Orleans Gardens Starbucks Drive Through Servicing and Stormwater Management Design Brief

Transcription

1 Report File #: Orleans Gardens Starbucks Drive Through Servicing and Stormwater Management Design Brief Prepared for North American Development Group by IBI Group June 2015

2 IBI GROUP REPORT ORLEANS GARDENS STARBUCKS DRIVE THROUGH SERVICING AND STORMWATER MANAGEMENT DESIGN BRIEF Prepared for North American Development Group Table of Contents 1 Introduction Water Distribution Sanitary Sewers Storm Sewers and Stormwater Management Grading Sediment and Erosion Control Plan Recommendations... 4 List of Appendices APPENDIX A APPENDIX B APPENDIX C June 2015 i

3 IBI GROUP REPORT ORLEANS GARDENS STARBUCKS DRIVE THROUGH SERVICING AND STORMWATER MANAGEMENT DESIGN BRIEF Prepared for North American Development Group 1 Introduction This Site Servicing Brief outlines the detailed design for extending the onsite private storm sewer system to support the proposed drive through at the Orleans Garden Shopping Plaza at 1605 Orleans Boulevard. The owner has leased an end unit of the existing building to a tenant who wants to include a drive through within the Orleans Garden shopping plaza at the intersection of Orleans Boulevard and Jeanne D Arc Boulevard. The existing shopping center is bound by Jeanne D Arc Boulevard to the north, Beausejour Drive to the south, residential development to the east, and Orleans Boulevard to the west. Please refer to attached key map. 2 Water Distribution No modifications required for proposed works. 3 Sanitary Sewers No modifications required for proposed works 4 Storm Sewers and Stormwater Management Minor System When this site was originally designed in 1988, the main building was envisioned to extend to Jean D Arc Boulevard. The infrastructure servicing the site was laid out to accommodate the approved building; see attached Site Plan from 1988 in Appendix A. The developer has staged the buildout of building and has not extended the building to its approved full limits; the current building footprint is smaller than approved and storm stubs for future roof drains are currently being used temporarily for parking lot CBs. It is proposed to add two new CBs to accommodate the new drive through; see General Plan 110 in Appendix B. These new storm inlets have been designed to meet the City s current level of service of 5 year rainfall intensity with a time of concentration of 10 minutes. See Appendix B for storm sewer design sheet and storm tributary area plan 510. Appendix B also contains Figure 1 which illustrates how the Average Runoff Coefficient was calculated based on C=0.3 for landscaped area and C=0.9 for concrete or asphalt areas. Major System and Stormwater Management As noted above, the existing commercial plaza and associated infrastructure was constructed in Appendix A includes the original storm sewer design sheets for Orleans Blvd. and Jeanne d Arc Blvd. which identify a runoff coefficient of C=0.8 was applied to the commercial land and a time of concentration Tc of 20 minutes was used to design the sewers. It is proposed to limit storm runoff from the portion of the site servicing the drive through to pre-development rates where the pre-development flow has been determined based on a runoff coefficient of 0.8 and a time of concentration of 20 min. The post development flows have been calculated based on actual runoff coefficient and time of concentration of 10 minutes. June

4 SITE ORLEANS GARDEN DRIVE THROUGH KEY MAP /06/15 NTS

5 IBI GROUP REPORT ORLEANS GARDENS STARBUCKS DRIVE THROUGH SERVICING AND STORMWATER MANAGEMENT DESIGN BRIEF Prepared for North American Development Group Restricting post development flows to pre-development design criteria will require the use of ICD s. Appendix B contains the modified rational method calculations for both the five year and hundred year rainfall events, the results are summarized below: Pre-Development Flows: For Ha area being redeveloped: 5 yr: C = 0.8, Tc = 20 min., Q = l/s 100 yr: C = 0.87, Tc = 20 min., Q = l/s Post-Development Flows: 5 Yr. Flows: Controlled Parking Lot: Area l/s Area l/s Subtotal 47 l/s Total 5 yr. Flow = 47 l/s 100 Yr. Flows: Controlled Parking Lot: Area l/s Area l/s Subtotal 49 l/s Total 100 yr. Flow = 49 l/s The results illustrate the 5 yr post-development flow of 47 l/s is equivalent to the predevelopment rate of l/s and the 100 yr post development flow of 49 l/s is less than predevelopment rate of l/s. To achieve this, ICD s will be employed. The ICD s will limit flow such that onsite detention is required and, as noted on the modified rational method spreadsheet, surface storage will be utilized to achieve the required storage. See Grading Plan 210 in Appendix B for limits of ponding, and drawing 110 for location of ICD s and details for ICD type. The following summarizes the requirements: TOTAL STORAGE AREA ICD TYPE HEAD(M) REQUIRED STORAGE (M 3 ) PROVIDED (M 3 ) 5 YR. 10 Tempest MHF 20.5 l/s Tempest MHF 26.5 l/s YR yr.icd w/100 yr. head yr. ICD w/100 yr. head June

6 IBI GROUP REPORT ORLEANS GARDENS STARBUCKS DRIVE THROUGH SERVICING AND STORMWATER MANAGEMENT DESIGN BRIEF Prepared for North American Development Group 5 Grading The exterior grading around the drive through will blend into the existing parking lot grades along the south, west and east limits of works, and into the vacant area north of the proposed works. The existing finished floor elevation is m, which provides 0.35 m freeboard above maximum 100 yr. ponding of on site, exceeding the City requirements of 0.3 m. The proposed grading for the drive through is illustrated on plan 210 in Appendix B. The Paterson Group geotechnical report dated September 2013 provides details on the existing soils within the development. The report provides recommendations which include but are not limited to the following: The general permissible grade raise limit 1.0 m. Fill placed below the building areas to meet OPSS Granular A or Granular B Type II placed in 300 mm lifts compacted to 98% SPMDD. On site fill is suitable for parking lot and landscape area subgrade, to be placed in 300 mm lifts compacted to 95% SPMDD. Pavement Structure: Access Lanes and Heavy Truck Parking Areas 40mm superpave 12.5mm (HL3) 50mm superpave 19mm (HL8) 150mm Granular A 450mm Granular B Type II Car Parking Areas 50mm HL3 superpave 12.5mm (HL3) 150mm Granular A 350mm Granular B Type II Pavement granular base and subbase should be placed in maximum 300 mm thick lifts and compacted to a minimum of 98% SPMDD. Pipe Bedding: Pipe bedding should consist of 150 mm OPSS Granular A except if in firm grey silty clay thickness to be increased to 300 mm, bedding to be compacted to 95% SPMDD, bedding to extend to springline of pipe. Pipe Cover: Pipe cover to consist of OPSS Granular A and extend from springline to minimum 0.3 m above pipe obvert and compacted in 300 mm lifts to 95% SPMDD. Clay seals be used at 60 m intervals. 6 Sediment and Erosion Control Plan To reduce the possibility of sediment loads entering the existing storm sewer system during construction, existing catchbasins in the vicinity of the proposed construction should have a filter fabric placed beneath the structure frame and a silt fence erected along the north boulevard. In addition, since the site abuts existing asphalt area, all trucks and/or equipment leaving the construction site should wash tires if necessary. The catchbasin filter fabric and silt fence should remain in place until vegetation is established and maintained as required. Sediment and erosion control plan 910 is included in Appendix C. June

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8 APPENDIX A

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12 APPENDIX B

13 Y N A HW IG 7H 41 SITE D VAR JEANNE D LE BOU 'ARC S AN LE OR ES N IN REVISIONS No. By Date NORTH AMERICAN PROPERTIES Project Title ORLEANS GARDEN DRIVE THROUGH 15/06/15 Drawing Title SITE SERVICING PLAN Scale 1:250 Design Date JEB Drawn JUNE 2015 Checked JEB Project No DGY Drawing No. C-110

14 PAVEMENT STRUCTURE TRUCK ROUTES (HEAVY DUTY) 40mm HL3 ASPHALT SUPERPAVE mm HL8 ASPHALT SUPERPAVE mm GRANULAR A 450mm GRAN B TYPE II CAR PARK AREAS (LIGHT DUTY) 50mm HL3 ASPHALT SUPERPAVE mm GRANULAR A 350mm GRAN B TYPE II CONCRETE AREAS NOTES: 1. EXISTING GROUND TOPOGRAPHICAL INFORMATION AS PER FAIRHALL, MOFFATT AND WOODLAND LIMITED SURVEY C25200 DATED JUNE 20, ALL BUILDINGS TO BE SLAB-ON-GRADE TYPE CONSTRUCTION. 3. SEE DETAILS DRAWING FOR ADDITIONAL NOTES. No. REVISIONS By Date NORTH AMERICAN PROPERTIES Project Title ORLEANS GARDEN DRIVE THROUGH 15/06/15 Drawing Title GRADING Scale 1:250 Design JEB Date JUNE 2015 Drawn JEB Checked DGY Project No. Drawing No C-210

15 NORTH AMERICAN PROPERTIES ORLEANS GARDEN DRIVE THROUGH 15/06/15 STORM DRAINAGE AREA :250 JEB JUNE 2015 JEB DGY C-510

16 Scale Project Title Drawing Title Sheet No. N.T.S ORLEANS GARDEN DRIVE THROUGH RUNOFF COEFFICIENTS FIGURE 1

17 IBI ONSITE SWM 100yr design PAGE: 1 OF Preston St PROJECT: Orleans Garden Drive-Thru JOB #: OTTAWA, ONTARIO CITY OF OTTAWA DATE: 5-Jul-13 K1S 5N4 DEVELOPER : NORTH AMERICAN DESIGN: DY Rev#1 Drive-Thru, 100yr design PREDEVELOPMENT FLOW - Flow Restricted to C=1.0 for 100 yr event (0.8*1.25) Time of concentration = 20 minutes Area (ha) = C Average = 0.80 Intensity year event storm 20 min Tc i100yr = /(T+6.014)^0.82= mm/hr Restricted Flowrate (Q100) 20 min Tc Qpost-devo = 2.78*A*Cw*i = l/s STORM WATER MANAGEMENT - Post-Development Controlled PARKING LOT Area # sm 100 -YR FLOW Qp (l/s) Area(ha)= Cw = 0.92 STORMWATER MANAGEMENT Qm = l/s Tc Qp Qm Qp-Qm Volume Variable i 2.78 x Area x c x i (min) (mm/hour) (l/s) (l/s) (l/s) (m3) <=== Required volume for storage on-site IN-LINE STORAGE (Structure) IN-LINE STORAGE (Pipe) 0.6m X 0.6m CB Pipe storage 0.36 m3/m Height Storage Structure to Structure Length Dia Storage (m) (m3) (m) (m) (m3) Total: 0.00 Total: 0.00 IN-LINE STORAGE (Structure) 1.2mDia CBMH's PARKING LOT STORAGE 100y Maximum available 1.13 m3/m Height Storage AREA # AREA Depth Storage (m) (m3) (SM) (m) (m3) Total: 0.00 CBMH height for storage equals top of grate Total: to invert less 0.64m to account for flat top and iron frame/grate Total Storage required m 3 Total Storage provided m 3 ICD at EXCB IPEX Tempest MHF m head, or approved equal

18 PARKING LOT Area # 10 PAGE: 2 OF sm 100 -YR FLOW Qp (l/s) Area(ha)= Cw = 0.75 STORMWATER MANAGEMENT Qm = l/s Tc Qp Qm Qp-Qm Volume Variable i 2.78 x Area x c x i (min) (mm/hour) (l/s) (l/s) (l/s) (m3) <=== Required volume for storage on-site IN-LINE STORAGE (Structure) IN-LINE STORAGE (Pipe) 0.6m X 0.6m CB Pipe storage 0.36 m3/m Height Storage Structure to Structure Length Dia Storage (m) (m3) (m) (m) (m3) Total: 0.00 Total: 0.00 IN-LINE STORAGE (Structure) 1.2mDia CBMH's PARKING LOT STORAGE 100y Maximum available 1.13 m3/m Height Storage AREA # AREA Depth Storage (m) (m3) (SM) (m) (m3) Total: CBMH height for storage equals top of grate Total: to invert less 0.64m to account for flat top and iron frame/grate Total Storage required m 3 Total Storage provided m 3 ICD at CB 13 IPEX Tempest MHF m head, or approved equal ` 100yr SUMMARY Total flow from parking lot = l/s Total parking Lot area = Ha Average parking lot flow = l/s/ha Volume Stored on Parking lot m 3 Total Parking lot Storage rate m 3 /Ha

19 IBI ONSITE SWM 5yr design PAGE: 3 OF Preston St PROJECT: Orleans Garden Drive -Thru JOB #: OTTAWA, ONTARIO CITY OF OTTAWA DATE: 5-Jul-13 K1S 5N4 DEVELOPER : NORTH AMERICAN DESIGN: DY Rev#1 Drive Thru, 5yr design PREDEVELOPMENT FLOW - Flow Restricted to C=0.80 for 5 yr event Time of concentration = 20 minutes Area (ha) = C Average = 0.80 Intensity - 5 year event storm 20 min Tc i5yr = /(T+6.053)^0.814= 70.3 mm/hr Restricted Flowrate (Q5) 20 min Tc Qpre-devo = 2.78*A*Cw*i = l/s STORM WATER MANAGEMENT - Post-Development Controlled (5 year post-development with 100yr inlets) PARKING LOT Area # sm 5 -YR FLOW Flow restricted to l/s Qp (l/s) Area(ha)= Cw = 0.83 STORMWATER MANAGEMENT Qm = l/s Tc Qp Qm Qp-Qm Volume Variable i 2.78 x Area x c x i (min) (mm/hour) (l/s) (l/s) (l/s) (m3) <=== Required volume for storage on-site IN-LINE STORAGE (Structure) IN-LINE STORAGE (Pipe) 0.6m X 0.6m CB Pipe storage 0.36 m3/m Height Storage Structure to Structure Length Dia Storage (m) (m3) (m) (m) (m3) Total: 0.00 Total: 0.00 IN-LINE STORAGE (Structure) 1.2mDia CBMH's PARKING LOT STORAGE 5yr Maximum available 1.13 m3/m Height Storage AREA # AREA Depth Storage (m) (m3) (SM) (m) (m3) Total: 0.00 CBMH height for storage equals top of grate Total: 5.21 to invert less 0.64m to account for flat top and iron frame/grate Total Storage required 4.40 m 3 ICD at EXCB IPEX Tempest MHF m head, or approved equal Total Storage provided 5.21 m 3

20 PARKING LOT Area # 10 PAGE: 4 OF sm 5 -YR FLOW Flow restricted to l/s Qp (l/s) Area(ha)= Cw = 0.66 STORMWATER MANAGEMENT Qm = l/s Tc Qp Qm Qp-Qm Volume Variable i 2.78 x Area x c x i (min) (mm/hour) (l/s) (l/s) (l/s) (m3) <=== Required volume for storage on-site IN-LINE STORAGE (Structure) IN-LINE STORAGE (Pipe) 0.6m X 0.6m CB Pipe storage 0.36 m3/m Height Storage Structure to Structure Length Dia Storage (m) (m3) (m) (m) (m3) Total: 0.00 Total: 0.00 IN-LINE STORAGE (Structure) 1.2mDia CBMH's PARKING LOT STORAGE 100yrMaximum available 1.13 m3/m Height Storage AREA # AREA Depth Storage (m) (m3) (SM) (m) (m3) Total: 0.00 CBMH height for storage equals top of grate Total: to invert less 0.64m to account for flat top and iron frame/grate Total Storage required 8.92 m 3 Total Storage provided m 3 ICD at CB 13 IPEX Tempest MHF m head, or approved equal 5yr flow SUMMARY Total flow from parking lot = l/s Total parking Lot area = Ha Average parking lot flow = l/s/ha Volume Stored on Parking lot m 3 Total Parking lot Storage rate m 3 /Ha

21 Flow Parameters Head (m) 1.8 Flow (Lps) 28 Input desired parameters in green boxes at left and then refer to graphs below for corresponding flow curves. If your design criteria fall outside the maximum parameters of this flow curve calculator please contact your IPEX representative for your TEMPEST design. Head (m) TEMPEST VORTEX ICD CHARACTERISTICS WATER FLOW RATE (lps) AGAINST HEAD (m) TEMPEST LMF flow curve #1 3.0 VORTEX ICD OPENING SIZE Head (m) Flow rate (Lps)

22 Vortex Vortex ICD ICD Flow (Lps) Model Head TEMPEST (m) Model HF, HF Sump & MHF flow curve ICD plate sizing k= Q= gpm H= ft openingd 4.03 in = 102 mm Model to use: in mm ICD Orifice 0 mm equivalent LMF Q (Lps) H (m) Q (Lps) H (m) Q (Lps) H (m) Model to use: #N/A mm (Head priority) Model to use: 105 mm (Flow priority) ICD Vortex #N/A Q (Lps) H (m) #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 1.6 Flow rate (Lps) #N/A #N/A Head (m) (For flow rates <30 Lps) #

23 Flow Parameters Head (m) 1.75 Flow (Lps) 21 Input desired parameters in green boxes at left and then refer to graphs below for corresponding flow curves. If your design criteria fall outside the maximum parameters of this flow curve calculator please contact your IPEX representative for your TEMPEST design. Head (m) TEMPEST VORTEX ICD CHARACTERISTICS WATER FLOW RATE (lps) AGAINST HEAD (m) TEMPEST LMF flow curve #1 3.0 VORTEX ICD OPENING SIZE Head (m) Flow rate (Lps)

24 Vortex Vortex ICD ICD Flow (Lps) Model Head TEMPEST (m) Model HF, HF Sump & MHF flow curve ICD plate sizing k= Q= gpm H= 5.74 ft openingd 3.51 in = 89 mm Model to use: in mm ICD Orifice 0 mm equivalent LMF Q (Lps) H (m) Q (Lps) H (m) Q (Lps) H (m) Model to use: 2.00 #N/A mm (Head priority) Model to use: 105 mm (Flow priority) ICD Vortex #N/A Q (Lps) H (m) #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 1.6 Flow rate (Lps) #N/A #N/A Head (m) (For flow rates <30 Lps) #

25 file:///d:/users/james.battison/appdata/local/temp/cutfillreport.xml Page 1 of 1 6/18/2015 Generated: :47:15 By user: James.Battison Drawing: Cut/Fill Report J:\34197-PadsA-BOrl\5.9 Drawings\59civil\current\J:\34197-PadsA-BOrl\5.9 Drawings\59civil\current\34197GRADING.dwg Volume Summary Name Type Cut Factor Fill Factor 2d Area (sq.m) Cut (Cu. M.) Fill (Cu. M.) Net (Cu. M.) Ponding Volume Zone 10 Ponding Zone 11 (1) zone 10 5 year ponding Zone 11 5 Year (1) full <Fill> full <Fill> full <Fill> full <Fill> Totals 2d Area (sq.m) Cut (Cu. M.) Fill (Cu. M.) Net (Cu. M.) Total <Fill> * Value adjusted by cut or fill factor other than 1.0

26 APPENDIX C

27 NOTES: 1. SILT FENCE TO BE ERECTED PRIOR TO EARTH WORKS BEING COMMENCED. SILT FENCE TO BE MAINTAINED UNTIL VEGETATION IS ESTABLISHED. SILT FENCE PER OPSD GEOTEXTILE FABRIC TO BE PLACED UNDER COVER OF ALL CATCHBASINS. GEOTEXTILE FABRIC TO REMAIN UNTIL BASE COURSE ASPHALT IS LAID AND VEGETATION IS ESTABLISHED. ALL CATCHBASINS TO BE REGULARLY INSPECTED AND CLEANED, AS NECESSARY, UNTIL SOD AND CURBS ARE CONSTRUCTED. 3. CONTRACTOR TO ENSURE ALL CONSTRUCTION VEHICLES LEAVING THE SITE HAVE THEIR WHEELS CLEANED TO ENSURE CLAY OR TOPSOIL DEPOSITS ARE NOT SPREAD ON TO MUNICIPAL ROADS. LEGEND SILT FENCE PER OPSD SEE NOTE 2 No. REVISIONS By Date NORTH AMERICAN PROPERTIES Project Title ORLEANS GARDEN DRIVE THROUGH 15/06/15 Drawing Title EROSION & SEDIMENT CONTROL PLAN Scale 1:250 EROSION & SEDIMENT CONTROL NOTE : THE CONTRACTOR SHALL IMPLEMENT BEST MANAGEMENT PRACTICES, TO PROVIDE FOR PROTECTION OF THE AREA DRAINAGE SYSTEM AND THE RECEIVING WATERCOURSE, DURING CONSTRUCTION ACTIVITIES. THIS INCLUDES LIMITING THE AMOUNT OF EXPOSED SOIL, USING FILTER CLOTH UNDER THE GRATES OF CATCHBASINS AND MANHOLES AND INSTALLING SILT FENCES AND OTHER EFFECTIVE SEDIMENT TRAPS. THE CONTRACTOR ACKNOWLEDGES THAT FAILURE TO IMPLEMENT APPROPRIATE EROSION AND SEDIMENT CONTROL MEASURES MAY BE SUBJECT TO PENALTIES IMPOSED BY ANY APPLICABLE REGULATORY AGENCY. Design Drawn JEB JEB Date Checked JUNE 2015 DGY SEE DRAWING 110 FOR ADDITIONAL NOTES Project No. Drawing No C-910