bonnie doon shopping centre redevelopment design brief … · 2019-01-18 · bonnie doon shopping...

Bonnie Doon Shopping Centre Redevelopment Design Brief

82nd Avenue & 83rd Street

Project No: 17-1234

April 4, 2018

Aplin & Martin Consultants Ltd.

TABLE OF CONTENTS

Page No. 1.0 INTRODUCTION ................................................................................................................................. 1 1.1 Study Area and Background............................................................................................. 1 1.2 Proposed Development ...................................................................................................... 2 1.3 Methodology and Assumptions ..................................................................................... 2 2.0 SANITARY.............................................................................................................................................. 3 2.1 Existing System ...................................................................................................................... 3 2.2 Proposed System ................................................................................................................. 3 3.0 STORM ..................................................................................................................................................... 5

3.1 Major System ........................................................................................................................... 5 3.1.1 Existing Major System ........................................................................................... 5 3.1.2 Proposed Major System ...................................................................................... 5

3.2 Minor System .......................................................................................................................... 5 3.2.1 Existing Minor Drainage ...................................................................................... 5 3.2.2 Proposed Minor Drainage .................................................................................. 6 3.2.3 Proposed Stormwater Management ........................................................... 7 3.2.4 Proposed Stormwater Enhancement .......................................................... 8

4.0 DEVELOPMENT PHASING ............................................................................................................ 9 4.1 Sewer Mains ............................................................................................................................. 9 4.2 Sewer Discharge/Storage ................................................................................................ 9 5.0 GRADING ............................................................................................................................................... 10 6.0 COST ESTIMATES ............................................................................................................................. 10 7.0 WATER .................................................................................................................................................... 10 8.0 CONCLUSION ...................................................................................................................................... 10 LIST OF FIGURES. Figure 1.0 Existing Site Plan Figure 1.1 Proposed Site Plan Figure 2.0 Existing Combined System Figure 2.1 Proposed Ultimate Sanitary Figure 3.0 Existing Site Topography Figure 3.1 Proposed Overland Drainage Figure 3.2 Proposed Ultimate Storm Figure 3.3 Proposed Interim Storm Figure 3.4 Stormwater Storage Concept

LIST OF TABLES. Table 1, Overall Sanitary Calculation Table 2, Detailed Sanitary Network Calculation Table 3, Storm Network Calculation

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1. INTRODUCTION Aplin Martin was retained by Morguard Investments Limited to provide a servicing report to support the proposed redevelopment of Bonnie Doon Shopping Centre. This document is intended to outline the servicing requirements of the redevelopment and to provide a tentative schematic servicing plan that reflects those servicing requirements. Preliminary analysis of sanitary flows, major and minor storm design and grading elevations are included. Also contained within this report is an interim servicing concept to allow efficient servicing of the initial stages of the redevelopment. Parallel to the innovative and collaborative planning approach between Morguard, their consultants, and the City of Edmonton, items within this servicing brief have been discussed in detail with drainage/EPCOR over the course of multiple meetings and correspondence. This report sums up the concept that has been proposed 1.1. Study Area and Background

The 12.05ha property is bounded by 82nd (Whyte Ave), to the south, 83rd Street to the east, 85th Street to the west, and numerous buildings to the north. In addition to this, a 0.37ha. parcel on the west side of 85th Street exists that is currently used as a drop off recycling depot. The combined site area is 12.42ha. Bonnie Doon Shopping Centre was originally developed in 1958. Since then numerous additions and modifications have occurred. Major highlights of these modifications that impact servicing include:

• Multiple extensions to the mall. Most of these extensions included new servicing to adjacent mains to service the extension. As a result, the existing servicing scheme is complex and represents different materials and standards according to the era of development. As the mall expanded, mains that connect the street grid from the east to the west side of the mall were built over and protected via easements.

• Realignment of 85th Street. Originally, 85th Street did not bend, and the alignment along the southern portion of the mall continued beyond the mall property to the north. As a result, easements exist for the mains under the old alignment and easements exist adjacent to it for shallow utilities.

• LRT along 83rd Street. Extending along the entire east boundary of the site, land was exchanged to accommodate the wider ROW required for 83rd Street and the LRT construction.

Currently, there is no Neighborhood Design Report (NDR) that governs servicing in the area.

http://www.aplinmartin.com/

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PROJECT NO. 17-1234

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April 4, 2018

1.2. Proposed Development

With the development of the adjacent Valley Line LRT this property has significant potential to be redeveloped into a mixed-use development to incorporate residential, retail, commercial and institutional uses that align with numerous policy goals of the City of Edmonton and Edmonton Metropolitan Region. This development will be built in numerous stages. The phasing and build out time will be market dependent. Demolition of the existing structure will also be competed in phases as redevelopment requires. As a result, redevelopment must ensure existing servicing is maintained for remaining portions of the shopping Centre. Figure 1.0 contains the existing site plan. Figure 1.1 contains the proposed site plan. All figures within this report reflect the most up to date information we have been provided for proposed infrastructure associated with Valley Line LRT construction as well as the associated parking lot reconfiguration by Morguard to accommodate the 83rd Street widening associated with the LRT alignment.

1.3. Methodology and Assumptions

This initial servicing concept for the redevelopment is designed as a traditional civil methodology with utilities within the roadway. However, it is expected that many of the roadways will be built above underground parking, thus many of the buildings will be serviced mechanically as part of the building mechanical systems. The location of these parkades is not known at this time and will not be known until detailed design of each individual building. Ensuring that the redevelopment can proceed with civil servicing will allow modifications to be made when necessary to permit more flexible mechanical servicing while ensuring interim servicing will function.

With storm, sanitary, and water all contained within the building mechanical system within the structure, it creates opportunities to more easily service various buildings. This removes the constraint of routing infrastructure under roadways and allows for more direct servicing connections between buildings. Additionally, it potentially eliminates depth of cover constraints as infrastructure as frost penetration would no longer be a concern. This could potentially also allow for pumps and pressurized components if necessary. Another significant opportunity that would present itself with servicing within building structures is the cost-effective potential of modifying servicing within each structure to provide near unlimited flexibility with phasing. Infrastructure supported from a parkade ceiling can be easily modified and adapted to drain a different direction as required by phasing, this is not the case with buried infrastructure under roadways. Because the extent of underground parking is not known at this time and will likely not be known and confirmed until detailed design proceeds with each phase the cautious approach would be to explore a traditional civil servicing plan. This will provide guidance for temporary infrastructure required to service initial phases and to ensure that civil connections are possible in roadways if those roads will not be placed above underground parking.

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PROJECT NO. 17-1234

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April 4, 2018

2. SANITARY 2.1. Existing System

Currently two combined mains exist on site. These combined lines will be transformed into sanitary sewers with the redevelopment of Bonnie Doon Shopping Centre and adjacent projects. This includes a sanitary line flowing from east to west on the north edge of the site that connects to 83rd street, and a sanitary line flowing south to north along the western side of the shopping Centre. These lines connect on the north west corner of the Bonnie Doon Shopping Centre and then flow towards the north. The existing combined system is shown on Figure 2.0. Additionally, a small diameter combined line extends across the property at the projection of the lane way between 84th Ave and 83rd Ave. Previous discussion with the city indicated that this may be a surcharge relieve line for the combined trunk on 83rd Street and that this would be investigated.

Currently, the footprint of Bonnie Doon Shopping Centre is 41,221m2 and based on 4L/day/m2, along with infiltration, the peak existing sanitary load is 32.1L/s. Assuming unrestricted discharge during storm events into the combined system, during a 1 in 5-year 1-hour event as modelled in PCSWMM the flow is 2,807L/s. Capacity in the downstream line is 2.2. Proposed System

The redevelopment of Bonnie Doon will tie into this connection point on the north west corner of the site. Portions of the existing mains are intended to be utilized with the redevelopment. There is the potential that these existing lines will need to be shifted slightly to avoid underground parking structures and other new underground utilities, however this shift would be slight and upstream connection points will need to be maintained. All other service laterals on site will be eliminated during the course of redevelopment as phasing dictates. This includes servicing to the mall and storm infrastructure in the parking lots. Routing of the ultimate sanitary system is attached as figure 2.1. The sanitary analysis was based on design criteria from the 2015 Edition of the City of Edmonton Design Standards and Construction specifications. This includes: Residential Flow = 300L/person/day Office = 8L/day/m2 Retail- Average = 14L/day/m2 Institutional = 24L/day/m2 Sag Manhole = 0.4L/s/sag Infiltration = 0.28L/s/ha Mannings “n” = 0.013 Peaking Factor - Residential =2.6[(P/1000)^(-.1)], min 1.5 Peaking Factor – Non Residential = 10(Q)^(0.45), min =2.5, max = 25

APLIN MARTIN

PROJECT NO. 17-1234

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April 4, 2018

Site statistics are as follows:

Use Square Feet Square Meters Discharge (L/day/m2)

Retail 500,000 46,451.5 14 Office 300,000 27,870.9 8 Institutional 200,000 18,580.6 24 Residential 4,827,378 448,478.1 300

(L/Person/day) Total GFA 5,827,378 541,381.1

Residential Type Avg Square Feet Avg. Square Meters Unit Count

One Bedroom 600 55.74 2,565 Two Bedroom 750 69.68 3,283 Three Bedroom 900 83.61 114 Total 5,961

Population statistics being used on other documents related to the Bonnie Doon Shopping Centre redevelopment are basing the population density on 1.6 people/dwelling. For the sake of consistency, despite drainage standards listing highrise (RA9) density at 1.89 people per dwelling, drainage calculations will also use 1.6 people/dwelling. Retail flow generation has been set at an average of 14L/day/m2 to be conservative. This is because of the variety of uses that may occupy retail space such as restaurants, stores, enclosed mall retail, and medical professional etc. Institutional flow generation has been set at a conservative rate of 24L/day/m2 to account for educational and medical (day surgery and professional practice) facilities. Medical facilities have a potential to discharge significant quantities and should be further evaluated at detailed design when specifics are known about the exact use. Additionally, infiltration has been accounted for. However, if as expected, a significant amount of sewer infrastructure is placed mechanically within buildings, infiltration would not apply. 30 sag manholes have been accounted for, this is likely an overestimate. Total design flow is 128L/s from the entire proposed redevelopment. Based on a site area of 12.42ha, the design flow from each sub basin is 10.31L/s. For the purpose of providing a sanitary servicing concept for the overall development, the entire development discharge was determined and then averaged out over the entire basin. This is a suitable estimate for the purpose of the design report. Further breakdown to account for density variations and up to date uses within sub basins within the redevelopment will need to occur during preliminary and detailed design to ensure on site laterals and services are sized correctly. Detailed sanitary calculation spreadsheets can be found in Appendix 1. Should the previously discussed surcharge relief line be required to be maintained, it could be reconstructed as shown to tie into the proposed sanitary network. Pipe sizing shown on Figure 2.1 did not account for the flow potentially required in this line and these lines would need to increase in size, or an additional parallel pipe installed to accommodate this potential existing surcharge.

APLIN MARTIN

PROJECT NO. 17-1234

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April 4, 2018

Overall, multiple assumptions have been made for sanitary discharge, some of these potentially over estimate flow while others potentially underestimate flow. To date, no issues have been brought forward regarding downstream capacity and peak flows into the existing combined system will be drastically reduced from the property with storm being separated.

3. STORM Stormwater management is intended to reduce erosion and enhance water quality in downstream receiving bodies. Erosion is minimized by reducing run off to pre development rates by storing and slowly releasing discharge after a storm event. Water quality, in addition to being improved by reducing erosion, is enhanced by reducing suspended solids and contamination prior to leaving the development through various methods. The redevelopment of Bonnie Doon Shopping Centre will update the site to reflect current standards for stormwater management. Morguard is committed environmentally responsible and sustainable development. As a result of this Morguard may pursue additional stormwater management options that exceed those required locally to ensure this development follows their corporate mandate.

3.1. Major System

3.1.1 Existing Major System Figure 3.0 shows the existing site topography. Overall, the majority of the site drains from the property edges toward the mall. The north west portion of the site drains toward the intersection of 88th Ave and 85th Street.

3.1.2 Proposed Major System Figure 3.1 shows the major overland drainage paths associated with preliminary key grades. Major overland drainage will be discharged toward the north east corner of the site to the intersection of 88th Avenue and 85th Street.

Overland conveyance will occur within roadways and open spaces. Caution will need to be exercised during detailed design to ensure entrances into underground parking are elevated to avoid flooding during major storm events.

3.2. Minor System

3.2.1 Existing Minor Drainage Existing major storm infrastructure in shown on figure 2.0. The majority of the existing drainage connects to the existing combined system on the north side of the mall or the existing combined system along the previous 85th Street alignment cutting through the west side of the property. Both of these mains connect at the north east corner of the property and flow toward the north east. The southern portion of the property drains into the storm system under 83rd Ave.

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PROJECT NO. 17-1234

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April 4, 2018

A detailed analysis of which basin roof drainage flows into was not performed and is not necessary. Numerous expansions and renovations over the years have complicated existing building servicing. As a result, the basin boundaries extending over the roof of the shopping Centre are based on estimates. Currently, minor drainage is restricted to the maximum capacity of storm laterals on site. There are no restrictions such as orifices to engineer the discharge to a specified controlled rate and back up the system to provide surface storage within the parking lot.

3.2.2 Proposed Minor Drainage The proposed ultimate storm servicing concept is shown on Figure 3.2. Two potential service locations exist for storm servicing. This includes the existing service location on 83rd avenue and an existing storm line, that currently does not service the Bonnie Doon Shopping Centre property, on 82nd Avenue at the intersection of 85th street. The 83rd Avenue service is currently extended into the Shopping Centre property and extends east of 85th Street north of 84th Ave via a 750mm line. This connects into the Mill Creek Basin and has an allowable release rate of 3L/s/ha. This line may need to be relocated slightly, or rebuilt within a building mechanical footprint, depending on the footprint of the adjacent proposed structures.

The 82nd Avenue storm line connects into Mill Creek east of 94th Ave and is part of the North Saskatchewan River Basin. Allowed discharge into this system is 5L/s/ha. The 82nd Ave trunk has a vertical jump east of the manhole at the center of the 82nd Ave and 85th Street intersection. As a result, a service tie in would likely need to occur at the manhole in the intersection. Depending on depth of cover requirements determined during detailed design for future phases the tie in point can be moved to the east to avoid the intersection. The area planned to be serviced via this connection will be in the later stages of the project so while confirming this is not imminently urgent, an adequate design solution can be achieved. However, this connection should be made in advance of the potential Whyte Ave LRT line to reduce costs if that line proceeds. This servicing concept is based on a traditional civil servicing concept. As discussed previously, this is likely to change as a significant portion of the site may be serviced within the mechanical systems of various buildings.

Additionally, the entire project could be serviced via the 83rd Ave connection if desired. Reduced construction costs to eliminate the need for the Whyte Ave connection would be offset by additional storm water management control associated with the lower release rate of the 83rd Ave basin. This will need to be evaluated at a later date when the detailed stormwater management is performed in that basin.

APLIN MARTIN

PROJECT NO. 17-1234

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April 4, 2018

3.2.3 Proposed Stormwater Management The volume of stormwater that needs to be stored on the Bonnie Doon Shopping Centre site was calculated using City of Edmonton Drainage Standards. The site was divided into two basins, the Mill Creek Basin with an allowable discharge of 3L/s/ha that connects to 83rd Ave and the North Saskatchewan River Basin that connects into 82nd Ave with an allowable discharge of 5L/s/ha. The runoff coefficient was determined to be 0.85 using the ‘c” value in table 5A from drainage standards, since the site is being designed for the 1:100 year storm, a modification factor of 1.25 was applied. This gave a ‘c’ value of 1.05, so as per section 13.5.5 of the Drainage Standards, the maximum runoff coefficient of 0.95 was used. As per section 12.5.2.iv of the drainage standards, all five storm events were analyzed using PCSWMM 2013. PCSWMM is a hydrologic and hydraulic tool for modeling stormwater flows and pollutants. The model is an enhanced version of EPA SWMM with a graphical user interface for data entry, runtime graphics, and results, allowing CAD and GIS integration and animation of flows and waterlevels in the drainage system. Of the five storm events, the most critical event was the 1 in 100 year, 24 hour revised Huff distribution event. Based on this methodology, the Mill Creek Basin requires 9,529m3 of storage and the North Saskatchewan River Basin requires 3,968m3 of storage. Total storage required is 13,500m3. Stormwater storage can be achieved by multiple methods. This includes, rooftop, trap lows in parking lots and roadways, underground storage and tank storage within parkades. The Figure 3.4 illustrates schematically how this will occur. This approach will essentially create a network that discharges into the internal trunks at the allowable discharge rate for each basin. As the current redevelopment plan proposes:

• The site contains approximately 5.4ha of roof space. Assuming a ponding depth of 0.10m on average on each roof this allows for 5417m3 of storage.

• Of the park and open space provided, it is estimated that approximately 1.7ha can be utilized for underground storage. Assuming this 1.7ha of area beneath the park space is used for underground storage via a system such as ADS StormtTech MC-4500, 13,080m3 of storage is potentially available.

Cumulatively roof and underground park/green space storage can provide up to 18,500m3 of storage when only 13,500m3 is required. This corresponds to needing to utilize approximately 73% of potential roof and green/park space to meet storage requirements. Should less than 13,500m3 of roof and park storage be available, additional storage will need to be found. This can most easily be achieved by underground storage between the roadway structure and the roof of underground parking. Other options would include trap lows on roadways and storage tanks within parkades.

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PROJECT NO. 17-1234

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April 4, 2018

3.2.4 Proposed Stormwater Enhancement The quality of stormwater discharged from the site will be improved by various methods. This includes, catch basins where roadways are not built above parkades, total suspended solid (TSS) removals associated with underground storage, and in line oil and grit separators. Catch basins enhance water discharge quality by trapping large suspended solids and debris in the basin below the outflow invert of the structure. Periodic cleaning is required to ensure they function correctly. Underground storage, such as the previously mentioned ADS Stormtech system can typically obtain up to an 80% capture of TSS’s. Multiple runs of these structures are placed in parallel connected to the inlet manhole by a manifold. The inlet into the manifold system is design such that the initial flow during a storm event is consistently directed into one of the runs by having a slightly lower inlet elevation. It is this initial flow that contains the majority of the suspended solids. Access portals provide access into the run that is design to capture the initial flow to allow for periodic inspection and maintenance. Oil and grit separators can be sized to provide a range of TSS and hydrocarbon removals. This occurs by having the lighter than water hydrocarbons float on the surface above the outlet elevation, as well as capturing suspended solids in the bottom reservoir. Again, periodic inspection and maintenance is required. The City of Edmonton follows the Stormwater Management Guidelines for the Province of Alberta. These regulations call for an 85% removal of sediments with particle size of 75um or greater. With a significant amount of TSS being captured in underground storage, oil and grit separators will be required to fulfill the remainder of TSS removals as well as hydrocarbon removal. Detailed design related to sediment and hydrocarbon removal will be completed within each stage. Opportunities should be evaluated to size infrastructure, specifically oil and grit separators, for multiple phases of development to avoid throw away costs associated with interim infrastructure and capitalize on scale of economies.

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PROJECT NO. 17-1234

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April 4, 2018

4. DEVELOPMENT PHASING

4.1 Sewer Mains The development timeline of this project will depend on market conditions in both the residential, office, and retail economies. It is anticipated that this will be completed within 30-50 years. Figure 3.3 shows the proposed phasing of storm infrastructure. The first phase will occur on the eastern boundary of the site north of 84th Avenue. Future phasing is expected to occur counter clockwise in the existing parking lot and then north to south on the existing mall footprint. Interim servicing will be needed for initial stages due to the distance to the storm service locations and the realistic probability that utility alignments will change on the west side of the site during detailed design of those phases. The initial stages can be serviced into the existing combined sewer on the north edge of the site and existing network within the parking lot. Interim servicing will ensure that mains are separated in newly developed portion and that storm mains will be set at elevations as shown on the minor storm spreadsheet to ensure future connection into the storm connections are possible. Interim connections into the combined system would be temporary and be decommissioned/removed when the ultimate connection is in place. As development occurs counter clockwise to the west side of the site the ultimate connection will be required.

4.2 Storm Discharge/Storage Due to this distribution of park/green areas within the overall plan and underground storage opportunities, it may not be possible for each phase to meet storage requirements when looked upon individually. The intent of this is not to delay storm water management obligations to future stages, but to allow for development to occur in an economic fashion and to minimize throw away costs.

Additionally, it is anticipated that interim storm discharge into the combined system will only be permitted if discharge rates equal allowed basin rates for the ultimate buildout or are minimized given storage opportunities within those phases.

APLIN MARTIN

PROJECT NO. 17-1234

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April 4, 2018

5. GRADING Currently the site generally slopes toward the north west and contains somewhat of a bowl around portions of the existing shopping Centre with boundary grades that are set and non-flexible around the entire perimeter of the property. The preliminary grading plan identifies rough roadway slope and elevations of all intersection and key locations within the site. This is shown on the proposed overland drainage plan, Figure 3.1. The grades shown on proposed roadways closely resemble existing grades at that location. The grading plan is based on the grades and elevations required to maintain minimum depth of cover for proposed underground utilities and to ensure overland drainage during major events. Depth of cover requirements for storm are unlikely to be achieved in the north west corner of the site. As a result, this portion of the project will likely require parkades that extend into the internal roadways to facilitate mechanical servicing within heated structures. Cover issues on this corner are a result of existing and proposed grading that accommodate major overland discharge at this corner and proximity to the extents of the property that will not allow for major alterations in site grading. It is anticipated that a significant amount of the overall area will contain underground parking. As a result of this, significant site excavation will be present. 6. COST ESTIMATES At this point all work associated with the Bonnie Doon Shopping Centre redevelopment plan are located on site. The only exception to this would be minor items such as curb returns for roadways and excavation for utility tie ins. These would not be considered a cost associated to a basin that would extend to other stake holders in the vicinity and as a result there are no cost sharing improvements associated with civil infrastructure. 7. WATER A separate report has been prepared for EPCOR dealing with water servicing. 8. CONCLUSION Based on the information presented above this project can be adequately serviced to reflect current City of Edmonton engineering design standards. This includes interim initial servicing for the initial and midterm stages, as well as ultimate servicing for the complete development. Phasing and the extent of underground parkades under roadways will significantly impact the proposed servicing concepts presented in the document. As a result, detailed and preliminary design associated with each stage of development will need to consider both the short term and long term serviceability at each stage and to ensure flexibility to accommodate full build out.

APLIN MARTIN

PROJECT NO. 17-1234

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April 4, 2018

CORPORATE AUTHORIZATION

This Design Report titled “Bonnie Doon Shopping Centre Redevelopment Design Brief” has been created by: APLIN MARTIN Prepared by:

Lindsey Trufyn, P. Eng Community Development Manager Erica Yaholnitsky, P. Eng Project Engineer

Reviewed by: Lindsey Trufyn, P.Eng. Community Development Manager

PERMIT TO PRACTICE APLIN & MARTIN CONSULTANTS

LTD

PERMIT NUMBER P 10277

The Association of Professional

Engineers, Geologists and Geophysicists of Alberta

FIGURE 1.0

EXISTING SITE

RETAINING WALL

T

T

T

TT

T

TT

TT

T

T

M

D

M

D

MD

BONNIE DOON SHOPPING CENTRE

PETROCANADA

85 STREET

82 (W

HYTE

) AVE

NUE

83 STREET

88 A

VENU

E

86 A

VENU

E

84 A

VENU

E

83 A

VENU

E

84 A

VENU

E

85 STREET

87 AVENUE

EXISTING 86 AVENUE ENTRY(TO BE REMOVED IN 2018/2019)

NEW 87 AVENUE ENTRY(TO BE OPENED IN 2018/2019)

U

RW

P

LA

N 4835 K

S

U

RW

P

LA

N 962 4117

U

RW

P

LA

N 4835 K

S

U

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P

LA

N 4835 K

S

U

RW

P

LA

N 4835 K

S

URW PLAN 4835 KS

U

R

W

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L

A

N

9

6

2

1

0

0

4

U

RW

P

LA

N 962 1004

U

RW

P

LA

N 962 1004

URW PLAN 4835 KS

PLA

N 122 3035

LOT E

3

PLAN 3849 NY

LOT H

3

PLAN 3849 NY

LOT B

3

PLAN 2224 KS

LOT C

3

PLAN 2224 KS

LOT A

3

PLAN 2224 KS

LOT F

3

PLAN 3849 NY

3245 OK

3245 OK

LOT 5

PLAN 3849 NY

URW PLAN

962 1004

URW PLAN

962 1004

Aplin & Martin Consultants Ltd.606 - 10117 Jasper Avenue, Edmonton, A.B. T5J 1W8

Tel: (780) 670-2644 www.aplinmartin.comENGINEERS STAMP PERMIT

SHOPPING CENTRE

(82 AVENUE & 83 STREET NW)

FIGURE 1.0

BONNIE DOON

SERVICING BRIEF

17-1234

17-1234

EXISTING SITE PLAN

LEGEND

EXISTING BUILDING FOOTPRINT

EXISTING PROPERTY LINE

EXISTING CURB & SIDEWALK

CONSTRUCTION ASSOCIATED

WITH SELRT

EXISTING EASEMENT

EXISTING BONNIE DOON PROPERTY

0

2018-04-04

FIGURE 1.1

PROPOSED SITE PLAN

M

D

M

D

MD

85 STREET

82 (W

HYTE

) AVE

NUE

83 STREET

88 A

VENU

E

86 A

VENU

E

84 A

VENU

E

83 A

VENU

E

84 A

VENU

E

85 STREET

87 AVENUE



SHOPPING CENTRE


BONNIE DOON

SERVICING BRIEF

17-1234

17-1234

PROPOSED SITE PLAN

LEGEND




WITH SELRT

FUTURE DEVELOPMENT

FUTURE OPEN SPACE

FUTURE TRANSIT PLAZA


FIGURE 1.1

2018-04-04

0

FIGURE 2.0

EXISTING COMBINED SYSTEM

M

D

M

D

MD


PETROCANADA

85 STREET

82 (W

HYTE

) AVE

NUE

83 STREET

88 A

VENU

E

86 A

VENU

E

84 A

VENU

E

83 A

VENU

E

84 A

VENU

E

85 STREET

87 AVENUE

EX 37

5 @ 0.

03%

EX 525 @ 0.25%EX 525 @ 0.20%EX 525 @ 0.21%EX 600 @ 0.30%EX 600 @ 0.30%EX 750 @ 0.30%EX 900 @ 0.20% EX 75

0 @ 0.

48%EX

750 @

0.63

%EX

750 @

0.63

%EX

750 @

0.71

%

EX 525 @

0.93%

EX 525 @ 1.00% EX 600 @ 0.82% EX 600 @ 0.82%

EX 37

5 @ 14

.69%

EX 375 @ 0.67%

EX 37

5 @ 1.

15%

EX 37

5 @ 0.

56%

EX 37

5 @ 1.

06%

EX 37

5 @ 1.

05%

EX 37

5 @ 0.

66%



SHOPPING CENTRE


FIGURE 2.0

BONNIE DOON

SERVICING BRIEF

17-1234

17-1234

EXISTING COMBINED SYSTEM

LEGEND





WITH SELRT

EXISTING EASEMENT


0

2018-04-04

EXISTING SERVICES

FIGURE 2.1

PROPOSED ULTIMATE SANITARY

COMB

COMB

M

D

M

D

MD

85 STREET

82 (W

HYTE

) AVE

NUE

83 STREET

88 A

VENU

E

86 A

VENU

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84 A

VENU

E

83 A

VENU

E

84 A

VENU

E

85 STREET

87 AVENUE

3.20 ha

1.82 ha1.50 ha

0.40 ha

1.42 ha

1.49 ha

1.64 ha 0.59ha

0.37ha

EX 600 @ 0.30%EX 600 @ 0.30%EX 750 @ 0.30%

300 @ 0.40%300 @ 0.22%300 @ 0.30%

300 @ 0

.47%

300@ 1.00%

EX 900 @ 0.20%

EX 750 @ 0.63%

EX 750 @ 0.63%

83rd STREET SURCHARGECONNECTION IF REQUIRED



SHOPPING CENTRE


BONNIE DOON

SERVICING BRIEF

17-1234

-

17-1234



EXISTING COMBINED TRUNK

EXISTING SMALL DIAMETER

SAN AND/OR STORM TO BE REMOVED

EXISTING SANITARY AND/OR STORM

TO BE UTILIZED


PROPOSED BASIN BOUNDARIES

PROPOSED BASIN AREA 3.40 ha

LEGEND




FIGURE 2.1

2018-04-04

83RD STREET SURCHARGE

0

FIGURE 3.0

EXISTING SITE TOPOGRAPHY

RETAINING WALL

M

D

M

D

MD


PETROCANADA

85 STREET

82 (W

HYTE

) AVE

NUE

83 STREET

88 A

VENU

E

86 A

VENU

E

84 A

VENU

E

83 A

VENU

E

84 A

VENU

E

85 STREET

87 AVENUE

MAIN FLOOR ELEVATION = 666.45MAIN FLOOR ELEVATION = 667.98



SHOPPING CENTRE


BONNIE DOON

SERVICING BRIEF

17-1234

-

17-1234

EXISTING SITE TOPOGRAPHY

LEGEND





WITH SELRT

EXISTING EASEMENT

EXISTING MAJOR CONTOUR

EXISTING MINOR CONTOUR


FIGURE 3.0

2018-04-04

0

FIGURE 3.1

PROPOSED OVERLAND DRAINAGE

M

D

M

D

MD

85 STREET

82 (W

HYTE

) AVE

NUE

83 STREET

88 A

VENU

E

86 A

VENU

E

84 A

VENU

E

83 A

VENU

E

84 A

VENU

E

85 STREET

87 AVENUE

68.39

67.3866.70

66.5566.20

66.40

66.05

64.90

64.85

66.70

66.35

65.55

66.81

66.50

67.50

66.70

66.45

2.04%

0.18%

1.63%

0.55%0.12%0.64%

0.39%

0.16%

1.72%

0.10%

0.15%

0.18%

1.12%

0.64%0.21%

0.62%

0.23%1.08%

EX

EX

EX

EX

EXEX



SHOPPING CENTRE


BONNIE DOON

SERVICING BRIEF

17-1234

-

17-1234


LEGEND




PROPOSED DESIGN ELEVATION

PROPOSED DESIGN SLOPE



FIGURE 3.1

2018-04-04

0

FIGURE 3.2

PROPOSED ULTIMATE STORM

M

D

M

D

MD

85 STREET

82 (W

HYTE

) AVE

NUE

83 STREET

88 A

VENU

E

86 A

VENU

E

84 A

VENU

E

83 A

VENU

E

84 A

VENU

E

85 STREET

87 AVENUE

ST11A

ST11

EX ST10

ST4ST3 ST2

EX ST1

ST5ST5A

ST6ST14BST14AST14ST15

ST16ST13

ST12ST12A

300 @ 0.22%300 @ 0.22%300 @ 0.22%

300 @

0.22%

EX ST A

300 @ 0.22% 300 @ 0.22% 300 @ 0.22%

300 @ 0.22%

300 @ 0.22% 300 @ 0.22% 300 @ 0.22%

300 @

0.22

%

300 @ 0.22%

300 @

0.22

%30

0 @ 0.

22%

0.93 ha 1.21 ha

0.37 ha

0.74 ha

0.16 h

a

1.91 ha

1.45 ha

0.46 ha

2.07 ha

1.08 ha0.50 ha

0.38 ha

1.15 ha

3.99 ha

8.07 ha

900 @ 0.40%750@ 0.17% 750 @ 0.49%

600 @

0.38

%

200 @ 0.87%

300 @

0.22

%

EX EX

EX

EX

EX



SHOPPING CENTRE


BONNIE DOON

SERVICING BRIEF

17-1234

-

17-1234



EXISTING SMALL DIAMETER

SAN AND/OR STORM


MINOR BASIN BOUNDARIES

MINOR BASIN AREA

MAJOR BASIN BOUNDARIES

MAJOR BASIN AREA

0.13 ha

3.40 ha

LEGEND




FIGURE 3.2

2018-04-04

0

FIGURE 3.3

PROPOSED INTERIM STORM

M

D

M

D

MD

85 STREET

82 (W

HYTE

) AVE

NUE

83 STREET

88 A

VENU

E

86 A

VENU

E

84 A

VENU

E

83 A

VENU

E

84 A

VENU

E

85 STREET

87 AVENUE

ST11A

ST11

EX ST10

ST4ST3 ST2

EX ST1

ST5ST5A

ST6ST14BST14AST14ST15

ST16ST13

ST12ST12A

300 @ 0.22%300 @ 0.22%300 @ 0.22%

300 @

0.22%

EX ST A

EX ST B EX ST C EX ST D

300 @ 0.22% 300 @ 0.22% 300 @ 0.22%

300 @ 1.00%

300 @ 0.22% 300 @ 0.22% 300 @ 0.22%

300 @

0.22

%

300 @ 0.22%

300 @

0.22

%

300 @

0.22

%30

0 @ 0.

22%

750 @ 0.17%750 @ 0.30% 600 @ 0.30%

EX 525 @ 1.00% EX 600 @ 0.82%

EX 525

@ 0.93

%

EX 300 @ 0.22%EX

EX 300 @ 0.22%

300 @ 0

.22%

EX EX EX

600 @

0.38

%EX

750 @ 0.49%EX 600 @ 0.30%EXEX900 @ 0.40%



SHOPPING CENTRE


BONNIE DOON

SERVICING BRIEF

17-1234

-

17-1234

PROPOSED INTERIM STORMSERVICING PLAN

LEGEND




WITH SELRT

FUTURE DEVELOPMENT

FUTURE OPEN SPACE

FUTURE TRANSIT PLAZA



PIPE LEGEND

PHASE 1 - PERMANENT

PHASE 4 - PERMANENT

PHASE 5 - PERMANENT

PHASE 2 - PERMANENT

- TEMPORARY-REMOVE DURING PHASE 2

- TEMPORARY-RESLOPE DURING PHASE 5


PHASE 3 - TEMPORARY-RESLOPE DURING PHASE 5


PHASE 7 - PERMANENT

EXISTING STORM LINE

FIGURE 3.3

2018-04-04

0

FIGURE 3.4

STORMWATER STORAGE CONCEPT

STORMWATER

STORAGE CONCEPT

17-1234

2018-04-04

FIG 3.4

BONNIE DOON

SHOPPING CENTRE

SERVICE BRIEF

PROJECT NO.

DATE

DRAWING NO


Tel: (780) 670-2644 www.aplinmartin.com

PROJECT

DRAWING

TABLE 1,

OVERALL SANITARY CALCULATIONS

0.4

300 l/p/day 0.28

8 L/day/m² 0.013

14 L/day/m² 2.6[(P/1000)^(-.1)]

24 L/day/m² 10(Q)^(-0.45) min 2.5 max 25

1.6 people/unit

Land use

New Total Units Daily Average Peaking Floor Flow Flow Average Peaking Peak inflow/ New Total Sag MH Design Pipe Pipe Pipe Req'd Cap. Design Cap. Capacity Partial Full

Zone (ha) (ha) added New Total Flow Flow Factor Area Generation (m³/day) Flow Factor Flow infilt. Sag Sag Inflow Flow Length Size Slope (Des. Flow/.86) of Pipe Used Velocity Velocity

(L/day) (L/s) (m²) (L/day/m²) (L/s) (L/s) (L/s) MH MH (L/s) (L/s) (m) (mm) (%) (L/s) (L/s) (%) (m/s) (m/s)

12.42 12.42 5961 9537.6 9537.6 2,861,280 33.12 2.08 92,903 14.2 1319.2 15.27 2.93 113.5 3.5 30 30 12 128.9 200 525 0.10 149.9 136.1 95% 0.71 0.63

L/s/ha 10.38121

Scenario Total (m²)

1 92,903

2

3

From Morguard sq/ft m2 ha

retail 500,000 46,452

office 300,000 27,871

Insitutional 200,000 18,581

Residential 4,827,378 448,478

Total site area 12.42

March 13, 2018

Scenario 1

Project:

Job Number:

Date:

Calculated by:

Checked by:

Note: Overall Sanitary calculation

Bonnie Doon Servicing Brief

Office

Retail -Average

Institutional

other

Flow Pipe Information

PF Non- Residential

Medium rise/high rise blend

Institutional (m2)

18,581

Institutional (L/day/m²)

24

L/s/sag MH

L/s/ha

min 1.5

Edmonton Sag MH

Infiltration

Manning's "n"

PF Residential

Municipality

Residential

Description

Location

Population

ResidentialArea

17-1234

March 13, 2018

Lindsey Trufyn

Lindsey Trufyn

Commercial

Retail (m²) Retail flow rate (L/day/m²)

46,452

Office (m²) Office (L/day/m²) Blended (L/day/m²)

27,871 14.214 8

TABLE 2,

DETAILED SANITARY NETWORK CALCULATIONS

SANITARY SEWER SYSTEM

Project: Bonnie Doon Mall

Job No: 17-1234

Dsgn: Average flow for Bonnie Doon

Chkd: L/s 128.9

Date: L/s/ha 10.38

m3/s/ha 0.0104

STAGE FROM MH TO MH Added Total Design PIPE PIPE CAPACITY FULL DESIGN UPPER LOWER UPPER LOWER UPPER LOWER CHECKS

Area Area Flow LENGTH DIAMETER SLOPE CAPACITY USED VELOCITY VELOCITY GROUND GROUND INVERT INVERT COVER COVER CAPACITY VELOCITY

(ha) (ha) (m) (mm) (%) (m3/s) (%) (m/s) (m/s) (m) (m) (m) (m) (m) (m) < 86 %

1BTWN LIMIT

S6 S5 1.82 1.82 0.0189 125 300 0.40 0.061 31% 0.865 0.762 667.350 666.650 664.150 663.650 2.900 2.700 Cap OK Vel OK

S5 S4 0.00 1.82 0.0189 68 300 0.22 0.045 42% 0.642 0.612 666.650 666.700 663.600 663.450 2.750 2.950 Cap OK Vel OK

S4 S3 1.50 3.32 0.0345 52 300 0.22 0.045 76% 0.642 0.706 666.700 666.400 663.400 663.286 3.000 2.814 Cap OK Vel OK

S3 S2 0.40 3.72 0.0386 60 300 0.30 0.053 73% 0.749 0.817 666.400 666.050 662.753 662.573 3.347 3.177 Cap OK Vel OK

S2 EX A 1.42 5.14 0.0533 90 300 0.47 0.066 80% 0.938 1.043 666.050 666.050 662.073 661.650 3.677 4.100 Cap OK Vel OK

S16 S15EX 3.20 3.20 0.0332 68 300 0.40 0.061 54% 0.865 0.882 666.310 666.600 662.428 662.156 3.582 4.144 Cap OK Vel OK

S15EX S14 0.59 3.79 0.0393 83 600 0.30 0.338 12% 1.193 0.803 666.600 666.850 661.856 661.605 4.144 4.645 Cap OK Vel OK

S14A S14 0.37 0.37 0.0038 32 300 1.00 0.097 4% 1.368 0.664 666.450 666.850 662.225 661.905 3.925 4.645 Cap OK Vel OK

S14 S13EX 0.00 4.16 0.0432 35 600 0.30 0.338 13% 1.193 0.826 666.850 666.560 661.605 661.500 4.645 4.460 Cap OK Vel OK

S13EX S12EX 1.64 5.80 0.0602 89 600 0.30 0.336 18% 1.185 0.897 666.560 666.210 661.500 661.234 4.460 4.376 Cap OK Vel OK

S12EX S11 0.00 5.80 0.0602 36 750 0.31 0.617 10% 1.395 0.890 666.210 666.000 661.082 660.972 4.378 4.278 Cap OK Vel OK

S11 S10EX 1.49 7.29 0.0756 144 750 0.31 0.617 12% 1.395 0.954 666.000 664.850 660.972 660.530 4.278 3.570 Cap OK Vel OK

12.43

PHASING OF EASTERN LINE

PHASE 1 S6 S5 1.82 1.82 0.0189 125 300 0.4 0.061 31% 0.865 0.762 667.350 666.650 664.150 663.650 2.900 2.700 Cap OK Vel OK

S5 S4 0.00 1.82 0.0189 68 300 0.22 0.045 42% 0.642 0.612 666.650 666.800 663.600 663.450 2.750 3.050 Cap OK Vel OK

TEMPORARY S4 EX C 0.00 1.82 0.0189 70 300 0.22 0.045 42% 0.642 0.612 666.800 666.350 663.500 663.346 3.000 2.704 Cap OK Vel OK

PHASE 2 S4 S3 1.50 3.32 0.0345 52 300 0.22 0.045 76% 0.642 0.706 666.800 666.600 663.500 663.386 3.000 2.914 Cap OK Vel OK

S3 S2 0.40 3.72 0.0386 60 300 0.30 0.053 73% 0.749 0.817 666.600 666.200 662.753 662.573 3.547 3.327 Cap OK Vel OK

TEMPORARY S2 EX B 0.00 3.72 0.0386 40 375 0.22 0.082 47% 0.745 0.732 666.200 665.760 662.523 662.435 3.302 2.950 Cap OK Vel OK

PHASE 3 S2 EX A 1.42 5.14 0.0533 90 300 0.47 0.066 80% 0.938 1.043 666.200 666.050 662.073 661.650 3.827 4.100 Cap OK Vel OK

PIPE INFORMATION ELEVATIONS CRITERIA VERIFICATION

April 4, 2018

Lindsey Trufyn

Maryn Nasedkin

TABLE 3,

STORM NETWORK CALCULATIONS

STORM SEWER MINOR SYSTEM

Project:

Job No:

Dsgn: IDF CURVE PARAMETERSChkd: a 335.26Date: PIPE ROUGHNESS COEF. n = 0.013 c 1.542

RETURN PERIOD = 5 Year b 0.654

FROM TO LAND ADDED TOTAL TOTAL INITIAL TIME IN TOTAL UNCONTR. CONTROL DESIGN CAPACITY FULL DESIGN UPPER LOWER UPPER LOWER UPPER LOWERSTAGE MH MH USE AREA AREA C CA CA TIME PIPE TIME Int. FLOW FLOW FLOW LENGTH SIZE SLOPE CAPACITY USED VELOCITY VELOCITY RIM RIM INVERT INVERT COVER COVER

(ha) (ha) (min) (min) (min) (mm/hr) (m3/s) (m3/s) (m3/s) (m) (mm) (%) (m3/s) (%) (m/s) (m/s) (m) (m) (m) (m) (m) (m)

ST16 ST15 0.38 0.38 0.90 0.34 0.34 10.00 2.47 12.47 67.71 0.064 0.001 0.001 95 300 0.22 0.045 3% 0.64 0.271 666.050 666.200 663.593 663.384 2.16 2.52ST15 ST14 0.50 0.88 0.90 0.45 0.79 12.47 1.56 14.03 59.65 0.131 0.003 0.003 60 300 0.22 0.045 6% 0.64 0.350 666.200 666.600 663.334 663.202 2.57 3.10

ST14B ST14A 2.07 2.07 0.90 1.86 1.86 10.00 1.90 11.90 67.71 0.350 0.006 0.006 73 300 0.22 0.045 14% 0.64 0.450 666.700 666.600 663.977 663.816 2.42 2.48ST14A ST14 0.00 2.07 0.90 0.00 1.86 11.00 1.35 12.35 64.13 0.332 0.006 0.006 52 300 0.22 0.045 14% 0.64 0.450 666.700 666.600 663.766 663.652 2.63 2.65

ST14 ST13 1.08 4.03 0.90 0.97 3.63 11.90 1.69 13.58 61.30 0.618 0.012 0.012 65 300 0.22 0.045 27% 0.64 0.543 666.600 666.450 663.152 663.009 3.15 3.14ST13 ST12 1.15 5.18 0.90 1.04 4.66 0.00 1.43 1.43 252.57 3.271 0.016 0.016 55 300 0.22 0.045 34% 0.64 0.582 666.450 666.350 662.959 662.838 3.19 3.21

ST12A ST12 0.93 0.93 0.90 0.84 0.84 10.00 3.48 13.48 67.71 0.157 0.003 0.003 134 300 0.22 0.045 6% 0.64 0.356 664.900 666.350 663.133 662.838 1.47 3.21

ST12 ST11 1.21 7.32 0.90 1.09 6.59 13.48 3.90 17.38 56.99 1.043 0.022 0.022 150 300 0.22 0.045 48% 0.64 0.636 666.350 666.700 662.788 662.458 3.26 3.94

ST11A ST11 0.37 0.37 0.90 0.33 0.33 10.00 1.56 11.56 67.71 0.063 0.001 0.001 60 300 0.22 0.045 2% 0.64 0.000 666.450 666.700 662.590 662.458 3.56 3.94

ST11 ST10EX 0.74 8.43 0.90 0.67 7.59 17.38 1.17 18.55 49.01 1.033 0.025 0.025 45 300 0.22 0.045 56% 0.64 0.659 666.700 666.500 662.408 662.309 3.99 3.89789

ST6 ST5 1.45 1.45 0.90 1.31 1.31 10.00 1.69 11.69 67.71 0.245 0.007 0.007 65 300 0.22 0.045 16% 0.64 0.470 667.380 667.500 663.577 663.434 3.50 3.77

ST5A ST5 0.46 0.46 0.90 0.41 0.41 10.00 2.99 12.99 67.71 0.078 0.002 0.002 115 300 0.22 0.045 5% 0.64 0.336 666.700 667.500 663.687 663.434 2.71 3.77

ST5 ST4 0.16 2.07 0.90 0.14 0.14 11.69 1.30 12.99 61.93 0.025 0.010 0.010 50 300 0.22 0.045 23% 0.64 0.520 667.500 666.500 663.384 663.274 3.82 2.93ST4 ST3 0.00 2.07 0.90 0.00 0.14 12.99 2.60 15.58 58.25 0.023 0.010 0.010 100 300 0.22 0.045 23% 0.64 0.520 666.500 666.300 663.224 663.004 2.98 3.00ST3 ST2 1.91 3.98 0.90 1.72 1.86 15.58 2.55 18.13 52.31 0.271 0.020 0.020 98 300 0.22 0.045 44% 0.64 0.621 666.300 667.550 662.954 662.738 3.05 4.51ST2 ST1EX 0.00 3.98 0.90 0.00 1.86 18.13 0.70 18.83 47.78 0.247 0.020 0.020 27 300 0.22 0.045 44% 0.64 0.621 667.550 667.550 662.688 662.629 4.56 4.62

12.41TEMPORARY LINE UNTIL PHASE 5

ST14B ST14A 2.07 2.07 0.90 1.86 1.86 10.00 1.90 11.90 67.71 0.350 0.006 0.006 73 300 0.22 0.045 14% 0.64 0.450 666.700 666.700 663.977 663.816 2.42 2.58ST14A ST14 0.00 2.07 0.90 0.00 1.86 11.00 1.35 12.35 64.13 0.332 0.006 0.006 52 300 0.22 0.045 14% 0.64 0.450 666.700 666.200 663.766 663.652 2.63 2.25ST14 ST15 1.08 3.15 0.90 0.97 2.84 11.90 1.56 13.45 61.30 0.483 0.009 0.009 60 300 0.22 0.045 21% 0.64 0.506 666.600 666.200 663.602 663.470 2.70 2.43ST15 ST16 0.50 3.65 0.90 0.45 3.29 13.45 2.47 15.92 57.05 0.521 0.011 0.011 95 300 0.22 0.045 24% 0.64 0.528 666.200 666.050 663.420 663.211 2.48 2.54ST16 EX A 0.38 4.03 1.90 0.72 4.01 15.92 0.26 16.18 51.64 0.575 0.012 0.012 10 300 0.22 0.045 27% 0.64 0.543 666.050 666.050 663.161 663.139 2.59 2.61

PHASING OF TEMPORARY LINEPHASE 1 ST14B ST14A 2.07 2.07 0.90 1.86 1.86 10.00 1.90 11.90 67.71 0.350 0.006 0.006 73 300 0.22 0.045 14% 0.64 0.450 666.700 666.800 663.977 663.816 2.42 2.68

ST14A EX D 0.00 2.07 0.90 0.00 1.86 11.90 0.78 12.68 61.30 0.317 0.006 0.006 30 300 0.22 0.045 14% 0.64 0.450 666.800 666.550 663.766 663.700 2.73 2.55

PHASE 2 ST14A ST14 0.00 2.07 0.90 0.00 0.00 11.90 1.35 13.25 61.30 0.000 0.006 0.006 52 300 0.22 0.045 14% 0.64 0.450 666.800 666.600 663.766 663.652 2.73 2.65ST14 ST15 1.08 3.15 0.90 0.97 0.97 13.25 1.56 14.81 57.58 0.155 0.009 0.009 60 300 0.22 0.045 21% 0.64 0.506 666.600 666.200 663.602 663.470 2.70 2.43ST15 EX B 0.00 3.15 0.90 0.00 0.97 14.81 0.99 15.79 53.92 0.146 0.009 0.009 38 300 0.22 0.045 21% 0.64 0.506 666.200 666.150 663.420 663.336 2.48 2.51

PHASE 3 ST15 ST16 0.50 3.65 0.90 0.45 0.45 14.81 2.47 17.27 53.92 0.067 0.011 0.011 95 300 0.22 0.045 24% 0.64 0.528 666.200 666.050 663.420 663.211 2.48 2.54ST16 EX A 0.38 4.03 0.90 0.34 0.79 17.27 0.26 17.53 49.19 0.108 0.012 0.012 10 300 0.22 0.045 27% 0.64 0.543 666.050 666.050 663.161 663.139 2.59 2.61

DURING PHASE 5 THE PIPE INVERTS FROM MH14‐16 WILL BE CHANGED TO FINAL PLAN INVERTS900 0.20 0.810

Tuesday, March 6, 2018Lindsey Trufyn MarynNasedkin

Bonnie Doon mall

17-1234

RAINFALLAREA PIPE INFORMATION ELEVATIONS

2018.03.06 Bonnie Doon Storm Page 1 of 1

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