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HomeMy WebLinkAboutDesignReportBaxterMeadowsWastewater_04-24-02 BAXTER MEADOWS WASTEWATER SYSTEM IMPROVEMENTS FINAL ENGINEERING DESIGN REPORT �rt Prepared By Gary M. Swanson, P.E. Jeremy Perlinski, E.I. Prepared For Baxter Meadows Development 4-24-02 y� V J y _ .Q AR M old ` �'�e�•�.. ��AA1�t►V►V►e���° Sewer System Design Summary The Baxter Meadows Subdivision sewer system will be connected to the City of Bozeman's existing wastewater collection system. The connection will be made to the Baxter Meadows— Cattail Creek Sewer Interceptor at the intersection of Davis Road and Dead Man's Gulch. The interceptor will convey sewage to the City of Bozeman wastewater treatment plant and is currently under construction by the owners of the Cattail Creek Subdivision. The Phase I improvements for the Baxter Meadows Subdivision will include extending the interceptor south along Davis Road to Baxter Lane. Subsequent phases of Baxter Meadows will require that the interceptor be extended further south along the east border of Baxter Meadows to Oak Street. Copies of the calculations and design report that were completed for the Baxter Meadows — Cattail Creek Subdivision have been provided in the appendix of this document. The interceptor was sized using flow data from the City of Bozeman Wastewater Facility plan and calculated flows for the Baxter Meadows and Cattail Creek subdivisions. Note that the sizing and design of this interceptor was based on information in the Bozeman Facility Plan prior to the City of Bozeman adopting their current Design Standards (July 2001). For this document, the sewage flow rates that were calculated for Baxter Meadows for the purpose of sizing the Baxter Meadows —Cattail Creek Interceptor were modified somewhat to meet the requirements of the new City Design Standards and the most recent projection for housing densities (see attached table). Peaking factors were calculated using the formula on page 42 of the Design Standards. The internal subdivision sewers will be designed to meet the requirements in the Design Standards. New sewer lines will be sized to flow at no more than 50-percent of full capacity at peak hour conditions based on full development build-out. A Manning's Roughness Coefficient of 0.013 and actual design slopes have been used to calculate main sizes. The attached tables summarize the flow calculations for the Baxter Meadows subdivision and the area outside Baxter Meadows south and west of the subdivision bounded by Baxter Lane, Ferguson Road, Oak Street and Harper Puckett Road. Sewers north of this area within the Baxter Meadows Subdivision will be sized to accommodate flow from this area should it become developed. Specifically, the sewer in Ferguson Road will be sized to handle one half of the additional flow from the outside area and the area it serves in Baxter Meadows. Phase I sewer improvements will extend the Ferguson Road Sewer to the south side of Baxter Lane. This main will be extended to the south to serve the proposed regional park and adjacent development in the future. The future sewer in Riata Road will be sized to handle the remaining half of the additional flow from the area southwest of Baxter Meadows and the area it will serve in the Estate Area of Baxter Meadows. Flow within the subdivision will be carried from south to north and be collected by an interceptor along Deadman's Gulch. A lift station will have to be installed on Dead Man's Gulch in order to "lift" sewage from the west side of the subdivision to the elevation of the Baxter Meadows- Cattail Creek Interceptor. The lift station will be installed near the intersection of Dead Man's Gulch and Interceptor Number Three (see attached Sewer System Layout drawing). There are 2 currently five main trunk lines proposed (including the Baxter Meadows — Cattail Creek Interceptor) that will run north and south through the subdivision as described below: 0 Interceptor Number One will be located in Ferguson Road and eventually extend from Oak St. to Dead Man's Gulch. This interceptor will collect sewage from the estate homes and the area one and a half blocks to the east. It will also serve the currently undeveloped area to the southwest that lies outside of the subdivision. This interceptor will have a main stubbed out to the south of Baxter Lane that will be installed with the Phase I improvements. It will have to carry flow for approximately 30% of the total living units in Baxter Meadows, a portion of the proposed park and the undeveloped area to the southwest. The estimated future peak flow from the area to the southwest is calculated to be 0.91 cfs (see attached table) and 30% of the Baxter Meadows peak flow is 0.73 cfs. This main will have to have a capacity of approximately 1.64 cfs. Therefore, the main will be sized as a 12-inch main in its southern reach and as a 15-inch main in its northern reach. 0 Interceptor Number Two will be located on Gallatin Green two blocks to the east of Interceptor Number One. Based on the area covered & housing densities it will receive approximately 15% of the total flow or 0.36 cfs. Therefore, an 8-inch main will be sufficient. Interceptor Number Three is located along Baxter Parkway and then moves one block to the east at its northern end. It will receive approximately 40% of the subdivision flow based on densities and area covered or approximately 0.97cfs. Therefore, a 10 to 15-inch main will be required. For the purpose of this report, a 15-inch main will be placed along the northern end and a 12-inch main on the southern end. Interceptor Number Four is the Baxter Meadows-Cattail Creek Interceptor (24- inch) and it will receive 15% of the subdivision flow in its northern reach or 0.36 cfs. 0 Interceptor Number Five is located in the Estate Area of Baxter Meadows. It will receive approximately 7% of the Baxter Meadows peak flow along with '/z of the peak flow from the undeveloped area to the southwest of Baxter Meadows. Interceptor Number Five will discharge into Interceptor Number One near the northern reach of Interceptor One. The estimated future flows will be 0.17 cfs (7% of Baxter Meadows) and 0.46 cfs (1/2 of the undeveloped area to the southwest. Interceptor Number Five will be stubbed out across Baxter Lane in the future to service the area to the southwest of Baxter Meadows. Therefore, an 12- inch main will be stubbed to the southwest area and a 12-inch main will be placed in the Estate Area. Dead Man's Gulch main will receive flow from Interceptor Number 1 and Number 2. Flow rates will be from 1.64 cfs at Interceptor Number 1 and 2.00 cfs downstream of Interceptor Number 2. Dead Man's Gulch main will discharge into the lift station near Interceptor Number 3. 3 Main Name Required Capacity (CFS) Size to Carry Required Flow Interceptor Number One 0.91 to 1.64 12 and 15-inch Interceptor Number Two 0.36 8-inch Interceptor Number Three 0.97 12 and 15-inch Interceptor Number Four 0.36 24-inch Interceptor Number Five 0.46 to 0.63 12-inch Dead Man's Gulch to Lift Station 1.64 to 2.97 15 and 18-inch Dead Man's Gulch Force Main SEE DESIGN REPORT BY ALLIED ENGINEERING Remaining Interior Mains Less than 0.37 8-inch * To be verified at design Proposed Lift Station SEE LIFT STATION AND FORCE MAIN DESIGN REPORT PREPARED BY ALLIED ENGINEERING. Treatment Plant Capacity The proposed subdivision will produce approximately 0.5 MGD of effluent at build-out. The existing wastewater treatment plant has a capacity of 5.8 MGD according to the Bozeman Wastewater Facility Plan by HKM. Existing average daily flows have reached as high as 5.03 MGD and maximum day flows of 10.01 MGD have exceeded the design maximum day capacity of the plant, which is 7.32 MGD. However, the facility plan states that the expected flows for Bozeman's current population is 2.3 to 2.7 MGD. The current high flows are apparently due to excessive infiltration and inflow. As measures are taken by the City to reduce infiltration and inflow, flows to the plant should decrease. The plant currently has the capacity to handle the subdivision based on its average daily flow. The peak flow capacity of the plant has already been exceeded. Flow contributions from the subdivision from the phase I improvements will be minimal, (0.03 MGD average daily flow) and should not have an effect on the plant. It is anticipated that the City will make significant progress in correcting it's infiltration and inflow rate during the next few years. Therefore, treatment plant capacity should be adequate as the subdivision approaches build-out over the course of the next several years. Phase I Improvements Per the attached figure, the Phase I sewer improvements will include all of the sewer mains and services internal to the Phase I boundary; the Ferguson Road interceptor from Baxter Lane to Dead Man's Gulch, the Gallatin Green interceptor from Baxter Lane to Dead Man's Gulch, the Dead Man's Gulch interceptors from Ferguson to the lift station and from the lift station to Davis Road and the Baxter Meadows —Cattail Creek Interceptor from Baxter Lane to Dead Man's Gulch. The Estate Homes included in Phase I will be connected to the Ferguson Road interceptor with an 8-inch main between the Phase I boundary and Ferguson Road. Phase I will also include the installation of the lift station. 4 FLOW RATE CALCULATIONS 5 L L _ b r, Baxter Meadows Wastewater Flow Rate Calculations- ",Revised 10-29.01._ LType of Unit Number of Units Occupants/Unit Total Occupants Wastewater Flow/Occupant Total Wastewater Flow l (gal/day)' (gal/day) LSingle Family Home 1148 2.54 2915.92 72 209946.24 Condos,Apts,& Townhouses 912 2.54 2316.48 72 166786.56 School 1 500 500 14.5 7250 Light Commercial/Office"' 70 50 3500 14.5 50750 Infiltration 0 150 gal/day/acre 460 460 150 69000 (Acres) (Acres) Total 503732.8 ,Total O in gprri r ' A ?%' 349.8:1 TotaPU in ifs` f; f: 0.7 Peak O cis Peak Factor'.-3 :{; ;;, f� r ��'i 2.4 L Wastewater Flows from DEO Circular WOB 4 Table 30-1 & Bozeman 2001 Design Standards Based on one occupant per 200 sgft&a total ni 700,000 sgft Light Commercial/Office Space Baxter Meadows Wastewater Flow Calculations for NW 114 of Section 3 Type of Unfit Total Gross Acreage Gccupants+llnd" Total Occupants Wastewater Flow/Occupant Total Wastewater Flow r ( aVda Single Family Living Unit— 160 12.19 1950.4 72 140428.8 Infiltration @ 150 gaVday/acre 160 160 150 24000 (Acres) (Acres) Total 164428.8 Total Q in gpm 114,19 Total Q in cfs 0,25 Peak O cis Peak Factor=3.59 0.91 'Wastewater Flows from DEQ Circular WQB 4 Table 30-1& Bozeman 2001 Design Standards " Based on area at Medium Residential Zoning Per Bozeman 2020 Plan,12.19 units/acre Total Gross Acreage=160 acres From DEQ Circular 2: F=(18+P^0.5)/(4+P^0.5) Where: F=Peaking Factor P=Population(in Thousands) Population is based on the above total acreage and the total occupants. P= 1.95 F= 3.59 BAXTER MEADOWS CATTAIL CREEK 24 AND 27-INCH SEWER INTERCEPTOR DESIGN REPORT AND RELATED CORRESPONDENCE 6 A 4/17/01 James R. Nickelson. P.E. Morrison Maicrle. Inc. P.O. Box 111; ` Bozeman, MT 59771 Re: Baxter Meadows Review Baxter Meadows/Cattail Creek Sewer ' °IL Interceptor T-ANSPORTATION Dear James: ENVIRONMENTAL I have revised my design criteria to reflect your comments (copy GINEERS attached). I have discussed your letter with Dave Crawford of TD&H and he will be using the flows from your letter for his design. ' Sincerely, Gary M. Swanson, P.E. Cc: Robert Murray, P.E., City of Bozeman Dave Crawford,P.E. TD&H Jerry Williams, Williams Brothers L .O.Box 5653 825 Custer Avenue welena,Montana 59601 VAX )447-5000 (406)447-5036 .rpa-hln.corn DESIGN CRITERIA FOR BAXTER 11EADOWS-CATTAI1-CREEK ENTERCEPTOR iRevised 4-17-01 1. Reference: Bozeman, Montana Wastewater Facility Plan (WWFP) August 1998 by MSE- HKM. y IMorrison Maierle, Inc. April 16. 2001 Letter =. Project Description: The project area lies in Drainage Area 7 as described on pages 109 to I I I and Figure 5.4.1-7 in the Facility Plan. The Baxter Meadows subdivision is located just west of Davis Lane in the south half of Section 34 and the NE '/4 of Section 3. The Cattail Creek subdivision lies directly northeast of the Baxter Meadows subdivision in Section 35 on the east side of Davis Lane The Facility Plan proposes that a new 24-inch interceptor line be constructed along Davis Lane from Baxter to approximately 1000 feet north of Catron St. The line would then increase in size to 27-inches and turn east to its connection with the existing 30-inch outfall line to the wastewater treatment plant. This line would handle all of the sewage flow from Zone 7 plus peak flows exceeding 2500 gpm from Zone 2. The current projects (Baxter Meadows and Cattail Subdivisions) are proposing to install a new interceptor starting at the intersection of Davis and Deadman's Gulch down Davis to Cattail Drive, down Cattail Drive to N 271h. then north down N 271h where the line size will be increased to 27-inches just before turning east to connect to the existing 30-inch outfall line. This interceptor will handle all of the flow from Baxter Meadows, the Cattail Subdivision and Zone 7 South of Baxter Meadows and Cattail. This is a modification from what is shown in the Bozeman WWFP. Calculated & Estimated Flows & Peaking Factors: a. Flow rates for areas other than the Baxter Meadows and Cattail Creek subdivision were calculated using the criteria from the Facility Plan or taken from ' Table 5.4.1-9 on pg 113 of the WWFP: A population density of 12.6 persons per acre A domestic flow rate of 72 gallons per capita per day ' Infiltration rate of 150 gallons per Acre Per day b. For Zone 7 a peaking factor of 2.58 is used per Morrison Maierle's April 16, ' 2001 letter c. The flow rate used for the Cattail Creek Subdivision was taken from the �. Calculations of M&M's April 16 Letter: Cattail Subdivision Area 120 Acres Population 1.512 Average daily flow 109,000 gpd or 0.17 cfs Infiltration 18,000 gpd or .03 cfs Peak hourly flow (2.58 peak factor) 0.47cfs d. Flow Rate from Baxter Meadows from portion of subdivision not in planning area: The portion of Baxter Meadows that is not in the planning area is essentially the NW 1/a of the subdivision which will include up to 360 residential homes. The flow contributed by this area is calculated below: 360 homes x 3 residents/home x 72 gal/resident= 77,760 gal/day Peaking factor= 2.58 L Total Peak Flow = .34cfs (includes infiltration of 150 gal/acre/day) f. Estimated Total Q from Zone 7 (Table 5.4.1-9 Bozeman WWFP)): Total Acreage 1856 acres Total Population 32,900 Average daily flow 2.7 MGD; 1975 gpm; 4.18 cfs Peak hourly flow 9.9 MGD; 6875 gpm; 15.32 cfs Peak hourly flow from Baxter Meadows outside Of planning area .34 cfs Total revised estimated peak Hourly flow from Zone 7 15.32 cfs + .34 cfs = 15.66 cfs Lg. Flow from area in Zone 7 north of Baxter Meadows and west and north of Cattail subdivision Approximate Acreage L West of Davis 188 acres E. of Davis; S. of Cattail 165 acres Total 353 acres LPopulation Served 4448 Average Daily Flow .320 MGD; 0.5 cfs Infiltration 53,000 gpd or 0.08 cfs ` Peak hourly flow (2.58 PF) 1.37 cfs h. Peak flow through upper (south) end of Cattail Creek Subdivision Total Zone 7 Peak Flow From Above 15.66 cfs Less flow calculated in g. (area north & west of Cattail) (1.37 cfs) Less flow calculated in c. (Cattail Sub. Peak flow) (0.47 cfs) Net Peak Flow for upper end of Interceptor ( west to east leg on South end of Cattail) 13.82 cfs L 4. Calculated capacity of a 24-inch Baxter Meadows-Cattail Creek Interceptor through Lipper (south) end of Cattail Subdivison L At minimum allowable slope of.0008 ft/ft 6.4 cfs At minimum slope based on exist. Topo . of.0049 ft/ft 15.83 cfs Required capacity from above 13.82 cfs Minimum slope needed to meet required capacity .0037 ft/ft Conclusion: 24-inch is adequate at slopes exceeding .0037 ft/ft 5. Capacity of interceptor upstream of 15-inch main & after receiving Cattail Flow P Y Required Capacity (15.66 cfs- 1.37 cfs) 14.29 cfs Minimum slope of 24-inch .0041 ft/ft Minimum slope of 27-inch .0022 ft/ft 1 L 6. Calculated capacity of 27-inch Baxter Meadows-Cattail Creek Interceptor North of Cattail Creek Required capacity from above 15.66 cfs Minimum required slope at required capacity .0026 ft/ft The final slope of the proposed interceptor line will determine the required diameter. A mannings coefficient of.013 was used for all pipe flow calculations as given in 33.41 of DEQ Circular 2. If PVC is used, the above calculated capacities may be greater due to a "smoother" mannings coefficient. L04/16/01 12:30 V406 587 1170 MORRISON MAIERLE Z 001 SON ENGINEERS �.� SCIENTISTS �.: 1 MOR SURVEYORS Si- ••. PLANNERS MMEFIE1 INC. 901 RCMNOLOGY BLVO•P.O.BOX 1113•DOZE"MT 59T71 '406.597•am•FAX:906 SB7-1176 /1n6F,yni r art)wnm company April 1 LJV � --- Gary M. Swanson, P.E. Post-it"fax Note 7671 "ate: P.&* 2— Robert Peccia and Associates TO FroM /4 Vp 1J-�. P.O. Box 5653 coID.-rl. C0 A% 625 Custer Avenue Mhan£0 PhanO N Helena, Montana 59604 Fax« 4 a 3 Fax tRe: Baxter Meadows Review Sewer Interceptor MMI #0417.034 Dear Gary. ` I have reviewed your revised design criteria dated April 10, 2001 and have discussed the report with Bob Murray. We have utilized the 1998 Wastewater Facility Plan as a basis for the review. Since the initial design flows for the interceptor are derived from the facility plan, the deign criteria and methodology utilized in the facility plan should be used when Snaking modifications to the design flows. The following comments are offered relative to design flows: Zone 7 Peaking Factor The SANSYS computer model utilizes a peaking + factor of 2.58 for Zone 7. This is based on a population of 23.373. The Zone 7 flow is computed as follows: ' Flow Source Average Day(cfs) Peak Hour efs ` Zone 7 - Domestic 2.60 6.71 7brip 7—infiltratinn n.43 0.43 Overflow Zone 2 1.15 8.30 Total 4.18 15.44 ' The overflow from Zone 2 is all, flowiover 6.50 ds from Manhole ` 946. Loading added to the basin will result in a net increase of flow of approximately 0.34 cfs as listed in your report. If 72 gpd per capita (from facility plan) is utilized for a basis of flow it seems appropriate to add the infiltration flow recommended in the facility plan model of 160 gpd per acre. The result of using a lower peaking factor (2.58 vs. 2,80)and adding the infiltration does not appear to substantially change the flow in your report. The loading removed due to Cattail Subdivision should be based on the parameters in the facility plan model. Peak flow is computed as follows: "Providing resources in partnership with clients to achieve their goals" L04/16/01 12:31 V406 587 1176 MORRISON MAIERLE la002 MORRISON MAIERLEx. o Cattail Subdivision Area = 120 acres o Population at 12.6 person/acre= 1,512 o Average domestic flow at 72 gpdpc= 109,000 gpd (0.17 cfs) o . Average infiltration flow at 150 gpd per acre = 18,000 gpd (0.03 cfs) o Peak hourly flow 0.17 cfs x 2.58 + 0.03 cfs x1.0 = 0.47 cfs • The loading removed .due to- areas to the.west and north' of Cattail L Subdivision should be removed based the parameters in the facility plan model. Peak flow is computed as follows: L o Area = 353 acres o Population at 12.6 personlacre =4,448 o Average.domestic flow at 72 gpdpc=320,000 gpd (0.50 cfs) o Average infiltration flow at 160 gpd per acre=53,000 gpd (0.08 cfs) o Peak hourly flow= 0.50 cfs x 2.58 + 0.08 x1.0 = 1.37 cfs • The total flow for Zone 7 with the additional Baxter Meadows area added ` is about 15.'66 cfs as stated in your design criteria, • Design flow for the Zone 7 interceptor just upstream of the proposed 15" ` main (north of Cattail Subdivision) should be 1+4.29 cfs (15.66 cfs —1.37 cfs). ` The design flow for the interceptor just upstream of Cattail Subdivision is computed'to be 13.82 cfs (15.66 cfs—1.37 cfs-0.47 cfs). Its s4mmary Morrison-Maierle, Inc. recommends, based on the 1998 Wastewater FacIty Plan,that the design flows listed above be used in sizing the interceptor. ` If you have any questions or comments, please call me at 587-0721. Sin7rely, M01fRSON-MAIERLE, INC. I L � . ` Jamps R. Nickelson, P.E. 13 man Office i Cc: Robert Murray, P.E., City of Bozeman Dave Crawford, P.E., Thomas, Dean and Hoskins ,ferry Williams Stacey Robinson, CTA SEWER PIPE FLO8,V CALCULATIONS 7 12" PVC - SLOPE = 1.00% Worksheet for Circular Channel Project Description Worksheet Interceptor Number 1 -South Reach Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.013 Slope 0.0100 ft/ft Depth 6.0 in Diameter 12 in Results Discharge 1.78 cis Flow Area 0.4 ftz Wetted Perimeter 1.57 ft ` Top Width 1.00 ft Critical Depth 0.57 ft Percent Full 50.0 % Critical Slope 0.0066 ft/ft Velocity 4.54 ft/s Velocity Head 0.32 ft Specific Energy 9.8 in Froude Number 1.28 Maximum Discharge 3.83 cfs Discharge Full 3.56 cfs Slope Full 0.0025 ft/ft Flow Type Supercritical Notes:This Interceptor has not been designed at this time,but the pipe was sized assuming a slope of 1.0%(approximate ground slope). Project Engineer:Robert Peccia&Associates f:\water\wiliiams\desgnrpt\sewrmain.fm2 Robert Peccia&Associates FlowMaster v6.0(614e) 03/18/02 02:55:44 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 i 12" PVC - SLOPE = 1.40% Worksheet for Circular Channel Project Description Worksheet Interceptor Number 1 -North Reach Flow Element Circular Channel Method Manning's Formula ' Solve For Discharge Input Data Mannings Coefficient 0.013 Slope 0.0140 ft/ft Depth 6.0 in ' Diameter 12 in Results Discharge 2.11 cfs Flow Area 0.4 ft2 Wetted Perimeter 1.57 ft Top Width 1.00 ft Critical Depth 0.62 ft Percent Full 50.0 % Critical Slope 0.0070 Wit Velocity 5.37 ft/s Velocity Head 0.45 ft Specific Energy 11.4 in Froude Number 1.51 Maximum Discharge 4.53 cfs Discharge Full 4.22 cfs Slope Full 0.0035 ft/ft Flow Type Supercritical L L ` Project Engineer:Robert Peccia&Associates f:\water\williams\desgnrpt\sewrmain.fm2 Robert Peccie&Associates FlowMaster v6.0[614e] 03/18/02 02:59:49 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 i 12" PVC - SLOPE = 0.80% Worksheet for Circular Channel I Project Description Worksheet Interceptor Number 1 -North Reach Flow Element Circular Channel I Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.013 Slope 0.0080 ft/ft Depth 6.0 in IDiameter 12 in Results ' Discharge 1.59 cfs Flow Area 0.4 ftz Wetted Perimeter 1.57 ft Top Width 1.00 ft Critical Depth 0.54 ft Percent Full 50.0 % Critical Slope 0.0063 ft/ft ' Velocity 4.06 ft/s Velocity Head 0.26 ft Specific Energy 9.1 in Froude Number 1.14 Maximum Discharge 3.43 cfs Discharge Full 3.19 cfs Slope Full 0.0020 ft/ft Flow Type Supercritical ` Project Engineer:Robert Peccia&Associates f:\water\williams\desgnrpt\sewrmain.fm2 Robert Peccia&Associates FlowMaster v6.0[614e] 03/18/02 03:00:09 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 15" PVC - SLOPE = 0.80% LWorksheet for Circular Channel L Project Description Worksheet Interceptor Number 1 -North Reach Flow Element Circular Channel L Method Manning's Formula Solve For Discharge L Input Data Mannings Coefficient 0.013 Slope 0.0080 Wit Depth 7.5 in LDiameter 15 in Results Discharge 2.89 cis Flow Area 0.6 ftz Wetted Perimeter 1.96 it L Top Width 1.25 it Critical Depth 0.68 it Percent Full 50.0 % Critical Slope 0.0060 ftfft Velocity 4.71 ft/s Velocity Head 0.34 it Specific Energy 11.6 in Froude Number 1.18 Maximum Discharge 6.21 cis Discharge Full 5.78 cis Slope Full 0.0020 ft/tt Flow Type Supercritical L L L L L L L Project Engineer:Robert Peccia&Associates f:\water\willlams\desgnrpt\sewrmain.fm2 Robert Peccia&Associates FlowMaster v6.0(614e] 03/18/02 03:00:34 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 15" PVC - SLOPE c 0.60% IWorksheet for Circular Channel Project Description Worksheet Interceptor Number 1 -North Reach Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.013 Slope 0.0060 ft/ft Depth 7.5 in Diameter 15 in Results L Discharge 2.50 cfs Flow Area 0.6 ft2 Wetted Perimeter 1.96 ft Top Width 1.25 ft Critical Depth 0.63 ft Percent Full 50.0 % L Critical Slope 0.0057 fVft Velocity 4.08 f/s Velocity Head 0.26 ft Specific Energy 10.6 in 1 Froude Number 1.03 Maximum Discharge 5.38 cfs Discharge Full 5.00 cfs L Slope Full 0.0015 ft/ft Flow Type Supercritical L L L 1. Project Engineer:Robert Peccia&Associates f:\water\williams\desgnrpt\sewrmain.fm2 Robert Peccia&Associates FlowMaster v6.0[614e] 03/18/02 03:01:08 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 15" PVC - SLOPE = 0.50% ` Worksheet for Circular Channel Project Description Worksheet Interceptor Number 1 -North Reach Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.013 Slope 0.0050 ft/ft Depth 7.5 in Diameter 15 in Results Discharge 2.28 cis Flow Area 0.6 ftz Wetted Perimeter 1.96 ft Top Width 1.25 it Critical Depth 0.60 ft Percent Full 50.0 % L Critical Slope 0.0056 Wit Velocity 3.72 ft/s Velocity Head 0.22 ft Specific Energy 10.1 in Froude Number 0.94 Maximum Discharge 4.91 cis Discharge Full 4.57 cfs L Slope Full 0.0012 ft/ft Flow Type Subcritical L L L L L Project Engineer:Robert Peccia&Associates f:\water\williams\desgnrpt\sewrrnain.fm2 Robert Peccia&Associates FlowMaster v6.0[614e] nviR102 03:01:40 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterburv,CT 06708 USA (203)755-1666 Paae 1 of 1 8" PVC - SLOPE = 0.75% Worksheet for Circular Channel Project Description Worksheet Interceptor Number 2 Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data ' Mannings Coefficient 0.013 Slope 0.0075 ft/ft Depth 4.0 in Diameter 8 in Results ' Discharge 0.52 cfs Flow Area 0.2 ft2 Wetted Perimeter 1.05 ft ' Top Width 0.67 ft Critical Depth 0.34 ft Percent Full 50.0 % Critical Slope 0.0071 ft/ft Velocity 3.00 ft/s Velocity Head 0.14 ft Specific Energy 5.7 in Froude Number 1.03 Maximum Discharge 1.13 cfs Discharge Full 1.05 cfs Slope Full 0.0019 tt/ft Flow Type Supercritical Notes:The minimum slope for Interceptor Number 2 is 0.75%,so an 8-inch main is sufficient. Project Engineer:Robert Peccia A Associates f:\water\williams\desgnrpt\sewrmain.fm2 Robert Peccia&Associates FlowMaster v6.0(614e] 03/19/02 07:34:06 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 I 12" PVC - SLOPE = 0.22% ' Worksheet for Circular Channel Project Description Worksheet Interceptor Number 3-South Reach Flow Element Circular Channel Method Manning's Formula Solve For Discharge ' Input Data Mannings Coefficient 0.013 Slope 0.0022 ft/ft Depth 6.0 in Diameter 12 in Results Discharge 0.84 cfs Flow Area 0.4 ftz Wetted Perimeter 1.57 ft Top Width 1.00 ft Critical Depth 0.38 ft Percent Full 50.0 % Critical Slope 0.0057 ft/ft Velocity 2.13 ft/s Velocity Head 0.07 ft Specific Energy 6.8 in Froude Number 0.60 Maximum Discharge 1.80 cfs Discharge Full 1.67 cfs Slope Full 0.0006 fVft Flow Type Subcritical Notes:This Interceptor has not been designed at this time,but the pipe was sized using MDEQ minimum slopes. Pipe sizes could change during final design of this sewer main. L Project Engineer:Robert Peccia&Associates f:\water\williams\desgnrpt\sewrmain.fm2 Robert Peccia&Associates FlowMaster v6.0(614e] 03/19/02 07:40:16 AM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Interceptor Number 5 - North Reach Worksheet for Circular Channel Project Description Worksheet Interceptor Number 5-North Reach Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.013 Slope 0.0022 ft/ft Depth 6.0 in Diameter 12 in Results Discharge 0.84 cfs Flow Area 0.4 ft2 Wetted Perimeter 1.57 ft Top Width 1.00 ft Critical Depth 0.38 ft Percent Full 50.0 % Critical Slope 0.0057 ft/ft Velocity 2.13 ft/s Velocity Head 0.07 ft Specific Energy 6.8 in Froude Number 0.60 Maximum Discharge 1.60 cfs Discharge Full 1.67 cfs Slope Full 0.0006 ft/ft Flow Type Subcritical Notes:This Interceptor has not been designed at this time,but the pipe was sized using MDEQ minimum slopes. Pipe sizes could change during the final design of this sewer main. Project Engineer: Robert Peccia&Associates f:\water\williams\desgnrpt\sewrmain.fm2 Robert Peccia&Associates FlowMaster v6.0[614e] 04/26/02 01:04:53 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 15" PVC - SLOPE = 0.15% Worksheet for Circular Channel L Project Description Worksheet Interceptor Number 3-North Reach Flow Element Circular Channel Method Manning's Formula Solve For Discharge L Input Data Mannings Coefficient 0.013 Slope 0.0015 ft/ft Depth 7.5 in LDiameter 15 in Results L Discharge 1.25 cfs Flow Area 0.6 ftz Wetted Perimeter 1.96 ft Top Width 1.25 ft Critical Depth 0.44 ft Percent Full 50.0 % Critical Slope 0.0053 ft/ft L Velocity 2.04 tt/s Velocity Head 0.06 ft Specific Energy 8.3 in Froude Number 0.51 Maximum Discharge 2.69 cfs Discharge Full 2.50 cfs Slope Full 0.0004 fVft LFlow Type Subcritical Notes:This Interceptor has not been designed at this time,but the pipe was sized using MDEQ minimum slopes. Pipe sizes could change during Lfinal design of this sewer main. L Project Engineer:Robert Peccia&Associates f:\water\williams\desgnrpl%sewrmain.fm2 Robert Peccla&Associates FlowMaster v6.0[614e] 03/19/02 07:42:18 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 18" PVC - SLOPE = 0.32% Worksheet for Circular Channel Project Description Worksheet Dead Man's Gulch Interceptor Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.013 Slope 0.0032 ft/ft Depth 9.0 in Diameter 18 in Results Discharge 2.97 cfs Flow Area 0.9 ftz Wetted Perimeter 2.36 ft Top Width 1.50 ft Critical Depth 0.66 ft Percent Full 50.0 % Critical Slope 0.0051 ft/ft Velocity 3.36 ft/s Velocity Head 0.18 It Specific Energy 11.1 in Froude Number 0.77 Maximum Discharge 6.39 cfs Discharge Full 5.94 cfs Slope Full 0.0008 Wit Flow Type Subcritical Project Engineer:Robert Peccia&Associates f:\water\williams\desgnrpt\sewrmain.fm2 Robert Peccia&Associates FlowMaster v6.0[614e] 04/26/02 11:48:11 AM 0 Haestad Methods, Inc. 37 Brookside Road .Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 L 8" PVC - SLOPE = 0.40% LWorksheet for Circular Channel Project Description Worksheet Interior Mains Flow Element Circular Channel L Method Manning's Formula Solve For Discharge L Input Data Mannings Coefficient 0.013 Slope 0.0040 Wit Depth 4.0 in Diameter 8 in L Results Discharge 0.38 cfs Flow Area 0.2 ft2 Wetted Perimeter 1.05 ft Top Width 0.67 ft Critical Depth 0.29 ft Percent Full 50.0 % Critical Slope 0.0067 ft/ft Velocity 2.19 ft/s Velocity Head 0.07 ft Specific Energy 4.9 in L Froude Number 0.75 Maximum Discharge 0.82 cfs Discharge Full 0.76 cfs Slope Full 0.0010 Wit Flow Type Subcritical Notes:The minimum slope for Interior mains is 0.40%(MDEQ minimum).The combined flow of the remaining interior mains is 0.37 cfs,so this Lmain size is adequate. L L L L L L L Project Engineer: Robert Peccla&Associates f:\water\williams\desgnrpt\sewrmain.fm2 Robert Peccia&Associates FlowMaster v6.0(614e] 03/19/02 07:44:38 AM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 0 a < DEAD MAN'S GULCH y Is"ss 18"ss 12" FORCE MAIN LEGEND MANHOLE LIFT STATION 12"SS I SANITARY SEWER FORCE MAIN by v � SANITARY SEWER (PHASE I) ti w h SANITARY SEWER (FUTURE) _ � N N ~ Q ,- Z I H as o O < a _ CL ix lVJ cc _ <W-J' O O 4 VI W j `�t�� W 0. s Y W W OF Q W X61 Z y Vl y = 1� Z ) t NW m °C 1 x co z W v)m o 2 1 3c3i �� u t9 O fl O �N ov NOTES ^I + I. ALL SEWER MAINS ARE 8-INCH UNLESS OTHERWISE LABELED. 2. LAYOUT AND MAIN SIZE MAY N , w CHANCE TO ACCOMODATE FINAL «; PUD LAYOUT AND DENSITIES. BAXTER LANE I j 00 V) Ilf W Q H N W - < t m O ~ LLP K O a Ix cx W LL NO Lu s N W W J r HI- W N 300 0 300 600 SHEET (SCALE IN FEET) OAK STREET ji OF DEAD MAN'S GULCH 15"SS 18"SS 12" FORCE MAIN LEGEND • MANHOLE LIFT STATION o 12"SS SANITARY SEWER FORCE MAIN yy — SANITARY SEWER (PHASE 1) ti L I SANITARY SEWER (FUTURE) �I CONTRIBUTING FLOW z1 TO INTERCEPTOR I O I N O H N CONTRIBUTING FLOW � /X: VIATO INTERCEPTOR 2 v °ti° cc �'� �NtF�G�P 7 I _ fZ CONTRIBUTING FLOW -«v. in W ® o hd a e w _-1 TO INTERCEPTOR 3 /� / W W � d — a " xu CONTRIBUTING FLOW oW � < TO INTERCEPTOR 4 o 0 z z W � z r.3cLi Jg CONTRIBUTING FLOW TO INTERCEPTOR 5 ti n J+J, !'/ � I •N �n NOTES I. ALL SEWER MAINS ARE 8-INCH UNLESS OTHERWISE LABELED. n / - 2. LAYOUT AND MAIN SIZE MAY / N f CHANCE TO LAYOUT ACCOMODATE AND DENSITIES.AL PUD w a �— 7 —I — f xT E OZ 00 �> 0 JJ m N o ` W > > 7 / a o c Iz � a W LL � Lu H v NO N L W 3 J W � N w x N 300 0 300 600 SHEET (SCALE IN FEET) OAK STREET OF