25 STOREY APARTMENT 12 STOREY HOTEL · 2020. 2. 10. · areas. The proponent plans to construct a...

25 STOREY APARTMENT & 12 STOREY HOTEL

Functional Servicing and Stormwater Management Report

Project Location: 354 King Street West

Hamilton, ON

Prepared for: King West Crossing Ltd.

366 King Street West Hamilton, ON

Prepared by: MTE Consultants Inc.

1016 Sutton Drive, Unit A Burlington, ON L7L 6B8

December 20, 2018 April 17, 2019 May 10, 2019 June 25, 2019 July 15, 2019

Revised: December 16, 2019

MTE File No.: 43629-100

M:\43629\100\MTE Reports\Ultimate\FSR & SWM\43629-100_354 King Street_Functional Servicing & SWM Report_2019_12_16.docx

TABLE OF CONTENTS

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

1.1 Overview ............................................................................................................... 1 1.2 Background Information ........................................................................................ 1 1.3 Geotechnical Investigation .................................................................................... 2

2.0 STORMWATER MANAGEMENT ......................................................................... 4

2.1 Stormwater Management Criteria ......................................................................... 4 2.2 Existing Conditions ............................................................................................... 4 2.3 Proposed Conditions ............................................................................................ 6 2.4 Sediment and Erosion Control ............................................................................ 13

3.0 SANITARY SEWER SERVICING ....................................................................... 13

3.1 Existing Conditions ............................................................................................. 13 3.2 Sanitary Demands .............................................................................................. 13 3.3 Proposed Sanitary Servicing Plan and Capacity Analysis .................................. 15

4.0 DOMESTIC AND FIRE WATER SUPPLY SERVICING ..................................... 15

4.1 Existing Conditions ............................................................................................. 15 4.2 Domestic Water Demands .................................................................................. 15 4.3 Fire Flow Demands ............................................................................................. 16 4.4 Proposed Water Servicing Plan and Analysis ..................................................... 18

5.0 CONCLUSIONS AND RECOMMENDATIONS .................................................. 19

TABLES

TABLE 2.1 – EXISTING CONDITIONS CATCHMENT AREA .............................................. 6 TABLE 2.2 – ALLOWABLE SITE DISCHARGE .................................................................... 6 TABLE 2.3 – PROPOSED CONDITIONS CATCHMENT AREAS......................................... 7 TABLE 2.4 – STAGE-STORAGE-DISCHARGE CALCULATIONS FOR HOTEL ROOFTOP PONDING (CATCHMENT 201) ............................................................................................ 9 TABLE 2.5 – STAGE-STORAGE-DISCHARGE CALCULATIONS FOR APARTMENT BUILDING ROOFTOP PONDING (CATCHMENT 202) ........................................................ 9 TABLE 2.6 – STAGE-STORAGE-DISCHARGE CALCULATIONS FOR UNDERGROUND STORM TANK .................................................................................................................... 10 TABLE 2.7 – PROPOSED CONDITIONS PEAK DISCHARGE RATE ................................ 10 TABLE 2.8 – COMPARISON OF PROPOSED AND EXISTING PEAK DISCHARGE RATES TO KING STREET WEST .................................................................................................. 11 TABLE 2.9 – PROPOSED CONDITIONS STORAGE VOLUME REQUIREMENTS ........... 11 TABLE 3.1 – POPULATION ESTIMATE ............................................................................. 14 TABLE 3.2 – SANITARY SEWER DISCHARGE FROM SITE ............................................ 14 TABLE 4.1 – DOMESTIC WATER DEMANDS ................................................................... 16 TABLE 4.2 – FSU FIRE FLOW REQUIREMENTS ............................................................. 17 TABLE 4.3 – FSU HYDRANT COVERAGE ........................................................................ 18

FIGURES

FIGURE 1 LOCATION PLAN .................................................................................... 3 FIGURE 2 PRE-DEVELOPMENT CATCHMENT AREAS......................................... 5 FIGURE 3 POST-DEVELOPMENT CATCHMENT AREAS ...................................... 8

APPENDICES

APPENDIX A STORMWATER MANAGEMENT INFORMATION APPENDIX B SANITARY DEMAND CALCULATIONS APPENDIX C WATER DEMAND CALCULATIONS & ANALYSIS APPENDIX D CITY CORRESPONDENCE APPENDIX E GEOTECHNICAL INVESTIGATION

DRAWINGS MTE Drawing No. C1.1 Erosion & Sediment Control Plan ................................................ Encl. MTE Drawing No. C1.2 Grading Plan ............................................................................... Encl. MTE Drawing No. C1.3 Site Servicing Plan ...................................................................... Encl. MTE Drawing No. C1.4 Notes & Details Plan ................................................................... Encl.

Functional Servicing & SWM Report -1- MTE File No.: 43629-100 354 King Street West December 16, 2019

1.0 INTRODUCTION 1.1 Overview MTE Consultants Inc. were retained by King West Crossing Ltd. on behalf of Vrancor Development Corporation to complete the site grading, servicing, and stormwater management design for the proposed development located at 354 King Street West in the City of Hamilton (see Figure 1 for Location Plan). This report will outline a functional servicing and stormwater management strategy for the proposed development. The site is located on a 0.72ha parcel of land bounded by Market Street to the north, Queen Street North to the east, King Street West to the south, and residential properties to the west. The property is currently occupied by an asphalt parking lot and landscaped areas. The proponent plans to construct a 25-storey apartment building, a 12-storey hotel building and an 8-unit townhouse building. Commercial space will be provided within the main level of both the apartment building and the hotel building. Parking will be provided on site for the proposed buildings via surface (above grade) and underground (below grade) parking. Existing municipal storm and combined sewers and watermain services are located on the abutting right-of-way’s which will be utilized to service the proposed development. The functional servicing described in this report will provide additional detailed information on the proposed servicing scheme for the site. Please refer to the site plan and the enclosed MTE drawings for additional information. 1.2 Background Information

The following documents were referenced in the preparation of this report:

Ref. 1: City of Hamilton Comprehensive Development Guidelines and Financial Polices Manual (2017).

Ref. 2: Preliminary Geotechnical Investigation, Brooklyn Contracting Inc. c/o exp Services Inc. (October, 2015).

Ref. 3: City of Hamilton Engineering Guidelines for Servicing Land Under Development Applications (December 2012).

Ref. 4: Ontario Building Code (2012).

Ref. 5: Low Impact Development Stormwater Management Planning and Design Guideline, Credit Valley Conservation & Toronto and Region Conservation for the Living City, Version 1.0 (2010).

Ref. 6: Design Guidelines for Drinking-Water Systems, Ministry of the Environment and Climate Change (2008).

Ref. 7: Design Guidelines for Sewage Works, Ministry of the Environment and Climate Change (2008).


Ref. 8: City of Hamilton Criteria and Guidelines for Stormwater Infrastructure Design (September, 2007).

Ref. 9: Erosion & Sediment Control Guideline for Urban Construction (December, 2006).

Ref. 10: Hamilton Conservation Authority – Planning & Regulation Policies and Guidelines (December 2006).

Ref. 11: City of Hamilton Storm Drainage Policy (May, 2004).

Ref. 12: MOE Stormwater Management Practices Planning and Design Manual (Ministry of Environment, March 2003).

Ref. 13: Water Supply for Public Fire Protection, Fire Underwriters Survey (1999). 1.3 Geotechnical Investigation A geotechnical investigation was undertaken by Soil-Mat Engineers & Consultants LTD. dated November 23, 2018. Nine (9) boreholes were advanced to depths ranging from 2.6m to 21.4m below the existing grade. The investigation revealed sand and gravel fill in boreholes 1, 3 and 8 and silty sand fill in boreholes 1, 2, 3, 4, 5, 6, 7 and 8. The silty sand fill was generally compact and was found to depths of 2.9 meters. Cemented sand and gravel was encountered in boreholes 1, 2 and 5 beneath the silty sand fill. The sand and gravel layer was described as brown in colour, medium to coarse grained with some gravel and rock fragments and occasional layers of sand. The sand and gravel was in a dense to very dense state and was encountered to depths of approximately 11.3 meters below ground surface. Sand was found in all boreholes layered within the cemented sand and gravel and below the cemented sand and gravel stratum. The layered deposits were described as brown in colour, medium to coarse grained with trace to some gravel and rock fragments. The sand was in a dense to very dense state and was encountered to the termination depth in boreholes 1, 2 and 5 at approximately 20.4 to 21.3 meters below ground surface. At the completion of drilling boreholes 2 and 5 were noted to be wet at depths of approximately 18.2 and 17.7 meters, respectively, and the remaining boreholes were recorded as ‘dry’. It is noted that insufficient time would have passed for the static groundwater level to stabilize in the open boreholes. Groundwater monitoring wells were installed in boreholes 1, 2 and 5. Readings were taken on February 28, April 18, April 23 and April 25 all in 2018. Based on the groundwater readings the static groundwater level is estimate at a depth of approximately 17 to 20 meters below grade, which is well below the anticipated depths of construction. Based on the above information, a value of 84 was used for the pervious CN, falling under Hydrologic Soil Group CD. The geotechnical investigation has been included in Appendix E for reference.

Figure 1

Engineers |Scien tists |Surveyors

NTS

SITE

CITY OFHAMILTON

QU

EEN

ST.

N

YORK BLVD.

KING ST. W

RAY

ST.

N

MARKET ST.

NAPIER ST.

PETER ST.

PEAR

L ST

. N


2.0 STORMWATER MANAGEMENT The following sections will describe the proposed stormwater management (SWM) plan for the proposed development. 2.1 Stormwater Management Criteria Based on email correspondence with City of Hamilton Staff (see Appendix D), the following stormwater management (SWM) criteria will be applied to the site: Quantity Control Attenuation of the post-development peak flows for the 2 through 100 year storm events to the 2-year City of Hamilton Mount Hope existing conditions peak flow rate. Design Runnof Coefficients provided by City. Please refer to Appendix E for City Correspondence. Quality Control An enhanced (Level 1) water quality treatment (80% TSS Removal) is required for all impacted surface runoff prior to discharging to the receiving system. 2.2 Existing Conditions Under existing conditions, the majority of the site is comprised of asphalt parking lot with a small portion of landscaped area. There is an existing 375mm diameter combined sewer flowing north at 3.7% within the Queen Street North right-of-way. There are also 300mm diameter combined sewers flowing east on King Street West and Market Street at a slope of 2.4% and 0.4%, respectively. The entire site slopes northeast to the intersection of Market Street and Queen Street North, with major overland flows going north along the Queen Street right-of-way. Existing catchbasins within the parking lot capture storm runoff and discharge to the 375mm diameter combined sewer on Queen Street North. All existing sewers surrounding the site ultimately discharge to an existing 675mm diameter storm sewer flowing north at a slope of 0.8% on Queen Street North as shown on the City of Hamilton GIS system. Background drawings show the intent to split the existing combined sewer into separate storm and sanitary sewer systems at the intersection of Napier Street and Queen Street North. There are no known existing stormwater management quantity or quality controls on site. The existing conditions have been defined by three (3) catchment areas (see Table 2.1 and Figure 2). The average runoff coefficients of the existing site were provided by City of Hamilton Staff (see Appendix D for correspondence).

MARKET STREET

QU

EEN

STR

EET

NO

RTH

KING STREET WEST

³

³

³

³

FIGURE 2 DEC.13/181:400

43629-100



TABLE 2.1 – EXISTING CONDITIONS CATCHMENT AREA

Catchment ID

Description Area (ha)

% Imp. A

101 Existing Site Drainage to King Street West 0.05 64

102 Existing Site Drainage to Queen Street North 0.36 64

103 Existing Site Drainage to Market Street 0.31 64

TOTAL 0.72 64 A Based on a runoff coefficient of 0.70 (average based on figure provided by the City of Hamilton (see Appendix D).

The existing conditions were assessed using the SWMHYMO hydrologic modeling program developed by J.F. Sabourin & Associates for the 2 year to 100 year City of Hamilton (Mount Hope) 4-hour Chicago Distribution design storms. Table 2.2 summarizes the pre-development runoff rates for the 2-year storm event. Appendix A contains detailed hydrologic modeling parameters and input/output printouts for the proposed conditions.

TABLE 2.2 – ALLOWABLE SITE DISCHARGE

Catchment Area (ha) Allowable Peak Discharge Rate

(2-Year storm) A

(m3/s)

101 (Area to King Street West) 0.05 0.008

102 (Area to Queen Street North) 0.36 0.053

103 (Area to Market Street) 0.31 0.042

TOTAL 0.72 0.103

A Discharge rate taken from SWMHYMO Output (see Appendix A).

2.3 Proposed Conditions Under proposed conditions, the proponent plans to construct 8 multiple dwelling units, a 25-storey apartment with commercial space, and a 12-storey hotel with commercial space. Surface and underground parking will be included for both buildings. The apartment complex will be located on the west side of the site with the multiple dwelling units to the north of it. The hotel will be on the southeast corner of the site. The perimeter of the site will consist of walkways and landscaped area.

The proposed conditions drainage pattern is delineated by four (4) catchment areas. Stormwater runoff from the site will be collected by a series of roof drains and area drains on the parking surface. These drains will connect to the internal plumbing of the building and therefore will be detailed by the mechanical consultant. The storm sewer outlet for the development will convey flows to the existing 375mm diameter combined sewer located on Queen Street North. Stormwater management controls in the form of flow control roof drains (FCRD) and an orifice + storm tank will be implemented to control post-development discharge rates to the allowable release rate for the site. Due


to grading constraints, the exterior perimeter landscaped and walkway areas of the site will drain uncontrolled to the abutting ROWs via overland sheet flow.

Table 2.3 provides a brief description of each catchment area as well as the size and impervious cover associated with each. Figure 3 provides an illustration of the post-development catchment areas. Appendix A contains detailed information pertaining to the stormwater management model. TABLE 2.3 – PROPOSED CONDITIONS CATCHMENT AREAS

Catchment ID

Description Area (ha)

% Imp.

201 Hotel Roof with FCRDs (controlled) 0.07 99

202 Apartment Roof with FCRDs (controlled) 0.11 99

203 Parking area and Hotel 2nd

Storey roof (controlled) 0.44 99

204A Perimeter landscaping and future road widening (uncontrolled to King Street West)

0.04 60

204B Perimeter landscaping and future road widening (uncontrolled to Queen Street North)

0.03 55

204C Perimeter landscaping and future road widening (uncontrolled to Market Street)

0.03 50

Total 0.72 93

MARKET STREET

QU

EEN

STR

EET

NO

RTH

KING STREET WEST

³

³

³

³

FIGURE 3 DEC.13/181:400

43629-100



Stormwater management quantity controls for the site will be provided by the use of flow-controlled roof drains (FCRD) on the apartment and hotel roofs as well as an underground storage tank coupled with an orifice control located within the underground parking structure. The tank will form part of the underground parking structure and will require structural design and waterproofing (to be designed by others at the building permit stage). Backwater valves are to be installed within the building as indicated on drawing C1.2 for the proposed storm and sanitary services. In order to ensure adequate drainage on the roofs, the hotel roof requires a total of three (3) flow-control roof drains and the apartment building roof requires a total of four (4) flow-control roof drains. Scupper drains are to be added to the parapet walls to limit rooftop ponding to a maximum depth of 0.15m (6 inches). Tables 2.4 and 2.5 summarize the stage-storage-discharge characteristics for rooftop ponding for the hotel roof (Catchment 201) and the apartment building roof (Catchment 202), respectively. Table 2.6 summarizes the stage-storage-discharge relationship of the proposed storm tank and orifice control. This information is used in the hydrologic model. TABLE 2.4 – STAGE-STORAGE-DISCHARGE CALCULATIONS FOR HOTEL ROOFTOP PONDING (CATCHMENT 201)

Depth (m)

Storage Volume (m

3) A

Discharge, Q

(m3/s)

B

Comments

0.000 0.0 0.00000 Building Roof

0.050 4.7 0.00186 0.050m (2 inches) ponding on upper roof


0.150 55.4 0.00558 0.150m (6 inches) ponding on upper roof A Refer to Appendix A for detailed volume calculations. Roof slope assumed to be 1%.

B Discharge based on 3 roof drains with a rating of 0.315 L/s per inch of head (per notch per drain). Note that

these FCRDs are to have one (1) notch each.

TABLE 2.5 – STAGE-STORAGE-DISCHARGE CALCULATIONS FOR APARTMENT BUILDING ROOFTOP PONDING (CATCHMENT 202)

Depth (m)

Storage Volume (m

3) A

Discharge, Q

(m3/s)

B

Comments

0.000 0.0 0.00000 Building Roof



0.150 88.9 0.00744 0.150m (6 inches) ponding on upper roof A Refer to Appendix A for detailed volume calculations. Roof slope assumed to be 1%.

B Discharge based on 4 roof drains with a rating of 0.315 L/s per inch of head (per notch per drain). Note that

these FCRDs are to have one (1) notch each.


TABLE 2.6 – STAGE-STORAGE-DISCHARGE CALCULATIONS FOR UNDERGROUND STORM TANK

Elevation (m)

Head, H (m)

Cumulative Storage Volume (m

3)

A

Discharge, Q (m

3/s)

B

Comments

102.10 0.000 0.0 0.0000 Bottom of Tank/Orifice Invert

102.17 0.000 7.5 0.0000 C/L of Orifice

103.20 1.035 126.5 0.0490

103.40 1.235 149.5 0.0536

103.60 1.435 172.5 0.04578 Top of Tank A Storage volume based on a tank with internal footprint of 115.0m

2 and an internal height of 1.5m for an overall

internal storage volume of 172.5m3. See Appendix A and drawing C1.2 for more details.

B From orifice equation Q = CA (2gH)

0.5 for a 130 mm diameter orifice

Where: C = 0.82, A=cross-sectional area, g=9.81, H=pressure head

The proposed conditions were assessed using the SWMHYMO hydrologic modeling program developed by J.F. Sabourin & Associates for the 2 year to 100 year City of Hamilton (Mount Hope) 4-hour Chicago Distribution design storms. Appendix A contains detailed hydrologic modeling parameters and input/output printouts for the proposed conditions. Table 2.7 summarizes the proposed conditions site peak discharge rates for the site with the aforementioned stormwater management controls and compares them to the 2-year pre-development peak discharge (i.e. allowable discharge rate). Table 2.9 summarizes the proposed conditions storage volume requirements vs. storage volume provided for the hotel and apartment roofs and storm tank and orifice control. TABLE 2.7 – PROPOSED CONDITIONS PEAK DISCHARGE RATE (TOTAL SITE)

Storm Event

Post-Development Conditions

Allowable Site Peak Discharge

Rate (m

3/s)

B

Peak Flow to King Street

West (Catchment

204A) (m

3/s)

A

Peak Flow to Queen Street

North (Catchment

201+202+203+204B)

(m3/s)

A

Peak Flow to Market Street (Catchment

204C) (m

3/s)

A

Total Peak Discharge

Rate from the Site (m

3/s)

A

2-yr 0.006 0.054 0.004 0.064

0.103

5-yr 0.009 0.057 0.006 0.072

10-yr 0.011 0.059 0.008 0.077

25-yr 0.014 0.061 0.010 0.085

50-yr 0.016 0.063 0.011 0.090

100-yr 0.018 0.065 0.013 0.095 A Discharge rate taken from SWMHYMO Output (see Appendix A).

B See Table 2.2


TABLE 2.8 – COMPARISON OF PROPOSED AND EXISTING PEAK DISCHARGE RATES TO KING STREET WEST

Storm Event Proposed Peak Discharge

Rate (m3/s)

A Existing Peak Discharge

Rate (m3/s)

A

2-yr 0.006 0.008

5-yr 0.009 0.012

10-yr 0.011 0.014

25-yr 0.014 0.017

50-yr 0.016 0.020

100-yr 0.018 0.023 A Discharge rate taken from SWMHYMO Output (see Appendix A).

As seen in Table 2.8 above, the proposed peak flow rates to King Street West are less than the existing peak flow rates for all storm events. This table has been included to illustrate that proposed flows to King Street West will be less than current conditions and will not have a negative impact to future LRT work on King Street. TABLE 2.9 – PROPOSED CONDITIONS STORAGE VOLUME REQUIREMENTS

Storm Event

Hotel Roof Apartment Roof Underground Storm Tank

Storage Volume Req.

A

(m3)

Storage Volume

Provided B

(m3)

Storage Volume Req.

A

(m3)

Storage Volume

Provided C

(m3)

Storage Volume Req.

A

(m3)

Storage Volume

Provided D

(m3)

2-yr 11.8

55.4

19.8

88.9

23.2

172.5

5-yr 18.1 30.1 48.7

10-yr 22.3 37.2 69.4

25-yr 27.9 46.6 98.7

50-yr 32.0 53.2 121.3

100-yr 36.6 60.6 147.6

(Elev.=103.38 m) A Storage volume taken from SWMHYMO Output (see Appendix B).

B See Table 2.4

C See Table 2.5

D See Table 2.6

The analysis indicates the following:

For the 2-year to 100-year events, the total proposed conditions peak discharge rates from the site do not exceed the allowable release rate as illustrated in Table 2.7. This satisfies the stormwater management quantity control requirement set by the City of Hamilton;

Sufficient storage volume is provided on the apartment building and hotel rooftops as well as within the storm tank to contain stormwater as illustrated within Table 2.9 and Appendix A.


Overland flow to King Street West for proposed conditions will be less than existing conditions.

Water Quality Control Water quality control for the proposed development will be provided by a Stormceptor oil/grit separator (or approved equivalent) that will be installed at the downstream end of the stormwater management system prior to connecting into the existing 375mm diameter combined sewer within the Queen Street North ROW. The following parameters were used to size the oil/grit separator:

Upstream Catchment Area = 0.61ha (Catchments 201+202+203)

% Impervious = 98%

Particle Distribution = FINE

Upstream storage = none (per City requirements). The analysis indicates that a Stormceptor STC-2000 will provide 82% TSS Removal and treat over 90% of the average annual runoff, which meets the requirements for an “Enhanced” (Level 1 or 80% TSS removal) level of water quality protection. Stormceptor sizing output information is included in Appendix A. Stormwater runoff generated from the remainder of the site perimeter (Catchment 204) will flow overland uncontrolled to the abutting right-of-ways. Since these areas are comprised of walkways and landscaped areas, stormwater runoff is generally considered to be clean and therefore no water quality controls will be provided for these areas. Due to grading constraints and the nature of the proposed development with the buildings and parking lot taking up the majority of the subject site, there are limited opportunities for proposed low impact development (LID) features on the site. As such, the proposed OGS unit will be the only form of quality control proposed. Private Storm Service Connection A proposed 300mm diameter private storm sewer service (downstream of the storm tank & orifice control) at a slope of 1% will outlet into the proposed STC-2000 and then to the existing 375mm diameter combined sewer on Queen Street North. The proposed 300mm diameter sewer has a full flow capacity of approximately 96.7 L/s which is greater than the 100-year controlled peak discharge of 53 L/s from the orifice (see Table 2.7). Therefore, the proposed storm lateral will have sufficient capacity to convey the proposed 100-year controlled peak flow from the site. Please refer to Drawing C1.2 for further site servicing details.


2.4 Sediment and Erosion Control Sediment and erosion control measures will be implemented on site during construction and will conform to the Erosion & Sediment Control Guideline for Urban Construction (Ref 6) and City of Hamilton Standards. Sediment and erosion control measures will include:

Installation of silt control fencing at strategic locations around the perimeter of the site where feasible;

Preventing silt or sediment laden water from entering inlets (catch basins / catch basin manholes) by wrapping their tops with filter fabric or installing silt sacks;

Construction of 6m x 8m mud mat at the exit from the site to Market Street to mitigate the transportation of sediments to the surrounding roads.

Maintaining sediment and erosion control structures in good repair (including periodic cleaning as required) until such time that the Engineer or City of Hamilton approves their removal. Erosion control measures to be inspected daily and after any rainfall event.

3.0 SANITARY SEWER SERVICING 3.1 Existing Conditions As mentioned previously, there is an existing 375mm diameter combined sewer flowing north at approximately 3.7% within the Queen Street North right-of-way. This sewer has a full flow capacity of approximately 337 L/s. There is also a 300mm diameter combined sewer on King Street West and a 300mm diameter combined sewer on Market Street. Both of these sewers flow east and drain to the existing combined sewer within Queen Street North. 3.2 Sanitary Demands The anticipated sanitary discharge from the proposed development was estimated using City of Hamilton design criteria and the Ontario Building Code (2012) based on the proposed building use. Table 3.1 provides an estimate of the residential population and the number of units in each type of building.


TABLE 3.1 – POPULATION ESTIMATE

Unit Types Total Number of

Units People per

unit A

Population (people)

B

25-Storey Apartment

2 bedroom units 123 4 492



12-Storey Hotel

1 bedroom suites 154 2 308

Multiple Dwelling Units



Total Estimated Population 2312 A

Population density based on OBC Occupancy Loads Section 3.1.7.17.1. clause 1b) (2 persons per bedroom) B Population calculated as (Total # of Units) X (Persons per Unit)

In addition to the residential population of the apartment building, the hotel building and the multiple dwelling units, the development will include commercial areas. To determine sanitary discharge rates from these uses, the commercial floor area and hotel room counts were used along with the 2012 Ontario Building Code (OBC) flow rates for a Shopping Centre (excluding food and laundry) and a Regular Hotel (excluding bars and restaurants). City of Hamilton guidelines were used to calculate discharge rates from the apartment and multiple dwelling units. The sanitary sewer discharge rates from the development are summarized in Table 3.2 and detailed calculations are found in Appendix B. TABLE 3.2 – SANITARY SEWER DISCHARGE FROM SITE

Land Use Population (people) Average Flow

(L/s) Peak

Flow (L/s)

Proposed Apartment & Multiple Dwelling Units

2004 A 8.350

B 35.307

C

Hotel Assume per Ontario Building Code a Regular Hotel with a demand of 250 L/day per room

0.446 D 1.884

C

Commercial Space Assume per Ontario Building Code a Store with a demand of 5 L/day per 1 m

2 of floor space

0.042 E 0.177

C

Total Peak Sanitary Demand for Site 37.368 F

Total Peak Sanitary Demand for Site (with infiltration allowance) 37.656 G

A Population Estimate: see Table 3.1 (excluding Hotel)

B Average flow based on 360 L/ca/day. Avg Flow = 360*2004/(24*60*60) = 2.099 L/s

C Peak flow = Average Flow*PF, where Babbit Peaking Factor (PF) = 5/P

0.2 = 5/(756/1000)

0.2 = 5.24 (max 5.0)

D Average flow = (250 L/day/room)*(154 rooms)/(24*60*60) = 0.446 L/s. See Table 3.1 for number of rooms

E Average flow = (5 L/m

2/day)*(735 m

2 floor space)/(24*60*60) = 0.043 L/s

F Total Peak flow = Peak flow from Apartments + Townhomes + Hotel + Commercial

G Total Peak flow with infiltration = Total Peak flow + infiltration allowance = 37.368 + 0.288 = 37.656 L/s Where infiltration is based on 0.40 l/s/ha. Area reflects site area (0.72 ha), I = 0.40*0.72 = 0.288 L/s


3.3 Proposed Sanitary Servicing Plan and Capacity Analysis As calculated in Table 3.2, the total peak sanitary discharge from the site is 37.656 L/s.

The proposed building will be serviced by a 200mm diameter sanitary service at 1.0% slope (full flow capacity = 28.87 L/s) that will connect to the Queen Street N combined sewer (see Drawing C1.2). The calculated sanitary discharge rate of 37.656 L/s (per Table 3.2) is less than the capacity of the Queen Street N combined sewer (337 L/s). Therefore, it is not expected at the proposed development will adversely impact the existing combined sewer system.

Additionally, a 300mm diameter sanitary service for the proposed multiple dwelling units and apartment is proposed and will connect to the existing 300mm diameter combined sewer on Market Street. In the future, the owner may consider a property severance where by the multiple dwelling units and apartment will be under one property address and the hotel will be another property address. Therefore, two sanitary connections are proposed for the current development.

City staff has recommended that backup prevention measures be included due to the presence of the combined sewer system. For this reason, on-site sewer back-up prevention measures are recommended in the form of a backwater valve and should be located within the proposed building as indicated in drawing C1.2. 4.0 DOMESTIC AND FIRE WATER SUPPLY SERVICING

4.1 Existing Conditions The existing municipal water distribution system around the site consists of a 300mm diameter watermain within the Queen Street North right-of-way, a 150mm diameter watermain within the Market Street right-of-way, and a 300mm diameter watermain within the King Street West right-of-way. Hydrant flow testing was conducted for the hydrant located at Market Street and Queen Street (Hydrant HA30H052) in April 2018. Additional hydrant flow test data for the fire hydrant fronting the site on Market Street (Hydrant HA30H053) and fronting the site on King Street (Hydrant HA30H046) was provided by the City. Results of all 3 hydrant flows tests can be found in Appendix C. The available fire flow on King St. hydrant HA30H046 is 4433 USG/min which equals approximately 279.7 L/s.

4.2 Domestic Water Demands The expected domestic water demands for the proposed development were estimated using City of Hamilton design criteria. Table 4.1 summarizes the domestic water demand requirements for the Average Day, Maximum Day and Peak Hour demand scenarios and detailed calculations are provided in Appendix C. It should be noted that average day peak factor is 1.0, the max day peak factor is 1.9 and the peak hour factor is 3.0 in accordance with City of Hamilton standards.


TABLE 4.1 – DOMESTIC WATER DEMANDS

Apartment Demands

Population: 1924 people (see Table 3.1)

Average Day Demand: 360 L/c/d x 424 people = 8.017 L/s

Maximum Day Demand: 1.9 x 8.017 L/s = 15.232 L/s

Peak Hour Demand: 3.0 x 8.017 L/s = 24.050 L/s

Hotel Demands


Average Day Demand: 360 L/c/d x 308 people 1.283 L/s








Commercial Demands

Population: 196 people (see Appendix D)




4.3 Fire Flow Demands

Various guidelines and references exist for calculating the required water supply for firefighting purposes. In Ontario, two standards/guidelines are most often referenced. They are:

1. Ontario Building Code (OBC) – Provincial codes and guidelines published by the Ministry of Municipal Affairs and Housing for the Province of Ontario; and,

2. The Fire Underwriters Survey (FUS) – an insurance industry guideline.

Many municipalities in Ontario use both the OBC and the FUS fire flow requirements for assessing firefighting water supply requirements. Ideally, fire flow demands for new developments are calculated based on the FUS criteria, however, it is not reasonable to expect that the existing municipal watermain infrastructure always has the operational capacity to supply water at the rates prescribed in the FUS guidelines. As a result, at no time shall the available fire flow be less than that required by the Ontario Building Code.The proposed residential development was analyzed using both the OBC and


FUS fire flow requirements. The analysis will determine if the theoretical pressure of the proposed on-site fire hydrant is acceptable for firefighting.

4.3.1 Ontario Building Code

Fire flow demands for the proposed development were determined using the OBC 2012 guidelines. Using the OBC 2012 method:

Building Classification: Group C (Provided by SRM Architects)

Q = KVStot (Tables 1 & 2 of OBC 2012 Appendix A-3.2.5.7) K = water supply coefficient (A-3.2.5.7 Table 1) V = volume of building (m3 ) Stot = 1 + total spatial coefficients

TABLE 4-2 – OBC FIRE FLOW REQUIREMENT

Building Building Volume

(m3)

K Stot Q (L) Required Min. Water Supply Flow

Rate (L/s)

25 -Storey Apartment

87997 10 1.24 1086758 150 (9000 L/min)

12-storey Hotel 23864 10 1.0 238640 105 (6300 L/min)


5953 10 1.29 76613 45 (2700 L/min)

Based on the above, the required minimum water supply rate for fire demand for the proposed development is 9000L/min or 150L/s. The available flow calculations show that the existing municipal system does have sufficient capacity available to meet the OBC requirement of 9000L/min. In addition, an internal sprinkler system with fire pumps is proposed for the 25 storey apartment and 12 storey hotel. Vipond Inc has been retained by the Owner to design the proposed sprinkler system for the 25 storey apartment and 12 storey hotel. Based on their correspondence (see appendix C), the sprinkler demand is equal to maximum 650 USgpm ( 400 US gpm + hose allowance 250 US gpm.) The sprinkler demand is equal to 2460 L/min which is less than the available capacity of the existing municipal system 16,782 L/min.

4.3.2 Fire Underwriters Survey Fire flow demands for the proposed development were also determined using the methodology outlined in Water Supply for Public Fire Protection (Fire Underwriters Survey (FUS), 1999). The fire flows for each building were evaluated. The fire demands are summarized in Table 4.3 and detailed calculations are provided in Appendix C. TABLE 4.3 – FUS FIRE FLOW REQUIREMENTS

Building Fire Underwriters Survey (FUS) Flow Rate

25-Storey Apartment 483 L/s (28, 985 L/min)

12-Storey Hotel 233 L/s (13,600 L/min)

Multiple Dwelling Units 100 L/s (6,375 L/min)


Based on the above, the required minimum water supply rate for fire demand for the proposed development is 28,985 L/min or 483L/s. The available flow calculations show that the existing municipal system does not have sufficient capacity available to meet the FUS requirement of 28,895L/min. Therefore, an internal sprinkler system with fire pumps is proposed for the 25 storey apartment and 12 storey hotel. As mentioned in the previous section, Vipond Inc has been retained by the Owner to design the proposed sprinkler system for the 25 storey apartment and 12 storey hotel. Based on their correspondence (see appendix C), the sprinkler demand is equal to maximum 650 USgpm ( 400 US gpm + hose allowance 250 US gpm.) The sprinkler demand is equal to 2460 L/min which is less than the available capacity of the existing municipal system 16,782 L/min.

4.4 Proposed Water Servicing Plan and Analysis Water servicing for the site will include the installation of a 300mm diameter water service teed off the existing 300mm diameter watermain on Queen Street North to service the hotel building, a 300mm diameter water service teed off the existing 300mm diameter watermain on King Street West to service the Apartment Building and multiple dwelling units. Both of these services will be split at property line into a dual 150mm diameter domestic service and 300mm diameter fire service. In addition to the fire line feeds off Queen Street North and King Street West, an additional 200mm diameter fire line will be tapped off Market Street to supplement fire flows. Please refer to Drawing C1.2 for further details. In the future, the owner may consider a property severance where by the multiple dwelling units and apartment will be under one property address and the hotel will be another property address. Therefore, 2 domestic water connections are proposed for the current development. Based on a worst case Maximum Day + Fire Flow Demand of 419.22 L/s (400 L/s + 19.22 L/s from Tables 4.1 and 4.2), the extrapolated system pressure is 22.3 psi (154 kPa), which exceeds the minimum required residual pressure of 20.3 psi (140 kPa) required by the MOE and City of Hamilton (see worksheet in Appendix C). As well, based on the results of the water pressure testing, achieving a minimum operating pressure of 40 psi required by the MOE will not be an issue. However, booster pumps will be required within the building to satisy the fire and domestic consumption needs at upper levels. The site will be serviced by the existing municipal hydrants located on the south side of King Street West (HA30H046 and HA30H045) and the north side of Market Street (HA30H053). All building’s fire department connections will be within 45m of one of the aforementioned fire hydrants.


Furthermore, the City requested hydrant coverage be based on FUS calculations. Table 4.3 summarizes the average area and radius of coverage for each building. TABLE 4.4 – FUS HYDRANT COVERAGE

Building FUS Fire Flow

Required (L/min)

A

Average Area per Hydrant

(m2) B

Coverage Radius (m)

C

Hydrant Providing Coverage

25-Storey Apartment 24,310 9,994 56 HA30H045

12-Storey Hotel 13,600 10,625 58 HA30H046

Multiple Dwelling Units 6,375 13,813 66 HA30H053 A

See Table 4.2. B Interpolated from Standard Hydrant Distribution Table in the FUS guidelines (see Appendix C).

C Calculated using the area of a circle: r = (A/)

5.0 CONCLUSIONS AND RECOMMENDATIONS Based on the information provided herein, it is concluded that the development can be constructed to meet the requirements of the City of Hamilton. Therefore, it is recommended that:

Rooftop storage complete with flow control drains and a stormwater storage tank complete with orifice controls be provided to control proposed conditions stormwater site discharge rates to the allowable release rate as described in Section 2.3 of this report;

Erosion and sediment controls be installed as described in Section 2.4 of this report;

Sanitary servicing for the development be installed as described in Section 3.3 of this report.

Sanitary and storm backflow preventers should be installed and located in the proposed building as described in section 2.3 and 3.3 of this report;

Water servicing for the development be installed as described in Section 4.4 of this report to meet OBC minimum water supply requirements.

The proposed stormwater management plan presented in this report and the site servicing works described in this report and as shown on Drawings C1.1 and C1.2 be accepted in support of the site plan approval process.


We trust the information enclosed herein is satisfactory. Should you have any questions please do not hesitate to contact our office. MTE CONSULTANTS INC.

Alexandra Porco, B.Eng. George Berenyi, P.Eng. Designer Project Manager

ALP:sxa

APPENDIX A

STORMWATER MANAGEMENTINFORMATION

354 King Street WestHamilton, OntarioSTORMWATER MANAGEMENT

EXISTING CONDITIONS HYDROLOGIC MODELING PARAMETERS

Catchment Catchment Description Hydrograph Area Perv. Perv. Ia Time to PeakID Method (ha) CN (mm) TIMP XIMP Perv. Imperv. Perv. Imperv. Perv. Imperv. Tp (hrs)

101 Existing Site Drainage to King Street West STANDHYD 0.05 84 5.00 64 64 3.5 3.5 0.250 0.015 5 2

102 Existing Site Drainage to Queen Street North STANDHYD 0.36 84 5.00 64 64 15 10 0.250 0.015 9 3

103 Existing Site Drainage to Market Street STANDHYD 0.31 84 5.00 64 64 35 10 0.250 0.015 4 3TOTAL 0.72 64

Notes- Pervious Initial Abstraction (Perv. Ia) = 5.00 mm- Depression Storage over Impervious areas (DPSI) = 1.0 mm- CN based on CD Soil Group (Crop and other improved land) (see geotechnical report)

Impervious (%) Flow Length (m) Manning "n" Slope (%)


PROPOSED CONDITIONS HYDROLOGIC MODELING PARAMETERS

Catchment Catchment Description Hydrograph Area Perv. Perv. Ia Time to PeakID Method (ha) CN (mm) TIMP XIMP Perv. Imperv. Perv. Imperv. Perv. Imperv. Tp (hrs)

201 Proposed Hotel Upper Roof (Controlled with FCRD's) STANDHYD 0.07 84 5.00 99 99 0.5 20 0.250 0.015 0.5 1

202 Proposed Student Res Upper Roof (Controlled withFCRD's) STANDHYD 0.11 84 5.00 99 99 0.5 25 0.250 0.015 0.5 1

203 Parking and landscape areas and other roof areasbeing directed to Storm Tank (controlled) STANDHYD 0.44 84 5.00 99 99 5 55 0.250 0.015 2 2

204 Perimeter Drainage (uncontrolled) STANDHYD 0.10 84 5.00 65 65 5 25 0.250 0.015 2 5

TOTAL 0.72 94

Notes- Pervious Initial Abstraction (Perv. Ia) = 5.00 mm Area (ha) % IMP- Depression Storage over Impervious areas (DPSI) = 1.0 mm STC DRAINAGE (Catchments 201+202+203): 0.62 99- CN based on CD Soil Group (Crop and other improved land) (see geotechnical report)

Impervious (%) Flow Length (m) Manning "n" Slope (%)


Stage-Storage-Discharge Relationship Rooftop Flow Controls (Catchment 201)

Proposed Hotel RoofTotal Roof Area Avail for Ponding= 745 m2

Number of roof drains = 3 (min. # drains = 1 per 900m2)Drain discharge = 0.012 l/s/mm head (0.315 l/s per inch of head per notch) - 1 Notch on each

Head AreaIncremental

VolumeCumulative

VolumeTotal

Discharge(mm) (m2) (m3) (m3) (m3/s)

0 0 0 0.0 050 187 4.7 4.7 0.00186100 549 18.4 23.1 0.00372150 745 32.4 55.4 0.00558

Notes:-1% roof slope was assumed


Stage-Storage-Discharge Relationship Rooftop Flow Controls (Catchment 202)

Proposed Apartment RoofTotal Roof Area Avail for Ponding= 1061 m2

Number of roof drains = 4 (min. # drains = 1 per 900m2)Drain discharge = 0.012 l/s/mm head (0.315 l/s per inch of head per notch) - 1 Notch on each

Head AreaIncremental

VolumeCumulative

VolumeTotal

Discharge(mm) (m2) (m3) (m3) (m3/s)

0 0 0 0.0 050 306 7.7 7.7 0.00248100 941 31.2 38.8 0.00496150 1061 50.1 88.9 0.00744

Notes:-1% roof slope was assumed

FIGURE A1

43629-100


JUN.03/191:500


Outlet Device No. 1 (Quantity) (Control at tank outlet)

Type: Orifice PlateDiameter (mm) 130Area (m2) 0.013Invert Elev. (m) 102.10C/L Elev. (m) 102.17Disch. Coeff. (Cd) 0.82Discharge (Q) = Cd A ( 2 g H )0.5

Number of Orifices: 1

Total

Elevation AreaIncrem.Volume

CumulativeVolume Head Discharge Discharge

m m2 m3 m3 m m3/s m3/s

Inside Bottom of StorageTanks/outlet invert 102.10 - 0 0.0 0.000 0.0000 0.0000CL of orifice 102.17 - 7 7.5 0.000 0.0000 0.0000

103.20 - 119 126.5 1.035 0.0490 0.0490103.40 - 23 149.5 1.235 0.0536 0.0536

Top of Tank 103.60 - 23 172.5 1.435 0.0578 0.0578

Stormwater Tank DetailsInside Dimensions in Tank 148 <----- 100yr ponding volume required m3

Surface area (m2) 115.0 103.38 <----- 100yr ponding elevation mheight (m) 1.5 1.28 <----- 100yr ponding depth mVol provided (m3) 172.5 0.22 <----- 100yr freeboard below top of tank m

SWM Storage Volumes Outlet No. 1


Design Storm Information

Design storm information used in the hydrologic modeling was based on Chicago Storm distributionIntensity-Duration-Frequency (IDF) equations for Mount Hope (A) in the form:

Where: i = Rainfall intensity (mm/hr)t = Time of duration (min)A, B and C = Constant (see below)

The value of the parameters for the various storm events is provided below:

Constant 2-Yr. 5-Yr. 10-Yr. 25-Yr. 50-Yr. 100-Yr.A 646.0 1049.5 1343.7 1719.5 1954.8 2317.4B 6.0 8.0 9.0 10.0 10.0 11.0C 0.781 0.803 0.814 0.823 0.826 0.836

(A) IDF parameters from Appendix A, "City of Hamilton Criteria and Guidelines for Stormwater InfrastructureDesign " (Philips Engineering Ltd., March 24, 2004).

CBtAi

)( +=


PROPOSED CONDITIONS MODEL SCHEMATIC

201

- "NH" denotes NASHYD hydrograph command- "SH" denotes STANDHYD hydrograph command

201

Catchment Area

TANK Route Reservoirthrough StormTech

Add Hydrographs

LEGEND

SH

+

202 203

+

SH

FCRD

Queen St.Outlet

+

FCRD

204

SH

SH

TANK

Q:\43629\100\As-of-right\SWM\SWMHYMO\354 King.dat June 2019

MTE Consultants Inc. Input FilePage 0

00001> 2 Metric units00002> *#******************************************************************************00003> *# Project Name: 354 King Project Number: 43629-10000004> *# Date : DECEMBER 201800005> *# Modeller : MXM00006> *# Company : MTE Consultants Inc.00007> *# License # : 305346600008> *#****************************************************************************|00009> *00010> START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[002]00011> MTHP_002.stm00012> *00013> READ STORM STORM_FILENAME "STORM.001"00014> *00015> *#*****************************************************************************|00016> *##############################################################################|00017> *#00018> *# PROPOSED CONDITIONS HYDROLOGIC MODELING00019> *# ====================================================00020> *#00021> *##############################################################################|00022> *# CATCHMENT 101 - Existing Site draining to King Street West00023> *00024> CALIB STANDHYD ID=[1], NHYD=["101"], DT=[1](min), AREA=[0.05](ha),00025> XIMP=[0.64], TIMP=[0.64], DWF=[0](cms), LOSS=[2],00026> SCS curve number CN=[84],00027> Pervious surfaces: IAper=[5.00](mm), SLPP=[5.0](%),00028> LGP=[3.5](m), MNP=[0.250], SCP=[0](min)00029> Impervious surfaces: IAimp=[1.0](mm), SLPI=[2.0](%),00030> LGI=[3.5](m), MNI=[0.015], SCI=[0](min)00031> RAINFALL=[ , , , , ](mm/hr) , END=-100032> *%-----------------|-----------------------------------------------------------|00033> *# CATCHMENT 102 - Existing Site draining to Queen Street North00034> *00035> CALIB STANDHYD ID=[2], NHYD=["102"], DT=[1](min), AREA=[0.36](ha),00036> XIMP=[0.64], TIMP=[0.64], DWF=[0](cms), LOSS=[2],00037> SCS curve number CN=[84],00038> Pervious surfaces: IAper=[5.00](mm), SLPP=[9.0](%),00039> LGP=[15.0](m), MNP=[0.250], SCP=[0](min00040> Impervious surfaces: IAimp=[1.0](mm), SLPI=[3.0](%),00041> LGI=[10.0](m), MNI=[0.015], SCI=[0](min00042> RAINFALL=[ , , , , ](mm/hr) , END=-100043> *%-----------------|-----------------------------------------------------------|00044> *# CATCHMENT 103 - Existing Site draining to Market Street00045> *00046> CALIB STANDHYD ID=[3], NHYD=["103"], DT=[1](min), AREA=[0.31](ha),00047> XIMP=[0.64], TIMP=[0.64], DWF=[0](cms), LOSS=[2],00048> SCS curve number CN=[84],00049> Pervious surfaces: IAper=[5.00](mm), SLPP=[4.0](%),00050> LGP=[35.0](m), MNP=[0.250], SCP=[0](min00051> Impervious surfaces: IAimp=[1.0](mm), SLPI=[3.0](%),00052> LGI=[10.0](m), MNI=[0.015], SCI=[0](min00053> RAINFALL=[ , , , , ](mm/hr) , END=-100054> *%-----------------|-----------------------------------------------------------|00055> *#Total flow from Site (existing)00056> ADD HYD IDsum=[8], NHYD=["EXSITE"], IDs to add=[1 2 3]00057> *%-----------------|-----------------------------------------------------------|00058> *##############################################################################|00059> *#00060> *# PROPOSED CONDITIONS HYDROLOGIC MODELING00061> *# ====================================================00062> *#00063> *##############################################################################|00064> *# CATCHMENT 201 - Proposed Hotel Upper Roof (Controlled with FCRD's)00065> *00066> CALIB STANDHYD ID=[1], NHYD=["201"], DT=[1](min), AREA=[0.07](ha),00067> XIMP=[0.99], TIMP=[0.99], DWF=[0](cms), LOSS=[2],00068> SCS curve number CN=[84],00069> Pervious surfaces: IAper=[5.00](mm), SLPP=[0.5](%),00070> LGP=[0.5](m), MNP=[0.250], SCP=[0](min)00071> Impervious surfaces: IAimp=[1.0](mm), SLPI=[1.0](%),00072> LGI=[20.0](m), MNI=[0.015], SCI=[0](min00073> RAINFALL=[ , , , , ](mm/hr) , END=-100074> *%-----------------|-----------------------------------------------------------|00075> *#Route CATCHMENT 201 Through FCRD00076> ROUTE RESERVOIR IDout=[2], NHYD=["201-SWM"], IDin=[1],00077> RDT=[1](min),00078> TABLE of ( OUTFLOW-STORAGE ) values00079> (cms) - (ha-m)00080> 0.00000 0.0000000081> 0.00186 0.0004700082> 0.00372 0.0023100083> 0.00558 0.0055400084> [ -1 , -1 ] (max twenty pts)00085> IDovf=[3], NHYDovf=["201-OVF"]00086> *%-----------------|-----------------------------------------------------------|00087> *# CATCHMENT 202 - Proposed Student Res Roof (Controlled with FCRD's)00088> *00089> CALIB STANDHYD ID=[1], NHYD=["202"], DT=[1](min), AREA=[0.11](ha),00090> XIMP=[0.99], TIMP=[0.99], DWF=[0](cms), LOSS=[2],00091> SCS curve number CN=[84],00092> Pervious surfaces: IAper=[5.00](mm), SLPP=[0.5](%),00093> LGP=[0.5](m), MNP=[0.250], SCP=[0](min)00094> Impervious surfaces: IAimp=[1.0](mm), SLPI=[1.0](%),00095> LGI=[25.0](m), MNI=[0.015], SCI=[0](min00096> RAINFALL=[ , , , , ](mm/hr) , END=-100097> *%-----------------|-----------------------------------------------------------|00098> *#Route CATCHMENT 202 Through FCRD00099> ROUTE RESERVOIR IDout=[4], NHYD=["202-SWM"], IDin=[1],00100> RDT=[1](min),00101> TABLE of ( OUTFLOW-STORAGE ) values00102> (cms) - (ha-m)00103> 0.00000 0.0000000104> 0.00248 0.0007700105> 0.00496 0.0038800106> 0.00744 0.0088900107> [ -1 , -1 ] (max twenty pts)00108> IDovf=[5], NHYDovf=["202-OVF"]00109> *%-----------------|-----------------------------------------------------------|00110> *# CATCHMENT 203 - Parking & LS areas & other roof areas to Tank (controlled)00111> *00112> CALIB STANDHYD ID=[1], NHYD=["203"], DT=[1](min), AREA=[0.44](ha),00113> XIMP=[0.99], TIMP=[0.99], DWF=[0](cms), LOSS=[2],00114> SCS curve number CN=[84],00115> Pervious surfaces: IAper=[5.00](mm), SLPP=[2.0](%),00116> LGP=[5.0](m), MNP=[0.250], SCP=[0](min)00117> Impervious surfaces: IAimp=[1.0](mm), SLPI=[2.0](%),00118> LGI=[50.0](m), MNI=[0.015], SCI=[0](min00119> RAINFALL=[ , , , , ](mm/hr) , END=-100120> *%-----------------|-----------------------------------------------------------|00121> *#Total flow to SWM Tank00122> ADD HYD IDsum=[6], NHYD=["T-TANK"], IDs to add=[1 2 3 4 5]00123> *%-----------------|-----------------------------------------------------------|00124> *#ROUTE CATCHMENT 201 + 202 + 203 Through ORIFICE + SWM TANK00125> ROUTE RESERVOIR IDout=[1], NHYD=["TANK-SWM"], IDin=[6],00126> RDT=[1](min),00127> TABLE of ( OUTFLOW-STORAGE ) values00128> (cms) - (ha-m)00129> [ 0,0 ]

00130> [ 0.0490,0 ]00131> [ 0.0536,0.0150 ]00132> [ 0.0578,0.0173 ]00133> [ -1 , -1 ] (max twenty pts)00134> IDovf=[2], NHYDovf=["TANK-OVF"]00135> *%-----------------|-----------------------------------------------------------|00136> *# CATCHMENT 204A - Perimeter Drainage to King Street West (uncontrolled)00137> *00138> CALIB STANDHYD ID=[3], NHYD=["204A"], DT=[1](min), AREA=[0.04](ha),00139> XIMP=[0.60], TIMP=[0.60], DWF=[0](cms), LOSS=[2],00140> SCS curve number CN=[84],00141> Pervious surfaces: IAper=[5.00](mm), SLPP=[2.0](%),00142> LGP=[4.0](m), MNP=[0.250], SCP=[0](min)00143> Impervious surfaces: IAimp=[1.0](mm), SLPI=[5.0](%),00144> LGI=[5.0](m), MNI=[0.015], SCI=[0](min)00145> RAINFALL=[ , , , , ](mm/hr) , END=-100146> *%-----------------|-----------------------------------------------------------|00147> *# CATCHMENT 204B - Perimeter Drainage to Queen Street North (uncontrolled)00148> *00149> CALIB STANDHYD ID=[4], NHYD=["204B"], DT=[1](min), AREA=[0.03](ha),00150> XIMP=[0.55], TIMP=[0.55], DWF=[0](cms), LOSS=[2],00151> SCS curve number CN=[84],00152> Pervious surfaces: IAper=[5.00](mm), SLPP=[2.0](%),00153> LGP=[4.0](m), MNP=[0.250], SCP=[0](min)00154> Impervious surfaces: IAimp=[1.0](mm), SLPI=[2.0](%),00155> LGI=[2.0](m), MNI=[0.015], SCI=[0](min)00156> RAINFALL=[ , , , , ](mm/hr) , END=-100157> *%-----------------|-----------------------------------------------------------|00158> *# CATCHMENT 204C - Perimeter Drainage to Market Street (uncontrolled)00159> *00160> CALIB STANDHYD ID=[5], NHYD=["204C"], DT=[1](min), AREA=[0.03](ha),00161> XIMP=[0.50], TIMP=[0.50], DWF=[0](cms), LOSS=[2],00162> SCS curve number CN=[84],00163> Pervious surfaces: IAper=[5.00](mm), SLPP=[3.0](%),00164> LGP=[5.0](m), MNP=[0.250], SCP=[0](min)00165> Impervious surfaces: IAimp=[1.0](mm), SLPI=[2.0](%),00166> LGI=[3.0](m), MNI=[0.015], SCI=[0](min)00167> RAINFALL=[ , , , , ](mm/hr) , END=-100168> *%-----------------|-----------------------------------------------------------|00169> *#Total flow to Queen Street North (controlled + uncontrolled)00170> ADD HYD IDsum=[6], NHYD=["Queen"], IDs to add=[1 2 4]00171> *%-----------------|-----------------------------------------------------------|00172> *#Total flow from Site (controlled + uncontrolled)00173> ADD HYD IDsum=[7], NHYD=["T-SITE"], IDs to add=[3 5 6]00174> *%-----------------|-----------------------------------------------------------|00175> *#Area Check00176> ADD HYD IDsum=[9], NHYD=["CHECK"], IDs to add=[7 8]00177> ********************************************************************************00178> * RUN REMAINING DESIGN STORMS (MOUNT HOPE 5 TO 100-YR)00179> *00180> START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[005]00181> MTHP_005.stm00182> *00183> START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[010]00184> MTHP_010.stm00185> *00186> START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[025]00187> MTHP_025.stm00188> *00189> START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[050]00190> MTHP_050.stm00191> *00192> START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[100]00193> MTHP_100.stm00194> *00195> *%-----------------|-----------------------------------------------------------|00196> FINISH00197>

Q:\43629\100\As-of-right\SWM\SWMHYMO\354KIN~1.out June 2019

MTE Consultants Inc. Output FilePage 0

00001> ================================================================================00002>00003> SSSSS W W M M H H Y Y M M OOO 999 999 =========00004> S W W W MM MM H H Y Y MM MM O O 9 9 9 900005> SSSSS W W W M M M HHHHH Y M M M O O ## 9 9 9 9 Ver 4.0500006> S W W M M H H Y M M O O 9999 9999 Sept 201100007> SSSSS W W M M H H Y M M OOO 9 9 =========00008> 9 9 9 9 # 305346600009> StormWater Management HYdrologic Model 999 999 =========00010>00011> *******************************************************************************00012> ***************************** SWMHYMO Ver/4.05 ******************************00013> ********* A single event and continuous hydrologic simulation model *********00014> ********* based on the principles of HYMO and its successors *********00015> ********* OTTHYMO-83 and OTTHYMO-89. *********00016> *******************************************************************************00017> ********* Distributed by: J.F. Sabourin and Associates Inc. *********00018> ********* Ottawa, Ontario: (613) 836-3884 *********00019> ********* Gatineau, Quebec: (819) 243-6858 *********00020> ********* E-Mail: [email protected] *********00021> *******************************************************************************00022>00023> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00024> +++++++++ Licensed user: MTE Consultants Inc. +++++++++00025> +++++++++ Burlington SERIAL#:3053466 +++++++++00026> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00027>00028> *******************************************************************************00029> ********* ++++++ PROGRAM ARRAY DIMENSIONS ++++++ *********00030> ********* Maximum value for ID numbers : 10 *********00031> ********* Max. number of rainfall points: 105408 *********00032> ********* Max. number of flow points : 105408 *********00033> *******************************************************************************00034>00035>00036> ********************** D E T A I L E D O U T P U T **********************00037> *******************************************************************************00038> * DATE: 2019-06-21 TIME: 13:19:44 RUN COUNTER: 000153 *00039> *******************************************************************************00040> * Input filename: Q:\43629\100\AS-OF-~1\SWM\SWMHYMO\354KIN~1.DAT *00041> * Output filename: Q:\43629\100\AS-OF-~1\SWM\SWMHYMO\354KIN~1.out *00042> * Summary filename: Q:\43629\100\AS-OF-~1\SWM\SWMHYMO\354KIN~1.sum *00043> * User comments: *00044> * 1:__________________________________________________________________________*00045> * 2:__________________________________________________________________________*00046> * 3:__________________________________________________________________________*00047> *******************************************************************************00048>00049> --------------------------------------------------------------------------------00050> 001:0001------------------------------------------------------------------------00051> *#******************************************************************************00052> *# Project Name: 354 King Project Number: 43629-10000053> *# Date : DECEMBER 201800054> *# Modeller : MXM00055> *# Company : MTE Consultants Inc.00056> *# License # : 305346600057> *#****************************************************************************|00058> *00059> ** END OF RUN : 100060>00061> *******************************************************************************00062>00063>00064>00065>00066>00067> --------------------00068> | START | Project dir.: Q:\43629\100\AS-OF-~1\SWM\SWMHYMO\00069> -------------------- Rainfall dir.: Q:\43629\100\AS-OF-~1\SWM\SWMHYMO\00070> TZERO = .00 hrs on 000071> METOUT= 2 (output = METRIC)00072> NRUN = 00200073> NSTORM= 100074> # 1=MTHP_002.stm00075> --------------------------------------------------------------------------------00076> 002:0002------------------------------------------------------------------------00077> *#******************************************************************************00078> *# Project Name: 354 King Project Number: 43629-10000079> *# Date : DECEMBER 201800080> *# Modeller : MXM00081> *# Company : MTE Consultants Inc.00082> *# License # : 305346600083> *#****************************************************************************|00084> *00085> --------------------------------------------------------------------------------00086> 002:0002------------------------------------------------------------------------00087> *00088> --------------------00089> | READ STORM | Filename: 2-YR MT. HOPE (A=646 B=6 C=0.781)00090> | Ptotal= 35.06 mm| Comments: 2-YR MT. HOPE (A=646 B=6 C=0.781)00091> --------------------00092> TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN00093> hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr00094> .17 2.368 | 1.17 18.525 | 2.17 5.648 | 3.17 2.84600095> .33 2.712 | 1.33 74.099 | 2.33 4.806 | 3.33 2.64400096> .50 3.193 | 1.50 24.316 | 2.50 4.199 | 3.50 2.47200097> .67 3.921 | 1.67 12.980 | 2.67 3.739 | 3.67 2.32300098> .83 5.164 | 1.83 8.954 | 2.83 3.378 | 3.83 2.19300099> 1.00 7.836 | 2.00 6.898 | 3.00 3.087 | 4.00 2.07800100>00101> --------------------------------------------------------------------------------00102> 002:0003------------------------------------------------------------------------00103> *00104> *#*****************************************************************************|00105> *##############################################################################|00106> *#00107> *# PROPOSED CONDITIONS HYDROLOGIC MODELING00108> *# ====================================================00109> *#00110> *##############################################################################|00111> *# CATCHMENT 101 - Existing Site draining to King Street West00112> *00113> ----------------------00114> | CALIB STANDHYD | Area (ha)= .0500115> | 01:101 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0000116> ----------------------00117> IMPERVIOUS PERVIOUS (i)00118> Surface Area (ha)= .03 .0200119> Dep. Storage (mm)= 1.00 5.0000120> Average Slope (%)= 2.00 5.0000121> Length (m)= 3.50 3.5000122> Mannings n = .015 .25000123>00124> Max.eff.Inten.(mm/hr)= 74.10 28.6400125> over (min) 1.00 2.0000126> Storage Coeff. (min)= .34 (ii) 2.39 (ii)00127> Unit Hyd. Tpeak (min)= 1.00 2.0000128> Unit Hyd. peak (cms)= 1.61 .5000129> *TOTALS*

00130> PEAK FLOW (cms)= .01 .00 .008 (iii)00131> TIME TO PEAK (hrs)= 1.25 1.33 1.33300132> RUNOFF VOLUME (mm)= 34.06 11.52 25.94800133> TOTAL RAINFALL (mm)= 35.06 35.06 35.06300134> RUNOFF COEFFICIENT = .97 .33 .74000135>00136> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00137> CN* = 84.0 Ia = Dep. Storage (Above)00138> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00139> THAN THE STORAGE COEFFICIENT.00140> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00141>00142> --------------------------------------------------------------------------------00143> 002:0004------------------------------------------------------------------------00144> *# CATCHMENT 102 - Existing Site draining to Queen Street North00145> *00146> ----------------------00147> | CALIB STANDHYD | Area (ha)= .3600148> | 02:102 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0000149> ----------------------00150> IMPERVIOUS PERVIOUS (i)00151> Surface Area (ha)= .23 .1300152> Dep. Storage (mm)= 1.00 5.0000153> Average Slope (%)= 3.00 9.0000154> Length (m)= 10.00 15.0000155> Mannings n = .015 .25000156>00157> Max.eff.Inten.(mm/hr)= 74.10 25.6800158> over (min) 1.00 5.0000159> Storage Coeff. (min)= .57 (ii) 4.87 (ii)00160> Unit Hyd. Tpeak (min)= 1.00 5.0000161> Unit Hyd. peak (cms)= 1.41 .2300162> *TOTALS*00163> PEAK FLOW (cms)= .05 .01 .053 (iii)00164> TIME TO PEAK (hrs)= 1.30 1.38 1.33300165> RUNOFF VOLUME (mm)= 34.06 11.52 25.94800166> TOTAL RAINFALL (mm)= 35.06 35.06 35.06300167> RUNOFF COEFFICIENT = .97 .33 .74000168>00169> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00170> CN* = 84.0 Ia = Dep. Storage (Above)00171> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00172> THAN THE STORAGE COEFFICIENT.00173> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00174>00175> --------------------------------------------------------------------------------00176> 002:0005------------------------------------------------------------------------00177> *# CATCHMENT 103 - Existing Site draining to Market Street00178> *00179> ----------------------00180> | CALIB STANDHYD | Area (ha)= .3100181> | 03:103 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0000182> ----------------------00183> IMPERVIOUS PERVIOUS (i)00184> Surface Area (ha)= .20 .1100185> Dep. Storage (mm)= 1.00 5.0000186> Average Slope (%)= 3.00 4.0000187> Length (m)= 10.00 35.0000188> Mannings n = .015 .25000189>00190> Max.eff.Inten.(mm/hr)= 74.10 19.0900191> over (min) 1.00 11.0000192> Storage Coeff. (min)= .57 (ii) 10.83 (ii)00193> Unit Hyd. Tpeak (min)= 1.00 11.0000194> Unit Hyd. peak (cms)= 1.41 .1000195> *TOTALS*00196> PEAK FLOW (cms)= .04 .00 .042 (iii)00197> TIME TO PEAK (hrs)= 1.30 1.50 1.33300198> RUNOFF VOLUME (mm)= 34.06 11.52 25.94800199> TOTAL RAINFALL (mm)= 35.06 35.06 35.06300200> RUNOFF COEFFICIENT = .97 .33 .74000201>00202> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00203> CN* = 84.0 Ia = Dep. Storage (Above)00204> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00205> THAN THE STORAGE COEFFICIENT.00206> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00207>00208> --------------------------------------------------------------------------------00209> 002:0006------------------------------------------------------------------------00210> *#Total flow from Site (existing)00211> ------------------------00212> | ADD HYD (EXSITE ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00213> ------------------------ (ha) (cms) (hrs) (mm) (cms)00214> ID1 01:101 .05 .008 1.33 25.95 .00000215> +ID2 02:102 .36 .053 1.33 25.95 .00000216> +ID3 03:103 .31 .042 1.33 25.95 .00000217> ===========================================================00218> SUM 08:EXSITE .72 .103 1.33 25.95 .00000219>00220> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00221>00222> --------------------------------------------------------------------------------00223> 002:0007------------------------------------------------------------------------00224> *##############################################################################|00225> *#00226> *# PROPOSED CONDITIONS HYDROLOGIC MODELING00227> *# ====================================================00228> *#00229> *##############################################################################|00230> *# CATCHMENT 201 - Proposed Hotel Upper Roof (Controlled with FCRD's)00231> *00232> ----------------------00233> | CALIB STANDHYD | Area (ha)= .0700234> | 01:201 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0000235> ----------------------00236> IMPERVIOUS PERVIOUS (i)00237> Surface Area (ha)= .07 .0000238> Dep. Storage (mm)= 1.00 5.0000239> Average Slope (%)= 1.00 .5000240> Length (m)= 20.00 .5000241> Mannings n = .015 .25000242>00243> Max.eff.Inten.(mm/hr)= 74.10 28.6400244> over (min) 1.00 2.0000245> Storage Coeff. (min)= 1.19 (ii) 2.47 (ii)00246> Unit Hyd. Tpeak (min)= 1.00 2.0000247> Unit Hyd. peak (cms)= .96 .4900248> *TOTALS*00249> PEAK FLOW (cms)= .01 .00 .014 (iii)00250> TIME TO PEAK (hrs)= 1.33 1.33 1.33300251> RUNOFF VOLUME (mm)= 34.06 11.52 33.83700252> TOTAL RAINFALL (mm)= 35.06 35.06 35.06300253> RUNOFF COEFFICIENT = .97 .33 .96500254>00255> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00256> CN* = 84.0 Ia = Dep. Storage (Above)00257> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00258> THAN THE STORAGE COEFFICIENT.



00259> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00260>00261> --------------------------------------------------------------------------------00262> 002:0008------------------------------------------------------------------------00263> *#Route CATCHMENT 201 Through FCRD00264> ---------------------00265> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00266> | IN>01:(201 ) |00267> | OUT<02:(201-SW) | ========= OUTLFOW STORAGE TABLE =========00268> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00269> (cms) (ha.m.) | (cms) (ha.m.)00270> .000 .0000E+00 | .004 .2310E-0200271> .002 .4700E-03 | .006 .5540E-0200272>00273> ROUTING RESULTS AREA QPEAK TPEAK R.V.00274> -------------------- (ha) (cms) (hrs) (mm)00275> INFLOW >01: (201 ) .07 .014 1.333 33.83700276> OUTFLOW<02: (201-SW) .07 .003 1.567 33.83700277> OVERFLOW<03: (201-OV) .00 .000 .000 .00000278>00279> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000280> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000281> PERCENTAGE OF TIME OVERFLOWING (%)= .0000282>00283>00284> PEAK FLOW REDUCTION [Qout/Qin](%)= 18.02000285> TIME SHIFT OF PEAK FLOW (min)= 14.0000286> MAXIMUM STORAGE USED (ha.m.)=.1181E-0200287>00288> --------------------------------------------------------------------------------00289> 002:0009------------------------------------------------------------------------00290> *# CATCHMENT 202 - Proposed Student Res Roof (Controlled with FCRD's)00291> *00292> ----------------------00293> | CALIB STANDHYD | Area (ha)= .1100294> | 01:202 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0000295> ----------------------00296> IMPERVIOUS PERVIOUS (i)00297> Surface Area (ha)= .11 .0000298> Dep. Storage (mm)= 1.00 5.0000299> Average Slope (%)= 1.00 .5000300> Length (m)= 25.00 .5000301> Mannings n = .015 .25000302>00303> Max.eff.Inten.(mm/hr)= 74.10 27.7000304> over (min) 1.00 3.0000305> Storage Coeff. (min)= 1.37 (ii) 2.66 (ii)00306> Unit Hyd. Tpeak (min)= 1.00 3.0000307> Unit Hyd. peak (cms)= .88 .4100308> *TOTALS*00309> PEAK FLOW (cms)= .02 .00 .022 (iii)00310> TIME TO PEAK (hrs)= 1.33 1.35 1.33300311> RUNOFF VOLUME (mm)= 34.06 11.52 33.83700312> TOTAL RAINFALL (mm)= 35.06 35.06 35.06300313> RUNOFF COEFFICIENT = .97 .33 .96500314>00315> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00316> CN* = 84.0 Ia = Dep. Storage (Above)00317> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00318> THAN THE STORAGE COEFFICIENT.00319> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00320>00321> --------------------------------------------------------------------------------00322> 002:0010------------------------------------------------------------------------00323> *#Route CATCHMENT 202 Through FCRD00324> ---------------------00325> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00326> | IN>01:(202 ) |00327> | OUT<04:(202-SW) | ========= OUTLFOW STORAGE TABLE =========00328> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00329> (cms) (ha.m.) | (cms) (ha.m.)00330> .000 .0000E+00 | .005 .3880E-0200331> .002 .7700E-03 | .007 .8890E-0200332>00333> ROUTING RESULTS AREA QPEAK TPEAK R.V.00334> -------------------- (ha) (cms) (hrs) (mm)00335> INFLOW >01: (202 ) .11 .022 1.333 33.83700336> OUTFLOW<04: (202-SW) .11 .003 1.683 33.83700337> OVERFLOW<05: (202-OV) .00 .000 .000 .00000338>00339> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000340> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000341> PERCENTAGE OF TIME OVERFLOWING (%)= .0000342>00343>00344> PEAK FLOW REDUCTION [Qout/Qin](%)= 15.33000345> TIME SHIFT OF PEAK FLOW (min)= 21.0000346> MAXIMUM STORAGE USED (ha.m.)=.1981E-0200347>00348> --------------------------------------------------------------------------------00349> 002:0011------------------------------------------------------------------------00350> *# CATCHMENT 203 - Parking & LS areas & other roof areas to Tank (controlled)00351> *00352> ----------------------00353> | CALIB STANDHYD | Area (ha)= .4400354> | 01:203 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0000355> ----------------------00356> IMPERVIOUS PERVIOUS (i)00357> Surface Area (ha)= .44 .0000358> Dep. Storage (mm)= 1.00 5.0000359> Average Slope (%)= 2.00 2.0000360> Length (m)= 50.00 5.0000361> Mannings n = .015 .25000362>00363> Max.eff.Inten.(mm/hr)= 74.10 25.6800364> over (min) 2.00 5.0000365> Storage Coeff. (min)= 1.68 (ii) 5.17 (ii)00366> Unit Hyd. Tpeak (min)= 2.00 5.0000367> Unit Hyd. peak (cms)= .62 .2200368> *TOTALS*00369> PEAK FLOW (cms)= .09 .00 .090 (iii)00370> TIME TO PEAK (hrs)= 1.33 1.38 1.33300371> RUNOFF VOLUME (mm)= 34.06 11.52 33.83800372> TOTAL RAINFALL (mm)= 35.06 35.06 35.06300373> RUNOFF COEFFICIENT = .97 .33 .96500374>00375> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00376> CN* = 84.0 Ia = Dep. Storage (Above)00377> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00378> THAN THE STORAGE COEFFICIENT.00379> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00380>00381> --------------------------------------------------------------------------------00382> 002:0012------------------------------------------------------------------------00383> *#Total flow to SWM Tank00384> ------------------------00385> | ADD HYD (T-TANK ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00386> ------------------------ (ha) (cms) (hrs) (mm) (cms)00387> ID1 01:203 .44 .090 1.33 33.84 .000

00388> +ID2 02:201-SWM .07 .003 1.57 33.84 .00000389> +ID3 03:201-OVF .00 .000 .00 .00 .00000390> +ID4 04:202-SWM .11 .003 1.68 33.84 .00000391> +ID5 05:202-OVF .00 .000 .00 .00 .00000392> ===========================================================00393> SUM 06:T-TANK .62 .095 1.33 33.84 .00000394>00395> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00396>00397> --------------------------------------------------------------------------------00398> 002:0013------------------------------------------------------------------------00399> *#ROUTE CATCHMENT 201 + 202 + 203 Through ORIFICE + SWM TANK00400> ---------------------00401> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00402> | IN>06:(T-TANK) |00403> | OUT<01:(TANK-S) | ========= OUTLFOW STORAGE TABLE =========00404> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00405> (cms) (ha.m.) | (cms) (ha.m.)00406> .000 .0000E+00 | .054 .1500E-0100407> .049 .0000E+00 | .058 .1730E-0100408>00409> ROUTING RESULTS AREA QPEAK TPEAK R.V.00410> -------------------- (ha) (cms) (hrs) (mm)00411> INFLOW >06: (T-TANK) .62 .095 1.333 33.83700412> OUTFLOW<01: (TANK-S) .62 .050 1.383 33.85500413> OVERFLOW<02: (TANK-O) .00 .000 .000 .00000414>00415> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000416> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000417> PERCENTAGE OF TIME OVERFLOWING (%)= .0000418>00419>00420> PEAK FLOW REDUCTION [Qout/Qin](%)= 52.30600421> TIME SHIFT OF PEAK FLOW (min)= 3.0000422> MAXIMUM STORAGE USED (ha.m.)=.2324E-0200423>00424> --------------------------------------------------------------------------------00425> 002:0014------------------------------------------------------------------------00426> *# CATCHMENT 204A - Perimeter Drainage to King Street West (uncontrolled)00427> *00428> ----------------------00429> | CALIB STANDHYD | Area (ha)= .0400430> | 03:204A DT= 1.00 | Total Imp(%)= 60.00 Dir. Conn.(%)= 60.0000431> ----------------------00432> IMPERVIOUS PERVIOUS (i)00433> Surface Area (ha)= .02 .0200434> Dep. Storage (mm)= 1.00 5.0000435> Average Slope (%)= 5.00 2.0000436> Length (m)= 5.00 4.0000437> Mannings n = .015 .25000438>00439> Max.eff.Inten.(mm/hr)= 74.10 27.7000440> over (min) 1.00 3.0000441> Storage Coeff. (min)= .32 (ii) 3.28 (ii)00442> Unit Hyd. Tpeak (min)= 1.00 3.0000443> Unit Hyd. peak (cms)= 1.62 .3500444> *TOTALS*00445> PEAK FLOW (cms)= .00 .00 .006 (iii)00446> TIME TO PEAK (hrs)= 1.25 1.35 1.33300447> RUNOFF VOLUME (mm)= 34.06 11.52 25.04600448> TOTAL RAINFALL (mm)= 35.06 35.06 35.06300449> RUNOFF COEFFICIENT = .97 .33 .71400450>00451> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00452> CN* = 84.0 Ia = Dep. Storage (Above)00453> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00454> THAN THE STORAGE COEFFICIENT.00455> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00456>00457> --------------------------------------------------------------------------------00458> 002:0015------------------------------------------------------------------------00459> *# CATCHMENT 204B - Perimeter Drainage to Queen Street North (uncontrolled)00460> *00461> ----------------------00462> | CALIB STANDHYD | Area (ha)= .0300463> | 04:204B DT= 1.00 | Total Imp(%)= 55.00 Dir. Conn.(%)= 55.0000464> ----------------------00465> IMPERVIOUS PERVIOUS (i)00466> Surface Area (ha)= .02 .0100467> Dep. Storage (mm)= 1.00 5.0000468> Average Slope (%)= 2.00 2.0000469> Length (m)= 2.00 4.0000470> Mannings n = .015 .25000471>00472> Max.eff.Inten.(mm/hr)= 74.10 27.7000473> over (min) 1.00 3.0000474> Storage Coeff. (min)= .24 (ii) 3.21 (ii)00475> Unit Hyd. Tpeak (min)= 1.00 3.0000476> Unit Hyd. peak (cms)= 1.67 .3600477> *TOTALS*00478> PEAK FLOW (cms)= .00 .00 .004 (iii)00479> TIME TO PEAK (hrs)= 1.23 1.35 1.33300480> RUNOFF VOLUME (mm)= 34.06 11.52 23.91900481> TOTAL RAINFALL (mm)= 35.06 35.06 35.06300482> RUNOFF COEFFICIENT = .97 .33 .68200483>00484> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00485> CN* = 84.0 Ia = Dep. Storage (Above)00486> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00487> THAN THE STORAGE COEFFICIENT.00488> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00489>00490> --------------------------------------------------------------------------------00491> 002:0016------------------------------------------------------------------------00492> *# CATCHMENT 204C - Perimeter Drainage to Market Street (uncontrolled)00493> *00494> ----------------------00495> | CALIB STANDHYD | Area (ha)= .0300496> | 05:204C DT= 1.00 | Total Imp(%)= 50.00 Dir. Conn.(%)= 50.0000497> ----------------------00498> IMPERVIOUS PERVIOUS (i)00499> Surface Area (ha)= .01 .0100500> Dep. Storage (mm)= 1.00 5.0000501> Average Slope (%)= 2.00 3.0000502> Length (m)= 3.00 5.0000503> Mannings n = .015 .25000504>00505> Max.eff.Inten.(mm/hr)= 74.10 27.7000506> over (min) 1.00 3.0000507> Storage Coeff. (min)= .31 (ii) 3.31 (ii)00508> Unit Hyd. Tpeak (min)= 1.00 3.0000509> Unit Hyd. peak (cms)= 1.63 .3500510> *TOTALS*00511> PEAK FLOW (cms)= .00 .00 .004 (iii)00512> TIME TO PEAK (hrs)= 1.23 1.35 1.33300513> RUNOFF VOLUME (mm)= 34.06 11.52 22.79200514> TOTAL RAINFALL (mm)= 35.06 35.06 35.06300515> RUNOFF COEFFICIENT = .97 .33 .65000516>



00517> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00518> CN* = 84.0 Ia = Dep. Storage (Above)00519> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00520> THAN THE STORAGE COEFFICIENT.00521> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00522>00523> --------------------------------------------------------------------------------00524> 002:0017------------------------------------------------------------------------00525> *#Total flow to Queen Street North (controlled + uncontrolled)00526> ------------------------00527> | ADD HYD (Queen ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00528> ------------------------ (ha) (cms) (hrs) (mm) (cms)00529> ID1 01:TANK-SWM .62 .050 1.38 33.86 .00000530> +ID2 02:TANK-OVF .00 .000 .00 .00 .00000531> +ID3 04:204B .03 .004 1.33 23.92 .00000532> ===========================================================00533> SUM 06:Queen .65 .054 1.33 33.40 .00000534>00535> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00536>00537> --------------------------------------------------------------------------------00538> 002:0018------------------------------------------------------------------------00539> *#Total flow from Site (controlled + uncontrolled)00540> ------------------------00541> | ADD HYD (T-SITE ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00542> ------------------------ (ha) (cms) (hrs) (mm) (cms)00543> ID1 03:204A .04 .006 1.33 25.05 .00000544> +ID2 05:204C .03 .004 1.33 22.79 .00000545> +ID3 06:Queen .65 .054 1.33 33.40 .00000546> ===========================================================00547> SUM 07:T-SITE .72 .064 1.33 32.49 .00000548>00549> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00550>00551> --------------------------------------------------------------------------------00552> 002:0019------------------------------------------------------------------------00553> *#Area Check00554> ------------------------00555> | ADD HYD (CHECK ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00556> ------------------------ (ha) (cms) (hrs) (mm) (cms)00557> ID1 07:T-SITE .72 .064 1.33 32.49 .00000558> +ID2 08:EXSITE .72 .103 1.33 25.95 .00000559> ===========================================================00560> SUM 09:CHECK 1.44 .167 1.33 29.22 .00000561>00562> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00563>00564> --------------------------------------------------------------------------------00565> 002:0020------------------------------------------------------------------------00566> ********************************************************************************00567> * RUN REMAINING DESIGN STORMS (MOUNT HOPE 5 TO 100-YR)00568> *00569> ** END OF RUN : 400570>00571> *******************************************************************************00572>00573>00574>00575>00576>00577> --------------------00578> | START | Project dir.: Q:\43629\100\AS-OF-~1\SWM\SWMHYMO\00579> -------------------- Rainfall dir.: Q:\43629\100\AS-OF-~1\SWM\SWMHYMO\00580> TZERO = .00 hrs on 000581> METOUT= 2 (output = METRIC)00582> NRUN = 00500583> NSTORM= 100584> # 1=MTHP_005.stm00585> --------------------------------------------------------------------------------00586> 005:0002------------------------------------------------------------------------00587> *#******************************************************************************00588> *# Project Name: 354 King Project Number: 43629-10000589> *# Date : DECEMBER 201800590> *# Modeller : MXM00591> *# Company : MTE Consultants Inc.00592> *# License # : 305346600593> *#****************************************************************************|00594> *00595> --------------------------------------------------------------------------------00596> 005:0002------------------------------------------------------------------------00597> *00598> --------------------00599> | READ STORM | Filename: 5-YR MT. HOPE (A=1049.5 B=8 C=0.803)00600> | Ptotal= 50.14 mm| Comments: 5-YR MT. HOPE (A=1049.5 B=8 C=0.803)00601> --------------------00602> TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN00603> hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr00604> .17 3.196 | 1.17 28.027 | 2.17 8.084 | 3.17 3.88500605> .33 3.691 | 1.33 103.038 | 2.33 6.801 | 3.33 3.59300606> .50 4.393 | 1.50 36.919 | 2.50 5.885 | 3.50 3.34400607> .67 5.470 | 1.67 19.516 | 2.67 5.198 | 3.67 3.13000608> .83 7.347 | 1.83 13.211 | 2.83 4.664 | 3.83 2.94500609> 1.00 11.470 | 2.00 10.009 | 3.00 4.236 | 4.00 2.78200610>00611> --------------------------------------------------------------------------------00612> 005:0003------------------------------------------------------------------------00613> *00614> *#*****************************************************************************|00615> *##############################################################################|00616> *#00617> *# PROPOSED CONDITIONS HYDROLOGIC MODELING00618> *# ====================================================00619> *#00620> *##############################################################################|00621> *# CATCHMENT 101 - Existing Site draining to King Street West00622> *00623> ----------------------00624> | CALIB STANDHYD | Area (ha)= .0500625> | 01:101 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0000626> ----------------------00627> IMPERVIOUS PERVIOUS (i)00628> Surface Area (ha)= .03 .0200629> Dep. Storage (mm)= 1.00 5.0000630> Average Slope (%)= 2.00 5.0000631> Length (m)= 3.50 3.5000632> Mannings n = .015 .25000633>00634> Max.eff.Inten.(mm/hr)= 103.04 52.9800635> over (min) 1.00 2.0000636> Storage Coeff. (min)= .30 (ii) 1.90 (ii)00637> Unit Hyd. Tpeak (min)= 1.00 2.0000638> Unit Hyd. peak (cms)= 1.64 .5800639> *TOTALS*00640> PEAK FLOW (cms)= .01 .00 .012 (iii)00641> TIME TO PEAK (hrs)= 1.25 1.33 1.33300642> RUNOFF VOLUME (mm)= 49.14 21.79 39.29200643> TOTAL RAINFALL (mm)= 50.14 50.14 50.13900644> RUNOFF COEFFICIENT = .98 .43 .78400645>

00646> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00647> CN* = 84.0 Ia = Dep. Storage (Above)00648> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00649> THAN THE STORAGE COEFFICIENT.00650> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00651>00652> --------------------------------------------------------------------------------00653> 005:0004------------------------------------------------------------------------00654> *# CATCHMENT 102 - Existing Site draining to Queen Street North00655> *00656> ----------------------00657> | CALIB STANDHYD | Area (ha)= .3600658> | 02:102 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0000659> ----------------------00660> IMPERVIOUS PERVIOUS (i)00661> Surface Area (ha)= .23 .1300662> Dep. Storage (mm)= 1.00 5.0000663> Average Slope (%)= 3.00 9.0000664> Length (m)= 10.00 15.0000665> Mannings n = .015 .25000666>00667> Max.eff.Inten.(mm/hr)= 103.04 50.3100668> over (min) 1.00 4.0000669> Storage Coeff. (min)= .50 (ii) 3.78 (ii)00670> Unit Hyd. Tpeak (min)= 1.00 4.0000671> Unit Hyd. peak (cms)= 1.47 .2900672> *TOTALS*00673> PEAK FLOW (cms)= .07 .01 .080 (iii)00674> TIME TO PEAK (hrs)= 1.28 1.35 1.33300675> RUNOFF VOLUME (mm)= 49.14 21.79 39.29200676> TOTAL RAINFALL (mm)= 50.14 50.14 50.13900677> RUNOFF COEFFICIENT = .98 .43 .78400678>00679> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00680> CN* = 84.0 Ia = Dep. Storage (Above)00681> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00682> THAN THE STORAGE COEFFICIENT.00683> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00684>00685> --------------------------------------------------------------------------------00686> 005:0005------------------------------------------------------------------------00687> *# CATCHMENT 103 - Existing Site draining to Market Street00688> *00689> ----------------------00690> | CALIB STANDHYD | Area (ha)= .3100691> | 03:103 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0000692> ----------------------00693> IMPERVIOUS PERVIOUS (i)00694> Surface Area (ha)= .20 .1100695> Dep. Storage (mm)= 1.00 5.0000696> Average Slope (%)= 3.00 4.0000697> Length (m)= 10.00 35.0000698> Mannings n = .015 .25000699>00700> Max.eff.Inten.(mm/hr)= 103.04 44.0000701> over (min) 1.00 8.0000702> Storage Coeff. (min)= .50 (ii) 7.85 (ii)00703> Unit Hyd. Tpeak (min)= 1.00 8.0000704> Unit Hyd. peak (cms)= 1.47 .1400705> *TOTALS*00706> PEAK FLOW (cms)= .06 .01 .063 (iii)00707> TIME TO PEAK (hrs)= 1.28 1.43 1.33300708> RUNOFF VOLUME (mm)= 49.14 21.79 39.29200709> TOTAL RAINFALL (mm)= 50.14 50.14 50.13900710> RUNOFF COEFFICIENT = .98 .43 .78400711>00712> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00713> CN* = 84.0 Ia = Dep. Storage (Above)00714> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00715> THAN THE STORAGE COEFFICIENT.00716> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00717>00718> --------------------------------------------------------------------------------00719> 005:0006------------------------------------------------------------------------00720> *#Total flow from Site (existing)00721> ------------------------00722> | ADD HYD (EXSITE ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00723> ------------------------ (ha) (cms) (hrs) (mm) (cms)00724> ID1 01:101 .05 .012 1.33 39.29 .00000725> +ID2 02:102 .36 .080 1.33 39.29 .00000726> +ID3 03:103 .31 .063 1.33 39.29 .00000727> ===========================================================00728> SUM 08:EXSITE .72 .154 1.33 39.29 .00000729>00730> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00731>00732> --------------------------------------------------------------------------------00733> 005:0007------------------------------------------------------------------------00734> *##############################################################################|00735> *#00736> *# PROPOSED CONDITIONS HYDROLOGIC MODELING00737> *# ====================================================00738> *#00739> *##############################################################################|00740> *# CATCHMENT 201 - Proposed Hotel Upper Roof (Controlled with FCRD's)00741> *00742> ----------------------00743> | CALIB STANDHYD | Area (ha)= .0700744> | 01:201 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0000745> ----------------------00746> IMPERVIOUS PERVIOUS (i)00747> Surface Area (ha)= .07 .0000748> Dep. Storage (mm)= 1.00 5.0000749> Average Slope (%)= 1.00 .5000750> Length (m)= 20.00 .5000751> Mannings n = .015 .25000752>00753> Max.eff.Inten.(mm/hr)= 103.04 52.9800754> over (min) 1.00 2.0000755> Storage Coeff. (min)= 1.05 (ii) 2.04 (ii)00756> Unit Hyd. Tpeak (min)= 1.00 2.0000757> Unit Hyd. peak (cms)= 1.05 .5500758> *TOTALS*00759> PEAK FLOW (cms)= .02 .00 .020 (iii)00760> TIME TO PEAK (hrs)= 1.33 1.33 1.33300761> RUNOFF VOLUME (mm)= 49.14 21.79 48.86500762> TOTAL RAINFALL (mm)= 50.14 50.14 50.13900763> RUNOFF COEFFICIENT = .98 .43 .97500764>00765> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00766> CN* = 84.0 Ia = Dep. Storage (Above)00767> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00768> THAN THE STORAGE COEFFICIENT.00769> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00770>00771> --------------------------------------------------------------------------------00772> 005:0008------------------------------------------------------------------------00773> *#Route CATCHMENT 201 Through FCRD00774> ---------------------



00775> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00776> | IN>01:(201 ) |00777> | OUT<02:(201-SW) | ========= OUTLFOW STORAGE TABLE =========00778> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00779> (cms) (ha.m.) | (cms) (ha.m.)00780> .000 .0000E+00 | .004 .2310E-0200781> .002 .4700E-03 | .006 .5540E-0200782>00783> ROUTING RESULTS AREA QPEAK TPEAK R.V.00784> -------------------- (ha) (cms) (hrs) (mm)00785> INFLOW >01: (201 ) .07 .020 1.333 48.86500786> OUTFLOW<02: (201-SW) .07 .003 1.683 48.86500787> OVERFLOW<03: (201-OV) .00 .000 .000 .00000788>00789> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000790> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000791> PERCENTAGE OF TIME OVERFLOWING (%)= .0000792>00793>00794> PEAK FLOW REDUCTION [Qout/Qin](%)= 16.10600795> TIME SHIFT OF PEAK FLOW (min)= 21.0000796> MAXIMUM STORAGE USED (ha.m.)=.1806E-0200797>00798> --------------------------------------------------------------------------------00799> 005:0009------------------------------------------------------------------------00800> *# CATCHMENT 202 - Proposed Student Res Roof (Controlled with FCRD's)00801> *00802> ----------------------00803> | CALIB STANDHYD | Area (ha)= .1100804> | 01:202 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0000805> ----------------------00806> IMPERVIOUS PERVIOUS (i)00807> Surface Area (ha)= .11 .0000808> Dep. Storage (mm)= 1.00 5.0000809> Average Slope (%)= 1.00 .5000810> Length (m)= 25.00 .5000811> Mannings n = .015 .25000812>00813> Max.eff.Inten.(mm/hr)= 103.04 52.9800814> over (min) 1.00 2.0000815> Storage Coeff. (min)= 1.20 (ii) 2.19 (ii)00816> Unit Hyd. Tpeak (min)= 1.00 2.0000817> Unit Hyd. peak (cms)= .96 .5300818> *TOTALS*00819> PEAK FLOW (cms)= .03 .00 .031 (iii)00820> TIME TO PEAK (hrs)= 1.33 1.33 1.33300821> RUNOFF VOLUME (mm)= 49.14 21.79 48.86500822> TOTAL RAINFALL (mm)= 50.14 50.14 50.13900823> RUNOFF COEFFICIENT = .98 .43 .97500824>00825> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00826> CN* = 84.0 Ia = Dep. Storage (Above)00827> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00828> THAN THE STORAGE COEFFICIENT.00829> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00830>00831> --------------------------------------------------------------------------------00832> 005:0010------------------------------------------------------------------------00833> *#Route CATCHMENT 202 Through FCRD00834> ---------------------00835> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00836> | IN>01:(202 ) |00837> | OUT<04:(202-SW) | ========= OUTLFOW STORAGE TABLE =========00838> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00839> (cms) (ha.m.) | (cms) (ha.m.)00840> .000 .0000E+00 | .005 .3880E-0200841> .002 .7700E-03 | .007 .8890E-0200842>00843> ROUTING RESULTS AREA QPEAK TPEAK R.V.00844> -------------------- (ha) (cms) (hrs) (mm)00845> INFLOW >01: (202 ) .11 .031 1.333 48.86500846> OUTFLOW<04: (202-SW) .11 .004 1.717 48.86500847> OVERFLOW<05: (202-OV) .00 .000 .000 .00000848>00849> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000850> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000851> PERCENTAGE OF TIME OVERFLOWING (%)= .0000852>00853>00854> PEAK FLOW REDUCTION [Qout/Qin](%)= 13.62600855> TIME SHIFT OF PEAK FLOW (min)= 23.0000856> MAXIMUM STORAGE USED (ha.m.)=.3010E-0200857>00858> --------------------------------------------------------------------------------00859> 005:0011------------------------------------------------------------------------00860> *# CATCHMENT 203 - Parking & LS areas & other roof areas to Tank (controlled)00861> *00862> ----------------------00863> | CALIB STANDHYD | Area (ha)= .4400864> | 01:203 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0000865> ----------------------00866> IMPERVIOUS PERVIOUS (i)00867> Surface Area (ha)= .44 .0000868> Dep. Storage (mm)= 1.00 5.0000869> Average Slope (%)= 2.00 2.0000870> Length (m)= 50.00 5.0000871> Mannings n = .015 .25000872>00873> Max.eff.Inten.(mm/hr)= 103.04 50.3100874> over (min) 1.00 4.0000875> Storage Coeff. (min)= 1.47 (ii) 4.14 (ii)00876> Unit Hyd. Tpeak (min)= 1.00 4.0000877> Unit Hyd. peak (cms)= .84 .2800878> *TOTALS*00879> PEAK FLOW (cms)= .12 .00 .125 (iii)00880> TIME TO PEAK (hrs)= 1.33 1.37 1.33300881> RUNOFF VOLUME (mm)= 49.14 21.79 48.86600882> TOTAL RAINFALL (mm)= 50.14 50.14 50.13900883> RUNOFF COEFFICIENT = .98 .43 .97500884>00885> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00886> CN* = 84.0 Ia = Dep. Storage (Above)00887> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00888> THAN THE STORAGE COEFFICIENT.00889> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00890>00891> --------------------------------------------------------------------------------00892> 005:0012------------------------------------------------------------------------00893> *#Total flow to SWM Tank00894> ------------------------00895> | ADD HYD (T-TANK ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00896> ------------------------ (ha) (cms) (hrs) (mm) (cms)00897> ID1 01:203 .44 .125 1.33 48.87 .00000898> +ID2 02:201-SWM .07 .003 1.68 48.86 .00000899> +ID3 03:201-OVF .00 .000 .00 .00 .00000900> +ID4 04:202-SWM .11 .004 1.72 48.87 .00000901> +ID5 05:202-OVF .00 .000 .00 .00 .00000902> ===========================================================00903> SUM 06:T-TANK .62 .132 1.33 48.87 .000

00904>00905> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00906>00907> --------------------------------------------------------------------------------00908> 005:0013------------------------------------------------------------------------00909> *#ROUTE CATCHMENT 201 + 202 + 203 Through ORIFICE + SWM TANK00910> ---------------------00911> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00912> | IN>06:(T-TANK) |00913> | OUT<01:(TANK-S) | ========= OUTLFOW STORAGE TABLE =========00914> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00915> (cms) (ha.m.) | (cms) (ha.m.)00916> .000 .0000E+00 | .054 .1500E-0100917> .049 .0000E+00 | .058 .1730E-0100918>00919> ROUTING RESULTS AREA QPEAK TPEAK R.V.00920> -------------------- (ha) (cms) (hrs) (mm)00921> INFLOW >06: (T-TANK) .62 .132 1.333 48.86500922> OUTFLOW<01: (TANK-S) .62 .050 1.500 48.87700923> OVERFLOW<02: (TANK-O) .00 .000 .000 .00000924>00925> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000926> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000927> PERCENTAGE OF TIME OVERFLOWING (%)= .0000928>00929>00930> PEAK FLOW REDUCTION [Qout/Qin](%)= 38.39500931> TIME SHIFT OF PEAK FLOW (min)= 10.0000932> MAXIMUM STORAGE USED (ha.m.)=.4874E-0200933>00934> --------------------------------------------------------------------------------00935> 005:0014------------------------------------------------------------------------00936> *# CATCHMENT 204A - Perimeter Drainage to King Street West (uncontrolled)00937> *00938> ----------------------00939> | CALIB STANDHYD | Area (ha)= .0400940> | 03:204A DT= 1.00 | Total Imp(%)= 60.00 Dir. Conn.(%)= 60.0000941> ----------------------00942> IMPERVIOUS PERVIOUS (i)00943> Surface Area (ha)= .02 .0200944> Dep. Storage (mm)= 1.00 5.0000945> Average Slope (%)= 5.00 2.0000946> Length (m)= 5.00 4.0000947> Mannings n = .015 .25000948>00949> Max.eff.Inten.(mm/hr)= 103.04 51.6800950> over (min) 1.00 3.0000951> Storage Coeff. (min)= .28 (ii) 2.59 (ii)00952> Unit Hyd. Tpeak (min)= 1.00 3.0000953> Unit Hyd. peak (cms)= 1.65 .4100954> *TOTALS*00955> PEAK FLOW (cms)= .01 .00 .009 (iii)00956> TIME TO PEAK (hrs)= 1.23 1.35 1.33300957> RUNOFF VOLUME (mm)= 49.14 21.79 38.19800958> TOTAL RAINFALL (mm)= 50.14 50.14 50.13900959> RUNOFF COEFFICIENT = .98 .43 .76200960>00961> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00962> CN* = 84.0 Ia = Dep. Storage (Above)00963> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00964> THAN THE STORAGE COEFFICIENT.00965> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00966>00967> --------------------------------------------------------------------------------00968> 005:0015------------------------------------------------------------------------00969> *# CATCHMENT 204B - Perimeter Drainage to Queen Street North (uncontrolled)00970> *00971> ----------------------00972> | CALIB STANDHYD | Area (ha)= .0300973> | 04:204B DT= 1.00 | Total Imp(%)= 55.00 Dir. Conn.(%)= 55.0000974> ----------------------00975> IMPERVIOUS PERVIOUS (i)00976> Surface Area (ha)= .02 .0100977> Dep. Storage (mm)= 1.00 5.0000978> Average Slope (%)= 2.00 2.0000979> Length (m)= 2.00 4.0000980> Mannings n = .015 .25000981>00982> Max.eff.Inten.(mm/hr)= 103.04 51.6800983> over (min) 1.00 3.0000984> Storage Coeff. (min)= .21 (ii) 2.52 (ii)00985> Unit Hyd. Tpeak (min)= 1.00 3.0000986> Unit Hyd. peak (cms)= 1.68 .4200987> *TOTALS*00988> PEAK FLOW (cms)= .00 .00 .006 (iii)00989> TIME TO PEAK (hrs)= 1.23 1.35 1.33300990> RUNOFF VOLUME (mm)= 49.14 21.79 36.83100991> TOTAL RAINFALL (mm)= 50.14 50.14 50.13900992> RUNOFF COEFFICIENT = .98 .43 .73500993>00994> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00995> CN* = 84.0 Ia = Dep. Storage (Above)00996> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00997> THAN THE STORAGE COEFFICIENT.00998> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00999>01000> --------------------------------------------------------------------------------01001> 005:0016------------------------------------------------------------------------01002> *# CATCHMENT 204C - Perimeter Drainage to Market Street (uncontrolled)01003> *01004> ----------------------01005> | CALIB STANDHYD | Area (ha)= .0301006> | 05:204C DT= 1.00 | Total Imp(%)= 50.00 Dir. Conn.(%)= 50.0001007> ----------------------01008> IMPERVIOUS PERVIOUS (i)01009> Surface Area (ha)= .01 .0101010> Dep. Storage (mm)= 1.00 5.0001011> Average Slope (%)= 2.00 3.0001012> Length (m)= 3.00 5.0001013> Mannings n = .015 .25001014>01015> Max.eff.Inten.(mm/hr)= 103.04 51.6801016> over (min) 1.00 3.0001017> Storage Coeff. (min)= .27 (ii) 2.61 (ii)01018> Unit Hyd. Tpeak (min)= 1.00 3.0001019> Unit Hyd. peak (cms)= 1.66 .4101020> *TOTALS*01021> PEAK FLOW (cms)= .00 .00 .006 (iii)01022> TIME TO PEAK (hrs)= 1.23 1.35 1.33301023> RUNOFF VOLUME (mm)= 49.14 21.79 35.46301024> TOTAL RAINFALL (mm)= 50.14 50.14 50.13901025> RUNOFF COEFFICIENT = .98 .43 .70701026>01027> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01028> CN* = 84.0 Ia = Dep. Storage (Above)01029> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01030> THAN THE STORAGE COEFFICIENT.01031> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01032>



01033> --------------------------------------------------------------------------------01034> 005:0017------------------------------------------------------------------------01035> *#Total flow to Queen Street North (controlled + uncontrolled)01036> ------------------------01037> | ADD HYD (Queen ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01038> ------------------------ (ha) (cms) (hrs) (mm) (cms)01039> ID1 01:TANK-SWM .62 .050 1.50 48.88 .00001040> +ID2 02:TANK-OVF .00 .000 .00 .00 .00001041> +ID3 04:204B .03 .006 1.33 36.83 .00001042> ===========================================================01043> SUM 06:Queen .65 .057 1.33 48.32 .00001044>01045> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01046>01047> --------------------------------------------------------------------------------01048> 005:0018------------------------------------------------------------------------01049> *#Total flow from Site (controlled + uncontrolled)01050> ------------------------01051> | ADD HYD (T-SITE ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01052> ------------------------ (ha) (cms) (hrs) (mm) (cms)01053> ID1 03:204A .04 .009 1.33 38.20 .00001054> +ID2 05:204C .03 .006 1.33 35.46 .00001055> +ID3 06:Queen .65 .057 1.33 48.32 .00001056> ===========================================================01057> SUM 07:T-SITE .72 .072 1.33 47.22 .00001058>01059> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01060>01061> --------------------------------------------------------------------------------01062> 005:0019------------------------------------------------------------------------01063> *#Area Check01064> ------------------------01065> | ADD HYD (CHECK ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01066> ------------------------ (ha) (cms) (hrs) (mm) (cms)01067> ID1 07:T-SITE .72 .072 1.33 47.22 .00001068> +ID2 08:EXSITE .72 .154 1.33 39.29 .00001069> ===========================================================01070> SUM 09:CHECK 1.44 .226 1.33 43.26 .00001071>01072> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01073>01074> --------------------------------------------------------------------------------01075> 005:0020------------------------------------------------------------------------01076> ********************************************************************************01077> * RUN REMAINING DESIGN STORMS (MOUNT HOPE 5 TO 100-YR)01078> *01079> --------------------------------------------------------------------------------01080> 005:0002------------------------------------------------------------------------01081> *01082> ** END OF RUN : 901083>01084> *******************************************************************************01085>01086>01087>01088>01089>01090> --------------------01091> | START | Project dir.: Q:\43629\100\AS-OF-~1\SWM\SWMHYMO\01092> -------------------- Rainfall dir.: Q:\43629\100\AS-OF-~1\SWM\SWMHYMO\01093> TZERO = .00 hrs on 001094> METOUT= 2 (output = METRIC)01095> NRUN = 01001096> NSTORM= 101097> # 1=MTHP_010.stm01098> --------------------------------------------------------------------------------01099> 010:0002------------------------------------------------------------------------01100> *#******************************************************************************01101> *# Project Name: 354 King Project Number: 43629-10001102> *# Date : DECEMBER 201801103> *# Modeller : MXM01104> *# Company : MTE Consultants Inc.01105> *# License # : 305346601106> *#****************************************************************************|01107> *01108> --------------------------------------------------------------------------------01109> 010:0002------------------------------------------------------------------------01110> *01111> --------------------01112> | READ STORM | Filename: 10-YR MT. HOPE (A=1343.7 B=9 C=0.814)01113> | Ptotal= 60.22 mm| Comments: 10-YR MT. HOPE (A=1343.7 B=9 C=0.814)01114> --------------------01115> TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN01116> hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr01117> .17 3.725 | 1.17 34.487 | 2.17 9.714 | 3.17 4.55701118> .33 4.322 | 1.33 122.292 | 2.33 8.126 | 3.33 4.20301119> .50 5.173 | 1.50 45.465 | 2.50 6.998 | 3.50 3.90301120> .67 6.489 | 1.67 23.981 | 2.67 6.156 | 3.67 3.64601121> .83 8.802 | 1.83 16.104 | 2.83 5.503 | 3.83 3.42301122> 1.00 13.931 | 2.00 12.108 | 3.00 4.982 | 4.00 3.22801123>01124> --------------------------------------------------------------------------------01125> 010:0003------------------------------------------------------------------------01126> *01127> *#*****************************************************************************|01128> *##############################################################################|01129> *#01130> *# PROPOSED CONDITIONS HYDROLOGIC MODELING01131> *# ====================================================01132> *#01133> *##############################################################################|01134> *# CATCHMENT 101 - Existing Site draining to King Street West01135> *01136> ----------------------01137> | CALIB STANDHYD | Area (ha)= .0501138> | 01:101 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0001139> ----------------------01140> IMPERVIOUS PERVIOUS (i)01141> Surface Area (ha)= .03 .0201142> Dep. Storage (mm)= 1.00 5.0001143> Average Slope (%)= 2.00 5.0001144> Length (m)= 3.50 3.5001145> Mannings n = .015 .25001146>01147> Max.eff.Inten.(mm/hr)= 122.29 70.7401148> over (min) 1.00 2.0001149> Storage Coeff. (min)= .28 (ii) 1.71 (ii)01150> Unit Hyd. Tpeak (min)= 1.00 2.0001151> Unit Hyd. peak (cms)= 1.65 .6201152> *TOTALS*01153> PEAK FLOW (cms)= .01 .00 .014 (iii)01154> TIME TO PEAK (hrs)= 1.28 1.33 1.33301155> RUNOFF VOLUME (mm)= 59.22 29.43 48.49601156> TOTAL RAINFALL (mm)= 60.22 60.22 60.21901157> RUNOFF COEFFICIENT = .98 .49 .80501158>01159> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01160> CN* = 84.0 Ia = Dep. Storage (Above)01161> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL

01162> THAN THE STORAGE COEFFICIENT.01163> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01164>01165> --------------------------------------------------------------------------------01166> 010:0004------------------------------------------------------------------------01167> *# CATCHMENT 102 - Existing Site draining to Queen Street North01168> *01169> ----------------------01170> | CALIB STANDHYD | Area (ha)= .3601171> | 02:102 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0001172> ----------------------01173> IMPERVIOUS PERVIOUS (i)01174> Surface Area (ha)= .23 .1301175> Dep. Storage (mm)= 1.00 5.0001176> Average Slope (%)= 3.00 9.0001177> Length (m)= 10.00 15.0001178> Mannings n = .015 .25001179>01180> Max.eff.Inten.(mm/hr)= 122.29 69.2501181> over (min) 1.00 3.0001182> Storage Coeff. (min)= .46 (ii) 3.35 (ii)01183> Unit Hyd. Tpeak (min)= 1.00 3.0001184> Unit Hyd. peak (cms)= 1.50 .3501185> *TOTALS*01186> PEAK FLOW (cms)= .08 .02 .099 (iii)01187> TIME TO PEAK (hrs)= 1.30 1.35 1.33301188> RUNOFF VOLUME (mm)= 59.22 29.43 48.49601189> TOTAL RAINFALL (mm)= 60.22 60.22 60.21901190> RUNOFF COEFFICIENT = .98 .49 .80501191>01192> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01193> CN* = 84.0 Ia = Dep. Storage (Above)01194> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01195> THAN THE STORAGE COEFFICIENT.01196> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01197>01198> --------------------------------------------------------------------------------01199> 010:0005------------------------------------------------------------------------01200> *# CATCHMENT 103 - Existing Site draining to Market Street01201> *01202> ----------------------01203> | CALIB STANDHYD | Area (ha)= .3101204> | 03:103 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0001205> ----------------------01206> IMPERVIOUS PERVIOUS (i)01207> Surface Area (ha)= .20 .1101208> Dep. Storage (mm)= 1.00 5.0001209> Average Slope (%)= 3.00 4.0001210> Length (m)= 10.00 35.0001211> Mannings n = .015 .25001212>01213> Max.eff.Inten.(mm/hr)= 122.29 62.3101214> over (min) 1.00 7.0001215> Storage Coeff. (min)= .46 (ii) 6.86 (ii)01216> Unit Hyd. Tpeak (min)= 1.00 7.0001217> Unit Hyd. peak (cms)= 1.50 .1601218> *TOTALS*01219> PEAK FLOW (cms)= .07 .01 .078 (iii)01220> TIME TO PEAK (hrs)= 1.30 1.42 1.33301221> RUNOFF VOLUME (mm)= 59.22 29.43 48.49601222> TOTAL RAINFALL (mm)= 60.22 60.22 60.21901223> RUNOFF COEFFICIENT = .98 .49 .80501224>01225> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01226> CN* = 84.0 Ia = Dep. Storage (Above)01227> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01228> THAN THE STORAGE COEFFICIENT.01229> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01230>01231> --------------------------------------------------------------------------------01232> 010:0006------------------------------------------------------------------------01233> *#Total flow from Site (existing)01234> ------------------------01235> | ADD HYD (EXSITE ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01236> ------------------------ (ha) (cms) (hrs) (mm) (cms)01237> ID1 01:101 .05 .014 1.33 48.50 .00001238> +ID2 02:102 .36 .099 1.33 48.50 .00001239> +ID3 03:103 .31 .078 1.33 48.50 .00001240> ===========================================================01241> SUM 08:EXSITE .72 .191 1.33 48.50 .00001242>01243> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01244>01245> --------------------------------------------------------------------------------01246> 010:0007------------------------------------------------------------------------01247> *##############################################################################|01248> *#01249> *# PROPOSED CONDITIONS HYDROLOGIC MODELING01250> *# ====================================================01251> *#01252> *##############################################################################|01253> *# CATCHMENT 201 - Proposed Hotel Upper Roof (Controlled with FCRD's)01254> *01255> ----------------------01256> | CALIB STANDHYD | Area (ha)= .0701257> | 01:201 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0001258> ----------------------01259> IMPERVIOUS PERVIOUS (i)01260> Surface Area (ha)= .07 .0001261> Dep. Storage (mm)= 1.00 5.0001262> Average Slope (%)= 1.00 .5001263> Length (m)= 20.00 .5001264> Mannings n = .015 .25001265>01266> Max.eff.Inten.(mm/hr)= 122.29 70.7401267> over (min) 1.00 2.0001268> Storage Coeff. (min)= .98 (ii) 1.86 (ii)01269> Unit Hyd. Tpeak (min)= 1.00 2.0001270> Unit Hyd. peak (cms)= 1.09 .5801271> *TOTALS*01272> PEAK FLOW (cms)= .02 .00 .024 (iii)01273> TIME TO PEAK (hrs)= 1.33 1.33 1.33301274> RUNOFF VOLUME (mm)= 59.22 29.43 58.92101275> TOTAL RAINFALL (mm)= 60.22 60.22 60.21901276> RUNOFF COEFFICIENT = .98 .49 .97801277>01278> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01279> CN* = 84.0 Ia = Dep. Storage (Above)01280> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01281> THAN THE STORAGE COEFFICIENT.01282> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01283>01284> --------------------------------------------------------------------------------01285> 010:0008------------------------------------------------------------------------01286> *#Route CATCHMENT 201 Through FCRD01287> ---------------------01288> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01289> | IN>01:(201 ) |01290> | OUT<02:(201-SW) | ========= OUTLFOW STORAGE TABLE =========



01291> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01292> (cms) (ha.m.) | (cms) (ha.m.)01293> .000 .0000E+00 | .004 .2310E-0201294> .002 .4700E-03 | .006 .5540E-0201295>01296> ROUTING RESULTS AREA QPEAK TPEAK R.V.01297> -------------------- (ha) (cms) (hrs) (mm)01298> INFLOW >01: (201 ) .07 .024 1.333 58.92101299> OUTFLOW<02: (201-SW) .07 .004 1.683 58.92101300> OVERFLOW<03: (201-OV) .00 .000 .000 .00001301>01302> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001303> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001304> PERCENTAGE OF TIME OVERFLOWING (%)= .0001305>01306>01307> PEAK FLOW REDUCTION [Qout/Qin](%)= 15.38401308> TIME SHIFT OF PEAK FLOW (min)= 21.0001309> MAXIMUM STORAGE USED (ha.m.)=.2232E-0201310>01311> --------------------------------------------------------------------------------01312> 010:0009------------------------------------------------------------------------01313> *# CATCHMENT 202 - Proposed Student Res Roof (Controlled with FCRD's)01314> *01315> ----------------------01316> | CALIB STANDHYD | Area (ha)= .1101317> | 01:202 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0001318> ----------------------01319> IMPERVIOUS PERVIOUS (i)01320> Surface Area (ha)= .11 .0001321> Dep. Storage (mm)= 1.00 5.0001322> Average Slope (%)= 1.00 .5001323> Length (m)= 25.00 .5001324> Mannings n = .015 .25001325>01326> Max.eff.Inten.(mm/hr)= 122.29 70.7401327> over (min) 1.00 2.0001328> Storage Coeff. (min)= 1.12 (ii) 2.00 (ii)01329> Unit Hyd. Tpeak (min)= 1.00 2.0001330> Unit Hyd. peak (cms)= 1.00 .5601331> *TOTALS*01332> PEAK FLOW (cms)= .04 .00 .037 (iii)01333> TIME TO PEAK (hrs)= 1.33 1.33 1.33301334> RUNOFF VOLUME (mm)= 59.22 29.43 58.92101335> TOTAL RAINFALL (mm)= 60.22 60.22 60.21901336> RUNOFF COEFFICIENT = .98 .49 .97801337>01338> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01339> CN* = 84.0 Ia = Dep. Storage (Above)01340> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01341> THAN THE STORAGE COEFFICIENT.01342> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01343>01344> --------------------------------------------------------------------------------01345> 010:0010------------------------------------------------------------------------01346> *#Route CATCHMENT 202 Through FCRD01347> ---------------------01348> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01349> | IN>01:(202 ) |01350> | OUT<04:(202-SW) | ========= OUTLFOW STORAGE TABLE =========01351> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01352> (cms) (ha.m.) | (cms) (ha.m.)01353> .000 .0000E+00 | .005 .3880E-0201354> .002 .7700E-03 | .007 .8890E-0201355>01356> ROUTING RESULTS AREA QPEAK TPEAK R.V.01357> -------------------- (ha) (cms) (hrs) (mm)01358> INFLOW >01: (202 ) .11 .037 1.333 58.92101359> OUTFLOW<04: (202-SW) .11 .005 1.833 58.92101360> OVERFLOW<05: (202-OV) .00 .000 .000 .00001361>01362> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001363> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001364> PERCENTAGE OF TIME OVERFLOWING (%)= .0001365>01366>01367> PEAK FLOW REDUCTION [Qout/Qin](%)= 12.98901368> TIME SHIFT OF PEAK FLOW (min)= 30.0001369> MAXIMUM STORAGE USED (ha.m.)=.3718E-0201370>01371> --------------------------------------------------------------------------------01372> 010:0011------------------------------------------------------------------------01373> *# CATCHMENT 203 - Parking & LS areas & other roof areas to Tank (controlled)01374> *01375> ----------------------01376> | CALIB STANDHYD | Area (ha)= .4401377> | 01:203 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0001378> ----------------------01379> IMPERVIOUS PERVIOUS (i)01380> Surface Area (ha)= .44 .0001381> Dep. Storage (mm)= 1.00 5.0001382> Average Slope (%)= 2.00 2.0001383> Length (m)= 50.00 5.0001384> Mannings n = .015 .25001385>01386> Max.eff.Inten.(mm/hr)= 122.29 67.6701387> over (min) 1.00 4.0001388> Storage Coeff. (min)= 1.38 (ii) 3.75 (ii)01389> Unit Hyd. Tpeak (min)= 1.00 4.0001390> Unit Hyd. peak (cms)= .88 .2901391> *TOTALS*01392> PEAK FLOW (cms)= .15 .00 .149 (iii)01393> TIME TO PEAK (hrs)= 1.33 1.35 1.33301394> RUNOFF VOLUME (mm)= 59.22 29.43 58.92101395> TOTAL RAINFALL (mm)= 60.22 60.22 60.21901396> RUNOFF COEFFICIENT = .98 .49 .97801397>01398> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01399> CN* = 84.0 Ia = Dep. Storage (Above)01400> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01401> THAN THE STORAGE COEFFICIENT.01402> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01403>01404> --------------------------------------------------------------------------------01405> 010:0012------------------------------------------------------------------------01406> *#Total flow to SWM Tank01407> ------------------------01408> | ADD HYD (T-TANK ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01409> ------------------------ (ha) (cms) (hrs) (mm) (cms)01410> ID1 01:203 .44 .149 1.33 58.92 .00001411> +ID2 02:201-SWM .07 .004 1.68 58.92 .00001412> +ID3 03:201-OVF .00 .000 .00 .00 .00001413> +ID4 04:202-SWM .11 .005 1.83 58.92 .00001414> +ID5 05:202-OVF .00 .000 .00 .00 .00001415> ===========================================================01416> SUM 06:T-TANK .62 .156 1.33 58.92 .00001417>01418> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01419>

01420> --------------------------------------------------------------------------------01421> 010:0013------------------------------------------------------------------------01422> *#ROUTE CATCHMENT 201 + 202 + 203 Through ORIFICE + SWM TANK01423> ---------------------01424> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01425> | IN>06:(T-TANK) |01426> | OUT<01:(TANK-S) | ========= OUTLFOW STORAGE TABLE =========01427> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01428> (cms) (ha.m.) | (cms) (ha.m.)01429> .000 .0000E+00 | .054 .1500E-0101430> .049 .0000E+00 | .058 .1730E-0101431>01432> ROUTING RESULTS AREA QPEAK TPEAK R.V.01433> -------------------- (ha) (cms) (hrs) (mm)01434> INFLOW >06: (T-TANK) .62 .156 1.333 58.92101435> OUTFLOW<01: (TANK-S) .62 .051 1.517 59.02901436> OVERFLOW<02: (TANK-O) .00 .000 .000 .00001437>01438> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001439> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001440> PERCENTAGE OF TIME OVERFLOWING (%)= .0001441>01442>01443> PEAK FLOW REDUCTION [Qout/Qin](%)= 32.82901444> TIME SHIFT OF PEAK FLOW (min)= 11.0001445> MAXIMUM STORAGE USED (ha.m.)=.6935E-0201446>01447> --------------------------------------------------------------------------------01448> 010:0014------------------------------------------------------------------------01449> *# CATCHMENT 204A - Perimeter Drainage to King Street West (uncontrolled)01450> *01451> ----------------------01452> | CALIB STANDHYD | Area (ha)= .0401453> | 03:204A DT= 1.00 | Total Imp(%)= 60.00 Dir. Conn.(%)= 60.0001454> ----------------------01455> IMPERVIOUS PERVIOUS (i)01456> Surface Area (ha)= .02 .0201457> Dep. Storage (mm)= 1.00 5.0001458> Average Slope (%)= 5.00 2.0001459> Length (m)= 5.00 4.0001460> Mannings n = .015 .25001461>01462> Max.eff.Inten.(mm/hr)= 122.29 70.7401463> over (min) 1.00 2.0001464> Storage Coeff. (min)= .26 (ii) 2.30 (ii)01465> Unit Hyd. Tpeak (min)= 1.00 2.0001466> Unit Hyd. peak (cms)= 1.66 .5101467> *TOTALS*01468> PEAK FLOW (cms)= .01 .00 .011 (iii)01469> TIME TO PEAK (hrs)= 1.28 1.33 1.33301470> RUNOFF VOLUME (mm)= 59.22 29.43 47.30401471> TOTAL RAINFALL (mm)= 60.22 60.22 60.21901472> RUNOFF COEFFICIENT = .98 .49 .78601473>01474> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01475> CN* = 84.0 Ia = Dep. Storage (Above)01476> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01477> THAN THE STORAGE COEFFICIENT.01478> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01479>01480> --------------------------------------------------------------------------------01481> 010:0015------------------------------------------------------------------------01482> *# CATCHMENT 204B - Perimeter Drainage to Queen Street North (uncontrolled)01483> *01484> ----------------------01485> | CALIB STANDHYD | Area (ha)= .0301486> | 04:204B DT= 1.00 | Total Imp(%)= 55.00 Dir. Conn.(%)= 55.0001487> ----------------------01488> IMPERVIOUS PERVIOUS (i)01489> Surface Area (ha)= .02 .0101490> Dep. Storage (mm)= 1.00 5.0001491> Average Slope (%)= 2.00 2.0001492> Length (m)= 2.00 4.0001493> Mannings n = .015 .25001494>01495> Max.eff.Inten.(mm/hr)= 122.29 70.7401496> over (min) 1.00 2.0001497> Storage Coeff. (min)= .20 (ii) 2.24 (ii)01498> Unit Hyd. Tpeak (min)= 1.00 2.0001499> Unit Hyd. peak (cms)= 1.69 .5201500> *TOTALS*01501> PEAK FLOW (cms)= .01 .00 .008 (iii)01502> TIME TO PEAK (hrs)= 1.28 1.33 1.33301503> RUNOFF VOLUME (mm)= 59.22 29.43 45.81501504> TOTAL RAINFALL (mm)= 60.22 60.22 60.21901505> RUNOFF COEFFICIENT = .98 .49 .76101506>01507> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01508> CN* = 84.0 Ia = Dep. Storage (Above)01509> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01510> THAN THE STORAGE COEFFICIENT.01511> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01512>01513> --------------------------------------------------------------------------------01514> 010:0016------------------------------------------------------------------------01515> *# CATCHMENT 204C - Perimeter Drainage to Market Street (uncontrolled)01516> *01517> ----------------------01518> | CALIB STANDHYD | Area (ha)= .0301519> | 05:204C DT= 1.00 | Total Imp(%)= 50.00 Dir. Conn.(%)= 50.0001520> ----------------------01521> IMPERVIOUS PERVIOUS (i)01522> Surface Area (ha)= .01 .0101523> Dep. Storage (mm)= 1.00 5.0001524> Average Slope (%)= 2.00 3.0001525> Length (m)= 3.00 5.0001526> Mannings n = .015 .25001527>01528> Max.eff.Inten.(mm/hr)= 122.29 70.7401529> over (min) 1.00 2.0001530> Storage Coeff. (min)= .25 (ii) 2.32 (ii)01531> Unit Hyd. Tpeak (min)= 1.00 2.0001532> Unit Hyd. peak (cms)= 1.67 .5101533> *TOTALS*01534> PEAK FLOW (cms)= .01 .00 .008 (iii)01535> TIME TO PEAK (hrs)= 1.30 1.33 1.33301536> RUNOFF VOLUME (mm)= 59.22 29.43 44.32601537> TOTAL RAINFALL (mm)= 60.22 60.22 60.21901538> RUNOFF COEFFICIENT = .98 .49 .73601539>01540> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01541> CN* = 84.0 Ia = Dep. Storage (Above)01542> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01543> THAN THE STORAGE COEFFICIENT.01544> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01545>01546> --------------------------------------------------------------------------------01547> 010:0017------------------------------------------------------------------------01548> *#Total flow to Queen Street North (controlled + uncontrolled)



01549> ------------------------01550> | ADD HYD (Queen ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01551> ------------------------ (ha) (cms) (hrs) (mm) (cms)01552> ID1 01:TANK-SWM .62 .051 1.52 59.03 .00001553> +ID2 02:TANK-OVF .00 .000 .00 .00 .00001554> +ID3 04:204B .03 .008 1.33 45.82 .00001555> ===========================================================01556> SUM 06:Queen .65 .059 1.33 58.42 .00001557>01558> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01559>01560> --------------------------------------------------------------------------------01561> 010:0018------------------------------------------------------------------------01562> *#Total flow from Site (controlled + uncontrolled)01563> ------------------------01564> | ADD HYD (T-SITE ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01565> ------------------------ (ha) (cms) (hrs) (mm) (cms)01566> ID1 03:204A .04 .011 1.33 47.30 .00001567> +ID2 05:204C .03 .008 1.33 44.33 .00001568> +ID3 06:Queen .65 .059 1.33 58.42 .00001569> ===========================================================01570> SUM 07:T-SITE .72 .077 1.33 57.21 .00001571>01572> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01573>01574> --------------------------------------------------------------------------------01575> 010:0019------------------------------------------------------------------------01576> *#Area Check01577> ------------------------01578> | ADD HYD (CHECK ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01579> ------------------------ (ha) (cms) (hrs) (mm) (cms)01580> ID1 07:T-SITE .72 .077 1.33 57.21 .00001581> +ID2 08:EXSITE .72 .191 1.33 48.50 .00001582> ===========================================================01583> SUM 09:CHECK 1.44 .268 1.33 52.86 .00001584>01585> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01586>01587> --------------------------------------------------------------------------------01588> 010:0020------------------------------------------------------------------------01589> ********************************************************************************01590> * RUN REMAINING DESIGN STORMS (MOUNT HOPE 5 TO 100-YR)01591> *01592> --------------------------------------------------------------------------------01593> 010:0002------------------------------------------------------------------------01594> *01595> --------------------------------------------------------------------------------01596> 010:0002------------------------------------------------------------------------01597> *01598> ** END OF RUN : 2401599>01600> *******************************************************************************01601>01602>01603>01604>01605>01606> --------------------01607> | START | Project dir.: Q:\43629\100\AS-OF-~1\SWM\SWMHYMO\01608> -------------------- Rainfall dir.: Q:\43629\100\AS-OF-~1\SWM\SWMHYMO\01609> TZERO = .00 hrs on 001610> METOUT= 2 (output = METRIC)01611> NRUN = 02501612> NSTORM= 101613> # 1=MTHP_025.stm01614> --------------------------------------------------------------------------------01615> 025:0002------------------------------------------------------------------------01616> *#******************************************************************************01617> *# Project Name: 354 King Project Number: 43629-10001618> *# Date : DECEMBER 201801619> *# Modeller : MXM01620> *# Company : MTE Consultants Inc.01621> *# License # : 305346601622> *#****************************************************************************|01623> *01624> --------------------------------------------------------------------------------01625> 025:0002------------------------------------------------------------------------01626> *01627> --------------------01628> | READ STORM | Filename: 25-YR MT. HOPE (A=1719.5 B=10 C=0.823)01629> | Ptotal= 73.09 mm| Comments: 25-YR MT. HOPE (A=1719.5 B=10 C=0.823)01630> --------------------01631> TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN01632> hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr01633> .17 4.422 | 1.17 42.745 | 2.17 11.847 | 3.17 5.44001634> .33 5.152 | 1.33 146.101 | 2.33 9.863 | 3.33 5.00601635> .50 6.198 | 1.50 56.322 | 2.50 8.458 | 3.50 4.63901636> .67 7.827 | 1.67 29.752 | 2.67 7.413 | 3.67 4.32601637> .83 10.708 | 1.83 19.870 | 2.83 6.605 | 3.83 4.05501638> 1.00 17.140 | 2.00 14.849 | 3.00 5.963 | 4.00 3.81801639>01640> --------------------------------------------------------------------------------01641> 025:0003------------------------------------------------------------------------01642> *01643> *#*****************************************************************************|01644> *##############################################################################|01645> *#01646> *# PROPOSED CONDITIONS HYDROLOGIC MODELING01647> *# ====================================================01648> *#01649> *##############################################################################|01650> *# CATCHMENT 101 - Existing Site draining to King Street West01651> *01652> ----------------------01653> | CALIB STANDHYD | Area (ha)= .0501654> | 01:101 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0001655> ----------------------01656> IMPERVIOUS PERVIOUS (i)01657> Surface Area (ha)= .03 .0201658> Dep. Storage (mm)= 1.00 5.0001659> Average Slope (%)= 2.00 5.0001660> Length (m)= 3.50 3.5001661> Mannings n = .015 .25001662>01663> Max.eff.Inten.(mm/hr)= 146.10 93.9201664> over (min) 1.00 2.0001665> Storage Coeff. (min)= .26 (ii) 1.53 (ii)01666> Unit Hyd. Tpeak (min)= 1.00 2.0001667> Unit Hyd. peak (cms)= 1.66 .6601668> *TOTALS*01669> PEAK FLOW (cms)= .01 .00 .017 (iii)01670> TIME TO PEAK (hrs)= 1.23 1.33 1.33301671> RUNOFF VOLUME (mm)= 72.09 39.80 60.46401672> TOTAL RAINFALL (mm)= 73.09 73.09 73.08601673> RUNOFF COEFFICIENT = .99 .54 .82701674>01675> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01676> CN* = 84.0 Ia = Dep. Storage (Above)01677> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL

01678> THAN THE STORAGE COEFFICIENT.01679> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01680>01681> --------------------------------------------------------------------------------01682> 025:0004------------------------------------------------------------------------01683> *# CATCHMENT 102 - Existing Site draining to Queen Street North01684> *01685> ----------------------01686> | CALIB STANDHYD | Area (ha)= .3601687> | 02:102 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0001688> ----------------------01689> IMPERVIOUS PERVIOUS (i)01690> Surface Area (ha)= .23 .1301691> Dep. Storage (mm)= 1.00 5.0001692> Average Slope (%)= 3.00 9.0001693> Length (m)= 10.00 15.0001694> Mannings n = .015 .25001695>01696> Max.eff.Inten.(mm/hr)= 146.10 92.2501697> over (min) 1.00 3.0001698> Storage Coeff. (min)= .43 (ii) 3.01 (ii)01699> Unit Hyd. Tpeak (min)= 1.00 3.0001700> Unit Hyd. peak (cms)= 1.53 .3701701> *TOTALS*01702> PEAK FLOW (cms)= .09 .03 .122 (iii)01703> TIME TO PEAK (hrs)= 1.28 1.33 1.33301704> RUNOFF VOLUME (mm)= 72.09 39.80 60.46401705> TOTAL RAINFALL (mm)= 73.09 73.09 73.08601706> RUNOFF COEFFICIENT = .99 .54 .82701707>01708> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01709> CN* = 84.0 Ia = Dep. Storage (Above)01710> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01711> THAN THE STORAGE COEFFICIENT.01712> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01713>01714> --------------------------------------------------------------------------------01715> 025:0005------------------------------------------------------------------------01716> *# CATCHMENT 103 - Existing Site draining to Market Street01717> *01718> ----------------------01719> | CALIB STANDHYD | Area (ha)= .3101720> | 03:103 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0001721> ----------------------01722> IMPERVIOUS PERVIOUS (i)01723> Surface Area (ha)= .20 .1101724> Dep. Storage (mm)= 1.00 5.0001725> Average Slope (%)= 3.00 4.0001726> Length (m)= 10.00 35.0001727> Mannings n = .015 .25001728>01729> Max.eff.Inten.(mm/hr)= 146.10 86.5401730> over (min) 1.00 6.0001731> Storage Coeff. (min)= .43 (ii) 6.04 (ii)01732> Unit Hyd. Tpeak (min)= 1.00 6.0001733> Unit Hyd. peak (cms)= 1.53 .1901734> *TOTALS*01735> PEAK FLOW (cms)= .08 .02 .097 (iii)01736> TIME TO PEAK (hrs)= 1.28 1.38 1.33301737> RUNOFF VOLUME (mm)= 72.09 39.80 60.46401738> TOTAL RAINFALL (mm)= 73.09 73.09 73.08601739> RUNOFF COEFFICIENT = .99 .54 .82701740>01741> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01742> CN* = 84.0 Ia = Dep. Storage (Above)01743> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01744> THAN THE STORAGE COEFFICIENT.01745> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01746>01747> --------------------------------------------------------------------------------01748> 025:0006------------------------------------------------------------------------01749> *#Total flow from Site (existing)01750> ------------------------01751> | ADD HYD (EXSITE ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01752> ------------------------ (ha) (cms) (hrs) (mm) (cms)01753> ID1 01:101 .05 .017 1.33 60.46 .00001754> +ID2 02:102 .36 .122 1.33 60.46 .00001755> +ID3 03:103 .31 .097 1.33 60.46 .00001756> ===========================================================01757> SUM 08:EXSITE .72 .237 1.33 60.46 .00001758>01759> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01760>01761> --------------------------------------------------------------------------------01762> 025:0007------------------------------------------------------------------------01763> *##############################################################################|01764> *#01765> *# PROPOSED CONDITIONS HYDROLOGIC MODELING01766> *# ====================================================01767> *#01768> *##############################################################################|01769> *# CATCHMENT 201 - Proposed Hotel Upper Roof (Controlled with FCRD's)01770> *01771> ----------------------01772> | CALIB STANDHYD | Area (ha)= .0701773> | 01:201 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0001774> ----------------------01775> IMPERVIOUS PERVIOUS (i)01776> Surface Area (ha)= .07 .0001777> Dep. Storage (mm)= 1.00 5.0001778> Average Slope (%)= 1.00 .5001779> Length (m)= 20.00 .5001780> Mannings n = .015 .25001781>01782> Max.eff.Inten.(mm/hr)= 146.10 93.9201783> over (min) 1.00 2.0001784> Storage Coeff. (min)= .91 (ii) 1.70 (ii)01785> Unit Hyd. Tpeak (min)= 1.00 2.0001786> Unit Hyd. peak (cms)= 1.13 .6201787> *TOTALS*01788> PEAK FLOW (cms)= .03 .00 .028 (iii)01789> TIME TO PEAK (hrs)= 1.33 1.33 1.33301790> RUNOFF VOLUME (mm)= 72.09 39.80 71.76301791> TOTAL RAINFALL (mm)= 73.09 73.09 73.08601792> RUNOFF COEFFICIENT = .99 .54 .98201793>01794> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01795> CN* = 84.0 Ia = Dep. Storage (Above)01796> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01797> THAN THE STORAGE COEFFICIENT.01798> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01799>01800> --------------------------------------------------------------------------------01801> 025:0008------------------------------------------------------------------------01802> *#Route CATCHMENT 201 Through FCRD01803> ---------------------01804> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01805> | IN>01:(201 ) |01806> | OUT<02:(201-SW) | ========= OUTLFOW STORAGE TABLE =========



01807> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01808> (cms) (ha.m.) | (cms) (ha.m.)01809> .000 .0000E+00 | .004 .2310E-0201810> .002 .4700E-03 | .006 .5540E-0201811>01812> ROUTING RESULTS AREA QPEAK TPEAK R.V.01813> -------------------- (ha) (cms) (hrs) (mm)01814> INFLOW >01: (201 ) .07 .028 1.333 71.76301815> OUTFLOW<02: (201-SW) .07 .004 1.717 71.76301816> OVERFLOW<03: (201-OV) .00 .000 .000 .00001817>01818> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001819> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001820> PERCENTAGE OF TIME OVERFLOWING (%)= .0001821>01822>01823> PEAK FLOW REDUCTION [Qout/Qin](%)= 14.13101824> TIME SHIFT OF PEAK FLOW (min)= 23.0001825> MAXIMUM STORAGE USED (ha.m.)=.2794E-0201826>01827> --------------------------------------------------------------------------------01828> 025:0009------------------------------------------------------------------------01829> *# CATCHMENT 202 - Proposed Student Res Roof (Controlled with FCRD's)01830> *01831> ----------------------01832> | CALIB STANDHYD | Area (ha)= .1101833> | 01:202 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0001834> ----------------------01835> IMPERVIOUS PERVIOUS (i)01836> Surface Area (ha)= .11 .0001837> Dep. Storage (mm)= 1.00 5.0001838> Average Slope (%)= 1.00 .5001839> Length (m)= 25.00 .5001840> Mannings n = .015 .25001841>01842> Max.eff.Inten.(mm/hr)= 146.10 93.9201843> over (min) 1.00 2.0001844> Storage Coeff. (min)= 1.04 (ii) 1.83 (ii)01845> Unit Hyd. Tpeak (min)= 1.00 2.0001846> Unit Hyd. peak (cms)= 1.05 .5901847> *TOTALS*01848> PEAK FLOW (cms)= .04 .00 .044 (iii)01849> TIME TO PEAK (hrs)= 1.33 1.33 1.33301850> RUNOFF VOLUME (mm)= 72.09 39.80 71.76301851> TOTAL RAINFALL (mm)= 73.09 73.09 73.08601852> RUNOFF COEFFICIENT = .99 .54 .98201853>01854> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01855> CN* = 84.0 Ia = Dep. Storage (Above)01856> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01857> THAN THE STORAGE COEFFICIENT.01858> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01859>01860> --------------------------------------------------------------------------------01861> 025:0010------------------------------------------------------------------------01862> *#Route CATCHMENT 202 Through FCRD01863> ---------------------01864> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01865> | IN>01:(202 ) |01866> | OUT<04:(202-SW) | ========= OUTLFOW STORAGE TABLE =========01867> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01868> (cms) (ha.m.) | (cms) (ha.m.)01869> .000 .0000E+00 | .005 .3880E-0201870> .002 .7700E-03 | .007 .8890E-0201871>01872> ROUTING RESULTS AREA QPEAK TPEAK R.V.01873> -------------------- (ha) (cms) (hrs) (mm)01874> INFLOW >01: (202 ) .11 .044 1.333 71.76301875> OUTFLOW<04: (202-SW) .11 .005 1.850 71.76301876> OVERFLOW<05: (202-OV) .00 .000 .000 .00001877>01878> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001879> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001880> PERCENTAGE OF TIME OVERFLOWING (%)= .0001881>01882>01883> PEAK FLOW REDUCTION [Qout/Qin](%)= 12.02201884> TIME SHIFT OF PEAK FLOW (min)= 31.0001885> MAXIMUM STORAGE USED (ha.m.)=.4659E-0201886>01887> --------------------------------------------------------------------------------01888> 025:0011------------------------------------------------------------------------01889> *# CATCHMENT 203 - Parking & LS areas & other roof areas to Tank (controlled)01890> *01891> ----------------------01892> | CALIB STANDHYD | Area (ha)= .4401893> | 01:203 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0001894> ----------------------01895> IMPERVIOUS PERVIOUS (i)01896> Surface Area (ha)= .44 .0001897> Dep. Storage (mm)= 1.00 5.0001898> Average Slope (%)= 2.00 2.0001899> Length (m)= 50.00 5.0001900> Mannings n = .015 .25001901>01902> Max.eff.Inten.(mm/hr)= 146.10 92.2501903> over (min) 1.00 3.0001904> Storage Coeff. (min)= 1.28 (ii) 3.38 (ii)01905> Unit Hyd. Tpeak (min)= 1.00 3.0001906> Unit Hyd. peak (cms)= .92 .3501907> *TOTALS*01908> PEAK FLOW (cms)= .18 .00 .178 (iii)01909> TIME TO PEAK (hrs)= 1.33 1.35 1.33301910> RUNOFF VOLUME (mm)= 72.09 39.80 71.76401911> TOTAL RAINFALL (mm)= 73.09 73.09 73.08601912> RUNOFF COEFFICIENT = .99 .54 .98201913>01914> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01915> CN* = 84.0 Ia = Dep. Storage (Above)01916> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01917> THAN THE STORAGE COEFFICIENT.01918> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01919>01920> --------------------------------------------------------------------------------01921> 025:0012------------------------------------------------------------------------01922> *#Total flow to SWM Tank01923> ------------------------01924> | ADD HYD (T-TANK ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01925> ------------------------ (ha) (cms) (hrs) (mm) (cms)01926> ID1 01:203 .44 .178 1.33 71.76 .00001927> +ID2 02:201-SWM .07 .004 1.72 71.76 .00001928> +ID3 03:201-OVF .00 .000 .00 .00 .00001929> +ID4 04:202-SWM .11 .005 1.85 71.76 .00001930> +ID5 05:202-OVF .00 .000 .00 .00 .00001931> ===========================================================01932> SUM 06:T-TANK .62 .186 1.33 71.76 .00001933>01934> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01935>

01936> --------------------------------------------------------------------------------01937> 025:0013------------------------------------------------------------------------01938> *#ROUTE CATCHMENT 201 + 202 + 203 Through ORIFICE + SWM TANK01939> ---------------------01940> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01941> | IN>06:(T-TANK) |01942> | OUT<01:(TANK-S) | ========= OUTLFOW STORAGE TABLE =========01943> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01944> (cms) (ha.m.) | (cms) (ha.m.)01945> .000 .0000E+00 | .054 .1500E-0101946> .049 .0000E+00 | .058 .1730E-0101947>01948> ROUTING RESULTS AREA QPEAK TPEAK R.V.01949> -------------------- (ha) (cms) (hrs) (mm)01950> INFLOW >06: (T-TANK) .62 .186 1.333 71.76301951> OUTFLOW<01: (TANK-S) .62 .052 1.533 71.89901952> OVERFLOW<02: (TANK-O) .00 .000 .000 .00001953>01954> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001955> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001956> PERCENTAGE OF TIME OVERFLOWING (%)= .0001957>01958>01959> PEAK FLOW REDUCTION [Qout/Qin](%)= 28.00501960> TIME SHIFT OF PEAK FLOW (min)= 12.0001961> MAXIMUM STORAGE USED (ha.m.)=.9865E-0201962>01963> --------------------------------------------------------------------------------01964> 025:0014------------------------------------------------------------------------01965> *# CATCHMENT 204A - Perimeter Drainage to King Street West (uncontrolled)01966> *01967> ----------------------01968> | CALIB STANDHYD | Area (ha)= .0401969> | 03:204A DT= 1.00 | Total Imp(%)= 60.00 Dir. Conn.(%)= 60.0001970> ----------------------01971> IMPERVIOUS PERVIOUS (i)01972> Surface Area (ha)= .02 .0201973> Dep. Storage (mm)= 1.00 5.0001974> Average Slope (%)= 5.00 2.0001975> Length (m)= 5.00 4.0001976> Mannings n = .015 .25001977>01978> Max.eff.Inten.(mm/hr)= 146.10 93.9201979> over (min) 1.00 2.0001980> Storage Coeff. (min)= .24 (ii) 2.06 (ii)01981> Unit Hyd. Tpeak (min)= 1.00 2.0001982> Unit Hyd. peak (cms)= 1.67 .5501983> *TOTALS*01984> PEAK FLOW (cms)= .01 .00 .014 (iii)01985> TIME TO PEAK (hrs)= 1.23 1.33 1.33301986> RUNOFF VOLUME (mm)= 72.09 39.80 59.17301987> TOTAL RAINFALL (mm)= 73.09 73.09 73.08601988> RUNOFF COEFFICIENT = .99 .54 .81001989>01990> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01991> CN* = 84.0 Ia = Dep. Storage (Above)01992> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01993> THAN THE STORAGE COEFFICIENT.01994> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01995>01996> --------------------------------------------------------------------------------01997> 025:0015------------------------------------------------------------------------01998> *# CATCHMENT 204B - Perimeter Drainage to Queen Street North (uncontrolled)01999> *02000> ----------------------02001> | CALIB STANDHYD | Area (ha)= .0302002> | 04:204B DT= 1.00 | Total Imp(%)= 55.00 Dir. Conn.(%)= 55.0002003> ----------------------02004> IMPERVIOUS PERVIOUS (i)02005> Surface Area (ha)= .02 .0102006> Dep. Storage (mm)= 1.00 5.0002007> Average Slope (%)= 2.00 2.0002008> Length (m)= 2.00 4.0002009> Mannings n = .015 .25002010>02011> Max.eff.Inten.(mm/hr)= 146.10 93.9202012> over (min) 1.00 2.0002013> Storage Coeff. (min)= .19 (ii) 2.00 (ii)02014> Unit Hyd. Tpeak (min)= 1.00 2.0002015> Unit Hyd. peak (cms)= 1.69 .5602016> *TOTALS*02017> PEAK FLOW (cms)= .01 .00 .010 (iii)02018> TIME TO PEAK (hrs)= 1.22 1.33 1.33302019> RUNOFF VOLUME (mm)= 72.09 39.80 57.55902020> TOTAL RAINFALL (mm)= 73.09 73.09 73.08602021> RUNOFF COEFFICIENT = .99 .54 .78802022>02023> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02024> CN* = 84.0 Ia = Dep. Storage (Above)02025> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02026> THAN THE STORAGE COEFFICIENT.02027> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02028>02029> --------------------------------------------------------------------------------02030> 025:0016------------------------------------------------------------------------02031> *# CATCHMENT 204C - Perimeter Drainage to Market Street (uncontrolled)02032> *02033> ----------------------02034> | CALIB STANDHYD | Area (ha)= .0302035> | 05:204C DT= 1.00 | Total Imp(%)= 50.00 Dir. Conn.(%)= 50.0002036> ----------------------02037> IMPERVIOUS PERVIOUS (i)02038> Surface Area (ha)= .01 .0102039> Dep. Storage (mm)= 1.00 5.0002040> Average Slope (%)= 2.00 3.0002041> Length (m)= 3.00 5.0002042> Mannings n = .015 .25002043>02044> Max.eff.Inten.(mm/hr)= 146.10 93.9202045> over (min) 1.00 2.0002046> Storage Coeff. (min)= .24 (ii) 2.08 (ii)02047> Unit Hyd. Tpeak (min)= 1.00 2.0002048> Unit Hyd. peak (cms)= 1.67 .5502049> *TOTALS*02050> PEAK FLOW (cms)= .01 .00 .010 (iii)02051> TIME TO PEAK (hrs)= 1.23 1.33 1.33302052> RUNOFF VOLUME (mm)= 72.09 39.80 55.94502053> TOTAL RAINFALL (mm)= 73.09 73.09 73.08602054> RUNOFF COEFFICIENT = .99 .54 .76502055>02056> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02057> CN* = 84.0 Ia = Dep. Storage (Above)02058> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02059> THAN THE STORAGE COEFFICIENT.02060> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02061>02062> --------------------------------------------------------------------------------02063> 025:0017------------------------------------------------------------------------02064> *#Total flow to Queen Street North (controlled + uncontrolled)



02065> ------------------------02066> | ADD HYD (Queen ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF02067> ------------------------ (ha) (cms) (hrs) (mm) (cms)02068> ID1 01:TANK-SWM .62 .052 1.53 71.90 .00002069> +ID2 02:TANK-OVF .00 .000 .00 .00 .00002070> +ID3 04:204B .03 .010 1.33 57.56 .00002071> ===========================================================02072> SUM 06:Queen .65 .061 1.33 71.24 .00002073>02074> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.02075>02076> --------------------------------------------------------------------------------02077> 025:0018------------------------------------------------------------------------02078> *#Total flow from Site (controlled + uncontrolled)02079> ------------------------02080> | ADD HYD (T-SITE ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF02081> ------------------------ (ha) (cms) (hrs) (mm) (cms)02082> ID1 03:204A .04 .014 1.33 59.17 .00002083> +ID2 05:204C .03 .010 1.33 55.94 .00002084> +ID3 06:Queen .65 .061 1.33 71.24 .00002085> ===========================================================02086> SUM 07:T-SITE .72 .085 1.33 69.93 .00002087>02088> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.02089>02090> --------------------------------------------------------------------------------02091> 025:0019------------------------------------------------------------------------02092> *#Area Check02093> ------------------------02094> | ADD HYD (CHECK ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF02095> ------------------------ (ha) (cms) (hrs) (mm) (cms)02096> ID1 07:T-SITE .72 .085 1.33 69.93 .00002097> +ID2 08:EXSITE .72 .237 1.33 60.46 .00002098> ===========================================================02099> SUM 09:CHECK 1.44 .321 1.33 65.20 .00002100>02101> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.02102>02103> --------------------------------------------------------------------------------02104> 025:0020------------------------------------------------------------------------02105> ********************************************************************************02106> * RUN REMAINING DESIGN STORMS (MOUNT HOPE 5 TO 100-YR)02107> *02108> --------------------------------------------------------------------------------02109> 025:0002------------------------------------------------------------------------02110> *02111> --------------------------------------------------------------------------------02112> 025:0002------------------------------------------------------------------------02113> *02114> --------------------------------------------------------------------------------02115> 025:0002------------------------------------------------------------------------02116> *02117> ** END OF RUN : 4902118>02119> *******************************************************************************02120>02121>02122>02123>02124>02125> --------------------02126> | START | Project dir.: Q:\43629\100\AS-OF-~1\SWM\SWMHYMO\02127> -------------------- Rainfall dir.: Q:\43629\100\AS-OF-~1\SWM\SWMHYMO\02128> TZERO = .00 hrs on 002129> METOUT= 2 (output = METRIC)02130> NRUN = 05002131> NSTORM= 102132> # 1=MTHP_050.stm02133> --------------------------------------------------------------------------------02134> 050:0002------------------------------------------------------------------------02135> *#******************************************************************************02136> *# Project Name: 354 King Project Number: 43629-10002137> *# Date : DECEMBER 201802138> *# Modeller : MXM02139> *# Company : MTE Consultants Inc.02140> *# License # : 305346602141> *#****************************************************************************|02142> *02143> --------------------------------------------------------------------------------02144> 050:0002------------------------------------------------------------------------02145> *02146> --------------------02147> | READ STORM | Filename: 50-YR MT. HOPE (A=1954.8 B=10 C=0.826)02148> | Ptotal= 81.72 mm| Comments: 50-YR MT. HOPE (A=1954.8 B=10 C=0.826)02149> --------------------02150> TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN02151> hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr02152> .17 4.881 | 1.17 47.876 | 2.17 13.160 | 3.17 6.01202153> .33 5.692 | 1.33 164.608 | 2.33 10.942 | 3.33 5.52902154> .50 6.856 | 1.50 63.166 | 2.50 9.374 | 3.50 5.12202155> .67 8.670 | 1.67 33.244 | 2.67 8.209 | 3.67 4.77402156> .83 11.887 | 1.83 22.146 | 2.83 7.309 | 3.83 4.47302157> 1.00 19.086 | 2.00 16.518 | 3.00 6.594 | 4.00 4.21002158>02159> --------------------------------------------------------------------------------02160> 050:0003------------------------------------------------------------------------02161> *02162> *#*****************************************************************************|02163> *##############################################################################|02164> *#02165> *# PROPOSED CONDITIONS HYDROLOGIC MODELING02166> *# ====================================================02167> *#02168> *##############################################################################|02169> *# CATCHMENT 101 - Existing Site draining to King Street West02170> *02171> ----------------------02172> | CALIB STANDHYD | Area (ha)= .0502173> | 01:101 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0002174> ----------------------02175> IMPERVIOUS PERVIOUS (i)02176> Surface Area (ha)= .03 .0202177> Dep. Storage (mm)= 1.00 5.0002178> Average Slope (%)= 2.00 5.0002179> Length (m)= 3.50 3.5002180> Mannings n = .015 .25002181>02182> Max.eff.Inten.(mm/hr)= 164.61 113.6102183> over (min) 1.00 1.0002184> Storage Coeff. (min)= .25 (ii) 1.43 (ii)02185> Unit Hyd. Tpeak (min)= 1.00 1.0002186> Unit Hyd. peak (cms)= 1.67 .8602187> *TOTALS*02188> PEAK FLOW (cms)= .01 .01 .020 (iii)02189> TIME TO PEAK (hrs)= 1.25 1.33 1.33302190> RUNOFF VOLUME (mm)= 80.72 47.05 68.60102191> TOTAL RAINFALL (mm)= 81.72 81.72 81.72302192> RUNOFF COEFFICIENT = .99 .58 .83902193>

02194> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02195> CN* = 84.0 Ia = Dep. Storage (Above)02196> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02197> THAN THE STORAGE COEFFICIENT.02198> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02199>02200> --------------------------------------------------------------------------------02201> 050:0004------------------------------------------------------------------------02202> *# CATCHMENT 102 - Existing Site draining to Queen Street North02203> *02204> ----------------------02205> | CALIB STANDHYD | Area (ha)= .3602206> | 02:102 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0002207> ----------------------02208> IMPERVIOUS PERVIOUS (i)02209> Surface Area (ha)= .23 .1302210> Dep. Storage (mm)= 1.00 5.0002211> Average Slope (%)= 3.00 9.0002212> Length (m)= 10.00 15.0002213> Mannings n = .015 .25002214>02215> Max.eff.Inten.(mm/hr)= 164.61 110.1202216> over (min) 1.00 3.0002217> Storage Coeff. (min)= .41 (ii) 2.81 (ii)02218> Unit Hyd. Tpeak (min)= 1.00 3.0002219> Unit Hyd. peak (cms)= 1.55 .3902220> *TOTALS*02221> PEAK FLOW (cms)= .11 .03 .140 (iii)02222> TIME TO PEAK (hrs)= 1.28 1.33 1.33302223> RUNOFF VOLUME (mm)= 80.72 47.05 68.60202224> TOTAL RAINFALL (mm)= 81.72 81.72 81.72302225> RUNOFF COEFFICIENT = .99 .58 .83902226>02227> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02228> CN* = 84.0 Ia = Dep. Storage (Above)02229> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02230> THAN THE STORAGE COEFFICIENT.02231> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02232>02233> --------------------------------------------------------------------------------02234> 050:0005------------------------------------------------------------------------02235> *# CATCHMENT 103 - Existing Site draining to Market Street02236> *02237> ----------------------02238> | CALIB STANDHYD | Area (ha)= .3102239> | 03:103 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0002240> ----------------------02241> IMPERVIOUS PERVIOUS (i)02242> Surface Area (ha)= .20 .1102243> Dep. Storage (mm)= 1.00 5.0002244> Average Slope (%)= 3.00 4.0002245> Length (m)= 10.00 35.0002246> Mannings n = .015 .25002247>02248> Max.eff.Inten.(mm/hr)= 164.61 103.8802249> over (min) 1.00 6.0002250> Storage Coeff. (min)= .41 (ii) 5.62 (ii)02251> Unit Hyd. Tpeak (min)= 1.00 6.0002252> Unit Hyd. peak (cms)= 1.55 .2002253> *TOTALS*02254> PEAK FLOW (cms)= .09 .02 .112 (iii)02255> TIME TO PEAK (hrs)= 1.28 1.38 1.33302256> RUNOFF VOLUME (mm)= 80.72 47.05 68.60202257> TOTAL RAINFALL (mm)= 81.72 81.72 81.72302258> RUNOFF COEFFICIENT = .99 .58 .83902259>02260> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02261> CN* = 84.0 Ia = Dep. Storage (Above)02262> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02263> THAN THE STORAGE COEFFICIENT.02264> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02265>02266> --------------------------------------------------------------------------------02267> 050:0006------------------------------------------------------------------------02268> *#Total flow from Site (existing)02269> ------------------------02270> | ADD HYD (EXSITE ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF02271> ------------------------ (ha) (cms) (hrs) (mm) (cms)02272> ID1 01:101 .05 .020 1.33 68.60 .00002273> +ID2 02:102 .36 .140 1.33 68.60 .00002274> +ID3 03:103 .31 .112 1.33 68.60 .00002275> ===========================================================02276> SUM 08:EXSITE .72 .272 1.33 68.60 .00002277>02278> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.02279>02280> --------------------------------------------------------------------------------02281> 050:0007------------------------------------------------------------------------02282> *##############################################################################|02283> *#02284> *# PROPOSED CONDITIONS HYDROLOGIC MODELING02285> *# ====================================================02286> *#02287> *##############################################################################|02288> *# CATCHMENT 201 - Proposed Hotel Upper Roof (Controlled with FCRD's)02289> *02290> ----------------------02291> | CALIB STANDHYD | Area (ha)= .0702292> | 01:201 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0002293> ----------------------02294> IMPERVIOUS PERVIOUS (i)02295> Surface Area (ha)= .07 .0002296> Dep. Storage (mm)= 1.00 5.0002297> Average Slope (%)= 1.00 .5002298> Length (m)= 20.00 .5002299> Mannings n = .015 .25002300>02301> Max.eff.Inten.(mm/hr)= 164.61 111.9202302> over (min) 1.00 2.0002303> Storage Coeff. (min)= .87 (ii) 1.61 (ii)02304> Unit Hyd. Tpeak (min)= 1.00 2.0002305> Unit Hyd. peak (cms)= 1.16 .6402306> *TOTALS*02307> PEAK FLOW (cms)= .03 .00 .032 (iii)02308> TIME TO PEAK (hrs)= 1.33 1.33 1.33302309> RUNOFF VOLUME (mm)= 80.72 47.05 80.38602310> TOTAL RAINFALL (mm)= 81.72 81.72 81.72302311> RUNOFF COEFFICIENT = .99 .58 .98402312>02313> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02314> CN* = 84.0 Ia = Dep. Storage (Above)02315> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02316> THAN THE STORAGE COEFFICIENT.02317> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02318>02319> --------------------------------------------------------------------------------02320> 050:0008------------------------------------------------------------------------02321> *#Route CATCHMENT 201 Through FCRD02322> ---------------------



02323> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.02324> | IN>01:(201 ) |02325> | OUT<02:(201-SW) | ========= OUTLFOW STORAGE TABLE =========02326> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE02327> (cms) (ha.m.) | (cms) (ha.m.)02328> .000 .0000E+00 | .004 .2310E-0202329> .002 .4700E-03 | .006 .5540E-0202330>02331> ROUTING RESULTS AREA QPEAK TPEAK R.V.02332> -------------------- (ha) (cms) (hrs) (mm)02333> INFLOW >01: (201 ) .07 .032 1.333 80.38602334> OUTFLOW<02: (201-SW) .07 .004 1.833 80.38602335> OVERFLOW<03: (201-OV) .00 .000 .000 .00002336>02337> TOTAL NUMBER OF SIMULATED OVERFLOWS = 002338> CUMULATIVE TIME OF OVERFLOWS (hours)= .0002339> PERCENTAGE OF TIME OVERFLOWING (%)= .0002340>02341>02342> PEAK FLOW REDUCTION [Qout/Qin](%)= 13.26202343> TIME SHIFT OF PEAK FLOW (min)= 30.0002344> MAXIMUM STORAGE USED (ha.m.)=.3196E-0202345>02346> --------------------------------------------------------------------------------02347> 050:0009------------------------------------------------------------------------02348> *# CATCHMENT 202 - Proposed Student Res Roof (Controlled with FCRD's)02349> *02350> ----------------------02351> | CALIB STANDHYD | Area (ha)= .1102352> | 01:202 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0002353> ----------------------02354> IMPERVIOUS PERVIOUS (i)02355> Surface Area (ha)= .11 .0002356> Dep. Storage (mm)= 1.00 5.0002357> Average Slope (%)= 1.00 .5002358> Length (m)= 25.00 .5002359> Mannings n = .015 .25002360>02361> Max.eff.Inten.(mm/hr)= 164.61 111.9202362> over (min) 1.00 2.0002363> Storage Coeff. (min)= .99 (ii) 1.73 (ii)02364> Unit Hyd. Tpeak (min)= 1.00 2.0002365> Unit Hyd. peak (cms)= 1.08 .6102366> *TOTALS*02367> PEAK FLOW (cms)= .05 .00 .050 (iii)02368> TIME TO PEAK (hrs)= 1.33 1.33 1.33302369> RUNOFF VOLUME (mm)= 80.72 47.05 80.38602370> TOTAL RAINFALL (mm)= 81.72 81.72 81.72302371> RUNOFF COEFFICIENT = .99 .58 .98402372>02373> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02374> CN* = 84.0 Ia = Dep. Storage (Above)02375> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02376> THAN THE STORAGE COEFFICIENT.02377> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02378>02379> --------------------------------------------------------------------------------02380> 050:0010------------------------------------------------------------------------02381> *#Route CATCHMENT 202 Through FCRD02382> ---------------------02383> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.02384> | IN>01:(202 ) |02385> | OUT<04:(202-SW) | ========= OUTLFOW STORAGE TABLE =========02386> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE02387> (cms) (ha.m.) | (cms) (ha.m.)02388> .000 .0000E+00 | .005 .3880E-0202389> .002 .7700E-03 | .007 .8890E-0202390>02391> ROUTING RESULTS AREA QPEAK TPEAK R.V.02392> -------------------- (ha) (cms) (hrs) (mm)02393> INFLOW >01: (202 ) .11 .050 1.333 80.38602394> OUTFLOW<04: (202-SW) .11 .006 1.850 80.38602395> OVERFLOW<05: (202-OV) .00 .000 .000 .00002396>02397> TOTAL NUMBER OF SIMULATED OVERFLOWS = 002398> CUMULATIVE TIME OF OVERFLOWS (hours)= .0002399> PERCENTAGE OF TIME OVERFLOWING (%)= .0002400>02401>02402> PEAK FLOW REDUCTION [Qout/Qin](%)= 11.31502403> TIME SHIFT OF PEAK FLOW (min)= 31.0002404> MAXIMUM STORAGE USED (ha.m.)=.5316E-0202405>02406> --------------------------------------------------------------------------------02407> 050:0011------------------------------------------------------------------------02408> *# CATCHMENT 203 - Parking & LS areas & other roof areas to Tank (controlled)02409> *02410> ----------------------02411> | CALIB STANDHYD | Area (ha)= .4402412> | 01:203 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0002413> ----------------------02414> IMPERVIOUS PERVIOUS (i)02415> Surface Area (ha)= .44 .0002416> Dep. Storage (mm)= 1.00 5.0002417> Average Slope (%)= 2.00 2.0002418> Length (m)= 50.00 5.0002419> Mannings n = .015 .25002420>02421> Max.eff.Inten.(mm/hr)= 164.61 110.1202422> over (min) 1.00 3.0002423> Storage Coeff. (min)= 1.22 (ii) 3.17 (ii)02424> Unit Hyd. Tpeak (min)= 1.00 3.0002425> Unit Hyd. peak (cms)= .95 .3602426> *TOTALS*02427> PEAK FLOW (cms)= .20 .00 .200 (iii)02428> TIME TO PEAK (hrs)= 1.33 1.33 1.33302429> RUNOFF VOLUME (mm)= 80.72 47.05 80.38602430> TOTAL RAINFALL (mm)= 81.72 81.72 81.72302431> RUNOFF COEFFICIENT = .99 .58 .98402432>02433> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02434> CN* = 84.0 Ia = Dep. Storage (Above)02435> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02436> THAN THE STORAGE COEFFICIENT.02437> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02438>02439> --------------------------------------------------------------------------------02440> 050:0012------------------------------------------------------------------------02441> *#Total flow to SWM Tank02442> ------------------------02443> | ADD HYD (T-TANK ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF02444> ------------------------ (ha) (cms) (hrs) (mm) (cms)02445> ID1 01:203 .44 .200 1.33 80.39 .00002446> +ID2 02:201-SWM .07 .004 1.83 80.39 .00002447> +ID3 03:201-OVF .00 .000 .00 .00 .00002448> +ID4 04:202-SWM .11 .006 1.85 80.39 .00002449> +ID5 05:202-OVF .00 .000 .00 .00 .00002450> ===========================================================02451> SUM 06:T-TANK .62 .209 1.33 80.39 .000

02452>02453> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.02454>02455> --------------------------------------------------------------------------------02456> 050:0013------------------------------------------------------------------------02457> *#ROUTE CATCHMENT 201 + 202 + 203 Through ORIFICE + SWM TANK02458> ---------------------02459> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.02460> | IN>06:(T-TANK) |02461> | OUT<01:(TANK-S) | ========= OUTLFOW STORAGE TABLE =========02462> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE02463> (cms) (ha.m.) | (cms) (ha.m.)02464> .000 .0000E+00 | .054 .1500E-0102465> .049 .0000E+00 | .058 .1730E-0102466>02467> ROUTING RESULTS AREA QPEAK TPEAK R.V.02468> -------------------- (ha) (cms) (hrs) (mm)02469> INFLOW >06: (T-TANK) .62 .209 1.333 80.38602470> OUTFLOW<01: (TANK-S) .62 .053 1.550 80.39102471> OVERFLOW<02: (TANK-O) .00 .000 .000 .00002472>02473> TOTAL NUMBER OF SIMULATED OVERFLOWS = 002474> CUMULATIVE TIME OF OVERFLOWS (hours)= .0002475> PERCENTAGE OF TIME OVERFLOWING (%)= .0002476>02477>02478> PEAK FLOW REDUCTION [Qout/Qin](%)= 25.22402479> TIME SHIFT OF PEAK FLOW (min)= 13.0002480> MAXIMUM STORAGE USED (ha.m.)=.1213E-0102481>02482> --------------------------------------------------------------------------------02483> 050:0014------------------------------------------------------------------------02484> *# CATCHMENT 204A - Perimeter Drainage to King Street West (uncontrolled)02485> *02486> ----------------------02487> | CALIB STANDHYD | Area (ha)= .0402488> | 03:204A DT= 1.00 | Total Imp(%)= 60.00 Dir. Conn.(%)= 60.0002489> ----------------------02490> IMPERVIOUS PERVIOUS (i)02491> Surface Area (ha)= .02 .0202492> Dep. Storage (mm)= 1.00 5.0002493> Average Slope (%)= 5.00 2.0002494> Length (m)= 5.00 4.0002495> Mannings n = .015 .25002496>02497> Max.eff.Inten.(mm/hr)= 164.61 111.9202498> over (min) 1.00 2.0002499> Storage Coeff. (min)= .23 (ii) 1.93 (ii)02500> Unit Hyd. Tpeak (min)= 1.00 2.0002501> Unit Hyd. peak (cms)= 1.68 .5702502> *TOTALS*02503> PEAK FLOW (cms)= .01 .00 .016 (iii)02504> TIME TO PEAK (hrs)= 1.27 1.33 1.33302505> RUNOFF VOLUME (mm)= 80.72 47.05 67.25502506> TOTAL RAINFALL (mm)= 81.72 81.72 81.72302507> RUNOFF COEFFICIENT = .99 .58 .82302508>02509> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02510> CN* = 84.0 Ia = Dep. Storage (Above)02511> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02512> THAN THE STORAGE COEFFICIENT.02513> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02514>02515> --------------------------------------------------------------------------------02516> 050:0015------------------------------------------------------------------------02517> *# CATCHMENT 204B - Perimeter Drainage to Queen Street North (uncontrolled)02518> *02519> ----------------------02520> | CALIB STANDHYD | Area (ha)= .0302521> | 04:204B DT= 1.00 | Total Imp(%)= 55.00 Dir. Conn.(%)= 55.0002522> ----------------------02523> IMPERVIOUS PERVIOUS (i)02524> Surface Area (ha)= .02 .0102525> Dep. Storage (mm)= 1.00 5.0002526> Average Slope (%)= 2.00 2.0002527> Length (m)= 2.00 4.0002528> Mannings n = .015 .25002529>02530> Max.eff.Inten.(mm/hr)= 164.61 111.9202531> over (min) 1.00 2.0002532> Storage Coeff. (min)= .18 (ii) 1.87 (ii)02533> Unit Hyd. Tpeak (min)= 1.00 2.0002534> Unit Hyd. peak (cms)= 1.69 .5802535> *TOTALS*02536> PEAK FLOW (cms)= .01 .00 .011 (iii)02537> TIME TO PEAK (hrs)= 1.22 1.33 1.33302538> RUNOFF VOLUME (mm)= 80.72 47.05 65.57102539> TOTAL RAINFALL (mm)= 81.72 81.72 81.72302540> RUNOFF COEFFICIENT = .99 .58 .80202541>02542> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02543> CN* = 84.0 Ia = Dep. Storage (Above)02544> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02545> THAN THE STORAGE COEFFICIENT.02546> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02547>02548> --------------------------------------------------------------------------------02549> 050:0016------------------------------------------------------------------------02550> *# CATCHMENT 204C - Perimeter Drainage to Market Street (uncontrolled)02551> *02552> ----------------------02553> | CALIB STANDHYD | Area (ha)= .0302554> | 05:204C DT= 1.00 | Total Imp(%)= 50.00 Dir. Conn.(%)= 50.0002555> ----------------------02556> IMPERVIOUS PERVIOUS (i)02557> Surface Area (ha)= .01 .0102558> Dep. Storage (mm)= 1.00 5.0002559> Average Slope (%)= 2.00 3.0002560> Length (m)= 3.00 5.0002561> Mannings n = .015 .25002562>02563> Max.eff.Inten.(mm/hr)= 164.61 111.9202564> over (min) 1.00 2.0002565> Storage Coeff. (min)= .23 (ii) 1.94 (ii)02566> Unit Hyd. Tpeak (min)= 1.00 2.0002567> Unit Hyd. peak (cms)= 1.68 .5702568> *TOTALS*02569> PEAK FLOW (cms)= .01 .00 .011 (iii)02570> TIME TO PEAK (hrs)= 1.25 1.33 1.33302571> RUNOFF VOLUME (mm)= 80.72 47.05 63.88802572> TOTAL RAINFALL (mm)= 81.72 81.72 81.72302573> RUNOFF COEFFICIENT = .99 .58 .78202574>02575> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02576> CN* = 84.0 Ia = Dep. Storage (Above)02577> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02578> THAN THE STORAGE COEFFICIENT.02579> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02580>



02581> --------------------------------------------------------------------------------02582> 050:0017------------------------------------------------------------------------02583> *#Total flow to Queen Street North (controlled + uncontrolled)02584> ------------------------02585> | ADD HYD (Queen ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF02586> ------------------------ (ha) (cms) (hrs) (mm) (cms)02587> ID1 01:TANK-SWM .62 .053 1.55 80.39 .00002588> +ID2 02:TANK-OVF .00 .000 .00 .00 .00002589> +ID3 04:204B .03 .011 1.33 65.57 .00002590> ===========================================================02591> SUM 06:Queen .65 .063 1.33 79.71 .00002592>02593> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.02594>02595> --------------------------------------------------------------------------------02596> 050:0018------------------------------------------------------------------------02597> *#Total flow from Site (controlled + uncontrolled)02598> ------------------------02599> | ADD HYD (T-SITE ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF02600> ------------------------ (ha) (cms) (hrs) (mm) (cms)02601> ID1 03:204A .04 .016 1.33 67.25 .00002602> +ID2 05:204C .03 .011 1.33 63.89 .00002603> +ID3 06:Queen .65 .063 1.33 79.71 .00002604> ===========================================================02605> SUM 07:T-SITE .72 .090 1.33 78.36 .00002606>02607> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.02608>02609> --------------------------------------------------------------------------------02610> 050:0019------------------------------------------------------------------------02611> *#Area Check02612> ------------------------02613> | ADD HYD (CHECK ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF02614> ------------------------ (ha) (cms) (hrs) (mm) (cms)02615> ID1 07:T-SITE .72 .090 1.33 78.36 .00002616> +ID2 08:EXSITE .72 .272 1.33 68.60 .00002617> ===========================================================02618> SUM 09:CHECK 1.44 .362 1.33 73.48 .00002619>02620> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.02621>02622> --------------------------------------------------------------------------------02623> 050:0020------------------------------------------------------------------------02624> ********************************************************************************02625> * RUN REMAINING DESIGN STORMS (MOUNT HOPE 5 TO 100-YR)02626> *02627> --------------------------------------------------------------------------------02628> 050:0002------------------------------------------------------------------------02629> *02630> --------------------------------------------------------------------------------02631> 050:0002------------------------------------------------------------------------02632> *02633> --------------------------------------------------------------------------------02634> 050:0002------------------------------------------------------------------------02635> *02636> --------------------------------------------------------------------------------02637> 050:0002------------------------------------------------------------------------02638> *02639> ** END OF RUN : 9902640>02641> *******************************************************************************02642>02643>02644>02645>02646>02647> --------------------02648> | START | Project dir.: Q:\43629\100\AS-OF-~1\SWM\SWMHYMO\02649> -------------------- Rainfall dir.: Q:\43629\100\AS-OF-~1\SWM\SWMHYMO\02650> TZERO = .00 hrs on 002651> METOUT= 2 (output = METRIC)02652> NRUN = 10002653> NSTORM= 102654> # 1=MTHP_100.stm02655> --------------------------------------------------------------------------------02656> 100:0002------------------------------------------------------------------------02657> *#******************************************************************************02658> *# Project Name: 354 King Project Number: 43629-10002659> *# Date : DECEMBER 201802660> *# Modeller : MXM02661> *# Company : MTE Consultants Inc.02662> *# License # : 305346602663> *#****************************************************************************|02664> *02665> --------------------------------------------------------------------------------02666> 100:0002------------------------------------------------------------------------02667> *02668> --------------------02669> | READ STORM | Filename: 100-YR MT. HOPE (A=2317.4 B=11 C=0.836)02670> | Ptotal= 91.37 mm| Comments: 100-YR MT. HOPE (A=2317.4 B=11 C=0.836)02671> --------------------02672> TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN02673> hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr02674> .17 5.311 | 1.17 54.599 | 2.17 14.754 | 3.17 6.58402675> .33 6.222 | 1.33 181.813 | 2.33 12.204 | 3.33 6.04002676> .50 7.538 | 1.50 72.007 | 2.50 10.407 | 3.50 5.58202677> .67 9.603 | 1.67 37.943 | 2.67 9.076 | 3.67 5.19102678> .83 13.290 | 1.83 25.134 | 2.83 8.053 | 3.83 4.85502679> 1.00 21.597 | 2.00 18.629 | 3.00 7.242 | 4.00 4.56102680>02681> --------------------------------------------------------------------------------02682> 100:0003------------------------------------------------------------------------02683> *02684> *#*****************************************************************************|02685> *##############################################################################|02686> *#02687> *# PROPOSED CONDITIONS HYDROLOGIC MODELING02688> *# ====================================================02689> *#02690> *##############################################################################|02691> *# CATCHMENT 101 - Existing Site draining to King Street West02692> *02693> ----------------------02694> | CALIB STANDHYD | Area (ha)= .0502695> | 01:101 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0002696> ----------------------02697> IMPERVIOUS PERVIOUS (i)02698> Surface Area (ha)= .03 .0202699> Dep. Storage (mm)= 1.00 5.0002700> Average Slope (%)= 2.00 5.0002701> Length (m)= 3.50 3.5002702> Mannings n = .015 .25002703>02704> Max.eff.Inten.(mm/hr)= 181.81 131.3702705> over (min) 1.00 1.0002706> Storage Coeff. (min)= .24 (ii) 1.35 (ii)02707> Unit Hyd. Tpeak (min)= 1.00 1.0002708> Unit Hyd. peak (cms)= 1.67 .8902709> *TOTALS*

02710> PEAK FLOW (cms)= .02 .01 .023 (iii)02711> TIME TO PEAK (hrs)= 1.23 1.33 1.33302712> RUNOFF VOLUME (mm)= 90.37 55.36 77.76802713> TOTAL RAINFALL (mm)= 91.37 91.37 91.37202714> RUNOFF COEFFICIENT = .99 .61 .85102715>02716> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02717> CN* = 84.0 Ia = Dep. Storage (Above)02718> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02719> THAN THE STORAGE COEFFICIENT.02720> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02721>02722> --------------------------------------------------------------------------------02723> 100:0004------------------------------------------------------------------------02724> *# CATCHMENT 102 - Existing Site draining to Queen Street North02725> *02726> ----------------------02727> | CALIB STANDHYD | Area (ha)= .3602728> | 02:102 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0002729> ----------------------02730> IMPERVIOUS PERVIOUS (i)02731> Surface Area (ha)= .23 .1302732> Dep. Storage (mm)= 1.00 5.0002733> Average Slope (%)= 3.00 9.0002734> Length (m)= 10.00 15.0002735> Mannings n = .015 .25002736>02737> Max.eff.Inten.(mm/hr)= 181.81 127.7402738> over (min) 1.00 3.0002739> Storage Coeff. (min)= .40 (ii) 2.66 (ii)02740> Unit Hyd. Tpeak (min)= 1.00 3.0002741> Unit Hyd. peak (cms)= 1.56 .4102742> *TOTALS*02743> PEAK FLOW (cms)= .12 .04 .158 (iii)02744> TIME TO PEAK (hrs)= 1.28 1.33 1.33302745> RUNOFF VOLUME (mm)= 90.37 55.36 77.76902746> TOTAL RAINFALL (mm)= 91.37 91.37 91.37202747> RUNOFF COEFFICIENT = .99 .61 .85102748>02749> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02750> CN* = 84.0 Ia = Dep. Storage (Above)02751> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02752> THAN THE STORAGE COEFFICIENT.02753> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02754>02755> --------------------------------------------------------------------------------02756> 100:0005------------------------------------------------------------------------02757> *# CATCHMENT 103 - Existing Site draining to Market Street02758> *02759> ----------------------02760> | CALIB STANDHYD | Area (ha)= .3102761> | 03:103 DT= 1.00 | Total Imp(%)= 64.00 Dir. Conn.(%)= 64.0002762> ----------------------02763> IMPERVIOUS PERVIOUS (i)02764> Surface Area (ha)= .20 .1102765> Dep. Storage (mm)= 1.00 5.0002766> Average Slope (%)= 3.00 4.0002767> Length (m)= 10.00 35.0002768> Mannings n = .015 .25002769>02770> Max.eff.Inten.(mm/hr)= 181.81 123.5502771> over (min) 1.00 5.0002772> Storage Coeff. (min)= .40 (ii) 5.26 (ii)02773> Unit Hyd. Tpeak (min)= 1.00 5.0002774> Unit Hyd. peak (cms)= 1.56 .2202775> *TOTALS*02776> PEAK FLOW (cms)= .10 .03 .127 (iii)02777> TIME TO PEAK (hrs)= 1.27 1.37 1.33302778> RUNOFF VOLUME (mm)= 90.37 55.36 77.76802779> TOTAL RAINFALL (mm)= 91.37 91.37 91.37202780> RUNOFF COEFFICIENT = .99 .61 .85102781>02782> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02783> CN* = 84.0 Ia = Dep. Storage (Above)02784> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02785> THAN THE STORAGE COEFFICIENT.02786> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02787>02788> --------------------------------------------------------------------------------02789> 100:0006------------------------------------------------------------------------02790> *#Total flow from Site (existing)02791> ------------------------02792> | ADD HYD (EXSITE ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF02793> ------------------------ (ha) (cms) (hrs) (mm) (cms)02794> ID1 01:101 .05 .023 1.33 77.77 .00002795> +ID2 02:102 .36 .158 1.33 77.77 .00002796> +ID3 03:103 .31 .127 1.33 77.77 .00002797> ===========================================================02798> SUM 08:EXSITE .72 .308 1.33 77.77 .00002799>02800> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.02801>02802> --------------------------------------------------------------------------------02803> 100:0007------------------------------------------------------------------------02804> *##############################################################################|02805> *#02806> *# PROPOSED CONDITIONS HYDROLOGIC MODELING02807> *# ====================================================02808> *#02809> *##############################################################################|02810> *# CATCHMENT 201 - Proposed Hotel Upper Roof (Controlled with FCRD's)02811> *02812> ----------------------02813> | CALIB STANDHYD | Area (ha)= .0702814> | 01:201 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0002815> ----------------------02816> IMPERVIOUS PERVIOUS (i)02817> Surface Area (ha)= .07 .0002818> Dep. Storage (mm)= 1.00 5.0002819> Average Slope (%)= 1.00 .5002820> Length (m)= 20.00 .5002821> Mannings n = .015 .25002822>02823> Max.eff.Inten.(mm/hr)= 181.81 129.6202824> over (min) 1.00 2.0002825> Storage Coeff. (min)= .83 (ii) 1.53 (ii)02826> Unit Hyd. Tpeak (min)= 1.00 2.0002827> Unit Hyd. peak (cms)= 1.19 .6602828> *TOTALS*02829> PEAK FLOW (cms)= .03 .00 .035 (iii)02830> TIME TO PEAK (hrs)= 1.33 1.33 1.33302831> RUNOFF VOLUME (mm)= 90.37 55.36 90.02202832> TOTAL RAINFALL (mm)= 91.37 91.37 91.37202833> RUNOFF COEFFICIENT = .99 .61 .98502834>02835> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02836> CN* = 84.0 Ia = Dep. Storage (Above)02837> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02838> THAN THE STORAGE COEFFICIENT.



02839> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02840>02841> --------------------------------------------------------------------------------02842> 100:0008------------------------------------------------------------------------02843> *#Route CATCHMENT 201 Through FCRD02844> ---------------------02845> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.02846> | IN>01:(201 ) |02847> | OUT<02:(201-SW) | ========= OUTLFOW STORAGE TABLE =========02848> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE02849> (cms) (ha.m.) | (cms) (ha.m.)02850> .000 .0000E+00 | .004 .2310E-0202851> .002 .4700E-03 | .006 .5540E-0202852>02853> ROUTING RESULTS AREA QPEAK TPEAK R.V.02854> -------------------- (ha) (cms) (hrs) (mm)02855> INFLOW >01: (201 ) .07 .035 1.333 90.02202856> OUTFLOW<02: (201-SW) .07 .004 1.833 90.02202857> OVERFLOW<03: (201-OV) .00 .000 .000 .00002858>02859> TOTAL NUMBER OF SIMULATED OVERFLOWS = 002860> CUMULATIVE TIME OF OVERFLOWS (hours)= .0002861> PERCENTAGE OF TIME OVERFLOWING (%)= .0002862>02863>02864> PEAK FLOW REDUCTION [Qout/Qin](%)= 12.75402865> TIME SHIFT OF PEAK FLOW (min)= 30.0002866> MAXIMUM STORAGE USED (ha.m.)=.3657E-0202867>02868> --------------------------------------------------------------------------------02869> 100:0009------------------------------------------------------------------------02870> *# CATCHMENT 202 - Proposed Student Res Roof (Controlled with FCRD's)02871> *02872> ----------------------02873> | CALIB STANDHYD | Area (ha)= .1102874> | 01:202 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0002875> ----------------------02876> IMPERVIOUS PERVIOUS (i)02877> Surface Area (ha)= .11 .0002878> Dep. Storage (mm)= 1.00 5.0002879> Average Slope (%)= 1.00 .5002880> Length (m)= 25.00 .5002881> Mannings n = .015 .25002882>02883> Max.eff.Inten.(mm/hr)= 181.81 129.6202884> over (min) 1.00 2.0002885> Storage Coeff. (min)= .95 (ii) 1.65 (ii)02886> Unit Hyd. Tpeak (min)= 1.00 2.0002887> Unit Hyd. peak (cms)= 1.10 .6302888> *TOTALS*02889> PEAK FLOW (cms)= .05 .00 .055 (iii)02890> TIME TO PEAK (hrs)= 1.33 1.33 1.33302891> RUNOFF VOLUME (mm)= 90.37 55.36 90.02202892> TOTAL RAINFALL (mm)= 91.37 91.37 91.37202893> RUNOFF COEFFICIENT = .99 .61 .98502894>02895> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02896> CN* = 84.0 Ia = Dep. Storage (Above)02897> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02898> THAN THE STORAGE COEFFICIENT.02899> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02900>02901> --------------------------------------------------------------------------------02902> 100:0010------------------------------------------------------------------------02903> *#Route CATCHMENT 202 Through FCRD02904> ---------------------02905> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.02906> | IN>01:(202 ) |02907> | OUT<04:(202-SW) | ========= OUTLFOW STORAGE TABLE =========02908> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE02909> (cms) (ha.m.) | (cms) (ha.m.)02910> .000 .0000E+00 | .005 .3880E-0202911> .002 .7700E-03 | .007 .8890E-0202912>02913> ROUTING RESULTS AREA QPEAK TPEAK R.V.02914> -------------------- (ha) (cms) (hrs) (mm)02915> INFLOW >01: (202 ) .11 .055 1.333 90.02202916> OUTFLOW<04: (202-SW) .11 .006 1.867 90.02202917> OVERFLOW<05: (202-OV) .00 .000 .000 .00002918>02919> TOTAL NUMBER OF SIMULATED OVERFLOWS = 002920> CUMULATIVE TIME OF OVERFLOWS (hours)= .0002921> PERCENTAGE OF TIME OVERFLOWING (%)= .0002922>02923>02924> PEAK FLOW REDUCTION [Qout/Qin](%)= 10.90602925> TIME SHIFT OF PEAK FLOW (min)= 32.0002926> MAXIMUM STORAGE USED (ha.m.)=.6061E-0202927>02928> --------------------------------------------------------------------------------02929> 100:0011------------------------------------------------------------------------02930> *# CATCHMENT 203 - Parking & LS areas & other roof areas to Tank (controlled)02931> *02932> ----------------------02933> | CALIB STANDHYD | Area (ha)= .4402934> | 01:203 DT= 1.00 | Total Imp(%)= 99.00 Dir. Conn.(%)= 99.0002935> ----------------------02936> IMPERVIOUS PERVIOUS (i)02937> Surface Area (ha)= .44 .0002938> Dep. Storage (mm)= 1.00 5.0002939> Average Slope (%)= 2.00 2.0002940> Length (m)= 50.00 5.0002941> Mannings n = .015 .25002942>02943> Max.eff.Inten.(mm/hr)= 181.81 127.7402944> over (min) 1.00 3.0002945> Storage Coeff. (min)= 1.17 (ii) 3.01 (ii)02946> Unit Hyd. Tpeak (min)= 1.00 3.0002947> Unit Hyd. peak (cms)= .97 .3702948> *TOTALS*02949> PEAK FLOW (cms)= .22 .00 .221 (iii)02950> TIME TO PEAK (hrs)= 1.33 1.33 1.33302951> RUNOFF VOLUME (mm)= 90.37 55.36 90.02202952> TOTAL RAINFALL (mm)= 91.37 91.37 91.37202953> RUNOFF COEFFICIENT = .99 .61 .98502954>02955> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:02956> CN* = 84.0 Ia = Dep. Storage (Above)02957> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL02958> THAN THE STORAGE COEFFICIENT.02959> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.02960>02961> --------------------------------------------------------------------------------02962> 100:0012------------------------------------------------------------------------02963> *#Total flow to SWM Tank02964> ------------------------02965> | ADD HYD (T-TANK ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF02966> ------------------------ (ha) (cms) (hrs) (mm) (cms)02967> ID1 01:203 .44 .221 1.33 90.02 .000

02968> +ID2 02:201-SWM .07 .004 1.83 90.02 .00002969> +ID3 03:201-OVF .00 .000 .00 .00 .00002970> +ID4 04:202-SWM .11 .006 1.87 90.02 .00002971> +ID5 05:202-OVF .00 .000 .00 .00 .00002972> ===========================================================02973> SUM 06:T-TANK .62 .230 1.33 90.02 .00002974>02975> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.02976>02977> --------------------------------------------------------------------------------02978> 100:0013------------------------------------------------------------------------02979> *#ROUTE CATCHMENT 201 + 202 + 203 Through ORIFICE + SWM TANK02980> ---------------------02981> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.02982> | IN>06:(T-TANK) |02983> | OUT<01:(TANK-S) | ========= OUTLFOW STORAGE TABLE =========02984> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE02985> (cms) (ha.m.) | (cms) (ha.m.)02986> .000 .0000E+00 | .054 .1500E-0102987> .049 .0000E+00 | .058 .1730E-0102988>02989> ROUTING RESULTS AREA QPEAK TPEAK R.V.02990> -------------------- (ha) (cms) (hrs) (mm)02991> INFLOW >06: (T-TANK) .62 .230 1.333 90.02202992> OUTFLOW<01: (TANK-S) .62 .054 1.667 90.12602993> OVERFLOW<02: (TANK-O) .00 .000 .000 .00002994>02995> TOTAL NUMBER OF SIMULATED OVERFLOWS = 002996> CUMULATIVE TIME OF OVERFLOWS (hours)= .0002997> PERCENTAGE OF TIME OVERFLOWING (%)= .0002998>02999>03000> PEAK FLOW REDUCTION [Qout/Qin](%)= 23.22503001> TIME SHIFT OF PEAK FLOW (min)= 20.0003002> MAXIMUM STORAGE USED (ha.m.)=.1476E-0103003>03004> --------------------------------------------------------------------------------03005> 100:0014------------------------------------------------------------------------03006> *# CATCHMENT 204A - Perimeter Drainage to King Street West (uncontrolled)03007> *03008> ----------------------03009> | CALIB STANDHYD | Area (ha)= .0403010> | 03:204A DT= 1.00 | Total Imp(%)= 60.00 Dir. Conn.(%)= 60.0003011> ----------------------03012> IMPERVIOUS PERVIOUS (i)03013> Surface Area (ha)= .02 .0203014> Dep. Storage (mm)= 1.00 5.0003015> Average Slope (%)= 5.00 2.0003016> Length (m)= 5.00 4.0003017> Mannings n = .015 .25003018>03019> Max.eff.Inten.(mm/hr)= 181.81 129.6203020> over (min) 1.00 2.0003021> Storage Coeff. (min)= .22 (ii) 1.82 (ii)03022> Unit Hyd. Tpeak (min)= 1.00 2.0003023> Unit Hyd. peak (cms)= 1.68 .5903024> *TOTALS*03025> PEAK FLOW (cms)= .01 .01 .018 (iii)03026> TIME TO PEAK (hrs)= 1.23 1.33 1.33303027> RUNOFF VOLUME (mm)= 90.37 55.36 76.36803028> TOTAL RAINFALL (mm)= 91.37 91.37 91.37203029> RUNOFF COEFFICIENT = .99 .61 .83603030>03031> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:03032> CN* = 84.0 Ia = Dep. Storage (Above)03033> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL03034> THAN THE STORAGE COEFFICIENT.03035> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.03036>03037> --------------------------------------------------------------------------------03038> 100:0015------------------------------------------------------------------------03039> *# CATCHMENT 204B - Perimeter Drainage to Queen Street North (uncontrolled)03040> *03041> ----------------------03042> | CALIB STANDHYD | Area (ha)= .0303043> | 04:204B DT= 1.00 | Total Imp(%)= 55.00 Dir. Conn.(%)= 55.0003044> ----------------------03045> IMPERVIOUS PERVIOUS (i)03046> Surface Area (ha)= .02 .0103047> Dep. Storage (mm)= 1.00 5.0003048> Average Slope (%)= 2.00 2.0003049> Length (m)= 2.00 4.0003050> Mannings n = .015 .25003051>03052> Max.eff.Inten.(mm/hr)= 181.81 129.6203053> over (min) 1.00 2.0003054> Storage Coeff. (min)= .17 (ii) 1.77 (ii)03055> Unit Hyd. Tpeak (min)= 1.00 2.0003056> Unit Hyd. peak (cms)= 1.69 .6003057> *TOTALS*03058> PEAK FLOW (cms)= .01 .00 .013 (iii)03059> TIME TO PEAK (hrs)= 1.23 1.33 1.33303060> RUNOFF VOLUME (mm)= 90.37 55.36 74.61803061> TOTAL RAINFALL (mm)= 91.37 91.37 91.37203062> RUNOFF COEFFICIENT = .99 .61 .81703063>03064> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:03065> CN* = 84.0 Ia = Dep. Storage (Above)03066> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL03067> THAN THE STORAGE COEFFICIENT.03068> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.03069>03070> --------------------------------------------------------------------------------03071> 100:0016------------------------------------------------------------------------03072> *# CATCHMENT 204C - Perimeter Drainage to Market Street (uncontrolled)03073> *03074> ----------------------03075> | CALIB STANDHYD | Area (ha)= .0303076> | 05:204C DT= 1.00 | Total Imp(%)= 50.00 Dir. Conn.(%)= 50.0003077> ----------------------03078> IMPERVIOUS PERVIOUS (i)03079> Surface Area (ha)= .01 .0103080> Dep. Storage (mm)= 1.00 5.0003081> Average Slope (%)= 2.00 3.0003082> Length (m)= 3.00 5.0003083> Mannings n = .015 .25003084>03085> Max.eff.Inten.(mm/hr)= 181.81 129.6203086> over (min) 1.00 2.0003087> Storage Coeff. (min)= .22 (ii) 1.83 (ii)03088> Unit Hyd. Tpeak (min)= 1.00 2.0003089> Unit Hyd. peak (cms)= 1.68 .5903090> *TOTALS*03091> PEAK FLOW (cms)= .01 .01 .013 (iii)03092> TIME TO PEAK (hrs)= 1.23 1.33 1.33303093> RUNOFF VOLUME (mm)= 90.37 55.36 72.86703094> TOTAL RAINFALL (mm)= 91.37 91.37 91.37203095> RUNOFF COEFFICIENT = .99 .61 .79703096>



03097> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:03098> CN* = 84.0 Ia = Dep. Storage (Above)03099> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL03100> THAN THE STORAGE COEFFICIENT.03101> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.03102>03103> --------------------------------------------------------------------------------03104> 100:0017------------------------------------------------------------------------03105> *#Total flow to Queen Street North (controlled + uncontrolled)03106> ------------------------03107> | ADD HYD (Queen ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF03108> ------------------------ (ha) (cms) (hrs) (mm) (cms)03109> ID1 01:TANK-SWM .62 .054 1.67 90.13 .00003110> +ID2 02:TANK-OVF .00 .000 .00 .00 .00003111> +ID3 04:204B .03 .013 1.33 74.62 .00003112> ===========================================================03113> SUM 06:Queen .65 .065 1.33 89.41 .00003114>03115> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.03116>03117> --------------------------------------------------------------------------------03118> 100:0018------------------------------------------------------------------------03119> *#Total flow from Site (controlled + uncontrolled)03120> ------------------------03121> | ADD HYD (T-SITE ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF03122> ------------------------ (ha) (cms) (hrs) (mm) (cms)03123> ID1 03:204A .04 .018 1.33 76.37 .00003124> +ID2 05:204C .03 .013 1.33 72.87 .00003125> +ID3 06:Queen .65 .065 1.33 89.41 .00003126> ===========================================================03127> SUM 07:T-SITE .72 .095 1.33 88.00 .00003128>03129> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.03130>03131> --------------------------------------------------------------------------------03132> 100:0019------------------------------------------------------------------------03133> *#Area Check03134> ------------------------03135> | ADD HYD (CHECK ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF03136> ------------------------ (ha) (cms) (hrs) (mm) (cms)03137> ID1 07:T-SITE .72 .095 1.33 88.00 .00003138> +ID2 08:EXSITE .72 .308 1.33 77.77 .00003139> ===========================================================03140> SUM 09:CHECK 1.44 .403 1.33 82.88 .00003141>03142> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.03143>03144> --------------------------------------------------------------------------------03145> 100:0020------------------------------------------------------------------------03146> ********************************************************************************03147> * RUN REMAINING DESIGN STORMS (MOUNT HOPE 5 TO 100-YR)03148> *03149> --------------------------------------------------------------------------------03150> 100:0002------------------------------------------------------------------------03151> *03152> --------------------------------------------------------------------------------03153> 100:0002------------------------------------------------------------------------03154> *03155> --------------------------------------------------------------------------------03156> 100:0002------------------------------------------------------------------------03157> *03158> --------------------------------------------------------------------------------03159> 100:0002------------------------------------------------------------------------03160> *03161> --------------------------------------------------------------------------------03162> 100:0002------------------------------------------------------------------------03163> *03164> FINISH03165> --------------------------------------------------------------------------------03166> ********************************************************************************03167> WARNINGS / ERRORS / NOTES03168> -------------------------03169> Simulation ended on 2019-06-21 at 13:19:4703170> ================================================================================03171>

Project Information & Location

Project Name 354 King Street Project Number 43629-100

City Hamilton State/ Province Ontario

Country Canada Date 4/5/2019

Designer Information EOR Information (optional)

Name Alexandra Porco Name

Company MTE Consultants Inc. Company

Phone # 519-743-6500 Phone #

Email [email protected] Email

The recommended Stormceptor Model(s) which achieve or exceed the user defined water quality objective for each site within the project are listed in the below Sizing Summary table.

Site Name 354 King Street

Recommended Stormceptor Model STC 2000

Target TSS Removal (%) 80.0

TSS Removal (%) Provided 82

PSD Fine Distribution

Rainfall Station HAMILTON A

The recommended Stormceptor model achieves the water quality objectives based on the selected inputs, historical rainfall records and selected particle size distribution.

Detailed Stormceptor Sizing Report – 354 King Street

Stormceptor Sizing Summary

Stormceptor Model % TSS Removal Provided

% Runoff Volume Captured Provided

STC 300 67 84

STC 750 77 93

STC 1000 79 93

STC 1500 79 93

STC 2000 82 97

STC 3000 84 97

STC 4000 87 99

STC 5000 87 99

STC 6000 89 100

STC 9000 92 100

STC 10000 92 100

STC 14000 94 100

StormceptorMAX Custom Custom

Stormwater Treatment Recommendation

Detailed Sizing Report – Page 1 of 7Stormceptor

Notes• Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor, which uses the EPA Rainfall and Runoff modules.• Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal defined by the selected PSD, and based on stable site conditions only, after construction is completed.• For submerged applications or sites specific to spill control, please contact your local Stormceptor representative for further design assistance.

Hydrology AnalysisPCSWMM for Stormceptor calculates annual hydrology with the US EPA SWMM and local continuous historical rainfall data. Performance calculations of Stormceptor are based on the average annual removal of TSS for the selected site parameters. The Stormceptor is engineered to capture sediment particles by treating the required average annual runoff volume, ensuring positive removal efficiency is maintained during each rainfall event, and preventing negative removal efficiency (scour).Smaller recurring storms account for the majority of rainfall events and average annual runoff volume, as observed in the historical rainfall data analyses presented in this section.

Rainfall Station

State/Province Ontario Total Number of Rainfall Events 3863

Rainfall Station Name HAMILTON A Total Rainfall (mm) 20907.2

Station ID # 3194 Average Annual Rainfall (mm) 614.9

Coordinates 43°10'N, 79°56'W Total Evaporation (mm) 1851.4

Elevation (ft) 77 Total Infiltration (mm) 415.2

Years of Rainfall Data 34 Total Rainfall that is Runoff (mm) 18640.6

StormceptorThe Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutants through gravity separation and flotation. Stormceptor’s patented design generates positive TSS removal for each rainfall event, including large storms. Significant levels of pollutants such as heavy metals, free oils and nutrients are prevented from entering natural water resources and the re-suspension of previously captured sediment (scour) does not occur. Stormceptor provides a high level of TSS removal for small frequent storm events that represent the majority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequent events, however, such events have little impact on the average annual TSS removal as they represent a small percentage of the total runoff volume and pollutant load.

Design Methodology Stormceptor is sized using PCSWMM for Stormceptor, a continuous simulation model based on US EPA SWMM. The program calculates hydrology using local historical rainfall data and specified site parameters. With US EPA SWMM’s precision, every Stormceptor unit is designed to achieve a defined water quality objective. The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load. The Stormceptor’s unit process for TSS removal is settling. The settling model calculates TSS removal by analyzing: • Site parameters • Continuous historical rainfall data, including duration, distribution, peaks & inter-event dry periods • Particle size distribution, and associated settling velocities (Stokes Law, corrected for drag) • TSS load • Detention time of the system


Drainage Area

Total Area (ha) 0.61

Imperviousness % 98.0

Water Quality Objective

TSS Removal (%) 80.0

Runoff Volume Capture (%) 90.00

Oil Spill Capture Volume (L)

Peak Conveyed Flow Rate (L/s)

Water Quality Flow Rate (L/s)

Design Details

Stormceptor Inlet Invert Elev (m)

Stormceptor Outlet Invert Elev (m)

Stormceptor Rim Elev (m)

Normal Water Level Elevation (m)

Pipe Diameter (mm)

Pipe Material

Multiple Inlets (Y/N) No

Grate Inlet (Y/N) No

Particle Size Distribution (PSD)Removing the smallest fraction of particulates from runoff ensures the majority of pollutants, such as

metals, hydrocarbons and nutrients are captured. The table below identifies the Particle Size Distribution (PSD) that was selected to define TSS removal for the Stormceptor design.

Fine Distribution

Particle Diameter(microns)

Distribution % Specific Gravity

20.0 20.0 1.30

60.0 20.0 1.80

150.0 20.0 2.20

400.0 20.0 2.65

2000.0 20.0 2.65

Up Stream Storage

Storage (ha-m) Discharge (cms)

0.000 0.000

Up Stream Flow DiversionMax. Flow to Stormceptor (cms)


Site Name 354 King Street

Site Details

Drainage AreaTotal Area (ha) 0.61

Imperviousness % 98.0

Infiltration ParametersHorton’s equation is used to estimate infiltration

Max. Infiltration Rate (mm/hr) 61.98

Min. Infiltration Rate (mm/hr) 10.16

Decay Rate (1/sec) 0.00055

Regeneration Rate (1/sec) 0.01

Surface CharacteristicsWidth (m) 156.00

Slope % 2

Impervious Depression Storage (mm) 0.508

Pervious Depression Storage (mm) 5.08

Impervious Manning’s n 0.015

Pervious Manning’s n 0.25

EvaporationDaily Evaporation Rate (mm/day) 2.54

Dry Weather FlowDry Weather Flow (lps) 0

Maintenance FrequencyMaintenance Frequency (months) > 12

Winter MonthsWinter Infiltration 0

TSS Loading Parameters

TSS Loading Function

Buildup/Wash-off Parameters

Target Event Mean Conc. (EMC) mg/L

Exponential Buildup Power

Exponential Washoff Exponent

TSS Availability ParametersAvailability Constant A

Availability Factor B

Availability Exponent C

Min. Particle Size Affected by Availability (micron)


Cumulative Runoff Volume by Runoff Rate

Runoff Rate (L/s) Runoff Volume (m³) Volume Over (m³) Cumulative Runoff Volume (%)

1 30554 83763 26.7

4 73783 40528 64.5

9 95343 18976 83.4

16 104933 9378 91.8

25 109450 4862 95.7

36 111679 2632 97.7

49 112875 1436 98.7

64 113591 720 99.4

81 114028 283 99.8

100 114243 68 99.9

121 114301 9 100.0

144 114311 0 100.0


Rainfall Event AnalysisRainfall Depth

(mm)No. of Events Percentage of Total

Events (%)Total Volume (mm) Percentage of Annual

Volume (%)6.35 2852 73.8 4781 22.9

12.70 515 13.3 4749 22.7

19.05 254 6.6 3943 18.9

25.40 112 2.9 2471 11.8

31.75 61 1.6 1736 8.3

38.10 28 0.7 985 4.7

44.45 11 0.3 461 2.2

50.80 9 0.2 417 2.0

57.15 9 0.2 493 2.4

63.50 8 0.2 489 2.3

69.85 0 0.0 0 0.0

76.20 0 0.0 0 0.0

82.55 0 0.0 0 0.0

88.90 0 0.0 0 0.0

95.25 2 0.1 181 0.9

101.60 1 0.0 97 0.5

107.95 1 0.0 106 0.5

114.30 0 0.0 0 0.0

120.65 0 0.0 0 0.0


For Stormceptor Specifications and Drawings Please Visit: http://www.imbriumsystems.com/technical-specifications


APPENDIX B

SANITARY DEMAND CALCULATIONS

354 King StreetCity of HamiltonProject No: 43629-100

Date: December 2019

By: RNC

Sanitary Demand Calculations

Total Total Total Peaked Demand

Location Demand Peaked Demand 4

+Infiltration 6

(persons) (L/s) (m2) (L/s) (L/s) (L/s) (L/s)

Residential

25-storey Apartment:

2 Bedroom 4 492 2.050 2.050 8.668

3 Bedroom 6 288 1.200 1.200 5.074

4 Bedroom 8 1144 4.767 4.767 20.155

12-storey Hotel:

1 Bedroom 2 308 -- 0.446 0.446 1.884

Townhome Building:

Townhouses (6 bedroom) 12 72 0.300 0.300 1.269

Townhouses (2 bedroom) 4 8 0.033 0.033 0.141

Commercial Area

CRU on main floor within Apartment Complex 359 0.021 0.021 0.088

CRU within Hotel (lower level and ground level) 363 0.021 0.021 0.089

Totals 2312 8.350 722 0.487 8.837 37.368 37.656

Residential Daily Demands 360 L/ca/day

0.0042 L/ca/sec

Retail Space Daily Demands 3

5 L/d/m2

0.0001 L/s/m2

Note 1: Population Density based on OBC Section 3.1.17.1, Clause 1(b). 2 persons per bedroom

Average Hotel Daily Demands 5

250 L/d/room Note 2: Residential Demand based on City of Hamilton Design Guidelines Section E.1.4

0.0029 L/s/room Note 3: Retail Space Demand based on OBC Sewage Load for a Store (Table 8.2.1.3.B)

Babbit Peaking Factor 4 Note 4: Babbit Peaking Factor PF = 5/P0.2

Site Area 0.72 ha Note 5: Hotel demands based on OBC table 8.2.1.3.A. Hotels and Motels (excluding bars & restaurants) for a Regular Hotel

Infiltration Allowance 0.4 L/s/ha

0.288 L/s Note 7: Apartment and Townhouse Info provided by SRM Architects on Dec.6/19, Hotel Info provided by API on Dec.6/19

6

Total (Commercial/Hotel + Residential)

143

Units 7

Residential Commercial/Hotel

Population

Density 1

Population Demand

123

154

Demand 2

Floor Area

2

Sanitary Demand 2

Note 6: Infiltration allowance from City of Hamilton design criteria.

48

Project No. 43629-100 Design flow factor = 360 L/ca/d for residential, 250 L/ca/d for hotel & 5 L/d/m² for retail

Sheet No. 1 Peaking Factor M = 5/( P 0.2 ) where 2≤M≤5 and P in thousands

Checked by: ALP

Designed by: MJG Mannings n: 0.015 for dia < 600mm 0.013 for dia ≥ 600mmDate: May 9, 2019 Min Velocity: 0.75 m/s

Max Velocoty: 2.75 m/s

From To Peaking Average Peak Infil- Total Actual %

MH MH Factor Flow Flow tration Flow Diameter Material Grade Capacity Velocity Velocity Pipe Remarks[per] M l/s l/s ha l/s l/s [mm] n=0.015 % l/s m/s m/s Full

Hotel Queen St 252 5.00 1.05 5.25 0.72 0.43 5.68 200 PVC 1.00% 28.87 0.9083 0.7081 20%

Student Market St 504 5.00 2.10 10.50 0.72 0.43 10.93 300 PVC 5.00% 186.33 2.6474 1.3021 6%

DESIGN PARAMETERS

0.4 l/s/ha - deep stm sewers/sep fndn drain0.6 l/s/ha - shallow or no storm sewersInfiltration Factor:SANITARY SEWER DESIGN

CITY OF HAMILTON

Population Area Proposed Sewer Design

354 King Street

APPENDIX C

WATER DEMAND CALCULATIONS& ANALYSIS

354 King StreetCity of Hamilton Avg. Day 1.0Project No: 43629-100 Max. Day 1.9Date: December 2019 Peak Hour 3.0By: RNC

Water Demand Calculations

Avg Day Max Day Peak HourLocation Demand Demand Demand

(2 person/bedroom) 2 (persons) (L/s) (m2) (m2/person) 3 (persons) (L/s) Qavg (L/s) Qmax.day (L/s) Qpeak (L/s)

Residential25-Storey Apartment:2 Bedroom 4 492 2.050 2.050 3.895 6.1503 Bedroom 6 288 1.200 1.200 2.280 3.6004 Bedroom 8 1144 4.767 4.767 9.057 14.300

1924 8.017 8.017 15.232 24.05012-storey Hotel:1 Bedroom 2 308 1.283 1.283 2.438 3.850

308 1.283 1.283 2.438 3.850

Townhome Building:Townhouses (6 bedroom) 12 72 0.300 0.300 0.570 0.900Townhouses (2 bedroom) 4 8 0.033 0.033 0.063 0.100

80 0.333 0.333 0.633 1.000CommercialCRU on main floor within Apartment Complex 359 3.70 97 0.404 0.404 0.768 1.213CRU within Hotel (lower level and ground level) 363 3.70 99 0.413 0.413 0.784 1.238

0.817 1.552 2.450

Totals 2312 9.633 0.413 10.450 19.855 31.350

Average Residential Daily Demands 360 L/d/person Qmax.day+fire 169.86 L/s0.0042 L/s/person

Average Commercial Daily Demands 360 L/d/person0.0042 L/s/person Note 1: Peaking factors based on City of Hamilton Design Guidelines

Note 2: Population Density based on OBC Section 3.1.17.1, Clause 1(b). 2 persons per sleeping roomNote 3: Population Density based on OBC Occupancy Loads for Mercantile uses (Table 3.1.17.1)Note 4: Water Demands based on City of Hamilton Design Guidelines

Fire Flow (OBC) 150 L/s Note 5: Fire flows from FUS (1999) - See attached worksheetNote 6: Apartment and Townhouse Info provided by SRM Architects on Dec. 6/19

6

48

154

Water Demand 4 Max Day + Fire Flow Demand

Fire Flow 5

123

143

2

154

314

8

Final Demand

Population Density Population Demand Floor AreaPopulation

Density Population Demand

Peaking Factors1:

Residential Commercial

(ea)Units

354 King StreetCity of HamiltonProject No: 43629-100Date: December 2019By: RNC

FIRE FLOW DEMAND REQUIREMENTS - FIRE UNDERWRITERS SURVEY (FUS GUIDELINES)

Fire flow demands for the FUS method is based on information and guidance provided in "Water Supply for Public Protection" (Fire Underwriters Survey, 1999).

An estimate of the fire flow required is given by the following formula:

where:F = the required fire flow in litres per minuteC = coefficient related to the type of construction

= 1.5 for wood frame construction (structure essentially all combustible).= 1.0 for ordinary construction (brick or other masonry walls, combustible floor and interior)= 0.8 for non-combustible construction (unprotected metal structural components, masonry or metal walls)= 0.6 for fire-resistive construction (fully protected frame, floors, roof)

A = Total floor area in square metres

Adjustments to the calculated fire flow can be made based on occupancy, sprinkler protection and exposure to other structures. The table below summarizesthe adjustments made to the basic fire flow demand.

Area "A" C

(m2) (l/min) (l/s) % Adjusted FireFlow (L/min) % Adjustment

(L/min) % Adjustment(L/min) (L/min) Rounded(

L/min) (L/s)

25-Storey Apartment: 30,876 0.8 31,000 516.7 -15 26,350 -40 -10,540 50 13,175 28,985 29,000 483

12-storey Hotel: 8,375 0.8 16,000 266.7 -15 13,600 -40 -5,440 40 5,440 13,600 14,000 233

Townhome Building: 850 1.0 6,000 100.0 -15 5,100 -40 -2,040 65 3,315 6,375 6,000 100

Note: Area "A" represents Gross Floor Area, info provided by SRM Architects received Dec.6/19

(2) Occupancy (3) Sprinkler (4) ExposureNon-Combustible -25% 40% credit for adequately designed system per 0 to 3m 25%Limited Combustible -15% NFPA 13. Additional 10% if water supply 3.1 to 10m 20% Calculate for allCombustible No charge standard for both the system and fire department 10.1 to 20m 15% sides. MaximumFree Burning 15% hose lines. 20.1 to 30m 10% charge shall notRapid Burning 25% 30.1 to 45m 5% exceed 75%

Direction Distance % Direction Distance % Direction Distance %N 7.65 20 N 14.29 15 N 20.20 10E 20.40 10 E 24.20 10 E 18.57 15S 37.67 5 S 38.16 5 S 7.65 20W 12.57 15 W 20.40 10 W 9.48 20

Total 50 Total 40 Total 65

Apartment Hotel Townhomes

BuildingFire Flow "F" Occupancy Sprinkler Exposure Fire Flow

(1) (2) (3) (4) Final Adjusted

ACF 220=

43629-100


APR. 20191:750

354 KingHamilton, Ontario ULTIMATEFIRE FLOW ANALYSISHydrant HA31H007Project Number: 43629-100Date: 12/5/2019Design By: RNCFile:

CALCULATION OF RESIDUAL PRESSURE1. Boundary Conditions (Based on Fire Flow Test Results):

P0 - Starting Pressure 37.98 m 54 psi (at Q = 0)P1 - Pressure at Q1 36.57 m 52 psi (at Q = 1033 USGPM)0Q1 - From Fire Flow Test 4365 L/min 1153 U.S. gal/min (Hydrant HA30H046)Q2 - Required Flow 9000 L/min 2378 U.S. gal/minP-loss 1 1.41 m 2 psiP-loss 2 5.37 m 8 psi

P2 - Residual Pressure 32.60 m 46 psi

2. Friction Losses Through Water Service:Hazen-Williams EquationChw = Pipe Friction Factor 140 140k = conversion factor 10.675 4.727n = constant 1.852 1.852m = constant 4.8704 4.8704

Q = Flow 0.15 m3/s 2378 U.S. gal/mind = Pipe Diameter 300 mm 11.81 in

p = Loss/Length 0.0119 m/m 0.0051 psi/ftLength 13 m 43 ftLoss 0.15 m 0.2 psi

2 kPa

3. Friction Losses Through Apurtenances:Number K Velocity Head Loss

m/s m m psi1 0.260 2.122 0.060 0.060 0.0851 0.780 2.122 0.179 0.179 0.2552 0.104 2.122 0.024 0.048 0.068

0.286 0.407

4. Elevation - Elevational differences

Elevation at Boundary (connection) 105.25 m 345 ftElevation at Building 104.9 m 344 ft

Elevation Difference = Loss/Gain -0.35 m -0.5 psi

ANALYSIS SUMMARY

Total Losses 0.091 m0.89 kPa 0.1 psi

Residual Pressure after Losses 32.51 m319 kPa 46.3 psi PASS

Allowabale Residual Pressure 140 kPa 20.3 psi

Apurtenances Total Loss

Q:\43629\100\Future Amended\Water\43629-100 Water Calculations - Ultimate - FUS.xlsx

Metric Imperial

Metric Imperial

Imperial

300mm Tee (run)300mm Tee (branch)Valve - 300mm dia.

Total Minor Losses

Metric

354 KingHamilton, Ontario ULTIMATEFIRE FLOW ANALYSISHydrant HA31H007Project Number: 43629-100Date: 12/5/2019Design By: RNCFile:

CALCULATION OF RESIDUAL PRESSURE1. Boundary Conditions (Based on Fire Flow Test Results):

P0 - Starting Pressure 33.05 m 47 psi (at Q = 0)P1 - Pressure at Q1 30.24 m 43 psi (at Q = 1141 USGPM)0Q1 - From Fire Flow Test 2775 L/min 733 U.S. gal/min (Hydrant HA30H053)Q2 - Required Flow 2700 L/min 713 U.S. gal/minP-loss 1 2.81 m 4 psiP-loss 2 2.67 m 4 psi

P2 - Residual Pressure 30.38 m 43 psi

2. Friction Losses Through Water Service:Hazen-Williams EquationChw = Pipe Friction Factor 140 140k = conversion factor 10.675 4.727n = constant 1.852 1.852m = constant 4.8704 4.8704

Q = Flow 0.045 m3/s 713 U.S. gal/mind = Pipe Diameter 200 mm 7.87 in

p = Loss/Length 0.0092 m/m 0.0040 psi/ftLength 10 m 33 ftLoss 0.09 m 0.1 psi

1 kPa

3. Friction Losses Through Apurtenances:Number K Velocity Head Loss

m/s m m psi1 0.260 1.432 0.027 0.027 0.0391 0.780 1.432 0.082 0.082 0.1162 0.104 1.432 0.011 0.022 0.031

0.131 0.186

4. Elevation - Elevational differences

Elevation at Boundary (connection) 105.25 m 345 ftElevation at Building 104.9 m 344 ft

Elevation Difference = Loss/Gain -0.35 m -0.5 psi

ANALYSIS SUMMARY

Total Losses -0.127 m-1.25 kPa -0.2 psi

Residual Pressure after Losses 30.51 m299 kPa 43.4 psi PASS

Allowabale Residual Pressure 140 kPa 20.3 psi

Apurtenances Total Loss

Q:\43629\100\Future Amended\Water\43629-100 Water Calculations - Ultimate - FUS.xlsx

Metric Imperial

Metric Imperial

Imperial

300mm Tee (run)300mm Tee (branch)Valve - 300mm dia.

Total Minor Losses

Metric

25-story Apartment

File:

Step 1: Determining Water Supply Coefficient

A2 B1 B2 B3 C D A4 F3 A1 A3 E F2 F1

1 23

2 37

3 41

4 53

Step 2: Determine the Spacial Coefficient

Design By:

354 King StreetFIRE FLOW ANALYSISHamilton, Ontario

Project Number:

RNC

43629-100December 9, 2019Date:

Water SupplyCoefficient (K)

Q:\43629\100\Future Amended\Water\Site Fire Flow Analysis - OBC - ULTIMATE - APARTMENT.xls

0.000.000.24Sside

Exposure Distance 3 (m)Exposure Distance 2 (m)

BuildingClassification

C

Building is of Noncombustible construction with fireseparation and fire-resistance ratings provided inaccordance with Subsection 3.2.2 of the OBC, includingloadbearing walls, columns and arches

22

10

0.00

Building is of combustible construction. Floor assembliesare fire separations but with no fire-resistance rating.Roof assemblies, mezzanines, loadbearing walls,columns and arches do not have a fire-resistance rating.

Exposure Distance 5 (m)

1

Type ofConstruction

Exposure Distance 1 (m)Distance

2823

12

Classification by group or division in Accordancewith Table 3.1.2.1 of the Ontario Building Code

31

Stot 1.24

27

17

Type of Construction

Building is of Noncombustible construction or of heavytimber construction conforming to Article 3.1.4.6 of theOBC. Floor assemblies are fire separations but no fire-resistance rating. Roof assemblies, mezzanines,loadbearing walls, columns and arches do not have a fire-resistance rating.

14

Table 1 from OBC 2012 A3.2.5.7

7.65

10

16

18

39

22

19

12.5737.6720.40

32

25

Building is of Combustible Construction with fireseparations and fire-resistance ratings provided inaccordance with Subsection 3.2.2 of the OBC, includingloadbearing walls, columns and arches. Noncombustibleconstruction may be used in lieu of fire resistance ratingwhere permitted in subsection 3.2.2 of the OBC

Exposure Distance 4 (m)

0

0.1

0.2

0.3

0.4

0.5

0.6

0 2 4 6 8 10 12

Spac

ial C

oeffi

cien

t (Ss

ide)

Exposure Distance (m)

Figure 1 - Spatial Coefficient vs Exposure Distance

All new Buildings (except F1 Occupancies)

All new F1 Occupancy Buildings

Step 3: Determine Volume of Building

Step 4: Calculate Minimum Water Supply

Step 5: Calculate Minimum Supply Flow Rate

# of Stories Building Volume (m3)3978.6053865.0030153.00

114102.85

No

Total Building Volume 87996.60

Step 6: Is a private fire reservoir required?

Q<=

Minimum Water Supply (L)

Building Code, Part 3 BuildingsOne Storey Building with buildingarea not exceeding 600 m2(excluding F1 occupancy)

Required Minimum Water SupplyFlow Rate (L/min)

Number of Stories 25

1350.00 2.851058.00

9000

135000

190000

Minimum Water Supply Flow Rate (L/min)

Floor Level Height (m)

4500162000135000

9000

1086758.01

3600

Minimum Water Supply Flow Rates

1080002700108000

if Q> and

2.85

2700006300270000

1800

162000

All Other Buildings

5400190000


First floor area (m2)1396.00

totKVSQ =

12-storey Hotel

File:


A2 B1 B2 B3 C D A4 F3 A1 A3 E F2 F1

1 23

2 37

3 41

4 53


Stot 1.00

Exposure Distance 4 (m) 20.40 0.00Exposure Distance 5 (m)

Exposure Distance 2 (m) 24.20 0.00Exposure Distance 3 (m) 38.16 0.00

1 C 10

Distance SsideExposure Distance 1 (m) 14.29 0.00

Building is of combustible construction. Floor assembliesare fire separations but with no fire-resistance rating.Roof assemblies, mezzanines, loadbearing walls,columns and arches do not have a fire-resistance rating. 23 28 32 39

Type ofConstruction



Building is of Noncombustible construction or of heavytimber construction conforming to Article 3.1.4.6 of theOBC. Floor assemblies are fire separations but no fire-resistance rating. Roof assemblies, mezzanines,loadbearing walls, columns and arches do not have a fire-resistance rating. 16 19 22 27Building is of Combustible Construction with fireseparations and fire-resistance ratings provided inaccordance with Subsection 3.2.2 of the OBC, includingloadbearing walls, columns and arches. Noncombustibleconstruction may be used in lieu of fire resistance ratingwhere permitted in subsection 3.2.2 of the OBC 18 22 25 31

Building is of Noncombustible construction with fireseparation and fire-resistance ratings provided inaccordance with Subsection 3.2.2 of the OBC, includingloadbearing walls, columns and arches 10 12 14 17

Design By: RNC

Q:\43629\100\Future Amended\Water\Site Fire Flow Analysis - OBC - ULTIMATE.xls


Type of ConstructionClassification by group or division in Accordance

with Table 3.1.2.1 of the Ontario Building Code

354 King StreetFIRE FLOW ANALYSISCity, Ontario

Project Number: 43629-100Date: December 9, 2019

0

0.1

0.2

0.3

0.4

0.5

0.6

0 2 4 6 8 10 12

Spac

ial C

oeffi

cien

t (Ss

ide)








270000 9000

Minimum Water Supply Flow Rate (L/min) 6300

Step 6: Is a private fire reservoir required? No

162000 190000 5400190000 270000 6300

2700108000 135000 3600135000 162000 4500

Building Code, Part 3 BuildingsRequired Minimum Water Supply

Flow Rate (L/min)One Storey Building with buildingarea not exceeding 600 m2(excluding F1 occupancy) 1800All Other Buildings if Q> and Q<=

108000

Number of Stories 12

Minimum Water Supply (L) 238640.00

Table 2 from OBC 2012 A3.2.5.7Minimum Water Supply Flow Rates

Total Building Volume 23864.00

First floor area (m2) Floor Level Height (m)950.00 2.85

# of Stories1

Building Volume (m3)2702.75

675.00 2.85 11 21161.25

totKVSQ =

Multiple Dwellings

File:


A2 B1 B2 B3 C D A4 F3 A1 A3 E F2 F1

1 23

2 37

3 41

4 53


Stot 1.29

Exposure Distance 4 (m) 9.48 0.05Exposure Distance 5 (m)

Exposure Distance 2 (m) 18.57 0.00Exposure Distance 3 (m) 7.65 0.24

1 C 10

Distance SsideExposure Distance 1 (m) 20.20 0.00

Building is of combustible construction. Floor assembliesare fire separations but with no fire-resistance rating.Roof assemblies, mezzanines, loadbearing walls,columns and arches do not have a fire-resistance rating. 23 28 32 39

Type ofConstruction



Building is of Noncombustible construction or of heavytimber construction conforming to Article 3.1.4.6 of theOBC. Floor assemblies are fire separations but no fire-resistance rating. Roof assemblies, mezzanines,loadbearing walls, columns and arches do not have a fire-resistance rating. 16 19 22 27Building is of Combustible Construction with fireseparations and fire-resistance ratings provided inaccordance with Subsection 3.2.2 of the OBC, includingloadbearing walls, columns and arches. Noncombustibleconstruction may be used in lieu of fire resistance ratingwhere permitted in subsection 3.2.2 of the OBC 18 22 25 31

Building is of Noncombustible construction with fireseparation and fire-resistance ratings provided inaccordance with Subsection 3.2.2 of the OBC, includingloadbearing walls, columns and arches 10 12 14 17

Design By: RNC

Q:\43629\100\Future Amended\Water\Site Fire Flow Analysis - OBC - ULTIMATE.xls


Type of ConstructionClassification by group or division in Accordance

with Table 3.1.2.1 of the Ontario Building Code

354 King StreetFIRE FLOW ANALYSISCity, Ontario

Project Number: 43629-100Date: December 9, 2019

0

0.1

0.2

0.3

0.4

0.5

0.6

0 2 4 6 8 10 12

Spac

ial C

oeffi

cien

t (Ss

ide)








270000 9000

Minimum Water Supply Flow Rate (L/min) 2700

Step 6: Is a private fire reservoir required? No

162000 190000 5400190000 270000 6300

2700108000 135000 3600135000 162000 4500

Building Code, Part 3 BuildingsRequired Minimum Water Supply

Flow Rate (L/min)One Storey Building with buildingarea not exceeding 600 m2(excluding F1 occupancy) 1800All Other Buildings if Q> and Q<=

108000

Number of Stories 2

Minimum Water Supply (L) 76612.54

Table 2 from OBC 2012 A3.2.5.7Minimum Water Supply Flow Rates

First floor area (m2) Floor Level Height (m) Building Volume (m3)850.40 3.50 5952.80

totKVSQ =

9/25/18 10:29:02 PM

7/25/18 7:39:16 AM

7/26/18 7:32:07 AM

47

60

54

43

58

52

610

660

960

4

2

2

27

40

34

1711

3327

4433

Hydrant ID: HA30H052

MARKET STREET

QU

EEN

STR

EET

NO

RTH

KING STREET WESTFIGURE C2 DEC.13/18

1:400

43629-100


1

Rosie Calogero

From: Jason Lucas <[email protected]>Sent: Thursday, December 12, 2019 12:22 PMTo: Michael GojsicCc: 'Gunther Bluesz'; 'Ashley Paton'Subject: RE: (354 King St. W. Hamilton) Sprinkler Demands

Importance: High

Good afternoon Michael

The greatest hazard for the sprinkler system will be Ordinary Hazard Group 2 Occupancy -Demand 400 GPM

The standpipe demand as per NFPA and the OBC id 100 GPM inside and 150 GPM outside.

Pressures are not an issue as there will be a fire pump on the project.

Hope this assists in the preparation of your documents.

Jason LucasBranch Manager

Vipond Fire ProtectionT: 519-681-2233F: [email protected]

From: Michael Gojsic <[email protected]>Sent: Thursday, December 12, 2019 12:16 PMTo: Jason Lucas <[email protected]>Cc: 'Gunther Bluesz' <[email protected]>; 'Ashley Paton' <[email protected]>Subject: RE: (354 King St. W. Hamilton) Sprinkler Demands

Hi Jason,

I trust you have all the info. you require from our end – per my voice message from this morning please advise on whenyour sprinkler demand calculation would be available?

If you have any questions from our end please do not hesitate to contact me.

Mike

APPENDIX D

CITY CORRESPONDENCE

Planning and Development Department Development Division - Engineering Section 71 Main Street West 6

th floor

Hamilton, Ontario, Canada L8P 4Y5 www.city.hamilton.on.ca

Memorandum

To:

Kimberley Harrison-McMillan, Senior Project Manager Development Planning Attn. Kathy Jazvac

From:

Michael Gojsic, Development Coordinator Development Engineering

Phone:

(905) 546 - 2424 Ext. 2365 Fax: (905) 546 - 4202

Date:

June 25, 2018 File: DA-18-096

Subject:

Site Plan Control Application by King West Crossing Ltd. for Lands Located at

354 King Street West, Hamilton (Ward 1)

The applicant proposes to construct a ten storey hotel including a two storey podium, and a ten

storey apartment complex including a two storey podium with at grade parking and two levels of

shared underground parking. The hotel will consist of 112 units, 90 underground parking spaces,

a restaurant having an approximate area of 550m2, and underground parking access from Queen

Street South. The apartment complex will consist of 168 units, 240 parking spaces and access

from King Street West, Queen Street North and Market Street. The Development Engineering

section has reviewed the above subject application and has the following comments:

The following documents and drawings have been reviewed as part of the circulation:

Civil Drawings C1.1 – C1.3 (MTE Consultants Inc., April 24th, 2018)

Topographic Survey – (A.T. McLaren Limited, August 23rd, 2016)

Drawing A1.0 ‘Context’ – (SRM Architects Inc., April 25th, 2018)

Drawing A1.1 ‘Site Plan’ – (SRM Architects Inc., April 25th, 2018)

Drawing A1.2 ‘Road Widening/Daylight Triangle’ – (SRM Architects Inc., April 25th, 2018)

Information:

1. According to our records King Street West currently has a road allowance width of +/-

20.1m. The Urban Hamilton Official Plan classifies the subject section of King Street

West as a major arterial road with an ultimate road allowance width of 26.213m.

Therefore upon redevelopment of the subject site, a road allowance widening dedication

to the City will be required. The exact width is to be determined through a legal survey

prepared by a Licensed Ontario Land Surveyor (OLS).

Subject: (DA-18-096) 354 King Street West, Hamilton

Development Engineering Comments June 25, 2018

Page 2 of 7

2. According to our records Queen Street North currently has a road allowance width of +/-

20.1m. Schedule C-2 of the Urban Hamilton Official Plan identifies an ultimate road

allowance width of 26.21m (per survey plan P-754A). Therefore upon redevelopment of

the subject site, a road allowance widening dedication to the City will be required. The

exact width is to be determined through a legal survey prepared by a Licensed Ontario

Land Surveyor (OLS).

3. According to our records Market Street currently has a road allowance width of +/-

15.2m. The Urban Hamilton Official Plan classifies the subject section of Market Street

as a local road with an ultimate road allowance width of 20.117m. However, recognizing

the subject site is located in an older urban built up area, a minimum width of 15.24m will

be met. Therefore our section will not request a road widening.

4. Upon redevelopment of the subject site, a 12.19m x 12.19m Daylight Triangle dedication

to the City will be required from the widened limits of King Street West and Queen Street

North.

5. According to our records there is an existing 300mm dia. combined sewer having an

approximate slope of 0.4% on Market Street along the frontage of the subject

development.


approximate slope of 2.4%, and an existing 675mm dia. combined sewer having an

approximate slope of 2.0% on King Street West along the frontage of the subject

development.


approximate slope of 3.7% on Queen Street North along the frontage of the subject

development.

8. According to our records there are existing 150mm dia. municipal watermains on Market

Street & King Street West, and an existing 300mm dia. municipal watermain on Queen

Street North.



Page 3 of 7

Comments:

Water Servicing

1. The proponent is required to provide a Functional Servicing Report (FSR), prepared by a

licensed Professional Engineer, addressing:

o how the proponent intends to provide water servicing.

o intended occupancy and the anticipated water demands, including peak demand

calculated using the fixture-unit approach.

o the required fire flow (RFF) calculated per “Water Supply for Public Fire

Protection, 1999, Fire Underwriters Survey” (FUS), and supplemented where

appropriate by NFPA 13; Details to support the RFF calculation (e.g. floor area,

type of construction, fire wall location and fire resistance rating, content fire

hazard, sprinkler system credit and exposure charges, etc., as applicable) shall

be clearly identified and properly documented.

o if the proponent intends to install sprinkler systems to ensure fire protection of the

proposed buildings, the hydraulic parameters (flow and pressure) required by this

system will need to be provided for our records when available.

o summary of the available fire flow in the area, based on the two-hydrant flow

tests, and a conclusion as to the adequacy of available flow from the municipal

system for the proposal.

For information, the following hydrant test data is available in the vicinity of the development.

Approximate static pressures of the existing watermains are provided in the table below:

Hydrant ID Address

Pressure

Zone

Date of Most

Recent HFI2

Static

Pressure

(psi)

Residual

Pressure

(psi)

Test Flow

(Imp

Gal/min) DSR DSR2

FAR20

(Imp

Gal/min)

HA30H045 354 KING ST W 2 8/21/15 6:48:26

AM 60 59 650 1 40 4765

HA30H046 KING ST W 2 8/24/15 6:03:30

AM 71 70 860 1 51 7188

HA30H053 MARKET ST 2 9/02/15 11:19:47

AM 50 48 950 2 30 4100

2. The proponent should ensure that the Building Department is satisfied with the hydrant

coverage, accessibility and provisions for firefighting within the development.



Page 4 of 7

3. A Watermain Hydraulic Analysis, identifying the modelled system pressures at pressure

district (PD2) level under various boundary conditions and demand scenarios, may be

required to further support the application; the need to provide supporting hydraulic analysis will be evaluated once the above requested information has been submitted for our review.

Sanitary Servicing

1. The applicant is required to provide a Wastewater Generation Assessment using Part 8

of the latest edition of Code and Guide for Sewage System to establish an equivalent

population density.

2. A Site Servicing Plan showing the sanitary connection(s) to the municipal sewer is

required.

Stormwater Management

1. A Stormwater Management Brief (SWM Brief) will be required for this is application. The

SWM Brief needs to be prepared in accordance with City of Hamilton, Comprehensive Development Guidelines and Financial Policies Manual, 2017.

2. The SWM Brief is to demonstrate the following:

Stormwater quantity control criteria:

i. The proponent needs to demonstrate suitable storm outlet(s).

ii. 100 year post development flow from the subject site should be controlled to the

lesser of the 2 year pre development level or free flow capacity of the existing

lateral (if any).

Stormwater quality control criteria:

i. Level 1 quality control as per the City standards should be provided

3. A Geotechnical and/ or Hydrogeological Report will be required to assess the

groundwater condition at the subject site to accommodate the proposed underground

parking.



Page 5 of 7

4. The applicant is required to provide Storm Drainage Area Plans (SDAPs) for the Pre and

Post development conditions. The plans should include:

o Appropriate runoff coefficients

o Location of outlet points on the City’s receiving conveyance system(s)

o Controlled runoff release rate(s)

o Illustration and/or details of runoff control measures

5. For information purposes the subject site is located in the catchments with an average

Runoff Coefficient from 0.5-0.8 as shown in the following figure:

6. Backflow prevention devices are recommended to be installed if foundation drain

systems will be connecting to combined sewer system to minimize backflow of combined

wastewater.

Source Protection Planning

1. Given the likely need for dewatering during construction activities, the proponent is

reminded that dewatering discharge must comply with City of Hamilton Sewer Use

Bylaw standards. It is recommended to consult with the Superintendent of Environmental

Monitoring and Enforcement Group within Hamilton Water as early as possible in the

approval process, given that additional review may be required by Hamilton Water to

verify the wastewater system could accept the quantity and/or quality of the discharge.

Email [email protected] to better understand water discharges to City

infrastructure. If dewatering is expected to exceed 50,000 L/day, registration with the

mailto:[email protected]



Page 6 of 7

Environmental Activity Sector Registry or a Permit to Take Water from the Ministry of

Environment and Climate Change may be required.

Recommendations:

Should the subject lands be developed through Site Plan Control we will recommend that it be

developed in accordance with the following standard conditions (concurrent):

Prior to the application for any building permits:

Standard Site Plan Condition 2.(a)

Prior to the issuance of any building permits:

Standard Site Plan Conditions 3.(a), 3.(b)(i)(ii), 3.(c), 3.(d), 3.(k)(i)(ii), 3.(s), 3.(t), 3.(u)

Prior to occupancy:

Standard Site Plan Condition 4.(h) Special Conditions – Prior to Issuance of any Building Permits:

1. To provide detailed Foundation Support & Construction Plans that demonstrate the

location of existing underground infrastructure and the proposed method of foundation construction (complete with shoring & tieback details). The plans must be submitted to the satisfaction of the City’s Manager of Development Engineering Approvals.

2. To submit to the satisfaction of the City’s Manager of Development Engineering Approvals a Watermain Hydraulic Analysis identifying the modelled system pressures at pressure district (PD2) level under various boundary conditions and demand scenarios.

3. To submit to the satisfaction of the City’s Manager of Development Engineering Approvals a Geotechnical / Hydrogeological Brief assessing the groundwater condition at the subject site and implement any recommendations within to accommodate the proposed underground parking.

4. The owner enter into an External Works Agreement with the City of Hamilton for the construction of any/ all proposed works external to site including but not limited to lay-bys, curbs, sidewalks to the satisfaction of the Manager of Development Engineering Approvals.



Page 7 of 7

5. To provide an irrevocable Letter of Credit to be held by the city as security for potential damages to existing municipal infrastructure during construction, any/ all relocates of existing utilities and infrastructure to the satisfaction of the City’s Manager of Development Engineering Approvals. The Letter of Credit shall be kept in force until the completion of the required site development works. Amount to be established through an approved cost estimate to be prepared by the owner’s engineer.

Should you have any questions please contact me at 905-546-2424 x2365 or by email at

[email protected]

Michael Gojsic, Development Coordinator

Development Engineering

cc. Zivko Panovski, Senior Project Manager, Development Engineering – Site Plan (email)

mailto:[email protected]

APPENDIX E

GEOTECHNICAL INVESTIGATION

LEGEND

NOTES:

CLIENT

PROJECT TITLE

DRAWING TITLE

PROJECT No.DATECHECKEDDRAWNFILE NAME

DRAWING No.

1. This map should be read in conjunction with Soil‐Mat Engineers and Consultants Ltd. Report No.: SM 188253‐G.

2. Borehole Locations are approximate.

Vrancor Developments

Geotechnical Investigation354 King Street WestHamilton, Ontario

Borehole Location Plan

SM 188253‐GApril 2018

JY

1

SM 188253‐G Borehole Location Plan

SS

50m0

King Street West

Asphalt Parking Lot

Asphalt

Asphalt

Gravel

Trees

Residential

Commercial

Residential

Residential

Commercial

Residential

Scottish Rite Vacant

Residential

SOIL‐MAT ENGINEERS & CONSULTANTS LTD.

BH1(MW#1)

BH3

BH2(MW#2)

BH6BH5

(MW#5)BH4

BH7

BH8

BH9

Borehole LocationBH#

TBMTemporary Benchmark

Top of Catchbasin. Geodetic elevation of 104.13 metres.

TBM

Log of Borehole No.

Project No:

Project:

Location:

Client:

Project Manager:

Borehole Location:

UTM Coordinates - N:

E:

Drill Method:

Drill Date:

Hole Size:

Drilling Contractor:

Datum:

Field Logged by:

Checked by:

Sheet: 1 of 2

Depth

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

9

9

10

10

11

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Ele

vation (

m)

Sym

bol

Description

Well

Data

Type

Num

ber

Bl o

w C

ounts

Bl o

ws/3

00m

m

Recovery

PP

(kgf/

cm

2)

U.W

t.(k

N/m

3)

Moisture Content w%

10 20 30 40

Standard Penetration Test blows/300mm

20 40 60 80

SAMPLE

Soil-Mat Engineers & Consultants Ltd.130 Lancing Drive, Hamilton, ON L8W 3A1T: 905.318.7440 F: 905.318.7455 E: [email protected]

1

SM 188064-E

Phase Two ESA

354 King Street W, Hamilton, ON

Vrancor Group of Companies

Stephen Sears, P.Eng

See Drawing No. 1

4790291

590920

109.57

106.67

98.14

Ground Surface

Sand and Gravel FillBrown, Dense.

Silty Sand FillBrown, trace to some gravel, some organic staining, loose to very dense.

Sand and GravelBrown, occasional to significant cobbles, occasional layers of sand, dense to very dense.

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6

44,46,23,12

3,2,4,4

6,6,3,4

22,14,10,12

10,1429,50/2"

50/0"

69

6

9

24

43

100

Hollow Stem Augers

Jan 30, April 18 2018

200 millimetres

DDSI/London Soil

Geodetic Benchmark

A.R.

S.S.

Log of Borehole No.

Project No:

Project:

Location:

Client:

Project Manager:

Borehole Location:


E:

Drill Method:

Drill Date:

Hole Size:


Datum:

Field Logged by:

Checked by:

Sheet: 2 of 2

Depth

13

14

15

16

17

18

19

20

21

22

23

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

Ele

vation (

m)

Sym

bol

Description

Well

Data

Type

Num

ber

Bl o

w C

ounts

Bl o

ws/3

00m

m

Recovery

PP

(kgf/

cm

2)

U.W

t.(k

N/m

3)

Moisture Content w%

10 20 30 40


20 40 60 80

SAMPLE


1

SM 188064-E

Phase Two ESA




See Drawing No. 1

4790291

590920

88.23

SandBrown, trace to some silt and gravel, occasional to significant cobbles, dense to very dense.

End of Borehole

Hollow Stem Augers

Jan 30, April 18 2018

200 millimetres

DDSI/London Soil

Geodetic Benchmark

A.R.

S.S.

NOTES: 1. Borehole was advanced using hollow stem auger equipment on January 30, 2018 and casing advancers on April 18, 2018 to termination at a depth of 21.3 metres. 2. Soil samples will be discarded after 3 months unless otherwise directed by our client. 3. A Monitoring well was installed and the following groundwater level readings have been measured:

April 23, 2018 - 19.55mApril 25, 2018 - 19.50m

Log of Borehole No.

Project No:

Project:

Location:

Client:

Project Manager:

Borehole Location:


E:

Drill Method:

Drill Date:

Hole Size:


Datum:

Field Logged by:

Checked by:

Sheet: 1 of 2

Depth

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

9

9

10

10

11

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Ele

vation (

m)

Sym

bol

Description

Well

Data

Type

Num

ber

Bl o

w C

ounts

Bl o

ws/3

00m

m

Recovery

PP

(kgf/

cm

2)

U.W

t.(k

N/m

3)

Moisture Content w%

10 20 30 40


20 40 60 80

SAMPLE


2

SM 188064-E

Phase Two ESA




See Drawing No. 1

4790260

591005

107.80107.57

105.21

100.18

98.66

96.37

Ground Surface

Pavement StructureApproximately 50 millimetres of asphaltic concrete over 175 millimetres of compact granular base.

Silty Sand FillBrown, trace gravel, some organic staining, loose to compact.

Sand and GravelBrown, occasional to significant cobbles, very dense.

SandBrown, trace gravel and silt, compact.


SS

SS

SS

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6

7

8

9

10

29,16,11,8

3,2,1,2

1,2,4,4

4,5,50,50

50/5"

33,50/2"

50/1"

50/1"

50,50/2"

27

3

6

55

100

100

100

100

100

42 Hollow Stem Augers

Jan 30, Feb 27-28, 2018

200 millimetres

DDSI/Geo-Enviromental

Geodetic Benchmark

A.R.

S.S.

Log of Borehole No.

Project No:

Project:

Location:

Client:

Project Manager:

Borehole Location:


E:

Drill Method:

Drill Date:

Hole Size:


Datum:

Field Logged by:

Checked by:

Sheet: 2 of 2

Depth

13

14

15

16

17

18

19

20

21

22

23

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

Ele

vation (

m)

Sym

bol

Description

Well

Data

Type

Num

ber

Bl o

w C

ounts

Bl o

ws/3

00m

m

Recovery

PP

(kgf/

cm

2)

U.W

t.(k

N/m

3)

Moisture Content w%

10 20 30 40


20 40 60 80

SAMPLE


2

SM 188064-E

Phase Two ESA




See Drawing No. 1

4790260

591005

87.37

SandBrown, trace to some silt and gravel, occasional to significant cobbles, dense to very dense.

End of Borehole

SS

SS

SS

SS

SS

SS

10

11

12

13

14

15

35,24,18,17

47,50/2"

50/2"

13,21,24,25

52,50/2"

5,17,31,22

42

100

100

45

100

48

Hollow Stem Augers

Jan 30, Feb 27-28, 2018

200 millimetres


Geodetic Benchmark

A.R.

S.S.

NOTES: 1. Borehole was advanced using hollow stem auger equipment on January 30, 2018 and February 27-28, 2018 to termination at a depth of 20.4 metres. 2. Borehole was recorded as 'wet' at a depth of 18.2 metres upon completion and backfilled as per Ontario Regulation 903. 3. Soil samples will be discarded after 3 months unless otherwise directed by our client. 4. A monitoring well was installed and the following free groundwater level readings have been measured:

April 23, 2018 - 17.75mApril 25, 2018 - 17.75m

Log of Borehole No.

Project No:

Project:

Location:

Client:

Project Manager:

Borehole Location:


E:

Drill Method:

Drill Date:

Hole Size:


Datum:

Field Logged by:

Checked by:

Sheet: 1 of 1

Depth

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

9

9

10

10

11

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Ele

vation (

m)

Sym

bol

Description

Well

Data

Type

Num

ber

Bl o

w C

ounts

Bl o

ws/3

00m

m

Recovery

PP

(kgf/

cm

2)

U.W

t.(k

N/m

3)

Moisture Content w%

10 20 30 40


20 40 60 80

SAMPLE


3

SM 188064-E

Phase Two ESA




See Drawing No. 1

4790283

590953

108.61

107.85

106.04

Ground Surface

Sand and Gravel FillBrown, dense.

Silty Sand FillBrown, trace gravel, dense.

SandBrown, trace to some gravel and silt with occasional cobbles, very dense.

End of Borehole

SS

SS

SS

SS

1

2

3

4

22,24,20,15

31,33,50/5"

50/3"

25,50/5"

44

100

100

100

Solid Stem Augers

January 31, 2018

150 millimetres

DDSI

Geodetic Benchmark

A.R.

S.S.

NOTES:

1. Borehole was advanced using solid stem auger equipment on January 31, 2018 to termination at a depth of 2.6 metres.

2. Borehole was recorded as open and 'dry' upon completion and backfilled as per Ontario Regulation 903.

3. Soil samples will be discarded after 3 months unless otherwise directed by our client.

Log of Borehole No.

Project No:

Project:

Location:

Client:

Project Manager:

Borehole Location:


E:

Drill Method:

Drill Date:

Hole Size:


Datum:

Field Logged by:

Checked by:

Sheet: 1 of 1

Depth

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

9

9

10

10

11

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Ele

vation (

m)

Sym

bol

Description

Well

Data

Type

Num

ber

Bl o

w C

ounts

Bl o

ws/3

00m

m

Recovery

PP

(kgf/

cm

2)

U.W

t.(k

N/m

3)

Moisture Content w%

10 20 30 40


20 40 60 80

SAMPLE


4

SM 188064-E

Phase Two ESA




See Drawing No. 1

4790310

590919

110.13

109.63

109.07

106.85

Ground Surface


Silty Sand FillBrown, trace to some gravel and clay, compact to very dense.

SandBrown, trace to some gravel and silt with occasional cobbles, dense to very dense.

End of Borehole

SS

SS

SS

SS

SS

1

2

3

4

5

25,29,26,13

11,8,8,10

10,16,18,14

19,50,50/4"

25,50/5"

55

16

34

100

100

Solid Stem Augers

January 31, 2018

150 millimetres

DDSI

Geodetic Benchmark

A.R.

S.S.

NOTES:




Log of Borehole No.

Project No:

Project:

Location:

Client:

Project Manager:

Borehole Location:


E:

Drill Method:

Drill Date:

Hole Size:


Datum:

Field Logged by:

Checked by:

Sheet: 1 of 2

Depth

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

9

9

10

10

11

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Ele

vation (

m)

Sym

bol

Description

Well

Data

Type

Num

ber

Bl o

w C

ounts

Bl o

ws/3

00m

m

Recovery

PP

(kgf/

cm

2)

U.W

t.(k

N/m

3)

Moisture Content w%

10 20 30 40


20 40 60 80

SAMPLE


5

SM 188064-E

Phase Two ESA




See Drawing No. 1

4790299

590973

107.54

107.16

104.57

100.68

99.16

96.11

Ground Surface


Silty Sand FillBrown, trace gravel and clay, occasional cobbles and organics, compact to very dense.


SandBrown, trace to some silt and gravel, occasional cobbles, dense.


SS

SS

SS

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6

7

8

9

10

35,50/5"

50/2"

61,32,22,24

9,7,5,5

10,12,7,6

8,50/3"

28,50/2"

50/2"

23,21,19,17

54

12

19

100

100

100

40

100

100

37 Hollow Stem Augers

Jan 31, Feb 26-27, 2018

200 millimetres


Geodetic Benchmark

A.R.

S.S.

Log of Borehole No.

Project No:

Project:

Location:

Client:

Project Manager:

Borehole Location:


E:

Drill Method:

Drill Date:

Hole Size:


Datum:

Field Logged by:

Checked by:

Sheet: 2 of 2

Depth

13

14

15

16

17

18

19

20

21

22

23

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

Ele

vation (

m)

Sym

bol

Description

Well

Data

Type

Num

ber

Bl o

w C

ounts

Bl o

ws/3

00m

m

Recovery

PP

(kgf/

cm

2)

U.W

t.(k

N/m

3)

Moisture Content w%

10 20 30 40


20 40 60 80

SAMPLE


5

SM 188064-E

Phase Two ESA




See Drawing No. 1

4790299

590973

87.11

SandBrown, trace to some silt and gravel, occasional to significant cobbles, compact to very dense.

End of Borehole

SS

SS

SS

SS

SS

SS

10

11

12

13

14

15

25,24,13,10

9,41,32,36

24,50/4"

50/3"

24,14,12,27

10,19,26,28

37

73

100

100

26

45

Hollow Stem Augers

Jan 31, Feb 26-27, 2018

200 millimetres


Geodetic Benchmark

A.R.

S.S.

NOTES: 1. Borehole was advanced using hollow stem auger equipment on January 31, 2018 and February 27-28, 2018 to termination ata depth of 20.4 metres. 2. Borehole was recorded as 'wet' at a depth of 17.7 metres upon completion and backfilled as per Ontario Regulation 903. 3. Soil samples will be discarded after 3 months unless otherwise directed by our client. 4. A monitoring well was installed and the following free groundwater level readings have been measured:

April 23, 2018 - 17.57mApril 25, 2018 - 17.55m

Log of Borehole No.

Project No:

Project:

Location:

Client:

Project Manager:

Borehole Location:


E:

Drill Method:

Drill Date:

Hole Size:


Datum:

Field Logged by:

Checked by:

Sheet: 1 of 1

Depth

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

9

9

10

10

11

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Ele

vation (

m)

Sym

bol

Description

Well

Data

Type

Num

ber

Bl o

w C

ounts

Bl o

ws/3

00m

m

Recovery

PP

(kgf/

cm

2)

U.W

t.(k

N/m

3)

Moisture Content w%

10 20 30 40


20 40 60 80

SAMPLE


6

SM 188064-E

Phase Two ESA




See Drawing No. 1

4790284

591003

106.12

105.72

105.06

102.47

Ground Surface


Silty Sand FillBrown, trace to some gravel and clay, occasional construction debris, compact to very dense.

SandBrown, trace to some gravel and silt with occasional cobbles, compact to very dense.

End of Borehole

SS

SS

SS

SS

SS

1

2

3

4

5

28,35,42,10

6,16,10,6

4,6,7,2

25,23,50/4"

43,24,26,50

77

26

13

100

50

Solid Stem Augers

January 31, 2018

150 millimetres

DDSI

Geodetic Benchmark

A.R.

S.S.

NOTES:




Log of Borehole No.

Project No:

Project:

Location:

Client:

Project Manager:

Borehole Location:


E:

Drill Method:

Drill Date:

Hole Size:


Datum:

Field Logged by:

Checked by:

Sheet: 1 of 1

Depth

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

9

9

10

10

11

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Ele

vation (

m)

Sym

bol

Description

Well

Data

Type

Num

ber

Bl o

w C

ounts

Bl o

ws/3

00m

m

Recovery

PP

(kgf/

cm

2)

U.W

t.(k

N/m

3)

Moisture Content w%

10 20 30 40


20 40 60 80

SAMPLE


7

SM 188064-E

Phase Two ESA




See Drawing No. 1

4790345

590928

108.30

107.95

106.85

104.65

Ground Surface


Silty Sand FillBrown, trace to some gravel and clay, loose to compact.


End of Borehole

SS

SS

SS

SS

SS

1

2

3

4

5

21,11,6,4

3,2,7,13

6,14,15,15

10,42,47,46

19,44,31,39

17

9

29

89

75

Solid Stem Augers

January 31, 2018

150 millimetres

DDSI

Geodetic Benchmark

A.R.

S.S.

NOTES:




Log of Borehole No.

Project No:

Project:

Location:

Client:

Project Manager:

Borehole Location:


E:

Drill Method:

Drill Date:

Hole Size:


Datum:

Field Logged by:

Checked by:

Sheet: 1 of 1

Depth

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

9

9

10

10

11

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Ele

vation (

m)

Sym

bol

Description

Well

Data

Type

Num

ber

Bl o

w C

ounts

Bl o

ws/3

00m

m

Recovery

PP

(kgf/

cm

2)

U.W

t.(k

N/m

3)

Moisture Content w%

10 20 30 40


20 40 60 80

SAMPLE


8

SM 188064-E

Phase Two ESA




See Drawing No. 1

4790325

590966

107.57

106.50

103.92

Ground Surface

Sand and Gravel FillBrown, dense.

Silty Sand FillBrown, trace to some gravel, compact.


End of Borehole

SS

SS

SS

SS

SS

1

2

3

4

5

49,32,14,8

3,5,10,10

7,9,11,16

40,30,50/5"

11,9,10,19

46

15

20

100

19

Solid Stem Augers

January 31, 2018

150 millimetres

DDSI

Geodetic Benchmark

A.R.

S.S.

NOTES:




Log of Borehole No.

Project No:

Project:

Location:

Client:

Project Manager:

Borehole Location:


E:

Drill Method:

Drill Date:

Hole Size:


Datum:

Field Logged by:

Checked by:

Sheet: 1 of 1

Depth

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

9

9

10

10

11

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Ele

vation (

m)

Sym

bol

Description

Well

Data

Type

Num

ber

Bl o

w C

ounts

Bl o

ws/3

00m

m

Recovery

PP

(kgf/

cm

2)

U.W

t.(k

N/m

3)

Moisture Content w%

10 20 30 40


20 40 60 80

SAMPLE


9

SM 188064-E

Phase Two ESA




See Drawing No. 1

4790322

590982

106.04

105.71

104.97

102.79

Ground Surface


Sand FillBrown, trace to some silt, loose to compact.


End of Borehole

SS

SS

SS

SS

SS

1

2

3

4

5

33,13,6,6

4,2,1,2

2,5,25,32

50/6"

21,50/2"

19

3

30

100

100

Solid Stem Augers

January 31, 2018

150 millimetres

DDSI

Geodetic Benchmark

A.R.

S.S.

NOTES:




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