The URL can be used to link to this page

Home My WebLink About2685 W Chinden Blvd Mike Myers( > E IDIAN�-- October 23, 2013 Mr. Mike Myers 2685 W. Chinden Blvd. Meridian, Idaho 83642 Mayor Tammy de Weerd City Council Members: Keith Bird Joe Borton Luke Cavener Genesis Milam Charlie Rountree David Zaremba Re: Municipal Sanitary Sewer and Water Service Availability to Parcel #50426212600 Dear Mr. Myers, This letter is a follow up to our phone conversation regarding feasibility and timing of municipal sanitary sewer and water service availability to your parcel referenced above. As we discussed, a new phase of the Irvine Subdivision (shown on the attached map as "Future Phase") will be extending sanitary sewer and water mainlines to the end of the stub street along your west boundary. Unfortunately though, the sewer in this immediate vicinity all flows to the Silver Leaf Lift Station (shown on the attached map as "Lift Station"). When this Lift Station was designed its design service area did not include your parcel. I have included a copy of the approved calculations for the lift station for your reference. We also discussed that with the development of the Bainbridge Subdivision to the west of Ten Mile Road, they will be constructing the trunk sewer that will eventually negate the need for the Silver Leaf lift Station. The progression of this trunk sewer is subject to the developer's schedule, and therefore I can't give you a timeframe for when that will happen. All that being said, it may be possible for your parcel to obtain service to the sanitary sewer system, however you would be responsible to provide an engineering analysis demonstrating the feasibility of upgrading the lift station, as well as the full cost of those upgrades. As for the domestic water supply, your parcel will be served from the existing 8 -inch water main in the stub street along your east boundary, and the future 8 -inch water main in the stub street along the west boundary. Please let me know if you should have Sincerel ruce Frec eton, Development Service Manager Cc Mike Reno, Central District Health Department alley Engonee ng,Inc. CIVIL ENGINEERINGIPLANNINGICADD PRESSURE SEWER LIFT STATION CALCULATIONS e State 0MaboaNpartmeneo6`IEaevecrsaerezertc�IB o9lsg norm Regional Office FLMS & SP ECMO j °d0NS M' VMS° "bhm dens e7a &Of EPCeilications have eta aeviewed for ceurqtlwee 'All, Deparaartent'of Environmental Qpailiry reales. 'fl7ais review dDes not relieve the Owner, engineer, or the contractor of the respeasibifeay to design or construct these raei.itles in compliance with all-uttmt appli= cable federal, state and local laws orales, tegnlations; or oiiinances, Plans andtor spm®fredtions must b a�m6tliaw icor rev! o� 'a ' nodcta0* wi ina to Gro oa vel da3e< ateY[EV8'Aa9�' g,,,,.„„V6St Vii^, km appmamP �a�iatms� PROJECT NO 024046 DATE: July 6 2005 Revised OWNER: ,Toler A. Laude, Sr.; President Liberty Development, Inc. 114 E. Idaho St., Suite 230 Meridian, ID 83642 1500 E. Iron Eagle Drive o Eagle, Idaho 83616 * Tel,: 208-938-0013 o Fax_ 208-938-0516 v m-baileyengineers.com SILVERLEAF SUBDIVISION SEWER LIFT STATION CALCULATIONS vo Single Family Lot From Silverleaf Subdivision L�,200 Ingle Family Lots From Proposed Future Subdivisions ture Elementary School - 660 Students * Mike Meyers Property Not Included In These Calculations Assume 250 gpd/house Assume 23 gpd/student 250 gpolhouse * 143 = 35,750 gpd 200 gpd/house * 200 = 50;000 gpd 660 Students * 23 gpd = 15,180 gpd Daily Average Flow = 100,930 gpd Assume 2.5 people per lot Population = (2._5 * 343) + 660 Students - 1,518 people = 808 Single family residents Peak Hourly Flow Factor = 3.80 Front Fig. 1 — 10 STATE STANDARDS Peak Hourly Flow = 100,930 * 3.80 = 383,534 gpd 383,534 gpd * Id/24 hr* 1 hr/60 rain = 266 qpm Use 266 pgm = 0.59 cfs Average Daily Flow 100,930 gpd * Id/24• hr * 1 hr/60 min = 70.09 gpm WET WELL SIZE: Required Volume_ V = t * Q/4 t = pump cycle time (on/on) minimum cycle time is 6. min Pumps work alternately, therefore use 6 min Assume Min. Velocity = 2ft/s Pump Capacity = 266 gpm = 0.59 cfs Volume = Required storage volume, gallons = 6.0 min * 266 gpm/4 = 399 gal WET WELL VOLUME Use 8 It diameter well Storage = 375.8 gal/ft of depth . A=3.14(4)"2' = 50.24 cf STORAGE/FT OF WET WELL _ (50.24 cf)"7.4805 GAL/1 cf = 375.82 gal/ft SEWER PUMP STATION DESIGN: Approximate Working Depth (AWD) AWD = Required Storage Volume I Wet Well Volume Per Foot AWD 399 gal / 375.8ga1/ft = 1,06 ft Use 2.0 ft (Plus Emergency Storage Capacity) FILLING TIME (T) T = Storage Volume / AGPM T = 375.8 gal/ft 170.09 gal/min = 5.36 min/ft PRESSURE SEWER PIPE SIZE: Assume 6" PVC Pipe V =Q/A V= 0.59cfs/3.14 = r"2 V=3.00 ftfs OK PUMP HORSEPOWER: Minimum Elevation of Wet Well Bottom = Inlet Pipe Invert Elev. - Working Depth - Mm Submergence = 2541:92 -3.0 -2.50 = 2536.42 ft ELEVATION HEAD: H = Elevation at PS High Point- Elevation of Wet Well Invert = 2552.48 ft — 2525.5 ft = 26.98 ft EQUIVALENT LENGTH OF PRESSURE SEWER PIPE Length of Pressure Sewer Pipe = 977 ft Length of Lift Station Piping = 21 ft Horizontal Bends 4 - 90 degree 4 = 10 = 40 ft 1 — Thru Run Tee = 8.3 ft 1 — 4" Check Valve = 31 If 2 — 4" Gate Valves = 2.9 ft TOTAL =1080 ft SEWER PUMP STATION DESIGN: Friction Hea.dloss G--120 max (1 00/c) "1.852 = 0.7134 f = 0.2083 * (100/0 "1.852 � QA1 .852/dA4.8655 0.2083 + (100/c) A1,852 i 266^1.852/6"4.8655 = 0.75 ft per 100 ft of pipe HL = 0.75 ` Total Equivalent pipe length/ 100 ft =0.75+10801100 = 8J3 ft TOTAL DYNAMIC HEAD (TDH): (Total System Head) + (Elevation Head + Friction Head Loss) TDH =26.98 + 8.13 TDH = 35:1 ft Brake Horsepower (Hp) Hp = Q '-TDH/ 3960 * 0.55 Hp = 266 * 35.1 13960 * 0.55 Hp = 4.28 Hp Use 5 Hp Pump Emergency Storage: 15 min x 0.59 cfs x 60s/min = 265.5 cf 265.5 cf r 7.48 gal/ 1 cf = 1,986.00 gal 1,986.0 gal/375.8 gal/ft= 5.28 ft SEVt/ER PUMP STATION INFORMATION: WET W ELL: Rim Elevation Gravity Sewer Inlet Elev Emergency Storage Highwater Alarm Elev. Second Pump On Elev. Pump On Elev. Pump Off Elev. Floor Elevation Height GRAVITY SEWER: Inlet Pipe Diameter PRESSURE SEWER PIPE: = 2554,86 = 2541.92 = 10.61 ft = 25320 ft = 2531.50 ft = 2530,0 fit 2528.0 ft 2525.5 ft 29.36 ft Use 29.5 ft = 8 inch Pipe Diameter = 6.inch Flow Velocity = 3.00 ftls Pipe Length = 1080 ft Pipe Discharge Dev. at Wet Well = 2549:02 Pipe High Point Elev. = 2552.4.8 Pipe Final Discharge Efev. = 2550.94 FLOW DA -TA: Population of Developments = 1,518 people Average Daily Flow = 100,930 gpd Peak Flow Factor = 3.80 Peak Design Flow = 3.83,534 gpd Peak Design Flow = 266 gpm PUMP DATA: Pump Capacity = 266 gpm Elevation Head = 26.98 ft Friction Headloss = 8.13 ft Total Dynamic System Headloss = 35.1 ft Horse Power = 5.0 hp