s tormwater management report - · pdf file3.1 design guidelines ... the swmp&d manual...

WSP Canada Inc. 101 – 14th Avenue Hanover, ON N4N3W1 TEL: 519-364-5700 FAX: 519-364-6937

www.wspgroup.com

SAUGEEN RIVERSIDE DEVELOPMENTS INC.

STORMWATER MANAGEMENT REPORT HANOVER SUBDIVISION

TOWN OF HANOVER

MARCH 2015

Stormwater Management Report Saugeen Riverside Developments – Hanover Subdivision

TABLE OF CONTENTS

1. INTRODUCTION ................................................... 1

1.1 Location ................................................................................. 1

1.2 Development Proposal ......................................................... 1

1.3 Scope of Work ....................................................................... 1

2. DRAINAGE CHARACTERISTICS ........................ 3

2.1 Regional ................................................................................. 3

2.2 Local ....................................................................................... 3

2.3 Soils ........................................................................................ 3

3. STORMWATER CONTROL .................................. 3

3.1 Design Guidelines ................................................................. 3

3.2 Methodology for Computing Stormwater Runoff .............. 4

3.3 Existing Conditions .............................................................. 4

3.4 Proposed Conditions ............................................................ 4

4. SWM MODELLING ............................................... 4

4.1 Quality Control ...................................................................... 4 Lot Level Control Measures .................................................... 5 Conveyance Control Measures ............................................... 5 End-of-Pipe Control Measures ................................................ 5

4.2 Quantity Control .................................................................... 5 Previous Modelling .................................................................. 6 Post Development Conditions ................................................. 6

4.3 Overland Flows ..................................................................... 7

WSP No 141-17431-00

5. ON-SITE EROSION AND SEDIMENT CONTROL 7

6. CONCLUSIONS AND RECOMMENDATIONS ..... 8

LIST OF TABLES

Table 1: Allowable Flows ........................................................................... 6 Table 2: Modelling Results ........................................................................ 6 Table 3: Minor / Major Peak Flow Summary ............................................. 7

LIST OF FIGURES

Figure 1 - Site Location Map ..................................................................... 2

APPENDICES

A – Drawings Map 1 – Development Site Plan Map 2 – Existing Conditions Map 3 – Post Development Catchment Areas Overall Drainage Map (from Gath SWM Report) B – Post Development Modelling

1 Stormwater Management Report Saugeen Riverside Developments – Hanover Subdivision

WSP No 141-17431-00

1. INTRODUCTION WSP Canada Inc. was retained by Saugeen Riverside Developments to complete a preliminary stormwater management report as part of the application for Draft Plan Approval.

1.1 LOCATION

The proposed subdivision development is located on Part of Lot 7, Concession 1 SDR, in the Town of Hanover, Ontario (described herein as the “site”). A Site Location Map is included as Figure 1.

1.2 DEVELOPMENT PROPOSAL

The proposed development plan for the subdivision consists of 32 residential lots and a single block to be used as a trail connection.

An overall plan showing the lot and block configuration has been included as Appendix A as Map 1.

1.3 SCOPE OF WORK

The stormwater management report addresses the design and implementation of drainage and stormwater management facilities for the development.

The report includes:

Details for erosion protection and sedimentation control for short term, construction phase and the long term;

Quantity Control;

Quality Control;

Establish preliminary lot grading requirements for the proposed subdivision;

Provisions for major flows through the development.

50000 feet

15000 metres

10000 0 20000

5000 500025000 1000

20000

SCALE 1:500,000

Client/Project

Figure No.

Title

–

SITE


WSP No 141-17431-00

2. DRAINAGE CHARACTERISTICS

2.1 REGIONAL

There are no formal natural surface water drainage courses located near the site. The Beatty Saugeen River is located approximately 1 km south of the site. The Beatty Saugeen River will be the eventual receiver of stormwater runoff from the site.

2.2 LOCAL

A man made drainage ditch traverses the west side of the site draining to a ditch inlet catchbasin at the northwest corner of the property. The runoff from the property is conveyed via storm sewer through the Gath Subdivision to the west. As noted in the design of the Gath Subdivision, the infrastructure was sized accordingly.

The Town of Hanover recently constructed a drainage ditch along the 2nd Street Right of Way (ROW) to the south of the property to convey stormwater runoff from the recently constructed Industrial Park.

To the east of the property the Town of Hanover will be constructing 18th Avenue to connect the Industrial Park to the existing 18th Avenue which currently ends at 6th Street. This road, which is expected to be constructed in the spring, will have storm sewers to convey runoff from the roadway to an outlet at the intersection of 18th Avenue and 6th Street.

2.3 SOILS

According to the Soils Survey of Grey County (Report No. 17), the native soils on the site are Sullivan Sand. This soil consists of well sorted sandy outwash and is typically associated with the Hydrologic Soil Group A.

The geotechnical investigations completed by Golder and Associates indicate the native soils to be predominately silt with some clays and sands.

3. STORMWATER CONTROL The design guidelines and methodology utilized in the stormwater management review for the Saugeen Riverside Developments – Hanover Subdivision are as follows:

3.1 DESIGN GUIDELINES

The main design guideline utilized in the review is the Ministry of the Environment’s Stormwater Management Planning and Design (SWMP&D) Manual, dated March 2003.

The SWMP&D Manual details the methodologies for the preparation and evaluation of urban/suburban stormwater management measures. The document provides direction on the design of drainage/ stormwater management facilities required to meet the goals and objectives of the various Municipal/ Provincial Review Agencies.

The SWMP&D Manual also provides information on the long-term operation and maintenance techniques for stormwater management facilities that may be implemented in the development of the subdivision.

The storm sewer design criteria to be used are as follows:

Runoff from the 5 year storm is to be conveyed to a sufficient outlet via a combination of storm sewers and grass swales/ditches;


WSP No 141-17431-00

Major storm runoff (i.e. >5 years) is to be contained within specified drainage corridors and not impact any of the proposed units within the development.

3.2 METHODOLOGY FOR COMPUTING STORMWATER RUNOFF

As noted previously, the objectives of the Stormwater Management (SWM) Plan for the development is to ensure that there is an adequate outlet to convey the runoff from the minor and major storm systems. The objectives are to be achieved by completing the following tasks:

i. Determining the existing drainage conditions;

ii. Determining the post-development drainage conditions;

iii. Designing stormwater management measures that meet the criteria of the Town of Hanover,

Saugeen Valley Conservation Authority (SVCA) and the MOE;

iv. Summarize the analysis by identifying conclusions and recommendations.

3.3 EXISTING CONDITIONS

The existing land use of the site currently consists of agricultural lands. The surrounding land use consists of agricultural lands to the north and east with residential land use to the west and the Industrial Park to the south of the site. The agricultural lands to the north are a future development area and the lands to the east are currently proposed to be the site of a new institutional building.

The existing conditions are shown in Map 2 attached in Appendix A.

3.4 PROPOSED CONDITIONS

The proposed subdivision will outlet to a single location located at the northwest corner of the property. The site will discharge via a previously installed 675mm diameter outlet constructed specifically for the development of the site. The pipe is connected to the storm sewer network within the Gath Subdivision. The lots on the east side of the internal road will drain via sheet flow from back to front. The lots on the west side of the internal road will be split drainage lots. The existing ditch along the rear of the property will be utilized to convey flows to the outlet. A storm sewer system will be used to convey minor flows that discharge onto the internal road way. The roadway will also function as an overland flow route during major storm events.

The proposed drainage catchments are delineated in Map 3 attached in Appendix A.

4. SWM MODELLING The hydrologic modelling software PCSWMM was used to determine the post-development peak flows for the 5 yr., and 100 yr. storm events (6 Hour SCS storm). The post development modelling has been included as Appendix B.

4.1 QUALITY CONTROL

The SVCA requires that stormwater treatment must meet ‘Enhanced Protection’ as defined by the MOE’s SWMP&D Manual.


WSP No 141-17431-00

The 2003 Stormwater Management Planning and Design Manual (SWMP&D Manual, 2003) recommends that the required level of water quality protection be associated with the habitat sensitivity of the receiving watercourse. The ultimate receiving watercourse for the subject lands is the Beatty Saugeen River. For the purposes of this report, an ‘Enhanced’ water quality protection level will be implemented in accordance to the MOE 2003 Guidelines.

In keeping with the approach suggested in the SWMP&D manual however, a ‘treatment train’ approach to stormwater quality management has been proposed for this development. This approach consists of three (3) levels of treatment which are described as follows:

Lot level control measures;

Conveyance control measures;

End-of-Pipe control measures.

A review of each measure and it’s suitability for use in the subdivision is discussed below:

LOT LEVEL CONTROL MEASURES

The Municipality’s design standards require minimum grades of 2% from the back of curb to the property line. Therefore, reduced lot grading of the front, side and rear yards to less than 2% is not feasible.

It is proposed that all runoff draining from rooftops be directed overland across the grass lawns to encourage infiltration and filtering of pollutants from this runoff.

CONVEYANCE CONTROL MEASURES

The Municipality’s standard road cross section only allows for the use of curb and gutter in new urban type subdivisions. Therefore, the use of grass swales as a conveyance control measure for runoff from the subdivision streets cannot be implemented.

The use of pervious storm sewer pipes can be considered as a storm sewer quality control option however due to seasonal fluctuations in groundwater levels, this option will likely not be feasible.

A grassed drainage ditch proposed to be constructed in the rear yards of the lots west of the internal road. This ditch will provide rear yard drainage for the proposed lots. The ditch may be left in its current condition with established vegetation. If modifications are required the ditch will be re-seeded. This will assist with removing pollutants and sediment from the runoff prior to draining into the municipal storm sewer system.

All catchbasins/manholes within the subdivision will be provided with minimum 600 mm sumps which will assist in removing a portion of the sediment contained in the runoff from the street.

END-OF-PIPE CONTROL MEASURES

The use of an Oil Grit Separator (OGS) was examined as a possible ‘end-of-pipe’ treatment alternative. This type of treatment system would be placed as part of the proposed storm sewer system and be designed to treat the runoff from the water quality storm event (25 mm storm). One large OGS will be able to handle the entire flow from the upstream catchment area and treat this runoff to the required ‘Enhanced’ water quality protection levels.

As a result of the above assessment, a combination of rear yard and side yard swales in combination with an OGS will be used to meet the ‘Enhanced’ water quality protection level at the Saugeen Riverside Development.

4.2 QUANTITY CONTROL

The intent of stormwater quantity control is to limit the peak flows under proposed conditions to protect the downstream watercourses and infrastructure.


WSP No 141-17431-00

PREVIOUS MODELLING

The outlet for this development was previously constructed as part of the Gath Subdivision. The design and Stormwater Management report was completed by George Davis and Associates in 1991. As part of the stormwater management report for that development, the lands upstream (approximately 11.22 ha.) were accounted for. The report also considered future development (approximately 46.72 ha.) for surrounding lands as well as the downstream infrastructure.

The report considered the drainage channel that is the ultimate outlet for the proposed subdivision plus the stormwater retention facility located in the park between 16th Avenue Crescent and 17th Avenue as well as the proposed works as part of the Gath Subdivision SWM Plan.

The design of the stormwater management report set out a target flow rate for all upstream lands that discharge into the drainage channel. The overall drainage map attached in Appendix A shows the proposed subdivision lands as Area 6. The construction of the Industrial Park to the south and 18th Avenue to the east, has limited the flows to only the subdivision lands. Based on this the allotted flows for Area 6 will solely be from the proposed development.

The SWM report for the Gath Subdivision provided the following target flows for Area 6:

Table 1: Allowable Peak Flows

Storm Event 6 Hour SCS (m3/s)

2 Hour SCS (m3/s)

5 Year Storm 0.26 0.584

100 Year Storm

0.47 1.027

Based on the approved SWM report for the Gath subdivision, the above flows will be the target flows for the Saugeen Riverside Development. The 6 hour SCS Type II storm will be used for determining peak discharge as this is the more restrictive peak flow requirement.

POST DEVELOPMENT CONDITIONS

It is proposed that the existing storm sewer system be retained discharging into the storm sewer on 17th Avenue. The connection to the existing storm sewer will be made with a structure which will have a “non-clogging” agricultural grate installed. It has been determined that the existing 675 mm diameter storm sewer at 0.52% has a capacity of 0.606 m3/s. Therefore, as long as the peak discharge rate is below the allotted value, the outlet pipe will have sufficient capacity to function as the outlet for the subdivision. The results of the modelling are shown below:

Table 2: Modelling Results

Storm Event 6 Hour SCS (m3/s)

Allowable Peak Flow Peak Discharge

5 Year Storm 0.26 0.207

100 Year Storm 0.47 0.413


WSP No 141-17431-00

As seen in the above table, the peak discharge rates from the proposed development are below the target rates set out in the previously approved stormwater management report for the Gath Subdivision.

Therefore, quantity control is not required for this development as it has been accounted for in the previously approved downstream developments.

4.3 OVERLAND FLOWS

During major storm events, runoff will exceed the capacity of the storm sewers and overland flow will occur within the R.O.W. The highest peak flow is generated by the 100 year storm event. The minor and major peak flows are summarized below in Table 3: Minor / Major Peak Flow Summary.

Table 3: Minor / Major Peak Flow Summary

CATCHMENT MAJOR STORM PEAK FLOW

(m3/s)

MINOR STORM PEAK FLOW

(m3/s)

OVERLAND FLOW (100YR – 5 YR)

(m3/s)

201 0.413 0.207 0.206

The R.O.W. with the lowest overland flow conveyance capacity will be prior to the low points near the drainage easement where the road centerline has a slope of 0.5%. The conveyance capacity of the roadway is estimated to be 3.3 m3/s using PCSWMM. The maximum depth of flow on the roadway will be approximately 0.09 m.

Based on the peak overland flow rate (100 year – 5 year), all runoff will remain within the ROW and will not impact any of the proposed lots.

The outlet of the subdivision is designed to convey the 100 year storm. Storm events that exceed the capacity of the outlet pipe will flow overland through the easement. The easement may require drainage improvements to better convey runoff that cannot be conveyed via the storm sewer outlet.

5. ON-SITE EROSION AND SEDIMENT CONTROL Erosion and sediment controls shall meet the requirements of the most recent version of the MOE Stormwater Management Planning and Design Manual at the time of construction. Controls must include a silt fence around the downstream perimeter (north, south and west sides) of the property boundary

This silt fence must be installed prior any work being completed and shall remain in place for the entire duration of the project, until reinstatement. A temporary sedimentation pond will be constructed at the outlet to allow for settling of suspended solids. This sedimentation pond will be constructed at the start of construction and removed after 75% of the lots have been constructed.

As area grading will likely be required, all disturbed areas will be re-seeded soon after being brought to pre-grade. This will limit the sediment transport away from the site.

Erosion and sediment controls shall be the responsibility of the contractor and are to be further developed during the detailed design phase.

Appendix A

DRAWINGS

STORMWATER MANAGEMENT REPORT SAUGEEN RIVERSIDE DEVELOPMENTS HANOVER SUBDIVISION TOWN OF HANOVER

1 2 3 4 5 6 7 8 9 10 11 12 13

171819202122232425262728

17TH

A

VE

NU

E

17T

H A

VE

NU

E

STREET A

BLO

CK

33

29

18TH AVENUE

14 1615

3032 31

16th S

TR

EE

T

PROPOSED SUBDIVISION

AND EXTENT OF

OWNER'S LANDS

1.

SCALE 1:10,000

–

TLB

SJC

JAF

DEC 2014

141-17431-MAP1

SAUGEEN RIVERSIDE DEVELOPMENTS

PRELIMINARY SUBMISSION

JAN 6/150 TLB SJC

Benchmark Information

Notes

1:750


Hanover, Ontario


DEVELOPMENT SITE PLAN

TOPOGRAPHICAL INFORMATION DERIVED FROM FIELD SURVEY BY WSP

CANADA INC. COMPLETED ON DECEMBER 12, 2013.

17TH

A

VE

NU

E

17T

H A

VE

NU

E

18TH AVENUE

16th S

TR

EE

T


AND EXTENT OF

OWNER'S LANDS

1.

SCALE 1:10,000

–

TLB

SJC

JAF

DEC 2014

141-17431-MAP2


PRELIMINARY SUBMISSIONJAN 7/150 TLB SJC


Notes

1:750


Hanover, Ontario


EXISTING CONDITIONS SITE PLAN



1 2 3 4 5 6 7 8 9 10 11 12 13

171819202122232425262728

17TH

A

VE

NU

E

17T

H A

VE

NU

E

STREET A

BLO

CK

33

29

18TH AVENUE

14 1615

3032 31

16th S

TR

EE

T


AND EXTENT OF

OWNER'S LANDS

1.

SCALE 1:10,000

–

TLB

SJC

JAF

DEC 2014

141-17431-MAP3


PRELIMINARY SUBMISSIONJAN 7/150 TLB SJC


Notes

1:750


Hanover, Ontario


POST DEVELOPMENT



CATCHMENT AREAS

EDGE OF EXISTING PAVEMENT

EXISTING PROPERTY/STREET LINE

PROPOSED SUBDIVISION BOUNDARY

EXISTING CONTOUR

EXISTING HYDRO POLE

EXISTING HYDRO GUY WIRE

IRON BAR

EXISTING TELEPHONE PEDESTAL

STANDARD IRON BAR

EXISTING TREE LINE

EXISTING FIREHYDRANT

EXISTING CATCH BASIN

EXISTING MANHOLE

PROPOSED LOT LINE

STORM DRAINAGE AREA BOUNDARY

Appendix B

POST DEVELOPMENT MODELLING

STORMWATER MANAGEMENT REPORT SAUGEEN RIVERSIDE DEVELOPMENTS HANOVER SUBDIVISION TOWN OF HANOVER

Table B.1 Parameter Summary Table

Post Conditions

Outlet LocationModel (MIDUSS)

Catchment IDDescription

Area

(ha)

Drainage

Channel

(m)

Flow

Length

(m)

Gradient

(%)

Total

Imperv. (%)

Total

Imperv.

Not

Connected

(%)

Manning's

'n'

(Perv.)

CN

(Perv.)

Initial

Abstractions

201 Site 3.035 320 47 5.0 33.21 14.8 0.21 65.4 13.4

Table B.2 Site Soils: (as per Ontario Soil Survey Report No. 16 for Bruce County)

Soil Type Hydologic Soil Group

Sullivan Sand (Geotech - Silty Clay Loam) A

TABLE OF CURVE NUMBERS (CN's)

Land Use Hydrologic Soil Type

A AB B BC C CD D

Manning's

'n'

Meadow 50 54 58 64.5 71 74.5 78 0.4 continuous grass

Woodlot 50 55.3 60.5 67 73.5 76.8 80 0.4 forests

Long Grass 55 60 65 72 79 81.5 84 0.3 natural, not maintained

Lawns 60 65.5 71 77 83 86 89 0.25 maintained

Pasture/Range 58 61.5 65 70.5 76 78.5 81 0.17 farm pasture

Crop 66 70 74 78 82 84 86 0.13 farm land

Fallow (bare) 77 82 86 89 91 93 94 0.05 idle farm land (bare)

Built-up 60 65.5 71 77 83 89 89 0.25 Lawns post development

Streets, paved 98 98 98 98 98 98 98 0.01

North portion of Subdivision

HYDROLOGIC SOIL TYPE (%) - Post Development Conditions

Catchment Hydrologic Soil Type

A AB B BC C CD D TOTAL

201 100 0 0 0 0 0 0 100

LAND USE (%) - Post Development Conditions

Catchment Meadow WoodlotLong

GrassLawns

Pasture

RangeCrop

Fallow

(Bare)

Imperv. Not

Connected

(Rooftops)

Imperv.

ConnectedTotal

201 0 0 0 67 0 0 0 14.8 18.5 100

CURVE NUMBER (CN) - Post Development Conditions

Catchment Meadow WoodlotLong

GrassLawns

Pasture

RangeCrop

Fallow

(Bare)Built-up

Imperv. Not

Connected

(Rooftops)

Weighted

CN -

Pervious

IA -

Pervious

Manning's

'n'

201 50 50 55 60 58 66 77 60 90 65.4 13.4 0.21

Table B.3: Impervious Area Determination for Subcatchment 201 - 205

Post Development Conditions

Total Area Total

(ha) (%)

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

201 3.035 0.56 18.5 0.45 14.8 33.2

Area of

Concern

Impervious Area

Not Connected (Rooftops)

Impervious Area

Connected

Table B.3 - Impervious Area Determination for Post-development Catchments 201 - 205

Catchment Imperv. Area Imperv %

201 320 m of 20 m wide ROW @ 55% imperv. 0.35 ha 11.6 %

32 Driveways 65 m2 @ 100% imperv. 0.21 ha 6.9 %

32 Roof Area 140 m2 @ 100% imperv. 0.45 ha 14.8 %

1.01 ha

1 SAUGEEN RIVERSIDE DEVELOPMENTS – HANOVER SUBDIVISION – MODEL DETAILS

[TITLE]

[OPTIONS]

;;Options Value

;;------------------ ------------

FLOW_UNITS CMS

INFILTRATION GREEN_AMPT

FLOW_ROUTING DYNWAVE

START_DATE 11/17/2014

START_TIME 00:00

REPORT_START_DATE 11/17/2014

REPORT_START_TIME 00:00

END_DATE 11/18/2014

END_TIME 00:00

SWEEP_START 1/1

SWEEP_END 12/31

DRY_DAYS 0

REPORT_STEP 00:01:00

WET_STEP 00:05:00

DRY_STEP 00:05:00

ROUTING_STEP 5

ALLOW_PONDING NO

INERTIAL_DAMPING PARTIAL

VARIABLE_STEP 0.75

LENGTHENING_STEP 0

MIN_SURFAREA 0

NORMAL_FLOW_LIMITED BOTH

SKIP_STEADY_STATE NO

FORCE_MAIN_EQUATION H-W

LINK_OFFSETS ELEVATION

MIN_SLOPE 0

[EVAPORATION]

;;Type Parameters

;;------------- ----------

CONSTANT 0.0

DRY_ONLY NO

[RAINGAGES]

;; Rain Time Snow Data

;;Name Type Intrvl Catch Source

;;-------------- --------- ------ ------ ----------

SCS_6h_100_Yr INTENSITY 0:05 1.0 TIMESERIES SCS_6h_76.3mm

SCS_6h_5_Yr INTENSITY 0:05 1.0 TIMESERIES SCS_6h_49mm

[SUBCATCHMENTS]

;; Total Pcnt. Pcnt. Curb Snow

;;Name Raingage Outlet Area Imperv Width Slope Length Pack

;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- --------

S1 SCS_6h_100_Yr J1 3.035 33.21 645.745 5 0

[SUBAREAS]

;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted

;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------

S1 0.013 0.21 1 2.5 25 PERVIOUS 14.8

[INFILTRATION]

;;Subcatchment Suction HydCon IMDmax

;;-------------- ---------- ---------- ----------

S1 273 2 0.263

[JUNCTIONS]

;; Invert Max. Init. Surcharge Ponded

;;Name Elev. Depth Depth Depth Area

;;-------------- ---------- ---------- ---------- ---------- ----------

J1 280 1.5 0 0 0

J2 100.02 0 0 0 0

J3 99.52 0 0 0 0

[OUTFALLS]

;; Invert Outfall Stage/Table Tide

;;Name Elev. Type Time Series Gate

;;-------------- ---------- ---------- ---------------- ----

OF1 279.875 FREE NO

2 SAUGEEN RIVERSIDE DEVELOPMENTS – HANOVER SUBDIVISION – MODEL DETAILS

[CONDUITS]

;; Inlet Outlet Manning Inlet Outlet Init. Max.

;;Name Node Node Length N Offset Offset Flow Flow

;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- -----

-----

C1 J1 OF1 24 0.01 0 0 0 0

Roadway J2 J3 100 0.01 0 0 0.206 0

[XSECTIONS]

;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels

;;-------------- ------------ ---------------- ---------- ---------- ---------- ----------

C1 CIRCULAR 0.675 0 0 0 1

Roadway IRREGULAR Roadway 0 0 0 1

[TRANSECTS]

NC 0.027 0.027 0.013

X1 Roadway 13 5.25 14.75 0.0 0.0 0.0 0.0 0.0

GR 100 0 100 5.25 99.895 5.25 99.895 5.4 99.745 5.45

GR 99.77 5.75 99.855 10 99.77 14.25 99.745 14.55 99.895 14.6

GR 99.895 14.75 100 14.75 100 20

;[LE: 5.25][RE: 14.75]

NC 0.027 0.027 0.013

X1 Roadway(orig) 11 5.25 14.75 0.0 0.0 0.0 0.0 0.0

GR 100 0 99.895 5.25 99.895 5.4 99.745 5.45 99.77 5.75

GR 99.855 10 99.77 14.25 99.745 14.55 99.895 14.6 99.895 14.75

GR 100 20

[LOSSES]

;;Link Inlet Outlet Average Flap Gate

;;-------------- ---------- ---------- ---------- ----------

[TIMESERIES]

;;Name Date Time Value

;;-------------- ---------- ---------- ----------

;SCS_6h_49mm design storm, total rainfall = 49 mm, rain units = mm/hr.

;SCS_6h_76.3mm design storm, total rainfall = 76.3 mm, rain units = mm/hr.

1 SAUGEEN RIVERSIDE DEVELOPMENTS – HANOVER SUBDIVISION – POST DEVELOPMENT – 5 YEAR STORM EVENT

EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022)

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

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

NOTE: The summary statistics displayed in this report are

based on results found at every computational time step,

not just on results from each reporting time step.

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

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

Analysis Options

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

Flow Units ............... CMS

Process Models:

Rainfall/Runoff ........ YES

Snowmelt ............... NO

Groundwater ............ NO

Flow Routing ........... YES

Ponding Allowed ........ NO

Water Quality .......... NO

Infiltration Method ...... GREEN_AMPT

Flow Routing Method ...... DYNWAVE

Starting Date ............ NOV-17-2014 00:00:00

Ending Date .............. NOV-18-2014 00:00:00

Antecedent Dry Days ...... 0.0

Report Time Step ......... 00:01:00

Wet Time Step ............ 00:05:00

Dry Time Step ............ 00:05:00

Routing Time Step ........ 5.00 sec

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

Element Count

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

Number of rain gages ...... 2

Number of subcatchments ... 1

Number of nodes ........... 4

Number of links ........... 2

Number of pollutants ...... 0

Number of land uses ....... 0

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

Raingage Summary

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

Data Recording

Name Data Source Type Interval

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

SCS_6h_100_Yr SCS_6h_76.3mm INTENSITY 5 min.

SCS_6h_5_Yr SCS_6h_49mm INTENSITY 5 min.

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

Subcatchment Summary

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

Name Area Width %Imperv %Slope Rain Gage Outlet

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

S1 3.03 645.75 33.21 5.0000 SCS_6h_5_Yr J1

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

Node Summary

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

Invert Max. Ponded External

Name Type Elev. Depth Area Inflow

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

J1 JUNCTION 280.00 1.50 0.0

J2 JUNCTION 100.02 0.25 0.0

J3 JUNCTION 99.52 0.25 0.0

OF1 OUTFALL 279.88 0.68 0.0

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


Link Summary

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

Name From Node To Node Type Length %Slope Roughness

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

C1 J1 OF1 CONDUIT 24.0 0.5208 0.0100

Roadway J2 J3 CONDUIT 100.0 0.5000 0.0130

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

Cross Section Summary

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

Full Full Hyd. Max. No. of Full

Conduit Shape Depth Area Rad. Width Barrels Flow

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

C1 CIRCULAR 0.68 0.36 0.17 0.68 1 0.79

Roadway Roadway 0.25 1.79 0.18 20.00 1 3.10

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

Transect Summary

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

Transect Roadway

Area:

0.0002 0.0007 0.0016 0.0029 0.0045

0.0071 0.0112 0.0168 0.0238 0.0323

0.0422 0.0537 0.0665 0.0809 0.0967

0.1140 0.1327 0.1529 0.1746 0.1977

0.2223 0.2482 0.2744 0.3005 0.3267

0.3529 0.3791 0.4053 0.4315 0.4583

0.4854 0.5125 0.5395 0.5666 0.5937

0.6208 0.6479 0.6750 0.7021 0.7291

0.7562 0.7833 0.8104 0.8375 0.8646

0.8917 0.9187 0.9458 0.9729 1.0000

Hrad:

0.0133 0.0267 0.0400 0.0533 0.0631

0.0577 0.0638 0.0735 0.0848 0.0969

0.1095 0.1224 0.1356 0.1489 0.1623

0.1759 0.1894 0.2031 0.2167 0.2304

0.2442 0.2639 0.2913 0.3188 0.3462

0.3735 0.4007 0.4280 0.4551 0.4679

0.4950 0.5221 0.5491 0.5761 0.6030

0.6299 0.6567 0.6834 0.7101 0.7367

0.7633 0.7898 0.8163 0.8427 0.8690

0.8953 0.9216 0.9478 0.9739 1.0000

Width:

0.0063 0.0126 0.0189 0.0252 0.0334

0.0590 0.0847 0.1104 0.1360 0.1617

0.1874 0.2130 0.2387 0.2644 0.2901

0.3157 0.3414 0.3671 0.3927 0.4184

0.4441 0.4587 0.4589 0.4591 0.4593

0.4594 0.4596 0.4598 0.4599 0.4750

0.4750 0.4750 0.4750 0.4750 0.4750

0.4750 0.4750 0.4750 0.4750 0.4750

0.4750 0.4750 0.4750 0.4750 0.4750

0.4750 0.4750 0.4750 0.4750 1.0000

Transect Roadway(orig)

Area:

0.0001 0.0005 0.0012 0.0022 0.0034

0.0054 0.0086 0.0128 0.0182 0.0247

0.0323 0.0410 0.0509 0.0618 0.0739

0.0871 0.1014 0.1169 0.1334 0.1511

0.1699 0.1897 0.2097 0.2297 0.2498

0.2698 0.2898 0.3098 0.3299 0.3505

0.3724 0.3955 0.4196 0.4448 0.4712

0.4987 0.5273 0.5570 0.5878 0.6197

0.6527 0.6869 0.7221 0.7585 0.7959

0.8345 0.8742 0.9150 0.9570 1.0000

Hrad:

0.0178 0.0356 0.0534 0.0711 0.0842

0.0769 0.0850 0.0980 0.1130 0.1292

0.1461 0.1633 0.1809 0.1986 0.2166

0.2346 0.2527 0.2709 0.2891 0.3074


0.3257 0.3520 0.3886 0.4252 0.4617

0.4982 0.5346 0.5709 0.6071 0.6240

0.6579 0.6893 0.7183 0.7453 0.7702

0.7934 0.8149 0.8350 0.8537 0.8712

0.8876 0.9030 0.9175 0.9312 0.9441

0.9564 0.9681 0.9792 0.9898 1.0000

Width:

0.0063 0.0126 0.0189 0.0252 0.0334

0.0590 0.0847 0.1104 0.1360 0.1617

0.1874 0.2130 0.2387 0.2644 0.2901

0.3157 0.3414 0.3671 0.3927 0.4184

0.4441 0.4587 0.4589 0.4591 0.4593

0.4594 0.4596 0.4598 0.4599 0.4900

0.5155 0.5410 0.5665 0.5920 0.6175

0.6430 0.6685 0.6940 0.7195 0.7450

0.7705 0.7960 0.8215 0.8470 0.8725

0.8980 0.9235 0.9490 0.9745 1.0000

************************** Volume Depth

Runoff Quantity Continuity hectare-m mm

************************** --------- -------

Total Precipitation ...... 0.149 49.008

Evaporation Loss ......... 0.000 0.000

Infiltration Loss ........ 0.084 27.737

Surface Runoff ........... 0.064 21.111

Final Surface Storage .... 0.001 0.249

Continuity Error (%) ..... -0.181

************************** Volume Volume

Flow Routing Continuity hectare-m 10^6 ltr

************************** --------- ---------

Dry Weather Inflow ....... 0.000 0.000

Wet Weather Inflow ....... 0.064 0.641

Groundwater Inflow ....... 0.000 0.000

RDII Inflow .............. 0.000 0.000

External Inflow .......... 0.000 0.000

External Outflow ......... 0.064 0.641

Internal Outflow ......... 0.000 0.000

Storage Losses ........... 0.000 0.000

Initial Stored Volume .... 0.003 0.033

Final Stored Volume ...... 0.004 0.045


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

Time-Step Critical Elements

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

None

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

Highest Flow Instability Indexes

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

All links are stable.

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

Routing Time Step Summary

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

Minimum Time Step : 5.00 sec

Average Time Step : 5.00 sec

Maximum Time Step : 5.00 sec

Percent in Steady State : 0.00

Average Iterations per Step : 2.00

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

Subcatchment Runoff Summary

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

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

Total Total Total Total Total Total Peak Runoff

Precip Runon Evap Infil Runoff Runoff Runoff Coeff


Subcatchment mm mm mm mm mm 10^6 ltr CMS

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

S1 49.01 0.00 0.00 27.74 21.11 0.64 0.21 0.431

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

Node Depth Summary

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

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

Average Maximum Maximum Time of Max

Depth Depth HGL Occurrence

Node Type Meters Meters Meters days hr:min

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

J1 JUNCTION 0.02 0.24 280.24 0 02:25

J2 JUNCTION 0.00 0.10 100.12 0 00:00

J3 JUNCTION 0.16 0.16 99.68 1 00:00

OF1 OUTFALL 0.02 0.24 280.11 0 02:25

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

Node Inflow Summary

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

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

Maximum Maximum Lateral Total

Lateral Total Time of Max Inflow Inflow

Inflow Inflow Occurrence Volume Volume

Node Type CMS CMS days hr:min 10^6 ltr 10^6 ltr

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

J1 JUNCTION 0.207 0.207 0 02:25 0.641 0.641

J2 JUNCTION 0.000 0.000 0 00:00 0.000 0.000

J3 JUNCTION 0.000 0.205 0 00:00 0.000 0.026

OF1 OUTFALL 0.000 0.207 0 02:25 0.000 0.641

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

Node Surcharge Summary

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

No nodes were surcharged.

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

Node Flooding Summary

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

No nodes were flooded.

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

Outfall Loading Summary

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

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

Flow Avg. Max. Total

Freq. Flow Flow Volume

Outfall Node Pcnt. CMS CMS 10^6 ltr

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

OF1 28.63 0.026 0.207 0.641

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

System 28.63 0.026 0.207 0.641

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

Link Flow Summary

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

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

Maximum Time of Max Maximum Max/ Max/

|Flow| Occurrence |Veloc| Full Full

Link Type CMS days hr:min m/sec Flow Depth

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

C1 CONDUIT 0.207 0 02:25 1.86 0.26 0.35

Roadway CHANNEL 0.205 0 00:00 0.63 0.07 0.39


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

Flow Classification Summary

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

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

Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg.

/Actual Up Down Sub Sup Up Down Froude Flow

Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change

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

C1 1.00 0.00 0.00 0.00 0.71 0.29 0.00 0.00 0.45 0.0000

Roadway 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.0000

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

Conduit Surcharge Summary

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

No conduits were surcharged.

Analysis begun on: Thu Mar 12 11:31:43 2015

Analysis ended on: Thu Mar 12 11:31:43 2015

Total elapsed time: < 1 sec


EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022)

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

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

NOTE: The summary statistics displayed in this report are

based on results found at every computational time step,

not just on results from each reporting time step.

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

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

Analysis Options

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

Flow Units ............... CMS

Process Models:

Rainfall/Runoff ........ YES

Snowmelt ............... NO

Groundwater ............ NO

Flow Routing ........... YES

Ponding Allowed ........ NO

Water Quality .......... NO

Infiltration Method ...... GREEN_AMPT

Flow Routing Method ...... DYNWAVE

Starting Date ............ NOV-17-2014 00:00:00

Ending Date .............. NOV-18-2014 00:00:00

Antecedent Dry Days ...... 0.0

Report Time Step ......... 00:01:00

Wet Time Step ............ 00:05:00

Dry Time Step ............ 00:05:00

Routing Time Step ........ 5.00 sec

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

Element Count

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

Number of rain gages ...... 2

Number of subcatchments ... 1

Number of nodes ........... 4

Number of links ........... 2

Number of pollutants ...... 0

Number of land uses ....... 0

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

Raingage Summary

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

Data Recording

Name Data Source Type Interval

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

SCS_6h_100_Yr SCS_6h_76.3mm INTENSITY 5 min.

SCS_6h_5_Yr SCS_6h_49mm INTENSITY 5 min.

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

Subcatchment Summary

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

Name Area Width %Imperv %Slope Rain Gage Outlet

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

S1 3.03 645.75 33.21 5.0000 SCS_6h_100_Yr J1

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

Node Summary

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

Invert Max. Ponded External

Name Type Elev. Depth Area Inflow

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

J1 JUNCTION 280.00 1.50 0.0

J2 JUNCTION 100.02 0.25 0.0

J3 JUNCTION 99.52 0.25 0.0

OF1 OUTFALL 279.88 0.68 0.0

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


Link Summary

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

Name From Node To Node Type Length %Slope Roughness

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

C1 J1 OF1 CONDUIT 24.0 0.5208 0.0100

Roadway J2 J3 CONDUIT 100.0 0.5000 0.0130

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

Cross Section Summary

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

Full Full Hyd. Max. No. of Full

Conduit Shape Depth Area Rad. Width Barrels Flow

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

C1 CIRCULAR 0.68 0.36 0.17 0.68 1 0.79

Roadway Roadway 0.25 1.79 0.18 20.00 1 3.10

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

Transect Summary

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

Transect Roadway

Area:

0.0002 0.0007 0.0016 0.0029 0.0045

0.0071 0.0112 0.0168 0.0238 0.0323

0.0422 0.0537 0.0665 0.0809 0.0967

0.1140 0.1327 0.1529 0.1746 0.1977

0.2223 0.2482 0.2744 0.3005 0.3267

0.3529 0.3791 0.4053 0.4315 0.4583

0.4854 0.5125 0.5395 0.5666 0.5937

0.6208 0.6479 0.6750 0.7021 0.7291

0.7562 0.7833 0.8104 0.8375 0.8646

0.8917 0.9187 0.9458 0.9729 1.0000

Hrad:

0.0133 0.0267 0.0400 0.0533 0.0631

0.0577 0.0638 0.0735 0.0848 0.0969

0.1095 0.1224 0.1356 0.1489 0.1623

0.1759 0.1894 0.2031 0.2167 0.2304

0.2442 0.2639 0.2913 0.3188 0.3462

0.3735 0.4007 0.4280 0.4551 0.4679

0.4950 0.5221 0.5491 0.5761 0.6030

0.6299 0.6567 0.6834 0.7101 0.7367

0.7633 0.7898 0.8163 0.8427 0.8690

0.8953 0.9216 0.9478 0.9739 1.0000

Width:

0.0063 0.0126 0.0189 0.0252 0.0334

0.0590 0.0847 0.1104 0.1360 0.1617

0.1874 0.2130 0.2387 0.2644 0.2901

0.3157 0.3414 0.3671 0.3927 0.4184

0.4441 0.4587 0.4589 0.4591 0.4593

0.4594 0.4596 0.4598 0.4599 0.4750

0.4750 0.4750 0.4750 0.4750 0.4750

0.4750 0.4750 0.4750 0.4750 0.4750

0.4750 0.4750 0.4750 0.4750 0.4750

0.4750 0.4750 0.4750 0.4750 1.0000

Transect Roadway(orig)

Area:

0.0001 0.0005 0.0012 0.0022 0.0034

0.0054 0.0086 0.0128 0.0182 0.0247

0.0323 0.0410 0.0509 0.0618 0.0739

0.0871 0.1014 0.1169 0.1334 0.1511

0.1699 0.1897 0.2097 0.2297 0.2498

0.2698 0.2898 0.3098 0.3299 0.3505

0.3724 0.3955 0.4196 0.4448 0.4712

0.4987 0.5273 0.5570 0.5878 0.6197

0.6527 0.6869 0.7221 0.7585 0.7959

0.8345 0.8742 0.9150 0.9570 1.0000

Hrad:

0.0178 0.0356 0.0534 0.0711 0.0842

0.0769 0.0850 0.0980 0.1130 0.1292

0.1461 0.1633 0.1809 0.1986 0.2166

0.2346 0.2527 0.2709 0.2891 0.3074


0.3257 0.3520 0.3886 0.4252 0.4617

0.4982 0.5346 0.5709 0.6071 0.6240

0.6579 0.6893 0.7183 0.7453 0.7702

0.7934 0.8149 0.8350 0.8537 0.8712

0.8876 0.9030 0.9175 0.9312 0.9441

0.9564 0.9681 0.9792 0.9898 1.0000

Width:

0.0063 0.0126 0.0189 0.0252 0.0334

0.0590 0.0847 0.1104 0.1360 0.1617

0.1874 0.2130 0.2387 0.2644 0.2901

0.3157 0.3414 0.3671 0.3927 0.4184

0.4441 0.4587 0.4589 0.4591 0.4593

0.4594 0.4596 0.4598 0.4599 0.4900

0.5155 0.5410 0.5665 0.5920 0.6175

0.6430 0.6685 0.6940 0.7195 0.7450

0.7705 0.7960 0.8215 0.8470 0.8725

0.8980 0.9235 0.9490 0.9745 1.0000

************************** Volume Depth

Runoff Quantity Continuity hectare-m mm

************************** --------- -------

Total Precipitation ...... 0.232 76.311

Evaporation Loss ......... 0.000 0.000

Infiltration Loss ........ 0.096 31.570

Surface Runoff ........... 0.135 44.631

Final Surface Storage .... 0.001 0.249


************************** Volume Volume

Flow Routing Continuity hectare-m 10^6 ltr

************************** --------- ---------

Dry Weather Inflow ....... 0.000 0.000

Wet Weather Inflow ....... 0.135 1.355

Groundwater Inflow ....... 0.000 0.000

RDII Inflow .............. 0.000 0.000

External Inflow .......... 0.000 0.000

External Outflow ......... 0.135 1.354

Internal Outflow ......... 0.000 0.000

Storage Losses ........... 0.000 0.000

Initial Stored Volume .... 0.003 0.033

Final Stored Volume ...... 0.004 0.045


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

Time-Step Critical Elements

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

Link C1 (1.20%)

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

Highest Flow Instability Indexes

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

All links are stable.

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

Routing Time Step Summary

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

Minimum Time Step : 4.65 sec

Average Time Step : 5.00 sec

Maximum Time Step : 5.00 sec

Percent in Steady State : 0.00

Average Iterations per Step : 2.00

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

Subcatchment Runoff Summary

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

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

Total Total Total Total Total Total Peak Runoff

Precip Runon Evap Infil Runoff Runoff Runoff Coeff


Subcatchment mm mm mm mm mm 10^6 ltr CMS

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

S1 76.31 0.00 0.00 31.57 44.63 1.35 0.41 0.585

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

Node Depth Summary

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

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

Average Maximum Maximum Time of Max

Depth Depth HGL Occurrence

Node Type Meters Meters Meters days hr:min

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

J1 JUNCTION 0.03 0.35 280.35 0 02:25

J2 JUNCTION 0.00 0.10 100.12 0 00:00

J3 JUNCTION 0.16 0.16 99.68 1 00:00

OF1 OUTFALL 0.03 0.35 280.22 0 02:25

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

Node Inflow Summary

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

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

Maximum Maximum Lateral Total

Lateral Total Time of Max Inflow Inflow

Inflow Inflow Occurrence Volume Volume

Node Type CMS CMS days hr:min 10^6 ltr 10^6 ltr

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

J1 JUNCTION 0.413 0.413 0 02:24 1.355 1.355

J2 JUNCTION 0.000 0.000 0 00:00 0.000 0.000

J3 JUNCTION 0.000 0.205 0 00:00 0.000 0.026

OF1 OUTFALL 0.000 0.413 0 02:25 0.000 1.354

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

Node Surcharge Summary

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

No nodes were surcharged.

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

Node Flooding Summary

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

No nodes were flooded.

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

Outfall Loading Summary

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

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

Flow Avg. Max. Total

Freq. Flow Flow Volume

Outfall Node Pcnt. CMS CMS 10^6 ltr

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

OF1 28.76 0.055 0.413 1.354

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

System 28.76 0.055 0.413 1.354

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

Link Flow Summary

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

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

Maximum Time of Max Maximum Max/ Max/

|Flow| Occurrence |Veloc| Full Full

Link Type CMS days hr:min m/sec Flow Depth

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

C1 CONDUIT 0.413 0 02:25 2.23 0.52 0.51

Roadway CHANNEL 0.205 0 00:00 0.63 0.07 0.39


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

Flow Classification Summary

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

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

Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg.

/Actual Up Down Sub Sup Up Down Froude Flow

Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change

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

C1 1.00 0.00 0.00 0.00 0.70 0.30 0.00 0.00 0.47 0.0001

Roadway 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.0000

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

Conduit Surcharge Summary

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

No conduits were surcharged.

Analysis begun on: Thu Mar 12 11:25:30 2015

Analysis ended on: Thu Mar 12 11:25:30 2015

Total elapsed time: < 1 sec

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