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WARD ALTERNATIVE ENERGY - PDP - PDP160002 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY
Ward Alternative Energy Traffic Impact Study Arris Architecture Fort Collins, Colorado December 10, 2015 Prepared By: Sustainable Traffic Solutions, Inc. www.sustainabletrafficsolutions.com Joseph L. Henderson, PE, PTOE 303.589.6875 joe@sustainabletrafficsolutions.com Sustainable Traffic Solutions, Inc. Ward Alternative Energy Traffic Impact Study Arris Architecture Fort Collins, Colorado December 10, 2015 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 ................................................................... 3 4.1 Trip Generation ........................................................................................ 3 4.2 Trip Distribution and Assignment ............................................................. 3 5.0 Year 2020 Background Traffic Volumes ...................................................... 3 5.1 Level of Service Analysis ......................................................................... 3 6.0 Year 2020 Total Traffic Volumes .................................................................. 3 6.1 Level of Service Analysis ......................................................................... 3 7.0 Auxiliary Lane Analysis ................................................................................ 3 8.0 Appropriateness of Access Locations ........................................................ 4 9.0 95th Percentile Queue Lengths ..................................................................... 4 10.0 Intersection Sight Distance .......................................................................... 4 11.0 Pedestrian and Bicycle Facilities ................................................................. 4 12.0 Appropriateness of Existing Signing and Markings ................................... 5 13.0 Conclusions ................................................................................................... 6 List of Appendices Appendix A Traffic Count Data Appendix B Synchro Analysis Results Appendix C SimTraffic Analysis Results List of Tables Table 1 – Intersection Operational Summary Table 2 – Trip Generation Estimate Table of Contents (Continued) Sustainable Traffic Solutions, Inc. Ward Alternative Energy Traffic Impact Study Arris Architecture Fort Collins, Colorado December 10, 2015 ii 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 – Reassignment of Existing Traffic Figure 7 – Year 2020 Background Traffic Volumes Figure 8 – Year 2020 Total Traffic Volumes Figure 9 – Pedestrian and Bicycle Facility Map Sustainable Traffic Solutions, Inc. Ward Alternative Energy Traffic Impact Study Arris Architecture Fort Collins, Colorado December 10, 2015 1 Ward Alternative Energy Traffic Impact Study 1.0 Introduction Ward Alternative Energy is proposing to construct a compressed natural gas (CNG) fueling station on the site of the Larimer County maintenance facility that is located on the northeast corner of Vine Drive / Redwood Street (see Figure 1). The development is proposed to include four fueling positions for heavy duty vehicles and four fueling positions for light duty vehicles. These new facilities will be used by the City of Fort Collins, Larimer County, and the general public. Vine Drive east of Redwood Street and adjacent to the site is classified as a 2 lane arterial street by the City of Fort Collins1. It has a rural cross section with one lane in each direction and there are no turn lanes in the vicinity of the site. Redwood Street is classified as a collector street and is only constructed from Vine Drive to Cajetan Street, however, it is expected to extend north in the future. The speed limit on Vine Drive is 35 MPH and 30 MPH on Redwood Street. This traffic study has been prepared in conformance with Chapter 4 of the City of Fort Collins requirements for traffic studies2. 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 The maintenance facility has two accesses on Vine Drive with the west access primarily used for fleet vehicles (See Figure 2). When the CNG fueling station is constructed, a new access will be constructed on Redwood Street that will align with Cajetan Street. In addition, the existing west access on Vine Drive will be relocated about 120’ west to facilitate the movement of the heavy duty vehicles off of the site. Due to the proximity of this access to Redwood Street, this access will be one-way outbound. Fleet vehicles that currently enter and exit the site through the existing west access on Vine Drive will use the Redwood Street entrance once the site is reconfigured. 2.2 Study Assumptions A scoping meeting was held with Martina Wilkinson with the City on September 2nd 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. 1 Fort Collins Transportation Master Plan 2004 – Figure 5.1. City of Fort Collins. February 2004. 2 Larimer County Urban Area Street Standards (LUCASS). City of Fort Collins. April 1, 2007. Sustainable Traffic Solutions, Inc. Ward Alternative Energy Traffic Impact Study Arris Architecture Fort Collins, Colorado December 10, 2015 2 Short Term Horizon. The study assumes that the development will be completed in Year 2020. While the development will be completed prior to Year 2020, the City’s TIS standards require that the horizon be five years from the date of preparation of the TIS. 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 2020 traffic. Truck Percentage. The percentage of trucks was assumed to be 2%. 3.0 Existing Conditions 3.1 Existing Traffic Volumes Peak hour turning movement count data were collected by All Traffic Data on Wednesday August 26, 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 in a mixed use district is: Signalized Intersection – LOS E o Any Leg – LOS E o Any Movement – LOS E Stop Sign Control – LOS F The analysis shows that the signalized intersection of Lemay Avenue / Vine Drive is operating at LOS B during both peak hours, and all movements at the intersection are operating at LOS E, or better, during both peak hours. The stop controlled intersections are operating at LOS B and C. Level of service for stop controlled intersections is based on the operation of the side street movements and the main street left turning movements. The lowest letter grade for any of these movements is considered to be the level of service for the intersection. The level of service is summarized in Table 1 and the Synchro output is contained in Appendix B. 3 Highway Capacity Manual. Transportation Research Board. 2010. Sustainable Traffic Solutions, Inc. Ward Alternative Energy Traffic Impact Study Arris Architecture Fort Collins, Colorado December 10, 2015 3 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 CNG fueling station was estimated based on information provided by Ward Alternative Energy. Since CNG fueling sites are a relatively new land use, the Institute of Transportation Engineers Trip Generation manual4 does not contain rates for this use. 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. With the reconfiguration of the site, the fleet vehicles that currently enter and exit the site through west access on Vine Drive will use the Redwood Street entrance. Figure 6 shows the reassignment of these trips. 5.0 Year 2020 Background Traffic Volumes Traffic volumes at the study area intersections were inflated to Year 2020 levels that are expected to be present prior to the construction of the CNG facility. The morning and evening peak hour volumes are contained in Figure 7. 5.1 Level of Service Analysis The operation of the signalized intersection at Lemay Avenue / Vine Drive is expected to decrease from LOS B in the existing condition to LOS C. All of the movements are expected to operate at LOS E, or better. The stop controlled intersections are expected to continue to operate at LOS B and LOS C (see Table 1). 6.0 Year 2020 Total Traffic Volumes The projected peak hour volumes at the completion of the project were developed by adding the development traffic (Figure 5) and the reassigned traffic (Figure 6) to the background traffic (Figure 7). The total traffic volumes are contained in Figure 8. 6.1 Level of Service Analysis The operation of the signalized intersection at Lemay Avenue / Vine Drive is expected to be LOS C and all of the movements are expected to operate at LOS E, or better. The existing splits were adjusted by one second in the evening peak hour to achieve the City’s level of service criteria. The stop controlled intersections are expected to continue to operate at LOS B and LOS C (see Table 1). 7.0 Auxiliary Lane Analysis The west access to the Larimer County site is the only access that will be impacted by this development. Since it will be outbound only, auxiliary lanes will not be required. 4 Trip Generation – 9th Edition. Institute of Transportation Engineers. September 2012. Sustainable Traffic Solutions, Inc. Ward Alternative Energy Traffic Impact Study Arris Architecture Fort Collins, Colorado December 10, 2015 4 8.0 Appropriateness of Access Locations The outbound only access from the CNG fueling station is proposed to be approximately 220’ from Redwood Street (measured based on Figure 9-1 of LUCASS). This distance is less than the minimum required distance of 460’ for a 2 lane arterial (Table 7-3 of LUCASS), therefore, an administrative variance will be required for this access. Based on Section 9.2.3.B, an access that does not meet this criteria is limited to right-in / right-out unless it can meet certain criteria including: Left turns would not create unreasonable congestion or safety problems, and Left turns would not lower the level of service. Considering that this access is an outbound only access, there will be not be an eastbound left turn into the site that would conflict with the westbound left turn at Redwood Street. Therefore, left turns are not an issue. In addition, the level of service for westbound Vine Drive at Redwood Street is expected to be LOS A during the morning and evening peak hours of the Year 2020 total traffic volume scenario. 9.0 95th Percentile Queue Lengths The 95th percentile queue lengths were estimated for the westbound left turn at Vine Drive / Redwood Street. The following table summarizes these queue lengths. Considering that the distance along Vine Drive between Redwood Street and the west access is 168’ (see Figure 2), the westbound left turn queue will not interfere with the operation of this outbound access. The SimTraffic analysis results are contained in Appendix C. 10.0 Intersection Sight Distance The City’s criteria for minimum intersection sight distance on a 2 lane arterial is 1,030’ and 660’ on a collector street (Table 7-3). Considering the grades and landscaping on the two corridors, adequate sight distance should exist to meet the City’s requirements. 11.0 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. Sidewalks exist on Redwood Street adjacent to the site. There are no sidewalks on Vine Drive because it has a rural cross section, however, the cross section for the 2 lane arterial has detached sidewalks on both sides of the street. Based on the City’s bike map, both Vine Drive and Redwood Street have on-street bike lanes (see Figure 9). On Vine Drive, the on-street bike lanes are currently paved shoulders. When Vine Drive is constructed to the 2 lane arterial cross section, Existing 2020 Background 2020 Total WB Vine Drive at Redwood Street Volume Scenario Morning Evening 56 63 66 53 53 54 Sustainable Traffic Solutions, Inc. Ward Alternative Energy Traffic Impact Study Arris Architecture Fort Collins, Colorado December 10, 2015 5 there will be an 8’ bike lane on each side of the roadway. On Redwood Street, bike lanes are marked between the travel lane and the parking lane. A hard surface path is proposed to run north of the site. Vine Drive is classified as a “Transit Corridor”, therefore the criteria for the transit corridor was used in the analysis. Since the development is adjacent to the transit corridor, the minimum pedestrian level of service for each criterion is LOS B with the exception of visual interest and amenities which has a minimum level of service of LOS C. For bicycle level of service, the area doesn’t fall within one of the three special areas, so the minimum level of service is LOS C. Within a 1/4 mile radius of the site, a residential area exists to the west of Redwood Street. This appears to be the only destination area within ¼ mile of the site. The following is a review of the criterion for the Pedestrian Level of Service based on the City standards: Directness. The County facility is directly across Redwood Street from the residential area and an entrance to the facility is proposed at Cajetan Street, therefore people can easily walk and bike from the residential area to the County maintenance facility. LOS A Continuity. The sidewalks on Redwood Street are approximately 5’ wide and detached from the back of curb resulting in LOS A. There are no sidewalks on Vine Drive resulting in LOS F. Constructing sidewalks along the frontage of the site will raise the level of service to LOS D/E, and constructing sidewalks along the Vine Drive corridor will raise the level of service to LOS A/B. Street Crossings. This criteria would apply to the intersections of Vine Drive / Redwood Street and Redwood Street / Cajetan Street. Each street is two lanes wide, so the crossing distances are minimal. Both intersections have side-street stop control. There is lighting at both intersections. LOS A Visual Appeal and Pedestrian Amenities. Redwood Street has detached walks and landscaping resulting in LOS A. However, the visual appeal is minimal on Vine Drive resulting in a lower level of service. Security. Street lighting exists on Redwood Street and there are good site lines resulting in LOS A. There is no street lighting on Vine Drive, therefore the level of service is LOS F. Surface Condition. The sidewalks on Redwood Street are concrete and in good condition resulting in LOS A. The lack of sidewalks on Vine Drive results in LOS F. 12.0 Appropriateness of Existing Signing and Markings Based on the findings of the study, a pavement marking plan will need to be developed to transition between the existing rural cross section and the site frontage that will be improved to the 2 lane arterial cross section. Stop signs will need to be added to the eastbound and westbound approaches to Redwood Street Cajetan Street. Sustainable Traffic Solutions, Inc. Ward Alternative Energy Traffic Impact Study Arris Architecture Fort Collins, Colorado December 10, 2015 6 13.0 Conclusions STS has drawn the following conclusions as a result of the study: Intersection Level of Service. All of the intersections in the study area are currently operating at an acceptable level of service and will continue to do so following the completion of this development. Auxiliary Lanes. Auxiliary lanes are not necessary at the site access on Vine Drive since it is outbound only. Level of Service for Pedestrians and Bicycles. The level of service is judged to meet the City criteria on Redwood Street, however, the existing conditions on Vine Drive fall short of meeting acceptable standards. Improvements required by the 2 lane arterial cross section along the site frontage will improve the level of service for pedestrians and bicycles on Vine Drive. West Access. This access does not meet the City’s spacing criteria for minor arterial streets and an administrative variance will be required for this access. Sustainable Traffic Solutions recommends that the City allow the access in the proposed location. Considering that the access is outbound only, inbound left turns will not impact the westbound traffic at Vine Drive / Redwood Street. The level of service of the westbound traffic at Vine Drive / Redwood Street is expected to be LOS A during the morning and evening peak hours in the Year 2020 total traffic volume scenario. In addition, the 95th percentile queue for westbound traffic at Vine Drive / Redwood Street is not expected to exceed 66’ in the Year 2020 total traffic volume scenario. Therefore, those queues will not impact the ability of outbound left turn from the site since this access is planned to be 168’ from Redwood Street. Sustainable Traffic Solutions, Inc. Ward Alternative Energy Traffic Impact Study Arris Architecture Fort Collins, Colorado December 10, 2015 Tables Table 1 – Intersection Operational Summary Table 2 – Trip Generation Estimate Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Lemay Avenue / Vine Street 18.1 B 19.1 B 20.9 C 22.7 C 21.1 C 22.5 C Eastbound Left Turn 54.8 D 55.8 E 58.1 E 64.6 E 58.3 E 59.2 E Eastbound Thru plus Right Turn 40.5 D 61 E 41.9 D 73.7 E 42.1 D 77.1 E Westbound Left Turn 47.2 D 55.5 E 48.8 D 59.5 E 49 D 61.3 E Westbound Thru plus Right Turn 62.9 E 56.6 E 77 E 66.4 E 78.2 E 58.2 E Northbound Left Turn plus Thru plus Right Turn 0.7 A 2.2 A 2.8 A 2.8 A 0.8 A 4 A Southbound Left Turn plus Thru plus Right Turn 4.8 A 3.6 A 4.2 A 4.2 A 5.6 A 5.5 A Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Vine Street / Redwood Street Northbound Left Turn plus Thru plus Right Turn 14.7 B 19.7 C 23.1 C 23.1 C 16.3 C 22.6 C Eastbound Left Turn plus Thru plus Right Turn 7.7 A 7.7 A 7.7 A 7.7 A 7.8 A 7.7 A Westbound Left Turn plus Thru plus Right Turn 7.9 A 8.3 A 8.4 A 8.4 A 8 A 8.3 A Southbound Left Turn plus Thru plus Right Turn 14.8 B 14.5 B 15.4 C 15.4 C 15.7 C 15.1 C Vine Street / West Access Eastbound Left Turn plus Thru plus Right Turn 7.9 A 7.7 A 7.7 A 7.7 A 0 A 0 A Southbound Left Turn plus Right Turn 11.1 B 10.6 B 10.8 B 10.8 B 15 B 14.3 B Vine Street / East Access Eastbound Left Turn plus Thru plus Right Turn 7.9 A 7.7 A 7.7 A 7.7 A 8 A 8 A Southbound Left Turn plus Right Turn 11.4 B 13.6 B 14.4 B 14.4 B 11.9 B 15.7 C Redwood Street / Cajetan Street Eastbound Right Turn 0 A 0 A Westbound Right Turn 0 A 0 A The intersection has two nonconflicting movements, therefore, Synchro will not calculate LOS. The intersection has two nonconflicting movements, therefore, Synchro will not calculate LOS. Morning Evening Year 2020 Total SignalizedEvening Intersection Morning Evening Morning Evening Morning Existing Year 2020 Background Year 2020 Background Morning Evening Year 2020 Total Table 1. Intersection Operational Summary Morning Evening Existing Stop Controlled Intersections Ward Alternative Energy LOS 12/9/2015 6:31 PM Rate Total In Out Rate Total In Out Rate Total In Out Heavy Duty Vehicles 4 Fueling Positions 23.5 94 47 47 1.25 5 3 3 1.25 5 3 3 Light Duty Vehicles 4 Fueling Positions 18.5 74 37 37 1.50 6 3 3 0.81 6 3 3 Total --- 168 84 84 --- 11 6 6 --- 11 6 6 Notes: 2. The trip rates contained in the table are only applicable to this site. 1. Trip generation and land use estimates are based on information provided by Ward Alternative Energy. Table 2. Trip Generation Estimate Land Use 1, 2 Size Unit Average Daily Trips Morning Peak Hour Trips Evening Peak Hour Trips C:\Users\Joe @ STS\Desktop\Joe1\Ward Alternative Energy\Project\Excel\Ward Alternative Energy Trip Gen 12/9/2015 6:32 PM Sustainable Traffic Solutions, Inc. Ward Alternative Energy Traffic Impact Study Arris Architecture Fort Collins, Colorado December 10, 2015 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 – Reassignment of Existing Traffic Figure 7 – Year 2020 Background Traffic Volumes Figure 8 – Year 2020 Total Traffic Volumes Figure 9 – Pedestrian and Bicycle Facility Map PROJECT SITE Vine Drive Lemay Avenue Linden Street College Drive Buckingham Street Conifer Street Redwood Street Scale 1" = 1,000' Date December 10, 2015 Drawn by JBH Job # Arris Architecture Figure 1 Ward Alternative Energy Traffic Impact Study VICINITY MAP Cajetan Street Redwood Proposed Access Existing Access Vine Drive Light Duty Vehicle Canopy Heavy Duty Vehicle Canopy Proposed Access Street Existing Access (to be closed) 220' 168' Scale 1" = 150' Date December 10, 2015 Drawn by JBH Job # Arris Architecture Figure 2 Ward Alternative Energy Traffic Impact Study SITE PLAN Lemay Avenue Linden Street College Drive Buckingham Street Conifer Street Redwood Street B / B B / C ST0P ST0P B / B ST0P B / B ST0P LEGEND - 2 Lane Arterial - Collector - 4 Lane Arterial - Local - Signalized Intersection - Morning / Evening Peak Hour Traffic Volumes - Daily Traffic Volume - Morning / Evening Peak Hour LOS - Approach Laneage X / X Vine Drive Scale 1" = 1000' Date December 10, 2015 Drawn by JBH Job # Arris Architecture Figure 3 Ward Alternative Energy Traffic Impact Study EXISTING TRAFFIC VOLUMES Vine Drive Lemay Avenue Linden Street College Drive Buckingham Street Conifer Street Redwood Street 20% 10% 60% 10% Scale 1" = 1000' Date December 10, 2015 Drawn by JBH Job # Arris Architecture Figure 4 Ward Alternative Energy Traffic Impact Study TRIP DISTRIBUTION Lemay Avenue Linden Street College Drive Buckingham Street Conifer Street Redwood Street LEGEND - 2 Lane Arterial - Collector - 4 Lane Arterial - Local - Morning / Evening Peak Hour Traffic Volumes - Daily Traffic Volume - Movement Vine Drive Scale 1" = 1000' Date December 10, 2015 Drawn by JBH Job # Arris Architecture Figure 5 Ward Alternative Energy Traffic Impact Study TRIP ASSIGNMENT Lemay Avenue Linden Street College Drive Buckingham Street Conifer Street Redwood Street LEGEND - 2 Lane Arterial - Collector - 4 Lane Arterial - Local - Morning / Evening Peak Hour Traffic Volumes - Daily Traffic Volume - Movement Vine Drive Scale 1" = 1000' Date December 10, 2015 Drawn by JBH Job # Arris Architecture Figure 6 Ward Alternative Energy Traffic Impact Study REASSIGNMENT OF EXISTING TRAFFIC Lemay Avenue Linden Street College Drive Buckingham Street Conifer Street Redwood Street C / C C / C ST0P ST0P B / B ST0P B / B ST0P LEGEND - 2 Lane Arterial - Collector - 4 Lane Arterial - Local - Signalized Intersection - Morning / Evening Peak Hour Traffic Volumes - Daily Traffic Volume - Morning / Evening Peak Hour LOS - Approach Laneage X / X Vine Drive Scale 1" = 1000' Date December 10, 2015 Drawn by JBH Job # Arris Architecture Figure 7 Ward Alternative Energy Traffic Impact Study YEAR 2020 BACKGROUND TRAFFIC VOLUMES Vine Drive Lemay Avenue Linden Street College Drive Buckingham Street Conifer Street Redwood Street B / C ST0P ST0P B / C ST0P B / B ST0P LEGEND - 2 Lane Arterial - Collector - 4 Lane Arterial - Local - Signalized Intersection - Morning / Evening Peak Hour Traffic Volumes - Daily Traffic Volume - Morning / Evening Peak Hour LOS - Approach Laneage X / X A / A ST0P ST0P C / C Scale 1" = 1000' Date December 10, 2015 Drawn by JBH Job # Arris Architecture Figure 8 Ward Alternative Energy Traffic Impact Study YEAR 2020 TOTAL TRAFFIC VOLUMES R = 1320' Vine Drive Redwood Street Project Site Scale 1" = 500' Date December 10, 2015 Drawn by JBH Job # Arris Architecture Figure 9 Ward Alternative Energy Traffic Impact Study PEDESTRIAN AND BICYCLE FACILITY MAP Sustainable Traffic Solutions, Inc. Ward Alternative Energy Traffic Impact Study Arris Architecture Fort Collins, Colorado December 10, 2015 Appendix A Traffic Count Data File Name : #1 REDWOOD&VINEAM Site Code : 1 Start Date : 8/26/2015 Page No : 2 REDWOOD ST. Southbound VINE ST Westbound REDWOOD ST. Northbound VINE 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 07:45 AM 07:45 AM 1 5 2 0 8 2 62 17 0 81 8 1 12 0 21 8 50 2 1 61 171 08:00 AM 3 1 2 0 6 1 50 8 2 61 9 0 13 0 22 8 56 2 1 67 156 08:15 AM 0 4 2 0 6 1 50 27 0 78 5 0 4 0 9 14 55 0 0 69 162 08:30 AM 2 1 1 0 4 2 44 12 2 60 11 4 7 0 22 10 36 0 1 47 133 Total Volume 6 11 7 0 24 6 206 64 4 280 33 5 36 0 74 40 197 4 3 244 622 % App. Total 25 45.8 29.2 0 2.1 73.6 22.9 1.4 44.6 6.8 48.6 0 16.4 80.7 1.6 1.2 PHF .500 .550 .875 .000 .750 .750 .831 .593 .500 .864 .750 .313 .692 .000 .841 .714 .879 .500 .750 .884 .909 REDWOOD ST. VINE ST VINE ST REDWOOD ST. Right 6 Thru 11 Left 7 Peds 0 Out In Total 15 24 39 Right 6 Thru 206 Left 64 Peds 4 Out In Total 237 280 517 Left 36 Thru 5 Right 33 Peds 0 Out In Total 115 74 189 Left 4 File Name : #1 REDWOOD&VINEPM Site Code : 1 Start Date : 8/26/2015 Page No : 2 REDWOOD ST. Southbound VINE ST Westbound REDWOOD ST. Northbound VINE 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 04:45 PM 04:45 PM 1 1 1 0 3 4 38 15 0 57 23 7 8 0 38 11 80 2 0 93 191 05:00 PM 1 1 0 0 2 1 41 4 0 46 31 4 11 0 46 11 68 3 0 82 176 05:15 PM 2 2 0 0 4 5 38 12 0 55 30 7 18 0 55 20 84 1 1 106 220 05:30 PM 1 2 1 0 4 6 46 12 0 64 20 5 19 0 44 9 63 4 0 76 188 Total Volume 5 6 2 0 13 16 163 43 0 222 104 23 56 0 183 51 295 10 1 357 775 % App. Total 38.5 46.2 15.4 0 7.2 73.4 19.4 0 56.8 12.6 30.6 0 14.3 82.6 2.8 0.3 PHF .625 .750 .500 .000 .813 .667 .886 .717 .000 .867 .839 .821 .737 .000 .832 .638 .878 .625 .250 .842 .881 REDWOOD ST. VINE ST VINE ST REDWOOD ST. Right 5 Thru 6 Left 2 Peds 0 Out In Total 49 13 62 Right 16 Thru 163 Left 43 Peds 0 Out In Total 401 222 623 Left 56 Thru 23 Right 104 Peds 0 Out In Total 100 183 283 Left 10 File Name : #2 REDWOOD&CAJETANAM Site Code : 2 Start Date : 8/26/2015 Page No : 2 REDWOOD ST. Southbound CAJETAN ST Westbound REDWOOD ST. Northbound CAJETAN 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 0 0 0 0 0 0 5 0 5 7 0 0 0 7 12 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 7 0 0 0 7 8 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 10 0 0 0 10 12 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 5 0 5 8 0 0 0 8 13 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 13 0 13 32 0 0 0 32 45 % App. Total 0 0 0 0 0 0 0 0 0 0 100 0 100 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .650 .000 .650 .800 .000 .000 .000 .800 .865 REDWOOD ST. CAJETAN ST CAJETAN ST REDWOOD ST. Right 0 Thru 0 Left 0 Peds 0 Out In Total 0 0 0 Right 0 Thru 0 Left 0 Peds 0 Out In Total 0 0 0 Left 13 Thru 0 Right 0 Peds 0 Out In Total 32 13 45 Left 0 File Name : #2 REDWOOD&CAJETANPM Site Code : 2 Start Date : 8/26/2015 Page No : 2 REDWOOD ST. Southbound CAJETAN ST Westbound REDWOOD ST. Northbound CAJETAN 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 04:45 PM 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 13 0 13 3 0 0 0 3 16 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 8 0 8 2 0 0 0 2 10 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 13 0 13 4 0 0 0 4 17 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 15 0 15 4 0 0 0 4 19 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 49 0 49 13 0 0 0 13 62 % App. Total 0 0 0 0 0 0 0 0 0 0 100 0 100 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .817 .000 .817 .813 .000 .000 .000 .813 .816 REDWOOD ST. CAJETAN ST CAJETAN ST REDWOOD ST. Right 0 Thru 0 Left 0 Peds 0 Out In Total 0 0 0 Right 0 Thru 0 Left 0 Peds 0 Out In Total 0 0 0 Left 49 Thru 0 Right 0 Peds 0 Out In Total 13 49 62 Left 0 File Name : #3 VINEDR&WESTACCESSAM Site Code : 1 Start Date : 8/26/2015 Page No : 2 WEST ACCESS Southbound VINE ST Westbound WEST ACCESS Northbound VINE 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 07:30 AM 07:30 AM 5 0 1 0 6 1 58 0 0 59 0 0 0 0 0 0 41 2 0 43 108 07:45 AM 0 0 2 0 2 0 81 0 0 81 0 0 0 0 0 0 59 1 0 60 143 08:00 AM 1 0 0 0 1 0 58 0 0 58 0 0 0 0 0 0 64 3 0 67 126 08:15 AM 3 0 1 0 4 0 75 0 0 75 0 0 0 0 0 0 61 1 0 62 141 Total Volume 9 0 4 0 13 1 272 0 0 273 0 0 0 0 0 0 225 7 0 232 518 % App. Total 69.2 0 30.8 0 0.4 99.6 0 0 0 0 0 0 0 97 3 0 PHF .450 .000 .500 .000 .542 .250 .840 .000 .000 .843 .000 .000 .000 .000 .000 .000 .879 .583 .000 .866 .906 WEST ACCESS VINE ST VINE ST WEST ACCESS Right 9 Thru 0 Left 4 Peds 0 Out In Total 8 13 21 Right 1 Thru 272 Left 0 Peds 0 Out In Total 229 273 502 Left 0 Thru 0 Right 0 Peds 0 Out In Total 0 0 0 Left 7 File Name : #3 VINEDR&WESTACCESSPM Site Code : 1 Start Date : 8/26/2015 Page No : 2 WEST ACCESS Southbound VINE ST Westbound WEST ACCESS Northbound VINE 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 04:45 PM 04:45 PM 2 0 1 0 3 0 55 0 0 55 0 0 0 0 0 0 101 3 0 104 162 05:00 PM 0 0 1 0 1 0 46 0 0 46 0 0 0 0 0 0 99 0 0 99 146 05:15 PM 1 0 0 0 1 0 54 0 0 54 0 0 0 0 0 0 114 0 0 114 169 05:30 PM 8 0 1 0 9 0 56 0 0 56 0 0 0 0 0 0 84 0 0 84 149 Total Volume 11 0 3 0 14 0 211 0 0 211 0 0 0 0 0 0 398 3 0 401 626 % App. Total 78.6 0 21.4 0 0 100 0 0 0 0 0 0 0 99.3 0.7 0 PHF .344 .000 .750 .000 .389 .000 .942 .000 .000 .942 .000 .000 .000 .000 .000 .000 .873 .250 .000 .879 .926 WEST ACCESS VINE ST VINE ST WEST ACCESS Right 11 Thru 0 Left 3 Peds 0 Out In Total 3 14 17 Right 0 Thru 211 Left 0 Peds 0 Out In Total 401 211 612 Left 0 Thru 0 Right 0 Peds 0 Out In Total 0 0 0 Left 3 File Name : #4 VINEDR&EASTACCESSAM Site Code : 1 Start Date : 8/26/2015 Page No : 2 EAST ACCESS Southbound VINE ST Westbound EAST ACCESS Northbound VINE 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 07:15 AM 07:15 AM 8 0 3 0 11 1 72 0 0 73 0 0 0 0 0 0 54 1 0 55 139 07:30 AM 0 0 4 0 4 1 59 0 0 60 0 0 0 0 0 0 41 1 0 42 106 07:45 AM 2 0 0 0 2 1 79 0 0 80 0 0 0 0 0 0 60 1 0 61 143 08:00 AM 2 0 0 0 2 1 56 0 0 57 0 0 0 0 0 0 63 1 0 64 123 Total Volume 12 0 7 0 19 4 266 0 0 270 0 0 0 0 0 0 218 4 0 222 511 % App. Total 63.2 0 36.8 0 1.5 98.5 0 0 0 0 0 0 0 98.2 1.8 0 PHF .375 .000 .438 .000 .432 1.00 .842 .000 .000 .844 .000 .000 .000 .000 .000 .000 .865 1.00 .000 .867 .893 EAST ACCESS VINE ST VINE ST EAST ACCESS Right 12 Thru 0 Left 7 Peds 0 Out In Total 8 19 27 Right 4 Thru 266 Left 0 Peds 0 Out In Total 225 270 495 Left 0 Thru 0 Right 0 Peds 0 Out In Total 0 0 0 Left 4 File Name : #4 VINEDR&EASTACCESSPM Site Code : 1 Start Date : 8/26/2015 Page No : 2 EAST ACCESS Southbound VINE ST Westbound EAST ACCESS Northbound VINE 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 04:45 PM 04:45 PM 0 0 4 0 4 3 55 0 0 58 0 0 0 0 0 0 101 1 0 102 164 05:00 PM 1 0 1 0 2 1 45 0 0 46 0 0 0 0 0 0 96 4 0 100 148 05:15 PM 3 0 8 0 11 2 51 0 0 53 0 0 0 0 0 0 114 0 0 114 178 05:30 PM 0 0 0 0 0 0 56 0 0 56 0 0 0 0 0 0 85 0 0 85 141 Total Volume 4 0 13 0 17 6 207 0 0 213 0 0 0 0 0 0 396 5 0 401 631 % App. Total 23.5 0 76.5 0 2.8 97.2 0 0 0 0 0 0 0 98.8 1.2 0 PHF .333 .000 .406 .000 .386 .500 .924 .000 .000 .918 .000 .000 .000 .000 .000 .000 .868 .313 .000 .879 .886 EAST ACCESS VINE ST VINE ST EAST ACCESS Right 4 Thru 0 Left 13 Peds 0 Out In Total 11 17 28 Right 6 Thru 207 Left 0 Peds 0 Out In Total 409 213 622 Left 0 Thru 0 Right 0 Peds 0 Out In Total 0 0 0 Left 5 File Name : #5 LEMAY&VINEAM Site Code : 5 Start Date : 8/26/2015 Page No : 2 LEMAY AVE. Southbound VINE ST Westbound LEMAY AVE. Northbound VINE 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 07:45 AM 07:45 AM 19 204 30 0 253 27 44 12 0 83 8 93 3 0 104 13 40 4 0 57 497 08:00 AM 15 169 13 0 197 20 39 21 0 80 10 77 7 0 94 15 41 6 0 62 433 08:15 AM 13 146 15 0 174 33 49 16 0 98 8 88 11 0 107 13 43 8 0 64 443 08:30 AM 8 175 17 0 200 51 43 4 0 98 11 108 12 0 131 12 26 9 0 47 476 Total Volume 55 694 75 0 824 131 175 53 0 359 37 366 33 0 436 53 150 27 0 230 1849 % App. Total 6.7 84.2 9.1 0 36.5 48.7 14.8 0 8.5 83.9 7.6 0 23 65.2 11.7 0 PHF .724 .850 .625 .000 .814 .642 .893 .631 .000 .916 .841 .847 .688 .000 .832 .883 .872 .750 .000 .898 .930 LEMAY AVE. VINE ST VINE ST LEMAY AVE. Right 55 Thru 694 Left 75 Peds 0 Out In Total 524 824 1348 Right 131 Thru 175 Left 53 Peds 0 Out In Total 262 359 621 Left 33 Thru 366 Right 37 Peds 0 Out In Total 800 436 1236 Left 27 File Name : #5 LEMAY&VINEPM Site Code : 5 Start Date : 8/26/2015 Page No : 2 LEMAY AVE. Southbound VINE ST Westbound LEMAY AVE. Northbound VINE 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 15 140 22 0 177 42 32 13 0 87 21 194 13 0 228 17 53 13 0 83 575 04:45 PM 7 140 16 0 163 35 36 6 0 77 15 152 15 0 182 19 67 11 0 97 519 05:00 PM 11 157 24 0 192 30 32 8 0 70 18 214 7 0 239 17 69 11 2 99 600 05:15 PM 9 105 23 0 137 36 40 7 0 83 28 219 8 0 255 16 66 14 1 97 572 Total Volume 42 542 85 0 669 143 140 34 0 317 82 779 43 0 904 69 255 49 3 376 2266 % App. Total 6.3 81 12.7 0 45.1 44.2 10.7 0 9.1 86.2 4.8 0 18.4 67.8 13 0.8 PHF .700 .863 .885 .000 .871 .851 .875 .654 .000 .911 .732 .889 .717 .000 .886 .908 .924 .875 .375 .949 .944 LEMAY AVE. VINE ST VINE ST LEMAY AVE. Right 42 Thru 542 Left 85 Peds 0 Out In Total 971 669 1640 Right 143 Thru 140 Left 34 Peds 0 Out In Total 422 317 739 Left 43 Thru 779 Right 82 Peds 0 Out In Total 645 904 1549 Left 49 Sustainable Traffic Solutions, Inc. Ward Alternative Energy Traffic Impact Study Arris Architecture Fort Collins, Colorado December 10, 2015 Appendix B Synchro Analysis Results 1: Linden Street/Redwood Street & Vine Street Existing Ward Alternative Energy TIS Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/13/2015 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 197 40 64 206 6 36 5 33 7 11 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 88 88 88 86 86 86 84 84 84 75 75 75 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 224 45 74 240 7 43 6 39 9 15 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 247 0 0 269 0 0 659 651 247 670 670 243 Stage 1 - - - - - - 256 256 - 392 392 - Stage 2 - - - - - - 403 395 - 278 278 - 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 1319 - - 1295 - - 377 388 792 371 378 796 Stage 1 - - - - - - 749 696 - 633 606 - Stage 2 - - - - - - 624 605 - 728 680 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1319 - - 1295 - - 342 361 792 330 352 796 Mov Cap-2 Maneuver - - - - - - 342 361 - 330 352 - Stage 1 - - - - - - 746 693 - 630 566 - Stage 2 - - - - - - 562 565 - 683 677 - Approach EB WB NB SB HCM Control Delay, s 0.1 1.8 14.7 14.8 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 460 1319 - - 1295 - - 400 HCM Lane V/C Ratio 0.192 0.003 - - 0.057 - - 0.08 HCM Control Delay (s) 14.7 7.7 0 - 7.9 0 - 14.8 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.7 0 - - 0.2 - - 0.3 2: Vine Street & West Access Existing Ward Alternative Energy TIS Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/13/2015 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 7 225 272 1 4 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 87 87 84 84 54 54 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 259 324 1 7 17 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 325 0 - 0 599 324 Stage 1 - - - - 324 - Stage 2 - - - - 275 - 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 1235 - - - 465 717 Stage 1 - - - - 733 - Stage 2 - - - - 771 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1235 - - - 461 717 Mov Cap-2 Maneuver - - - - 461 - Stage 1 - - - - 733 - Stage 2 - - - - 765 - Approach EB WB SB HCM Control Delay, s 0.2 0 11.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1235 - - - 612 HCM Lane V/C Ratio 0.007 - - - 0.039 HCM Control Delay (s) 7.9 0 - - 11.1 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 3: Vine Street & East Access Existing Ward Alternative Energy TIS Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/13/2015 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 4 218 266 4 7 12 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 84 84 43 43 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 251 317 5 16 28 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 321 0 - 0 579 319 Stage 1 - - - - 319 - Stage 2 - - - - 260 - 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 1239 - - - 477 722 Stage 1 - - - - 737 - Stage 2 - - - - 783 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1239 - - - 475 722 Mov Cap-2 Maneuver - - - - 475 - Stage 1 - - - - 737 - Stage 2 - - - - 779 - Approach EB WB SB HCM Control Delay, s 0.1 0 11.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1239 - - - 606 HCM Lane V/C Ratio 0.004 - - - 0.073 HCM Control Delay (s) 7.9 0 - - 11.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.2 4: Lemay & Vine Street/Vine Existing Ward Alternative Energy TIS Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/13/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 27 150 53 53 175 131 33 366 37 75 694 55 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1823 1824 1863 1832 1824 1824 1863 1824 1824 1937 1824 Adj Flow Rate, veh/h 30 167 59 58 190 142 40 441 45 93 857 68 Adj No. of Lanes 110110010010 Peak Hour Factor 0.90 0.90 0.90 0.92 0.92 0.92 0.83 0.83 0.83 0.81 0.81 0.81 Percent Heavy Veh, % 255255222222 Cap, veh/h 99 285 101 187 215 160 112 1205 120 149 1296 101 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 1.00 1.00 1.00 0.85 0.85 0.85 Sat Flow, veh/h 1044 1280 452 1150 963 720 90 1415 141 133 1522 118 Grp Volume(v), veh/h 30 0 226 58 0 332 526 0 0 1018 0 0 Grp Sat Flow(s),veh/h/ln 1044 0 1732 1150 0 1683 1646 0 0 1773 0 0 Q Serve(g_s), s 3.2 0.0 12.8 5.2 0.0 21.0 0.0 0.0 0.0 3.7 0.0 0.0 Cycle Q Clear(g_c), s 24.2 0.0 12.8 18.1 0.0 21.0 0.0 0.0 0.0 19.3 0.0 0.0 Prop In Lane 1.00 0.26 1.00 0.43 0.08 0.09 0.09 0.07 Lane Grp Cap(c), veh/h 99 0 386 187 0 375 1437 0 0 1545 0 0 V/C Ratio(X) 0.30 0.00 0.59 0.31 0.00 0.89 0.37 0.00 0.00 0.66 0.00 0.00 Avail Cap(c_a), veh/h 99 0 386 187 0 375 1437 0 0 1545 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.95 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 53.1 0.0 38.2 46.3 0.0 41.4 0.0 0.0 0.0 2.6 0.0 0.0 Incr Delay (d2), s/veh 1.7 0.0 2.3 0.9 0.0 21.5 0.7 0.0 0.0 2.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 6.4 1.7 0.0 12.0 0.3 0.0 0.0 10.6 0.0 0.0 LnGrp Delay(d),s/veh 54.8 0.0 40.5 47.2 0.0 62.9 0.7 0.0 0.0 4.8 0.0 0.0 LnGrp LOS D D D E A A Approach Vol, veh/h 256 390 526 1018 Approach Delay, s/veh 42.2 60.6 0.7 4.8 Approach LOS D E A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 98.2 29.0 98.2 29.0 Change Period (Y+Rc), s * 5 5.5 5.0 5.5 Max Green Setting (Gmax), s * 77 23.5 76.0 23.5 Max Q Clear Time (g_c+I1), s 21.3 26.2 2.0 23.0 Green Ext Time (p_c), s 9.7 0.0 9.8 0.2 Intersection Summary HCM 2010 Ctrl Delay 18.1 HCM 2010 LOS B Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 1: Linden Street/Redwood Street & Vine Street Existing Ward Alternative Energy TIS Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/13/2015 Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 10 295 51 43 163 16 56 23 104 2 6 5 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 84 84 84 87 87 87 83 83 83 81 81 81 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 12 351 61 49 187 18 67 28 125 2 7 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 206 0 0 412 0 0 707 710 382 777 731 197 Stage 1 - - - - - - 405 405 - 295 295 - Stage 2 - - - - - - 302 305 - 482 436 - 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 1365 - - 1147 - - 350 359 665 314 349 844 Stage 1 - - - - - - 622 598 - 713 669 - Stage 2 - - - - - - 707 662 - 565 580 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1365 - - 1147 - - 326 338 665 228 328 844 Mov Cap-2 Maneuver - - - - - - 326 338 - 228 328 - Stage 1 - - - - - - 615 591 - 704 637 - Stage 2 - - - - - - 660 630 - 432 573 - Approach EB WB NB SB HCM Control Delay, s 0.2 1.6 19.7 14.5 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 462 1365 - - 1147 - - 394 HCM Lane V/C Ratio 0.477 0.009 - - 0.043 - - 0.041 HCM Control Delay (s) 19.7 7.7 0 - 8.3 0 - 14.5 HCM Lane LOS C A A - A A - B HCM 95th %tile Q(veh) 2.5 0 - - 0.1 - - 0.1 2: Vine Street & West Access Existing Ward Alternative Energy TIS Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/13/2015 Intersection Int Delay, s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 3 398 211 0 3 11 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 88 88 94 94 39 39 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 452 224 0 8 28 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 224 0 - 0 683 224 Stage 1 - - - - 224 - Stage 2 - - - - 459 - 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 1345 - - - 415 815 Stage 1 - - - - 813 - Stage 2 - - - - 636 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1345 - - - 414 815 Mov Cap-2 Maneuver - - - - 414 - Stage 1 - - - - 813 - Stage 2 - - - - 634 - Approach EB WB SB HCM Control Delay, s 0.1 0 10.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1345 - - - 675 HCM Lane V/C Ratio 0.003 - - - 0.053 HCM Control Delay (s) 7.7 0 - - 10.6 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.2 3: Vine Street & East Access Existing Ward Alternative Energy TIS Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/13/2015 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 5 396 207 6 13 4 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 88 88 92 92 39 39 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 6 450 225 7 33 10 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 232 0 - 0 689 228 Stage 1 - - - - 228 - Stage 2 - - - - 461 - 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 1336 - - - 412 811 Stage 1 - - - - 810 - Stage 2 - - - - 635 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1336 - - - 410 811 Mov Cap-2 Maneuver - - - - 410 - Stage 1 - - - - 810 - Stage 2 - - - - 631 - Approach EB WB SB HCM Control Delay, s 0.1 0 13.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1336 - - - 464 HCM Lane V/C Ratio 0.004 - - - 0.094 HCM Control Delay (s) 7.7 0 - - 13.6 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.3 4: Lemay & Vine Street/Vine Existing Ward Alternative Energy TIS Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/13/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 49 255 69 34 140 143 43 779 82 85 542 42 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1821 1824 1863 1836 1824 1824 1863 1824 1824 1937 1824 Adj Flow Rate, veh/h 52 268 73 37 154 157 48 875 92 98 623 48 Adj No. of Lanes 110110010010 Peak Hour Factor 0.95 0.95 0.95 0.91 0.91 0.91 0.89 0.89 0.89 0.87 0.87 0.87 Percent Heavy Veh, % 255255222222 Cap, veh/h 112 305 83 101 183 187 82 1312 136 176 1108 83 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 1.00 1.00 1.00 0.85 0.85 0.85 Sat Flow, veh/h 1064 1371 374 1035 823 839 56 1536 159 163 1296 97 Grp Volume(v), veh/h 52 0 341 37 0 311 1015 0 0 769 0 0 Grp Sat Flow(s),veh/h/ln 1064 0 1745 1035 0 1663 1750 0 0 1556 0 0 Q Serve(g_s), s 4.8 0.0 20.8 3.7 0.0 19.7 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 24.5 0.0 20.8 24.5 0.0 19.7 0.0 0.0 0.0 10.8 0.0 0.0 Prop In Lane 1.00 0.21 1.00 0.50 0.05 0.09 0.13 0.06 Lane Grp Cap(c), veh/h 112 0 389 101 0 370 1530 0 0 1367 0 0 V/C Ratio(X) 0.46 0.00 0.88 0.37 0.00 0.84 0.66 0.00 0.00 0.56 0.00 0.00 Avail Cap(c_a), veh/h 112 0 389 101 0 370 1530 0 0 1367 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.95 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 52.8 0.0 41.3 53.2 0.0 40.9 0.0 0.0 0.0 1.9 0.0 0.0 Incr Delay (d2), s/veh 3.0 0.0 19.7 2.2 0.0 15.7 2.2 0.0 0.0 1.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 12.2 1.2 0.0 10.6 0.9 0.0 0.0 6.2 0.0 0.0 LnGrp Delay(d),s/veh 55.8 0.0 61.0 55.5 0.0 56.6 2.2 0.0 0.0 3.6 0.0 0.0 LnGrp LOS E E E E A A Approach Vol, veh/h 393 348 1015 769 Approach Delay, s/veh 60.3 56.4 2.2 3.6 Approach LOS EEAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 98.5 29.0 98.5 29.0 Change Period (Y+Rc), s * 5 5.5 5.0 5.5 Max Green Setting (Gmax), s * 77 23.5 76.0 23.5 Max Q Clear Time (g_c+I1), s 12.8 26.5 2.0 26.5 Green Ext Time (p_c), s 13.4 0.0 13.5 0.0 Intersection Summary HCM 2010 Ctrl Delay 19.1 HCM 2010 LOS B Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 1: Linden Street/Redwood Street & Vine Street Year 2020 Background Ward Alternative Energy TIS Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/17/2015 Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 212 43 69 222 6 39 5 36 8 12 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 88 88 88 86 86 86 84 84 84 75 75 75 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 241 49 80 258 7 46 6 43 11 16 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 265 0 0 290 0 0 708 700 265 721 721 262 Stage 1 - - - - - - 274 274 - 422 422 - Stage 2 - - - - - - 434 426 - 299 299 - 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 1299 - - 1272 - - 350 363 774 343 353 777 Stage 1 - - - - - - 732 683 - 609 588 - Stage 2 - - - - - - 600 586 - 710 666 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1299 - - 1272 - - 313 334 774 300 325 777 Mov Cap-2 Maneuver - - - - - - 313 334 - 300 325 - Stage 1 - - - - - - 728 680 - 606 544 - Stage 2 - - - - - - 534 543 - 661 663 - Approach EB WB NB SB HCM Control Delay, s 0.1 1.9 15.7 15.9 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 430 1299 - - 1272 - - 365 HCM Lane V/C Ratio 0.221 0.003 - - 0.063 - - 0.095 HCM Control Delay (s) 15.7 7.8 0 - 8 0 - 15.9 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 0.8 0 - - 0.2 - - 0.3 2: Vine Street & West Access Year 2020 Background Ward Alternative Energy TIS Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/17/2015 Intersection Int Delay, s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 8 242 293 1 4 10 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 84 84 54 54 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 9 278 349 1 7 19 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 350 0 - 0 646 349 Stage 1 - - - - 349 - Stage 2 - - - - 297 - 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 1209 - - - 436 694 Stage 1 - - - - 714 - Stage 2 - - - - 754 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1209 - - - 432 694 Mov Cap-2 Maneuver - - - - 432 - Stage 1 - - - - 714 - Stage 2 - - - - 747 - Approach EB WB SB HCM Control Delay, s 0.3 0 11.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1209 - - - 592 HCM Lane V/C Ratio 0.008 - - - 0.044 HCM Control Delay (s) 8 0 - - 11.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 3: Vine Street & East Access Year 2020 Background Ward Alternative Energy TIS Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/17/2015 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 4 235 287 4 8 13 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 84 84 43 43 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 270 342 5 19 30 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 346 0 - 0 623 344 Stage 1 - - - - 344 - Stage 2 - - - - 279 - 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 1213 - - - 450 699 Stage 1 - - - - 718 - Stage 2 - - - - 768 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1213 - - - 448 699 Mov Cap-2 Maneuver - - - - 448 - Stage 1 - - - - 718 - Stage 2 - - - - 764 - Approach EB WB SB HCM Control Delay, s 0.1 0 11.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1213 - - - 576 HCM Lane V/C Ratio 0.004 - - - 0.085 HCM Control Delay (s) 8 0 - - 11.8 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.3 4: Lemay & Vine Street/Vine Year 2020 Background Ward Alternative Energy TIS Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/18/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 29 162 57 57 189 141 36 394 40 81 748 59 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1823 1824 1863 1832 1824 1824 1863 1824 1824 1937 1824 Adj Flow Rate, veh/h 32 180 63 62 205 153 43 475 48 100 923 73 Adj No. of Lanes 110110010010 Peak Hour Factor 0.90 0.90 0.90 0.92 0.92 0.92 0.83 0.83 0.83 0.81 0.81 0.81 Percent Heavy Veh, % 255255222222 Cap, veh/h 78 286 100 174 215 160 111 1204 119 150 1291 100 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 1.00 1.00 1.00 0.85 0.85 0.85 Sat Flow, veh/h 1019 1283 449 1132 964 719 89 1408 139 134 1511 117 Grp Volume(v), veh/h 32 0 243 62 0 358 566 0 0 1096 0 0 Grp Sat Flow(s),veh/h/ln 1019 0 1732 1132 0 1683 1636 0 0 1762 0 0 Q Serve(g_s), s 1.4 0.0 14.0 5.8 0.0 23.1 0.0 0.0 0.0 9.1 0.0 0.0 Cycle Q Clear(g_c), s 24.5 0.0 14.0 19.7 0.0 23.1 0.0 0.0 0.0 23.5 0.0 0.0 Prop In Lane 1.00 0.26 1.00 0.43 0.08 0.08 0.09 0.07 Lane Grp Cap(c), veh/h 78 0 386 174 0 375 1434 0 0 1542 0 0 V/C Ratio(X) 0.41 0.00 0.63 0.36 0.00 0.95 0.39 0.00 0.00 0.71 0.00 0.00 Avail Cap(c_a), veh/h 78 0 386 174 0 375 1434 0 0 1542 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.95 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 54.7 0.0 38.7 47.6 0.0 42.2 0.0 0.0 0.0 2.8 0.0 0.0 Incr Delay (d2), s/veh 3.4 0.0 3.3 1.2 0.0 34.8 0.8 0.0 0.0 2.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 7.0 1.9 0.0 14.4 0.3 0.0 0.0 12.5 0.0 0.0 LnGrp Delay(d),s/veh 58.1 0.0 41.9 48.8 0.0 77.0 0.8 0.0 0.0 5.6 0.0 0.0 LnGrp LOS E D D E A A Approach Vol, veh/h 275 420 566 1096 Approach Delay, s/veh 43.8 72.8 0.8 5.6 Approach LOS D E A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 98.5 29.0 98.5 29.0 Change Period (Y+Rc), s * 5 5.5 5.0 5.5 Max Green Setting (Gmax), s * 77 23.5 76.0 23.5 Max Q Clear Time (g_c+I1), s 25.5 26.5 2.0 25.1 Green Ext Time (p_c), s 11.5 0.0 11.8 0.0 Intersection Summary HCM 2010 Ctrl Delay 20.9 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 1: Linden Street/Redwood Street & Vine Street Year 2020 Background Ward Alternative Energy TIS Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/17/2015 Intersection Int Delay, s/veh 6.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 11 318 55 46 176 17 60 25 112 2 6 5 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 84 84 84 87 87 87 83 83 83 81 81 81 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 13 379 65 53 202 20 72 30 135 2 7 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 222 0 0 444 0 0 763 766 411 838 788 212 Stage 1 - - - - - - 438 438 - 318 318 - Stage 2 - - - - - - 325 328 - 520 470 - 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 1347 - - 1116 - - 321 333 641 286 323 828 Stage 1 - - - - - - 597 579 - 693 654 - Stage 2 - - - - - - 687 647 - 539 560 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1347 - - 1116 - - 297 311 641 199 302 828 Mov Cap-2 Maneuver - - - - - - 297 311 - 199 302 - Stage 1 - - - - - - 589 571 - 684 619 - Stage 2 - - - - - - 637 612 - 398 553 - Approach EB WB NB SB HCM Control Delay, s 0.2 1.6 23.1 15.4 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 431 1347 - - 1116 - - 362 HCM Lane V/C Ratio 0.551 0.01 - - 0.047 - - 0.044 HCM Control Delay (s) 23.1 7.7 0 - 8.4 0 - 15.4 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 3.2 0 - - 0.1 - - 0.1 2: Vine Street & West Access Year 2020 Background Ward Alternative Energy TIS Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/17/2015 Intersection Int Delay, s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 3 429 227 0 3 12 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 88 88 94 94 39 39 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 488 241 0 8 31 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 241 0 - 0 735 241 Stage 1 - - - - 241 - Stage 2 - - - - 494 - 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 1326 - - - 387 798 Stage 1 - - - - 799 - Stage 2 - - - - 613 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1326 - - - 386 798 Mov Cap-2 Maneuver - - - - 386 - Stage 1 - - - - 799 - Stage 2 - - - - 611 - Approach EB WB SB HCM Control Delay, s 0.1 0 10.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1326 - - - 658 HCM Lane V/C Ratio 0.003 - - - 0.058 HCM Control Delay (s) 7.7 0 - - 10.8 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.2 3: Vine Street & East Access Year 2020 Background Ward Alternative Energy TIS Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/17/2015 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 5 427 223 6 14 4 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 88 88 92 92 39 39 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 6 485 242 7 36 10 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 249 0 - 0 743 246 Stage 1 - - - - 246 - Stage 2 - - - - 497 - 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 1317 - - - 383 793 Stage 1 - - - - 795 - Stage 2 - - - - 611 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1317 - - - 381 793 Mov Cap-2 Maneuver - - - - 381 - Stage 1 - - - - 795 - Stage 2 - - - - 607 - Approach EB WB SB HCM Control Delay, s 0.1 0 14.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1317 - - - 431 HCM Lane V/C Ratio 0.004 - - - 0.107 HCM Control Delay (s) 7.7 0 - - 14.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.4 4: Lemay & Vine Street/Vine Year 2020 Background Ward Alternative Energy TIS Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 9/17/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 53 275 74 37 151 154 46 839 88 92 584 45 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1821 1824 1863 1836 1824 1824 1863 1824 1824 1937 1824 Adj Flow Rate, veh/h 56 289 78 41 166 169 52 943 99 106 671 52 Adj No. of Lanes 110110010010 Peak Hour Factor 0.95 0.95 0.95 0.91 0.91 0.91 0.89 0.89 0.89 0.87 0.87 0.87 Percent Heavy Veh, % 255255222222 Cap, veh/h 93 306 83 81 184 187 83 1304 135 174 1084 82 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 1.00 1.00 1.00 0.85 0.85 0.85 Sat Flow, veh/h 1041 1374 371 1011 824 839 57 1526 158 160 1269 96 Grp Volume(v), veh/h 56 0 367 41 0 335 1094 0 0 829 0 0 Grp Sat Flow(s),veh/h/ln 1041 0 1745 1011 0 1663 1741 0 0 1525 0 0 Q Serve(g_s), s 2.9 0.0 22.8 1.7 0.0 21.6 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 24.5 0.0 22.8 24.5 0.0 21.6 0.0 0.0 0.0 12.2 0.0 0.0 Prop In Lane 1.00 0.21 1.00 0.50 0.05 0.09 0.13 0.06 Lane Grp Cap(c), veh/h 93 0 389 81 0 370 1522 0 0 1340 0 0 V/C Ratio(X) 0.60 0.00 0.94 0.50 0.00 0.90 0.72 0.00 0.00 0.62 0.00 0.00 Avail Cap(c_a), veh/h 93 0 389 81 0 370 1522 0 0 1340 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.95 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 54.3 0.0 42.1 54.7 0.0 41.6 0.0 0.0 0.0 2.1 0.0 0.0 Incr Delay (d2), s/veh 10.3 0.0 31.6 4.9 0.0 24.8 2.8 0.0 0.0 2.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 14.3 1.4 0.0 12.4 1.2 0.0 0.0 7.0 0.0 0.0 LnGrp Delay(d),s/veh 64.6 0.0 73.7 59.5 0.0 66.4 2.8 0.0 0.0 4.2 0.0 0.0 LnGrp LOS E E E E A A Approach Vol, veh/h 423 376 1094 829 Approach Delay, s/veh 72.5 65.7 2.8 4.2 Approach LOS EEAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 98.5 29.0 98.5 29.0 Change Period (Y+Rc), s * 5 5.5 5.0 5.5 Max Green Setting (Gmax), s * 77 23.5 76.0 23.5 Max Q Clear Time (g_c+I1), s 14.2 26.5 2.0 26.5 Green Ext Time (p_c), s 16.5 0.0 16.8 0.0 Intersection Summary HCM 2010 Ctrl Delay 22.7 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 1: Linden Street/Redwood Street & Vine Street Year 2020 Total Ward Alternative Energy TIS Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 12/9/2015 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 13 206 43 67 215 9 39 7 36 12 14 13 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 88 88 88 86 86 86 84 84 84 75 75 75 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 15 234 49 78 250 10 46 8 43 16 19 17 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 260 0 0 283 0 0 717 704 259 725 724 255 Stage 1 - - - - - - 288 288 - 411 411 - Stage 2 - - - - - - 429 416 - 314 313 - 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 1304 - - 1279 - - 345 361 780 340 352 784 Stage 1 - - - - - - 720 674 - 618 595 - Stage 2 - - - - - - 604 592 - 697 657 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1304 - - 1279 - - 302 331 780 295 322 784 Mov Cap-2 Maneuver - - - - - - 302 331 - 295 322 - Stage 1 - - - - - - 710 665 - 609 553 - Stage 2 - - - - - - 530 550 - 641 648 - Approach EB WB NB SB HCM Control Delay, s 0.4 1.8 16.3 15.7 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 417 1304 - - 1279 - - 387 HCM Lane V/C Ratio 0.234 0.011 - - 0.061 - - 0.134 HCM Control Delay (s) 16.3 7.8 0 - 8 0 - 15.7 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 0.9 0 - - 0.2 - - 0.5 2: Vine Street & West Access Year 2020 Total Ward Alternative Energy TIS Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 12/9/2015 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 0 246 296 0 2 4 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 43 43 54 54 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 283 688 0 4 7 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 688 0 - 0 971 688 Stage 1 - - - - 688 - Stage 2 - - - - 283 - 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 906 - - - 280 446 Stage 1 - - - - 499 - Stage 2 - - - - 765 - Platoon blocked, % - - - Mov Cap-1 Maneuver 906 - - - 280 446 Mov Cap-2 Maneuver - - - - 280 - Stage 1 - - - - 499 - Stage 2 - - - - 765 - Approach EB WB SB HCM Control Delay, s 0 0 15 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 906 - - - 372 HCM Lane V/C Ratio ---- 0.03 HCM Control Delay (s) 0 - - - 15 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0 - - - 0.1 3: Vine Street & East Access Year 2020 Total Ward Alternative Energy TIS Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 12/9/2015 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 4 237 289 4 8 12 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 84 84 43 43 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 272 344 5 19 28 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 349 0 - 0 628 346 Stage 1 - - - - 346 - Stage 2 - - - - 282 - 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 1210 - - - 447 697 Stage 1 - - - - 716 - Stage 2 - - - - 766 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1210 - - - 445 697 Mov Cap-2 Maneuver - - - - 445 - Stage 1 - - - - 716 - Stage 2 - - - - 762 - Approach EB WB SB HCM Control Delay, s 0.1 0 11.9 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1210 - - - 568 HCM Lane V/C Ratio 0.004 - - - 0.082 HCM Control Delay (s) 8 0 - - 11.9 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.3 4: Lemay & Vine Street/Vine Year 2020 Total Ward Alternative Energy TIS Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 12/9/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 29 163 58 57 190 141 37 394 40 81 748 59 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1823 1824 1863 1832 1824 1824 1863 1824 1824 1937 1824 Adj Flow Rate, veh/h 32 181 64 62 207 153 45 475 48 100 923 73 Adj No. of Lanes 110110010010 Peak Hour Factor 0.90 0.90 0.90 0.92 0.92 0.92 0.83 0.83 0.83 0.81 0.81 0.81 Percent Heavy Veh, % 255255222222 Cap, veh/h 77 285 101 172 216 159 116 1195 118 150 1291 100 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 1.00 1.00 1.00 0.85 0.85 0.85 Sat Flow, veh/h 1017 1279 452 1130 968 716 94 1398 138 134 1511 117 Grp Volume(v), veh/h 32 0 245 62 0 360 568 0 0 1096 0 0 Grp Sat Flow(s),veh/h/ln 1017 0 1732 1130 0 1684 1630 0 0 1762 0 0 Q Serve(g_s), s 1.3 0.0 14.1 5.8 0.0 23.2 0.0 0.0 0.0 9.1 0.0 0.0 Cycle Q Clear(g_c), s 24.5 0.0 14.1 19.9 0.0 23.2 0.0 0.0 0.0 23.5 0.0 0.0 Prop In Lane 1.00 0.26 1.00 0.43 0.08 0.08 0.09 0.07 Lane Grp Cap(c), veh/h 77 0 386 172 0 375 1428 0 0 1542 0 0 V/C Ratio(X) 0.42 0.00 0.64 0.36 0.00 0.96 0.40 0.00 0.00 0.71 0.00 0.00 Avail Cap(c_a), veh/h 77 0 386 172 0 375 1428 0 0 1542 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.95 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 54.8 0.0 38.7 47.7 0.0 42.3 0.0 0.0 0.0 2.8 0.0 0.0 Incr Delay (d2), s/veh 3.5 0.0 3.4 1.3 0.0 36.0 0.8 0.0 0.0 2.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 7.1 1.9 0.0 14.5 0.3 0.0 0.0 12.5 0.0 0.0 LnGrp Delay(d),s/veh 58.3 0.0 42.1 49.0 0.0 78.2 0.8 0.0 0.0 5.6 0.0 0.0 LnGrp LOS E D D E A A Approach Vol, veh/h 277 422 568 1096 Approach Delay, s/veh 44.0 73.9 0.8 5.6 Approach LOS D E A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 98.5 29.0 98.5 29.0 Change Period (Y+Rc), s * 5 5.5 5.0 5.5 Max Green Setting (Gmax), s * 77 23.5 76.0 23.5 Max Q Clear Time (g_c+I1), s 25.5 26.5 2.0 25.2 Green Ext Time (p_c), s 11.6 0.0 11.9 0.0 Intersection Summary HCM 2010 Ctrl Delay 21.1 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 5: Redwood Street & Site Access/Cajetan Street Year 2020 Total Ward Alternative Energy TIS Timing Plan: AM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 12/9/2015 Intersection Int Delay, s/veh 0 Movement SET SER NWL NWT NEL NER Vol, veh/h 0 34 13 0 14 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Free Free RT Channelized - None - None - None Storage Length - 0 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 40 15 0 16 7 Major/Minor Minor2 Minor1 Major1 Conflicting Flow All 40 0 0 36 0 0 Stage 1 0 - 0 36 - - Stage 2 40 - 0 0 - - Critical Hdwy - - - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - - Pot Cap-1 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Platoon blocked, % - Mov Cap-1 Maneuver 0 - - 0 - - Mov Cap-2 Maneuver 0 - - 0 - - Stage 1 0 - - 0 - - Stage 2 0 - - 0 - - Approach SE NW NE HCM Control Delay, s HCM LOS - - Minor Lane/Major Mvmt NEL NERNWLn1 SELn1 Capacity (veh/h) ---- HCM Lane V/C Ratio ---- HCM Control Delay (s) ---- HCM Lane LOS ---- HCM 95th %tile Q(veh) ---- 1: Linden Street/Redwood Street & Vine Street Year 2020 Total Ward Alternative Energy TIS Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 12/9/2015 Intersection Int Delay, s/veh 6.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 16 316 55 43 168 19 60 27 111 5 9 13 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 88 88 88 86 86 86 84 84 84 75 75 75 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 18 359 62 50 195 22 71 32 132 7 12 17 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 217 0 0 422 0 0 748 744 390 815 764 206 Stage 1 - - - - - - 427 427 - 306 306 - Stage 2 - - - - - - 321 317 - 509 458 - 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 1353 - - 1137 - - 329 343 658 296 334 835 Stage 1 - - - - - - 606 585 - 704 662 - Stage 2 - - - - - - 691 654 - 547 567 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1353 - - 1137 - - 297 320 658 207 312 835 Mov Cap-2 Maneuver - - - - - - 297 320 - 207 312 - Stage 1 - - - - - - 595 574 - 691 629 - Stage 2 - - - - - - 631 621 - 405 557 - Approach EB WB NB SB HCM Control Delay, s 0.3 1.6 22.6 15.1 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 435 1353 - - 1137 - - 394 HCM Lane V/C Ratio 0.542 0.013 - - 0.044 - - 0.091 HCM Control Delay (s) 22.6 7.7 0 - 8.3 0 - 15.1 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 3.1 0 - - 0.1 - - 0.3 2: Vine Street & West Access Year 2020 Total Ward Alternative Energy TIS Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 12/9/2015 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 0 432 229 0 2 4 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 43 43 54 54 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 497 533 0 4 7 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 533 0 - 0 1030 533 Stage 1 - - - - 533 - Stage 2 - - - - 497 - 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 1035 - - - 259 547 Stage 1 - - - - 588 - Stage 2 - - - - 611 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1035 - - - 259 547 Mov Cap-2 Maneuver - - - - 259 - Stage 1 - - - - 588 - Stage 2 - - - - 611 - Approach EB WB SB HCM Control Delay, s 0 0 14.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1035 - - - 399 HCM Lane V/C Ratio ---- 0.028 HCM Control Delay (s) 0 - - - 14.3 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.1 3: Vine Street & East Access Year 2020 Total Ward Alternative Energy TIS Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 12/9/2015 Intersection Int Delay, s/veh 0.8 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 5 429 289 6 13 4 Conflicting Peds, #/hr 0 0 0 225 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 84 84 43 43 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 6 493 344 7 30 9 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 351 0 - 0 853 348 Stage 1 - - - - 348 - Stage 2 - - - - 505 - 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 1208 - - - 330 695 Stage 1 - - - - 715 - Stage 2 - - - - 606 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1208 - - - 328 695 Mov Cap-2 Maneuver - - - - 328 - Stage 1 - - - - 715 - Stage 2 - - - - 602 - Approach EB WB SB HCM Control Delay, s 0.1 0 15.7 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1208 - - - 375 HCM Lane V/C Ratio 0.005 - - - 0.105 HCM Control Delay (s) 8 0 - - 15.7 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 0.4 4: Lemay & Vine Street/Vine Year 2020 Total Ward Alternative Energy TIS Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 12/9/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 53 276 75 37 152 154 47 839 88 92 584 45 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1821 1824 1863 1836 1824 1824 1863 1824 1824 1937 1824 Adj Flow Rate, veh/h 59 307 83 40 165 167 57 1011 106 114 721 56 Adj No. of Lanes 110110010010 Peak Hour Factor 0.90 0.90 0.90 0.92 0.92 0.92 0.83 0.83 0.83 0.81 0.81 0.81 Percent Heavy Veh, % 255255222222 Cap, veh/h 107 319 86 76 192 194 85 1280 132 171 1045 79 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 1.00 1.00 1.00 0.85 0.85 0.85 Sat Flow, veh/h 1044 1374 371 990 827 837 60 1514 156 159 1235 94 Grp Volume(v), veh/h 59 0 390 40 0 332 1174 0 0 891 0 0 Grp Sat Flow(s),veh/h/ln 1044 0 1745 990 0 1663 1730 0 0 1488 0 0 Q Serve(g_s), s 4.4 0.0 24.3 1.2 0.0 21.1 0.0 0.0 0.0 5.5 0.0 0.0 Cycle Q Clear(g_c), s 25.5 0.0 24.3 25.5 0.0 21.1 0.0 0.0 0.0 17.4 0.0 0.0 Prop In Lane 1.00 0.21 1.00 0.50 0.05 0.09 0.13 0.06 Lane Grp Cap(c), veh/h 107 0 405 76 0 386 1497 0 0 1295 0 0 V/C Ratio(X) 0.55 0.00 0.96 0.53 0.00 0.86 0.78 0.00 0.00 0.69 0.00 0.00 Avail Cap(c_a), veh/h 107 0 405 76 0 386 1497 0 0 1295 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.95 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 53.4 0.0 41.8 54.8 0.0 40.5 0.0 0.0 0.0 2.5 0.0 0.0 Incr Delay (d2), s/veh 5.8 0.0 35.3 6.5 0.0 17.6 4.0 0.0 0.0 3.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 15.7 1.3 0.0 11.6 1.7 0.0 0.0 9.0 0.0 0.0 LnGrp Delay(d),s/veh 59.2 0.0 77.1 61.3 0.0 58.2 4.0 0.0 0.0 5.5 0.0 0.0 LnGrp LOS E E E E A A Approach Vol, veh/h 449 372 1174 891 Approach Delay, s/veh 74.8 58.5 4.0 5.5 Approach LOS EEAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 97.5 30.0 97.5 30.0 Change Period (Y+Rc), s * 5 5.5 5.0 5.5 Max Green Setting (Gmax), s * 76 24.5 75.0 24.5 Max Q Clear Time (g_c+I1), s 19.4 27.5 2.0 27.5 Green Ext Time (p_c), s 19.9 0.0 21.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 22.5 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 5: Redwood Street & Site Access/Cajetan Street Year 2020 Total Ward Alternative Energy TIS Timing Plan: PM Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 12/9/2015 Intersection Int Delay, s/veh 0 Movement SET SER NWL NWT NEL NER Vol, veh/h 0 14 14 0 53 16 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Free Free RT Channelized - None - None - None Storage Length - 0 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 16 16 0 62 19 Major/Minor Minor2 Minor1 Major1 Conflicting Flow All 144 0 0 134 0 0 Stage 1 0 - 0 134 - - Stage 2 144 - 0 0 - - Critical Hdwy - - - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - - Pot Cap-1 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Platoon blocked, % - Mov Cap-1 Maneuver 0 - - 0 - - Mov Cap-2 Maneuver 0 - - 0 - - Stage 1 0 - - 0 - - Stage 2 0 - - 0 - - Approach SE NW NE HCM Control Delay, s HCM LOS - - Minor Lane/Major Mvmt NEL NERNWLn1 SELn1 Capacity (veh/h) ---- HCM Lane V/C Ratio ---- HCM Control Delay (s) ---- HCM Lane LOS ---- HCM 95th %tile Q(veh) ---- Sustainable Traffic Solutions, Inc. Ward Alternative Energy Traffic Impact Study Arris Architecture Fort Collins, Colorado December 10, 2015 Appendix C SimTraffic Analysis Results Queuing and Blocking Report Existing Ward Alternative Energy TIS AM Henderson - Sustainable Traffic Solutions, Inc. SimTraffic Report 9/13/2015 Intersection: 1: Linden Street/Redwood Street & Vine Street Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 13 84 78 39 Average Queue (ft) 1 17 34 14 95th Queue (ft) 7 56 59 35 Link Distance (ft) 2163 279 555 444 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Vine Street & West Access Movement EB SB Directions Served LT LR Maximum Queue (ft) 25 34 Average Queue (ft) 1 10 95th Queue (ft) 14 34 Link Distance (ft) 279 141 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Vine Street & East Access Movement EB SB Directions Served LT LR Maximum Queue (ft) 19 35 Average Queue (ft) 1 13 95th Queue (ft) 9 38 Link Distance (ft) 484 160 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing Ward Alternative Energy TIS AM Henderson - Sustainable Traffic Solutions, Inc. SimTraffic Report 9/13/2015 Intersection: 4: Lemay & Vine Street/Vine Movement EB EB WB WB NB SB Directions Served L TR L TR LTR LTR Maximum Queue (ft) 158 276 255 419 575 709 Average Queue (ft) 40 128 74 208 178 291 95th Queue (ft) 104 231 196 364 462 590 Link Distance (ft) 2100 3886 2533 1411 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 200 240 Storage Blk Time (%) 2 0 9 Queuing Penalty (veh) 1 0 5 Zone Summary Zone wide Queuing Penalty: 6 Queuing and Blocking Report Existing Ward Alternative Energy TIS PM Henderson - Sustainable Traffic Solutions, Inc. SimTraffic Report 9/13/2015 Intersection: 1: Linden Street/Redwood Street & Vine Street Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 41 84 110 30 Average Queue (ft) 2 14 50 8 95th Queue (ft) 18 53 86 27 Link Distance (ft) 2163 279 555 444 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Vine Street & West Access Movement EB SB Directions Served LT LR Maximum Queue (ft) 14 34 Average Queue (ft) 0 12 95th Queue (ft) 6 36 Link Distance (ft) 279 141 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Vine Street & East Access Movement EB SB Directions Served LT LR Maximum Queue (ft) 16 39 Average Queue (ft) 1 12 95th Queue (ft) 11 37 Link Distance (ft) 484 160 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing Ward Alternative Energy TIS PM Henderson - Sustainable Traffic Solutions, Inc. SimTraffic Report 9/13/2015 Intersection: 4: Lemay & Vine Street/Vine Movement EB EB WB WB NB SB Directions Served L TR L TR LTR LTR Maximum Queue (ft) 224 574 173 334 1853 1459 Average Queue (ft) 90 305 47 175 1089 1319 95th Queue (ft) 215 562 115 289 1929 1782 Link Distance (ft) 2100 3886 2533 1411 Upstream Blk Time (%) 0 68 Queuing Penalty (veh) 1 0 Storage Bay Dist (ft) 200 240 Storage Blk Time (%) 1 35 4 Queuing Penalty (veh) 4 17 1 Zone Summary Zone wide Queuing Penalty: 24 Queuing and Blocking Report Year 2020 Background Ward Alternative Energy TIS AM Henderson - Sustainable Traffic Solutions, Inc. SimTraffic Report 9/17/2015 Intersection: 1: Linden Street/Redwood Street & Vine Street Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 20 94 71 39 Average Queue (ft) 1 19 33 15 95th Queue (ft) 10 63 58 36 Link Distance (ft) 2163 279 555 444 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Vine Street & West Access Movement EB SB Directions Served LT LR Maximum Queue (ft) 45 32 Average Queue (ft) 3 11 95th Queue (ft) 21 34 Link Distance (ft) 279 141 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Vine Street & East Access Movement EB SB Directions Served LT LR Maximum Queue (ft) 11 33 Average Queue (ft) 0 16 95th Queue (ft) 6 41 Link Distance (ft) 484 160 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Year 2020 Background Ward Alternative Energy TIS AM Henderson - Sustainable Traffic Solutions, Inc. SimTraffic Report 9/17/2015 Intersection: 4: Lemay & Vine Street/Vine Movement EB EB WB WB NB SB Directions Served L TR L TR LTR LTR Maximum Queue (ft) 159 332 264 560 990 1104 Average Queue (ft) 61 151 99 314 355 607 95th Queue (ft) 147 338 257 600 898 1266 Link Distance (ft) 2100 3886 2533 1411 Upstream Blk Time (%) 5 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 200 240 Storage Blk Time (%) 3 4 0 29 Queuing Penalty (veh) 7 1 0 17 Zone Summary Zone wide Queuing Penalty: 24 Queuing and Blocking Report Year 2020 Background Ward Alternative Energy TIS PM Henderson - Sustainable Traffic Solutions, Inc. SimTraffic Report 9/17/2015 Intersection: 1: Linden Street/Redwood Street & Vine Street Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 40 79 124 32 Average Queue (ft) 2 15 59 9 95th Queue (ft) 19 53 100 29 Link Distance (ft) 2163 279 555 444 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Vine Street & West Access Movement EB SB Directions Served LT LR Maximum Queue (ft) 22 32 Average Queue (ft) 1 12 95th Queue (ft) 11 36 Link Distance (ft) 279 141 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Vine Street & East Access Movement EB SB Directions Served LT LR Maximum Queue (ft) 40 35 Average Queue (ft) 3 14 95th Queue (ft) 38 39 Link Distance (ft) 484 160 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Year 2020 Background Ward Alternative Energy TIS PM Henderson - Sustainable Traffic Solutions, Inc. SimTraffic Report 9/17/2015 Intersection: 4: Lemay & Vine Street/Vine Movement EB EB WB WB NB SB Directions Served L TR L TR LTR LTR Maximum Queue (ft) 225 1405 249 496 2072 1457 Average Queue (ft) 164 735 80 280 1349 1405 95th Queue (ft) 285 1553 218 511 2117 1610 Link Distance (ft) 2100 3886 2533 1411 Upstream Blk Time (%) 0 1 80 Queuing Penalty (veh) 2 4 0 Storage Bay Dist (ft) 200 240 Storage Blk Time (%) 20 60 1 27 Queuing Penalty (veh) 71 32 3 10 Zone Summary Zone wide Queuing Penalty: 122 Queuing and Blocking Report Year 2020 Total Ward Alternative Energy TIS AM Henderson - Sustainable Traffic Solutions, Inc. SimTraffic Report 12/9/2015 Intersection: 1: Linden Street/Redwood Street & Vine Street Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 38 100 71 37 Average Queue (ft) 3 20 35 19 95th Queue (ft) 19 66 59 39 Link Distance (ft) 2163 172 555 466 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Vine Street & West Access Movement SB Directions Served LR Maximum Queue (ft) 30 Average Queue (ft) 6 95th Queue (ft) 25 Link Distance (ft) 125 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Vine Street & East Access Movement EB SB Directions Served LT LR Maximum Queue (ft) 17 41 Average Queue (ft) 1 15 95th Queue (ft) 12 41 Link Distance (ft) 489 160 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Year 2020 Total Ward Alternative Energy TIS AM Henderson - Sustainable Traffic Solutions, Inc. SimTraffic Report 12/9/2015 Intersection: 4: Lemay & Vine Street/Vine Movement EB EB WB WB NB SB Directions Served L TR L TR LTR LTR Maximum Queue (ft) 174 279 264 540 1209 1207 Average Queue (ft) 57 140 95 292 436 648 95th Queue (ft) 142 239 249 521 1112 1360 Link Distance (ft) 2100 3886 2533 1411 Upstream Blk Time (%) 8 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 200 240 Storage Blk Time (%) 1 3 0 27 Queuing Penalty (veh) 1 1 0 15 Intersection: 5: Redwood Street & Site Access/Cajetan Street Movement SE NW Directions Served R L Maximum Queue (ft) 43 31 Average Queue (ft) 22 10 95th Queue (ft) 46 34 Link Distance (ft) 457 277 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 18 Queuing and Blocking Report Year 2020 Total Ward Alternative Energy TIS PM Henderson - Sustainable Traffic Solutions, Inc. SimTraffic Report 12/9/2015 Intersection: 1: Linden Street/Redwood Street & Vine Street Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 74 83 140 35 Average Queue (ft) 5 15 56 14 95th Queue (ft) 49 54 109 35 Link Distance (ft) 2221 172 555 466 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Vine Street & West Access Movement EB SB Directions Served LT LR Maximum Queue (ft) 17 32 Average Queue (ft) 2 5 95th Queue (ft) 35 24 Link Distance (ft) 172 125 Upstream Blk Time (%) 1 Queuing Penalty (veh) 2 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Vine Street & East Access Movement EB B6 WB SB Directions Served LT T TR LR Maximum Queue (ft) 84 11 3 34 Average Queue (ft) 11 1 0 13 95th Queue (ft) 122 20 3 38 Link Distance (ft) 489 48 2106 160 Upstream Blk Time (%) 1 1 Queuing Penalty (veh) 5 4 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Year 2020 Total Ward Alternative Energy TIS PM Henderson - Sustainable Traffic Solutions, Inc. SimTraffic Report 12/9/2015 Intersection: 4: Lemay & Vine Street/Vine Movement EB EB WB WB NB SB Directions Served L TR L TR LTR LTR Maximum Queue (ft) 225 877 235 426 2619 1461 Average Queue (ft) 128 446 75 229 1954 1388 95th Queue (ft) 260 1018 197 427 3209 1686 Link Distance (ft) 2106 3892 2611 1411 Upstream Blk Time (%) 1 33 83 Queuing Penalty (veh) 5 0 0 Storage Bay Dist (ft) 200 240 Storage Blk Time (%) 10 41 0 13 Queuing Penalty (veh) 36 22 1 5 Intersection: 5: Redwood Street & Site Access/Cajetan Street Movement SE NW Directions Served R L Maximum Queue (ft) 31 34 Average Queue (ft) 10 12 95th Queue (ft) 33 37 Link Distance (ft) 457 277 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 81 Thru 255 Right 69 Peds 3 Out In Total 225 376 601 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 303-216-2439 Thru 150 Right 53 Peds 0 Out In Total 263 230 493 Peak Hour Begins at 07:45 AM Class 1 Peak Hour Data North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439 Thru 396 Right 0 Peds 0 Out In Total 211 401 612 Peak Hour Begins at 04:45 PM Class 1 Peak Hour Data North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439 Thru 218 Right 0 Peds 0 Out In Total 278 222 500 Peak Hour Begins at 07:15 AM Class 1 Peak Hour Data North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439 Thru 398 Right 0 Peds 0 Out In Total 222 401 623 Peak Hour Begins at 04:45 PM Class 1 Peak Hour Data North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439 Thru 225 Right 0 Peds 0 Out In Total 281 232 513 Peak Hour Begins at 07:30 AM Class 1 Peak Hour Data North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439 Thru 0 Right 13 Peds 0 Out In Total 49 13 62 Peak Hour Begins at 04:45 PM Class 1 Peak Hour Data North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439 Thru 0 Right 32 Peds 0 Out In Total 13 32 45 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 303-216-2439 Thru 295 Right 51 Peds 1 Out In Total 224 357 581 Peak Hour Begins at 04:45 PM Class 1 Peak Hour Data North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439 Thru 197 Right 40 Peds 3 Out In Total 248 244 492 Peak Hour Begins at 07:45 AM Class 1 Peak Hour Data North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439