Idea Transcript
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.
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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.
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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).
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Servicing Brief Applevale Properties Ltd. Thornbury
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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
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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.
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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.
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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
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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.
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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
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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
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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
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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
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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
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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