Functional Servicing Report Re-Zoning Application

Functional Servicing Report

Re-Zoning Application

Ryerson University

Church Street Development

270, 272, 274, 280 & 288 Church Street

Perkins + Will City of Toronto 10-14022-000-D01-I01

Functional Servicing Report | Ryerson CSD

MMM Group Limited | May 2014 | 10-14022

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TABLE OF CONTENTS

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

1.1 SITE DESCRIPTION .......................................................................................................... 1

2.0 WATER SUPPLY AND APPURTENANCES ..................................... 5

2.1 WATER SUPPLY ............................................................................................................... 5

2.2 Hydrant Flow Test ............................................................................................................ 6

2.3 WATERMAIN APPURTENANCES ................................................................................... 6

3.0 SANITARY SEWAGE SYSTEM ........................................................ 8

3.1 EXISTING SYSTEM ........................................................................................................... 8

3.2 SANITARY SEWAGE ........................................................................................................ 9

4.0 STORM SEWAGE SYSTEM ............................................................ 11

4.1 EXISTING CONDITIONS ................................................................................................. 11

4.2 MINOR STORM DRAINAGE SYSTEM ........................................................................... 12

4.3 MAJOR STORM DRAINAGE SYSTEM .......................................................................... 12

5.0 UTILITES .......................................................................................... 14

5.1 EXISTING CONDITIONS ................................................................................................. 14

5.2 DESIGN CONSIDERATIONS .......................................................................................... 14

6.0 CONCLUSION .................................................................................. 15

6.1 WATER DISTRIBUTION .................................................................................................. 15

6.2 SANITARY SEWAGE ...................................................................................................... 15

6.3 STORM SEWAGE............................................................................................................ 15



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LIST OF FIGURES

Figure No. 1 Location Plan

Figure No. 1A Pre-development Plan

Figure No. 1B Proposed Pedestrian Underground Tunnel Location

Figure No. 2 Proposed Development Plan

Figure No. 3 Proposed Water Servicing Plan

Figure No. 4 Proposed Sanitary Servicing Plan

Figure No. 5 Proposed Storm Servicing Plan

Figure No. 6 Services Cross Section

LIST OF APPENDICES

APPENDIX A Water Flow Demand Calculations

APPENDIX B Watermain Flow Test Results

APPENDIX C Theoretical Sanitary Sewage Flows

APPENDIX D City of Toronto Sanitary and Combined Sewer HVM Model Data and

Dorsch Mapping

APPENDIX E City of City of Toronto Storm Sewer HVM Model Data and Dorsch

Mapping



1

1.0 INTRODUCTION

MMM Group Limited has been retained to prepare a Functional Servicing Report in support of zoning By-

law amendment application, to assess the servicing requirements relating to the proposed Ryerson

University Church Street Development located at 270 - 288 Church Street in the City of Toronto. The

proposed building will form part of Ryerson University campus. This report provides the conceptual

framework for water distribution, sanitary sewage and storm drainage for the development of this site, prior

to detailed design being undertaken. A Stormwater Management Report outlining the proposed quality

and quantity controls for stormwater on this site has been prepared under a separate cover.

The site will be serviced by existing local municipal sewers and watermains within adjoining municipal

rights-of-way. Service connections will be extended into the proposed site and coordinated with the

building design team.

In preparing this report MMM staff reviewed and secured the following available information:

► City of Toronto PUCC drawings

► HVM model data and Dorsch mapping

► As-built Plan and Profile drawings for Church Street, Dundas Street East and Bond Street, received

from the City of Toronto

► Surveyor Plan prepared by Speight, Van Nostrand & Gibson Limited, originally completed on May 23,

2001, and updated on May 13, 2014.

1.1 SITE DESCRIPTION

The development site is located at the North–West corner of Church Street and Dundas Street East,

adjacent to a public lane to the west and existing buildings to the north and south. The site is a rectangular

shape parcel of land with approximately 2,623.3 square meter (0.26ha) of area. Currently the entire site is

a paved asphalt parking lot. The location of the subject site is illustrated on Figure 1.

The proposed development will consist of a 26 storey building which includes 8 levels for academic use

and 18 storey student residence floors. The proposed building will consists of approximately 10,796

square meter residential gross floor area and will accommodate 332 beds. In addition there will be a

15,490 square meter of academic gross floor area which will occupy 8 levels (from 1 through 8) and 4

levels of underground parking garage. The proposed building will be connected via an underground

pedestrian tunnel to the 105 Bond Street building which is located across the public laneway, west of the

proposed building. The proposed tunnel location in reference to the proposed building and the tunnel cross

sections are shown on Figure 1B. Site vehicle access will be from Church Street and the underground

parking entrance is proposed from the south side of the proposed building.

Pre- and post-development plans are shown on Figure 1A and Figure 2, respectively.



3

Insert Figure 1A



4

Insert Figure 2



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2.0 WATER SUPPLY AND APPURTENANCES

2.1 WATER SUPPLY

Based on the PUCC drawings received from the City for the area adjacent to the site, there is:

► a 300mm diameter watermain under the west side of Church Street

► a 300mm diameter watermain under the east side of Church Street

► a 150mm diameter watermain under the north side of Dundas Street East

► a 150mm diameter watermain under the east sidewalk on Bond Street.

A domestic water demand calculation has been prepared using the City of Toronto Design Criteria. For the

provided proposed number of student beds of 332 and using a population equivalent of 0.0258 person per

square meter per gross floor area in square meter for academic areas, total proposed population

equivalent is 732 people. The average water demand was calculated based on a generation rate of 191

L/capita/day and City’s recommended peaking factors of 1.3 for maximum day and 2.5 for peak hour. The

average water demand for the proposed development is 97 L/min, the required maximum day domestic

flow is 127 L/min and a peak hour demand is 242 L/min.

A detailed fire flow calculation has been prepared using the recommendations of the Water Supply for

Public Fire Protection, 1999 – Fire Underwriters Survey (FUS). The fire flow calculation indicates that the

recommended fire flow for this proposed development is 8,000 L/min (equates to 2,114 US GPM). The

results of these calculations are included in Appendix A.

A new water service will be provided from the existing 300mm watermain on west side of Church Street.

The water service location will be coordinated with mechanical consultants. The new domestic and fire

water services to the proposed building will be provided in compliance with City’ standards and per Ontario

Building Code (O.B.C.).

Based on the height of the proposed building (exceeds 84m), the Building Code warrants that two fire

services be provided. Two, new fire services separated by an isolation valve will be extended to the

property line from the main, complete with valve and box at the property line. The new isolation valve in

the existing 300mm watermain will provide redundancy between the two fire service connections to the

building. A new domestic water service will branch from one of the fire service lines. The domestic service

will have a valve and box at the property line.

The City of Toronto contractor will construct the services from the mains to the property line, at the

Owner’s expense, including tapping sleeve and valve. The site contractor will install water services

complete with valve and box from the property line to the building. The proposed water servicing plan and

a cross section are shown on Figure 3 and Figure 6, respectfully.



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2.2 Hydrant Flow Test

Pressure and flow tests on the existing municipal watermains will be performed on an existing fire hydrant

on Church Street, adjacent to the site. The fire flow test will be arranged by MCW (mechanical consultant)

and the results appended to this report. These tests will verify the availability of the existing watermain

network to provide the maximum day plus fire flow water demand for the proposed development while

maintaining a water pressure of 20 psi.

2.3 WATERMAIN APPURTENANCES

Building code requirements stipulate that each building be serviced by a fire hydrant which is located no

more than 45 m away from the building’s siamese connection.

There is a proposed underground parking structure below the majority of the footprint of the proposed

mixed-use building. The on-site watermains within the proposed parking structure will be designed by the

site mechanical consultants. In accordance with City Standards, a water meter and a detector check valve

will be installed in the water meter rooms within the mechanical room. The meter room will need to be

accessible by the City and provide remote read-out locations for the City’s use in reading the meters. The

details of the rooms’ layout will be provided by the mechanical engineer at the detailed design stage.



7

Insert Figure 3



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3.0 SANITARY SEWAGE SYSTEM

The subject site is located in a combined sewer area. The combined sewer provides an outlet for both

sanitary sewage and stormwater from the adjoining areas. Flows from areas that are tributary to the

combined sewer may not have been separated into individual sanitary and storm sewers. As such, any

evaluation of the capacities of the existing combined sewer under the post-development condition must

account for the combined sanitary and storm flows. This section deals specifically with the sanitary flows

from the proposed development.

Based on the PUCC drawings provided by the City, for the area adjacent to the site, there is:

► a 600mm x 900mm egg shape brick Combined sewer along the center line of Church Street

► a 450mm diameter circular V.P. combined sewer along the center line of Dundas Street East

► a 450mm diameter circular brick combined sewer along the center line of Bond Street

► a 375mm diameter circular V.P. combined sewer along the center of public Lane. This sewer is not

shown on HVM model data or on as-built drawings received from the City. The updated surveyor plan,

dated April 7, 2014 however, indicates that there is a sewer along the Laneway which presumably

collects storm water (storm sewer) from the existing parking lot (development site) and along the

Laneway. It appears that this sewer conveys flow through the existing building, located south of the

proposed site to Dundas Street sewer.

3.1 EXISTING SYSTEM

The City of Toronto maintains a combined sewer network model to predict and analyze City owned sewers

based on population served with defined drainage areas. The combined sewer system was designed to

carry the peak dry weather flow plus the storm runoff from a 2-year storm event. The dry weather output of

the City’s combined sewer model (called HVM) was provided for a population based on 1970’s data. A

schematic layout of the combined sewer network and existing sewer HVM Model output data as provided

from the City is shown in Appendix D.

The HVM model for the existing sewers adjacent to the site reveals the following:

► The 600mm x 900mm combined sewer on Church Street, labeled 4253 in the HVM model, and has a

full flow capacity of 1,578 L/s and a spare capacity of 1,298 L/s. The combined sewer is approximately

4.84m deep. The HGL at pipe lower end is 86.12m and at its upper end is 87.55m. The pipe is not

surcharged as the maximal HGL elevation is below pipe obvert.

► The 600mm x 900mm combined sewer on Church Street, labeled 4254 in the HVM model, and has a

full flow capacity of 1,535 L/s and a spare capacity of 1,105 L/s. The combined sewer is approximately

4.98m deep. The HGL at pipe lower end is 85.18m and at its upper end is 86.12m. The pipe is not

surcharged as the maximal HGL elevation is below pipe obvert.



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► The HVM model data results does not show sewer on Laneway (the 375mm combined sewer is shown

on PUCC drawings).

3.2 SANITARY SEWAGE

To calculate the approximate peak sanitary flows, the following design criteria have been utilized:

► 450 L/cap/day average day flow generation rate for residential use (new development)

► Population equivalent based on Land Use (1 person per bed)

► Population equivalent – school, lot area unknown = GFA (m2) x 0.0258 person/m2

► Peaking Factor for residential use: Harmon Formula M=1+(14/√(4+P/1000))

► Infiltration for residential use: 0.26 L/ha/s

An estimate of the new development sanitary sewage flows has been calculated and is included in

Appendix C. For estimated total population number of 732 people and using City of Toronto design

criteria, the approximate peak sanitary flows for the new building is 15 L/s. The HVM model data results as

provide by the City indicates that the existing 600mm x 900mm combined sewer, labeled 4254 in HVM

model, on Church Street has spare capacity of 1,105 L/s which is sufficient to accommodate the proposed

development. A new sanitary sewer service at minimal slope of 1.0% will be provided from the

600mmx900mm brick shape combined sewer on Church Street. The proposed sanitary servicing plan and

a cross section of the proposed service connection in relation to the existing municipal infrastructure are

shown on Figure 4 and Figure 6, respectfully.

At the time of the collection, the City’s model data indicates that the existing sewer is not surcharged and

the maximum HGL elevation is approximately 4.7m below the surface elevation. The sewers’ maximum

hydraulic grade line elevation is 86.12 m. Where possible, a 1.00 m minimum freeboard between the

proposed service connection invert elevation and the maximum hydraulic grade line in the existing

municipal sewer system shall be provided. For less than 1.00 m freeboard, the sanitary service connection

must be equipped with a back flow preventer.

Proposed sanitary sewers within the proposed parking structure will be designed by the site mechanical

consultant to meet Ontario Plumbing Code Standards. The sanitary service connection to the site within

the existing municipal road allowance will be designed to the City of Toronto Standards. A sanitary control

manhole will be provided on private property immediately adjacent to the property line.

Notwithstanding that part of this site will drain to a combined sewer system, the on-site sanitary and storm

systems will be completely separated.



10

Insert Figure 4



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4.0 STORM SEWAGE SYSTEM

A Stormwater Management Report for this development has been prepared under a separate cover. It

identifies the stormwater quantity and quality controls under which this site will operate to comply with the

City’s Wet Weather Flow Management Guidelines.

4.1 EXISTING CONDITIONS

Based on the PUCC drawings provided by the City, for the area adjacent to the site, there is:

► a 375mm diameter R.C.P. storm sewer on the west side of Church Street

► a 600mm diameter R.C.P. storm sewer on the south side of Dundas Street East

The HVM model for the above listed sewers reveals the following:

► The 375mm Church Street storm sewer, labeled R505 in the HVM model, has a full flow capacity of

187 L/s. The model data results suggest that there is no flow conveyance through this pie, and the

pipe spare capacity is 187 L/s. The pipe is approximately 2.56 m deep.

► The 450mm Church Street storm sewer, labeled R506 is immediately downstream of R505. Its full flow

capacity is 356 L/s and a spare capacity of 189 L/s. The sewer is approximately 2.56 m deep. The

HGL at pipe lower end is 87.05m and at its upper end is 88.27m.

The City of Toronto HVM model output data and Dorsch mapping for the existing storm sewer systems can

be found in Appendix E.

Based on the updated surveyor plan, dated April 7, 2014 the existing drainage within the subject site

consists of a typical parking lot type drainage condition where several catchbasins are utilized to collect

surface runoff. It is assumed that the parking lot (proposed development site) is currently draining with no

restrictions to a municipal storm sewer. It is however not clear if the subject site sewer is connected to

Church Street storm sewer or to a Laneway storm sewer.

The public Laneway surface drainage is being collected with catchbasins located along the centerline and

conveyed within the existing laneway storm sewer. Based on the information provided, this sewer is likely

going through the existing building to the south and is connected to a sewer on Dundas Street East.

In developing this site, the rate of storm drainage that is currently being discharged to the storm sewer

systems will be significantly reduced in order to conform to the requirements of the Wet Weather Flow

Management Guidelines (WWFMG). Consequently, by developing this site, there will be a net decrease in

the total rate of flow to the existing storm sewer systems. The proposed site service connections will be

from Church Street storm sewer.



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4.2 MINOR STORM DRAINAGE SYSTEM

The pre-development condition of the site is entirely hard surface. The post-development condition also

will be essentially entirely hard surface. As such, the run-off generated by the site will not change under

the post-development condition. However, the allowable stormwater release rate for the minor flow will be

decreased resulting from the stormwater quantity control requirements.

The on-site minor storm drainage system will be designed to convey the 1- in 2-year storm event, in

accordance with the aforementioned Wet Weather Flow Management Guidelines (WWFMG). The minor

storm flow from the proposed development will be directed to a proposed storage tank located within the

building and from there it will be discharged on targeted flow rate to the existing 450 mm diameter storm

sewer on Church Street. In compliance with the City’s Sewer By-Law and the City of Toronto Municipal

Code, a control maintenance hole will be provided on the property close to the property line. The flow will

discharge by gravity from the control manhole to a municipal sewer. A new storm service will be provided

to service this development. A proposed storm sewer servicing plan and a cross section of the proposed

storm service connection in relation to the existing municipal infrastructure are shown on Figure 5 and

Figure 6, respectfully

The City’s HVM model data indicates that the existing 450mm storm sewer has spare capacity of 189 L/s.

In compliance to Wet Weather Management Flow Guidelines (WWFMG), the anticipated allowable

discharge flow rate from the post-development is approximately 32.2 L/s, based on the 2-year pre-

development flow rate calculated with the maximum runoff coefficient of 0.5. This is less than the pre-

development flow rate. Therefore, the existing storm sewer on Church Street has sufficient capacity to

support the proposed development.

Invert elevation of the existing 450mm connecting sewer will be field verified prior to construction. If

possible a 0.5 m freeboard above the hydraulic grade line in the sewer shall be provided. If 0.5 m

freeboard cannot be achieved, storm service connection must be equipped with a back flow preventer.

On-site stormwater controls will be necessary to restrict flows to the storm sewer system. Refer to the

Stormwater Management Report for an overview of the quantity and quality stormwater controls

recommended for this development.

4.3 MAJOR STORM DRAINAGE SYSTEM

The major storm system is a conveyance system for flows in excess of the minor system flows.

For the development of this site, the grading design will be prepared such that the surface (i.e. roads and

landscaped areas) grades will direct surface drainage away from the building to approved outlets, such as

the adjoining public rights-of-way. For major storm events exceeding the 100-year storm and the capacity

of the cistern, an overflow shall be designed to direct excess flows to grade and ultimately public rights-of-

way.



13

Insert Figure 5



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5.0 UTILITES

5.1 EXISTING CONDITIONS

The existing system, as summarized below, is based on the information provided by the City to date.

► Laneway, adjacent to the west

� BELL Canada conduit located on the east side

� a 100mm gasmain located on the west side

► Church Street

� BELL Canada conduit under the west boulevard

� a 150mm abandoned gasmain under the west boulevard

� T.H.E.S. conduit on the west side of the road

� T.H.E.S. conduit on the east side of the road

� A 100mm gasmain on the east side of the road

However, the design cannot be relied on the information summarized above. It is the Contractor’s

responsibility to verify location of the existing utilities at the Owner’s expense before construction starts

and to advise the Engineer of any discrepancy a minimum of 48 hours before construction starts.

5.2 DESIGN CONSIDERATIONS

The utility stakeholders will provide the design of their required services for this proposed development.

The Building Mechanical and Electrical Consultants will provide the utility companies with the proposed

building load requirements to facilitate their designs.

AP

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IX A

– Water F

low D

emand C

alculations

Appendix A – Water Demand Calculation

Ryerson CSD

Job No.: 10-14022

1 of 3

THEORETICAL DOMESTIC WATER DEMAND

A. Building statistics provided by the architects:

Site Area: A=2,623.3 m2

(equates to 0.26 ha)

Occupancy Area:

Total GFA Area: A= 26,286 m2

Number of floors: 26 (18 residential floors +8 academic)

Building height is 91.0 m (Top of Concrete slab)

Total height including a mechanical penthouse 112.1 m

Total beds (Student population): 332 student beds

Academic spaces (GFA) 15,490 m2

Dwelling Type

Height Floor 5

(the largest floor area) Floor 4 Floor 6

m m2 m

2 m

2

Academic 2,234.6 1,671.2 2,131.4

B. Water Demand:

The water demand used should be sufficient to satisfy maximum day demand plus fire flow or the

peak hour demand, whichever is greater.

Water Demand (City of Toronto):

Population Type Unit Average Per

Capita Demand Min. hour Peak Hour Max. Day

Student Residence /

Academic Area L/cap/day 191 L/cap/day 0.84 2.50 1.30

Theoretical Water Demand:

Population Type

Occupancy Area

(m2)

Population No.

Average Per Capita

Demand Min. hour Peak Hour Max. Day

Student Residence

10,684 332 44 L/min 37 L/min 110 L/min 57.6 L/min

Academic Area

15,490 400 53 L/min 44 L/min 132 L/min 69 L/min

TOTAL 732 97 L/min 242 L/min 127 L/min

1) Population equivalent – schools, lot area unknown = GFA (m2)x 0.0258 person/ m

2

TOTAL DOMESTIC WATER DEMAND: Peak Hour= 242 L/min Max. Day = 127 L/min


Ryerson CSD

Job No.: 10-14022

2 of 3

FIRE FLOW REQUIREMENT CALCULATION The fire flow calculation in accordance with the Fire Underwriters Survey (FUS)

The fire flow required for a given area may be determined by the formula:

F= 220 x C x sqrt (A)

Where: F - Fire Flow (L/min.)

C - Coefficient Related to the type of construction = 0.6 (fire resistive

construction - fully protected building)

A - total floor area in m2 (including all story, but excluding

basements at least 50% below grade) in the building being considered.

Compute Area (A):

* For fire resistive building: consider two largest adjoining floors plus 50% of each of any floors

immediately above them up to eight, when the vertical openings are inadequately protected. If the

vertical openings and exterior vertical communications are properly protected (one hour rating)

consider only the area of the largest floor plus 25% of each of the two immediately adjoining

floors.

Area A = the area of the largest floor plus 25% of each of the two immediately adjoining floors.

(Assuming the vertical openings and exterior vertical communications are properly protected)

Largest Floor - Floor 5: A = 2,235 m2

Floor 4: A = 1,671 m2

Floor 6: A = 2,131 m2

Area A (m2) = 2,235 + 0.25 x (1,671 + 2,131)

Area A = 3,186 m2

STEP 1: F = 220 x 0.6 x sqrt (A)

F=220 x 0.6 sqrt (3,186) = 7,450 L/min

F= 7,000 L/min (Rounded off to the nearest 1,000)

STEP 2: The above can be reduced by 25% for low hazard occupancy (dwellings)

F2 = F x 0.75

F2 = 5,250 L/min

STEP 3: The above can be reduced by 30% for adequately designed system conforming

to NFPA 13.

F3 = F2 x 0.30

F3 = 1,575 L/min

STEP 4: Increase the above due to exposure / close proximity to other buildings (25%

increases for separation of 0 to 3m; 20% increases for separation of 3.1 to 10m; or 15% for

separation 10.1 to 20m; 10% for separation 20.1 to 30m) for each building side. The total

percentage charge is the sum of the percentages for all sides, but shall not exceed 75%)

Separation Charge:


Ryerson CSD

Job No.: 10-14022

3 of 3

Face Distance (m) Charge (%)

East 24.5 10

North 0 25

West 6.5 20

South 6.5 20

TOTAL: 75 %

F4 = F2 x 0.75

F4 = 3,938 L/min

Required Fire Flow Demand:

F fire flow = F2-F3+F4

F fire flow = 7,613 L/min

F fire flow = 8,000 L/min (Rounded off to the nearest 1,000 L/min)

* NOTE: The fire flow shall not exceed 45,000 L/min. nor be less than 2,000 L/min.

Results will be supplemented when available

AP

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IX B

– Water F

low T

est Results

AP

PE

ND

IX C

– Theorectical S

anitary Sew

age Flow

s

Appendix C – Sanitary Sewer Flow Calculation

Ryerson CSD

Job No.: 10-14022

1 of 1

A. PROPOSED DEVELOPMENT

Building statistics provided by the architects:

Site Area: A=2,623.3 m2

(equates to 0.26 ha)

Occupancy Area:

Total GFA Area: A= 26,286 m2

Number of floors: 26 (18 residential floors +8 academic)

Total beds (Student population): 332 student beds

Academic spaces (GFA) 15,490 m2

SAN Flow Rate

Unit Type

Equivalent Population

1

Site Area

Average Waste

Water Flow2

x 450

L/cap/day

Harmon Peaking Factor

3

Infiltration4

Total Peak Flow

5

(m2) (L/s)

(L/s) (L/s)

Student Residence / Academic

Area

732 2,623 3.78 3.883 0.068 14.9

Note 1: Equivalent population based on Land Use (1 person per bed)

Population equivalent – schools, lot area unknown = GFA (m2) x 0.0258 person/ m2 Note 2: Average wastewater flow 450 L/cap/day (residential)

Note 3: Peaking factor per Harmon equation: M=1+(14/√(4+P/1000))

Note 4: Infiltration Flow 0.26 L/s/ha

Note 5: Total Peak Flow = Average Flow x M + Infiltration

Theoretical SAN Design Flow: 15 L/s

Proposed connection capacity: For 200mm @ 1.0% Q = 33 L/s

AP

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IX D

– City of T

oronto Com

bined Sew

er HV

M M

odel Data and D

orch Mapping

Ryerson Campus.txt TORONTO SEWER SYSTEM STUDY AREA 7

----- JARVIS STREET TRUNK -----

4253 EGG 0.66/0.99 INFLOW 1276 7120 OUTFLOW 4254 B.NO. 150100 EXIST. COMB. 4253 * YU 87.234 YL 85.807 QF 1578 DQ 0 QDLM 35 VNIGHT0.62 DUC -0.68 DLC -0.67 QLM 280 CAP 1298 SU 91.909 SL 90.821 AF 0.499 DQD 0.0 HDLM 0.11 HNIGHT0.02 DUS -4.36 DLS -4.70 RAIN 7MS2 QLM/QF 0.18 RES 81 A 0.0 VF 3.16 GAMMA 1.00 VDLM 1.51 VNORM 0.0 HUM 0.31 HLM 0.32 QRQLM 267 DY 1.43 IW 0.0 L 93.0 S 1/ 65 N 0.0130 SCOD 102 DWB 0.00 YUM 87.55 YLM 86.12 VLM 2.42 DH 0.00 4254 EGG 0.66/0.99 INFLOW 4253 OUTFLOW 4255 B.NO. 150100 EXIST. COMB. 4254 YU 85.807 YL 84.573 QF 1535 DQ 210 QDLM 36 VNIGHT0.62 DUC -0.67 DLC -0.38 QLM 430 CAP 1105 SU 90.821 SL 89.526 AF 0.499 DQD 0.6 HDLM 0.14 HNIGHT0.03 DUS -4.70 DLS -4.34 RAIN 7MS2 QLM/QF 0.28 RES 81 A 0.71 VF 3.07 GAMMA 1.00 VDLM 1.49 VNORM 0.0 HUM 0.32 HLM 0.61 QRQLM 414 DY 1.23 IW 0.0 L 85.0 S 1/ 69 N 0.0130 SCOD 102 DWB 0.03 YUM 86.12 YLM 85.18 VLM 1.51 DH -0.29 4255 EGG 0.71/1.07 INFLOW 4254 7157 OUTFLOW 4256 B.NO. 150000 EXIST. COMB. 4255 YU 84.573 YL 83.567 QF 1570 DQ 0 QDLM 50 VNIGHT0.69 DUC -0.46 DLC -0.47 QLM 805 CAP 765 SU 89.526 SL 89.434 AF 0.583 DQD 0.0 HDLM 0.14 HNIGHT0.03 DUS -4.34 DLS -5.26 RAIN 7MS2 QLM/QF 0.51 RES 80 A 0.0 VF 2.69 GAMMA 1.00 VDLM 1.41 VNORM 0.0 HUM 0.61 HLM 0.60 QRQLM 773 DY 1.01 IW 0.0 L 100.3 S 1/ 100 N 0.0130 SCOD 102 DWB 0.0 YUM 85.18 YLM 84.17 VLM 2.63 DH 0.00 4256 EGG 0.71/1.07 INFLOW 4255 OUTFLOW 4257 B.NO. 150000 EXIST. COMB. 4256 YU 83.567 YL 82.592 QF 1638 DQ 221 QDLM 50 VNIGHT0.72 DUC -0.47 DLC -0.39 QLM 995 CAP 643 SU 89.434 SL 89.175 AF 0.583 DQD 0.7 HDLM 0.14 HNIGHT0.03 DUS -5.26 DLS -5.91 RAIN 7MS2 QLM/QF 0.61 RES 80 A 0.74 VF 2.81 GAMMA 1.00 VDLM 1.46 VNORM 0.0 HUM 0.60 HLM 0.68 QRQLM 961 DY 0.98 IW 0.0 L 89.3 S 1/ 92 N 0.0130 SCOD 101 DWB 0.00 YUM 84.17 YLM 83.27 VLM 2.78 DH -0.07 4257 EGG 0.71/1.07 INFLOW 4256 OUTFLOW 4258 B.NO. 149900 EXIST. COMB. 4257 YU 82.592 YL 81.403 QF 1593 DQ 0 QDLM 50 VNIGHT0.71 DUC -0.39 DLC 0.16 QLM 940 CAP 653 SU 89.175 SL 87.804 AF 0.583 DQD 0.0 HDLM 0.14 HNIGHT0.03 DUS -5.91 DLS -5.17 RAIN 7MS2 QLM/QF 0.59 RES 111 A 0.0 VF 2.73 GAMMA 0.73 VDLM 1.43 VNORM 0.0 HUM 0.68 HLM 1.23 QRQLM 903 DY 1.19 IW 0.0 L 115.2 S 1/ 97 N 0.0130 SCOD 102 DWB 0.01 YUM 83.27 YLM 82.63 VLM 2.40 DH -0.55 4258 EGG 0.71/1.07 INFLOW 4257 OUTFLOW 128 B.NO. 149900 EXIST. COMB. 4258 YU 81.403 YL 80.595 QF 1472 DQ 224 QDLM 51 VNIGHT0.67 DUC 0.16 DLC 0.69 QLM 1021 CAP 451 SU 87.804 SL 86.920 AF 0.583 DQD 0.9 HDLM 0.14 HNIGHT0.03 DUS -5.17 DLS -4.56 RAIN 7MS2 QLM/QF 0.69 RES 111 A 0.76 VF 2.52 GAMMA 1.00 VDLM 1.35 VNORM 0.0 HUM 1.23 HLM 1.76 QRQLM 984 DY 0.81 IW 0.0 L 91.7 S 1/ 113 N 0.0130 SCOD 102 DWB 0.0 YUM 82.63 YLM 82.36 VLM 2.41 DH -0.53

7119 CIRCULAR 0.30/0.30 INFLOW OUTFLOW 7120 B.NO. 358700 EXIST. COMB. 7119 YU 89.623 YL 89.160 QF 71 DQ 93 QDLM 0 VNIGHT0.16 DUC -0.18 DLC 0.15 QLM 78 CAP -6 SU 92.662 SL 92.531 AF 0.071 DQD 0.2 HDLM 0.01 HNIGHT0.00 DUS -2.92 DLS -2.93 RAIN 7MS2 QLM/QF 1.10 RES 45 A 0.44 VF 1.00 GAMMA 0.74 VDLM 0.25 VNORM 0.0 HUM 0.12 HLM 0.45 QRQLM 78 DY 0.46 IW 0.0 L 85.9 S 1/ 186 N 0.0130 SCOD 5 DWB 0.0 YUM 89.74 YLM 89.61 VLM 1.11 DH -0.32 7120 CIRCULAR 0.38/0.38 INFLOW 7119 OUTFLOW 4253 B.NO. 358800 EXIST. COMB. 7120 YU 89.111 YL 88.633 QF 128 DQ 139 QDLM 11 VNIGHT0.38 DUC 0.11 DLC 0.0 QLM 208 CAP -79 SU 92.531 SL 91.909 AF 0.113 DQD 10.5 HDLM 0.07 HNIGHT0.02 DUS -2.93 DLS -2.90 RAIN 7MS2 QLM/QF 1.63

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Ryerson Campus.txt RES 45 A 0.55 VF 1.13 GAMMA 0.83 VDLM 0.70 VNORM 0.0 HUM 0.49 HLM 0.38 QRQLM 196 DY 0.48 IW 10.2 L 96.0 S 1/ 201 N 0.0130 SCOD 5 DWB 0.0 YUM 89.61 YLM 89.01 VLM 1.84 DH -0.11 7150 CIRCULAR 0.46/0.46 INFLOW OUTFLOW 7151 B.NO. 91900 EXIST. COMB. 7150 YU 89.328 YL 88.398 QF 374 DQ 112 QDLM 0 VNIGHT0.35 DUC -0.39 DLC -0.29 QLM 108 CAP 267 SU 92.516 SL 91.833 AF 0.166 DQD 0.3 HDLM 0.01 HNIGHT0.00 DUS -3.12 DLS -3.26 RAIN 7MS2 QLM/QF 0.29 RES 82 A 0.38 VF 2.26 GAMMA 1.00 VDLM 0.39 VNORM 0.0 HUM 0.07 HLM 0.17 QRQLM 108 DY 0.93 IW 0.0 L 60.3 S 1/ 65 N 0.0130 SCOD 102 DWB 0.00 YUM 89.40 YLM 88.57 VLM 1.89 DH -0.10

7151 CIRCULAR 0.46/0.46 INFLOW 7150 OUTFLOW 7152 B.NO. 91900 EXIST. COMB. 7151 YU 88.398 YL 88.078 QF 354 DQ 0 QDLM 0 VNIGHT0.33 DUC -0.29 DLC -0.26 QLM 104 CAP 250 SU 91.833 SL 91.272 AF 0.166 DQD 0.0 HDLM 0.01 HNIGHT0.00 DUS -3.26 DLS -3.00 RAIN 7MS2 QLM/QF 0.29 RES 82 A 0.0 VF 2.13 GAMMA 1.00 VDLM 0.38 VNORM 0.0 HUM 0.17 HLM 0.20 QRQLM 104 DY 0.32 IW 0.0 L 23.2 S 1/ 73 N 0.0130 SCOD 102 DWB 0.00 YUM 88.57 YLM 88.28 VLM 1.53 DH -0.02 7152 CIRCULAR 0.46/0.46 INFLOW 7151 OUTFLOW 7153 B.NO. 91900 EXIST. COMB. 7152 YU 88.078 YL 87.219 QF 310 DQ 116 QDLM 4 VNIGHT0.39 DUC -0.26 DLC -0.19 QLM 203 CAP 107 SU 91.272 SL 90.004 AF 0.166 DQD 4.0 HDLM 0.04 HNIGHT0.01 DUS -3.00 DLS -2.51 RAIN 7MS2 QLM/QF 0.66 RES 80 A 0.38 VF 1.87 GAMMA 1.00 VDLM 0.70 VNORM 0.0 HUM 0.20 HLM 0.27 QRQLM 199 DY 0.86 IW 3.7 L 81.1 S 1/ 94 N 0.0130 SCOD 102 DWB 0.0 YUM 88.28 YLM 87.49 VLM 1.97 DH -0.08 7153 CIRCULAR 0.46/0.46 INFLOW 7152 OUTFLOW 7156 B.NO. 91900 EXIST. COMB. 7153 YU 87.219 YL 86.981 QF 402 DQ 0 QDLM 4 VNIGHT0.47 DUC -0.23 DLC -0.21 QLM 201 CAP 201 SU 90.004 SL 90.129 AF 0.166 DQD 0.0 HDLM 0.03 HNIGHT0.01 DUS -2.55 DLS -2.90 RAIN 7MS2 QLM/QF 0.50 RES 80 A 0.0 VF 2.42 GAMMA 1.00 VDLM 0.85 VNORM 0.0 HUM 0.23 HLM 0.25 QRQLM 196 DY 0.24 IW 0.0 L 13.4 S 1/ 56 N 0.0130 SCOD 102 DWB 0.0 YUM 87.45 YLM 87.23 VLM 2.19 DH -0.02 7154 CIRCULAR 0.46/0.46 INFLOW OUTFLOW 7155 B.NO. 91801 EXIST. COMB. 7154 YU 87.438 YL 87.194 QF 166 DQ 106 QDLM 0 VNIGHT0.16 DUC -0.32 DLC -0.21 QLM 93 CAP 73 SU 90.303 SL 90.263 AF 0.166 DQD 0.3 HDLM 0.01 HNIGHT0.00 DUS -2.72 DLS -2.82 RAIN 7MS2 QLM/QF 0.56 RES 80 A 0.36 VF 1.00 GAMMA 1.00 VDLM 0.22 VNORM 0.0 HUM 0.14 HLM 0.25 QRQLM 92 DY 0.24 IW 0.0 L 80.8 S 1/ 331 N 0.0130 SCOD 102 DWB 0.0 YUM 87.58 YLM 87.44 VLM 1.02 DH -0.11 7155 CIRCULAR 0.46/0.46 INFLOW 7154 OUTFLOW 7156 B.NO. 91801 EXIST. COMB. 7155 YU 87.194 YL 86.981 QF 331 DQ 0 QDLM 0 VNIGHT0.31 DUC -0.28 DLC -0.10 QLM 89 CAP 241 SU 90.263 SL 90.129 AF 0.166 DQD 0.0 HDLM 0.03 HNIGHT0.01 DUS -2.89 DLS -2.79 RAIN 7MS2 QLM/QF 0.27 RES 80 A 0.0 VF 1.99 GAMMA 1.00 VDLM 0.35 VNORM 0.0 HUM 0.18 HLM 0.36 QRQLM 89 DY 0.21 IW 0.0 L 17.7 S 1/ 83 N 0.0130 SCOD 102 DWB 0.02 YUM 87.38 YLM 87.34 VLM 0.82 DH -0.17 7156 CIRCULAR 0.46/0.46 INFLOW 7153 7155 OUTFLOW 7157 B.NO. 712600 EXIST. COMB. 7156 YU 86.981 YL 85.826 QF 505 DQ 126 QDLM 14 VNIGHT0.75 DUC -0.21 DLC -0.06 QLM 403 CAP 102 SU 90.129 SL 89.508 AF 0.166 DQD 9.5 HDLM 0.06 HNIGHT0.02 DUS -2.90 DLS -3.28 RAIN 7MS2 QLM/QF 0.80 RES 45 A 0.41 VF 3.04 GAMMA 1.00 VDLM 1.39 VNORM 0.0 HUM 0.25 HLM 0.40 QRQLM 389 DY 1.15 IW 9.3 L 41.2 S 1/ 36 N 0.0130 SCOD 5 DWB 0.00 YUM 87.23 YLM 86.23 VLM 2.71 DH -0.15 7157 CIRCULAR 0.46/0.46 INFLOW 7156 OUTFLOW 4255 B.NO. 712600 EXIST. COMB. 7157 YU 85.826 YL 84.783 QF 418 DQ 0 QDLM 14 VNIGHT0.66 DUC -0.06 DLC -0.06 QLM 397 CAP 21

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Ryerson Campus.txt SU 89.508 SL 89.526 AF 0.166 DQD 0.0 HDLM 0.06 HNIGHT0.02 DUS -3.28 DLS -4.34 RAIN 7MS2 QLM/QF 0.95 RES 45 A 0.0 VF 2.52 GAMMA 1.00 VDLM 1.22 VNORM 0.0 HUM 0.40 HLM 0.40 QRQLM 383 DY 1.04 IW 0.0 L 54.2 S 1/ 52 N 0.0130 SCOD 5 DWB 0.0 YUM 86.23 YLM 85.18 VLM 2.60 DH 0.00 *****************************

1274 BASKET HANDLE H 1.07/1.45 INFLOW OUTFLOW 1278 B.NO. 358800 RECEIVING EXIST. STORM 1274 * YU 84.664 YL 84.292 QF 3407 DQ 221 QDLM 0 VNIGHT0.0 DUC 2.63 DLC 2.57 QLM 3763 CAP -354 SU 92.583 SL 91.919 AF 1.445 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -3.84 DLS -3.61 RAIN 7MS2 QLM/QF 1.10 RES 0 A 1.10 VF 2.36 GAMMA 0.69 VDLM 0.0 VNORM 0.0 HUM 4.08 HLM 4.02 QRQLM 3650 DY 0.37 IW 0.0 L 85.3 S 1/ 229 N 0.0130 SCOD 201 DWB 0.0 YUM 88.74 YLM 88.31 VLM 2.60 DH -0.06 1278 BASKET HANDLE H 1.07/1.45 INFLOW 1274 1277 OUTFLOW 1279 B.NO. 358900 EXIST. STORM 1278 YU 84.292 YL 84.268 QF 3236 DQ 0 QDLM 0 VNIGHT0.0 DUC 2.48 DLC 2.47 QLM 4201 CAP -964 SU 91.919 SL 91.818 AF 1.445 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -3.69 DLS -3.63 RAIN 7MS2 QLM/QF 1.30 RES 0 A 0.0 VF 2.24 GAMMA 0.75 VDLM 0.0 VNORM 0.0 HUM 3.93 HLM 3.92 QRQLM 4080 DY 0.02 IW 0.0 L 6.1 S 1/ 254 N 0.0130 SCOD 201 DWB 0.0 YUM 88.22 YLM 88.18 VLM 2.91 DH 0.02 1279 BASKET HANDLE H 1.05/1.45 INFLOW 1278 4263 OUTFLOW R517 B.NO. 359000 EXIST. STORM 1279 YU 84.268 YL 84.060 QF 3273 DQ 60 QDLM 0 VNIGHT0.0 DUC 2.47 DLC 2.33 QLM 4245 CAP -971 SU 91.818 SL 91.600 AF 1.445 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -3.63 DLS -3.76 RAIN 7MS2 QLM/QF 1.30 RES 0 A 0.22 VF 2.27 GAMMA 0.94 VDLM 0.0 VNORM 0.0 HUM 3.92 HLM 3.78 QRQLM 4118 DY 0.21 IW 0.0 L 51.7 S 1/ 249 N 0.0130 SCOD 201 DWB 0.0 YUM 88.18 YLM 87.84 VLM 2.94 DH 0.14 ----- EAST AREA -----

R235 CIRCULAR 0.60/0.60 INFLOW R240 R241 OUTFLOW R236 B.NO. 2316 EXIST. STORM R235 YU 87.510 YL 86.450 QF 718 DQ 15 QDLM 0 VNIGHT0.0 DUC -0.48 DLC -0.47 QLM 71 CAP 647 SU 90.040 SL 89.570 AF 0.282 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -2.41 DLS -2.99 RAIN 7MS2 QLM/QF 0.10 RES 0 A 0.26 VF 2.54 GAMMA 0.0 VDLM 0.0 VNORM 0.0 HUM 0.12 HLM 0.13 QRQLM 71 DY 1.06 IW 0.0 L 77.2 S 1/ 73 N 0.0130 SCOD 211 DWB 0.0 YUM 87.63 YLM 86.58 VLM 1.65 DH -0.01 R236 CIRCULAR 0.68/0.68 INFLOW R235 OUTFLOW R508 B.NO. 23161 EXIST. STORM R236 YU 86.370 YL 86.120 QF 1154 DQ 0 QDLM 0 VNIGHT0.0 DUC -0.56 DLC -0.45 QLM 71 CAP 1083 SU 89.570 SL 89.200 AF 0.357 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -3.09 DLS -2.86 RAIN 7MS2 QLM/QF 0.06 RES 0 A 0.0 VF 3.23 GAMMA 0.0 VDLM 0.0 VNORM 0.0 HUM 0.11 HLM 0.22 QRQLM 71 DY 0.25 IW 0.0 L 13.2 S 1/ 53 N 0.0130 SCOD 211 DWB 0.0 YUM 86.48 YLM 86.34 VLM 1.15 DH -0.11 R237 CIRCULAR 0.68/0.68 INFLOW R508 OUTFLOW R510 B.NO. 2317 EXIST. STORM R237 YU 85.690 YL 85.240 QF 979 DQ 0 QDLM 0 VNIGHT0.0 DUC -0.46 DLC -0.46 QLM 221 CAP 758 SU 89.200 SL 88.900 AF 0.357 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -3.29 DLS -3.44 RAIN 7MS2 QLM/QF 0.23 RES 0 A 0.0 VF 2.74 GAMMA 0.0 VDLM 0.0 VNORM 0.0 HUM 0.22 HLM 0.22 QRQLM 221 DY 0.45 IW 0.0 L 33.0 S 1/ 73 N 0.0130 SCOD 211 DWB 0.0 YUM 85.91 YLM 85.46 VLM 2.24 DH 0.00 R238 CIRCULAR 0.38/0.38 INFLOW OUTFLOW R239 B.NO. 919 EXIST. STORM R238 YU 89.700 YL 88.440 QF 233 DQ 25 QDLM 0 VNIGHT0.0 DUC -0.33 DLC -0.29 QLM 24 CAP 209 SU 91.830 SL 90.620 AF 0.110 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -2.09 DLS -2.10 RAIN 7MS2 QLM/QF 0.10 RES 0 A 0.44 VF 2.11 GAMMA 0.0 VDLM 0.0 VNORM 0.0 HUM 0.04 HLM 0.08 QRQLM 24 DY 1.26 IW 0.0 L 71.0 S 1/ 56 N 0.0130 SCOD 211 DWB 0.0 YUM 89.74 YLM 88.52 VLM 1.38 DH -0.04

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AP

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Ryerson Campus.txt R239 CIRCULAR 0.52/0.52 INFLOW R238 OUTFLOW R240 B.NO. 919 EXIST. STORM R239 YU 88.290 YL 87.720 QF 427 DQ 25 QDLM 0 VNIGHT0.0 DUC -0.44 DLC -0.41 QLM 48 CAP 379 SU 90.620 SL 90.100 AF 0.216 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -2.24 DLS -2.26 RAIN 7MS2 QLM/QF 0.11 RES 0 A 0.44 VF 1.97 GAMMA 0.0 VDLM 0.0 VNORM 0.0 HUM 0.09 HLM 0.12 QRQLM 48 DY 0.57 IW 0.0 L 57.6 S 1/ 101 N 0.0130 SCOD 211 DWB 0.0 YUM 88.38 YLM 87.84 VLM 1.33 DH -0.03 R240 CIRCULAR 0.52/0.52 INFLOW R239 OUTFLOW R235 B.NO. 919 EXIST. STORM R240 YU 87.710 YL 87.590 QF 360 DQ 0 QDLM 0 VNIGHT0.0 DUC -0.40 DLC -0.40 QLM 48 CAP 313 SU 90.100 SL 90.040 AF 0.216 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -2.26 DLS -2.32 RAIN 7MS2 QLM/QF 0.13 RES 0 A 0.0 VF 1.67 GAMMA 0.0 VDLM 0.0 VNORM 0.0 HUM 0.13 HLM 0.13 QRQLM 48 DY 0.12 IW 0.0 L 17.0 S 1/ 142 N 0.0130 SCOD 211 DWB 0.0 YUM 87.84 YLM 87.72 VLM 1.18 DH 0.00 R241 CIRCULAR 0.45/0.45 INFLOW OUTFLOW R235 B.NO. 918 EXIST. STORM R241 YU 88.010 YL 87.660 QF 220 DQ 10 QDLM 0 VNIGHT0.0 DUC -0.42 DLC -0.39 QLM 10 CAP 210 SU 90.320 SL 90.040 AF 0.159 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -2.28 DLS -2.32 RAIN 7MS2 QLM/QF 0.04 RES 0 A 0.17 VF 1.38 GAMMA 0.0 VDLM 0.0 VNORM 0.0 HUM 0.03 HLM 0.06 QRQLM 10 DY 0.35 IW 0.0 L 58.7 S 1/ 168 N 0.0130 SCOD 211 DWB 0.0 YUM 88.04 YLM 87.72 VLM 0.72 DH -0.03 R505 CIRCULAR 0.38/0.38 INFLOW OUTFLOW R506 B.NO. 501 EXIST. STORM R505 YU 89.160 YL 88.280 QF 187 DQ 0 QDLM 0 VNIGHT0.0 DUC -0.38 DLC -0.38 QLM 0 CAP 187 SU 91.760 SL 90.790 AF 0.110 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -2.60 DLS -2.51 RAIN 7MS2 QLM/QF 0.00 RES 0 A 0.0 VF 1.70 GAMMA 0.0 VDLM 0.0 VNORM 0.0 HUM 0.0 HLM 0.0 QRQLM 0 DY 0.88 IW 0.0 L 76.8 S 1/ 87 N 0.0130 SCOD 211 DWB 0.0 YUM 89.16 YLM 88.28 VLM 0.0 DH 0.00 R506 CIRCULAR 0.45/0.45 INFLOW R505 OUTFLOW R507 B.NO. 501 EXIST. STORM R506 YU 88.190 YL 86.830 QF 356 DQ 172 QDLM 0 VNIGHT0.0 DUC -0.37 DLC -0.23 QLM 167 CAP 189 SU 90.790 SL 89.440 AF 0.159 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -2.52 DLS -2.39 RAIN 7MS2 QLM/QF 0.47 RES 0 A 0.60 VF 2.24 GAMMA 1.00 VDLM 0.0 VNORM 0.0 HUM 0.08 HLM 0.22 QRQLM 167 DY 1.36 IW 0.0 L 87.0 S 1/ 64 N 0.0130 SCOD 211 DWB 0.0 YUM 88.27 YLM 87.05 VLM 2.20 DH -0.13 R507 CIRCULAR 0.45/0.45 INFLOW R506 OUTFLOW R508 B.NO. 501 EXIST. STORM R507 YU 86.610 YL 86.230 QF 362 DQ 60 QDLM 0 VNIGHT0.0 DUC -0.22 DLC -0.19 QLM 224 CAP 138 SU 89.440 SL 89.200 AF 0.159 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -2.60 DLS -2.71 RAIN 7MS2 QLM/QF 0.62 RES 0 A 0.21 VF 2.28 GAMMA 1.00 VDLM 0.0 VNORM 0.0 HUM 0.23 HLM 0.26 QRQLM 224 DY 0.38 IW 0.0 L 23.4 S 1/ 62 N 0.0130 SCOD 211 DWB 0.0 YUM 86.84 YLM 86.49 VLM 2.37 DH -0.03 R508 CIRCULAR 0.68/0.68 INFLOW R507 R236 OUTFLOW R237 B.NO. 316 EXIST. STORM R508 YU 86.120 YL 85.710 QF 1160 DQ 0 QDLM 0 VNIGHT0.0 DUC -0.47 DLC -0.47 QLM 226 CAP 935 SU 89.200 SL 89.200 AF 0.357 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -2.88 DLS -3.29 RAIN 7MS2 QLM/QF 0.19 RES 0 A 0.0 VF 3.25 GAMMA 0.0 VDLM 0.0 VNORM 0.0 HUM 0.20 HLM 0.20 QRQLM 226 DY 0.41 IW 0.0 L 21.4 S 1/ 52 N 0.0130 SCOD 211 DWB 0.0 YUM 86.32 YLM 85.91 VLM 2.55 DH 0.00 R509 CIRCULAR 0.38/0.38 INFLOW OUTFLOW R510 B.NO. 316 EXIST. STORM R509 YU 85.580 YL 85.400 QF 176 DQ 0 QDLM 0 VNIGHT0.0 DUC -0.38 DLC -0.32 QLM 0 CAP 176 SU 89.070 SL 88.900 AF 0.110 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -3.49 DLS -3.44 RAIN 7MS2 QLM/QF 0.00 RES 0 A 0.0 VF 1.59 GAMMA 0.0 VDLM 0.0 VNORM 0.0 HUM 0.0 HLM 0.06 QRQLM 0 DY 0.18

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Ryerson Campus.txt IW 0.0 L 17.8 S 1/ 99 N 0.0130 SCOD 211 DWB 0.0 YUM 85.58 YLM 85.46 VLM 0.0 DH -0.06 R510 CIRCULAR 0.68/0.68 INFLOW R509 R237 OUTFLOW R511 B.NO. 316 EXIST. STORM R510 YU 85.240 YL 85.180 QF 979 DQ 0 QDLM 0 VNIGHT0.0 DUC -0.46 DLC -0.46 QLM 221 CAP 759 SU 88.900 SL 88.910 AF 0.357 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -3.44 DLS -3.51 RAIN 7MS2 QLM/QF 0.23 RES 0 A 0.0 VF 2.74 GAMMA 0.0 VDLM 0.0 VNORM 0.0 HUM 0.22 HLM 0.22 QRQLM 221 DY 0.06 IW 0.0 L 4.4 S 1/ 73 N 0.0130 SCOD 211 DWB 0.0 YUM 85.46 YLM 85.40 VLM 2.24 DH 0.00 R511 CIRCULAR 0.82/0.82 INFLOW R510 OUTFLOW R512 B.NO. 891 EXIST. STORM R511 YU 85.030 YL 84.490 QF 1064 DQ 67 QDLM 0 VNIGHT0.0 DUC -0.57 DLC -0.55 QLM 266 CAP 798 SU 88.910 SL 88.860 AF 0.534 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -3.62 DLS -4.09 RAIN 7MS2 QLM/QF 0.25 RES 0 A 0.23 VF 1.99 GAMMA 1.00 VDLM 0.0 VNORM 0.0 HUM 0.26 HLM 0.28 QRQLM 266 DY 0.54 IW 0.0 L 97.8 S 1/ 181 N 0.0130 SCOD 201 DWB 0.0 YUM 85.29 YLM 84.77 VLM 1.67 DH -0.02

R512 CIRCULAR 0.82/0.82 INFLOW R511 OUTFLOW R513 B.NO. 891 EXIST. STORM R512 YU 84.480 YL 83.610 QF 1317 DQ 64 QDLM 0 VNIGHT0.0 DUC -0.57 DLC -0.55 QLM 310 CAP 1007 SU 88.860 SL 89.080 AF 0.534 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -4.13 DLS -5.20 RAIN 7MS2 QLM/QF 0.24 RES 0 A 0.22 VF 2.47 GAMMA 1.00 VDLM 0.0 VNORM 0.0 HUM 0.25 HLM 0.27 QRQLM 310 DY 0.87 IW 0.0 L 102.8 S 1/ 118 N 0.0130 SCOD 201 DWB 0.0 YUM 84.73 YLM 83.88 VLM 2.04 DH -0.02 R513 CIRCULAR 0.82/0.82 INFLOW R512 OUTFLOW R514 B.NO. 891 EXIST. STORM R513 YU 83.600 YL 82.790 QF 1323 DQ 25 QDLM 0 VNIGHT0.0 DUC -0.55 DLC -0.55 QLM 332 CAP 992 SU 89.080 SL 87.800 AF 0.534 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -5.21 DLS -4.73 RAIN 7MS2 QLM/QF 0.25 RES 0 A 0.47 VF 2.48 GAMMA 0.17 VDLM 0.0 VNORM 0.0 HUM 0.27 HLM 0.28 QRQLM 332 DY 0.81 IW 0.0 L 94.8 S 1/ 117 N 0.0130 SCOD 201 DWB 0.0 YUM 83.87 YLM 83.07 VLM 2.08 DH -0.01

Contractions used in HVM output...

1st line: pipe number, cross-section, pipe size...width/height(m), inflow and outflow pipes, block number, sewer type, pipe no.

2nd line: YU, YL = upper and lower invert elevations (m) QF = full flow capacity (L/sec) DQ = maximum storm runoff from tributary area (L/sec) QDLM = peak DWF at lower end (L/sec) VNIGHT = night DWF velocity (m/sec) DUC, DLC = difference between maximum HGL elevation and section crown elevation at upper and lower ends (m) (-ve means partial fill) QLM = maximum flow rate at lower end (L/sec) under a 2yr storm CAP = free capacity at lower end when loaded by QLM

3rd line: SU, SL = upper and lower surface elevations (m) AF = cross-sectional area (m2) DQD = DWF from tributary area (L/sec) HDLM = flow depth corresponding to QDLM (m) HNIGHT = night DWF depth (m) RAIN = storm corresponding to QLM... 7MS2 = 7th Study Area, 2yr model storm QLM/QF = ratio of maximum flow rate at lower end to full-flow capacity

4th line: RES = population density (residents/ha) A = tributary area (ha) VF = flow velocity corresponding to QF (m/sec) GAMMA = imperviousness ratio VDLM = flow velocity corresponding to QDLM (m/sec) VNORM = normal flow velocity for QDLM (m/sec)

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Ryerson Campus.txt HUM, HLM = maximum flow depths above invert at upper and lower ends QRQLM = portion of storm flow within QLM (L/sec) DY = difference between upper and lower invert elevations (m)

5th line: IW = industrial/large water inflow (L/sec) L = segment length (m) S = slope of pipe N = Manning's n SCOD = surface code of tributary area DWB = backwater build-up under QDLM (m) YUM, YLM = maximum HGL elevations at upper and lower ends VLM = flow velocity corresponding to QLM (m/sec) DH = indicator whether HGL is steeper or flatter than pipe slope = (YUM-YLM) - DY

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Functional Servicing Report Re-Zoning Application

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