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04 - Design Report - Baxter Meadows Ph 2 - Water, Sewer, Storm, Traffic Impact Study
nnnnn(1nI:f"~^\011-fj[IIIuuuuuJPHASE IIBAXTER MEADOWSDESIGN REPORTRevised April 2004TABLE OF CONTENTSCity of Bozeman - Plans and Specifications Certified ChecklistResponse to Comments on Preliminary Design Report Review (M-M 1/19/04)Response to Comments on Preliminary Plat Submittal (M-M 12/12/03)Water System Design ReportRevised Water ModelingWater Main DEQ Certified ChecklistSanitary Sewer System Design ReportSewer Main DEQ Certified ChecklistStorm Drain Design ReportRevised Storm Drainage ModelingStorm Drainage Maintenance PlanTraffic Impact Study Update nr •)nnn111fLJuuf 1CITY OF BOZEMANPLAN AND SPECIFICATION CERTIFIED CHECKLISTProject Name: 0^/[^^ M^AD^^ -I^A.SL. TTEngineer: fa)&^f F^^ I A ^ Ai^)dlAT^?Reports Received:JUtiIities Design ReportjTraffic Impact AnalysisJStormwater Facilities Design3)Al£b ^(^(L W:}-^ABUI^O^ |t^£Ct( /2^>M&/^&) D^^m^^ (^i/l M-»v\0£t^p!&tfiz^co3>^ -TO»J ^za*4CHECKLIST SUBMITTAL INSTRUCTIONSThis checklist may be used in lieu of a complete department review when the conditions listedbelow are met. The department reviews all certified checklists for completeness and accuracyand must approve all deviation requests. Deviation requests will result in slower tum-around bythe department. Construction may not begin until approval of the certified checklist is grantedby the department, and a preconstruction meeting is held. Department approval will be issued ina letter to the design engineer submitting the plans and specifications.All sections of the certified checklist must be completed. The answer yes may be checked whenall the requirements of the section being addressed are satisfied. Where a yes answer cannot begiven, a deviation must be requested or the applicant must explain why that section of thestandard is not applicable. All deviation requests must be justified by the design engineer andsupported with appropriate documentation.All infrastructure certified checklists must be signed and stamped by the professional engineerresponsible for the design of the project. In addition, four sets of plans and specifications signedand stamped by a professional engineer must be included.The plans and specifications for the above referenced project are in compliance with thefollowing sections of the City ofBozeman Design Standards.I.CONSTRUCTION PLANS AND SPECIFICATIONS REQUKEMENTSA.Genera] Requirements1.Yesn Deviation Requested:DNAExplain:2.YesD Deviation Requested:QNA I Explain:3.YesD Deviation Requested:D/NA | Explain:4.YesD Deviation Requested:1•J nnInnn[1uuIIuB.c.D.E.n0 NA | Explain:n5.YesDeviation Requested: < S|?L ^Cc^rAfcLfc ~P<.'6 Md^6.iLNAExplain:YesD Deviation Requested:INA7,J-Explain:'esD Deviation Requested:a NA | Explain:8.YesD Deviation Requested:D NA | Explain:9.Yesn Deviation Requested:D NA | Explain:Specification Requirements1.[YesD Deviation Requested:D NA | Explain:^t i^£ ^^ ^>|T10(J2.0'Y.esD Deviation Requested:DNAExplain:DrawingyScales1.YesD Deviation Requested:2.ONA ) Explain:'esn Deviation Requested:3.JAI YesExplain:r~l Deviation Requested:DNAExplain:Plan Requirements1.YesD Deviation Requested:D.NA2.JLExplain:YesD Deviation Requested:DNAExplain:Utility Plan Requirementsl.a.YesD Deviation Requested:DNAExplain:(^^^CL ^ ^LiTIO^l.b.YesII Deviation Requested:QNA I Explain: Sri^T fi-Z M^ 1^I.e.aYesD Deviation Requested:DNA I Explain: -Srte&f C^-'L f^-X. (3l.d.YesD Deviation Requested:DNA I Explain: ^^^ Cx-1 t^M. ^2.Yesn Deviation Requested:DNA (Explain: AlJfcJA. ^^ ^U^lAiD ^ t^IPAT D^^ML^S3.YesQ Deviation Requested:INAExplain: A6TH ^?E& R£f6^Ci£b i^ ^TE^T ^(t(3N^2 nft['fllfl(InIu[J•n04.YesDeviation Requested:F.!NAExplain: ^4 C^L, ^^MS^^^ 1(4 d.M^M'l^.Ui^Roadway Plan Requirements1.YesQ Deviation Requested:D NA | Explain:II. I DRAINAGE POLICYA.B.t-JGeneral Design CriteriaI1.YesQ Deviation Requested:D NA Explain:2.Yesd Deviation Requested:D NA | Explain;3.a.YesQ Deviation Requested:DNAExplain:3.b.YesDNAD Deviation Requested: -^[^ u>^L^> T^ iiA M-W 6/t'l/C^lAic^ 3^) ??$Explain:3.c.Yes | D Deviation Requested:S&S ^Pc^-T it3 i^fe^.J^ft.DNAExplain:3.d@rY'esD Deviation Requested:QNAExplain:3.e.YesD Deviation Requested:INAExplain:3.f.YesD Deviation Requested:QNAExplam:Storm Drainage Plan1.YesD Deviation Requested:INAExplain:2.Yesn Deviation Requested:D NA | Explain:3.YesD Deviation Requested:ONAExplain:4.Yesn Deviation Requested:DNAExplain:5.a.YesD Deviation Requested:DNAExplain:5.b.YesDeviation Requested:DNAExplain:5.C.YesD Deviation Requested:[~INA I Explain:0.Yes | D Deviation Requested:D NA | Explain:3 nnr)nf]11[If111uuu.iuc.D.1\E.nStorage/Treatment Facilities1.YesD Deviation Requested:D NA | Explain:2.'es[_] Deviation Requested:DNAExplain:3.YesDNA4.a.^-D Deviation Requested:YesExplain: be^TlDh) PD^6 ^ Tttfc U^^i ?kSjL kit ^ ^^hD Deviation Requested:L].NA | Explain:4.b.YesD Deviation Requested:D NA | Explain:4.c.YesD Deviation Requested:D NA | Explain:4.d.YesII Deviation Requested:D NA | Explain:4.e.YesD Deviation Requested:5.D NA | Explain:0 Yes | D Deviation Requested:DNAExplain:Discharge Structures1.Yesm Deviation Requested:DNAExplain:2.YesD Deviation Requested:DNAExplain:3.a.YesD Deviation Requested:D NA | Explain:3.b.Yesn Deviation Requested:D NA | Explain:3.c.El YesDeviation Requested:D NA | Explain:Estimation ofRunoffl.a.YesD Deviation Requested:NAExplain:l.b.YesD Deviation Requested:D NA | Explain:I.e.YesD Deviation Requested:D NA | Explain:2.YesD Deviation Requested:D NA I Explain:3.YesDeviation Requested:D NA | Explain:k!PA&/iA^ k^.4 nn11nn[Iiftliu[I(Ln4.(YesnQ Deviation Requested:D NA | Explain:5.Yes[_] Deviation Requested:DNAExplain:III.FLOODPLAIN REGULATIONSA.Genera]Yes[_] Deviation Requested:IV.DNAExplain:ROADWAY DESIGN AND TECHNICAL CRITERIA)AA)(J$ <?b$& MIL&A.B.c._1GeneralYesD Deviation Requested:D NA j Explain: M^-^M^^ ^AOi^AY <,<^^<> ~ C^^^ (A 2'A fe4&i}SLV AP^&^ASidewalks, curbs and gutters and driveways1.O/YesD Deviation Requested:D NA | Explam:2.YesD Deviation Requested:D NA | Explain:3.WYesD Deviation Requested:INAExplain:4.I YesD Deviation Requested:DNA I Explain:5.YesD Deviation Requested:DNAExplain:6.0NAD Yes | D Deviation Requested:Explain: NO ^\)fiffjWt^7.@^Yes Q Deviation Requested:DNA8.•t-Explain:YesD Deviation Requested:D NA | Explain:Drainage1.[—| Yes D Deviation Requested:2.a.J-£-Explain:YesD Deviation Requested:D/NA | Explain:2.b.YesD Deviation Requested:Q^NA | Explain:2.c.YesD Deviation Requested:DNAExplain:3.YesD NA | Explain:0 Deviation Requested; ^% ^^^ -,,|^fe ^V^iAdCMAt ?A^<Jf.G.3% £L^^r^£L5 nnfIInnnn^uu[1-^1uD.tE.Pl04.^_Yesn Deviation Requested:5.a.DNA (Explain: ^^fft E^<>|J ^tfe^)|J ^.-TEfM^AHolYesD Deviation Requested:QNA ) Explain:5.b.YesDeviation Requested:QNA j Explain:5.c.i Yes[_] Deviation Requested:INAExplain:Horizontal Alignment1.Yesn Deviation Requested:DNAExplain:2.@ YesD Deviation Requested:QNA ] Explain:3.Yesn Deviation Requested:4.Q NA | Explain:YesD Deviation Requested:D/NA | Explain:5.YesF~[ Deviation Requested:Q/NA | Explain:6.Yesn Deviation Requested:Q/NA | Explain: 1^0 {^'W^WD^7.YesQ Deviation Requested:DNA I Explain: ^& ^FI^AL C()l?.t£i>8.D Yes | Q Deviation Requested:•t-.Explain: MO £A<L^&(,9.YesFt Deviation Requested:NAExplain:Vertical alignment1.Yesm Deviation Requested:D.NA | Explain:2.Yesn Deviation Requested:DNAExplain:3.El YesD Deviation Requested:DNAExplain:4.a.YesD Deviation Requested:NA4.b.^.Explain:YesD Deviation Requested:Q NA I Explain:4.c.Yesn Deviation Requested:DNA I Explain: ^, A^-tALS4.d.D Yes | D Deviation Requested:6 nnIn[I[1f]1LI[Iuu1.1F.G.H.I.J.K.nn/_5.rA•esExplain:D Deviation Requested:6.D^A ) Explain:Yes | Q Deviation Requested:7.D/NA | Explain:YesD Deviation Requested:D^IA I Explain:8.Yes[—| Deviation Requested:U NA | Explain:Median TreatmentYesDeviation Requested: ^4-"] S|^|^6 /^ Ll^u &f r'L^. OcLlfctA^iZ-.DNAExplain:Roadway SpecificationsYes ~| f~) Deviation Requested:DNAExplain:Signs an^ Markings1.I YesD Deviation Requested:2.SNA-Explain:YesDeviation Requested:D NA | Explain:3.aYes | n Deviation Requested:DNAExplain:3.bYesD Deviation Requested:I.NAExplain:3.cYesDeviation Requested:INAExplain:3.dYesn Deviation Requested:D NA | Explain:Monume^itation1.YesDeviation Requested:|NAExplain:Lighting/YesD Deviation Requested:DNA- j Explain: L(6;-m^ ^Or/AJL'Lu-bfc^ fAl At/iL ^^-A^1////^r^^(lf-D£Bike Lan^s/Paths^^inef> TO &MPYesDeviation Requested:D NA | Explain:V. I UTILITY DESIGN CRITERIAA.Water Distribution Lines1.YesD Deviation Requested:NA | Explain:7J nnrIInnndnf[ju'I•u2.nYes Q Deviation Requested:03.QNA ) Explain: ^^ ^K - OCA 1UA - OfDA^66^if^iI. ^^r^feiVai P/^tS ^fYes4.n.NA[_) Deviation Requested:YesExplain:|_] Deviation Requested:D NA | Explain:5.YesQ Deviation Requested:D NA | Explain:6.aYes D Deviation Requested:a NA | Explain:6.b.O?Yes6.c.DNAn Deviation Requested:YesExplam:n Deviation Requested:DNA I Explain:6.d.YesD Deviation Requested:DNA I Explain:6.e. | 0 Yes | Q Deviation Requested: Fiffl)%- Co^5TWX\{s^D NA Explain:6.f.Yes D Deviation Requested:D NA | Explain:6,g.YesQ Deviation Requested:NA | Explain:7.a.Yesn Deviation Requested:DMA7.b.YesExplain:D NA | Explain:n Deviation Requested:7-c.'esD Deviation Requested:7,d.D NA | Explain:YesD Deviation Requested:DNA8.YesExplain:DNADeviation Requested:Explain:9.YesD Deviation Requested:D NA | Explain:10.D Yes | D Deviation Requested:11.Explain:NO p^y^Yes D Deviation Requested:D NA | Explain:B. | Sanitary ySewer System Design Criteria1.Yesm Deviation Requested:D NA | Explain:8 nnnnfnnnnf!uut-»c.2.-/-YesD Deviation Requested:INAExplain:3.YesD Deviation Requested:INAExplain:4.YesD Deviation Requested:NAExplain:5.Yesn Deviation Requested:D NA | Explain;6.YesD Deviation Requested:DNAExplain:7.YesD Deviation Requested:DNAExplain:8.0 Yes | [~1 Deviation Requested:DNAExplain:9.YesD Deviation Requested:DNAExplain:10.YesQ Deviation Requested:DNAExplain:11.YesD Deviation Requested:DNAExplaifa:12.YesDeviation Requested:DNAExplain:Storm Sewers1.YesD Deviation Requested:D NA I Explain:2.YesDeviation Requested:QNAExplain:3.YesD Deviation Requested:DNAExplain:4.a.'esD Deviation Requested:DNAExplain:4.b.'esD Deviation Requested:NAExplain:4.c.'esD Deviation Requested:INAExplain:4.d.Yes[.] Deviation Requested:D NA | Explain:5.Yesn Deviation Requested:QNA I Explain:6.a.Yes\~] Deviation Requested:D NA | Explain:I.9u nnnnI]pID.Iu[J!]tt_Ju6.b.nYes | D Deviation Requested:D NA | Explain:6.c.YesD Deviation Requested:D NA | Explain:7,a.Yes | [_] Deviation Requested:D'NA | Explain:7.b.El Yes | D Deviation Requested:INAExplain:8.a.Yes[_] Deviation Requested:8.b.D NA [ Explain:D Deviation Requested:DNAExplain:8.c.'esD Deviation Requested:D NA | Explain:8.d.'esD Deviation Requested:INAExplam:8.e.YesD Deviation Requested:D NA ) Explain:8.f.YesDeviation Requested:D NA | Explain:8.g.Yes|_] Deviation Requested:D NA | Explain:Alignment, Depth, and Easements1.YesD Deviation Requested:INA2.a.^.Explain:Yesn Deviation Requested:QNA I Explain: -^/W. |? AOA^ XOFE0' PffiK ^tf]W 56^E4-2.b.YesD Deviation Requested:D.NAExplain:2.c.YesD Deviation Requested:INAExplain:3.a.YesD Deviation Requested:Q NA | Explain:3.b.YesQ Deviation Requested:D NA I Explain:3.c.Bl Yes ] D Deviation Requested:D NA | Explain:4.a.'esD Deviation Requested;J.i<AExplain:4.b.YesDeviation Requested:D NA | Explain:10 nnnIInfl[1[1nFi4.c.YesD Deviation Requested:D NA | Explain:5.a.YesQ Deviation Requested:DNAExplain:5.b.I YesQ Deviation Requested:DNAExplain:5.c.Yes[_] Deviation Requested:DNA j Explain: ^ ^us^ 6afc^n?tAM 4-CA^?tA^ o(:P (£. foe- L^tbX-APii^ V^Difi^Certified By>S^r'JL£5^Date: 41^1^(SigiiatUre of Professional Engineer)Montana P.E. Number; ^37/ /?EI,)Ituuuu»>-.Ju11 nnn[1n[I[uuuIn0CERTIFIED CHECKLIST FOR TESTING & DOCUMENTATION REQUIREMENTS FORINFRASTRUCTURE IMPROVEMENTSAll sections of the certified checklist must be completed. The answer yes may be checkedwhen all the requirementsof the section being addressed are satisfied. Where a yes answer cannot be given, a deviation must be requested orthe applicant must explain why that section of the standard is not applicable. All deviation requests must be justifiedby the design engineer and supported with appropriate documentation. All infrastructure certified checklists mustbe signed and stamped by a professional engineer licensed in the state of Montana.)A.D Yes | D Deviation Requested:DNAExplain:B.D Yes | D Deviation Requested:DNA | Explain:c.L] Yes | D Deviation Requested:DNAExplain:D.D Yes | D Deviation Requested:D NA | Explain:E.D Yes | D Deviation Requested:D NA | Explain:F.n Yes | D Deviation Requested:D NA | Explain:G.D Yes | D Deviation Requested:DNAExplain:H.D Yes | D Deviation Requested:D NA | Explain:I.m Yes | D Deviation Requested:DNAExplain:J.D Yes | D Deviation Requested:d NA | Explain:K.II Yes | D Deviation Requested:DNAExplain:Certified By:,Date:(Signature of Professional Engineer)Montana P.E. Number:^ ,L+ .US' ^ ^-^ - ^^u-fe pA^ ll-i3 ^^ 3>^r ^-L^'^e&4^^i^r-,>~^12L nnnnnnnr(IilDuuuuuBaxter Meadows DevelopmentPhase 2Robert Peccia & AssociatesApril 2004Response to Comments on Preliminary Design Report ReviewBaxter Meadows DevelopmentThe purpose of this memorandum is to address the comments noted in the memo from Momson-Maierle,Inc. dated January 19, 2004 (Attached).General Comment #1:The Design Report revisions (April 2004) are a combination of responses generated from both the December12, 2003 and the January 19, 2004 letters from Morrison-Maierle.A copy of the Certified Checklist is attached.General Comment #2:Based on a request from Bob Murray, two sets of half sized drawings are submitted to the City ofBozemanfor review. No full size drawings are being produced.General Comment #3:No response.Water Supply Comment #1:The water main design now consists of an additional 8-inch main between Rawhide and Equestrian, with 8-inch mains ending to three blow-offs to service 16 residential units. The additional 8-inch main betweenRawhide and Equestrian does more than the two-modeled self-serving loops, which are no longerconsidered. All Fire Hydrants are on looped water mains.Revised Water Model results are included in the revised Design ReportStorm Drain System Comment #1:The 16 subbasins add up to 12.15 acres, which is consistent with the calculations. On Page 13 of the yellow,storm drainage comps, the first 11X17 folded drawing does incorrectly state Area 3 to be 14.44 acres.Storm Drain System Comment #2;Pipe velocity from Basin # 3, SD Inlets 3 & 4 is 2.68 ft/sec. The flow model identifies 3.4 inches of flowdepth in a 15-inch pipe, leaving lots of space for head to build up and scouring velocities of 3.00 ft/sec to beachieved. The 15-inch pipe is one size greater than minimum allowable in the City ofBozeman for laterals.Revised Storm Drain Model results are included in the revised Design ReportStorm Drain System Comment #3;Pipe velocity from Basin #4, SD Inlets 1 & 2 is 2.42 Wsec. The flow model identifies 2.8 inches of flowdepth in a 15-inch pipe, leaving lots of space for head to build up and scouring velocities of 3.00 ft/sec to beachieved. The 15-inch pipe is one size larger than the minimum allowable in the City of Bozeman forlaterals.Revised Storm Drain Model results are included in the revised Design ReportPhase 2 Preliminary Design Report Review Plat7 nnn[]nnBaxter Meadows DevelopmentPhase 2Robert Peccia & AssociatesApril 2004r1. ,Ijftf[JuuuuuuRoad Comment #1:Angled parking has been removed from within 20 ft of intersection crosswalks.Road Comment #2:The intersection of Baxter Lane and Baxter Parkway has been modified to incorporate a future traffic signal.Conduits under the pavement for signal wires and Type I pull boxes at the terminations of these conduits,will be installed as part of this project.Road Comment #3:Sheet C5-2, minimum grade of 0.50% has been verified on the plan and profile sheets.Road Comment #4:Sheet C5-4, minimum grade of 0.50% has been verified on the plan and profile sheets.Road Comment #5:Sheet C5-7, vertical curve has been added.Road Comment #6:Sheet C5-9, design access aligns with the proposed alley in Phase TV.Road Comment #7:Sheet C5-14, vertical curve has been added.Road Comment #8:Sheet C5-16, vertical curve has been added.Road Comment #9:Sheet C5-20, sidewalk has been added to west side of Baxter Parkway.END OF COMMENTS/RESPONSESPhase 2 Preliminary Design Report Review Plat2 nnnnnnnffi.'•[I1.1u(juuuuu^MORRISON™U]^IERLE^C.January 19, 2004Robert Peccia and AssociatesPhil Porrini825 Custer AvenueHelena, MT 59601 (via email: phil@rpa-hln.com)RE: Phase II Preliminary Design Report ReviewDear Phil,We have completed our review of the Preliminary Design Report Submittal and offer thefollowing comments:General Comments1. The next steps for submittal are as follows:a. Submit revised design reports for City approval.b. Submit plans and specifications with the City of Bozeman certifiedchecklist completed.2. Please submit the civil drawings on full size sheets for review./3. The comments contained in this review are provided to assist you inpreparation of the final plans. A detailed review was not completed as weassume you will be submitting plans under the certified checklist provision ofthe city's policy.Water Supply - Design Report and Plan Sheets1. Sheet C2-0. The configuration of pipes and nodes contained in the watercadmodel do not coincide with the proposed water main layout between Rawhideand Equestrian and Gallatin Green and Ferguson. Update the water model toreflect the current layout.Page 1 of 3D:\temp\WPM$7FEE.doc nnnnnnn[][I[J[juIjuuuuu1Storm Drain System - Design Report and Plan Sheets1. The acreage for Basin 3 on the exhibit does not match the acreage used in thedetention basin calculations. Review this and determine which value isappropriate.2. Basin 3 Storm Drain Pipe Calculations. The pipe velocity from inlets 3 & 4 tomanhole 1 is less than the required 3 fps. This needs to be redesigned toobtain 3 fps.3. Basin 4 Storm Drain Pipe Calculations. The pipe velocity from inlets 1 & 2 tomanhole 1 is less than the required 3 fps. This needs to be redesigned toobtain 3 fps.Road Plan and Profile Sheets1. Modify the design of all intersections with on street parking to provide aminimum of 20 feet clearance from the intersection crosswalk to the nearestparking stall.2. Modify the design of the intersection of Baxter Lane and Baxter Parkway toprovide for the future traffic signal.3. Sheet C5-2. The City of Bozeman (COB) design standards requires aminimum vertical grade of 0.50%. Modify the profile to comply.4. Sheet C5-4. The City of Bozeman design standards requires a minimumvertical grade of 0.50%. Modify the profile to comply.5J Sheet C5-7. The COB design standards require a vertical curve be used .whenever the algebraic difference in grade exceeds 1.0%. The proposedprofile for Rawhide Street contains a grade break of 2.0%. Redesign toinclude a vertical curve.6. Sheet C5-9. The proposed access to the apartment site on Kimberwicke Streetshould be aligned directly across of the proposed alley in Phase 4.7^ Sheet C5-14. A vertical curve is required at Station 11+70 on Baxter Parkwaydue to algebraic difference of grade exceeding 1%.&.} Sheet C5-16. A vertical curve is required at Station 13+00 on East Alley dueto algebraic difference of grade exceeding 1%.>,/"Page 2 of 3D:\temp\WPM$7FEE.doc nnnnnnn[1[Inr9. Sheet C5-20. Provide a sidewalk on typical section D, the left side of BaxterParkway.The comments provided are intended to assist with the preparation of engineering plansand specifications which shall be submitting following preliminary plat approval. Noimmediate response is necessary. If you have any questions, please feel free to givemyself or James Nickelson a call at 587-0721.Sincerely,MORRISON-MAIERLE, INC.Jon Olsen, P.E.Bozeman OfficeCc: Bob Murray, City of Bozeman)[I[]uuuuuuuPage 3 of 3D:\temp\WPM$7FEE.doc nnnnn[]nBaxter Meadows DevelopmentPhase 2Robert Peccia & AssociatesApril 2004ruuuuuuuResponse to Comments on Preliminary Plat SubmittalBaxter Meadows DevelopmentThe purpose of this memorandum is to address the comments noted in the memo from Morrison-Maierle,Inc. to the City ofBozeman Development Review Committee dated December 12, 2003 (Attached).Comment #1: Stormwater Master^lanA Stormwater Master Plan (July 2002) has been written and submitted to the City ofBozeman (COB) for theentire Baxter Meadows Development. Separate design reports have been prepared for Phase I and TrakkerBuilding and another has been prepared for Phase II (see Design Report - Phase H - Baxter Meadows -October 2003). Easements are being developed for each stomi drainage feature outside of Street ROW.Comment #2: Street Sisnaee PlanSigning and Pavement Marking Plans for Phase HA, HB and HC have been prepared and are part of theConstmction Documents. Revisions to marking for Phase I are being incorporated in Phase DA to completethis work as soon as possible.Comment #3:j[mprovementsjn ROW to be approved by the COBNo response.Comment #4: Improvements south of Baxter Lane^djacent to Tract 1RPA understands their to be ongoing discussion on the two tract located south of Baxter Lane and includedin Phase HA. No design work for the necessary infrastmcture is currently planned as these Tracts willundergo their own design, review and approval process prior to coimnencement of any construction.Comment #5: Depictine existins water and sewer mainsDelineation of existing and proposed water and sewer mains has been prepared and is part of theConstmction Documents.Comment #6: Depict Phasing on Infrastructure PlansDelineation of Phase DA, Phase HB and Phase IIC has been prepared and is part of the ConstructionDocuments.Comment #7: 100-Year Flood Elevations for the Baxter Border DitchA Flood Hazard Evaluation was completed by Wetlands West (October 17,2001) and indicated that theredoes not appear to be any portions of the Baxter Meadows subdivision that are within 2,000 horizontal feetand less than 20 vertical feet of a water course draining an area of 25 square miles or more. No official 100-year floodplain delineation study has been made for the ditches in this area. The watercourses that cross theproposed subdivision are man made ditches and serve the collect groundwater and spring discharge.Phase 2 PUD Preliminary Plan & Subdivision Preliminary Plat1 nnnnnnnnnr11uuuuuuuBaxter Meadows DevelopmentPhase 2Robert Peccia & AssociatesApril 2004A Phase I- Flood Hazard Evaluation and Design Report, was prepared by Allied Engineering Services(June 12, 2002) and concluded that Spring Ditch, with a 163 acre drainage area, has minimal impact toBaxter Meadows. The 100-year flow (Qioo= 51 cfs) stays within the ditch and within available headwaterdepths of 1.5 times culvert diameter, there is ample capacity for the flow to stay in the channel and thedesignated 35 to 50 ft setbacks on each side. No new stream crossing are proposed in Phase II and oneexisting culvert crossing is to be removed..Comment #8: Baxter Lane Improvements shall extend from Phase I to Caspian AvenueImprovements along Baxter Lane are designed and will be constmcted from the east end of Phase I toCaspian Avenue.Comment #9: Street names subject to approval by City EngineerNo response.Comment #10: Provide easements for all on- and off-site sewer and water improvementsNo response. Thirty foot (30') easements are being prepared.Comment 11: Provide easements for all^ff-sjte drainage facilitiesNo response. Easements are being prepared.Comment #12: Utility easements granted on final platNo response.Comment #13: City standard sidewalks prior to occupancyNo response.Comment #14: City sidewalks in Phase IIA and Phase IIC prior to occupancyNo response.Comment #15: Obtain necessary permits (i.e. 310,404, turbidity exemption) prior to constructionNo response.Comment #16: All improvements constructed or financially guaranteed prior to Final Plat approvalNo response.Phase 2 PUD Preliminary Plan & Subdivision Preliminary Plat2 nnnnnnn)fuuuLIuuuBaxter Meadows DevelopmentPhase 2Robert Peccia & AssociatesApril 2004Comment #17: Plans and Specs and Design Report to City & DEONo response. Plans were submitted to DEQ on March 18, 2004. Plans are also being submitted to the City ofBozeman in early April.Comment #18: Proposed manholes to be accessible to the COB large flusherNo response.Comment #19: Property Owners' Association shall be responsible for storm water maintenanceNo response.Comment #20: Obtain permission from ditch company to discharge storm waterSpring Ditch is not under control by a ditch company. Spring Ditch was historically sourced by a naturalspring south of the project site (Stormwater Master Plan by Allied Engineering Services). There are noeasements for the ditch's operation or maintenance. Setbacks of between 35 and 50 feet are provided on bothsides of the stream bank.Comment #21: Ditch easements and setbacks to be shown on Final PlatNo response.Comment #22: Anele Parkins LocationsThe reviewer noted that there could be issues with drivers backing out of the angle parking spaces intocrosswalks. This issue is primarily associated with the first one or two parking spaces along each block ofangle parking. When drivers back out of these spaces it is possible to back into the pedestrian crosswalkarea. It is recommended that sufficient space be provided between the end of the parking stall and thepedestrian crosswalk to store one vehicle. A minimum distance of 20 feet would be required to provideadequate separation. Therefore, the first angle parking space on each block face has been removed. OnCharolais Avenue and Caspian Avenue, the first two spaces are removed to attain the minimum requireddistance.Comment #23: Implement Traffic Impact Analysis recommendationsNo responseComment #24: Baxter Parkway and Baxter Lane LayoutThe intersection should be designed to provide a left-tum lane and a combination through/right lane on eachleg of this intersection. Additionally, the intersection will be constructed with underground conduit in placeduring Phase 2 to facilitate the constmction of a future traffic signal at this location in Phase 6. Thesuggested locations of this conduit, along with needed intersection geometries, are shown in Figure 1 andConstmction Drawing C5-1.Phase 2 PUD Preliminary Plan & Subdivision Preliminary Plat3 nnr/'')flflnnr 'u[Iu[Ju11uuuBaxter Meadows DevelopmentPhase 2Robert Peccia & AssociatesApril 2004Comment #25: Left-turn lanesRPA reviewed the current parking design and traffic mobility needs of the proposed development. The angleparking design along Charolais Avenue and Caspian Avenue will decrease the incentive for drivers to usethese streets due to the possible delays caused by vehicles backing out of the parking spaces. This willdecrease the overall traffic volumes on these streets and shift it to Baxter Parkway and future streets (such asDavis Road). It is currently unknown if either of these streets will have adjoining roadways on the south sideof Baxter Lane. If these roads are not constructed then the overall delay at the intersections will bedecreased. RPA reviewed the LOS calculations at these intersections and concluded that the inclusion ofleft-tum lanes on the north leg of the intersections would decrease the delay by 2-4 seconds per vehicle. Thisis a negligible improvement to the approach leg LOS, therefore these additional lanes are not justified orrecommended. Additionally, by not including left-tum bays, drivers would be encouraged to use thesignalized intersection at Baxter Parkway, which would provide safer left-tuming opportunities. Left-tumbays are included on the west legs to these intersections (for Phase 2) and eventually for the east legs (forPhase 6 build out).Comment #26: Pedestrian UnderpassThe TIS prepared by RPA in October 2001 recommended a grade separated pedestrian/bicycle crossingunder Baxter Lane near Baxter Parkway. However, after reviewing the conditions at the site it wasdetermined that a separated pedestrian crossing would not be feasible. Due to drainage issues and clearancerequirements underneath the roadway, a sub-grade pedestrian crossing would require raising Baxter Lanesignificantly above the surrounding ground surface. This would create significant design and constructionissues. For this reason, all pedestrian crossings will be handled at grade and at the road surface. Pedestrianwalkways will be designed to coordinate with the recommended future traffic signal at Baxter Parkway.These crosswalks would include proper pavement markings and advance warning signs. If necessary, araised pedestrian crossing could be constmcted over Baxter Parkway in the future. However, at this timethere is no apparent need to constmct such a structure.Comment #27: Line up north access to Block 15 with proposed alley in Phase 4No response. Correction to Constmction Drawings have been made.Comment #28: All easements identified in Title Report shall be shown on Final PlatNo response.Comment #29: Provide Certificate of Surveyor on Final PlatNo response.Comment #30: Provide^reakdown of areas by Phase on Final PlatNo response.Phase 2 PUD Preliminary Plan & Subdivision Preliminary Plat4 nnnBaxter Meadows DevelopmentPhase 2Robert Peccia & AssociatesApril 2004nnn[]n[][Iu[1uuuuuComment #31: Provide Identification of Privately Maintained Streets on Final PlatNo response.Comment #32: Repair any damages alone Baxter Lane from North 19th to entrance to project causedby project construction activitiesNo response.Comment #33: City Maintenance in Phase II B be2ins west of the east side of Gallatin Green andEquestrian intersectionNo response.Comment #34: City standard sidewalk to be installed alone west side of Baxter ParkwayNo response. Constmction Drawings have been modified to include this work.Comment #35: All alleys in Phases IIA and IIC shall be paved within 2-years or 4-years afterPreliminary PlatNo response.Comment #36: All infrastructure shall be installed in Phase IIB prior to occupancyNo response.Comment #37: Property Owners' Association shall be responsible for financing the City's Q^ M onsewaee lift stationNo response.Comment #38: All alley shall be paved to a minimum of20-feet, snow removal shall be private but theCOB will provide aU other alley maintenanceNo response.END OF COMMENTS/RESPONSESPhase 2 PUD Preliminary Plan & Subdivision Preliminary Plat5 [0u00Elt-7%I;^K—>9S>•*rIS.' i! ; ni<••:&IkaI®11. ItmK^i-nsr1N,'s-,1m.:..nJt:I :03,m -pIvfr.151-*^anp^=!a,m!u==5^T^r i—e-D^^\.rr-ASiI•'iIe-& 1—1TT°.1..00^^»N^i6-md-i-1l'tti-!'h-i-H-M—-1—-^-ri-T-n0'^lifflI—^f.4Ia^^iBsq,_]_,^a- _ -.11s"IC-•<....^ (hi ^^I I II I II I II II II II I II I II II I II t IsI I II II I II I\I II i^^\I II II I IArL^C3-—;-^<t-A-t.k^X^^s-^--0 —»vL_-—IFIGURE 1 nnnnnnnnnDGu[Juuuuuu0nDDLTO:FROM:RE:DATE:IMORRISONmE& -City of Bozeman Development Review CommitteeLanette Windemaker, AICP, Contract PlannerMorrison-Maierle, Inc.Baxter MeadowsPhase 2 PUD Preliminary PlanPhase 2 Subdivision Preliminary PlatDecember 12,2003AJ2^1 -- "^,Ax>M^ ly^A>The following conditions of final approvals are offered for consideration by theDRC in any approvals of the referenced application.1. Stormwater Master Plan:A Stormwater Master Plan for the subdivision for a system designed toremove solids, silt, oils, grease and other pollutants from the runoff fromthe private and public streets and all lots must be provided to andapproved by the City Engineer.The master plan must depict the maximum sized retention basin location,show location of and provide easements for adequate drainage wayswithin the subdivision to transport runoff to the stormwater receivingchannel. The plan shall include sufficient site grading and elevationinformation (particularly for the basin site, drainage ways and finished lotgrades), typical stormwater detention/retention basin and dischargestructure details, basin sizing calculations and a stormwater maintenanceplan.Any stormwater ponds located within a park or open space shall bedesigned and constructed to be conducive to the normal use andmaintenance of the open space. Stormwater ponds for runoff generatedby the subdivision (e.g., general lot runoff, public or private streets,common open space, parks, etc.) shall not be located on easementswithin privately owned lots. nnnnnnn[1nnn/[]uuuuuuuuWhile the runoff from the individual lots will be dependent on the intensityof use on each lot, the maximum sizing of the storm retention facilities foreach lot will be established based on maximum site development. Finalfacility sizing may be reviewed and reduced during design review of theFSP for each tot and/or phase.2. A street and traffic control signage plan for the subdivision shall beprepared and implemented upon review and approval by the CityEngineer.3. Any improvement placed in the public right of way shall be approved bythe City Engineering Office.4. Pursuant to Section 16.16.0I.A. of the Bozeman Municipal Code, BaxterParkway, including sewer, water, and other necessary infrastructure,shall be constructed adjacent to the west property boundary of Tract 1,and shall extend approximately 1700 feet to the south and east to theboundary of Phase 5. Baxter Parkway shall be constructed to astandard roadway section as approved by the City Engineering Office.The applicant is advised that further development of Tract 1 will likelyrequire a secondary access be provided.5. The location of existing water and sewer mains shall be properlydepicted, and proposed main extensions shall be noted as proposed onthe infrastructure plans and specifications.6. Project phasing shall be clearly defined on the infrastructure plans andspecifications including installation of infrastructure...<'V..-.r.7. As part of the infrastructure |3Jans submittal, 100-year flood elevationsshall be computed for the Dautcr Dordor Ditch, and the limits of floodingidentified. If flooding limits encroach onto proposed lots, this shall benoted on the final plat along with a minimum floor elevation for thestructures to be constructed on the lots,.8. Baxter Lane shall be fully improved to the appropriate typical sectionwhere adjacent to Phase 2, which extends from the west boundary ofPhase I improvements through the intersection of Caspian Avenue. Theentire length shall be constructed with Phase 2A.9. All street names are subject to approval by the City Engineer.10. The applicant shall provide easements, in a form acceptable to the city,for all on and off site sewer and water improvements. All water andsewer main easements shall be a minimum of 30 feet wide. nnnnnnnn(1nu[jliuuuuuun011. Easements shall be provided for all offsite drainage facilities.12. Utility easements shall be granted on the final plat in accordance withthe requirements of Section 16.14.050 of the City SubdivisionRegulations.13. City standard sidewalks shall be constructed on all public and privatestreet frontages prior to occupancy of any structure as per the terms andconditions of Section 16.14.050 of the Bozeman Municipal Code.14. For Phases 2A and 2C, sidewalks shall be installed to providepedestrian access to parking needed by any particular structure prior tooccupancy of said structure. This condition does not replace the need tomeet 16.14.050 of the Bozeman Municipal Code.15. The Montana Fish, Wildlife and Parks, SCS, Montana Department ofEnvironmental Quality and Army Corps of Engineer's shall be contactedregarding the proposed project and any required permits (i.e., 310, 404,Turbidity exemption, MPDES etc.) shall be obtained prior to constructionof the associated improvements.16. All infrastructure improvements including 1) water and sewer mainextensions, and 2) public streets, private streets, curb/gutter, sidewalksfronting parks, open space, rear yard frontages or other non-lotfrontages, and related storm drainage infrastructure improvements shallbe financially guaranteed or constructed prior to Final Plat approval.17. Plans and specifications and a detailed design report for water andsewer main extensions, storm sewer and the public street, prepared by aProfessional Engineer, shall be provided to and approved by the CityEngineer and the Montana Department of Environmental Quality. TheApplicant shall also provide Professional Engineering services forconstruction inspection, post-construction certification, and preparationof mylar record drawings. Construction shall not be initiated on thepublic infrastructure improvements until the plans and specificationshave been approved and a pre-construction conference has beenconducted.18. All proposed manholes need to be accessible to the city's large flushertruck. The applicant shall submit an all weather access plan with theproject infrastructure plans subject to approval by the City Water/SewerSuperintendent. nnflnnnfl[i[][i0[J11uuuuuunn\19. The Property Owners' Association shall be responsible for themaintenance of all storm water facilities constructed for the project.20. The applicant shall obtain permission from the appropriate ditchcompanies to discharge storm runoff into the ditches and for anyrelocation(s).21 .All ditch easements and setbacks shall be shown on the final plat. /22. No on-street parking shall be permitted within 20 feet of a crosswalk atany intersection.23. All of the recommendations made in the Traffic Impact Analysis for theBaxter Meadows Development by Robert Peccia & Associates, datedOctober 2001, and the updated report, dated October 2003 shall beimplemented with Phase 2 unless either the improvements arespecifically identified to be completed with a later phase. A portion of thereport requires updating as noted in conditions 25 and 26, each updatedsection and subsequent recommendations shall be subject to approvalof the City Engineer and the approved recommendations shall beimplemented with phase 2.24. The updated Traffic Impact Study prepared by Robert Peccia andAssociates identified the need for a traffic signal at the intersection ofBaxter Parkway and Baxter Lane upon the completion of Phase 6 of thedevelopment. In addition, the report recommended the installation of leftturn bays on each approach of the intersection in order for the signal tofunction properly. Sufficient pavement width shall be included in thedesign and construction of this intersection, along with the installation ofunderground conduits for the signal wiring and necessary right-of-waydedication with the Phase 2 final plat.25. The Traffic Impact Study recommended a dedicated left turn lane at theintersection of Charolais Avenue and Baxter Lane, along with aroundabout at the intersection of Baxter Lane and Caspian Avenue. Asthe current submittal does not include these recommendedimprovements, the applicant's traffic engineer shall address these issuesin an update to the original traffic study. Any modification to the originalstudy shall be approved by the City Engineer26. The Traffic Impact Study recommended that a grade separatedpedestrian/bicycle crossing under Baxter Lane near Baxter Parkway beimplemented as part of the Baxter Meadows project. Either design andinstall the crossing with Phase 2 of the project, including the dedicationof necessary right of way, or provide an update to the traffic impact study nnnn(1nn[1n[]LIDuuuuuuunn)with justification and details on how the crossing can be installed safelyas an at grade crossing. Any modification to the original study shall beapproved by the City Engineer.27. The north access to Block 15, the apartment site, shall line up directlyacross from the proposed alley in Phase 4.28. All easements identified in the title report shall be depicted on the finalplat.29. The Certificate of Surveyor on the final plat shall be in conformance withSection 16.32.050 of the Bozeman Municipal Code, Subdivisions.30. A breakdown of areas shall be provided for each phase on the final plat.31 -The final plat shall clearly state which streets are privately maintained.32. Pursuant to the recommendations of the Traffic Impact Study, preparedby Robert Peccia and Associates, any damage of Baxter Lane from theintersection with North 19 Avenue to the entrance of the project,caused by project construction activities, shall be repaired by theapplicant. The applicant shall agree to repair any damage within oneweek of notification by the City that repairs are required. The applicantshall be maintain the existing bond of $10,000 which was submitted withPhase 1 of the project.33. The City will only accept public maintenance of the streets in Phase 2Bthat are located to the west of the east side of the intersection of GallatinGreen Boulevard and Equestrian Way.34. City standard sidewalks shall be installed on the west side of BaxterParkway.35.1f concurrent construction is utilized for Phase 2A and 2C, all alleys shallbe paved within 2 years after final platting, or 4 years after preliminaryplat approval, whichever occurs first. If the alley is used for primaryaccess for a structure, the alley shall be required to be paved prior tooccupancy, which will be conditioned during the site plan approvalprocess.36.1f concurrent construction is utilized for Phase 2B, all infrastructure,including the paving of residential alleys, shall be installed and acceptedby the City prior to occupancy of any structure.//i Ci--t,*MS^ nnnnnnnn11nnDu[][Juuuuu37. The property owners dependent on the sewage lift station shall beresponsible for financing the costs of its operation and maintenance,which will be the responsibility of the City. The applicant shall agree inwriting to a surcharge to cover the costs of operating and maintaining thelift station. The agreement shall be filed with the final plat and shallapply to all heirs, successors and assigns. The agreement shall besubject to approval by the City Engineer and the City Attorney.38.As stated in the subdivision preliminary plat submittal, all alleys will bepaved to a minimum of 20 feet. Snow removal responsibilities in allalleys shall be private. Other maintenance needs in the alleys shall bethe responsibility of the City.The following items are offered as advisory comments pertinent to theinfrastructure plan submittal package:1. The private alleys/streets shall comply with the City of Bozeman'sdesign standards for geometric requirements.2. Infrastructure plans shall be submitted on full size sheets.3. The Design Report and infrastructure plans submitted with the PUDand Subdivision were not a requirement of the submittal, andconsequently have not been reviewed. The contracted engineeringstaff will review and provide comments by the end of next week.// r)nnnnn[I(I[I[I[I[1IIf*.-uuBAXTERPHASE I;PHASE III::RHASE IV:PHASE V:PHASE VI:I•—Amu'-frti—1ih.\!;i;lll_ Atl-n./'\^HHIV.i.tl±d^Ifl'a.'^}1.J .....!...... —^tl..'1-^.--,—^!^I^PHASE II:r^\.\C=)!—..•^y-~-.uvy^s==:^=Ila:I'•?y-:lib;If.1[s"lie:r^-t-i;fe!^la-vIt,Iw-^^^-ilf^2jl;:E%3?^ IIy :"-!n-1[-r^^=-~I^?yifeuuTOTAL^^<IItsllf<5S@=3IEKIi'l"^^^.1KLJI^j^rr-^-f^Iil.u/(irl;;f.-0F=^:-_L.j..^5^;~>. •I-JLjK^.^3j|:^If^. /ff-'A.1'^lu_1--SI"~K£II^/-Iit I iiInJ i-134...aAlii»-i—mS?-f3^x©Esf^-dAL^±M"^^—^-Jl.I(20 ACRE PARCEL SOUT4|j|aF BAXTER LANEINCLUDED AS PART OF ftljl^SE IIA HAS NODEFINED DEVELOPMENT IJ^f'IS.!II If I'<.II"•[fillxiI, ''I1^ ^.x:\^^i. ~y\ '^Imi.IIDI IV-..trrIIy•li. 'M..rW^ ; ^C'Y^i • ^\^i^^""-'s^..^ ^ i ,IllI1!;IIIIIL^I•,,*MEADOWS AREA TABLE2,355,395.34 S.F. (54.07 AC.)3,512,795.25 S.F. (80.64 AC.)1.534.68a.21 S.F. (35.23 AC.)827,618.45 S.F. (19.00 *C.)1.1B0.4S8.59 S.F. (26.41 AC.)2,130,252.92 S.F. (48.90 AC.)3,236,554.42 S.F. (74.30 AC.)5,834,604.30 S.F. (133.94 AC.)2,125,721.75 S.F. (48.80 AC.)19.195.303.98 S.F. (440.66 AC.)T.1S, R.5E., SECTION 34T.2S, R.5E., SECTION 3300 0 300(SCALE IN FEET)600vssm§s^s°sd8z5 S<D-ssCDA3y£iLJg0=!Sgs's.i3£^I 2gs5a:IBQ:-iw$00-<w>=<&I-s"y£y3££:£<0>FJi=y^SHEETG-3 r-r^wuvJrsils.>\h-sI_£ISS"isasi,IIasm^•uas-!ilgslBOT811asmsM7.92BV)IIB8SiSiK-] r-SSSR•^5L--J|iBiIS3S^^-•SiMga®/Ja__J:-—^aasimaBUIMffiSBisa^s-)-/•a8pa!---§S5dsCM-I ^-_--..ja§s<D1ns.Blg-4-:]i•§R^uA§L__JIs»L—iyr" - - - - -t1_ _]ig£0mll.....! L____"I1l..._.._JNigliOSKMlmiiT.'RO,0L _ .....^M£^!Sff,^sRlsL____......_-; LsffiSli ^IssosU!gs»sBiaTttTSKI«)is^Uih-lgg5CL-5sass'sSS's'ss=»••as•ssi"sg•^afifaaa'T-AfeQffiTt&fiOmUIffiMrlT^IISSSSSia»BaS.SKS.Sfs^a^gwaaMi§s•Ii»3naI^^SSKIlllifB-^asK?c<•aS.S99.^TOsli.ffir'S3^s»-81-"iI81a•Bga•limnsS9^asmfBJ _ywss^Mw94:/ ItIIs-misI®B«i®I;fltB1^BSIBIS•ETSCBI*^BlBormasa;m85:25'isa1E%. I—^iBssssew••wmB•&ais;sagssl''IB$1WBSgSK.asH•»aIBS^mlitBida0laa-aiS'aigg^BIB^i;BB»S^ins0-miBs»a1^samss,s9S.w^NsB-Bssyu6T:-f-17.50'A - 28-22'S">w"rf-saB=<2-j j - -j r- -; i! ———in-- -1° Irij^ps ^|-.IE- ^-i f—i^^r^fr—] ^= -=f\^--i-siW\ R - 6C.OO'IBiar7.•~1m.mK@a\ A - 28-22'Smsy^I^- ii.or's3uL2.I-iI181^^XV)•A-2Z19inr-^Ti:;Sft^*>ISSiyMTruqi;1 ! I^11.071—[I'tXS.SSWS^MSS.&iSr^SmgigsSWmi.!^<h^Fg^^lt»J]Hu—-j I--.'.! ih l;LJLJLj!!i......J ^^GI!L•eiilTO8^[I-1Bl£9.J^-:::^sKr""Ti-^i;!imgQ-s-amI•B NL _Ji L _|uI I3£3if31:3^1 r=i•^ ==•=. -^^. —.a&"1aB<SlaTuI,- ••-•wIs-==;-i y!£3•gT~0BiBS-sB•0~ =»-tf)!-;3•»gifi®msJp=jp=:1i *WJ"•"]!s181BBSmssLj4i^75^1s^aSpt^3JS3'xtill=^=mai)'li's^»a'u=Tc^g!KSZ®!|...i^..^^•-Hyj"r-<ny®;IllyssT'Ss.&rajiil^=1ii,s!l50;Sptl;!K^)CE,a,SO.!53,iajS9S-SSSSS-liru1-?"i^rwr^T--Tr-~r—!Tr~7nll! !!i jl! l!i ii! lil i!l !!in |1, n ,1, ,i,^=^-::!il::=l^i—!—111-::.:...^^^ .x^^^_masF1AImmMilI !h-vFrif@0y:au^s5ga(D)y~3.^^3^===^^^SHEETI'>—^ s"—""""^^ fc t--^20 ACRE PARCEL WITH UNDEFINEDDEVELOPMENT PLANSG-5-!1ur:1000100200r(SCALE INFEET) n-*-"7n1nr--;r-1r'f'r •;fPHASE IIBAXTER MEADOWSWATER SYSTEM DESIGN REPORTOCTOBER 2003)r 'i- >(t Jr •Jy iJr i^^ J—iBy:ROBERT PECCIA AND ASSOCIATESP.O. Box 5653HELENA, MT 59604^L^c-^vIs\/^32"%?For:CFTY OF BOZEMANBAXTER MEADOWS DEVELOPMENT 1r~>1r •rir •f •I Jf •i. *f •. JfJ.JDESIGN REPORT - WATER DISTRBUTION SYSTEMAS PER COB DESIGN STANDARDS AND SPECIFICATIONS POLICY (MAY 2003)A. WATER DISTRffiUTION LINES DESIGN CRFTERIA1. The distribution system improvements were designed according to WQB Circular No. 1, COB designstandards, MPWSS, COB Modifications to MPWSS, COB Water Facility Plan, and COB Fire ServiceLine Standard.All proposed water pipe is ductile iron.2. A water master plan has been submitted and approved for the Baxter Meadows subdivision.3. This document is part of the "design report". See attached drawings for site plan.4. The water distribution system for the Baxter Meadows subdivision was modeled using HaestadMethods Watercad software while preparing the water master plan. Phase II improvements were alsomodeled using Watercad. The model shows that peak hour demand is met with pressures far exceedingthe minimum required. Fire flows were also modeled. The proposed Phase H distribution systemsatisfies all COB fire flow and residual pressure requirements. A report containing a description of themodeling process, modeling parameters, and the results is contained in the appendix.5. The layout of the Phase II mains is such that all water mains are looped. All temporary dead-endmains (short lines that will be connected to in subsequent phases) contain blow-off hydrants.6. Services6a. The Phase H project contains two 2-inch water services and two 4-inch fire services.6b. The water services are type "K" copper and the fire services are ductile iron.6c. Service stubs will be installed according to COB standards. The services are placed at lot centers.6d. All COB plumbing application and permitting requirements will be adhered to.6e. Backflow prevention devices and will be installed on all services. Meters will be installed on allwater service lines. These features will be internal to future buildings and are not part of this currentsubmittal.6f. Services on the project are of uniform size from the line tap to the building structure. Each servicesupplies a specific building.6g. Service line stubs are adequately sized.7. Valves7a. New valves will be installed at all connections to existing mains.7b. Valve intervals are less than the required 500 feet. riir7c. Each leg of main intersections has a valve.7d. The valves are placed so only one hydrant will be shut down when any main is closed.8. The hydrants for the Phase H project are spaced approximately 400 feet apart. Each new intersectioncontains a hydrant.9. No air relief valves are required on the Phase II project.10. No pressure reducing valves are used on the Phase II project.11. All tees, bends, and ends contain thmst restraints per COB standards.r •i Ir •Jf!11r itjr1k^Jf I.JIj IIIrI*. ^r •^^rJt>, —-r-^.-^. _ /^ Isiontaifca Department of-ENvmoNMraTAi QuAimrPERMITTING & COMPLIANCE DIVISION• Water Main •CERTIFIED CHECKLISTIOctober 4,1999 /^r 'r1Ir 'Ir'ff1.rJf.Juj^ i--itCHECKLIST SUBMITTAL ENSTRUCTIONS:This checklist may be used in lieu of a complete department review when the conditions listed below are met.The department reviews all certified checklists for completeness and accuracy and must approve all deviationrequests. Deviation requests will result in slower tum-around by the department. Checklist submittals can notbe utilized for new public water systems. Constmction is unlawful until approval of the certified checklist isgranted by the department. Department approval will be issued in a letter to the design engineer submitting theplans and specifications.All sections of the certified checklist must be completed. The answer yes may be checked when all therequirements of the section being addressed are satisfied. Where a yes answer cannot be given, a deviationmust be requested or the applicant must explain why that section of the standard is not applicable. All deviationrequests must be justified by the design engineer and supported with appropriate dociunentation. Those sectionsof the standard that use the language "should be"; "is recommended"; or "is preferred" do not reqiiire a yes aiisweror a deviation. The department will conduct a complete review of a fraction of the plans and specificationssubmitted with certified checklists.All water main certified checklists must be signed and stamped by the professional engineer responsible for thedesign of the project. In addition, the following infonnation must be included with the submittal of the certifiedchecklist:1. Two sets of plans and specifications signed and stamped by a professional engineer.2. An engineering report presenting, at a minimum, the information required in section 1.1.1 through 1.1.14.ofDEQ-1. The engineering report must mclude all applicable analysis and supporting assumptions, suchas fire flows, etc.3. A map showing the location of the proposed water main in relation to the rest of the distribution system.4. For water main extensions: An approval letter from a professional engineer who is empowered bythe owner of a public water system providing service to the proposed water main and who represents theinterests of the public water system with regard to system capacity, pressure and other pertinentissues to the system. For those systems not represented by a professional engineer (city engineer) onstaff (or retained), the above mentioned approval letter is not required if the proposed water main is partof a water utility master plan previously approved by the department. A copy of the applicable portionof this master plan must be included in the certified checklist submittal.For water main replacements: The replacement pipe diameter must be equal to or greater than theexisting pipe to use the certified checklist and an approval letter from the owner of the system providingservice must be submitted with the checklist. A professional engineer on staffer a master plan is notrequired.Systems or projects not able to satisfy the above criteria are not eligible to use the certified checklist andare subject to a complete department review of the plans and specifications.5. Owner certification that a professional engineer will be retained for construction inspection and willcertify completion in accordance with the approved plans and prepare as-builts for submittal to thedepartment within 90 days of project completion.The fee for processing each certified checklist is $25.00 and must be included with the submittal. The E.Q.number, fee and date received items will be filled in by the department. Completed checklist submittals may be-2- n0inmailed to: Department of Environmental Quality, Pennitting & Compliance Division, Community ServicesBureau, Metcalf Building, P.O. Box 200901, Helena, MT 59620-0901; or for those systems served by theBillmgs Office: Department of Environmental Quality, Community Services Bureau, Airport Business Park 1P-9,1371 Rimtop Drive, Billings, MT 59105-1978. Questions can be answered by writing the above address orcalling (406) 444-4400 in Helena and (406) 247-4445 in Billings.ITtr 'r •if ~I[Jnt!I. Jr '^JfJ^ I^J-3- n1r~ir •r -r -DEPARTMENT OF ENVIRONMENTAL (QUALITYWATER MAIN CERTIFIED CHECKLISTProject Name ^/jiy/-^^- A^^^^ffvJ4f ^c/^c/^j ^ ^c/y\ — Ph^^e^JZ^-Location <^^ ^- ^=>^c^ ^ 7T^ ^5'f County __^L^Z^L.Public Supply Owner L^e-~^\) a i- £j£>^i^^\ay[Address ^^ £. G//l/^ . ^^ /^^^) . &h&»i<S( y? , ^7- .^977/Engineer ^?/i?5r^ ?^-^-c^i ex.-s-^ //^^^^/<fl^'7ze^^Address^2^T ^^T^T ^6.^ T^/^-^^^ ^7~, 15'96^/Department use onlyFee SubmittedE.Q. Number._Date Receivedr 'DESIGN STANDARDSThe plans and specifications for the above reference project are in compliance with the following sections of theDepartment of Environmental Quality Circular DEQ 1:SECTION 8.0.1 Yes ^ Deviation RequestedN/A D Explain.SECTION 8.0.2 Yes X' Deviation Requested.N/A ExplainSECTION 8.0.3 Yes ^ Deviation Requested ^N/A Explain.SECTION 8.0.4 Yes ^ Deviation RequesterN/A Explain.SECTION 8.1.1 Yes ^ Deviation Requested.N/A Explain.SECTION 8.1.2 \esX Deviation Requested.N/A Explain.SECTION 8.1.3 Yes Y Deviation Requested.N/A Explain.SECTION 8.1.4 Yes Deviation Requested.^.1N/AY Explain >\/6 ^MA-t.^ M^-tA/b, J-4-10/04/99 r'SECTION 8.1.5 Yes / Deviation Requested.N/A Explam.SECTION 8.1.6 a. Yes ^( Deviation Requested.N/A Explain.SECTION 8.1.6 b. Yes Deviation Requested.N/A V Explain /^ A&f^ SA^JD ^^W^ - &i£>l^-OPF /hf^>/e^T5 /^//&^SECTION 8.2 Yes X Deviation Requested.N/A Explain.SECTION 8.3.1 Yes / Deviation Requested.N/A Explain./<SECTION 8.3.2 Yes/ Deviation RequestedN/A Explam./ 'SECTION 8.3.3 Yes )( Deviation Requested.N/A Explain,SECTION 8.3.4 Yes )( Deviation Requested.N/A Explain.SECTION 8.4.1 Yes Deviation RequestedN/A^ Explain A/ff /^//2- ^£^E^ l^A^l/£.^SECTION 8.4.2 Yes Deviation Requested.N/Ay Explain A/ff ^-/t^. ^£^£F' V^-^l^^SECTION 8.4.3 YesN/A< Explain.Deviation RequestedA/C} /fM^M0E&.(.SECTION 8.5.1 Yes ^ Deviation Requested.N/A Explain.SECTION 8.5.2 Yes ^ Deviation Requested.N/A Explain.SECTION 8.5.3 Yes ^ Deviation Requested.N/A Explain.SECTION 8.5.4 Yes )(' Deviation Requested.N/A Explain.SECTION 8.5.5 Yes X Deviation Requested.N/A Explain.•^J-5-10/04/99l^J rntr '> )rt, *tf •ftltI '.).J»_^/SECTION 8.5.6 Yes/ Deviation Requested.N/A Explain.SECTION 8.6.2 Yes/ Deviation Requested.N/A Explain.SECTION 8.6.3 Yes/ Deviation Requested.N/A Explain.SECTION 8.6.5 Yes Deviation Requested.N/A^< Explain /^ ^^^^^ y^LyA^ / }&^fL-A/^U/ A^7-£^ ^/^g^SECTION 8.6.6 Yes /, Deviation Requested.N/A Explain.SECTION 8.6.7 Yes Deviation RequestedN/A^ Explain A/ffi ^/ur^A//A^T/^ ^Wi^<tK^ A^^4^ 7^^7'C'^r'SECTION 8.7.1 Yes Deviation Requested.^A> y^yuei- ^/^r-e/^ ^>^/A^^^N/A^ Explain.SECTION 8.7.2a. Yes Deviation Requested .N/AX Explain A/ft ^/£>£^Vt/^:TB^SECTION 8.7.2 b. Yes Deviation Requested.N/A ^ Explain A/6> /^//U/>£)ZW^'r^/^ (2/2^^/^<^SECTION 8.7.2 c. Yes Deviation Requested.N/A^ Explain A/ff /YA^/) ^^-11/^7^^ ^/2^^4,^^SECTION 8.8.1 Yes Deviation RequestedN/AO( Explain ^ fif^^^SECTION 8.8.2 Yes Deviation Requested .N/A)< Explain ^/> /?p^/A^^ ^^T-^-ft 'fi^g.^^'MT^SECTION 8.8.3 Yes Deviation Requested.N/A ^ Explain A/6 2^AyT£/2.1f^'^K'^-~r7^A/^SECTION 8.9.1 Yes )< Deviation Requested.N/A Explain __SECTION 8.9.2 Yes D Deviation Requested,N/A^ Explain A/o <5^^$7'S<ZSECTION 8.11 a. Yes D Deviation Requested.N/A/; Explain A/ff /^.f7'£iZ. /^^L-/Af^ -^7^^^/(/^SECTION 8.11 b. Yes D Deviation Requested.N/AX Explain A/£> lA/^TS^- /r/^2-//^^ ^7^7^^/t^I-6-10/04/99 ». ' •^"-.r ^1r')nf^Ir •tSECTION 8.11 c. Yes D Deviation Requested.N/A -^Explain ^/^> l/y^-TE/Z^ ^.^^Ayy?^ ^7-^ri^MSCERTIFYING STA TEMENTI certify that I have examined the above checklist and supporting dociunentation and attachments and find this informationto be correct, true and complete. I find the plans and specifications for the above reference project to be in compliancewith the Department of Environmental Quality Circular DEQ 1 as specified above.<y\j\i^y<^y (Signature of Professional Engineer)Montana P.E. Number4^11IOl^i/03^(Date Signed)f •{PE Stampf)u? tt.Jf ILiIJJI•^w\IL//^IW I * i'7I£ „ /'^^.ST^^/<^_ ''••^...^••'-7-10/04/99 1'-'innnBAXTER MEADOWSWATER SYSTEM IMPROVEMENTSPHASE IInnf{;!i1IJ11i11f'Iuf •LJuu(.Jr5/19/03Prepared By:Robert Peccia & AssociatesTerry Mullen, P.E.Prepared For:Baxter Meadows5/19/03L-JLJ nnnr~*Inanr •fi;(1f'IBaxter Meadows^Phase II -Water System Modeling and Fire Flow AnalysisWater system modeling of the proposed Baxter Meadows Subdivision - Phase H was performedby Robert Peccia & Associates using WaterCAD by Haestad Methods. Two scenarios: fire flowsand peak hour demand, were modeled. Maximum day demand plus required hydrant flows areused to model fire flows. Maximum day demand was calculated by multiplying the average daydemand by 2.5. Peak hour demand was determined by multiplying the average day demand by3.0 (The multipliers were taken from the City ofBozeman Design Standards).A model created by Momson-Maierle, Inc. was used as the base for the model. Demand nodesfor the new Cattail Creek Subdivision and other future development in the vicinity of BaxterMeadows were added to the base.Flow Demand CalculationsUnitsOccupants perUnit**TotalOccupantsAverage DemandPer Occupant (gpd)**Total AverageFlow (gpd)Phase I1652.54419.120083,820Phase H | 4462.541132.8200226,568Total310,388* Bozeinan Water Facility Plan**Bozeman Design Standards[iAverage Day Demand:Maximum Day DemandPeak Hour DemandQAveDay=215gpmQMaxDay = 539 gpmQpeak Hour = 647 gpm(310,388 gaVday) /(1440 min/day)(215gpmx2.5)(215gpmx3.0)*> ;f1uf^nJModeling ParametersThe following parameters were incorporated into the water model:Hazen-Williams C-Factor 130Minimum system residual pressure during fire flows 20 psiMinimum node pressure during peak hour demand 35 psiuuu ntr •f-I^ir ••Reguired Fire FlowsRequired fire flows for the Baxter Meadows Subdivision were taken from the Unifonn Fire Codeand are as follows:One- and two-family dwellings, 3,600 square foot maximum fire area, Type V-One-HRconstruction, no sprinklers; 1000 gpm required fire flowMulti-family dwellings, 8,200 square foot maximum fire area. Type V-One-HRconstmction, no spriiiklers; 1500 gpm required fire flowCommercial stmctures. Type V-One-HR construction with approved automatic sprinklersystem; 1500 gpm required fire flowRequired fire flows are set at 1500 gpm in the model.I •r "*. 1» '<Jf 1Ij( '..Jf <J.*Modelin^Results - Phase IIAll 56 modeled hydrant locations were capable of supplying the required fire flows duringmaximum day demands.Node pressures throughout the system are well above the 35 psi minimum during peak hourdemand.L.J nIr 'r-». i1.if )tj» (^J''.JJScenario Summary ReportScenario: Phase II - Peak Daily DemandScenario SummaryActive Topology AlternativePhysical AlternativeDemand AlternativeInitial Settings AlternativeOperational AlternativeAge AlternativeConstituent AlternativeTrace AlternativeFire Flow AlternativeCapital Cost AlternativeEnergy Cost AlternativeUser Data AlternativeBase-Active TopologyBaseDemands-MAXBase-lnitial SettingsBase-OperationalBase-Age AlternativeBase-ConstituentBase-Trace AlternativeBase-Fire FlowBase-CostBase-Energy CostBase-User DataHydraulic Analysis SummaryAnalysis Steady StateFriction MethocHazen-Williams FormulaAccuracy 0.001000Trials 40Quality Analysis SummaryAnalysisAge ToleranceTrace ToleranceConstituent0.01 hr1.0 %Quality Time StepConstituent ToleranceN/A hr0.0 mg/1Global AdjustmentsDemand OperationDemand<None> Roughness Operation <None>0.00 Roughness 0.00Created: 05/16/03 01:57:48 PMTitle: Baxter Meadowsf:\sitedev\baxter2\baxter2-proj\model\phase2.wcd05/19/03 10:25:16 AM © Haestad Methods, Inc.Project Engineer: Craig JenneskensRobert Peccia & Associates WaterCAD v6.0 [6.0103b]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 n)Scenario: Phase II - Peak Daily DFire Flow AnalysisFire Flow Reportandr -ry^LabelSatisfiesFire FlowConstraints?NeededFire Flow(gpm)AvailableFireFlow(9Pm)CalculatedResidualPressure(psi)100101102103104105106107108109110111112113114115116117118119120121122123124125126127128129130131132133134135136137138139140141142143144145146147148149150truetruetruetruetruetruetruetruetruetruetruetruetaietruetruetruetruetruetruetruetruenilniltruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetrue1,500.001,500.001,500.001,500.001,500.001,500.001,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.00]1,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.00)1,500.0011,500.0011,500.0011,500.00)1,500.0011,500.0011,500.00)1,500.0011,500.00)1,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.00)1,500.00)1,500.00]1,500.0011,500.00)1,500.00)1,500.00)1,500.00)2,475.732,717.492,736.952,638.182,475.602,811.262,522.812,639.412,874.3012,944.9212,963.7912,964.0512,968.8512,967.2912,974.6912,982.212,964.5712,961.4612,958.8612,975.2013,006.591N/AlN/Al2,961.7212,927.60)2,963.4012,923.2012,914.1212,961.7212,958.0812,908.6712,971.0512,964.5712,961.7212,943.6912,950.4312,938.3712,958.0812,973.912,619.7012,542.9212,593.8912,546.812,598.6912,981.5612,977.8012,968.7212,903.0912,686.2312,990.7712,982.99]20.0021.3020.0020.0020.0020.0020.0020.0020.8720.0025.0920.4325.0526.7526.1927.7525.7725.1427.3929.4332.09N/AN/A20.9426.8724.2126.8427.0622.8220.0020.0023.2920.8121.2620.8721.9026.9821.8423.2420.0020.0020.0020.0020.0022.5821.9925.1120.0020.0022.8222.42.JTitle: Baxter l\4eadowsf:\sitedev\baxter2\baxter2-proj\model\phase2.wcd05/19/03 10:03:46 AM © Haestad Methods, Inc.Project Engineer: Craig JenneskensRobert Peccia & Associates WaterCAD v6.0 [6.0103b]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 3 rScenario: Phase II - Peak Daily Db -andFire Flow AnalysisFire Flow ReportfLabel151152153154155156157158159160J-1J-2J-3J-4J-10J-20J-30J-40J-50J-60J-70J-80J-10CJ-1KJ-12CJ-1;J-1-J-15CJ-16CJ-18CJ-19CJ-20CJ-2KJ-22CJ-230)J-240)J-250)J-2511J-260)J-261)J-265)J-270)J-271)J-2721J-273)J-2801J-2851J-2901J-3001J-32CJ-32;SatisfiesFire FlowConstraints?2C2AtruetruetruetruetruetruetruenilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilnilNeededFire Flow(9pm)1,500.001,500.001,500.001,500.001,500.001,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.00)1,500.0011,500.0011,500.0011,500.0011,500.00]1,500.00)1,500.0011,500.0011.500.00)1,500.0011,500.0011,500.0011,500.0011,500.0011,500.00)1,500.00)1,500.00)1,500.0011,500.001AvailableFireFlow(9pm)2,976.112,902.573,008.152,990.902,970.922,632.802,594.921N/AlN/AlN/AlN/A)N/AlN/AlN/A)N/AJN/AlN/AlN/AlN/AlN/AlN/A|N/A|N/A|N/AlN/A)N/A)N/A)N/A|N/AlN/AlN/A)N/AfN/A|N/A|N/A|N/AlN/A|N/A|N/A|N/A|N/A|N/AlN/A)N/A)N/AlN/A|N/A|N/A|N/A|N/A)N/AlCalculatedResidualPressure(psi)23.0120.0422.6220.6120.0020.0020.00N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/ATitle: Baxter Meadowsf:\sitedev\baxter2\baxter2-proj\modet\phase2.wcd05/19/03 10:03:46 AM © Haestad Methods, Inc.Project Engineer: Craig JenneskensRobertPeccia & Associates WaterCAD v6.0 [6.0103b]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 3 Ir~^Scenario Summary ReportScenario: Phase II - Peak Hour Demandt 1r'Jr '..Jr '.JJ. <Scenario SummaryActive Topology AlternativePhysical AlternativeDemand AlternativeInitial Settings AlternativeOperational AlternativeAge AlternativeConstituent AlternativeTrace AlternativeFire Flow AlternativeCapital Cost AlternativeEnergy Cost AlternativeUser Data AlternativeBase-Active TopologyBaseDemands-PKHBase-lnitial SettingsBase-OperationalBase-Age AlternativeBase-ConstituentBase-Trace AlternativeBase-Fire FlowBase-CostBase-Energy CostBase-User DataHydraulic Analysis SummaryAnalysis Steady StateFriction MethocHazen-Williams FormulaAccuracy 0.001000Trials 40Quality Analysis SummaryAnalysisAge ToleranceTrace ToleranceConstituent0.01 hr1.0 %Quality Time StepConstituent ToleranceN/A hr0.0 mg/1Global AdjustmentsDemand OperationDemand<None> Roughness Operation <None>0.00 Roughness 0.00Created: 05/16/03 01:58:34 PML JTitle: Baxter Meadowsf:\sitedev\baxter2\baxter2-projVnodel\phase2.wcd05/19/03 10:30:55 AM © Haestad Methods, Inc.Project Engineer: Craig JenneskensRobert Peccia & Associates WaterCAD v6.0 [6.0103b]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 '-IJr "r 'Label100101102103104105106107108109110111112113114115116117118119120121122123124125126127128129130131132133134135136137138139140141142143144145146147148149150151jcenario: Phase II - Peak Hour DeFire Flow AnalysisJunction ReportndElevation(ft)TypeBase Flow(gpm)CalculatedHydraulic Grade(ft)4,688.004,685.00DemandDemand4,665.004,687.004,683.004,676.004,683.0014,683.0014,677.0014,689.0014,700.0014,690.0014,690.00]4,690.0014,690.00)4,688.0014,683.0014,678.0014,690.0014,691.0014,691.0014,692.0014,692.0014,687.0014,692.0014.682.001Demand4,682.001 Demand4.681.001Demand4,673.001 Demand4,672.001 Demand4,670.001 Demand4.668.001Demand4,668.00 [Demand4,683.001 Demand4,684.001 Demand4,680.001 Demand4,680.001 Demand4.677.001Demand4,670.001 Demand4,684.001 Demand4,686.001 Demand4,682.001 Demand4,676.001 Demand4,668.001 Demand4,665.001 DemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemand4,688.004,684.004,680.004,670.004,692.004,689.0014,687.001DemandDemandDemandDemandDemandDemandDemand11.5511.5511.5511.5511.5511.5511.5511.55111.55111.55111.55111.55111.55111.55111.55)11.55111.55111.55111.55111.55]11.55)o.oolo.ool11.55111.55111.55111.55111.55111.55)11.55111.55)11.55111.55111.55111.55)11.55)11.55111.55111.55)11.55)11.55)11.55111.55111.55)11.55111.55111.55111.55]11.55111.55111.55111.5514,838.474,838.474,838.394,838.394,838.394,838.284,838.2814,838.2514,838.2514,838.2314,839.0714,838.9014,838.7314,838.7614,838.5314,838.214,839.0914,839.0014,838.8214,838.5314,838.014,837.2414,836.5714,839.0614,838.9314,838.64)4,838.9514,838.9914,838.6914,839.0814,839.014,839.4914,839.3014,839.1514,839.1414.839.13)4,839.1314,838.8014,839.6614,839.2914,839.2914,839.1314,839.1314,839.1314,840.1314,840.1314,839.8814.839.9214,839.9214,840.7614,840.3914,840.11Pressure(psi)65.1066.4067.6667.6668.0971.5171.9472.7973.6673.6567.5367.0268.6768.6969.8972.7867.1066.2067.8570.3273.5574.5274.2365.7967.4770.3767.4767.4969.9664.9360.1464.6864.5964.5364.5265.3967.5569.5764.7564.1664.1663.6663.6665.8264.0965.8267.4469.1973.5264.3665.5066.24Title: Baxter Meadowsf:\sltedev\baxter2\baxter2-proj\model\phase2.wcd05/19/03 10:12:20 AM © Haestad Methods, Inc.Project Engineer: Craig JenneskensRobert Peccla & Associates WaterCAD v6.0 [6.0103b]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-166e Page 1 of 3 /•'ir "f •Label152153154155156157158159160J-1J-2J-3J-4J-10J-20J-30J-40J-50J-60J-70J-80J-1001J-110|J-1201J-1301J-1401J-1501J-1601J-180)J-1901J-2001J-210)J-22CJ-23CJ-2^!J-250|J-2511J-260|J-261|J-265|J-270|J-271|J-272|J-273)J-2801J-2851J-2901J-300|J-320)J-325|J-330|J-340|Scenario: Phase II - Peak Hour DeFire Flow AnalysisJunction ReportndElevation(ft)TypeBase Flow(9pm)4,680.004,693.00DemandDemand4.690.001Demand4.689.001Demand4,681.001 Demand4.674.001Demand4.696.001Demand4.697.001Demand4.672.001Demand4,711.501 Demand4,708.501 Demand4,708.001 Demand4,702.501 Demand4.760.001Demand4.756.001Demand4,749.301 Demand4,745.701 Demand4,743.301 Demand4,736.001 Demand4.729.701Demand4.729.001Demand4.729.001Demand4,720.304,715.704,713.204,715.704,705.504,700.704,698.0614,688.7314,672.7414,655.4014,652.8714,642.87)4,641.87)4,648.8714,656.87)4,647.9714.654.87)4,648.3714,654.37)4,654.87)4,651.871DemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemand4,656.871 Demand4,665.371 Demand4,671.871 Demand4,685.371 Demand4,696.371 Demand4,70,0.871 Demand4.707.871Demand4,708.001 Demand4,712.001 DemandCalculatedHydraulic Grade(ft)11.5511.5511.5511.5511.5511.5511.550.000.00191.50169.00169.00115.0010.00145.00145.00145.00145.00145.00166.3010.0010.00)91.50)91.50)91.501111.00[267.001132.601132.51132.51132.51132.51132.51240.001284.701180.001180.001180.001180.001150.001120.001120.00)60.00190.0010.0010.001o.oolo.oolo.oolo.ool207.90152.50)4,839.964,841.774,840.634,840.254,839.944,839.934,843.414,845.734,832.514,877.014,873.4914,868.1314,860.8215-.064.6315,060.4515,046.5615,033.1715,015.9514,998.8214,981.4914,978.3014,899.5614,893.5614,888.6614,884.29)4,881.5814,868.29)4,861.3414,855.9614,851.1014,844.2014,837.6414,834.67)4,830.5714,829.4814,828.1214,827.6014,828.2514,827.7214,828.814,828.9014,828.2314,828.214,828.1314,830.1914,831.0614,838.5514,844.2514,857.9214,848.20)4,867.4014,878.54)Pressure(psi)69.2164.3665.1765.4468.7771.7963.7864.3569.4571.6171.3869.2868.50131.80131.72128.61124.38117.96113.71108.94107.8673.7974.9674.8374.0271.7770.4369.5068.3270.2574.1878.8578.6581.2181.1777.5573.8778.0074.7878.0775.5175.0176.2974.1071.3168.8766.2763.9867.9560.7168.9672.06Title: Baxter Meadowsf:\sltedev\baxter2\baxter2-proj\model\phase2.wcd05/19/03 10:1 2:20 AM © Haestad Methods, Inc.Project Engineer: Craig JenneskensRobert Peccla & Associates WaterCAD v6.0 [6.0103b]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 3.J Scenario: Phase II - Peak Hour DeFire Flow AnalysisJunction Reportndf ^LabeElevation(ft)TypeBase Flow(9pm)CalculatedHydraulic Grade(ft)Pressure(psi)J-35CJ-37CJ-38CJ-39CJ-40CJ-411J-42CJ-440J-450J-460J-480|J-4901J-5001J-5101J-520)J-530)J-5351J-5991J-602|J-628)J-6291J-630|J-6311J-632|J-633|J-634|J-6351J-700)J-107)4,727.601 Demand4,727.901 Demand4.728.001Demand4.727.001Demand4.720.001Demand4,714.001 Demand4.713.501Demand4,713.501 Demand4,708.001 Demand4709.721Demand4.705.501Demand4.709.001Demand4.709.001Demand4,715.001 Demand4,710.901 Demand4.713.501Demand4,709.721 Demand4,663.001 Demand4.663.001Demand4.716.001Demand4.712.001Demand4,708.001 Demand4.727.001Demand4,700.001 Demand4.700.001Demand4,700.001 Demand4,700.001 Demand4,700.001 Demand4.702.001Demando.oco.oc52.5C0.00o.oc0.000.000.00111.000.000.000.000.00222.60222.60384.00o.ool789.00]17.44]17.44117.44117.44[17.44)960.001960.0010.001960.0010.00117.4414,898.674,929.3£4,947.944.980.3i4,992.095,037.025,036.894,945.064,944.944,942.5914,945.514,952.5914,954.9814,884.9214,888.9714,894.2714,899.6714,821.5414,828.73)4.853.35t4,851.8314,850.3714,859.2414,812.5914,827.8514,882.3314,865.7214,865.9714,848.04174.0187.1895.16109.61117.72139.76139.92100.19102.51100.75103.84105.39106.4273.5277.0478.2182.1868.5971.7059.4260.5061.6057.2248.7155.3278.8871.7071.8163.18» tr 'i ir '^i? ]•» J» JJTitle: Baxter Meadowsf:\sitedev\baxter2\baxter2-proj\model\phase2.wcd Robert Peccla & Associates05/19/03 10:12:20 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Craig JenneskensWaterCAD v6.0 [6.0103b]+1-203-755-1666 Page 3 of 3 r~}<rtScenario: Phase II - Peak Hour De.Fire Flow AnalysisPipe ReportidLabel123456789101112131415161718192021222324252627282930313233343536373839404142434445464748495051Length(ft)Diameter) Material JHazen-j Check(in) | |Williams|Valve?I c IIControplschargStatus) (gpm)PressurePipe(ft)189.60188.40407.40223.80176.90168.90427.5072.50150.001245.00442.701115.101237.001349.401333.201459.501562.301306.501380.601241.301454.001246.80)562.101256.101508.80)445.00]|>,683.40|604.101210.501205.701190.301324.20)456.101190.80135.501182.40140.70[160.901517.701220.201526.501217.101167.001452.101123.30]146.60)219.50160.101153.80)88.801219.501888881 Ductile Iro81 Ductile Iro81 Ductile Iro81 Ductile Irol8121210128Ductile IrolDuctile lro|Ductile lro|Ductile lro|81 Ductile trol 130.081 Ductile Irol 130.081 Ductile Irol 130.0101 Ductile Irol 130.0121 Ductile Irol 130.081 Ductile Irol 130.081 Ductile trol 130.08|DuctJletro| 130.01121 Ductile Irol81 Ductile lro|881010Ductile lro|Ductile IrolDuctile IrolDuctile IrolDuctile IrolDuctile lro|130.0130.0130.0130.0130.0130.0130.0130.01130.0130.0130.0130.0130.0130.0130.0130.01121 Ductile lro| 130.0121 Ductile lro| 130.0121 Ductile Irol 130.0121 Ductile Iro81 Ductile Iro81 Ductile lro|81 Ductile Irol12888888|Ductile IrolDuctile lro|Ductile lro|Ductile lro|101 Ductile Iro101 Ductile Irol101 Ductile Irol81 Ductile lro|81 Ductile Irol81 Ductile Irol81 Ductile Irol130.0130.0130.0130.0130.0130.0130.01130.01130.01130.01130.01130.01130.0)130.01130.01falsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalse8|Ductilelro| 130.08|Ductilelro| 130.0Ductile Irol 130.0Ductile IroDuctile lro|Ductile IrolDuctile IrolDuctile IrolDuctile Irol130.0130.0130.0130.0130.0130.01falsefalsefalsefalsefalsefalsefalsefalsefalsefalseOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpen-11.55134.85-100.2077.1011.55-54.00157.9523.1011.55111.551-42.451169.50]-155.101-143.55)-132.001-142.081-153.191-313.071-401.08)-191.131-476.431-22.66(-583.831-184.091-756.371-756.371756.371479.721-99.561-62.341-122.661-48.771-57.881-278.031-217.071-170.741-240.171-324.231-72.521-141.601-58.601-94.55J-164.701-176.251-729.85(-238.58123.10111.551-203.93)-69.72123.1010.000.080.100.040.000.010.260.000.000.000.020.030.020.180.140.230.320.090.180.070.290.000.530.200.770.674.060.390.050.020.070.020.040.110.010.040.020.120.070.110.050.050.110.330.170.190.000.000.150.010.00Title: Baxter Meadows Project Engineer: Craig Jenneskensf:\sitedev\baxter2\baxter2-proj^odel\phase2.wcd Robert Peccia & Associates WaterCAD v6.0 [6.0103b]05/19/03 10:15:20 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 4 n<~~*r^irif •Labi525354555657585960616263646566676869707172737475767778P-3P-4P-5P-6P-7P-8P-9P-10p-11P-12P-13P-14P-15P-16P-19P-20P-30P-40P-50P-60'-70P-80'-90'-91Jcenario: Phase II - Peak Hour De. ndFire Flow AnalysisPipe ReportLengtl(ft)piameti(in)37.0(164.0(270.3(129.9(439.2C325.6C396.11350.5C395.8C332.3(399.6C485.4C308.1(612.2(544.2C398.4C354.9C400.2C330.8C398.0C472.40391.20598.90345.20351.10336.80483.20245.901.001.0044.10200.001.00227.001.00475.001290.801513.201,016.701962.301868.301900.001116.00)409.001419.001545.00]609.001623.001229.0015.00|5.00|MaterialHazen-ICheckVVilliamsjValve?c IContraStatuspischarg(9pm)PressurePipeleadloss(ft)1111118101088881288888812|8|8|Ductile lro|Ductile IrolDuctile IrolDuctile IrolDuctile lro|Ductile lro|Ductile lro|Ductile lro|Ductile lro|Ductile lro|Ductile lro|Ductile lro|Ductile lro|Ductile IrolDuctile IrolDuctile IrolDuctile lro|Ductile lro|Ductile lro|Ductile lro|Ductile lro|81 Ductile lro|Ductile Irol121 Ductile Irol81 Ductile lro|81 Ductile lro|121 Ductile Irol101 Ductile lro|101 Ductile lro|121 Ductile IrolI Ductile lro|Ductile lro|Ductile lro|121 Ductile lro|121 Ductile lro|Ductile lro|Ductile lro|Ductile lro|121 Ductile lro|121 Ductile Irol3uctile lro|3uctile lro|luctile lro|)uctile lro|(uctile lro|)uctile lro|)uctile lro|)uctile 1[)uctile lro|luctile lro|'uctile lro|130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.01130.01130.01130.01130.01130.01130.01130.01130.01130.0t130.01130.01130.0)130.01130.0)130.01130.0)130.0)130.01130.01130.01130.0)130.0)130.01130.0)130.01130.01130.0]130.01130.0]130.01130.0)130.01130.01130.01130.0)130.01130.01130.01130.01130.01falsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalseOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenfalsefalseOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpen11.55-35.0711.55-11.97-500.07-741.40-774.9922.05-167.42177.921-277.991-55.71-63.821-3.431-14.98)-998.881212.341-157.841191.20t-211.801113.46138.081-26.5311-1,403.171392.741223.35)1-1,414.7211.3,945.7711-3,945.7711,442.6211,442.621-2,172.901-2,172.9011,891.951OpenOpen1-1,891.95873.35781.85712.851.1,056.09-427.24643.851-1,010.071,442.62111,397.6211,352.6211,307.62)1,262.6211,217.6212,511.2012,511.2012,511.2010.000.010.000.000.750.470.630.010.260.250.230.040.030.000.001.010.370.240.280.140.150.020.011.641.140.382.3319.250.080.001.595.190.031.870.017.283.525.362.910.517.312.324.1813.8913.3917.2217.1317.323.190.500.50Title: Baxter Meadowsf:\sitedev\baxter2\baxter2-projVnodel\phase2.wcd05/19/03 10:15:20 AM © Haestad Methods, Inc.Robert Peccla & Associates37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Craig JenneskensWaterCAD v6.0 [6.0103b]+1-203-755-1666 Page 2 of 4 r1Scenario: Phase II - 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JT 'tir it it !.J^^1LjTitle: Baxter Meadowsf:\sitedev\baxter2\baxter2-proj\model\phase2.wcd05/19/03 10:15:20 AM © Haestad Methods, Inc.Robert Peccia & Associates37 Brookside Road Waterbury, CT 06708 USAProject Engineer Craig JenneskensWaterCAD v6.0 [6.0103b]+1-203-755-1666 Page 4 Of 4 1nnnntScenario: Phase II - Peak Hour DemandnnnIIn[;I illuIIuLIu' !ruDeadman's Gulch12-trr—:JBaxter MeadowsPhase I and II112 in"-11j,f12 in—ffi'n'inmrBTrTr--&in—I;81n/4-——-8Tn-~'*81ni12in.•':•...'.i«in^-Sft-^"* ••-ein—^-—amL......e+n— »•- -Bin •jBin.'^^//Bin—fftn-'^.joinTirft— TOTn;SinI12 in*-—-«hr—am —iBin<0 in 10in^ DB tS- -K»tn»l-TOTri-I"."sirs'12 inSin•-—....... e,n.-—»Bin• --- eirr *8in•'Bin?F—^rn-:, ^T- - ffrrr «—-ei *- - srn -•;'12 inSin^ -eirr *8inT.BaxtsrLane1Sin12 in*.t2m"TCft -T?inin8m/.(tinBinT01TT—8 In6 in-i8^=-=-=-^_tininLin; m"f Equestrian Wfey^ infltrr-*..izinTZTiT""^ In*..-12WT2rri-TTitle: Baxter Meadowsf:\sitedev\baxter2\baxter2-proj\model\phase2.wcd05/16/03 03:17:44 PMRobert Peccla & Associates© Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666Project Engineer: Craig JenneskensWaterCAD v6.0 [6.0103b]Page 1 of 1 r-^)Scenario: Phase II - Peak Daily D.Fire Flow AnalysisFire Flow Report<andr •Ir<f •/1» Ji^LabelSatisfiesFire FlowConstraints?NeededFire Flow(9pm)AvailableFireFlow(9pm)100101102103104105106107108109110111112113114115116117118119120121122123124125126127128129130131132133134135136137138139140141142143144145146147148149150truetruetruetruetruetruetruetruetruetruetruetruetruetmetruetruetruetruetruetmetruefalsefalsetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetmetruetruetruetruetrue1,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.00)1,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.00]1,500.0011,500.0012,475.602,717.232,736.692,637.992,475.412,811.002,522.682,639.222,874.042.944.60i2,965.8712,965.8712,969.6312,968.3312.974.56]2,981.6912,966.2612,963.9212,962.112,973.7813,005.301N/AlN/Al2,962.7512,939.8012,958.0812,935.1312,917.7512,950.1712,958.3412,910.1012,971.9612,965.2212,962.2312,943.8212,950.0412,936.812,946.9312,974.6912,619.8312,543.0512,594.0212,546.812,598.4312,981.9512,978.06)2,968.2012,902.8312,685.97)2,991.1612,983.251CalculatedResidualPressure(Psi)20.0021.3020.0020.0020.0020.0020.0020.0020.8720.0025.0420.3725.0226.7026.1927.7625.7325.0827.2929.5132.14N/AN/A20.9126.6726.5726.7827.1624.1320.0020.0023.2720.8021.2620.8721.8926.9622.6423.2320.0020.0020.0020.0020.0022.5821.9925.1120.0020.0022.8222.41iL^JbL, WolATitle: Baxter Meadowsf:\sitedev\baxter2\baxter2-proj\model\phase2.wcd03/31/04 04:46:39 PM © Haestad Methods, Inc.Project Engineer: Craig JenneskensRobert Peccla & Associates WaterCAD v6.5 [6.5120]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 3 Ir~irir •Scenario: Phase II - Peak Daily [ landFire Flow AnalysisFire Flow ReportrfR^j((AJ^KA^Label151152153154155156157158159160J-1J-2J-3J-4J-10J-20J-30J-40J-50J-60J-70J-80J-100J-110J-120J-130J-140J-150J-160J-180J-190J-200J-210J-220J-230J-240J-250J-251J-260J-261J-265J-270J-271J-272J-273J-280J-285J-290J-300J-320J-325SatisfiesFire FlowConstraints?NeededFire Flow(9pm)AvailableFireFlow(gpm)CalculatedResidualPressure(psi)truetruetruetruetruetruetruefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalse1.500.0C1,500.0(1.500.0C1,500.0C1.500.0c1,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.00)1,500.0011,500.0011,500.0011.500.00t1,500.0011,500.0011,500.0012.975.9(2,902.313,008.672,991.0;2,970.9;2,632.672.594.8CN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AlN/AlN/AlN/AlN/AlN/AlN/AlN/A|N/A|N/AlN/AlN/AlN/AlN/AlN/AlN/AlN/A|N/AlN/AlN/A|N/AlN/AlN/AlN/AlN/AlN/AlN/AlN/AlN/A|N/A|N/A|N/A|N/A|N/Al23.0120.0422.6120.6120.0020.0020.00N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/ATitle: Baxter Meadowsf:\sitedev\baxter2\baxter2-proj\model\phase2.wcd03/31/04 04:46:39 PM © Haestad Methods, Inc.Project Engineer: Craig JenneskensRobert Peccia & Associates WaterCAD v6.5 [6.5120]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 3 r'^rScenario: Phase II - Peak Daily LFire Flow AnalysisFire Flow Report^andiLabelJ-330J-340J-350J-370J-380J-390J-400J-410J-420J-440J-450J-460J-480J-490J-500J-510J-520J-530J-535J-599J-602J-628J-629J-630J-631J-632J-633J-634J-635J-700J-859J-860J-861J-862J-863J-864J-865J-1075SatisfiesFire FlowConstraints?NeededFire Flow(gpm)AvailableFireFlow(gpm)CalculatedResidualPressure(psi)falsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalse1,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.001N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AlN/AlN/AlN/AlN/AlN/AlN/AlN/A|N/AlN/A|N/A|N/A|N/AlN/AlN/AlN/AlN/AlN/AlN/A|N/A|N/A|N/A|N/A|N/A|N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/Afcu^JDcJ[^ (<{oM.i' I.JJJTitle: Baxter Meadowsf:\sitedev\baxter2\baxter2-proj\model\phase2.wcd03/31/04 04:46:39 PM © Haestad Methods, Inc.Project Engineer: Craig JenneskensRobert Peccia & Associates WaterCAD v6.5 [6.5120]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 3 of 3 '-1)Scenario: Phase II - 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Peak Hour D -andFire Flow AnalysisPipe ReportfLabelP-150P-160P-180P-190P-200P-210P-220P-230P-240P-250P-251P-260P-261P-265P-270P-271P-272P-273P-280P-285P-290P-300P-320P-325P-330P-340P-350P-360P-361P-380P-390P-397P-400P-410P-420P-430P-431P-450P-460P-490P-500P-510P-520P-530P-535P-536P-537P-538P-539P-550P-560Length(ft)Diameter(in)MaterialHazen-WilliamscCheckValve?ControlStatusDischarge(gpm)PressurePipeHeadloss(ft)855.00524.00702.00720.001,186.001,333.00735.001,195.00458.00307.00655.00400.00657.00624.00476.00406.00267.00449.001,177.00804.001,160.00879.00642.00611.00679.00640.001,085.004.805.20205.00324.001,149.003,198.00888.00229.005.005.00229.0069.00815.00289.00715.00648.00679.00475.005.005.0010.00211.0010.0010.00121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron81 Ductile Iron121 Ductile Iron81 Ductile Iron121 Ductile Iron121 Ductile Iron81 Ductile Iron81 Ductile Iron81 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron101 Ductile Iron101 Ductile Iron101 Ductile Iron81 Ductile Iron81 Ductile Iron101 Ductile Iron101 Ductile Iron101 Ductile Iron141 Ductile Iron81 Ductile Iron121 Ductile Iron81 Ductile Iron81 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron81 Ductile Iron81 Ductile Iron81 Ductile Iron121 Ductile Iron81 Ductile Iron81 Ductile Iron130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01falsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsetruefalsetruetrueOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenClosedOpenClosedClosed2,643.392,376.391,816.571,684.061,551.551,419.041,286.531,154.02914.02360.00180.00720.00180.00629.32-240.68270.0060.0090.001-630.681-630.681-1,640.621-1,640.621-2,600.621-1,640.621-1,544.571-1,752.471-1,804.9714,267.0314,267.031-4,267.031-4,319.531-373.741-1,733.561-1,733.561439.321439.321439.321439.33)-1,891.941-1,891.941-1,891.941-1,391.071-1,613.671-1,836.27|-2,220.2712,220.2712,220.2710.00)2,220.271o.oolo.ool13.296.955.384.866.906.562.974.101.090.120.520.560.530.670.090.670.030.101.290.877.495.719.723.949.4811.1420.121.291.4018.5532.411.1410.6044.930.130.020.020.130.577.092.393.344.055.305.400.400.400.002.340.000.00^JtA>.tul(<AfiTitle: Baxter Meadowsf:\sitedev\baxter2\baxter2-proj\model\phase2.wcd03/31/04 04:59:46 PM © Haestad Methods, Inc.Robert Peccia & Associates37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Craig JenneskensWaterCADv6.5[6.5120]+1 -203-755-1666 Page 3 of 4 '""•jIr~iLabelP-570P-599P-601P-608P-637P-638P-639P-640P-751P-752P-753P-754P-755P-800P-830P-831P-832P-833P-834P-835P-836P-837P-838P-839Scenario: Phase II - Peak Hour C .andFire Flow AnalysisPipe ReportLength(ft)Diameter(in)10.00610.602,500.00478.50472.30290.70293.501,119.40953.301,201.20500.00980.501,250.001,250.0080.30136.8074.60107.80184.10150.00117.30197.40163.30227.10MaterialHazen-WilliamscCheckValve?ControlStatusDischarge(9pm)81 Ductile Iron81 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron121 Ductile Iron81 Ductile Iron81 Ductile Iron101 Ductile Iron81 Ductile Iron121 Ductile Iron101 Ductile Iron81 Ductile Iron81 Ductile Iron101 Ductile Iron101 Ductile Iron81 Ductile Iron81 Ductile Iron81 Ductile Iron81 Ductile Iron81 Ductile Iron81 Ductile Iron130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.01130.01130.01130.01130.01130.01130.01130.01130.01130.01truefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalseClosedOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenPressurePipeHeadless(ft)0.00-789.00-756.50-1,414.86-1,432.30-1,449.74-1,467.18-1,484.62960.00960.002,462.06960.001,502.061,502.06-202.25-114.731-167.11-254.631-87.51-87.51-87.521o.ool-o.oolo.ool0.007.193.782.312.331.471.515.9016.1520.3416.3416.616.7316.360.080.050.020.050.040.030.020.000.000.00t^JSXH.M.f •. Ju^j^1.J.JTitle: Baxter Meadowsf:\sitedev\baxter2\baxter2-proj\model\phase2.wcd03/31/04 04:59:46 PM © Haestad Methods, Inc.Robert Peccia & Associates37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Craig JenneskensWaterCAD v6.5 [6.5120]+1-203-755-1666 Page 4 of 4 nr~^n: I. 1rr 'r •f •Scenario: Phase II - Peak Hour CFire Flow AnalysisJunction Report.andtII^ J^^J->Label100101102103104105106107108109110111112113114115116117118119120121122123124125126127128129130131132133134135136137138139140141142143144145146147148149150151Elevation(ft)TypeBase Flow(9pm)CalculatedHydraulic Grade(ft)4,688.004,685.004,682.004,682.004,681.004,673.004,672.004,670.004,668.004,668.004,683.004,684.004,680.004,680.004,677.004,670.004,684.004,686.004,682.004,676.004,668.004,665.004,665.004,687.004,683.004,676.004,683.004,683.004,677.004,689.004,700.004,690.004,690.004,690.004,690.004,688.004,683.004,678.004,690.004,691.004,691.004,692.004,692.004,687.004,692.004,688.004,684.004,680.004,670.004,692.004,689.004,687.00DemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemand11.5511.5511.5511.5511.5511.5511.5511.5511.5511.5511.5511.5511.5511.5511.5511.5511.5511.5511.55111.5511.551o.oolo.ool11.55111.55111.55111.55111.55111.55111.55111.55111.55111.55111.55]11.55111.55111.55111.55111.55111.55111.55111.55111.55111.55111.55111.55111.55111.55111.55111.55111.55111.5514,838.464,838.464,838.384,838.384,838.384,838.284,838.284,838.254,838.254,838.234,839.054,838.884,838.714,838.734,838.544,838.214,839.074,838.984,838.804,838.544,838.014,837.254,836.5714,839.044,838.874,838.734,838.884,838.9514,838.8514,839.0614,838.9814,839.4714,839.2914,839.1414,839.1314,839.1314,839.1314,838.9214,839.6514,839.2814,839.2814,839.1314,839.1314,839.1314,840.1214,840.1214,839.8714,839.9214,839.9214,840.7514,840.3814,840.101Pressure(psi)65.1066.4067.6667.6668.0971.5171.9472.7973.6673.6567.5267.0168.6768.6869.8972.7867.0966.1967.8470.3373.5674.5274.2365.7867.4470.4167.4467.4770.0364.9360.1364.6764.5964.5364.5265.3967.5569.6264.7564.1664.1663.6663.6665.8264.0965.8167.4469.1973.5164.3665.5066.24k)cJG^1{«HTitle: Baxter Meadowsf:\sitedev\baxter2\baxter2-proj\model\phase2.wcd03/31/04 04:57:04 PM © Haestad Methods, Inc.Robert Peccia & Associates37 Brookside Road Waterbury, CT 06708 USAProject Engineer; Craig JenneskensWaterCADv6.5[6.5120]+1-203-755-1666 Page 1 of 3 r-rr •Scenario: Phase II - Peak Hour DFire Flow AnalysisJunction Reportandr •Label152153154155156157158159160J-1J-2J-3J-4J-10J-20J-30J-40J-50J-60J-70J-80J-100J-110J-120J-130J-140J-150J-160J-180J-190J-200J-210J-220J-230J-240J-250J-251J-260J-261J-265J-270J-271J-272J-273J-280J-285J-290J-300J-320J-325J-330J-340Elevation(ft)TypeBase Flow(9pm)CalculatedHydraulic Grade(ft)4,680.004,693.004,690.004,689.004,681.004,674.004,696.004,697.004,672.004,711.504,708.504,708.004,702.504,760.004,756.004,749.304,745.704,743.304,736.004,729.704,729.004,729.004,720.304,715.704,713.204,715.704,705.504,700.704,698.064,688.734,672.744,655.404,652.874,642.874,641.874,648.8714,656.8714,647.974,654.874,648.374,654.3714,654.874,651.874,656.874,665.3714,671.874,685.374,696.374,700.8714,707.874,708.004,712.00DemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemand11.5511.5511.5511.5511.5511.5511.550.000.0091.5069.0069.0015.000.0045.0045.0045.0045.0045.0066.300.000.0091.5091.5091.50111.00267.001132.601132.51132.51132.51132.51132.51240.001284.701180.001180.001180.001180.00]150.001120.001120.00160.00]90.0010.0010.0010.0010.0010.0010.001207.90152.5014,839.954,841.764,840.624,840.244,839.934,839.924,843.404,845.734,832.524,877.014,873.494,868.134,860.835,064.635,060.4515,046.5615,033.175,015.9514,998.814,981.4914,978.3014,899.5614,893.56|4,888.6614,884.2914,881.5814,868.2914,861.3414,855.9614,851.1014,844.2014,837.6414,834.67]4,830.5714,829.4814,828.1314,827.614,828.25]4,827.7214,828.814,828.9014,828.2414,828.214,828.1414,830.1914,831.0614,838.5514,844.2614,857.9214,848.2014,867.40]4,878.541Pressure(psi)69.2064.3665.1765.4368.7671.7963.7764.3569.4571.6171.3869.2868.50131.80131.72128.61124.38117.96113.71108.94107.8673.7974.9674.8374.0271.7770.4369.5068.3270.2574.1878.8578.6681.2181.1777.5673.8778.0074.7878.0775.5175.0176.2974.1071.3168.8766.2763.9867.9560.7168.9772.06(A^^JJ?(^Title: Baxter Meadows Project Engineer: Craig Jenneskensf:\sitedev\baxter2\baxter2-proj\model\phase2.wcd Robert Peccia & Associates WaterCAD v6.5 [6.5120]03/31/0404:57:04PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 3 r1nr-)'"'ifJtr •T •r/LabelJ-350J-370J-380J-390J-400J-410J-420J-440J-450J-460J-480J-490J-500J-510J-520J-530J-535J-599J-602J-628J-629J-630J-631J-632J-633J-634J-635J-700J-859J-860J-861J-862J-863J-864J-865J-1075Scenario: Phase II - Peak Hour CFire Flow AnalysisJunction ReportandElevation(ft)TypeBase Flow(gpm)CalculatedHydraulic Grade(ft)4,727.604,727.904,728.004,727.004,720.004,714.004,713.504,713.504,708.004,709.724,705.504,709.004,709.004,715.004,710.904,713.504,709.724,663.004,663.004,716.004,712.004,708.004,727.004,700.004,700.004,700.004,700.004,700.004,676.004,683.004,678.004,681.004,678.004,681.004,681.004,702.00DemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemand0.000.0052.500.000.000.000.000.00111.000.000.000.000.00222.60222.60384.000.00789.0017.4417.4417.4417.4417.44960.00960.000.00960.000.000.001o.oolo.oolo.ool0.00o.ool0.0017.4414,898.674,929.394,947.944,980.354,992.095,037.025,036.894,945.064,944.944,942.594,945.514,952.594,954.984,884.924,888.974,894.274,899.674,821.554,828.744,853.344,851.834,850.364,859.244,812.594,827.854,882.334,865.724,865.974,838.814,838.904,838.844,838.874,838.844,838.874,838.874,848.03Pressure(psi)74.0187.1895.16109.61117.72139.76139.92100.19102.51100.75103.84105.39106.4273.5277.0478.2182.1868.6071.7159.4260.5061.5957.2148.7155.3278.8871.7071.8170.4467.4569.5968.3069.5968.3068.3063.18u)<j^H^V?u[J(JuurTitle: Baxter Meadowsf:\sitedev\baxter2\baxter2-proj\model\phase2.wcd Robert Peccia & Associates03/31/0404:57:04PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Craig JenneskensWaterCADv6.5[6.5120]+1-203-755-1666 Page 3 of 3LJ nnnnnnfl[I[][1[Iu[Juuuu(L..\/0Dead man's Gulch/IBaxter MeadowsRiase I and II(revised per Phase IIdesign drawings)—sin-y;8in^ —.....3.^-.-in-s hr •..&.. ^'':.. IS in'^ \:^'^; a in.//:/'~~:/Sin.•^/Scenario: Phase II - Peak Hour Demand12-in.•;;.;12 in••:; 12 inr--8-in--Tnn—7Sin12 inSinsA-^L0.to. HAAtinSin-84n—•——-8-in -••—•-—S.in-*—a-in-TI ; 8 in _ : . II : ' F=^^Sin112 inin.fI in/_:.=^j:^::._._.:_:<_....-J1•!•to inSinSin ^—&m—•8 in-....-.Sjn—^—-iQ^ — '^oin-4'--- m-*w:w'"1^ is-1&1^'^^I 8 int——ejn-—*|8in6 in/rtOin'—--Bin—112 ins.in.i—?-8:in—I—8m-*--—-8in--^——stn"-Bin- •8 inSin!y3'~"l':8'irr-a£aas^'-Sin•"*—....--......-..^Q..^—Sin::Equestrisn V\feyinBin£!8inBaxter Lane12 inT2in •—Sin »^-...............^_.......ai"Binin12 in-, .1'in-tZ-tl-^..^.............*...............................^..^....*.l2fnSin..,._-l2ln12Tff-TTitle: Baxter Meadowsf:\sitedev\baxter2\baxter2-proj\model\phase2.wcd04/01/04 08:24:16 AMJ II r ••^w':f,Robert Peccia & Associates© Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666Project Engineer: Craig JenneskensWaterCAD v6.5 [6.5120]Page 1 of 1 • ^•"4•ntI..•;mImF;k.-"-^^?y3>KS.'. ••• '.-S;^PHASE IIBAXTER MEADOWS^•^&Jfsit<!.'.w,s.Ks^^SANITARY SEWER SYSTEM DESIGN REPORTOCTOBER 2003m^^:By:ROBERT PECCIA AND ASSOCIATESP.O. Box 5653HELENA, MT 59604•f'.u. •)•''•» ' • '.<-Ju-' ^Li;I >,u' •it.J:'.iRT^y:c0^~yIIs\/**<f^^$For:CTTYOFBOZEMANBAXTER MEADOWS DEVELOPMENT )r-'n.)tr •Lu'^Sr^iSSy'?-'Bf ^i^ii^'":%-y"^•f.'DESIGN REPORT - SANITARY SEWER SYSTEMAS PER COB DESIGN STANDARDS AND SPECINCATIONS POLICY (MAY 2003)SANITARY SEWER SYSTEM DESIGN CRFTERIA1. The sanitary sewer system improvements were designed according to COB design standards,WQB Circular No. 2, MPWSS, COB Modifications to MPWSS, COB Wastewater Facility Plan,and the Uniform Plumbing Code.2. A Wastewater System Improvements Preliminary Engineering Design Report for the BaxterMeadows subdivision has been approved by the City of Bozeman. The report lays out the overallsanitary sewer plan for the subdivision and the surrounding area.3. All sewer mains were designed to flow no more than 75% full during peak conditions.4. Sewer flow was based on the rates specified in the COB design standards (72gallons/person/day and an infiltration rate of 150 gallons/acre/day). Appropriate zoning densitieswere used (see attached). Residential flows were calculated using COB Design Standards TableV-l, page 46.5. Non-residential flows were calculated using COB Design Standards Table V-2.6. Manning's friction factor 0.13 was used to design the sewer mains. Appropriate peakingfactors, using the formula specified in the COB Design Standards, were used.7. Manhole spacing for the Phase H project are less than the required 400 feet.8. Most of the Phase II sewer mains are 8-inch and the manholes are 48-inches. A 60-inchmanhole is included at Baxter Parkway and Baxter Lane. The manhole sizes are in compliancewith COB Design Standards.9. Pipe inverts at manholes are set so the 80% depth point for each main are at the sameelevations.10. No sewer main has a diameter smaller than eight inches.11. All sanitary sewer services are designed according to the size, slope, and locationrequirements of COB design standards.12. Access to manholes that will lie outside paved areas will be provided by a 12-ft, gravel all-weather access road.f •LJfIj rCHECKLIST SUBMFTTAL INSTRUCTIONS:This checklist may be used in lieu of a complete department review when the conditions listed below are met. The department' reviews all certified checklists for completeness and accuracy and must approve al] deviation requests. Deviation requests willresult in slower tum-around by the department. Checklist submittals can not be utilized for new public wastewater systems,Construction is unlawful until approval of the certified checklist is granted by the department. Department approval will be issuedin a letter to the design engineer submitting the plans and specifications.All sections of the certified checklist must be completed. The answer yes may be checked when all the requirements of thesection being addressed are satisfied. Where a yes answer cannot be given, a deviation must be requested or the applicant mustexplain why that section of the standard is not applicable. All deviation requests must be justified by the design engineer andsupported with appropriate documentation. Those sections of the standard that use the language "should be"; "is recommended";or "is preferred" do not require a yes answer or a deviation. The department will conduct a complete review of a fraction of theplans and specifications submitted with certified checklists.All sewer main certified checklists must be signed and stamped by the professional engineer responsible for the design of theproject. In addition, the following infonnation must be included with the submittal of the certified checklist:1. Two sets of plans and specifications signed and stamped by a professional engineer.2. An engineering report addressing the design capacity and flow requirements in sections 32 of Circular DEQ 2. Theengineering report must include all applicable analysis and supporting assumptions.3. A map showing the location of the proposed sewer main in relation to the rest of the distribution system.4. For sewer main extensions: An approval letter from a professional engineer who is empowered by the owner of apublic system providing service to the proposed sewer main and who represents the interests of the public system withregard to system capacity and other pertinent issues to the system. For those systems not represented by aprofessional engineer (city engineer) on staff (or retained), the above mentioned approval letter is not required if theproposed sewer main is part of a utility master plan previously approved by the department. A copy of the applicableportion of this master plan must be included in the certified checklist submittal.For sewer main replacements: The main replacement pipe diameter must be equal to, or greater than, the existing pipediameter and an approval letter from the owner of the system providing service must be submitted with the checklist. Aprofessional engineer on stafiTor a master plan is not required.Systems not able to satisfy the above criteria are not eligible to use the certified checklist and are subject to a completedepartmental review of the plans and specifications.5. Certification that a professiona] engineer will be retained for construction inspection and will certify completion inaccordance with the approved plans and prepare as-builts for subminal to the department within 90 days of projectcompletion.The fee for processing each certified checklist is $25.00 and must be included with the submittal. The E.Q. number, fee and dateems will be filled in by the department. Completed checklist submittals may be mailed to: Department of Environmental Quality,rermitting & Compliance Division, Community Services Bureau, Metcalf Building, P.O. Box 200901, Helena, MT 59620-0901;or for those systems served by the Billings Office: Department of Environmental Quality, Community Services Bureau, AirportusinessPark 1P-9,1371 Rimtop Drive, Billings, MT 59105-1978. Questions can be answered by writing the above address orpiling (406) 444-4400 in Helena and (406) 247-4445 in Billings. ^'"rDEPARTMENT OF ENVIRONMENTAL QUALITYSEWER MAIN CERTIFIED CHECKLISTfi. 1Project Name ^ )C-^V- M ^^ Z^^ ^ 4 ,.^ J ^'^ i ^^-ys — •:?^ ^7^ XLocation £E '/4- ^ t^^)41^ J-4, Tl ^ (2$£. County __^^^aJ^^_Public Supply OwnerAddress <^ff ^^^ <3>////C.^y ^ 7^ ^(,^-2^^ i^/^y^L /^.^ff ^^^^,^^ ^ ^-T ^977/'^^^-1' ^r^^ < 7^-^O^J^_Engineer.Address ^Z^ <^4>z<?t- /^1/fc. . M»/fv}a^^%-^/•masDESIGN STANDARDSThe plans and specifications for the above reference project are in compliance with the following sections of theDepartment ofEnviromnental Quality Circular DEQ 2,1999 Edition.SECTION 31 Yes ^ Deviation RequestedN/A D Explain.SECTION 32 Yes ^ Deviation Requested__N/A D Explain ___SECTION 33.1 Yes ^ Deviation Requested _^__N/A D Explain.SECTION 33.2 Yes X Deviation RequesterN/A Q Explain.SECTION 33.41 Yes/ST Deviation Requested.N/A D Explain.SECTION 33.42 Yes X Deviadon Requested.N/A D Explain.SECTION 33.43 Yes ^ Deviation Requested.N/A 0 Explain.JSECTION 33.44 Yes J0' Deviation Requested.N/A D Explain.^.J-3-10/04/99 r1f -. JJ^ 1.. JSECTION 33.45 Yes ^ Deviation Requested(N/A D Explain.SECTION 33.46 a. Yes D Deviation Requested.N/A ^Explain A^^ ^^^^^ /^g^T^f2. <~^^(/ ^cf/n^SECTION 33.46 b. Yes D Deviation Requested.N/A ^ Explain ^/^ //^yP^h /^E^?~^l2. 7^^\1 »Z.^^>SECTION 33.46 c Yes D Deviation Requested.N/A f Explain A/^ <^^^A /f-ft-^^T^/i. 'T^X/ r^^^SECTION 33.5 Yes ^( Deviation Requested.N/A D Explain.SECTION 33.6 Yes ^ Deviation RequestedN/A D Explain.SECTION 33.7 Yes/^ Deviation Requested.N/A 0 Explain.SECTION 33.81 Yes JC Deviation Requested.N/A D Explain.SECTION 33.82 a Yes^ Deviation Requested .N/A D Explain.SECTION 33.82 b Yes/8" Deviation Requested.N/A D Explain.SECTION 33.83 a Yes/^ Deviation Requested.N/A D Explain.SECTION 33.83 b Yes ^ Deviation Requested.N/A D Explain.SECTION 33.83 c Yes/ff Deviation Requested.N/A D Explain.SECTION 33.84 a Yes ^ Deviation Requested.N/A D Explain.SECTION 33.84 b Yes ^ Deviation Requested.N/A D Explain.SECTION 33.85 a Yes^K. Deviation Requested.N/A Q Explain.SECTION 33.85 b Yes J^ Deviation Requested .N/A D Explain.-4-10/04/99 r--t- i•I^J' ^J^Jk-Jr '%¥S^^;^m^7ii.£.Li-;ft"•iSat':"'-SECTION 33.85 c Yes /tf" Deviation RequestedN/A D Explain.;:.•%:•'>SECTION 33.85 d Yes X Deviation Requested.N/A D Explain.SECTION 33.91 Yes ^ Deviation Requested .N/A D Explain.SECTION 33.92 Yes ^ Deviation Requested.N/A D Explain.SECTION 33.93 Yes ^ Deviation Requested .N/A D Explain.SECTION 33.94 Yes ^ Deviation Requested .N/A D Explam.SECTION 34.1. Yes X Deviation Requested/ •N/A D Explain.SECTION 34.2. Yes D Deviation Requested.N/A 'B^Explain A/ff l>/2ffp /U/^t<l^<y^&^SECTION 34.3. Ye^ff" Deviation Requested.N/A Q Explain.SECTION 34.4 Yes'& Deviation Requested.N/A D Explain.SECTION 34.5 Yes ^ Deviation Requested.N/A D Explain.SECTION 34.6 Yes/K Deviation Requested,N/A D Explain.^SECTION 34.7 Yes ^ Deviation Requested.N/A D Explain.SECTION 34.8 Yes D Deviation Requested.N/A ^ Explain /V^ (:'0/2j2^>4/\/E Q^/U^/T~/£>^/^' \SECTION 34.9 Yes D Deviation Requested__N/A ^Explain Afdl £l^KftT'/!/^AL- ^PiA\ft/UEf.fT M^-^-H-^^S^SECTION 35 Yes D Deviation Requested.N/A JS. Explain /t4 /A/L/£J^re£> 4l^^-^^>^SECTION 36.1 Yes D Deviation Requested.N/A ^ Explain ^/0 5^1>U^/^ ^<f^T^L A/&^^ ^^S^M-5-10/04/99u /''r^r^r^r. jJ^ iSECTION 36.11 a Yes D Deviation Requested.N/A ^ Explam AVff 4£'U/E^. /^ff^^S^ A/£A^^ ^T)Z£^-MSECTION 36.11 b Yes D Deviation Requested.N/A ^ Explain //ff ^£\^e'l^ ^7^^T£^ A/f^^l^ ^T/2jE^MSECTION36.Ie Yes D Deviation Requested.N/A ^ Explain A^a ^^LU^S. i^^4r-^J^ A/fE^^ ^'r&E.^^ASECTION 36.12 Yes D Deviation Requested.N/A^Explain A^ ^£)A}KJ^ Z^^^?-^^ A/S^-11^. ^r-/Z^4^SECTION 36.13 Yes D Deviation Requested.N/A S Explain ^^ ^T^tACJ-t^^^ /^fe^/2. ^T^SAMSECTION 3 6.14 Yes D Deviation Requested.N/A <T Explain MO ^SK/^2^ Cl^^/^^ Sr^.£/^MSECTION 36.21 Yes D Deviation Requested.N/A ^ Explain ^ ^EU^lS^ G^^f./^^. ^T^E/^^SECTION 3 6.22 Yes D Deviation Requested.N/A ^Explain A/o ^f^^Z_ ^/Z^^/^6- ^m^^-MSECTIONS? Yes D Deviation Requested.N/A ^Explain A^H A^C-iAL^ (2^7^//0<^^-SECTION 38.1 Yes ^ Deviation Requested.N/A D Explain.SECTION 38.2 Yes^ Deviation Requested.N/A D Explain.SECTION 38.31 a Yes/B, Deviation Requested.N/A D Explain.SECTION 38.31 c Yes ^ Deviation Requested.N/A D Explain.SECTION 38.31 d Yes ^ Deviation Requested.N/A G Explain.SECTION 38.31e Yes X Deviation Requested.N/A D Explain.SECTION 38.31 f Yes ^ Deviation Requested.N/A D Explain.SECTION 39.1 Yes ^ Deviation Requested.N/A D Explain.-6-10/04/99 /-r. J<<^JCERTIFYING STA TEMENTI certify that I have examined the above checklist and supporting documentation and attachments and find this iafonnationto be correct, tme and complete. I find the plans and specifications for the above reference project to be in compliancewith the Department of Environmental Quality Circular DEQ 1 as specified above.10 /-^ ^ / 0->ve^Vv^.^.A.^ Y (Signature o^Professional Engineer)Montana P.E. Niunber.4^'ii(Date Signed) 7/rPE Stamp; IiQWA^«•/-/••..^^^:°<^^^..-^y^^^•J-371£ / |^T^^-.^"'-7-10/04/99 '~\If~>r-ipEitKJ-Ms,«I',Mil:'^l!-^we^ /^«/^ ($. ^2,^ /^// S^<.^»sss^tSS^^^-6^^' T~\ • ^.^-••%*>a •':;: ^^v^s^:^w;-'&<ss,^<<-.'' ,--.•\^'-, ^/7^c ASr.er·, _^jr—j1)$"^••]A/^^_ F^y^^ - /?^^r^^ /t^^//^^^ /^A^. TZl^.^'\4.iBaxter MeadowsScale: 1"=300'$^14/^^aaanaDDDa a a aa a a a!a a a a' a aa aaaaaaaoD^-^h r?A^6-''P^^£.J^T^f^^.^.^^ ;^'—1•:•;'^ o^>cA ^/^^<<& JZ:,^f^L^^'^^ ^u^fl^^l^^^^^!mfE"RS3s^wy^^I K 5 ^/^A^-l^f\•XSf.Wysy.-.- •t.'V'.^-s:^ ffK-)^, CiOfs5^36-g»1-4^^Y<?" | .77^^/^" I /.Z6c^j ^fl \^s^, CCJ^-S(op<-. 30^-^,^^c^/-/J<?^>^. 0^ ^ ^6/^p><?3 t6/-^><^ t^- ^^Af€.^^^C. .^>5- <n ^^^h-.msS3-s\'^^s^611^=- o^.zc^-L^^^\>t\^rN^^tf8"'-8d.fflc^cf<Jyiy »s^^^<<X:8^•r,&^•'I, I^i^8"; ...B"{'"--r/Z-'' CM,'i^ ;^:(.oLl^I1utZcps<^^>Ki'^bry- v-i—i^^t^r??^,s*<<^< I'^!^\^1^^1^^«-^*<<J^( .I^%^N»"•"'Mss's^wfsfses^^y^Bc^<yfi^9&^ 1^/6-s&s^o.^<^ —^^£j^"\0,^chfI^^^I1^^»0. !6^ $I "WMIpT^ f .^^-^...^..^^'^•^•-?^K»;'»-',;.T"-;3.»^:-F.-;. ..^:;pMapinr^^ ^ .t^^-^ . ^^'f?^--^":;^K;"s5iSS?'BSS>.|^'ff»--—^^^-Ss^Tr^l<jcjf^- '^»il. -cii:.-?-i-^. - ^•eyyy^v^'-'vwIIs'^b::^—^./^^^<y^^<(IA" ^•^^m-m®siSBs''.,4.;ti,|/<uuj 14: ua fAA 4UB 58752'"'•' •B^:'MORRISON-MAIERLE/'"@002^Table V-lRESIDENTIAL ZONING DENSmESZONE POPULATION DENSHYCPeople/Acre)es-^->R-lR-2F3AR-4R-0R-SR-MH3.817.6212.1J12.1912.192.5418.4Table V-2BUSINESS AMD MANUFACTURING FLOW RATESZONE CLASSIFICATIONFLOW (GaUons/Acre/Day) '"EQUIVALENT POP.(Peqple/Acre)M-1M-2AA20202020Jd»28.0628.0648.54*To be used for peakmg factor computation. 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(406) 447-5000 • FAX (406) 447-5036 • www.rpa-hln.com r-^.-.W^.^'-'^^S.-K^..-^sS-mQS: '•;K'S^ ^^^)^/~^ pc^^t^j^ /^^*^) '^ '~n-«/<'L^DEAD MAN'S GULCHm3S»^^^ti*^*:;»^•sa^^%['wasssis^^*-gm^mmmmImJESTRIANfs:E asmmii^F^EsIi^S^y-S®i®S®%?i%gB?!»(WMrTlQeNtESS^5<,BREAKMSt.;M¥Sf^.)-'Ss.^tSv'iPHASE I^t^^n§mm)T^•..:..;>£2%^»e^PROPOSEDREGIONALPARKs&^Potential DepartmentofPuUlcSafBtyComptexu.' IOAK STREET^)?ZX-^yflL^^ /^uU)^L-tA-**-<^.^prc'y" ^<^i<-^1/ A-f^F^pc^'e^flAetwM-.'^'M^,;1^-^.. ^:-ti".f,ui"f:i?,.,-AVT<l'<?i:.'-.<A'».'"T'-'.'.•If'"- rr •r •ff)I ': .')^w.^0<:sI/•ss^^Robfc. tf Peccia & AssociatesHelena, MontanaCivilTransportationEnvironmentalEngineersSoX.J-fY-Project:Project Number:By: ~7~~- .^/(.<//e V)Date: ^S -A-^SScale: -CoL$^|Ot-y^ ^yc.. (^^tA.^ <y4- T^<aU^^)_/. ^-e^i^/z^e- ^^e^^.^ S^ vi.y{ ^T^.^- ^3 /^.iZ ^v^^^^^^^^^ ^7~^ ^i I e^^-^3 . : !'"";""" -—;""•••-"-••"•;•^. 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';-'i' : i' . -'I '!. : •:'F ') 'i'- . . : '..; . .. ... ji. r:T..; :.^:i'. r.'^ ':":T '.^' .^."''.'.T'.T.'I i.;-': .r'i '.''.'.:.'i 'i.'7 .^,' 'r.•:",••;• i"j - "|-i -.l-.i-.;.f.--. ,.i.,.....^..,.-; ;..jT-r:T:i"fl~i~7".tTt'T'tt.'r~1.;..,.;..,..,.i I...;.;...;..;-.: ..-..; .1......!..:.;. j..i. ;...[..;..,ti:y.r-i;B:?^j^':rsi:ji':p^•-•:-i-r'!"i-:•-:-L.; :.,.: .- . ! . -;.,r ;"|-:'T";-; -:--'-r--^~ j - —•-;_,.;4- •-.;.;-• •"•I ^ ,.:..:-.;.:..<..:..„ ; ^....... I--.:. ;.,.' ^..;....!..;-.;..,. .:.;.;..<..:..,J..; ,.;...;.-i •'- /^^hi^ ^€^ <f M,]^^^^r-»--'DEAD MAN'S GULCHr -.f'. ^r 'f<<t '. iy '.J.J•-J^J%E*sai^mr^s*JUNBIRww»mm@»s^msimw~^6:amEOUESTRIAMItCENTERiSlefi•yeiy^\t.-[^»-Sdgi)MI^s».:flAxm:^;-^%s®M^^'Yy\a^^^PHASEy'^uiVi^'^^sxQ^.•sS^^'-.^W&.f.-s'S'-©f^°ll-^^ggirsPROPOSEDSSf,REGIONALPARKPotential Departmentof Publfc Safety ComplexOAK STREET nnnnnnf]n[I00PHASE IIBAXTER MEADOWSSTORM DRAIN DESIGN REPORTOCTOBER 2003u11uuuuuuBy:ROBERT PECCIA AND ASSOCIATESP.O. Box 5653HELENA, MT 59604^1^ftc.00^y*s\/«»<t^^For:CTTYOFBOZEMANBAXTER MEADOWS DEVELOPMENT nn[1nnn(1nnu[)uuuUuun nDesign Report - Stonn Drain SystemA. GENERAL DESIGN CRITERIA1. The storm water drainage plan was designed to limit storm water mnoff from thedeveloped sites to pre-developed runoff rates. There are seven drainage basinscontained in Baxter Meadows - Phase H. Calculations of pre and post developmentrunoffare included in this report. The calculations are used to determine the volumeand area of the seven detention basins. The basins are designed to be self-drainingand are therefore gradually sloped from inlet to outlet at which point the basin reachesa depth of eighteen inches.2. Vegetation and settling action will help remove solids, silts, oils, grease, and otherpollutants contained in stonn drainage water that flows into the detention basins.3. Storm Sewer design meets the City ofBozeman requirements:a. Alignment between manholes is straight.b. Pipe slopes are uniform. Design velocities are at least 3-ft/sec.c. Pond inlet and outlet piping is designed to protect against and prevent erosion.• d. All storm drain pipe is RCP. Inlet laterals are 12-inch and mains are at least 15-inch diameter.e. Stonn sewer pipe is designed to handle a 25-year storm event.f. Nine-inch sumps are used for sediment collection in inlets and manholes.B. STORM DRAIN PLANA storm drain plan for the Baxter Meadows subdivision has been approved by the City ofBozeman. Components of the storm drain system (detention basins, pipes, and inlets) forPhase H have been designed according to the general guidelines contained in the stonndrain plan.1. The approved storm drainage plan included drawings showing the development'sdrainage features, ground surfaces, etc.2. Topographic contours (one-foot intervals) and spot elevation data are included in theplans.3. Storm water runofffrom the Phase II sites drains into detention ponds. Settlingremoves suspended solids and other pollutants. The ultimate destination of storm water nn •nn[I[1)uI]uuuuuur-runoff from the site is Spring Ditch. Discharge from the detention ponds is limited to thepre-developed mnoffrate by the pond outlet structures thereby minimizing impacts ondown slope drainage facilities and water quality.4. Design calculations showing runoff quantities and storage requirements are included inthis report.5. The approved stonn drainage facilities maintenance plan a. identifies ownership of allfacilities., b. establishes a schedule for maintenance activities, and c. identifies theresponsible party in charge of the specific maintenance duties.6. Details and specifications (including invert and other pertinent elevation information)for all storm drainage improvements are included in the plans.C. STORAGE/TREATMENT FACILITIESThe detention ponds for Phase II were sized based on a 10-year, 2-hour storm intensity.1. Detention BasinsThe detention basins were designed for water storage. Outlet-discharge is controlled by adesigned outlet structure.2. Basin SizingThe detention basins were designed to hold the difference between the pre-developed anddeveloped mnoff volumes. The final design of the ponds meets or exceeds the City ofBozeman minimum basin area of 145-square feet per 1-cfs release rate used for sedimentcontrol. Likewise the detention ponds meets the City ofBozeman depth requirements ofno more than 2.5-feet deep with 1.5-feet maximum water depth.3. Basin LocationThe detention basins are located in open areas as shown on the attached drawings.4. Additional RequirementsAbove ground earth formed detention basins not used in the project.D. DISCHARGE STRUCTURES1. Orifice controlled discharge stmctures were designed to restrict detention ponddischarge to pre-developed rates. Design calculations are included in this report. flnnnfrN(1nft11[Iuuuuuu2. Orifice calculations for controlling discharge to pre-development rate are included thisreport.3. Fail/safe features are part of the design. They include:a. Emergency free-flowing overflow for rates exceeding design stonn events.b. Discharge piping is at least six inches in diameter capable of conveying a 25-yearstorm event.c. Ponds are designed to avoid long-term standing water by sloping the basin floorstoward the outlet structiire.E. ESTIMATION OF RUNOFF1. GENERAL The rational method was used to estimate runoff. The basic assumptionsthat apply are:a. Rainfall is uniformly distributed over area for duration of the storm.b. Peak runoff occurs when duration of storm equals time of concentration.c. Runoff coefficient for particular watershed is constant for a similar land use.Rational formula used to determine runoff coefficients: Q = CiA.2. RUNOFF COEFFICIENTSRunoff coefficients used for the Phase I[ design are as follows:a. Open land-0.20b. Low to medium density residential-0.35c. Dense residential—0.50d. Commercial neighborhood-0.60e. Commercial downtown-0.80f. Industrial-0.803. TIME OF CONCENTRATIONThe time of concentration is the flow time from the most remote point in the drainage tothe point in question. It consists of overland flow time and the channel flow time. The F}nnnn[]rUuuuuuuoverland flow time was estimated with the use of measured distances and figure 1-1included in part I of Appendix C. The channel flow time in pipes was detennined byestimating the velocities with the Manning equation.V=(1.486*RA2/3*SAl/2)/nV= mean velocity (ft/sec)n= Manning roughness coefficientR= Hydraulic radius = cross sectional area / wetted perimeterThe following typical "n" values from table 1-2 were used for time ofconcentration calculations and are included in part I of Appendix C.a. Open unlined channels-0.035b. Concrete and RCP pipe-0.0 134. STORM INTENSITYThe intensity of the storm was detennined form Figure 1-2,1-3, and the City ofBozemanDesign Frequencies for rainfall. Assuming equal to time of concentration.a. Open land, 2-yearb. Residential, 10-yearc. Commercial or industrial, 10-year5. RUNOFF RATES AND VOLUMESValues for peak nmoff rates were computed using the rational formula. This rate occursat the time of concentration. Values for runoff volume were calculated using the modifiedrational method. This method assumes the maximum runoffrate begins at the time ofconcentration and continues to the end of the storm. Maximum runoff rates are less thanthe peak runoffrate for durations greater than the time of concentration due to thedecrease in storm intensity as duration increases. By multiplying the duration of thestorm by the runoffrate the volume is computed. ninnnnnnn1]f]f![][][juuuuuuBaxter Meadows - Phase IIDetention Basin 1Design Storm Frequency 10 yrBasin Area (Ac) 2.90Pre-Development CoefRcient CArea (Ac)cOpen SpaceMed. Res.Dense Res.Comm. Neigh.Comm. DownIndustrialTotal Area:Pre-DevelopmentRunoff DistanceAverage SlopeTime of ConcentrationAverage Rainfall IntensityMaximum Runoff2.92.9 Composite C:0.200.350.500.600.800.800.2Post-Development Coefficient CArea (Ac)c400ft1.75%29 min1.03in/hr0.60 cfsOpen SpaceMed. Res.Dense Res.Comm. Neigh.Comm. DownIndustrialTotal Area:Post-DevelopmentRunoff DistanceAverage SlopeTime of ConcentrationAverage Rainfall IntensityMaximum Runoff2.92.9 Composite C:0.200.350.500.600.800.800.5550ft1.30 %25min1.13in/hr1.64cf3Storm Intensity Developed Developed Undeveloped RequiredDuration 10Yr Flow Runoff Runoff Storage(min) __ _(in/hr)__tcfs)_ (cf) _ (cf) (cf)510152030354045505560657075808590953.222.051.581.31w^^ia.^i1.000.910.830.770.720.680.640.610.580.550.530.510.490.474.672.972.291.901.461.321.211.121.040.980.930.880.840.800.770.740.710.6914001784205722742621276628993021313432413341343635263612369537743850392417935753671512501429160817861965214423222501268028583037321533941221142715211560'154915161470141313481276119711131025933837737635530Minimum Basin AreaMinimum Volume =Minimum Area (18" basin depth)1566 cf1044 sfActual Area (shaped to drain)2088 siMinimum Area for Sediment Control -> 145 sf per 1 cfsPeak Developed Flow -> 1 .64 cfsMinimum Area = 238 sf^ nnnnn[I11n[juu[jDuuBaxter Meadows - Phase IIDetention Basin 2Design Storm Frequency 10 yrBasin Area (Ac) 2.17Pre-Development Coefficient CArea (Ac)Open SpaceMed. Res.Dense Res.Comm. Neigh.Comm. DownIndustrialTotal Area:Pre-DevelopmentRunoff DistanceAverage SlopeTime of ConcentrationAverage Rainfall IntensityMaximum RunofTc2.172.17 Composite C:0.200.350.500.600.800.800.2Post-Development Coefficient CArea (Ac)500ft1.20 %36 min0.89 in/hr0.39 cfsOpen SpaceMed. Res.Dense Res.Comm. Neigh.Comm. DownIndustrialTotal Area:Post-DevelopmentRunoff DistanceAverage SlopeTime of ConcentrationAverage Rainfall IntensityMaximum Runoffc2.172.17 Composite C:0.200.350.500.600.800.800.5650ft0.90 %32min0.96 in/hr1.04 cfsStormDuration(min)Intensity10 Yr(in/hr)DevelopedFlow(cfs)DevelopedRunoff(cf)UndevelopedRunoff_Ccf)RequiredStorage(c05101520253.222.051.581.311.133.492.231.711.4235 0.91 0.9940 0.83 0.9045 0.77 0.8450 0.72 0.7855 0.68 0.7360 0.64 0.6965 0.61 0.6670 0.58 0.6375 0.55 0.6080 0.53 0.5885 0.51 0.5590 0.49 0.5395 0.47 0.52100 0.46 0.50105 0.44 0.48110 0.43 0.47115 0.42 0.45120 0.41 0.44125 0.40 0.43130 0.39 0.42135 0.38 0.41140 0.37 0.40145 0.36 0.39150 0.35 0.3810481335153917021840;i:^il||i207021692260234524252500257126382703276528242881293629893041309131393186323232773320336334043445116232348465581813929104511611278139415101626174218581974209122072323243925552671278729043020313632523368348493111031190123712591257124012151184114711061061101296190685079072966660253546839932825718411136-39Minimum Basin AreaMinimum Volume =Minimum Area (18" basin depth)1264 cf843 sfActual Area (shaped to drain)1685 sfMinimum Area for Sediment Control -> 145 sf per 1 cfsPeak Developed Flow-> 1.09 cfeMinimum Area = 158 sf nnnn[!fl(1n[!nu[]liuuuuuuBaxter Meadows - Phase IIDetention Basin 3Design Storm Frequency 10yrBasin Area (Ac) 12.15Pre-Development Coefficient CArea (Ac)Open SpaceMed. Res.Dense Res.Comm. Neigh.Comm. DownIndustrialTotal Area:Pre-DevelopmentRunoff DistanceAverage SlopeTime of ConcentrationAverage Rainfall IntensityMaximum Runoff12.1512.15 Composite C:c0.200.350.500.600.800.800.2Post-Development Coefficient CArea (Ac)cOpen SpaceMed. Res.Dense Res.Comm. Neigh.Comm. DownIndustrialTotal Area:Post-Development3.15912.15 Composite C:0.200.350.500.600.800.800.571300 ft0.80 %67 min0.60 in/hr1.45 cfsRunoff DistanceAverage SlopeTime of ConcentrationAverage Rainfall IntensityMaximum Runoff1900 ft0.50 %38 min0.86 in/hr6.01 cfsStorm Intensity Developed Developed Undeveloped RequiredDuration 10 Yr Flow Runoff Runoff Storage(min) _(in/hr) _(rfs) (cf) (cf) (c051015202530354045505560^Ifi7075808590951001051101151201251301351401451503.222.051.581.311.131.000.910.830.770.720.680.649!BO|Ep|0.580.550.530.510.490.470.460.440.430.420.410.400.390.380.370.360.3522.4514.3110.999.127.897.006.345.815.385.034.724.46BHffil4.043.863.703.563.433.313.203.103.012.922.842.772.702.642.572.522.46673585849892109401182912609133081394414531150771558816070ilje^iSS1696117376177731815418521188751921619547198682018020483207772106521345216182188522147434 6300869 77151303 85901737 92032171 96582606 100033040 102683474 104703908 106234343 107344777 108115211 10859aig^gligfflsasfil6080 108826514 108626948 108247383 107717817 107048251 106238685 105319120 104289554 103149988 1019210422 1006010857 992111291 977411725 962012159 945912594 929213028 9119Minimum Basin AreaMinimum Volume =Minimum Area (18" basin depth)Minimum Area for Sediment Control -Peak Developed Flow ->Minimum Area =10882 cf7255 sf•145sfper1cfs4.24 cfs615 sfActual Area (shaped to drain)14509 sf nnnnnnn[Innf1L i[J[1[IuuuuuuBaxter Meadows - Phase IIDetention Basin 4Design Storm Frequency 10 yrBasin Area (Ac) 3.18Pre-Development Coefficient CArea (Ac)cOpen SpaceMed. Res.Dense Res.Comm. Neigh.Comm. DownIndustrialTotal Area:Pre-DevelopmentRunoff DistanceAverage SlopeTime of ConcentrationAverage Rainfall IntensityMaximum Runoff3.183.18 Composite C:0.200.350.500.600.800.800.2Post-Development Coefficient CArea (Ac)cOpen SpaceMed. Res.Dense Res.Comm. Neigh.Comm. DownIndustrialTotal Area:Post-Development1.062.123.18 Composite C:0.200.350.500.600.800.800.45500 ft1.60 %33 min0.94 in/hr0.60 cfsRunoff DistanceAverage SlopeTime of ConcentrationAverage Rainfall IntensityMaximum Runoff600 ft1.06 %32 min0.96 in/hr1.38 cfsStorm Intensity Developed Developed Undeveloped RequiredDuration 10 Yr Flow Runoff Runoff Storage(min) _(in/hr) _(cfs) _(cQ_Ccf) _ _ (cf)510152030354045505560657075808590953.222.051.581.31ii»U1.000.910.830.770.720.680.640.610.580.550.530.510.490.474.612.942.261.871.441.301.191.101.030.970.920.870.830.790.760.730.700.6813821761203022452587273028612981309331983297339134803565364637243800387218036054072010811261144116211801198121612341252127022882306232423422120214011489152415061469142013601292121711361049958863765663558450Minimum Basin AreaMinimum Volume =Minimum Area (18" basin depth;1526 cf1017 sfActual Area (shaped to drain)2035 sfMinimum Area for Sediment Control -> 145 sf per 1 cfsPeak Developed Flow -> 1.62 cfsMinimum Area = 235 sf nnnnI!IInBaxter Meadows - Phase IIDetention Basin 5Design Storm Frequency 10 yrBasin Area (Ac) 16.16Pre-Development Coefficient COpen SpaceMod. Res.Dense Res.Comm. Neigh.Comm. DownIndustrialTotal Area:Pre-DevelopmentArea (Ac)16.1616.16 Composite C:c0.200.350.500.600.800.800.2Runoff DistanceAverage SlopeTime of ConcentrationAverage Rainfall IntensityMaximum Runoff1200ft1.10 %58 min0.65 in/hr2.11 CfSnPost-Development Coefficient COpen SpaceMed. Res.Dense Res.Comm. Neigh.Comm. DownIndustn'alTotal Area:Post-DevelopmentArea (Ac)c16.1616.16 Composite C:0.200.350.500.600.800.800.35Runoff DistanceAverage SlopeTime of ConcentrationAverage Rainfall IntensityMaximum Runoff1500 ft0.72 %62 min0.63 in/hr3.54cf8Storm ' Intensity Developed Developed Jndevelope RequiredDuration 10Yr Flow Runoff Runoff Storage(min)_, (in/hr) _(cfs)_ _ (of) (cf) (cf)1uuuuuuuu51015203035404550556065707580859095100105110y3.222.051.581.311.000.910.830.770.720.680.640.610.580.550.530.510.490.470.460.440.4318.2011.608.917.39?;g,.i,38iBB5.685.144.714.364.083.833.623.443.273.133.002.892.782.692.602.522.445461696080228872^592ft!1022410791113071178312226126411303113402137541409014412147211501815305155831585116111Minimum Basin AreaMinimum Volume =Minimum Area (18" basin depf6420 cf4280 sfMinimum Area for Sediment Control -> 145 sf per 1 cfsPeak Developed Flow -> 6.39 cfsMinimum Area = 927 st634126919032537380644415075570963446978761282478881951610150107841141912053126871332213956482756926119633464186350623260745882566254195155487345744262393736003252289525292155Actual Area (shaped to drain)8560 sf nnnnn[1n[1nn[Ii[1uuuuuuBaxter MeadowsDetention Basin 6Phase IDesign Stonn Frequency 10 yrBasin Area (Ac) 9.00Pre-Development Coefficient CArea (Ac)Open SpaceMed. Res.Dense Res.Comm. Neigh.Comm. DownIndustrialTotal Area:Pre-DevelopmentRunoff DistanceAverage SlopeTime of ConcentrationAverage Rainfall IntensityMaximum Runoffc99 Composite C:0.200.350.500.600.800.800.21000 ft1.10 %51 min0.71 In/hr1.28 cfsPost-Development Coefficient CArea (Ac)Open SpaceMed. Res.Dense Res. 2.86Comm. Neigh. 6.14Comm. DownIndustrialTotal Area:Post-DevelopmentRunoff DistanceAverage SlopeTime of ConcentrationAverage Rainfall IntensityMaximum Runoff9 Composite C:c0.200.350.500.600.800.800.56822221200 ft0.80 %40 min0.83 in/hr4.26 CfsStorm Intensity Developed Developed Jndevelope RequiredDuration 10Yr Flow Runoff Runoff Storage(min) _(in/hr) _(cf^)__ (of) __ , (cf) (cf)5 3.22 16.46 4938 384 455410 2.05 10.49 6293 768 552515 1.58 8.06 7253 1152 610120 1.31 6.68 8021 1536 648525 1.13 5.78 8673 1921 675230 1.00 5.14 9244 2305 694035 0.91 4.65 9757 2689 706840 0.83 4.26 10224 3073 715155 0.68 3.46 11429 4225 720460 0.64 3.27 11783 4609 717365 0.61 3.11 12117 4993 712470 0.58 2.96 12436 5377 705875 0.55 2.83 12740 5762 697880 0.53 2.71 13031 6146 688585 0.51 2.61 13310 6530 678090 0.49 2.51 13579 6914 666595 0.47 2.43 13839 7298 6541100 0.46 2.35 14089 7682 6407105 0.44 2.27 14332 8066 6266110 0.43 2.21 14567 8450 6117115 0.42 2.14 14796 8834 5961120 0.41 2.09 15018 9219 5799125 0.40 2.03 15234 9603 5631130 0.39 1.98 15444 9987 5458135 0.38 1.93 15650 10371 5279140 0.37 1.89 15850 10755 5095145 0.36 1.84 16046 11139 4907150 0.35 1.80 16238 11523 4714Minimum Basin AreaMinimum Volume = 7213 cfMinimum Area (18" basin depth 4809 stMinimum Area for Sediment Control -> 145 sf per 1 cfsPeak Developed Flow -> 3.68 cfsMinimum Area = 534 sfActual Area (shaped to drain)9617 sf nnnnnn[1n[1uuuuuuuuBaxter Meadows - Phase IIDetention Basin 7Design Storm Frequency 10 yrBasin Area (Ac) 12.45Pre-Development Coefficient CArea (Ac)Open Space 12.45Med. Res.Dense Res.Comm. Neigh.Comm. DownIndustrialTotal Area:pre.DevetopmentRunoff DistanceAverage SlopeTime of ConcentrationAverage Rainfall IntensityMaximum Runoff12.45 Composite C:c0.200.350.500.600.800.800.2900 ft1.10 %49 min0.73 in/hr1.82 cfsPost-Development Coefficient CArea (Ac)Open SpaceMed. Res.Dense Res.Comm. Neigh.Comm. DownIndustrialTotal Area:Post-DevelopmentRunoff DistanceAverage SlopeTime of ConcentrationAverage Rainfall IntensityMaximum Runoffc12.4512.45 Composite C:0.200.350.500.600.800.800.61300 ft0.77 %39 min0.85 in/hr6.33 CfsStormDuration_(minLIntensity10 Yr(In/hrLDeveloped Developed ;ndevelope RequiredFlow Runoff Runoff Storage(cfs) _(cQ (cf) _(cf)51015202530354045506065707580859095100105110115120125130135140145150•^3.222.051.581.311.131.000.910.830.770.720.640.610.580.550.530.510.490.470.460.440.430.420.410.400.390.380.370.360.3524.0415.3211.779.768.457.506.796.225.765.38iiSi»s4.784.544.324.143.973.813.673.553.433.323.223.133.052.972.892.822.762.692.64721391831059511717126691350314252149341556216147'tSis^i17211177001816518609190341944219835202142058020935212782161221936222522256022860231522343823718545 66671091 81021636 89592181 95352727 99423272 102313817 104354363 105714908 106546544 106677089 106107635 105308180 104298726 103099271 101719816 1001910362 985210907 967311452 948211998 928112543 906913088 884813634 861814179 838114724 813515270 788315815 762316360 7358Minimum Basin AreaMinimum Volume =Minimum Area (18" basin depth)10696 cf7131 sfActual Area (shaped to drain)14261 sfMinimum Area for Sediment Control -> 145 sf per 1 cfsPeak Developed Flow -> 5.06 cfsMinimum Area = 734 sf C ^^U--b^^A^E 9^,1^ ^^£r£VT^^/^^>^^'> ^^/'2^*/^r-D^^p f^)^^^<L^.:3^/ (L.^ ^Q-=.6^£ - O^UE/^P^^'2,..^ ,•Ia13•. .-=:':-:—-^^"^9^R/VvyI-^^y3£sQ<--?ffs-KS•s?^6•i!Kt^ ^//€.cY\/Aaswsf54xrE-^ ^A^^a^^7}^^f^1yl^a^iE»*&®e^Ms^K^a.^a8'«s''™-~"°^«s3SSS'iS>M :SSSSiISsXS» SSi!i.^W^jiyfiBffi&ut^.;li.^.^sKa,f^fKsas,S ^^.-S^d±S -x11I•it()&=^ti-r-/^SsSS'S<?&iuf-2..45' ^zv^l,-^(0ZftJ^sI \t»>\\\\\\\\\\\\ti^\\\\\\\\\\\\I.3Ce^1&-fff^f)^,^i^^M^M,,,,,,,ffillg^.3rH'i'tri'i.i'NUl:^^ /^^^ /•M^^ssy^•aVtSSf^\\\\\\\\\\\\'4S'~ \\\\\\\\\\\tdB\\\\\^\,\,5Tt\: <g££^Sx2^S^;?5^f^^^S^^c;;^fc=-*,-.iie—st^4^^ ^mR1Is'^ ^2"^aBtB-y^^^^^^ %^s^/\\\\\\\\pfffe-^y .^'<.-&S1il^1S3—@aw^ ^1^s^^s^.^ ^p7.^/^^1.:*'**-^-.-^s^-r-'r^--^7 / ,;< /1/^,<LA»=-?^-.*^-pri^.>..-^>j •*v r^;:".^:^:(/{ ^Z^^/ iI?sfcILi[Ji;uuu<I1(Rational Method (continued).1r»t»2»-»-.23JSt«u-20<050rarillllirmmiii't•^••I^III«rllyr.u/I/I3030•QBIMIH^/Ffis}/2020»^I/<s0N/»^fttMw^d»:*<»£fu»!Tstt^^^it-I••••II•••II••••••IIrami^••••••Itllmiiii^••••1111111•••HIIIIIII»•.-s<.s«*u^i^••nir««Bril^•••111!?^<~1r>^%I'•t:»^^11 II*,A.•^^f,iBiilHHIIIII/^*fig.L*^ft2'//^^/.»«<//t*••••••I(•<«*1*1(dJKs1020.8J^.'•• '.?.2VELOCITY, V( FT/SEC)^Figure 7-1 Vclodties For Upland MethodOf Estimating Time Of ConcentrationSource: HEC No. 19, FHWA7.28t^^''^L.&!.*. nnnnL>1200nnnf- 1000800&ssI§600^ 140°§<g^ 200uuu^.u0140/I//v//I/Rrf^ua;l('oLLQfff1200c^/21n/e711^/lum^fc0^dw0bj=>100 z/m-/zs71//</LL6.c80c1znz1.UJe.TITTTT^u4§c.ffffiH7ue.^/I//1/1/1 I/i\0E/I/^0360 ^ih4/^^F=c£.e.c.B^ A A V^0$/I///-a-I^3zyyy \/ec^^IU77[777-yc/>40 0/4V.Y^L^^0^\G7^^^^z^]^[y.w.^920ay^^0FIGURE 1-1 TIME OF CONCENTRATION /Rational Formula)28 nnn[i[In[]nnr~\[j[juliuuuuu800^Ijw0.II|iS2til|i.-c^si^s-l|ii^PlTOa.t^1^°11sL11£^1^^ rss°1&i!!w^.ititIip:11~ilII"6(3Illi??K^d •<- d d$^s$N r- T- N0 •r~ CB °d in iri dt- M 1- T-•<t i- 01 (0CM M CM COq ° 3 °5?3?°in§ s so d d o^§g§N M N§§§§C\i rsi 04 CM'0 § ? 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IT^i ?STORimER M.4STEB PLmM!\ W I- CTflRMWiTSS PAfiHTiP^rRMu I" &t Uflffl ¥fA.! fill: lAll.^1.! l.£^i.I)''SMIIpiPII/I VmJUL\r 2002^s?£SALLIEDENGINEERINGSERVICES. INC.•f:32 Discovery Drive . Bozeman, Montana 59718 . Phone:406-582-022] . Fax:406-582-5770 c^Hi[\pniIllHiBAXTER MEADOWS SUBDIVISIONSTORJNJWATER MASTER PLAN ANDPHASE I STORMWATER FACILITIES DESIGN REPORTADDENDUM #1i^(I')*{1]yuuu!1^Prepared ByPaul J. Sanford, P.E.Allied Engineering Services, Inc.Prepared ForBaxter Meadows Development, LPJuly 30, 2002 nr •rBAXTER MEADOWS SUBDIVISIONSTORMWATER MASTER PLAN AJVD PHASE I DESIG^7 REPORT - ADDENDUM #1TABLE OF CONTENTSAPPENDIX DESCRIPTIONn[I(I1r"Ii ir -^A. ] Phase I - Flood Hazard Evaluation and Design ReportSpring DitchOutputInputBaxter-Border DitchOutputInputB. ] Comparison of36-inch Arch Pipe to Round PipeCulvert Master: Culvert #1 - Arch PipeCulvert Master: Culvert #1 -Round PipeCulvert Master: Culvert #2 - Arch PipeCulvert Master: Culvert #2 - Round PipeCulvert Master: Culvert #3 - Arch PipeCulvert Master: Culvert #3 - Round PipeHEC-RAS; Round Pipe vs. Arch PipeD. 1 Revised Stonn Drainage Facilities Maintenance PlanIllUlUjUlUufLJune 30, 2002 TC- ] Project 01-241BAXTER MEADOWS SUBDIVISION STORMWATER - ADDENDUM #1 nininininiHI11]Ill'J<LI I[J!Ill0(uU!uuuuAPPENDIX D.1Revised - Storm Drainage Facilities Maintenance Plan nnfr\fhifliIllrali!I!^uDuufSTORM SEWER FACILITIESMAINTENANCE PLANBAXTER IMEADOWS SUBDIVISIONThe storm drainage contro] facilities for Baxter Meadows Subdivision consists of storm sewercoJJection systems which direct storm runoffto on-site detention or retention ponds. The stormwater drainage design limits stonn water runofffrom the developed site to the pre-developmentrunoff rates. The storm water drainage design will utilize vegetated swales upstream anddownstream of the detention ponds, whenever possible to remove solids, silt, oils, and otherpollutants prior to discharge to the receiving water body. Storm water runoff fi-om the projectflows into the Baxter Border Ditch or the Spring Ditch, eventually reaching the East GallatinRiver. Both of these watercourses are considered Stream/Ditches (flow is sourced by bothirrigation & natural drainage). Impacts to water quality are minimized by designing thedetention ponds to settle out at a minimum particles 40 microns (l/635ths of an inch) and larger.Furthennore, detention pond outlet structures are designed to trap oils.The City ofBozeman will be responsible for maintaining storm sewer facilities located withinthe publicly maintained public right-of-way. Operation and maintenance responsibilities of theCity should include the following (Thomas, Dean & Hoskins, 1982);Cleaning inlets, manholes, and storm sewer pipes.Street sweeping and cleaning to remove debris to reduce the sediment loading todetention ponds and thereby reduce the amount of particulate discharged toreceiving streams.City administration as needed to assure the proper operation of the storm drainutility.••The Home-Owners or Property Owners Association shall be responsible for maintenance of thedetention ponds and other storm drainage facilities not located in the publicly maintained publicright-of-way which includes all facilities located in the privately maintained streets. Operationand maintenance responsibilities shall include the following:Cleaning, mowing, and maintenance of outfall ditches/swales.Cleaning, mowing, and maintenance of detention ponds.Cleaning and maintenance of outlet structures and outlet pipesTo retain the capacity of the detention ponds, the Home-Owners or Property Owners Associationshall remove any fil] or other materials placed in the ponds and any accumulated sediment. TheHome-Owners or Property Owners Association should at a minimum, perform bi-annualinspections of the detention ponds, outfall ditches/swaJes, and outlet structures and pipes andmaintain them as needed. :'.'t;',!Iv-:ity^r • iSfSf:I? ':lrIT"•-;PHASE IIBAXTER MEADOWSTRAFFIC IMPACT STUDY UPDATEOCTOBER 2003By:ROBERT PECCIA AND ASSOCIATESP.O. Box 5653HELENA, MT 59604^Liteftc^0^vs\/**^^?%$•;^,>-Wf-M'^M^^^^.•l..'v"^::.x^''^'I^^^'?^^^ -, •';.'<' v"•" - . ^:''.;'.;''- '-..".. .'I '^•^'f--'.cff•;/'.':^.ft;;:^;:'';e^i%^•'C/.''.R'-'.'^^^^.^.;>..<'^^-.'.-- . •.For:CITY OF BOZEMANBAXTER MEADOWS DEVELOPMENT >vTechnical MemorandumTraffic Impact Study UpdateBaxter Meadows DevelopmentBozeman, MontanaJuly, 2003ftiA"?c<>0^yitv/^ss@Prepared By:Robert Peccia & AssociatesHelena, Montana,:•::^iS•-^.^ii'^..-^ilS^...^SSSISIIiSIKI^•isssisiss.SSSSiSiSS*^'^ ^s^^w^'y^:f^7iyw^:;^ •• !'' '^•:.«:ff'v:'^'-;'^''!;.";'\-'?".^'?"''«?; }i:" ^ •-\L •»te^"?>': •iSSSi^Sits^f/• /".•. il;.( ;:-t"? ^rl:'-';';':';.1.'." .<'^,,^;,iWSS^l"iti?'LS^:'..-- •''-..•'"^•.^^ .^•.^.•" '.•': • ;;.5. 'V^'':^i^.'- •:ll®SI;^IS^tlS%^^:;''-^':'.'':-.';.^. ;'^.;:^?'^.^^^•^,-,;-" .•.:v r' i,,:-^ .'M'.:~.;^;' ^•':^•^'^:, •:'^^%^,^IB^,I^^%^;l^^mg£^:^/ff^^^^iSSiiiiiii.'^M.:^SWSi mM:' .'"';••' '^.^ '•' ..'^.•^K''':''. •'i:-^~'^':.'^'f! •:';;".;'^!..-.:.;''.<\-^<:''1'';^ ^?.-.^;LI/;;'':i^.^'':'l%'iiiiiilli.t:%.^-. i*.'-'.^--1 .'.—v .' ' •ji.-:'^.^^^-.^\l£^ ':-•- ^•--•f:'-^".'^;"S^B^^^^-,^;,^K'y!:-',:-,^'.::-'^^;'^0^^^^^•^'^^.'^'.....^•^^^..L:^;''^%;l';x^^;^^^'^ t^-y^^l'^"^i^;^^t^^iSSS.-^ ^'/-^'.' f^ "• .' ''•^ •."•••^ ^ '..-.-"'': >'' "'3''f''^^.'i::<^^/'-',.^'^^,|.^•^"^ '';^^ ':i:': '':^/^^-^^7'f7n::-''^w'^f^"!'l^, .'^^•'^^"."^•".^•:••'";''•,•"•^J-,..•••,•••;••:.^.'•'^^•.:.;'.! i •'..-'. .'^:-.^MK I1'TIS Update (Technical Memorandum)Baxter Meadows DevelopmentBoieman, MontanaRobert Peccia & AssociatesJuly, 2003Technical MemorandumTraffic Impact Study UpdateBaxter Meadows DevelopmentBackgroundThe traffic impacts from the Baxter Meadows Development were originally analyzed in 2001. Sincethat time, several changes have been made to the construction phasing of the development, the typesof traffic controls being considered, and additional developments have been proposed for the area.The overall number of vehicles being generated by the development has not changed.New Area DevelopmentsRecently, another residential development has been proposed along Baxter Lane. The Baxter SquareSubdivision is anlS-acre residential development located on the northern side of Baxter Lane Vi milewest of North 19 Avenue. The developers plan to subdivide this property into 122 single-fainilyresidential units and two residential 8-plexes. Full buildout of this development is anticipated in2006 and will ultimately produce 1,300 new trips per day.Changes Within the DevelopmentThe major changes contained in the development proposal include an alteration of the portions of theproperty that are going to be developed in Phases 2 and 3. Four square blocks of commercial andretail development near the Town Center that were planned for construction in Phase 2 will be tradedfor four different blocks of commercial space to the northwest. The overall effect of this change willbe slight. Due to the projected land uses for the two different commercial areas, there will be a smallchange in the trip generation between the two Phases. The overall trip generation will remain thesame. The current projected trip generation for Phases 1, 2, and 3 are shown in Table 1.TABLE 1 - Trip Generation Rates-c.;•Land Use ByPhase(anticipatedCompletionDate)AreaUnitsAMPeakHour -Avg.TripEndsAM PeakHour - TripEnds(% Entermgper Unit | %Exiting) | per UnitPMPeakHour -Avg.TripEndsPM Peak Hour- Trip Ends(%Entering %Exiting)WeekdayAvg. TripEnds perUnitWeekdayTrip Ends(%Entering%Exiting)PHASE I (2003)'•t.1^"wi.Li'"^ "Estate Homes32 Units0.75| 23 (25%-75%)11.01[ 30(64%-36%)9.573061 VTIS Update (Technical Memorandum)Baxter Meadows DevelopmentBozeman, MontanaRobert Peccia & AssociatesJuly, 2003TransitionalHomes20 Unit;0.7i15(25%-75°/(1.020 (64%-36%:9.5191Medium DensityResidential60 Unit;0.4426(17%-83°/<0.532 (67%-33%5.8i352Mixed-Use HighDensity46 Unit;0.523(16%-84%0.629 (67%-33%6.6:30£Bed & Breakfast I 6 Unit;0.5(3(61%-39%0.61 [ 4 (53%-47%8.249CommunityCenterNANANAVeterinary OfficeNANANASum1,203|Total1,203|PHASE II (2004)Transitionalhlomes120 Unit!0.7i90 (25%-75%:1.0121 (64%-36%9.5711481Medium DensityResidential60 Units0.4426(17%-83%:0.5432 (67%-33%5.86352|Mixed-Use HighDensity266 Units0.51136(16%-84%0.6;165(67%-33%6,6317641Office Park60,000 ft^1.74) 52(89%-11%1.5| 45(14%-86%;11.42685|Restaurant10,000 ft:9.27| 93 (52%-48%;10.861 109(60%-40%130.3413031Sum5252|btal64561PHASE III (2005)Hotel70 Units0.56| 39(61%-39%)0.61| 43(53%-47%)8.235761Medium DensityResidential80 Units0.4435 (17%-83%)0.5443 (67%-33%)5.86469|Mixed-Use HighDensity300 Units0.51153 (16%-84%)0.62186(67%-33%)6.6319891VdministrationOffice)50,000 ft20.4824(88%-12%)0.4623(17%-83%)3.32166|Neighborhoodcommercial140,000ft21.03103(61%-39%)3.74374 (48%-52%)42.9260091estaurant5,000ft2) 9.27) 139 (52%-48%)| 10.86) 163 (60%-40%)| 130.3419551um11,1641otal17,6201The overall effect of this change has the result of decreasing the daily trips generated in Phase 2 by1,375 trips and increasing the trips generated in Phase 3 by 1,375. This change will only effect theresults of the analysis for Phase 2. The total number of trips generated by the development by theend of Phase 3 will remain the same.In the original report, the analysis showed that the only notable impact at the completion of Phase 2of the development would be that the intersection of North 19 and Baxter Lane would lower from"'A:•ri%(•-J•1,2 TIS Update (Technical Memorandum)Baxter Meadows DevelopmentBozeman, MontanaRobert Peccia & AssociatesJuly, 2003f-'ifsfLOS B to LOS C for both A.M. and P.M. traffic conditions. No other significant impacts wereidentified. The effect of the changes on Phase 2 will be a decrease in the total number of tripsgenerated by 20%. This alteration will not effect the Level of Service analysis or recommendationsmade for Phase 2 two of the development. By the end of Phase 2 the Baxter Square Subdivisionshould be 50% complete. With the added traffic from this development, the total number of vehiclesusing Baxter Lane will still not be as great as was originally projected for the end of Phase 2.Traffic Controls^..The original development proposal included five modem roundabouts that were to be constmcted atthe five major intersections within the development. The analysis indicated that the roundaboutswould function adequately through full buildout of development. However, the developer hasdecided to remove four of the five roundabouts in favor of more traditional traffic controls. The onlyremaining roundabout would be at the intersection of Baxter Lane and Ferguson Road.RPA reviewed the traffic conditions at the other four intersections with regards to the necessarytraffic controls. The analysis indicated that the Baxter/ Davis intersection would have the highesttraffic volumes and would require a four-way STOP control to function adequately through Phase 3.By the end of Phase 4, traffic volumes at this intersection would likely warrant the installation of atraffic signal. The Baxter/Perguson intersection would require a four-way stop control by the end ofPhase 4. By the end of Phase 6, the intersection of Baxter Lane and Baxter Parkway would requiresignalization. The other previously proposed roundabout intersections would function adequately asstandard three-way and four-way intersections, without the need for signalization through the end ofPhase 6 of the development.An analysis was conducted to determine the effectiveness of signalizing the two intersectionsidentified above as needing signalization. The results of this analysis are presented in Table 2. Iftraffic signals are installed at the intersections of Baxter Lane/Baxter Parkway and BaxterLane/Davis Road, these two intersections would function with minimal delay through full buildoutof the development. However, in order for these signalized intersections to function properly, itwould be desirable to install designated left-tum bays on each approach to the two intersections.TABLE 2- Traffic Signal Evaluation at Full Build-outSTOP ControlSignalizedIntersectionLevel of ServiceAverage VehicleDelayLevel of ServiceAverage VehicleDelayBaxter/DavisE36 secondsc20Baxter Lane/Baxter ParkwayE36 secondsB163' •-•- '-;';^v..'.'', s^^..^"^.'i]:'iii^K'-:.^^!"-';' '•"':"^ -1;;'/.-:';'%^ .•:•'^ iTIS Update (Technical Memorandum)Baxter Meadows DevelopmentBozeman, Montana..•'..--. •-.',,A^'•.'.".'.'^^:' •^'^••..^••.:."I^:;;^','SM^..-''-'A^'^',^i£^^Robert Peccia & AssociatesJuly, 2003ConclusionThe changes that have been made to the phasing of the Baxter Meadows Development do not changethe overall conclusions and recommendations contained in the original traffic impact study. Theonly significant alteration is the removal of four of the five roundabouts. As noted above, two ofthese intersections would need to be signalized before the development reaches full buildout. Theother two would function adequately is muli-way STOP controlled intersection. The rest of thecalculations and mitigation measures contained in the original report remain unchanged.'-j':.y.:%^i:.' -',^'': '&".-• -!,•",•>?.•-:^^M^^l-^^^3^^^1;^£%^1".^!'' i':.:f".;'-^.%i.'^^"<':.^:1'^.d':':^t-^-^.:'^::^'?^v=-;''""<^..•^-,^;.^y'-^^.;,;.;.-'^•B''"i;%l;t";-.^^"''•• :. ^*- •--I ':: ' . :^ 'i'.'^-^;.%-^-^"-.^:--:-'^-:"'",''f^^tf^^i£.^^;'-:','AW;:;..'f^,^%,..:..;.J^<;'..;'.'.^yi/.:^';D;^^A'^;'..'•^~ .•:[-.'^^:--'^^ '•.^:^''•^ .-:;..-'^x4;•(•l;;y-.u'•M^.';?,^.'^:;:';^;1''''";'".<^'!':^y^^:'.' '.••;"--1'•••t.f^- ^^c.00^ys^/h<f^s^To: Phil Porrini, P.E.From: Jeff Key, P.E.Subject: Baxter Meadows Subdivision (Phase II) - ParkingDate: October 30,2003^I;;-. ''V.;T:*"'-'*'.,':^%'.";^"'.".'•:•''<;»u•lt;"-e•.' "^';'!••;'/'i .v»? •:.r>Phil - I was asked to take a look at parking needs in the "B2 commercial" area of Phase D of theBaxter Meadows Subdivision mixed-use development. This area will likely include a maximum oftwo-story buildings containmg mostly office with some above level apartments as the project develops.A spreadsheet provided to me calculates approximately 756,430 square feet of building lot area(assuming two story building). This area was derived as follows:Total area of all lots in B 2 districtLess area of parks/parking lotsTotal one level building lot areaTotal two level building lot area538,971 square feet160.756 square feet378,215 square feet756,430 square feetIt is further acknowledged that the Bozeman development regulations allow for a twenty percentreduction to account for the fact that all the building lot areas will not contain square footage that willgenerate a defined parking need (such as janitor closets, utility/maintenance rooms, etc.). Taking thisinto account reduces the square footage of the building lot area by which parking needs are to bedetermined to 605,144 square feet (756,430 sf * 80%). It is reasonable to use this square footage(605,144 square feet) as the "B2 commeTcial" designated area by which parking needs should bedetermined.The combined commercial / office / residential usage will provided for some shared parking in thisdevelopment. Peak parking demand for an office will typically not coincide with that required for anapartment. Because of this, and the fact that this development is striving to be a high density,clustered, urban development, it is appropriate to use parking utilization rates between the minimumand average thresholds as recognized in the industry.As you recall, for the Trakker Building project an overall parking utilization rate of 1.72 spaces per1,000 square feet was used to determine the needs of that facility. The 1.72 rate was based on aweighted average of rates for the office space, warehouse space, and combined residentiaVoffice spaceuses as compared to the square footage of each in the overall building. It is understood that for thisphase of the development, the probable usage will be comprised of a mix of residential and officespace.*825 Custer Avenue**Helena,MT 59601 ** Phone 406-447-5000** Fax 406-447-5036* .?•:^,''-'.^:' •-> .>.^•. - •"•''.•.k.';- ,'?^ h^'^^',^^'^^-^.^^i'',;;>^':': .'."::'.(^;;:'/'i.^,'--.'5':'^ Sim-^gpf"•;(A W'1;i;.r^•^^ '^^.^-TThe publication referenced for parkmg demand rates was the Highway Research Board Special Report725 - Parkins Principles as prepared by the National Academy of Sciences. In this document, for acombined residential / office space mixed-use development, parking demand can vary between 0.7spaces per 1,000 square feet to 4.6 spaces per 1,000 square feet, with an average demand of 2.65spaces per 1,000 square feet. Interestingly enough, the commonly used average rate as presented inthe Institute of Transportation Engineer's (FTE) publication Parking Generation presents a parkingdemand rate of2.SO spaces per 1,000 square feet.In my professional view it is appropriate to use a value less than average for this urban development. Ido believe the 1.72 spaces per 1,000 square feet is still appropriate and would likely prove to beconservative. This rate would require a total number of parking spaces equal to 1,041 spaces (605,144/1,000 times I .72). Also recognizing that this portion of the development is striving to be a clustered,high density urban example of smart growth, a rate less than the industry average could potentially beutilized, especially if the types of businesses in this clustered development will be shared businessesgenerating internal trips (i.e. an office worker going to a deli on their way home to an apartment in thedevelopment). •IJThis concept leads to another concern. Without knowing the exact land uses intended for all thevarious buildings, it is very difficult to come up with an exact parking demand and subsequent parkingspace requirements. It is highly recommended that as build-out of the development occurs, the typesof tenants and corresponding parking demands be studied in greater detail. A similar developmenthere in Helena (the Great Northern Town Center), which is an example of a high density, clustered,urban town center, is approximately 65% built-out now, and their parking needs are no where close towhat was predicted during the projects development. In fact the present parking garage built on thesite is being utilized in the 20-40 percent rate. This is likely to change when full build-out occurs,especially with the constmction of the Cineplex - which is a very high traffic and parking generator.'.'•^:''~.u •"";'.:.^:".^£: ",f.In any case, at this stage in the project it seems logical to use the slightly less than average rate of 1.72spaces per 1,000 square feet for the parking demand in the "B2 commercial" area, with the caveat thatthis be monitored and updated as the future land uses and specific business types are known.\ j•I"^-'^•--?^.-.^:.:•^;:.'•.,-;.''^ ^..:•-.•^'..•'s^^^.,.A"^1^;^1^:^^^••^'iliS^M";-^i:l;-<v.;:'''^^'^r;,,^^-i.^''&^^:v:';'.;•;"•'-;.-A.,;m^^:"-'^^.p*825 Ouster Avenue**Helena,MT 59601** Phone 406-447.5000** Fax 406-447-5036* Baxter MeadowsPhase IIZone Block Lot Area (SF)Possible 1 Off-street On-street TotalBuilding Parking Parking ParkingSF Building Spaces Spaces SpacerR3,.,'',;•; •<*.';r'^i^ '"^'i.M '¥i^ .&?,J-'^R310R311uR312H l-^-^.<-!\'-r-»'::,t-'^.^.^'^R313:..;'^^N];H^';;@.ul^:;:,%i^•""^^r19 12345678910111234567891011121234567812345678910111213141516123456789101112131415161718192021222324792074707470747074707470747074707470747079208628818881498110947860318628819081678114948260329264935991699453964896369333951055445360538854165445549310088316430243168546052505250525052505184290427722772280730812432243223681650178232742584258425183081302430243061546028622772277227722772TraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalTraditionalVillageVillageVillageVillageVillageVillageVillageVillageVillageVillageVillageVillageVillageBungalowBungalowBungalowCoHageCottageCottageCottageCottageCoHageCottageCottageCottageCottageCottageCottageConageCottageCottageCottageCottageCottageCottageCottageCottageCottageCottageConage66666666666666666666666666666664,44444444444422222222222222222222222222266666666666666666666666666666664444444444444222222222222222222222222222Me^^rI Baxter MeadowsPhase IIZone Block Lot Area (SF)Possible 1 Off-street On-street TotalBuilding Parking Parking ParkingSF Building Spaces Spaces Spacer252628005757CottageCottage2222R3 Subtotal73 415,490296296'•ST', :^'."1""'>'s;;rI;fTI' •»B2B2141512341186551982319951227502959375-Townhouses5-Townhouses5-Townhouses5-TownhousesApartments ???10101010B2 Subtotal - ApartB2^.-.•-"r ti-y:'/-'^•^m&';t'yi l,.^•^^y' i&";m^^,^Iffi^yga•^'^^--.j.^.-';nI,u'.w^-'^y^.^sft^SSB2B2B2B21617B21819202112345781234567812356789101112345678910111234567891112131234567377,1161773613692136921299012375130761307611771116901111711975119751073110731942605407540754075290529052906610670780521939848904890489048064806480611468805258565868586854915288699752885288549156805680568055575557555748814678711846784678488151373547227384259802475026152261522354223380239502395021462214621081410814108141058010580105801322013414387969780978097809612961296121171211736117361098210576105761057610982113601136011360111141111411114976293569356935697621027428378219072078419800209222092218834187041916019160171701717086518651865184648464846410576107313103778247824782476907690769093709389938987868461846184618786908890889088889188918891781074857485748578108219CommercialParkingCommercialCommercialCommercialCommercialCommercialCommercialCommercialParkingCommercialCommercialCommercialCommercialNeigh. ParkLinear ParkCommercialCommercialCommercialCommercialCommercialCommercialCommercialCommercialParkingTrakkerCommercialCommercialCommercialCommercialCommercialCommercialPark/StormParkingCommercialCommercialCommercialCommercialCommercialParkingCommercialCommercialCommercialCommercialCommercialCommercialCommercialCommercialCommercialCommercialCommercialParkingCommercialCommercialCommercialCommercial4029291821161616316321221877201978188613171255551214625125445121845141264513981164512810101010163203212922187720197298188613171255551214618251254451218214514126164513981161645128.•.-f:' Baxter MeadowsPhase IIPossibleBuildingZone Block Lot Area (SF) SF1 Off-street On-street TotalParking Parking ParkingBuilding Spaces Spaces Spaces8910111251375137504950495049102741027410098100981009882198219807880788078CommercialCommercialCommercialCommercialCommercial99B2 Subtotal Commercial63 538,971756,430 605,144 @1.72/1000sf129 475 6041,041"437 ^^o^TI,<<iB':?WlV.1:.TOTAL141 1,331,577465638 1,103F:\SITEDEV\BAXTER2\BAXTER2-PROJ\DESIGN_REPORTU-OT.SIZES.XLSJ^^i^iSi^i^^^.' 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