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iverstoneResidentialDevelopmentEnvironmentalAssessmentWorksheet (EAW) November19,2014 RIVERSTONEEAWComments I.INTRODUCTION AnEnvironmentalAssessmentWorksheet(EAW)waspreparedforRiverstoneResidentialProject pursuanttoMinnesotaRulesParts4410.0200to4410.7500.TheEAWwaspublishedintheEQB MonitoryanddistributedonSeptember29,2014.ThecommentperiodendedonOctober29,2014. Thefollowingprovidesasummaryofwrittencommentsandresponses. II.COMMENTSRECEIVED Writtencommentswerereceivedfromthefollowingagencies: MinnesotaDepartmentofNaturalResources(DNR)emaildatedOctober29,2014 MinnesotaHistoricalSocietyletterdatedOctober23,2014 MinnesotaPollutionControlAgencyletterdatedOctober29,2014 ntofTransportationletterdatedOctober22,2014 MinnesotaDepartme MetropolitanCouncilletterdatedOctober27,2014 CopiesofthewrittencommentsareattachedinAppendixE. III.RESPONSETOCOMMENTS Thefollowingresponsestocommentsarearrangedaccordingtocommentingagency.Responsesare confinedmostlytosubstantiveissuesaddressingtheaccuracyandcompletenessofthematerial containedintheEAW,andpotentialimpactsthatmaywarrantfurtherinvestigation.Recommendations andstatementsnotrelatingtotheseissueshavebeendulynotedfortherecord,butarenotnecessarily addressedintheresponses . A.MinnesotaDepartmentofNaturalResources Comment:11.b.3.ii.Pleasediscussinspecificdetailwhatconsiderationshavebeentakenbythe developertoincludebestmanagementpracticeswithintheprojectdesignthatincreasepost constructioninfiltrationandreducetheamountofrainfallthatisconvertedtorunoffpriortoitreaching thestormwaterpondsincludedintheprojectarea.Pleasequantifyhowmuchopenspaceareasinthe developmentwillreducerunoff. Response:Bestmanagementpractices;DW͛ƐͿareutilizedtoreducetheamountofrainfallthatis convertedtorunoffpriortodischargingintothestormwaterponds.Theseincludegrassswalesalong sideandrearlotlineswhichslowrunoffvelocitiespromotinginfiltration. Rooftoprunoffisdirectedtograssyardareaspriortodischargingtothestreetstormsewersystem. Allculdesacshavelandscapedislandsinlieuofpavedsurface.Thisallowsinfiltrationofrunoffpriorto dischargingtothestormsewersystem.Theislandsreducethehardsurfaceareaby5.3acres. Preservedopenspacetotaling9.3acresisproposed.Theopenspacewillpreservetheexistingtreesand provideareaforadditionallandscaping.Therunofffromadjacentlotsdrainstotheopenspacewhereit isallowedtoinfiltratepriortodischargingtothestormsewersystem. 1 Comment13.d.GiventheprojectƐŝƚĞ͛Ɛproximitytoareaswithhighlandscapevalue,asdiscussedinthe NaturalHeritagedatabasereview,wehavethefollowingrecommendationsregardingprojectimpactsto nativewildlifeandplants: Theprojectdoesnotidentifythelocationsof͞ƉŽŶĚŝŶŐĂƌĞĂƐ͟mentionedunder6.b.oftheEAW worksheet.Werecommendthatwaterretentionstructuresbelocatedawayfrombusyroadwaysto reducetheriskofwildlifemortality. Werecommendtheuseofsurmountablecurbs,andwildlifefriendlystormwaterdrains. erpossible,werecommendrevegetationofdisturbedsiteswithnativeseedmixesand Wherev floweringplantsinplaceofturfgrasses.Nativefloweringplantsandgrassesprovidefoodand habitatforbutterfliesandothernativepollinators. Weappreciatetheprotectionofthegrasslandareainthesouthwestcorneroftheprojectarea. Ifth eCityplansforstreetextensionthroughthisareadonotgothrough,werecommend:1) restorationactivitiestoincreasethepresenceofnativegrassesandplants,and2)a managementplantocontrolestablishmentofinvasivespecies. Response:Alloftheproposedwaterretentionpondsarelocatedwithinresidentialareassurroundedby singlefamilylotsandnotadjacenttoroadways.Onlyasmallportionoftheinfiltrationbasinsare adjacenttoMississippiDunesBlvd.Theareaoftheinfiltrationpondsadjacenttoroadwaysis minimized.Alloftheresidentialroadshavesurmountablecurbing. Typicalrevegetationofdisturbedareaswithinresidentialareasiswithturfgrasses.However,native grassesmaybeplantedwithintheupperelevationsofthepondingareasabovethenormalwater elevation;inportionswithinthetrailcorridorandopenspaceandwithinaportionoftheparkarea.This willprovidesomehabitatfornativepollinators. th Iftheproposed95Avenueroadextensiondoesnotgothrough,theareawillnotbedisturbedandthe existingturfwillremainundisturbed. B.MinnesotaHistoricalSociety Comment:14.RecommendationforaPhase1archaeologicalsurveybecompleted. Response:CitystaffdiscussedthisrequestanddeterminedthattheEAWwouldproceedwithout requiringthesurveytobecompleted. C.MinnesotaPollutionControlAgency Comment:19.Additionalinformationshouldbeprovidedastothecumulativeeffectsanalysis consideringthelimitedgeographicalareaconsidered,anyotherprojects,cumulativeimpactsthatmay occur,naturalresourcesandtransportationimprovements. Response:Theproposedprojectisnotanticipatedtocausecumulativeeffects.TheŝƚǇ͛Ɛ comprehensiveplanandutilityplansarebaseduponcumulativeeffects.Theimpactshavebeen evaluatedandpropertieshavebeendevelopedconsistentwiththeplan.Thisdevelopmentisconsistent withtheComprehensivePlan.Allsurroundingusesareeitherdevelopedassinglefamilyorvacant 2 waitingtobedevelopedassinglefamily.Transportationimprovementsneedshavebeenevaluatedand includedintheproposedplanstorespondtoincreasetrafficasdescribedinitem18above. Atthistime,noimpactsandissuesthatrequirefurtherinvestigationhavebeenidentifiedandasaresult noalternativesormitigatingmeasureshavebeenconsideredorexplored.Howeverappropriatedesign alternativeswillbefurtherexploredthatmaymitigate,minimize,orreduceanypotentialimpactsthat requirefurtherinvestigation. D.MinnesotaDepartmentofTransportation: Comment18.MnDOTrecommendslookingata20yearforecastwhenevaluatingfutureimpacts. Response:ThetrafficimpactstudywascompletedfollowingtheInstituteofTransportationEngineers TransportationImpactAnalysesforSiteDevelopmentguidelinesforlookingatfiveyearsoutinsteadof twentyyears.Citystaffdiscussedthisrequestanddeterminedthatthestudywassufficientand additionaltrafficreviewisnotnecessary. E.MetropolitanCouncil: Comment11bi:Moreinformationwasrequestedonrelationshipbetweenpotablewateruseageand expectedwastewaterflow. Response:Thetotalestimatedflowofwastewaterisrevisedtobemoreconsistentwiththeaverage rateofsanitarysewergeneratedperdaypersinglefamilyresidentialresidence.Basedupon100gallons perdayperpersonand3.3peopleperhouseholdthetotalestimatedwastewaterflowgeneratedis 126,400gallonsperday. Thisisconsistentwithitem11biiiwheretheestimatedwaterusageisabout25%morethanthesanitary seweruse.Therefore,the158,000gallonsperdayforwaterusageisappropriate. 3 RiverstoneEAWFindingsofFact Criteriausedindecidingwhethertheprojecthaspotentialforsignificantenvironmentaleffects: A.Type,ExtendandReversibilityofEnvironmentalEffect Finding:TheEAWdidnotidentifyanysignificantenvironmentaleffectsduetotheproject. Therearenosurfacewaterfeaturesonthesite.Currently,anysurfacewaterrunoffis capturedbytheflattopographyandthesandysoilsallowingtherunofftoinfiltrate.Thereis minimalsurfacerunofffromtheexistingsite. Therearenoimpairedwaterswithinonemileoftheprojectsite. Stormwaterrunoffratesandqualitywillbemanagedonsitedetention/infiltrationbasinsto meetallapplicablestandards.Mitigativemeasureswillbeimplementedpriortoandconcurrent withprojectconstruction. TheresultsoftheTrafficImpactstudyshowtheforecasttrafficfromtheproposeddevelopment willhavelittleimpactontheoperationsofstudyintersections.TheCityisplanning improvementstoHadleyAvenuethatthedeveloperwillbeparticipatingin. B.CumulativePotentialEffectsofRelatedorAnticipatedFutureProjects. Finding:Cumulativeenvironmentalimpactsoftheproposedprojectand/oranticipatedfuture residentialprojectsinCottageGrovewillbecontrolledthroughnumerouslocal,state,andfederal permitandzoningauthorities.Thesepotentialcumulativeeffectscanbereviewedandmitigated underexistingregulatoryprogramsanddonotwarrantanEIS. TheŝƚǇ͛Ɛcomprehensiveplanandutilityplansarebaseduponcumulativeeffects.Theimpactshave beenevaluatedandpropertieshavebeendevelopedconsistentwiththeplan.Thisdevelopmentis consistentwiththeComprehensivePlan.Allsurroundingusesareeitherdevelopedassinglefamily orvacantwaitingtobedevelopedassinglefamily. C.ExtenttoWhichEnvironmentalEffectscanbeAnticipatedandControlled. Finding:EnvironmentaleffectsidentifiedintheEAWarenotsignificantandcanbeanticipatedand controlledthroughcurrentlawsandreviewprocessesinplaceatthistime. BasedontheEAW,commentsandcriteriaabove,theCityofCottageGrovefindsthatpotential environmentalimpactsfromtheRiverstoneHavebeenidentifiedanddonotwarrantthe preparationofanEIS. 4 July 2013 version EAW NVIRONMENTALSSESSMENTORKSHEET This Environmental Assessment Worksheet (EAW) form and EAW Guidelines are available at the Environmental Quality Board’s website at: http://www.eqb.state.mn.us/EnvRevGuidanceDocuments.htm. The EAW form provides information about a project that may have the potential for significant environmental effects. The EAW Guidelines provide additional detail and resources for completing the EAW form. Cumulative potential effects can either be addressed under each applicable EAW Item, or can be addresses collectively under EAW Item 19. Note to reviewers: Comments must be submitted to the RGU during the 30-day comment period following notice of the EAW in the EQB Monitor. Comments should address the accuracy and completeness of information, potential impacts that warrant further investigation and the need for an EIS. 1. Project title: RIVERSTONE Single Family Residential Development 2.Proposer:3.RGU Contac person: Steve Bona, Contacperson: Jennifer Levit ttt Castone Homes p Title: V.P. Land DevelopmenTitle:Community Development Director/City t Eninee gr Address:14014 Sunfish Lake, Blvd Address:12800 Ravine Parkway Sout h Suite 400 City,State,ZIP: Cottage Grove, MN 55016 Cit State ZIP: Ramse MN 55303 y,,y, Phone:651-458-2890 Phone: 651-271-4951 Fax:Fax:651-458-2897 Email: Stephen@capstonehomes-Email: llevitt@cottage-grove.org mn.com 4.Reason for EAW Preparation: (check one) Required: Discretionary: If EAW or EIS is mandatory give EQB rule category subpart number(s) and name(s): 4410.4300 Mandatory categories; Subp. 19, D, Residential Development 5.Project Location: County: Washington. City/Township: City of Cottage Grove. PLS Location (¼, ¼, Section, Township, Range): NE 1/4, Section 19, Township 27, Range 21. Watershed (81 major watershed scale): South Washington Watershed District. 1 GPS Coordinates: 44.8158 degrees North, 92.9699 degrees West. Tax Parcel Number: 1902721110001, 1902721130001 At a minimum attach each of the following to the EAW: County map showing the general location of the project; U.S. Geological Survey 7.5 minute, 1:24,000 scale map indicating project boundaries (photocopy acceptable); and Site plans showing all significant project and natural features. Pre-construction site plan and post- construction site plan.- grading and drainage, land use, aerial, existing cover types? Maps and a concept plan is included in Appendix A. 6.Project Description: a.Provide the brief project summary to be published in the EQB Monitor, (approximately 50 words). RIVERSTONE is a high amenity residential project consisting of 383 unattached single th family dwelling units located at the northwest corner of 95 Street South and Hadley Avenue South. b.Give a complete description of the proposed project and related new construction, including infrastructure needs. If the project is an expansion include a description of the existing facility. Emphasize: 1) construction, operation methods and features that will cause physical manipulation of the environment or will produce wastes, 2) modifications to existing equipment or industrial processes, 3) significant demolition, removal or remodeling of existing structures, and 4) timing and duration of construction activities. RIVERSTONE consists of a 383 single family residential development. The new development will consist of site grading, the installation of utility piping; sanitary sewer piping; watermain piping; storm sewer piping and streets, all typical of a residential development. Site grading will consist of excavation of onsite soils to create ponding areas, house pads and roadways. Typical earth moving equipment will be utilized. The installation of the utility piping will consist of trench excavation and backfill typical of a residential development. All disturbed areas will be restored with seeding to re-establish turf. There are portions of the site which will not be disturbed including: the existing tree area along the north edge of the project site; the existing tree area through the central portion of the site; and a portion of the slope area along the west side of the site. The project will be constructed in six phases of approximately 20 acres per phase. Phase one is proposed to be constructed in spring of 2015, with the subsequent phases each constructed on an annual basis. The remainder of the site will continue to be farmed as it currently is. Each phase is expected to take between five to seven weeks to construct (infrastructure construction). Each phase will include 35-50 units. c.Project magnitude: Total Project Acreage 160 ac Linear project length N/A Number and type of residential units 383single family unattached units Commercial building area (in square feet) N/A Industrial building area (in square feet) N/A 2 Institutional building area (in square feet) N/A Other uses – specify (in square feet) N/A Structure height(s) 25-30 feet, typical of a two-story single family home d.Explain the project purpose; if the project will be carried out by a governmental unit, explain the need for the project and identify its beneficiaries. The purpose of the project is to address and meet demand for single family residential housing within a high quality, high amenity project. The amenities will include a linear park in the center of the development. This linear park preserves a natural east-west greenway that that will be saved as a dedicated park. Dedicating this greenway protects the trees by limiting development encroachment while providing for a new public trail. The trail will be constructed within the linear park providing access via the main north/south road and development sidewalks to a new public park located at the westerly edge of the project. The development of the new public park will feature an overlook of the river valley. e.Are future stages of this development including development on any other property planned or likely to happen? Yes XNo If yes, briefly describe future stages, relationship to present project, timeline and plans for environmental review. There are no planned future phases or expansions of this project at this time. The proposed development is not expanding outside the 160 acres. The existing residential areas to the north and th south of the property; Hadley Avenue to the east and extension of 95 Street South along the west side of the property preclude any future development at this time. f.Is this project a subsequent stage of an earlier project? YesNo If yes, briefly describe the past development, timeline and any past environmental review. 7.Cover types: Estimate the acreage of the site with each of the following cover types before and after development: BeforeAfterBeforeAfter WetlandsLawn/landscaping 0.0 0.00.0109.5 Deep Impervious 0.0 0.0 0.0 34.0 water/streamssurface Wooded/forestStormwater Pond 10.0 6.5 0.06.8 Brush/GrasslandOther (describe) 5.2 3.2 0.0 0.0 Cropland 144.8 0.0 TOTAL 160160 8.Permits and approvals required: List all known local, state and federal permits, approvals, certifications and financial assistance for the project. Include modifications of any existing permits, governmental review of plans and all direct and indirect forms of public financial assistance including bond guarantees, Tax Increment Financing and infrastructure. All of these final decisions are prohibited until all appropriate environmental review has been completed. See Minnesota Rules, Chapter 4410.3100. 3 Unit of Government Type of Application Status CityConcept Plan Approval Concept plan submitted; Planning Commission review July 28, 2014 City Council review September 3, 2014 City Re-zoning/PDO ApprovalPending City Preliminary Plat Approval Pending CityFinal Plat Approval Pending MDHWell Sealing/Abandonment To be submitted MPCAGeneral NPDES Storm To be submitted water permit MPCASanitary Sewer extension To be submitted MDHWatermain plan review To be submitted South Washington Watershed Permit To be submitted Watershed District CityGrading Permit To be submitted City Building Permit To be submitted Cumulative potential effects may be considered and addressed in response to individual EAW Item Nos. 9-18, or the RGU can address all cumulative potential effects in response to EAW Item No. 19. If addressing cumulative effect under individual items, make sure to include information requested in EAW Item No. 19 9.Land use: a.Describe: i.Existing land use of the site as well as areas adjacent to and near the site, including parks, trails, prime or unique farmlands. The existing land use of the project site is agricultural production. The site is surrounded on the north, east and south sides by existing residential developments. Adjacent land to the west is undeveloped and is mainly grassland. A bituminous path exists along the east side of Hadley Avenue which borders the east side of the site. Hadley Avenue is proposed to be upgraded with an additional trail along the west side of Hadley Avenue. This trail will connect to the trails proposed within the subdivision as well to the existing Pine Hill Elementary School located northeast of the site. The southwest corner of the site contains a sloped grassland area which overlooks the Mississippi River Valley. The proposed public park land at the westerly edge will include a public overlook into the river valley. There are no conflicting adjacent land uses proposed within this project. ii.Plans. Describe planned land use as identified in comprehensive plan (if available) and any other applicable plan for land use, water, or resources management by a local, regional, state, or federal agency. The project site is guided in the City’s comprehensive plan by two land use designations. The majority of the site is guided Low Density Residential and the remaining balance guided Parks and Private Open Space. The proposed development is in conformance with the Comprehensive Plan including the protection of open space within the existing greenway corridor. The proposed density of 2.69 net acres (142.35 net acres) conforms to the net 4 density requirements of the Low Density land use category of the City’s Comprehensive Plan which requires one to four dwelling units per acre in the Low Density land uses. Additionally, the proposed development meets Comprehensive Plan Housing goals related to construction of new move-up single family residential; increasing and meeting market demand for new single family housing to expand housing choice in the community. iii.Zoning, including special districts or overlays such as shoreland, floodplain, wild and scenic rivers, critical area, agricultural preserves, etc. The project site is currently zoned AG-1, Agricultural Preservation. A rezoning to R- 3, Single Family Residential and planned development overlay (PDO) will be requested at the same time as the Preliminary Plat submittal. The R-3 and PDO classifications are consistent with the adopted land use for the site. The proposed development is substantially consistent with the R-3 zoning. An exception to lot width requirements for cul-de-sac lots is requested through the PDO approval. The subject property is not located within any other regulatory zoning districts or overlays. b.Discuss the project’s compatibility with nearby land uses, zoning, and plans listed in Item 9a above, concentrating on implications for environmental effects. Surrounding land uses are guided Low Density with existing single family residential development located immediately to the north, east and south. The property to the west is vacant land and guided Transition Planning area. The proposed single family residential development is consistent with all surrounding planned and existing land uses. c.Identify measures incorporated into the proposed project to mitigate any potential incompatibility as discussed in Item 9b above. There are no incompatible land uses proposed. 10.Geology, soils and topography/land forms: a.Geology - Describe the geology underlying the project area and identify and map any susceptible geologic features such as sinkholes, shallow limestone formations, unconfined/shallow aquifers, or karst conditions. Discuss any limitations of these features for the project and any effects the project could have on these features. Identify any project designs or mitigation measures to address effects to geologic features. Surface soils consist of loamy sand, and loamy fine sand to a depth of 60 inches. Underlying soils consist of sands and gravel to a depth of approximately 50 feet. Shaley limestone bedrock exists at a depth of approximately 50 feet. Sandstone and limestone layers exist at deeper depths up to 200 feet. There are no known geologic hazards at this site. b.Soils and topography - Describe the soils on the site, giving NRCS (SCS) classifications and descriptions, including limitations of soils. Describe topography, any special site conditions 5 relating to erosion potential, soil stability or other soils limitations, such as steep slopes, highly permeable soils. Provide estimated volume and acreage of soil excavation and/or grading. Discuss impacts from project activities (distinguish between construction and operational activities) related to soils and topography. Identify measures during and after project construction to address soil limitations including stabilization, soil corrections or other measures. Erosion/sedimentation control related to stormwater runoff should be addressed in response to Item 11.b.ii. Surface soils consist of loamy sand and loamy fine sand to a depth of 60 inches. Soils are classified as Sparta loamy sand, 0 to 2 percent slopes; a type A soil. The entire site consists of Sparta soils. The topography is flat with an elevation difference across the site of approximately five feet. The exception is the southwest corner where the elevation slopes down towards the west. Sparta soil is excessively drained with high permeability rates. The sandy material is susceptible to wind erosion and measures for turf restoration should be initiated as soon as practical after grading operations. Topsoil shall be removed and stockpiled for re-spreading over graded soil. It is estimated that 480,000 cubic yards of material will need to be moved to construct the roadways, house pads and stormwater ponds on the site. NOTE: For silica sand projects, the EAW must include a hydrogeologic investigation assessing the potential groundwater and surface water effects and geologic conditions that could create an increased risk of potentially significant effects on groundwater and surface water. Descriptions of water resources and potential effects from the project in EAW Item 11 must be consistent with the geology, soils and topography/land forms and potential effects described in EAW Item 10. 11.Water resources: a.Describe surface water and groundwater features on or near the site in a.i. and a.ii. below. i.Surface water - lakes, streams, wetlands, intermittent channels, and county/judicial ditches. Include any special designations such as public waters, trout stream/lake, wildlife lakes, migratory waterfowl feeding/resting lake, and outstanding resource value water. Include water quality impairments or special designations listed on the current MPCA 303d Impaired Waters List that are within 1 mile of the project. Include DNR Public Waters Inventory number(s), if any. There are no surface water features on the site. Currently, any surface water runoff is captured by the flat topography and the sandy soils allowing the runoff to infiltrate. There is minimal surface runoff from the existing site. There are no impaired waters within one mile of the project site. ii.Groundwater – aquifers, springs, seeps. Include: 1) depth to groundwater; 2) if project is within a MDH wellhead protection area; 3) identification of any onsite and/or nearby wells, including unique numbers and well logs if available. If there are no wells known on site or nearby, explain the methodology used to determine this. 1)Based on existing well logs from adjacent well logs, the ground water is approximately 85 feet. 2)The project is not located in the City’s wellhead protection area. 3)The MDH County Well Index Online shows one well onsite- #131970. This well will be 6 abandoned and sealed in accordance with current Minnesota Department of Health regulations. b.Describe effects from project activities on water resources and measures to minimize or mitigate the effects in Item b.i. through Item b.iv. below. i.Wastewater - For each of the following, describe the sources, quantities and composition of all sanitary, municipal/domestic and industrial wastewater produced or treated at the site. The proposed project consists of 383 new single family residential homes. Each home will produce wastewater typical for domestic sewage. The total amount generated is based on 210 gallons per capita per day. The assumed number of people per household is 2.7. Therefore, the estimated amount of sewage generated is 0.2171 MGD. 1)If the wastewater discharge is to a publicly owned treatment facility, identify any pretreatment measures and the ability of the facility to handle the added water and waste loadings, including any effects on, or required expansion of, municipal wastewater infrastructure. There will be an increase in the amount of sewage generated by the proposed development as compared to the current agricultural use. The City’s comprehensive plan designated this property within the future sewer district and has planned for its services. A sanitary sewer system will be constructed to collect the sewage from the proposed development. The southerly portion of the site will connect to the existing City sanitary sewer system. An eight (8) inch sewer line is stubbed at the southern property line. The northerly portion of the site will require a sewer extension from the east. An eighteen (18) inch sanitary sewer main exists along the east side of Pine Hill Elementary School. The City has suggested that the sewer line be extended to the west across the school property to serve the northerly portion of the site. An easement from the School District will be necessary for the construction of this sewer extension. The City and the applicant will be working with the School District to obtain this easement prior to Final Plat of this portion of the development. All of the sewage is collected and ultimately piped to the Eagles Point Waste Water Treatment Plant where it is treated. The treatment plant has a capacity of 11.9 MGD with a current average daily flow of 4.48 MGD. The treatment plant has adequate capacity for the proposed development. 2)If the wastewater discharge is to a subsurface sewage treatment systems (SSTS), describe the system used, the design flow, and suitability of site conditions for such a system. There is no on-site treatment of sanitary sewer proposed with this project. All sanitary sewer will be collected and treated at the Eagles Point Waste Water Treatment Plant. 3)If the wastewater discharge is to surface water, identify the wastewater treatment methods and identify discharge points and proposed effluent limitations to mitigate impacts. 7 Discuss any effects to surface or groundwater from wastewater discharges. No wastewater discharge to surface water is proposed for this project. ii.Storm water - Describe the quantity and quality of storm water runoff at the site prior to and post construction. Include the routes and receiving water bodies for runoff from the site (major downstream water bodies as well as the immediate receiving waters). Discuss any environmental effects from storm water discharges. Describe storm water pollution prevention plans including temporary and permanent runoff controls and potential BMP site locations to manage or treat storm water runoff. Identify specific erosion control, sedimentation control or stabilization measures to address soil limitations during and after project construction. There is no stormwater management or storm sewer piping on the current site. Storm water collects within the site where it infiltrates into the ground. There is minimal storm water runoff off-site. Along the west side of the site a natural ravine would drain the site if a flood condition would occur. The proposed project will include storm water management. The site is included within the City’s Stormwater Management Plan and is part of the Southwest District Area’s Sub-Range District’s 4 & 5. The City’s plan restricts the storm water volume of runoff from the site to 0.08 cubic feet per second (CFS) per acre. The discharge is proposed off-site to the west where it ultimately discharges to the backwater of the Mississippi River. To comply with the City’s restricted runoff quantity; the development’s runoff is collected by a storm sewer system and routed to on-site detention / infiltration basins. The basins are designed with two cells; one for detention and one for infiltration. The infiltration basins are designed to infiltrate the volume of 1 inch of runoff from the new impervious surfaces. The detention ponds are designed to contain and control the storm water runoff from a 100 year storm event and to discharge at the restricted rate of 0.08 CFS per acre. The project’s stormwater management plan is required to be reviewed and approved by the South Washington Watershed District. On-site construction stormwater Best Management Practices (BMP’s) will be utilized to minimize erosion during the construction phase. BMP’s may include silt fencing for perimeter control around the construction area and around the storm water ponding areas; rock entrance to control vehicle tracking; inlet protection around adjacent catch basins; wood fiber blankets to cover steep slopes prior to vegetation establishment and vegetation establishment to all disturbed areas. A Storm Water Pollution Prevention Plan (SWPPP) will be prepared in accordance with the MPCA’s National Pollutant Discharge Elimination System requirements. iii.Water appropriation - Describe if the project proposes to appropriate surface or groundwater (including dewatering). Describe the source, quantity, duration, use and purpose of the water use and if a DNR water appropriation permit is required. Describe any well abandonment. If connecting to an existing municipal water supply, identify the wells to be used as a water source and any effects on, or required expansion of, municipal water infrastructure. Discuss environmental effects from water appropriation, including an assessment of the water resources available for appropriation. Identify any measures to avoid, minimize, or mitigate environmental effects from the water appropriation. 8 The project does not propose to appropriate surface or groundwater and a DNR water appropriation permit is not required. An existing 12 inch irrigation well is located on the site. This well will be abandoned and sealed in accordance with MDH regulations. Water usage will be that of a typical single family residential development. Water usage is based upon the sanitary sewer flow and is typically about 25% more. Therefore, the estimated water usage is 158,000 gallons per day. The project will include a water distribution system to serve the homes. The system will be 8 inch pipes typical of a residential area. The system will connect to the City watermains. As part of the City’s 2006 Water Supply and Distribution Plan, it is recommended that an 18 inch watermain be installed from the Hadley Ave. to the west property line of the project. This is to provide adequate fire flow to the Marathon tank farm. This project will accommodate the 18 inch watermain through the property. There are several City wells near the site; well no.2 and no. 10. It is anticipated that these wells will provide the majority of the water used for this project. iv.Surface Waters a)Wetlands - Describe any anticipated physical effects or alterations to wetland features such as draining, filling, permanent inundation, dredging and vegetative removal. Discuss direct and indirect environmental effects from physical modification of wetlands, including the anticipated effects that any proposed wetland alterations may have to the host watershed. Identify measures to avoid (e.g., available alternatives that were considered), minimize, or mitigate environmental effects to wetlands. Discuss whether any required compensatory wetland mitigation for unavoidable wetland impacts will occur in the same minor or major watershed, and identify those probable locations. There are no wetlands or floodplain on the project site. b)Other surface waters- Describe any anticipated physical effects or alterations to surface water features (lakes, streams, ponds, intermittent channels, county/judicial ditches) such as draining, filling, permanent inundation, dredging, diking, stream diversion, impoundment, aquatic plant removal and riparian alteration. Discuss direct and indirect environmental effects from physical modification of water features. Identify measures to avoid, minimize, or mitigate environmental effects to surface water features, including in-water Best Management Practices that are proposed to avoid or minimize turbidity/sedimentation while physically altering the water features. Discuss how the project will change the number or type of watercraft on any water body, including current and projected watercraft usage. There are no other anticipated effects or alterations to surface water features. 12.Contamination/Hazardous Materials/Wastes: a.Pre-project site conditions - Describe existing contamination or potential environmental hazards on or in close proximity to the project site such as soil or ground water contamination, abandoned dumps, closed landfills, existing or abandoned storage tanks, and hazardous liquid or gas pipelines. Discuss any potential environmental effects from pre- project site conditions that would be caused or exacerbated by project construction and operation. Identify measures to avoid, minimize or mitigate adverse effects from existing contamination or potential environmental hazards. Include development of a Contingency Plan or Response Action Plan. 9 According to the MPCA ‘What’s in my Neighborhood’ data base there is no hazardous waste on or adjacent to the property. However, it is assumed that the current agricultural use produces some subsurface contamination from surface uses. This may include the use of fertilizers, herbicides and pesticides typical of agricultural use. These types of chemicals are typically applied in diluted concentrations over a large area and usually degrade over one growing season. It is assumed that these will not adversely affect the property. b.Project related generation/storage of solid wastes - Describe solid wastes generated/stored during construction and/or operation of the project. Indicate method of disposal. Discuss potential environmental effects from solid waste handling, storage and disposal. Identify measures to avoid, minimize or mitigate adverse effects from the generation/storage of solid waste including source reduction and recycling. This project will produce solid waste typical of a single family residential home. Based upon a solid waste generation rate of 2.2 pounds per day per person the development will generate 2275 pounds of solid waste per day. All solid waste will be collected by private haulers as required by the City. The City does have a recycling program and encourages homeowners to recycle. During the construction phase the Contractor will be required to dispose of all solid waste generated off-site per the requirements of the authorizing authorities. c.Project related use/storage of hazardous materials - Describe chemicals/hazardous materials used/stored during construction and/or operation of the project including method of storage. Indicate the number, location and size of any above or below ground tanks to store petroleum or other materials. Discuss potential environmental effects from accidental spill or release of hazardous materials. Identify measures to avoid, minimize or mitigate adverse effects from the use/storage of chemicals/hazardous materials including source reduction and recycling. Include development of a spill prevention plan. Currently, there are no known hazardous wastes used or stored on the site. During the construction phases the Contractor will not be allowed to store hazardous materials on the site. A single family residential use typically does not store or dispose of hazardous waste. d.Project related generation/storage of hazardous wastes - Describe hazardous wastes generated/stored during construction and/or operation of the project. Indicate method of disposal. Discuss potential environmental effects from hazardous waste handling, storage, and disposal. Identify measures to avoid, minimize or mitigate adverse effects from the generation/storage of hazardous waste including source reduction and recycling. Currently, there are no known hazardous materials generated on the site. A single family residential use typically does not generate hazardous material. 13.Fish, wildlife, plant communities, and sensitive ecological resources (rare features): a.Describe fish and wildlife resources as well as habitats and vegetation on or in near the site. The project site is currently used for agricultural purposes. The existing tree rows would be the only areas that would be suitable for wildlife habitat. Wildlife typical of wooded areas would include birds, mice, squirrels, rabbits, deer and other small mammals native to suburban areas. As stated earlier, there are no wetlands or other water surface features on the site, therefore, no fish or other aquatic wildlife is present. The existing greenway corridor in the center of the project area will be protected and dedicated at public open space. No future residential lots will be platted into this protected area. 10 The southwest corner of the site slopes down to the west. This area contains grasslands with intermittent trees. This area is not proposed to be disturbed by the proposed development and will remain in its natural state. This area will be protected with erosion control measures to preserve th the grassland. However, the City is planning to extend 95 Street to the west through this area. The street extension is not proposed as part of this project but will be proposed by the City in the future. b.Describe rare features such as state-listed (endangered, threatened or special concern) species, native plant communities, Minnesota County Biological Survey Sites of Biodiversity Significance, and other sensitive ecological resources on or within close proximity to the site. Provide the license agreement number (LA-) and/or correspondence number (ERDB # 20140358) from which the data were obtained and attach the Natural Heritage letter from the DNR. Indicate if any additional habitat or species survey work has been conducted within the site and describe the results. A Natural Heritage Information System (NHIS) database query request was submitted to the MNDNR. Appendix B contains the NHIS query results. The query results indicate that the North American racer (Coluber constrictor) and the western Fox snake (Pantherophis vulpine) have been documented in the vicinity of the proposed project side. Given the presence of the rare snakes, the DNR recommends that the use of erosion control mesh, in any, be limited to wild-life friendly materials. A portion of the southwest corner of the site contains an area that the Minnesota Biological Survey (MBS) has identified as a Site of Moderate Biodiversity Significance. This portion of the site will have no impact by the single family development as the proposed lots are deeper in this corner to preserve existing vegetation. However, in 2008 the City completed a Scoping Study for the th extension of 95 Street South to the west. The preferred alignment is incorporated into the residential development plan within this southwest corner of the site. Impact to this area may be th caused by the City’s extension of 95 Street South. The project site is adjacent to a Central Region Regionally significant Ecological Area that is ranked high. The City has guided this property as a transitional land use area. The single family development is not anticipated to impact adjacent sites. c.Discuss how the identified fish, wildlife, plant communities, rare features and ecosystems may be affected by the project. Include a discussion on introduction and spread of invasive species from the project construction and operation. Separately discuss effects to known threatened and endangered species. Due to the historic agricultural use of the property, impacts to rare features are anticipated to be minimal. Impacts to wildlife during the construction phase will be short term due to noise and vehicle movement. No species relocation is anticipated. The project will not introduce the spread of invasive species of vegetation.Development will utilize wild-life friendly erosion control materials. d.Identify measures that will be taken to avoid, minimize, or mitigate adverse effects to fish, wildlife, plant communities, and sensitive ecological resources. The project is proposed to be phased over a six year period. Each phase will provide erosion protection to adjacent phases (wild-life friendly materials). This will minimize impacts to wildlife. Completed residential areas usually include tree growth and some 11 landscaping. These features do provide some new habitat and will allow birds and some small wildlife to dwell within the completed development. 14.Historic properties: Describe any historic structures, archeological sites, and/or traditional cultural properties on or in close proximity to the site. Include: 1) historic designations, 2) known artifact areas, and 3) architectural features. Attach letter received from the State Historic Preservation Office (SHPO). Discuss any anticipated effects to historic properties during project construction and operation. Identify measures that will be taken to avoid, minimize, or mitigate adverse effects to historic properties. The Minnesota State Historic Preservation Office (SHPO) was contacted regarding known historic or archaeological sites within the vicinity of the project area. The Minnesota Archaeological Inventory and Historic Structures Inventory were queried, which found no known archeological sites within the identified in the search. Four historic properties were found in the vicinity of the site but not located on the project area. Appendix C contains a copy of the SHPO query. 15.Visual: Describe any scenic views or vistas on or near the project site. Describe any project related visual effects such as vapor plumes or glare from intense lights. Discuss the potential visual effects from the project. Identify any measures to avoid, minimize, or mitigate visual effects. The southwest corner of the site includes a sloped area which overlooks the Mississippi River. This sloped area is not proposed to be disturbed. Development is restricted along the top of the slope area to preserve the grasslands. A park area is proposed in the west central portion of the site. A natural ravine is located within this proposed park area and a bluff overlook has been incorporated as an amenity as part of the park design. Visitors to the park will be able to view the river valley to the west. The proposed project will not eliminate any visual effects, but will provide a park area to preserve the view over the Mississippi River valley. Street lighting typical of residential neighborhoods in Cottage Grove will be installed. Artificial lighting used during the development and construction process will be used sparingly and will be shielded from any nearby residential receptors. There are no other anticipated adverse visual impacts anticipated related to this project. 16.Air: a.Stationary source emissions - Describe the type, sources, quantities and compositions of any emissions from stationary sources such as boilers or exhaust stacks. Include any hazardous air pollutants, criteria pollutants, and any greenhouse gases. Discuss effects to air quality including any sensitive receptors, human health or applicable regulatory criteria. Include a discussion of any methods used assess the project’s effect on air quality and the results of that assessment. Identify pollution control equipment and other measures that will be taken to avoid, minimize, or mitigate adverse effects from stationary source emissions. The proposed project is not anticipated to generate stationary source emissions. b. Vehicle emissions - Describe the effect of the project’s traffic generation on air emissions. Discuss the project’s vehicle-related emissions effect on air quality. Identify measures (e.g. traffic operational improvements, diesel idling minimization plan) that will be taken to minimize or mitigate vehicle-related emissions. 12 The proposed project will generate an increase in carbon monoxide levels due to an increase in passenger vehicle trips. The project will not require an indirect source permit. There are no measures planned to mitigate for the vehicle related emissions being considered. c. Dust and odors - Describe sources, characteristics, duration, quantities, and intensity of dust and odors generated during project construction and operation. (Fugitive dust may be discussed under item 16a). Discuss the effect of dust and odors in the vicinity of the project including nearby sensitive receptors and quality of life. Identify measures that will be taken to minimize or mitigate the effects of dust and odors. Fugitive dust will be generated during the construction phase on the site. Contractors will be required to control during construction activities by providing water trucks and minimizing the areas which are disturbed. The contractor will also be limited to hours of work by State and City Code noise standards. Dust generation will be short term. The project is not anticipated to generate odors. 17.Noise Describe sources, characteristics, duration, quantities, and intensity of noise generated during project construction and operation. Discuss the effect of noise in the vicinity of the project including 1) existing noise levels/sources in the area, 2) nearby sensitive receptors, 3) conformance to state noise standards, and 4) quality of life. Identify measures that will be taken to minimize or mitigate the effects of noise. Noise will be generated during the construction process and will be typical of construction equipment. The noise will be temporary and will cease upon completion of the project. The City has established daily working house which the Contractor will be required to follow. The nearest receptors of noise are the existing single family residents adjacent to the proposed development. The noise levels would stay within state noise standards. Appropriate measures would be taken to minimize noise impacts, such as maintained equipment, mufflers and work occurring allowed hours only. 18.Transportation a.Describe traffic-related aspects of project construction and operation. Include: 1) existing and proposed additional parking spaces, 2) estimated total average daily traffic generated, 3) estimated maximum peak hour traffic generated and time of occurrence, 4) indicate source of trip generation rates used in the estimates, and 5) availability of transit and/or other alternative transportation modes. 1) No parking spaces exist on site. Proposed parking Spaces: No parking lots are proposed for the single family residential subdivision. Parking for residents is included within the garage spaces (two and three stall garages are typical) and on driveways. Ample parking is available within adjacent streets for visitors. 2) A Traffic Impact Study was prepared to determine if improvements are needed to nearby intersections that may be impacted by traffic from the proposed development.(See Appendix D). The study was based on initial plan for 374 units. The final concept increased by only 9 units to 383. Hadley Avenue was also referenced at a 35 mph limit near the site where it is 40 mph. The impact of these two minor modifications is negligible. Based upon the methods and th rates published in the ITE Trip Generation Manual, 9 Edition the project will generate 1,780 vehicles entering and 1,780 vehicles exiting the subdivision per day. Traffic is anticipated to be slightly less during weekends. 13 3) Peak traffic hours in and around the project area are anticipated to be the morning and evening rush hours. Morning rush hour is estimated to be from 7:30 to 8:30 AM and generate 70 vehicles entering and 210 vehicles exiting the subdivision. The evening rush hour is estimated to be from 4:30 to 5:30 PM and generate 236 vehicles entering and 138 vehicles exiting the subdivision. 4) Trip generation is estimated based upon the average rates in the ITE Trip Generation th Manual, 9 edition. 5) Metro Transit provides express bus service to downtown St. Paul and downtown Minneapolis on weekdays. The express rout is #365. The Cottage Grove connection is at the Cottage Grove Park & Ride station located at 7500 W. Point Douglas Road. The Park & Ride is located approximately two miles from the project site. b.Discuss the effect on traffic congestion on affected roads and describe any traffic improvements necessary. The analysis must discuss the project’s impact on the regional transportation system. If the peak hour traffic generated exceeds 250 vehicles or the total daily trips exceeds 2,500, a traffic impact study must be prepared as part of the EAW. Use the format and procedures described in the Minnesota Department of Transportation’s Access Management Manual, Chapter 5(available at: http://www.dot.state.mn.us/accessmanagement/resources.html) or a similar local guidance, The results of the Traffic Impact Study show the forecast traffic from the proposed development will have little impact on the operations of the study intersections. All of the study intersections will operate acceptably upon completion of the development. c.Identify measures that will be taken to minimize or mitigate project related transportation effects. th Street west of Hadley Ave. to the The City prepared a Scoping Study for the extension of 95 th intersection of Grey Cloud Trail. 95 Street is proposed to be a major collector road which will eventually be a major east-west corridor providing access from Grey Cloud Trail near the City of th St. Paul Park to Jamaica Ave. which connects to US Hwy10/ 61. The extension of 95 St. will provide a desirable access to and from the development in lieu of the northerly access through the existing residential area. The City is also planning on improving Hadley Ave. along the east side of the development from thth 90 St. south to 100 St. The improvements include right and left turn lanes and pedestrian trails. As a condition of City approval, the Developer will be participating in a portion of the cost for the improvements to Hadley Ave. The Traffic Impact Study recommends that ‘STOP’ signs should be added where the new roads from the development connect to existing roads. 19.Cumulative potential effects: (Preparers can leave this item blank if cumulative potential effects are addressed under the applicable EAW Items) a.Describe the geographic scales and timeframes of the project related environmental effects that could combine with other environmental effects resulting in cumulative potential effects. The proposed project is not anticipated to cause potential cumulative effects. The City’s Comprehensive Plan and utility plans are based upon cumulative development actions. The impacts have been evaluated and properties have been developed consistent with the Plan. This development is consistent with the Comprehensive Land Use Plan for single family development in the project area. 14 b.Describe any reasonably foreseeable future projects (for which a basis of expectation has been laid) that may interact with environmental effects of the proposed project within the geographic scales and timeframes identified above. There are no known or anticipated future projects that would potentially cause cumulative effects in the area. c.Discuss the nature of the cumulative potential effects and summarize any other available information relevant to determining whether there is potential for significant environmental effects due to these cumulative effects. No cumulative effects are anticipated from this proposed project. 20.Other potential environmental effects: If the project may cause any additional environmental effects not addressed by items 1 to 19, describe the effects here, discuss the how the environment will be affected, and identify measures that will be taken to minimize and mitigate these effects. No other potential environmental impacts have been identified. 15 AppendixA MapsandConceptPlan W:\2014\14147\CADD DATA\SURVEY Plotted: 08 /21 / 2014 4:18 PM W:\2014\14147\CADD DATA\SURVEY Plotted: 08 /21 / 2014 4:22 PM AppendixB NaturalHeritageInformationSystem(NHIS)queryresults AppendixC MinnesotaStateHistoricPreservationOffice(SHPO)queryresults EXHIBIT D AppendixD TrafficImpactStudy Traffic Impact Study Riverstone Residential Cottage Grove, MN I hereby certify that this report was prepared by me or under my direct supervision, and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. By:__________________________________ Michael P. Spack, P.E., P.T.O.E. License No. 40936 Date:July 28, 2014 PO Box 16269St. Louis Park, MN 55426 888-232-5512 www.SpackConsulting.com zzz Executive Summary Background: A 374 lot single family home subdivision named Riverstone is proposed to be built on a 160 acre plot west of Hadley Avenue and thth between 90 Street and 95 Street in Cottage Grove, MN. The development is anticipated to be built and occupied by 2019. The purpose of this study is to determine if improvements are needed to nearby intersections that may be impacted by traffic from the built out subdivision. Results: The traffic impacts of the proposed subdivision on the study intersections were analyzed in the 2019 build-out condition. The principal findings are: i. The forecast traffic from the proposed development will have little impact on the operations of the study intersections. ii. All study intersections will operate acceptably through the 2019 build- out condition. th Recommendations: The capacity analyses show the Hadley Avenue/95 Street intersection will operate acceptably in the 2019 Build scenarios, however an offset intersection like this could cause safety issues. The intersection should be monitored to determine when it should be th reconstructed. When 95 Street is reconstructed west of Hadley Avenue th it should be built to align with 95 Street east of Hadley Avenue. Other than constructing the roadways per the subdivision site plan, no modifications are needed to be made by the developer to the study intersections (such as adding turn lanes or installing traffic signals). For the new roadways being added, stop signs should be placed on Grenadier thndth Avenue at 90 Street, on 92 Street at Hadley Avenue, on 94 Street at th Hadley Avenue and on 95 Street at Grenadier Avenue/Mississippi Dunes Boulevard. TABLEOF CONTENTS 1.Introduction ............................................................................... 1 2.Proposed Development ............................................................ 1 3.Analysis of Existing Conditions ............................................... 2 4.Projected Traffic ........................................................................ 4 5.Traffic and Improvement Analysis for 2019 Scenarios .......... 5 6.Conclusions and Recommendations ....................................... 7 7.Appendix .................................................................................... 8 LISTOF TABLES 1 Table 1 – Existing Peak HourLevel of Service (LOS)..................................... 4 1 Table 2 – 2019 Level of Service (LOS)............................................................. 6 Table 3 - Daily Traffic Volumes .......................................................................... 7 1.Introduction a. Purpose of Study A374 lot single family home subdivision named Riverstone is proposed to th be built on a 160 acre plot west of Hadley Avenue and between 90 Street th and 95 Street in Cottage Grove, MN. The purpose of this study is to determine if improvements areneeded to nearby intersectionsthat may be impacted by traffic from the built out subdivision. b. Study Objectives The objectivesof thisstudy are: i. Document how the study intersectionscurrently operate. ii. Forecast the amount of traffic expected to be generated by the proposed development. iii. Determine how the study intersections will operate in the year 2019 with no development traffic. iv. Determine how the study intersections will operate in the year 2019 with development traffic. v. Recommend improvements, if needed. The study intersectionsare: th i.90 Street/Grenadier Avenue th ii. Hadley Avenue/90 Street nd iii. Hadley Avenue/92 Street th iv. Hadley Avenue/94 Street th v. Hadley Avenue/95 Street th vi. 95 Street/Grenadier Avenue/MississippiDunes Boulevard 2.Proposed Development a. Site Location th The site is located west of Hadley Avenue and between 90 Street and th 95 Street in Cottage Grove,Minnesota (see Figure1 in the Appendix). b. Land Use Intensity and Development Timing The proposed site will have 374 single family homes and a park on a 160 acre plot.A conceptual site plan is shown in Figure 2 in the Appendix. The full development is anticipated to be built out by 2019 and will have ththnd accessesat Grenadier Avenue at 90 Street and 95 Street, 92 Street at th Hadley Avenue and 94 Street at Hadley Avenue. 1 3.Analysis of Existing Conditions a. Transportation Network Characteristics Hadley Avenue South is also Cottage Grove Municipal State Aid Street 107 and is a Major Collector. It is a two lane, undivided road with a 35 mph speed limit near the site, transitioning to a 30 mph speed limit north thth of 90 Street and a 40 mph speed limit south of95 Street. There is an th elementary school on the east side of Hadley Avenue south of 90 Street, so the speed limit on Hadley Avenue in that area is 20 mph when children arepresent. thndth Grenadier Avenue, 90 Street South, 92 Street South, 94 Street South and Mississippi Dunes Boulevard are all local, two lane, undivided roads with 30 mph speed limits nearthe site. th 95 Street South east of Hadley Avenue is also Cottage Grove Municipal State Aid Street 111 and is a Major Collector. It is a four lane, undivided th road with a 35 mph speed limit near the site. West of Hadley Avenue, 95 Street South is a local, two lane, undivided road with a 30 mph speed limit. All study intersections are two-way stop controlled with stop signs on the th minor approaches except for the Hadley Avenue/90 Street intersection th which is an all-way stop and the 95 Street/Grenadier Avenue/Mississippi Dunes Boulevard intersection which is uncontrolled but only currently has th two legs. 95 Street is currently slightly offset on either side of Hadley th Avenue, but the Hadley Avenue/95 Street intersection was modeled as a traditionalintersection in thisstudy. Existing traffic control and travel lanes are shown in Figure 3 in the Appendix foreach study intersection. b. Traffic Volumes Intersection video was collected at each of the study intersections under normal weekday conditionson Tuesday, July 22, 2014 when there was clear weather. Using these videos, 24 hour turning movement counts th were collected at the 90 Street/Grenadier Avenue and Hadley th Avenue/90 Street intersections. Based on those turning movement counts, peak period turning movement counts were done at the remaining intersections. The peakhours for each intersection were found to be: th x 90 Street/Grenadier Avenue: 9:00 to 10:00 a.m. & 6:15 to 7:15 p.m. th x Hadley Avenue/90 Street: 6:30 to 7:30 a.m. & 4:45 to 5:45 p.m. nd x Hadley Avenue/92 Street: 6:30 to 7:30 a.m. & 5:00 to 6:00 p.m. th x Hadley Avenue/94 Street: 7:00 to 8:00 a.m. & 4:45 to 5:45 p.m. th x Hadley Avenue/95 Street: 7:00 to 8:00 a.m. & 5:00 to 6:00 p.m. 2 th Traffic counts from the Hadley Avenue/95 Street intersection were th carried over to the 95 Street/Grenadier Avenue/Mississippi Dunes Boulevard intersection since it currently operates as a two leg intersection with no turns between it and Hadley Avenue. The turning movement count data from the counts are contained in fifteen minute intervalsin the Appendix. Since the turning movement counts were done in July when school is not in session, additional traffic was estimated and added to account for the Pine Hill Elementary School located on the east side Hadley Avenue thnd between 90 Street and 92 Street.Traffic volumes were estimated for th the school using rates published in the ITE Trip Generation Manual, 9 Edition. These volumes were then added to the study roadways based on a trip distribution that was estimated using the Pine Hill Elementary attendance area. These volumes were added to the existing traffic volumes and can be seen in the “Other Volume” portions of the capacity analysissection of the Appendix. c. Level of Service An intersection capacity analysis was conducted for LOS A the existing intersections per the Highway Capacity Manual, 2010. Intersections are assigned a “Level of Service” letter grade for the peak hour of traffic based on the number of lanes at the intersection, traffic volumes, and traffic control. Level of Service A (LOS A) represents light traffic flow (free flow conditions) LOS C while Level of Service F (LOS F) represents heavy traffic flow (over capacity conditions). LOS D at intersections is typically considered acceptable in the Twin Cities region. Individual movements are also assigned LOS grades. One or more individual LOS D = Acceptable movements typically operate at LOS F when the overall intersection is operating acceptably at LOS D. The pictures on the left represent some of the LOS grades (from a signal controlled intersection in San Jose, CA). These LOS grades represent the overall LOS F = Unacceptable intersection operation, not individual movements. The LOS results for the existing study hours are shown in Table 1. These are based on the existing traffic control and lane configurations as shown in Source: City of San Jose, CA Figure 3 in the Appendix.The existing turning movement volumes from the Appendix were used in the LOS calculations. The LOS calculations were done in accordance with the HighwayCapacity TM Manual 2010 using VISTRO software. The complete LOS calculations, 3 which include grades for individual movements, are included in the Appendix.The study intersections currently operate acceptably at LOS A orbetter with all movements operating at LOS C orbetter. 1 Table 1 – Existing Peak Hour Level of Service (LOS) IntersectionA.M. Peak P.M. Peak th 90St/Grenadier AveA (a)A (a) th Hadley Ave/90StA (b)A (a) nd Hadley Ave/92StA (b)A (b) th Hadley Ave/94StA (b)A (b) th Hadley Ave/95StA (b)A (c) th 95St/Grenadier Ave/Mississippi Dunes BlvdA (a)A (a) 1 The first letteris the Level of Service for the intersection. The second letter (in parentheses) is the Level of Service for the worst operating movement. Note – These analyses account for estimated Pine Hill Elementary School traffic. 4.Projected Traffic a. Site Traffic Forecasting A trip generation analysis was performed for the development site based th on the methods and rates published in the ITE Trip Generation Manual, 9 Edition. Based on Land Use Code 210, the 374 single family homes will generate: x 1,780 vehicles entering and 1,780 vehicles exiting the subdivision perday x 70 vehicles entering and 210 vehicles exiting the subdivision in the a.m.peak hour x 236 vehicles entering and 138 vehicles exiting the subdivision in the p.m.peak hour A trip distribution pattern was developed for the generated traffic from the site. This pattern is based on existing traffic counts as well as taking into account site access and access to the regional transportation system. The trip distribution patternis: x 30% to/from the north on Grenadier Avenue x 40% to/from the north on Hadley Avenue th x 30% to/from the east on 95 Street This trip distribution pattern can be seen in Figure 4 in the Appendix. A detailed trip distribution pattern showing vehicle routing through the study network can be seen in Figure 5 in the Appendix. The traffic generated by the site development was assigned to the area roadways perthis distribution pattern. 4 b.Non-site Traffic Forecasting In 2011, Mn/DOT assigned a 20 year growth rate of 1.4,or a 40% increase to Washington County.This growth rate equates to a 1.7% annually compounded rate. Using this growth rate and increasing year 2014 traffic counts to 2019 forecasts would require a 9% increase. This growth rate was applied to the existing traffic counts to develop the 2019 No-Build traffic volumes. The resultant 2019 No-Build peakhourforecasts are shown in the Appendix under the capacity analysis section for each scenario. c. Total Traffic Traffic forecasts were developed for the year2019 Build Scenarios by adding the traffic generated by the proposed development to the 2019No- Build volumes. The resultant 2019 Build peak hourforecasts are shown in the Appendix underthe capacity analysissection foreach scenario. 5.Traffic and Improvement Analysisfor 2019Scenarios a. Level of Service Analysis The LOS results for the 2019 Scenario study hours are shown in Table 2. These are based on the existing traffic control and lane configurations at nd the study intersections with the addition of a western leg at both the 92 th Street and 94 Street intersections on Hadley Avenue and an extension of thth Grenadier Avenue from 90 Street to 95 Street. Forthis analysis, stop ndth signs were placed on 92 Street and 95 Street at Hadley Avenue, on thth Grenadier Avenue at 90 Street and on 95 Street at Grenadier Avenue/Mississippi Dunes Boulevard.These stop sign locations mirror th existing stop sign locations with the exception of the three-legged 95 Street/Grenadier Avenue/Mississippi Dunes Boulevard intersection in which case the stop sign was placed on the westbound approach. The intersection layouts can be seen in the capacity analysis section of the Appendix forthe Build scenarios. The City of Cottage Grove’s 2030 Comprehensive Plan shows Grenadier Avenue (aka Mississippi Dunes Blvd) is proposed to be extended down to thth 100 Street and 95 Street is proposed to be extended to the west of th Grenadier Avenue and curve north to meet 85 Street. These two road extensions were not assumed to be completed by 2019 and are not included in the analysis. The forecast turning movement volumes for the 2019 peak hour scenarios as shown in the Appendix were used in the LOS calculations. The LOS calculations were done in accordance with the 2010 Highway Capacity TM Manual using VISTRO software. The complete LOS calculations, which 5 include queue lengths and grades for individual movements, are included in the Appendix. 1 Table 2 –2019 Level of Service (LOS) A.M. Peak HourP.M. Peak Hour Intersection No-No- BuildBuild BuildBuild th 90St/Grenadier AveA (a)A (b)A (a)A (b) th Hadley Ave/90StB (b)B (b)A (b)B (b) nd Hadley Ave/92StA (b)A (c)A (c)A (c) th Hadley Ave/94StA (b)A (b)A (b)A (c) th Hadley Ave/95StA (c)A (c)A (c)A (c) th 95St/Grenadier Ave/Mississippi Dunes BlvdA (a)A (a)A (a)A (a) 1 The first letteris the Level of Service for the intersection. The second letter (in parentheses) is the Level of Service forthe worst operating movement. As shown in Table 2, all study intersections are forecast to operate acceptably at LOS A or B with all movements at LOS C or better. The added traffic from the proposed development is not forecast to cause any problemsat the study intersections. The City of Cottage Grove in their Future Vision 2030 Comprehensive th Plan has identified 95 Street west of Hadley Avenue should be th reconstructed to align with 95 Street th The two lane 95 Street west of Hadley Avenue is offset approximately thth fifteen feet from the four lane 95 Street east of Hadley Avenue. 95 Street is designated as a major collector by the City of Cottage Grove and is anticipated to be reconstructed west of Hadley Avenue as traffic volumes warrant. Although the capacity analyses show the Hadley th Avenue/95 Street intersection will operate acceptably in the 2019 Build scenarios, an offset intersection like this could cause safety issues. The intersection should be monitored to determine when it should be th reconstructed. When 95 Street is reconstructed west of Hadley Avenue th itshould be built to align with 95 Street east of Hadley Avenue. b. Daily Traffic Volumes Existing average daily traffic volumes were taken from the two 24 hour th counts done at the 90 Street intersections at Hadley Avenue and Grenadier Avenue. These volumes were then forecast for the 2019No- Build scenario using the growth rate discussed in section 4.b. The 2019 Build volumes were then forecast and the volumes can be seen in Table 3. Table 3 also shows estimated capacity volumes based on the Highway Capacity Manual 2010. As shown in Table 3, no road segments near the site are expected to exceed capacity through the 2019 Build scenario. 6 Table3 - Daily Traffic Volumes 2019Volume due 2019 + Road NameSegment LocationCapacityExisting*No-Buildto ProjectBuild 12,700 – th Hadley AveNorth of 90St5,1505,6001,4007,000 16,400 12,700 – th Hadley AveSouth of 90St5,9006,4501,2507,700 16,400 12,700 – th GrenadierAveNorth of 90St2002001,0501,250 16,400 12,700 – th GrenadierAveSouth of 90St001,2501,250 16,400 12,700 – th 90StWest of Hadley Ave9001,0002001,200 16,400 Numbers rounded to the nearest 50. + LOS D to LOS E Range for Urban Streets –From 2010 Highway Capacity Manual *July 2014 Turning Movement Counts-Source: Spack Consulting, see Appendix B It can be noted that Table 3 shows the volumes on Grenadier Avenue north of th 90 Street increasing from 200 vehicles per day now to a forecast 1,250 vehicles per day in the 2019 Build scenario. The City of Cottage Grove in their Future Vision 2030 Comprehensive Plan has identified the section of Grenadier Avenue thth between 85 Street and the future extension down to 100 Street as a proposed MinorCollector. With that designation, 1,250 vehiclesperday isacceptable. 6.Conclusions and Recommendations The traffic impacts of the proposed subdivision on the study intersections were analyzed in the 2019 build-out conditions. The principal findingsare: i. The forecast traffic from the proposed development will have little impact on the operations of the study intersections. ii. All study intersections will operate acceptably through the 2019 build-out condition. th The capacity analyses show the Hadley Avenue/95 Street intersection will operate acceptably in the 2019 Build scenarios, however an offset intersection like this could cause safety issues. The intersection should be monitored to th determine when it should be reconstructed. When 95 Street is reconstructed th west of Hadley Avenue it should be built to align with 95 Street east of Hadley Avenue. Other than constructing the roadways per the subdivision site plan, no additional modifications are needed to be made by the developer to the study intersections (such as adding turn lanes or installing traffic signals). For the new roadways th being added, stop signs should be placed on Grenadier Avenue at 90 Street, on ndthth 92 Street at Hadley Avenue, on 94 Street at Hadley Avenue and on 95 Street at Grenadier Avenue/MississippiDunesBoulevard. 7 7.Appendix A. Figures 1-5 B. Traffic Counts C. Capacity Analysis Backup x AM Existing x PM Existing x AM 2019 No-Build x PM 2019 No-Build x AM 2019 Build x PM 2019 Build 8 Appendix A - Figures Figure 1 Location Maps North No Scale Study Area Proposed Site Traffic Impact StudyRiverstone Residential A 1 Appendix A - Figures Figure 3 Existing Lanes & Traffic Control 2 1 90th St 3 92nd St 4 94th St 5 6 95th St Traffic Impact StudyRiverstone Residential A 3 Appendix A - Figures Figure 4 Trip Distribution North No Scale 40% 30% 90th St 92nd St RiverstoneSite 94th St 30% 95th St LEGEND = Entering/Exiting Percentage XX% = Study Intersection Traffic Impact StudyRiverstone Residential A 4 Appendix A - Figures Figure 5 Detailed Trip Distribution North No Scale 5% 90th St 5% RiverstoneSite 92nd St 20% 10% 94th St 15% 5% 15% 15% 15% 95th St 15% LEGEND X% = Entering Percentage X% = Exiting Percentage = Study Intersection Traffic Impact StudyRiverstone Residential A 5 90th St OutInTotal 343311654 123 344313657 50257103 00002 50257105 RightThruLeftUTrnPeds UTrnLeftThruRightPeds 01527700 01100 01427600 579292287 725 572290282 TotalInOut 90th St 90th St OutInTotal 187193380 17374 188266454 1919118037 002071 19191200108 RightThruLeftUTrnPeds UTrnLeftThruRightPeds 186193455 02064 184193391 876456420 261214 850444406 TotalInOut 90th St 92nd St OutInTotal 83132215 448 87136223 11501016 00103 11502019 RightThruLeftUTrnPeds UTrnLeftThruRightPeds 00000 00000 00000 000 000 000 TotalInOut 94th St OutInTotal 5083133 189 5191142 6505013 20006 6705019 RightThruLeftUTrnPeds UTrnLeftThruRightPeds 00002 00002 00000 220 220 000 TotalInOut 95th St OutInTotal 325317642 9918 334326660 238294703 12006 239314709 RightThruLeftUTrnPeds UTrnLeftThruRightPeds 0713510 01200 0703310 207107100 633 20110497 TotalInOut 95th St Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Riverstone Residential Vistro File: C:\...\Riverstone Vistro.vistropdbScenario 1: AM Existing Report File: C:\...\AM Existing.pdf7/25/2014 Intersection Analysis Summary IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS 190th St & Grenadier AveTwo-way stopHCM2010SBT0.0009.7A 2Hadley Ave & 90th StAll-way stopHCM2010NBT9.9A 3Hadley Ave & 92nd StTwo-way stopHCM2010WBL0.00012.6B 4Hadley Ave & 94th StTwo-way stopHCM2010WBL0.00012.1B 5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.05014.7B 95th St & Mississippi Dunes 6Two-way stopHCM2010NBR0.0000.0A Blvd V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for all other control types, they are taken for the whole intersection. Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 1 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #1: 90th St & Grenadier Ave Control Type:Two-way stopDelay (sec / veh):9.7 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameGrenadier AveGrenadier Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]30.0030.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameGrenadier AveGrenadier Ave90th St90th St Base Volume Input [veh/h]00040321700133 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]000000000000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]00000003600300 Total Hourly Volume [veh/h]00040325300433 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]00010111400121 Total Analysis Volume [veh/h]00040325800473 Pedestrian Volume [ped/h]1101 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 2 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeStopStopFreeFree Flared Lanenono Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.000.000.000.000.000.000.000.000.00 d_M, Delay for Movement [s/veh]9.209.668.609.229.698.587.330.000.007.340.000.00 Movement LOSAAAAAAAAAAAA 95th-Percentile Queue Length [veh]0.000.000.000.020.020.020.120.120.120.000.000.00 95th-Percentile Queue Length [ft]0.000.000.000.570.570.573.023.023.020.000.000.00 d_A, Approach Delay [s/veh]9.158.940.240.00 Approach LOSAAAA d_I, Intersection Delay [s/veh]0.66 Intersection LOSA Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 3 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #2: Hadley Ave & 90th St Control Type:All-way stopDelay (sec / veh):9.9 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutes Intersection Setup NameHadley AveHadley Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]35.0030.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameHadley AveHadley Ave90th St90th St Base Volume Input [veh/h]102513081010022511 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]000000000000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]3038704500036900 Total Hourly Volume [veh/h]402891001260100581411 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]1179303403016400 Total Analysis Volume [veh/h]433141101370110631511 Pedestrian Volume [ped/h]0000 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 4 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Movement, Approach, & IntersectionResults 95th-Percentile Queue Length [veh]2.300.630.310.08 95th-Percentile Queue Length [ft]57.4915.677.871.94 Approach Delay [s/veh]10.758.538.128.48 Approach LOSBAAA Intersection Delay [s/veh]9.85 Intersection LOSA Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 5 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #3: Hadley Ave & 92nd St Control Type:Two-way stopDelay (sec / veh):12.6 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameHadley AveHadley Ave92nd St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width [ft]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00 Speed [mph]35.0035.0030.00 Grade [%]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave92nd St Base Volume Input [veh/h]2272791036 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.00 In-Process Volume [veh/h]000000 Site-Generated Trips [veh/h]000000 Diverted Trips [veh/h]000000 Pass-by Trips [veh/h]000000 Existing Site Adjustment Volume [veh/h]000000 Other Volume [veh/h]90007500 Total Hourly Volume [veh/h]31727166036 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]861245010 Total Analysis Volume [veh/h]34528180039 Pedestrian Volume [ped/h]000 Bicycle Volume [bicycles/h]000 Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 6 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area [veh]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.010.000.000.06 d_M, Delay for Movement [s/veh]0.000.008.000.0012.5710.49 Movement LOSAAAABB 95th-Percentile Queue Length [veh]0.000.000.550.550.180.18 95th-Percentile Queue Length [ft]0.000.0013.7913.794.454.45 d_A, Approach Delay [s/veh]0.000.3410.49 Approach LOSAAB d_I, Intersection Delay [s/veh]0.82 Intersection LOSB Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 7 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #4: Hadley Ave & 94th St Control Type:Two-way stopDelay (sec / veh):12.1 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameHadley AveHadley Ave94th St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width [ft]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00 Speed [mph]35.0035.0030.00 Grade [%]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave94th St Base Volume Input [veh/h]1950298023 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.00 In-Process Volume [veh/h]000000 Site-Generated Trips [veh/h]000000 Diverted Trips [veh/h]000000 Pass-by Trips [veh/h]000000 Existing Site Adjustment Volume [veh/h]000000 Other Volume [veh/h]90007500 Total Hourly Volume [veh/h]28502173023 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]77014706 Total Analysis Volume [veh/h]31002188025 Pedestrian Volume [ped/h]002 Bicycle Volume [bicycles/h]000 Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 8 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area [veh]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.000.000.03 d_M, Delay for Movement [s/veh]0.000.007.910.0012.0510.15 Movement LOSAAAABB 95th-Percentile Queue Length [veh]0.000.000.540.540.110.11 95th-Percentile Queue Length [ft]0.000.0013.5113.512.682.68 d_A, Approach Delay [s/veh]0.000.0810.15 Approach LOSAAB d_I, Intersection Delay [s/veh]0.51 Intersection LOSB Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 9 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #5: Hadley Ave & 95th St Control Type:Two-way stopDelay (sec / veh):14.7 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.050 Intersection Setup NameHadley AveHadley Ave95th St95th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]40.0035.0030.0035.00 Grade [%]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave95th St95th St Base Volume Input [veh/h]1122145342318802451 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]000000000000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]0720156000000018 Total Hourly Volume [veh/h]11941468102318802469 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]0534182815201119 Total Analysis Volume [veh/h]12111574111320902475 Pedestrian Volume [ped/h]0000 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 10 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Laneno Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.060.000.000.050.020.000.000.010.09 d_M, Delay for Movement [s/veh]7.450.000.007.850.000.0014.6513.669.4912.9213.059.84 Movement LOSAAAAAABBABBA 95th-Percentile Queue Length [veh]0.550.550.550.490.490.490.220.220.220.040.040.30 95th-Percentile Queue Length [ft]13.6613.6613.6612.2312.2312.235.625.625.621.001.007.54 d_A, Approach Delay [s/veh]0.033.0914.3410.07 Approach LOSAABB d_I, Intersection Delay [s/veh]3.47 Intersection LOSB Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 11 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #6: 95th St & Mississippi Dunes Blvd Control Type:Two-way stopDelay (sec / veh):0.0 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameMississippi Dunes Blvd95th St ApproachNorthboundWestbound Lane Configuration Turning MovementRightLeft Lane Width [ft]12.0012.00 No. of Lanes in Pocket00 Pocket Length [ft]100.00100.00 Speed [mph]30.0030.00 Grade [%]0.000.00 Crosswalknono Volumes NameMississippi Dunes Blvd95th St Base Volume Input [veh/h]268 Base Volume Adjustment Factor1.00001.0000 Heavy Vehicles Percentage [%]3.003.00 Growth Rate1.001.00 In-Process Volume [veh/h]00 Site-Generated Trips [veh/h]00 Diverted Trips [veh/h]00 Pass-by Trips [veh/h]00 Existing Site Adjustment Volume [veh/h]00 Other Volume [veh/h]00 Total Hourly Volume [veh/h]268 Peak Hour Factor0.92000.9200 Other Adjustment Factor1.00001.0000 Total 15-Minute Volume [veh/h]72 Total Analysis Volume [veh/h]289 Pedestrian Volume [ped/h]00 Bicycle Volume [bicycles/h]00 Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 12 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFree Flared Lane Storage Area [veh]00 Two-Stage Gap Acceptance Number of Storage Spaces in Median00 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.00 d_M, Delay for Movement [s/veh]0.000.00 Movement LOSAA 95th-Percentile Queue Length [veh]0.000.00 95th-Percentile Queue Length [ft]0.000.00 d_A, Approach Delay [s/veh]0.000.00 Approach LOSAA d_I, Intersection Delay [s/veh]0.00 Intersection LOSA Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 13 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Lane Configuration and Traffic Control Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 14 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Base Volume Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 15 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Other Volume Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 16 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Future Total Volume Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 17 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Riverstone Residential Vistro File: C:\...\Riverstone Vistro.vistropdbScenario 2: PM Existing Report File: C:\...\PM Existing.pdf7/25/2014 Intersection Analysis Summary IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS 190th St & Grenadier AveTwo-way stopHCM2010SBT0.0019.7A 2Hadley Ave & 90th StAll-way stopHCM2010SBT9.5A 3Hadley Ave & 92nd StTwo-way stopHCM2010WBL0.00314.4B 4Hadley Ave & 94th StTwo-way stopHCM2010WBL0.00713.0B 5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.04415.0C 95th St & Mississippi Dunes 6Two-way stopHCM2010WBL0.0000.0A Blvd V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for all other control types, they are taken for the whole intersection. Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 18 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #1: 90th St & Grenadier Ave Control Type:Two-way stopDelay (sec / veh):9.7 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.001 Intersection Setup NameGrenadier AveGrenadier Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]30.0030.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameGrenadier AveGrenadier Ave90th St90th St Base Volume Input [veh/h]00051122100236 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]000000000000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]00000001100110 Total Hourly Volume [veh/h]00051123200346 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]000100190092 Total Analysis Volume [veh/h]00051123500377 Pedestrian Volume [ped/h]02200 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 19 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeStopStopFreeFree Flared Lanenono Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.010.000.000.000.000.000.000.000.00 d_M, Delay for Movement [s/veh]8.999.708.489.239.728.717.410.000.007.290.000.00 Movement LOSAAAAAAAAAAAA 95th-Percentile Queue Length [veh]0.000.000.000.020.020.020.080.080.080.000.000.00 95th-Percentile Queue Length [ft]0.000.000.000.620.620.621.901.901.900.000.000.00 d_A, Approach Delay [s/veh]9.069.230.400.00 Approach LOSAAAA d_I, Intersection Delay [s/veh]0.90 Intersection LOSA Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 20 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #2: Hadley Ave & 90th St Control Type:All-way stopDelay (sec / veh):9.5 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutes Intersection Setup NameHadley AveHadley Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]35.0030.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameHadley AveHadley Ave90th St90th St Base Volume Input [veh/h]31150174259870261013 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]000000000000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]1114301300011300 Total Hourly Volume [veh/h]42164204272870371313 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]1145517422010401 Total Analysis Volume [veh/h]46178224296980401413 Pedestrian Volume [ped/h]35022 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 21 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Movement, Approach, & IntersectionResults 95th-Percentile Queue Length [veh]1.281.750.200.08 95th-Percentile Queue Length [ft]31.9843.815.052.05 Approach Delay [s/veh]9.349.978.078.46 Approach LOSAAAA Intersection Delay [s/veh]9.53 Intersection LOSA Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 22 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #3: Hadley Ave & 92nd St Control Type:Two-way stopDelay (sec / veh):14.4 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.003 Intersection Setup NameHadley AveHadley Ave92nd St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width [ft]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00 Speed [mph]35.0035.0030.00 Grade [%]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave92nd St Base Volume Input [veh/h]192236280121 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.00 In-Process Volume [veh/h]000000 Site-Generated Trips [veh/h]000000 Diverted Trips [veh/h]000000 Pass-by Trips [veh/h]000000 Existing Site Adjustment Volume [veh/h]000000 Other Volume [veh/h]26005600 Total Hourly Volume [veh/h]218236336121 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]591109106 Total Analysis Volume [veh/h]237239365123 Pedestrian Volume [ped/h]009 Bicycle Volume [bicycles/h]000 Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 23 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area [veh]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.030.000.000.03 d_M, Delay for Movement [s/veh]0.000.007.850.0014.389.76 Movement LOSAAAABA 95th-Percentile Queue Length [veh]0.000.001.341.340.100.10 95th-Percentile Queue Length [ft]0.000.0033.3933.392.472.47 d_A, Approach Delay [s/veh]0.000.769.95 Approach LOSAAA d_I, Intersection Delay [s/veh]0.82 Intersection LOSB Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 24 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #4: Hadley Ave & 94th St Control Type:Two-way stopDelay (sec / veh):13.0 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.007 Intersection Setup NameHadley AveHadley Ave94th St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width [ft]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00 Speed [mph]35.0035.0030.00 Grade [%]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave94th St Base Volume Input [veh/h]171122236313 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.00 In-Process Volume [veh/h]000000 Site-Generated Trips [veh/h]000000 Diverted Trips [veh/h]000000 Pass-by Trips [veh/h]000000 Existing Site Adjustment Volume [veh/h]000000 Other Volume [veh/h]26005600 Total Hourly Volume [veh/h]197122292313 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]54067914 Total Analysis Volume [veh/h]214124317314 Pedestrian Volume [ped/h]005 Bicycle Volume [bicycles/h]000 Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 25 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area [veh]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.020.000.010.02 d_M, Delay for Movement [s/veh]0.000.007.740.0012.969.55 Movement LOSAAAABA 95th-Percentile Queue Length [veh]0.000.001.021.020.070.07 95th-Percentile Queue Length [ft]0.000.0025.4725.471.821.82 d_A, Approach Delay [s/veh]0.000.5410.15 Approach LOSAAB d_I, Intersection Delay [s/veh]0.63 Intersection LOSB Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 26 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #5: Hadley Ave & 95th St Control Type:Two-way stopDelay (sec / veh):15.0 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.044 Intersection Setup NameHadley AveHadley Ave95th St95th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]40.0035.0030.0035.00 Grade [%]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave95th St95th St Base Volume Input [veh/h]0902377139261671181060 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]000000000000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]02106220000005 Total Hourly Volume [veh/h]01112383161261671181065 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]0306234474205318 Total Analysis Volume [veh/h]01212590175281781201171 Pedestrian Volume [ped/h]0005 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 27 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Laneno Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.060.000.000.040.020.000.050.030.08 d_M, Delay for Movement [s/veh]7.640.000.007.710.000.0015.0214.119.8513.9014.159.33 Movement LOSAAAAAACBABBA 95th-Percentile Queue Length [veh]0.000.000.000.780.780.780.210.210.210.230.230.26 95th-Percentile Queue Length [ft]0.000.000.0019.4419.4419.445.145.145.145.785.786.39 d_A, Approach Delay [s/veh]0.002.3714.5410.75 Approach LOSAABB d_I, Intersection Delay [s/veh]3.82 Intersection LOSC Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 28 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #6: 95th St & Mississippi Dunes Blvd Control Type:Two-way stopDelay (sec / veh):0.0 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameMississippi Dunes Blvd95th St ApproachNorthboundWestbound Lane Configuration Turning MovementRightLeft Lane Width [ft]12.0012.00 No. of Lanes in Pocket00 Pocket Length [ft]100.00100.00 Speed [mph]30.0030.00 Grade [%]0.000.00 Crosswalknono Volumes NameMississippi Dunes Blvd95th St Base Volume Input [veh/h]2436 Base Volume Adjustment Factor1.00001.0000 Heavy Vehicles Percentage [%]3.003.00 Growth Rate1.001.00 In-Process Volume [veh/h]00 Site-Generated Trips [veh/h]00 Diverted Trips [veh/h]00 Pass-by Trips [veh/h]00 Existing Site Adjustment Volume [veh/h]00 Other Volume [veh/h]00 Total Hourly Volume [veh/h]2436 Peak Hour Factor0.92000.9200 Other Adjustment Factor1.00001.0000 Total 15-Minute Volume [veh/h]710 Total Analysis Volume [veh/h]2639 Pedestrian Volume [ped/h]00 Bicycle Volume [bicycles/h]00 Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 29 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFree Flared Lane Storage Area [veh]00 Two-Stage Gap Acceptance Number of Storage Spaces in Median00 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.00 d_M, Delay for Movement [s/veh]0.000.00 Movement LOSAA 95th-Percentile Queue Length [veh]0.000.00 95th-Percentile Queue Length [ft]0.000.00 d_A, Approach Delay [s/veh]0.000.00 Approach LOSAA d_I, Intersection Delay [s/veh]0.00 Intersection LOSA Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 30 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Lane Configuration and Traffic Control Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 31 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Base Volume Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 32 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Other Volume Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 33 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Future Total Volume Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 34 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Riverstone Residential Vistro File: C:\...\Riverstone Vistro.vistropdbScenario 3: AM 2019 No-Build Report File: C:\...\AM 2019 No-Build.pdf7/25/2014 Intersection Analysis Summary IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS 190th St & Grenadier AveTwo-way stopHCM2010SBT0.0009.7A 2Hadley Ave & 90th StAll-way stopHCM2010NBT10.3B 3Hadley Ave & 92nd StTwo-way stopHCM2010WBL0.00012.9B 4Hadley Ave & 94th StTwo-way stopHCM2010WBL0.00012.3B 5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.05815.3C 95th St & Mississippi Dunes 6Two-way stopHCM2010NBR0.0000.0A Blvd V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for all other control types, they are taken for the whole intersection. Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 35 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #1: 90th St & Grenadier Ave Control Type:Two-way stopDelay (sec / veh):9.7 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameGrenadier AveGrenadier Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]30.0030.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameGrenadier AveGrenadier Ave90th St90th St Base Volume Input [veh/h]00040321700133 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]000000000000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]00000003600300 Total Hourly Volume [veh/h]00040325500443 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]00010111500121 Total Analysis Volume [veh/h]00040326000483 Pedestrian Volume [ped/h]1101 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 36 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeStopStopFreeFree Flared Lanenono Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.000.000.000.000.000.000.000.000.00 d_M, Delay for Movement [s/veh]9.229.688.619.239.708.587.330.000.007.350.000.00 Movement LOSAAAAAAAAAAAA 95th-Percentile Queue Length [veh]0.000.000.000.020.020.020.130.130.130.000.000.00 95th-Percentile Queue Length [ft]0.000.000.000.580.580.583.133.133.130.000.000.00 d_A, Approach Delay [s/veh]9.178.950.240.00 Approach LOSAAAA d_I, Intersection Delay [s/veh]0.64 Intersection LOSA Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 37 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #2: Hadley Ave & 90th St Control Type:All-way stopDelay (sec / veh):10.3 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutes Intersection Setup NameHadley AveHadley Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]35.0030.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameHadley AveHadley Ave90th St90th St Base Volume Input [veh/h]102513081010022511 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]000000000000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]3038704500036900 Total Hourly Volume [veh/h]413121001330110601411 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]1185303603016400 Total Analysis Volume [veh/h]453391101450120651511 Pedestrian Volume [ped/h]0000 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 38 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Movement, Approach, & IntersectionResults 95th-Percentile Queue Length [veh]2.630.680.340.08 95th-Percentile Queue Length [ft]65.6516.978.401.97 Approach Delay [s/veh]11.308.668.258.58 Approach LOSBAAA Intersection Delay [s/veh]10.26 Intersection LOSB Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 39 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #3: Hadley Ave & 92nd St Control Type:Two-way stopDelay (sec / veh):12.9 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameHadley AveHadley Ave92nd St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width [ft]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00 Speed [mph]35.0035.0030.00 Grade [%]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave92nd St Base Volume Input [veh/h]2272791036 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.09 In-Process Volume [veh/h]000000 Site-Generated Trips [veh/h]000000 Diverted Trips [veh/h]000000 Pass-by Trips [veh/h]000000 Existing Site Adjustment Volume [veh/h]000000 Other Volume [veh/h]90007500 Total Hourly Volume [veh/h]33728174039 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]921247011 Total Analysis Volume [veh/h]36629189042 Pedestrian Volume [ped/h]000 Bicycle Volume [bicycles/h]000 Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 40 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area [veh]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.010.000.000.06 d_M, Delay for Movement [s/veh]0.000.008.060.0012.9410.68 Movement LOSAAAABB 95th-Percentile Queue Length [veh]0.000.000.600.600.200.20 95th-Percentile Queue Length [ft]0.000.0014.9714.974.964.96 d_A, Approach Delay [s/veh]0.000.3710.68 Approach LOSAAB d_I, Intersection Delay [s/veh]0.86 Intersection LOSB Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 41 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #4: Hadley Ave & 94th St Control Type:Two-way stopDelay (sec / veh):12.3 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameHadley AveHadley Ave94th St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width [ft]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00 Speed [mph]35.0035.0030.00 Grade [%]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave94th St Base Volume Input [veh/h]1950298023 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.09 In-Process Volume [veh/h]000000 Site-Generated Trips [veh/h]000000 Diverted Trips [veh/h]000000 Pass-by Trips [veh/h]000000 Existing Site Adjustment Volume [veh/h]000000 Other Volume [veh/h]90007500 Total Hourly Volume [veh/h]30302182025 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]82014907 Total Analysis Volume [veh/h]32902198027 Pedestrian Volume [ped/h]002 Bicycle Volume [bicycles/h]000 Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 42 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area [veh]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.000.000.04 d_M, Delay for Movement [s/veh]0.000.007.950.0012.3510.29 Movement LOSAAAABB 95th-Percentile Queue Length [veh]0.000.000.590.590.120.12 95th-Percentile Queue Length [ft]0.000.0014.6314.632.972.97 d_A, Approach Delay [s/veh]0.000.0810.29 Approach LOSAAB d_I, Intersection Delay [s/veh]0.53 Intersection LOSB Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 43 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #5: Hadley Ave & 95th St Control Type:Two-way stopDelay (sec / veh):15.3 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.058 Intersection Setup NameHadley AveHadley Ave95th St95th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]40.0035.0030.0035.00 Grade [%]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave95th St95th St Base Volume Input [veh/h]1122145342318802451 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]000000000000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]0720156000000018 Total Hourly Volume [veh/h]12051573106320902474 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]0564202915201120 Total Analysis Volume [veh/h]122316791153221002480 Pedestrian Volume [ped/h]0000 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 44 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Laneno Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.060.000.000.060.020.000.000.010.10 d_M, Delay for Movement [s/veh]7.460.000.007.900.000.0015.3414.159.6713.3113.389.96 Movement LOSAAAAAACBABBA 95th-Percentile Queue Length [veh]0.590.590.590.520.520.520.260.260.260.040.040.33 95th-Percentile Queue Length [ft]14.6514.6514.6513.0913.0913.096.616.616.611.041.048.24 d_A, Approach Delay [s/veh]0.033.1714.9610.20 Approach LOSAABB d_I, Intersection Delay [s/veh]3.58 Intersection LOSC Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 45 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #6: 95th St & Mississippi Dunes Blvd Control Type:Two-way stopDelay (sec / veh):0.0 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameMississippi Dunes Blvd95th St ApproachNorthboundWestbound Lane Configuration Turning MovementRightLeft Lane Width [ft]12.0012.00 No. of Lanes in Pocket00 Pocket Length [ft]100.00100.00 Speed [mph]30.0030.00 Grade [%]0.000.00 Crosswalknono Volumes NameMississippi Dunes Blvd95th St Base Volume Input [veh/h]268 Base Volume Adjustment Factor1.00001.0000 Heavy Vehicles Percentage [%]3.003.00 Growth Rate1.091.09 In-Process Volume [veh/h]00 Site-Generated Trips [veh/h]00 Diverted Trips [veh/h]00 Pass-by Trips [veh/h]00 Existing Site Adjustment Volume [veh/h]00 Other Volume [veh/h]00 Total Hourly Volume [veh/h]289 Peak Hour Factor0.92000.9200 Other Adjustment Factor1.00001.0000 Total 15-Minute Volume [veh/h]82 Total Analysis Volume [veh/h]3010 Pedestrian Volume [ped/h]00 Bicycle Volume [bicycles/h]00 Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 46 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFree Flared Lane Storage Area [veh]00 Two-Stage Gap Acceptance Number of Storage Spaces in Median00 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.00 d_M, Delay for Movement [s/veh]0.000.00 Movement LOSAA 95th-Percentile Queue Length [veh]0.000.00 95th-Percentile Queue Length [ft]0.000.00 d_A, Approach Delay [s/veh]0.000.00 Approach LOSAA d_I, Intersection Delay [s/veh]0.00 Intersection LOSA Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 47 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Lane Configuration and Traffic Control Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 48 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Base Volume Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 49 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Other Volume Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 50 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Future Total Volume Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 51 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Riverstone Residential Vistro File: C:\...\Riverstone Vistro.vistropdbScenario 4: PM 2019 No-Build Report File: C:\...\PM 2019 No-Build.pdf7/25/2014 Intersection Analysis Summary IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS 190th St & Grenadier AveTwo-way stopHCM2010SBT0.0019.7A 2Hadley Ave & 90th StAll-way stopHCM2010SBT9.9A 3Hadley Ave & 92nd StTwo-way stopHCM2010WBL0.00315.1C 4Hadley Ave & 94th StTwo-way stopHCM2010WBL0.00713.5B 5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.05116.0C 95th St & Mississippi Dunes 6Two-way stopHCM2010WBL0.0000.0A Blvd V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for all other control types, they are taken for the whole intersection. Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 52 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #1: 90th St & Grenadier Ave Control Type:Two-way stopDelay (sec / veh):9.7 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.001 Intersection Setup NameGrenadier AveGrenadier Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]30.0030.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameGrenadier AveGrenadier Ave90th St90th St Base Volume Input [veh/h]00051122100236 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]000000000000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]00000001100110 Total Hourly Volume [veh/h]00051123400367 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]0001001900102 Total Analysis Volume [veh/h]00051123700398 Pedestrian Volume [ped/h]02200 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 53 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeStopStopFreeFree Flared Lanenono Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.010.000.000.000.000.000.000.000.00 d_M, Delay for Movement [s/veh]9.029.738.499.269.748.737.410.000.007.300.000.00 Movement LOSAAAAAAAAAAAA 95th-Percentile Queue Length [veh]0.000.000.000.020.020.020.080.080.080.000.000.00 95th-Percentile Queue Length [ft]0.000.000.000.620.620.622.012.012.010.000.000.00 d_A, Approach Delay [s/veh]9.089.250.380.00 Approach LOSAAAA d_I, Intersection Delay [s/veh]0.86 Intersection LOSA Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 54 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #2: Hadley Ave & 90th St Control Type:All-way stopDelay (sec / veh):9.9 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutes Intersection Setup NameHadley AveHadley Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]35.0030.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameHadley AveHadley Ave90th St90th St Base Volume Input [veh/h]31150174259870261013 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]000000000000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]1114301300011300 Total Hourly Volume [veh/h]45178224295980391413 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]1248618022011401 Total Analysis Volume [veh/h]491932443211090421513 Pedestrian Volume [ped/h]35022 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 55 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Movement, Approach, & IntersectionResults 95th-Percentile Queue Length [veh]1.452.020.220.09 95th-Percentile Queue Length [ft]36.2750.465.542.22 Approach Delay [s/veh]9.6710.448.228.60 Approach LOSABAA Intersection Delay [s/veh]9.91 Intersection LOSA Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 56 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #3: Hadley Ave & 92nd St Control Type:Two-way stopDelay (sec / veh):15.1 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.003 Intersection Setup NameHadley AveHadley Ave92nd St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width [ft]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00 Speed [mph]35.0035.0030.00 Grade [%]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave92nd St Base Volume Input [veh/h]192236280121 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.09 In-Process Volume [veh/h]000000 Site-Generated Trips [veh/h]000000 Diverted Trips [veh/h]000000 Pass-by Trips [veh/h]000000 Existing Site Adjustment Volume [veh/h]000000 Other Volume [veh/h]26005600 Total Hourly Volume [veh/h]235239361123 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]641119806 Total Analysis Volume [veh/h]255242392125 Pedestrian Volume [ped/h]009 Bicycle Volume [bicycles/h]000 Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 57 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area [veh]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.030.000.000.03 d_M, Delay for Movement [s/veh]0.000.007.910.0015.109.89 Movement LOSAAAACA 95th-Percentile Queue Length [veh]0.000.001.521.520.110.11 95th-Percentile Queue Length [ft]0.000.0037.8937.892.752.75 d_A, Approach Delay [s/veh]0.000.7710.09 Approach LOSAAB d_I, Intersection Delay [s/veh]0.83 Intersection LOSC Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 58 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #4: Hadley Ave & 94th St Control Type:Two-way stopDelay (sec / veh):13.5 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.007 Intersection Setup NameHadley AveHadley Ave94th St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width [ft]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00 Speed [mph]35.0035.0030.00 Grade [%]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave94th St Base Volume Input [veh/h]171122236313 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.09 In-Process Volume [veh/h]000000 Site-Generated Trips [veh/h]000000 Diverted Trips [veh/h]000000 Pass-by Trips [veh/h]000000 Existing Site Adjustment Volume [veh/h]000000 Other Volume [veh/h]26005600 Total Hourly Volume [veh/h]212124313314 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]58078514 Total Analysis Volume [veh/h]230126340315 Pedestrian Volume [ped/h]005 Bicycle Volume [bicycles/h]000 Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 59 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area [veh]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.020.000.010.02 d_M, Delay for Movement [s/veh]0.000.007.780.0013.469.65 Movement LOSAAAABA 95th-Percentile Queue Length [veh]0.000.001.141.140.080.08 95th-Percentile Queue Length [ft]0.000.0028.5328.531.981.98 d_A, Approach Delay [s/veh]0.000.5510.29 Approach LOSAAB d_I, Intersection Delay [s/veh]0.63 Intersection LOSB Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 60 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #5: Hadley Ave & 95th St Control Type:Two-way stopDelay (sec / veh):16.0 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.051 Intersection Setup NameHadley AveHadley Ave95th St95th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]40.0035.0030.0035.00 Grade [%]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave95th St95th St Base Volume Input [veh/h]0902377139261671181060 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]000000000000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]02106220000005 Total Hourly Volume [veh/h]01192590174281781201170 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]0327244785205319 Total Analysis Volume [veh/h]01292798189301891221276 Pedestrian Volume [ped/h]0005 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 61 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Laneno Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.070.000.000.050.020.000.050.030.09 d_M, Delay for Movement [s/veh]7.680.000.007.750.000.0015.9914.8210.0914.6914.889.41 Movement LOSAAAAAACBBBBA 95th-Percentile Queue Length [veh]0.000.000.000.870.870.870.240.240.240.270.270.28 95th-Percentile Queue Length [ft]0.000.000.0021.7121.7121.716.036.036.036.876.876.96 d_A, Approach Delay [s/veh]0.002.4015.4011.06 Approach LOSAACB d_I, Intersection Delay [s/veh]3.94 Intersection LOSC Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 62 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #6: 95th St & Mississippi Dunes Blvd Control Type:Two-way stopDelay (sec / veh):0.0 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameMississippi Dunes Blvd95th St ApproachNorthboundWestbound Lane Configuration Turning MovementRightLeft Lane Width [ft]12.0012.00 No. of Lanes in Pocket00 Pocket Length [ft]100.00100.00 Speed [mph]30.0030.00 Grade [%]0.000.00 Crosswalknono Volumes NameMississippi Dunes Blvd95th St Base Volume Input [veh/h]2436 Base Volume Adjustment Factor1.00001.0000 Heavy Vehicles Percentage [%]3.003.00 Growth Rate1.091.09 In-Process Volume [veh/h]00 Site-Generated Trips [veh/h]00 Diverted Trips [veh/h]00 Pass-by Trips [veh/h]00 Existing Site Adjustment Volume [veh/h]00 Other Volume [veh/h]00 Total Hourly Volume [veh/h]2639 Peak Hour Factor0.92000.9200 Other Adjustment Factor1.00001.0000 Total 15-Minute Volume [veh/h]711 Total Analysis Volume [veh/h]2842 Pedestrian Volume [ped/h]00 Bicycle Volume [bicycles/h]00 Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 63 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFree Flared Lane Storage Area [veh]00 Two-Stage Gap Acceptance Number of Storage Spaces in Median00 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.00 d_M, Delay for Movement [s/veh]0.000.00 Movement LOSAA 95th-Percentile Queue Length [veh]0.000.00 95th-Percentile Queue Length [ft]0.000.00 d_A, Approach Delay [s/veh]0.000.00 Approach LOSAA d_I, Intersection Delay [s/veh]0.00 Intersection LOSA Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 64 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Lane Configuration and Traffic Control Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 65 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Base Volume Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 66 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Other Volume Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 67 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Future Total Volume Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 68 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Riverstone Residential Vistro File: C:\...\Riverstone Vistro.vistropdbScenario 5: AM 2019 Build Report File: C:\...\AM 2019 Build.pdf7/25/2014 Intersection Analysis Summary IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS 190th St & Grenadier AveTwo-way stopHCM2010NBT0.09010.3B 2Hadley Ave & 90th StAll-way stopHCM2010NBT11.9B 3Hadley Ave & 92nd StTwo-way stopHCM2010EBL0.13417.1C 4Hadley Ave & 94th StTwo-way stopHCM2010EBL0.08714.9B 5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.07018.9C 95th St & Mississippi Dunes 6Two-way stopHCM2010WBL0.0119.1A Blvd V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for all other control types, they are taken for the whole intersection. Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 69 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #1: 90th St & Grenadier Ave Control Type:Two-way stopDelay (sec / veh):10.3 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.090 Intersection Setup NameGrenadier AveGrenadier Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]30.0030.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameGrenadier AveGrenadier Ave90th St90th St Base Volume Input [veh/h]00040321700133 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]063110210000400 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]00000003600300 Total Hourly Volume [veh/h]06311421325504443 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]017316111501121 Total Analysis Volume [veh/h]06812423326004483 Pedestrian Volume [ped/h]1101 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 70 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeStopStopFreeFree Flared Lanenono Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.090.010.010.030.000.000.000.000.000.000.00 d_M, Delay for Movement [s/veh]9.9710.269.1210.119.928.747.330.000.007.350.000.00 Movement LOSABABAAAAAAAA 95th-Percentile Queue Length [veh]0.340.340.340.120.120.120.130.130.130.110.110.11 95th-Percentile Queue Length [ft]8.458.458.453.013.013.013.133.133.132.792.792.79 d_A, Approach Delay [s/veh]10.099.830.240.53 Approach LOSBAAA d_I, Intersection Delay [s/veh]5.05 Intersection LOSB Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 71 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #2: Hadley Ave & 90th St Control Type:All-way stopDelay (sec / veh):11.9 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutes Intersection Setup NameHadley AveHadley Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]35.0030.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameHadley AveHadley Ave90th St90th St Base Volume Input [veh/h]102513081010022511 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]074002541100000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]3038704500036900 Total Hourly Volume [veh/h]413861001584220601411 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]11105304316016400 Total Analysis Volume [veh/h]454201101724240651511 Pedestrian Volume [ped/h]0000 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 72 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Movement, Approach, & IntersectionResults 95th-Percentile Queue Length [veh]3.930.900.430.08 95th-Percentile Queue Length [ft]98.1322.4210.732.09 Approach Delay [s/veh]13.629.188.828.91 Approach LOSBAAA Intersection Delay [s/veh]11.92 Intersection LOSB Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 73 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #3: Hadley Ave & 92nd St Control Type:Two-way stopDelay (sec / veh):17.1 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.134 Intersection Setup NameHadley AveHadley Ave92nd St92nd St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]35.0035.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave92nd St92nd St Base Volume Input [veh/h]0227279100000036 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]73200111442021000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]09000750000000 Total Hourly Volume [veh/h]73692818514420210039 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]21001250411060011 Total Analysis Volume [veh/h]84012920115460230042 Pedestrian Volume [ped/h]0000 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 74 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Lanenono Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.010.000.000.010.000.000.130.000.030.000.000.07 d_M, Delay for Movement [s/veh]7.690.000.008.150.000.0017.1116.0310.9615.3314.8710.96 Movement LOSAAAAAACCBCBB 95th-Percentile Queue Length [veh]1.301.301.300.720.720.720.570.570.570.210.210.21 95th-Percentile Queue Length [ft]32.5432.5432.5418.1218.1218.1214.2914.2914.295.205.205.20 d_A, Approach Delay [s/veh]0.150.3315.0610.96 Approach LOSAACB d_I, Intersection Delay [s/veh]2.19 Intersection LOSC Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 75 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #4: Hadley Ave & 94th St Control Type:Two-way stopDelay (sec / veh):14.9 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.087 Intersection Setup NameHadley AveHadley Ave94th St94th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]35.0035.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave94th St94th St Base Volume Input [veh/h]0195029800000023 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]4700211132011000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]09000750000000 Total Hourly Volume [veh/h]43100220311320110025 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]18401553903007 Total Analysis Volume [veh/h]43370222112350120027 Pedestrian Volume [ped/h]0002 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 76 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Lanenono Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.000.000.000.090.000.010.000.000.04 d_M, Delay for Movement [s/veh]7.720.000.007.970.000.0014.8914.4210.3413.9313.8010.35 Movement LOSAAAAAABBBBBB 95th-Percentile Queue Length [veh]1.031.031.030.720.720.720.340.340.340.120.120.12 95th-Percentile Queue Length [ft]25.6825.6825.6817.9317.9317.938.498.498.493.013.013.01 d_A, Approach Delay [s/veh]0.090.0713.7210.35 Approach LOSAABB d_I, Intersection Delay [s/veh]1.49 Intersection LOSB Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 77 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #5: Hadley Ave & 95th St Control Type:Two-way stopDelay (sec / veh):18.9 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.070 Intersection Setup NameHadley AveHadley Ave95th St95th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]40.0035.0030.0035.00 Grade [%]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave95th St95th St Base Volume Input [veh/h]1122145342318802451 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]0003200032001111 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]0720156000000018 Total Hourly Volume [veh/h]12051510510632041021585 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]05642929151101423 Total Analysis Volume [veh/h]12231611411532245021692 Pedestrian Volume [ped/h]0000 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 78 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Laneno Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.090.000.000.070.120.000.010.040.11 d_M, Delay for Movement [s/veh]7.460.000.007.980.000.0018.8616.7611.1915.8114.8110.04 Movement LOSAAAAAACCBCBB 95th-Percentile Queue Length [veh]0.590.590.590.640.640.640.680.680.680.150.150.39 95th-Percentile Queue Length [ft]14.6514.6514.6515.8915.8915.8917.0717.0717.073.713.719.63 d_A, Approach Delay [s/veh]0.033.9217.4510.84 Approach LOSAACB d_I, Intersection Delay [s/veh]5.05 Intersection LOSC Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 79 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #6: 95th St & Mississippi Dunes Blvd Control Type:Two-way stopDelay (sec / veh):9.1 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.011 Intersection Setup NameMississippi Dunes BlvdGrenadier Ave95th St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width [ft]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00 Speed [mph]30.0030.0030.00 Grade [%]0.000.000.00 Crosswalknonono Volumes NameMississippi Dunes BlvdGrenadier Ave95th St Base Volume Input [veh/h]0260080 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.09 In-Process Volume [veh/h]000000 Site-Generated Trips [veh/h]00320011 Diverted Trips [veh/h]000000 Pass-by Trips [veh/h]000000 Existing Site Adjustment Volume [veh/h]000000 Other Volume [veh/h]000000 Total Hourly Volume [veh/h]028320911 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]089023 Total Analysis Volume [veh/h]0303501012 Pedestrian Volume [ped/h]000 Bicycle Volume [bicycles/h]000 Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 80 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area [veh]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.020.000.010.01 d_M, Delay for Movement [s/veh]0.000.007.340.009.118.48 Movement LOSAAAAAA 95th-Percentile Queue Length [veh]0.000.000.070.070.070.07 95th-Percentile Queue Length [ft]0.000.001.701.701.721.72 d_A, Approach Delay [s/veh]0.007.348.77 Approach LOSAAA d_I, Intersection Delay [s/veh]5.17 Intersection LOSA Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 81 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Lane Configuration and Traffic Control Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 82 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Base Volume Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 83 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Net NewSite Trips Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 84 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Other Volume Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 85 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - FutureTotal Volume Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 86 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Riverstone Residential Vistro File: C:\...\Riverstone Vistro.vistropdbScenario 6: PM 2019 Build Report File: C:\...\PM 2019 Build.pdf7/25/2014 Intersection Analysis Summary IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS 190th St & Grenadier AveTwo-way stopHCM2010SBT0.10610.5B 2Hadley Ave & 90th StAll-way stopHCM2010SBT11.7B 3Hadley Ave & 92nd StTwo-way stopHCM2010EBL0.12422.0C 4Hadley Ave & 94th StTwo-way stopHCM2010EBL0.07016.9C 5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.06820.6C 95th St & Mississippi Dunes 6Two-way stopHCM2010WBL0.0459.2A Blvd V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for all other control types, they are taken for the whole intersection. Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 87 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #1: 90th St & Grenadier Ave Control Type:Two-way stopDelay (sec / veh):10.5 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.106 Intersection Setup NameGrenadier AveGrenadier Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]30.0030.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameGrenadier AveGrenadier Ave90th St90th St Base Volume Input [veh/h]00051122100236 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]041707100001200 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]00000001100110 Total Hourly Volume [veh/h]04175721234012367 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]011212001903102 Total Analysis Volume [veh/h]04585781237013398 Pedestrian Volume [ped/h]02200 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 88 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeStopStopFreeFree Flared Lanenono Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.060.010.010.110.000.000.000.000.010.000.00 d_M, Delay for Movement [s/veh]10.1910.288.8410.5010.549.327.410.000.007.320.000.00 Movement LOSBBABBAAAAAAA 95th-Percentile Queue Length [veh]0.220.220.220.380.380.380.080.080.080.120.120.12 95th-Percentile Queue Length [ft]5.585.585.589.619.619.612.012.012.012.982.982.98 d_A, Approach Delay [s/veh]10.0710.520.381.59 Approach LOSBBAA d_I, Intersection Delay [s/veh]6.47 Intersection LOSB Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 89 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #2: Hadley Ave & 90th St Control Type:All-way stopDelay (sec / veh):11.7 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutes Intersection Setup NameHadley AveHadley Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]35.0030.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameHadley AveHadley Ave90th St90th St Base Volume Input [veh/h]31150174259870261013 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]048008212700000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]1114301300011300 Total Hourly Volume [veh/h]4522622437721150391413 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]12616110264011401 Total Analysis Volume [veh/h]4924624441023160421513 Pedestrian Volume [ped/h]35022 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 90 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Movement, Approach, & IntersectionResults 95th-Percentile Queue Length [veh]2.023.360.280.10 95th-Percentile Queue Length [ft]50.4784.056.982.38 Approach Delay [s/veh]10.8212.788.809.02 Approach LOSBBAA Intersection Delay [s/veh]11.67 Intersection LOSB Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 91 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #3: Hadley Ave & 92nd St Control Type:Two-way stopDelay (sec / veh):22.0 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.124 Intersection Setup NameHadley AveHadley Ave92nd St92nd St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]35.0035.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave92nd St92nd St Base Volume Input [veh/h]019223628000001021 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]242100354728014000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]02600560000000 Total Hourly Volume [veh/h]2425623939647280141023 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]77011110813804006 Total Analysis Volume [veh/h]2627824243051300151025 Pedestrian Volume [ped/h]0009 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 92 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Lanenono Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.020.000.000.030.000.000.120.000.020.000.000.03 d_M, Delay for Movement [s/veh]8.430.000.007.960.000.0021.9620.8613.0520.1819.4510.06 Movement LOSAAAAAACCBCCB 95th-Percentile Queue Length [veh]1.181.181.182.092.092.090.520.520.520.120.120.12 95th-Percentile Queue Length [ft]29.4329.4329.4352.3052.3052.3012.9212.9212.922.952.952.95 d_A, Approach Delay [s/veh]0.720.6418.9910.45 Approach LOSAACB d_I, Intersection Delay [s/veh]1.87 Intersection LOSC Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 93 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #4: Hadley Ave & 94th St Control Type:Two-way stopDelay (sec / veh):16.9 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.070 Intersection Setup NameHadley AveHadley Ave94th St94th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]35.0035.0030.0030.00 Grade [%]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave94th St94th St Base Volume Input [veh/h]017112223600003013 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]12240014352107000 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]02600560000000 Total Hourly Volume [veh/h]122361243273521073014 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]364078910602104 Total Analysis Volume [veh/h]132571263553823083015 Pedestrian Volume [ped/h]0005 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 94 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Lanenono Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.010.000.000.020.000.000.070.000.010.010.000.02 d_M, Delay for Movement [s/veh]8.140.000.007.850.000.0016.8816.4611.2316.1816.049.84 Movement LOSAAAAAACCBCCA 95th-Percentile Queue Length [veh]0.910.910.911.431.431.430.270.270.270.090.090.09 95th-Percentile Queue Length [ft]22.6722.6722.6735.6435.6435.646.696.696.692.212.212.21 d_A, Approach Delay [s/veh]0.390.4915.4210.90 Approach LOSAACB d_I, Intersection Delay [s/veh]1.33 Intersection LOSC Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 95 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #5: Hadley Ave & 95th St Control Type:Two-way stopDelay (sec / veh):20.6 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.068 Intersection Setup NameHadley AveHadley Ave95th St95th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed [mph]40.0035.0030.0035.00 Grade [%]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave95th St95th St Base Volume Input [veh/h]0902377139261671181060 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume [veh/h]000000000000 Site-Generated Trips [veh/h]0002100021003636 Diverted Trips [veh/h]000000000000 Pass-by Trips [veh/h]000000000000 Existing Site Adjustment Volume [veh/h]000000000000 Other Volume [veh/h]02106220000005 Total Hourly Volume [veh/h]01192511117428172912047106 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]03273047858051329 Total Analysis Volume [veh/h]01292712118930183212251115 Pedestrian Volume [ped/h]0005 Bicycle Volume [bicycles/h]0000 Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 96 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Laneno Storage Area [veh]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.090.000.000.070.090.000.060.140.13 d_M, Delay for Movement [s/veh]7.680.000.007.800.000.0020.5916.8311.3417.8717.349.63 Movement LOSAAAAAACCBCCA 95th-Percentile Queue Length [veh]0.000.000.000.950.950.950.550.550.550.750.750.44 95th-Percentile Queue Length [ft]0.000.000.0023.7723.7723.7713.6613.6613.6618.6418.6411.04 d_A, Approach Delay [s/veh]0.002.7818.0512.68 Approach LOSAACB d_I, Intersection Delay [s/veh]5.78 Intersection LOSC Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 97 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #6: 95th St & Mississippi Dunes Blvd Control Type:Two-way stopDelay (sec / veh):9.2 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.045 Intersection Setup NameMississippi Dunes BlvdGrenadier Ave95th St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width [ft]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length [ft]100.00100.00100.00100.00100.00100.00 Speed [mph]30.0030.0030.00 Grade [%]0.000.000.00 Crosswalknonono Volumes NameMississippi Dunes BlvdGrenadier Ave95th St Base Volume Input [veh/h]02400360 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage [%]3.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.09 In-Process Volume [veh/h]000000 Site-Generated Trips [veh/h]00210036 Diverted Trips [veh/h]000000 Pass-by Trips [veh/h]000000 Existing Site Adjustment Volume [veh/h]000000 Other Volume [veh/h]000000 Total Hourly Volume [veh/h]0262103936 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume [veh/h]07601110 Total Analysis Volume [veh/h]0282304239 Pedestrian Volume [ped/h]000 Bicycle Volume [bicycles/h]000 Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 98 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area [veh]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.010.000.050.04 d_M, Delay for Movement [s/veh]0.000.007.310.009.198.71 Movement LOSAAAAAA 95th-Percentile Queue Length [veh]0.000.000.040.040.270.27 95th-Percentile Queue Length [ft]0.000.001.111.116.676.67 d_A, Approach Delay [s/veh]0.007.318.96 Approach LOSAAA d_I, Intersection Delay [s/veh]6.77 Intersection LOSA Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 99 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Lane Configuration and Traffic Control Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 100 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Base Volume Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 101 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Net NewSite Trips Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 102 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Other Volume Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 103 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Future Total Volume Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 104 Riverstone Development - Traffic Study Review Stantec Comments August 8, 2014 Page 2 John Hagen’s comments: While a roundabout will likely operate well at this location, the overall size of a conventional single-lane roundabout might be difficult to fit at this particular intersection given the homes located in relatively close proximity to the intersection in all four quadrants of the intersection. Tom Fidler’s comments: I have looked at the Report numbers and compared them to rules of thumb volumes for single lane roundabouts. The volumes in the build year would require no more than a single lane roundabout. Even testing with a 3.5% annual growth rate (20-yr factor of 2.0) on top of the build year numbers, a single lane roundabout would be sufficient in 2039. Mini roundabouts, I think, are an excellent alternative to all-way stops and normally-sized single lane roundabouts. A ‘normal’ single lane roundabout has a diameter of 110-140 (or larger if desired). Mini roundabouts are more in the range of 60-80. With mini roundabouts, the central island and splitter islands are usually fully surmountable to allow large trucks to cross over them and pass through the intersection. There is the loss of landscaping opportunity, the speeds are a little slower, and the volumes are a little lower than normal single lane roundabouts. With these traffic volumes in this location in Cottage Grove, I would definitely support a single lane roundabout or a mini single lane roundabout. Dave Sanocki, PE Senior Project Manager Stantec Phone: 651-604-4905 Cell: 651-248-7079 dave.sanocki@stantec.com EXHIBIT F AppendixE CommentLetters