Stormwater Management Report

Transcription

1 1150 Morrison Drive, Suite 410 Ottawa, ON, K2H 8S9 T F Project No A Stormwater Management Report Hydro Ottawa Hunt Club Drive, Gloucester, Ontario Prepared for November 28, 2016

2 Hydro Ottawa, East Campus Stormwater Management Report Table of Contents 1 Introduction Objective Design Parameters Water Quantity Controls Pre-development Conditions Allowable release rate Post-development Conditions Pipe Design Onsite stormwater detention Proposed release rates Water Quality Control Erosion and Sediment Control Conclusion... 4 Figure 1 Stormwater Management Sub-Drainage Areas Appendix A Record of Pre-Consultation Appendix B Stormwater Management Calculations Appendix C OttHymo Model Results Appendix D Roof Drainage Jp2g Consultants Inc. ENGINEERS PLANNERS PROJECT MANAGERS

3 Hydro Ottawa East Campus Stormwater Management Report 1 Introduction Jp2g Consultants Inc. was retained by M. Sullivans & Sons (Sullivan) to complete a Stormwater Management Report suitable for City of Ottawa Site Plan Control Application, for the proposed Hydro Ottawa construction project located on Hunt Club Drive, east of Hawthorne Road, within the City of Ottawa. The site area of approximately 8.5 ha is to be developed with three buildings, associated parking areas and landscaped areas. A Pre-Consultation meeting was held with City of Ottawa staff, December 1, 2015 to determine the project constraints and requirements; see Record of Pre-Consultation in Appendix A. The following report details the stormwater management calculations used for water quantity and quality control. Reference Drawings: Figure 1 Stormwater Management Sub-Drainage Areas, C1 - Site Servicing Plan (November 28, 2016), and C2 - Site Grading and Drainage, Erosion and Sediment Control Plan (November 28, 2016). 2 Objective The objective of the stormwater management plan is to meet the requirements of LEED SSc6.1 and SSc6.2, the City of Ottawa, and the Rideau Valley Conservation Authority (RVCA), for up to and including the 100-year storm event without effecting adjacent lands. 3 Design Parameters Stormwater management criteria for this site, in terms of quality and quantity control, is based on the following targets: City of Ottawa: restrict post-development 1:100 year flows to not greater than pre-development 1:5 year flows, assuming C=0.5 and using existing Tc. Normal level of Water Quality Treatment is achieved immediately downstream, so no further treatment is required. Rideau Valley Conservation Authority: restrict post-development flows to not greater than predevelopment flow rates, LEED: post development flow rate and volume will not exceed the predevelopment flow rate and volume for the 1:1 and 1:2 year event; TSS removal will be not less than 80% for the 19mm rainfall event. Visual Otthymo was used to calculate release rates for the critical events. Detailed stormwater management calculations are included in Appendix B. All proposed storm sewers were assigned a Manning s coefficient of roughness of corresponding to smooth wall pipes. Runoff coefficients were calculated considering soils, surface treatment, and slope. In addition, 25% was added to the C value for the 100-year storm calculations. The rainfall intensities used in this analysis are based on the IDF curves and equations, as per City of Ottawa Sewer Design Guidelines (Section 5.4.2). Sub-surface storage is estimated using a void ratio of 0.3, and percolation rates are assumed using the value for loamy sand (60mm/hr) from Table 4.4 of the Stormwater Management Planning and Design Manual (Ministry of the Environment, 2003). Jp2g Consultants Inc. ENGINEERS PLANNERS PROJECT MANAGERS page 1 of 5

4 Hydro Ottawa East Campus Stormwater Management Report 4 Water Quantity Controls 4.1 Pre-development Conditions The existing site is an undeveloped parcel with a generally flat site topography that is sloped toward the east side of the property with an approximate elevation difference of 7 meters over a 180 meter length. Offsite flows draining 6.02ha across the property through the middle of the site. The eastern and northern property boundary contains a drainage easement and swale that is currently receiving all of the runoff from this site. The swale outlets into a quality and quantity treatment pond immediately downstream of the site. The in-situ soils are variable, with sandier materials in the top 2m, and clayier materials lower. Much of the site is a reclaimed quarry, with highly variable soil conditions where fill was placed. The average infiltration rate is estimated to be 15mm/hr 2m below the surface. The soil groundwater elevation was found around 76m down to 73m generally 3 to 4m below existing grade. 4.2 Allowable release rate The stormwater management design criteria for this site is based on LEED and City of Ottawa requirements. The City requires that the 1:100 discharge from the site is to not exceed the 1:5 year event, assuming C=0.5 and a calculated Tc. LEED credit SS6.1 requires that the post-development runoff rate and volume for the 1:1 and 1:2 year event be restricted to the pre-development rate and volume for the 1:1 and 1:2 year event. The pre-development flows are: Event Duration Runoff depth Runoff volume Peak flow rate Allowable release rate 1:1 year 24 hr 9.0 mm 449 m mm/h m3/s 1:2 year 24 hr 13.6 mm 657 m mm/h m3l/s 1:5 year 24 hr 21.9 mm 1089 m mm/h m3/s 1:5 year 4 hr 26.1 mm 1299 m mm/h m3/s 1:100 year 24 hr 47.8 mm 2375 m mm/h m3/s 1:100 year 4 hr 55.2 mm 2743 m mm/h m3/s 1:5 year, C= hr 37.1 mm 1844 m mm/h m3/s 1:5 year, C=0.5 4 hr 32.8 mm 1629 m mm/h m3/s Table 1: Pre development flows blue highlight shows constrained release rates 4.3 Post-development Conditions The proposed site development includes the construction of 3 new buildings (Administration Building, Operations Building, and Warehouse), an associated parking lot and landscaped areas. The site grading has been designed to direct stormwater runoff from parking areas to enhanced bioswales, while the rooftop and landscaped areas drain to an infiltration basin. Flows beyond the capacity of the infiltration basin will spill over towards the adjacent municipal drainage ditch. The site development area is approximately 5.22 ha and has a post-development average weighted runoff coefficient of C=0.72, and C=0.82 for the 1:5 year, and 1:100year events, respectively. Offsite flows coming overland through the site drain an area of 6.2 ha with runoff coefficient of C=0.80 and C=1.0. This flow is diverted within a ditch around the project site, entering the same watercourse but in a different location, without any additional quality or quantity treatment. The ditch is sized to carry the 1:100 year event from the offsite area. Jp2g Consultants Inc. ENGINEERS PLANNERS PROJECT MANAGERS page 2 of 5

5 Hydro Ottawa East Campus Stormwater Management Report Stormwater management techniques are required to reduce peak flows from the site, so that post-development peak flows will not exceed targets. The site was modelled using Visual Otthymo 3.0, and the output of the model runs have been included in Appendix C. 4.4 Pipe Design Pipe diameter sizing was based on the 100-year storm event, and will not be surcharged, i.e. flow/capacity <90%. 4.5 Onsite stormwater detention The bioswales within the site are sized to capture and percolate parking runoff into clearstone subsurface storage. There it will be retained until the runoff has been infiltrated. Expected infiltration rates will allow infiltration of the subsurface storage in 8 to 12 hours. Surface storage will infiltrate in 6 to 24 hours. Surface storage is provided for short, intense events, to allow the runoff to have a chance to percolate into the clear stone. This ensures that the entirety of the 19mm event required by LEED is captured and treated for quality by infiltration. Flows in excess of the 1:2 year, 24 hour event will enter a catchbasin in each bioswale. Each catch basin has an orifice to control the release rate, and is directed to an infiltration basin, so that the 1:100 year event produces a runoff rate that is less than the pre-development 1:5 year event, for both the 4 hour and 24 hour events. Flow will also be detained on the roof of EC1 by installing flow controls at the 14 proposed roof drains, limiting the flow from the roof to 12 l/s.the restricted flow will create rooftop storage of 70 m 3 and 130 m 3 for the 5- year and 100-year event, respectively. Based on an approximate ponding depth of 150mm on the roof, the total available storage is approximately 139 m 3, which is sufficient to accommodate the 100-year event. Roof drainage options are included in Appendix D, however equivalent performing products can also be used. Flows from the front parking areas and the gravel pad are directed to an infiltration swale, with rock check dams designed to capture a specific volume and force infiltration. Remaining flows will reach the drainage swale the surrounds the site and be directed to the SWM pond downstream of the site. The ponding limits for the 5-year and the 100-year event are indicated on Figure 1. In the event the capacity of this system is exceeded, emergency runoff will overflow towards the existing drainage swale. 4.6 Proposed release rates The proposed release rate for this site during various critical events are shown in Table 2 below. Jp2g Consultants Inc. ENGINEERS PLANNERS PROJECT MANAGERS page 3 of 5

6 Hydro Ottawa East Campus Stormwater Management Report Event Target volume (m3) Target release rate (l/s) Rainfall volume (m3) Surface Storage (m3) Infiltration (m3) Release volume (m3) Peak release rate (l/s) 19mm :1 year :2 year :5 year 4 hour :5 year 24 hour :100 year 4 hour :100 year 24 hour Table 2: Post-development runoff volumes and flows 5 Water Quality Control Based on preconsultation with the City of Ottawa and Rideau Valley Conservation Authority (RVCA), no stormwater quality control is required for this site due to the downstream quality pond. The LEED target requires that the 19mm event would receive 80% TSS removal treatment or better. This will be achieved by capturing the 19mm event and allowing it to infiltrate. The runoff from much of the site will be directed to bioswales and through a sandy topsoil layer and into underlying clearstone trench. The remainder of the site is directed to either an infiltration basin, or a grassed swale with check dams. The check dams capture and force infiltration of a specific volume, and allow additional volume to overtop and be released. Ongoing maintenance will be required to remove accumulated sediment from the bioswales. This will be done on an as-required basis, by vacuum truck. Sediment will accumulate no faster than 0.7 kg of sediment per year per m2 of road surface, and will be mostly sand from winter road maintenance. The performance of the system would not be seriously affected from 10 years of such accumulation. 6 Erosion and Sediment Control In accordance with City of Ottawa requirements, best management practices are to be implemented by the Contractor to provide protection of the area drainage system and the receiving water course, during construction activities. This includes limiting the amount of exposed soil, using filter bag inserts under the grates of catch basins and manholes, installing silt fences and other effective sediment traps, and installing and maintaining mud mats for outgoing construction traffic during construction activities. 7 Conclusion The proposed site development includes 3 buildings, associated parking lot, a granular pad, and landscaped areas. Roof drainage and surface runoff will be collected in bioswales and infiltration basin, and events up to the 1:1 year event will infiltrate entirely. Post-development peak flows will be detained on the roof and in the bioswales to limit the post-development release rate to allowable targets. There is sufficient onsite storage to accommodate the 100-year event. Excess flows are directed to the on-site municipal drainage course, which drains to the McEwan Creek SWM facility, immediately adjacent to the site. Jp2g Consultants Inc. ENGINEERS PLANNERS PROJECT MANAGERS page 4 of 5

7 Hydro Ottawa East Campus Stormwater Management Report Summary of report ID Description Value/result 01 Allowable release rate 1:1 year = 167 l/s, 1:2 year = 291 l/s, 1:100 year = 535 l/s 02 Proposed release rate 1:1 year = 0, 1:2 year = 0, 1:100 year = 501 l/s 03 Post-development runoff coefficient C 5=0.72, and C 100= Post-development onsite storage requirement 1685m3 05 Proposed onsite storage (including rooftop) 1821m3 without overtopping asphalt, 4265m3 without uncontrolled flows. 06 Discharge outlet location Overland into McEwan Creek drain 07 Emergency runoff overflow location Overland into McEwan Creek drain Prepared by END OF REPORT Nov. 28, 2016 Douglas Nuttall, P.Eng. Senior Civil Engineer Jp2g Consultants Inc. ENGINEERS PLANNERS PROJECT MANAGERS page 5 of 5

8 Hydro Ottawa East Campus Stormwater Management Report Appendix A - Record of Pre-Consultation Jp2g Consultants Inc. ENGINEERS PLANNERS PROJECT MANAGERS

9 Hydro Ottawa East Campus Stormwater Management Report Appendix B - Stormwater Management Calculations Jp2g Consultants Inc. ENGINEERS PLANNERS PROJECT MANAGERS

10 Hydro Ottawa East Campus Stormwater Management Report Appendix C - Visual Otthymo Model Results Jp2g Consultants Inc. ENGINEERS PLANNERS PROJECT MANAGERS

11 Hydro Ottawa East Campus Stormwater Management Report Appendix D Roof Drainage Jp2g Consultants Inc. ENGINEERS PLANNERS PROJECT MANAGERS

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13 Hydro Ottawa East Campus Stormwater Management Report Appendix A - Record of Pre-Consultation Jp2g Consultants Inc. ENGINEERS PLANNERS PROJECT MANAGERS

14 Doug Nuttall From: Sent: To: Subject: Moore, Sean Monday, November 7, :26 AM FW: Hydro Ottawa preconsultation Hi Doug, See the City s comments on the Hawthorne site below from Dec 2015: Sean. From: Moore, Sean Sent: Friday, December 04, :47 PM To: 'Lloyd Phillips' Cc: Buchanan, Richard; Robertson, Syd; Morgan, Brian; Hayley, Matthew; Moise, Christopher; McEwen, Jeff; 'Jocelyn Chandler'; Kearney, Michel; Carter, Riley Subject: Hydro Ottawa preconsultation Hi Lloyd, Regarding our preconsultation meeting of December 1 st please find below the submission requirements and our preliminary staff comments concerning the two proposed site plan control applications (3475 Hawthorne Road and 201 Dibblee Road). If you have any questions or concerns with the information provided don t hesitate to call me to discuss. APPLICATION #1: 3475 Hawthorne Road Site Plan Control Application: Application Type: Manager Approval, Public Consultation Fee: $20, Conservation Authority Fee: $ Link to Site Plan Control application form: List of required Plans with your application: Site Plan (55 copies) Landscape Plan (55 copies) Grading Plan (55 copies) Site Servicing Plan (55 copies) Survey Plan (2 copies) Erosion Sediment and Control Plan (8 copies) Roadway Modification Plan (55 copies at 80% design completion) Architectural Elevation Drawings (5 copies) List of required Reports with your application: Phase 1 Environmental Site Assessment (5 copies) Transportation Impact Study (10 copies) Servicing Brief, including Stormwater Management (5 copies) 1

15 Scoped Environmental Impact Statement (5 copies) Tree Conservation Report (5 copies) Geotechnical Study / Slope Stability Study (4 copies) Noise Study (3 copies) Note: please submit a CD with pdf s of all plans / reports Preliminary Staff Comments: Staff encourage you to consult with the local Ward Councillor (Diane Deans) Please be aware that MTO are expanding their control area and this site could trigger their comments We along the Hunt Club frontage, tying into the exiting sidewalk Please consider sharing / bicycle trips (including bike parking) in your site design The proposed shared access with the adjacent future commercial site should be included in TIS Please address the Significant Valley Lands and Species at Risk (as per the Official Plan) in your EIS. We understand that information regarding an easement agreement on the valley lands is to be sent to us for review. In 2010, CLV submitted an IER for a development at this address, this IER can form the basis of the EIS and be up-dated to reflect the endangered and threatened species and the new project. Please consult with Charles Goulet at the local MOECC office for your requirements for industrial sewage works We would like to review architectural elevations prior to the procurement process to ensure the bidding teams have City feedback on this matter Please be aware that the NCC easement must be resolved prior to approval/registration We will review any access option you propose for the eastern most proposed access (for example if this is to be a Hydro Ottawa access only, right-in right-out, or a shared access with NCC, right-in-right out or full movement access; and whether this access is proposed to be situated on Hydro Ottawa property, City property, or straddling the properties). Another option could be to make the western access a right-in right out, with the full movement access being at the eastern end of the site. All options will be reviewed by the City which are put forth to us. In the event you wish to put forth a second full movement access we would ask for a transportation rationale in advance of the application for our review and comment/decision. The City s Asset Management Unit & SWM Unit confirmed that the subject site is located within the drainage catchment area of the McEwan Creek system which outfalls to the McEwan Creek SWM Facility #1625. We are therefore presently seeking input from Sewer Operations to permit a connection to the 3600mm dia East Hunt Club Storm Sewer. The existing 600mm diametre storm sewer on Hunt Club Road is within a different catchment area and that system was not designed to receive run-off from 3475 Hawthorne Road. The SWM Unit indicated that undeveloped properties, within the McEwen system, are subject to an area specific stormwater DC charge which was set up to fund the McEwen SWF. Refer to the following link: APPLICATION #2: 201 Dibblee Road Site Plan Control Application: Application Type: Manager Approval, Public Consultation Fee: $20, Conservation Authority Fee: $ Link to Site Plan Control application form: List of required Plans with your application: 2

16 Site Plan (55 copies) Landscape Plan (55 copies) Grading Plan (55 copies) Site Servicing Plan (55 copies) Survey Plan (2 copies) Erosion Sediment and Control Plan (8 copies) Roadway Modification Plan (55 copies at 80% design completion) *if any improvements are identified through the TIS and required Architectural Elevation Drawings (5 copies) List of required Reports with your application: Phase 1 Environmental Site Assessment (5 copies) Transportation Impact Study (10 copies) Servicing Brief, including Stormwater Management (5 copies) Environmental Impact Statement (5 copies) Tree Conservation Report (5 copies) Hydrogeological Analysis (5 copies) Geotechnical Study / Slope Stability Study (4 copies) Reasonable Use Study (5 copies) could be required if the septic system surpasses 10,000 L/day (required for assessment of impact on ground water) Preliminary Staff Comments: Staff encourage you to consult with the local Ward Councillor (Scott Moffatt) This falls within the MTO control area and requires Land-Use and Sign permit from MTO. Further consultation with MTO on stormwater requirements is advised, as I understand MTO will request to review the SWM report to ensure it complies with their requirements The site is identified as Significant Woodlands in the Official Plan, thus the EIS must address this, as well as endangered and threatened species We would like to review architectural elevations prior to the procurement process to ensure the bidding teams have City feedback on this matter As discussed the snow plow turnaround and snow storage aspect of Dibblee Road will need to be investigated further You will require MOECC approvals and permits for stormwater, and industrial sewage works (please consult with Charles Goulet) Please reduce the site entrance where feasible below 10 metres in width (provide truck turning radius lines on the plans to demonstrate your needs) The water quality in this area is known to have salt contamination issues. City Staff will have to determine to what extent hydrogeological work will be required to show there is potable water available, the site to the south is requiring reverse osmosis which may have limitations on how long it will be sustainable if the salt contamination levels rise. Further, the geology in the area is affected by a fault which makes locating a suitable water supply aquifer challenging. Due to potential challenging water conditions within the Bobcaygeon formation we recommend a well drilled in advance to determine the type of water conditions that are present on site see the Regional Geology Mapping below. It is practice that the Part 8 Sewage System application be submitted and receive a permit in advance of approving site plan control (confirmation that the design and sizing are appropriate). The length of pumping test (D5-5 is a minimum standard) should be longer than D5-5, as quantity and quality could be an issue at this site. The longer the pumping test, the better information gathered. Please be aware that mechanical design could be an issue with ensuring potable water, such as the need for extensive treatment (we would need a conceptual design of this) 3

17 The threshold for an MOECC requirement on the septic field is 10,000 L per day. If the septic design exceeds this threshold we will require you to go through MOECC and submit a Reasonable Use Study for determining the impact on groundwater (if under 10,000 l per day Ottawa Septic System Office reviews the septic system Please be aware that any reject water which may result from the poor water quality may have to be accounted and designed for in the septic system. Stormwater will be directed to the roadside ditches running along the HWY 416 ROW. This stormwater runs under a culvert to lands on the east side of the highway. The receiver is the O Keefe system which requires enhanced quality control (80% TSS removal). Like the site directly south (220 Dibblee Road), the quantity controls will be determined by the culvert capacity. Please take note of the adjacent site at 220 Dibblee Road (see link provided to the City s development application website, and the stormwater requirements as information for your site). DevApps website (220 Dibblee Road): 0REKYS Note: CD with pdf s of all plans / reports Regional Geology Mapping: Regards, Sean Moore MCIP, RPP, LEED Green Associate Planner III, Acting Development Review (Rural Services) Urbaniste III, Intérimaire Examen des demandes d'aménagement (services ruraux) City of Ottawa Ville d'ottawa ext/poste ottawa.ca/planning / ottawa.ca/urbanisme This originates from the City of Ottawa system. Any distribution, use or copying of this or the information it contains by other than the intended recipient(s) is unauthorized. Thank you. 4

18 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. Je vous remercie de votre collaboration. 5

19 Hydro Ottawa East Campus Stormwater Management Report Appendix B - Stormwater Management Calculations Jp2g Consultants Inc. ENGINEERS PLANNERS PROJECT MANAGERS

20 PROJECT: Ottawa Hydro East Campus DESIGNED BY: D. Nuttall DETAIL: Reservoir properties CHECKED BY: S. Arends FROM: DATE: Nov. 28, 2016 Depth Volume Flowrate Depth Volume Flowrate Depth Volume Flowrate Depth Volume Flowrate infiltrate overflow infiltrate overflow Percolate CB outlet overflow infiltrate overflow m m3 l/s l/s m m3 l/s l/s m m3 l/s l/s l/s m m3 l/s l/s Ditch Ditch Bioswale Infiltration Basin Depth Volume Flowrate Depth Volume Flowrate Depth Volume Flowrate Depth Volume Flowrate Percolate CB outlet overflow Percolate CB outlet overflow controlled uncontrolled Into CB overflow m m3 l/s l/s l/s m m3 l/s l/s l/s m m3 l/s l/s m m3 l/s l/s Bioswale Bioswale EC Meadow

21 Hydro Ottawa East Campus Stormwater Management Report Appendix C - Visual Otthymo Model Results Jp2g Consultants Inc. ENGINEERS PLANNERS PROJECT MANAGERS

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23 Hydro Ottawa East Campus Visual Otthymo Schematic Explanation and logic Node Glyph Represents Used for 60 Standhyd Site, existing conditions Pre-development 59 Standhyd Site, existing conditions Pre-development, assuming site at C=0.5 1 Standhyd Entrance Post-development 2 Standhyd In front of EC1 3 Standhyd In front of EC2 4 Standhyd Beside EC2 5 Standhyd Beside & Behind EC2 6 Standhyd EC3 7 Standhyd Gravel Pad 8 Standhyd EC2 9 Standhyd A7, beside EC2 10 Standhyd EC1 11 Addhyd Into MH 2 Calculating pipe size 12 Route pipe From MH 2 13 Addhyd Into MH 3 Calculating pipe size 14 Route pipe From MH 3 15 Addhyd Into MH 4 Calculating pipe size 16 Route pipe From MH 4 17 Addhyd Into MH 5 Calculating pipe size 18 Route reservoir Ditch 1 19 Diverthyd Infiltration under ditch 1 vs Spilling Sizing rock check over rock check 20 Addhyd Flows coming into Ditch 2 21 Route reservoir Ditch 2 22 Diverthyd Infiltration under ditch 2 vs Spilling Sizing rock check over rock check 26 Standhyd A6, between EC2 and Bioswale 2 27 Route Reservoir Bioswale 1 Sizing bioswale 28 Diverthyd Spilling overland vs percolation Sizing bioswale from bioswale 31 Route Reservoir Bioswale 2 Sizing bioswale 32 Diverthyd Spilling overland vs percolation Sizing bioswale from bioswale 33 Route Reservoir EC1 rooftop storage 35 Standhyd Meadow in front of building 36 Standhyd Patio 37 Addhyd Flow into CB 5 Calculating pipe size 39 Addhyd Flow into Infiltration basin Calculating pipe size 40 Route Reservoir Infiltration basin 41 Divert hyd Spilling overland vs infiltration from infiltration basin

24 43 Addhyd All infiltration Mass balance for checking 44 Addhyd All releases off-site Comparing flows 45 Standhyd Landscaped area in front of EC1 46 Standhyd A5 47 Addhyd Entering bioswale 3 48 Route Reservoir Bioswale 3 50 Diverthyd Spill into infiltration basin vs infiltration 54 Route Reservoir Clearstone trench under Bioswale 2 Check to confirm reservoir capacity not exceeded 55 Route Reservoir Clearstone trench under Bioswale 1 Check to confirm reservoir capacity not exceeded 56 Route Reservoir Clearstone trench under Bioswale 3 Check to confirm reservoir capacity not exceeded 62 Addhyd All flows into MH 5 Size orifice 63 Addhyd CBMH 6 Calculating pipe size 64 Diverthyd Split EC2 in half

25 =========================================================================================================== V V I SSSSS U U A L V V I SS U U A A L V V I SS U U AAAAA L V V I SS U U A A L VV I SSSSS UUUUU A A LLLLL OOO TTTTT TTTTT H H Y Y M M OOO TM O O T T H H Y Y MM MM O O O O T T H H Y M M O O OOO T T H H Y M M OOO Developed and Distributed by Civica Infrastructure Copyright Civica Infrastructure All rights reserved. ***** D E T A I L E D O U T P U T ***** Input filename: C:\Program Files (x86)\vh Suite 3.0\VO2\voin.dat Output filename: C:\Users\Doug Nuttall\AppData\Local\Temp\b9e5156a-fd50-4b54-80fe-70a8fa140284\Scenario.out Summary filename: C:\Users\Doug Nuttall\AppData\Local\Temp\b9e5156a-fd50-4b54-80fe-70a8fa140284\Scenario.sum DATE: 11/28/2016 TIME: 11:26:58 USER: COMMENTS: Page 1

26 **************************** ** SIMULATION NUMBER: 1 ** **************************** READ STORM Filename: C:\Users\Doug Nuttall\AppD ata\local\temp\ b9e5156a-fd50-4b54-80fe-70a8fa140284\1a49bca0 Ptotal= mm Comments: 19 mm 4 Hours step 10 min TIME RAIN TIME RAIN ' TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr ' hrs mm/hr hrs mm/hr CALIB STANDHYD (0001) Area (ha)= 0.27 ID= 1 DT= 2.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = NOTE: RAINFALL WAS TRANSFORMED TO 2.0 MIN. TIME STEP. Page 2

27 ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN ' TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr ' hrs mm/hr hrs mm/hr Max.Eff.Inten.(mm/hr)= over (min) Page 3

28 Storage Coeff. (min)= 1.32 (ii) 1.62 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= K (1/hr)= 4.00 Fc (mm/hr)= 4.00 Cum.Inf. (mm)= (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY CALIB STANDHYD (0002) Area (ha)= 0.24 ID= 1 DT= 2.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.67 (ii) 2.43 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= Page 4

29 *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= K (1/hr)= 4.00 Fc (mm/hr)= 4.00 Cum.Inf. (mm)= (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY CALIB STANDHYD (0003) Area (ha)= 0.11 ID= 1 DT= 2.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.34 (ii) 2.38 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= Page 5

30 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= K (1/hr)= 4.00 Fc (mm/hr)= 4.00 Cum.Inf. (mm)= (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY ADD HYD (0011) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0001): ID2= 2 (0002): ================================================== ID = 3 (0011): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY ADD HYD (0011) = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 (0011): ID2= 2 (0003): ================================================== ID = 1 (0011): Page 6

31 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY ROUTE PIPE (0012) PIPE Number = 1.00 IN= 2---> OUT= 1 Diameter (mm)= DT= 2.0 min Length (m)= Slope (m/m)= Manning n = < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min E E E E E E E E E E E E E E E E E E E <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 (0011) OUTFLOW: ID= 1 (0012) Page 7

32 CALIB STANDHYD (0004) Area (ha)= 0.19 ID= 1 DT= 2.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.57 (ii) 3.13 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= K (1/hr)= 4.00 Fc (mm/hr)= 4.00 Cum.Inf. (mm)= (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY Page 8

33 CALIB STANDHYD (0008) Area (ha)= 0.53 ID= 1 DT= 2.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= NaN over (min) Storage Coeff. (min)= 2.61 (ii) 4.19 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= K (1/hr)= 4.00 Fc (mm/hr)= 4.00 Cum.Inf. (mm)= (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY DIVERT HYD (0064) IN= 1 # OUT= 5 Page 9

34 Outflow / Inflow Relationships Nov 28 detailled Flow 1 + Flow 2 + Flow 3 + Flow 4 + Flow 5 = Total (cms) (cms) (cms) (cms) (cms) (cms) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) TOTAL HYD.(ID= 1): ===================================================== ID= 2 ( 2) : ID= 3 ( 2) : ID= 4 ( 2) : ID= 5 ( 2) : ID= 6 ( 2) : ADD HYD (0013) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0012): ID2= 2 (0004): ================================================== ID = 3 (0013): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY ADD HYD (0013) = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 (0013): Page 10

35 + ID2= 2 (0064): ================================================== ID = 1 (0013): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY ROUTE PIPE (0014) PIPE Number = 1.00 IN= 2---> OUT= 1 Diameter (mm)= DT= 2.0 min Length (m)= Slope (m/m)= Manning n = < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min E E E E E E E E E E E E E E E E E E E <---- hydrograph ----> <-pipe / channel-> Page 11

36 AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 (0013) OUTFLOW: ID= 1 (0014) CALIB STANDHYD (0005) Area (ha)= 0.25 ID= 1 DT= 2.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.70 (ii) 2.03 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= K (1/hr)= 4.00 Fc (mm/hr)= 4.00 Cum.Inf. (mm)= (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL Page 12

37 THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY ADD HYD (0015) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0014): ID2= 2 (0005): ================================================== ID = 3 (0015): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY ROUTE PIPE (0016) PIPE Number = 1.00 IN= 2---> OUT= 1 Diameter (mm)= DT= 2.0 min Length (m)= Slope (m/m)= Manning n = < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min E E E E E E E E E E Page 13

38 E E E E E E E E E <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 (0015) OUTFLOW: ID= 1 (0016) CALIB STANDHYD (0006) Area (ha)= 0.09 ID= 1 DT= 2.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 0.56 (ii) 2.63 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= Page 14

39 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= K (1/hr)= 4.00 Fc (mm/hr)= 4.00 Cum.Inf. (mm)= (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY ADD HYD (0017) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0016): ID2= 2 (0006): ================================================== ID = 3 (0017): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0018) IN= 2---> OUT= 1 DT= 2.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) Page 15

40 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0017) OUTFLOW: ID= 1 (0018) PEAK FLOW REDUCTION [Qout/Qin](%)= 7.09 TIME SHIFT OF PEAK FLOW (min)= MAXIMUM STORAGE USED (ha.m.)= DIVERT HYD (0019) IN= 1 # OUT= 5 Outflow / Inflow Relationships Flow 1 + Flow 2 + Flow 3 + Flow 4 + Flow 5 = Total (cms) (cms) (cms) (cms) (cms) (cms) Page 16

41 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) TOTAL HYD.(ID= 1): ===================================================== ID= 2 ( 2) : ID= 3 ( 2) : ID= 4 ( 2) : ID= 5 ( 2) : ID= 6 ( 2) : CALIB STANDHYD (0007) Area (ha)= 0.48 ID= 1 DT= 2.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.83 (ii) (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! Page 17

42 (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= K (1/hr)= 4.00 Fc (mm/hr)= 4.00 Cum.Inf. (mm)= (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY ADD HYD (0020) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0019): ID2= 2 (0007): ================================================== ID = 3 (0020): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0021) IN= 2---> OUT= 1 DT= 2.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) Page 18

43 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0020) OUTFLOW: ID= 1 (0021) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= MAXIMUM STORAGE USED (ha.m.)= DIVERT HYD (0022) IN= 1 # OUT= 5 Outflow / Inflow Relationships Flow 1 + Flow 2 + Flow 3 + Flow 4 + Flow 5 = Total (cms) (cms) (cms) (cms) (cms) (cms) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) Page 19

44 TOTAL HYD.(ID= 1): ===================================================== ID= 2 ( 2) : ID= 3 ( 2) : ID= 4 ( 2) : ID= 5 ( 2) : ID= 6 ( 2) : CALIB STANDHYD (0009) Area (ha)= 0.34 ID= 1 DT= 2.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= NaN over (min) Storage Coeff. (min)= 1.86 (ii) 2.00 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= K (1/hr)= 4.00 Fc (mm/hr)= 4.00 Cum.Inf. (mm)= Page 20

45 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY CALIB STANDHYD (0010) Area (ha)= 0.28 ID= 1 DT= 2.0 min Total Imp(%)= Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 2.16 (ii) 3.73 (ii) Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= K (1/hr)= 4.00 Fc (mm/hr)= 4.00 Cum.Inf. (mm)= (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. Page 21