15 5.60 1.50 1.65 5.77 16.57

22.613 98 124 125 182 N/A 1333 3.72 17.20 1.07 1.50 0.32 6.33 23.85

Notes:

1. Q(d) = Q(r) + Q(i) + Q(c) , where Q(d) = Peak Design Flow (L/sec)

Q(r) = Peak Residential Flow (L/sec)

Q(i) = Peak Extraneous Flow (L/sec)

Q(c) = Peak Commercial Flow (L/sec)

2. Q(i) = 0.28 L/sec/ha

3. Q(r) = (PxqxM/86.4), where

P = Persons (45 pers/ha) or (3.4 Pers/single & 2.7 Pers/Semi & 1.8 Pers/Multi Res Unit) = WWMP Assumptions / Design Criteria

q = Average per capita flow = 300 L/cap/day

M = Harmon Formula (maximum of 4.0) for residential

4. Q(c) = (AxqxM/86.4), where A = Commercial Area (ha)

q = Commercial Average flow =17,000 L/gross ha/day

M = 1.5 for commercial

AREA

(ha)

PEAK

FACTOR

(M)

SANITARY SEWER DESIGN SHEET

SANITARY DRAINAGE AREA SANITARY DESIGN FLOWS

DESCRIPTION

TOTAL

AREA

(ha)

Residential Commercial TOTAL

PEAK

DESIGN

FLOW

Q(d) (L/s)

PEAK

COM.

FLOW

Q(c) (L/s)

PROPOSED DEVELOPMENT WITH WWMP

FLOW ASSUMPTIONS

Comparison of WWMP (2013) Predicted Development

Flow vs Proposed Development Flow with WWMP

design criteria

WWMP PREDICTED DEVELOPMENT (2013)

PEAKING

FACTOR

(M)

PEAK

RES.

FLOW

Q(r) (L/s) (L/sec/ha)(pers/unit)(pers/house) (pers/house) (pers/house) (pers/ha)

\\novatech2017\nova2\2017\117164\DATA\Calculations\Sewer Calcs\SAN\117164 SAN.xlsxWwmp comparison calcs Page 1 of 1

Town of ArnpriorWater and Wastewater Master Plan

Figure No.

Title Proposed Development

6-1

37


Figure No.

Title Sewers – 2021 Conditions

9-13

Gravity Sewer


Figure No.

Title Sewers – 2031 Conditions

9-14

Gravity Sewer


Novatech

Appendix C: Stormwater Management Calculations

Madawaska Lands

Pre-Development Model Parameters

Time to Peak Calculations

(Uplands Overland Flow Method)

Existing Conditions

Area Elevation Elevation Travel Elevation Elevation Travel Time of Time to Time to Time to

ID U/S D/S Time U/S D/S Time Concentration Peak Peak Peak

(m) (m) (m) (%) (m/s) (min) (m) (m) (m) (%) (m/s) (min) (min) (min) (min) (hrs)

PRE01 100 101.6 98.2 3.5% 0.28 5.95 226 98.2 94.6 1.6% 0.095 39.62 46 31 31 0.51

PRE02 100 104.6 102.1 2.4% 0.35 4.76 584 102.1 93.5 1.5% 0.25 38.92 44 29 29 0.49

PRE03 100 107.5 100.0 7.5% 0.60 2.78 450 100.0 93.0 1.5% 0.25 30.00 33 22 22 0.37

PRE04 100 107.9 107.3 0.6% 0.18 9.26 557 107.3 99.5 1.4% 0.24 38.67 48 32 32 0.54

Weighted Curve Number Calculations

Soil type 'B'

Area ID Area CN Area CNWeighted

CN

PRE01 60% 55 40% 61 57

PRE02 55% 60 45% 61 60

PRE03 90% 60 10% 61 60

PRE04 10% 55 90% 61 60

Weighted IA Calculations

Area ID Area IA Area IAWeighted

IA

PRE01 60% 10 40% 8 9

PRE02 45% 5 55% 8 7

PRE03 90% 5 10% 8 5

PRE04 10% 10 90% 8 8

Land Use 1 Land Use 2

Woods (fair) Pasture (good)

Woods (fair) Pasture (good)

Woods (good) Pasture (good)

Pasture (good)

Overland Flow Concentrated Overland Flow

Land Use 1 Land Use 2

Woods (good)

Overall

Length Slope Velocity Length Slope Velocity

Wood/Brush Open/Grass/Natural




08/05/2018

PREPARED BY: NOVATECH M:\2017\117164\DATA\Calculations\Sewer Calcs\SWM\117164-ModelParam.xlsx

Madawaska Lands

Post-Development Model Parameters

Post-Development Subcatchment Areas & Model Parameters

(Not Lumped)

(ha) (c ) (%) (%) (%)

1-A 1.41 0.75 79% 63% 0.5%

1-B 1.86 0.65 64% 51% 0.8%

1-C 1.18 0.85 93% 74% 0.7%

1-D 0.60 0.55 50% 40% 0.7%

1-E 1.17 0.55 50% 40% 0.1%

1-F 0.78 0.55 50% 40% 2.5%

1-G 0.61 0.55 50% 40% 2.5%

1-H 0.46 0.30 14% 11% 0.3%

2-A 0.56 0.75 79% 63% 4.0%

2-B 0.53 0.65 64% 51% 2.0%

2-C 0.75 0.75 79% 63% 4.0%

2-D 2.01 0.65 64% 51% 2.0%

2-E 0.93 0.65 64% 51% 2.0%

2-F 0.65 0.30 14% 11% 0.3%

2-G 1.13 0.55 50% 40% 1.9%

2-H 1.09 0.55 50% 40% 0.8%

2-I 0.83 0.55 50% 40% 0.8%

2-J 1.64 0.55 50% 40% 0.5%

2-K 1.81 0.55 50% 40% 0.5%

2-L 0.78 0.55 50% 40% 0.5%

SWMF-01 0.71 0.50 43% 34% 0.3%

SWMF-02 0.70 0.50 43% 34% 0.3%

2-M 1.49 0.40 29% 23% 4.5%

2-N 0.60 0.40 29% 23% 4.5%

Area IDCatchment

Area

Average

Slope

(ha) (%)

External Areas

A-OFFSITE 1.31 60 8 0.54 2.2%

B-OFFSITE 11.33 60 8 0.54 2.2%

C-OFFSITE 6.48 60 5 0.37 2.6%

D-OFFSITE 0.57 60 8 0.37 0.2%

TOTAL: 43.97

Average

SlopeArea ID

Catchment

AreaTIMP

Runoff

CoefficientXIMP

Offsite

Weighted

Curve

Number

Weighted IATime to Peak

(hrs)

To Pond 1

To Pond 2

Ponds

08/05/2018

PREPARED BY: NOVATECH

M:\2017\117164\DATA\Calculations\Sewer Calcs\SWM\117164-ModelParam.xlsx

Madawaska Lands

OTTHYMO Model Schematic

Madawaska LandsSWM Facility Conceptual Design

WEST POND

Required storage Volumes (Quality) Required Forebay Length and width

Parameters:

Drainage Area 8.78 ha Length to width ratio of forebay, r = 3.0:1

% Impervious: 61% Peak outflow rate during 25 mm storm, Q p =0.020 m3/s (24hr ext. det)

Target particle size = 150 mm

TSS Removal Required = 70% 'Normal'

Treatment Volume 117 m3/ha Settling velocity, V s = 0.0003 m/s

Extended Detention Storage: 40 m3/ha required Forebay Settling Length, Dist

351 m3 required

390 m3 provided

44.4 m3/ha provided

Perm Pool: 77 m3/ha required

679 m3 required Check Dispersion Length, Dist 2

718 m3 provided Desired velocity in forebay, V f = 0.15 m/s

81.8 m3/ha provided Inlet flow rate , Q 2yr = 0.511 m3/s

Depth in forebay, d = 1.2 m

Perm Pool + Extended Detention 1030 m3 required

1108 m3 provided

Extended Detention: 8.13 L/s average

20.32 L/s max (2.5 x avg)

(% impervious was calculated as the average imperviousness

for the drainage areas tributary to the SWM facility) Required Length = 23 m

Provided Length = 25 m

Minimum Forebay width:

Length of Forebay, L = 23 m

Minimum width, W = L/3

W = 7.6 m

Required Width = 7.6 m

Provided Width = 10.0 m

Therefore, the dispersion length of 23 m governs the design.

= 23 m

= 14 m

DistrQ

V

P

S

=

DistQ

dV f

2

8=


08/05/2018 M:\2017\117164\DATA\Calculations\Sewer Calcs\SWM\117164-WPond.xlsx

Madawaska LandsSWM Facility Conceptual Design

EAST POND

Required storage Volumes (Quality) Required Forebay Length and width

Parameters:

Drainage Area 13.41 ha Length to width ratio of forebay, r = 5.0:1

% Impervious: 54% Peak outflow rate during 25 mm storm, Q p =0.031 m3/s (24hr ext. det)

Target particle size = 150 mm

TSS Removal Required = 70% 'Normal'

Treatment Volume 110 m3/ha Settling velocity, V s = 0.0003 m/s

Extended Detention Storage: 40 m3/ha required Forebay Settling Length, Dist

536 m3 required

666 m3 provided

49.7 m3/ha provided

Perm Pool: 70 m3/ha required

939 m3 required Check Dispersion Length, Dist 2

951 m3 provided Desired velocity in forebay, V f = 0.15 m/s

70.9 m3/ha provided Inlet flow rate , Q 2yr = 0.674 m3/s

Depth in forebay, d = 1.2 m

Perm Pool + Extended Detention 1475 m3 required

1617 m3 provided

Extended Detention: 12.42 L/s average

31.04 L/s max (2.5 x avg)

(% impervious was calculated as the average imperviousness

for the drainage areas tributary to the SWM facility) Required Length = 30 m

Provided Length = 30 m

Minimum Forebay width:

Length of Forebay, L = 30 m

Minimum width, W = L/5

W = 6.0 m

Required Width = 6.0 m

Provided Width = 10.0 m

Therefore, the dispersion length of 30 m governs the design.

= 30 m

= 23 m

DistrQ

V

P

S

=

DistQ

dV f

2

8=


08/05/2018 M:\2017\117164\DATA\Calculations\Sewer Calcs\SWM\117164-EPond.xlsx

Madawaska LandsDesign Storm Time Series Data

4-hour Chicago Design Storms

Duration Intensity Duration Intensity Duration Intensity

min mm/hr min mm/hr min mm/hr

0:00 0 0:00 0 0:00 0

0:10 1.34 0:10 1.98 0:10 2.49

0:20 1.49 0:20 2.23 0:20 2.77

0:30 1.69 0:30 2.58 0:30 3.14

0:40 1.96 0:40 3.06 0:40 3.62

0:50 2.33 0:50 3.81 0:50 4.31

1:00 2.91 1:00 5.1 1:00 5.37

1:10 3.91 1:10 7.91 1:10 7.19

1:20 6.1 1:20 19.04 1:20 11.14

1:30 14.53 1:30 76.81 1:30 26.25

1:40 58.72 1:40 23.64 1:40 104.19

1:50 17.11 1:50 11.91 1:50 30.86

2:00 8.32 2:00 7.98 2:00 15.15

2:10 5.5 2:10 6.03 2:10 10.07

2:20 4.13 2:20 4.87 2:20 7.58

2:30 3.32 2:30 4.1 2:30 6.11

2:40 2.79 2:40 3.55 2:40 5.14

2:50 2.41 2:50 3.14 2:50 4.45

3:00 2.12 3:00 2.82 3:00 3.93

3:10 1.9 3:10 2.57 3:10 3.53

3:20 1.73 3:20 2.35 3:20 3.21

3:30 1.58 3:30 2.18 3:30 2.94

3:40 1.46 3:40 2.03 3:40 2.72

3:50 1.36 3:50 1.9 3:50 2.53

4:00 1.27 4:00 1.79 4:00 2.37

C25mm-4.stm C2-4.stm C5-4.stm

08/05/2018



4-hour Chicago Design Storms

Duration Intensity Duration Intensity

min mm/hr min mm/hr

0:00 0 0:00 0

0:10 4.07 0:10 4.88

0:20 4.54 0:20 5.45

0:30 5.14 0:40 7.14

0:40 5.95 0:50 8.51

0:50 7.09 1:00 10.62

1:00 8.85 1:10 14.28

1:10 11.9 1:20 22.25

1:20 18.54 1:30 53.03

1:30 44.19 1:40 214.27

1:40 178.56 1:50 62.45

1:50 52.04 2:00 30.37

2:00 25.31 2:10 20.08

2:10 16.73 2:20 15.07

2:20 12.56 2:30 12.11

2:30 10.09 2:40 10.16

2:40 8.47 2:50 8.78

2:50 7.32 3:00 7.75

3:00 6.46 3:10 6.95

3:10 5.79 3:20 6.3

3:20 5.25 3:30 5.78

3:30 4.82 3:40 5.34

3:40 4.45 3:50 4.97

3:50 4.14 4:00 4.66

4:00 3.88

C100-4.stm C100-4+20%.stm

08/05/2018



SCS Design Storms



0:00 0.00 0:00 0 0:00 0

0:30 1.27 0:30 1.69 0:30 2.82

1:00 0.59 1:00 0.79 1:00 1.31

1:30 1.10 1:30 1.46 1:30 2.44

2:00 1.10 2:00 1.46 2:00 2.44

2:30 1.44 2:30 1.91 2:30 3.19

3:00 1.27 3:00 1.69 3:00 2.82

3:30 1.69 3:30 2.25 3:30 3.76

4:00 1.69 4:00 2.25 4:00 3.76

4:30 2.29 4:30 3.03 4:30 5.07

5:00 2.88 5:00 3.82 5:00 6.39

5:30 4.57 5:30 6.07 5:30 10.14

6:00 36.24 6:00 48.08 6:00 80.38

6:30 9.23 6:30 12.25 6:30 20.47

7:00 4.06 7:00 5.39 7:00 9.01

7:30 2.71 7:30 3.59 7:30 6.01

8:00 2.37 8:00 3.15 8:00 5.26

8:30 1.86 8:30 2.47 8:30 4.13

9:00 1.95 9:00 2.58 9:00 4.32

9:30 1.27 9:30 1.69 9:30 2.82

10:00 1.02 10:00 1.35 10:00 2.25

10:30 1.44 10:30 1.91 10:30 3.19

11:00 0.93 11:00 1.24 11:00 2.07

11:30 0.85 11:30 1.12 11:30 1.88

12:00 0.85 12:00 1.12 12:00 1.88

S2-12.stm S5-12.stm S100-12.stm

08/05/2018



SCS Design Storms



0:00 0 0:00 0 0:00 0

1:00 0.72 1:00 0.44 1:00 0.6

2:00 0.34 2:00 0.44 2:00 0.75

3:00 0.63 3:00 0.81 3:00 1.39

4:00 0.63 4:00 0.81 4:00 1.39

5:00 0.81 5:00 1.06 5:00 1.81

6:00 0.72 6:00 0.94 6:00 1.6

7:00 0.96 7:00 1.25 7:00 2.13

8:00 0.96 8:00 1.25 8:00 2.13

9:00 1.3 9:00 1.68 9:00 2.88

10:00 1.63 10:00 2.12 10:00 3.63

11:00 2.59 11:00 3.37 11:00 5.76

12:00 20.55 12:00 26.71 12:00 45.69

13:00 5.23 13:00 6.8 13:00 11.64

14:00 2.3 14:00 2.99 14:00 5.12

15:00 1.54 15:00 2 15:00 3.42

16:00 1.34 16:00 1.75 16:00 2.99

17:00 1.06 17:00 1.37 17:00 2.35

18:00 1.11 18:00 1.44 18:00 2.46

19:00 0.72 19:00 0.94 19:00 1.6

20:00 0.58 20:00 0.75 20:00 1.28

21:00 0.81 21:00 1.06 21:00 1.81

22:00 0.53 22:00 0.68 22:00 1.17

23:00 0.48 23:00 0.63 23:00 1.07

0:00 0.48 0:00 0.63 0:00 1.07

S2-24.stm S5-24.stm S100-24.stm

08/05/2018


Madawaska Lands OTTHYMO Model Output

08/05/2018 M:\2017\117164\DATA\Reports\Serviceability\Appendices\C - SWM\OTTHYMO_Output.docx Page 1 of 23

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

V V I SSSSS U U A L

V V I SS U U A A L

V V I SS U U AAAAA L

V V I SS U U A A L

VV I SSSSS UUUUU A A LLLLL

OOO TTTTT TTTTT H H Y Y M M OOO TM

O O T T H H Y Y MM MM O O

O O T T H H Y M M O O

OOO T T H H Y M M OOO

Developed and Distributed by Civica Infrastructure

Copyright 2007 - 2013 Civica Infrastructure

All rights reserved.

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

Input filename: C:\Program Files (x86)\VH Suite 4.0\VO2\voin.dat

Output filename: C:\Users\kbanks.NOVATECH\AppData\Local\Civica\VH4\9b24ea0e-83a3-461e-8538-

dcce1cb60b09\37f072fa-1b4b-43a3-bc7f-f3345d96e

Summary filename: C:\Users\kbanks.NOVATECH\AppData\Local\Civica\VH4\9b24ea0e-83a3-461e-8538-

dcce1cb60b09\37f072fa-1b4b-43a3-bc7f-f3345d96e

DATE: 05/03/2018 TIME: 11:02:45

USER:

COMMENTS: ____________________________________________________________

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

************************************

** Run 04 **

************************************

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

| READ STORM | Filename: C:\Users\kbanks.NOVATECH\AppD

| | ata\Local\Temp\

| | ad65c756-dc2f-4f9a-94c5-95df4be56151\b0a94154

| Ptotal= 25.00 mm | Comments: City of Ottawa: 25mm-4hr Chicago (10 min

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

TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN

hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr

0.17 1.51 | 1.17 13.44 | 2.17 3.76 | 3.17 1.81

0.33 1.75 | 1.33 56.67 | 2.33 3.17 | 3.33 1.68

0.50 2.07 | 1.50 17.77 | 2.50 2.74 | 3.50 1.56

0.67 2.58 | 1.67 9.12 | 2.67 2.43 | 3.67 1.47

0.83 3.46 | 1.83 6.14 | 2.83 2.18 | 3.83 1.38

1.00 5.39 | 2.00 4.65 | 3.00 1.98 | 4.00 1.31

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

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

| CALIB |

| NASHYD ( 0001)| Area (ha)= 12.64 Curve Number (CN)= 60.0

|ID= 1 DT= 5.0 min | Ia (mm)= 8.00 # of Linear Res.(N)= 2.00

-------------------- U.H. Tp(hrs)= 0.54

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

---- TRANSFORMED HYETOGRAPH ----



0.083 1.51 | 1.083 13.44 | 2.083 3.76 | 3.08 1.81

0.167 1.51 | 1.167 13.44 | 2.167 3.76 | 3.17 1.81

0.250 1.75 | 1.250 56.67 | 2.250 3.17 | 3.25 1.68

0.333 1.75 | 1.333 56.67 | 2.333 3.17 | 3.33 1.68

0.417 2.07 | 1.417 17.77 | 2.417 2.74 | 3.42 1.56

0.500 2.07 | 1.500 17.77 | 2.500 2.74 | 3.50 1.56

0.583 2.58 | 1.583 9.12 | 2.583 2.43 | 3.58 1.47

0.667 2.58 | 1.667 9.12 | 2.667 2.43 | 3.67 1.47

0.750 3.46 | 1.750 6.14 | 2.750 2.18 | 3.75 1.38

0.833 3.46 | 1.833 6.14 | 2.833 2.18 | 3.83 1.38

0.917 5.39 | 1.917 4.65 | 2.917 1.98 | 3.92 1.31

1.000 5.39 | 2.000 4.65 | 3.000 1.98 | 4.00 1.31

Unit Hyd Qpeak (cms)= 0.608

PEAK FLOW (cms)= 0.021 (i)

TIME TO PEAK (hrs)= 2.333

RUNOFF VOLUME (mm)= 1.548

TOTAL RAINFALL (mm)= 25.003

RUNOFF COEFFICIENT = 0.062

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

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

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

| CALIB |



-------------------- U.H. Tp(hrs)= 0.37








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

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

| CALIB |

| STANDHYD ( 0016)| Area (ha)= 0.70

|ID= 1 DT= 5.0 min | Total Imp(%)= 43.00 Dir. Conn.(%)= 34.00

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

IMPERVIOUS PERVIOUS (i)

Surface Area (ha)= 0.30 0.40

Dep. Storage (mm)= 1.57 4.67

Average Slope (%)= 0.30 0.30

Length (m)= 68.31 40.00

Mannings n = 0.013 0.250

Max.Eff.Inten.(mm/hr)= 56.67 0.00

over (min) 5.00 350.00

Storage Coeff. (min)= 3.66 (ii) 345.56 (ii)

Unit Hyd. Tpeak (min)= 5.00 350.00

Unit Hyd. peak (cms)= 0.25 0.00

*TOTALS*

PEAK FLOW (cms)= 0.04 0.00 0.036 (iii)

TIME TO PEAK (hrs)= 1.33 0.00 1.33

RUNOFF VOLUME (mm)= 23.43 0.00 7.96

TOTAL RAINFALL (mm)= 25.00 25.00 25.00

RUNOFF COEFFICIENT = 0.94 0.00 0.32

***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!

***** WARNING: THE PERVIOUS AREA HAS NO FLOW .

(i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES:

Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00

(ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL

THAN THE STORAGE COEFFICIENT.

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

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

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

| CALIB |



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







Length (m)= 65.83 40.00

Mannings n = 0.013 0.250


over (min) 5.00 350.00




*TOTALS*

PEAK FLOW (cms)= 0.01 0.00 0.011 (iii)

TIME TO PEAK (hrs)= 1.33 0.00 1.33





***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20%

YOU SHOULD CONSIDER SPLITTING THE AREA.



Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 220.30 40.00

Mannings n = 0.013 0.250


over (min) 5.00 265.00




*TOTALS*

PEAK FLOW (cms)= 0.40 0.00 0.400 (iii)

TIME TO PEAK (hrs)= 1.33 0.00 1.33






Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 152.10 40.00

Mannings n = 0.013 0.250


over (min) 5.00 40.00




*TOTALS*

PEAK FLOW (cms)= 0.27 0.00 0.268 (iii)

TIME TO PEAK (hrs)= 1.33 1.92 1.33

RUNOFF VOLUME (mm)= 23.43 0.82 12.35





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 93.45 40.00

Mannings n = 0.013 0.250

Max.Eff.Inten.(mm/hr)= 56.67 **********

over (min) 5.00 10.00




*TOTALS*

PEAK FLOW (cms)= 0.13 0.02 0.140 (iii)

TIME TO PEAK (hrs)= 1.33 1.42 1.33

RUNOFF VOLUME (mm)= 23.43 3.74 16.15





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0015)|

| 1 + 2 = 3 | AREA QPEAK TPEAK R.V.

-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0012): 0.65 0.011 1.33 2.57

+ ID2= 2 ( 0013): 3.47 0.268 1.33 12.35

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

ID = 3 ( 0015): 4.12 0.279 1.33 10.80

NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.

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

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

| ADD HYD ( 0015)|


-------------------- (ha) (cms) (hrs) (mm)



ID1= 3 ( 0015): 4.12 0.279 1.33 10.80

+ ID2= 2 ( 0014): 7.28 0.400 1.33 9.37

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

ID = 1 ( 0015): 11.40 0.679 1.33 9.89


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

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

| ADD HYD ( 0015)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0015): 11.40 0.679 1.33 9.89

+ ID2= 2 ( 0023): 1.31 0.140 1.33 16.15

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

ID = 3 ( 0015): 12.71 0.819 1.33 10.54


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

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

| ADD HYD ( 0017)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0015): 12.71 0.819 1.33 10.54

+ ID2= 2 ( 0016): 0.70 0.036 1.33 7.96

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

ID = 3 ( 0017): 13.41 0.854 1.33 10.40


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

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

| RESERVOIR( 0018)|

| IN= 2---> OUT= 1 |

| DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE

-------------------- (cms) (ha.m.) | (cms) (ha.m.)

0.0000 0.0000 | 0.0900 0.1790

0.0310 0.0536 | 0.1600 0.2760

0.0330 0.1110 | 0.4300 0.5280

AREA QPEAK TPEAK R.V.

(ha) (cms) (hrs) (mm)

INFLOW : ID= 2 ( 0017) 13.410 0.854 1.33 10.40

OUTFLOW: ID= 1 ( 0018) 13.410 0.033 3.00 10.37

PEAK FLOW REDUCTION [Qout/Qin](%)= 3.85

TIME SHIFT OF PEAK FLOW (min)=100.00

MAXIMUM STORAGE USED (ha.m.)= 0.1085

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

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

| CALIB |



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





Length (m)= 63.25 40.00

Mannings n = 0.013 0.250


over (min) 5.00 155.00




*TOTALS*

PEAK FLOW (cms)= 0.02 0.00 0.022 (iii)

TIME TO PEAK (hrs)= 1.33 0.00 1.33







Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0021)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0018): 13.41 0.033 3.00 10.37

+ ID2= 2 ( 0019): 0.60 0.022 1.33 5.39

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

ID = 3 ( 0021): 14.01 0.051 1.33 10.16


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

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

| ADD HYD ( 0021)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0021): 14.01 0.051 1.33 10.16

+ ID2= 2 ( 0020): 6.48 0.023 1.83 2.11

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

ID = 1 ( 0021): 20.49 0.058 1.83 7.61


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

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

| CALIB |



-------------------- U.H. Tp(hrs)= 0.90








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

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

| CALIB |



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





Length (m)= 145.14 40.00

Mannings n = 0.013 0.250


over (min) 5.00 215.00




*TOTALS*

PEAK FLOW (cms)= 0.19 0.00 0.190 (iii)

TIME TO PEAK (hrs)= 1.33 0.00 1.33









Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 111.36 40.00

Mannings n = 0.013 0.250


over (min) 5.00 60.00




*TOTALS*

PEAK FLOW (cms)= 0.14 0.00 0.142 (iii)

TIME TO PEAK (hrs)= 1.33 2.25 1.33

RUNOFF VOLUME (mm)= 23.43 0.82 12.33





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 55.38 40.00

Mannings n = 0.013 0.250


over (min) 5.00 350.00




*TOTALS*

PEAK FLOW (cms)= 0.01 0.00 0.008 (iii)

TIME TO PEAK (hrs)= 1.33 0.00 1.33









Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 88.69 40.00

Mannings n = 0.013 0.250

Max.Eff.Inten.(mm/hr)= 56.67 NaN

over (min) 5.00 10.00




*TOTALS*

PEAK FLOW (cms)= 0.13 0.03 0.154 (iii)

TIME TO PEAK (hrs)= 1.33 1.42 1.33

RUNOFF VOLUME (mm)= 23.43 11.26 20.27





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 96.95 40.00

Mannings n = 0.013 0.250


over (min) 5.00 30.00




*TOTALS*

PEAK FLOW (cms)= 0.13 0.01 0.133 (iii)

TIME TO PEAK (hrs)= 1.33 1.75 1.33

RUNOFF VOLUME (mm)= 23.43 3.74 16.14





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00






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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0002): 3.16 0.190 1.33 9.37

+ ID2= 2 ( 0022): 1.41 0.133 1.33 16.14

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

ID = 3 ( 0006): 4.57 0.323 1.33 11.46


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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0006): 4.57 0.323 1.33 11.46

+ ID2= 2 ( 0003): 1.86 0.142 1.33 12.33

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

ID = 1 ( 0006): 6.43 0.465 1.33 11.71


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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0006): 6.43 0.465 1.33 11.71

+ ID2= 2 ( 0004): 1.18 0.154 1.33 20.27

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

ID = 3 ( 0006): 7.61 0.619 1.33 13.04


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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0006): 7.61 0.619 1.33 13.04

+ ID2= 2 ( 0005): 0.46 0.008 1.33 2.57

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

ID = 1 ( 0006): 8.07 0.626 1.33 12.44


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

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

| CALIB |



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





Length (m)= 68.80 40.00

Mannings n = 0.013 0.250


over (min) 5.00 350.00




*TOTALS*

PEAK FLOW (cms)= 0.04 0.00 0.036 (iii)

TIME TO PEAK (hrs)= 1.33 0.00 1.33







Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0008)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0006): 8.07 0.626 1.33 12.44

+ ID2= 2 ( 0007): 0.71 0.036 1.33 7.96

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

ID = 3 ( 0008): 8.78 0.662 1.33 12.08


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

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

| RESERVOIR( 0009)|

| IN= 2---> OUT= 1 |


-------------------- (cms) (ha.m.) | (cms) (ha.m.)

0.0000 0.0000 | 0.1120 0.1230

0.0200 0.0351 | 0.2100 0.1740

0.0250 0.0843 | 0.5400 0.3020



INFLOW : ID= 2 ( 0008) 8.780 0.662 1.33 12.08

OUTFLOW: ID= 1 ( 0009) 8.780 0.025 3.00 12.03


TIME SHIFT OF PEAK FLOW (min)=100.00


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

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

| ROUTE CHN( 0052)|

| IN= 2---> OUT= 1 | Routing time step (min)'= 5.00

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

<------ DATA FOR SECTION ( 1.1) ------>

Distance Elevation Manning

0.00 94.57 0.0450

2.00 94.19 0.0450 /0.0350 Main Channel

4.00 94.19 0.0350 /0.0450 Main Channel

6.00 94.57 0.0450

<--------------------- TRAVEL TIME TABLE ---------------------->

DEPTH ELEV VOLUME FLOW RATE VELOCITYTRAV.TIME

(m) (m) (cu.m.) (cms) (m/s) (min)

0.02 94.21 .158E+02 0.0 0.11 55.64

0.04 94.23 .332E+02 0.0 0.17 35.91

0.06 94.25 .521E+02 0.0 0.22 28.03

0.08 94.27 .726E+02 0.1 0.26 23.63

0.10 94.29 .947E+02 0.1 0.30 20.77

0.12 94.31 .118E+03 0.1 0.33 18.73

0.14 94.33 .144E+03 0.1 0.36 17.20

0.16 94.35 .171E+03 0.2 0.39 16.00

0.18 94.37 .199E+03 0.2 0.42 15.02

0.20 94.39 .229E+03 0.3 0.44 14.20

0.22 94.41 .261E+03 0.3 0.46 13.51

0.24 94.43 .294E+03 0.4 0.48 12.92

0.26 94.45 .328E+03 0.4 0.50 12.40

0.28 94.47 .365E+03 0.5 0.52 11.94

0.30 94.49 .403E+03 0.6 0.54 11.54

0.32 94.51 .442E+03 0.7 0.56 11.17

0.34 94.53 .483E+03 0.7 0.58 10.84

0.36 94.55 .526E+03 0.8 0.59 10.54



0.38 94.57 .570E+03 0.9 0.61 10.26

<---- hydrograph ----> <-pipe / channel->

AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL

(ha) (cms) (hrs) (mm) (m) (m/s)

INFLOW : ID= 2 ( 0009) 8.78 0.02 3.00 12.03 0.05 0.20

OUTFLOW: ID= 1 ( 0052) 8.78 0.02 3.83 12.02 0.05 0.20

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

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

| CALIB |



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





Length (m)= 99.67 40.00

Mannings n = 0.013 0.250


over (min) 5.00 155.00




*TOTALS*

PEAK FLOW (cms)= 0.05 0.00 0.054 (iii)

TIME TO PEAK (hrs)= 1.33 0.00 1.33







Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0011)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0010): 1.49 0.054 1.33 5.39

+ ID2= 2 ( 0052): 8.78 0.025 3.83 12.02

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

ID = 3 ( 0011): 10.27 0.057 1.33 11.06


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

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

| ADD HYD ( 0011)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0011): 10.27 0.057 1.33 11.06

+ ID2= 2 ( 0057): 0.57 0.001 3.00 1.54

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

ID = 1 ( 0011): 10.84 0.057 1.33 10.56


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

FINISH

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

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

V V I SSSSS U U A L

V V I SS U U A A L


V V I SS U U A A L









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



dcce1cb60b09\d07353f6-01d8-4be6-8af6-9cabe2673


dcce1cb60b09\d07353f6-01d8-4be6-8af6-9cabe2673

DATE: 05/03/2018 TIME: 11:02:43

USER:

COMMENTS: ____________________________________________________________

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

************************************

** Run 08 **

************************************

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


| | ata\Local\Temp\

| | ad65c756-dc2f-4f9a-94c5-95df4be56151\97f97bef

| Ptotal= 42.34 mm | Comments: City of Ottawa: 2yr-12hr SCS (30 minute

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



0.50 1.27 | 3.50 1.69 | 6.50 9.23 | 9.50 1.27

1.00 0.59 | 4.00 1.69 | 7.00 4.06 | 10.00 1.02

1.50 1.10 | 4.50 2.29 | 7.50 2.71 | 10.50 1.44

2.00 1.10 | 5.00 2.88 | 8.00 2.37 | 11.00 0.93

2.50 1.44 | 5.50 4.57 | 8.50 1.86 | 11.50 0.85

3.00 1.27 | 6.00 36.24 | 9.00 1.95 | 12.00 0.85

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

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

| CALIB |



-------------------- U.H. Tp(hrs)= 0.54





0.083 1.27 | 3.083 1.69 | 6.083 9.23 | 9.08 1.27

0.167 1.27 | 3.167 1.69 | 6.167 9.23 | 9.17 1.27

0.250 1.27 | 3.250 1.69 | 6.250 9.23 | 9.25 1.27

0.333 1.27 | 3.333 1.69 | 6.333 9.23 | 9.33 1.27

0.417 1.27 | 3.417 1.69 | 6.417 9.23 | 9.42 1.27

0.500 1.27 | 3.500 1.69 | 6.500 9.23 | 9.50 1.27



0.583 0.59 | 3.583 1.69 | 6.583 4.06 | 9.58 1.02

0.667 0.59 | 3.667 1.69 | 6.667 4.06 | 9.67 1.02

0.750 0.59 | 3.750 1.69 | 6.750 4.06 | 9.75 1.02

0.833 0.59 | 3.833 1.69 | 6.833 4.06 | 9.83 1.02

0.917 0.59 | 3.917 1.69 | 6.917 4.06 | 9.92 1.02

1.000 0.59 | 4.000 1.69 | 7.000 4.06 | 10.00 1.02

1.083 1.10 | 4.083 2.29 | 7.083 2.71 | 10.08 1.44

1.167 1.10 | 4.167 2.29 | 7.167 2.71 | 10.17 1.44

1.250 1.10 | 4.250 2.29 | 7.250 2.71 | 10.25 1.44

1.333 1.10 | 4.333 2.29 | 7.333 2.71 | 10.33 1.44

1.417 1.10 | 4.417 2.29 | 7.417 2.71 | 10.42 1.44

1.500 1.10 | 4.500 2.29 | 7.500 2.71 | 10.50 1.44

1.583 1.10 | 4.583 2.88 | 7.583 2.37 | 10.58 0.93

1.667 1.10 | 4.667 2.88 | 7.667 2.37 | 10.67 0.93

1.750 1.10 | 4.750 2.88 | 7.750 2.37 | 10.75 0.93

1.833 1.10 | 4.833 2.88 | 7.833 2.37 | 10.83 0.93

1.917 1.10 | 4.917 2.88 | 7.917 2.37 | 10.92 0.93

2.000 1.10 | 5.000 2.88 | 8.000 2.37 | 11.00 0.93

2.083 1.44 | 5.083 4.57 | 8.083 1.86 | 11.08 0.85

2.167 1.44 | 5.167 4.57 | 8.167 1.86 | 11.17 0.85

2.250 1.44 | 5.250 4.57 | 8.250 1.86 | 11.25 0.85

2.333 1.44 | 5.333 4.57 | 8.333 1.86 | 11.33 0.85

2.417 1.44 | 5.417 4.57 | 8.417 1.86 | 11.42 0.85

2.500 1.44 | 5.500 4.57 | 8.500 1.86 | 11.50 0.85

2.583 1.27 | 5.583 36.24 | 8.583 1.95 | 11.58 0.85

2.667 1.27 | 5.667 36.24 | 8.667 1.95 | 11.67 0.85

2.750 1.27 | 5.750 36.24 | 8.750 1.95 | 11.75 0.85

2.833 1.27 | 5.833 36.24 | 8.833 1.95 | 11.83 0.85

2.917 1.27 | 5.917 36.24 | 8.917 1.95 | 11.92 0.85

3.000 1.27 | 6.000 36.24 | 9.000 1.95 | 12.00 0.85








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

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

| CALIB |



-------------------- U.H. Tp(hrs)= 0.37








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

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

| CALIB |



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





Length (m)= 68.31 40.00

Mannings n = 0.013 0.250


over (min) 5.00 45.00




*TOTALS*

PEAK FLOW (cms)= 0.02 0.00 0.025 (iii)

TIME TO PEAK (hrs)= 6.00 6.67 6.00

RUNOFF VOLUME (mm)= 40.76 3.52 16.18





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 65.83 40.00

Mannings n = 0.013 0.250


over (min) 5.00 80.00




*TOTALS*

PEAK FLOW (cms)= 0.01 0.00 0.007 (iii)

TIME TO PEAK (hrs)= 6.00 7.25 6.00








Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 220.30 40.00

Mannings n = 0.013 0.250


over (min) 5.00 30.00




*TOTALS*

PEAK FLOW (cms)= 0.29 0.07 0.312 (iii)

TIME TO PEAK (hrs)= 6.00 6.33 6.00

RUNOFF VOLUME (mm)= 40.76 4.24 18.85






Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 152.10 40.00

Mannings n = 0.013 0.250


over (min) 5.00 20.00




*TOTALS*

PEAK FLOW (cms)= 0.18 0.06 0.218 (iii)

TIME TO PEAK (hrs)= 6.00 6.17 6.00

RUNOFF VOLUME (mm)= 40.76 6.54 23.99





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 93.45 40.00

Mannings n = 0.013 0.250


over (min) 5.00 15.00




*TOTALS*

PEAK FLOW (cms)= 0.08 0.03 0.112 (iii)

TIME TO PEAK (hrs)= 6.00 6.00 6.00

RUNOFF VOLUME (mm)= 40.76 10.95 29.73





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0015)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0012): 0.65 0.007 6.00 5.47

+ ID2= 2 ( 0013): 3.47 0.218 6.00 23.99

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

ID = 3 ( 0015): 4.12 0.226 6.00 21.07


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

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

| ADD HYD ( 0015)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0015): 4.12 0.226 6.00 21.07

+ ID2= 2 ( 0014): 7.28 0.312 6.00 18.85

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

ID = 1 ( 0015): 11.40 0.538 6.00 19.65


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

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

| ADD HYD ( 0015)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0015): 11.40 0.538 6.00 19.65

+ ID2= 2 ( 0023): 1.31 0.112 6.00 29.73

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

ID = 3 ( 0015): 12.71 0.649 6.00 20.69


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

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

| ADD HYD ( 0017)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0015): 12.71 0.649 6.00 20.69

+ ID2= 2 ( 0016): 0.70 0.025 6.00 16.18

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

ID = 3 ( 0017): 13.41 0.674 6.00 20.46


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

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

| RESERVOIR( 0018)|

| IN= 2---> OUT= 1 |


-------------------- (cms) (ha.m.) | (cms) (ha.m.)

0.0000 0.0000 | 0.0900 0.1790

0.0310 0.0536 | 0.1600 0.2760

0.0330 0.1110 | 0.4300 0.5280



INFLOW : ID= 2 ( 0017) 13.410 0.674 6.00 20.46

OUTFLOW: ID= 1 ( 0018) 13.410 0.090 7.00 20.42


TIME SHIFT OF PEAK FLOW (min)= 60.00


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

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

| CALIB |





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





Length (m)= 63.25 40.00

Mannings n = 0.013 0.250


over (min) 5.00 20.00




*TOTALS*

PEAK FLOW (cms)= 0.01 0.01 0.016 (iii)

TIME TO PEAK (hrs)= 5.92 6.25 6.00

RUNOFF VOLUME (mm)= 40.76 2.14 11.02





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0021)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0018): 13.41 0.090 7.00 20.42

+ ID2= 2 ( 0019): 0.60 0.016 6.00 11.02

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

ID = 3 ( 0021): 14.01 0.092 6.92 20.02


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

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

| ADD HYD ( 0021)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0021): 14.01 0.092 6.92 20.02

+ ID2= 2 ( 0020): 6.48 0.061 6.25 6.74

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

ID = 1 ( 0021): 20.49 0.148 6.50 15.82


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

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

| CALIB |



-------------------- U.H. Tp(hrs)= 0.90








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

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

| CALIB |



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





Length (m)= 145.14 40.00

Mannings n = 0.013 0.250


over (min) 5.00 20.00




*TOTALS*

PEAK FLOW (cms)= 0.13 0.04 0.147 (iii)

TIME TO PEAK (hrs)= 6.00 6.17 6.00

RUNOFF VOLUME (mm)= 40.76 4.24 18.85





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 111.36 40.00

Mannings n = 0.013 0.250


over (min) 5.00 20.00




*TOTALS*

PEAK FLOW (cms)= 0.10 0.03 0.114 (iii)

TIME TO PEAK (hrs)= 6.00 6.17 6.00

RUNOFF VOLUME (mm)= 40.76 6.54 23.99





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 55.38 40.00



Mannings n = 0.013 0.250


over (min) 5.00 80.00




*TOTALS*

PEAK FLOW (cms)= 0.01 0.00 0.005 (iii)

TIME TO PEAK (hrs)= 6.00 7.25 6.00








Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 88.69 40.00

Mannings n = 0.013 0.250


over (min) 5.00 15.00




*TOTALS*

PEAK FLOW (cms)= 0.09 0.02 0.111 (iii)

TIME TO PEAK (hrs)= 6.00 6.00 6.00

RUNOFF VOLUME (mm)= 40.76 18.62 35.01





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 96.95 40.00

Mannings n = 0.013 0.250


over (min) 5.00 20.00




*TOTALS*

PEAK FLOW (cms)= 0.09 0.02 0.109 (iii)

TIME TO PEAK (hrs)= 6.00 6.17 6.00

RUNOFF VOLUME (mm)= 40.76 10.95 29.73





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0002): 3.16 0.147 6.00 18.85

+ ID2= 2 ( 0022): 1.41 0.109 6.00 29.73

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

ID = 3 ( 0006): 4.57 0.256 6.00 22.21


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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0006): 4.57 0.256 6.00 22.21

+ ID2= 2 ( 0003): 1.86 0.114 6.00 23.99

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

ID = 1 ( 0006): 6.43 0.370 6.00 22.72


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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0006): 6.43 0.370 6.00 22.72

+ ID2= 2 ( 0004): 1.18 0.111 6.00 35.01

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

ID = 3 ( 0006): 7.61 0.481 6.00 24.63


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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0006): 7.61 0.481 6.00 24.63

+ ID2= 2 ( 0005): 0.46 0.005 6.00 5.47

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

ID = 1 ( 0006): 8.07 0.486 6.00 23.54


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

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

| CALIB |



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







Length (m)= 68.80 40.00

Mannings n = 0.013 0.250


over (min) 5.00 45.00




*TOTALS*

PEAK FLOW (cms)= 0.02 0.00 0.025 (iii)

TIME TO PEAK (hrs)= 6.00 6.67 6.00

RUNOFF VOLUME (mm)= 40.77 3.52 16.18





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0008)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0006): 8.07 0.486 6.00 23.54

+ ID2= 2 ( 0007): 0.71 0.025 6.00 16.18

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

ID = 3 ( 0008): 8.78 0.511 6.00 22.94


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

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

| RESERVOIR( 0009)|

| IN= 2---> OUT= 1 |


-------------------- (cms) (ha.m.) | (cms) (ha.m.)

0.0000 0.0000 | 0.1120 0.1230

0.0200 0.0351 | 0.2100 0.1740

0.0250 0.0843 | 0.5400 0.3020



INFLOW : ID= 2 ( 0008) 8.780 0.511 6.00 22.94

OUTFLOW: ID= 1 ( 0009) 8.780 0.111 6.58 22.89




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

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

| ROUTE CHN( 0052)|


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

<------ DATA FOR SECTION ( 1.1) ------>


0.00 94.57 0.0450

2.00 94.19 0.0450 /0.0350 Main Channel

4.00 94.19 0.0350 /0.0450 Main Channel

6.00 94.57 0.0450



(m) (m) (cu.m.) (cms) (m/s) (min)

0.02 94.21 .158E+02 0.0 0.11 55.64

0.04 94.23 .332E+02 0.0 0.17 35.91

0.06 94.25 .521E+02 0.0 0.22 28.03

0.08 94.27 .726E+02 0.1 0.26 23.63

0.10 94.29 .947E+02 0.1 0.30 20.77

0.12 94.31 .118E+03 0.1 0.33 18.73

0.14 94.33 .144E+03 0.1 0.36 17.20

0.16 94.35 .171E+03 0.2 0.39 16.00

0.18 94.37 .199E+03 0.2 0.42 15.02

0.20 94.39 .229E+03 0.3 0.44 14.20

0.22 94.41 .261E+03 0.3 0.46 13.51

0.24 94.43 .294E+03 0.4 0.48 12.92

0.26 94.45 .328E+03 0.4 0.50 12.40

0.28 94.47 .365E+03 0.5 0.52 11.94

0.30 94.49 .403E+03 0.6 0.54 11.54

0.32 94.51 .442E+03 0.7 0.56 11.17

0.34 94.53 .483E+03 0.7 0.58 10.84

0.36 94.55 .526E+03 0.8 0.59 10.54

0.38 94.57 .570E+03 0.9 0.61 10.26




INFLOW : ID= 2 ( 0009) 8.78 0.11 6.58 22.89 0.12 0.34

OUTFLOW: ID= 1 ( 0052) 8.78 0.10 6.92 22.88 0.12 0.33

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

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

| CALIB |



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





Length (m)= 99.67 40.00

Mannings n = 0.013 0.250


over (min) 5.00 20.00




*TOTALS*

PEAK FLOW (cms)= 0.03 0.01 0.039 (iii)

TIME TO PEAK (hrs)= 6.00 6.25 6.00

RUNOFF VOLUME (mm)= 40.77 2.14 11.02





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0011)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0010): 1.49 0.039 6.00 11.02

+ ID2= 2 ( 0052): 8.78 0.103 6.92 22.88

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

ID = 3 ( 0011): 10.27 0.108 6.83 21.16


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

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

| ADD HYD ( 0011)|




-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0011): 10.27 0.108 6.83 21.16

+ ID2= 2 ( 0057): 0.57 0.002 7.17 5.78

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

ID = 1 ( 0011): 10.84 0.110 6.83 20.35


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

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

V V I SSSSS U U A L

V V I SS U U A A L


V V I SS U U A A L









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



dcce1cb60b09\b7d3fce6-dab7-457f-855a-f22640b06


dcce1cb60b09\b7d3fce6-dab7-457f-855a-f22640b06

DATE: 05/03/2018 TIME: 11:02:42

USER:

COMMENTS: ____________________________________________________________

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

************************************

** Run 09 **

************************************

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


| | ata\Local\Temp\

| | ad65c756-dc2f-4f9a-94c5-95df4be56151\9e344cf0

| Ptotal= 56.19 mm | Comments: City of Ottawa: 5yr-12hr SCS (30 minute

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



0.50 1.69 | 3.50 2.25 | 6.50 12.25 | 9.50 1.69

1.00 0.79 | 4.00 2.25 | 7.00 5.39 | 10.00 1.35

1.50 1.46 | 4.50 3.03 | 7.50 3.60 | 10.50 1.91

2.00 1.46 | 5.00 3.82 | 8.00 3.15 | 11.00 1.24

2.50 1.91 | 5.50 6.07 | 8.50 2.47 | 11.50 1.12

3.00 1.69 | 6.00 48.08 | 9.00 2.58 | 12.00 1.12

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

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

| CALIB |



-------------------- U.H. Tp(hrs)= 0.54





0.083 1.69 | 3.083 2.25 | 6.083 12.25 | 9.08 1.69

0.167 1.69 | 3.167 2.25 | 6.167 12.25 | 9.17 1.69

0.250 1.69 | 3.250 2.25 | 6.250 12.25 | 9.25 1.69

0.333 1.69 | 3.333 2.25 | 6.333 12.25 | 9.33 1.69

0.417 1.69 | 3.417 2.25 | 6.417 12.25 | 9.42 1.69

0.500 1.69 | 3.500 2.25 | 6.500 12.25 | 9.50 1.69

0.583 0.79 | 3.583 2.25 | 6.583 5.39 | 9.58 1.35

0.667 0.79 | 3.667 2.25 | 6.667 5.39 | 9.67 1.35

0.750 0.79 | 3.750 2.25 | 6.750 5.39 | 9.75 1.35

0.833 0.79 | 3.833 2.25 | 6.833 5.39 | 9.83 1.35

0.917 0.79 | 3.917 2.25 | 6.917 5.39 | 9.92 1.35

1.000 0.79 | 4.000 2.25 | 7.000 5.39 | 10.00 1.35

1.083 1.46 | 4.083 3.03 | 7.083 3.60 | 10.08 1.91

1.167 1.46 | 4.167 3.03 | 7.167 3.60 | 10.17 1.91

1.250 1.46 | 4.250 3.03 | 7.250 3.60 | 10.25 1.91

1.333 1.46 | 4.333 3.03 | 7.333 3.60 | 10.33 1.91

1.417 1.46 | 4.417 3.03 | 7.417 3.60 | 10.42 1.91

1.500 1.46 | 4.500 3.03 | 7.500 3.60 | 10.50 1.91

1.583 1.46 | 4.583 3.82 | 7.583 3.15 | 10.58 1.24

1.667 1.46 | 4.667 3.82 | 7.667 3.15 | 10.67 1.24

1.750 1.46 | 4.750 3.82 | 7.750 3.15 | 10.75 1.24

1.833 1.46 | 4.833 3.82 | 7.833 3.15 | 10.83 1.24

1.917 1.46 | 4.917 3.82 | 7.917 3.15 | 10.92 1.24

2.000 1.46 | 5.000 3.82 | 8.000 3.15 | 11.00 1.24

2.083 1.91 | 5.083 6.07 | 8.083 2.47 | 11.08 1.12

2.167 1.91 | 5.167 6.07 | 8.167 2.47 | 11.17 1.12

2.250 1.91 | 5.250 6.07 | 8.250 2.47 | 11.25 1.12

2.333 1.91 | 5.333 6.07 | 8.333 2.47 | 11.33 1.12

2.417 1.91 | 5.417 6.07 | 8.417 2.47 | 11.42 1.12

2.500 1.91 | 5.500 6.07 | 8.500 2.47 | 11.50 1.12

2.583 1.69 | 5.583 48.08 | 8.583 2.58 | 11.58 1.12

2.667 1.69 | 5.667 48.08 | 8.667 2.58 | 11.67 1.12

2.750 1.69 | 5.750 48.08 | 8.750 2.58 | 11.75 1.12

2.833 1.69 | 5.833 48.08 | 8.833 2.58 | 11.83 1.12

2.917 1.69 | 5.917 48.08 | 8.917 2.58 | 11.92 1.12

3.000 1.69 | 6.000 48.08 | 9.000 2.58 | 12.00 1.12








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

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

| CALIB |



-------------------- U.H. Tp(hrs)= 0.37








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

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

| CALIB |



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







Length (m)= 68.31 40.00

Mannings n = 0.013 0.250


over (min) 5.00 25.00




*TOTALS*

PEAK FLOW (cms)= 0.03 0.02 0.044 (iii)

TIME TO PEAK (hrs)= 6.00 6.25 6.00

RUNOFF VOLUME (mm)= 54.61 11.25 25.99





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 65.83 40.00

Mannings n = 0.013 0.250


over (min) 5.00 30.00




*TOTALS*

PEAK FLOW (cms)= 0.01 0.02 0.020 (iii)

TIME TO PEAK (hrs)= 6.00 6.33 6.33

RUNOFF VOLUME (mm)= 54.61 8.88 13.91







Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 220.30 40.00

Mannings n = 0.013 0.250


over (min) 5.00 20.00




*TOTALS*

PEAK FLOW (cms)= 0.39 0.23 0.571 (iii)

TIME TO PEAK (hrs)= 6.00 6.17 6.00

RUNOFF VOLUME (mm)= 54.61 12.16 29.14




Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 152.10 40.00

Mannings n = 0.013 0.250


over (min) 5.00 15.00




*TOTALS*

PEAK FLOW (cms)= 0.24 0.13 0.360 (iii)

TIME TO PEAK (hrs)= 6.00 6.08 6.00

RUNOFF VOLUME (mm)= 54.61 15.07 35.24





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 93.45 40.00

Mannings n = 0.013 0.250


over (min) 5.00 10.00




*TOTALS*

PEAK FLOW (cms)= 0.11 0.05 0.162 (iii)

TIME TO PEAK (hrs)= 5.92 6.00 6.00

RUNOFF VOLUME (mm)= 54.61 19.51 41.63







Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0015)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0012): 0.65 0.020 6.33 13.91

+ ID2= 2 ( 0013): 3.47 0.360 6.00 35.24

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

ID = 3 ( 0015): 4.12 0.377 6.00 31.87


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

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

| ADD HYD ( 0015)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0015): 4.12 0.377 6.00 31.87

+ ID2= 2 ( 0014): 7.28 0.571 6.00 29.14

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

ID = 1 ( 0015): 11.40 0.948 6.00 30.13


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

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

| ADD HYD ( 0015)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0015): 11.40 0.948 6.00 30.13

+ ID2= 2 ( 0023): 1.31 0.162 6.00 41.63

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

ID = 3 ( 0015): 12.71 1.110 6.00 31.31


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

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

| ADD HYD ( 0017)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0015): 12.71 1.110 6.00 31.31

+ ID2= 2 ( 0016): 0.70 0.044 6.00 25.99

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

ID = 3 ( 0017): 13.41 1.154 6.00 31.04


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

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

| RESERVOIR( 0018)|

| IN= 2---> OUT= 1 |


-------------------- (cms) (ha.m.) | (cms) (ha.m.)

0.0000 0.0000 | 0.0900 0.1790

0.0310 0.0536 | 0.1600 0.2760

0.0330 0.1110 | 0.4300 0.5280



INFLOW : ID= 2 ( 0017) 13.410 1.154 6.00 31.04

OUTFLOW: ID= 1 ( 0018) 13.410 0.160 6.75 31.00




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

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

| CALIB |



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





Length (m)= 63.25 40.00

Mannings n = 0.013 0.250


over (min) 5.00 15.00




*TOTALS*

PEAK FLOW (cms)= 0.02 0.03 0.046 (iii)

TIME TO PEAK (hrs)= 5.92 6.08 6.00

RUNOFF VOLUME (mm)= 54.61 9.89 20.18





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0021)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0018): 13.41 0.160 6.75 31.00

+ ID2= 2 ( 0019): 0.60 0.046 6.00 20.18

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

ID = 3 ( 0021): 14.01 0.163 6.50 30.54


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

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

| ADD HYD ( 0021)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0021): 14.01 0.163 6.50 30.54

+ ID2= 2 ( 0020): 6.48 0.111 6.25 11.86

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

ID = 1 ( 0021): 20.49 0.267 6.33 24.63


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

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

| CALIB |



-------------------- U.H. Tp(hrs)= 0.90










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

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

| CALIB |



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





Length (m)= 145.14 40.00

Mannings n = 0.013 0.250


over (min) 5.00 15.00




*TOTALS*

PEAK FLOW (cms)= 0.17 0.12 0.280 (iii)

TIME TO PEAK (hrs)= 6.00 6.08 6.00

RUNOFF VOLUME (mm)= 54.61 12.16 29.14





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 111.36 40.00

Mannings n = 0.013 0.250


over (min) 5.00 20.00




*TOTALS*

PEAK FLOW (cms)= 0.13 0.06 0.178 (iii)

TIME TO PEAK (hrs)= 6.00 6.08 6.00

RUNOFF VOLUME (mm)= 54.61 15.07 35.24





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 55.38 40.00

Mannings n = 0.013 0.250


over (min) 5.00 30.00




*TOTALS*

PEAK FLOW (cms)= 0.01 0.01 0.014 (iii)

TIME TO PEAK (hrs)= 6.00 6.33 6.33

RUNOFF VOLUME (mm)= 54.61 8.88 13.91







Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 88.69 40.00

Mannings n = 0.013 0.250


over (min) 5.00 15.00




*TOTALS*

PEAK FLOW (cms)= 0.12 0.03 0.150 (iii)

TIME TO PEAK (hrs)= 6.00 6.00 6.00

RUNOFF VOLUME (mm)= 54.61 27.66 47.60





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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







Length (m)= 96.95 40.00

Mannings n = 0.013 0.250


over (min) 5.00 20.00




*TOTALS*

PEAK FLOW (cms)= 0.12 0.04 0.155 (iii)

TIME TO PEAK (hrs)= 6.00 6.08 6.00

RUNOFF VOLUME (mm)= 54.61 19.51 41.62





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0002): 3.16 0.280 6.00 29.14

+ ID2= 2 ( 0022): 1.41 0.155 6.00 41.62

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

ID = 3 ( 0006): 4.57 0.435 6.00 32.99


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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0006): 4.57 0.435 6.00 32.99

+ ID2= 2 ( 0003): 1.86 0.178 6.00 35.24

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

ID = 1 ( 0006): 6.43 0.613 6.00 33.64


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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0006): 6.43 0.613 6.00 33.64

+ ID2= 2 ( 0004): 1.18 0.150 6.00 47.60

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

ID = 3 ( 0006): 7.61 0.762 6.00 35.81


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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0006): 7.61 0.762 6.00 35.81

+ ID2= 2 ( 0005): 0.46 0.014 6.33 13.91

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

ID = 1 ( 0006): 8.07 0.774 6.00 34.56


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

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

| CALIB |



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





Length (m)= 68.80 40.00

Mannings n = 0.013 0.250


over (min) 5.00 25.00




*TOTALS*

PEAK FLOW (cms)= 0.03 0.02 0.045 (iii)

TIME TO PEAK (hrs)= 6.00 6.25 6.00

RUNOFF VOLUME (mm)= 54.61 11.25 25.99





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0008)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0006): 8.07 0.774 6.00 34.56

+ ID2= 2 ( 0007): 0.71 0.045 6.00 25.99

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

ID = 3 ( 0008): 8.78 0.819 6.00 33.87


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

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

| RESERVOIR( 0009)|

| IN= 2---> OUT= 1 |


-------------------- (cms) (ha.m.) | (cms) (ha.m.)

0.0000 0.0000 | 0.1120 0.1230

0.0200 0.0351 | 0.2100 0.1740

0.0250 0.0843 | 0.5400 0.3020



INFLOW : ID= 2 ( 0008) 8.780 0.819 6.00 33.87

OUTFLOW: ID= 1 ( 0009) 8.780 0.209 6.58 33.81




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

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

| ROUTE CHN( 0052)|


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

<------ DATA FOR SECTION ( 1.1) ------>




0.00 94.57 0.0450

2.00 94.19 0.0450 /0.0350 Main Channel

4.00 94.19 0.0350 /0.0450 Main Channel

6.00 94.57 0.0450



(m) (m) (cu.m.) (cms) (m/s) (min)

0.02 94.21 .158E+02 0.0 0.11 55.64

0.04 94.23 .332E+02 0.0 0.17 35.91

0.06 94.25 .521E+02 0.0 0.22 28.03

0.08 94.27 .726E+02 0.1 0.26 23.63

0.10 94.29 .947E+02 0.1 0.30 20.77

0.12 94.31 .118E+03 0.1 0.33 18.73

0.14 94.33 .144E+03 0.1 0.36 17.20

0.16 94.35 .171E+03 0.2 0.39 16.00

0.18 94.37 .199E+03 0.2 0.42 15.02

0.20 94.39 .229E+03 0.3 0.44 14.20

0.22 94.41 .261E+03 0.3 0.46 13.51

0.24 94.43 .294E+03 0.4 0.48 12.92

0.26 94.45 .328E+03 0.4 0.50 12.40

0.28 94.47 .365E+03 0.5 0.52 11.94

0.30 94.49 .403E+03 0.6 0.54 11.54

0.32 94.51 .442E+03 0.7 0.56 11.17

0.34 94.53 .483E+03 0.7 0.58 10.84

0.36 94.55 .526E+03 0.8 0.59 10.54

0.38 94.57 .570E+03 0.9 0.61 10.26




INFLOW : ID= 2 ( 0009) 8.78 0.21 6.58 33.81 0.17 0.41

OUTFLOW: ID= 1 ( 0052) 8.78 0.20 6.75 33.80 0.17 0.40

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

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

| CALIB |



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





Length (m)= 99.67 40.00

Mannings n = 0.013 0.250


over (min) 5.00 15.00




*TOTALS*

PEAK FLOW (cms)= 0.05 0.07 0.113 (iii)

TIME TO PEAK (hrs)= 5.92 6.08 6.00

RUNOFF VOLUME (mm)= 54.61 9.89 20.18





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0011)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0010): 1.49 0.113 6.00 20.18

+ ID2= 2 ( 0052): 8.78 0.198 6.75 33.80

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

ID = 3 ( 0011): 10.27 0.205 6.75 31.83


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

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

| ADD HYD ( 0011)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0011): 10.27 0.205 6.75 31.83

+ ID2= 2 ( 0057): 0.57 0.004 7.17 10.66

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

ID = 1 ( 0011): 10.84 0.209 6.75 30.71


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

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

V V I SSSSS U U A L

V V I SS U U A A L


V V I SS U U A A L









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



dcce1cb60b09\5fa56a5a-2c92-4364-bcdc-2291f7939


dcce1cb60b09\5fa56a5a-2c92-4364-bcdc-2291f7939

DATE: 05/03/2018 TIME: 11:02:40

USER:

COMMENTS: ____________________________________________________________

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

************************************

** Run 10 **

************************************

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


| | ata\Local\Temp\

| | ad65c756-dc2f-4f9a-94c5-95df4be56151\7ccff69e

| Ptotal= 93.91 mm | Comments: City of Ottawa: 100yr-12hr SCS (30 minut

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



0.50 2.82 | 3.50 3.76 | 6.50 20.47 | 9.50 2.82

1.00 1.31 | 4.00 3.76 | 7.00 9.02 | 10.00 2.25

1.50 2.44 | 4.50 5.07 | 7.50 6.01 | 10.50 3.19

2.00 2.44 | 5.00 6.39 | 8.00 5.26 | 11.00 2.07

2.50 3.19 | 5.50 10.14 | 8.50 4.13 | 11.50 1.88



3.00 2.82 | 6.00 80.38 | 9.00 4.32 | 12.00 1.88

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

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

| CALIB |



-------------------- U.H. Tp(hrs)= 0.54





0.083 2.82 | 3.083 3.76 | 6.083 20.47 | 9.08 2.82

0.167 2.82 | 3.167 3.76 | 6.167 20.47 | 9.17 2.82

0.250 2.82 | 3.250 3.76 | 6.250 20.47 | 9.25 2.82

0.333 2.82 | 3.333 3.76 | 6.333 20.47 | 9.33 2.82

0.417 2.82 | 3.417 3.76 | 6.417 20.47 | 9.42 2.82

0.500 2.82 | 3.500 3.76 | 6.500 20.47 | 9.50 2.82

0.583 1.31 | 3.583 3.76 | 6.583 9.02 | 9.58 2.25

0.667 1.31 | 3.667 3.76 | 6.667 9.02 | 9.67 2.25

0.750 1.31 | 3.750 3.76 | 6.750 9.02 | 9.75 2.25

0.833 1.31 | 3.833 3.76 | 6.833 9.02 | 9.83 2.25

0.917 1.31 | 3.917 3.76 | 6.917 9.02 | 9.92 2.25

1.000 1.31 | 4.000 3.76 | 7.000 9.02 | 10.00 2.25

1.083 2.44 | 4.083 5.07 | 7.083 6.01 | 10.08 3.19

1.167 2.44 | 4.167 5.07 | 7.167 6.01 | 10.17 3.19

1.250 2.44 | 4.250 5.07 | 7.250 6.01 | 10.25 3.19

1.333 2.44 | 4.333 5.07 | 7.333 6.01 | 10.33 3.19

1.417 2.44 | 4.417 5.07 | 7.417 6.01 | 10.42 3.19

1.500 2.44 | 4.500 5.07 | 7.500 6.01 | 10.50 3.19

1.583 2.44 | 4.583 6.39 | 7.583 5.26 | 10.58 2.07

1.667 2.44 | 4.667 6.39 | 7.667 5.26 | 10.67 2.07

1.750 2.44 | 4.750 6.39 | 7.750 5.26 | 10.75 2.07

1.833 2.44 | 4.833 6.39 | 7.833 5.26 | 10.83 2.07

1.917 2.44 | 4.917 6.39 | 7.917 5.26 | 10.92 2.07

2.000 2.44 | 5.000 6.39 | 8.000 5.26 | 11.00 2.07

2.083 3.19 | 5.083 10.14 | 8.083 4.13 | 11.08 1.88

2.167 3.19 | 5.167 10.14 | 8.167 4.13 | 11.17 1.88

2.250 3.19 | 5.250 10.14 | 8.250 4.13 | 11.25 1.88

2.333 3.19 | 5.333 10.14 | 8.333 4.13 | 11.33 1.88

2.417 3.19 | 5.417 10.14 | 8.417 4.13 | 11.42 1.88

2.500 3.19 | 5.500 10.14 | 8.500 4.13 | 11.50 1.88

2.583 2.82 | 5.583 80.38 | 8.583 4.32 | 11.58 1.88

2.667 2.82 | 5.667 80.38 | 8.667 4.32 | 11.67 1.88

2.750 2.82 | 5.750 80.38 | 8.750 4.32 | 11.75 1.88

2.833 2.82 | 5.833 80.38 | 8.833 4.32 | 11.83 1.88

2.917 2.82 | 5.917 80.38 | 8.917 4.32 | 11.92 1.88

3.000 2.82 | 6.000 80.38 | 9.000 4.32 | 12.00 1.88








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

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

| CALIB |



-------------------- U.H. Tp(hrs)= 0.37








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

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

| CALIB |



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





Length (m)= 68.31 40.00

Mannings n = 0.013 0.250


over (min) 5.00 20.00




*TOTALS*

PEAK FLOW (cms)= 0.05 0.06 0.108 (iii)

TIME TO PEAK (hrs)= 6.00 6.08 6.00

RUNOFF VOLUME (mm)= 92.34 34.56 54.20





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 65.83 40.00

Mannings n = 0.013 0.250


over (min) 5.00 20.00




*TOTALS*

PEAK FLOW (cms)= 0.02 0.07 0.080 (iii)

TIME TO PEAK (hrs)= 6.00 6.08 6.00

RUNOFF VOLUME (mm)= 92.34 32.19 38.80







Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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



| CALIB |



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





Length (m)= 220.30 40.00

Mannings n = 0.013 0.250


over (min) 5.00 15.00




*TOTALS*

PEAK FLOW (cms)= 0.65 0.63 1.271 (iii)

TIME TO PEAK (hrs)= 6.00 6.08 6.00

RUNOFF VOLUME (mm)= 92.34 35.21 58.06





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 152.10 40.00

Mannings n = 0.013 0.250


over (min) 5.00 15.00




*TOTALS*

PEAK FLOW (cms)= 0.40 0.29 0.683 (iii)

TIME TO PEAK (hrs)= 6.00 6.00 6.00

RUNOFF VOLUME (mm)= 92.34 37.20 65.32





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 93.45 40.00

Mannings n = 0.013 0.250


over (min) 5.00 10.00




*TOTALS*

PEAK FLOW (cms)= 0.18 0.10 0.281 (iii)

TIME TO PEAK (hrs)= 5.92 6.00 6.00

RUNOFF VOLUME (mm)= 92.34 42.29 73.82





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0015)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0012): 0.65 0.080 6.00 38.80

+ ID2= 2 ( 0013): 3.47 0.683 6.00 65.32

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

ID = 3 ( 0015): 4.12 0.763 6.00 61.14


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

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

| ADD HYD ( 0015)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0015): 4.12 0.763 6.00 61.14

+ ID2= 2 ( 0014): 7.28 1.271 6.00 58.06

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

ID = 1 ( 0015): 11.40 2.033 6.00 59.17


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

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

| ADD HYD ( 0015)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0015): 11.40 2.033 6.00 59.17

+ ID2= 2 ( 0023): 1.31 0.281 6.00 73.82

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

ID = 3 ( 0015): 12.71 2.314 6.00 60.68


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

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

| ADD HYD ( 0017)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0015): 12.71 2.314 6.00 60.68

+ ID2= 2 ( 0016): 0.70 0.108 6.00 54.20

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

ID = 3 ( 0017): 13.41 2.423 6.00 60.34




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

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

| RESERVOIR( 0018)|

| IN= 2---> OUT= 1 |


-------------------- (cms) (ha.m.) | (cms) (ha.m.)

0.0000 0.0000 | 0.0900 0.1790

0.0310 0.0536 | 0.1600 0.2760

0.0330 0.1110 | 0.4300 0.5280



INFLOW : ID= 2 ( 0017) 13.410 2.423 6.00 60.34

OUTFLOW: ID= 1 ( 0018) 13.410 0.430 6.67 60.31




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

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

| CALIB |



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





Length (m)= 63.25 40.00

Mannings n = 0.013 0.250


over (min) 5.00 10.00




*TOTALS*

PEAK FLOW (cms)= 0.03 0.08 0.113 (iii)

TIME TO PEAK (hrs)= 5.83 6.00 6.00

RUNOFF VOLUME (mm)= 92.34 33.24 46.84





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0021)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0018): 13.41 0.430 6.67 60.31

+ ID2= 2 ( 0019): 0.60 0.113 6.00 46.84

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

ID = 3 ( 0021): 14.01 0.444 6.50 59.74


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

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

| ADD HYD ( 0021)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0021): 14.01 0.444 6.50 59.74

+ ID2= 2 ( 0020): 6.48 0.296 6.25 30.57

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

ID = 1 ( 0021): 20.49 0.716 6.42 50.51


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

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

| CALIB |



-------------------- U.H. Tp(hrs)= 0.90








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

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

| CALIB |



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





Length (m)= 145.14 40.00

Mannings n = 0.013 0.250


over (min) 5.00 15.00




*TOTALS*

PEAK FLOW (cms)= 0.28 0.30 0.582 (iii)

TIME TO PEAK (hrs)= 6.00 6.00 6.00

RUNOFF VOLUME (mm)= 92.34 35.21 58.06





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 111.36 40.00

Mannings n = 0.013 0.250


over (min) 5.00 15.00




*TOTALS*

PEAK FLOW (cms)= 0.21 0.14 0.355 (iii)

TIME TO PEAK (hrs)= 6.00 6.00 6.00

RUNOFF VOLUME (mm)= 92.34 37.20 65.32







Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 55.38 40.00

Mannings n = 0.013 0.250


over (min) 5.00 20.00




*TOTALS*

PEAK FLOW (cms)= 0.01 0.05 0.057 (iii)

TIME TO PEAK (hrs)= 6.00 6.08 6.00

RUNOFF VOLUME (mm)= 92.34 32.19 38.81







Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 88.69 40.00

Mannings n = 0.013 0.250

Max.Eff.Inten.(mm/hr)= 80.38 NaN

over (min) 5.00 10.00




*TOTALS*

PEAK FLOW (cms)= 0.19 0.06 0.259 (iii)

TIME TO PEAK (hrs)= 6.00 6.00 6.00

RUNOFF VOLUME (mm)= 92.34 56.71 83.07





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| CALIB |



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





Length (m)= 96.95 40.00

Mannings n = 0.013 0.250


over (min) 5.00 15.00




*TOTALS*

PEAK FLOW (cms)= 0.20 0.09 0.285 (iii)

TIME TO PEAK (hrs)= 6.00 6.00 6.00

RUNOFF VOLUME (mm)= 92.34 42.29 73.82





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0002): 3.16 0.582 6.00 58.06

+ ID2= 2 ( 0022): 1.41 0.285 6.00 73.82

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

ID = 3 ( 0006): 4.57 0.866 6.00 62.92


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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0006): 4.57 0.866 6.00 62.92

+ ID2= 2 ( 0003): 1.86 0.355 6.00 65.32

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

ID = 1 ( 0006): 6.43 1.221 6.00 63.62


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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0006): 6.43 1.221 6.00 63.62

+ ID2= 2 ( 0004): 1.18 0.259 6.00 83.07

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

ID = 3 ( 0006): 7.61 1.480 6.00 66.63




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

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

| ADD HYD ( 0006)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0006): 7.61 1.480 6.00 66.63

+ ID2= 2 ( 0005): 0.46 0.057 6.00 38.81

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

ID = 1 ( 0006): 8.07 1.537 6.00 65.05


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

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

| CALIB |



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





Length (m)= 68.80 40.00

Mannings n = 0.013 0.250


over (min) 5.00 20.00




*TOTALS*

PEAK FLOW (cms)= 0.05 0.06 0.110 (iii)

TIME TO PEAK (hrs)= 6.00 6.08 6.00

RUNOFF VOLUME (mm)= 92.34 34.56 54.20





Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0008)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0006): 8.07 1.537 6.00 65.05

+ ID2= 2 ( 0007): 0.71 0.110 6.00 54.20

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

ID = 3 ( 0008): 8.78 1.647 6.00 64.17


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

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

| RESERVOIR( 0009)|

| IN= 2---> OUT= 1 |


-------------------- (cms) (ha.m.) | (cms) (ha.m.)

0.0000 0.0000 | 0.1120 0.1230

0.0200 0.0351 | 0.2100 0.1740

0.0250 0.0843 | 0.5400 0.3020



INFLOW : ID= 2 ( 0008) 8.780 1.647 6.00 64.17

OUTFLOW: ID= 1 ( 0009) 8.780 0.539 6.42 64.12




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

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

| ROUTE CHN( 0052)|


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

<------ DATA FOR SECTION ( 1.1) ------>


0.00 94.57 0.0450

2.00 94.19 0.0450 /0.0350 Main Channel

4.00 94.19 0.0350 /0.0450 Main Channel

6.00 94.57 0.0450



(m) (m) (cu.m.) (cms) (m/s) (min)

0.02 94.21 .158E+02 0.0 0.11 55.64

0.04 94.23 .332E+02 0.0 0.17 35.91

0.06 94.25 .521E+02 0.0 0.22 28.03

0.08 94.27 .726E+02 0.1 0.26 23.63

0.10 94.29 .947E+02 0.1 0.30 20.77

0.12 94.31 .118E+03 0.1 0.33 18.73

0.14 94.33 .144E+03 0.1 0.36 17.20

0.16 94.35 .171E+03 0.2 0.39 16.00

0.18 94.37 .199E+03 0.2 0.42 15.02

0.20 94.39 .229E+03 0.3 0.44 14.20

0.22 94.41 .261E+03 0.3 0.46 13.51

0.24 94.43 .294E+03 0.4 0.48 12.92

0.26 94.45 .328E+03 0.4 0.50 12.40

0.28 94.47 .365E+03 0.5 0.52 11.94

0.30 94.49 .403E+03 0.6 0.54 11.54

0.32 94.51 .442E+03 0.7 0.56 11.17

0.34 94.53 .483E+03 0.7 0.58 10.84

0.36 94.55 .526E+03 0.8 0.59 10.54

0.38 94.57 .570E+03 0.9 0.61 10.26




INFLOW : ID= 2 ( 0009) 8.78 0.54 6.42 64.12 0.29 0.53

OUTFLOW: ID= 1 ( 0052) 8.78 0.52 6.58 64.11 0.28 0.53

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

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

| CALIB |



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





Length (m)= 99.67 40.00

Mannings n = 0.013 0.250


over (min) 5.00 10.00




*TOTALS*

PEAK FLOW (cms)= 0.08 0.20 0.278 (iii)

TIME TO PEAK (hrs)= 5.92 6.00 6.00

RUNOFF VOLUME (mm)= 92.34 33.24 46.84







Fo (mm/hr)= 76.20 K (1/hr)= 4.14

Fc (mm/hr)= 13.20 Cum.Inf. (mm)= 0.00




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

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

| ADD HYD ( 0011)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 1 ( 0010): 1.49 0.278 6.00 46.84

+ ID2= 2 ( 0052): 8.78 0.520 6.58 64.11

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

ID = 3 ( 0011): 10.27 0.567 6.50 61.60


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

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

| ADD HYD ( 0011)|


-------------------- (ha) (cms) (hrs) (mm)

ID1= 3 ( 0011): 10.27 0.567 6.50 61.60

+ ID2= 2 ( 0057): 0.57 0.012 7.08 28.89

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

ID = 1 ( 0011): 10.84 0.576 6.50 59.88


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

ATTACHED DRAWING

95.2495

.24

95.18

97.02

106.

76

106.

80

101.1

910

2.83

96.6

0

98.2

6

1.58%

0.75%

104.

42

104

.42

106.

02

106

.02

105.

25

105

.25

100.

16

100

.16

STR

EE

T 3

STREET 2

STREET 2

STREET 2

STREET 2STREET 2

STREET 5

STR

EET

6

STR

EET

1

STREET 7

STR

EE

T 5

PARKBLOCK0.65ha

PumpStation

SWMPOND #2

0.7ha

SWMPOND #1

0.7ha

HighwayCommercial

PARKBLOCK0.34ha

PHASE 1A PHASE 1B

PHASE 2B

PHASE 2A

99.9

4

102

.55

95.16 (USF/WALKOUT)

97.0097.21

97.9

6 (F

FE)

95.05

97.40

97.625

98.38 (FFE)

95.58 (USF)

97.08 (LOOKOUT)

97.78100.01

97.84

97.88

97.91

99.95

100.88 (FFE)

98.08 (USF/WALKOUT)

100.05

100.0

8

97.3

5

98.8

1

95.9

6

97.9

6

98.0799.28

98.80100.02

99.5

0

100.

64

97.7

8

100.

19

96.3

0

100.

45

97.69100.23

103.

35

104.

27

95.9

1

97.6

3

94.9

2

97.0

8

95.8897

.40

97.3798.73

100.

79

101.

28

97.0

0

100.

51

99.1

2

100.

07

99.2

5

100.

01

102.

43

102.

18

104.

03

102.

67

101.0

9

100.7

410

1.99

102.

18

97.8

5

100.

2210

0.29

99.8

5

98.73100.04

99.4499.89

96.6

3

99.9

4

96.07

99.62

95.16

99.08

95.6

4

98.6

9

5.00

%4.

01%

1.92%

2.27%

2.70

%

0.26%

4.92

%2.

03%

4.94

%

4.02

%

2.00%0.50%0.50%0.69%

0.34%

0.10

%

0.10%

0.69

%

1.20%0.52%

4.20

%

0.84%

0.53%

0.53%

0.52%

0.54%

0.10%

0.52%

1.12%

1.05

%

POND BASE = 93.25NWL = 94.75

100-YEAR = 95.95

POND BASE = 91.70NWL = 93.10

100-YEAR = 94.80

95.96 (USF/WALKOUT)

97.26 (USF/WALKOUT)

96.76 (USF)

98.26 (LOOKOUT)

STR

EE

T 1

STR

EE

T 4

PRELIMINARY GRADING PLAN

TOWN OF ARNPRIORMADAWASKA SUBDIVISION

117164

REV # 1

117164-GR

ARM

ARM

LGB

ARM

ARM

NOTE:THE POSITION OF ALL POLE LINES, CONDUITS,WATERMAINS, SEWERS AND OTHERUNDERGROUND AND OVERGROUND UTILITIES ANDSTRUCTURES IS NOT NECESSARILY SHOWN ONTHE CONTRACT DRAWINGS, AND WHERE SHOWN,THE ACCURACY OF THE POSITION OF SUCHUTILITIES AND STRUCTURES IS NOT GUARANTEED.BEFORE STARTING WORK, DETERMINE THE EXACTLOCATION OF ALL SUCH UTILITIES ANDSTRUCTURES AND ASSUME ALL LIABILITY FORDAMAGE TO THEM.

M:\2

017\

1171

64\C

AD

\Des

ign\

1171

64-G

R.d

wg,

GR

, Jun

01,

201

8 - 1

:05p

m, l

bola

m

PLANB1.DWG - 1000mmx707mm

PROJECT No.

REV

DRAWING No.

DRAWING NAME

LOCATION

No. REVISION DATE BY

FOR REVIEW ONLYSCALE

APPROVED

CHECKED

DRAWN

CHECKED

DESIGN

N.T.S.




Telephone (613) 254-9643

Facsimile (613) 254-5867


NORTH KEY PLAN

1. ISSUED WITH SERVICEABILITY REPORT MAY 30/18 ARM

1:1000

4001:1000

20 3010

SITEMadawaska Blvd

Highway 417

Ottawa R

oad 2

9

Herrick

Driv

e

Keatley Road

Didak Drive

McCartney Street

Decos

ta Stre

et

Hartney Street

McN

ab S

t

NOT FORCONSTRUCTION

Date post:	28-Jun-2020
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Madawaska Lands - County of Renfrew · N67°02'00"W 297.39 98.91 N65°06'40"W 215.42 55.00...

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