2Servicing Brief.pdf - Town of The Blue Mountains

Loading...
131-25444-00

July 25, 2014

Mr. Ray Smith Applevale Properties Ltd. 108 Bartlett Blvd PO Box 623 COLLINGWOOD, ON L9Y 4E8 Re:

Servicing Brief – Ashbury Court, Thornbury Applevale Properties Ltd.

Dear Mr. Smith:

Please find attached the Servicing Brief for the proposed residential development located off of Victoria Street, Thornbury. If you have any questions regarding the Servicing Brief, please feel free to contact me at 519-376-7612, ext. 13218. Yours truly, WSP Canada Inc.

Kim Pilon, EIT KP/lem Encl.

WSP Canada Inc. 1450-1st Ave W Suite 101 Owen Sound ON N4K 6W2 www.wspgroup.com

Servicing Brief Applevale Properties Ltd. Thornbury

July 2014

Table of Contents

1.0 INTRODUCTION .........................................................................................................................1-1 2.0 PROPERTY DESCRIPTION .......................................................................................................2-1 3.0 PROPOSED DEVELOPMENT AND SERVICE POPULATION..................................................3-1 4.0 EXISTING SITE SERVICES .......................................................................................................4-1 4.1

4.2 4.3 4.4 4.5 4.6

Roadways ................................................................................................................................ 4-1 4.1.1 Alfred Street ............................................................................................................. 4-1 4.1.2 Victoria Street ........................................................................................................... 4-1 Sanitary Sewers ....................................................................................................................... 4-1 4.2.1 Victoria Street ........................................................................................................... 4-1 Storm Servicing ........................................................................................................................ 4-1 Water Servicing ........................................................................................................................ 4-2 City Servicing Plans (Appendix A) ........................................................................................... 4-2 Utilities Servicing ...................................................................................................................... 4-2

5.0 PROPOSED DEVELOPMENT SERVICING ...............................................................................5-1 5.1 5.2

5.3 5.4 5.5

Roadways ................................................................................................................................ 5-1 Storm Water Management ....................................................................................................... 5-1 5.2.1 Existing Storm Sewer Design on Victoria Street ...................................................... 5-2 5.2.2 Ashbury Court Storm Design ................................................................................... 5-2 Sanitary Sewer Servicing ......................................................................................................... 5-4 Water Servicing ........................................................................................................................ 5-5 Utility Servicing ........................................................................................................................ 5-7

6.0 CONCLUSIONS AND RECOMMENDATIONS...........................................................................6-1

List of Figures Figure 1.0

Plan of Survey

Figure 2.0

Zoning Map

Figure 3.0

Site Grading Plan

Figure 4.0

Proposed Plan and Profile

Figure 5.0

S.29 Triton Details

Appendices Appendix A

Existing Servicing Plans

Appendix B

Stormwater Management Calculations

Appendix C

Sanitary Sewer Design Sheet

Appendix D

Fire Flow Calculations – Proposed Development

WSP Canada Inc.

131-25444-00

i

Servicing Brief Applevale Properties Ltd. Thornbury

1.0

July 2014

Introduction

WSP Canada Inc. has been engaged by Applevale Properties Ltd., owners of the Proposed 11 lot Residential Development to undertake the following servicing brief to review current municipal services available to the 1.116 ha site and to identify in general, the availability and/or inadequacies of such services for the proposed residential development of the existing undeveloped parcel.

WSP Canada Inc.

131-25444-00

1-1

Servicing Brief Applevale Properties Ltd. Thornbury

2.0

July 2014

Property Description

The subject property – Part 2, Ref. Plan 16R-7921, Town of The Blue Mountains – Figure 1.0, has an area of 1.116 ha, and has the following frontages: 

Alfred Street – 89.34 m*



Victoria Street – 59.38 m*

The original site ground profile gently slopes in a northeasterly direction and consists of some grassy and overgrown brush and treed areas. Existing berms are located along the south and west edges of the property.

The zoning is currently D-21 and is to be rezoned as R-1 (Figure 2.0 - copy of existing Zoning Map attached).

*Recorded measurement according to legal survey by Zubek, Emo and Patten Ltd. (August 1, 2002).

WSP Canada Inc.

131-25444-00

2-1

Servicing Brief Applevale Properties Ltd. Thornbury

3.0

July 2014

Proposed Development and Service Population

The site plan for the development can be found attached as Figure 3.0. It is proposed that the full parcel be used for single family residential through development of eleven (11) lots accessing to Victoria Street from the newly created Ashbury Court.

According to the Town of The Blue Mountains Engineering Standard for Population Density, the average number of persons per unit regardless of density is 2.3.

Total Proposed Service Population:

11 lots @ 2.3 p/u = 26 p

WSP Canada Inc.

131-25444-00

3-1

Servicing Brief Applevale Properties Ltd. Thornbury

4.0

July 2014

Existing Site Services

The following is a general description of the existing municipal services available at the perimeter of the property.

4.1

Roadways

4.1.1

Alfred Street

This street is considered a collector road and is constructed as a 2 lane paved public roadway with curb and gutter and municipal services. There is a roadside ditch on the south side of the road.

4.1.2

Victoria Street

This street is considered a collector road and is constructed as a 2 lane paved public roadway with curb and gutter and municipal services. There are roadside ditches on both sides of the road.

4.2

Sanitary Sewers

4.2.1

Victoria Street

A 200 mm dia. sanitary sewer exists on Victoria Street in front of the proposed development. This sewer connects to the 200 mm dia. sewer on Alfred Street at the intersection and continues northerly along Victoria Street.

4.3

Storm Servicing

Presently, the site is not serviced in terms of storm sewer servicing. Storm water currently flows overland and drains north to Alfred Street where it is intercepted by the ditch along the south side of the street. There is also a ditch along the east end of the property along Victoria Street that intercepts some storm water and directs the water overland to a ditch inlet at the Victoria and Alfred street intersection.

An existing 675 mm diameter concrete storm sewer services on Victoria Street in front of the proposed development which flows and outlets into a 750 mm diameter concrete storm sewer on Alfred Street. The storm sewers then flow westerly and outlets just east of Albert Street into the Little Beaver River.

WSP Canada Inc.

131-25444-00

4-1

Servicing Brief Applevale Properties Ltd. Thornbury

July 2014

The storm sewer on Alfred Street begins 315 m east of Victoria Street and also collects storm water for the Orchard Drive area.

4.4

Water Servicing

Presently there is a 300 mm diameter watermain servicing Victoria Street under municipal water pressure zone of approximately 55 psi.

4.5

Town Servicing Plans (Appendix A)

The following is a list of existing servicing plans for the previously described services that have been provided by the Municipality’s Engineering Services Division.

Figure No.

Town of Thornbury, Alfred Street W. Storm Sewers (1982) – Plan and Profile Town of Thornbury, Alfred Street W. Storm Sewers (1982) – Plan and Profile Plan and Profile Victoria Street Sta. 0 + 236.0 to 0 + 425.69, Thorncroft Subdivision, Phase 1, Town of The Blue Mountains (2002)

4.1 4.2 4.3

4.6

Description

ID No. 82024-1 82024-2 300002-02

Utilities Servicing

Hydro One, Union Gas, Bell and Rogers Cableservicing currently perimeter the site, these services are located along the existing road allowance adjacent to the site.

WSP Canada Inc.

131-25444-00

4-2

Servicing Brief Applevale Properties Ltd. Thornbury

5.0

July 2014

Proposed Development Servicing

The following is a general description of the municipal services necessary to support the proposed development.

5.1

Roadways

There are no proposed improvements to the Alfred Street roadway layout.

Boulevard improvements are recommended for the west side of Victoria Street for the development entrance way construction including asphalt paving with curbed radii returns to match the future Victoria Street road improvements all meeting the Town’s engineering standards and approval.

5.2

Storm Water Management

The existing stormwater management in the vicinity of the proposed subdivision is varied depending on the usage of respective areas. South of Napier Street, the present land use is agricultural (orchard) and this area is primarily drained by the use of ditches, which direct the run-off to the Little Beaver River or north using the ditch on the east side of Victoria Street. The ditch on Victoria Street eventually outlets into the storm sewer on Alfred Street, which in turn outlets into the Little Beaver River. A ditch inlet inserted into a concrete headwall has been installed in the southwest corner of the intersection of Victoria Street and Alfred Street to convey the ditch flows into the Alfred Street storm sewer.

The land usage on the west side of Victoria Street between Alfred Street and Napier Street is townhouse residential. The drainage on the west side of Victoria Street consists of a swale between the roadway and the townhouse development. A small portion of the run-off flows to a ditch as it travels north to Alfred Street and is collected by the Alfred Street storm sewer via a ditch inlet on the southwest corner of the intersection of Alfred Street and Victoria Street. The area to the north of Alfred Street falls to the north or west and therefore does not contribute to the stormwater flow southerly of Alfred Street.

The existing housing developments between the north side of Napier Street and the southern boundary of Alfred Street typically drain to the northwest. The run-off from this area is directed to the Alfred Street storm sewer via the ditch on the east side of Victoria Street and the existing storm sewer system.

WSP Canada Inc.

131-25444-00

5-1

Servicing Brief Applevale Properties Ltd. Thornbury

5.2.1

July 2014

Existing Storm Sewer Design on Victoria Street

The storm sewer design for Victoria Street provides for runoff being directed from the properties to the southeast of the intersection of Napier Street. and Victoria Street. It includes a drainage area, south of Napier Street, of approximately 6.5 ha would contribute to the flow received by the storm sewer along Victoria Street. It was assumed that this area would eventually become a low-density residential area, therefore a runoff coefficient of 0.30 was assigned to this area.

The time of concentration was calculated using the Airport Method and the Bransby Williams Method. It was concluded that the Airport Formula was over conservative with a time of concentration at fifty-nine (59) minutes, while the Bransby Williams Method provided a more realistic result of twenty-five (25) minutes. All resulting calculations for this scenario were based upon the time of concentration of twentyfive (25) minutes estimated at the intersection of Napier Street and Victoria Street.

The storm sewer design is based on the peak flows of the five (5) year storm event using the rainfall intensities and durations of Owen Sound, Ontario. The Rational Method was used to calculate the peak flows from the subject areas. The storm sewer design sheets for the Victoria Street, Pyatt Avenue and Thorncroft Court storm sewer systems are included as Tables 4, 5 and 6 in Appendix B.

The flow from the southeasterly drainage area (6.5 ha) would be collected by utilization of an interim ditch inlet to be located

on the north slope of the intersecting ditches on the southeast corner of the

intersection of Napier Street and Victoria Street.

It has been assumed that the north side of Napier Street will ultimately be constructed to Town of The Blue Mountains urban standards, therefore it is assumed that the drainage from curb and gutter along Napier Street and appropriate grading of the lots on the north side of Napier Street will be included in the drainage area. An analysis of the capacity of the existing Alfred Street storm sewer was completed previously by Henderson Paddon & Associates Limited (WSP Canada Inc.) to ensure that this storm sewer can accommodate the additional flows contributed by the development of the Ashbury Court Subdivision. A copy of the analysis is included in Appendix B of this Design Report.

5.2.2

Ashbury Court Storm Design

The grading of the Ashbury Court area has been designed to convey runoff along its gutters to the lowest section of the Ashbury Court roadway profile. A storm sewer will originate from this low area and connect WSP Canada Inc.

131-25444-00

5-2

Servicing Brief Applevale Properties Ltd. Thornbury

July 2014

to the Victoria Street storm sewer at the intersection of Victoria Street and Ashbury Court.

Double

catchbasin/catchbasin manhole structures have been provided in this “sag”. The development has been assessed for runoff for the 5, 10, 25 and 100 year storm. These calculations can be found in Appendix B.

A drainage swale is proposed along the south/east edge of Lot 11. The swale was used in the design to allow for overland flow to the Alfred Street ditch. The swale is also the overland flow route for all major storm events.

The rear of Lots 9 to 11 are graded for overland flow to the Alfred Street ditch. The 5 year design flow to Alfred Street is a total of 14.22 L/s compared to the pre-development 5 year flows of 56.56 L/s.

The southeast corner of the site will drain to the Victoria Street ditch and into a new ditch inlet at the entrance to the development. The 5 year design flow for this area is 2.12 L/s.

The remaining site will be conveyed overland to the Ashbury Court stormwater system. The 5 year design flow to this system is 111.63 L/s.

The proposed design will restrict this flow to the pre-

development flow remaining after the uncontrolled flow is subtracted from the total pre-development flow. As such, the system will be controlled to 40.22 L/s for the 5 year design storm.

The proposed system is the S-29 Triton underground storage system as the proposed site plan does not have provision for surface storage. The S-29 Triton system includes a clear stone encasement to provide for additional storage. The system is designed with an open bottom to allow for infiltration of collected water in the ground. Details for the system are attached as Figure 5.0 and is shown on the plan and profile appended as Figure 4.0. The entire storage chamber comprises of 47 distribution chambers for a 3

total storage volume (including clear stone encasement) of 66.2 m .

The Victoria Street storm sewer was reviewed in terms of available capacity. The diameter of the Victoria Street storm sewer is 675 mm. The capacity of the sewer at the connection to Ashbury Court is 633 L/s. The previous design indicated a total discharge flow for the existing and proposed developments previously discussed of 327 L/s. This leaves 106 L/s available capacity in the Victoria Street storm sewer. The 5 year design flow for Ashbury Court is 40.22 L/s. As such, the Victoria Street storm sewer can accommodate the new development.

Next, the Alfred Street storm sewer was reviewed to ensure available capacity for the discharge from the proposed development.

WSP Canada Inc.

131-25444-00

5-3

Servicing Brief Applevale Properties Ltd. Thornbury

July 2014

The total flows including the 5 year design discharge flow from Victoria Street is now 367.22 L/s (up 40.22 L/s from the original calculated value of 327 L/s).

The 1,067 m dia. storm sewer on Alfred Street has an available capacity of 2,150 L/s. At the time of the assessment of this storm sewer (prior to storm sewers on Victoria Street), flows through the storm sewer for the 5 year storm (for areas east of Victoria Street) totalled to 620 L/s. With new flows from Victoria Street of 367 L/s, there remains roughly 1163 L/s for future developments. As such, the Alfred Street storm sewer has available capacity to accommodate at least the 5 year design discharge flows from the proposed development.

5.3

Sanitary Sewer Servicing

The lots of the proposed subdivision will be serviced by new sanitary sewers outletting to the Town of the Blue Mountains sanitary sewer system. The sanitary sewer will be installed during the construction of the subdivision’s services. The proposed sanitary sewer servicing is shown on Plan and Profile attached as Figure 4.0.

The Ashbury Court sanitary sewage will flow northerly along the existing Victoria Street sanitary sewer at Alfred Street and will be constructed of 200 mm diameter PVC DR 35 sewer pipe with rubber gasketed connections and will have a constant slope of 0.5% throughout the entire length.

All sewer construction and pipe bedding shall conform to OPSS requirements for sanitary sewer construction.

Service connections, complete with prefabricated tees, will be constructed using PVC DR 28 sewer pipe with a diameter of 125 mm. Design flows were calculated on the assumption of 2.3 persons per lot and an average daily per capita flow of 450 L/d.

The peaking factor was calculated suing the Harmon

Formula. Qp (Peak Flow) Where:

=

MQP 86.4

+ IA

Q

=

450 L/cap/day

M

=

Peak Flow Factor “Harmon”

=

1+

P

=

Population/1000 = 0.026

I

=

0.23 L/ha. (extraneous flow)

A

=

Area (site) = (1.116 ha.)

WSP Canada Inc.

14 0.5 4+P

= 4.36

131-25444-00

5-4

Servicing Brief Applevale Properties Ltd. Thornbury Therefore,

Qp

July 2014

=

4.36 x 450 x 0.026+ 0.23 x 1.116 86.4

=

0.59 + 0.26

=

0.85 L/s

Design flows are based upon the assumption that groundwater conditions will have a minimal effect on seepage into the system, maintenance hole openings are located in the center line of the roadway and do not occur in extreme sags in the roadway where ponding may occur. In addition, the above also assumes that no roof or foundation drains will be connected to sanitary sewers, there will be adequate inspection during the construction of public sewers and private connections, and a routine inspection and maintenance programme will be undertaken by the municipality/operating authority to ensure that a “tight” sewer system is maintained. The proposed 200 mm dia. sewer was reviewed in terms of capacity. A Manning “n” value of 0.013 was used in the design of the sewer, which should adequately reflect the PVC SDR 35 smooth walled pipe being used. See Table 1 in Appendix C for design summary.

5.4

Water Servicing

Water servicing in the proposed subdivision will be accomplished by extending existing municipal water services from Victoria Street onto Ashbury Court. The watermain that will service the subdivision’s lots will be installed during the construction of the subdivision’s services. The proposed water servicing plan is shown on the plan and profile attached as Figure 4.0. Water supply design has two (2) components; supply demand flow and fire protection flow at minimum pressure requirements. Following the Town’s Engineering Standards, the proposed development’s water demand has been calculated as follows:

Maximum Day Flow required for the 11 lots:

Q max day

=

QP x 2.75 where Q = 450 L/cap/day and P = 0.026 86.4

=

0.372 L/s

Peak Hour Flow: Qph

=

WSP Canada Inc.

QP x 4.5 86.4 131-25444-00

5-5

Servicing Brief Applevale Properties Ltd. Thornbury =

July 2014

0.609 L/s

Fire Flow Requirements based on a single lot: Fire Flows

Qfire

= 117 L/s

Storage Requirements (for 2 hours)

= 840 m

3

Detailed fire flow calculations can be found in Appendix D. The Town’s water pressure requirements are as follows:

The maximum sustained operating pressure shall not exceed 700 kPa (101 psi) and not fall below 275 kPa (40 psi). It is recommended that maximum static pressure shall not exceed 550 kPa (80 psi).

The existing water pressure in the municipal zone is said to be approximately 380 kPa (55 psi) in the 300 mm dia. main. The site is relatively flat in elevation sloping approximately 1.1 m south to north. Hence, no major changes in water pressure are expected due to elevation difference.

Ashbury Court will be supplied from the proposed Victoria Street watermain via a 150 mm diameter PVC DR 25 pipe with a 150 mm x 300 mm x 300 mm tee connection. A gate valve will be provided on Ashbury Court at the extension of the west ROW limit of Victoria Street to provide isolation of the Ashbury Court main. The Ashbury Court watermain will be terminated at the end of the cul-de-sac. A gate valve and fire hydrant will be supplied at the termination point for fire flow and flushing.

Service connections shall be 19 mm diameter polyethylene Series 160 service tubing complete with stainless steel sleeves as required meeting Town standards.

The minimum cover on all proposed watermains, water services and hydrant leads will be 1.8 m. Watermains and services across roadways will be backfilled with approved granular materials and thoroughly compacted in appropriate layers. Thrust blocks or restrained joints and anchored tees (to Town satisfaction) corresponding to OPSD 1103.010 and 1103.020 will be constructed at all terminations and changes of direction in the watermain.

The hydrant spacing along street lines in the subdivision and adjacent areas does not exceed 150 m. There is only one (1) proposed fire hydrant required and it is located at the termination of Ashbury Court. An existing hydrant on Victoria Street is located at the southeast corner of Victoria Street and Alfred Street.

WSP Canada Inc.

131-25444-00

5-6

Servicing Brief Applevale Properties Ltd. Thornbury

5.5

July 2014

Utility Servicing

The existing (hydro, gas, telephone and cable) perimeter utility plants have been consulted and are available to provide services for the proposed development.

However, access and any

upgrade/improvements will need to be determined by the utility providers during the detailed design stage.

WSP Canada Inc.

131-25444-00

5-7

Servicing Brief Applevale Properties Ltd. Thornbury

6.0

July 2014

Conclusions and Recommendations

Based on the foregoing, the following is concluded regarding the proposed development.

1. Existing public roadway access is available to the site, subject to entrance access construction and boulevard improvements to the Town’s standards and approval.

2. Storm Water Management including grading and drainage shall be designed/completed in accordance with Town Engineering Standards and approvals and necessary agency approvals shall be obtained.

3. The storm sewer on Victoria Street and Alfred Street have available capacity to handle at least the 5 year storm from the proposed development.

4. The sanitary sewer on Victoria Street has available capacity to provide service for the proposed development. The proposed sewer shall be designed/completed in accordance with Town Engineering Standards and approvals and necessary agency approvals shall be obtained.

5. The watermain on Victoria Street will be used to service the development for residential and fire flows with site proposed water mains and service connections and shall be constructed to Town Standards.

6. Utility companies will be notified of the proposed development to confirm servicing requirements and planning for plant upgrades, if necessary, to provide such servicing to the site.

7. That a meeting with Town officials shall be scheduled for detailed discussions regarding the content of this Servicing Study and to provide direction to complete final design and final reports, if necessary, to meet their approval prior to this development proceeding.

Respectfully submitted, WSP Canada Inc.

___________________________________ Kim Pilon, EIT KP/lem

WSP Canada Inc.

131-25444-00

6-1

N St e wn do ns La

St e wn do ns La

D

W

R2-h

R2-37

St

R2

S St e

Du

nc

an

R3 St

I Ru

pi

er

I-44

St

N

St Mi ll

St

N St y le

Mc C

au

St

C2-31

C2-h E

D C2-18 C2

S

C2

E

St

St

El gi

n

ur

M1

S St n

St

El gi

sa

E

Lo

ui

sa

St

Lo

ne La e on

Al ic

D

e

St

R2

E

ui

sa

R2-11

ne

R2-11

R2-36

E

Thornbury West

E

R2-11

D

St

R2 St

R2 R2

1st, 2012 UPDATED TO: October _______________

R2 ur

S

R3

E

D

Ar th

R2-11

D

St

E

R2

Thornbury Central

Thornbury East

D

Al ic

e

St

E

R2 R2 R us

se ll

Map 10

D

E

I

se ll

St E

St E

R2 E ll St sse

Tay lo Ma ry St

Ma rsh

The information contained herein is provided as a public service and for convenience purposes only. Content provided is not an exact and/or current reproduction of the official documents. In any situation where the official by-law document differs, the official by-law document takes precedence. 0

60 120

240

360

St

St W

ui

R3

H

E

e ll Crt

se ll

Lo

R3

R2

Russ

R us

Na

I

R us

I St Marsh

I

R3

I-1 I-44

R2 RM1

R2 R2-17

M2

Ki ng

C2-32

Map 9

RM1

R3

R3

R1

.

R2

E

R2-36

I

W

St

C2-h

R2

an e

an

St

AS AMENDED

R2

M1

R2

E

rL

OS

St

R2-36 D

Br uc

H

Br uc

ne 10th Li

R3

ro n

RM1

C2-35

Ar th

st

W

C2

La

St

le

St

bb

er

R2

D

R3

d

R2 R1-36

Hu

C2 C2

R2

hur

D

nc

R3

R2 Al f re

R2-36

R2

R3

E

R2 R1-36

C2-21

E

n

St

St

Co

pi

R2

Du

St

Br uc

d

eS

R2

R3

R2

RM1-40-h

Fe

Al f re

St

H

Art

St

tS

RM2

tS

an

Na

H

Ki ng

10-77 BY-LAW NUMBER __________

tS

nc

Br uc

S

Du

R3

to

r ia

St

D

Vi c

R3

eS Br uc

ne La tS

in g

R2

in g

R2

R2

m

C2

OFFICE CONSOLIDATION

OS

R2

C2-20

R2

m

W

I

R2

Dr

St

rd

er

ha

pi

Or c

ne 10th Li

R2 Na

Al i ce

Br uc

Le

R2

R2

C2

C2

D

E

eS

R2

ve

C2

C2

ns

tA

le Cr t

OS

OS

E

T1

C2

ke

at

St

St

R2

El gi

Vi c

R2

H

rk

S

Appleva Py

R2

e

RM2

R2

y

R2

R2

es Mo ore Cr

R2

D

C1

R2

St

e

in g

at

Av

to

r ia

Py

at t

C2

OS

R2

R2

m

tC

S St

Py

OS

C2-38

R2-5

W

R2

ve

R1

W

St

Le

tA

d

tS

at

RM2

Al ic

eS

RM1

R1 rt

Al be

R3

Py

R2

E

RM1

R2 I

Bridge St E

C1 I C1 C2 C1-7 R2 C2-41 R2 C1

I

rd

Al f re

Br uc

W

I

R2

Le

St

C1

C2

I

ha

rt

to

ft C

RM1

R2

W

Dr

St

Or c

ro

r ia

St

nc

W

R2-28 R2 I

R1 d

C2

W

R2

Ba

H

H

St

Cr es

Vi c

t

er

Vi c

pi

D

rt S

or

S

RM1

St

W

D Al f re

St

Av e

St

C2

C1

OS R2

OS H

H

y

n

d

R3

Na

R2

I

e

St

Al f re

S

RM1

Th

D-26

R2

Pa

R2

eS

ne 10th Li

D

OS

OS

R3 R3

D-21

RM1

sa

R2

a

H

ui

R2 C2-3

Av e

W ic

W

El m

R3

a

S St a

St

St r ia to Vi c

D

El m

St a El m S St a El m

S

e

Al ic

W

C2-25 C2 C2-14

R2 Lo

C1-42-h

I

Ba

C2-2 C2

W

H

ge

RM2-8

R2 St

tt a

D

R2 R2

Ki ng

W

R2 C2 C2

RM1

OS

St

R3

St

M2

St

R2

R2

S

Al ic

ur

C4-1

Mi ll

S St r ia to Vi c

e

R2 RM1

R3

r ia

er

Ar th

C4-6

W

Rive rs ide

do ns

St

C2

W

R2

to

pi

R3

St

St

RM1 RM1

W

t

Na

an

sa

El m

St

rt S Al be

D

roa d

nc

R2

R2

S

d

OS

Du

W

OS R3

ui

OS

R2

R2 Co

St

R2

St

R3

St

W

C2 Lo

R2

R2-8

C2

St

R2

OS

R2 ro n

tE

R3 St S

e

RM2-16

ur

Hu

yS

D ve r

wn do

W

R2

Ar th

RM1

RM1

R2 OS R2

a

St

Al ic

Al f re

B ea

La

St

S

d

Al be

rt S

t

R3

St S

ve r

C2

I

St S

D

W

C4

C4-4

Ba

D

ns

B ea

W

OS

R3

H

Al f re

St

R2 R2 R2

El m

H

ve r

RM1-34

R2

W

sa

R2

C2

r ia

St

ui

D

R3

D

R2

C2

St

to

d

R3 H

Lo

Ki ng

C2

W

W

B ea

R3

St

Vi c

R3

La

ne 10th Li

H

H Al f re

St

R3

H

D D

sa

C2-h

N

S St e wn

D R3

D

D

ui

W

ur

St

D

St

H

33

R2

H Ar th

ur

H

e

Lo

o rb

Al ic

ide rd S

C4 R2

Hester St

D

H

W

R2

St

D

St

tS

R3

W

a

H

R3

St

RM1

eS

do

Ki ng

ro n

El m

wn

e

D

C4

Bay St W

so

D

D

St

N

H

OS

OS Hu

Ha

D

W

rg u

R3

W

R2

SCHEDULE A MAP A2 Thornbury - Central

H R2

R2

H

R3

R2

N

R3-1

St

OS

ns

St

Ki ng

D H

H

W

M2

La

d

D

D-29

H

g rin Ba

Al f re

D

St

D

OS

H

R3-30 R3-13 D

W

tW

H

R2

N

St g rin Ba

D-29

D

rS

St

r

D

tS

St

hu

R2 ro n

D

ne 10th Li

lS P ee

e

Art

H

Hu

e

W

Al ic

D

H

H

or

S

RM1

D H

sh

St

l St

H

OS

R3

R3

ke

re d

P ee

S

l St

La

Alf

P ee

NAD_1983_UTM_ZONE_17N GSC_NORTH_AMERICA_1983

480 Meters

10

9

F

8

7

6

F

5

C

4

F

3

F

2

1

LEGEND 203.75 203.75

PROPOSED CONSTRUCTION PROPOSED CENTRELINE OF ROAD PROPOSED WATERMAIN PROPOSED SANITARY SEWER PROPOSED SANITARY SERVICE

MH 204 .00

F

101-1450 1st AVENUE W OWEN SOUND (ONTARIO) CANADA N4K 6W2 TEL.: 519-376-7612 | FAX: 519-376-8008 | WWW.GENIVAR.COM

PROPOSED SANITARY CLEAN OUT PROPOSED CURB STOP VALVE PROPOSED WATERMAIN VALVE PROPOSED FIRE HYDRANT

204.2 204.5 5 204.7 0 5

PROPOSED SANITARY MANHOLE

1 20

20

20

20

1 4.4 20

9

204.37

204.34

3.7

4

EXISTING SANITARY SEWER EXISTING WATERMAIN

204.32

EXISTING STORM SEWER

20

%

204.35

EXISTING 0.5m CONTOURS

230.0

204.42

20

20

20

204.34

EXISTING CURB (TYPE VARIES)

8 3.8

3.8

3.9 3 3.8

2.7

204.25 204.25 204.00

0 3.8

20

204.40

F

EXISTING EDGE OF PAVEMENT

204.00

204.15

20

20 3.9

0 20

3.8

7 4.1 20

204.00

0 4.0

EXISTING PROPERTY LINE

4

203.75

9

F

EXISTING CONDITIONS

BP IB203.80

203.67

204.59

LIMIT OF CONTRACT

3.8

7 3.6

0 4.6

0 4.6 20

204.75 204.50 204.25

204.60

F

CONSULTANT - SUB-CONSULTANT:

SEAL:

EXISTING UNDERGROUND UTILITY

1.8 %

EXISTING BUILDING

3.0%

EXISTING SANITARY MANHOLE EXISTING CATCHBASIN MANHOLE

3.0%

POST

EXISTING CATCHBASIN

CB

3.8

8

20

EXISTING CURB STOP VALVE

20

% 2.7

1.8 %

6 3.9 20

203.90

204.05

E

EXISTING SANITARY CLEANOUT

3.9

0

E

EXISTING POST

EXISTING FIRE HYDRANT

203.89

EXISTING WATERVALVE EXISTING HYDRO POLE AND ANCHOR

CLIENT:

EXISTING BELL PEDESTAL

203.25 203.50

20

2.1

4.0

9

EXISTING BELL MANHOLE

20

%

2.0

3.7

%

2.9

5

%

EXISTING STANDARD IRON BAR EXISTING IRON BAR

6 3.8

8

20 4.2

1

20

3.9

203.59

1.0%

6

20

3.9

1

20

3.8

204.21 %

EXISTING CONIFEROUS TREE CLIENT REF. #: --

EXISTING DECIDUOUS TREE

8

203.59

3.6 2 3.7

3

ASPHALT (TO BE REMOVED AND REPLACED)

ASHBURY COURT SUBDIVISION

2.0% EXISTING GRADE

203.86

PROPOSED GRADE

20

3.9

2

20

3.4

6

20

3.5 9

20

20

4.1

MH

203.69

203.59

203.89

PROJECT:

EXISTING DECIDUOUS SHRUB

20

204.00

D

EXISTING FLOWERBED

203.49

20

2.0

EXISTING ROAD SIGN

203.75

203.59

APPLEVALE PROPERTIES

EXISTING ROUND IRON BAR

203.88 203.25 203.50

203.90

203.89 3.7

8

203.80

3.5

0 3.8

203

.70 203

8 3.4

3

20

20

20

203.82

203.49

CAUTION :

203.60

THE POSITION OF POLE LINES, CONDUITS, WATERMAINS, SEWERS AND OTHER UNDERGROUND AND OVERGROUND UTILITIES AND STRUCTURES IS NOT NECESSARILY SHOWN ON THE CONTRACT DRAWINGS, AND, WHERE SHOWN, THE ACCURACY OF THE POSITION OF SUCH UTILITIES AND STRUCTURES IS NOT GUARANTEED. BEFORE STARTING WORK, THE CONTRACTOR SHALL INFORM HIMSELF OF THE EXACT LOCATION OF ALL SUCH UTILITIES AND STRUCTURES, AND SHALL ASSUME ALL LIABILITY FOR DAMAGE TO THEM.

% 2.7

.60

203

F

1

2

5 20 3.1

1 20

3.5

.45 20 3

3.6

5

.62 20 3

20

203.75

7 20

3.8

0 3.8 20

20

4.0

8

4 4.5

20

204.75

203.27

.10

204.5 0

IB203.50

IB

0

3.9 %

203.89

3 3.8 20

203.83

0 4.8

20

0 4.7

20

204.18

.60

204

204.50

203.50

203.65

.30

.40

204

204

4.2 0

2.1

50

01 IS.

JULY 2014 RV.

DRAFT PLAN

DATE

B

DESCRIPTION

0

0

5.0

20

4.9

20

B

.50 204

.00

204

204.25 204.50 204.75

204.55 204.94

204

20

0 4.0

20

3.2%

60

203.39

20

0

20

3.8

3.6

5

3.5 8

0

20

20

203.66

203.

203.

3.4

3.7

20 203.55

F

ISSUED FOR - REVISION:

20

6 20 3.6

20 3.6

PROPOSED OUTLET FOR OVERLAND FLOW ROUTE

203.66

C

60

203.92

204.45

203.

2 3.9 20

COPYRIGHT:

3.5 20

%

DISCLAIMER:

THIS DRAWING AND DESIGN IS COPYRIGHT PROTECTED WHICH SHALL NOT BE USED, REPRODUCED OR REVISED WITHOUT WRITTEN PERMISSION BY WSP GROUP. THE CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND UTILITY LOCATIONS AND REPORT ALL ERRORS AND OMISSIONS PRIOR TO COMMENCING WORK. THIS DRAWING IS NOT TO BE SCALED.

1

203.58 20 3.5 0

C

BP

203.35 .80

3.5

2

203.50

C

%

203.56

2.7

1.8

.60

20

2.1%

20

0 20

3.6

6 3.7 20

75

0

8

203 .

.60

4.0

.7 203

.70

203

203.82

203.62

.50

203

C 20

KEY PLAN:

203

2.8%

% 203.78

203.60

2.9%

PROPOSED CONTOURS

20

2.0

204.37

EXISTING CONTOURS

9

203.62

D

3.5% 3.9

4 2

204.0

0

131-25444-00

JULY 2014 IF THIS BAR IS NOT 1" LONG, ADJUST YOUR PLOTTING SCALE.

1:300

4.1 20

.7%

DATE:

ORIGINAL SCALE:

AN

%

PROJECT NO:

HP

DESIGNED BY:

CB

204.10

KP DRAWN BY:

BP BP

4.3

SIB204.51

CHECKED BY:

204.36

GLP

20

20

20 4.2

0

4.5

5

0

CAH 204.31

204.24

IB

BP BP

MH BP

204.00

DISCIPLINE:

PLAN & PROFILE

CB

TITLE:

204.00 204.25

204.50

MH

204.25 204.00 204.00

PROPOSED CONDITIONS SITE PLAN AND GRADING ASHBURY COURT SUBDIVISION

MH MH

204.50

A

SHEET NUMBER:

203.496 DI

131-25444-01

CB

BP IB

HP

HP

HP

HP

FH

SHEET #:

MH

2

6

OF

RV. #

ISSUE:

--

CB CB

0

DATE OF: --

10

F

9

8

7

F

A

MH

204.285 ES

203.496 DI

1"

6

C

5

F

4

3

F

2

1

10

9

F

8

7

6

F

5

C

F

4

3

2

F

1

LEGEND EXISTING FEATURES

CO

CS

CS

PROPOSED OVERLAND DRAINAGE SWALE FROM ASHBURY COURT TO DITCH ON COUNTY ROAD.

CO

PROPOSED SEMI-MOUNTABLE CURB (OPSD 600.020)

CO

F

PROPOSED CLEAN OUT COVERED WITH FRAME AND GRATE .

CS

PROPOSED CLEAN OUT COVERED WITH FRAME AND GRATE .

CS CO

PROPERTY BOUNDARY

EXISTING DITCH

EXISTING 300

WATERMAIN

EXISTING 200

SAN SEWER

EXISTING 675

STORM SEWER

PROPOSED PROPERTY BOUNDARY CENTRELINE

TREE LINE

EX SAN MH 27

IB

IB

EDGE OF

MH 1.00m of 375mm

F

CONSULTANT - SUB-CONSULTANT:

FENCE LINE

PROPOSED S-29 TRITON SUBSURFACE STORMWATER MANAGEMENT SYSTEM BY TERRAFIX (TYP, SEE DWG 131-25444-03 FOR DETAILS)

F

101-1450 1st AVENUE W OWEN SOUND (ONTARIO) CANADA N4K 6W2 TEL.: 519-376-7612 | FAX: 519-376-8008 | WWW.GENIVAR.COM

SHOULDER

CBMH 1

@ 0.00%

F

DCBMH 1

DOGHOUSE 1

EDGE OF PAVEMENT

CO

SAN MH 1

SANITARY SEWER

CS

13.08m of 525mm

@ 0.50%

HP SEAL:

WATERMAIN

SAN MH 2 EX STM MH 13.42m of 300mm INSULATE BETWEEN STORM SEWER LATERAL AND WATERMAIN.

203.496 DI

@ 0.20%

EXISTING DITCH INLET

STORM SEWER

EX STM MH RIM:205.33 E INV.202.047

STANDARD IRON BAR

PROPOSED PROPOSED 300

E

DCB 1 RIM:203.52 E INV.202.297

CO CS

IRON BAR

INSULATE BETWEEN STORM SEWER LATERAL AND WATERMAIN.

CBMH 2 RIM:204.19 E INV.203.077 W INV.203.100

E

HYDRO POLE HYDRO POLE ANCHOR

CS

CO

CO

CS

CS

CO

CONTRACTOR TO INSULATE WATER SERVICE IF THERE IS LESS THEN 1.2m CLEARNCE BETWEEN DOUBLE CATCHBASIN AND WATER SERVICE.

NEW 125mm SERVICE WITH CLEANOUT LOCATED AT CENTER OF PROERTY. (TYP OF 11)

CS 3.68m of 300mm

CLIENT:

@ 0.20%

MAILBOX

DI 1 RIM:203.85 E INV.203.107

NEW 19mm (TYP OF 11)

CO CS

CO

EXISTING DITCH

CS

EXISTING CURB STOP

CO

EXISTING CLEAN OUT

APPLEVALE PROPERTIES

SANITARY MANHOLE WATER VALVE 206

CLIENT REF. #: --

206

PROJECT:

LEGEND

LOW PT STA: 1+52.21 LOW PT ELEV: 667.98 PVI STA:0+047.80 PVI ELEV:203.39 K:12.00 LVC:44.47

BACK OF CURB

EVCS: 0+070.03 EVCE: 203.83

205

ASHBURY COURT SUBDIVISION

CENTRELINE ROAD

BVCS: 0+025.56 BVCE: 203.78

D

PROPOSED WORK

D

EDGE OF ASPHALT

205 EXISTING CENTERLINE (VICTORIA STREET)

EDGE OF SHOULDER

EXISTING GROUND PROFILE

LIMIT OF CONTRACT

KEY PLAN:

TOP OF SLOPE TOE OF SLOPE 1.97%

C

BOTTOM OF DITCH

204

204

-1.74%

STROM SEWER

PROPOSED CENTER LINE OF ROAD

SANITARY SEWER

CURB STOP C/W NEW 25mm TYPE K (SOFTcu) OR PE MUNICIPEX WATER SERVICE

NEW CS

GATE VALVE

203

CLEAN OUT C/W 125mm SANITARY LATERAL

203 INSULATE BETWEEN STORM SEWER LATERAL AND WATERMAIN

F

PROPOSED FIRE HYDRANT WITH 3.25m of 375mm

@ 0.19%

PVC SDR-28 GRAVITY

TEE 9.39m of 375mm

@ 0.19%

COPYRIGHT:

THIS DRAWING AND DESIGN IS COPYRIGHT PROTECTED WHICH SHALL NOT BE USED, REPRODUCED OR REVISED WITHOUT WRITTEN PERMISSION BY WSP GROUP. THE CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND UTILITY LOCATIONS AND REPORT ALL ERRORS AND OMISSIONS PRIOR TO COMMENCING WORK. THIS DRAWING IS NOT TO BE SCALED.

CAUTION : THE POSITION OF POLE LINES, CONDUITS, WATERMAINS, SEWERS AND OTHER UNDERGROUND AND OVERGROUND UTILITIES AND STRUCTURES IS NOT NECESSARILY SHOWN ON THE CONTRACT DRAWINGS, AND, WHERE SHOWN, THE ACCURACY OF THE POSITION OF SUCH UTILITIES AND STRUCTURES IS NOT GUARANTEED. BEFORE STARTING WORK, THE CONTRACTOR SHALL INFORM HIMSELF OF THE EXACT LOCATION OF ALL SUCH UTILITIES AND STRUCTURES, AND SHALL ASSUME ALL LIABILITY FOR DAMAGE TO THEM.

STORM SEWER MANHOLE

DCBMH 1 STA:0+047.38 OFF:-6.58L T/G:203.47 INV W = 202.231 INV S = 202.136

202

DISCLAIMER:

WATERMAIN

PROPOSED S-29 TRITON SUBSURFACE STORMWATER MANAGEMENT SYSTEM BY TERRAFIX (TYP, SEE DWG 131-25444-03 FOR DETAILS)

C

C

SANITARY SEWER MANHOLE

C F

ISSUED FOR - REVISION:

WATER VALVE

202 3.31m of 375mm

INSULATE BETWEEN STORM SEWER LATERAL AND WATERMAIN

@ 0.22% DOGHOUSE 1 STA:0+104.68 OFF:-6.49L T/G:204.33 INV N = 202.086 INV W = 202.012 INV E = 202.005

CBMH 1 STA:0+095.30 OFF:-6.60L T/G:204.34 INV N = 202.124 INV S = 202.104 INV W = 203.050

WATERMAIN

201

201

65.49m of 200mm

B

@ 0.50%

01

SAN MH 1 RIM:203.79 S INV.200.980

IS.

SAN MH 2 RIM:204.24 N INV.200.653 SE INV.200.653

JULY 2014 RV.

DRAFT PLAN

DATE

B

DESCRIPTION

PROJECT NO:

DATE:

131-25444-00

JULY 2014

ORIGINAL SCALE:

200

200

IF THIS BAR IS NOT 1" LONG, ADJUST YOUR PLOTTING SCALE.

H 1:250 V 1:25 DESIGNED BY:

KP 13.35m of 200mm

DRAWN BY:

@ 0.50% GRANULAR WELL GRADED SOIL/AGGREGATE MIXTUERS. 35% FINES, COMPACT IN 150mm LIFTS TO 95% PROTOR DENSITY.

FRAME AND GRATE OVER CLEAN OUT PIPE. FRAME AND GRATE TO BE OPSD 401.010 TYPE B.

CAH CHECKED BY: 1"

GLP DISCIPLINE:

199 EX SAN MH 27 RIM:204.45 NW INV.200.586 W INV.199.426 E INV.199.426

PLAN & PROFILE

0.457m MIN

199

CLEAN OUT PIPE

ASHBURY COURT PLAN & PROFILE

0.15m

TERRAFIX 360R GEOTEXTILE WRAPPEDAROUND ALL SIDES OF STONE.

TITLE:

3/4" CLEAR STONE STORM WATER STORAGE PIT

A 198

A

198 0.15m

S-29 CHAMBER STORAGE STRUCTURE

204.443

204.44

204.015

204.01

203.673

203.67

203.491

203.49

203.814

203.81

203.902

203.90

(TYP OF BOTH SIDES) SHEET NUMBER:

131-25444-02 SHEET #:

3

6

OF

RV. #

ISSUE:

0+000

0+020

0+040

0+060

0+080

0+100

--

0+115.93

0

--

DATE OF: --

10

F

9

8

7

F

6

C

5

F

4

3

F

2

1 Arch D-BLG, G:\2013\OS\45-107 - Municipal\131-25444-00 - Ashbury Court Thornbury\Draw\131-2544-01 02.dwg , 25/07/2014 10:14:27 AM

Servicing Brief Applevale Properties Ltd. Thornbury

July 2014

APPENDIX A Existing Servicing Plans

WSP Canada Inc.

131-25444-00

Servicing Brief Applevale Properties Ltd. Thornbury

July 2014

APPENDIX B Stormwater Management Calculations

WSP Canada Inc.

131-25444-00

6-2

Servicing Brief Applevale Properties Ltd. Thornbury

July 2014

Watershed Flows Pre-Development (Ashbury Court) Including Existing Conditions Site Drainage Areas Drawing

WSP Canada Inc.

131-25444-00

6-3

Ashbury Court Pre-Development Site Drainage 5 Year Design Storm

CATCHMENT ID

Area 1 Area B

LOCATION AREA WATERSHE WATERSHE RUNOFF TOTAL (HA) D LENGTH D SLOPE, % COEFFICIENT, C 1.13 0.024

110 15

1 2

PROJECT :

Ashbury Court

PROJECT NUMBER :

131-25444-00

CLIENT :

Applevale Properties Ltd.

DATE :

July 24, 2014

0.30 0.30

INDIV. 2.78 AR 0.939 0.020

ACCUM. 2.78 AR

TIME OF CONC.

0.959 0.020

27.35 15.00

RAINFALL INTENSITY I (mm/hr) 58.98 84.71

PEAK FLOW Q (L/s) 56.56 1.66

NOTES I 5YR =

O/S IDF=

1235 (t+8.297)^0.851 29.1*Tc^-.724

Designed By :

Checked By :

KP

Ashbury Court Pre-Development Site Drainage 10 Year Design Storm

CATCHMENT ID

Area A Area B

LOCATION AREA WATERSHE WATERSHE RUNOFF TOTAL (HA) D LENGTH D SLOPE, % COEFFICIENT, C 1.13 0.024

110 15

1 2

PROJECT :

Ashbury Court

PROJECT NUMBER :

131-25444-00

CLIENT :

Applevale Properties Ltd.

DATE :

July 24, 2014

0.30 0.30

INDIV. 2.78 AR 0.939 0.020

ACCUM. 2.78 AR

TIME OF CONC.

0.959 0.020

27.35 15.00

RAINFALL INTENSITY I (mm/hr) 68.19 95.00

PEAK FLOW Q (L/s) 65.39 1.86

NOTES I 10YR =

O/S IDF=

1582.51 (t+11.291)^0.861 33.6*Tc^-.729

Designed By :

Checked By :

KP

Ashbury Court Pre-Development Site Drainage 25 Year Design Storm

CATCHMENT ID

Area 1 Area B

LOCATION AREA TOTAL WATERSHE WATERSHE RUNOFF (HA) D LENGTH D SLOPE, % COEFFICIENT, C 1.13 0.024

110 15

1 2

PROJECT :

Ashbury Court

PROJECT NUMBER :

131-25444-00

CLIENT :

Applevale Properties Ltd.

DATE :

July 24, 2014

0.30 0.30

INDIV. 2.78 AR 0.939 0.020

ACCUM. 2.78 AR

TIME OF CONC.

0.959 0.020

27.35 15.00

RAINFALL INTENSITY I (mm/hr) 80.38 115.98

O/S IDF=

1750 (t+8.303)^0.862 39.3*Tc^-.734

Designed By :

Checked By :

Tc calculated using Airport Formula IDF calculated based on Owen Sound Values

77.08 2.27

NOTES I 25YR =

Comments:

PEAK FLOW Q (L/s)

KP

Ashbury Court Pre-Development Site Drainage 100 Year Design Storm

CATCHMENT ID

Area 1 Area B

LOCATION AREA TOTAL WATERSHE WATERSHE RUNOFF (HA) D LENGTH D SLOPE, % COEFFICIENT, C 1.13 0.024

110 15

1 2

PROJECT :

Ashbury Court

PROJECT NUMBER :

131-25444-00

CLIENT :

Applevale Properties Ltd.

DATE :

July 24, 2014

0.30 0.30

INDIV. 2.78 AR 0.939 0.020

ACCUM. 2.78 AR 0.959 0.020

TIME OF CONC. 27.35 15.00

RAINFALL INTENSITY I (mm/hr) 97.97 141.67

Tc calculated using Airport Formula IDF calculated based on Owen Sound Values

93.95 2.78

NOTES I 100YR =

2171.754 (t+8.303)^0.867

O/S IDF=

47.7*Tc^-.0.738

Designed By :

Checked By :

Comments:

PEAK FLOW Q (L/s)

KP

EXISTING CONDITIONS SITE DRAINAGE AREAS ASHBURY COURT SUBDIVISION APPLEVALE PROPERTIES LTD.

131-25444-PRE

Servicing Brief Applevale Properties Ltd. Thornbury

July 2014

Watershed Flows Post-Development (Ashbury Court) Including Proposed Conditions Site Drainage Areas Drawing

WSP Canada Inc.

131-25444-00

6-4

Ashbury Court Post-Development Site Drainage 5 Year Design Storm

CATCHMENT ID

AREA 1 AREA 2 AREA 3 AREA 4 AREA 5

PROJECT :

LOCATION AREA WATERSHED WATERSHED RUNOFF TOTAL (HA) LENGTH SLOPE, % COEFFICIENT, C 0.18 0.29 0.60 0.03 0.02

26 60 87 25 15

2 2 2 2 2

0.30 0.61 0.49 0.30 0.30

INDIV. 2.78 AR 0.148 0.495 0.823 0.025 0.020

Ashbury Court

131-25444-00

CLIENT :

Applevale Properties Ltd.

DATE :

July 25, 2014

TIME OF CONC.

0.168 0.495 0.823 0.025 0.020

15.00 15.00 15.00 15.00 15.00

RAINFALL INTENSITY I (mm/hr) 84.71 84.71 84.71 84.71 84.71

PEAK FLOW Q (L/s) 14.22 41.94 69.69 2.12 1.66

NOTES I 5YR =

PROJECT NUMBER :

ACCUM. 2.78 AR

O/S IDF=

1235 (t+8.297)^0.851 29.1*Tc^-.724

For Catchment Areas 2 and 3 Outletting Controlled to Victoria using Qa pre-devlopment remaining= 40.22 using O/S IDF Accum 2.78AR= 1.32 td (min) I (mm/hr) Q (L/s) Sd(m3) 0 0 0 0 5 175.88 231.77 57.46 10 106.48 140.32 60.06 15 79.39 104.62 57.96 20 64.47 84.95 53.67 25 54.85 72.28 48.08 30 48.07 63.34 41.61 35 42.99 56.65 34.50 40 39.03 51.43 26.90 45 35.84 47.23 18.91 50 33.21 43.76 10.61 30.99 40.84 2.04 55 60 29.10 Peak Flow Rate M3:

Designed By :

-6.75 60.06

KP Total Required Storage:

Checked By :

38.35

60.06

Ashbury Court Post-Development Site Drainage 10 Year Design Storm

CATCHMENT ID

AREA 1 AREA 2 AREA 3 AREA 4 AREA 5

LOCATION AREA WATERSHE WATERSHE RUNOFF TOTAL (HA) D LENGTH D SLOPE, % COEFFICIENT, C 0.18 0.29 0.60 0.03 0.02

26 60 87 25 15

PROJECT :

Ashbury Court

PROJECT NUMBER :

131-25444-00

2 2 2 2 2

0.30 0.61 0.49 0.30 0.30

INDIV. 2.78 AR 0.148 0.495 0.823 0.025 0.020

O/S IDF= Applevale Properties Ltd.

DATE :

July 25, 2014

TIME OF CONC.

0.168 0.495 0.823 0.025 0.020

15.00 15.00 15.00 15.00 15.00

95.00 95.00 95.00 95.00 95.00

PEAK FLOW Q (L/s) 15.95 47.03 78.15 2.38 1.86

NOTES I 10YR =

CLIENT :

ACCUM. 2.78 AR

RAINFALL INTENSITY I (mm/hr)

1582.51 (t+11.291)^0.861 33.6*Tc^-.729

For Catchment Areas 2 and 3 Outletting Controlled to Victoria using Qa pre-devlopment = 47.06 using O/S IDF Accum 2.78AR= 1.32 td (min) I (mm/hr) Q (L/s) Sd(m3) 0 0 0 0 5 205.62 270.95 67.17 10 124.05 163.47 69.85 15 92.31 121.64 67.12 20 74.84 98.63 61.88 25 63.61 83.82 55.14 30 55.69 73.39 47.38 35 49.77 65.59 38.90 40 45.16 59.50 29.86 45 41.44 54.61 20.37 50 38.38 50.57 10.52 35.80 47.18 0.37 55 60 33.60 Peak Flow Rate M3:

Designed By :

-10.03 69.85

KP Total Required Storage:

Checked By :

44.28

69.85

Ashbury Court Post-Development Site Drainage 25 Year Design Storm

CATCHMENT ID

AREA 1 AREA 2 AREA 3 AREA 4 AREA 5

PROJECT :

LOCATION AREA TOTAL WATERSHE WATERSHE RUNOFF (HA) D LENGTH D SLOPE, % COEFFICIENT, C 0.18 0.29 0.60 0.03 0.02

26 60 87 25 15

2 2 2 2 2

0.30 0.61 0.49 0.30 0.30

INDIV. 2.78 AR 0.148 0.495 0.823 0.025 0.020

Ashbury Court

131-25444-00 O/S IDF=

CLIENT :

TIME OF CONC.

0.168 0.495 0.823 0.025 0.020

15.00 15.00 15.00 15.00 15.00

115.98 115.98 115.98 115.98 115.98

39.3*Tc^-.734

Comments: Tc calculated using Airport Formula IDF calculated based on Owen Sound Values Direct Discharge ie uncontrolled flow to Victoria/Alfred

For Catchment Areas 2 and 3 Outletting Controlled to Victoria using Qa pre-devlopment = 54.71 using O/S IDF Accum 2.78AR= 1.32 td (min) I (mm/hr) Q (L/s) Sd(m3) 0 0 0 0 5 243.51 320.88 79.85 10 146.40 192.92 82.93 15 108.72 143.26 79.70 20 88.02 115.99 73.54 25 74.73 98.47 65.63 30 65.37 86.14 56.56 35 58.37 76.92 46.64 40 52.92 69.74 36.06 45 48.54 63.96 24.98 50 44.93 59.20 13.47 41.89 55.20 1.62 55 60 39.30 Peak Flow Rate M3:

Designed By :

Applevale Properties Ltd.

July 25, 2014

19.47 57.42 95.42 2.90 2.27

1750 (t+8.303)^0.862

51.79

-10.53 82.93

KP Total Required Storage:

Checked By : DATE :

PEAK FLOW Q (L/s)

NOTES I 25YR =

PROJECT NUMBER :

ACCUM. 2.78 AR

RAINFALL INTENSITY I (mm/hr)

82.93

Ashbury Court Post-Development Site Drainage 100 Year Design Storm

CATCHMENT ID

AREA 1 AREA 2 AREA 3 AREA 4 AREA 5

PROJECT :

LOCATION AREA TOTAL WATERSHE WATERSHE RUNOFF (HA) D LENGTH D SLOPE, % COEFFICIENT, C 0.18 0.29 0.60 0.03 0.02

26 60 87 25 15

2 2 2 2 2

0.30 0.61 0.49 0.30 0.30

INDIV. 2.78 AR 0.148 0.495 0.823 0.025 0.020

Ashbury Court

131-25444-00

CLIENT :

Applevale Properties Ltd.

DATE :

July 25, 2014

TIME OF CONC.

0.168 0.495 0.823 0.025 0.020

15.00 15.00 15.00 15.00 15.00

141.67 141.67 141.67 141.67 141.67

2171.754

47.7*Tc^-.0.738

Designed By :

Checked By :

Tc calculated using Airport Formula IDF calculated based on Owen Sound Values Direct Discharge ie uncontrolled flow to Victoria/Alfred

23.78 70.13 116.55 3.54 2.78

(t+8.303)^0.867 O/S IDF=

Comments:

PEAK FLOW Q (L/s)

NOTES I 100YR =

PROJECT NUMBER :

ACCUM. 2.78 AR

RAINFALL INTENSITY I (mm/hr)

KP

For Catchment Areas 2 and 3 Outletting Controlled to Victoria using Qa pre-devlopment = 66.63 using O/S IDF Accum 2.78AR= 1.32 td (min) I (mm/hr) Q (L/s) Sd(m3) 0 0 0 0 5 298.51 393.36 98.02 10 178.98 235.85 101.53 15 132.69 174.85 97.40 20 107.31 141.41 89.73 25 91.02 119.94 79.96 30 79.56 104.84 68.78 35 71.00 93.56 56.56 40 64.34 84.78 43.57 45 58.98 77.72 29.96 50 54.57 71.91 15.85 55 50.86 67.03 1.31 47.70 62.86 -13.58 60 Peak Flow Rate M3:

101.53

Total Required Storage:

101.53

PROPOSED CONDITIONS SITE DRAINAGE AREAS ASHBURY COURT SUBDIVISION APPLEVALE PROPERTIES LTD.

131-25444-PRO

Servicing Brief Applevale Properties Ltd. Thornbury

July 2014

Storm Sewer Design Sheet (Ashbury Court)

WSP Canada Inc.

131-25444-00

6-5

Capacity of Proposed Pipes Full Flow Existing Capacity Location

Pipe

From

To

DCB1 DCBMH1 S-29 TRITON CBMH

DCBMH1 S-29 TRITON CBMH1 DOUGHOUSE1

IMPERIAL IMPERIAL IMPERIAL IMPERIAL

Pipe (mm) 525 375 375 375

Upstream Invert 202.297 202.136 202.130 202.100

PROJECT :

Ashbury Court

PROJECT NUMBER :

131-25444-00

CLIENT :

Applevale Properties Ltd.

DATE :

23/07/2014

Downstream Invert 202.231 202.130 202.120 202.090

Grade (%) 0.50 0.19 0.22 0.19

Capacity (l/s) 317.25 79.73 85.79 79.73

Completed by KP

Velocity (m/s) 1.42 0.70 0.75 0.70

Length (m) 13.08 3.25 3.31 9.39

Time (min) 0.15 0.08 0.07 0.22

Notes

Servicing Brief Applevale Properties Ltd. Thornbury

July 2014

Victoria Street Storm Sewer Design Sheets (Thorncroft Subdivision – Henderson and Paddon Calculations) Including Thorncroft Subdivision and Victoria Street Catchment Areas

WSP Canada Inc.

131-25444-00

6-6

Servicing Brief Applevale Properties Ltd. Thornbury

July 2014

Alfred Street Storm Sewer Design Review (Henderson and Paddon Calculations)

WSP Canada Inc.

131-25444-00

6-7

Servicing Brief Applevale Properties Ltd. Thornbury

July 2014

APPENDIX C Sanitary Sewer Design Sheet

WSP Canada Inc.

131-25444-00

6-8

SANITARY SEWER DESIGN SHEET WSP CANADA INC. - OWEN SOUND OFFICE q = average daily per capita flow = 450 L/cap. d) I = unit of peak extraneous flow = 0.23 L/ha. s)

M = 1+

PROJECT: Ashbury Court DATE: 22-Jul-14

M = peaking factor Q (p) = peak population flow (L/s) Q (i) = peak extraneous flow (L/s) Q (d) = peak design flow

where P = population in 1000's where M = peaking factor (Harmon Formula)

Q (p) = PqM (L/s)

PROJECT NO: 131-25444-00 COMPLETED BY: KP CHECKED BY: GLP

LOCATION

14 4+√P

86.4 Q(i) = IA (L/s) where A = area in hectares Q(d) = Q(p) + Q(i) (L/s)

INDIVIDUAL

CUMULATIVE Peaking factor M

Peak Pop. Flow Peak design Q (p) extraneous flow Q(d) Length (m) (L/s) flow Q(i) (L/s) (L/s)

PROPOSED SEWER Pipe size (mm)

Full flow velocity (m/s)

Actual Velocity at Q(d) (m/s)

FROM

TO

Population

Thorncroft Court (Ex.)

SANMH 8

SANMH7

46.0

1.15

46.0

1.15

4.32

1.04

0.26

1.30

63.40

200

PVC

0.40

20.74

0.66

0.04

Ashbury Court (Pro.) Ashbury Court (Pro.)

PROP SANMH1 PROP SANMH2

PROP SANMH2 SANMH5

26.0 26.0

1.00 0.12

26.0 26.0

1.00 1.12

4.36 4.36

0.59 0.59

0.23 0.26

0.82 0.85

65.49 13.35

200 200

PVC PVC

0.50 0.50

23.19 23.19

0.74 0.74

0.03 0.03

Victoria Street (Ex.) Victoria Street (Ex.) Victoria Street (Ex.)

SANMH7 SANMH6 SANMH5

SANMH6 SANMH5 EX. SANMH

0.0 0.0 0.0

0.05 0.09 0.06

46.0 46.0 72.0

1.20 1.29 2.41

4.32 4.32 4.28

1.04 1.04 1.60

0.28 0.30 0.55

1.31 1.33 2.16

60.70 60.00 55.70

200 200 200

PVC PVC PVC

0.40 0.40 0.40

20.74 20.74 20.74

0.66 0.66 0.66

0.04 0.04 0.07

STREET

Population

Area A (hectares)

Type of Grade % pipe

Capacity (L/s) n=0.013

Area A (hectares)

G:\2013\OS\45-107 - Municipal\131-25444-00 - Ashbury Court Thornbury\Servicing Feasibiltiy Study\SAN Sewer Design\San Sewer Design

Servicing Brief Applevale Properties Ltd. Thornbury

July 2014

APPENDIX D Fire Flow Calculations – Proposed Development

WSP Canada Inc.

131-25444-00

6-9

Table 1.0 - Fire Flows and Fire Storage Requirement Calculation Project:

Ashbury Court, Thornbury

Owner:

Applevale Properties Ltd.

Project No. 131-25444-00

Guidelines: Water Supply for Public Fire Protection - Fire Underwriters Survey - 1999

Date: July 2014

Building Classification Facility

Fire Flow Calculations

2

Floor Area (m ) Occupancy

Above Grade Basement

Fire Walls

Dist. To Adj. Bldgs (m)

Roofing Material

N/A

side 1 ~ 3m side 2 ~ 3m side 3 ~ 30m side 4 ~ 9m

Asphalt Shingles

Construction

C

Type

Year

Value

Wood framed single storey structure with loft and brick veneer

2014

1.2

A

Adjustments to Fire Flow

F

Occupancy Hazard Area (m ) Fire F (l/min) 2

Recommended Values

Sprinkler Reduction

Building Exposure

Fire Flow Rate (l/s)

0%

75%

117

Duration Fire Storage (hours) (m3)

1. Single Unit

Group C

150

150

300

5,000

-15%

2

840

1. Floor Area - Total floor area in square metres (including all storeys, but excluding basements which are at least 50% below grade) in the building considered. Condos assumed to contain loft (1.5xmain floor area was used). 2. C Value - 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 masonary 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) 3. F - the required fire flow in litres per minute calculated as follows: F = 220 x C x A0.5 4. Occupancy Hazard Adjustments: the calculated fire flow may be modified based on the potential fire hazard of the occupancy contents. Adjustment factors for the type of contents are as follows: Non-combustible: -25%; Limited combustible: -15%; Combustible: no change; Free burning: +15%; Rapid burning: +25%. The fire flow demand shall not be less than 2,000 l/min. 5. Automatic Sprinkler Protection - the adjusted fire flow (as modified by the Occupancy Hazard Adjustment) may be further reduced by up to 50% for complete automatic sprinkler protection, depending upon adequacy of of the system. Typical adjustments include: -30% for sprinkler system that complies with NFPA 13 and other sprinkler standards; additional credit of up to -10% if the water supply is standard for both the system and fire department hose lines; additional credit up to -10% for for a fully supervised system. 6. Adjacent Building Exposure - the value obtained in #4 above (adjusted fire flow as modified by the Occupancy Hazard Adjustment) should be increased for structures exposed within 45 metres by the fire area under consideration. The charge for any one side generally should not exceed the following limits for the separations shown: 0 to 3 m 25%; 3.1 to 10 m 20%; 10.1 to 20 m 15%; 20.1 to 30 m 10%; 30.1 to 45 m 5%. The total shall be the sum of the percentages for all sides, but shall not exceed 75%. 7. The adjusted fire flow shall not exceed 45,000 l/min nor be less than 2,000 l/min. 8. Required Duration of Fire Flow: 2,000 l/min or less - 1.0 hr; 3,000 l/min - 1.25 hrs; 4,000 l/min - 1.5 hrs; 5,000 l/min - 1.75 hrs; 6,000 l/min - 2 hrs; 8,000 l/min - 2.0 hrs. 9. HRDC approved the use of NFPA 1142 for calculating the fire flow and fire storage volume for the school. Based on the NFPA calculations, the fireflow rate should be 39.4 l/s for a duration of 2 hrs resulting in a storage volume of 284 cu. m

WSP CANADA Inc.

April 2014

Loading...

2Servicing Brief.pdf - Town of The Blue Mountains

131-25444-00 July 25, 2014 Mr. Ray Smith Applevale Properties Ltd. 108 Bartlett Blvd PO Box 623 COLLINGWOOD, ON L9Y 4E8 Re: Servicing Brief – Ashbu...

7MB Sizes 12 Downloads 6 Views

Recommend Documents

No documents