FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT

Transcription

1 RESIDENTIAL DEVELOPMENT 174 LAKESHORE ROAD WEST TOWN OF OAKVILLE FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT Prepared For: BIDDINGTON GROUP Original June 16, 2017 Revised September 12, 2017 Revised June 29, 2018

2 i TABLE OF CONTENTS DESCRIPTION page 1.0 INTRODUCTION DESIGN CONSIDERATIONS 2 A) Sanitary Waste Water Disposal 2 B) Water Distribution STORM WATER MANAGEMENT 6 Existing Flows from Site 7 Post Development Flow Analysis 8 Water Quality CONCLUSIONS 12 APPENDIX A Aerial View of Existing Site Architectural Site Plan (Reduced) APPENDIX B Sanitary Flow Calculations APPENDIX C FUS Calculation Sheet Fire Hydrant Pressure/Flow Test Results APPENDIX D Visual Otthymo Model Incremental Storage Tank Information Stage-Storage Discharge Calculations Visual Otthymo Input & Output Figure 1 - Storm Tributary Area Plan APPENDIX E Odan-Detech Lakeshore Downstream Storm Sewer Study June 29, 2018

3 1 1.0 INTRODUCTION The property under study is a 0.285ha parcel of land located at 174 Lakeshore Rd W in the Town of Oakville, at the southeast corner of the intersection of Lakeshore Rd W and Brookfield Rd. Additional municipal addresses are 87 and 91 Brookfield Rd. Currently, the site contains three single-family dwellings with sheds, garages and landscaping. It is proposed to demolish the existing buildings and construct a townhouse block containing 22 back-to-back units and an underground parking garage. Surface parking for visitors and bicycles is also proposed. This report will evaluate the serviceability of the site with respect to sanitary, water and evaluate the stormwater management (SWM) strategy that will be implemented on-site. A topographic survey was completed for the site by J. H. Gelbloom Surveying Ltd. Ontario Land Surveyors, dated June 9, The above along with city plans and site visits was used to determine the existing servicing conditions for the site. Please refer to the site plan prepared by Guthrie Muscovitch Architects for more information about the proposed development.

4 2 2.0 DESIGN CONSIDERATIONS A) SANITARY WASTE WATER DISPOSAL Existing Conditions The existing dwellings, on the subject lands, are currently serviced by the existing 250mm diameter sanitary sewer on Brookfield Road, which drains southward along Lakewood Drive to a Sanitary Pumping Station. The Planning Services department at the Region of Halton was contacted to confirm the details of the existing Sanitary Pumping Station. The details are summarized below: The design capacity of the Sanitary Pumping Station is 23.1 L/s o As per notes in Region of Halton drawing O-439 from pump capacity The current capacity at the station is = 14.9 L/s o As per the wet well level calculations The current average flow at the station is = 1.0 L/s The highest peak hourly flow ever recorded is = 3.9 L/s Proposed Conditions The proposed redeveloped site will contain one block of townhouses, totaling 22 back-to-back units. For calculating the population increases for the site, the following Regional Municipality of Halton standards for population densities and flow rates will be used. Residential 55 persons/ha for single family 135 persons/ha for townhouse flow rate of 275 L/person/day Infiltration 0.286L/s/ha Table 1 summarizes the characteristics and results for both existing and proposed conditions. As shown, the increase in flow is 0.65 L/s and is not expected to cause a negative effect downstream.

5 3 Table 1 Sanitary Flow Calculations Existing Proposed Site Area (ha) Population Density (per/ha) Equivalent Population (persons) Per Capita Flow (L/person/day) Dry Weather Flow (L/s) Peaking Factor Peak Flow (L/s) Infiltration (L/s) Total = Peak Flow + Infiltration (L/s) The proposed sanitary lateral connection was designed as per the Region of Halton s guidelines. As shown in Table 2 below, the proposed sanitary service is a 125mm PVC sanitary sewer sloped at 2.0%, which is the minimum requirement. This service is capable of draining 480 fixture units, which is greater than the calculated 211 fixture units. Therefore, the proposed lateral is adequate to control the sanitary flows from the proposed development. Table 2 Sanitary Connection Information Site Area (ha) Maximum Unit Density (per/ha) 37 Fixtures Per Unit 20 Total Number of Fixture Units 211 Drain Size (mm) 150 Slope 2.0% Maximum No. of Fixture Units 480 Therefore, the measured the highest peak hourly flow will increase from 0.30 L/s to 0.95 L/s. The proposed development will add an additional 0.65 L/s flow to the pumping station s highest peak hourly flow. The highest peak flow will in the Sanitary Sewer trunk will increase to 4.55 L/s which is still under the current capacity at the station of 14.9 L/s. This was coordinated with the Region of Halton in January To conclude the proposed development will be suitable for the proposed development.

6 4 B) WATER DISTRIBUTION Existing Conditions The existing dwellings are serviced by an existing 150mm diameter watermain located on Brookfield Rd. An additional 300mm watermain is located on Lakeshore Rd W. There is a fire hydrant located on the northwest corner of the intersection of Brookfield Rd and Lakeshore Rd W. with an additional hydrant located 81.5m further east. Proposed Conditions It is proposed to connect the proposed development to the 300mm watermain located on Brookfield Rd with a 200mm PVC service lateral. The unit rate and peaking factors of water consumption, minimum pipe size and allowable pressure in line were established from the Regional Municipality of Halton Design Manual. The fire flow water demand is calculated as per FUS 1999 manual. The pressures and volumes must be sufficient for peak hour conditions and under fire conditions as established by the Ontario Building Code The minimal residual pressure under fire conditions is 140 kpa. (or 20.3 psi). According to the MOE criteria, the allowable pressures are as follows: Condition Allowable Pressures (kpa) min. max. 1) Min. Hour ) Peak Hour ) Peak Day + Fire Flow The water demand was calculated as shown below. Refer to Appendix C for details of the fire flow calculations by Fire Underwriters Survey (FUS) method. a) Average Day domestic demand - using 275L/cap/day 0.12 L/sec (38 persons, based on 0.285ha x 135per/ha) b) Peak day demand x daily demand 1.27 L/sec c) Peak hour demand x daily demand 2.45 L/sec d) Fire flow (Wood Frame Construction see Appendix C) 367 L/sec

7 5 Table 3 Total Water Demand for the Site L/sec USGM Peak Day Demand Fire Flow Demand ,817 Total Water Demand ,821 Flow at 20 PSI Residual Pressure ,765 A hydrant test was conducted on the existing 200mm diameter watermain located Garden Drive, which is connected to the Lakeshore Rd W watermain two blocks south of Brookfield Rd. As shown, the results of this test indicate that there is sufficient pressure and flow to service the proposed development. Therefore, the site is suitable for the proposed development

8 6 3.0 STORM WATER MANAGEMENT Existing Conditions The existing site drains overland to an existing swale located at the southeast corner of the site where it continues draining south to Lake Ontario. There is also an existing 1375mm storm sewer located on the north side of Lakeshore Rd W flowing west to east and draining south on Brock St. The remaining 35% of the site is dedicated to Lakeshore Rd W. tributary area as per the city of Oakville records. Upon reviewing the existing site conditions and grades for this site, it clear that the entire site drains south towards Lake Ontario overland. Proposed Conditions Stormwater management for the proposed development will all be re-directed to the Storm Sewer Trunk on Lakeshore Rd W. In order to confirm the storm sewers capacity on Lakeshore Rd W. can handle the proposed development an analysis was conducted, refer to the 174 Lakeshore Downstream Storm sewer study dated June 29, 2018 by Odan-Detech Group. Design storm data for the Town of Oakville s 2 year to 100 year storms are shown below. Using Visual Otthymo to perform stormwater runoff analysis, these storms will be used to show that the storm drainage and total storage volume up to the 100 year event that will be accommodated on-site. Formulations for Rainfall intensities are on the next page.

9 7 Existing Flows from Site The existing discharge from the site will be determined by calculating the pre-development flow for the storms using the rational method Q=2.78CIA. For rainfall intensities, the conservative value from the formulas above were used with a tc of 10 minutes. The existing site is 30% impervious, which corresponds to a runoff coefficient of The following Table 4 summarizes the allowable release rate for the site for both all storms: Table 4 Existing Flows Storm Run-off Coefficient Rainfall Intensity (mm/hr) Area of Development (ha) Site Allowable (l/s) 2 Year Year Year Year Year Year As per the 174 Lakeshore Downstream Storm sewer study dated June 29, 2018 by Odan- Detech Group the following was concluded: The trunk storm sewer can accommodate the subject site so long as restricted flows from the site are enforced to keep the design flows consistent with the original design Based on the above mentioned report, refer to Appendix E, the hydraulic gradient line of the existing 1375mm storm sewer located under Lakeshore Rd W is just below the road surface. Therefore, a backflow preventer is required to ensure the street sewer flows do not surcharge the site s storm sewers.

10 8 Post Development Flow Analysis In order to control the post development flows to the allowable flow rate, on-site storage will be required. Visual OTTHYMO was used to model and determine the detention volume required. For drainage areas with significant imperviousness the calculation of effective rainfall in Visual OTTHYMO is accomplished using the Standhyd method. This method is used in urban watersheds to simulate runoff by combining two parallel standard unit hydrographs resulting from the effective rainfall intensity over the pervious and impervious surfaces. For pervious surfaces, losses are calculated using the SCS modified CN method. The following Table 5 summarizes the parameters used in Visual OTTHYMO to characterize the post development catchment areas. Please refer to Appendix D for the tributary area plan. The Otthymo schematic model is shown in Figure 1 below. Table 5 Catchment Characteristics for the Post-Developed Site Area Area (ha) Hydrograph Method % impervious imperviousness directly connected % Loss Method for Pervious Area CN for Pervious Area Initial Abstraction for Pervious (mm) Time to peak (Tp) 1 Roof 2 Ground Level and Balconies 3 Landscaping (Uncontrolled) TOTAL AREA StandHyd SCS StandHyd SCS StandHyd SCS The storage details and the stage/storage/discharge properties used to model the flow controls for this site are shown in Appendix D. It is proposed to control Areas 1 and 2 using a 134mm diameter orifice plate, located on the upstream side of PROP STM MH 1 (82.46m invert elevation). This inlet control device will provide stormwater management using 60 m 3 of storage via underground chamber tanks in addition to 6 m 3 of underground pipe storage for a 100 year storm event. Note that no rooftop storage is proposed.

11 9 Figure 1 - Otthymo Model The following Table 6 shows a summary of the total peak flow from the site for both the minor and major storm events, including the uncontrolled flow. As shown, the post-development flow off-site is less than pre-development flows for both scenarios. Table 6 Summary of Flows from Site Storm Predevelopment Flow (L/s) Post Development Flow (L/s) 2 Year Year Year Year Year Year Table 7 below summarises the required volume to store from the 2 to 100 year storm events due to the necessary controls to achieve the allowable flow rate. Note that since roof storage is not proposed, the storage will provide within the pipes and underground storage chamber only. The underground storage chambers are not for infiltration.

12 10 Table 7 Summary of Volumes for the Site for Quantity Control Storm Event Volume Required (m 3 ) Water Elevation (m) Depth in Chamber (m) Surface Ponding Depth (m) 2 Year Year Year Year Year Year As shown, there is sufficient storage capacity on site to store up to the 100 year storm event. The proposed storm lateral is a 300mm sewer at 1%, which will tee into the existing 1375mm sewer on Lakeshore Rd W. Using an n value of the proposed pipe will have a capacity of 97 L/s greater than the peak flow of the site of 52 L/s. The lateral shall be directionally bored must be sloped at least 0.5% for water to sufficiently drain by gravity and to have sufficient flow capacity. Please refer to the Servicing Plan prepared by Odan-Detech for more information. For Area 3, uncontrolled flows at the rear of the building will drain to the existing swale at the southeast corner of the site, as per existing conditions. Uncontrolled flows from the front of the building facing Brookfield Rd will drain via the roadway to the existing street catch basin located within the proposed entrance, which drains to the same existing swale. Since the majority of the post development flow will be diverted to the storm sewer, no negative impacts are anticipated downstream. For storm events greater than 100 year, the site will flow overland to the southeast to the existing swale, as per existing conditions via a smooth wall HDPE 450mm diameter pipe under the proposed retaining walls. The pipe size was selected to accommodate maintenance in the future and is more than sufficient to handle the small overland flow area between the east property line and proposed retaining walls. To determine the flow the rational method for a 100 year storm was used: Q=2.78ciA = (2.78)(0.2)(200.8)(0.039) = 4.35 L/s Reviewing the existing grades, overland flow on the Lakeshore Rd. W. follows the existing storm sewers. In the event this pipe were to ever be blocked, the proposed grading has been designed so overland runoff would continue south and around the proposed retaining wall back to the existing swale at in the backyard of the dwelling unit number 79 on Brookfield Rd. The proposed storm sewer maintenance manholes with an ID of 1 and 2 shall have lockable lids as per OPSD as the underground storage tank is high than the rim of these maintenance manholes.

13 11 Water Quality The MOE Stormwater Management Practices Planning and Design Manual, 2003 requires 80% TSS removal for Enhanced (Level 1) protection. The following analysis is based on continuous simulation for a period of approximately 10 years. This oil-grit separator is proposed to treat those areas subject to pollution from vehicular traffic (driveway and visitor parking area), however due to the sewer configuration, the OGS will also receive flow from the roof leader. Table 8 Stormceptor Sizing Location Stormceptor Model Annual TSS Removal (%) Annual Flow Capture (%) PROP STM MH 3 STC Using software provided by Stormceptor Canada Inc. using fine particle distribution the above Stormceptor models were chosen. See output file from Stormceptor in Appendix D The Stormceptors to be used will contain 100% of oil spills that occur during a normal storm event and will meet MOE Normal Level Protection as per the MOE Stormwater Management Practices Planning and Design Manual, Maintenance/Clean Out Frequency of Water Quality Manhole Oil/Grit Separators Based on the Manufacturers recommendations, the Stormceptor manhole oil/grit separator should be inspected twice a year. The inspection should look for the following: a) The amount of sediment in the bottom (Should be monitored by measurement). b) Check to see if oil is visible. In addition check to see if trash is visible. If an oil or industrial spill has occurred, the Stormceptor manhole oil/grit separator should be cleaned immediately. Sediment should be removed annually, or whenever the accumulation reaches approximately 15 % of the operating depth as measured from base to the drain invert. Vacuum trucks are used to remove the sediment and oil from the Stormceptor. A licensed waste management firm should remove levels of oil greater than 2.5 cm immediately.

14 CONCLUSIONS From our investigation the site is serviceable utilizing existing sanitary, storm and watermain infrastructure within and adjacent to the site. Storm water management can be accommodated with on-site storage as described in this report. The following table summarizes the servicing requirements of the proposed development. Table 9 Summary Information Existing Sanitary Flow (L/s) 0.30 Proposed Sanitary Flow (L/s) 0.95 Total Water Demand (L/s) 367 Flow at 20 PSI Residual Pressure (L/s) 742 Allowable release rate from site (L/s) 5 Year/100 Year Storm 36 / 64 Actual release rate from site (L/s) 5 Year/100 Year Storm 32 / 51 Total Storm Water Storage Required (m 3 ) 66 Total Storm Water Storage Provided (m 3 ) 78 Water Quality OGS STC 300 Respectfully Submitted; The Odan Detech Group Inc. John Krpan, M.S.C.E., P.Eng Daniel Kneblewski, E.I.T.

15 APPENDIX A Aerial View of Existing Site Architectural Site Plan (Reduced)

16 Aerial View of Existing Site SITE

17 All drawings are the property of the Architect and must be returned upon request. Contractor shall check all dimensions and report any discrepancies to the Architect before proceeding with the work. The contractor and/or engineeer shall verify u/s footing elevations and soil bearing capacity prior to excavation and the commencement of work. DO NOT SCALE DRAWINGS DEPRESSED CURB CONCRETE SIDEWALK.50 R R U ROOF TERRACE RWL EL m RWL ROOF TERRACE 3.06 BALCONY BELOW SLOP E 2% E 2% RWL MODEL 3BE MODEL 3BI RWL U U ROOF TERRACE ROOF TERRACE RWL EL m RWL RWL BALCONY BELOW LANDSCAPED AREA EL m MODEL 3BI U EL m EL m EL m MODEL 3BI U ROOF TERRACE EL m PATIO U ROOF TERRACE ROOF TERRACE 4R RWL BALCONY BELOW EL m MODEL 3BI EL m PATIO E MODEL 3BI U ROOF TERRACE EL m EL m PORCH PORCH EL m RWL RWL BALCONY BELOW EL m EL m 2% ROOF TERRACE EL m EL m PATIO E SLOP U RWL EL m E 2% RWL BALCONY BELOW EL m MODEL 3BI EL m PATIO SLOP EL m MODEL 3BI U ROOF TERRACE 9.78 RWL BALCONY BELOW PORCH PORCH EL m RWL RWL EL m SLOP U ROOF TERRACE 4R F.F.E.86.80M RWL U-15 U-14 E 2% ROOF TERRACE RWL MODEL 3BE U-13 U-12 ROOF TERRACE ROOF TERRACE E 2% E 2% SLOP ROOF TERRACE RWL E 2% E 2% SLOP ROOF TERRACE RWL MODEL 3BI 2R 1.55 EL m 2 02 MARCH 14TH 2018 ISSUED FOR CLIENT REVIEW AR 01 SEPT 13TH 2017 ISSUED FOR SPA A date R C H I T E C T owner WOULD BE DEVELOPMENTS INC YONGE STREET, SUITE 200 Toronto, Ontario M4S 1Z4 project BACK TO BACK TOWNS OAKVILLE, ONTARIO drawing SITE PLAN INE PROPERTY L scale 1:100 date SEPT 2017 drawn AR chk'd GM project number B revision Tel:(416) Fax: (416) Brown's Line, Toronto, Ontario M8W 3W2 SIDEWALK L AL RETAINING W AR 18 INE PROPERTY L 2 P M2 RETAINING WALL ISSUED FOR COORDINATION GUTHRIE MUSCOVITCH 14 LANDSCAPED AREA SOD LANDS. AREA 19R UP EL.86.91m EL m 32.32m EL.85.96m CONCRETE PATIO RETAINING WALL D LANDSCAPE AREA 2R PATIO RET. WALL AREA = 7 L A V O M E R W O SN P m EL.87.28m PATIO SET BACK PAVEMENT MARKING - SAFETY ZONE - PATIO 1.55 METERS CONCRETE SIDEWALK SHORT TERM BICYCLE PARKING 2.70 LINE ARKING PAVEMENT M E - SAFETY ZON PROPERTY V 2R PORCH PORCH V RETAINING WALL PATIO EL.86.65m RWL RWL R UP 1R DN EL m PATIO EL.87.25m BALCONY BELOW PATIO EL.87.25m RWL RWL 2R PATIO PATIO PATIO BALCONY BELOW EL.87.28m PORCH PORCH EL.87.28m PORCH PORCH EL.87.28m PORCH PORCH 1.50M X 12M GARBAGE STAGING UNDER WALKWAY 7.00 EL.87.25m EL m 5R V EL.87.25m RWL RWL BALCONY BELOW SLO P MA E 3:1 X EL.87.25m BALCONY BELOW MARCH 19TH 2018 no. EL.85.90m EL.87.25m RWL RWL BALCONY BELOW 3R UP BALCONY BELOW EL.86.31m EL.87.25m BALCONY BELOW 4R UP EL.87.25m RWL RWL B R CU 13R DN BALCONY BELOW PORCH PORCH D SE ES PR DE 44 RET. WALL PATIO EL.87.85m BALCONY BELOW EL.86.91m EL.87.85m 1R DN BALCONY BELOW EL m EL m 1.11 EL m BALCONY BELOW LINE STAIR AR 11 ROOF TERRACE RWL E 2% U-16 MODEL 3BI PROPERTY E 2% U-17 MODEL 3BI SLOP E 2% MODEL 3BI SLOP ROOF TERRACE RWL MODEL 3BI SLOP ROOF TERRACE 2% SLOP RWL U-18 SLOP ROOF TERRACE U-19 E SLOP ROOF TERRACE RWL MODEL 3BI RWL SET BACK 3.65 RWL U-20 E 2% 8.60 U-21 SLOP SLOPE 5.0% ROOF TERRACE RWL MODEL 3BI SLOP RWL U-22 GARAGE SLAB= MODEL 3BI MODEL 3BI SLOP E 2% 45 MODEL 3BE PAVERS WALKWAY 9 LINE 2.05 EL.86.01m F.F.E.87.40M F.F.E M SET BACK HC PAVERS WALKWAY A CURB PROPERTY DEPRESSED FIRE ROUTE U BI EL m EL m 2% 3BI RWL EL m E SLOP E 2% RWL BALCONY BELOW EL m SLOP 3BE-2 EL m EL m EL m SIDEWALK CONCRETE EL m EL m PATIO LIN PROPERTY EL m BALCONY BELOW EL m PORCH PORCH PATIO 2% EL m EL m RWL RWL EL m BALCONY BELOW BLOCK 1-3 STOREY 22MODEL BACK TO BACK TOWNS MODEL MODEL AREA -LANDSCAPE OW L GARAGE BE % SLOPE EL m EL m EL m 3R EL m EL.85.34m BALCONY BELOW EL m EL m PATIO 3R EL m PORCH PORCH PATIO SIGHT TRIANGLE EL m RWL RWL EL m 3R BALCONY BELOW 3R EL m 3R EL m EL.87.40m PATIO 3R RWL PATIO PORCH PORCH EL.87.40m EL m 3R 3R EL m PATIO 31 EL.86.06m 4R SLOP E R E 2% 4R DN PROPERTY LINEEL m EL m EL m 2% EL m EL m PAVERS WALKWAY PAVERS WALKWAY PAVERS WALKWAY SLOP PROPERTY LINE PAVERS WALKWAY SLOP E PAVERS WALKWAY SP S

18 APPENDIX B Sanitary Flow Calculations

19 ODAN/DETECH GROUP PROJECT NO PROPOSED RESIDENTIAL DEVELOPMENT SANITARY FLOW CALCULATIONS - Existing This program calculates the sanitary discharge from various land use COMMERCIAL SITE AREA (ha) = RESIDENTIAL SITE AREA (ha) = n/a n/a TOTAL SITE AREA (ha) = 0.29 LAND USE NUMBER OF UNITS SITE AREA, (ha) GROSS FLOOR AREA, m2 TOTAL POPULATION TOTAL DAILY FLOW (LITERS) AVERAGE DAILY FLOW l/sec PEAKING FACTOR, M TOTAL FLOW FROM LAND USE, l/sec RESIDENTIAL Single Family, using 55 person/ha RESIDENTIAL Townhomes, using 135 persons/ha 0 0 TOTAL RESIDENTIAL TOTAL V1= 8621 Q1= 0.22 Q2= 0.00 Q = (MqP/86400) + A * I (L/sec) Qinfil 0.08 Qtot 0.30 Q1= total flow from Residential Land Use (L/sec) where : P is population Q2= total flow from Commercial Land Use (L/sec) q = 275 L/person/day for residential Qinfil = total flow from infiltration (L/sec) Qtot = total flow (Land use + infiltration) A = gross site area i = L/sec/ha (infiltration rate) V1= Total Volume from Land Use in liters Peaking Factor M = 1 + [14 / (4 + (P/1000,1/2))] Sanitary Calculations

20 ODAN/DETECH GROUP PROJECT NO PROPOSED RESIDENTIAL DEVELOPMENT SANITARY FLOW CALCULATIONS - Proposed This program calculates the sanitary discharge from various land use COMMERCIAL SITE AREA (ha) = RESIDENTIAL SITE AREA (ha) = n/a n/a TOTAL SITE AREA (ha) = 0.29 LAND USE NUMBER OF UNITS SITE AREA, (ha) GROSS FLOOR AREA, m2 TOTAL POPULATION TOTAL DAILY FLOW (LITERS) AVERAGE DAILY FLOW l/sec PEAKING FACTOR, M TOTAL FLOW FROM LAND USE, l/sec RESIDENTIAL Single Family, using 55 person/ha 0 0 RESIDENTIAL Townhomes, using 135 persons/ha TOTAL RESIDENTIAL TOTAL V1= Q1= 0.87 Q2= 0.00 Q = (MqP/86400) + A * I (L/sec) Qinfil 0.08 Qtot 0.95 Q1= total flow from Residential Land Use (L/sec) where : P is population Q2= total flow from Commercial Land Use (L/sec) q = 275 L/person/day for residential Qinfil = total flow from infiltration (L/sec) Qtot = total flow (Land use + infiltration) A = gross site area i = L/sec/ha (infiltration rate) V1= Total Volume from Land Use in liters Peaking Factor M = 1 + [14 / (4 + (P/1000,1/2))] Sanitary Calculations

21 APPENDIX C FUS Calculation Sheet Fire Hydrant Pressure/Flow Test Results

22 FIRE FLOW CALCULATOR WATER SUPPLY FOR PUBLIC FIRE PROTECTION, FIRE UNDERWRITERS SURVEY GUIDE FOR DETERMINATION OF REQUIRED FIRE FLOWS F = 220 x C x A Where: F = required fire flow in liters per minute C= Coefficient related to the type of construction A = the total floor area in square meters (excluding basements) in the building considered LOCATION: 174 LAKESHORE RD W PROJECT: Lakeshore Rd W and Brookfield Rd, Oakville OBC OCCUPANCY: Residential PROJECT No: BUILDING FOOT PRINT (m2): 1408 Contents Charge # OF STOREYS 3 Block 1 Non-Combustible -25% limited Combustible -15% Combustible 0% CONSTRUCTION CLASS: Wood Frame Free Burning 15% ` Rapid Buring 25% AUTOMATED SPRINKLER PROTECTION Credit Total NFPA 13 sprinkler standard no 0% Coefficient related to type of construction Standard Water Supply no 0% 0% 1.5 Wood Frame Fully Supervised System no 0% 1 Ordinary 0% 0.8 Non combustible 0.6 Fire Resistive CONTENTS FACTOR: Non/Limited Combustible CHARGE: -20% Separation Charge EXPOSURE 1 (south) Distance to Exposure Building (m) m 25% 10 Residential Length - Height m 20% EXPOSURE 2 (east) Distance to Exposure Building (m) m 15% 10 Residential Length - Height m 10% EXPOSURE 3 (west) Distance to Exposure Building (m) % 0 Residential Length - Height > 45 m 0% Total: EXPOSURE 4 (north) Distance to Exposure Building (m) 24 Retail Length - Height no more than 75% ARE BUILDINGS CONTIGUOUS: FIRE RESISTANT BUILDING NO Are vertical openings and exterior vertical communications protected with a minimum one (1) hr rating? NO CALCULATIONS C = 1.5 Wood Frame A = 4101 m2 STOREY AREAS m2 F = L/min Round to Nearest 1000 L/min F = L/min must be > 2000 L/min CORRECTION FACTORS: 4 OCCUPANCY L/min 5 FIRE FLOW ADJUSTED FOR OCCUPANCY L/min 6 REDUCTION FOR SPRINKLER 0 L/min 7 EXPOSURE CHARGE 5040 L/min 8 9 REQUIRED FIRE FLOW F = L/min 10 Round to Nearest 1000 L/min F = L/min 5812 usgm 11 F = 367 L/sec Fire Flow Calcs

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27 APPENDIX D Visual Otthymo Model Incremental Storage Tank Information Stage-Storage Discharge Calculations Visual Otthymo Input & Output Figure 1 - Storm Tributary Area Plan

28 VISUAL OTTHYMO MODEL

29 Prepared For: Project Information: Engineer: Calculations Performed By: Name Name: 174 Lakeshore W Rd Name: John Krpan Name: Daniel Kneblewski Company Name Street Address Company Name: Odan-Detech Company Name: Odan-Detech Street Address City Street Address Street Address City State Zip City City State Zip State Zip State Zip Phone Date: June 29, 2018 Phone Phone Fax Fax Fax Input Given Parameters Chamber Specifications Unit of Measure Metric Height mm Select Model Recharger 330XLHD Width mm Length 2.59 meters Stone Porosity 40.0% Installed Length 2.13 meters Number of Header Systems 1 Header Bare Chamber Volume 1.48 cu. meters Stone Depth Above Chamber 152 mm Installed Chamber Volume 2.24 cu. meters Stone Depth Below Chamber 152 mm Image for visual reference only.may not reflect selected model. Workable Bed Depth 5.55 meters Bed Depth 1.41 meters Max. Bed Width 5.55 meters Bed Width 4.88 meters Storage Volume Required cu. meters Storage Volume Provided cu. meters Materials List Recharger 330XLHD Stormwater System by CULTEC, Inc. Approx. Unit Count - not for construction 26 pieces HVLV FC-24 2 pieces Actual Number of Chambers Required 24 pieces CULTEC No. 410 Filter Fabric sq. meters Starter Chambers 3 pieces CULTEC No. 20L Polyethylene Liner 4.88 meters Intermediate Chambers 18 pieces Stone cu. meters End Chambers 3 pieces Volume of Excavation cu. meters Bed Detail Number of Rows Wide 3 pieces Number of Chambers Long 8 pieces Chamber Row Width 4.27 meters Chamber Row Length meters Bed Width 4.88 meters Bed Length meters Bed Area Required sq. meters Bed detail for reference only. Not project specific. Not to scale. Use CULTEC StormGenie to output project specific detail. CULTEC, Inc. P.O. Box 280, Brookfield, CT USA Phone: Fax: Copyright CULTEC, Inc. - All rights reserved CULTEC SDC v

30 Project Name: Name: 174 Lakeshore W Rd Date: June 29, 2018 Cross Section Detail Recharger 330XLHD Pavement 95% Compacted Fill Stone Above Chamber Height Stone Below Effective Depth Bed Depth 76 mm 254 mm 152 mm mm 152 mm mm mm Conceptual graphic only. Not job specific. A Depth of Stone Base mm Breakdown of Storage Provided by B Chamber Height mm Recharger 330XLHD Stormwater System C Depth of Stone Above Units mm Chambers cu. meters D Depth of 95% Compacted Fill mm Feed Connectors 0.03 cu. meters E Max. Depth of Cover Allowed Above Crown of Chamber 3.7 meters Stone cu. meters F Chamber Width mm Total Storage Provided cu. meters G Center to Center Spacing 1.47 meters CULTEC, Inc. P.O. Box 280, Brookfield, CT USA Phone: Fax: Copyright CULTEC, Inc. - All rights reserved CULTEC SDC v

31 CULTEC Recharger 330XLHD Incremental Storage Volumes Height of System Chamber Volume HVLV FC-24 Feed Connector Volume Stone Volume Cumulative Storage Volume Total Cumulative Storage Volume Elevation mm m 3 m 3 m 3 m 3 m 3 m

32 SWM INFORMATION FOR ORIFICE CONTROLED STORM TRIBUTARY AREAS Tributary Area No. 1+2 Tributary Area ha INLET CONTROL DEVICE (ICD) INFORMATION STORM WATER STORAGE INFORMATION Location of ICD PROP STM MH 2 Surface Ponding Area m 2 Type of ICD Plate Surface Pond Depth 0.15 m Lowest Rim Elevation m Underground Pipe Storage m 3 Orifice Invert Elevation m Total Chamber Storage Volume m 3 Orifice Size mm Bottom of Chamber Elevation m Orifice Coefficient 0.62 STAGE/DISCHARGE/VOLUME RELATIONSHIP Stage Description Elevation (m) Head (m) Discharge (m 3 /s) Underground Storage Volume (m 3 ) Surface Storage Volume (m 3 ) Total Volume (m 3 ) Volume (ha m) Orifice Bottom of Chamber Top of Chamber Surface Elev m Above STM MH m Above STM MH m Above STM MH No Surface ponding storage provided PONDING DEPTHS Storm Event Volume Required (m 3 ) Water Elevation (m) Depth in Chamber (m) Ponding Depth (m) 2 Year Year Year Year Year Year

33 ========================================================================================== 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 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 Clarifica Inc. Copyright 1996, 2007 Clarifica Inc. All rights reserved. ***** D E T A I L E D O U T P U T ***** Input filename: C:\Program Files (x86)\visual OTTHYMO 2.3.3\voin.dat Output filename: C:\Users\DKneblewski\Desktop\Otthymo\Set C\17225\PostDev.out Summary filename: C:\Users\DKneblewski\Desktop\Otthymo\Set C\17225\PostDev.sum DATE: 6/29/2018 TIME: 11:05:25 AM USER: COMMENTS: **************************** ** SIMULATION NUMBER: 1 ** **************************** CHICAGO STORM IDF curve parameters: A= Ptotal= mm B= C=.808 used in: INTENSITY = A / (t + B)^C Duration of storm = hrs Storm time step = min Time to peak ratio =.33 TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr

34 CALIB STANDHYD (0001) Area (ha)=.13 ID= 1 DT= 5.0 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 5.0 MIN. TIME STEP TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr

35 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.33 (ii) 2.55 (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) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 90.0 Ia = Dep. Storage (Above) (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)=.10 ID= 1 DT= 5.0 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)

36 Storage Coeff. (min)= 1.22 (ii) 4.66 (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) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 80.0 Ia = Dep. Storage (Above) (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)=.05 ID= 1 DT= 5.0 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)= 1.02 (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! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 80.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY ADD HYD (0004) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0002): ID2= 2 (0001): ================================================== ID = 3 (0004): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0006) IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.)

37 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0004) OUTFLOW: ID= 1 (0006) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (ha.m.)= ADD HYD (0005) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0006): ID2= 2 (0003): ================================================== ID = 3 (0005): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY **************************** ** SIMULATION NUMBER: 2 ** **************************** CHICAGO STORM IDF curve parameters: A= Ptotal= mm B= C=.843 used in: INTENSITY = A / (t + B)^C Duration of storm = hrs Storm time step = min Time to peak ratio =.33 TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr

38 CALIB STANDHYD (0001) Area (ha)=.13 ID= 1 DT= 5.0 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 5.0 MIN. TIME STEP TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr

39 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= 1.17 (ii) 2.23 (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) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 90.0 Ia = Dep. Storage (Above) (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)=.10 ID= 1 DT= 5.0 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)= 1.07 (ii) 4.09 (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!

40 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 80.0 Ia = Dep. Storage (Above) (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)=.05 ID= 1 DT= 5.0 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)=.90 (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! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 80.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY ADD HYD (0004) = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0002): ID2= 2 (0001): ================================================== ID = 3 (0004): NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY RESERVOIR (0006) IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0004) OUTFLOW: ID= 1 (0006) PEAK FLOW REDUCTION [Qout/Qin](%)= TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (ha.m.)=