J.F. Sabourin and Associates Inc. WATER RESOURCES AND ENVIRONMENTAL CONSULTANTS

Transcription

1 J.F. Sabourin and Associates Inc. WATER RESOURCES AND ENVIRONMENTAL CONSULTANTS 52 Springbrook Drive Ottawa, Ontario Canada K2S 1B9 TEL: (613) FAX: (613) WEB: August 4, 2009 David Schaeffer Engineering Limited 120 Iber Road, Suite 205 Ottawa, Ontario K2S 1E3 Attention: Adam Fobert, P.Eng. Subject: Landsdowne Park - Preliminary Hydrologic Analysis our file: As requested by your office, we have evaluated, for Landsdowne Park as described below, the existing and proposed conditions runoff volumes, and the required storage volumes for the proposed stormwater management facility based on various servicing requirements. Under existing conditions, a 13.2 ha area at 97% imperviousness drains from Landsdowne Park to the combined sewer at O Connor Street and 5 th Avenue. A 2.7 ha area at 99% imperviousness drains from Landsdowne Park to the Rideau Canal. Note that a drainage system underneath the existing artificial turf conveys flow from approximately 1.24 ha of the 2.7 ha drainage area to the Rideau Canal. The artificial turf was modelled using a slope of 0.1% to account for the shift in time of peak resulting from the drainage system. Under proposed conditions, the approximate total drainage area to the proposed SWM facility is ha, as described below. Table 1: SWMHYMO Model Input Data for Landsdowne Park Under Proposed Conditions Description Area (ha) Imperviousness (1) (%) CN (2) CN* Time of Peak (3) (h) Permeable (Park) N/A Semi-Permeable (Parking Lot) N/A N/A N/A Hard Surface N/A N/A N/A Roof N/A N/A N/A Green Roof N/A Artifical Turf N/A N/A N/A (1) Based on runoff coefficients provided by DSEL, where Imperviousness = (C - 0.2) / 0.7; Semi-permeable parking lot imperviousness based on Presto Geosystems porous pavement unit specifications (refer to Attachment 1) (2) CN based on Hydrologic Soil Group D, open space in good condition (ref: Soil Association of Southern Ontario Map, Soil Survey of the Ottawa Urban Fringe and SWMHYMO User's Manual) (3) Time of Peak based on assumption of square subcatchment with 0.5% slope Note that all impervious area is assumed to be directly connected, except for the proposed semi-permeable parking lot, where it is assumed that directly connected impervious area is negligible. Refer to Attachment 2 for the J.F. Sabourin and Associates Inc. / ref: Page -1-

2 Client: David Schaeffer Engineering Ltd. Landsdowne Park - Preliminary Hydrologic Analysis SWMHYMO input and output files. Target release rates for the proposed SWM facility were determined based on the existing flows to the O Connor Street sewer and the Rideau Canal. For the 10 mm event, 518 L/s may be released to the O Connor sewer, based on the existing 10 mm outflow simulated using SWMHYMO. No outflow to the Rideau Canal is permitted under proposed conditions during the 10 mm event. For the 2-year event, 1679 L/s may be released to the O Connor sewer and 351 L/s may be released to the Rideau Canal, based on the existing 2-year outflow calculated by DSEL using the rational method. Finally, during the 100-year event, 1679 L/s may be released to the O Connor sewer and 474 L/s may be released to the Rideau Canal, based on the existing 5-year outflow calculated by DSEL using the rational method. Note that while the same release rates are permitted during the 5-year event, it is not possible to achieve the maximum release rates for both the 5- and 100-year events due to the limitations of outlet control structures. As such, the preliminary SWM facility design was based only on the 10 mm, 2-year and 100-year events, with the 5-year event results interpolated from this storage-outflow relationship using SWMHYMO. Target release rates for the proposed SWM facility were also assessed based on the available downstream capacity of the O Connor sewer, as determined by DSEL using the rational method. The target release rates to the O Connor sewer during the 2- and 100-year events were accordingly revised to 1085 L/s. All other release rates remain the same as above. The storage volumes required under proposed conditions to meet the target release rates based on existing conditions and on the available downstream capacity of the O Connor sewer may be found in Tables 2A and 2B, respectively. Required storage volumes were also assessed based on 10%, 25% and 50% reductions in target release rates to the O Connor sewer system. Table 2A: Proposed SWM Facility Preliminary Storage Requirements for Landsdowne Park (Target Release Rates Based on Existing Flows) Event Target Release Rates 10% Reduction (1) 25% Reduction (1) 50% Reduction (1) Outflow Storage Outflow Storage Outflow Storage Outflow Storage 10 mm Year Year (2) Year (1) Percent reduction of the target release rates to the O'Connor system (from 518 L/s for the 10 mm event, 1679 L/s for the 2- to 100-year events) (2) Interpolated using SWMHYMO from the storage-outflow relationship determined based on the 10 mm, 2-year and 100-year events J.F. Sabourin and Associates Inc. / ref: Page -2-

3 Client: David Schaeffer Engineering Ltd. Landsdowne Park - Preliminary Hydrologic Analysis Table 2B: Proposed SWM Facility Preliminary Storage Requirements for Landsdowne Park (Target Release Rates Based on Available Downstream Capacity of O Connor Sewer) Event Target Release Rates 10% Reduction (1) 25% Reduction (1) 50% Reduction (1) Outflow Storage Outflow Storage Outflow Storage Outflow Storage 10 mm Year Year (2) Year (1) Percent reduction of the target release rates to the O'Connor system (from 518 L/s for the 10 mm event, 1085 L/s for the 2- to 100-year events) (2) Interpolated using SWMHYMO from the storage-outflow relationship determined based on the 10 mm, 2-year and 100-year events Note that no storage is required during the 10 mm event for both sets of target release rates and for 10% reduction of target release rates to the O Connor sewer, as the peak flow generated under proposed conditions is less than these target outflows. The runoff volumes under existing and proposed conditions were compared using SWMHYMO to ensure that additional volume would not be directed to the O Connor sewer or the Rideau Canal under proposed conditions. Refer to Table 3 for the results of this analysis. Note that while the proposed peak flows correspond to the target release rates based on existing flows (refer to Table 2A), the runoff volume is the same regardless of SWM facility controls. Table 3: Landsdowne Park Peak Flows and Runoff Volumes Under Existing and Proposed Conditions Event Existing - O'Connor Existing - R. Canal Proposed - O'Connor Peak Flow Runoff Volume Peak Flow Runoff Volume Peak Flow Runoff Volume Proposed - R. Canal Peak Runoff Flow Volume 10 mm Year Year Year As may be seen from Table 3, runoff volumes to the O Connor sewer and the Rideau Canal under proposed conditions are less than under existing conditions for the 10 mm and 2- to 100-year events. Yours truly, J.F. Sabourin and Associates Inc. for J.F. Sabourin, M.Eng, P.Eng. Director of Water Resources Projects Attachment 1: Presto Geosystems Geoblock 2 Porous Pavement Unit Specifications Attachment 2: SWMHYMO Input and Output Files J.F. Sabourin and Associates Inc. / ref: Page -3-

4 Client: David Schaeffer Engineering Ltd. JFSA Project / August 2009 Attachment 1 Presto Geosystems Geoblock 2 Porous Pavement Unit Specifications J.F. Sabourin and Associates Inc. Water Resources and Environmental Consultants Ottawa, Ontario Gatineau, Québec Landsdowne Park Preliminary Hydrologic Analysis

5 PRESTO GEOBLOCK 2 SPECIFICATION Table 1 Geoblock 2 Porous Pavement Unit Item Specification & Details Material Up to 97% Recycled Polyethylene * Color Variant Color; Dark Shades of Gray to Black Carbon Black for Ultraviolet Light Stabilization 1.5% - 2.0% Nominal Dimensions (width x length) 0.5 m x 1.0 m (20 in x 40 in) Nominal Unit Depth 30 mm (1.2 in) Nominal Coverage Area 0.50 m² (5.38 ft²) Cells per Unit 128 (8 x 16 cells) Cell Size 57 mm x 57 mm (2.25 in x 2.25 in) Top Open Area per Unit 88% Bottom Open Area per Unit 56% Weight per Unit (nominal) 2.1 kg (4.7 lb) Runoff 63.5 mm/hr (2.5 in) Rainfall (.15) Units per Pallet 92 End-to-end or side-to-side warpage of the Geoblock 2 unit shall not be greater than 6 mm (0.5 in). * The percentage of recycled content may vary depending on availability of recycled materials. NOTE: Dimensions and weight are subject to manufacturing tolerances and are influenced by recycled component characteristics. Table 2 Base Recommendations for the Geoblock 2 Unit Load Class Load Description Gross Loading Depth of Engineered Base CBR 1 >4 CBR Surface Stabilization Pedestrian, Wheelchair, Bicycle, Motorcycle, ATV, Golf Carts, Campers and Boats <0.45 tonne (<1,000 lb) 0-50 mm 2 (0-2) mm 3 (2-4 in) Car and Pick-up Truck Access Occasional Passes tonne (8,000 lb) mm 3 (2-4 in) mm 3 (4-8 in) Load Distribution H10 Loading: Maintenance Truck Access Infrequent Passes tonne (40,000 lb) mm 3 (4-8 in) mm 3 (6-10 in) H15-H20 Loading: Fire Truck Access Infrequent Passes tonne (80,000 lb) mm 3 (6-10 in) mm 3 (10-14 in) 1 CBR is the abbreviation for California Bearing Ratio mm (2 in) is recommended if with vegetated infill and over sterile soils. 3 A geotextile separation layer may be required between the natural ground and the engineered base. 4. Occasional and infrequent passes is defined as the number of passes over any period of time that causes no lasting damage to vegetation. This number will be a function of the vegetation type and age, climatic conditions and maintenance practices. PRESTO GEOSYSTEMS 670 N PERKINS STREET, APPLETON, WISCONSIN, USA Ph: or Fax: INFO@PRESTOGEO.COM JUNE 1, 2008

6 Client: David Schaeffer Engineering Ltd. JFSA Project / August 2009 Attachment 2 SWMHYMO Input and Output files J.F. Sabourin and Associates Inc. Water Resources and Environmental Consultants Ottawa, Ontario Gatineau, Québec Landsdowne Park Preliminary Hydrologic Analysis

7 (Z:\...LD_Park.DAT) 00001> 20 Metric units / ID Numbers OFF 00002> *#****************************************************************************** 00003> *# Project Name: [Landsdowne Park] Project Number: [777-09] 00004> *# Date : July 28, > *# Modeller : [L.P.] 00006> *#****************************************************************************** 00007> START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[001] 00008> *% ["10MMC3H.stm"] <--storm filename, one per line for NSTORM time 00009> *% > READ STORM STORM_FILENAME=["storm.001"] 00011> *% > DEFAULT VALUES ICASEdef=[1], read and print values 00013> DEFVAL_FILENAME=["Ottawa.val"] 00014> *% > *#****************************************************************************** 00016> *# LANDSDOWNE PARK - EXISTING CONDITIONS 00017> *#****************************************************************************** 00018> *% > *# Existing Flow to Combined Sewer at 5th Avenue and O'Connor (C=0.88) 00020> DESIGN STANDHYD NHYD=["eOC"], DT=[1]min, AREA=[13.2](ha), 00021> XIMP=[.97], TIMP=[.97], DWF=[0](cms), LOSS=[1], 00022> SLOPE=[0.75](%), RAINFALL=[,,,, ](mm/hr), END= > *% > *# Existing Flow To Rideau Canal (Artificial Turf) 00025> CALIB STANDHYD NHYD=["eAT"], DT=[1](min), AREA=[1.2449](ha), 00026> XIMP=[.99], TIMP=[.99], DWF=[0](cms), LOSS=[1], 00027> Horton: Fo=[76.20](mm/hr), Fc=[13.2](mm/hr), 00028> DCAY=[4.14](/hr), F=[0](mm), 00029> Pervious surfaces: IAper=[4.67](mm), SLPP=[0.1](%), 00030> LGP=[40](m), MNP=[0.250], SCP=[0](min), 00031> Impervious surfaces: IAimp=[4.67](mm), SLPI=[0.1](%), 00032> LGI=[116](m), MNI=[0.013], SCI=[0](min), 00033> RAINFALL=[,,,, ](mm/hr), END= > *% > *# Existing Flow To Rideau Canal (2.7 ha ha) 00036> DESIGN STANDHYD NHYD=["eRC"], DT=[1]min, AREA=[1.4551](ha), 00037> XIMP=[.99], TIMP=[.99], DWF=[0](cms), LOSS=[1], 00038> SLOPE=[0.75](%), RAINFALL=[,,,, ](mm/hr), END= > *% > *# Total Existing Flow To Rideau Canal 00041> ADD HYD NHYDsum=["eRCt"], NHYDs to add=["eat","erc"] 00042> *% > *# Existing Landsdowne Park TOTAL 00044> ADD HYD NHYDsum=["eLD"], NHYDs to add=["eoc","erct"] 00045> *% > *#****************************************************************************** 00047> *# LANDSDOWNE PARK - PROPOSED CONDITIONS 00048> *#****************************************************************************** 00049> *# Permeable (Park) 00050> *# CN=80->CN*=72 based on Soil Group D (Clay), open space in good condition 00051> *# (Ref: Soil Association of Southern Ontario, Ottawa Urban Fringe Soil Survey) 00052> *# Tp based on assumption of square subcatchment with 0.5% slope 00053> DESIGN NASHYD NHYD=["pPARK"], DT=[1]min, AREA=[1.8582](ha), 00054> DWF=[0](cms), CN/C=[72], TP=[0.24]hrs, 00055> RAINFALL=[,,,, ](mm/hr), END= > *% > *# Semi-Permeable (Parking Lot) 00058> DESIGN STANDHYD NHYD=["pPL"], DT=[1]min, AREA=[2.0265](ha), 00059> XIMP=[.01], TIMP=[.12], DWF=[0](cms), LOSS=[1], 00060> SLOPE=[0.75](%), RAINFALL=[,,,, ](mm/hr), END= > *% > *# Hard Surface 00063> DESIGN STANDHYD NHYD=["pHS"], DT=[1]min, AREA=[5.0694](ha), 00064> XIMP=[.99], TIMP=[.99], DWF=[0](cms), LOSS=[1], 00065> SLOPE=[0.75](%), RAINFALL=[,,,, ](mm/hr), END= > *% > *# Roof 00068> DESIGN STANDHYD NHYD=["pR"], DT=[1]min, AREA=[4.3839](ha), 00069> XIMP=[.99], TIMP=[.99], DWF=[0](cms), LOSS=[1], 00070> SLOPE=[0.75](%), RAINFALL=[,,,, ](mm/hr), END= > *% > *# Green Roof 00073> *# CN=80->CN*=72 based on Soil Group D (shallow soils over impervious layer), 00074> *# open space in good condition 00075> *# Tp based on assumption of square subcatchment with 0.5% slope 00076> DESIGN NASHYD NHYD=["pGR"], DT=[1]min, AREA=[1.0568](ha), 00077> DWF=[0](cms), CN/C=[72], TP=[0.20]hrs, 00078> RAINFALL=[,,,, ](mm/hr), END= > *% > *# Artificial Turf 00081> CALIB STANDHYD NHYD=["pAT"], DT=[1](min), AREA=[1.2449](ha), 00082> XIMP=[.99], TIMP=[.99], DWF=[0](cms), LOSS=[1], 00083> Horton: Fo=[76.20](mm/hr), Fc=[13.2](mm/hr), 00084> DCAY=[4.14](/hr), F=[0](mm), 00085> Pervious surfaces: IAper=[4.67](mm), SLPP=[0.1](%), 00086> LGP=[40](m), MNP=[0.250], SCP=[0](min), 00087> Impervious surfaces: IAimp=[4.67](mm), SLPI=[0.1](%), 00088> LGI=[116](m), MNI=[0.013], SCI=[0](min), 00089> RAINFALL=[,,,, ](mm/hr), END=-1 Page 1 SWMHYMO Input File

8 (Z:\...LD_Park.DAT) 00090> *% > *# Proposed Landsdowne Park TOTAL 00092> ADD HYD NHYDsum=["pLD"], NHYDs to add=["ppark","ppl","phs","pr", 00093> "pgr","pat"] 00094> *% > *#****************************************************************************** 00096> *# SWM POND - TARGET OUTFLOWS BASED ON RATIONAL METHOD PRE-DEVELOPMENT FLOWS 00097> *#****************************************************************************** 00098> *# Control 10 mm and 2-year to pre-development flow to O'Connor 00099> *# Control 100-year to pre-development 5-year flow to Rideau Canal 00100> ROUTE RESERVOIR NHYDout=["pLDout"],NHYDin=["pLD"], 00101> RDT=[1](min), 00102> TABLE of ( OUTFLOW-STORAGE ) values 00103> (cms) - (ha-m) 00104> [ 0.0,0.0 ] 00105> [ 0.518,0.0001] 00106> [ 2.030,0.0001] 00107> [ 2.153,0.1973] 00108> [ -1, -1 ] 00109> NHYDovf=["pLDovf"], 00110> *% > *# Reduce 10 mm and 2-year target release rates by 10% 00112> ROUTE RESERVOIR NHYDout=["p10out"],NHYDin=["pLD"], 00113> RDT=[1](min), 00114> TABLE of ( OUTFLOW-STORAGE ) values 00115> (cms) - (ha-m) 00116> [ 0.0,0.0 ] 00117> [ 0.466,0.0001] 00118> [ 1.862,0.0205] 00119> [ 1.985,0.2335] 00120> [ -1, -1 ] 00121> NHYDovf=["p10ovf"], 00122> *% > *# Reduce 10 mm and 2-year target release rates by 25% 00124> ROUTE RESERVOIR NHYDout=["p25out"],NHYDin=["pLD"], 00125> RDT=[1](min), 00126> TABLE of ( OUTFLOW-STORAGE ) values 00127> (cms) - (ha-m) 00128> [ 0.0,0.0 ] 00129> [ 0.389,0.0107] 00130> [ 1.610,0.0495] 00131> [ 1.733,0.2880] 00132> [ -1, -1 ] 00133> NHYDovf=["p25ovf"], 00134> *% > *# Reduce 10 mm and 2-year target release rates by 50% 00136> ROUTE RESERVOIR NHYDout=["p50out"],NHYDin=["pLD"], 00137> RDT=[1](min), 00138> TABLE of ( OUTFLOW-STORAGE ) values 00139> (cms) - (ha-m) 00140> [ 0.0,0.0 ] 00141> [ 0.259,0.0241] 00142> [ 1.191,0.0916] 00143> [ 1.314,0.3799] 00144> [ -1, -1 ] 00145> NHYDovf=["p50ovf"], 00146> *% > COMPUTE DUALHYD NHYDin=["pLDout"], CINLET=[1.6789](cms), NINLET=[1], 00148> MajNHYD=["pOC"] 00149> MinNHYD=["pRC"] 00150> TMJSTO=[0](cu-m) 00151> *% > *#****************************************************************************** 00153> *# SWM POND - TARGET OUTFLOWS BASED ON DOWNSTREAM SEWER CAPACITY 00154> *#****************************************************************************** 00155> *# Control 10 mm and 2-year to pre-development flow to O'Connor 00156> *# Control 100-year to pre-development 5-year flow to Rideau Canal 00157> ROUTE RESERVOIR NHYDout=["dLDout"],NHYDin=["pLD"], 00158> RDT=[1](min), 00159> TABLE of ( OUTFLOW-STORAGE ) values 00160> (cms) - (ha-m) 00161> [ 0.0,0.0 ] 00162> [ 0.518,0.0001] 00163> [ 1.436,0.0459] 00164> [ 1.559,0.3027] 00165> [ -1, -1 ] 00166> NHYDovf=["dLDovf"], 00167> *% > *# Reduce 10 mm and 2-year target release rates by 10% 00169> ROUTE RESERVOIR NHYDout=["d10out"],NHYDin=["pLD"], 00170> RDT=[1](min), 00171> TABLE of ( OUTFLOW-STORAGE ) values 00172> (cms) - (ha-m) 00173> [ 0.0,0.0 ] 00174> [ 0.466,0.0001] 00175> [ 1.328,0.0540] 00176> [ 1.451,0.3232] 00177> [ -1, -1 ] 00178> NHYDovf=["d10ovf"], Page 2 SWMHYMO Input File

9 (Z:\...LD_Park.DAT) 00179> *% > *# Reduce 10 mm and 2-year target release rates by 25% 00181> ROUTE RESERVOIR NHYDout=["d25out"],NHYDin=["pLD"], 00182> RDT=[1](min), 00183> TABLE of ( OUTFLOW-STORAGE ) values 00184> (cms) - (ha-m) 00185> [ 0.0,0.0 ] 00186> [ 0.389,0.0107] 00187> [ 1.165,0.0775] 00188> [ 1.288,0.3671] 00189> [ -1, -1 ] 00190> NHYDovf=["d25ovf"], 00191> *% > *# Reduce 10 mm and 2-year target release rates by 50% 00193> ROUTE RESERVOIR NHYDout=["d50out"],NHYDin=["pLD"], 00194> RDT=[1](min), 00195> TABLE of ( OUTFLOW-STORAGE ) values 00196> (cms) - (ha-m) 00197> [ 0.0,0.0 ] 00198> [ 0.259,0.0241] 00199> [ 0.894,0.1152] 00200> [ 1.017,0.4416] 00201> [ -1, -1 ] 00202> NHYDovf=["d50ovf"], 00203> *% > COMPUTE DUALHYD NHYDin=["dLDout"], CINLET=[1.6789](cms), NINLET=[1], 00205> MajNHYD=["dOC"] 00206> MinNHYD=["dRC"] 00207> TMJSTO=[0](cu-m) 00208> *% > *% > START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[002] 00211> *% ["002YC3H.stm"] <--storm filename, one per line for NSTORM time 00212> *% > START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[005] 00214> *% ["005YC3H.stm"] <--storm filename, one per line for NSTORM time 00215> *% > START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[100] 00217> *% ["100YC3H.stm"] <--storm filename, one per line for NSTORM time 00218> *% > FINISH 00220> Page 3 SWMHYMO Input File

10 00001> ============================================================================= 00002> 00003> SSSSS W W M M H H Y Y M M OOO ========= 00004> S W W W MM MM H H Y Y MM MM O O > SSSSS W W W M M M HHHHH Y M M M O O ## Ver5 Beta 00006> S W W M M H H Y M M O O Sept > SSSSS W W M M H H Y M M OOO 9 9 ========= 00008> # > StormWater Management HYdrologic Model ========= 00010> 00011> *************************************************************************** 00012> *************************** SWMHYMO Ver/5 Beta *************************** 00013> ******* A single event and continuous hydrologic simulation model ******* 00014> ******* based on the principles of HYMO and its successors ******* 00015> ******* OTTHYMO-83 and OTTHYMO-89. ******* 00016> *************************************************************************** 00017> ******* Distributed by: J.F. Sabourin and Associates Inc. ******* 00018> ******* Ottawa, Ontario: (613) ******* 00019> ******* Gatineau, Quebec: (819) ******* 00020> ******* swmhymo@jfsa.com ******* 00021> *************************************************************************** 00022> 00023> > Licensed user: > Ottawa / Gatineau SERIAL#: > > 00028> *************************************************************************** 00029> ******* PROGRAM ARRAY DIMENSIONS ******* 00030> ******* Maximum value for ID numbers : 10 ******* 00031> ******* Max. number of rainfall points: ******* 00032> ******* Max. number of flow points : ******* 00033> *************************************************************************** 00034> 00035> *** DESCRIPTION SUMMARY TABLE HEADERS (units depend on METOUT in START) *** 00036> *** *** 00037> *** ID: Hydrograph IDentification numbers, (1-10). *** 00038> *** NHYD: Hydrograph reference numbers, (6 digits or characters). *** 00039> *** AREA: Drainage area associated with hydrograph, (ac.) or (ha.). *** 00040> *** QPEAK: Peak flow of simulated hydrograph, (ft^3/s) or (m^3/s). *** 00041> *** TpeakDate_hh:mm is the date and time of the peak flow. *** 00042> *** R.V.: Runoff Volume of simulated hydrograph, (in) or (mm). *** 00043> *** R.C.: Runoff Coefficient of simulated hydrograph, (ratio). *** 00044> *** *: see WARNING or NOTE message printed at end of run. *** 00045> *** **: see ERROR message printed at end of run. *** 00046> *************************************************************************** 00047> *************************************************************************** 00048> 00049> ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: 00050> 00051> *************************************************************************** 00052> 00053> ********************* S U M M A R Y O U T P U T ********************* 00054> *************************************************************************** 00055> * DATE: TIME: 15:02:33 RUN COUNTER: * 00056> *************************************************************************** 00057> * Input filename: Z:\PROJ\777-09\Design\SWMHYMO\LD_Park.DAT * 00058> * Output filename: Z:\PROJ\777-09\Design\SWMHYMO\LD_Park.out * 00059> * Summary filename: Z:\PROJ\777-09\Design\SWMHYMO\LD_Park.sum * 00060> * User comments: * 00061> * 1: * 00062> * 2: * 00063> * 3: * 00064> *************************************************************************** 00065> 00066> 00067> #****************************************************************************** 00068> # Project Name: [Landsdowne Park] Project Number: [777-09] 00069> # Date : July 28, > # Modeller : [L.P.] 00071> #****************************************************************************** 00072> RUN:COMMAND# 00073> 001: > START 00075> [TZERO =.00 hrs on 0] 00076> [METOUT= 2 (1=imperial, 2=metric output)] 00077> [NSTORM= 1 ] 00078> [NRUN = 1 ] 00079> 001: > READ STORM 00081> Filename = storm > Comment = 10 mm based on CHICAGO STORM 2 Year, 3 Hours 00083> [SDT= 5.00:SDUR= 3.00:PTOT= 10.00] 00084> 001: > DEFAULT VALUES 00086> Filename = Z:\PROJ\777-09\Design\SWMHYMO\Ottawa.val 00087> ICASEdv = 1 (read and print data) 00088> FileTitle= File comment: [Parameters for City of Ottawa Projects] 00089> THE FOLLOWING PARAMETERS ARE USED IN THE DESIGN STANDHYD COM Page 1

11 00090> Horton's infiltration equation parameters: 00091> [Fo= mm/hr] [Fc=13.20 mm/hr] [DCAY= 4.14 /hr] [F=.00 mm] 00092> Parameters for PERVIOUS surfaces in STANDHYD: 00093> [IAper= 4.67 mm] [LGP=40.00 m] [MNP=.250] 00094> Parameters for IMPERVIOUS surfaces in STANDHYD: 00095> [IAimp= 1.57 mm] [CLI= 1.50] [MNI=.013] 00096> Parameters used in NASHYD: 00097> [Ia= 4.67 mm] [N= 3.00] 00098> #****************************************************************************** 00099> # LANDSDOWNE PARK - EXISTING CONDITIONS 00100> #****************************************************************************** 00101> # Existing Flow to Combined Sewer at 5th Avenue and O'Connor (C=0.88) 00102> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > * DESIGN STANDHYD 01:eOC No_date 1: > [XIMP=.97:TIMP=.97] 00105> [SLP=.75:DT= 1.00] 00106> [LOSS= 1 : HORTONS] 00107> # Existing Flow To Rideau Canal (Artificial Turf) 00108> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > * CALIB STANDHYD 01:eAT No_date 1: > [XIMP=.99:TIMP=.99] 00111> [Horton parameters: Fo= 76.20:Fc= 13.20:DCAY=4.14: F=.00] 00112> [Pervious area: IAper= 4.67:SLPP=.10:LGP= 40.:MNP=.250:SCP=.0] 00113> [Impervious area: IAimp= 4.67:SLPI=.10:LGI= 116.:MNI=.013:SCI=.0] 00114> # Existing Flow To Rideau Canal (2.7 ha ha) 00115> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > * DESIGN STANDHYD 01:eRC No_date 1: > [XIMP=.99:TIMP=.99] 00118> [SLP=.75:DT= 1.00] 00119> [LOSS= 1 : HORTONS] 00120> # Total Existing Flow To Rideau Canal 00121> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ADD HYD 02:eAT No_date 1: n/a 00123> + 03:eRC No_date 1: n/a 00124> [DT= 1.00] SUM= 01:eRCt No_date 1: n/a 00125> # Existing Landsdowne Park TOTAL 00126> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ADD HYD 02:eOC No_date 1: n/a 00128> + 03:eRCt No_date 1: n/a 00129> [DT= 1.00] SUM= 01:eLD No_date 1: n/a 00130> #****************************************************************************** 00131> # LANDSDOWNE PARK - PROPOSED CONDITIONS 00132> #****************************************************************************** 00133> # Permeable (Park) 00134> # CN=80->CN*=72 based on Soil Group D (Clay), open space in good condition 00135> # (Ref: Soil Association of Southern Ontario, Ottawa Urban Fringe Soil Survey) 00136> # Tp based on assumption of square subcatchment with 0.5% slope 00137> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > DESIGN NASHYD 01:pPARK No_date 1: > [CN= 72.0: N= 3.00] 00140> [Tp=.24:DT= 1.00] 00141> # Semi-Permeable (Parking Lot) 00142> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > * DESIGN STANDHYD 01:pPL No_date 1: > [XIMP=.01:TIMP=.12] 00145> [SLP=.75:DT= 1.00] 00146> [LOSS= 1 : HORTONS] 00147> # Hard Surface 00148> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > * DESIGN STANDHYD 01:pHS No_date 1: > [XIMP=.99:TIMP=.99] 00151> [SLP=.75:DT= 1.00] 00152> [LOSS= 1 : HORTONS] 00153> # Roof 00154> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > * DESIGN STANDHYD 01:pR No_date 1: > [XIMP=.99:TIMP=.99] 00157> [SLP=.75:DT= 1.00] 00158> [LOSS= 1 : HORTONS] 00159> # Green Roof 00160> # CN=80->CN*=72 based on Soil Group D (shallow soils over impervious layer), 00161> # open space in good condition 00162> # Tp based on assumption of square subcatchment with 0.5% slope 00163> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > DESIGN NASHYD 01:pGR No_date 1: > [CN= 72.0: N= 3.00] 00166> [Tp=.20:DT= 1.00] 00167> # Artificial Turf 00168> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > * CALIB STANDHYD 01:pAT No_date 1: > [XIMP=.99:TIMP=.99] 00171> [Horton parameters: Fo= 76.20:Fc= 13.20:DCAY=4.14: F=.00] 00172> [Pervious area: IAper= 4.67:SLPP=.10:LGP= 40.:MNP=.250:SCP=.0] 00173> [Impervious area: IAimp= 4.67:SLPI=.10:LGI= 116.:MNI=.013:SCI=.0] 00174> # Proposed Landsdowne Park TOTAL 00175> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ADD HYD 02:pPARK No_date 1:31.27 n/a 00177> + 03:pPL No_date 1:01.08 n/a 00178> + 04:pHS No_date 1: n/a Page 2

12 00179> + 05:pR No_date 1: n/a 00180> + 06:pGR No_date 1:26.27 n/a 00181> + 07:pAT No_date 1: n/a 00182> [DT= 1.00] SUM= 01:pLD No_date 1: n/a 00183> #****************************************************************************** 00184> # SWM POND - TARGET OUTFLOWS BASED ON RATIONAL METHOD PRE-DEVELOPMENT FLOWS 00185> #****************************************************************************** 00186> # Control 10 mm and 2-year to pre-development flow to O'Connor 00187> # Control 100-year to pre-development 5-year flow to Rideau Canal 00188> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00190> [RDT= 1.00] out<- 01:pLDout No_date 1: n/a 00191> overflow <= 03:pLDovf No_date 0:00.00 n/a 00192> {MxStoUsed=.8739E-04, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00193> # Reduce 10 mm and 2-year target release rates by 10% 00194> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00196> [RDT= 1.00] out<- 01:p10out No_date 1: n/a 00197> overflow <= 03:p10ovf No_date 0:00.00 n/a 00198> {MxStoUsed=.9712E-04, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00199> # Reduce 10 mm and 2-year target release rates by 25% 00200> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00202> [RDT= 1.00] out<- 01:p25out No_date 1: n/a 00203> overflow <= 03:p25ovf No_date 0:00.00 n/a 00204> {MxStoUsed=.1066E-01, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00205> # Reduce 10 mm and 2-year target release rates by 50% 00206> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00208> [RDT= 1.00] out<- 01:p50out No_date 1: n/a 00209> overflow <= 03:p50ovf No_date 0:00.00 n/a 00210> {MxStoUsed=.2409E-01, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00211> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > COMPUTE DUALHYD 01:pLDout No_date 1: n/a 00213> Major System / 02:pOC No_date 0:00.00 n/a 00214> Minor System \ 03:pRC No_date 1: n/a 00215> #****************************************************************************** 00216> # SWM POND - TARGET OUTFLOWS BASED ON DOWNSTREAM SEWER CAPACITY 00217> #****************************************************************************** 00218> # Control 10 mm and 2-year to pre-development flow to O'Connor 00219> # Control 100-year to pre-development 5-year flow to Rideau Canal 00220> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00222> [RDT= 1.00] out<- 01:dLDout No_date 1: n/a 00223> overflow <= 03:dLDovf No_date 0:00.00 n/a 00224> {MxStoUsed=.8739E-04, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00225> # Reduce 10 mm and 2-year target release rates by 10% 00226> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00228> [RDT= 1.00] out<- 01:d10out No_date 1: n/a 00229> overflow <= 03:d10ovf No_date 0:00.00 n/a 00230> {MxStoUsed=.9712E-04, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00231> # Reduce 10 mm and 2-year target release rates by 25% 00232> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00234> [RDT= 1.00] out<- 01:d25out No_date 1: n/a 00235> overflow <= 03:d25ovf No_date 0:00.00 n/a 00236> {MxStoUsed=.1066E-01, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00237> # Reduce 10 mm and 2-year target release rates by 50% 00238> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00240> [RDT= 1.00] out<- 01:d50out No_date 1: n/a 00241> overflow <= 03:d50ovf No_date 0:00.00 n/a 00242> {MxStoUsed=.2409E-01, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00243> 001: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > COMPUTE DUALHYD 01:dLDout No_date 1: n/a 00245> Major System / 02:dOC No_date 0:00.00 n/a 00246> Minor System \ 03:dRC No_date 1: n/a 00247> ** END OF RUN : > 00249> ******************************************************************************* 00250> 00251> 00252> 00253> 00254> 00255> RUN:COMMAND# 00256> 002: > START 00258> [TZERO =.00 hrs on 0] 00259> [METOUT= 2 (1=imperial, 2=metric output)] 00260> [NSTORM= 1 ] 00261> [NRUN = 2 ] 00262> #****************************************************************************** 00263> # Project Name: [Landsdowne Park] Project Number: [777-09] 00264> # Date : July 28, > # Modeller : [L.P.] 00266> #****************************************************************************** 00267> 002: Page 3

13 00268> READ STORM 00269> Filename = storm > Comment = CHICAGO STORM 2 Year, 3 Hours 00271> [SDT= 5.00:SDUR= 3.00:PTOT= 31.86] 00272> 002: > DEFAULT VALUES 00274> Filename = Z:\PROJ\777-09\Design\SWMHYMO\Ottawa.val 00275> ICASEdv = 1 (read and print data) 00276> FileTitle= File comment: [Parameters for City of Ottawa Projects] 00277> THE FOLLOWING PARAMETERS ARE USED IN THE DESIGN STANDHYD COM 00278> Horton's infiltration equation parameters: 00279> [Fo= mm/hr] [Fc=13.20 mm/hr] [DCAY= 4.14 /hr] [F=.00 mm] 00280> Parameters for PERVIOUS surfaces in STANDHYD: 00281> [IAper= 4.67 mm] [LGP=40.00 m] [MNP=.250] 00282> Parameters for IMPERVIOUS surfaces in STANDHYD: 00283> [IAimp= 1.57 mm] [CLI= 1.50] [MNI=.013] 00284> Parameters used in NASHYD: 00285> [Ia= 4.67 mm] [N= 3.00] 00286> #****************************************************************************** 00287> # LANDSDOWNE PARK - EXISTING CONDITIONS 00288> #****************************************************************************** 00289> # Existing Flow to Combined Sewer at 5th Avenue and O'Connor (C=0.88) 00290> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > DESIGN STANDHYD 01:eOC No_date 1: > [XIMP=.97:TIMP=.97] 00293> [SLP=.75:DT= 1.00] 00294> [LOSS= 1 : HORTONS] 00295> # Existing Flow To Rideau Canal (Artificial Turf) 00296> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > CALIB STANDHYD 01:eAT No_date 1: > [XIMP=.99:TIMP=.99] 00299> [Horton parameters: Fo= 76.20:Fc= 13.20:DCAY=4.14: F=.00] 00300> [Pervious area: IAper= 4.67:SLPP=.10:LGP= 40.:MNP=.250:SCP=.0] 00301> [Impervious area: IAimp= 4.67:SLPI=.10:LGI= 116.:MNI=.013:SCI=.0] 00302> # Existing Flow To Rideau Canal (2.7 ha ha) 00303> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > DESIGN STANDHYD 01:eRC No_date 1: > [XIMP=.99:TIMP=.99] 00306> [SLP=.75:DT= 1.00] 00307> [LOSS= 1 : HORTONS] 00308> # Total Existing Flow To Rideau Canal 00309> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ADD HYD 02:eAT No_date 1: n/a 00311> + 03:eRC No_date 1: n/a 00312> [DT= 1.00] SUM= 01:eRCt No_date 1: n/a 00313> # Existing Landsdowne Park TOTAL 00314> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ADD HYD 02:eOC No_date 1: n/a 00316> + 03:eRCt No_date 1: n/a 00317> [DT= 1.00] SUM= 01:eLD No_date 1: n/a 00318> #****************************************************************************** 00319> # LANDSDOWNE PARK - PROPOSED CONDITIONS 00320> #****************************************************************************** 00321> # Permeable (Park) 00322> # CN=80->CN*=72 based on Soil Group D (Clay), open space in good condition 00323> # (Ref: Soil Association of Southern Ontario, Ottawa Urban Fringe Soil Survey) 00324> # Tp based on assumption of square subcatchment with 0.5% slope 00325> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > DESIGN NASHYD 01:pPARK No_date 1: > [CN= 72.0: N= 3.00] 00328> [Tp=.24:DT= 1.00] 00329> # Semi-Permeable (Parking Lot) 00330> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > * DESIGN STANDHYD 01:pPL No_date 1: > [XIMP=.01:TIMP=.12] 00333> [SLP=.75:DT= 1.00] 00334> [LOSS= 1 : HORTONS] 00335> # Hard Surface 00336> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > DESIGN STANDHYD 01:pHS No_date 1: > [XIMP=.99:TIMP=.99] 00339> [SLP=.75:DT= 1.00] 00340> [LOSS= 1 : HORTONS] 00341> # Roof 00342> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > DESIGN STANDHYD 01:pR No_date 1: > [XIMP=.99:TIMP=.99] 00345> [SLP=.75:DT= 1.00] 00346> [LOSS= 1 : HORTONS] 00347> # Green Roof 00348> # CN=80->CN*=72 based on Soil Group D (shallow soils over impervious layer), 00349> # open space in good condition 00350> # Tp based on assumption of square subcatchment with 0.5% slope 00351> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > DESIGN NASHYD 01:pGR No_date 1: > [CN= 72.0: N= 3.00] 00354> [Tp=.20:DT= 1.00] 00355> # Artificial Turf 00356> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C.- Page 4

14 00357> CALIB STANDHYD 01:pAT No_date 1: > [XIMP=.99:TIMP=.99] 00359> [Horton parameters: Fo= 76.20:Fc= 13.20:DCAY=4.14: F=.00] 00360> [Pervious area: IAper= 4.67:SLPP=.10:LGP= 40.:MNP=.250:SCP=.0] 00361> [Impervious area: IAimp= 4.67:SLPI=.10:LGI= 116.:MNI=.013:SCI=.0] 00362> # Proposed Landsdowne Park TOTAL 00363> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ADD HYD 02:pPARK No_date 1: n/a 00365> + 03:pPL No_date 1: n/a 00366> + 04:pHS No_date 1: n/a 00367> + 05:pR No_date 1: n/a 00368> + 06:pGR No_date 1: n/a 00369> + 07:pAT No_date 1: n/a 00370> [DT= 1.00] SUM= 01:pLD No_date 1: n/a 00371> #****************************************************************************** 00372> # SWM POND - TARGET OUTFLOWS BASED ON RATIONAL METHOD PRE-DEVELOPMENT FLOWS 00373> #****************************************************************************** 00374> # Control 10 mm and 2-year to pre-development flow to O'Connor 00375> # Control 100-year to pre-development 5-year flow to Rideau Canal 00376> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00378> [RDT= 1.00] out<- 01:pLDout No_date 1: n/a 00379> overflow <= 03:pLDovf No_date 0:00.00 n/a 00380> {MxStoUsed=.1126E-03, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00381> # Reduce 10 mm and 2-year target release rates by 10% 00382> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00384> [RDT= 1.00] out<- 01:p10out No_date 1: n/a 00385> overflow <= 03:p10ovf No_date 0:00.00 n/a 00386> {MxStoUsed=.2046E-01, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00387> # Reduce 10 mm and 2-year target release rates by 25% 00388> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00390> [RDT= 1.00] out<- 01:p25out No_date 1: n/a 00391> overflow <= 03:p25ovf No_date 0:00.00 n/a 00392> {MxStoUsed=.4948E-01, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00393> # Reduce 10 mm and 2-year target release rates by 50% 00394> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00396> [RDT= 1.00] out<- 01:p50out No_date 1: n/a 00397> overflow <= 03:p50ovf No_date 0:00.00 n/a 00398> {MxStoUsed=.9157E-01, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00399> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > COMPUTE DUALHYD 01:pLDout No_date 1: n/a 00401> Major System / 02:pOC No_date 1: n/a 00402> Minor System \ 03:pRC No_date 0: n/a 00403> #****************************************************************************** 00404> # SWM POND - TARGET OUTFLOWS BASED ON DOWNSTREAM SEWER CAPACITY 00405> #****************************************************************************** 00406> # Control 10 mm and 2-year to pre-development flow to O'Connor 00407> # Control 100-year to pre-development 5-year flow to Rideau Canal 00408> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00410> [RDT= 1.00] out<- 01:dLDout No_date 1: n/a 00411> overflow <= 03:dLDovf No_date 0:00.00 n/a 00412> {MxStoUsed=.4591E-01, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00413> # Reduce 10 mm and 2-year target release rates by 10% 00414> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00416> [RDT= 1.00] out<- 01:d10out No_date 1: n/a 00417> overflow <= 03:d10ovf No_date 0:00.00 n/a 00418> {MxStoUsed=.5401E-01, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00419> # Reduce 10 mm and 2-year target release rates by 25% 00420> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00422> [RDT= 1.00] out<- 01:d25out No_date 1: n/a 00423> overflow <= 03:d25ovf No_date 0:00.00 n/a 00424> {MxStoUsed=.7747E-01, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00425> # Reduce 10 mm and 2-year target release rates by 50% 00426> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ROUTE RESERVOIR -> 02:pLD No_date 1: n/a 00428> [RDT= 1.00] out<- 01:d50out No_date 1: n/a 00429> overflow <= 03:d50ovf No_date 0:00.00 n/a 00430> {MxStoUsed=.1152E+00, TotOvfVol=.0000E+00, N-Ovf= 0, TotDurOvf= 0.hrs} 00431> 002: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > COMPUTE DUALHYD 01:dLDout No_date 1: n/a 00433> Major System / 02:dOC No_date 0:00.00 n/a 00434> Minor System \ 03:dRC No_date 1: n/a 00435> ** END OF RUN : > 00437> ******************************************************************************* 00438> 00439> 00440> 00441> 00442> 00443> RUN:COMMAND# 00444> 005: > START Page 5

15 00446> [TZERO =.00 hrs on 0] 00447> [METOUT= 2 (1=imperial, 2=metric output)] 00448> [NSTORM= 1 ] 00449> [NRUN = 5 ] 00450> #****************************************************************************** 00451> # Project Name: [Landsdowne Park] Project Number: [777-09] 00452> # Date : July 28, > # Modeller : [L.P.] 00454> #****************************************************************************** 00455> 005: > READ STORM 00457> Filename = storm > Comment = CHICAGO STORM 5 Year, 3 Hours 00459> [SDT= 5.00:SDUR= 3.00:PTOT= 42.51] 00460> 005: > DEFAULT VALUES 00462> Filename = Z:\PROJ\777-09\Design\SWMHYMO\Ottawa.val 00463> ICASEdv = 1 (read and print data) 00464> FileTitle= File comment: [Parameters for City of Ottawa Projects] 00465> THE FOLLOWING PARAMETERS ARE USED IN THE DESIGN STANDHYD COM 00466> Horton's infiltration equation parameters: 00467> [Fo= mm/hr] [Fc=13.20 mm/hr] [DCAY= 4.14 /hr] [F=.00 mm] 00468> Parameters for PERVIOUS surfaces in STANDHYD: 00469> [IAper= 4.67 mm] [LGP=40.00 m] [MNP=.250] 00470> Parameters for IMPERVIOUS surfaces in STANDHYD: 00471> [IAimp= 1.57 mm] [CLI= 1.50] [MNI=.013] 00472> Parameters used in NASHYD: 00473> [Ia= 4.67 mm] [N= 3.00] 00474> #****************************************************************************** 00475> # LANDSDOWNE PARK - EXISTING CONDITIONS 00476> #****************************************************************************** 00477> # Existing Flow to Combined Sewer at 5th Avenue and O'Connor (C=0.88) 00478> 005: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > DESIGN STANDHYD 01:eOC No_date 1: > [XIMP=.97:TIMP=.97] 00481> [SLP=.75:DT= 1.00] 00482> [LOSS= 1 : HORTONS] 00483> # Existing Flow To Rideau Canal (Artificial Turf) 00484> 005: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > CALIB STANDHYD 01:eAT No_date 1: > [XIMP=.99:TIMP=.99] 00487> [Horton parameters: Fo= 76.20:Fc= 13.20:DCAY=4.14: F=.00] 00488> [Pervious area: IAper= 4.67:SLPP=.10:LGP= 40.:MNP=.250:SCP=.0] 00489> [Impervious area: IAimp= 4.67:SLPI=.10:LGI= 116.:MNI=.013:SCI=.0] 00490> # Existing Flow To Rideau Canal (2.7 ha ha) 00491> 005: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > DESIGN STANDHYD 01:eRC No_date 1: > [XIMP=.99:TIMP=.99] 00494> [SLP=.75:DT= 1.00] 00495> [LOSS= 1 : HORTONS] 00496> # Total Existing Flow To Rideau Canal 00497> 005: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ADD HYD 02:eAT No_date 1: n/a 00499> + 03:eRC No_date 1: n/a 00500> [DT= 1.00] SUM= 01:eRCt No_date 1: n/a 00501> # Existing Landsdowne Park TOTAL 00502> 005: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > ADD HYD 02:eOC No_date 1: n/a 00504> + 03:eRCt No_date 1: n/a 00505> [DT= 1.00] SUM= 01:eLD No_date 1: n/a 00506> #****************************************************************************** 00507> # LANDSDOWNE PARK - PROPOSED CONDITIONS 00508> #****************************************************************************** 00509> # Permeable (Park) 00510> # CN=80->CN*=72 based on Soil Group D (Clay), open space in good condition 00511> # (Ref: Soil Association of Southern Ontario, Ottawa Urban Fringe Soil Survey) 00512> # Tp based on assumption of square subcatchment with 0.5% slope 00513> 005: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > DESIGN NASHYD 01:pPARK No_date 1: > [CN= 72.0: N= 3.00] 00516> [Tp=.24:DT= 1.00] 00517> # Semi-Permeable (Parking Lot) 00518> 005: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > * DESIGN STANDHYD 01:pPL No_date 1: > [XIMP=.01:TIMP=.12] 00521> [SLP=.75:DT= 1.00] 00522> [LOSS= 1 : HORTONS] 00523> # Hard Surface 00524> 005: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > DESIGN STANDHYD 01:pHS No_date 1: > [XIMP=.99:TIMP=.99] 00527> [SLP=.75:DT= 1.00] 00528> [LOSS= 1 : HORTONS] 00529> # Roof 00530> 005: ID:NHYD AREA----QPEAK-TpeakDate_hh:mm----R.V.-R.C > DESIGN STANDHYD 01:pR No_date 1: > [XIMP=.99:TIMP=.99] 00533> [SLP=.75:DT= 1.00] 00534> [LOSS= 1 : HORTONS] Page 6