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HomeMy WebLinkAboutTrafficImpactStudyUpdate1_07142021 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 HomeBase Partners 20 North Tracy Avenue Bozeman, MT 59715 July 2, 2021 Re: North Central Master Site Plan Traffic Impact Study Update Subsequent to submittal of a Traffic Impact Study (TIS) dated February 3, 2021, for the proposed North Central Master Site Plan, City of Bozeman Staff review indicated that existing traffic counts did not include traffic at six other intersections surrounding the development site. In addition, some of the proposed development plan’s land uses and access locations were modified . Because of the review requests and plan changes, a substantial update to the original TIS was necessary. Please allow this letter and attachments serve as an update to the original TIS. Master Site Plan Changes Figure 2 in the original TIS was updated to account for Master Site Plan changes that were analyzed within this TIS update. The following changes were made and illustrated in the attached Updated Figure 2:  The retail space within the Block 4 building in the southwest corner of Willson Avenue and Villard Street was increased from 5,700 sf of floor area to 6,100 sf. The original access location remains the same as originally reported.  The number of residential units in the building on Block 3-4 was reduced from 48 units to 44 units. The shared parking garage access for Blocks 3- 4 and 3-5 was moved from Tracy Avenue to Villard Street.  A new surface parking lot would be located in the northwest corner of Lamme Street and Grand Avenue for the One 11-2.0 apartment building. Access to the new lot would be located on Grand Avenue and the exit-only access for 9 parking garage spaces would remain as originally planned.  Major changes to land use within the Mountain View East building have been proposed. The office floor area would be reduced from 96,000 sf to 43,500 sf. The retail/commercial space would be increased from 3,000 sf to 9,000 sf. The quality restaurant would be reduced from 9,000 sf to 5,000 sf. The current plan would also add 42 apartment units to the building. Access to the parking garage was moved from Tracy Avenue to Lamme Street. 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  The Hotel in the Mountain View West lot would have Valet Parking services which were not accounted for in the original study. This update includes traffic for circulation patterns that would be associated with valet parking. Additional Study Intersections The following intersections surrounding the development site were added to the updated study: • Willson Avenue and Peach Street • Grand Avenue and Villard Street • Grand Avenue and Beall Street • Grand Avenue and Lamme Street • Willson Avenue and Lamme Street • Tracy Avenue and Lamme Street All of the streets at these intersections are local residential streets with the exception of Peach Street, which is classified as a collector street. All of the intersections are controlled by stop signs. Willson Avenue is stop controlled at Peach Street. All of the Grand Avenue intersections are stop controlled for northbound and southbound traffic. Lamme Street is stop controlled at both Willson Avenue and Tracy Avenue. Additional Traffic Volume Counts Attached is a New Figure 12, which illustrates peak Noon and PM hour traffic volumes that were counted in June of 2021. Attached Appendix A is a summary of count details at each intersection. Because of seasonal variations and the fact that traffic volumes have essentially returned to normal after pandemic related restrictions were lifted, these volumes would be considered design hour maximum traffic volumes Existing Capacity – Additional Intersections New Table 10, on the following page, provides a summary of capacity calculations based on existing conditions in the year 2021 (attached Appendix B-1). In Table 10, it can be seen that none of the stop controlled approaches at any of the intersections currently operate below a level of service (LOS) “B”. The intersection with the highest per vehicle delay is at the Willson Avenue and Peach Street intersection, where the northbound approach is calculated to experience 13.6 seconds per vehicle delay in the peak PM hour period. The maximum vehicular queue is only 1 vehicle during that time period. 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 Trip Generation Trip generation calculations were changed to reflect the current development land use proposals. Appendix C (attached) contains updated Table 2 which uses the revised land use floor areas and units to calculate the maximum number of trips that would be associated with development of the North Central Development, as currently proposed. The average weekday trips (AWT) would now be 5,567, which is 399 trips less than the original TIS. In the peak Noon hour period, there would be 350 trips (197 entering and 153 exiting) and in the peak PM hour period there would be 482 trips (259 entering and 223 exiting). The new calculations result in 68 fewer trips in the Noon hour and 51 fewer trips in the peak PM hour. Appendix C also contains updated Table 3, which calculates the Walk-Transit- Bicycle Trips according to the ITE Trip Generation 10th Edition Supplement. Alternative mode trips would now total 2,247 AWT with 128 in the peak Noon hour trips and 214 trips in the peak PM hour. The land use changes resulted in 99 fewer AWT with 33 fewer trips in the peak Noon hour and 15 fewer trips in the peak PM hour. Updated Table 4, on the following page, summarizes the resulting trip calculations when alternate mode trips are subtracted from the maximum trip generation potential. The resulting trip numbers are: 3,320 AWT, 222 peak Noon hour trips, and 268 peak PM hour trips. There would be 300 fewer AWT with 35 fewer peak Noon hour trips, and 36 peak PM hour trips than originally calculated. Intersection Int/App Delay LOS Max Q Int/App Delay LOS Max Q Overall na na na Overall na na na NB-Worst 13.2 B 1 NB-Worst 13.6 B 1 Overall na na na Overall na na na SB-Worst 9.7 A 1 SB-Worst 9.7 A 1 Overall na na na Overall na na na SB-Worst 9.7 A 0 NB-Worst 9.5 A 1 Overall na na na Overall na na na SB-Worst 10.0 A 1 SB-Worst 9.7 A 1 Overall na na na Overall na na na WB-Worst 11.5 B 1 WB-Worst 11.5 B 1 Overall na na na Overall na na na EB-Worst 10.7 B 1 EB-Worst 11.1 B 1 N Tracy Avenue & Lamme Street New Table 10. Existing Additional Intersections Capacity Calculation Summary Grand Avenue & Beall Street Grand Avenue & Lamme Street N Willson Avenue & Lamme Street PEAK PM HOUR N Willson Avenue & Peach PEAK NOON HOUR Grand Avenue & Villard Street 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 Internal Capture Trips (ICT) were recalculated because of the land use changes and the calculations are contained in attached Appendix D. Updated Table 5 shows the new result of ICT on total trip generation. Updated Table 6, on the following page, illustrates the total vehicular trip potential on North Central with car share/poll trips removed and One 11 -1.0 Trips added in since it was not occupied when the original data collection occurred. The resulting number of vehicular trips generated at the North Central Development would be 2264 AWT with 208 in the peak Noon hour and 162 in the peak PM hour. The is 282 fewer AWT with 12 fewer trips in the peak Noon hour and 25 fewer in the peak PM hour. Updated Table 4. Trips Less Alternative Mode Trip Generation Ave. Weekday Total Total Total Trips Trips Enter Exit Trips Enter Exit Beall's Third Development =1726 100 50 50 138 82 56 One 11 - 2.0 Trip Generation 236 14 4 10 17 10 7 Mountain View West Trip Generation 426 35 18 17 25 13 12 Mountain View East Trip Generation 932 73 53 20 88 43 45 3320 222 125 97 268 148 120Total of Proposed Developments = Peak Noon Hour Peak PM Hour Updated Table 5. Trips Less Alt. Mode & ICT Trip Generation Ave. Weekday Total Total TotalTripsTripsEnterExitTrips Enter Exit Beall's Third Development =1008 82 41 41 66 45 21 One 11 - 2.0 Trip Generation 151 12 4 9 8 6 2 Mountain View West Trip Generation 378 32 18 14 19 10 9 Mountain View East Trip Generation 453 57 43 13 42 20 22 1990 183 106 77 135 81 54Total of Proposed Developments = Peak Noon Hour Peak PM Hour 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 Updated Table 7 illustrates the resulting number of vehicle trips that could potentially impact the street system when existing building and land uses are removed, and the new development is complete in-place. The trips in this table are used to assess traffic impacts within the updated TIS. There are 282 fewer AWT with 12 fewer vehicle trips in the peak Noon Hour and 25 fewer in the peak PM hour than calculated in the original TIS. Trip Distribution An evaluation of the original distribution model was made, and it was determined that the difference was insignificant and the original TIS trips distribution percentages were used. Updated Table 6. Total Vehicular Trip Potential Ave. WeekdayTotal Total TotalTripsTripsEnterExitTrips Enter Exit Beall's Third Development =958 78 39 39 63 43 20 One 11 - 2.0 Trip Generation 143 11 3 8 7 5 2 Mountain View West Trip Generation 359 30 17 13 19 10 9 Mountain View East Trip Generation 430 54 41 13 40 19 21 Occupied One 11 - 1.0 Trip Generation 374 35 12 23 33 20 13 2264 208 112 96 162 97 65 Peak Noon Hour Peak PM Hour Total of Proposed Developments = Updated Table 7. Net Vehicular Trip Generation Ave. Weekday Total Total TotalTripsTripsEnterExitTrips Enter Exit 1274 129 80 49 127 35 91 382 39 34 5 38 6 32 892 90 46 44 89 29 59 1372 118 66 52 73 68 6Net Vehicular Trips Full Development North Central = Existing Medical Arts Vehicular Trips = Medical Arts Existing Alternate Mode Trips = Existing Medical Arts Trips = Peak Noon Hour Peak PM Hour 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 Traffic Assignment The original traffic assignment model was used with the new trip generation results and the model output can be found in attached Appendix E. Updated Figure 6 is attached and illustrates the site traffic assignment at all of the study intersections, except for the 5 additional intersections addressed in this study update. Within the local development area, where site traffic circulates on the existing street system, a separate assignment analysis was developed that accounted for ingress and egress traffic movements associated with each building within the development. The local area traffic assignment was calculated manually and the aggregate of traffic movements at each of 9 intersections was computed. The additional intersections’ traffic assignment is illustrated in New Figure 6B. Pedestrian traffic assignment would be slightly different than the original TIS, but the original Figure 7 pedestrian volumes were applied to the updated analysis. The original pedestrian numbers would be greater than the update estimates and could thus be considered somewhat conservative. Existing Plus Site Traffic Volume Impacts All of the study’s external area intersections would have less site generated traffic than previously reported in the original TIS. Thus, a lesser degree of operational impacts. The most significant change would be within the localized area of the development. Therefore, this TIS Update has analyzed the 10 intersections shown in New Figures 13 and 14 (attached). Figures 13 and 14 illustrate the peak Noon Hour and peak PM hour existing plus site generated traffic volumes at the 10 localized intersections. The volumes in these figures, when compared to the same intersections in Figure 8 and 9 of the original TIS, it is seen that only two intersections on Willson Avenue (Villard & Beall) have changed to any appreciable degree. Existing Plus Site Traffic Capacity New Table 11 summarizes capacity calculations (see Appendix B-2) completed for existing plus site generated traffic volume conditions. Intersections in Table11 include the 6 additional intersections and four original intersections included in the original TIS report. All of the localized intersections would still operate at LOS “B” or better with total development of the North Central project as currently proposed. The intersection approach with the greatest vehicle delay would be the northbound approach at the Willson Avenue and Peach Street intersection with 13.9 seconds per vehicle. None of the intersection approaches would exceed a vehicle queue of more than one vehicle. 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 Future Traffic and Capacity Since the update traffic volumes would be less than those in the original TIS, the addition of site traffic to future traffic projection would tend to have less impacts. Because the decrease in site traffic is not substantial, future impacts could be considered to be the same as originally reported. Site Access Operations In comparing original TIS traffic at parking accesses with the updated traffic volumes, it was determined that there would not be any substantial differences in capacity of the accesses. Safety considerations would be required during access design to ensure that there is sufficient sight distance to and from the accesses to protect the safety of drivers and pedestrians. Intersection Int/App Delay LOS Max Q Int/App Delay LOS Max Q Overall na na na Overall na na na WB-Worst 10.0 A 1 WB-Worst 11.4 B 1 Overall na na na Overall na na na WB-Worst 11.2 B 1 WB-Worst 12.3 B 1 Overall na na na Overall na na na WB-Worst 10.0 A 1 EB-Worst 10.1 B 1 Overall na na na Overall na na na WB-Worst 9.8 A 1 WB-Worst 10.0 B 1 Overall na na na Overall na na na NB-Worst 13.5 B 1 NB-Worst 13.9 B 1 Overall na na na Overall na na na SB-Worst 9.8 A 1 NB-Worst 9.8 A 1 Overall na na na Overall na na na SB-Worst 9.7 A 1 NB-Worst 9.5 A 1 Overall na na na Overall na na na SB-Worst 10.0 A 1 SB-Worst 9.7 A 1 Overall na na na Overall na na na EB-Worst 12.1 B 1 WB-Worst 12.2 B 1 Overall na na na Overall na na na EB-Worst 11.0 B 1 EB-Worst 11.3 B 1 New Table 11. Existing Plus Site Capacity Calculation Summary PEAK PM HOUR Grand Avenue & Villard Street Grand Avenue & Beall Street PEAK NOON HOUR N Willson Avenue & Villard Street N Willson Avenue & Beall Street N Tracy Avenue & Villard Street N Tracy Avenue & Beall Street Grand Avenue & Lamme Street N Willson Avenue & Peach N Willson Avenue & Lamme Street N Tracy Avenue & Lamme Street 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 CONCLUSIONS & RECOMMENDATIONS The recent change to land uses and access locations for the North Central Development Master Plan would actually reduce vehicular trip generation and thus, site traffic impacts on the street system would be less. No impacts were found at the 6 additional intersections that were added to the TIS study analysis. Therefore, recommendations made within the original TIS for the North Central Development Master Plan would still be applicable. If additional information concerning the TIS update is required, feel free to contact me. Robert R. Marvin, P.E., P.T.O.E. North Central Master Site Plans TIS UPDATE FIGURES APPENDIX A Traffic Volume Counts Total St a r t T i m e R i g h t T h r u L e f t R i g h t T h r u L e f t R i g h t T h r u L e f t R i g h t T h r u L e f t E n t e r i n g 11 : 3 0 A M 00 0 0 4 6 1 7 5 2 0 1 2 4 7 1 1 3 9 11 : 4 5 A M 10 0 0 4 4 5 1 3 7 1 3 6 0 3 1 3 7 12 : 0 0 P M 01 0 0 6 3 3 4 2 1 2 1 0 4 8 0 1 4 3 12 : 1 5 P M 00 0 0 3 8 4 2 3 1 4 1 3 6 2 1 1 3 7 12 : 3 0 P M 00 0 0 3 6 2 8 3 1 0 1 0 5 6 0 1 2 5 12 : 4 5 P M 00 0 0 3 5 4 7 3 1 1 1 1 5 9 0 1 3 0 1: 0 0 P M 00 1 0 4 7 8 9 2 1 2 1 6 5 5 1 1 5 1 1: 1 5 P M 01 0 0 2 9 3 6 6 7 1 3 6 0 0 1 2 5 Pe a k A M H o u r = 11 0 0 1 9 1 1 3 1 4 1 3 5 3 4 8 2 1 7 5 5 5 6 PD F = 0 . 9 7 4: 0 0 P M 31 0 0 4 4 3 1 1 4 8 9 5 5 1 1 3 9 4: 1 5 P M 02 0 1 5 0 1 8 4 7 9 5 5 0 1 3 7 4: 3 0 P M 12 0 0 5 4 3 6 4 2 2 1 4 5 4 1 1 6 1 4: 4 5 P M 11 0 1 5 1 2 6 2 1 2 7 5 6 4 1 4 3 Pe a k P M H o u r = 56 0 2 1 9 9 9 3 1 1 4 4 9 3 9 2 2 0 6 5 8 0 PD F = 0 . 9 0 So u t h b o u n d W e s t b o u n d N o r t h b o u n d E a s t b o u n d Ty p e R o a d Cl a s s i f i c a t i o n T o t a l s Wi l l s o n A v e P e a c h S t W i l l s o n A v e P e a c h S t Si t e C o d e Pr o j e c t N o r t h C e n t r a l D e v e l o p m e n t St u d y N a m e W il l s o n A v e a n d P e a c h S t St a r t D a t e 0 6 / 1 5 / 2 0 2 1 St a r t T i m e 1 1 : 3 0 A M Total St a r t T i m e R i g h t T h r u L e f t R i g h t T h r u L e f t R i g h t T h r u L e f t R i g h t T h r u L e f t E n t e r i n g 11 : 3 0 A M 17 0 0 9 0 0 5 0 0 7 0 2 9 11 : 4 5 A M 02 2 2 1 2 2 0 7 0 0 4 0 3 1 12 : 0 0 P M 05 0 1 6 2 0 7 1 2 8 1 3 3 12 : 1 5 P M 04 2 0 1 1 2 0 6 0 0 7 2 3 4 12 : 3 0 P M 17 0 0 3 2 0 5 1 2 4 1 2 6 12 : 4 5 P M 1 1 1 2 0 1 0 10 4 1 2 7 0 3 9 1: 0 0 P M 07 0 0 7 1 1 6 1 0 8 1 3 2 1: 1 5 P M 0 1 1 01 4 0 3 4 0 1 6 1 3 1 Pe a k A M H o u r = 2 2 7 4 1 3 0 7 0 2 2 3 6 2 6 4 1 3 2 PD F = 4: 0 0 P M 16 3 0 7 3 0 7 0 0 1 2 1 4 0 4: 1 5 P M 12 1 0 1 0 1 2 2 1 0 2 0 2 2 4: 3 0 P M 02 0 3 5 0 0 6 1 1 4 1 2 3 4: 4 5 P M 05 0 0 5 0 0 7 0 0 9 0 2 6 Pe a k A M H o u r = 2 1 5 4 3 2 7 4 2 2 2 2 1 2 7 2 1 1 1 PD F = So u t h b o u n d W e s t b o u n d N o r t h b o u n d E a s t b o u n d Ty p e R o a d Cl a s s i f i c a t i o n T o t a l s Gr a n d A v e V i l l a r d S t G r a n d A v e V i l l a r d S t Si t e C o d e Pr o j e c t N o r t h C e n t r a l D e v e l o p m e n t St u d y N a m e V i l l a r d a n d G r a n d St a r t D a t e 0 6 / 1 5 / 2 0 2 1 St a r t T i m e 1 1 : 3 0 A M Total St a r t T i m e R i g h t T h r u L e f t R i g h t T h r u L e f t R i g h t T h r u L e f t R i g h t T h r u L e f t E n t e r i n g 11 : 3 0 A M 08 0 0 4 2 1 5 0 1 7 0 2 8 11 : 4 5 A M 03 0 0 2 0 2 6 0 0 6 0 1 9 12 : 0 0 P M 18 1 3 7 0 1 5 1 0 8 0 3 5 12 : 1 5 P M 05 0 0 9 1 4 7 2 1 1 3 0 4 2 12 : 3 0 P M 1 1 0 01 3 1 2 6 0 2 6 0 3 2 12 : 4 5 P M 1 1 0 30 5 0 2 5 0 2 7 0 3 5 1: 0 0 P M 05 0 2 3 1 2 7 0 0 6 0 2 6 1: 1 5 P M 1 1 1 22 4 0 1 5 0 2 6 0 3 4 To t a l s = 3 3 3 4 4 2 4 2 9 2 3 3 5 3 4 0 1 4 4 PD F = 0 . 8 6 4: 0 0 P M 1 1 0 00 4 1 0 6 0 3 2 2 2 9 4: 1 5 P M 02 1 0 5 0 1 4 1 0 3 2 1 9 4: 3 0 P M 12 0 0 3 0 0 6 2 0 3 1 1 8 4: 4 5 P M 04 0 0 6 3 0 7 0 1 2 0 2 3 To t a l s = 2 1 8 1 0 1 8 4 1 2 3 3 4 1 0 5 8 9 PD F = 0 . 7 7 So u t h b o u n d W e s t b o u n d N o r t h b o u n d E a s t b o u n d Ty p e R o a d Cl a s s i f i c a t i o n T o t a l s Gr a n d A v e B e a l l S t G r a n d A v e B e a l l S t Si t e C o d e Pr o j e c t N o r t h C e n t r a l D e v e l o p m e n t St u d y N a m e G r a n d A v e a n d B e a l l S t St a r t D a t e 0 6 / 1 5 / 2 0 2 1 St a r t T i m e 1 1 : 3 0 A M To t a l St a r t T i m e R i g h t T h r u L e f t R i g h t T h r u L e f t R i g h t T h r u L e f t R i g h t T h r u L e f t E n t e r i n g 11 : 3 0 A M 19 0 0 5 1 5 5 0 4 8 0 3 8 11 : 4 5 A M 11 0 0 5 1 1 0 6 0 3 1 2 2 4 1 12 : 0 0 P M 07 0 2 2 1 3 2 0 2 1 0 3 3 2 12 : 1 5 P M 06 1 6 6 3 8 6 1 5 1 3 3 5 8 12 : 3 0 P M 19 2 0 2 1 1 1 4 0 2 8 0 4 0 12 : 4 5 P M 1 1 3 01 4 0 4 5 0 3 9 0 4 0 1: 0 0 P M 17 1 0 3 2 3 8 1 3 5 0 3 4 1: 1 5 P M 09 0 1 5 2 1 0 5 1 2 7 0 4 2 Pe a k A M H o u r = 3 3 5 4 7 1 5 6 2 6 2 3 2 1 3 3 5 3 1 7 2 PD F = 0 . 7 4 4: 0 0 P M 09 2 0 4 2 5 3 1 3 7 1 3 7 4: 1 5 P M 02 0 1 2 1 0 5 2 6 1 4 0 3 3 4: 3 0 P M 02 0 0 2 1 4 3 0 0 7 2 2 1 4: 4 5 P M 15 1 0 3 2 7 4 0 1 7 3 3 4 Pe a k P M H o u r = 1 1 8 3 1 1 1 6 1 6 1 5 3 1 0 3 5 6 1 2 5 PD F = 0 . 8 4 So u t h b o u n d W e s t b o u n d N o r t h b o u n d E a s t b o u n d Ty p e R o a d Cl a s s i f i c a t i o n L i g h t s Gr a n d A v e L a m m e S t G r a n d A v e L a m m e S t Si t e C o d e Pr o j e c t N o r t h C e n t r a l D e v e l o p m e n t St u d y N a m e L a m m e S t a n d G r a n d A v e St a r t D a t e 0 6 / 1 5 / 2 0 2 1 St a r t T i m e 1 1 : 3 0 A M Total St a r t T i m e R i g h t T h r u L e f t R i g h t T h r u L e f t R i g h t T h r u L e f t R i g h t T h r u L e f t E n t e r i n g 11 : 3 0 A M 1 2 4 03 3 2 1 2 2 3 3 8 2 7 2 11 : 4 5 A M 0 2 7 00 3 2 1 3 2 0 3 9 1 3 4 9 4 12 : 0 0 P M 0 2 0 10 4 2 8 2 7 3 7 6 4 8 2 12 : 1 5 P M 5 2 3 13 5 2 9 3 2 3 1 1 8 2 1 0 4 12 : 3 0 P M 0 1 0 01 3 2 1 0 2 3 2 7 7 6 7 1 12 : 4 5 P M 3 2 5 03 1 1 1 5 3 5 2 3 9 5 1 0 2 1: 0 0 P M 1 2 3 11 2 8 1 3 2 2 1 3 3 4 8 2 1: 1 5 P M 2 2 2 01 4 4 1 1 2 7 2 8 9 2 9 2 Pe a k A M H o u r = 8 7 8 2 7 1 3 7 4 2 1 1 7 1 0 2 8 3 0 1 7 3 5 9 PD F = 0 . 8 6 4: 0 0 P M 0 1 4 20 5 3 5 2 3 0 7 7 2 6 8 4: 1 5 P M 1 2 4 03 1 7 3 2 1 0 2 5 4 7 1 4: 3 0 P M 0 3 2 00 3 9 1 3 3 4 2 6 8 0 1 0 7 4: 4 5 P M 0 1 9 01 4 1 1 4 1 5 0 5 1 0 2 7 1 Pe a k A M H o u r = 1 8 9 2 4 1 3 2 0 3 5 9 3 2 2 0 3 0 8 3 1 7 PD F = 0 . 7 4 So u t h b o u n d W e s t b o u n d N o r t h b o u n d E a s t b o u n d Ty p e R o a d Cl a s s i f i c a t i o n T o t a l s Wi l l s o n A v e L a m m e S t W i l l s o n A v e L a m m e S t Si t e C o d e Pr o j e c t N o r t h C e n t r a l D e v e l o p m e n t St u d y N a m e L a m m e S t W i l l s o n A v e St a r t D a t e 0 6 / 1 5 / 2 0 2 1 St a r t T i m e 1 1 : 3 0 A M Total St a r t T i m e R i g h t T h r u L e f t R i g h t T h r u L e f t R i g h t T h r u L e f t R i g h t T h r u L e f t E n t e r i n g 11 : 3 0 A M 1 1 0 32 6 2 1 7 0 3 7 1 4 3 11 : 4 5 A M 1 1 4 40 4 4 7 7 0 9 1 5 2 6 7 12 : 0 0 P M 1 1 4 31 5 2 3 9 2 7 8 1 5 6 12 : 1 5 P M 2 1 6 32 5 2 7 8 3 4 1 2 4 6 8 12 : 3 0 P M 30 2 1 4 0 1 0 0 0 1 6 0 2 7 12 : 4 5 P M 00 2 3 1 0 0 3 2 0 2 2 2 3 5 1: 0 0 P M 70 4 3 5 0 1 0 0 1 1 2 4 3 7 1: 1 5 P M 30 4 3 4 0 0 0 0 2 1 8 1 3 5 Pe a k A M H o u r = 5 5 4 1 3 5 2 0 1 0 1 8 3 1 5 2 3 4 2 8 2 3 4 PD F = 0 . 8 6 4: 0 0 P M 20 5 0 5 0 0 0 2 0 1 4 1 2 9 4: 1 5 P M 50 3 2 5 0 0 1 0 0 6 0 2 2 4: 3 0 P M 60 4 4 6 0 0 0 0 2 1 9 1 4 2 4: 4 5 P M 42 1 2 3 0 0 0 0 0 2 0 3 3 5 Pe a k A M H o u r = 1 7 2 1 3 8 1 9 00 1 2 2 5 9 5 1 2 8 PD F = 0 . 7 6 So u t h b o u n d W e s t b o u n d N o r t h b o u n d E a s t b o u n d Ty p e R o a d Cl a s s i f i c a t i o n T o t a l s Tr a c y A v e L a m m e S t T r a c y A v e L a m m e S t Si t e C o d e Pr o j e c t N o r t h C e n t r a l D e v e l o p m e n t St u d y N a m e L a m m e S t a n d T r a c y A v e St a r t D a t e 0 6 / 1 5 / 2 0 2 1 St a r t T i m e 1 1 : 3 0 A M APPENDIX B-1 Existing Capacity Calculations HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Willson & Peach Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/22/2021 East/West Street Peach Street Analysis Year 2021 North/South Street Willson Avenue Time Analyzed Existing Noon Peak Hour Factor 0.97 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)5 217 48 13 191 0 53 13 14 0 1 1 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 13 82 2 Capacity, c (veh/h)1388 1302 523 600 v/c Ratio 0.00 0.01 0.16 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.6 0.0 Control Delay (s/veh)7.6 7.8 13.2 11.0 Level of Service (LOS)A A B B Approach Delay (s/veh)0.2 0.6 13.2 11.0 Approach LOS B B Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9 Generated: 6/22/2021 12:59:29 PMWillson & Peach Noon Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Willson & Peach Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/22/2021 East/West Street Peach Street Analysis Year 2021 North/South Street Willson Avenue Time Analyzed Existing PM Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)6 220 39 9 199 2 49 14 31 0 6 5 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 10 104 12 Capacity, c (veh/h)1357 1286 522 560 v/c Ratio 0.00 0.01 0.20 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.7 0.1 Control Delay (s/veh)7.7 7.8 13.6 11.6 Level of Service (LOS)A A B B Approach Delay (s/veh)0.2 0.4 13.6 11.6 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/22/2021 1:04:41 PMWillson & Peach PM Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Grand & Villard Agency/Co.Marvin 7 Associates Jurisdiction City of Bozeman Date Performed 6/22/2021 East/West Street Villard Street Analysis Year 2021 North/South Street Grand Avenue Time Analyzed Exist Noon Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)4 26 6 7 30 1 3 22 0 4 27 2 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 8 29 39 Capacity, c (veh/h)1585 1580 790 800 v/c Ratio 0.00 0.01 0.04 0.05 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.2 Control Delay (s/veh)7.3 7.3 9.7 9.7 Level of Service (LOS)A A A A Approach Delay (s/veh)0.8 1.4 9.7 9.7 Approach LOS A A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/22/2021 1:11:37 PMGrand & Villard Noon Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Grand & Villard Agency/Co.Marvin 7 Associates Jurisdiction City of Bozeman Date Performed 6/22/2021 East/West Street Villard Street Analysis Year 2021 North/South Street Grand Avenue Time Analyzed Exist PM Peak Hour Factor 0.69 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)2 27 1 4 27 3 2 22 2 4 15 2 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)3 6 38 30 Capacity, c (veh/h)1575 1573 800 809 v/c Ratio 0.00 0.00 0.05 0.04 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.1 Control Delay (s/veh)7.3 7.3 9.7 9.6 Level of Service (LOS)A A A A Approach Delay (s/veh)0.5 0.9 9.7 9.6 Approach LOS A A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/22/2021 1:14:16 PMGrand & Villard PM Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Grand & Beall Agency/Co.Marvin 7 Associates Jurisdiction City of Bozeman Date Performed 6/22/2021 East/West Street Beall Street Analysis Year 2021 North/South Street Grand Avenue Time Analyzed Exist Noon Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)0 34 5 2 24 4 3 23 9 4 33 3 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 2 41 47 Capacity, c (veh/h)1584 1559 842 813 v/c Ratio 0.00 0.00 0.05 0.06 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.2 0.2 Control Delay (s/veh)7.3 7.3 9.5 9.7 Level of Service (LOS)A A A A Approach Delay (s/veh)0.0 0.5 9.5 9.7 Approach LOS A A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/22/2021 2:27:32 PMGrand & Beall Noon Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Grand & Beall Agency/Co.Marvin 7 Associates Jurisdiction City of Bozeman Date Performed 6/22/2021 East/West Street Beall Street Analysis Year 2021 North/South Street Grand Avenue Time Analyzed Exist PM Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)5 10 4 4 18 0 3 23 1 1 18 2 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 5 31 24 Capacity, c (veh/h)1605 1606 840 844 v/c Ratio 0.00 0.00 0.04 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.1 Control Delay (s/veh)7.3 7.2 9.5 9.4 Level of Service (LOS)A A A A Approach Delay (s/veh)1.9 1.3 9.5 9.4 Approach LOS A A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/22/2021 2:24:01 PMGrand & Beall PM Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Grand & Lamme Agency/Co.Marvin 7 Associates Jurisdiction City of Bozeman Date Performed 6/22/2021 East/West Street Lamme Street Analysis Year 2021 North/South Street Grand Avenue Time Analyzed Exist Noon Peak Hour Factor 0.74 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)3 35 13 6 15 7 2 23 26 4 35 3 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 8 69 57 Capacity, c (veh/h)1593 1539 867 779 v/c Ratio 0.00 0.01 0.08 0.07 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.3 0.2 Control Delay (s/veh)7.3 7.4 9.5 10.0 Level of Service (LOS)A A A A Approach Delay (s/veh)0.4 1.6 9.5 10.0 Approach LOS A A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/22/2021 2:30:43 PMGrand & Lamme Noon Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Grand & Lamme Agency/Co.Marvin 7 Associates Jurisdiction City of Bozeman Date Performed 6/22/2021 East/West Street Lamme Street Analysis Year 2021 North/South Street Grand Avenue Time Analyzed Exist PM Peak Hour Factor 0.84 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)6 35 10 6 11 1 3 15 16 3 18 1 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 7 40 26 Capacity, c (veh/h)1611 1554 879 794 v/c Ratio 0.00 0.00 0.05 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.1 Control Delay (s/veh)7.2 7.3 9.3 9.7 Level of Service (LOS)A A A A Approach Delay (s/veh)0.9 2.5 9.3 9.7 Approach LOS A A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/22/2021 2:32:40 PMGrand & Lamme Noon PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Willson & Lamme Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/22/2021 East/West Street Lamme Street Analysis Year 2021 North/South Street Willson Avenue Time Analyzed Exist Noon Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North Central Development 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)17 30 28 7 13 7 10 117 42 12 78 8 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)87 31 12 14 Capacity, c (veh/h)647 589 1473 1343 v/c Ratio 0.13 0.05 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.5 0.2 0.0 0.0 Control Delay (s/veh)11.4 11.5 7.5 7.7 Level of Service (LOS)B B A A Approach Delay (s/veh)11.4 11.5 0.5 1.0 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/22/2021 2:37:12 PMWillson & Lamme Noon Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Willson & Lamme Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/22/2021 East/West Street Lamme Street Analysis Year 2021 North/South Street Willson Avenue Time Analyzed Exist PM Peak Hour Factor 0.74 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North Central Development 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)8 30 20 20 13 4 2 93 35 2 89 2 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)78 50 3 3 Capacity, c (veh/h)677 604 1458 1396 v/c Ratio 0.12 0.08 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.4 0.3 0.0 0.0 Control Delay (s/veh)11.0 11.5 7.5 7.6 Level of Service (LOS)B B A A Approach Delay (s/veh)11.0 11.5 0.1 0.2 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/22/2021 2:39:32 PMWillson & Lamme PM Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Tracy & Lamme Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/22/2021 East/West Street Lamme Street Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed Exist Noon Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North Central Development 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)8 42 23 10 20 5 5 31 18 13 54 5 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)85 41 6 15 Capacity, c (veh/h)720 685 1464 1505 v/c Ratio 0.12 0.06 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.4 0.2 0.0 0.0 Control Delay (s/veh)10.7 10.6 7.5 7.4 Level of Service (LOS)B B A A Approach Delay (s/veh)10.7 10.6 0.7 1.4 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/22/2021 2:43:42 PMTracy & Lamme Noon Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Tracy & Lamme Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/22/2021 East/West Street Lamme Street Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed Exist PM Peak Hour Factor 0.76 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North Central Development 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)5 59 26 9 19 8 2 35 10 13 61 17 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)118 47 3 17 Capacity, c (veh/h)712 687 1444 1533 v/c Ratio 0.17 0.07 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.6 0.2 0.0 0.0 Control Delay (s/veh)11.1 10.6 7.5 7.4 Level of Service (LOS)B B A A Approach Delay (s/veh)11.1 10.6 0.3 1.1 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/22/2021 2:45:53 PMTracy & Lamme PM Exist.xtw APPENDIX B – 2 Existing Plus Site Capacity Calculations HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Willson & Villard Agency/Co.Marvin & Assoc Jurisdiction City of Bozeman Date Performed 6/30/21 East/West Street Villard Street Analysis Year 2020 North/South Street Willson Avenue Time Analyzed Noon Existing Plus Site Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North Central 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)1 5 14 8 4 13 31 69 9 5 99 8 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 28 34 6 Capacity, c (veh/h)781 750 1450 1509 v/c Ratio 0.03 0.04 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.1 0.1 0.0 Control Delay (s/veh)9.7 10.0 7.5 7.4 Level of Service (LOS)A A A A Approach Delay (s/veh)9.7 10.0 2.3 0.4 Approach LOS A A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/30/2021 1:45:48 PMWillson & Villard Noon Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Willson & Villard Agency/Co.Marvin & Assoc Jurisdiction City of Bozeman Date Performed 6/30/21 East/West Street Villard Street Analysis Year 2020 North/South Street Willson Avenue Time Analyzed PM Existing Plus Site Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North Central 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)6 12 18 6 8 9 34 147 8 7 125 9 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)40 26 38 8 Capacity, c (veh/h)632 591 1414 1402 v/c Ratio 0.06 0.04 0.03 0.01 95% Queue Length, Q₉₅ (veh)0.2 0.1 0.1 0.0 Control Delay (s/veh)11.1 11.4 7.6 7.6 Level of Service (LOS)B B A A Approach Delay (s/veh)11.1 11.4 1.6 0.4 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/30/2021 1:48:01 PMWillson & Villard PM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Willson & Beal Street Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/30/21 East/West Street Beall Street Analysis Year 2021 North/South Street Willson Avenue Time Analyzed Noon Existing Plus Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North Cenral 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)5 12 14 8 13 3 11 99 15 4 111 3 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)34 27 12 4 Capacity, c (veh/h)688 603 1446 1410 v/c Ratio 0.05 0.04 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.2 0.1 0.0 0.0 Control Delay (s/veh)10.5 11.2 7.5 7.6 Level of Service (LOS)B B A A Approach Delay (s/veh)10.5 11.2 0.7 0.3 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/30/2021 1:40:21 PMWillson & Beall Noon Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Willson & Beal Street Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/30/21 East/West Street Beall Street Analysis Year 2020 North/South Street Willson Avenue Time Analyzed PM Existing Plus Site Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North central 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)2 12 16 4 9 3 7 180 17 8 122 2 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)33 18 8 9 Capacity, c (veh/h)620 512 1406 1286 v/c Ratio 0.05 0.03 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.2 0.1 0.0 0.0 Control Delay (s/veh)11.1 12.3 7.6 7.8 Level of Service (LOS)B B A A Approach Delay (s/veh)11.1 12.3 0.3 0.5 Approach LOS B B Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9 Generated: 6/30/2021 1:42:34 PMWillson & Beall PM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Tracy & Villard Agency/Co.Marvin & Assoc Jurisdiction City of Bozeman Date Performed 6/30/21 East/West Street Villard Street Analysis Year 2020 North/South Street Tracy Avenue Time Analyzed Noon Existing Plus Site Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North Central 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)2 12 1 2 15 1 8 54 5 2 59 1 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)17 20 9 2 Capacity, c (veh/h)741 743 1529 1546 v/c Ratio 0.02 0.03 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.1 0.0 0.0 Control Delay (s/veh)10.0 10.0 7.4 7.3 Level of Service (LOS)A A A A Approach Delay (s/veh)10.0 10.0 0.9 0.2 Approach LOS A A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9 Generated: 6/30/2021 1:35:02 PMTracy & Villard Noon Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Tracy & Villard Agency/Co.Marvin & Assoc Jurisdiction City of Bozeman Date Performed 6/30/21 East/West Street Villard Street Analysis Year 2020 North/South Street Tracy Avenue Time Analyzed PM Existing Plus Site Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North Central 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)6 22 3 1 11 1 8 69 6 1 55 2 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)34 14 9 1 Capacity, c (veh/h)734 728 1525 1524 v/c Ratio 0.05 0.02 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.1 0.0 0.0 Control Delay (s/veh)10.1 10.0 7.4 7.4 Level of Service (LOS)B B A A Approach Delay (s/veh)10.1 10.0 0.8 0.1 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/30/2021 1:36:40 PMTracy & Villard PM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Tracy & Beal Street Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/30/21 East/West Street Beall Street Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed Noon Existing Plus Site Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North Central 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)4 6 25 3 11 4 6 56 8 3 54 11 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)39 20 7 3 Capacity, c (veh/h)905 770 1535 1528 v/c Ratio 0.04 0.03 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.1 0.0 0.0 Control Delay (s/veh)9.2 9.8 7.4 7.4 Level of Service (LOS)A A A A Approach Delay (s/veh)9.2 9.8 0.7 0.3 Approach LOS A A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9 Generated: 6/30/2021 1:29:12 PMTracy & Beall Noon Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Tracy & Beal Street Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/30/21 East/West Street Beall Street Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed PM Exising Plus Site Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North Central 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)9 11 20 3 10 4 5 74 4 3 51 7 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)44 19 6 3 Capacity, c (veh/h)800 736 1540 1511 v/c Ratio 0.06 0.03 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.2 0.1 0.0 0.0 Control Delay (s/veh)9.8 10.0 7.3 7.4 Level of Service (LOS)A B A A Approach Delay (s/veh)9.8 10.0 0.5 0.4 Approach LOS A B Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9 Generated: 6/30/2021 1:32:42 PMTracy & Beall PM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Willson & Peach Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/30/2021 East/West Street Peach Street Analysis Year 2021 North/South Street Willson Avenue Time Analyzed Noon Exist Plus Peak Hour Factor 0.97 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)5 217 57 18 191 0 60 13 18 0 1 1 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 19 94 2 Capacity, c (veh/h)1388 1292 516 588 v/c Ratio 0.00 0.01 0.18 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.7 0.0 Control Delay (s/veh)7.6 7.8 13.5 11.1 Level of Service (LOS)A A B B Approach Delay (s/veh)0.2 0.8 13.5 11.1 Approach LOS B B Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9 Generated: 6/30/2021 2:17:26 PMWillson & Peach Noon Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Willson & Peach Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/30/2021 East/West Street Peach Street Analysis Year 2021 North/South Street Willson Avenue Time Analyzed PM Exist Plus Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)6 220 49 14 199 2 50 14 31 0 6 5 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 16 106 12 Capacity, c (veh/h)1357 1274 509 547 v/c Ratio 0.00 0.01 0.21 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.8 0.1 Control Delay (s/veh)7.7 7.9 13.9 11.7 Level of Service (LOS)A A B B Approach Delay (s/veh)0.2 0.6 13.9 11.7 Approach LOS B B Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9 Generated: 6/30/2021 2:19:10 PMWillson & Peach PM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Grand & Villard Agency/Co.Marvin 7 Associates Jurisdiction City of Bozeman Date Performed 6/30/2021 East/West Street Villard Street Analysis Year 2021 North/South Street Grand Avenue Time Analyzed Noon Exist Plus Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)4 29 6 7 33 1 3 22 0 4 27 2 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 8 29 39 Capacity, c (veh/h)1580 1575 783 793 v/c Ratio 0.00 0.01 0.04 0.05 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.2 Control Delay (s/veh)7.3 7.3 9.8 9.8 Level of Service (LOS)A A A A Approach Delay (s/veh)0.8 1.3 9.8 9.8 Approach LOS A A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9 Generated: 6/30/2021 1:51:04 PMGrand & Villard Noon Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Grand & Villard Agency/Co.Marvin 7 Associates Jurisdiction City of Bozeman Date Performed 6/30/2021 East/West Street Villard Street Analysis Year 2021 North/South Street Grand Avenue Time Analyzed Exist PM Peak Hour Factor 0.69 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)2 30 1 4 30 3 2 22 2 4 15 2 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)3 6 38 30 Capacity, c (veh/h)1570 1568 792 800 v/c Ratio 0.00 0.00 0.05 0.04 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.1 Control Delay (s/veh)7.3 7.3 9.8 9.7 Level of Service (LOS)A A A A Approach Delay (s/veh)0.5 0.8 9.8 9.7 Approach LOS A A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9 Generated: 6/30/2021 1:52:56 PMGrand & Villard PM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Grand & Beall Agency/Co.Marvin 7 Associates Jurisdiction City of Bozeman Date Performed 6/30/21 East/West Street Beall Street Analysis Year 2021 North/South Street Grand Avenue Time Analyzed Exist Plus Noon Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)0 35 5 2 25 4 3 23 9 4 33 3 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 2 41 47 Capacity, c (veh/h)1582 1557 840 811 v/c Ratio 0.00 0.00 0.05 0.06 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.2 0.2 Control Delay (s/veh)7.3 7.3 9.5 9.7 Level of Service (LOS)A A A A Approach Delay (s/veh)0.0 0.5 9.5 9.7 Approach LOS A A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9 Generated: 6/30/2021 1:07:05 PMGrand & Beall Noon Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Grand & Beall Agency/Co.Marvin 7 Associates Jurisdiction City of Bozeman Date Performed 6/30/2021 East/West Street Beall Street Analysis Year 2021 North/South Street Grand Avenue Time Analyzed Exist PM Plus Site Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)5 10 4 4 18 0 3 23 1 1 18 2 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 5 31 24 Capacity, c (veh/h)1605 1606 840 844 v/c Ratio 0.00 0.00 0.04 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.1 Control Delay (s/veh)7.3 7.2 9.5 9.4 Level of Service (LOS)A A A A Approach Delay (s/veh)1.9 1.3 9.5 9.4 Approach LOS A A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/30/2021 1:10:36 PMGrand & Beall PM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Grand & Lamme Agency/Co.Marvin 7 Associates Jurisdiction City of Bozeman Date Performed 6/3/2021 East/West Street Lamme Street Analysis Year 2021 North/South Street Grand Avenue Time Analyzed Noon Exist Plus Peak Hour Factor 0.74 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)3 35 13 6 15 8 2 23 26 6 35 4 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 8 69 61 Capacity, c (veh/h)1592 1539 866 782 v/c Ratio 0.00 0.01 0.08 0.08 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.3 0.3 Control Delay (s/veh)7.3 7.4 9.5 10.0 Level of Service (LOS)A A A A Approach Delay (s/veh)0.4 1.6 9.5 10.0 Approach LOS A A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/30/2021 1:14:37 PMGrand & Lamme Noon Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Grand & Lamme Agency/Co.Marvin 7 Associates Jurisdiction City of Bozeman Date Performed 6/30/2021 East/West Street Lamme Street Analysis Year 2021 North/South Street Grand Avenue Time Analyzed Exist PM Peak Hour Factor 0.84 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description North Central Development 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)6 35 10 6 11 2 3 15 16 5 18 2 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 7 40 30 Capacity, c (veh/h)1610 1554 878 803 v/c Ratio 0.00 0.00 0.05 0.04 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.1 Control Delay (s/veh)7.2 7.3 9.3 9.7 Level of Service (LOS)A A A A Approach Delay (s/veh)0.9 2.3 9.3 9.7 Approach LOS A A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9 Generated: 6/30/2021 1:18:24 PMGrand & Lamme PM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Willson & Lamme Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/30/2021 East/West Street Lamme Street Analysis Year 2021 North/South Street Willson Avenue Time Analyzed Noon Exist Plus Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North Central Development 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)17 30 30 10 13 20 11 145 49 7 103 8 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)90 50 13 8 Capacity, c (veh/h)596 586 1435 1295 v/c Ratio 0.15 0.09 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.5 0.3 0.0 0.0 Control Delay (s/veh)12.1 11.7 7.5 7.8 Level of Service (LOS)B B A A Approach Delay (s/veh)12.1 11.7 0.5 0.5 Approach LOS B B Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9 Generated: 6/30/2021 2:11:18 PMWillson & Lamme Noon Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Willson & Lamme Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/30/2021 East/West Street Lamme Street Analysis Year 2021 North/South Street Willson Avenue Time Analyzed PM Exist Plus Peak Hour Factor 0.74 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North Central Development 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)8 30 22 24 13 20 3 123 36 2 104 2 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)81 77 4 3 Capacity, c (veh/h)615 580 1429 1345 v/c Ratio 0.13 0.13 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.5 0.5 0.0 0.0 Control Delay (s/veh)11.7 12.2 7.5 7.7 Level of Service (LOS)B B A A Approach Delay (s/veh)11.7 12.2 0.2 0.2 Approach LOS B B Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9 Generated: 6/30/2021 2:15:14 PMWillson & Lamme PM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Tracy & Lamme Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/30/2021 East/West Street Lamme Street Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed Exist Noon Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North Central Development 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)8 42 24 10 20 5 7 35 18 13 57 17 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)86 41 8 15 Capacity, c (veh/h)689 651 1443 1499 v/c Ratio 0.12 0.06 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.4 0.2 0.0 0.0 Control Delay (s/veh)11.0 10.9 7.5 7.4 Level of Service (LOS)B B A A Approach Delay (s/veh)11.0 10.9 0.9 1.2 Approach LOS B B Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9 Generated: 6/30/2021 2:01:53 PMTracy & Lamme Noon Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Tracy & Lamme Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/30/2021 East/West Street Lamme Street Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed Exist PM Peak Hour Factor 0.76 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description North Central Development 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)5 59 27 9 19 8 4 39 10 13 62 30 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)120 47 5 17 Capacity, c (veh/h)691 654 1422 1526 v/c Ratio 0.17 0.07 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.6 0.2 0.0 0.0 Control Delay (s/veh)11.3 10.9 7.5 7.4 Level of Service (LOS)B B A A Approach Delay (s/veh)11.3 10.9 0.6 1.0 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9 Generated: 6/30/2021 2:04:46 PMTracy & Lamme PM Exist Plus.xtw APPENDIX C Trip Generation Updated Tables 2 and 3 Updated Table 2. Maximum Trip Generation - Total Development Using ITE 10th Edition Report No. of Rate Total Total Total Units Units Rate Trips Rate Trips Enter Exit Rate Trips Enter Exit Block 4 Code 221 Mid-rise Apartments 99 Units 1 539 2 22 6 16 3 44 27 17 Code 820 Shopping Center 6.1 1000 SF 4 230 5 18 10 8 6 23 11 12 Subtotal =769 40 16 24 67 38 29 Block 3-5 Code 221 Mid-rise Apartments 70 Units 1 381 2 15 4 11 3 31 19 12 Subtotal = 381 15 4 11 3 31 19 12 Block 3-4 Code 221 Mid-rise Apartments 44 Units 1 239 2 10 3 7 3 19 12 7 Subtotal =239 10 3 7 19 12 7 Block 3-3 Code 820 Shopping Center 3.0 1000 SF 4 113 5 9546 11 5 6 Code 221 Mid-rise Apartments 46 Units 1 250 2 10 3 7 3 20 12 8 Subtotal = 363 19 8 11 31 17 14 Block 3-2 Code 820 Shopping Center 3.0 1000 SF 4 113 5 9546 11 5 6 Code 221 Mid-rise Apartments 40 Units 1 218 2 9273 18 11 7 Phase 5 Totals 331 18 7 11 29 16 13 Block 3-1 Code 221 Mid-rise Apartments 30 Units 1 163 2 7253 13 8 5 Code 820 Shopping Center 3.0 1000 SF 4 113 5 9546 11 5 6 Code 931 Quality Restaurant 6.0 1000 SF 7 503 8 27 22 5 9 47 31 16 Subtotal = 779 43 29 14 71 44 27 Subtotal Beall's Third Devlopment = 2862 145 67 78 248 146 102 One 11 - 2.0 Trip Generation Code 221 Mid-rise Apartments 67 Units 1 364 2 15 4 11 3 29 18 11 Code 820 Shopping Center 2.5 1000 SF 4 94 5 8446 10 5 5 Subtotal = 458 23 8 15 39 23 16 Mountain View West Trip Generation Code 310 Hotel 100.0 Rooms 13 836 14 60 31 29 15 54 29 25 Subtotal = 836 60 31 29 54 29 25 Mountain View East Trip Generation Code 710 General Office Building 43.5 1000 SF 10 424 11 64 56 8 12 50 8 42 Code 820 Shopping Center 9.0 1000 SF 4 340 5 27 15 12 6 34 16 18 Code 931 Quality Restaurant 5.0 1000 SF 7 419 8 22 18 4 9 39 26 13 Code 221 Mid-rise Apartments 42 Units 1 228 2 9273 18 11 7 Subtotal =1411 122 91 31 141 61 80 5567 350 197 153 482 259 223 1 - T = 5.44(X) 2- T = 0.22(X)[27% Enter]3 - T = 0.44(X) [61% Enter] 4 - T = 37.75(X) 5- T = 3.0(X)[54% Enter]6 - T =3.81(X) [48% Enter] 7 - T = 83.84(X) 8 - T = 4.47(X) [80% Enter]9 - T = 7.80(X) [67% Enter] 10 - T = 9.74(X) 11 - T = 1.47(X) [88% Enter]12 - T = 1.15(X) [16% Enter] 13 - T = 8.36(X) 14 - T = 0.60(X) [51% Enter]15 - T = 0.54(X) [54% Enter] Peak PM Hour Beall's Third Trip Generation Total North Central Development = Peak Noon HourAverage Weekday Updated Table 3. Walk-Transit- Bicycle Trips ITE Trip Generation 10th Edition Supplement No. of Rate Alternate. Alt Mode Alternate. Total Alternate. Total Units Units Mode % Trips Mode % Trips Enter Exit Mode % Trips Enter Exit Block 4 Code 221 Mid-rise Apartments 99 Units 52%280 43%92761%27 16 11 Code 820 Shopping Center 6.1 1000 SF 35%81 32%63337%945 Subtotal =361 15 5 10 36 20 16 Block 3-5 Code 221 Mid-rise Apartments 70 Units 52%198 43%62461%19 12 7 Subtotal = 198 6 2 4 19 12 7 Block 3-4 Code 221 Mid-rise Apartments 44 Units 52%124 43%41361%12 7 5 Subtotal =124 4 1 3 12 7 5 Block 3-3 Code 820 Shopping Center 3.0 1000 SF 35%40 32%32137%422 Code 221 Mid-rise Apartments 46 Units 52%130 43%41361%12 7 5 Subtotal = 170 7 3 4 16 9 7 Block 3-2 Code 820 Shopping Center 3.0 1000 SF 35%40 32%32137%422 Code 221 Mid-rise Apartments 40 Units 52%113 43%41361%11 7 4 Phase 5 Totals 153 7 3 4 15 9 6 Block 3-1 Code 221 Mid-rise Apartments 30 Units 52%85 43%31261%853 Code 820 Shopping Center 3.0 1000 SF 35%40 32%32137%422 Code 931 Quality Restaurant 6.0 1000 SF 1%5 1%000 1%000 Subtotal = 130 6 3 3 12 7 5 Subtotal Beall's Third Devlopment = 1136 45 17 28 110 64 46 One 11 - 2.0 Trip Generation Code 221 Mid-rise Apartments 67 Units 52%189 43%62461%18 11 7 Code 820 Shopping Center 2.5 1000 SF 35%33 32%32137%422 Subtotal = 222 9 4 5 22 13 9 Mountain View West Trip Generation Code 310 Hotel 100.0 Rooms 49%410 41%25 13 12 54%29 16 13 Subtotal = 410 25 13 12 29 16 13 Mountain View East Trip Generation Code 710 General Office Building 43.5 1000 SF 56%237 56%36 32 4 57%29 5 24 Code 820 Shopping Center 9.0 1000 SF 35%119 32%95437%13 6 7 Code 931 Quality Restaurant 5.0 1000 SF 1%4 1%000 1%000 Code 221 Mid-rise Apartments 42 Units 52%119 43%41361%11 7 4 Subtotal =479 49 38 11 53 18 35 2247 128 72 56 214 111 103 Average Weekday Peak Noon Hour Peak PM Hour Beall's Third Trip Generation Total North Central Development = APPENDIX D Internal Capture Trips Worksheets Project: AWT North Central Development ICT Trips AWT Total # TRIPS FROM of Trips Office Retail Restaurant Residential Hotel Office 94 23 32 2 0 Retail 325 52 68 65 7 Restaurant 913 155 256 100 46 Residential 572 17 126 120 6 Hotel 213 79 15 13 0 AWT Total # TRIPS TO of Trips Office Retail Restaurant Residential Hotel Office 94 18 21 28 1 Retail 325 65 94 46 10 Restaurant 913 119 365 155 46 Residential 572 11 137 120 0 Hotel 213 0 17 79 13 AWT Exiting Trips Office Retail Restaurant Residential Hotel Office 57 23 32 2 0 Retail 158 18 68 65 7 Restaurant 215 21 94 100 0 Residential 189 17 46 120 6 Hotel 25 10 15 0 0 Total ICT Exit = 619 AWT Entering Trips Office Retail Restaurant Residential Hotel Office 57 18 21 17 1 Retail 173 23 94 46 10 Restaurant 266 32 68 120 46 Residential 167 2 65 100 0 Hotel 23 0 17 6 0 Total ICT Enter = 663 ICT TRIPS FROM BALANCED ICT DEMAND TRIPS FROM TRIPS FROM ICT TRIPS TO Project: Noon Hour North Central Development ICT Trips Noon Total # TRIPS FROM of Trips Office Retail Restaurant Residential Hotel Office 31 2 0 0 Retail 24 7 3 3 0 Restaurant 10 3 1 0 0 Residential 42 1 0 8 0 Hotel 17 13 2 2 0 Noon Total # TRIPS TO of Trips Office Retail Restaurant Residential Hotel Office 15 1 2 0 0 Retail 24 8 2 4 1 Restaurant 29 7 15 6 2 Residential 39 0 1 2 0 Hotel 18 0 0 1 0 Noon Exiting Trips Office Retail Restaurant Residential Hotel Office 31 2 0 0 Retail 51 3 1 0 Restaurant 321 0 0 Residential 600 6 0 Noon 312 0 0 Total ICT Exit = 17 Noon Entering Trips Office Retail Restaurant Residential Hotel Office 31 2 0 0 Retail 31 1 0 1 Restaurant 12 2 3 6 1 Residential 101 0 0 Hotel 000 0 0 Total ICT Enter = 19 ICT TRIPS TO ICT TRIPS FROM BALANCED ICT DEMAND TRIPS FROM TRIPS FROM Project: PM Hour North Central Development ICT Trips PM Hour Total # TRIPS FROM of Trips Office Retail Restaurant Residential Hotel Office 38 8 2 1 0 Retail 43 1 12 11 2 Restaurant 28 1 11 5 2 Residential 47 2 20 10 1 Hotel 18 0 3 12 0 PM Hour Total # TRIPS TO of Trips Office Retail Restaurant Residential Hotel Office 72 2 4 0 Retail 39 3 20 4 1 Restaurant 58 1 17 8 3 Residential 73 3 34 12 0 Hotel 21 0 4 15 3 PM Hour Exiting Trips Office Retail Restaurant Residential Hotel Office 53 1 1 0 Retail 26 1 12 11 2 Restaurant 17 1 11 5 0 Residential 15 2 4 8 1 Hotel 303 0 0 Total ICT Exit = 63 PM Hour Entering Trips Office Retail Restaurant Residential Hotel Office 41 1 2 0 Retail 19 3 11 4 1 Restaurant 24 1 12 8 3 Residential 17 1 11 5 0 Hotel 302 1 0 Total ICT Enter = 64 ICT TRIPS TO ICT TRIPS FROM BALANCED ICT DEMAND TRIPS FROM TRIPS FROM APPENDIX E Traffic Assignment Model NO R T H C E N T R A L F U L L D E V E L O P M E N T - N O O N H O U R T R A F F I C A S S I G N M E N T NO R T H 7 T H A V E ROUSE AVE 16 % 22 0 WI L L S O N A V E 11%151 19 0 11 11 8 0 0 74 NO R T H 73 53 53 7 7 5 54 0 9% 11 6 5 1 7 14 % 17 8 7% 80 12 3 69 19 2 99 5 4 96 40 6 74 7 6 1 4 1 1 TR A C Y A V E 30 61 0 1 3 7 0 6 25 0% 0 3 21 0 4% 11 % 15 6 0 0 0 SI T E T R I P G E N E R A T I O N 15 1 68 1 0 0 0 3 5 0 4 7 7 0 0 4 AW T = 9% 4 5 0 1 9 7 0 3 5 4% 12 3 1 0 1 0 2 2 0 0 1 1 66 No o n H o u r 2 8 2 1 4 0 1 5 20 3 1 1 5 EN T E R = 51 6 10 0 EX I T = 46 1 1 4 1 1 8 2 17 2 9 5 6 0 1 5 2 4 1 0 41 0 5 5 2 0 1 2% 11 2 1 1 9 2 2 1 1 2 2% 27 74 4 1 4 1 7 1 4 0 1 27 3 2 8 1 0 0 4 0 23 4 1 1 5 4 64 1 9 - M a n u a l A s s i g nm e n t A gg re g at e 8% 11 0 54 % 74 1 06 2 1 0 0 0 0 2 6 3 6 6 4 0 0 12 5 6 22 1 4 4 4 1 5 4 2 2% 22 2 2% 14 6% 44 5 7% 42 2 3% 27 00 27 00 82 00 96 00 41 32 3 2 0 0 2 5 3 2 6 3 0 2 CHURCH AVE 05 7 1 0 2 NO R T H 8 T H A V E 48 % 65 9 5% 69 5%69 0%21 0 0 5 9 1 1 3 2 00 0 0 2 7 3 2 7 5 0 3 0 2 12 1 0 5 1 6 11 1 3 1 3 1 3 1 3 1 3 6 6 6 4 1 0 1 0 2 1 2 1 2 2 1 2 16 % 21 1 1 1 1 2 6 20 % 26 1 3 1 3 2 6 20 % 26 1 1 1 9% 11 5 6 2 1 15 % 21 1 1 1 0 2 3 18%23 9 12 21 18% 22 0 11 2 1 3 27 4 13 1 3 27 4 13 5 12 3 51 1 20 6 11 1 11 247 11 9 247 3 13 1 1 23 0 0 1 0 1 3 0 1 1 1 0 0 50 2 2 1 1 0 4% 55 19 % 26 1 1% 14 1%14 0%0 5 22 1 1 23 91 3 0 1 1 1 2 9 1 00 01 0 0 1 0 0 0 2% 11 1 2% 11 1 1% 10 0% 00 0% 27 11 27 11 14 10 0 00 0 3 12 1 23 91 2 0 0 1 1 5 21 0 1 4% 55 18 % 24 7 1%14 NO R T H 8 T H A V E N O R T H 7 T H A V E W I L L S O N A V E T R A C Y A V E R O U S E A V E Ba b c o c k S t 13 7 2 66 52 Main Street Vi l l a r d S t r e e t Be a l l S t r e e t B e a l l S t r e e t Me n d e n h a l l Ma i n S t r e e t Vil l a r d S t r e e t Mendenhall Main Street Ma i n S t r e e t Ba b c o c k S t Ba b c o c k S t Peach Babcock St Du r s t o n Ma i n S t r e e t Me n d e n h a l l M e n d e n h a l l Pe a c h S t r e e t Ma i n S t r e e t NO R T H C E N T R A L F U L L D E V E L O P M E N T - P E A K P M H O U R T R A F F I C A S S I G N M E N T NO R T H 7 T H A V E W I L L S O N A V E R O U S E A V E 16 % 22 0 11%151 12 0 8 11 1 0 0 70 NO R T H 73 53 1 0 1 1 5 50 0 9% 76 1 1 0 14 % 10 5 7% 50 12 3 61 0 19 2 10 1 0 5 0 96 00 1 10 5 71 1 4 1 TR A C Y A V E 30 61 0 8 7 0 6 16 0% 0 3 24 0 4% 11 % 12 1 2 0 0 55 SI T E T R I P G E N E R A T I O N 15 1 63 3 0 0 0 1 3 5 7 3 5 3 0 0 1 AW T = 9% 6 5 9 2 0 1 2 5 1 1 3 4% 12 3 2 4 1 5 2 7 2 1 0 2 66 No o n H o u r 2 9 2 2 5 0 2 0 1 5 20 3 3 1 3 EN T E R = 53 4 EX I T = 58 1 1 4 1 0 8 2 24 3 4 3 7 02 2 2 2 1 0 20 0 2 3 4 0 1 2% 5 1 0 1 7 2 1 0 1 1 2% 27 32 2 1 5 1 8 1 4 0 0 27 2 3 4 1 2 0 3 0 26 4 8 1 5 3 74 1 8 8% 11 0 - M a n u a l A s s i g n m e n t A g g r e g a t e 8% 11 0 54 % 74 1 04 0 5 0 00 3 3 7 1 4 0 0 03 1 00 0 4 4 4 1 5 4 2 2% 00 0 2% 04 6% 44 5 7% 42 2 3% 27 00 27 00 82 00 96 00 41 33 3 2 00 3 3 3 1 3 0 2 CHURCH AVE 03 6 4 2 NO R T H 8 T H A V E 48 % 65 9 5% 69 5%69 0%20.58 00 3 6 6 3 0 00 0 0 3 3 3 1 5 0 3 0 0 11 1 0 1 12 2 2 2 1 4 6 6 6 4 1 0 1 0 2 1 2 1 2 0 1 2 16 % 12 1 1 1 1 5 20 % 15 1 4 2 1 5 20 % 15 0 7 9% 71 6 1 1 15 % 12 1 1 0 1 4 18%14 1 12 13 18% 22 0 11 0 1 4 27 4 14 1 4 27 4 14 1 12 3 11 20 6 10 1 247 11 247 3 13 1 1 03 0 0 1 1 3 0 1 0 1 0 0 30 1 4 1 1 0 4% 55 19 % 26 1 1% 14 1%14 0%0 3 14 1 1 03 11 3 0 1 0 1 0 1 0 00 01 0 0 1 0 0 0 2% 11 1 2% 11 1 1% 10 0% 00 0% 27 11 27 11 14 10 0 00 0 3 12 1 03 11 2 0 0 0 1 3 13 0 1 4% 55 18 % 24 7 1%14 NO R T H 8 T H A V E N O R T H 7 T H A V E W I L L S O N A V E T R A C Y A V E R O U S E A V E Main Street Ba b c o c k S t Ba b c o c k S t B a b c o c k S t B a b c o c k S t Ma i n S t r e e t M a i n S t r e e t M a i n S t r e e t M a i n S t r e e t M a i n S t r e e t Me n d e n h a l l M e n d e n h a l l M e n d e n h a l l M e n d e n h a l l 6 Be a l l S t r e e t Peach 13 7 2 Vi l l a r d S t r e e t 68 Du r s t o n Vil l a r d S t r e e t Be a l l S t r e e t Pe a c h S t r e e t