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Home My WebLink AboutRIVER MODERN - PDP - PDP150005 - REPORTS - TRAFFIC STUDY (3)River Modern Traffic Impact Study KJH Commercial, LLC Fort Collins, Colorado March 3, 2015 Prepared By: Sustainable Traffic Solutions, Inc. 823 West 124th Drive Westminster, CO 80234 303.589.6875 Joseph L. Henderson, PE, PTOE STS Table of Contents Page 1.0 Introduction ................................................................................................... 1 2.0 Project Description ........................................................................................ 1 2.1 Existing and Proposed Streets and Intersections .................................... 1 2.2 Study Assumptions .................................................................................. 1 3.0 Existing Conditions ....................................................................................... 2 3.1 Existing Traffic Volumes .......................................................................... 2 3.2 Level-of-Service Analysis ........................................................................ 2 4.0 Site Generated Traffic Volumes ................................................................... 2 4.1 Trip Generation ........................................................................................ 2 4.2 Trip Distribution and Assignment ............................................................. 2 5.0 Year 2017 Background Traffic Volumes ...................................................... 2 5.1 Level-of-Service Analysis ........................................................................ 2 6.0 Year 2017 Total Traffic Volumes .................................................................. 3 6.1 Level-of-Service Analysis ........................................................................ 3 7.0 Auxiliary Lane Analysis ................................................................................ 3 8.0 Appropriateness of Access Locations ........................................................ 3 9.0 Intersection Sight Distance .......................................................................... 4 10.0 Pedestrian and Bicycle Facilities ................................................................. 4 11.0 Appropriateness of Existing Signing and Markings ................................... 5 12.0 Conclusions ................................................................................................... 5 List of Tables Table 1 – Intersection Operational Summary Table 2 – Trip Generation Estimate Sustainable Traffic Solutions, Inc. River Modern Traffic Impact Study KJH Commercial, LLC Fort Collins, Colorado March 3, 2015 Table of Contents (Continued) List of Figures Figure 1 – Vicinity Map Figure 2 – Site Plan Figure 3 – Existing Peak Hour Weekday Traffic Volumes Figure 4 – Trip Distribution Figure 5 – Trip Assignment Figure 6 – Year 2017 Background Traffic Volumes Figure 7 – Year 2017 Term Total Traffic Volumes Figure 8 – Need for an Eastbound Left Turn Lane Figure 9 – Need for a Westbound Right Turn Lane Figure 10 – Pedestrian and Bicycle Facility Map List of Appendices Appendix A Traffic Count Data Appendix B Synchro Analysis Results Sustainable Traffic Solutions, Inc. River Modern Traffic Impact Study KJH Commercial, LLC Fort Collins, Colorado March 3, 2015 ii River Modern Traffic Impact Study 1.0 Introduction KJH Commercial, LLC is proposing to develop a parcel at 900 East Stuart Street in Fort Collins (see Figure 1). The development is proposed to include 30 single family dwelling units and a daycare facility with capacity for 42 children. This traffic study has been prepared in conformance with Chapter 4 of the City of Fort Collins requirements for traffic studies1. Based on the trip generation, the study was designed to meet the requirements for the traffic memorandum. 2.0 Project Description 2.1 Existing and Proposed Streets and Intersections Stuart Street will border the south side of the development and the main access will be at Stuart Street / Cherokee Drive (See Figure 2). Stuart Street is classified as a minor collector street by the City of Fort Collins2. A second access to Stuart Street is proposed on the east edge of the development to allow outbound traffic for the daycare business. 2.2 Study Assumptions A scoping meeting was held with Martina Wilkinson with the City on January 27th to establish the assumptions for the study. The Transportation Impact Study Base Assumptions worksheet is contained in Appendix A. The following assumptions were utilized for this study. • Short Term Horizon. The study assumes that the development will be completed in 2017. • Growth Rate. A 1.5% annual growth rate was assumed. • Saturation Flow Rate. The saturation flow rate was assumed to be 1,900 passenger vehicles / hour / lane. • Peak Hour Factor. The peak hour factor for the existing traffic was used for the analysis of the existing and Year 2017 traffic. • Truck Percentage. The percentage of trucks was assumed to be 2%. 1 Larimer County Urban Area Street Standards. City of Fort Collins. April 1, 2007. 2 Fort Collins Transportation Master Plan 2004 – Figure 5.1. City of fort Collins. February 2004. Sustainable Traffic Solutions, Inc. River Modern Traffic Impact Study KJH Commercial, LLC Fort Collins, Colorado March 3, 2015 1 3.0 Existing Conditions 3.1 Existing Traffic Volumes Peak hour turning movement counts were collected by All Traffic Data on Tuesday February 3, 2015. A summary of the data is contained in Figure 3 and the raw data are contained in Appendix A. 3.2 Level-of-Service Analysis To evaluate the performance of the intersections within the study area, the level-of- service (LOS) was calculated using Synchro software. This software package utilizes criteria described in the Highway Capacity Manual3. LOS is a measure used to describe operational conditions at an intersection. LOS categories ranging from A to F are assigned based on the predicted delay in seconds per vehicle for the intersection as a whole, as well as for individual turning movements. LOS A indicates very good operations, and LOS F indicates poor, congested operations. Based on Table 4-3 of the City standards, acceptable operation for a stop controlled intersection is LOS E or better. The analysis shows that the intersection is currently operating at LOS A during the morning and evening peak hours (see Table 1). The Synchro output is contained in Appendix B. 4.0 Site Generated Traffic Volumes 4.1 Trip Generation In order to determine the traffic impacts associated with the development, the amount of traffic generated by the proposed development was estimated using trip generation rates contained in the Institute of Transportation Engineers Trip Generation manual4. Trip generation for the development is contained in Table 2. 4.2 Trip Distribution and Assignment The trip distribution for the development was assumed based on the existing and future traffic patterns and proposed site access. Figure 4 contains the distribution for the development and the assignment is contained in Figure 5. 5.0 Year 2017 Background Traffic Volumes Traffic volumes at the study area intersections were inflated to Year 2017 levels that are expected to be present prior to occupancy of the development. The morning and evening peak hour volumes are contained in Figure 6. 5.1 Level-of-Service Analysis The intersection is expected to operate at LOS A during the morning and evening peak hours (see Table 1). 3 Highway Capacity Manual. Transportation Research Board. 2010. 4 Trip Generation – 9th Edition. Institute of Transportation Engineers. September 2012. Sustainable Traffic Solutions, Inc. River Modern Traffic Impact Study KJH Commercial, LLC Fort Collins, Colorado March 3, 2015 2 6.0 Year 2017 Total Traffic Volumes The projected peak hour volumes at the completion of the project were developed by adding the development traffic (Figure 5) to the background traffic (Figure 6). The total traffic volumes are contained in Figure 7. 6.1 Level-of-Service Analysis The intersections are expected to operate at LOS A during the morning and evening peak hours following occupancy of the development (see Table 1). 7.0 Auxiliary Lane Analysis The need for an eastbound left turn lane on Stuart Street at Cherokee Drive was evaluated based on criteria contained in the NCHRP 2795. Volumes contained in Figure 7 were used for the analysis. Using the nomograph contained in Figure 4-12, a left turn lane is not warranted at completion of the development. The results of the analysis are shown in Figure 8. The need for a westbound right turn lane on Stuart Street at Cherokee Drive was also evaluated based on criteria contained in NCHRP 279. Volumes contained in Figure 7 were used for the analysis. Using the guidelines for two-lane highways that are contained in Figure 4-23, a right turn lane is not warranted at the completion of the development. The results of the analysis are shown in Figure 9. 8.0 Appropriateness of Access Locations Two accesses are proposed on Stewart Street that are separated by approximately 120’. A two-way access aligns with Cherokee Drive and the other is an outbound access for the daycare business. It is on the eastern edge of the development and within 30’ of an adjacent residential driveway. The driveway spacing criteria for a minor collector includes: • Distance between “high volume” driveways – 175’ • Distance between driveway edges – 30’ The City standards do not define “high volume”, however, neither of these driveways would be considered high volume. The access that aligns with Cherokee Drive will actually be offset by 2.4’ to the west of the south leg of the intersection resulting in a non-standard condition. There are two reasons why this offset is acceptable. First, the redirect taper resulting from the offset needs to be considered because it will impact north/south traffic crossing Stuart Street. Based on Table 4-9 of the CDOT Access Code6, a 15:1 redirect taper is allowed for a posted speed of 30 MPH, or less. The CDOT Access Code is based on AASHTO guidelines. At a 15:1 taper rate, 2.4’ would be traveled in 36’. Considering that Stuart Street is about 42’ wide, the redirect taper rate is less than 15:1. Therefore, this aspect of the offset shouldn’t impact motorists. Second, the offset is in a positive direction so that the opposing left turning traffic from Stuart 5 Intersection Channelization Design Guide – National Cooperative Highway Research Program Report 279. Transportation Research Board. November 1985. 6 State Highway Access Code. Transportation Commission of Colorado. March 2002. Sustainable Traffic Solutions, Inc. River Modern Traffic Impact Study KJH Commercial, LLC Fort Collins, Colorado March 3, 2015 3 Street to Cherokee Drive will not conflict. These facts show that the offset will not impact motorists. The outbound access for the daycare business will be within 30’ of the adjacent residential driveway. The volume of traffic on these two driveways will be low and the likelihood of conflict between the two driveways is minimal. If two motorists approached Stewart Street from the adjacent driveways at the same time, they will be able to see each other and avoid entering the street at the same time. 9.0 Intersection Sight Distance The City’s criteria for minimum intersection sight distance on a minor collector street is 660’ (Table 7-3). Applying this standard to the corridor would result in the removal of a substantial amount of parking which would impact the River Modern development and adjacent residences. Considering that there are no parking restrictions along the corridor at other intersections, STS is proposing that no parking restrictions be imposed as a result of this development. The exception is at marked pedestrian crossings and a marked crossing is not assumed at Cherokee Drive. 10.0 Pedestrian and Bicycle Facilities The pedestrian and bicycle level-of-service was evaluated based on Section 4.5.3.B and Appendix H of the City standards. The development is less the ¼ mile from Prospect Road which is classified as an “Activity Corridor / Center”, therefore the criteria for that location type was used in the analysis. The development is adjacent to Spring Creek Trail and the developer is proposing a connection to the trail which connects to Prospect Road via Robertson Street and Ukiah Lane. Indian Hills Park is directly across Stewart Street from the development. Since the development is within the Activity Corridor / Center of Prospect Road, the minimum level-of-service for each criterion is LOS B. The following is a review of the criterion based on the City standards: • Directness. The trail connection proposed by the developer will provide a route to Prospect Road that is less than 1.4 ratio of actual distance to minimum distance resulting in LOS A. • Continuity. The sidewalks on Stewart Street connecting the development with the network are approximately 5’ wide and attached to the back of curb. The standard cross section for a minor collector has 5’ detached walks, therefore, the level-of-service is LOS B. • Street Crossings. This criteria would apply to crossing Stewart Street to reach Indian Hills Park. The park is directly across Stewart Street from the development. A marked crossing exists at Brookhaven Circle East and pedestrian ramps exist on both sides of Stuart Street. Parking has been restricted at the crossing and the sight distance should be adequate. The level-of-service is either LOS A or LOS B. • Visual Appeal and Pedestrian Amenities. The Spring Creek Trail is in a natural environment and Stewart Street is a landscaped corridor. The amenities of a commercial corridor do not exist on Stewart Street resulting in LOS B. Sustainable Traffic Solutions, Inc. River Modern Traffic Impact Study KJH Commercial, LLC Fort Collins, Colorado March 3, 2015 4 • Security. Street lighting is assumed on Stewart Street, however, there is no street lighting on the Spring Creek Trail. There are good site lines on Stewart Street, however, the natural character of the Spring Creek Trial would result in some obstructed site lines. Considering that street lighting would not be appropriate for the Spring Creek Trail, the lack of lighting should not reduce the level-of-service. Therefore, the level-of-service is LOS B. • Surface Condition. The Spring Creek Trail and the sidewalks on Stewart Street are concrete and in good condition resulting in LOS A. 11.0 Appropriateness of Existing Signing and Markings Based on the findings of the study, no changes are required to the existing signing and markings. 12.0 Conclusions STS has drawn the following conclusions as a result of the study: • Intersection Level-of-Service. The intersection of Stuart Street / Cherokee Drive is currently operating at LOS A and will continue to do so following the completion of this development. The outbound access for the daycare business will also operate at LOS A. • Offset of the North Leg of Cherokee Drive. The new north leg of Cherokee Drive is proposed to be offset by 2.4’. The study concludes that this offset is acceptable. • Location of Outbound Daycare Driveway. The outbound access for the daycare business is proposed to be located within 30’ of an adjacent residential driveway. The study conclude that this location is acceptable. • Pedestrian and Bicycle Level-of Service. The analysis performed in the study concludes that the level-of-service for the pedestrians and cyclists will be LOS A and LOS B. Therefore, the facilities are acceptable based on City standards. • Auxiliary Lanes. The study reviewed the need for left and right turn lanes on Stuart Street at Cherokee Drive and concluded that they are not required. Sustainable Traffic Solutions, Inc. River Modern Traffic Impact Study KJH Commercial, LLC Fort Collins, Colorado March 3, 2015 5 Tables Table 1 – Intersection Operational Summary Table 2 – Trip Generation Estimate Sustainable Traffic Solutions, Inc. River Modern Traffic Impact Study KJH Commercial, LLC Fort Collins, Colorado March 3, 2015 River Modern LOS 3/2/2015 1:26 PM Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Stuart Street / Cherokee Drive 0.2 A 0.2 A 0.2 A 0.2 A 0.8 A 0.7 A Northbound Left Turn plus Right Turn 10 A 10.2 B 10 A 10.3 B --- --- --- --- Westbound Left Turn plus Thru 7.7 A 8 A 7.7 A 8 A --- --- --- --- Northbound Left Turn plus Thru plus Right Turn --- --- --- --- --- --- --- --- 10.2 B 10.3 B Eastbound Left Turn plus Thru plus Right Turn --- --- --- --- --- --- --- --- 7.8 A 7.9 A Westbound Left Turn plus Thru plus Right Turn --- --- --- --- --- --- --- --- 7.7 A 8 A Southbound Left Turn plus Thru plus Right Turn --- --- --- --- --- --- --- --- 11.4 B 12.4 B Stuart Street / Daycare Exit 0.4 A 0.4 A Southbound Left Turn plus Right Turn 10.9 B 11.8 B Intersection Year 2017 Background Morning Evening Year 2017 Total Morning Evening Table 1. Intersection Operational Summary Morning Evening Intersection does not exist. Intersection does not exist. Existing C:\Users\Joe\Documents\Projects\Active\River Modern\Project\Excel\River Modern Trip Gen 3/2/2015 1:26 PM Rate Total In Out Rate Total In Out Rate Total In Out Single Family Detached Housing 210 30 DU 9.52 286 143 143 0.75 23 6 17 1.00 30 19 11 Day Care Center 565 42 Students 4.38 184 92 92 0.80 34 18 16 0.81 34 16 18 Total --- 470 235 235 --- 56 23 33 --- 64 35 29 Notes: 2. The land use estimate was provided by KJH Commercial, LLC. 1. Trip generation estimates are based on rates contained in Trip Generation, 9th Edition (Institute of Transportation Engineers, 2012). Table 2. Trip Generation Estimate Land Use 2 ITE Code 1 Size Unit Average Daily Trips Morning Peak Hour Trips Evening Peak Hour Trips Figures Figure 1 – Vicinity Map Figure 2 – Site Plan Figure 3 – Existing Peak Hour Weekday Traffic Volumes Figure 4 – Trip Distribution Figure 5 – Trip Assignment Figure 6 – Year 2017 Background Traffic Volumes Figure 7 – Year 2017 Term Total Traffic Volumes Figure 8 – Need for an Eastbound Left Turn Lane Figure 9 – Need for a Westbound Right Turn Lane Figure 10 – Pedestrian and Bicycle Facility Map Sustainable Traffic Solutions, Inc. River Modern Traffic Impact Study KJH Commercial, LLC Fort Collins, Colorado March 3, 2015 Stuart Street Columbia Road Drake Road Prospect Road College Avenue Lemay Avenue Stover Street PROJECT SITE Cherokee Drive LEGEND - Collector - 4 Lane Arterial - 6 Lane Major Arterial - Local Scale 1" = 750' Date March 3, 2015 Drawn by JBH Job # KJH Commercial, LLC Figure 1 River Modern Traffic Impact Study VICINITY MAP - 2 Lane Arterial Stuart Street Cherokee Drive Daycare Outbound Daycare Access Scale 1" = 100' Date March 3, 2015 Drawn by JBH Job # KJH Commercial, LLC Figure 2 River Modern Traffic Impact Study SITE PLAN Stuart Street Prospect Road Lemay Avenue Cherokee Drive A / A A / A Stover Street LEGEND - Morning / Evening Peak Hour Traffic Volumes - Approach Laneage X / X - Morning / Evening Peak Hour LOS Scale 1" = 750' Date March 3, 2015 Drawn by JBH Job # KJH Commercial, LLC Figure 3 River Modern Traffic Impact Study EXISTING TRAFFIC VOLUMES 50% 50% Cherokee Drive Stuart Street Prospect Road Stover Street Scale 1" = 500' Date March 3, 2015 Drawn by JBH Job # KJH Commercial, LLC Figure 4 River Modern Traffic Impact Study TRIP DISTRIBUTION Stuart Street Columbia Road Prospect Road Lemay Avenue Cherokee Drive Stover Street LEGEND - Morning / Evening Peak Hour Traffic Volumes - Movement Scale 1" = 750' Date March 3, 2015 Drawn by JBH Job # KJH Commercial, LLC Figure 5 River Modern Traffic Impact Study TRIP ASSIGNMENT Stuart Street Columbia Road Prospect Road Lemay Avenue Cherokee Drive A / A A / A LEGEND - Morning / Evening Peak Hour Traffic Volumes - Approach Laneage X / X - Morning / Evening Peak Hour LOS Stover Street Scale 1" = 750' Date March 3, 2015 Drawn by JBH Job # KJH Commercial, LLC Figure 6 River Modern Traffic Impact Study YEAR 2017 BACKGROUND TRAFFIC VOLUMES Stuart Street Columbia Road Prospect Road Lemay Avenue Cherokee Drive Stover Street LEGEND - Morning / Evening Peak Hour Traffic Volumes - Approach Laneage X / X - Morning / Evening Peak Hour LOS A / A A / A Scale 1" = 750' Date March 3, 2015 Drawn by JBH Job # KJH Commercial, LLC Figure 7 River Modern Traffic Impact Study YEAR 2017 TERM TOTAL TRAFFIC VOLUMES Peak Hour AM PM % LT's 5% 6% Advancing 208 268 Opposing 220 241 4% 3% Scale NTS Date March 3, 2015 Drawn by JBH Job # KJH Commercial, LLC Figure 8 River Modern Traffic Impact Study NEED FOR AN EASTBOUND LEFT TURN LANE Peak Hour AM PM Advancing 220 241 RT Volume 12 18 AM PM Scale NTS Date March 3, 2015 Drawn by JBH Job # KJH Commercial, LLC Figure 9 River Modern Traffic Impact Study NEED FOR A WESTBOUND RIGHT TURN LANE R = 1320' Stuart Street Prospect Road Project Site Spring Creek Trail Scale 1" = 500' Date March 3, 2015 Drawn by JBH Job # KJH Commercial, LLC Figure 10 River Modern Traffic Impact Study PEDESTRIAN AND BICYCLE FACILITY MAP Appendix A Traffic Count Data Sustainable Traffic Solutions, Inc. River Modern Traffic Impact Study KJH Commercial, LLC Fort Collins, Colorado March 3, 2015 File Name : #1 CHEROKEE&STUARTAM Site Code : 1 Start Date : 2/3/2015 Page No : 2 CHEROKEE DR Southbound E STUART ST Westbound CHEROKEE DR Northbound E STUART ST Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 0 34 0 0 34 1 0 1 0 2 0 44 0 0 44 80 07:15 AM 0 0 0 0 0 0 59 1 0 60 1 0 0 0 1 0 54 0 1 55 116 07:30 AM 0 0 0 0 0 0 56 0 0 56 1 0 0 0 1 0 53 0 0 53 110 07:45 AM 0 0 0 0 0 0 44 0 0 44 1 0 0 0 1 0 40 0 0 40 85 Total Volume 0 0 0 0 0 0 193 1 0 194 4 0 1 0 5 0 191 0 1 192 391 % App. Total 0 0 0 0 0 99.5 0.5 0 80 0 20 0 0 99.5 0 0.5 PHF .000 .000 .000 .000 .000 .000 .818 .250 .000 .808 1.00 .000 .250 .000 .625 .000 .884 .000 .250 .873 .843 CHEROKEE DR E STUART ST E STUART ST CHEROKEE DR Right 0 Thru 0 Left 0 Peds 0 Out In Total 0 0 0 Right 0 Thru 193 Left 1 Peds 0 Out In Total 195 194 389 Left 1 Thru 0 Right 4 Peds 0 Out In Total 1 5 6 Left 0 File Name : #1 CHEROKEE&STUARTPM Site Code : 1 Start Date : 2/3/2015 Page No : 2 CHEROKEE DR Southbound E STUART ST Westbound CHEROKEE DR Northbound E STUART ST Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 0 0 0 0 0 53 0 0 53 1 0 0 0 1 1 46 0 1 48 102 04:45 PM 0 0 0 0 0 0 41 0 0 41 1 0 0 1 2 0 42 0 1 43 86 05:00 PM 0 0 0 0 0 0 50 1 0 51 2 0 0 2 4 0 86 0 0 86 141 05:15 PM 0 0 0 0 0 0 62 1 0 63 3 0 0 0 3 1 68 0 0 69 135 Total Volume 0 0 0 0 0 0 206 2 0 208 7 0 0 3 10 2 242 0 2 246 464 % App. Total 0 0 0 0 0 99 1 0 70 0 0 30 0.8 98.4 0 0.8 PHF .000 .000 .000 .000 .000 .000 .831 .500 .000 .825 .583 .000 .000 .375 .625 .500 .703 .000 .500 .715 .823 CHEROKEE DR E STUART ST E STUART ST CHEROKEE DR Right 0 Thru 0 Left 0 Peds 0 Out In Total 0 0 0 Right 0 Thru 206 Left 2 Peds 0 Out In Total 249 208 457 Left 0 Thru 0 Right 7 Peds 3 Out In Total 4 10 14 Left 0 Appendix B Synchro Analysis Results Sustainable Traffic Solutions, Inc. River Modern Traffic Impact Study KJH Commercial, LLC Fort Collins, Colorado March 3, 2015 3: Cherokee Drive/Site Access & Stuart Street Existing 900 E. Stuart Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 2/27/2015 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 191 0 1 193 0 1 0 4 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 81 81 81 63 63 63 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 220 0 1 238 0 2 0 6 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 238 0 0 220 0 0 461 461 220 464 461 238 Stage 1 - - - - - - 220 220 - 241 241 - Stage 2 - - - - - - 241 241 - 223 220 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1329 - - 1349 - - 511 497 820 508 497 801 Stage 1 - - - - - - 782 721 - 762 706 - Stage 2 - - - - - - 762 706 - 780 721 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1329 - - 1349 - - 511 497 820 504 497 801 Mov Cap-2 Maneuver - - - - - - 511 497 - 504 497 - Stage 1 - - - - - - 782 721 - 762 705 - Stage 2 - - - - - - 761 705 - 774 721 - Approach EB WB NB SB HCM Control Delay, s 0 0 10 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 732 1329 - - 1349 - - - HCM Lane V/C Ratio 0.011 - - - 0.001 - - - HCM Control Delay (s) 10 0 - - 7.7 0 - 0 HCM Lane LOS B A - - A A - A HCM 95th %tile Q(veh) 0 0 - - 0 - - - 3: Cherokee Drive/Site Access & Stuart Street Existing 900 E. Stuart Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 2/27/2015 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 242 2 2 206 0 0 0 7 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 72 72 72 83 83 83 63 63 63 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 336 3 2 248 0 0 0 11 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 248 0 0 339 0 0 591 591 338 596 592 248 Stage 1 - - - - - - 338 338 - 253 253 - Stage 2 - - - - - - 253 253 - 343 339 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1318 - - 1220 - - 419 420 704 415 419 791 Stage 1 - - - - - - 676 641 - 751 698 - Stage 2 - - - - - - 751 698 - 672 640 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1318 - - 1220 - - 418 419 704 408 418 791 Mov Cap-2 Maneuver - - - - - - 418 419 - 408 418 - Stage 1 - - - - - - 676 641 - 751 697 - Stage 2 - - - - - - 749 697 - 661 640 - Approach EB WB NB SB HCM Control Delay, s 0 0.1 10.2 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 704 1318 - - 1220 - - - HCM Lane V/C Ratio 0.016 - - - 0.002 - - - HCM Control Delay (s) 10.2 0 - - 8 0 - 0 HCM Lane LOS B A - - A A - A HCM 95th %tile Q(veh) 0 0 - - 0 - - - 3: Cherokee Drive/Site Access & Stuart Street Year 2017 Background 900 E. Stuart Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 2/27/2015 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 197 0 1 199 0 1 0 4 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 81 81 81 63 63 63 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 226 0 1 246 0 2 0 6 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 246 0 0 226 0 0 474 474 226 478 474 246 Stage 1 - - - - - - 226 226 - 248 248 - Stage 2 - - - - - - 248 248 - 230 226 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1320 - - 1342 - - 501 489 813 498 489 793 Stage 1 - - - - - - 777 717 - 756 701 - Stage 2 - - - - - - 756 701 - 773 717 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1320 - - 1342 - - 501 489 813 494 489 793 Mov Cap-2 Maneuver - - - - - - 501 489 - 494 489 - Stage 1 - - - - - - 777 717 - 756 700 - Stage 2 - - - - - - 755 700 - 767 717 - Approach EB WB NB SB HCM Control Delay, s 0 0 10 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 723 1320 - - 1342 - - - HCM Lane V/C Ratio 0.011 - - - 0.001 - - - HCM Control Delay (s) 10 0 - - 7.7 0 - 0 HCM Lane LOS B A - - A A - A HCM 95th %tile Q(veh) 0 0 - - 0 - - - 3: Cherokee Drive/Site Access & Stuart Street Year 2017 Background 900 E. Stuart Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 2/27/2015 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 249 2 2 212 0 0 0 7 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 72 72 72 83 83 83 63 63 63 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 346 3 2 255 0 0 0 11 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 255 0 0 349 0 0 607 607 347 613 609 255 Stage 1 - - - - - - 347 347 - 260 260 - Stage 2 - - - - - - 260 260 - 353 349 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1310 - - 1210 - - 408 411 696 405 410 784 Stage 1 - - - - - - 669 635 - 745 693 - Stage 2 - - - - - - 745 693 - 664 633 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1310 - - 1210 - - 407 410 696 398 409 784 Mov Cap-2 Maneuver - - - - - - 407 410 - 398 409 - Stage 1 - - - - - - 669 635 - 745 692 - Stage 2 - - - - - - 744 692 - 653 633 - Approach EB WB NB SB HCM Control Delay, s 0 0.1 10.3 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 696 1310 - - 1210 - - - HCM Lane V/C Ratio 0.016 - - - 0.002 - - - HCM Control Delay (s) 10.3 0 - - 8 0 - 0 HCM Lane LOS B A - - A A - A HCM 95th %tile Q(veh) 0 0 - - 0 - - - 3: Cherokee Drive/Site Access & Stuart Street Year 2017 Total 900 E. Stuart Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 2/27/2015 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 11 197 0 1 207 12 1 0 4 8 0 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 81 81 81 63 63 63 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 13 226 0 1 256 15 2 0 6 9 0 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 270 0 0 226 0 0 523 525 226 520 517 263 Stage 1 - - - - - - 252 252 - 265 265 - Stage 2 - - - - - - 271 273 - 255 252 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1293 - - 1342 - - 465 458 813 467 462 776 Stage 1 - - - - - - 752 698 - 740 689 - Stage 2 - - - - - - 735 684 - 749 698 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1293 - - 1342 - - 454 452 813 459 456 776 Mov Cap-2 Maneuver - - - - - - 454 452 - 459 456 - Stage 1 - - - - - - 743 690 - 731 688 - Stage 2 - - - - - - 724 683 - 734 690 - Approach EB WB NB SB HCM Control Delay, s 0.4 0 10.2 11.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 702 1293 - - 1342 - - 586 HCM Lane V/C Ratio 0.011 0.01 - - 0.001 - - 0.034 HCM Control Delay (s) 10.2 7.8 0 - 7.7 0 - 11.4 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1 6: Stuart Street & Daycare Exit Year 2017 Total 900 E. Stuart Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 2/27/2015 Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 0 201 212 0 8 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 87 87 81 81 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 231 262 0 9 9 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 262 0 - 0 493 262 Stage 1 - - - - 262 - Stage 2 - - - - 231 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1302 - - - 535 777 Stage 1 - - - - 782 - Stage 2 - - - - 807 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1302 - - - 535 777 Mov Cap-2 Maneuver - - - - 535 - Stage 1 - - - - 782 - Stage 2 - - - - 807 - Approach EB WB SB HCM Control Delay, s 0 0 10.9 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1302 - - - 634 HCM Lane V/C Ratio ---- 0.03 HCM Control Delay (s) 0 - - - 10.9 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.1 3: Cherokee Drive/Site Access & Stuart Street Year 2017 Total 900 E. Stuart Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 2/27/2015 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 17 249 2 2 221 18 0 0 7 5 0 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 72 72 72 83 83 83 63 63 63 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 24 346 3 2 266 22 0 0 11 6 0 7 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 288 0 0 349 0 0 679 687 347 682 678 277 Stage 1 - - - - - - 394 394 - 282 282 - Stage 2 - - - - - - 285 293 - 400 396 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1274 - - 1210 - - 366 370 696 364 374 762 Stage 1 - - - - - - 631 605 - 725 678 - Stage 2 - - - - - - 722 670 - 626 604 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1274 - - 1210 - - 356 361 696 351 365 762 Mov Cap-2 Maneuver - - - - - - 356 361 - 351 365 - Stage 1 - - - - - - 616 591 - 708 677 - Stage 2 - - - - - - 714 669 - 602 590 - Approach EB WB NB SB HCM Control Delay, s 0.5 0.1 10.3 12.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 696 1274 - - 1210 - - 497 HCM Lane V/C Ratio 0.016 0.019 - - 0.002 - - 0.026 HCM Control Delay (s) 10.3 7.9 0 - 8 0 - 12.4 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0.1 6: Stuart Street & Daycare Exit Year 2017 Total 900 E. Stuart Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 2/27/2015 Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 0 262 232 0 9 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 71 71 83 83 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 369 280 0 11 11 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 280 0 - 0 649 280 Stage 1 - - - - 280 - Stage 2 - - - - 369 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1283 - - - 434 759 Stage 1 - - - - 767 - Stage 2 - - - - 699 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1283 - - - 434 759 Mov Cap-2 Maneuver - - - - 434 - Stage 1 - - - - 767 - Stage 2 - - - - 699 - Approach EB WB SB HCM Control Delay, s 0 0 11.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1283 - - - 552 HCM Lane V/C Ratio ---- 0.038 HCM Control Delay (s) 0 - - - 11.8 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.1 Thru 242 Right 2 Peds 2 Out In Total 206 246 452 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North All Traffic Data Services,Inc. 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net Thru 191 Right 0 Peds 1 Out In Total 194 192 386 Peak Hour Begins at 07:00 AM Class 1 Peak Hour Data North All Traffic Data Services,Inc. 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net