FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT

PROJECT No. 21215 File No. 21215_559 Garner Road_FSR_Rev0.1.docx THE ODAN/DETECH GROUP INC.

PROPOSED RESIDENTIAL DEVELOPMENT

559 GARNER ROAD

HAMILTON, ONTARIO

PROJECT No. : 21215

FUNCTIONAL SERVICING &

STORMWATER MANAGEMENT REPORT

Prepared For:

ELITE MD DEVELOPMENTS

Prepared By:

The Odan/Detech Group Inc.

Original: August 2021

i 559 GARNER RD.- HAMILTON – PROPOSED RESIDENTIAL DEVELOPMENT FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT


TABLE OF CONTENTS DESCRIPTION page

1.0 INTRODUCTION ................................................................................................................................... 2

2.0 SCOPE OF WORK ............................................................................................................................... 3

3.0 WATER DISTRIBUTION ....................................................................................................................... 3

4.0 SANITARY WASTEWATER ................................................................................................................. 9

i) Available & Existing Infrastructure ........................................................................................................ 9

ii) Proposed Sanitary Servicing ................................................................................................................. 9

5.0 STORM WATER MANAGEMENT ...................................................................................................... 12

i) Terms of Reference & Available Infrastructure ................................................................................... 12

ii) Allowable & Pre-Development Discharge Rate .................................................................................. 13

iii) Proposed Conditions & Post-Development Flow Analysis ................................................................. 14

iv) Erosion Control ................................................................................................................................... 19

v) Stormwater Quality Control ................................................................................................................. 19

6.0 CONCLUSIONS .................................................................................................................................. 20

7.0 REFERENCES .................................................................................................................................... 21

APPENDIX A Existing Site Topographical Survey By Barich Grenkie Surveying Ltd. Site Plan by SRM Development statistics by SRM City Engineering Criteria APPENDIX B Southcote Sanitary Tributary Plan by the Odan/Detech Group 559 Sanitary Tributary Plan by the Odan/Detech Group Sanitary Flow Calculations for 559 Garner Road Sanitary Sewer Design Sheet Full Area with Added Population Sanitary Sewer Design Sheet 559 Garner Road with Reduced 13.50ha. APPENDIX C Pre & Post-Development Visual OTTHYMO Model Output 5-year storm & 100 Year Storm Post-Development Visual OTTHYMO Model Output 5-year storm & 100-year Storm APPENDIX D Concept Site Grading Plan Concept Site Servicing Plan

2 559 GARNER RD.- HAMILTON – PROPOSED RESIDENTIAL DEVELOPMENT FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT


1.0 INTRODUCTION The property under study is a 0.37 ha (0.91 acre) site located at 559 Garner Road, intersection of Southcote Road and Garner Road in the City of Hamilton. It is proposed to construct a 6 storey residential development apartment building on the site with related underground parking. The site is bound by the following:

To the south: Garner Road East

To the east: Existing Commercial lands.

To the north: Vacant lands and a drainage channel.

To the west: Southcote Road and an Existing Cemetery The subject lands are currently designated “Low Density Residential (Infill/Residential)” in Meadowlands III Secondary Plan. The proposal seeks to permit a 6 storey residential building which is considered a high density development and therefore does not meet the current zoning. This report will evaluate the serviceability of the site with respect to sanitary waste water, water and storm water management (SWM) and will implement the SWM criteria identified by City staff in prior correspondence to allow for a change in use. Criteria for the site engineering was provided by the City of Hamilton to Urban Solutions in the formal consultation application response letter dated February 16 2021. A copy of the letter is provided in Appendix A. For detailed topography of the existing site conditions, as of February 4 2021, refer to the topographic survey prepared by Barich Grenkie Surveying Limited in Appendix A. Refer to the Site Plan by RAW Design. in Appendix A for the site’s layout and proposed Phasing Limits.



2.0 SCOPE OF WORK

THE ODAN/DETECH GROUP INC. was retained by Elite MD Developments to review the Site,

collect data, evaluate the Site for the proposed use and present the findings in a Functional Servicing Report and Stormwater Management Report in support of a Rezoning Application. The scope of work in brief involves the following:

a) Collecting existing servicing drawings from the CITY in order to establish availability and

feasibility of Site servicing;

b) Meetings/conversations with CITY Engineers and Design Team.

c) Evaluation of the data and presentation of the findings in a FSR and Storm Water

Management Report in support of the Rezoning Application.

3.0 WATER DISTRIBUTION Design Considerations The following watermains presently exist beneath the streets bordering the site. Garner Road East

There is a 750 transmission main located on the north side of Garner Road East flanking the property. Direct connection to this main is not permitted.

There is a 400mm dia. watermain on the south side of Garner Road East. Southcote Road

There is a 600mm dia. transmission main on the east side of Southcote Road, flanking the property. A direct connection to this main is not permitted.

There is a 300mm dia watermain on the west side of Southcote Road. Based on the above watermain locations and the building layout the preferred connection point would be to the 300mm dia. water main on Southcote Road as this provides the most direct path to the proposed Mechanical room location. The proposed development is located within Pressure Zone 18. Hydrant test data for the hydrants located on Southcote Road and Garner Road East were provided by the City of Hamilton and are shown in Table 1 below. A current flow test will be required to confirm the below flows and pressures.



Table 1 – Pressure Zone 18 – Flow & Pressure Data

Hydrants AL13H040 & AL13H034 are in the closest proximity to the proposed site, and the lesser of the two fire flows was assumed for the below analysis. Figure 1 – City of Hamilton Water and Waste Water Mapping

Hydrant ID Address Pressure

Zone

Date of Most

Recent HFI2 Test

(Field work)

(mm/dd/yy)

Static

Pressure

[psi]

Residual

Pressure

[psi]

Test

Flow

[Imp

Gal/

min]

DSR

[psi]

DSR2

[psi]

FAR20

[Imp

Gal/

min]

AL13H034618 GARNER RD

E ANCASTER18 2019-7-16 9:10 AM 72 66 1000 6 52 3210

AL13H040504 SOUTHCOTE

RD ANCASTER18 2019-7-23 9:46 AM 70 67 1150 3 50 5254

AL14H001534 GARNER RD

E ANCASTER18 2019-7-16 9:05 AM 70 64 1080 6 50 3394

AL13H039468 SOUTHCOTE

RD ANCASTER18 2019-7-23 9:48 AM 72 66 1050 6 52 3370



It is proposed to service the site with one domestic water service 100mm dia. and one fire service 200mm dia. connection. These are proposed to connect to the 300mm water main located on Southcote Road as preferred by the City of Hamilton. This preferred connection was noted within the pre-consultation notes. Refer Appendix C – Concept Site Servicing Plan for additional details regarding the water main layout. The unit rate and peaking factors of water consumption, minimum pipe size and allowable pressure in line were established from the City Design Manual Standards. The pressures and volumes must be sufficient for peak hour conditions and under fire conditions as established by the Ontario Building Code 2006. The minimal residual pressure under fire conditions is 140 kpa. (or 20.3 psi). In January 2020 the City of Hamilton water design criteria and requirements were updated. The City of Hamilton criteria for water fire flow and domestic usage are as follows for various developments. The fire flow demands for this development will follow the target available fire flow (AFF) for the proposed land use, as per Table 2, below, which was provided by the City in their memorandum dated January 16, 2020. The proposed 6-storey Residential building will require a target AFF of 150 L/s, as highlighted below.

Table 2 – Water Land Use

Land Use Target AFF (L/s)

Commercial* 150

Small ICI (<1800 m3) 100

Industrial 250

Institutional 150

Residential Multi (greater than three units) *

150

Residential Medium (three or less units)

125

Residential Single 75

Residential Single (dead end)

50

* Land Use for Proposed development The target AFF for the proposed development is 150 L/s. Based on City flow data there is sufficient flow to provide fire service for the proposed development because the available fire flow 3210 USGM (202 l/sec) from the 300mm watermain is greater than the City of Hamilton requirement of 150 l/sec AFF. A flow test will be required to determine actual flows, however, it is expected that this flow will confirm that the City Watermain will provide sufficient flow to service the development. A summary of the total water demands for the site and available flow in the vicinity of the development is presented in Table 3 on the following page.



The water demand is calculated as follows. Domestic water demand is calculated based on the AWWA M22 method, as per the table below. The development statistics and fixture counts on which the calculation is based are provided in Appendix A. Detailed fixture counts were not available at the time of the zoning submission, therefore the fixture counts in Appendix A are a estimated based on discussions with the Architect.

Table 3 – Water Demand Calculations

WATER DEMAND CALCULATIONS

This program calculates the water demand from various fixtures

As per the AWWA MANUAL M22 Modified Fixture Value Method - Sizing water lines and meters

Fixture

Fixture Value

(GPM) at 60

psi

Number of

Fxitures

Fixture Value

(GPM)

Bathtub 8 95 760

Bedpan Washers 10 0 0

Bidet 2 0 0

Dental Unit 2 0 0

Drinking Fountain - Public 2 0 0

Kitchen Sink 2.2 96 211.2

Lavatory 1.5 139 208.5

Showerhead (Shower Only) 2.5 41 102.5

Service Sink 4 1 4

Toilet - Flush Valve 35 0 0

Toilet - Tank Type 4 139 556

Urinal - Pedestal Flush Valve 35 0 0

Urinal - Wall Flush Valve 16 0 0

Wash Sink (each set of faucets) 4 0 0

Dishwasher 2 96 192

Washing Machine 6 95 570

Hose (50 ft Wash Down) 1/2 inch 5 0 0

Hose (50 ft Wash Down) 5/8 inch 9 0 0

Hose (50 ft Wash Down) 3/4inch 12 0 0

Total Fixture Value Total 702 2604

75

Demand (gpm) from Fig 4-2 of AWWA Manual M22 Second

Editon



Table 4 – Pressure Adjustment

Fire flow demand is calculated using the City of Hamilton standards as follows: a) Domestic Demand (AWWA M22) 71 GPM or 4.5 L/sec d) Required Fire flow as per City (150 l/sec) 2377 USGPM or 150 L/sec

Table 5 – Total Water Demand

L/sec USGPM

Domestic Flow Demand 4.5 71

Fire Flow Demand 150 2377

Total Water Demand 154.5 2448

AFF - Available Flow at 20 PSI Residual Pressure (based on City Data)

298.4 4729

A flow test has been completed. The result are provided below. The AFF from this system is 4729 USGPM.

Fixture

Fixture Value

(GPM) at 60

psi

Number of

Fxitures

Fixture Value

(GPM)

The following fixture count and fixture values have been provided by project mechanical consultant

Total Fixture Value 2604

75

Pressure Adjustment

Peak Hour Pressure 67 psi

Pressure Adjustment Factor 0.94

Pressure Adjustment (Demand x Pressure Adjustment Factor) 71

Total Domestic Demand (L/s) 4.45

Demand (gpm) from Fig 4.2 of AWWA Manual M22 Second Editon



Based on the flow data there is sufficient flow to provide fire service for the proposed development. The available fire flow is 4729 USGPM (298.4 l/sec) from the 300mm water main, which is greater than the total water demand 2458 USGM (154 l/sec) and the Supply is greater than the City of Hamilton requirement of 150 l/sec AFF.



4.0 SANITARY WASTEWATER

i) Available & Existing Infrastructure The following sewers presently exist beneath the streets bordering the subject site. Refer to the Appendix C – Concept Site Servicing Plan for the layout of the sewers bordering the subject site.

Garner Road East o There is no sanitary sewer fronting the proposed development.

Southcote Road o There is no sanitary sewer fronting the proposed development. 115m to the north of

the proposed site is San MH 21A, which drains west down Secinaro Avenue by a 250mm sewer. At San MH 18A, the sewer begins to flow north to San MH 1A, which then exists to a sanitary pump station.

Future Garner Road Extension o There is a future Trunk Main proposed within the AEGD Master Water & Wastewater

that is proposed for Garner Road. Timing to construct this sewer is unknown. There may be potential to connect to this sewer in the future.

See Appendix B for the sanitary sewer network on Southcote Road.

City staff have provided criteria for consideration of these existing sewers in the preconsultation as follows (see Appendix A); Sanitary Sewer Servicing

The existing Southcote sewer design basis assumed a population density of 65 ppha for the subject property. The proposed density is substantially higher. In support of the application for OP and zoning amendment, the proponent will be required to complete hydraulic capacity assessment of the Southcote Road sanitary sewer and demonstrate adequate capacity for the proposed increase in flow. Consultation with Growth Management & Hamilton Water will be needed to confirm assumptions for existing conditions and area population densities.

For future Zoning application, the applicant is required to provide the following: o Calculations/analysis to demonstrate that flows generated from the proposed

development will not adversely impact the sewer capacity and hydraulic performance of the City’s sanitary

For future Site Plan Control application, the applicant is required to provide the following: o A servicing plan showing the sanitary connection to the municipal sewer o A wastewater generation calculation based on Part 8 of the latest edition of the Code

and Guide for Sewage Systems in order to establish an equivalent population density

ii) Proposed Sanitary Servicing It is proposed to install a 250mm diameter sanitary sewer beneath Southcote Road from the proposed development to San MH 21A, at the intersection of Secinaro Avenue and Southcote Road. This sewer will cross beneath the existing 375mm culvert, and will have over two meters of separation. The proposed site will outlet using a 250mm dia sewer at 2.0%, crossing beneath the existing 600mm water main and connecting to the proposed sanitary sewer beneath Southcote Road.



A downstream analysis has been conducted to verify the capacity of the existing sanitary network and downstream pump station (refer to appendix B). Refer to Appendix A for the proposed development statistics. City staff have stated that sanitary flows are to be calculated by Part 8 of the Ontario Building Code. Calculations are provided below. Additionally, City standards for population densities and flow rates will be used. The following are provided in the City of Hamilton Comprehensive Development Guidelines and Financial Policies Manual (2019), Section E.1.4. Design Flows. Residential

Townhouses and maisonettes (30 upha) – 110 persons per hectare

High Density Apartments (100 upha) – varies (subject to detailed plans)

Commercial varies 125 to 750 ppha

Per person flow – 360 L/person/day Inflow/Infiltration

For areas where there will be storm sewers beneath the weeping tiles of the development, infiltration allowance is 0.4 L/s per hectare

Peaking Factor

𝑀 =5

𝑝0.2

Where p is population in thousands. 2<M<5. The peak sanitary flow from the proposed development is thus calculated as follows, in Table 6.

Table 6 – Proposed Sanitary Flows – Based on Population

Site Area

(ha)

Infiltration Allowance

(L/s/ha)

Peak Factor

Total Average

Flow

Peak Flow

(l/sec)

Infiltration Allowance

(l/s)

Total Flow (l/s)

3.94 0.15 4.09 Residential Tower

0.37 0.40 4.13 0.96

Note: refer to Appendix for detailed calculation.

A 250mm @ 2.0% sanitary sewer connection is proposed to the proposed sanitary sewer on Southcote Road. The pipe has a capacity of 84.10 L/s, which is adequate to convey the above post-development sanitary flow. Note that the minimum sewer size for Hamilton is 250mm for residential lands.



The sanitary average flow calculation was based on the Ontario Building Code is 1.38 L/s and was calculated as follows: Applying a peaking factor of 4.13 the OBC flow would be 5.7 l/sec + 0.15 L/sec infiltration for a total of 5.85 l/sec which is marginally higher than the flows calculated using population at 4.09 l/sec.

`

PROJECT: Proposed Residential Development CLIENT: Elite MD Developments

559 Garner Road East DATE: 14-May-21

Hamilton, Ontario PROJECT No.: 21215

DRAWING REF.:

A B C D E F G H I J

Floor Area

(sq.ft.)

Floor Area

(sq.m.)

Establishment

Type

(OBC 8.2.1.3.B.)

Based on Floor Area Volume

(litres)

Total

Volume

(litres)

(B/DxE)

Volume

(litres)

Establishment

Type

(OBC 8.2.1.3.B.)

Based on Number

of Beds or Units

(ea.)

Volume

(litres)

(G x I)

Residential 750 1 Bedroom Dwelling 16 12000



Commercial Office per 9.3 sq.m. floor area 75 0 0

Total Floor Area 0 0 0 119400

119400

1.38

Total Volume (Average per day)

Total (l/sec)

Total Based on Number of Beds/UnitsTotal Based on Floor Area



5.0 STORM WATER MANAGEMENT

i) Terms of Reference & Available Infrastructure The following sewers presently exist beneath the streets bordering the subject site. Refer to the Concept site service plan for the storm layout of the sewers bordering the subject site.

Garner Road East. o There is a 375mm storm sewer flowing westerly, discharging into a culvert beneath

Southcote road.

Southcote Road o There is an existing ditch flowing northernly, discharging into a culvert beneath

southcote road. The above outlet converge at the south west corner of the Cemetery lands just west of Southcote Road on the north side of Garner Road and continue to flow in a northwesterly direction. This drainage pattern is shown below in Figure 2. Figure 2 – Existing Storm Drainage Pattern



City engineering review staff provided criteria for stormwater management design in the criteria memo. The stormwater section of the memo is provided here in Appendix A. Storm Water Quantity Control

The proponent needs to demonstrate a legal storm outlet for the subject development. The proponent shall submit a legal opinion to confirm riparian rights for the drainage through the private lands

. Storm Water Quality Control

The quality control criteria is to provide Level 1 quality control The Hamilton Mount Hope 2 and 100 year Chicago Intensity-Duration-Frequency (IDF) design storms were used for stormwater runoff analysis for this site using the Rational Method. The Mount Hope 2 year and 100 year storm Intensity-Duration-Frequency equations are shown below 2 Year Storm: I2 = 646.0 / (T + 6)0.781 where: I = intensity (mm/hr) I2 = 74.1 mm/hr T = time of concentration (10min) 100 Year Storm: I100 = 2317.4 / (T + 11)0.836 I100=181.81 mm/hr The mount hope IDF Parameters can be seen below.

Table 7 – IDF Parameters – Mount Hope

IDF PARAMETERS – MOUNT HOPE

Parameter 2 5 10 25 50 100

A 646.0 1049.5 1343.7 1719.5 1954.8 2317.4

B 6.0 8.0 9.0 10.0 10.0 11.0

C 0.781 0.803 0.814 0.823 0.826 0.836

ii) Allowable & Pre-Development Discharge Rate Allowable discharge from the site will be determined by calculating the pre-development flow for the 2 to 100 year design storm using the rational method. The rational parameters are shown in the table below.

Table 8 – Rational Method Parameters

Rational Method Parameters

Parameter C I (mm/h) A (ha)

2 YEAR

0.25

74.1

0.37

5 YEAR 103.0

10 YEAR 122.3

25 YEAR 146.1

50 YEAR 164.6

100 YEAR 181.8



The following Table 9 summarizes the allowable release rate for the site.

Table 9 – Allowable Flows

Storm Event Allowable Flow

2 YEAR 19

5 YEAR 26

10 YEAR 31

25 YEAR 38

50 YEAR 42

100 YEAR 47

iii) Proposed Conditions & Post-Development Flow Analysis

Storm drainage in the proposed development will drain primarily by mechanical storm drains to a storm tank located at the south west edge of the P1 Parking level. The runoff to the exterior the parking garage limits will be captured and brought to the SWM tank via a 300mm CB lead. It is proposed to install a 300mm PVC pipe at 1.0% located at the south west of the property, from the control manhole to the proposed manhole on Garner Road East. The control manhole will be connected to the SWM Tank via mechanical, and will be further detailed at the SPA stage. The proposed storm service crosses above an existing 750mm watermain. The location of the SWM tank, as well as the crossing will be further investigated at the SPA stage. If any conflicts arise, an alternative option is to connect the storm further upstream, as shown in Figure 3 below. Figure 3 – Alternate Storm Drainage Option

In order to control the post development flows to the allowable flow rate, on-site storage and attenuation will be required. Visual OTTHYMO 2.3.2. will be used to model and determine the detention volume required. For drainage areas with significant imperviousness the calculation of effective rainfall in Visual OTTHYMO is accomplished using the “Standhyd” method. This method is used in urban watersheds to simulate runoff by combining two parallel standard unit hydrographs resulting from the effective rainfall intensity over the pervious and impervious surfaces. For pervious surfaces, losses are calculated using the SCS modified CN method.



The following Table 10 & Table 11 summarize the parameters used in Visual OTTHYMO to characterize the post development catchment areas. Refer to the Post-Development Drainage Plan on page 15 and the Post-Development Visual OTTHYMO Model below.

Table 10 – Catchment Characteristics for the Post-Developed Site

Area

Area (ha)

Hyd

rog

rap

h

Me

tho

d

% im

perv

ious

imp

erv

iousn

ess

dire

ctly

co

nn

ecte

d %

Loss M

eth

od

for

Pe

rvio

us

Are

a

Rooftop 0.165 STANDHYD 99 99 Hortons

Parking/Site 0.205 STANHYD 90 90 Hortons

The foregoing catchment areas appear in the post-development Visual OTTHYMO Model, as

follows. The model shows flows in a 100-year storm. Refer to the detailed Visual OTTHYMO Output in Appendix C.

Figure 4 – Post-Development Visual OTTHYMO Model (100Y Storm) (Chicago 3hr.)

Table 11 – Horton’s Equation Parameters

Maximum Initial Infiltration Rate 75.0 mm/hr Minimum Initial Infiltration Rate 5.0 mm/hr

Decay rate of infiltration 2.0 /hr Accumulated soil moisture at Beginning of Storm 0.0 mm Previous Area Depression Storage 5.0 mm



The following Table 12 is a summary of the total peak storm flows for the 2 and 100 year storm events. This table demonstrates that the post-development flow meets the allowable release rate criteria of 47.0 L/s calculated in Section v) above.

Table 12 – Summary of Flows from Site

Storm Event Post Development Flow

2 YEAR 19

5 YEAR 26

10 YEAR 30

25 YEAR 34

50 YEAR 37

100 YEAR 40

Stormwater storage will be provided upstream of the attenuation on the roofs of the proposed building. The required storage volumes are as follows. Refer to the Visual OTTHYMO output in Appendix C for the volume calculations. The stage-storage-discharge relationship for the towers’ roof ponding are as follows.

THE ODAN DETECH GROUP INC.

5230 SOUTH SERVICE RD, BURLINGTON, ONTARIO L7L 5K2

TELEPHONE: (905)632-3811 FAX: (905)632-3363

Email: [email protected]

ROOFTOP STORAGE

PROJECT: 559 Garner CLIENT:

Hamilton, ON DATE: 18-May-21

PROJECT No.: 21215

DRAWING REF.:

Relationship for Rooftop Control Devices

Conventional Roof

Area of Roof = 1650 m2

3 3 roof drains

Head (m) Volume (m3) Discharge (l/s) Volume (ha-m) Discharge (m3/s)

0.00 0.00 0.00 0.00000 0.00000

0.05 27.23 2.24 0.00272 0.00224

0.10 54.45 4.49 0.00545 0.00449

0.15 81.68 6.73 0.00817 0.00673

0.20 108.90 8.98 0.01089 0.00898

Discharge Sample Calculation:

H= 150mm

Q= # Weirs x (Head(mm)/25.4mm) x Weir Discharge (l/sec)

Q= 3 x (150/25.4) x 0.38

Q= 8.98 l/sec

Number of Weirs =



As can be seen in the below Table 13 the post development flows are at or below predevelopment allowable flows for all storm events. This is achieved through the use of rooftop controls and a storage tank. The following table 14 summarizes the storage requirements for the 2 to 100 year storm events, and the stage/storage discharge properties can be seen below.

Table 13 – Post to Pre Development Flow Comparison

Storm Event Post to Pre Development Comparison

Mount Hope Chicago 3 hr.

Post Pre

2 YEAR 19 19

5 YEAR 26 26

10 YEAR 30 31

25 YEAR 34 38

50 YEAR 37 42

100 YEAR 40 47

Table 14 – Summary of Volumes

Storm Volume Required (m3) Volume Provided (m3)

2 Year 16 58

5 Year 25 58

10 Year 32 58

25 Year 41 58

50 Year 49 58

100 Year 58 58

Connection to the existing storm sewer on Garner Road is the preferred and recommended outlet connection since this sewer ultimately drains to the downstream watershed and will not impact any properties located upstream of the proposed development.

ORIFICE DISCHARGE CALCULATOR

This program calculates the discharge from a circular orifice when given elevations

and orifice diameters by the user.

Discharge based on orifice equ.: Q = CA x sqrt(2gh)

Prop. Stm. MH 2 (Orifice Plate)

Orifice Diameter = 0.135 m Enter the orifice diameter in metres

Area 0.01431 m2

Discharge Coeff. = 0.620 Enter discharge coeff. to use

DEVICE = 255mm dia. Orifice Plate

Description Actual Elevation Stage Discharge Volume Total Volume

Centroid of Orifice 247.80 0 0.0000 0 0

Tank @ 0 247.85 0.05 0.0088 0.1 0.1

Tank @ 0.5 248.35 0.55 0.0292 29.0 29.1

Tank @ 1.0 248.85 1.05 0.0403 29.0 58.1



iv) Erosion Control Erosion and sediment control will be implemented on-site prior to construction and be maintained through the entire duration of construction. Erosion control measures to be implemented are: - silt fence around the entire site - sediment socks within existing and proposed catchbasins - an entrance mud mat for trucks - daily cleaning and weekly washing of roads

v) Stormwater Quality Control Hamilton City staff identified the stormwater quality control criteria applying to the runoff from this site to be Level 1 quality control.

Due to the size and nature of the development the use of permeable pavers is recommended to achieve water quality for this development. In order to achieve water quality it is proposed to utilize permeable pavers. Permeable pavers provide a water quality efficiency of 80% with the use of storage beds. Permeable pavers require routine maintenance as per manufacturer recommendations. In addition to permeable pavers it is proposed to provide all Catch Basins with CB Shields that will provide 50-60% TSS removal efficiency, ETV tested. This will ensure that should the permeable pavers have a reduce efficiency between maintenance periods then the CB Shields will provide added protection until maintenance is completed on the permeable pavers. It is recommend that the permeable pavers be checked twice yearly at a minimum to determine if maintenance is required. Maintenance should be completed at the end of each winter and the end of each fall to ensure efficiency of the product is maintained in order to achieve the 80% TSS removal, thus meeting Level 1 protection. Based on the above the use of Permeable Pavers together with rooftop flow will achieve 80% TSS removal. This will be increased further through the use of CB Shields within the parking areas.



6.0 CONCLUSIONS From the foregoing investigation, the site is serviceable utilizing existing sanitary, storm and watermain infrastructure within and adjacent to the site. Storm water management can be accommodated with on-site storage as described in this report. The following Table 10 summarizes the SWM and Servicing components of the proposed development.

Table 15 – Summary

Peak Sanitary Discharge (L/s) 4.1 L/s (City criteria) or 5.9 L/s (OBC Section 8)

Proposed Sanitary Service 200mm at 2.00%

Receiving Sanitary Sewer Southcote Sanitary Sewer Extension

Development Water Demand (Fire + Domestic)

2448 USGM

Proposed Fire Service 200mm dia.

Proposed Domestic Service 100mm dia.

Allowable release rate from site Refer to Comparison Table Page 17

Proposed release rate from site to (100 year post to 2 year pre)

Refer to Comparison Table Page 17

Quantity Control Via Rooftop, Storm Tank, & 135mm Orifice Plate

Quality Control Permeable Pavers

Proposed Storm Service 300mm at 1.0%

559 GARNER RD.- HAMILTON – PROPOSED RESIDENTIAL DEVELOPMENT FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT

PROJECT No. 21215 File No. 21215_559 Garner Road_FSR_Rev0 THE ODAN/DETECH GROUP INC.

APPENDIX A Existing Site Topographical Survey By Barich Grenkie Surveying Ltd Site Plan by Architectural Design Inc. Fixture Count by Architectural Design Inc. City Engineering Criteria

A DIVISION OF GEOMAPLE

5 5 10 METRES0

Scale 1:200

Barich Grenkie

Surveying Ltd.

297 HWY No. 8 (UNIT 101) - STONEY CREEK, ON

L8G 1E5 (905) 662-6767

AutoCAD SHX Text

248.60

AutoCAD SHX Text

248.56

AutoCAD SHX Text

CB

AutoCAD SHX Text

MH

AutoCAD SHX Text

248.27

AutoCAD SHX Text

247.38

AutoCAD SHX Text

246.95

AutoCAD SHX Text

246.83

AutoCAD SHX Text

248.07

AutoCAD SHX Text

248.50

AutoCAD SHX Text

248.56

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248.94

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248.62

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248.64

AutoCAD SHX Text

248.66

AutoCAD SHX Text

248.34

AutoCAD SHX Text

248.33

AutoCAD SHX Text

248.60

AutoCAD SHX Text

CB

AutoCAD SHX Text

248.55

AutoCAD SHX Text

248.53

AutoCAD SHX Text

248.51

AutoCAD SHX Text

248.49

AutoCAD SHX Text

248.37

AutoCAD SHX Text

CB

AutoCAD SHX Text

248.36

AutoCAD SHX Text

248.16

AutoCAD SHX Text

248.09

AutoCAD SHX Text

247.96

AutoCAD SHX Text

248.16

AutoCAD SHX Text

MH

AutoCAD SHX Text

248.17

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248.30

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248.27

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248.15

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247.89

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246.83

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248.12

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GUT

AutoCAD SHX Text

248.20

AutoCAD SHX Text

248.21

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GUT

AutoCAD SHX Text

248.25

AutoCAD SHX Text

GUT

AutoCAD SHX Text

GUT

AutoCAD SHX Text

248.19

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GUT

AutoCAD SHX Text

248.33

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GUT

AutoCAD SHX Text

248.50

AutoCAD SHX Text

GUT

AutoCAD SHX Text

248.50

AutoCAD SHX Text

GUT

AutoCAD SHX Text

248.50

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GUT

AutoCAD SHX Text

248.56

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248.71

AutoCAD SHX Text

248.85

AutoCAD SHX Text

248.86

AutoCAD SHX Text

248.94

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249.00

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248.64

AutoCAD SHX Text

248.68

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248.66

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248.57

AutoCAD SHX Text

248.42

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248.25

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248.88

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SIB(DHO)

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246.95

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246.85

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248.86

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248.72

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248.64

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248.53

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TL/LS

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LS

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BILLBOARD

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SIGN

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SIGN

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248.96

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248.99

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248.91

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249.02

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248.77

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248.46

AutoCAD SHX Text

248.69

AutoCAD SHX Text

249.15

AutoCAD SHX Text

249.14

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249.37

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FF

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249.24

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FF

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248.74

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248.73

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248.71

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249.04

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249.09

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248.75

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248.96

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248.77

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248.79

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248.64

AutoCAD SHX Text

248.19

AutoCAD SHX Text

248.89

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248.81

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248.85

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248.75

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248.87

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MH

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PIPE

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248.83

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HP

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248.33

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248.38

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248.11

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248.44

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MH

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248.52

AutoCAD SHX Text

247.78

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248.12

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247.49

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248.88

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246.72

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247.75

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248.32

AutoCAD SHX Text

248.65

AutoCAD SHX Text

248.15

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247.27

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246.92

AutoCAD SHX Text

246.49

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246.62

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246.94

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247.30

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248.39

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248.36

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247.63

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247.19

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246.98

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SIB(DHO)

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247.04

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246.83

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248.64

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WITH

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CC(OU)

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PART 1

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PLAN 62R-4741

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PART 2

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PLAN 62R-4741

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PART 6

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PLAN 62R-5524

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PART 1

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PLAN 62R-5524

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PART 3

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PLAN 62R-5524

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PART 4

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PLAN 62R-5524

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PART 5

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PLAN 62R-5524

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PART 2

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PLAN 62R-19573

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PART 1

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PLAN 62R-19573

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PART 2

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PLAN 62R-1446

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BLOCK 2

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REGISTERED

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PLAN 62M-1135

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PART 1

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PLAN CM2054

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PIN 17565-0425 (LT)

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L O T 4 8

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C O N C E S S I O N 3

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G E O G R A P H I C T O W N S H I P O F A N C A S T E R

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G A R N E R R O A D E A S T

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PIN 17565-0972(LT)

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(ORIGINAL ROAD ALLOWANCE BETWEEN CONCESSIONS 3 & 4)

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(NAME CHANGED BY BY-LAW R99-056, REGISTERED AS INSTRUMENT LT566239)

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S O U T H C O T E R O A D

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PIN 17565-0989(LT)

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(ORIGINAL ROAD ALLOWANCE BETWEEN LOTS 47 & 48)

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(FORMERLY HOSTEIN ROAD)

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PIN 17565-4013 (LT)

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PIN 17565-0424 (LT)

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N76%%D58'50"E

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57.91

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(P1,P7 & Meas)

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(Meas)

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(N77%%D35'00"E P1)

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N76`51'35"E

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123.31

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(P5 & Meas)

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(P1,P4 & Set)

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(N77`30'40"E P1,P6)

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N13%%D20'15"W

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80.47

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(P5 & Meas)

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(N12%%D41'10"W P1)

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(P1,P2,P3.P5.P7,D1 & Set)

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N13%%D13'10"W

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41.29

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89%%D48'00"

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(P1 & Set)

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(Meas)

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(P1,P7 & Set)

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(N12%%D37'00"W P1,P7)

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76%%D46'50"

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(P1 & Set)

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N89%%D52'55"E

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50.06

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(P1,P2,P7 & Set)

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(Meas)

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(N89%%D28'00"W P1,P2,P3,P7)

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N74%%D40'30"W

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6.55

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(Meas)

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(N74%%D44'00"W P1,P2,P3,P7)

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(P1,P2,P3,P7 & Set)

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N21%%D23'40"W

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25.16

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(P1 & Set)

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(Meas)

AutoCAD SHX Text

(N20%%D32'27"W P1)

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9.03

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(P1 & Meas)

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SIB(OU)

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(BENT

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HELD BASE)

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Centreline of Road

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Edge of Asphalt

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Concrete Curb

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PIPE

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UP

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ANCHOR

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WITH

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UP

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ANCHORS

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WITH

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UP

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ANCHOR

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WITH

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UP

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ANCHOR

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Concrete Curb

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Concrete Curb

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Edge of Asphalt

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Centreline of Road

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247.17

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SIB(DHO)

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N76`54'30"E

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3.07

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(P1 & Meas)

AutoCAD SHX Text

(Meas)

AutoCAD SHX Text

(N77`30'40"E P1,P2,P3,P7)

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5.59

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(P1,P5 & Meas)

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5.67

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(P1,P5 & Meas)

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1 1/2 STOREY

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SIDING

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DWELLING

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No. 581

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Metal Fence

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Chain link Gate

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Metal Fence

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METAL

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GARAGE

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METAL

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SHED

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0.2%%C CT

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2.3%%C DT

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0.3%%C DT

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0.3%%C DT

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0.3%%C DT

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Remains of Post & Wire Fence

AutoCAD SHX Text

Asphalt Driveway

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PK

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IB

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IB

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(N77%%D30'40"E P2,P3,P7)

AutoCAD SHX Text

(N12%%D37'00"W P2,P3,P7)

AutoCAD SHX Text

(N20%%D22'00"W P2,P3,P7)

AutoCAD SHX Text

(N77`31'55"E P4)

AutoCAD SHX Text

(123.28 P5)

AutoCAD SHX Text

(123.25 P6)

AutoCAD SHX Text

(25.11 P7)

AutoCAD SHX Text

(3.05 P7)

AutoCAD SHX Text

12.06

AutoCAD SHX Text

12.00

AutoCAD SHX Text

1.11

AutoCAD SHX Text

(P1 & Meas)

AutoCAD SHX Text

1.01

AutoCAD SHX Text

(1.11 P1)

AutoCAD SHX Text

(Meas)

AutoCAD SHX Text

9.24

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Asphalt

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0.60 W

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Asphalt

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0.80 W

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MF

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0.16 W

AutoCAD SHX Text

(P1 & Meas)

AutoCAD SHX Text

MF

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0.02 E

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0.06 S

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A

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B

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N76`51'35"E

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60.96

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(P1)

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(PROJ)

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SOUTH-WEST ANGLE

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LOT 48, CONCESSION 3

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BUSH

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DRIPLINE

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DRIPLINE

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DRIPLINE

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DRIPLINE

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RUBBLE

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PILE

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PWF

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0.17 N

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PWF

AutoCAD SHX Text

0.04 N

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PART 2,

AutoCAD SHX Text

PLAN 62R-5524

AutoCAD SHX Text

IB

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Z:\BG\PROJECTS\Jobs 2020\20-2606 - Various\20-2606A - 559 Garner Rd East, Ancaster\Surveying\20-2606A TOPO.dwg

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20-2606A

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JOB No.

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CHK BY: MD

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DWN BY: EWA

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TOPOGRAPHIC PLAN OF LOT 48, CONCESSION 3 (GEOGRAPHIC TOWNSHIP OF ANCASTER) IN THE CITY OF HAMILTON SCALE & NOTES BARICH GRENKIE SURVEYING LTD. A DIVISION OF GEOMAPLE C COPYRIGHT 2020 METRIC DISTANCES, ELEVATIONS AND CO-ORDINATES SHOWN ON THIS PLAN ARE IN METRES AND CAN BE CONVERTED TO FEET BY DIVIDING BY 0.3048

AutoCAD SHX Text

ELEVATION NOTE ELEVATIONS ARE REFERRED TO THE CANADIAN GEODETIC VERTICAL DATUM (CGVD-1928:1978) AND ARE DERIVED FROM CITY OF HAMILTON BENCHMARK No. 00819890294 HAVING AN ELEVATION OF 247.65 m.

AutoCAD SHX Text

LEGEND DENOTES SURVEY MONUMENT FOUND SURVEY MONUMENT FOUND DENOTES SURVEY MONUMENT PLANTED SURVEY MONUMENT PLANTED IB DENOTES IRON BAR DENOTES IRON BAR IRON BAR SIB DENOTES STANDARD IRON BAR DENOTES STANDARD IRON BAR STANDARD IRON BAR CC DENOTES CUT CROSS DENOTES CUT CROSS CUT CROSS PK DENOTES CONCRETE NAIL DENOTES CONCRETE NAIL CONCRETE NAIL OU DENOTES ORIGIN UNKNOWN DENOTES ORIGIN UNKNOWN ORIGIN UNKNOWN DHO DENOTES DEPARTMENT OF HIGHWAYS - ONTARIO DENOTES DEPARTMENT OF HIGHWAYS - ONTARIO DEPARTMENT OF HIGHWAYS - ONTARIO P1 DENOTES PLAN BY A. T. MCLAREN, O.L.S. DENOTES PLAN BY A. T. MCLAREN, O.L.S. PLAN BY A. T. MCLAREN, O.L.S. DATED NOVEMBER 21, 2008 P2 DENOTES PLAN 62R-2555 DENOTES PLAN 62R-2555 PLAN 62R-2555 P3 DENOTES PLAN CM2054 DENOTES PLAN CM2054 PLAN CM2054 P4 DENOTES PLAN 62R-17593 DENOTES PLAN 62R-17593 PLAN 62R-17593 P5 DENOTES PLAN 62R-19573 DENOTES PLAN 62R-19573 PLAN 62R-19573 P6 DENOTES PLAN 62R-5524 DENOTES PLAN 62R-5524 PLAN 62R-5524 P7 DENOTES PLAN 62R-4741 DENOTES PLAN 62R-4741 PLAN 62R-4741 D1 DENOTES INSTRUMENT No. CD217870 DENOTES INSTRUMENT No. CD217870 INSTRUMENT No. CD217870 MH DENOTES MANHOLE DENOTES MANHOLE MANHOLE CB DENOTES CATCHBASIN DENOTES CATCHBASIN CATCHBASIN LS DENOTES LIGHT STANDARD DENOTES LIGHT STANDARD LIGHT STANDARD TL DENOTES TRAFFIC LIGHT DENOTES TRAFFIC LIGHT TRAFFIC LIGHT UP DENOTES UTILITY POLE DENOTES UTILITY POLE UTILITY POLE OH DENOTES OVERHEAD UTILITY CABLES DENOTES OVERHEAD UTILITY CABLES OVERHEAD UTILITY CABLES DT DENOTES DECIDUOUS TREE DENOTES DECIDUOUS TREE DECIDUOUS TREE CT DENOTES CONIFEROUS TREE DENOTES CONIFEROUS TREE CONIFEROUS TREE FF DENOTES FINISHED FLOOR ELEVATION DENOTES FINISHED FLOOR ELEVATION FINISHED FLOOR ELEVATION GUT DENOTES GUTTER ELEVATION DENOTES GUTTER ELEVATION GUTTER ELEVATION MF DENOTES METAL FENCE DENOTES METAL FENCE METAL FENCE PWF DENOTES POST & WIRE FENCE DENOTES POST & WIRE FENCE POST & WIRE FENCE PROJ DENOTES PROJECTION DENOTES PROJECTION PROJECTION DENOTES DIAMETERDIAMETER

AutoCAD SHX Text

SURVEYOR'S CERTIFICATE I CERTIFY THAT 1. THIS SURVEY AND PLAN ARE CORRECT AND IN ACCORDANCE WITH THE SURVEYS ACT, THE SURVEYORS ACT AND THE REGULATIONS MADE UNDER THEM. 2. THE SURVEY WAS COMPLETED ON JANUARY 27, 2020.

AutoCAD SHX Text

THIS PLAN WAS PREPARED FOR SAM SAKHI AND THE UNDERSIGNED ASSUMES NO RESPONSIBILITY FOR USE BY OTHER PARTIES.

AutoCAD SHX Text

FEBRUARY 4, 2020

AutoCAD SHX Text

ONTARIO LAND SURVEYOR

AutoCAD SHX Text

MATTHEW DI COSMO

AutoCAD SHX Text

POINT ID

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NORTHING

AutoCAD SHX Text

EASTING

AutoCAD SHX Text

COORDINATES CANNOT, IN THEMSELVES, BE USED TO RE-ESTABLISH CORNERS

AutoCAD SHX Text

OR BOUNDARIES SHOWN ON THIS PLAN.

AutoCAD SHX Text

A

AutoCAD SHX Text

B

AutoCAD SHX Text

BEARING NOTE BEARINGS ARE UTM GRID, REFERRED TO THE CENTRAL MERIDIAN OF UTM ZONE 17 (81° 00' WEST LONGITUDE) NAD83 (CSRS) (2010.0). HORIZONTAL DATUM NOTE PROJECTION: UNIVERSAL TRANSVERSE MERCATOR UNIVERSAL TRANSVERSE MERCATOR (UTM, ZONE 17, CM 81°00'W) DATUM: NAD83 (CSRS)(2010.0) NAD83 (CSRS)(2010.0) GRID SCALE CONVERSION DISTANCES ON THIS PLAN MAY BE CONVERTED TO GRID DISTANCES BY MULTIPLYING BY A COMBINED SCALE FACTOR OF 0.999651. NOTE BEARING COMPARISONS SHOWN ARE WITH ASTRONOMIC BEARINGS ON UNDERLYING PLANS.

AutoCAD SHX Text

4784300.879

AutoCAD SHX Text

584734.633

AutoCAD SHX Text

4784250.641

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584873.210

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OBSERVED REFERENCE POINTS DERIVED FROM GPS USING REAL TIME NETWORK (RTN) OBSERVATIONS UTM ZONE 17, NAD83 (CSRS)(2010.0). COORDINATES TO URBAN ACCURACY PER SEC 14(2) OF O.REG. 216/10

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City Preconsultation Engineering Criteria



1



APPENDIX B Southcote Sanitary Tributary Plan by the Odan/Detech Group 559 Sanitary Tributary Plan by the Odan/Detech Group Sanitary Flow Calculations for 559 Garner Road Sanitary Sewer Design Sheet Full Area with Added Population Sanitary Sewer Design Sheet 559 Garner Road with Reduced 13.50ha

ORC LANDS

© 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS

ORC LANDS

ORC LANDS

ALLOWANCE ORC LANDS SOUTH- 320

UNITS OR 960 PERSONS + 2.60 HA

SCHOOL @ 125 PERSONS/HA = 1285

PERSONS. USE 6.63 HA = 194

PERSONS/HA

ALLOWANCE ORC LANDS NORTH- 220

UNITS OR 660 PERSONS + 0.87 HA PARK

@ 28 PERSONS/HA = 684 PERSONS. USE

11.13 HA = 62 PERSONS/HA

ALLOWANCE SOUTH OF GARNER 27 L/SEC

FOR CALCULATIONS USED 13.50 HA AT 60 PERSONS /HA

HIGH DENSITY RESIDENTIAL

FUTURE SCHOOL

FUTURE POND

FUTURE PARK

(0.87ha)

FUTURE ROAD

FUTURE ROAD

FUTURE RESIDENTIAL

EXISTING RESIDENTIAL

EXISTING RURAL RESIDENTIAL

EXISTING RURAL

RESIDENTIAL

EXISTING

COMMERCIAL

INSTITUTIONAL/CONVENIENCE

COMMERCIAL

LOW DENSITY RESIDENTIAL

HIGH DENSITY RESIDENTIAL

Co

nstru

ctio

n

No

rth

METRIC NOTE:

BEARING NOTE:

KEY PLAN

BENCH MARK:

NOTES:

SUBJECT

LANDS

The Odan/Detech Group Inc. P: (905) 632-3811 F: (905) 632-3363

5230 SOUTH SERVICE ROAD, BURLINGTON, ONTARIO, L7L 5K2


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ODAN/DETECH GROUP

SANITARY FLOW CALCULATIONS SCENARIO: Proposed Site

This program calculates the sanitary discharge from various land use

As per the City of Hamilton Guidelines FILL IN COLOURED CELLS AS REQUIRED

RESIDENTIAL SITE AREA (ha) = 0.37

COMMERCIAL SITE AREA (ha) = 0

TOTAL SITE AREA (ha) = 0.37

LAND USE NUMBER OF

UNITS

SITE

AREA,

(ha)

GROSS

FLOOR

AREA, m2

TO

TA

L

PO

PU

LA

TIO

N

TOTAL DAILY

FLOW

(LITERS)

AVERAGE

DAILY FLOW

l/sec

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LO

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l/se

c

RESIDENTIAL Density 1, using

86 person/site area 0 0 0.00


110 persons/site area 0 0 0.00 5.00 0.00


270 persons/site area 0 0 0.00 5.00 0.00


400person/site area 0 0 0.00 5.00 0.00


1.4 persons/unit (Studio/1BR) 16 22 8064 0.09 4.37 0.41


2.1 persons/unit (2BR) 38 80 28728 0.33 4.27 1.42


3.1 persons/unit (3BR) 41 127 45756 0.53 4.21 1.49

Total Residential95 229 82548 0.96 4.13 3.94

COMMERCIAL, Using 100

persons/ha0 0 0.00 4.50 0.00

RETAIL, Using 300 persons/ha

0 0 0.00 4.50 0.00

RETAIL, Using 1.1 persons/100

m20 0 0.00 4.50 0.00

INSTITUTIONAL, Using 1.1

persons/unit 0 0 0.00 4.50 0.00

OFFICES, Using, 3.3

persons/100m20 0 0.00 4.50 0.00

TOTAL 0.000 V1= 82548 Q1= 3.94

Q2= 0.00

Q = (MqP/86400) + A * I (L/sec) Qinfil 0.15

where : P is population Qtot 4.09

Q1= total flow from Residential Land Use (L/sec) q = 360 L/cap/day

Q2= total flow from Commercial Land Use (L/sec) q = 360 L/cap/day

Qinfil = total flow from infiltration (L/sec)

Qtot = total flow (Land use + infiltration) A = gross site area

i = 0.40 L/sec/ha (infiltration rate)

V1= Total Volume from Land Use in liters Peaking Factor M = 5/((P/1000)^0.2) (2<M<5)

21215 - SAN CALCS.xlsx

559 GARNER ROAD SANITARY SEWER EXTENSION SANITARY SEWER SUMMARY SHEET May 2021

SANITARY SEWER CALCULATIONS

PLEASE ENTER THE INFILTRATION MULTIPLIER: ----> 0.4 NOTE: FLOW CALCULATED @ 360 l/PERSON/DAY

FROM TO POP. AREA CUM. AREA POP. CUM. PEAKING Q. AVG Q. PEAK Q. INFILT. TOTAL FLOW DIAMETER GRADE CAPACITY VELOCITY % OF CAPSTREET NAME MANHOLE MANHOLE DENSITY (hect.) (hect.) INCR. POP. FACTOR L.P.S. L.P.S. L.P.S. L.P.S. (mm) PER CENT L.P.S M.P.S. USED

SOUTHCOTE RD 23A 22A 60 1.350 1.350 81 81 5.00 0.34 1.70 0.54 2.24 250 0.70 43.12 0.88 5.19SOUTHCOTE RD 22A 21A 121 3.410 4.760 413 494 5.00 2.06 10.30 1.90 12.20 250 0.70 43.12 0.88 28.29SECINARO AVENUE 21A 20A 60 0.440 5.200 26 520 5.00 2.17 10.85 2.08 12.93 250 0.74 44.34 0.90 29.16SECINARO AVENUE 20A 19A 60 0.710 5.910 43 563 5.00 2.35 11.75 2.36 14.11 250 0.52 37.16 0.76 37.97SECINARO AVENUE 19A 18A 60 0.580 6.490 35 598 5.00 2.49 12.45 2.60 15.05 250 0.44 34.19 0.70 44.02

LORUPE COURT FUT MH 17A 60 1.390 1.390 83 83 5.00 0.35 1.75 0.56 2.31 250 0.50 36.44 0.74 6.34

MAPLEVALE DRIVE STUB 18A 109 28.610 28.610 3118 3118 3.98 13.00 51.74 11.44 63.18 375 0.50 107.45 0.97 58.80MAPLEVALE DRIVE 18A 17A 91 0.590 35.690 54 3770 3.83 15.72 60.21 14.28 74.49 375 0.46 103.06 0.93 72.28MAPLEVALE DRIVE 17A 16A 86 0.460 37.540 40 3893 3.81 16.23 61.84 15.02 76.86 375 0.52 109.57 0.99 70.15MAPLEVALE DRIVE 16A 1A 75 0.440 37.980 33 3926 3.80 16.37 62.21 15.19 77.40 375 0.51 108.52 0.98 71.32

HARMONY HALL EX1A 6A 14 6.360 6.360 89 89 5.00 0.37 1.85 2.54 4.39 250 0.51 36.81 0.75 11.93

GREGORIO AVENUE 7A 6A 60 0.650 0.650 39 39 5.00 0.16 0.80 0.26 1.06 250 0.51 36.81 0.75 2.88GREGORIO AVENUE 6A 5A 60 0.820 7.830 49 177 5.00 0.74 3.70 3.13 6.83 250 0.36 30.92 0.63 22.09

GREGORIO COURT 9A 8A 60 1.260 1.260 76 76 5.00 0.32 1.60 0.50 2.10 250 1.54 63.96 1.30 3.28GREGORIO COURT 8A 5A 60 0.690 1.950 41 117 5.00 0.49 2.45 0.78 3.23 250 0.96 50.50 1.03 6.40

MAPLEVALE DRIVE 5A 4A 60 0.000 9.780 0 294 5.00 1.23 6.15 3.91 10.06 250 0.52 37.16 0.76 27.07MAPLEVALE DRIVE 4A 3A 60 0.000 9.780 0 294 5.00 1.23 6.15 3.91 10.06 250 0.52 37.16 0.76 27.07

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BOOKJANS DRIVE FUT MH 12A 62 11.130 11.130 690 690 5.00 2.88 14.40 4.45 18.85 300 0.40 53.00 0.75 35.57BOOKJANS DRIVE 12A 11A 28 1.040 12.170 29 719 5.00 3.00 15.00 4.87 19.87 300 0.45 56.22 0.80 35.34BOOKJANS DRIVE 11A 10A 60 0.550 12.720 33 752 5.00 3.14 15.70 5.09 20.79 300 0.45 56.22 0.80 36.98BOOKJANS DRIVE 10A 3A 60 0.280 13.000 17 769 5.00 3.21 16.05 5.20 21.25 300 0.46 56.84 0.80 37.39

SOUTHCOTE RD 23A 15A 60 2.550 2.550 153 153 5.00 0.64 3.20 1.02 4.22 250 0.75 44.63 0.91 9.46BOOKJANS DRIVE 15A 14A 60 0.480 3.030 29 182 5.00 0.76 3.80 1.21 5.01 250 0.59 39.59 0.81 12.65BOOKJANS DRIVE 14A 13A 60 0.810 3.840 49 231 5.00 0.96 4.80 1.54 6.34 250 0.48 35.71 0.73 17.75BOOKJANS DRIVE 13A 3A 60 0.670 4.510 40 271 5.00 1.13 5.65 1.80 7.45 250 0.67 42.19 0.86 17.66


PUMP STATION 1A AA 60 0.000 65.680 0 5285 3.58 22.04 78.90 26.27 105.17 375 1.05 155.71 1.41 67.54

John Krpan, P.Eng.

May 11/21

FILE: 21215-02249-SOUTHCOTE_sanitary_559 Garner Road ODAN/DETECH GROUP INC.

559 GARNER ROAD SANITARY SEWER EXTENSION SANITARY SEWER SUMMARY SHEET May 2021

SANITARY SEWER CALCULATIONS - LESS 13.50ha. @ 60PPHA

PLEASE ENTER THE INFILTRATION MULTIPLIER: ----> 0.4 NOTE: FLOW CALCULATED @ 360 l/PERSON/DAY

FROM TO POP. AREA CUM. AREA POP. CUM. PEAKING Q. AVG Q. PEAK Q. INFILT. TOTAL FLOW DIAMETER GRADE CAPACITY VELOCITY % OF CAPSTREET NAME MANHOLE MANHOLE DENSITY (hect.) (hect.) INCR. POP. FACTOR L.P.S. L.P.S. L.P.S. L.P.S. (mm) PER CENT L.P.S M.P.S. USED

SOUTHCOTE RD 23A 22A 60 1.350 1.350 81 81 5.00 0.34 1.70 0.54 2.24 250 0.70 43.12 0.88 5.19SOUTHCOTE RD 22A 21A 121 3.410 4.760 413 494 5.00 2.06 10.30 1.90 12.20 250 0.70 43.12 0.88 28.29SECINARO AVENUE 21A 20A 60 0.440 5.200 26 520 5.00 2.17 10.85 2.08 12.93 250 0.74 44.34 0.90 29.16SECINARO AVENUE 20A 19A 60 0.710 5.910 43 563 5.00 2.35 11.75 2.36 14.11 250 0.52 37.16 0.76 37.97SECINARO AVENUE 19A 18A 60 0.580 6.490 35 598 5.00 2.49 12.45 2.60 15.05 250 0.44 34.19 0.70 44.02

LORUPE COURT FUT MH 17A 60 1.390 1.390 83 83 5.00 0.35 1.75 0.56 2.31 250 0.50 36.44 0.74 6.34

MAPLEVALE DRIVE STUB 18A 109 15.110 15.110 1647 1647 4.53 6.87 31.12 6.04 37.16 375 0.50 107.45 0.97 34.58MAPLEVALE DRIVE 18A 17A 91 0.590 22.190 54 2299 4.23 9.59 40.57 8.88 49.45 375 0.46 103.06 0.93 47.98MAPLEVALE DRIVE 17A 16A 86 0.460 24.040 40 2422 4.19 10.10 42.32 9.62 51.94 375 0.52 109.57 0.99 47.40MAPLEVALE DRIVE 16A 1A 75 0.440 24.480 33 2455 4.18 10.24 42.80 9.79 52.59 375 0.51 108.52 0.98 48.46

HARMONY HALL EX1A 6A 14 6.360 6.360 89 89 5.00 0.37 1.85 2.54 4.39 250 0.51 36.81 0.75 11.93

GREGORIO AVENUE 7A 6A 60 0.650 0.650 39 39 5.00 0.16 0.80 0.26 1.06 250 0.51 36.81 0.75 2.88GREGORIO AVENUE 6A 5A 60 0.820 7.830 49 177 5.00 0.74 3.70 3.13 6.83 250 0.36 30.92 0.63 22.09

GREGORIO COURT 9A 8A 60 1.260 1.260 76 76 5.00 0.32 1.60 0.50 2.10 250 1.54 63.96 1.30 3.28GREGORIO COURT 8A 5A 60 0.690 1.950 41 117 5.00 0.49 2.45 0.78 3.23 250 0.96 50.50 1.03 6.40


P

BOOKJANS DRIVE FUT MH 12A 62 11.130 11.130 690 690 5.00 2.88 14.40 4.45 18.85 300 0.40 53.00 0.75 35.57BOOKJANS DRIVE 12A 11A 28 1.040 12.170 29 719 5.00 3.00 15.00 4.87 19.87 300 0.45 56.22 0.80 35.34BOOKJANS DRIVE 11A 10A 60 0.550 12.720 33 752 5.00 3.14 15.70 5.09 20.79 300 0.45 56.22 0.80 36.98BOOKJANS DRIVE 10A 3A 60 0.280 13.000 17 769 5.00 3.21 16.05 5.20 21.25 300 0.46 56.84 0.80 37.39

SOUTHCOTE RD 23A 15A 60 2.550 2.550 153 153 5.00 0.64 3.20 1.02 4.22 250 0.75 44.63 0.91 9.46BOOKJANS DRIVE 15A 14A 60 0.480 3.030 29 182 5.00 0.76 3.80 1.21 5.01 250 0.59 39.59 0.81 12.65BOOKJANS DRIVE 14A 13A 60 0.810 3.840 49 231 5.00 0.96 4.80 1.54 6.34 250 0.48 35.71 0.73 17.75BOOKJANS DRIVE 13A 3A 60 0.670 4.510 40 271 5.00 1.13 5.65 1.80 7.45 250 0.67 42.19 0.86 17.66


PUMP STATION 1A AA 60 0.000 52.180 0 3814 3.83 15.90 60.90 20.87 81.77 375 1.05 155.71 1.41 52.51

John Krpan, P.Eng.

May 11/21

FILE: 21215-02249-SOUTHCOTE_sanitary_559 Garner Road - Reduced Flow ODAN/DETECH GROUP INC.



APPENDIX C Post-Development Visual OTTHYMO Output (2 to 100-year Storms) : Mount Hope =========================================================================================================== 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 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 Clarifica Inc. Copyright 1996, 2007 Clarifica Inc. All rights reserved. ***** D E T A I L E D O U T P U T ***** Input filename: C:\Program Files (x86)\Visual OTTHYMO 2.3.3\voin.dat Output filename: C:\Users\MitchellB\Desktop\OTTHYMO\21215 599 Garner\GRAVITY\559 Garner 3 hour CHI.out Summary filename: C:\Users\MitchellB\Desktop\OTTHYMO\21215 599 Garner\GRAVITY\559 Garner 3 hour CHI.sum DATE: 2021-06-16 TIME: 3:11:21 PM USER: COMMENTS: ____________________________________________________________ ----------------------------------------------------------------------------------------------------------- **************************** ** SIMULATION NUMBER: 1 ** **************************** -------------------- | CHICAGO STORM | IDF curve parameters: A= 646.000 | Ptotal= 32.70 mm | B= 6.000 -------------------- C= .781 used in: INTENSITY = A / (t + B)^C Duration of storm = 3.00 hrs Storm time step = 10.00 min Time to peak ratio = .33 TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr .17 3.22 | 1.00 74.10 | 1.83 5.63 | 2.67 3.08 .33 3.95 | 1.17 24.28 | 2.00 4.79 | 2.83 2.84 .50 5.20 | 1.33 12.94 | 2.17 4.18 | 3.00 2.63 .67 7.89 | 1.50 8.92 | 2.33 3.73 | .83 18.60 | 1.67 6.87 | 2.50 3.37 | ------------------------------------------------------------------------------- -------------------- | CALIB | | STANDHYD (0018) | Area (ha)= .20 |ID= 1 DT= 5.0 min | Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00 -------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= .18 .02 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 37.00 40.00 Mannings n = .013 .250 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP. ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr .083 3.22 | .833 18.60 | 1.583 6.87 | 2.33 3.73 .167 3.22 | .917 74.10 | 1.667 6.87 | 2.42 3.37 .250 3.95 | 1.000 74.10 | 1.750 5.63 | 2.50 3.37



.333 3.95 | 1.083 24.28 | 1.833 5.63 | 2.58 3.08 .417 5.20 | 1.167 24.28 | 1.917 4.79 | 2.67 3.08 .500 5.20 | 1.250 12.94 | 2.000 4.79 | 2.75 2.84 .583 7.89 | 1.333 12.94 | 2.083 4.18 | 2.83 2.84 .667 7.89 | 1.417 8.92 | 2.167 4.18 | 2.92 2.63 .750 18.60 | 1.500 8.92 | 2.250 3.73 | 3.00 2.63 Max.Eff.Inten.(mm/hr)= 74.10 29.52 over (min) 5.00 5.00 Storage Coeff. (min)= 1.59 (ii) 4.89 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= .33 .22 *TOTALS* PEAK FLOW (cms)= .04 .00 .038 (iii) TIME TO PEAK (hrs)= 1.00 .00 1.00 RUNOFF VOLUME (mm)= 31.70 .00 28.52 TOTAL RAINFALL (mm)= 32.70 32.70 32.70 RUNOFF COEFFICIENT = .97 .00 .87 ***** 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)= 75.00 K (1/hr)= 2.00 Fc (mm/hr)= 5.00 Cum.Inf. (mm)= .00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- -------------------- | CALIB | | STANDHYD (0012) | Area (ha)= .17 |ID= 1 DT= 5.0 min | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.00 -------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= .16 .00 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 33.20 40.00 Mannings n = .013 .250 Max.Eff.Inten.(mm/hr)= 74.10 147.58 over (min) 5.00 5.00 Storage Coeff. (min)= 1.49 (ii) 2.75 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= .33 .28 *TOTALS* PEAK FLOW (cms)= .03 .00 .034 (iii) TIME TO PEAK (hrs)= 1.00 .00 1.00 RUNOFF VOLUME (mm)= 31.70 .00 31.38 TOTAL RAINFALL (mm)= 32.70 32.70 32.70 RUNOFF COEFFICIENT = .97 .00 .96 ***** 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)= 75.00 K (1/hr)= 2.00 Fc (mm/hr)= 5.00 Cum.Inf. (mm)= .00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- -------------------- | RESERVOIR (0014) | | IN= 2---> OUT= 1 | | DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE -------------------- (cms) (ha.m.) | (cms) (ha.m.) .0000 .0000 | .0067 .0124 .0022 .0041 | .0090 .0165 .0045 .0083 | .0000 .0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0012) .165 .034 1.00 31.38 OUTFLOW: ID= 1 (0014) .165 .002 2.00 28.58 PEAK FLOW REDUCTION [Qout/Qin](%)= 6.23 TIME SHIFT OF PEAK FLOW (min)= 60.00 MAXIMUM STORAGE USED (ha.m.)= .0038 ------------------------------------------------------------------------------- -------------------- | ADD HYD (0015) | | 1 + 2 = 3 | AREA QPEAK TPEAK R.V. -------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0018): .20 .038 1.00 28.52 + ID2= 2 (0014): .17 .002 2.00 28.58 ==================================================



ID = 3 (0015): .37 .039 1.00 28.55 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- -------------------- | RESERVOIR (0017) | | IN= 2---> OUT= 1 | | DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE -------------------- (cms) (ha.m.) | (cms) (ha.m.) .0000 .0000 | .0290 .0029 .0090 .0001 | .0400 .0058 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0015) .370 .039 1.00 28.55 OUTFLOW: ID= 1 (0017) .370 .019 1.08 28.55 PEAK FLOW REDUCTION [Qout/Qin](%)= 48.60 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (ha.m.)= .0016 ------------------------------------------------------------------------------- **************************** ** SIMULATION NUMBER: 2 ** **************************** -------------------- | CHICAGO STORM | IDF curve parameters: A=1049.500 | Ptotal= 46.95 mm | B= 8.000 -------------------- C= .803 used in: INTENSITY = A / (t + B)^C Duration of storm = 3.00 hrs Storm time step = 10.00 min Time to peak ratio = .33 TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr .17 4.43 | 1.00 103.04 | 1.83 8.05 | 2.67 4.22 .33 5.51 | 1.17 36.87 | 2.00 6.77 | 2.83 3.87 .50 7.40 | 1.33 19.46 | 2.17 5.86 | 3.00 3.58 .67 11.55 | 1.50 13.16 | 2.33 5.18 | .83 28.14 | 1.67 9.97 | 2.50 4.65 | ------------------------------------------------------------------------------- -------------------- | CALIB | | STANDHYD (0018) | Area (ha)= .20 |ID= 1 DT= 5.0 min | Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00 -------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= .18 .02 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 37.00 40.00 Mannings n = .013 .250 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP. ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr .083 4.43 | .833 28.14 | 1.583 9.97 | 2.33 5.18 .167 4.43 | .917 103.04 | 1.667 9.97 | 2.42 4.65 .250 5.51 | 1.000 103.04 | 1.750 8.05 | 2.50 4.65 .333 5.51 | 1.083 36.87 | 1.833 8.05 | 2.58 4.22 .417 7.40 | 1.167 36.87 | 1.917 6.77 | 2.67 4.22 .500 7.40 | 1.250 19.46 | 2.000 6.77 | 2.75 3.87 .583 11.55 | 1.333 19.46 | 2.083 5.86 | 2.83 3.87 .667 11.55 | 1.417 13.16 | 2.167 5.86 | 2.92 3.58 .750 28.14 | 1.500 13.16 | 2.250 5.18 | 3.00 3.58 Max.Eff.Inten.(mm/hr)= 103.04 23.45 over (min) 5.00 5.00 Storage Coeff. (min)= 1.39 (ii) 4.29 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= .33 .23 *TOTALS* PEAK FLOW (cms)= .05 .00 .055 (iii) TIME TO PEAK (hrs)= 1.00 1.00 1.00 RUNOFF VOLUME (mm)= 45.95 3.91 41.74 TOTAL RAINFALL (mm)= 46.95 46.95 46.95 RUNOFF COEFFICIENT = .98 .08 .89 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= 75.00 K (1/hr)= 2.00 Fc (mm/hr)= 5.00 Cum.Inf. (mm)= .00



(ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- -------------------- | CALIB | | STANDHYD (0012) | Area (ha)= .17 |ID= 1 DT= 5.0 min | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.00 -------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= .16 .00 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 33.20 40.00 Mannings n = .013 .250 Max.Eff.Inten.(mm/hr)= 103.04 117.25 over (min) 5.00 5.00 Storage Coeff. (min)= 1.30 (ii) 2.41 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= .33 .30 *TOTALS* PEAK FLOW (cms)= .05 .00 .047 (iii) TIME TO PEAK (hrs)= 1.00 1.00 1.00 RUNOFF VOLUME (mm)= 45.95 3.91 45.53 TOTAL RAINFALL (mm)= 46.95 46.95 46.95 RUNOFF COEFFICIENT = .98 .08 .97 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= 75.00 K (1/hr)= 2.00 Fc (mm/hr)= 5.00 Cum.Inf. (mm)= .00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- -------------------- | RESERVOIR (0014) | | IN= 2---> OUT= 1 | | DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE -------------------- (cms) (ha.m.) | (cms) (ha.m.) .0000 .0000 | .0067 .0124 .0022 .0041 | .0090 .0165 .0045 .0083 | .0000 .0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0012) .165 .047 1.00 45.53 OUTFLOW: ID= 1 (0014) .165 .003 2.00 42.75 PEAK FLOW REDUCTION [Qout/Qin](%)= 6.48 TIME SHIFT OF PEAK FLOW (min)= 60.00 MAXIMUM STORAGE USED (ha.m.)= .0056 ------------------------------------------------------------------------------- -------------------- | ADD HYD (0015) | | 1 + 2 = 3 | AREA QPEAK TPEAK R.V. -------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0018): .20 .055 1.00 41.74 + ID2= 2 (0014): .17 .003 2.00 42.75 ================================================== ID = 3 (0015): .37 .056 1.00 42.19 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- -------------------- | RESERVOIR (0017) | | IN= 2---> OUT= 1 | | DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE -------------------- (cms) (ha.m.) | (cms) (ha.m.) .0000 .0000 | .0290 .0029 .0090 .0001 | .0400 .0058 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0015) .370 .056 1.00 42.19 OUTFLOW: ID= 1 (0017) .370 .026 1.08 42.19 PEAK FLOW REDUCTION [Qout/Qin](%)= 45.92 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (ha.m.)= .0025 ------------------------------------------------------------------------------- **************************** ** SIMULATION NUMBER: 3 ** ****************************



-------------------- | CHICAGO STORM | IDF curve parameters: A=1343.700 | Ptotal= 56.51 mm | B= 9.000 -------------------- C= .814 used in: INTENSITY = A / (t + B)^C Duration of storm = 3.00 hrs Storm time step = 10.00 min Time to peak ratio = .33 TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr .17 5.21 | 1.00 122.29 | 1.83 9.68 | 2.67 4.96 .33 6.54 | 1.17 45.40 | 2.00 8.09 | 2.83 4.54 .50 8.87 | 1.33 23.91 | 2.17 6.97 | 3.00 4.19 .67 14.04 | 1.50 16.05 | 2.33 6.13 | .83 34.63 | 1.67 12.06 | 2.50 5.48 | ------------------------------------------------------------------------------- -------------------- | CALIB | | STANDHYD (0018) | Area (ha)= .20 |ID= 1 DT= 5.0 min | Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00 -------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= .18 .02 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 37.00 40.00 Mannings n = .013 .250 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP. ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr .083 5.21 | .833 34.63 | 1.583 12.06 | 2.33 6.13 .167 5.21 | .917 122.29 | 1.667 12.06 | 2.42 5.48 .250 6.54 | 1.000 122.29 | 1.750 9.68 | 2.50 5.48 .333 6.54 | 1.083 45.40 | 1.833 9.68 | 2.58 4.96 .417 8.87 | 1.167 45.40 | 1.917 8.09 | 2.67 4.96 .500 8.87 | 1.250 23.91 | 2.000 8.09 | 2.75 4.54 .583 14.04 | 1.333 23.91 | 2.083 6.97 | 2.83 4.54 .667 14.04 | 1.417 16.05 | 2.167 6.97 | 2.92 4.19 .750 34.63 | 1.500 16.05 | 2.250 6.13 | 3.00 4.19 Max.Eff.Inten.(mm/hr)= 122.29 45.86 over (min) 5.00 5.00 Storage Coeff. (min)= 1.30 (ii) 4.00 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= .33 .24 *TOTALS* PEAK FLOW (cms)= .06 .00 .066 (iii) TIME TO PEAK (hrs)= 1.00 1.00 1.00 RUNOFF VOLUME (mm)= 55.51 9.43 50.89 TOTAL RAINFALL (mm)= 56.51 56.51 56.51 RUNOFF COEFFICIENT = .98 .17 .90 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= 75.00 K (1/hr)= 2.00 Fc (mm/hr)= 5.00 Cum.Inf. (mm)= .00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- -------------------- | CALIB | | STANDHYD (0012) | Area (ha)= .17 |ID= 1 DT= 5.0 min | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.00 -------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= .16 .00 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 33.20 40.00 Mannings n = .013 .250 Max.Eff.Inten.(mm/hr)= 122.29 229.32 over (min) 5.00 5.00 Storage Coeff. (min)= 1.22 (ii) 2.25 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= .33 .30 *TOTALS* PEAK FLOW (cms)= .06 .00 .056 (iii) TIME TO PEAK (hrs)= 1.00 1.00 1.00 RUNOFF VOLUME (mm)= 55.51 9.43 55.04



TOTAL RAINFALL (mm)= 56.51 56.51 56.51 RUNOFF COEFFICIENT = .98 .17 .97 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= 75.00 K (1/hr)= 2.00 Fc (mm/hr)= 5.00 Cum.Inf. (mm)= .00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- -------------------- | RESERVOIR (0014) | | IN= 2---> OUT= 1 | | DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE -------------------- (cms) (ha.m.) | (cms) (ha.m.) .0000 .0000 | .0067 .0124 .0022 .0041 | .0090 .0165 .0045 .0083 | .0000 .0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0012) .165 .056 1.00 55.04 OUTFLOW: ID= 1 (0014) .165 .004 2.00 52.28 PEAK FLOW REDUCTION [Qout/Qin](%)= 6.59 TIME SHIFT OF PEAK FLOW (min)= 60.00 MAXIMUM STORAGE USED (ha.m.)= .0068 ------------------------------------------------------------------------------- -------------------- | ADD HYD (0015) | | 1 + 2 = 3 | AREA QPEAK TPEAK R.V. -------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0018): .20 .066 1.00 50.89 + ID2= 2 (0014): .17 .004 2.00 52.28 ================================================== ID = 3 (0015): .37 .068 1.00 51.51 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- -------------------- | RESERVOIR (0017) | | IN= 2---> OUT= 1 | | DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE -------------------- (cms) (ha.m.) | (cms) (ha.m.) .0000 .0000 | .0290 .0029 .0090 .0001 | .0400 .0058 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0015) .370 .068 1.00 51.51 OUTFLOW: ID= 1 (0017) .370 .030 1.08 51.51 PEAK FLOW REDUCTION [Qout/Qin](%)= 43.94 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (ha.m.)= .0032 ------------------------------------------------------------------------------- **************************** ** SIMULATION NUMBER: 4 ** **************************** -------------------- | CHICAGO STORM | IDF curve parameters: A=1719.500 | Ptotal= 68.68 mm | B= 10.000 -------------------- C= .823 used in: INTENSITY = A / (t + B)^C Duration of storm = 3.00 hrs Storm time step = 10.00 min Time to peak ratio = .33 TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr .17 6.25 | 1.00 146.10 | 1.83 11.80 | 2.67 5.94 .33 7.89 | 1.17 56.24 | 2.00 9.82 | 2.83 5.42 .50 10.80 | 1.33 29.66 | 2.17 8.42 | 3.00 4.99 .67 17.27 | 1.50 19.80 | 2.33 7.38 | .83 42.92 | 1.67 14.79 | 2.50 6.58 | ------------------------------------------------------------------------------- -------------------- | CALIB | | STANDHYD (0018) | Area (ha)= .20 |ID= 1 DT= 5.0 min | Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00 --------------------



IMPERVIOUS PERVIOUS (i) Surface Area (ha)= .18 .02 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 37.00 40.00 Mannings n = .013 .250 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP. ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr .083 6.25 | .833 42.92 | 1.583 14.79 | 2.33 7.38 .167 6.25 | .917 146.10 | 1.667 14.79 | 2.42 6.58 .250 7.89 | 1.000 146.10 | 1.750 11.80 | 2.50 6.58 .333 7.89 | 1.083 56.24 | 1.833 11.80 | 2.58 5.94 .417 10.80 | 1.167 56.24 | 1.917 9.82 | 2.67 5.94 .500 10.80 | 1.250 29.66 | 2.000 9.82 | 2.75 5.42 .583 17.27 | 1.333 29.66 | 2.083 8.42 | 2.83 5.42 .667 17.27 | 1.417 19.80 | 2.167 8.42 | 2.92 4.99 .750 42.92 | 1.500 19.80 | 2.250 7.38 | 3.00 4.99 Max.Eff.Inten.(mm/hr)= 146.10 73.73 over (min) 5.00 5.00 Storage Coeff. (min)= 1.21 (ii) 3.73 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= .33 .25 *TOTALS* PEAK FLOW (cms)= .07 .00 .080 (iii) TIME TO PEAK (hrs)= 1.00 1.00 1.00 RUNOFF VOLUME (mm)= 67.68 17.45 62.65 TOTAL RAINFALL (mm)= 68.68 68.68 68.68 RUNOFF COEFFICIENT = .99 .25 .91 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= 75.00 K (1/hr)= 2.00 Fc (mm/hr)= 5.00 Cum.Inf. (mm)= .00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- -------------------- | CALIB | | STANDHYD (0012) | Area (ha)= .17 |ID= 1 DT= 5.0 min | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.00 -------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= .16 .00 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 33.20 40.00 Mannings n = .013 .250 Max.Eff.Inten.(mm/hr)= 146.10 368.63 over (min) 5.00 5.00 Storage Coeff. (min)= 1.13 (ii) 2.10 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= .34 .31 *TOTALS* PEAK FLOW (cms)= .07 .00 .067 (iii) TIME TO PEAK (hrs)= 1.00 1.00 1.00 RUNOFF VOLUME (mm)= 67.68 17.45 67.17 TOTAL RAINFALL (mm)= 68.68 68.68 68.68 RUNOFF COEFFICIENT = .99 .25 .98 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= 75.00 K (1/hr)= 2.00 Fc (mm/hr)= 5.00 Cum.Inf. (mm)= .00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- -------------------- | RESERVOIR (0014) | | IN= 2---> OUT= 1 | | DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE -------------------- (cms) (ha.m.) | (cms) (ha.m.) .0000 .0000 | .0067 .0124 .0022 .0041 | .0090 .0165 .0045 .0083 | .0000 .0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0012) .165 .067 1.00 67.17 OUTFLOW: ID= 1 (0014) .165 .004 1.92 64.40



PEAK FLOW REDUCTION [Qout/Qin](%)= 6.72 TIME SHIFT OF PEAK FLOW (min)= 55.00 MAXIMUM STORAGE USED (ha.m.)= .0083 ------------------------------------------------------------------------------- -------------------- | ADD HYD (0015) | | 1 + 2 = 3 | AREA QPEAK TPEAK R.V. -------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0018): .20 .080 1.00 62.65 + ID2= 2 (0014): .17 .004 1.92 64.40 ================================================== ID = 3 (0015): .37 .082 1.00 63.43 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- -------------------- | RESERVOIR (0017) | | IN= 2---> OUT= 1 | | DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE -------------------- (cms) (ha.m.) | (cms) (ha.m.) .0000 .0000 | .0290 .0029 .0090 .0001 | .0400 .0058 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0015) .370 .082 1.00 63.43 OUTFLOW: ID= 1 (0017) .370 .034 1.17 63.43 PEAK FLOW REDUCTION [Qout/Qin](%)= 40.78 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (ha.m.)= .0041 ------------------------------------------------------------------------------- **************************** ** SIMULATION NUMBER: 5 ** **************************** -------------------- | CHICAGO STORM | IDF curve parameters: A=1954.800 | Ptotal= 76.86 mm | B= 10.000 -------------------- C= .826 used in: INTENSITY = A / (t + B)^C Duration of storm = 3.00 hrs Storm time step = 10.00 min Time to peak ratio = .33 TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr .17 6.91 | 1.00 164.61 | 1.83 13.11 | 2.67 6.57 .33 8.74 | 1.17 63.07 | 2.00 10.90 | 2.83 5.99 .50 11.99 | 1.33 33.14 | 2.17 9.34 | 3.00 5.51 .67 19.23 | 1.50 22.06 | 2.33 8.17 | .83 48.07 | 1.67 16.45 | 2.50 7.28 | ------------------------------------------------------------------------------- -------------------- | CALIB | | STANDHYD (0018) | Area (ha)= .20 |ID= 1 DT= 5.0 min | Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00 -------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= .18 .02 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 37.00 40.00 Mannings n = .013 .250 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP. ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr .083 6.91 | .833 48.07 | 1.583 16.45 | 2.33 8.17 .167 6.91 | .917 164.61 | 1.667 16.45 | 2.42 7.28 .250 8.74 | 1.000 164.61 | 1.750 13.11 | 2.50 7.28 .333 8.74 | 1.083 63.07 | 1.833 13.11 | 2.58 6.57 .417 11.99 | 1.167 63.07 | 1.917 10.90 | 2.67 6.57 .500 11.99 | 1.250 33.14 | 2.000 10.90 | 2.75 5.99 .583 19.23 | 1.333 33.14 | 2.083 9.34 | 2.83 5.99 .667 19.23 | 1.417 22.06 | 2.167 9.34 | 2.92 5.51 .750 48.07 | 1.500 22.06 | 2.250 8.17 | 3.00 5.51 Max.Eff.Inten.(mm/hr)= 164.61 94.72 over (min) 5.00 5.00 Storage Coeff. (min)= 1.15 (ii) 3.55 (ii)



Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= .34 .26 *TOTALS* PEAK FLOW (cms)= .08 .01 .090 (iii) TIME TO PEAK (hrs)= 1.00 1.00 1.00 RUNOFF VOLUME (mm)= 75.86 24.98 70.76 TOTAL RAINFALL (mm)= 76.86 76.86 76.86 RUNOFF COEFFICIENT = .99 .33 .92 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= 75.00 K (1/hr)= 2.00 Fc (mm/hr)= 5.00 Cum.Inf. (mm)= .00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- -------------------- | CALIB | | STANDHYD (0012) | Area (ha)= .17 |ID= 1 DT= 5.0 min | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.00 -------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= .16 .00 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 33.20 40.00 Mannings n = .013 .250 Max.Eff.Inten.(mm/hr)= 164.61 473.61 over (min) 5.00 5.00 Storage Coeff. (min)= 1.08 (ii) 2.00 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= .34 .31 *TOTALS* PEAK FLOW (cms)= .07 .00 .075 (iii) TIME TO PEAK (hrs)= 1.00 1.00 1.00 RUNOFF VOLUME (mm)= 75.86 24.98 75.34 TOTAL RAINFALL (mm)= 76.86 76.86 76.86 RUNOFF COEFFICIENT = .99 .33 .98 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= 75.00 K (1/hr)= 2.00 Fc (mm/hr)= 5.00 Cum.Inf. (mm)= .00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- -------------------- | RESERVOIR (0014) | | IN= 2---> OUT= 1 | | DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE -------------------- (cms) (ha.m.) | (cms) (ha.m.) .0000 .0000 | .0067 .0124 .0022 .0041 | .0090 .0165 .0045 .0083 | .0000 .0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0012) .165 .075 1.00 75.34 OUTFLOW: ID= 1 (0014) .165 .005 1.92 72.57 PEAK FLOW REDUCTION [Qout/Qin](%)= 6.70 TIME SHIFT OF PEAK FLOW (min)= 55.00 MAXIMUM STORAGE USED (ha.m.)= .0093 ------------------------------------------------------------------------------- -------------------- | ADD HYD (0015) | | 1 + 2 = 3 | AREA QPEAK TPEAK R.V. -------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0018): .20 .090 1.00 70.76 + ID2= 2 (0014): .17 .005 1.92 72.57 ================================================== ID = 3 (0015): .37 .094 1.00 71.57 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- -------------------- | RESERVOIR (0017) | | IN= 2---> OUT= 1 | | DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE -------------------- (cms) (ha.m.) | (cms) (ha.m.) .0000 .0000 | .0290 .0029 .0090 .0001 | .0400 .0058



AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0015) .370 .094 1.00 71.57 OUTFLOW: ID= 1 (0017) .370 .037 1.17 71.57 PEAK FLOW REDUCTION [Qout/Qin](%)= 39.07 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (ha.m.)= .0049 ------------------------------------------------------------------------------- **************************** ** SIMULATION NUMBER: 6 ** **************************** -------------------- | CHICAGO STORM | IDF curve parameters: A=2317.400 | Ptotal= 86.08 mm | B= 11.000 -------------------- C= .836 used in: INTENSITY = A / (t + B)^C Duration of storm = 3.00 hrs Storm time step = 10.00 min Time to peak ratio = .33 TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr .17 7.60 | 1.00 181.81 | 1.83 14.69 | 2.67 7.21 .33 9.69 | 1.17 71.90 | 2.00 12.15 | 2.83 6.56 .50 13.40 | 1.33 37.82 | 2.17 10.36 | 3.00 6.01 .67 21.77 | 1.50 25.04 | 2.33 9.04 | .83 54.83 | 1.67 18.55 | 2.50 8.02 | ------------------------------------------------------------------------------- -------------------- | CALIB | | STANDHYD (0018) | Area (ha)= .20 |ID= 1 DT= 5.0 min | Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00 -------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= .18 .02 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 37.00 40.00 Mannings n = .013 .250 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP. ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr .083 7.60 | .833 54.83 | 1.583 18.55 | 2.33 9.04 .167 7.60 | .917 181.81 | 1.667 18.55 | 2.42 8.02 .250 9.69 | 1.000 181.81 | 1.750 14.69 | 2.50 8.02 .333 9.69 | 1.083 71.90 | 1.833 14.69 | 2.58 7.21 .417 13.40 | 1.167 71.90 | 1.917 12.15 | 2.67 7.21 .500 13.40 | 1.250 37.82 | 2.000 12.15 | 2.75 6.56 .583 21.77 | 1.333 37.82 | 2.083 10.36 | 2.83 6.56 .667 21.77 | 1.417 25.04 | 2.167 10.36 | 2.92 6.01 .750 54.83 | 1.500 25.04 | 2.250 9.04 | 3.00 6.01 Max.Eff.Inten.(mm/hr)= 181.81 118.06 over (min) 5.00 5.00 Storage Coeff. (min)= 1.11 (ii) 3.42 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= .34 .26 *TOTALS* PEAK FLOW (cms)= .09 .01 .101 (iii) TIME TO PEAK (hrs)= 1.00 1.00 1.00 RUNOFF VOLUME (mm)= 85.08 34.01 79.96 TOTAL RAINFALL (mm)= 86.08 86.08 86.08 RUNOFF COEFFICIENT = .99 .40 .93 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= 75.00 K (1/hr)= 2.00 Fc (mm/hr)= 5.00 Cum.Inf. (mm)= .00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- -------------------- | CALIB | | STANDHYD (0012) | Area (ha)= .17 |ID= 1 DT= 5.0 min | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.00 -------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= .16 .00



Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 33.20 40.00 Mannings n = .013 .250 Max.Eff.Inten.(mm/hr)= 181.81 590.32 over (min) 5.00 5.00 Storage Coeff. (min)= 1.04 (ii) 1.92 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= .34 .31 *TOTALS* PEAK FLOW (cms)= .08 .00 .083 (iii) TIME TO PEAK (hrs)= 1.00 1.00 1.00 RUNOFF VOLUME (mm)= 85.08 34.01 84.56 TOTAL RAINFALL (mm)= 86.08 86.08 86.08 RUNOFF COEFFICIENT = .99 .40 .98 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= 75.00 K (1/hr)= 2.00 Fc (mm/hr)= 5.00 Cum.Inf. (mm)= .00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- -------------------- | RESERVOIR (0014) | | IN= 2---> OUT= 1 | | DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE -------------------- (cms) (ha.m.) | (cms) (ha.m.) .0000 .0000 | .0067 .0124 .0022 .0041 | .0090 .0165 .0045 .0083 | .0000 .0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0012) .165 .083 1.00 84.56 OUTFLOW: ID= 1 (0014) .165 .006 1.92 81.79 PEAK FLOW REDUCTION [Qout/Qin](%)= 6.83 TIME SHIFT OF PEAK FLOW (min)= 55.00 MAXIMUM STORAGE USED (ha.m.)= .0105 ------------------------------------------------------------------------------- -------------------- | ADD HYD (0015) | | 1 + 2 = 3 | AREA QPEAK TPEAK R.V. -------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0018): .20 .101 1.00 79.96 + ID2= 2 (0014): .17 .006 1.92 81.79 ================================================== ID = 3 (0015): .37 .104 1.00 80.78 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- -------------------- | RESERVOIR (0017) | | IN= 2---> OUT= 1 | | DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE -------------------- (cms) (ha.m.) | (cms) (ha.m.) .0000 .0000 | .0290 .0029 .0090 .0001 | .0400 .0058 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0015) .370 .104 1.00 80.78 OUTFLOW: ID= 1 (0017) .370 .040 1.17 80.78 PEAK FLOW REDUCTION [Qout/Qin](%)= 38.17 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (ha.m.)= .0058 ------------------------------------------------------------------------------- FINISH ===========================================================================================================



APPENDIX D Concept Servicing Plan Concept Grading Plan



WAT INV 245.43SAN OBV 244.49

EXISTING DITCH

PROP SIAMESE CONNECTION

PROP V&B

PROP CHECK VALVE

A1

B1

3m SETBACK AFTER ROAD WIDENING

NEW PROPERTY LINE WITH ROAD WIDENING @ 8.22m

NEW

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Y LIN

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3m S

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CK A

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D W

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45°WAT INV 245.72WAT MAIN OBV 245.10

TEMPORARY STACKABLE WALLTO BE REMOVED WHENURBANIZATION OCCURS


S O

U T

H C

O T

E

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A D

LAN

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EA


3m SETBACK AFTER ROAD WIDENINGLANDSCAPEDAREA

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80.47

m N1

3° 20

' 15"

W

CURB RAMP ANDTACTILE STRIP

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G @

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m

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RAMP DOWNTO LEVEL 2

LOC

KER

SLO

CK

ERS

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UP

TO G

RADE

LOCKERS

ELEV

ATO

R

STM INV 247.70WATMAIN OBV 247.15

PROP SWM TANKVOLUME: 58m3

PROP CONCRETETOE WALL

PROP STACKABLE WALL

1C

EX 600mm∅ W/M

PROP 200mm WAT

Construction

North

METRIC NOTE:

BEARING NOTE:

KEY PLAN

BENCH MARK:

NOTES:

SUBJECTLANDS

The Odan/Detech Group Inc. P: (905) 632-3811 F: (905) 632-33635230 SOUTH SERVICE ROAD, BURLINGTON, ONTARIO, L7L 5K2


GARNER RD E

SOU

THCO

TE RD

Emick Dr

Peer Ct

Burbridge

Way

SITE


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248.56

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CB

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MH

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CB

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248.37

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CB

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247.96

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248.16

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MH

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253.59

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TL/LS

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LS

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BILLBOARD

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SIGN

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SIGN

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249.37

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FF

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249.24

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FF

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337

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248.743

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CURB

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248.74

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338

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248.726

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CURB

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248.73

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358

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248.869

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BMH

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248.87

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MH

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PIPE

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248.83

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HP

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248.44

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MH

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253.59

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WITH

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PART 1

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PLAN 62R-4741

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PART 2

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PLAN 62R-4741

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PART 1

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PLAN CM2054

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PIPE

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UP

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ANCHOR

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WITH

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UP

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ANCHORS

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WITH

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UP

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ANCHOR

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WITH

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UP

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ANCHOR

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N76`54'30"E

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3.07

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1 1/2 STOREY

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SIDING

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DWELLING

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No. 581

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Metal Fence

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Chain link Gate

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Metal Fence

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METAL

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GARAGE

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METAL

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SHED

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0.2%%C CT

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IB

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12.00

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N76`51'35"E

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60.96

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(P1)

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(PROJ)

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NOTE: ROOF DRAINS TO BE CONTROL FLOW BY DRAINAGE & CONTROL SYSTEMS. # OF HOPPERS =3; # OF WEIRS=3 (1/HOPPER); MAX Q-REL= 8.98L/s : @ 100-YEAR STORM. MAX DEPTH OF PONDING AT HOPPERS DURING MAX ALLOWABLE PONDING DEPTH = 0.15m EMERGENCY ROOD OVERFLOW TO BE VIA ROOF SCRUBBERS ALOND PERIMITER OF PARAPET (TYP.)

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ENGINEER

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DESIGNED BY:

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DATE

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NO.

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BY

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REVISIONS

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Scale : N.T.S.

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DRAWN BY:

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CHECKED BY:

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APPROVED BY:

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DATE STARTED:

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DRAWING No.:

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CLIENT:

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PROJECT:

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DRAWING TITLE:

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SCALE(S):

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DISTANCES AND ELEVATIONS ON THIS PLAN ARE TYPICALLY SHOWN IN METRES AND CAN BE CONVERTED TO FEET BY DIVIDING BY 0.3048.

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THE POSITION OF POLE LINES, CONDUITS, WATERMAINS, SEWERS AND UNDERGROUND AND ABOVE GROUND UTILITIES IS NOT NECESSARILY SHOWN ON THE CONTRACT DRAWINGS, AND WHERE SHOWN, THE ACCURACY OF THE POSITION OF SUCH UTILITIES AND STRUCTURES IS NOT GUARANTEED.BEFORE STARTING THE WORK THE CONTRACTOR SHALL CONFIRM OF THE EXACT LOCATION OF ALL UTILITIES AND STRUCTURES, AND SHALL ASSUME ALL LIABILITY FOR DAMAGE TO THEM. THE CONTRACTOR MUST CHECK AND VERIFY ALL DIMENSIONS ON THE JOB AND REPORT ANY DISCREPANCY TO THE ARCHITECTS/ENGINEERS BEFORE PROCEEDING WITH THE WORKS. ALL DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND THE PROPERTY OF THE ENGINEER WHICH MUST BE RETURNED AT THE COMPLETION OF WORK. THIS DRAWING IS NOT TO BE SCALED. CONTRACTOR TO USE DIGITAL FILES FOR LAYOUT PROVIDED BY ENGINEER. THIS PLAN MUST NOT BE USED TO SITE THE PROPOSED BUILDINGS. THE APPROVAL OF THIS PLAN DOES NOT EXEMPT THE OWNER'S CONTRACTOR FROM OBTAINING, BUT NOT LIMITED TO THE FOLLOWING PERMITS: ROAD CUT, SEWER PERMITS, RELOCATION OF SERVICES, ENCROACHMENT AGREEMENTS, APPROACH APPROVAL PERMITS, ETC.. EXISTING TOPOGRAPHICAL INFORMATION SUPPLIED BY BARICH GRENKIE SURVEYING LTD. DATED FEBRUARY 4, 2020.

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21215

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J.K.

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J.K.

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M.L.B.

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M.H.H.

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MAY 2021

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559 GARNER ROAD HAMILTON, ON

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OF 3OF 3 3

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102 - 3410 SOUTH SERVICE ROAD BURLINGTON, ON

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1

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M.L.B.

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ISSUED FOR REVIEW & COORD (WIP)

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2021-05-19

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ELEVATIONS ARE REFERRED TO THE CANADIAN GEODETIC VERTICAL DATUM (CGVD-1928:1978) AND ARE DERIVED FROM CITY OF HAMILTON BENCHMARK No. 00819890294 HAVING AN ELEVATION OF 247.65 m.

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BEARINGS ARE UTM GRID, REFERRED TO THE CENTRAL MERIDIAN OF UTM ZONE 17 (81° 00' WEST LONGITUDE) NAD83 (CSRS) (2010.0).

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POINT ID

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NORTHING

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EASTING

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A

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4784300.879

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584734.633

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B

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4784250.641

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584873.210

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2

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M.L.B.

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2021-05-28

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3

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M.L.B.

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ISSUED FOR REVIEW & COORD

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2021-06-17

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4

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M.H.H.

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ISSUED FOR OPA/ZBA

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2021-08-20

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SITE SERVICING PLAN

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CONTRACTOR TO VERIFY ALL INVERTS, SIZE, MATERIAL, AND LOCATION OF ALL SERVICES PRIOR TO CONSTRUCTION AND REPORT ANY DISCREPANCIES TO THE ODAN/DETECH GROUP

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CONTRACTOR TO PROVIDE AS-BUILT DRAWINGS UPON COMPLETION OF ALL WORKS TO THE ODAN/DETECH GROUP

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1

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DENOTES EXISTING CATCH BASIN

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DENOTES EXISTING WATER MAIN

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DENOTES EXISTING SANITARY SEWER

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DENOTES EXISTING STORM SEWER

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DENOTES PROPOSED WATER MAIN

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DENOTES PROPOSED SANITARY SEWER

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DENOTES PROPOSED STORM SEWER

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DENOTES PROPOSED HYDRANT

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DENOTES EXISTING HYDRANT

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DENOTES PROPOSED CATCHBASIN

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%%USERVICING LEGEND:

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DENOTES PROPOSED LIMIT OF CONSTRUCTION

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MARK HARRIS IS GAY

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DENOTES PROPERTY LINE

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CONCEPT

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PROPOSED SITE

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SOUTHCOTE ROAD PROIFLE SECTION A SCALE 1:100

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WATERMAIN/SANITARY CROSSING SECTION B SCALE 1:100

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0

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4

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8

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12

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16

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20

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1:200

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DENOTES PROPOSED PERMEABLE PAVERS

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DENOTES EXISTING STORM MANHOLE

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DENOTES PROPOSED STORM MANHOLE

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DENOTES EXISTING STORM CATCHBASIN MANHOLE

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DENOTES PROPOSED STORM CATCHBASIN MANHOLE

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DENOTES PROPOSED WATER VALVE & BOX

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DENOTES PROPOSED CHECK VALVE & CHAMBER

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WATERMAIN/STORM CROSSING SECTION C SCALE 1:100

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R

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N

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O

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N

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R

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E

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I. KRPAN

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I

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S

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G

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R

AutoCAD SHX Text

E

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E

AutoCAD SHX Text

T

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N

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I

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P

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O

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MH

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AUG 20/21


WAT INV 245.43SAN OBV 244.49

PROP V&B

PROP CHECK VALVE

A1

B1

45°

45°WAT INV 245.72WAT MAIN OBV 245.10


CURB RAMP ANDTACTILE STRIP

PROP STACKABLE WALL


Co

nstru

ctio

n

No

rth

METRIC NOTE:

BEARING NOTE:

KEY PLAN

BENCH MARK:

NOTES:

SUBJECT

LANDS

The Odan/Detech Group Inc. P: (905) 632-3811 F: (905) 632-3363

5230 SOUTH SERVICE ROAD, BURLINGTON, ONTARIO, L7L 5K2


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250.34

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HP

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PART 2

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PLAN 62R-4741

AutoCAD SHX Text

PIN 17565-0424 (LT)

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N76%%D58'50"E

AutoCAD SHX Text

57.91

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WITH

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UP

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ANCHOR

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Centreline of Road

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N76`54'30"E

AutoCAD SHX Text

3.07

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DRIPLINE

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ENGINEER

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DESIGNED BY:

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DATE

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NO.

AutoCAD SHX Text

BY

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REVISIONS

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Scale : N.T.S.

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DRAWN BY:

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CHECKED BY:

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APPROVED BY:

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DATE STARTED:

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DRAWING No.:

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CLIENT:

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PROJECT:

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DRAWING TITLE:

AutoCAD SHX Text

SCALE(S):

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AutoCAD SHX Text


AutoCAD SHX Text

21215

AutoCAD SHX Text

J.K.

AutoCAD SHX Text

J.K.

AutoCAD SHX Text

M.L.B.

AutoCAD SHX Text

M.H.H.

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MAY 2021

AutoCAD SHX Text


AutoCAD SHX Text

OF 3OF 3 3

AutoCAD SHX Text


AutoCAD SHX Text

1

AutoCAD SHX Text

M.L.B.

AutoCAD SHX Text


AutoCAD SHX Text

2021-05-19

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

POINT ID

AutoCAD SHX Text

NORTHING

AutoCAD SHX Text

EASTING

AutoCAD SHX Text

A

AutoCAD SHX Text

4784300.879

AutoCAD SHX Text

584734.633

AutoCAD SHX Text

B

AutoCAD SHX Text

4784250.641

AutoCAD SHX Text

584873.210

AutoCAD SHX Text

2

AutoCAD SHX Text

M.L.B.

AutoCAD SHX Text


AutoCAD SHX Text

2021-05-28

AutoCAD SHX Text

3

AutoCAD SHX Text

M.L.B.

AutoCAD SHX Text


AutoCAD SHX Text

2021-06-17

AutoCAD SHX Text

4

AutoCAD SHX Text

M.H.H.

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ISSUED FOR OPA/ZBA

AutoCAD SHX Text

2021-08-20

AutoCAD SHX Text

SITE SERVICING PLAN

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

2

AutoCAD SHX Text

CONCEPT

AutoCAD SHX Text

0

AutoCAD SHX Text

4

AutoCAD SHX Text

8

AutoCAD SHX Text

12

AutoCAD SHX Text

16

AutoCAD SHX Text

20

AutoCAD SHX Text

1:200

AutoCAD SHX Text


AutoCAD SHX Text

DENOTES EXISTING WATER MAIN

AutoCAD SHX Text

DENOTES EXISTING SANITARY SEWER

AutoCAD SHX Text

DENOTES EXISTING STORM SEWER

AutoCAD SHX Text

DENOTES PROPOSED WATER MAIN

AutoCAD SHX Text

DENOTES PROPOSED SANITARY SEWER

AutoCAD SHX Text

DENOTES PROPOSED STORM SEWER

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

%%USERVICING LEGEND:

AutoCAD SHX Text

DENOTES PROPOSED LIMIT OF CONSTRUCTION

AutoCAD SHX Text

MARK HARRIS IS GAY

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


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R

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F

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L

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A

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E

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D

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N

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P

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I. KRPAN

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I

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S

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G

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E

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E

AutoCAD SHX Text

T

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N

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I

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MH

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AUG 20/21

STA

IRS

STAIRS

MECH. & ELECTRICAL

CACF

3m SETBACK AFTER ROAD WIDENING


NEW

PRO

PERT

Y LIN

E W

ITH R

OAD

WID

ENIN

G @

5.72

m

3m S

ETBA

CK A

FTER

ROA

D W

IDEN

ING

RAMP

PROP V&B

PROP CHECK VALVE

RA

MP


PROP

LIMI

T OF U

NDER

GROU

ND

PROP

LIMI

T OF U

NDER

GROU

ND

PROP CONCRETETOE WALL

PROP STACKABLE WALL

Co

nstru

ctio

n

No

rth

METRIC NOTE:

BEARING NOTE:

KEY PLAN

BENCH MARK:

NOTES:

SUBJECT

LANDS

The Odan/Detech Group Inc. P: (905) 632-3811 F: (905) 632-33635230 SOUTH SERVICE ROAD, BURLINGTON, ONTARIO, L7L 5K2


G

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D

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SITE


AutoCAD SHX Text

248.60

AutoCAD SHX Text

CB

AutoCAD SHX Text

MH

AutoCAD SHX Text

248.27

AutoCAD SHX Text

247.38

AutoCAD SHX Text

246.95

AutoCAD SHX Text

28

AutoCAD SHX Text

248.195

AutoCAD SHX Text

BOC

AutoCAD SHX Text

248.56

AutoCAD SHX Text

248.94

AutoCAD SHX Text

248.62

AutoCAD SHX Text

45

AutoCAD SHX Text

248.639

AutoCAD SHX Text

BOC

AutoCAD SHX Text

248.64

AutoCAD SHX Text

46

AutoCAD SHX Text

248.679

AutoCAD SHX Text

BOC

AutoCAD SHX Text

47

AutoCAD SHX Text

248.663

AutoCAD SHX Text

BOC

AutoCAD SHX Text

248.66

AutoCAD SHX Text

48

AutoCAD SHX Text

248.572

AutoCAD SHX Text

BOC

AutoCAD SHX Text

49

AutoCAD SHX Text

248.421

AutoCAD SHX Text

BOC

AutoCAD SHX Text

50

AutoCAD SHX Text

248.339

AutoCAD SHX Text

BOC

AutoCAD SHX Text

248.34

AutoCAD SHX Text

51

AutoCAD SHX Text

248.254

AutoCAD SHX Text

BOC

AutoCAD SHX Text

52

AutoCAD SHX Text

248.329

AutoCAD SHX Text

BOC

AutoCAD SHX Text

248.33

AutoCAD SHX Text

248.60

AutoCAD SHX Text

CB

AutoCAD SHX Text

248.55

AutoCAD SHX Text

248.53

AutoCAD SHX Text

248.51

AutoCAD SHX Text

248.49

AutoCAD SHX Text

CB

AutoCAD SHX Text

248.36

AutoCAD SHX Text

248.16

AutoCAD SHX Text

248.09

AutoCAD SHX Text

MH

AutoCAD SHX Text

248.17

AutoCAD SHX Text

248.30

AutoCAD SHX Text

248.27

AutoCAD SHX Text

248.15

AutoCAD SHX Text

247.89

AutoCAD SHX Text

248.20

AutoCAD SHX Text

GUT

AutoCAD SHX Text

248.56

AutoCAD SHX Text

248.71

AutoCAD SHX Text

248.85

AutoCAD SHX Text

248.86

AutoCAD SHX Text

248.94

AutoCAD SHX Text

249.00

AutoCAD SHX Text

98

AutoCAD SHX Text

248.639

AutoCAD SHX Text

BOC

AutoCAD SHX Text

248.64

AutoCAD SHX Text

248.68

AutoCAD SHX Text

100

AutoCAD SHX Text

248.663

AutoCAD SHX Text

BOC

AutoCAD SHX Text

248.66

AutoCAD SHX Text

248.57

AutoCAD SHX Text

248.42

AutoCAD SHX Text

248.25

AutoCAD SHX Text

301

AutoCAD SHX Text

248.724

AutoCAD SHX Text

CLR

AutoCAD SHX Text

248.72

AutoCAD SHX Text

302

AutoCAD SHX Text

248.639

AutoCAD SHX Text

CLR

AutoCAD SHX Text

248.64

AutoCAD SHX Text

303

AutoCAD SHX Text

248.525

AutoCAD SHX Text

CLR

AutoCAD SHX Text

248.53

AutoCAD SHX Text

TL/LS

AutoCAD SHX Text

LS

AutoCAD SHX Text

BILLBOARD

AutoCAD SHX Text

SIGN

AutoCAD SHX Text

SIGN

AutoCAD SHX Text

248.96

AutoCAD SHX Text

248.99

AutoCAD SHX Text

248.91

AutoCAD SHX Text

249.02

AutoCAD SHX Text

248.77

AutoCAD SHX Text

248.46

AutoCAD SHX Text

248.69

AutoCAD SHX Text

249.37

AutoCAD SHX Text

FF

AutoCAD SHX Text

249.24

AutoCAD SHX Text

FF

AutoCAD SHX Text

337

AutoCAD SHX Text

248.743

AutoCAD SHX Text

CURB

AutoCAD SHX Text

248.74

AutoCAD SHX Text

338

AutoCAD SHX Text

248.726

AutoCAD SHX Text

CURB

AutoCAD SHX Text

248.73

AutoCAD SHX Text

358

AutoCAD SHX Text

248.869

AutoCAD SHX Text

BMH

AutoCAD SHX Text

MH

AutoCAD SHX Text

PIPE

AutoCAD SHX Text

248.83

AutoCAD SHX Text

HP

AutoCAD SHX Text

366

AutoCAD SHX Text

248.331

AutoCAD SHX Text

CLR

AutoCAD SHX Text

248.33

AutoCAD SHX Text

367

AutoCAD SHX Text

248.376

AutoCAD SHX Text

CLR

AutoCAD SHX Text

248.38

AutoCAD SHX Text

368

AutoCAD SHX Text

248.114

AutoCAD SHX Text

CLR

AutoCAD SHX Text

248.11

AutoCAD SHX Text

MH

AutoCAD SHX Text

248.88

AutoCAD SHX Text

10056

AutoCAD SHX Text

248.639

AutoCAD SHX Text

CLR

AutoCAD SHX Text

248.64

AutoCAD SHX Text

WITH

AutoCAD SHX Text

PART 1

AutoCAD SHX Text

PLAN 62R-4741

AutoCAD SHX Text

PART 2

AutoCAD SHX Text

PLAN 62R-4741

AutoCAD SHX Text

PART 1

AutoCAD SHX Text

PLAN CM2054

AutoCAD SHX Text


AutoCAD SHX Text

S O U T H C O T E R O A D

AutoCAD SHX Text

Centreline of Road

AutoCAD SHX Text

Edge of Asphalt

AutoCAD SHX Text

Concrete Curb

AutoCAD SHX Text

PIPE

AutoCAD SHX Text

UP

AutoCAD SHX Text

ANCHOR

AutoCAD SHX Text

WITH

AutoCAD SHX Text

UP

AutoCAD SHX Text

ANCHORS

AutoCAD SHX Text

WITH

AutoCAD SHX Text

UP

AutoCAD SHX Text

ANCHOR

AutoCAD SHX Text

WITH

AutoCAD SHX Text

UP

AutoCAD SHX Text

ANCHOR

AutoCAD SHX Text

Concrete Curb

AutoCAD SHX Text

Concrete Curb

AutoCAD SHX Text

Edge of Asphalt

AutoCAD SHX Text

Centreline of Road

AutoCAD SHX Text

369

AutoCAD SHX Text

246.942

AutoCAD SHX Text

CLR

AutoCAD SHX Text

247.17

AutoCAD SHX Text

N76`54'30"E

AutoCAD SHX Text

3.07

AutoCAD SHX Text

1 1/2 STOREY

AutoCAD SHX Text

SIDING

AutoCAD SHX Text

DWELLING

AutoCAD SHX Text

No. 581

AutoCAD SHX Text

Metal Fence

AutoCAD SHX Text

Chain link Gate

AutoCAD SHX Text

Metal Fence

AutoCAD SHX Text

METAL

AutoCAD SHX Text

GARAGE

AutoCAD SHX Text

METAL

AutoCAD SHX Text

SHED

AutoCAD SHX Text


AutoCAD SHX Text

Asphalt Driveway

AutoCAD SHX Text

IB

AutoCAD SHX Text

12.00

AutoCAD SHX Text

N76`51'35"E

AutoCAD SHX Text

60.96

AutoCAD SHX Text

(P1)

AutoCAD SHX Text

(PROJ)

AutoCAD SHX Text

248.85

AutoCAD SHX Text

ENGINEER

AutoCAD SHX Text

DESIGNED BY:

AutoCAD SHX Text

DATE

AutoCAD SHX Text

NO.

AutoCAD SHX Text

BY

AutoCAD SHX Text

REVISIONS

AutoCAD SHX Text

Scale : N.T.S.

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

APPROVED BY:

AutoCAD SHX Text

DATE STARTED:

AutoCAD SHX Text

DRAWING No.:

AutoCAD SHX Text

CLIENT:

AutoCAD SHX Text

PROJECT:

AutoCAD SHX Text

DRAWING TITLE:

AutoCAD SHX Text

SCALE(S):

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

21215

AutoCAD SHX Text

J.K.

AutoCAD SHX Text

J.K.

AutoCAD SHX Text

M.L.B.

AutoCAD SHX Text

M.H.H.

AutoCAD SHX Text

MAY 2021

AutoCAD SHX Text


AutoCAD SHX Text

OF 3OF 3 3

AutoCAD SHX Text


AutoCAD SHX Text

1

AutoCAD SHX Text

M.L.B.

AutoCAD SHX Text


AutoCAD SHX Text

2021-05-19

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

POINT ID

AutoCAD SHX Text

NORTHING

AutoCAD SHX Text

EASTING

AutoCAD SHX Text

A

AutoCAD SHX Text

4784300.879

AutoCAD SHX Text

584734.633

AutoCAD SHX Text

B

AutoCAD SHX Text

4784250.641

AutoCAD SHX Text

584873.210

AutoCAD SHX Text

2

AutoCAD SHX Text

M.L.B.

AutoCAD SHX Text


AutoCAD SHX Text

2021-05-28

AutoCAD SHX Text

3

AutoCAD SHX Text

M.L.B.

AutoCAD SHX Text


AutoCAD SHX Text

2021-06-17

AutoCAD SHX Text

4

AutoCAD SHX Text

M.H.H.

AutoCAD SHX Text

ISSUED FOR OPA/ZBA

AutoCAD SHX Text

2021-08-20

AutoCAD SHX Text

SITE GRADING PLAN

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

3

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

%%UGRADING LEGEND:

AutoCAD SHX Text

MARK HARRIS IS GAY

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

CONCEPT

AutoCAD SHX Text

0

AutoCAD SHX Text

4

AutoCAD SHX Text

8

AutoCAD SHX Text

12

AutoCAD SHX Text

16

AutoCAD SHX Text

20

AutoCAD SHX Text

1:200

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

1.0%

AutoCAD SHX Text

DENOTES EMERGENCY OVERLAND FLOW

AutoCAD SHX Text

DENOTES PROPOSED SLOPE (3:1 OR HIGHER)

AutoCAD SHX Text

DENOTES PROPOSED ELEVATION

AutoCAD SHX Text

DENOTES PROPOSED GUTTER LINE ELEVATION

AutoCAD SHX Text

DENOTES PROPOSED FLOW ARROW AND SLOPE

AutoCAD SHX Text

DENOTES PROPOSED SWALE INVERT ELEVATION

AutoCAD SHX Text

DENOTES PROPOSED TOP OF CURB ELEVATION

AutoCAD SHX Text

DENOTES PROPOSED HIGH POINT

AutoCAD SHX Text

(100.00)G/L

AutoCAD SHX Text

(100.00) HP

AutoCAD SHX Text

%%u(100.00)

AutoCAD SHX Text

(100.00)T/C

AutoCAD SHX Text

(100.00)

AutoCAD SHX Text

DENOTES EXISTING SPOT ELEVATION

AutoCAD SHX Text

113.62

AutoCAD SHX Text

100.00

AutoCAD SHX Text

DENOTES PROPOSED ENTRANCE LOCATION

AutoCAD SHX Text

DENOTES PROPOSED TREE PROTECTION FENCE

AutoCAD SHX Text

R

AutoCAD SHX Text

N

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O

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T

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A

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G

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N

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I. KRPAN

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P

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MH

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AUG 20/21

FUNCTIONAL SERVICING & STORMWATER MANAGEMENT REPORT

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