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HomeMy WebLinkAbout06b Opportunity Sub Supplemental TIS Letter Report 5-05-2020 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 1 Chris Budeski, P.E. Madison Engineering 895 Technology Blvd, Suite 203 Bozeman, MT 59718 July 26, 2016 Re: Opportunity Subdivision, aka “Bozeman 6 Town Pump” Traffic Impact Study Supplement Subsequent to submittal of a Traffic Impact Study (TIS) dated May 17, 2016 for the proposed Opportunity Subdivision (aka Bozeman 6 Town Pump), the City of Bozeman staff reviewed the study and requested additional information in a memo dated June 28, 2016. Marvin & Associates coordinated efforts with Steve Kohtz, Development Review Engineer in our efforts to provide the additional information required. The narratives within this letter and accompanying attachments were developed in accordance with the review comments and together constitute supplemental TIS information. Additional Intersection Analysis The review memo indicated that five additional intersections were within one-half mile of the site and according to the Bozeman Municipal Code (BMC) Section 38.41.060.A.12.f.2.c.ii those intersections must be analyzed. The listed intersections are: a. Baxter Lane and N. 19th Avenue b. N. 19th Avenue and Valley Center Road c. Cattail Street and N. 27th Avenue d. N. 27th Avenue and Cattamount Street e. N. 27th Avenue and Catron Street Since the BMC section indicates that both intersecting streets must either be arterial or collector streets, the intersection of Catron Street with N. 27th Avenue would not need to be analyzed since Catron Street is classified as a Local Street. I-90 Eastbound Ramp Intersection The review memo indicated that the I-90 Eastbound Ramp intersection with N. 19th Avenue is failing and should be addressed in the TIS. Considering that the subject intersection is slightly more than 0.50 miles from the nearest development site access, and that little of any primary site trips could be assigned to the ramp, the City of Bozeman Public Works Director has excepted that intersection from the requirement. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 2 AM Peak Hour Analysis The BMC indicates that both am and pm peak hour impacts be analyzed. The original TIS contained electronic 24-hour count traffic data on Cattail Drive and Max Avenue. An examination of the hourly variations indicated that there is no distinctive peak during the morning hours on either street. Similar counts on N 19th Avenue and on Valley Center Drive were taken over a year ago exhibit the same characteristics. Since the site trip generation characteristics result in appreciably less traffic in the am hour, it is apparent that even with directional demand differences considered, that any and all impacts would occur in the peak pm hour. Therefore, if there are no impacts in the peak pm hour, there would be an extremely high probability that no impacts would be found in the am hour. For this reason, all impact analysis within this study was completed for the peak pm hour. Supplemental Existing Traffic Volumes Additional peak pm hour traffic counts were taken at two intersections on N 19th Avenue and year 2005 counts on N27th Avenue intersections were updated to reflect increases that occurred in the following year to arrive at year 2016 peak hour traffic volumes. Attached is a supplement to the original TIS report Figure 2. Since these counts were taken in the summer months, the peak pm hour traffic would be representative of current design hour traffic. Existing Capacity Revised Table 1, on the following page, presents data contained in the original TIS plus capacity calculation results (Appendix A – attached) from the supplemental peak pm hour traffic counts shown in Supplemental Figure 2. In addition, Revised Table 1 includes an additional column that shows the overall level of service (LOS) for each intersection as requested in the TIS review memo. It should be noted that the latest Highway Capacity Software (HCS), which is based on the latest Highway Capacity Manual (HCM) does not calculate an overall intersection LOS for un- signalized intersections. The overall LOS for un-signalized intersections shown in this table were estimated by multiplying the average delay per vehicle by the respective vehicle movements and dividing the total delay by the total number of vehicle movements associated with the calculated delays. HCS for signalized intersections does calculate the overall delay, which is reported in Revised Table1. It can be seen that the LOS for the seven intersection is LOS “C” or better, with the signalized intersection operating at LOS “C” and the un-signalized intersections operating at LOS “A” or “B”. Each of the signalized intersections has at least one movement that currently operates at LOS “D”. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 3 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 4 It was noted in the original TIS that observation of operations at the intersection of Cattail Street and N 19th Avenue indicated that the actual level of service on the east and west legs may even be less due to delays associated with the corridor signal timing, which utilizes a 140 second cycle during the peak pm hour period. It was determined that similar situations existed at the Valley Center Drive and the Baxter Lane intersections with N 19th Avenue. Capacity calculations at the three signalized intersections were optimized using at an approximate cycle length of 100 seconds to minimize corridor induced side street delay at those intersections. It was also noted that the dual northbound left-turn lanes at the Valley Center Drive intersection had green times that were consistently 12, to 20 seconds longer than required to serve the left-turn demand. Supplemental Traffic Assignment Peak pm hour site traffic assignments within the original TIS did not extend beyond intersections within the immediate vicinity of the site development because site traffic beyond that area would be insignificant, when compared with typical daily variations in traffic. Attached is a supplemental to the original Figure 4 in the TIS report that includes the four intersections added to the impact evaluation. Assignment of site traffic at the four intersections were based upon the proportional traffic distribution that currently exists. Traffic Volume Impacts A Supplement to Figure 5 (attached) presents a summary of peak pm hour volumes at the four additional intersection external to the site. The turning movement volumes were calculated by adding the site traffic assignment to existing traffic volumes Existing Plus Site Traffic Capacity Revised Table 5, on the following page, presents capacity calculation results (Appendix A) based on the peak pm hour traffic volumes indicated in the TIS Figure 5 and the Supplement to Figure 5, attached herewith. In comparing the overall LOS to those in Revised Table 1, it can be seen that the only change would be the Cattail Street and Max Avenue intersection, which would go from LOS “B” to LOS “C”. Changes at other intersections would involve minor increases in volume/capacity ratios and vehicle queues. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 5 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 6 Future Traffic Volumes The BMC requires that future traffic projections be made to evaluate the development’s impacts. The BMC indicates that a future time period of 15 years should be used for determining design hour traffic. In our coordination efforts during preparation of this supplemental TIS, Mr. Kohtz indicated that it would be acceptable to add in all of the planned developments within the Cattail Subdivision area to determine future traffic volumes on the streets. A list of six additional approved and planned developments was provided with relevant information. Of the six developments Marvin & Associates had completed the TIS documents for which traffic assignment information was available. There was no traffic information for the remaining four developments. Thus, trip generation, trip distribution, and traffic assignment analysis was required to determine the future traffic loading associated with those developments. Attached Appendix B consists of two exhibits. The first figure shows the relative traffic assignment to each study intersection from each of the six planned developments. This figure also shows the relative location of each of the individual developments. The second exhibit shows the total of the six developments’ traffic assignment to the street system at each of the seven intersections. The highest traffic volumes at any of the intersections would be at the Cattail Street and N. 19th Avenue intersection with a total of 495 vehicles entering during the peak pm hour. Of the total traffic entering that intersection 380 vehicles (76%) would be new trips associated with development of Gallatin Center Subdivision Lot 12. The Gallatin Center Subdivision Lot 12 is being planned to accommodate approximately 135,000 s.f. of retail buildings which would generate approximately 730 trip during the peak pm hour. Future Traffic Plus Site Traffic Supplemental Figure 6 (attached) illustrates the projected future traffic volumes plus site traffic volumes. It should be noted that the future traffic volumes only include existing traffic, site traffic, and proposed development traffic from six planned developments in the Cattail Subdivision area. It does not include any traffic increases that may be related to future growth in the Bozeman Urban Area beyond the 0.5-mile study limits. Future Capacity The supplemental table on the following page presents a summary of future traffic capacity calculations (Appendix A) based on the traffic volumes shown in supplemental Figure 6. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 7 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 8 The supplemental future capacity table indicates that there would be four intersections with overall LOS less than LOS “C”. The three N. 19th Avenue intersection would all operate at LOS “D”, while the Cattail Street and Max Avenue intersection would operate at LOS “F”, primarily due to traffic that would be generated by the Gallatin Center Subdivision Lot 12 development. Conclusions From our supplemental TIS analysis it appears that the addition of the Opportunity Subdivision, as proposed, would not substantially impact the surrounding streets or intersection operations, if it existed at the present time. Typically, TIS analysis also considers whether proposed site development accesses will be able to operate safely and efficiently in future years. This requires traffic projections for future conditions at the site accesses. Having performed hundreds of traffic impact studies in Montana, Wyoming, Colorado, and South Dakota over for the past 38 years we have never been required to analyze impacts associated with future traffic volumes at external intersections that do not serve as direct access to the study site. The current BMC wording requires that future impact analysis be completed at all intersection within a 0.5-mile distance, and is therefore included as a part of this supplement. Capacity analysis determined that three intersections on N. 19th Avenue along with the intersection of Max Avenue and Cattail Street would operate at less than an overall LOS “C”. Recommendations The original TIS provided recommendations which would still be applicable. In addition to those recommendations the following recommendations are offered commensurate with the findings of the supplemental study: 1. The intersection of Max Avenue and Cattail Street would operate at an acceptable LOS into the future until Lots 12 of the Gallatin Center Subdivision is developed. At that time a traffic signal would be warranted. It is recommended that future signal costs be shared equitably based on the relative proportion of site generated traffic entering the intersection. 2. The intersection of Cattail Street and N 19th Avenue can be considered a direct access from the site because northbound passerby site traffic would be required to use that intersection for site egress movements. Similar to the intersection of Max Avenue and Cattail Street, this intersection would operate at an acceptable overall LOS until Lot 12 is developed and improvement costs should be shared in a similar manner. It would appear that the most critical movements would be the northbound left-turn and the MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 9 eastbound right-turn. Mitigation of future impacts would most likely involve implementation of dual northbound left-turn lanes and the addition of an exclusive eastbound right-turn lane. 3. Future deficiencies at the intersections of Valley Center Drive and Baxter Lane with N. 19th Avenue are associated with the N. 19th Avenue corridor’s design year capacity. In 2004 Marvin & Associates prepared an area-wide traffic model as part of the N. 19th Avenue and Valley Center Drive reconstruction project, which was funded through an SID on all of the area properties bordering those roadways. Our traffic model indicated that the projected 20-year traffic volumes would exceed the capacity of a 5-lane roadway and that 7-lanes would be required. MDT instructed Marvin & Associates to prepare the design report to only include traffic generated by future developments within the design volumes, since MDT would be responsible for adding future traffic lanes when they reconstruct the I-90 interchange. At this point in time, the external to external traffic on the N. 19th Avenue corridor has increased to a level that will require expansion of the corridor’s capacity. Thus, mitigating measures for the two intersections included within this study would actually involve improvements to the entire corridor, and as such, BMC requirements for the development to mitigate future impacts at those intersections should be excepted. Robert R. Marvin, P.E., P.T.O.E. Report Figures APPENDIX A-1 Existing Capacity Calculations HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst R Marvin Intersection Cattail St & N 27th Ave Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 7/24/2016 East/West Street Cattail Street Analysis Year 2016 North/South Street N 27th Avenue Time Analyzed Peak PM Existing Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Opportunity Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 1 0 0 0 1 0 Configuration LR L T TR Volume (veh/h)11 23 55 102 82 9 Percent Heavy Vehicles 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Left Only Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)36 58 Capacity 833 1491 v/c Ratio 0.04 0.04 95% Queue Length 0.1 0.1 Control Delay (s/veh)9.5 7.5 Level of Service (LOS)A A Approach Delay (s/veh)9.5 2.6 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.80 Generated: 7/24/2016 1:18:34 PM Cattail & N 27th Exist.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst R Marvin Intersection Cattamount & N 27th Ave Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 7/24/2016 East/West Street Cattamount St Analysis Year 2016 North/South Street N 27th Avenue Time Analyzed Peak PM Existing Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Opportunity Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 1 0 0 1 1 0 Configuration LTR LTR L TR L TR Volume (veh/h)28 0 63 0 0 0 69 65 0 0 41 2 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Left Only Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)107 81 Capacity 869 1562 1529 v/c Ratio 0.12 0.05 95% Queue Length 0.4 0.2 Control Delay (s/veh)9.7 5.0 7.4 7.4 Level of Service (LOS)A A A A Approach Delay (s/veh)9.7 5.0 3.8 Approach LOS A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.80 Generated: 7/24/2016 1:02:10 PM Cattamount & N 27th Existing.xtw HCM Analysis Summary Existing Conditions R Marvin Peak PM Hour Analysis Duration: 15 mins. Baxter Lane/N 19th Avenue 07/11/2016 Case: Baxter N 19th Existing Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 112 0.90 1 150 0.90 1 131 0.90 1 86 0.90 1 244 0.90 1 150 0.90 1 140 0.90 1 1101 0.90 1 108 0.90 1 144 0.90 1 1013 0.90 1 103 0.90 1 40 2 0 0 --- --- 30 2 0 0 --- --- 20 2 0 0 --- --- 20 2 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP L L LTP LTP 0 32.0 3.5 1.5 12.0 4.0 0.0 42.0 3.5 1.5 Actuated 100.0 Sec 14.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 171 0.232 0.320 L 0.725 42.6 D 32.2 C TR 568 0.151 0.320 TR 0.472 27.5 C WB L 280 0.110 0.320 L 0.343 26.2 C 31.9 C TR 572 0.226 0.320 TR 0.706 33.3 C NB Lper 75 0.000 0.470 34.0 C Lpro 214 0.087 0.120 L 0.540 23.7 C * TR 1484 0.374 0.420 TR 0.890 35.3 D SB Lper 75 0.000 0.470 30.2 C * Lpro 214 0.090 0.120 L 0.554 25.3 C TR 1484 0.345 0.420 TR 0.821 30.9 C Intersection: Delay = 32.2sec/veh Int. LOS=C Xc= 0.81 * Critical Lane Group (v/s)Crit= 0.70 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak PM Hour Baxter Lane/N 19th Avenue 07/11/2016 Case: Baxter N 19th Existing App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 4 / 5 7.1 0.0 TR 5 / 8 11.7 0.0 All 9.3 0.0 WB L 2 / 3 10.5 0.0 TR 9 / 11 10.6 0.0 All 10.6 0.0 NB L 3 / 5 7.5 0.0 TR 11 / 14 10.6 0.0 All 10.4 0.0 SB L 5 / 8 5.4 0.0 TR 10 / 14 10.4 0.0 All 9.7 0.0 Intersect. 10.0 SIG/Cinema v3.08 Marvin & Associates Page 2 112 150 131 86 244 150 140 1101 108 144 1013 103 1 31 24 1 31 24 2 12 04 2 12 04 3 41 24 3 41 24 HCM Analysis Summary Existing Conditions R Marvin Peak PM Analysis Duration: 15 mins. Valley Center/N 19th Avenue 07/24/2016 Case: Valley Center N 19th Exist Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 2 4 2 4 2 LT 12.0 LT 12.0 L 12.0 L 12.0 R 12.0 R 12.0 L 12.0 T 12.0 T 12.0 T 12.0 TR 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) LT 3 R 3 LT 3 R 3 L 3 TR 3 L 3 T 3 R 3 451 0.90 1 2 0.90 1 325 0.90 2 4 0.90 1 4 0.90 1 32 0.90 4 325 0.90 1 1013 0.90 2 11 0.90 1 27 0.90 4 673 0.90 2 239 0.90 1 160 0 0 0 --- --- 15 0 0 0 --- --- 0 0 0 0 --- --- 120 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP TP TP LTP 0 40.0 3.5 1.5 14.0 4.0 0.0 22.0 4.0 0.0 6.0 3.5 1.5 Actuated 100.0 Sec 14.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 566 0.354 0.400 L 0.885 42.9 D 36.9 D R 633 0.116 0.400 R 0.289 20.4 C WB LT 752 0.004 0.400 LT 0.011 18.1 B 18.2 B R 621 0.012 0.400 R 0.031 18.2 B NB L 485 0.104 0.140 L 0.744 46.7 D 35.2 D * TR 1414 0.322 0.400 TR 0.805 31.5 C SB * L 104 0.017 0.060 L 0.288 45.5 D 30.2 C T 1132 0.211 0.320 T 0.661 30.5 C R 512 0.083 0.320 R 0.258 25.3 C Intersection: Delay = 34.0sec/veh Int. LOS=C Xc= 0.81 * Critical Lane Group (v/s)Crit= 0.69 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak PM Valley Center/N 19th Avenue 07/24/2016 Case: Valley Center N 19th Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 10 / 14 9.8 0.0 R 3 / 7 17.6 0.0 All 12.1 0.0 WB LT 0 / 1 12.4 0.0 R 1 / 1 15.4 0.0 All 14.4 0.0 NB L 4 / 6 7.9 0.0 TR 10 / 13 10.0 0.0 All 9.4 0.0 SB L 1 / 3 4.6 0.0 T 7 / 11 10.3 0.0 R 2 / 4 20.9 0.0 All 11.0 0.0 Intersect. 10.5 SIG/Cinema v3.08 Marvin & Associates Page 2 451 2 325 4 4 32 325 1013 11 27 673 239 1 39 24 1 39 24 2 14 04 3 22 04 3 22 04 4 5 24 APPENDIX A – 2 Existing Plus Site Capacity Calculations HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst R Marvin Intersection Cattail St & N 27th Ave Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 7/24/2016 East/West Street Cattail Street Analysis Year 2016 North/South Street N 27th Avenue Time Analyzed Peak PM Exist Plus Site Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Opportunity Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 1 0 0 0 1 0 Configuration LR L T TR Volume (veh/h)11 25 57 108 87 9 Percent Heavy Vehicles 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Left Only Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)38 60 Capacity 829 1484 v/c Ratio 0.05 0.04 95% Queue Length 0.1 0.1 Control Delay (s/veh)9.6 7.5 Level of Service (LOS)A A Approach Delay (s/veh)9.6 2.6 Approach LOS A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.80 Generated: 7/24/2016 1:20:08 PM Cattail & N 27th Exist Plus.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst R Marvin Intersection Cattamount & N 27th Ave Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 7/24/2016 East/West Street Cattamount St Analysis Year 2016 North/South Street N 27th Avenue Time Analyzed Peak PM Exist Plus Site Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Opportunity Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 1 0 0 1 1 0 Configuration LTR LTR L TR L TR Volume (veh/h)28 0 65 0 0 0 71 67 0 0 43 2 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Left Only Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)109 84 Capacity 865 1559 1525 v/c Ratio 0.13 0.05 95% Queue Length 0.4 0.2 Control Delay (s/veh)9.8 5.0 7.4 7.4 Level of Service (LOS)A A A A Approach Delay (s/veh)9.8 5.0 3.8 Approach LOS A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.80 Generated: 7/24/2016 1:04:01 PM Cattamount & N 27th Existing Plus.xtw HCM Analysis Summary Existing Conditions Plus Site R Marvin Peak PM Hour Analysis Duration: 15 mins. Baxter Lane/N 19th Avenue 07/11/2016 Case: Baxter N 19th Existing Plus Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 118 0.90 1 150 0.90 1 131 0.90 1 86 0.90 1 244 0.90 1 159 0.90 1 140 0.90 1 1166 0.90 1 108 0.90 1 154 0.90 1 1083 0.90 1 110 0.90 1 40 2 0 0 --- --- 30 2 0 0 --- --- 20 2 0 0 --- --- 20 2 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP L L LTP LTP 0 32.0 3.5 1.5 11.0 4.0 0.0 43.0 3.5 1.5 Actuated 100.0 Sec 14.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 163 0.257 0.320 L 0.804 54.1 D 36.2 D TR 568 0.151 0.320 TR 0.472 27.5 C WB L 280 0.110 0.320 L 0.343 26.2 C 32.6 C TR 571 0.232 0.320 TR 0.725 34.1 C NB Lper 75 0.000 0.480 36.0 D Lpro 197 0.087 0.110 L 0.574 26.1 C * TR 1520 0.394 0.430 TR 0.917 37.1 D SB Lper 75 0.000 0.480 32.1 C * Lpro 197 0.096 0.110 L 0.629 31.2 C TR 1519 0.369 0.430 TR 0.858 32.2 C Intersection: Delay = 34.1sec/veh Int. LOS=C Xc= 0.87 * Critical Lane Group (v/s)Crit= 0.75 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions Plus Site R Marvin Peak PM Hour Baxter Lane/N 19th Avenue 07/11/2016 Case: Baxter N 19th Existing Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 5 / 6 6.8 0.0 TR 5 / 8 10.7 0.0 All 8.6 0.0 WB L 2 / 4 9.4 0.0 TR 9 / 11 9.5 0.0 All 9.5 0.0 NB L 3 / 6 6.1 0.0 TR 13 / 17 9.0 0.0 All 8.8 0.0 SB L 6 / 9 4.2 0.0 TR 12 / 15 10.4 0.0 All 9.4 0.0 Intersect. 9.1 SIG/Cinema v3.08 Marvin & Associates Page 2 118 150 131 86 244 159 140 1166 108 154 1083 110 1 31 24 1 31 24 2 11 04 2 11 04 3 42 24 3 42 24 HCM Analysis Summary Existing Conditions Plus Site R Marvin Peak PM Analysis Duration: 15 mins. Valley Center/N 19th Avenue 07/24/2016 Case: Valley Center N 19th Exist Plus Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 2 4 2 4 2 LT 12.0 LT 12.0 L 12.0 L 12.0 R 12.0 R 12.0 L 12.0 T 12.0 T 12.0 T 12.0 TR 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) LT 3 R 3 LT 3 R 3 L 3 TR 3 L 3 T 3 R 3 451 0.90 1 2 0.90 1 343 0.90 2 4 0.90 1 4 0.90 1 32 0.90 4 332 0.90 1 1035 0.90 2 11 0.90 1 27 0.90 4 704 0.90 2 239 0.90 1 160 0 0 0 --- --- 15 0 0 0 --- --- 0 0 0 0 --- --- 120 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP TP TP LTP 0 40.0 3.5 1.5 14.0 4.0 0.0 22.0 4.0 0.0 6.0 3.5 1.5 Actuated 100.0 Sec 14.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 566 0.354 0.400 L 0.885 42.9 D 36.5 D R 633 0.128 0.400 R 0.321 20.8 C WB LT 752 0.004 0.400 LT 0.011 18.1 B 18.2 B R 621 0.012 0.400 R 0.031 18.2 B NB L 485 0.106 0.140 L 0.761 47.6 D 36.0 D * TR 1414 0.329 0.400 TR 0.822 32.3 C SB * L 104 0.017 0.060 L 0.288 45.5 D 30.8 C T 1132 0.221 0.320 T 0.691 31.2 C R 512 0.083 0.320 R 0.258 25.3 C Intersection: Delay = 34.4sec/veh Int. LOS=C Xc= 0.81 * Critical Lane Group (v/s)Crit= 0.70 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions Plus Site R Marvin Peak PM Valley Center/N 19th Avenue 07/24/2016 Case: Valley Center N 19th Exist Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 9 / 12 9.8 0.0 R 4 / 7 19.1 0.0 All 12.5 0.0 WB LT 0 / 1 12.4 0.0 R 1 / 1 16.7 0.0 All 15.3 0.0 NB L 4 / 6 7.9 0.0 TR 9 / 11 10.8 0.0 All 9.9 0.0 SB L 1 / 2 5.5 0.0 T 7 / 10 10.2 0.0 R 2 / 3 21.0 0.0 All 11.0 0.0 Intersect. 10.8 SIG/Cinema v3.08 Marvin & Associates Page 2 451 2 343 4 4 32 332 1035 11 27 704 239 1 39 24 1 39 24 2 14 04 3 22 04 3 22 04 4 5 24 APPENDIX A-3 Future Capacity Calculations HCM Analysis Summary Future Plus Site R Marvin Peak PM Analysis Duration: 15 mins. Cattail St/N 19th Ave 05/15/2016 Case: Cattail 19th Future Plus PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 4 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 T 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 T 3 R 3 193 0.87 1 11 0.87 1 397 0.87 1 9 0.80 1 26 0.80 1 53 0.80 1 406 0.93 1 1207 0.93 3 7 0.93 1 6 0.95 1 999 0.95 3 91 0.95 1 160 5 0 0 --- --- 25 5 0 0 --- --- 0 5 0 0 --- --- 45 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y L L R LTP LTP LTR LTP LTP 0 8.0 4.0 1.0 23.0 4.0 1.5 25.0 4.0 1.0 33.0 4.0 1.5 Actuated 110.0 Sec 21.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 305 0.078 0.259 46.2 D * Lpro 130 0.073 0.073 L 0.510 29.2 C * TR 335 0.178 0.209 TR 0.851 59.5 E WB Lper 121 0.000 0.259 34.5 C Lpro 130 0.006 0.073 L 0.044 26.0 C TR 361 0.039 0.209 TR 0.186 35.9 D NB Lper 68 0.159 0.350 26.3 C * Lpro 406 0.227 0.227 L 0.922 55.2 E TR 2006 0.373 0.573 TR 0.651 16.6 B SB L 119 0.015 0.300 L 0.050 27.4 C 64.0 E * T 1052 0.300 0.300 T 1.000 66.2 E R 664 0.030 0.418 R 0.072 19.2 B Intersection: Delay = 41.6sec/veh Int. LOS=D Xc= 0.96 * Critical Lane Group (v/s)Crit= 0.78 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Plus Site R Marvin Peak PM Cattail St/N 19th Ave 05/15/2016 Case: Cattail 19th Future Plus PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 7 / 9 5.2 0.0 TR 6 / 7 9.4 0.0 All 7.1 0.0 WB L 0 / 1 3.2 0.0 TR 2 / 3 5.5 0.0 All 5.4 0.0 NB L 12 / 17 5.8 0.0 TR 9 / 12 13.2 0.0 All 10.4 0.0 SB L 1 / 2 6.8 0.0 T 12 / 14 8.3 0.0 R 1 / 4 13.7 0.0 All 8.3 0.0 Intersect. 9.0 SIG/Cinema v3.08 Marvin & Associates Page 2 193 11 397 9 26 53 406 1207 7 6 999 91 1 8 14 1 8 14 1 8 14 2 23 24 2 23 24 3 25 14 4 32 24 4 32 24 HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst R Marvin Intersection N 19th Avenue & Rawhide Agency/Co.Marvin& Associates Jurisdiction City of Bozeman Date Performed 5/16/2016 East/West Street Rawhide Ridge Analysis Year 2016 North/South Street N 19th Avenue Time Analyzed Peak PM Future Plus Site Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Town Pump N 19th Avenue Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)74 13 132 1607 10 10 1358 59 Percent Heavy Vehicles 3 1 3 1 Proportion Time Blocked 0.600 0.490 0.490 0.600 Right Turn Channelized Yes Yes No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)80 14 143 11 Capacity 432 555 733 652 v/c Ratio 0.19 0.03 0.20 0.02 95% Queue Length 0.7 0.1 0.7 0.1 Control Delay (s/veh)15.2 11.7 11.1 10.6 Level of Service (LOS)C B B B Approach Delay (s/veh)15.2 11.7 0.8 0.1 Approach LOS C B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.80 Generated: 7/24/2016 1:33:12 PM N 19th & Rawhide Future Plus PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst R Marvin Intersection Cattail & Max Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 5/16/2016 East/West Street Cattail Street Analysis Year 2016 North/South Street Max Avenue Time Analyzed Peak PM Future Plus Site Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Town Pump N 19th Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)106 235 11 0 294 228 12 20 88 308 11 58 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)112 127 397 Capacity 1024 1309 439 196 v/c Ratio 0.11 0.29 2.03 95% Queue Length 0.4 1.2 30.1 Control Delay (s/veh)8.9 7.8 16.5 519.4 Level of Service (LOS)A A C F Approach Delay (s/veh)3.5 16.5 519.4 Approach LOS C F Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.80 Generated: 7/24/2016 1:26:58 PM Cattail & Max PM Future Plus.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst R Marvin Intersection N 19th & Kimberwicke Agency/Co.Marvin& Associates Jurisdiction City of Bozeman Date Performed 5/16/2016 East/West Street Kimberwicke Analysis Year 2016 North/South Street N 19th Avenue Time Analyzed Peak PM Future Plus Site Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Town Pump N 19t Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 0 0 0 0 0 0 0 2 0 Configuration R T TR Volume (veh/h)45 1382 23 Percent Heavy Vehicles 3 Proportion Time Blocked 0.490 Right Turn Channelized Yes No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)47 Capacity 551 v/c Ratio 0.09 95% Queue Length 0.3 Control Delay (s/veh)12.1 Level of Service (LOS)B Approach Delay (s/veh)12.1 Approach LOS B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.80 Generated: 7/24/2016 1:30:27 PM N 19th & Kimberwicke Future Plus PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst R Marvin Intersection Cattail St & N 27th Ave Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 7/24/2016 East/West Street Cattail Street Analysis Year 2016 North/South Street N 27th Avenue Time Analyzed Peak PM Future Plus Site Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Opportunity Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 1 0 0 0 1 0 Configuration LR L T TR Volume (veh/h)11 67 102 177 150 9 Percent Heavy Vehicles 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Left Only Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)83 107 Capacity 786 1404 v/c Ratio 0.11 0.08 95% Queue Length 0.4 0.2 Control Delay (s/veh)10.1 7.8 Level of Service (LOS)B A Approach Delay (s/veh)10.1 2.8 Approach LOS B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.80 Generated: 7/24/2016 1:22:09 PM Cattail & N 27th Future Plus.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst R Marvin Intersection Cattamount & N 27th Ave Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 7/24/2016 East/West Street Cattamount St Analysis Year 2016 North/South Street N 27th Avenue Time Analyzed Peak PM Future Plus Site Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Opportunity Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 1 0 0 1 1 0 Configuration LTR LTR L TR L TR Volume (veh/h)28 15 76 0 14 13 83 80 0 11 54 3 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Left Only Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)140 31 98 13 Capacity 758 662 1539 1506 v/c Ratio 0.18 0.05 0.06 0.01 95% Queue Length 0.7 0.1 0.2 0.0 Control Delay (s/veh)10.8 10.7 7.5 7.4 Level of Service (LOS)B B A A Approach Delay (s/veh)10.8 10.7 3.8 1.2 Approach LOS B B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.80 Generated: 7/24/2016 1:10:06 PM Cattamount & N 27th Future Plus.xtw HCM Analysis Summary Future Conditions Plus Site R Marvin Peak PM Hour Analysis Duration: 15 mins. Baxter Lane/N 19th Avenue 07/11/2016 Case: Baxter N 19th Future PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 130 0.90 1 150 0.90 1 131 0.90 1 86 0.90 1 244 0.90 1 176 0.90 1 140 0.90 1 1293 0.90 1 108 0.90 1 171 0.90 1 1207 0.90 1 122 0.90 1 40 2 0 0 --- --- 45 2 0 0 --- --- 20 2 0 0 --- --- 20 2 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP L L LTP LTP 0 32.0 3.5 1.5 12.0 4.0 0.0 47.0 3.5 1.5 Actuated 105.0 Sec 14.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 139 0.316 0.305 L 1.036 122.7 F 62.5 E TR 541 0.151 0.305 TR 0.495 30.1 C WB L 258 0.114 0.305 L 0.372 29.0 C 37.2 D TR 543 0.234 0.305 TR 0.768 39.1 D NB Lper 72 0.000 0.495 43.1 D Lpro 204 0.087 0.114 L 0.565 29.3 C * TR 1585 0.434 0.448 TR 0.968 44.5 D SB Lper 72 0.000 0.495 37.7 D * Lpro 204 0.106 0.114 L 0.688 39.6 D TR 1581 0.412 0.448 TR 0.920 37.4 D Intersection: Delay = 42.2sec/veh Int. LOS=D Xc= 0.99 * Critical Lane Group (v/s)Crit= 0.86 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Conditions Plus Site R Marvin Peak PM Hour Baxter Lane/N 19th Avenue 07/11/2016 Case: Baxter N 19th Future PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 8 / 10 3.8 0.0 TR 5 / 7 12.2 0.0 All 6.3 0.0 WB L 2 / 4 9.6 0.0 TR 13 / 16 7.0 0.0 All 7.3 0.0 NB L 3 / 7 5.1 0.0 TR 15 / 18 9.0 0.0 All 8.6 0.0 SB L 8 / 12 2.0 0.0 TR 13 / 16 10.2 0.0 All 7.9 0.0 Intersect. 7.9 SIG/Cinema v3.08 Marvin & Associates Page 2 130 150 131 86 244 176 140 1293 108 171 1207 122 1 31 24 1 31 24 2 12 04 2 12 04 3 46 24 3 46 24 HCM Analysis Summary Future Conditions Plus Site R Marvin Peak PM Analysis Duration: 15 mins. Valley Center/N 19th Avenue 07/24/2016 Case: Valley Center N 19th Future Plus Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 2 4 2 4 2 LT 12.0 LT 12.0 L 12.0 L 12.0 R 12.0 R 12.0 L 12.0 T 12.0 T 12.0 T 12.0 TR 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) LT 3 R 3 LT 3 R 3 L 3 TR 3 L 3 T 3 R 3 451 0.90 1 2 0.90 1 372 0.90 2 4 0.90 1 4 0.90 1 32 0.90 4 362 0.90 1 1092 0.90 2 11 0.90 1 27 0.90 4 764 0.90 2 240 0.90 1 180 0 0 0 --- --- 15 0 0 0 --- --- 0 0 0 0 --- --- 120 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP TP TP LTP 0 41.0 3.5 1.5 16.0 4.0 0.0 25.0 4.0 0.0 6.0 3.5 1.5 Actuated 106.0 Sec 14.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 547 0.354 0.387 L 0.916 50.7 D 42.5 D R 612 0.135 0.387 R 0.348 23.2 C WB LT 728 0.004 0.387 LT 0.011 20.0 C 20.1 C R 601 0.012 0.387 R 0.032 20.2 C NB L 523 0.116 0.151 L 0.769 49.4 D 36.2 D * TR 1500 0.347 0.425 TR 0.817 31.9 C SB * L 98 0.017 0.057 L 0.306 48.6 D 32.8 C T 1169 0.240 0.330 T 0.726 33.3 C R 528 0.083 0.330 R 0.252 26.0 C Intersection: Delay = 36.4sec/veh Int. LOS=D Xc= 0.83 * Critical Lane Group (v/s)Crit= 0.72 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Conditions Plus Site R Marvin Peak PM Valley Center/N 19th Avenue 07/24/2016 Case: Valley Center N 19th Future Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 11 / 15 9.1 0.0 R 4 / 5 17.3 0.0 All 11.5 0.0 WB LT 1 / 1 10.9 0.0 R 0 / 1 16.0 0.0 All 14.2 0.0 NB L 5 / 8 6.9 0.0 TR 11 / 13 10.5 0.0 All 9.3 0.0 SB L 1 / 3 4.5 0.0 T 9 / 11 9.7 0.0 R 1 / 2 21.4 0.0 All 10.3 0.0 Intersect. 10.1 SIG/Cinema v3.08 Marvin & Associates Page 2 451 2 372 4 4 32 362 1092 11 27 764 240 1 40 24 1 40 24 2 16 04 3 25 04 3 25 04 4 5 24 APPENDIX B Six Planned Developments Traffic Assignment