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Home My WebLink About20183201.tiff WATER SUPPLY INFORATION SUMMARY Section O.20- i33,(d), C. R .S. requires that the applicant submit to the County,"Adeguaie evidence that a water supply that is sufficient in terms of quantity, quality and dependability will be available to unsure an adequate supply ci water. 1. NAME OF DEVELOPMENT AS PROPOSED e . WINDMILL FARMS 2. LAND BE ACTION RESTAURANT, COFFEE SHOP/EVENT CENTER 3. NAME OF EXISTING PARCEL AS RECORDED Lot B, Rec. Exe. No. 0807-05- 1 RE-4682 , Rec. 11 /26/2007 at Rec. No. 3519338 SUBDIVISION FILING BLOCK 'LOT 'irk 11 4. TOTAL ACREAGE G. NUMBER OF LOTS PROPOSED PLAT MAP ENCLOSED �- Y'ES R. P�ROEL HI TORY Plea atta op�ies f Beds. play e,r oth r evidence ur d Berne, tntran�. certl l onveya ce •`r`•rr.r.`r` .`fT.TRl4NR..NFl.N......:.....ro.. o....s.....v ..afHi...•eefY.tlfn etff e•.a h.a t.....n a.•a.....fW.N...s. .....w.afaau a.a.. ..;..a.. ....aii� i4iliWii'.LWiaW.4...■.W.■.siiFNY.t Wi-iiiiriNiiii�.TAT!!'tllfRflfaffMlle r..m..a. ........►.ol4.Nlr. A, Was parcel recorded with county prior to June 1 , 1972? ® YES ND G. Has the parcel ever been part of a division of land action since June 1 , 1972? EK YES CI NO If yes, describe the previous action USR 1, LOCATION OF P'ARCEIL - lIn nd� n snap he project area and tie to a section corner, ...T......f..N.f.s4A...N.. ......a'.N.N.N.•.U....•l.U...... ....................... ....r wlirl.....r.eT!°!TlRIfH'ii!-lfd.dfM rlll.f-YfarNiiS N.lNaf..idbNl L.H.N.N.l1NllRMiF.IF. -Nf/i.#!��..r lT*II.Mlq!!.!!VM!.MA'.!°lFlFl.1.Lf!!1!!'MRIT!7!-p.RM FR.I...aMll..a 174 OF NW 114 SECTION 5 TOWNSHIP 6 INN U S RANGE ❑ E W PRINCIPAL MERIDIAN: X 6TH ❑ F.M. .. . UTE E COSTILEA 8. PLAT = Location of all wells on property must be plotted and permit nu tars provided, Surveyors plat Pia Yes I No ti not, glad hand drawn sketch ❑ Yes ❑ No 9. ESTIMATED WATER REQUIREMENTS - Gallons per Day or Acre hit par Year 1D. WATER SUPPLY SOURCE ��•" �-'•"�!'Y'1°i1r{'"s!'•{irfFrtiii=e�H�IR NiefNPJ1tHNNbrrtN..fl.!.F-r.r.iNl.'19rN.9aNarN.11aro..ullM►rfi.f..fi.�t.YlMrw Na!!O¢li.W.ua WY uasisWaa.nnaiai+:iai ia.:a.aia-iLaIn.aa.-as-.asiasflmiWLIauatn&eaa iiLii iiiiiiriii+iLli�jyi.T'3!T1T'TTLT!!T!•lltTT'!ll9 T.NYf HIT}!N'hllNfY Nf'N Yi• a . 71 EXISTING El DEVELOPED O NEW ELI S I WELLS PRING r to glow - (CHECK eNq HOUSEHOLD USE # of units GPO AF WELL PERMIT NUMBERS • l ❑ ALINAL MIR ARAPAKQE ID UPPER DAWSON Cl LOWER ARAPAHOS , COMMERCIAL USE # 9,002 of S.F. 76 , 320 at 639 . 5 AF - i O LOWER CIAWSCIN Cl LARAMIE FOX HU ID CGOW 0 DAKOTA D OMB IRRIGATION # of acres GPO AF NJ.N.H.LNi N.W-..•la..a.i...a1.l-.magma - Aug .t.aal■I:M.Y iHit sane iYiNi44iai.iii.ev .... •... -»...s»*maven r.FreIf er_ STOCK WATERING # of head GPO AE U MUNICIPAL NORTH WELD �! C 0CIATIOI�I O NT WATER COURT DECREE CASE NO.'S OTHER GPO AF COMPANY CATER DISTRICT DISTRICT = TOTAL GPO AF NAME NWCIND LETTER OF COMMITMENT FOR SERVICE Mt YES ❑ NO 11 . €NGINEER' S WATER SUPPLY REPORT 2i YES B NO IF YES, PLEASE FORWARD WITH THIS FORM; Uhl may be regUired 'before our review is compietedJ 12 . TYPE OF SEWAGE DISPOSAL SYSTEM -• •.•••.ngfif.Nllfsi'. I ars....n.r...w.n.......ff/a..7w -l....W.s.f.•N.l.l•.P..W..l in..ssiaM.ia.i:...... err.fTr.r:•rT'larN.euu.l.fo-tea..be rrefr.efe tree+.ern nrTe e Te•f efl.•-rye.iefa*rifleman' . ...... ..... .... .it.rave leas oar ... ......r SEPTIC TANKPLEACH FIEF ❑ CENTRAL SYSTEM - DISTRICT NAME D LAGOON ❑ VAULT n LOCATUON SEWAGE HAULED TO 1O ENGINEERED SYSTEM (Weds eds a copy of engineering design) , I OTHER H NORTH COUNTYW ELI WATER DISTRICT is• 32825 CR 39 • LUCERNE, CO 80646 a +- P. O . BOX 56 • BUS : 970-356-3020 • FAX : 970-395 -0997 �, Es 1962 p is W W.N CWD . ORC • EMAIL : WATER@NWCWD . ORG vvATEia May 31 , 2018 Cheryl Sweet Trust 3874 Ridgeline Drive Timnath , CO 80547-2356 Subject : Water Service Request, Sweet Property, Proposed USR for Commerical Event Center, Resturant, and Coffee Shop This letter is in response to your inquiry regarding water service to the following described property: Approximately 7674 WCR 74 , Lot B RE-4682 in a portion of the W 1/2 of the NE 14 of Section 5 , T8N , R67W of the 6th Prime Meridian Parcel 080705100016 (See attached North Weld County Water District sketch) In order to support the applicant with obtaining water service, the applicant should understand the following : 1 . Water Service is presently being provided to the above-mentioned property through Meter No. 4860 which remains unset at this time. 2 . North Weld County Water District (District) is able to provide water service to the above described property, contingent upon all requirements of the District being satisfied. The applicant has requested the installation of the residential meter and one fire hydrant in advance of providing specific details on the property development, anticipated water demands, or fire flow requirements. The ability of the District to provide water service to the property is contingent upon the applicant submitting demand and fire flow information . If all District requirements , including all contracts , have not been satisfied and completed with the District within one year (12 months) of the date of this letter, the District may refuse to supply water to the above described property. After one year, it should be understood that the District reserves right to refuse water service , if raw water is unavailable , and/or pipeline or water treatment capacity is not capable of providing water service to the above-described property. 3 . Before a water tap may be purchased , the applicant must provide a copy of a Warranty Deed , a Physical Address , and this letter. 4 . The applicant must sign and execute any and all necessary Easement and Rights-of-Way Agreements regarding specific locations, widths , size of pipeline(s) and descriptions for the Line Extension as determined by the District. Providing water service to the above described property is contingent upon execution and recording of the Easement and Right- of-Way Agreements . Until such Easement and Right-of-Way Agreements are finalized and recorded to the satisfaction of the District, the District will not initiate the design or construction of the Line Extension needed to provide water service to the above-described property. The District hopes this letter provides the necessary information to facilitate progress in meeting the requirements needed to secure water for the above described property. Should you have any questions or concerns, please let me know. Sincerely, irtetILIV 4 Leann Koons North Weld County Water District WWESTERN ENGINEERING CONSULTAN . 3 INC LIE 1 1 Preliminary Draft WINDMILL FARM 7476 WCR 74 Windsor CO 80550 Weld County, CO NE 1/4 Section 5, T N, R67W of ,stn PM WATER AND SANITARY SEWER STUDY March 28 , 2018 (WECI # 0298. 001 . 00 ) PROJECT DESCRIPTION A restaurant and events center are proposed in Weld County, 3 .5 miles east of 125 and north of Windsor. Please refer to the plans. Water service will be provided by the North Weld County Water District. Wastewater treatment will be on-site (designed by others). The owner provided the plumbing fixture counts and other information. An 8-inch water main exists along the north side of WCR 74. An X-inch line is proposed to serve a fire hydrant to be installed on the site. The two buildings have the fixtures as listed on the attached sheet. ASSUMED Design pressure used is 60 psi at the main line . Water pressure is to be confirmed . DOMESTIC WATER Based on the current fixture count, the SITE design peak flow rate is 53 gpm . 30 gpm was used for each building branch . A 1 .5-inch tap and meter (peak capacity 80 gpm) is proposed [1 -inch capacity is 40 gpm] . Resulting residual pressure is calculated to be 29 psi at each building [coincidence] during design peak flow. Various fixtures may require up to 30 psi to operate, the mechanical engineer should advise the owner on this . See the attached service calculations. The 1 . inch water tap will be on the existing 8-inch main line. The meter will be near the property line. The service will be increased to 2-inch ( minimum), 5 feet downstream of the meter. Due to the length of service and interior distribution lines, a 2-inch line (minimum) is proposed from the meter to a Connection "A", west of the restaurant. Separate 2-inch lines then go to the restaurant and the events center. 2-inch backflow preventers will be in the buildings. FIRE PROTECTION • ne fire hydrant is proposed on site. The current area available fire flow should be confirmed with a field test. x-inch fire sprinkler service line will be brought in the east end of each building . Fire lines will be tapped on the xxx water line . ---End of Text--- WATER METER AND SERVICE LINE SIZE March 28, 2018 Windmill Farm Revision 0 7476 WCR 74, Windsor, Weld County, Colorado Askeland A. ESTIMATE FIXTURE COUNT AND PEAK FLOW RATE (IPC 2012) AND METER SIZE FIXTURE UNITS FIXTURE /FIXTURE Backyard Bird Coffee Shed White Gable WSFU Q WSFU O WSFU +a WSFU Bathtub or Shower (PRIVATE) 1 .4 0 0. 0 0 0.0 0 0.0 Bathtub or Shower (public) 4.0 0 0. 0 0 0.0 0 0.0 Dishwasher (PRIVATE) 1 .4 0 0. 0 0 0.0 0 0.0 Dishwasher (public, estimated WSFU) 4.0 1 4. 0 0 0.0 1 4.0 Drinking Fountain or Ice Machine 0. 25 0 0. 0 0 0.0 0 0.0 Hose Bib 2.5 0 0. 0 0 0.0 0 0.0 Hose Bib, each additional - assumed 1 .0 0 0. 0 0 0.0 0 0.0 Lavatory ( PRIVATE) 0.7 0 0. 0 0 0.0 0 0.0 Lavatory (public) 2.0 2 4. 0 0 0.0 6 12.0 Sink, Bar (public) 2.0 3 6. 0 1 2.0 0 0.0 Sink, Kitchen (private) 1 .4 0 0. 0 0 0.0 0 0.0 Sink, Kitchen (hotel, restaurant, etc. ) 4.0 7 28. 0 0 0.0 3 12.0 Sink, Service (offices, etc. ) 3.0 1 3. 0 0 0.0 1 3.0 Urinal (public, 3/4" flush valve) 5.0 0 0. 0 0 0.0 0 0.0 Urinal (public, 3/4" flush tank) 3.0 0 0. 0 0 0.0 0 0.0 Washing Machine, 8 lb (PRIVATE) 1 .4 0 0.0 0 0.0 0 0.0 Washing Machine, 81b (public)- 3.0 0 0.0 0 0.0 0 0.0 Washing Machine, 15lb (public) 4.0 0 0.0 0 0.0 0 0.0 Water Closet, tank (PRIVATE) 2.2 0 0. 0 0 0.0 0 0.0 Water Closet, flushometer valve (PRIVATE) 6.0 0 0. 0 0 0.0 0 0.0 Water Closet, tank (public) 5.0 4 20. 0 0 0.0 8 40.0 Water Closet, flushometer valve (public) 10.0 0 0. 0 0 0.0 0 0.0 Water Closet, flushometer tank valve (PRIVATE or p 2.0 0 0. 0 0 0.0 0 0.0 TOTAL FIXTURES 18 1 19 TOTAL WSFU , fixture units 65 .0 2.0 71 .0 For use in Table E103.3(3) PEAK FLOW RATE , gpm 35 1 36 IPC, Table El 03. 3(3) see note 7. see note 7. SITE TOTAL WSFU, fixture units 138.0 For use in IPC Table E103 .3(3) SITE TOTAL -- PEAK FLOW RATE, gpm 53 from tap to meter to Connection "A" USED AS DESIGN FLOW RATE [use 30 gpm each building branch after "Al SITE METER SIZE MINIMUM, INCHES 1 . 50 meter capacity, gpm (See note 6 below) 80 NOTES: 1 . Fixture type and quantity are estimates. Type and quantity of fixtures provided by Owner, unless noted as "assumed". 2. TANK water closets, per Owner. Used IPC Table E103.3.3.column (attached). 3. If "private", use is restricted to employees and guests, except as noted public. 4. Final design should confirm fixture types and quantities. 5. IPC (International Plumbing Code) rate is "Peak Flow Rate" and is used as the Design Flow Rate in other calculations. 5. b. WSFU = Water Supply Fixture Unit. 6.a. Meter design capacity recommended by the Denver Water (80% of AWWA C700 meter standards): 6.b. 3/4" - 16 gpm, 1 " - 40 gpm, 1 1 /2" - 80 gpm , 2" - 128 gpm, 3" - 250 gpm, 4" - 400gpm, 6" - 800 gpm. 7. The demand for each building is based on the IPC demand curve, and that it is the only building in use. --- END OF PAGE ---- WATER METER AND SERVICE LINE SIZE Service tap to meter to Connection "A". March 28, 2018 Windmill Farm Revision 0 7476 WCR 74, Windsor, Weld County, Colorado Askeland This civil engineering calculation is for the water service UP TO the building. The residual pressure, and items inside the building are for illustration only. Refer to the building engineer's submittal for design in the building. NET BA . SERVICE LINE SIZE - service tap to meter to building - IPC method demand PRESSURE ENTER REQUIRED GAIN OR GIVEN INFORMATION (ENTER) INFORMATION LOSS, psi 1 " meter capacity is 40 gpm 1 Design (Peak Flow) Rate, gallons per minute (see calc A.) 53 1 .5" meter capacity is 80 gpm (XX gpm per ME .) 2 Water Pressure at the AT THE PUBLIC MAIN (minimum daily service pressure), psi 60 60 .0 ASSUMED (ME used xx psi) See Note 2 3 Service Tap diameter, inches 1 .50 4 Calculated Velocity, feet per sec. 9.6 HEAD LOSSES Calculated Diameter, Inches Velocity, fps 5 Meter loss, psi (ENTER from manufacturer's chart) 1.50 5 9.6 -5.0 6.a. Backflow Preventer loss, psi (ENTER from manufacturer's chart) 2.00 0 5.4 0 .0 (size assumed) BFP in Building 7.a . Service Length from tap to meter, feet (ENTER) 1.50 100 9.6 -11 .9 (aka Building Supply) 7. b. Service Length from meter to Connection A, feet (ENTER) ZOO 200 5A -5.9 (aka Building Supply) Connection A 7.c. Service Length from building to mech room, feet (ENTER) 2.00 0 Sit 0 .0 (aka Water Distribution Pipe) assumec length 7.c. Interior Distribution Length, feet (ENTER) 2.00 0 5.4 0 .0 (aka Water Distribution Pipe) assumes length Total Equivalent Equivalent ESTIMATED: feet each Quantity (enter) Length 8 Fittings, Equivalent Length Corp Stop and Tap 5 1 5 assumed fittings Curb Stop 1 1 1 Ball Valve 1 4 4 Gate Valve 1 2 2 Butterfly Valve 5 0 0 Check Valve 11 0 0 Tee Branch 5 2 10 Coupling or Straight Run Too 1 4 4 Bend 90 3 2 6 Total Equivalent Length , feet 32 Fitting Diameter Approximate, inches (ENTER) Average diameter: 1 .75 estimated Total Fittings Loss, psi -1 .8 9 Elevation Difference, Water Main to Connection, + or -, feet (ENTER + or -) (elev lower at connection] 10 4.3 (elevation of static pressure reading location minus elevation of highest fixture) 10 RESULTING RESIDUAL PRESSURE downstream of meter, psi 40 (IPC: 8 psi minimum is required for tanks and 15 psi for flushometer fixtures, at the highestfixture.) psi (20-30 psi plus is minimum to operate some water fixtures satisfactorily.) at Connection "A" >> A 1 .5-inch tap and service line to meter, and 2-inch from meter to Connection A. C. SUMMARY 1 DESIGN PRESSURE AT THE MAIN, psi 60 see note 2. 2 DESIGN FLOW RATE, gallons per minute 53 3 METER SIZE, inches 1 .50 4 BACKFLOW PREVENTER, inches 2.00 5.1 SERVICE (BUILDING SUPPLY) SIZE, water main to meter, inches 1 .60► 5.2 SERVICE (BUILDING SUPPLY) SIZE, meter to building, inches 2.00 6 INTERIOR DISTRIBUTION LINE, inches 2.00 7 RESIDUAL PRESSURE CALCULATED AT DESIGN FLOW RATE, psi 40 at Connection "A" CONCLUSIONS: A 1 .5-inch meter has adequate capacity to serve the peak design use, XXX gpm peak flow. Hydraulically a 2-inch line from the meter to Connection "A" is needed due to the service length and resulting pressure loss Hydraulically a 2-inch line to each building is needed due to the length and resulting pressure loss. The residual pressure is calculated to be XXX psi after the meter, during domestic peak flow. The contractor should confirm the assumed lengths and number of fittings and report to the owner prior to construction . Reference the International Plumbing Code 2012: Appendix E Water Notes: 1 . Refer to the Mech Engineer submittal for water fixture unit talcs. 2. Static pressure varies. Static site pressure should be confirmed, ASSUMED 70 psi = 90% of static at the main . PRESSURE has NOT been measured. 3. The proposed meter will be in a vault near the property line . It is assumed that the service line will be copper or have a similar friction loss. 4 .a. Meter design capacity recommended by the Denver Water (80% of AVVWA C700 meter standards): 4 .b. 314„ - 16gpm, 1 " - 40gpm, 1 112" - 80 gpm, 2" - 128 gpm, 3" - 250 gpm, 4" - 400gpm, 6" - 800gpm . 5. Assumed backflow preventer in building. --- END OF PAGE WATER METER AND SERVICE LINE SIZEConnection "A" to Restaurant. March 28, 2018 Windmill Farm Revision 0 7476 WCR 74, Windsor, Weld County, Colorado Askeland This civil engineering calculation is for the water service UP TO the building. The residual pressure, and items inside the building are for illustration only. Refer to the building engineer's submittal for design in the building. NET BA . SERVICE LINE SIZE - service tap to meter to building - IPC method demand PRESSURE ENTER REQUIRED GAIN OR GIVEN INFORMATION (ENTER) INFORMATION LOSS, psi 1 Design (Peak Flow) Rate, gallons per minute (see calc A.) 30 (XX gpm per ME .) 2 Water Pressure at the AT Connection A, psi 40 40.0 ASSUMED (ME used xx psi) from prior calc 3 Service Tap diameter, inches n/a 4 Calculated Velocity, feet per sec. nla HEAD LOSSES Calculated Diameter, inches Velocity, fps 5 Meter loss, psi (ENTER from manufacturer's chart) 1.50 0 5.4 0 .0 6.a. Backflow Preventer loss, psi (ENTER from manufacturer's chart) 2.00 6 3.1 -6 .0 (size assumed) 7.a . Service Length from tap to meter, feet (ENTER) 1.50 0 5.4 0 .0 (aka Building Supply) 7. b. Service Length from Connection A to building , feet (ENTER) ZOO 60 3.1 -0 .6 (aka Building Supply) 7.c. Service Length from building to mech room, feet (ENTER) 2.00 40 3.1 -0 .4 (aka Water Distribution Pipe) assumec length 7.c. Interior Distribution Length, feet (ENTER) 2.00 100 3.1 -1 .0 (aka Water Distribution Pipe) assumec length Total Equivalent Equivalent ESTIMATED: feet each Quantity (enter) Length 8 Fittings, Equivalent Length Corp Stop and Tap 5 0 0 assumed fittings Curb Stop 1 0 0 Ball Valve 1 2 2 Gate Valve 1 1 1 Butterfly Valve 5 2 10 Check Valve 11 0 0 Tee Branch 5 4 20 Coupling or Straight Run Too 1 8 8 Bend 90 3 4 12 Total Equivalent Length , feet 53 Fitting Diameter Approximate, inches (ENTER) Average diameter: 2 .00 estimated Total Fittings Loss, psi -0 .5 9 Elevation Difference, Water Main to Connection, + or -, feet (ENTER + or -) -5 -2 .2 (elevation of static pressure reading location minus elevation of highest fixture) 10 RESULTING RESIDUAL PRESSURE downstream of meter, psi 29 (IPC: 8 psi minimum is required for tanks and 15 psi for flushometer fixtures, at the highestfixture.) psi (20-30 psi plus is minimum to operate some water fixtures satisfactorily.) at interior building >> 2-inch from Connection A to the EventsCenter. C. SUMMARY 1 DESIGN PRESSURE AT Connection A, psi 40 ,ee note 2. 2 DESIGN FLOW RATE, gallons per minute 30 3 METER SIZE, inches n{a 4 BACKFLOW PREVENTER, inches 2.00 5.1 SERVICE (BUILDING SUPPLY) SIZE, water main to meter, inches n{a 5.2 SERVICE (BUILDING SUPPLY) SIZE, Connection A to building, in. 2 .00 6 INTERIOR DISTRIBUTION LINE, inches 2.00 7 RESIDUAL PRESSURE CALCULATED AT DESIGN FLOW RATE, psi 29 CONCLUSIONS: Hydraulically a 2-inch line from Connection A to the building is needed due to the service length and resulting pressure loss The contractor should confirm the assumed lengths and number of fittings and report to the owner prior to construction . Reference the International Plumbing Code 2012: Appendix E Water Notes: 1 . Refer to the Mech Engineer submittal for water fixture unit talcs. 2. Static pressure varies. Static site pressure should be confirmed, ASSUMED 70 psi = 90% of static at the main . PRESSURE has NOT been measured. 3. The proposed meter will be in a vault near the property line . It is assumed that the service line will be copper or have a similar friction loss. 4 .a. Meter design capacity recommended by the Denver Water (80% of AVVWA C700 meter standards): 4 .b. 314" - 16 gpm, 1 " - 40 gpm, 1 112" - 80 gpm, 2" - 128 gpm, 3" - 250 gpm, 4" - 400gpm, 6" - 800 gpm . 5. Assumed backflow preventer in building. --- END OF PAGE WATER METER AND SERVICE LINE SIZEConnection "A" to Events Center. March 28, 2018 Windmill Farm Revision 0 7476 WCR 74, Windsor, Weld County, Colorado Askeland This civil engineering calculation is for the water service UP TO the building. The residual pressure, and items inside the building are for illustration only. Refer to the building engineer's submittal for design in the building. NET BA . SERVICE LINE SIZE - service tap to meter to building - IPC method demand PRESSURE ENTER REQUIRED GAIN OR GIVEN INFORMATION (ENTER) INFORMATION LOSS, psi 1 Design (Peak Flow) Rate, gallons per minute (see calc A.) 30 (XX gpm per ME .) 2 Water Pressure at the AT Connection A, psi 40 40.0 ASSUMED (ME used xx psi) from prior calc 3 Service Tap diameter, inches n/a 4 Calculated Velocity, feet per sec. nla HEAD LOSSES Calculated Diameter, Inches Velocity, fps 5 Meter loss, psi (ENTER from manufacturer's chart) 1.50 0 5.4 0 .0 6.a. Backflow Preventer loss, psi (ENTER from manufacturer's chart) 2.00 6 3.1 -6 .0 (size assumed) 7.a . Service Length from tap to meter, feet (ENTER) 1.50 0 5.4 0 .0 (aka Building Supply) 7. b. Service Length from Connection A to building , feet (ENTER) ZOO 270 3.1 -2 .8 (aka Building Supply) 7.c. Service Length from building to mech room, feet (ENTER) 2.00 40 3.1 -0 .4 (aka Water Distribution Pipe) assumec length 7.c. Interior Distribution Length, feet (ENTER) 2.00 150 3.1 -1 .5 (aka Water Distribution Pipe) assumes length Total Equivalent Equivalent ESTIMATED: feet each Quantity (enter) Length 8 Fittings, Equivalent Length Corp Stop and Tap 5 0 0 assumed fittings Curb Stop 1 0 0 Ball Valve 1 2 2 Gate Valve 1 1 1 Butterfly Valve 5 2 10 Check Valve 11 4 0 Tee Branch 5 4 20 Coupling or Straight Run Teo 1 8 8 Bend 90 3 4 12 Total Equivalent Length , feet 53 Fitting Diameter Approximate, inches (ENTER) Average diameter: 2 .00 estimated Total Fittings Loss, psi -0 .5 9 Elevation Difference, Water Main to Connection, + or -, feet (ENTER + or -) 0 0 .0 (elevation of static pressure reading location minus elevation of highest fixture) 10 RESULTING RESIDUAL PRESSURE downstream of meter, psi 29 (IPC: 8 psi minimum is required for tanks and 15 psi for flushometer fixtures, at the highestfixture.) psi (20-30 psi plus is minimum to operate some water fixtures satisfactorily.) at interior building >> 2-inch from Connection A to the EventsCenter. C. SUMMARY 1 DESIGN PRESSURE AT Connection A, psi 40 ,ee note 2. 2 DESIGN FLOW RATE, gallons per minute 30 3 METER SIZE, inches n{a 4 BACKFLOW PREVENTER, inches 2.00 5.1 SERVICE (BUILDING SUPPLY) SIZE, water main to meter, inches n{a 5.2 SERVICE (BUILDING SUPPLY) SIZE, Connection A to building, in. 2 .00 6 INTERIOR DISTRIBUTION LINE, inches 2.00 7 RESIDUAL PRESSURE CALCULATED AT DESIGN FLOW RATE, psi 29 CONCLUSIONS: Hydraulically a 2-inch line from Connection A to the building is needed due to the service length and resulting pressure loss The contractor should confirm the assumed lengths and number of fittings and report to the owner prior to construction . Reference the International Plumbing Code 2012: Appendix E Water Notes: 1 . Refer to the Mech Engineer submittal for water fixture unit talcs. 2. Static pressure varies. Static site pressure should be confirmed, ASSUMED 70 psi = 90% of static at the main . PRESSURE has NOT been measured. 3. The proposed meter will be in a vault near the property line . It is assumed that the service line will be copper or have a similar friction loss. 4 .a. Meter design capacity recommended by the Denver Water (80% of AVVWA C700 meter standards): 4 .b. 3/4" - 16 gpm, 1 " - 40 gpm, 1 1 /2" _ 80 gpm, 2" - 128 gpm, 3" - 250 gpm, 4" - 400gpm, 6" - 800 gpm . 5. Assumed backflow preventer in building. --- END OF PAGE Windmill Farm Weld County , CO APPENDIX E 53 gpm March , 2018 , WEC ESTIMATED PEAK FLOW TABLE E103.3(3) TABLE FOR ESTIMATING DEMAND SUPPLY SYSTEMS PREDOMINANTLY FOR FLUSH TANKS SUPPLY SYSTEMS PREDOMINANTLY FOR FLUSI-IOMETER VALVES I Load Demand Load Demand (Water supply fixture (Cubic feet per units) (Gallons per minute) minute) (Water supply fixture units) (Gallons per minute) ( Cubic feet per minute) .. .. 1 A .0 0.04104 - 2 5 .0 0.0684 - - 3 6.5 0.86892 - - 4 8.0 1 .06944 - _ 5 9.4 1 .256592 5 15.0 2.0052 6 1 .7 1 .430376 6 17.4 2 .326032 7 11 .8 I . 5774247 19. 8 2.646364 8 12.8 1 . . 1 1 104 8 22.2 2.967696 9 13.7 1 .83 1416 9 24.6 3 .2.88528 10 14.6 1 .951728 10 27.0 3.60936 11 15.4 2.058672 11 27 .8 3 .716304 12 16.0 2. 13888 12 28.6 3 .823248 13 16.5 2 .20572 13 29.4 3.930192 14 17.0 2.27256 14 30.2 4.037136 15 17.5 2. 3394 15 31 .0 4. 14408 16 18.0 2.90624 16 - 31 .8 4.241024 17 18.4 2.459712 17 32.6 4.357968 18 18.8 2.513184 18 33.4 4.464912 19 19.2 2.566656 1 9 34.2 4 .571856 20 19.6 2.620128 20 35.0 4 . 6788 - 25 21 .5 2.87412 -) 5 38,0 5 .07984 30 23,3 3. 114744 30 42.0 5 . 61356 35 24.9 3.328632 35 44.0 5. 88192 140 40 26.3 3.515784 40 46.0 6. 14928 wsfu f u 45 27 .7 3.702936 45 48.0 6.41664 50 29. 1 3.890088 50 50.0 6.684 53 60 32.0 4.27776 6() 54.0 7.21872 g p m 70 _ - 35 .0 4.6788 70 58.0 7.75344 SO 38.0 5.07984 8() 61 .2 8. 181216 , 90 41 .0 5.48088 90 643 8.595624 10101 43 . 5 5 . 81508 100 67.5 9.0234 I 120 48 .0 6.41664 120 73.0 9.75864 ....a> 140 52.5 7.0182 140 77.0 10.29336 160 - _ 57.0 7.61976 160 81 .0 10. 82808 180 6 _ .1) 8. 15448 180 85.5 11 .42964 200 65 .0 8.6892 200 90.0 12.0312 225 70 .0 9.3576 225 95 .5 12.76644 250 75 .0 10.026 250 101 .0 13.50168 (continued) 2012 INTERNATIONAL PLUMBING CODE® 133 I SO9 LOGIC February 19 , 2018 Cheryl Sweet 7674 County Road 74 Windsor, Colorado 80550 Re : Site Evaluation and Engineered Septic System Design On- Site Wastewater Treatment System ( OWTS ) Windmill Farms - Proposed Event Center Parcel Number : 080705100016 Lot B , Recorded Exemption RE -4682 7674 County Road 74 , Weld County (Windsor), Colorado Soilogic Project it 17- 1360 Mrs . Sweet : Soilogic , Inc. ( Soilogic) personnel have completed the test pit observation and site evaluation you requested to determine the suitability of the above referenced site to support an On- Site Wastewater Treatment System (OWTS ) . We understand the system will treat effluent generated by the proposed event center to be constructed on Lot B of Recorded Fxemption RE-4682 near Windsor, in unincorporated Weld County, Colorado . Results of the completed site evaluation and engineered OWTS design details are included with this report. At this time , we understand an OWTS design (by others ) has been completed for a system located on the southwestern portion of this property and was sized to treat effluent generated by the existing four (4) bedroom residence with a design capacity of 525 gallons per day. In addition, we understand plans are in place for the construction of a proposed restaurant/coffee shop building in the northeastern portion of this lot which will also require an OWTS . At this time, we understand the restaurant/coffee shop building will generate a design flow of approximately 1995 gallons per day. Additionally, we understand plans are in place for a future four (4) bedroom residence with an OWTS and design capacity of 525 gallons per day to be constructed on the western portion of the site as well as a brewery to be constructed on the northwestern portion of the site . We understand , the construction of the future brewery and residence may be dependent upon the ability to connect to a municipal sewer service. Based on our review of the Colorado Water Quality Control Division ' s Policy Number 6 , we understand On- Site Wastewater Soilogic , Inc . 3522 Draft Horse Court • Loveland, CO 80538 • (970) 535 -6144 P. O. Box 1121 • Hayden , CO 81639 • (970) 276-2087 Site Evaluation and Engineered Septic System Design On-Site Wastewater Treatment System (OWTS) Windmill Farms - Proposed Event Center Lot B, Recorded Exemption RE-4682 7674 County Road 74, Weld County (Windsor), Colorado Soilogic Project # 17 - 1360 2 Treatment System ' s with a total design capacity of 2000 gallons per day or more serving a single property do not require site approval and design approval by the Colorado Department of Public Health and Environment (CDPHE) , provided the conditions outlined in Policy Number 6 are met. The On- Site Wastewater Treatment System proposed for the event center on this property appears to meet the conditions outlined in Policy Number 6 , and we expect will require permit through Weld County Department of Public Health and Environment ( WCPHE) . The horizontal influence areas for the proposed OWTS were calculated using the formula outlined in Policy Number 6 . Horizontal influence areas from septic systems on adjacent properties do not overlap influence area calculated for this project. A horizontal influence area diagram with calculations is included with this report. At the time of our site exploration for the proposed event center completed on January 29 , 2018 , the ground surface in the proposed Soil Treatment Area (STA) was observed to be moderately vegetated with grasses and with an approximate two-percent slope downward to the south/southwest. Evidence of prior building construction was not observed in the proposed Soil Treatment Area ( STA ) at that time . No known easements exist within the area of the proposed septic system . In addition , unsuitable , disturbed and/or compacted soils were not observed in the test pit excavations . As part of our site evaluation , Soilogic personnel observed two (2 ) test pit excavations completed by others in the area of the proposed STA. Graphic logs of the profile test pits are included with this report as test pit TP- 1 and TP-2 . The materials encountered in the profile test pits consisted of approximately 4 to 6 inches of vegetation and topsoil underlain by dark-brown to light-brown/beige Sandy Clay Loam with a Granular structure shape and a Moderate structure grade (Soil Type 3 ) which extended to depths ranging from approximately 5 to 51/ feet below present site grade and was underlain by rust-brown Sandy Clay Loam with scattered Cobble and minor Gravel with a Granular structure shape and a Weak structure grade ( Soil Type 3A) which extended to the bottom of the profile test pits at a depth of approximately 8 feet below present site grade . Soil samples obtained from the profile test pits were sealed and returned to the laboratory for further evaluation. Groundwater was not encountered in the completed profile test pits at Site Evaluation and Engineered Septic System Design On-Site Wastewater Treatment System (OWTS) Windmill Farms - Proposed Event Center Lot B, Recorded Exemption RE-4682 7674 County Road 74, Weld County (Windsor), Colorado Soilogic Project # 17 - 1360 3 the time of our site observation. We expect periodically saturated soils do not exist within the top 8-feet of subgrade soils in the area of the test pit excavations . As part of our soil evaluation, visual and tactile soil evaluations were completed on representative portions of the minus # 10 (2 mm) fraction of the soil samples obtained to determine soil classification as described by Table 10 . 1 of the Colorado Department of Public Health and Environment Water Quality Control Commission , Regulation 43 . Less than 50% of the soil was retained on the # 10 ( 2 mm) size sieve precluding the need for soil replacement procedures . In our opinion, the soil underlying the approximate infiltrative surface level can be classified as ' Soil Type 3 ' and ' Soil Type 3A ' with corresponding Long- Term Acceptance Rate ( LTAR) values of 0 .35 and 0 . 30 gpd/sf respectively and an LTAR value of 030 was used for system sizing. Weld County guidelines require a percolation rate in the range of 5 to 60 minutes per inch for use of a non- engineered conventional On- Site Wastewater Treatment System ( OWTS ) . The ` Soil Type 3A ' classification and corresponding percolation rate of 61 - 75 minutes per inch does not meet that criterion . In addition, Weld County guidelines require that neither groundwater nor crystalline bedrock be encountered within 4 feet of the ground surface in the proposed STA. The thickness of overburden soils is sufficient and meets the groundwater and bedrock separation criteria at the test locations . Based on the soil type classification outlined above and the commercial nature of this facility , Soilogic personnel completed an engineered septic system design for the event center which utilizes flow equalization. Flow equalization allows for the dispersal of the anticipated event wastewater flows over the course of one ( 1 ) week (in between events) , which reduces the overall average daily flow rate . At this time , we understand the Event Center once fully operational will generate a total average daily wastewater flow of 461 gallons per day. The design flow outlined above is based on 175 visitors at 5 gallons per visitor, per event, and eleven ( 11 ) employees at 25 gallons per event, at a frequency of three (3 ) events per week. In addition , one ( 1 ) full-time employee per day, seven (7 ) days a week at 25 gallons per day was included . We understand , the system will service only one ( 1 ) full -time employee during non-event days, allowing for the system to rest during Site Evaluation and Engineered Septic System Design On-Site Wastewater Treatment System (OWTS) Windmill Farms - Proposed Event Center Lot B, Recorded Exemption RE-4682 7674 County Road 74, Weld County (Windsor), Colorado Soilogic Project # 17 - 1360 5 assembly should be installed at the distal end of each row of distribution piping to facilitate cleaning/flushing of the system. Due to the variable average daily wastewater flow expected for this event center facility, a control panel is recommended to control a single pump , alarm and additional controls . The control panel will need to operate a programmable timer for use with timed dosing of the STA . This will distribute the wastewater flow from times of high volume more evenly throughout the week during times of lower wastewater flow . The system should include a redundant off/low level alarm to prevent excess run times and the possibility of the pump running dry along with an elapsed time meter and cycle counter to record pumping events . An Orenco S Series (S1 -PTROETMCT) Simplex Control Panel or similar is recommended . We recommend the system be set to provide four (4) doses per day or approximately 115 gallons per dose . Design flow and pump sizing calculations are included with this report . Recommendations concerning the dosing tank and pump controls can be found on the provided Septic System Design Diagram. Care should be taken at the time of system installation to ensure Weld County requirements concerning minimum required separation distances between system components and site features and amenities are maintained . A minimum 25 - foot setback is required between the STA and potable water supply lines and intermittent drainage detention pond . A minimum 20- foot setback is required between the STA and buildings and a minimum 10 -foot setback is required between the STA and property lines . According to the Colorado Division of Water Resources , no water wells are present within 100- feet of the STA . According to the FEMA Flood Map Service Center, this property is currently identified as an area of minimal flood hazard . No setbacks other than those indicated on the attached diagrams are known to affect the proposed system. Offset distances are shown in their approximate location on the included diagrams . The owner should realize an OWTS is different from public sewer service and assume the responsibility for maintenance of the OWTS . The system is relatively maintenance free although periodic pumping of the septic tanks will be required . Water use must be monitored so toilets and other fixtures are not allowed to continuously run. A freely Site Evaluation and Engineered Septic System Design On-Site Wastewater Treatment System (OWTS) Windmill Farms - Proposed Event Center Lot B, Recorded Exemption RE-4682 7674 County Road 74, Weld County (Windsor), Colorado Soilogic Project # 17 - 1360 4 this period . A summary of design flow calculations is included with this report. In accordance with Weld County Health Department design criteria and using a ` Soil Type 3A ' classification and corresponding Long-Term Acceptance Rate ( LTAR) value of 0 . 30 gpd/sf, the event center building utilizing a pressure- dosed chamber system in a bed configuration would require a minimum STA of 1076 square feet. Utilizing an equivalent footprint area value of 12 square feet per standard ` Quick-4 Plus ' Low Profile Infiltrator® chamber unit , a 1076 square foot STA would require 90 chamber units in a single-bed configuration with a minimum septic tank capacity of 2 ,500 gallons . We recommend using two (2 ) dual chamber 1250 gallon septic tanks in series and one ( 1 ) 1000 gallon dosing tank. We recommend a minimum soil cover of 12- inches be developed over the top of the septic tank and other system components including effluent lines and chamber units . We understand Weld County Health Department regulations require the top of the septic tank to be buried no deeper than 4- feet below grade . A proposed system layout including one ( 1 ) bed with four (4) rows of 23 units each, for a total of 92 total units is included with this report. We recommend the infiltrative surface be established at a depth of 24 to 48-inches below present site grade at the location of test pit TP- 1 and TP -2 . The proposed infiltrative surface level is indicated on the attached test pit profile logs and diagrams . Infiltrator@ chamber units should be placed on leveled soil . Moisture conditioning and compaction of the subgrade soils within the bed areas should not be completed and heavy equipment should not be allowed to operate within the excavation . The soil cover overlying the chamber units should be graded to provide positive drainage across and away from the STA. After placement of the system chamber units, 1 '/2 -inch diameter Schedule 40 PVC distribution piping shall be installed the full length of each chamber row by suspending the pipe from the inside top of the chambers with a corrosion-resistant strap . Entry of the piping shall be through the upper end portals of the chambers . Orifices should consist of 1 / 8 -inch holes drilled at 4 -feet on- center spacing and oriented to spray upward at the twelve o ' clock position with every 4th orifice oriented in the downward position to allow the system to drain and reduce the potential for freezing of the lines . A flushing valve Site Evaluation and Engineered Septic System Design On-Site Wastewater Treatment System (OWTS) Windmill Farms - Proposed Event Center Lot B, Recorded Exemption RE-4682 7674 County Road 74, Weld County (Windsor), Colorado Soilogic Project # 17 - 1360 6 running toilet can consume in excess of 1 , 000 gallons per day. An excess 1 ,000 GPD can flood and irreparably harm the onsite septic system . In addition, toxic or chemically treated pool and or spa water and plastic and other non-biodegradable materials should not be introduced into the OWTS . Sprinkler systems should not be installed or allowed to irrigate over the STA , In addition, livestock should not be allowed to graze over the STA and the field and associated system components should not be subjected to vehicle traffic . We recommend the surface of the STA be seeded after installation using a dry- land seed which does not require irrigation water . In addition, the STA should be mowed to maintain vegetation in the range of 6 to 12 inches in height. We appreciate the opportunity to be of service to you on this project . If you have any questions concerning the enclosed information or if we can be of further service to you in any way, please do not hesitate to contact us . Very Truly Yours , Soilogic, Inc. Reviewed by: i$ 9 f i tte), ar: 0 AtICL IF . gr f if _ it. Mi f� r A R*4440k 1 IS et .i. 4 4 ii Pit .....b,c, kt-s- ciefoNAtar Josh Schmidt Wolf von Carlowitz , P . E . Engineering Technician Principal Engineer FEBRUARY 2018 TEST PIT LOCATION 7 PROJECT # 17 - 1360 DIAGRAM so Losic It lin COUNTY ROAD 74 api / . r il `\ r 1 i 1 I I i 1 rI � j I IILJIJ+Fit II i .. }iiii �� 1110 1 e) i'_1 1 +1 : / ilwill + T APPROXIMATE ---j i 1 _ in- i ' LOCATION OF PROPOSED �Y f. ■ i L RESTAURANT/COFFEE SHOP _ _I ilt 40 n / lif APPROXIMATE LOCATION OU 14N OF J FUTURE BREWERY ' re i ii 'i + APPROXIMATE LOCATION OF ui iin II RESTAURANT/COFFEE SHOP PROPOSED STA f f {DESIGN COMPLETED p� PARCEL NUMBER: BY SOILOGIC) f 080705100016 w ff- i I iih co f APPROXIMATE I LOCATION OF 25 OFFSET PROPOSED — POTABLE 1 EVENT CENTER WATER LIN ETO TA (I l II / 1 l- - - - - 7 i I I / L _ _ _ i APPROXIMATE LOCATION OF FUTURE RESIDENCE TEST PIT EX _-- I 0A11AT1ON TP- 1 i APPROXIMATE LOCATION OF RESIDENCE ( CURRENTLY UNDER ' `,� CONSTRUCTION ) / I ,, „---- I r --60' c- PROPOSED TEST PIT �55, i DETENTION EXCAVATION -, / 1 POND I - , TP- - - - / -13{x' � ii _______ 1 ________ z J � 111111 APPROXIMATE LOCATION OF ri il RESIDENCE PROPOSED STA (DESIGN COMPLETED i BY OTHERS) - - y + - X% ____,- ?il 7 DENOTES DIRECTION OF SLOPE AND APPROXIMATE GRADE SCALE 1 " = 100' N WINDMILL FARMS - PROPOSED EVENT CENTER 7674 COUNTY ROAD 74 , WELD COUNTY ( WINDSOR ) , COLORADO WINDMILL FARMS - PROPOSED EVENT CENTER 7674 COUNTY ROAD 74, WELD COUNTY (WINDSOR) , COLORADO Project # 17-1360 4 February 2018 SO LOGIC LOG OF TEST PIT TP-1 Sheet 1 /1 Excavation Equipment: Mini-Excay. Water Depth Information Start Date 1 /29/2018 Auger Type: - During Excavation None Finish Date 1 /29/2018 Hammer Type: - After Excavation None Surface Elev . - Field Personnel : JS - - cn Estimated Swell % Passing SOIL DESCRIPTION Depth E " N" MC DO qu % Swell @ Pressure Atterberg Limits # 200 Sieve CO (ft) a' (%) ( pcf) (psf) 500 psf ( psf) LL PI (%) 4 - 6" VEGETATION & TOPSOIL - 1 2 USDA: SANDY CLAY LOAM - Soil Type 3:: Granular. Moderate 3 Proposed Infiltrative Surface Level (24 - 4B" Below Existing Grade at Location of TP-1 & TP-2) dark-brown to light-brown, beige - 4 5 USDA: SANDY CLAY LOAM 6 with scattered Cobble and minor Gravel - Soil Type 3A: Granular, Weak 7 rust-brown - 8 BOTTOM OF TEST PIT a© 8.0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 WINDMILL FARMS - PROPOSED EVENT CENTER 7674 COUNTY ROAD 74, WELD COUNTY (WINDSOR) , COLORADO Project # 17-1360 4 February 2018 SO LOGIC LOG OF TEST PIT TP-2 Sheet 1 /1 Excavation Equipment: Mini-Excay. Water Depth Information Start Date 1 /29/2018 Auger Type: - During Excavation None Finish Date 1 /29/2018 Hammer Type: - After Excavation None Surface Elev . - Field Personnel : JS - - cn Estimated Swell % Passing SOIL DESCRIPTION Depth E " N" MC DO qu % Swell @ Pressure Atterberg Limits # 200 Sieve CO (ft) a' (%) ( pcf) (psf) 500 psf ( psf) LL PI (%) 4 - 6" VEGETATION & TOPSOIL - 1 2 USDA: SANDY CLAY LOAM - Soil Type 3:: Granular. Moderate 3 Proposed Infiltrative Surface Level (24 - 4B" Below Existing Grade at Location of TP-1 & TP-2) dark-brown to light-brown, beige - 4 5 USDA: SANDY CLAY LOAM 6 with scattered Cobble and minor Gravel - Soil Type 3A: Granular, Weak 7 rust-brown - 8 BOTTOM OF TEST PIT a© 8.0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 FEBRUARY 2018 PROPOSED LAYOUT 7 PROJECT # 17 - 1360 DIAGRAM SCkLCSIC APPROXIMATE LOCATION OF POTABLE WATER SUPPLY LINE \ I \\ 25' OFFSET POTABLE WATER / LINE TO STA i APPROXIMATE LOCATION OF PROPOSED 1 EVENT CENTER ! BUILDING 0 INSTALL TWO ( 2 ) 1250 GALLON wI iii 2 SEPTIC TANKS (DUAL-CHAMBER) IN SERIES z INVERT OUT SECOND TANK ( EL . = 100 . 0' )= �f � TOP OF TANK ESTABLISHED Eff cr. Li/12" BELOW FINISHED p / eL SITE GRADE MINIMUM Q � � � , cL w co ( INSTALL SEWER LINE f �' tit ; CLEAN -OUT EVERY 100- FEET \, ' w i a 25' OFFSET CREST OF DRAINAGE �� of DETENTION POND TO STA ��. \\ � 2 I� � W -Jiii- STA_ 1!! PROPOSED ` • DETENTION 10 POND \ _, , � SOIL TREATMENT DOSING TANK / LIFT STATION � AREA (STA) 1000 GALLON TANK MINIMUM1 i 12' ESTABLISH INFILTRATIVE J - SURFACE 24- 48" BELOW INSTALL ORENCO PF5005 HIGH HEAD y' PRESENT SITE GRADE AT EFFLUENT PUMP � \\ INVERT OUT (TD ) \ � � LOCATION OF TP- 1 & TP- 2 N {SEE DET IL) � 92' PROPOSED INVERT CREST OF p�AI �AG � �ET��TI�N POND / IN EL . =TBD / �2°k'� �� -35'I dr i - ' - - --„ , : _ t i _______ -____, ____, i --4601 / i _____ 1 Elcii DENOTES DIRECTION OF SLOPE ?IlY �y AND APPROXIMATE GRADE SCALE 1 " - 50' N WINDMILL FARMS - PROPOSED EVENT CENTER 7674 COUNTY ROAD 74 , WELD COUNTY (WINDSOR ) , COLORADO FEBRUARYSEPTIC SYSTEM V PROJECT # 17 - DESIGN DIAGI AM SO - LOGIC ., ‘ UPSLO1000 GALLON DOSING TANK ( MINIMUM ) BUILDI G INSTALL ORENCO PF5005 HIGH HEAD TO BUILDING EFFLUENT PUMP IN DOSING TANK INSTALL TWO ( 2 ) 1250 GALLON DUAL—CHAMBER SET TO PROVIDE H15 GAL/DOSE, SEPTIC TANKS IN SERIES FOUR TIMES PER DAY OR AS NEEDED (SEE ADDITIONAL PUMP CONTROL PLAN VIEW SPECIFICATIONS BELOW) ilis INSTALL NOT TO SCALE — ORIENTATION CAN BE EFFLUENT FILTER MODIFIED TO SUIT SITE PUMP CONTROLS: IN SEPTIC TANK OUTLET -INSTALL AUDIBLE AND VISUAL HIGH-WATER ALARM NOTIFICATION I -PUMP SHALL BE CONNECTED TO A CONTROL BREAKER SEPARATE FROM ANY OTHER CONTROL SYSTEM CIRCUITS -CONTROL PANELS SHALL BE UL LISTED 11/-THE PUMP SHALL HAVE SWITCH FOR MANUAL OPERATION E -PUMP SHALL HAVE MECHANISM FOR TRACKING AMOUNT OF TIME PUMP RUNS OR THE NUMBER OF CYCLES THE PUMP OPERATES -WE RECOMMEND INSTALLING THE ORENCO Si -PTROETMCT 1 .5" SCHEDULE 40 PVC PIPE CONTROL L PANEL OR SIMILAR INSTALLED WITH > 1 % SLOPE 1 .5" PVC PIPE WITH 118" HOLES DRILLED PVC OBSERVATION TO DRAIN FIELD AT APPROXIMATELY 4-FEET O. C . PIPE WITH CAP AS OUTLINED IN REPORT (TYPICAL} (TYPICAL) En O L 3' (TYP) 12' WIDTH i - y , __ MANIFOLD T (SET LEVEL) F i a C 92' LENGTH ' CIlIGK4 PLUS' FLUSHING VALVE ASSEMBLY ELBOW UP TO GROUND SURFACE AND INFILTRATOR® UNIT (TYP) VALVE-OFF FOR CLEAN-OUT AT END OF EACH ROW FINISHED INFILTRATORS UNIT : GRADE PVC CAP TYPICAL PRESSURE PIPE PLACEMENT BACKFILL PRESSURE PIPE WITH ALL WEATHER PLASTIC SOIL ‘---,___HOLES AT 12 O'CLOCK, PIPE STRAP WITH 120 POUNDS 10" HDPE EVERY 4TH HOLE TENSILE STRENGTH AT EVERY DRILLED IN THE CHAMBER CONNECTION (TYR ) HAND HOLD u O'CLOCK 1 .5" PVC POSITION (TYP-) QUICK4 PLUS STANDARD LATERAL PVC BALL VALVE CHAMBER INFILTRATORT N PVC LONG SWEEP PRESSURE PIPE MAYBE UNIT , /` 9 ()° BEND CENTER SUPPORT INSTALLED ON EITHER SIDE OF CENTER SUPPORT FLUSHING VALVE DETAIL NOT TO SCALE 4 " TOPSOIL - SEEDED BACKFILL WITH SITE SOILS SLOPE AWAY PRESENT SITE GRADE \ j . ESTABLISH INFILTRATIVE SURFACE LEVEL 24 - 43 INCHES >� BELOW PRESENT SITE GRADE STANDARD 'QUICK-4 PLUS' IN -SITU SOIL INFILTRATOR® A 11 CHAMBER UNITS CROSS -SECTION WINDMILL FARMS - PROPOSED EVENT CENTER 7674 COUNTY ROAD 74 , WELD COUNTY (WINDSOR ) , COLORADO FEBRUARY 2018 HORIZONTAL INFLUENCE PROJECT # 17 - 1360 AREA DIAGRAM ____ I T I S [ O• . wit . . . , . . c is , . I I. I N -4 g 6 ii,. do i' :4 i COUNTYROAD74 .I! ! ! 1 � ril `' . ? „ --i a itrill t PARCEL NUMBER' il 08(°705100016 APPROXIMATE LOCATION OF II EXISTING STA (4 25 GPOj j + '`-- (DESIGN COMPLETED !+ ' BY OTHERS) y i 74 ' EstKi.- i .i + r -I APPROXIMATE OF PROPOSED RESTAURALOCATI�NIT COFFEE HOP .� J f;14 ' k .- 1 if , 0 027 - L J BUILDING �° - APPROXIMATE + I J APPR (MATE LOCATIONOF LOCATION OF f el £-1I ■ trip 02 . FUTURE et?FIVERYF Li �, RESTAURANT/COFFEE (+ 1d BUILDIN G SHOP PROPOSED STA -\ r it 11 (DESIGN COMPLETED ti i - BY SOILOGIC) r' i r i i . . rl a 1 air trift Ira ill ---"."-s....P....a...d..Are i ILI •j r I ■ i 1 r+ • ll 260 7g1 OFFSET f'C>TARIF f � 3■_ = j ':b1TFft IMF T4 STA ja a fr ,_- -- HORIZONTAL — INFLUENCE — APPROXIMATE c.c: � N - AREA LOCATION OF f N` I PROPOSE© ~1 . L . 1 EVENT CENTER + BUILDING + ` .1 - - J; I_ ___ V - 4 APPROXIMATE LOC.ATII OF FUTURE RESIDENCE C if f ■ ji ti )r OFFSET CREST OF 1RAINAGF diet n=TFNTIoN POND TO S _ APPROXIMATE -. APPROXIMATE LOCATION OF LOCATION OF RESIDENCE EVENT CENTER 'Z ('CURRENTLY UNDER CONSTRUCTION) PROPOSED ST? {DESIGN COMPLETED • t 147 ' '' BY SOILOGIC ) C PROPOSED DETENTION POND sat ranak 70 c 1 I9I I ■st i - -� � y �, F I .____.]i �_ w a 1n ra APPROXIMATE LOCATION OF I HORIZONTAL 1 �7- ---- RESIDENCE PROPDSED STA —(DESIGNCUMPLETE❑ I INFLUENCE , _� BY 4THER5) AREA 7' II. I 6r mi .1 O arla:d 9Ii II r°1 • 1 a ; . m I a 1 1 j ci I ri cmg P flO lig i i I3 abib flir?ii 410' SCALE 1 " = 140' I\ HORIZONTAL INFLUENCE AREA ( PER POLICY NUMBER 6 ) : FORMULA USED : 100 + [( DF - 1000 )/ 100] x 8 RESTAURANT/COFFEE SHOP = DESIGN CAPACITY= 1995 GPD , DESIGN FLOW ( DCx1 . 5 ) = 2993 GPD = 100 + [ (2993- 1000 )/ 100j x 8 = 260 ' HORIZONTAL INFLUENCE AREA EVENT CENTER = DESIGN CAPACITY = 1055 GPO , DESIGN FLOW ( DCx1 . 5 ) = 1583 GPD = 100+ [( 1583 - 1000 )/ 100] x 8 = 147 ' HORIZONTAL INFLUENCE AREA 4 - BEDROOM RESIDENCE (SP - 10700378 ) = DEMON CAPACITY = 525 GPD , DESIGN FLOW ( DCx1 . 5 ) = 788 GPD = 100 + [ ( 788- 1000 )11001x 8 = 84 ' HORIZONTAL INFLUENCE AREA 3 - BEDROOM RESIDENCE (SP- 1600257 ) = DESIGN CAPACITY = 450 GPD , DESIGN FLOW ( DCx1 . 5 ) = 675 GPD = 100 + [ (675- 1000 )/ 100] x 8 = 74 ' HORIZONTAL INFLUENCE AREA WINDMILL FARMS - PROPOSED RESTAURANT/ COFFEE SHOP BUILDING 7674 COUNTY ROAD 74 , WELD COUNTY ( WINDSOR ) , COLORADO WINDMILL FARMS - PROPOSED EVENT CENTER 7674 COUNTY ROAD 74 , WELD COUNTY (WINDSOR ) , COLORADO Soilogic Project # 17- 1360 February 2018 SITE EVALUATION SUMMARY AND DESIGN CALCULATIONS ON - SITE WASTEWATER TREATMENT SYSTEM ( OWTS ) Soilogic Personnel Information Wolf von Carlowitz , P. E . 3522 Draft Horse Court - Loveland , Colorado 80538 970 .535. 6144 - Wolf@Soilogic . com Josh Schmidt - CROW Certified Competent Technician 970 .691 .0568 - Josh@Soilogic . com Date of Site Visit - (1129/2018) Septic System Design Calculations Short-Term Visitors = 5 gallons per day 175 visitors per event * 3 events per week = 525 visitors per week 17 days per week = 75 visitors per day 75 visitors per day * 5 gallons per day = 375 gallons per day Office buildings per employee per eight-hour shift = 15 gallons per day 1 employee per day (7 days per week) x 15 gallons per day = 15 gallons per day 11 employees per event * 3 events per week * 15 gallons per day (employee per event) = 495 gallons per week 495 gallons per week 17 days per week = 71 gallons per day 15 gallons per day + 71 gallons per day = 86 gallons per day 375 gallons per day (visitors ) + 86 gallons per day (employees ) = Total Design Flow = Q = 461 gpd ' Soil Type 3A' = LTAR = 0 . 30 gidisf A = Q/LTAR = 461 / 0 . 30 = 1537 sf Size Adjustment Calculations 1537 sf * 1 . 0 ( Pressure Dosed Bed ) * 0 . 7 (Chambers Bed ) = 1076 sf 1076 sf / 12 sf per 'Quick-4 Plus' Infiltrator® Unit = 90 Units Soilogic proposes one ( 1 ) bed with four (4) rows of 23 units each , for a total of 92 units per bed Alternative configurations could be considered . Septic Tank Size Calculations Maximum Daily Flow = Visitors + Employees per event Visitors ( 175 people x 5 gpolperson = 875 gpd ) + Employees ( 12 employees x 15 gpolperson = 180 gpd ) = 1055 gal/event 1055 gallons/event x 2 days (48 hour Detention Time ) = 2110 gallon tank (minimum ) We recommend a two (2 ) 1250 gallon septic tanks and a 1000 gallon dosing tank be installed as part of the system Alternative configurations could be considered . Pump Selection for a Pressurized System - Single Family Residence Project Parameters Discharge Assembly se 1 .50 inchesinches160Size „ Transport Len9tM1 15 feet innuiiuiunnnuiuui•nuuiuuuuuuuinu ,�„ "" "„�'� • iuiuuiiiuiuuuuiuuuiii Transport Pipe Class 40 IIIIIIIIIIIII IIIIIIIIIIII IIIIIIIIII I I Transport Line Size 1 .50 inches Distributing Valve Model None 1Qo111I1IIIIIII111 . 1111111111111111111111IM1 Max Elevation Lift 5 feet flhuII . uuIulnuiuiuiiI . uiinhuinhiuI _ Manifold Length 9 feet IIHhIHhIIIfl III Manifold Pipe Class 40 IIIIIuIIIIIIIUIIIIIIIIIIUIIuIIIIIIIIII Manifold Pipe Number or �Laterals per Cell aso inches 120 iIIIIIIIIlIIiIIIIIIIIIIIiIIIi1IIIIII1III Lateral Length 92 feet 11111 11111 11111 11111 11111 11111 lilil 1,,,I Lateral Pipe Class 40 IhuInuI. hhluhilluuiuuuuuhlh , IIIhiiii,IUIII � Lateral Pipe Size 1 .50 inches IIIIHflIHhIHhIIIIIIiIIIIIIU , IIIIIIIIl Orifice Size 1 /8 inches IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIHII Orifice Spacing 4 feet 1100 nllhlnhihlhlhllllihlulnllhhlnhlllhl Residual Flow Meter HP9° None �nc�es � flhllllliillllllilllilllllllllllillllfll naen ' Fncron posses o ieet 1111 11/11111111111111111111 ,111 111l BO Il��II� 111111111111111111111111111 . 111111 Calculations � IllflhlllillllIIlilihllHhlllhhIIhhhhhhI � meeroror aate veraiime o.aa som I� 1 �� I .� Ilhhhilhhi 111111 � ii Minimum Flow Number Orifices Per Zone 96 � 111.1111 ,11111,11,111111,11 1111„1111111 Total Flow Rafe Per Zone 41 .8 gpm iiii,I,,,,I,,,, I,,,, ,,,,",,,, I,,,, ,,,'I Number of Laterals per Zone 4 $ 60 % Flow Ditterenllal 1st/Last Orifice23ifl ! ilflhlhhhhhhhhhhhihhhhhhhhhhhihllhhh Transport Velocity 6 .6 fps Frictional Head Losses 40iilllhlllillllilililiiifllhhlhlliillflhl Loss through Discharge 5 .2 hliihlllilillllllllflhlh "�,leek ,m „2/,,,, Loss in Transport 1 .5 feet ::u:ni :: ::ini: :::: ::: :: waiinnu Loss through Valve 0 .0 feet lhiflhlihhllhhlllhhhlhlhl!flllilflhhlll Loss in Manifold 0 .2illlllllilllllllllihllflililllllliflhl feet Loss in Laterals 0 .3 feet 20 rnarninlinnlirtillinilln11111111n LosslM1mugM1Flowmeter 00 feet �� Aaaan ' PoctionLosses 0.0 feetIIIIIIIIIITagilil III lull 111111111 ,1111 ilhhlhhhhllllllLilhhillhhhhllhhhhhlllhl� Pipe Volumes � 111111111 1 il 1 1 11111 illihhhillhh Vol of Transport Line 1 .6 gals 0 10 20 30 40 50 60 70 80 Vol of Manifold 0 .9 gals Net Discharge (gpm) Vol of Laterals per Zone 38 .9 gals Total Volume 41 .5 gals Minimum Pump Requirements Pump Data Legend Design Flow Rate 41 .8 gpm PF5005 High Head Effluent Pump System Curve '. Total Dynamic Head 17 .2 feet 50 GPM , 1 /2HP 115/230V 10 60Hz , 200/230V 30 60Hz Pump Curve : . Pump Optimal Range Operating PoIn11 Design PointO r�i for SO9 LOGIC February 19 , 2018 Cheryl Sweet 7674 County Road 74 Windsor, Colorado 80550 Re : Site Evaluation and Engineered Septic System Design On- Site Wastewater Treatment System (OWTS ) Windmill Farms - Proposed Restaurant/Coffee Shop Parcel Number: 080705100016 Lot B , Recorded Exemption RE -4682 7674 County Road 74 , Weld County (Windsor), Colorado Soilogic Project it 17- 1360 Mrs . Sweet : Soilogic , Inc . ( Soilogic) personnel have completed the test pit observation and site evaluation you requested to determine the suitability of the above referenced site to support an On- Site Wastewater Treatment System (OWTS ) . We understand the system will treat effluent generated by the proposed restaurant/coffee shop building to be constructed on Lot B of Recorded Exemption RE -4682 near Windsor, in unincorporated Weld County, Colorado . Results of the completed site evaluation and engineered OWTS design details are included with this report. At this time , we understand an OWTS design (by others) has been completed for a system located on the southwestern portion of this property and was sized to treat effluent generated by the existing four (4) bedroom residence with a design capacity of 525 gallons per day. In addition, we understand plans are in place for the construction of a proposed event center building in the southeastern portion of this lot which will also require an OWTS . At this time, we understand the event center building will generate a design flow of approximately 1055 gallons per day . Additionally, we understand plans are in place for a future four ( 4 ) bedroom residence with an OWTS and design capacity of 525 gallons per day to be constructed on the western portion of the site as well as a brewery to be constructed on the northwestern portion of the site . We understand, the construction of the future brewery and residence may be dependent upon the ability to connect to a municipal sewer service. Based on our review of the Colorado Water Quality Control Division ' s Policy Number 6 , we understand On- Site Wastewater Soilogic , Inc . 3522 Draft Horse Court • Loveland, CO 80538 • (970) 535 -6144 P. O. Box 1121 • Hayden , CO 81639 • (970) 276-2087 Site Evaluation and Engineered Septic System Design On-Site Wastewater Treatment System (OWTS) Windmill Farms - Proposed Restaurant/Coffee Shop Lot B, Recorded Exemption RE-4682 7674 County Road 74, Weld County (Windsor), Colorado Soilogic Project # 17 - 1360 2 Treatment System ' s with a total design capacity of 2000 gallons per day or more serving a single property do not require site approval and design approval by the Colorado Department of Public Health and Environment (CDPHE) , provided the conditions outlined in Policy Number 6 are met. The On- Site Wastewater Treatment System proposed for the restaurant/coffee shop on this property appears to meet the conditions outlined in Policy Number 6 , and we expect will require permit through Weld County Department of Public Health and Environment (WCPHE ) . The horizontal influence areas for the proposed OWTS were calculated using the formula outlined in Policy Number 6 . Horizontal influence areas from septic systems on adjacent properties do not overlap influence area calculated for this project. A horizontal influence area diagram with calculations is included with this report. At the time of our site exploration for the proposed restaurant/coffee shop completed on January 29 , 2018 , the ground surface in the proposed Soil Treatment Area (STA) was observed to be moderately vegetated with grasses and with an approximate three-percent slope downward to the south/southeast. Evidence of prior building construction was not observed in the proposed Soil Treatment Area ( STA ) at that time . No known easements exist within the area of the proposed septic system . In addition , unsuitable , disturbed and/or compacted soils were not observed in the test pit excavations . As part of our site evaluation, Soilogic personnel observed two ( 2 ) test pit excavations completed by others in the area of the proposed STA. Graphic logs of the profile test pits are included with this report as test pit TP- 3 and TP-4 . The materials encountered in the profile test pits consisted of approximately 4 to 6 inches of vegetation and topsoil underlain by dark-brown to brown/light-brown/beige Sandy Clay Loam to Silty Clay Loam with scattered Cobble with a Granular structure shape and a Weak structure grade (Soil Type 3A ) which extended to depths ranging from approximately 5 to 6 feet below, present site grade and was underlain by olive -brown siltstone/claystone bedrock ith a Platy structure shape and a Weak structure grade (Soil Type 5 ) which extended to the bottom of the profile test pits at depths ranging from approximately 8 to 81 feet below present site grade . Soil/bedrock samples obtained from the profile test pits were sealed and returned to the laboratory for further evaluation. Groundwater was not encountered Site Evaluation and Engineered Septic System Design On-Site Wastewater Treatment System (OWTS) Windmill Farms - Proposed Restaurant/Coffee Shop Lot B, Recorded Exemption RE-4682 7674 County Road 74, Weld County (Windsor), Colorado Soilogic Project # 17 - 1360 3 in the completed profile test pits at the time of our site observation . We expect periodically saturated soils do not exist within the top 8 to 81/2 feet of subgrade soils in the area of the test pit excavations . As part of our soil evaluation, visual and tactile soil evaluations were completed on representative portions of the minus # 10 (2 mm) fraction of the soil samples obtained to determine soil classification as described by Table 10 . 1 of the Colorado Department of Public Health and Environment Water Quality Control Commission , Regulation 43 . Less than 50% of the soil was retained on the X10 ( 2 mm) size sieve precluding the need for soil replacement procedures . In our opinion, the soil underlying the approximate infiltrative surface level can be classified as ` Soil Type 3K with corresponding Long- Term Acceptance Rate (LTAR) value of 0 . 30 gpd/sf and an LTAR value of 0 . 30 was used for system sizing. Weld County guidelines require a percolation rate in the range of 5 to 60 minutes per inch for use of a non - engineered conventional On- Site Wastewater Treatment System ( OWTS ) . The Soil Type 3A ' classification and corresponding percolation rate of 61 -75 minutes per inch does not meet that criterion . In addition, Weld County guidelines require that neither groundwater nor crystalline bedrock be encountered within 4 feet of the ground surface in the proposed STA. The thickness of overburden soils is sufficient and meets the groundwater and bedrock separation criteria at the test locations . Based on the soil type classification outlined above and the commercial nature of this facility, Soilogic personnel completed an engineered septic system design for the subject property. At this time, we understand the restaurant/coffee shop buildirm once fully operational will generate a total average daily wastewater flow of 1995 gallons per day. The design flow outlined above is based on 69 seats with paper service only at 25 gallons per day, per seat, and eighteen ,(. 18 ) employees at 25 gallons per day, seven (7 ) days per week . A summary of design flow calculations is included with this report, In accordance with Weld County Health Department design criteria and using a ' Soil Type 3A ' classification and corresponding Long-Term Acceptance Rate ( LTAR) value of 0 . 30 gpd/sf, the restaurant/coffee shop building utilizing a pressure- dosed chamber system in a Site Evaluation and Engineered Septic System Design On-Site Wastewater Treatment System (OWTS) Windmill Farms - Proposed Restaurant/Coffee Shop Lot B, Recorded Exemption RE-4682 7674 County Road 74, Weld County (Windsor), Colorado Soilogic Project # 17 - 1360 5 assembly should be installed at the distal end of each row of distribution piping to facilitate cleaning/flushing of the system. Acontrol panel which includes an elapsed time meter and event counter is required as part of the system . We recommend an Orenco® S Series (S1ETMCT) Simplex Control Panel or similar. We recommend the system be set to provide four (4) doses per day at approximately 500 gallons per dose . Care should be taken at the time of system installation to ensure Weld County requirements concerning minimum required separation distances between een system components and site features and amenities are maintained . A minimum 25 - foot setback is required between the STA and potable water supply lines . A minimum 20 -foot setback is required between the STA and buildings and a minimum 10- foot setback is required between the STA and property lines . According to the FEMA Flood Map Service Center, this property is currently identified as an area of minimal flood hazard. No setbacks other than those indicated on the attached diagrams are known to affect the proposed system. Offset distances are shown in their approximate location on the included diagrams . The owner should realize an OWTS is different from public sewer service and assume the responsibility for maintenance of the OWTS . The system is relatively maintenance free although periodic pumping of the septic tanks will be required . Water use must be monitored so toilets and other fixtures are not allowed to continuously run . A freely running toilet can consume in excess of 1 , 000 gallons per day. An excess 1 ,000 GPD can flood and irreparably harm the onsite septic system . In addition, toxic or chemically treated pool and or spa water and plastic and other non-biodegradable materials should not be introduced into the OWTS . Sprinkler systems should not be installed or allowed to irrigate over the STA . In addition, livestock should not be allowed to graze over the STA and the field and associated system components should not be subjected to vehicle traffic. We recommend the surface of the STA be seeded after installation using a dry- land seed which does not Site Evaluation and Engineered Septic System Design On-Site Wastewater Treatment System (OWTS) Windmill Farms - Proposed Restaurant/Coffee Shop Lot B, Recorded Exemption RE-4682 7674 County Road 74, Weld County (Windsor), Colorado Soilogic Project # 17 - 1360 4 bed configuration would require a minimum STA of 4655 square feet . Utilizing an equivalent footprint area value of 12 square feet per standard ` Quick-4 Plus ' Low Profile Infiltrator® chamber unit, a 4655 square foot STA would require 388 chamber units in a quadruple -bed configuration with a minimum septic tank capacity of 4000 gallons . We recommend using two (2) dual chamber 2000 gallon septic tanks in series and one ( 1 ) 1000 gallon dosing tank . We recommend a minimum soil cover of 12- inches be developed over the top of the septic tank and other system components including effluent lines and chamber units . We understand Weld County Health Department regulations require the top of the septic tank to be buried no deeper than 4- feet below grade . A proposed system layout including four (4) beds with four (4) rows of 25 units each, for a total of 100 units per bed (400 total units) is included with this report. Due to the limiting layer encountered at depths ranging from approximately 5 to 6 feet below present site grade at the location of test pit TP-3 and TP-4 respectively, we recommend the infiltrative surface be established at a maximum depth of 24- inches below present site grade at the location of test pit TP-3 and TP- 4 in order to develop adequate vertical separation (three (3 ) feet) between the limiting layer and the infiltrative surface of the STA for pressure distribution systems. The proposed infiltrative surface level is indicated on the attached test pit profile logs and diagrams . Infiltrator@ chamber units should be placed on leveled soil . Moisture conditioning and compaction of the subgrade soils within the bed areas should not be completed and heavy equipment should not be allowed to operate within the excavation. The soil cover overlying the chamber units should be graded to provide positive drainage across and away from the STA . After placement of the system chamber units , 1 'A-inch diameter Schedule 40 PVC distribution piping shall be installed the full length of each chamber row by suspending the pipe from the inside top of the chambers with a corrosion- resistant strap . Entry of the piping shall be through the upper end portals of the chambers . Orifices should consist of 1 / 8 -inch holes drilled at 4 - feet on- center spacing and oriented to spray upward at the twelve o ' clock position with every 4th orifice oriented in the downward position to allow the system to drain and reduce the potential for freezing of the lines . A flushing valve Site Evaluation and Engineered Septic System Design On-Site Wastewater Treatment System (OWTS) Windmill Farms - Proposed Restaurant/Coffee Shop Lot B, Recorded Exemption RE-4682 7674 County Road 74, Weld County (Windsor), Colorado Soilogic Project # 17 - 1360 6 require irrigation water. In addition, the STA should be mowed to maintain vegetation in the range of 6 to 12 inches in height. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the enclosed information or if we can be of further service to you in any way, please do not hesitate to contact us . Very Truly Yours , Soilogic, Inc. Reviewed by: kefre r-e-cp.PREicGied, agr: i Ate . 0 : is • A, , f if _ � M, 4 r 73 at . ea'lira', 1 6 IS/f 4 46 W . ti er k.r, ()NAL Josh Schmidt Wolf von Carlowitz , F . E . Engineering Technician Principal Engineer FEBRUARY 2018 TEST PIT LOCATION 7 PROJECT # 17 - 1360 DIAGRAM SO . LOGIC It ow COUNTY ROAD 74 • il i i , I - aj I .„ , „ ii + / I I I txc i_etxc r ® ® i ,/ I -455' ' hiwill ii1 j / 1 APPROXIMATEPh - I fit _. i LOCATION OF PROPOSED -- RESTAURANT/COFFEE SHOPil ____ I L_ — J } li ._ I TEST PIT } 1lif APPROXIMATE LOCATION OF 1 FUTURE BREWERY BUILDING EXCAVATION Th, I lit re i TP-3 k, 1 a I / 9e) ., . 1 ill i in II \ I l i I TEST PIT II ` } + i I EXCAVATION ` -65' - } i`ik , i + TP4 } { i PARCEL NUMBER: I r 080705100016 25' OFFSET POTABLE } WATER LINE TO } / STA/ 1 / yIt iii } / f ~ --� � f } / 1 / APPROXIMATE LOCATION OF + max PROPOSED ----` EVENT CENTER HI / liDC\_ i APPROXIMATE LOCATION j! OF FUTURE RESIDENCE i '= :- I , APPROXIMATE LOCATION OF RESIDENCE ( CURRENTLY UNDER NL CONSTRUCTION ) 7 I I I I i c- APPROXIMATE LOCATION OF r <- EVENT CENTER PROPOSED DETENTION < PROPOSED STA POND k_ (DESIGN COMPLETED BY SOILOGIC) 1 I I - -- I I III11I APPROXIMATE LOCATION OF if i RESIDENCE PROPOSED STA (DESIGN COMPLETED t BY OTHERS) y + ____________ -_-___Li Li X% ____,- ?il 7 DENOTES DIRECTION OF SLOPE AND APPROXIMATE GRADE SCALE 1 " = 100' N WINDMILL FARMS - PROPOSED RESTAURANT/ COFFEE SHOP BUILDING 7674 COUNTY ROAD 74 , WELD COUNTY ( WINDSOR ) , COLORADO WINDMILL FARMS - PROPOSED EVENT CENTER 7674 COUNTY ROAD 74, WELD COUNTY (WINDSOR) , COLORADO Project # 17-1360 February 2018 SO LOGIC LOG OF TEST PIT TP-3 Sheet 1 /1 Excavation Equipment: Mini-Excay. Water Depth Information Start Date 1 /29/2018 Auger Type: - During Excavation 8' Finish Date 1 /29/2018 Hammer Type: - After Excavation 8' Surface Elev . - Field Personnel : JS 14 Days After Excay. 7' cn Estimated Swell % Passing SOIL DESCRIPTION Depth E " N" MC DO qu % Swell @ Pressure Atterberg Limits # 200 Sieve CO (ft) a' (%) ( pcf) (psf) 500 psf ( psf) LL PI (%) 4 - 6" VEGETATION & TOPSOIL - 1 Proposed Infiltrative Surface Level (24 Max. Below Existing Grade at Location of TP-3 & TP-4) USDA: SANDY CLAY LOAM 2 to SILTY CLAY LOAM with scattered COBBLE 3 Soil Type 3A: Granular, Weak - brown to light-brown, beige 4 5 6 SILTSTONEICLAYSTONE - Soil Type 5: Platy, Weak 7 olive-brown, beige. rust - 8 BOTTOM OF TEST PIT @ 8. 5' 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 WINDMILL FARMS - PROPOSED EVENT CENTER 7674 COUNTY ROAD 74, WELD COUNTY (WINDSOR) , COLORADO Project # 17-1360 February 2018 SO LOGIC LOG OF TEST PIT TP-4 Sheet 1 /1 Excavation Equipment: Mini-Excay. Water Depth Information Start Date 1 /29/2018 Auger Type: - During Excavation a' Finish Date 1 /29/2018 Hammer Type: - After Excavation 8' Surface Elev . - Field Personnel : JS 14 Days After Excay. 7' cn Estimated Swell % Passing SOIL DESCRIPTION Depth E " N" MC DO qu % Swell @ Pressure Atterberg Limits # 200 Sieve CO (ft) a' (%) ( pcf) (psf) 500 psf ( psf) LL PI (%) 4 - 6" VEGETATION & TOPSOIL - 1 Proposed Infiltrative Surface Level (24 Max. Below Existing Grade at Location of TP-3 & TP-4) USDA: SANDY CLAY LOAM 2 to SILTY CLAY LOAM with scattered COBBLE 3 Soil Type 3A: Granular, Weak - brown to light-brown, beige 4 5 6 SILTSTONEICLAYSTONE - Soil Type 5: Platy, Weak 7 olive-brown, beige. rust - 8 BOTTOM OF TEST PIT a© 8. 5' - 9 10 11 12 13 14 15 16 17 18 19 2a 21 22 23 24 25 FEBRUARY 2018 PROPOSED LAYOUT 7 PROJECT # 17 - 1360 DIAGRAM SO � LOGIC it - - Ti PARCEL NUMBER : i& ,..,_ i 1 080705100016 J <=' '=> '=> <=i i S -\\7/4 ' s3 7 / / ./ . / I i -475' APPROXIMATE - - , LOCATION OF PROPOSED RESTAURANT/COFFEE SHOP BUILDING INSTALL TWO (2 ) 2000 GALLON SEPTIC TANKS ( DUAL -CHAMBER)1N SERIES INVERT OUT SECOND TANK (EL . = 100 . 0' ) J� � � TOP OF TANK ESTABLISHED . >,- 12" BELOW FINISHED i j1icIL ' la SITE GRADE MINIMUM � � 1 DOSING TANK / LIFT STATION ! LW - 1000 GALLON TANK MINIMUM +i iii INSTALL ORENCO PF5005 HIGH HEAD EFFLUENT PUMP � INVERT OUT (TBD ) i ik_ ( SEE DETAIL) 12' (T�'P) \ AUTOMATIC � 100' TYP � DISTRIBUTING i 1 VALVE (ADV) + � ORENCO / i ~3% \ ( MODEL 6404) / -_\ \ / -130' \ ti' MINIMUM i \\1/4 UNDISTURBED SOILf BETWEEN BEDS I (TYPICAL) i i SOIL TREATMENT AREA ( STA) j ESTABLISH 1NFILTRATNE 24" MAX BELOW PRESENT � �� i SITE GRADE (TYPICAL) y�' OFFSET POTABLE / j WATER LINE To $-a i AT LOCATION OFTP- 3 & TP-4 PROPOSED INVERT ( 1 i IN EL . =TBD ;_ __ � _ 1 --mull-6-(°/- ( ' DENOTES DIRECTION OF SLOPE AND APPROXIMATE GRADE SCALE 1 " = 50' N WINDMILL FARMS - PROPOSED RESTAURANT/ COFFEE SHOP BUILDING 7674 COUNTY ROAD 74 , WELD COUNTY (WINDSOR ) , COLORADO FEBRUARY 201 SEPTIC SYSTEM DESIGN v PROJECT # 17 DIAGRAM SCI LOGIC UPSLOPE 1000 GALLON DOSING TANK (MINIMUM) TO BUILDING INSTALL ORENCO PF5005 HIGH HEAD EFFLUENT PUMP IN DOSING TANK INSTALL TWO (2) 2000 GALLON DUAL- CHAMBER SET TO PROVIDE -500 GAL/DOSE , SEPTIC TANKS IN SERIES FOUR TIMES PER DAY OR AS NEEDED (SEE ADDITIONAL PUMP CONTROL PLAN VIEW SPECIFICATIONS BELOW) INSTALL NOT TO SCALE - ONLY ONE BED SHOWN EFFLUENT FILTER FOUR (4) BEDS REQUIRED ORIENTATION CAN PUMP CONTROLS: IN SEPTIC TANK OUTLET BE MODIFIED TO SUIT SITE -INSTALL AUDIBLE AND VISUAL HIGH-WATER ALARM NOTIFICATION -PUMP SHALL BE CONNECTED TO A CONTROL BREAKER SEPARATE FROM ANY OTHER CONTROL SYSTEM CIRCUITS -CONTROL PANELS SHALL BE UL LISTEDit i -THE PUMP SHALL HAVE SWITCH FOR MANUAL OPERATION ir -PUMP SHALL HAVE MECHANISM FOR TRACKING AMOUNT OF TIME INSTALL PUMP RUNS OR THE NUMBER OF CYCLES THE PUMP OPERATES AUTOMATIC DISTRIBUTING VALVE -WE RECOMMEND INSTALLING THE (ADV) ORENCO MODEL 6404 ORENCO SI-ETMCT / CONTROL PANEL OR SIMILAR 1 .5" PVC PIPE WITH 1l$" HOLES DRILLED 1 .5" SCHEDULE 40 PVC PIPE (TYPICAL) AT APPROXIMATELY 4-FEET O.C. AS OUTLINED IN REPORT INSTALLED WITH > 1 % SLOPE TO B ED2ON E 4 (TYPICAL) TO DRAIN FIELD (TYPICAL) TO BEDZONE 3 PVC OBSERVATION TO BED/ZONE 2 PIPE WITH CAP (TYPICAL) TO BED/ZONE 1 a Q C - _ n 3' (TYP) t - - nO 12' WIDTH .--.--s- 4' - ter^ N. MANIFOLD 3' (SET LEVEL) r V TYPICAL T C O La 100' LENGTH 'QUICK4® PLUS' FLUSHING VALVE ASSEMBLY ELBOW INFILTRATORS UP TO GROUND SURFACE AND UNIT (TYP) VALVE-OFF FOR CLEAN-OUT AT END OF EACH ROW FINISHED INFILTRATORS UNIT : GRADE PVC CAP TYPICAL PRESSURE PIPE PLACEMENT II BACKFILL PRESSURE PIPE WITH ALL WEATHER PLASTIC SOIL ■ -4---___HOLES AT 12 O'CLOCK, PIPE STRAP WITH 120 POUNDS 10" HDPE TENSILE STRENGTH AT EVERY EVERY 4TH HOLE HAND HOLD DRILLED IN THE CHAMBER CONNECTION (TYP.) ■ 6 O'CLOCK 1 . 5" PVC ■ POSITION (TYP.) € UICK4 PLUS STANDARD LATERAL PVC BALL VALVE CHAMBER ■ N INFILTRATOR ; > PVC LONG SWEEP PRESSURE PIPE MAY BE UNIT , / 90° BEND CENTER SUPPORT INSTALLED ON EITHER SIDE /// OF CENTER SUPPORT FLUSHING VALVE DETAIL NOT TO SCALE ESTABLISH INFILTRATIVE SURFACE LEVEL 24 INCHES MAX. BELOW PRESENT SITE GRADE BACKFILL WITH SITE SOILS 4" TOPSOIL - SEEDED (TYP . ) DEVELOP AT LEAST 10- INCHES OF SOIL COVER OVER CHAMBERS SLOPE AWAY PRESENT SITE GRADE • . irs • • .- , et \ _ .,....___;,,r.„., _ • • • \6' MINIMUM UNDISTURBED SOIL BETWEEN BEDS STANDARD 'QUICK-4 PLUS' IN -SITU SOIL INFILTRATOR® 1A CHAMBER UNITS CROSS-SECTION NOT TO SCALE- NOT ALL BEDS SHOWN WINDMILL FARMS - PROPOSED RESTAURANT/COFFEE SHOP BUILDING 7674 COUNTY ROAD 74 , WELD COUNTY ( WINDSOR ) , COLORADO FEBRUARY 2018 HORIZONTAL INFLUENCE PROJECT # 17 - 1360 AREA DIAGRAM ____ I T I S [ O• . wit . . . , . . c is , . I I. I N -4 g 6 ii,. do i' :4 i COUNTYROAD74 .I! ! ! 1 � ril `' . ? „ --i a itrill t PARCEL NUMBER' il 08(°705100016 APPROXIMATE LOCATION OF II EXISTING STA (4 25 GPOj j + '`-- (DESIGN COMPLETED !+ ' BY OTHERS) y i 74 ' EstKi.- i .i + r -I APPROXIMATE OF PROPOSED RESTAURALOCATI�NIT COFFEE HOP .� J f;14 ' k .- 1 if , 0 027 - L J BUILDING �° - APPROXIMATE + I J APPR (MATE LOCATIONOF LOCATION OF f el £-1I ■ trip 02 . FUTURE et?FIVERYF Li �, RESTAURANT/COFFEE (+ 1d BUILDIN G SHOP PROPOSED STA -\ r it 11 (DESIGN COMPLETED ti i - BY SOILOGIC) r' i r i i . . rl a 1 air trift Ira ill ---"."-s....P....a...d..Are i ILI •j r I ■ i 1 r+ • ll 260 7g1 OFFSET f'C>TARIF f � 3■_ = j ':b1TFft IMF T4 STA ja a fr ,_- -- HORIZONTAL — INFLUENCE — APPROXIMATE c.c: � N - AREA LOCATION OF f N` I PROPOSE© ~1 . L . 1 EVENT CENTER + BUILDING + ` .1 - - J; I_ ___ V - 4 APPROXIMATE LOC.ATII OF FUTURE RESIDENCE C if f ■ ji ti )r OFFSET CREST OF 1RAINAGF diet n=TFNTIoN POND TO S _ APPROXIMATE -. APPROXIMATE LOCATION OF LOCATION OF RESIDENCE EVENT CENTER 'Z ('CURRENTLY UNDER CONSTRUCTION) PROPOSED ST? {DESIGN COMPLETED • t 147 ' '' BY SOILOGIC ) C PROPOSED DETENTION POND sat ranak 70 c 1 I9I I ■st i - -� � y �, F I .____.]i �_ w a 1n ra APPROXIMATE LOCATION OF I HORIZONTAL 1 �7- ---- RESIDENCE PROPDSED STA —(DESIGNCUMPLETE❑ I INFLUENCE , _� BY 4THER5) AREA 7' II. I 6r mi .1 O arla:d 9Ii II r°1 • 1 a ; . m I a 1 1 j ci I ri cmg P flO lig i i I3 abib flir?ii 410' SCALE 1 " = 140' I\ HORIZONTAL INFLUENCE AREA ( PER POLICY NUMBER 6 ) : FORMULA USED : 100 + [( DF - 1000 )/ 100] x 8 RESTAURANT/COFFEE SHOP = DESIGN CAPACITY= 1995 GPD , DESIGN FLOW ( DCx1 . 5 ) = 2993 GPD = 100 + [ (2993- 1000 )/ 100j x 8 = 260 ' HORIZONTAL INFLUENCE AREA EVENT CENTER = DESIGN CAPACITY = 1055 GPO , DESIGN FLOW ( DCx1 . 5 ) = 1583 GPD = 100+ [( 1583 - 1000 )/ 100] x 8 = 147 ' HORIZONTAL INFLUENCE AREA 4 - BEDROOM RESIDENCE (SP - 10700378 ) = DEMON CAPACITY = 525 GPD , DESIGN FLOW ( DCx1 . 5 ) = 788 GPD = 100 + [ ( 788- 1000 )11001x 8 = 84 ' HORIZONTAL INFLUENCE AREA 3 - BEDROOM RESIDENCE (SP- 1600257 ) = DESIGN CAPACITY = 450 GPD , DESIGN FLOW ( DCx1 . 5 ) = 675 GPD = 100 + [ (675- 1000 )/ 100] x 8 = 74 ' HORIZONTAL INFLUENCE AREA WINDMILL FARMS - PROPOSED RESTAURANT/ COFFEE SHOP BUILDING 7674 COUNTY ROAD 74 , WELD COUNTY ( WINDSOR ) , COLORADO WINDMILL FARMS - PROPOSED RESTAURANT/COFFEE SHOP BUILDING 7674 COUNTY ROAD 74 , WELD COUNTY (WINDSOR ) , COLORADO Soilogic Project # 17- 1360 February 2018 SITE EVALUATION SUMMARY AND DESIGN CALCULATIONS ON -SITE WASTEWATER TREATMENT SYSTEM ( OWTS ) Soilogic Personnel Information Wolf von Carlowitz , P. E . 3522 Draft Horse Court Loveland , Colorado 80538 970 .535. 6144 - WolfSoilogic. corn Josh Schmidt CPOW Certified Competent Technician 970 .691 . 0568 - JoshSoilogic . com Date of Site Visit (112912018 ) Septic System Design Calculations Restaurant with paper service only per seat = 25 gallons per seat Restaurant = 53 seats * 25 gallons/seat = 1325 gallons per day Coffee Shop = 16 seats * 25 gallons/seat = 400 gallons per day Total gallons per day = 1325 gpd + 400 gpd = 1725 gallons per day Office buildings per employee per eight-hour shift = 15 gallons per day 18 employees * 15 gallons per day = 270 gallons per day 1725 gallons per day (seats ) + 270 gallons per day (employees ) = Total Design Flow = Q = 1995 gpd ' Soil Type 3A' = LTAR = 0 . 30 gldlsf A = Q/LTAR = 199510 . 30= 6650 sf Size Adjustment Calculations 6650 sf * 1 . 0 ( Pressure Dosed Bed ) * 0 . 7 (Chambers Bed ) = 4655 sf 4655 sf / 12 sf per 'Quick-4 Plus ' Infiltrator® Unit = 388 Units Soilogic proposes four (4) beds with four (4) rows of 25 units each , for a total of 100 units per bed (400 total units ) Alternative configurations could be considered . Septic Tank Size Calculations Maximum Daily Flow = Seats + Employees per day 1995 gallons per day x 2 days (48 hour Detention Time ) = 3990 gallon tank (minimum ) We recommend a two (2 ) 2000 gallon septic tanks and a 1000 gallon dosing tank be installed as part of the system Alternative configurations could be considered . Sla LOGIC Pump Selection for a Pressurized System - Single Family Residence Project Parameters Discharge Assembly Size 1 .50 inches Transport Length Before Valve 35 feet Transport Pipe Class 40 . , _ Transport Line Size 1 .50 inches , Distributing Valve Model 6404 140 — ,- - Transport Length After Valve 65 feet Transport Pipe Class 40 Transport Pipe Size 1 .50 inches Max Elevation Lift 5 feet Manifold Length 9 feet 120 Manifold Pipe Class 40 Manifold Pipe Size 1 .50 inches Number of Laterals per Cell 16 ,� Lateral Length 100 feet t Lateral Pipe Class 40 _ i 1 00 Lateral Pipe Size 1 .50 inches I Orifice Size 1 /8 inches Orifice Spacing 4 feet me Residual. Head 5 feet � _ — � _ — Flow Meter None inches 80 'Add-on ' Friction Losses 0 feet C Calculations ci l RT50051 Minimum Flow Rate per Orifice 0 .43 gpm , 9' 60 -- - — - — —o — Number of Orifices per Zone 104 im Total Flow Rate per Zone 45 .3 gpm . il Mil ' ..._ Allii Number of Laterals per Zone 4 1111111 11 _1014g1 . ' UI . .. II % Flow Differential 1st/Last Orifice 2 .9 % - 11111111"64 . Transport Velocity Before Valve 7 .2 fps 4O 1Trans ort Velocit After Vel ve 7 .2 f s iniiSn py p 1111 11 Frictional Head Losses III__III__III I P!IUII 11111 1111II III iiiiii II 11111 Ill_H Loss through Discharge 6 .2 feet' ii iifl! i_ inaii 11111 luShI Loss in Transport Before Valve 3 .9 feet 1111111111111 111 1111 111 11 Loss through Valve 12 .5 feet Loss in Transport after Valve 7 .3 feet . ' yD a11 IIiII 11 IIII 1i1 11 _ Loss in Manifold 0 .3 feet IIIIIIII III Ill_ _il liii II 1. Loss in Laterals 0 .3 feet 00 10 20 30 40 50 60 70 80 Loss through Flowmeter 0 .0 feet 'Add-on ' Friction Losses 0 .0 feet Discharge (gpm Pipe Volumes Vol of Transport Line Before Valve 3 .7 gals Pump Data Legend Vol of Transport Line After Valve 6 .9 gals Vol of Manifold 0 .9 gals PF5005 High Head Effluent Pump System Curve : 50 GPM , 1 /2HP Vol of Laterals per Zone 42 .3 gals Total Vol Before Valve 3 .7 gals 115/230V 10 60Hz , 200/230V 30 60Hz Pump Curve : _- - Total Vol Alter Valve 50 . 1 gals Pump Optimal Range: Minimum Pump Requirements Operating Paint:.,( .:1i Design Flow Rate 45 .3 gpm Total Dynamic Head 40 .5 feet Design Point° a :174:: Mil Orestes Systems Incorporated Hello