206 Devonshire Place Ottawa Site Servicing Study

Project # CW-02-12

Prepared for:

Atelier 292 Architect Inc.

By:

Arch-Nova Design Inc.

March 2013

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206 Devonshire Place CW-02-12 Site Servicing Study

Arch-Nova Design Inc. Page 1

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1 City of Ottawa boundary condition information is based on current operation of the city water distribution system (also see Appendix A for complete correspondence information) 2 Residential Max. Daily and Max. Hourly peaking factors per MOE Guidelines for Drinking-Water Systems Table 3-3

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Percent of total

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Grass A1 0.0013 1.4% 0.30 0.000 House/Roof A2 0.0092 9.7% 0.90 0.008

Grass A3 0.0063 6.6% 0.30 0.002

Driveway A4 0.0099 10.4% 0.90 0.009

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Project Number: CW-02-12 206 Devonshire Place, Ottawa

PRE-DEVELOPMENT (Entire Area)

The pre-development time of concentration is 10 minutes

where:I5 = 998.071 / (Tc + 6.053) 0.814 I100 = 1735.688 / (Tc + 6.014) 0.820

I5 = 104.2 mm/hr I100 = 178.6 mm/hr

Surface Type ID Area (ha)Percent of total

AreaC

A X C (ha)

Grass A1 0.0013 1.4% 0.30 0.000House/Roof A2 0.0092 9.7% 0.90 0.008

Grass A3 0.0063 6.6% 0.30 0.002 Q5pre = (2.78)*(C)*(I5)*(A)Driveway A4 0.0099 10.4% 0.90 0.009 Q5pre = 2.78 0.46 104.2 0.09

Grass A5 0.0593 62.5% 0.30 0.018 Q5pre = 12.0 L/sDeck A6 0.0038 4.0% 0.60 0.002Grass A7 0.0009 1.0% 0.30 0.000

Entrance A8 0.0005 0.5% 0.90 0.000

Garage/Roof A9 0.0037 3.9% 0.90 0.003 Q100pre = (2.78)*(C)*(I100)*(A)Q100pre = 2.78 0.46 178.6 0.09Q100pre = 20.6 L/s

TOTAL 0.0949 100.0% 0.044

Weighted C = 0.46

POST-DEVELOPMENT (Entire Area)

The post-development time of concentration is 10 minutes

where:I5 = 998.071 / (Tc + 6.053) 0.814 I100 = 1735.688 / (Tc + 6.014) 0.820

I5 = 104.2 mm/hr I100 = 178.6 mm/hr

Surface Type ID Area (ha)Percent of total

AreaC

A X C (ha)

Grass A1 0.0291 30.6% 0.30 0.009Driveway A2 0.0317 33.4% 0.60 0.019

Roof A3 0.0076 8.0% 0.90 0.007 Q5post = (2.78)*(C)*(I5)*(A)Roof A4 0.0080 8.4% 0.90 0.007 Q5post = 2.78 0.60 104.2 0.09Roof A5 0.0085 9.0% 0.90 0.008 Q5post = 15.6 L/sRoof A6 0.0078 8.2% 0.90 0.007Grass A7 0.0017 1.8% 0.30 0.001

Entrance A8 0.0005 0.5% 0.60 0.000

Q100post = (2.78)*(C)*(I100)*(A)Q100post = 2.78 0.60 178.6 0.09Q100post = 26.8 L/s

TOTAL 0.0949 100.0% 0.057

Weighted C = 0.60

Comment: Postdevelopment runoff will be controlled on site

x xx

x xx

x xx

x xx

10 100.60 0.60

0.0949 0.09495 100

12.0 12.05 5

1 204 3.2 12.0 1 351 5.6 3.66 132 12.6 12.0 0.6 0.2 6 226 21.6 12.0 9.6 3.511 99 15.8 12.0 3.8 2.5 11 170 27.0 12.0 15.1 9.916 80 12.8 12.0 0.8 0.8 16 138 21.9 12.0 9.9 9.521 68 10.8 12.0 -1.1 -1.4 21 116 18.5 12.0 6.5 8.226 59 9.4 12.0 -2.5 -4.0 26 101 16.1 12.0 4.1 6.431 53 8.4 12.0 -3.6 -6.7 31 90 14.3 12.0 2.3 4.336 48 7.6 12.0 -4.4 -9.5 36 81 12.9 12.0 0.9 1.941 43 6.9 12.0 -5.1 -12.5 41 74 11.8 12.0 -0.2 -0.646 40 6.4 12.0 -5.6 -15.5 46 68 10.8 12.0 -1.2 -3.251 37 5.9 12.0 -6.1 -18.6 51 63 10.0 12.0 -2.0 -6.056 35 5.5 12.0 -6.5 -21.8 56 59 9.4 12.0 -2.6 -8.861 33 5.2 12.0 -6.8 -24.9 61 55 8.8 12.0 -3.2 -11.766 31 4.9 12.0 -7.1 -28.1 66 52 8.3 12.0 -3.7 -14.771 29 4.6 12.0 -7.4 -31.4 71 49 7.8 12.0 -4.2 -17.776 28 4.4 12.0 -7.6 -34.6 76 47 7.4 12.0 -4.5 -20.781 26 4.2 12.0 -7.8 -37.9 81 45 7.1 12.0 -4.9 -23.886 25 4.0 12.0 -8.0 -41.2 86 43 6.8 12.0 -5.2 -26.991 24 3.8 12.0 -8.2 -44.5 91 41 6.5 12.0 -5.5 -30.096 23 3.7 12.0 -8.3 -47.9 96 39 6.2 12.0 -5.8 -33.2101 22 3.5 12.0 -8.5 -51.2 101 38 6.0 12.0 -6.0 -36.4106 21 3.4 12.0 -8.6 -54.6 106 36 5.8 12.0 -6.2 -39.6111 21 3.3 12.0 -8.7 -57.9 111 35 5.6 12.0 -6.4 -42.8116 20 3.2 12.0 -8.8 -61.3 116 34 5.4 12.0 -6.6 -46.0121 19 3.1 12.0 -8.9 -64.7 121 33 5.2 12.0 -6.8 -49.3126 19 3.0 12.0 -9.0 -68.1 126 32 5.0 12.0 -7.0 -52.6131 18 2.9 12.0 -9.1 -71.5 131 31 4.9 12.0 -7.1 -55.8136 18 2.8 12.0 -9.2 -74.9 136 30 4.7 12.0 -7.2 -59.1

2) Rainfall Intensity, I = 998.071 / (Tc + 6.053)^0.814 (5 year, City of Ottawa) 2) Rainfall Intensity, I = 1735.688 / (Tc + 6.014)^0.820 (100 year, City of Ottawa)

3) Peak Flow = Duration/Tc x 2.78 x C x I x A (Duration < Tc) 3) Peak Flow = Duration/Tc x 2.78 x C x I x A (Duration < Tc)

4) Peak Flow = 2.78 x C x I x A (Duration > Tc) 4) Peak Flow = 2.78 x C x I x A (Duration > Tc)

5) Storage = Duration x Storage Rate 5) Storage = Duration x Storage Rate

Storage Volumes (5-Year Storm) Storage Volumes (100-Year Storm)Project: 206 Devonshire Place, Ottawa CW-02-12

Tc = (mins) Tc = (mins) CAVG = (dimmensionless) CAVG = (dimmensionless)

Area = (hectares) Area = (hectares)Storm = (year) Storm = (year)

Release Rate = (L/sec) Release Rate = (L/sec)Time Interval = (mins) Time Interval = (mins)

Duration (min)

Rainfall Intensity (mm/hr)

Peak Flow (L/sec)

Release Rate

(L/sec)

Storage Rate

(L/sec) Storage (m3)

Notes Notes

1 ) For a storm duration that is less than the time of concentration the peak flow is equal to the product of 2.78CIA and the ratio of the storm duration to the time of concentration.

1 ) For a storm duration that is less than the time of concentration the peak flow is equal to the product of 2.78CIA and the ratio of the storm duration to the time of concentration.

Duration (min)

Rainfall Intensity (mm/hr)

Peak Flow

(L/sec)

Release Rate

(L/sec)

Storage Rate

(L/sec) Storage (m3)

Topics: Introduction Equations Installation Guidelines and Equation Applicability Error Messages References

Introduction Weirs are typically installed in open channels such as streams to determine discharge (flowrate). The basic principle is that discharge is directly related to the water depth above the crotch (bottom) of the V; this distance is called head (h). The V-notch design causes small changes in discharge to have a large change in depth allowing more accurate head measurement than with a rectangular weir.

Equations V-notch weir equations have become somewhat standardized. ISO (1980), ASTM (1993), and USBR (1997) all suggest using the Kindsvater-Shen equation, which is presented below from USBR (1997) for Q in cfs and heights in ft units. All of the references show similar curves for C and k vs. angle, but none of them provide equations for the curves. To produce automated calculations, LMNO Engineering used a curve fitting program to obtain the equations which best fit the C and k curves. Our equations are shown below. The graph shown is from our fits. If you compare it to the graphs shown in the references, it looks nearly identical which implies that our fits are very good.

V-Notch (Triangular) Weir Calculator

Discharge and Head Calculations, Equations, and Guidelines for

water flow measurement in streams and channels

To: LMNO Engineering home page (more calculations) Unit Conversions Trouble printing?

Weirs: Rectangular Cipoletti Weir End Depth: Circular Rectangular Triangular Flumes: Parshall, Trapezoidal, Rectangular, and U shape Parshall (submerged)

Page 1 of 3V Notch Weir Discharge Calculator and Equations

3/9/2013http://www.lmnoeng.com/Weirs/vweir.htm

C = 0.607165052 - 0.000874466963 Ø + 6.10393334x10-6 Ø2 k (ft.) = 0.0144902648 - 0.00033955535 Ø + 3.29819003x10-6 Ø2 - 1.06215442x10-8 Ø3 where Ø is the notch angle in degrees

Installation Guidelines and Equation Applicability Top of Page USBR (1997) suggests using the V-notch weir equations for the following conditions:

Head (h) should be measured at a distance of at least 4h upstream of the weir.

It doesn't matter how thick the weir is except where water flows over the weir through the "V." The weir should be between 0.03 and 0.08 inches (0.8 to 2 mm) thick in the V. If the bulk of the weir is thicker than 0.08 inch, the downstream edge of the V can be chamfered at an angle greater than 45o (60o

is recommended) to achieve the desired thickness of the edges. You want to avoid having water cling to the downstream face of the weir.

Water surface downstream of the weir should be at least 0.2 ft. (6 cm) below the bottom of the V to allow a free flowing waterfall.

Measured head (h) should be greater than 0.2 ft. (6 cm) due to potential measurement error at such small heads and the fact that the nappe (waterfall) may cling to the weir.

The equations have been developed for h<1.25 ft. (38 cm) and h/P<2.4..

The equations have been developed for fully contracted V-notch weirs which means h/B should be <= 0.2.

The average width of the approach channel (B) should be > 3 ft. (91 cm).

The bottom of the "V" should be at least 1.5 ft. (45 cm) above the bottom of the upstream channel.

If your weir does not achieve some of the above criteria, you may have a "partially contracted V-notch weir" where h/B needs only to be <= 0.4, the bottom of the "V" only needs to be 4 inch (10 cm) above the bottom of the upstream channel, the approach channel only needs to be 2 ft. (61 cm) wide, and h can be up to 2 ft. (61 cm) instead of 1.25 ft. (38 cm). Partially contracted weirs use a different graph for C which is a function of h/P and P/B and is only valid for a notch angle of 90o. In the graph (not shown - see USBR, 1997), C varies from 0.576 to 0.6; whereas, for a fully contracted 90o notch, C is 0.578 from our graph shown above. Our calculation does not account for partially contracted weirs, but for most practical purposes the difference in C is inconsequential.



Error Messages given by calculation Top of Page"All inputs must be positive". This is an initial check of user input. "Angle out of range". The notch angle must be between 20o and 100o (0.35 and 1.75 radians) for the equations to be valid. "Infeasible input". Input results in a negative head due to the compiler's machine precision. Occurs if head is being computed and a very low Q is entered (e.g. 1.0e-20).

References ASTM (1993). American Society for Testing and Materials. ASTM D5242. Standard method for open-channel flow measurement of water with thin-plate weirs. 1993. Available from Global Engineering Documents at http://global.ihs.com

ISO (1980). International Organization of Standards. ISO 1438/1-1980(E). Water flow measurement in open channels using weirs and venturi flumes - Part 1: Thin plate weirs. 1980. Available from Global Engineering Documents at http://global.ihs.com

USBR (1997). U.S. Department of the Interior, Bureau of Reclamation. Water Measurement Manual. 1997. 3ed. Available from http://www.usbr.gov/pmts/hydraulics_lab/pubs/wmm/index.htm .

© 1999-2007 LMNO Engineering, Research, and Software, Ltd. All rights reserved.

LMNO Engineering, Research, and Software, Ltd. 7860 Angel Ridge Rd. Athens, Ohio 45701 USA Phone and fax: (740) 592-1890

[email protected] http://www.LMNOeng.com



206 Devonshire Place CW-02-12 Assessment of Adequacy of Public Services


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From: Wu, John <[email protected]>Sent: Tuesday, January 29, 2013 2:06 PMTo: Zoran ArchnovaSubject: RE: 206 Devonshire Place: boundary conditions

Here�is�the�new�reply.�For�domestic�only:��With�a�Max�Day�Demand�of�0.11�L/s�at�the�connection�point,�the�pressure�does�not�drop�below�40psi�during�max�day�conditions.��The�system�can�therefore�accommodate�the�proposed�max�day�demand�of�0.11�L/s.��John��From: Zoran Archnova [mailto:[email protected]] Sent: January 28, 2013 1:32 PM To: Wu, John Subject: Re: 206 Devonshire Place: boundary conditions �Thank�you,�

Zoran�Mrdja�Sent�from�my�iPhone��On�28.01.2013.,�at�12.36,�"Wu,�John"�<[email protected]>�wrote:�

I�just�send�the�request�again.��From: zoran@archnova [mailto:[email protected]] Sent: January 28, 2013 12:02 PM To: Wu, John Subject: RE: 206 Devonshire Place: boundary conditions��From: Wu, John [mailto:[email protected]] Sent: Monday, January 28, 2013 10:50 AM To: zoran@archnova Subject: RE: 206 Devonshire Place: boundary conditions��Max�domestic�use�usually�does�not�have�a�limit.�Why?�[Zoran�Mrdja]��fire�flow�is�extremely�low�so�the�domestic�flow�can�be�limited�too.��Same�thing.�Give�me�what�is�your�demand,�I�forward�to�IMD,�they�will�tell�you�what�the�HGL�is.�[Zoran�Mrdja]��

Average�Daily�Demand:�� 2.63� l/min�Maximum�Daily�Demand:�� 6.56� l/min�Maximum�Hourly�Demand:� 14.44� l/min�

2

Max�Day�+�Fire�Flow�Demand:� 9,006.56� l/min�Water�Connection�on�Devonshire�Place�Proposed�4�units,�2�storey�buildings�approx..�6.0��m�above�ground�(79.7�m)�height�for�the�2nd�floor�washroom.��Then�you�decide�is�this�good�,�by�the�PSI�,�usually�it�is�35�PSI�you�needed.��From: zoran@archnova [mailto:[email protected]] Sent: January 28, 2013 10:45 AM To: Wu, John Subject: RE: 206 Devonshire Place: boundary conditions��From: Wu, John [mailto:[email protected]] Sent: Monday, January 28, 2013 9:04 AM To: Zoran Archnova Subject: RE: 206 Devonshire Place: boundary conditions��Sorry�Zoran,��We�do�not�provide�the�fire�flow�information�like�that,�it�is�determined�by�Infrastructure�Services�Management�Department,�not�by�us.�[Zoran�Mrdja]�John,�I�am�looking�for�domestic�use�of�water:�what�is�max.�daily�flow�for�domestic�use��that�the�city�system�can�provide�at�this�location�so�I�can�calculate�the�difference�over�that�limit�for�the�hydrocell�system.�I�do�not�have�contact�info�for�the�fire�Marshals,�please�contact�the�fire�department�directly.�[Zoran�Mrdja]�thank�you,��Thanks.��John�From: Zoran Archnova [mailto:[email protected]] Sent: January 25, 2013 12:51 PM To: Wu, John Subject: Re: 206 Devonshire Place: boundary conditions��Hello�John,��Would�you�be�able�to�provide�the�maximum�available�MaxDaily�flow�for�this�location�so�we�can�calculate�the�hydrocell�system�and�storage?�Also�could�you�provide�me�a�contact�at�Fire�Marshals�for�this�area�so�I�can�discuss�the�fire�protection�requirement�to�compensate�for�insufficient�fire�flow?��Regards��Zoran�Mrdja�Sent�from�my�iPhone��On�29.11.2012.,�at�13.49,�"Wu,�John"�<[email protected]>�wrote:�

3

Here�is�the�result.�

The�following�are�boundary�conditions,�HGL,�for�hydraulic�analysis�at�206�Devonshire,�assumed�to�be�connected�to�the�152mm�on�Devonshire�(see�attached�PDF�for�location).��

Minimum�HGL�=�107.6�m�

Maximum�HGL�=�115.2�m�

Available�Fire�Flow�=�25�L/s�assuming�a�residual�of�20�psi�and�a�ground�elevation�of�79.7�m�

IMPORTANT:�The�MaxDay�(0.11L/s)�and�Fire�Flow�(150�L/s)�cannot�be�provided�at�this�location�

��From: zoran@archnova [mailto:[email protected]] Sent: November 20, 2012 8:58 PM To: White, Joshua Cc: Wu, John Subject: 206 Devonshire Place: boundary conditions��Hello�Joshua,��Below�is�a�preliminary�calculation�for�a�new�4�units�residential�development�at�206�Devonshire�Place,�Ottawa.��Please�could�you�provide�the�boundary�conditions�for�the�municipal�services?��

Average�Daily�Demand:�� 2.63� l/min�Maximum�Daily�Demand:�� 6.56� l/min�Maximum�Hourly�Demand:� 14.44� l/min�Max�Day�+�Fire�Flow�Demand:� 9,006.56� l/min�Water�Connection�on�Devonshire�Place��Attached�are�the�survey�plan�and�a�preliminary�site�plan.��Regards,��Zoran�Mrdja,�P.Eng.�ArchͲNova�Design�Inc�[email protected]��

This e-mail originates from the City of Ottawa e-mail system. Any distribution, use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized. If you are not the intended recipient, please notify me at the telephone number shown above or by return e-mail and delete this communication and any copy immediately. Thank you.

Le présent courriel a été expédié par le système de courriels de la Ville d'Ottawa. Toute distribution, utilisation ou reproduction du courriel ou des renseignements

4

qui s'y trouvent par une personne autre que son destinataire prévu est interdite. Si vous avez reçu le message par erreur, veuillez m'en aviser par téléphone (au numéro précité) ou par courriel, puis supprimer sans délai la version originale de la communication ainsi que toutes ses copies. Je vous remercie de votre collaboration.

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Le présent courriel a été expédié par le système de courriels de la Ville d'Ottawa. Toute distribution, utilisation ou reproduction du courriel ou des renseignements qui s'y trouvent par une personne autre que son destinataire prévu est interdite. Si vous avez reçu le message par erreur, veuillez m'en aviser par téléphone (au numéro précité) ou par courriel, puis supprimer sans délai la version originale de la communication ainsi que toutes ses copies. Je vous remercie de votre collaboration.

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1

zoran@archnova

From: Tracey, Sean <[email protected]>Sent: Thursday, February 07, 2013 4:45 PMTo: Zoran ArchnovaSubject: RE: 206 Devonshire, Ottawa: fire protection system

Based�on�the�information�from�the�city�that�they�are�saying�there�is�inadequate�water�supplies�for�fire�fighting�in�my�opinion�there�are�two�options�we�would�consider.�The�first�would�be�the�upgrade�the�water�supply�to�the�location.�The�second�would�be�to�build�the�units�with�a�residential�fire�sprinkler�system�in�accordance�with�NFPA�13D.�We�would�have�to�make�sure�that�the�building�department�releases�we�are�signing�off�on�this.�Here�is�a�link�to�how�you�can�read�this�standard�for�free:��http://www.nfpa.org/aboutthecodes/AboutTheCodes.asp?DocNum=13D��(follow�the�preview�tab�at�the�top.�It�will�ask�you�to�register�but�there�is�no�cost�to�this.)��The�NFPA�13D�can�be�a�standalone�system�or�a�multiͲpurpose�system�that�is�combined�with�the�plumbing.�The�advantage�of�the�multiͲpurpose�is�that�it�can�be�installed�by�a�plumber�the�same�time�they�are�plumbing�the�house�and�should�not�need�a�backflow�prevention�valve�or�separate�meter.�Uponor�I�believe�even�does�the�design�calculations�for�these.�Their�website�is:�http://www.uponor.ca/enͲCA/Header/Systems/Fire/Builder/Overview.aspx��Sean��Sean�A.�Tracey,�P.Eng.,�MIFireE�Assistant�Deputy�Chief�Community�Standards/�Assistant�Chef�adjoint�Normes�communautaires�City�of�Ottawa�/�Ville�d'Ottawa�1445�Carling�Avenue�Ottawa,�ON��K1Z�7L9�Tel:�613Ͳ580Ͳ2424�ext�29420�Fax:�613Ͳ580Ͳ2864�[email protected]�www.ottawa.ca��

��From: Zoran Archnova [mailto:[email protected]] Sent: February 07, 2013 16:22 To: Tracey, Sean Subject: Fwd: 206 Devonshire, Ottawa: fire protection system I would appreciate very much if you respond by tomorrow noon (Friday) as I am going to meet the architect and developer at 3:00 pm Best regards,

Zoran Mrdja Sent from my iPhone

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Begin forwarded message:

From: Zoran Archnova <[email protected]> Date: 07. februar 2013. 10.48.38 GMT-0500 To: "[email protected]" <[email protected]> Subject: 206 Devonshire, Ottawa: fire protection system

Hello Mr. Tracey, I am working on the site services plan for the location of 206 Devonshire Place where our client is planning to demilish existing house and build a 4 townhouse units (3 storeys). Earlier today my colleague Gordana talked with you about this project. Also she spoke to Fred Ross from the Fire Prevention Line and he provided the following info on the local fire station capacity: Truck capacity: 12,050 gpm Response time: 5 min Backup: 2-3 trucks within 10 min Currently at the location and based on the new development the City provided the flow for residual pressure of 20 psi which is only 25 l/sec. I will forward the email to you. I have found your presentation on web and it confirmed to me that probably a sprinkler system would be the most technicaly and cost effective but I need a guidelines to do my calculations. Your help is appreciated very much, Zoran Mrdja, P.Eng. Arch-Nova Design Inc. Sent from my iPhone



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206 Devonshire Place Ottawa Site Servicing Study

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Transcript of 206 Devonshire Place Ottawa Site Servicing Study