site servicing report - webcast.ottawa.ca

Prepared by: AECOM

302 – 1150 Morrison Drive 613 820 8282 tel

Ottawa, ON, Canada K2H 8S9 613 820 8338 fax

www.aecom.com)

Carleton Project Number:

35715 Date:

March, 2013

Buildings andPlaces

Carleton University

Site Servicing Report Carleton University Parking Facility

AECOM Carleton University Site Servicing Report Carleton University Parking Facility

AECOM: 2012-01-06 © 2009-2012 AECOM Canada Ltd. All Rights Reserved. Site Servicing Report - Carleton University Parking Facility 25 03 13 FINAL.Docx

Statement of Qualifications and Limitations The attached Report (the “Report”) has been prepared by AECOM Canada Ltd. (“Consultant”) for the benefit of the client (“Client”) in accordance with the agreement between Consultant and Client, including the scope of work detailed therein (the “Agreement”). The information, data, recommendations and conclusions contained in the Report (collectively, the “Information”):

is subject to the scope, schedule, and other constraints and limitations in the Agreement and the qualifications contained in the Report (the “Limitations”);

represents Consultant’s professional judgement in light of the Limitations and industry standards for the preparation of similar reports;

may be based on information provided to Consultant which has not been independently verified; has not been updated since the date of issuance of the Report and its accuracy is limited to the time period and

circumstances in which it was collected, processed, made or issued; must be read as a whole and sections thereof should not be read out of such context; was prepared for the specific purposes described in the Report and the Agreement; and in the case of subsurface, environmental or geotechnical conditions, may be based on limited testing and on the

assumption that such conditions are uniform and not variable either geographically or over time. Consultant shall be entitled to rely upon the accuracy and completeness of information that was provided to it and has no obligation to update such information. Consultant accepts no responsibility for any events or circumstances that may have occurred since the date on which the Report was prepared and, in the case of subsurface, environmental or geotechnical conditions, is not responsible for any variability in such conditions, geographically or over time. Consultant agrees that the Report represents its professional judgement as described above and that the Information has been prepared for the specific purpose and use described in the Report and the Agreement, but Consultant makes no other representations, or any guarantees or warranties whatsoever, whether express or implied, with respect to the Report, the Information or any part thereof. Without in any way limiting the generality of the foregoing, any estimates or opinions regarding probable construction costs or construction schedule provided by Consultant represent Consultant’s professional judgement in light of its experience and the knowledge and information available to it at the time of preparation. Since Consultant has no control over market or economic conditions, prices for construction labour, equipment or materials or bidding procedures, Consultant, its directors, officers and employees are not able to, nor do they, make any representations, warranties or guarantees whatsoever, whether express or implied, with respect to such estimates or opinions, or their variance from actual construction costs or schedules, and accept no responsibility for any loss or damage arising therefrom or in any way related thereto. Persons relying on such estimates or opinions do so at their own risk. Except (1) as agreed to in writing by Consultant and Client; (2) as required by-law; or (3) to the extent used by governmental reviewing agencies for the purpose of obtaining permits or approvals, the Report and the Information may be used and relied upon only by Client. Consultant accepts no responsibility, and denies any liability whatsoever, to parties other than Client who may obtain access to the Report or the Information for any injury, loss or damage suffered by such parties arising from their use of, reliance upon, or decisions or actions based on the Report or any of the Information (“improper use of the Report”), except to the extent those parties have obtained the prior written consent of Consultant to use and rely upon the Report and the Information. Any injury, loss or damages arising from improper use of the Report shall be borne by the party making such use. This Statement of Qualifications and Limitations is attached to and forms part of the Report and any use of the Report is subject to the terms hereof.


Site Servicing Report - Carleton University Parking Facility 25 03 13 FINAL.Docx

Table of Contents Statement of Qualifications and Limitations Distribution List

page

1. Introduction ..................................................................................................................................... 1

2. Water ................................................................................................................................................ 1

2.1 Servicing Criteria ................................................................................................................................. 1 2.2 Existing Infrastructure .......................................................................................................................... 1

3. Wastewater ...................................................................................................................................... 2

3.1 Servicing Criteria ................................................................................................................................. 2 3.2 Existing Infrastructure .......................................................................................................................... 2

4. Stormwater ...................................................................................................................................... 6

4.1 Servicing Criteria ................................................................................................................................. 6 4.2 Existing Infrastructure .......................................................................................................................... 6 4.3 Proposed Conditions and SWM .......................................................................................................... 8

5. Conclusions and Recommendations ............................................................................................ 9

List of Figures

Figure 1 Location Plan ………………………………………………………………………………………………....3 Figure 2 Water Distribution Network …………………………………………………………………………….…....4 Figure 3 Sanitary Sewer System………………………………………………………………………………..…..…5 Figure 4 Storm Sewer System……………………………………………………………………………………....…7 Figure 5 Existing/Proposed Drainage……………………………………………………………………………..…..8 Figure 6 Proposed Rooftop Drainage……………………………………………………………………………..…..9

Appendices

Appendix A. Drawing 01 Site Servicing Plan Appendix B. Fire Hydrant Service Reports Appendix C. Storm Water Management Analysis


Site Servicing Report - Carleton University Parking Facility 25 03 13 FINAL.Docx 1

1. Introduction

AECOM was engaged by Carleton University to provide site servicing design, including sanitary sewer, storm sewer and water, for a proposed parking facility. The new 3 storey parking garage, with a footprint area of 6409 m2, is to be located just north of the Campus Avenue/O-Train Overhead, spanning the City of Ottawa O-Train corridor between existing parking lots P6 to the west and P7 to the east. Figure1 – Location Plan, provides an overview of the Carleton University campus and the layout of the proposed new garage. In a pre-consultation meeting with the City held on Friday March 15, 2013, it was established that this Site Servicing Report, together with the University’s 2008 Campus Infrastructure Study Master Plan, which was prepared by Genivar and approved by the City of Ottawa, would be submitted as part of the Site Plan Control application. Pertinent references to the Genivar report are included herein. The following is a description of the site servicing design for the proposed 3-storey parking garage. It should be noted here that the design for the facility takes into account a 3-storey expansion sometime in the future, which is reflected in the sanitary sewer and water pipe sizing. Storm sewer design will not be affected by an expansion, since only the top floor, which will not have a cover, will produce storm water runoff.

2. Water

2.1 Servicing Criteria

The water service has been sized mainly for a fire hose standpipe system, with water supply based on NFPA 14; “Installation of Standpipe and Hose Systems”. This service will also accommodate hose bibs for garage cleaning and maintenance purposes, which will only be functional during warm weather. The water service has been sized at 250 mm diameter on the basis of the possibility of the facility becoming six storeys in the future.

2.2 Existing Infrastructure

Carleton University is connected to the City of Ottawa water supply, within the 1W pressure zone, at two locations. The first is a 406mm diameter connection to the north at Colonel By Drive that runs adjacent and just west of the O-Train corridor, and the second is a 254 mm diameter connection to the east at Brewer Park, east of Bronson Ave. The University’s water distribution network is shown in Figure 2. Since the 406mm diameter watermain is directly adjacent to the proposed parking garage site, it is the obvious connection point for water supply. A portion of this watermain currently falls within the footprint of the proposed parking garage, and will therefore be relocated to the west to accommodate the new facility. Existing water valves in valve chambers, and an existing hydrant, will also be relocated. The number and location of valves and hydrants is appropriate, with a proposed hydrant spacing of 90 metres. The proposed watermain relocation and connection to the parking garage is shown in Drawing 01- Site Servicing Plan which is attached as Appendix 1 of this report. The 2008 Campus Infrastructure Study Master Plan provides analyses of the Carleton University water distribution system, for both 2008 existing demands as well as future demands related to planned additional residence and academic buildings. The results reported in the Genivar report indicate that although there are some cases on campus where available fire flows are conservatively below the FUS recommended 12,000litres/min, the system was performing adequately in 2008, and improvements in the network could accommodate the future additional buildings scenario. The northern portion of campus, in the vicinity of the 406mm diameter watermain, has fire flow capability that meets the FUS fire flow recommendations.



The fire flow requirement for the proposed parking garage is 1,890 L/min (500 gpm) and is based on the Ontario Building Code (OBC), Section 3, Item no. 3.2.9.7(1), which is the required flow for a fire hose cabinet that has 65mm connections. Based on 2012 fire hydrant service reporting provided to AECOM by the University, the two (2) hydrants located on this 406mm diameter watermain near the proposed parking garage have static pressures of 66 PSI, and can provide the required fire flows for the proposed parking garage. Copies of the hydrant test results are provided in Appendix B.

3. Wastewater


Sanitary drainage pipe sizing is based on the OBC, Part 7. A “fixture unit’ value was applied to fixtures; in this case floor drains. A fixture unit is the unit of measure based on the rate of supply, time of operation and frequency of use of a fixture or outlet that expresses the hydraulic load that is imposed by that fixture or outlet. Within the OBC, Part 7, tables have been developed which convert the hydraulic fixture unit loads into pipe sizes. It has been established that a 150 mm diameter sanitary sewer service pipe will be required for the proposed parking garage.


Carleton University’s wastewater collection system comprises over 4 kilometers of sanitary sewer pipe ranging in size from 150mm to 525mm in diameter. The system is shown in Figure 3.The 2008 Campus Infrastructure Study Master Plan reported that no significant capacity issues existed in 2008, aside from the fact that the existing Sewer Pumping Station (SPS), located adjacent to Bronson Ave. across from Brewer Park, was nearing its capacity of 63 litres/sec. The sanitary sewer peak flow was estimated in 2008 to be 57litres/sec, and expected to increase to 60litres/sec with the addition of residence and academic buildings. In 2011 - 2012, upgrades to the SPS and to the forcemain were undertaken, increasing the capacity of the SPS to 80litres/sec, in order to satisfy the short term (5-year) projected growth at the University. In addition, remedial works were taken in 2010 – 2011 to reduce the amount of extraneous flow in the system by approximately 11litres/sec. The estimated sanitary sewer peak flow generated by the proposed parking garage was calculated using a flow of 6 litres/day per parking stall, as provided in the City of Ottawa Sewer Design Guidelines for shopping centre parking lots. Assuming that the ultimate parking garage design will be six (6) storeys, five (5) of which will be covered and will drain to the sanitary sewer system, this equates to 5 storeys x 200 parking stalls x 6 litres/day, or 6000 litres/day. Applying a peaking factor of 4, the estimated peak flow is 0.28litres/sec. The wastewater generated by this facility will drain to existing sanitary Maintenance Hole (MH) 142-1 via a new MH near the parking garage. The sanitary sewer analysis included in the 2008 Campus Infrastructure Study Master Plan indicates that the existing peak flow at MH 142-1 to the next downstream MH 141-5 is 4.95 litres/s. The capacity of this 4.7m section of 200mm diameter sewer, at a slope of 3.89%, is 64.69litres/sec. Similarly, the next downstream section of sanitary sewer from MH 141-5 to MH 141-4, (a 300mm diameter pipe at 0.33 % slope), has a capacity of 55.55 litres/sec. Therefore, the addition of the parking garage peak flow can be easily handled by the existing sanitary sewer system.

CarletonDepartment Of Physical Plant

Construction Services

209 Maintenance Building

Ottawa, Canada, K1S 5B6Telephone: (613) 520-2600

1125 Colonel By Drive,

CARLETON UNIVERSITYPARKING GARAGE

LOCATION PLAN

PROPOSED PARKING GARAGE







WATER DISTRIBUTION NETWORK








SANITARY SEWER SYSTEM




4. Stormwater


Design flows and outlets have been established and consideration of City of Ottawa and RVCA criteria has been addressed. Interior floor slab areas will drain to the existing sanitary system. The rooftop parking slab (65mx100m=0.65ha) is the only area that will receive rainfall; runoff from this area will be directed to an existing storm sewer system. Both water quantity and water quality issues will be addressed by the drainage characteristics of the proposed parking garage. Over half of the site currently drains to an existing approved private outlet to the Rideau River. It is anticipated that quantity control, sufficient to meet existing storm sewer system capacity, will be developed. It is also anticipated that regular mechanical sweeping of the parking garage will reduce water quality impacts and that a proposed SWM facility at the outlet of the storm sewer network #1 will eventually minimize runoff impacts on the Rideau River.


Carleton University’s storm water collection system comprises over 7 kilometers of storm sewer pipe ranging in size from 250mm to 1500mm in diameter. The system is shown in Figure 4. The Carleton University storm sewer network 1 west trunk, and the proposed site are identified in Figure 4 along with four (4) areas of network capacity deficiency that relate to the proposed site drainage. Current drainage from the site has three components as illustrated in Figure 5. The first is an undeveloped portion (0.18 ha) west of the existing parking lot P7 that drains to the NE. It uses an

existing 375mm storm sewer, linked to a major east trunk at MH 30-12. This is part of the University’s storm sewer network #1 that outlets to the Rideau River just west of Bronson.

The second is an undeveloped portion (0.17 ha) east of the existing parking lot P6 that drains to the SW. It uses an existing 450mm [email protected]% linked to a major west trunk at MH 41-5. Again, this is part of the University’s storm sewer network #1.

The third is a portion (0.30 ha) of the O-Train corridor that drains west to the Rideau Canal using existing track subdrains.







STORM SEWER SYSTEM

LEGEND:

PIPE:

IDENTIFIED CAPACITY DEFICIENCY

WEST TRUNK SEWER

EAST TRUNK SEWER




Figure 5: Existing/Proposed Drainage

4.3 Proposed Conditions and SWM

It is proposed that drainage from rooftop parking will be collected by an internal parking garage drainage system with rooftop catchments as identified in Figure 6. The collected flow will then be discharged to storm sewer network #1, west trunk, using the existing 450 mm diameter storm sewer @0.5% to MH 41-5. However, this will increase flow in the west trunk, a system that is already undersized at three (3) locations as illustrated in Figure 4. It is proposed that parking garage rooftop storage be used to reduce the entire rooftop discharge to 200l/s which is the capacity of the existing 450mm storm sewer. A “Rational Method” analysis (Appendix C) of the largest rooftop catchment (1400m2 in Figure 6 which is 20% of the drainage area+/-) indicates that the 1:100 year flow of 62 l/s can be reduced to 40 l/s (20% of 200 l/s capacity) using 14m3 of storage. This is equivalent to 1:100 year depth of 0.2 m which is less than criteria established at 0.3m by the City of Ottawa. Final design will identify orifice control sizing and related ponding depths for the parking garage.



Figure 6: Proposed Rooftop Drainage

5. Conclusions and Recommendations

Based on the previous discussion it can be concluded that:

1. The existing water distribution system has adequate capacity to satisfy domestic and fire flow water demand for the proposed parking garage.

2. The existing sanitary sewer system has adequate capacity to provide wastewater drainage for the proposed parking garage.

3. The drainage of rooftop parking of the proposed parking garage will increase flows to the west trunk of storm sewer network#1 at the Carleton University Campus.

4. Due to existing constraints in the existing trunk sewer system, rooftop flows should be reduced to at least current system flows (200 l/s) and more if possible.

5. It has been demonstrated that combined future rooftop flows (1:100 year) could be reduced to existing flow conditions by ponding to a depth of 0.2 m or less which meets City of Ottawa criteria of 0.3m maximum ponding depth

6. Water quality impacts will be addressed by regular mechanical sweeping of the parking garage. Based on the conclusions, it is recommended that:

1. Final design for drainage of the rooftop parking to be completed, with supporting documentation for the orifice control sizing and related ponding depths for the 1:100 Year event to meet City of Ottawa 0.3m maximum depth criteria.

2. The University’s parking garage maintenance program to be reviewed for adequate sweeping provisions.

Appendix A

Drawing 01 Site Servicing Plan

NORTH

ISSUES / REVISIONSNo. DATE BY

CLIENT:

DRAWING:

PROJECT:

DESIGNED BY:

SCALE:

DRAWN BY:

APPROVED BY:

DATE:

CHECKED BY: PROJECT No. :

DRAWING No.

This drawing has been prepared for the use of AECOM's client and may not be used,reproduced or relied upon by third parties, except as agreed by AECOM and its client, asrequired by law or for use by governmental reviewing agencies. AECOM accepts noresponsibility, and denies any liability whatsoever, to any party that modifies this drawingwithout AECOM's express written consent.

Do not scale this document. All measurements must be obtained from stated dimensions.

01

60286810

1:500

L. Huijer

L. Huijer

T. Grant

J. Boadway

Mar 11/131 Mar. 2013 LH Issued for Tender

0 10 25 40

Hor. scale 1 : 400

Project Site

BENCHMARK #1Top of Southwest Bolt on LampStandard Elev. 64.213

MH DATA

SA1 (1200mm DIA.)T/G ELEV. 65.50S. INV. 59.75E. INV. 63.50 (drop structure)

ST1 (1200mm DIA.)T/G ELEV. 65.52S. INV. 59.40E. INV. 63.50 (drop structure)

PROPOSED WATERMAIN

PROPOSED SANITARY SEWWER

PROPOSED STORM SEWER

LEGEND

EXISTING WATERMAIN

EXISTING U/G HYDRO

PROPOSED HYDRO SERVICE

2 Mar. 2013 LH Addendum No. 1

PAVEMENT STRUCTURE300mm GRAN. 'B'300mm 4" MINUSGEOTEXTILE

3 Mar. 2013 LH Issued for Site Plan Application

C/LSwale

C/LSwale

Silt Fence Barrier

SECTION A - ANTS

Appendix B

Hydrant Flow Tests

Appendix C

Storm Water Management Analysis

Appendix C - SWM .Docx

APPENDIX C Modified Rational Method

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