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HomeMy WebLinkAbout013_Traffic Memo and NCMPTIS-FOR REFERNECE TRAFFIC REPORT HOTELSPR SUBMITTAL I THE BOZEMAN BLOCK A I Tracys Third Addition,Lot 2A,Block A Plat : D 0.37 acre and Lot 3A,Block A,Plat D 0.72 acre PARTNERS sanbel October 22, 2024 Reference: Hotel Bozeman Traffic Analysis Project No. 23101 Mr.Johnson: The purpose of this letter is to provide a comparison of projected trip generation for the proposed Hotel Bozeman site located on the North Central Master Site in Bozeman, Montana.The site was originally evaluated in the North Central Master Site Plan TIS completed in February 2021 by Marvin and Associates.This report was updated in July 2021 based on updates to the Master Site Plan land uses and comments from the City of Bozeman. Another updated was completed in September 2021, which did not include changes to the land uses and trip generation projections. A previous trip generation update was completed in June of 2023. The gross trip generation (priorto multimodal and internal capture reductions) projections presented in the July 2021 update totaled 2,247 average weekday trips, with 182 trips during the AM peak hour and 195 trips during the PM peak hour for the two Hotel Bozeman buildings.These projections assumed the following land uses between the two buildings: 100 hotel rooms,42 apartments, 43,500 square-feet of office space, 9,000 SF of retail uses, and 5,000 SF of restaurant space. The latest land use assumptions for Hotel Bozeman will include the following: 200 hotel rooms, 8,159 SF for spa/fitness uses, 9,228 SF for restaurant and bar, and a 150- seat hotel conference room. It was assumed that trips to the spa/fitness, restaurant, bar, and conference uses would be incorporated in the overall hotel projections as they are primarily for hotel guests but still open to the public.This assumption is based on the Hotel land use description provided by ITE, which states that these facilities typically include restaurants, bars, meeting/banquet rooms, convention facilities, and fitness rooms.Therefore, the trip generation rates provided by ITE would account for some trips from external, non-hotel patrons to these uses. The updated trip generation calculations, shown in Table 1 on the following page, project 1,598 gross weekday trips, with 92 trips during the AM peak hour and 118 trips during the PM peak hour. Intelligent Infrastructure. Enduring Communities. Karl Johnson October 22, 2024 Page 2 Table 1:Hotel Bozeman Trip Generation Summary Land Use Inde endent Variable I Average Weekday AM Peak Hour I PM Peak Hour Intensityl Units I total I enter I exit I total I enter I exit I total I enterj exit Hotel Bozeman Hotel' 200 1 Rooms 1 1598 1 799 1 799 1 92 1 52 1 40 1 118 1 60 1 58 New External Trips 1 1598 1 799 1 799 1 92 1 52 1 40 1 118 1 60 1 58 (1) Hotel -Land Use 310* Units=Rooms Average Weekday: Average Rate=7.99 (50%entering/50%exiting) Peak Hour of the Adjacent Street,One Hour between 7 and 9 AM: Average Rate=0.46 (56%entering/44%exiting) Peak Hour of the Adjacent Street,One Hour between 4 and 6 PM: Average Rate=0.59 (51%entering/49%exiting) `Trip Generation,11th Edition,Institute of Transportation Engineers,2021 Comparing the July 2021 projections to the new Master Site Plan, it was found that gross trips on an average weekday are projected to be 71% of the previous projection when updated with the new land uses. Gross AM and PM peak hour trips are projected to be 51% and 61% of the previous projections, respectively. If you have any questions or concerns, please feel free to contact me at 406-922-4306 or jstaszcuk@sanbell.com. Sincerely, Joey Staszcuk, PE, PTOE, RSP1 Associate Principal I Community Transportation Studio Manager ARS/jhs P:23101_Hotel_Bozeman_Traffic_Analysis_10.22.2024 SANDE RSON t� STEWART ER a sanderson bellecci company MEMORANDUM pNTA To: Mr. Andrew Gault, Homebase Partners JSOTS From: Joey Staszcuk, PE, PTOE, RSP1, Senior Transportation 8 PE Date: 2/1/24 ' L Reference: 23 10 1, North Central Development - Bozeman The purpose of this memo is to provide justification to deviate from the access spacing requirements listed in SEC 38.100.090 —Access section of the Bozeman Municipal Code. Access to the North Central Development for delivery and maintenance vehicles is proposed via two full movement approaches on Beall Street that access the site to the north and connect south though the Hotel Bozeman site to a third maintenance vehicle site access on Lamme Street. The maintenance accesses are expected to be primarily used as a pedestrian access to the site. Adjacent to the development,West Beall Street,West Lamme Street, North Tracy Avenue,and North Willson Avenue are all classified as local streets with speed limits of 25-mph.The City of Bozeman Uniform Development Code (UDC) (Table 38.400.090-1) outlines the required distance for access spacing on local streets to be 40-feet. All access points are further than 40- feet from all existing local roadways, but since the north and south accesses on West Beall Street are offset by 6.5-feet and the access on West Lamme Street is offset from the single- family drive approach by 14-feet,they are evaluated to be separate approaches. A deviation is requested per the UDC,Section 38.400.090.H. Traffic volumes and turning movements,are expected to be very low at these approaches as they are only used for delivery and maintenance vehicles. They are expected to be utilized by delivery vehicles a few times a week and maintenance vehicle a few times a year based on data from the AC Hotel in Bozeman.Queuing and vehicle delay expected at these site accesses is likely to be very minimal during the AM and PM peak hours.The above-mentioned site accesses are assumed to operate as stop controlled approaches. Intersection Sight Distance (ISD) was evaluated at the proposed approach locations using criteria from the AASHTO Green Book,Tables 9.7 and 9.9, Design Intersection Sight Distance — Left-Turn and Right-Turn from Stop,and a 25-mph design speed was utilized based on the speed Iimit.There are no vision restrictions within the sight triangles. Clear sight triangles should be evaluated during construction and final landscaping to ensure vision triangles remain clear. February 1, 2024 Additionally,there is a clear line of site between both site access on West Beall Street as well as the proposed site access on West Lamme Street to the existing single-family access approach. Vehicles movements that ingress and egress from both the proposed site access and the single- family approach are expected to be fully visible. The location of the proposed site access on West Beall Street provides a positive offset for left- turning vehicles entering both site accesses which helps to eliminate conflict points.This means there will be no conflicts between left-turning vehicles at the two approaches as they will be staged on the outside of the approach offset and not between the two approaches. Right- turning vehicles that egress from both accesses do not conflict,while left-turning vehicles that egress have the possibility to conflict but are unlikely due to minimal volumes on all approaches. The access on West Lamme Street and the single-family access provides a negative offset for left turning vehicles entering the site but a positive offset of left turning vehicles exiting the site.The clear sight distance between the access points on West Beall Street and West Lamme Stret alleviates the concern created by the negative offset for each access. It is recommended that site accesses to the North Central Development on West Beall Street and West Lamme Street deviation requests be approved as they are not anticipated to impact the health,safety,or welfare of the public. Please feel free to contact me if you have any questions. 2 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Z�Z� MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 HomeBase Partners 20 North Tracy Avenue Bozeman, MT 59715 9/24/2021 Re: North Central Master Site Plan Traffic Impact Study Update #2 Subsequent to submittal of the Traffic Impact Study (TIS) Update on July 2, 2021, for the proposed North Central Master Site Plan, City of Bozeman Staff review dated August 23, 2021, listed a number of items that needed to be addressed. A development team meeting was conducted with City of Bozeman staff on August 31, 2021, to determine the extent of additional information and analysis that would be required to address the concerns and complete the Master Plans TIS. A written response and summary of the meeting's discussions was submitted to the City on September 1, 2021. That response document provided clarifications of the analysis methodology and provided a summary of additional information that would be included within this, the second TIS Update. Additional Study Intersections The following intersections surrounding the development site were added to this study update: • Grand Avenue and Mendenhall • Tracy Avenue and Mendenhall Both of these intersections are controlled by stop signs with Mendenhall being the through street. Additional Traffic Volume Counts Attached is a revised Figure 12, which illustrates peak Noon and PM hour traffic volumes at the two Mendenhall intersections in 2017. While a number of additional intersections of local streets were mentioned in the City review. They are low volume streets, which would require additional time to count. Some local intersections have incalculable potential for experiencing site traffic due to limitations inherent in traffic models. As such, it would be nearly impossible to quantify specific impacts. Streets and corridors within the localized grid system will be discussed further within this update. Mailing Address:P.O.Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE AOUE�� MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 Existing Capacity — Additional Intersections Revised Table 10 provides a summary of capacity calculations based on existing conditions in the year 2021 (attached Appendix). In Table 10, it can be seen that the stop controlled approaches at both of the intersections currently operate at level of service (LOS) "C" or better. Table 10. Existing Additional Inters ections Capacity Calculations Revised 9/8/21 PEAK NOON HOUR PEAK PM HOUR Intersection Int/App Delay LOS Max Int/App Delay LOS 1VIaxQ Grand Avenue& Overall na na na Overall na na na Mendenhall Street NB-Worst 14.1 B 1 NB-Worst 14.0 B 1 N Tracy Avenue& Overall na na na Overall na na na Mendenhall Street NB-%rst 17.5 C 1 Nf3-%rst 17.1 C 1 Trip Generation Trip generation calculation methodology was examined and rechecked relative to the City of Bozeman comments. It was determined that the calculations were reasonable and within the bounds of existing ITE Trip Generation methodology. As such, trip generation tables presented within the first TIS Update are valid. Trip Distribution The City of Bozeman's review of the original distribution model identified some inconsistences. While percentage distribution on some of these streets were minor, the trip distribution patterns were changed to improve the consistency of the model. Thus, Figure 5 was updated and is attached to this report. The percentage of trips that was shown on Villard Street east of the sites was redirected to Peach Street at its intersection with Tracy Avenue, such that 4% of the trips would access the site on Tracy Avenue rather than Villard. The 1% distribution on Beall Street was distrusted to Mendenhall Avenue and Tracy Avenue. In addition to the Villard and Beal Street adjustments it was determined that approximately 2% of the trips would actually use Grand Avenue to access site parking lots. Figure 5 illustrates the percentage distribution of trips to and from Main Street and Mendenhall Street onto Grand Avenue. Traffic Assignment Traffic assignment in the first update was modified to account for changes made within the trip distribution analysis. The changes in trip distribution affected traffic assignments at three intersections on Mendenhall (Grand Avenue, Willson Avenue, and Tracy Avenue). Beal Street intersections with Willson Avenue and Mailing Address:P.O.Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 2 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Z�Z� MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 Tracy Avenue were also affected as was the intersection of Villard and Tracy. Attached updated and revised Figures 6 and 6B are attached and show the new traffic assignment at the intersections. Existing Plus Site Traffic Volume Impacts Attached Figures 13 and 14 are attached and show the traffic volumes that would be associated with existing plus full development traffic. Only 6 of the 12 intersections have changed from the first TIS update. Existing Plus Site Traffic Capacity Revised Table 11 summarizes capacity calculations (see Appendix) completed for existing plus site generated traffic volume conditions. The only intersections that had any measurable changes in capacity were the two intersections on Mendenhall Street. The northbound approach would have an increased delay of 0.1 seconds per vehicle with no change in the LOS or vehicle queues. The intersection of Mendenhall and Tracy Avenue would experience at 2.0 second per vehicle increase in the noon hour and a 0.6 second delay increase in the pm hour. The LOS would remain at LOS "C" in both periods and the maximum queue in the peak noon hour would increase from one to two vehicles. Table 11. Existing Plus Site Intersections Capacity Calculations Revised 9/8/21 PEAK NOON HOUR PEAK PM HOUR Intersection Int/App Delay LOS MaxQ Int/App Delay LOS MaxQ Grand Avenue& Overall na na na Overall na na na Mendenhall Street N&Worst 14.2 B 1 N&Woist 14.1 B 1 N Tracy Avenue& Overall na na na Overall na na na Mendenhall Street NB-Worst 19.5 C 2 NB-Worst 17.7 C 1 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. An additional future calculation was completed for the intersection of Tracy Avenue & Mendenhall in the noon hour, and it was determined that the LOS would remain at "C." Mailing Address:P.O.Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 3 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Z�Z� MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 Qualitative Impact Assessment of Operations Impacts to the transportation system are typical measured by distinct methods employing nationally accepted standards, mathematical models, and algorithms. The analysis results in efficiency measures expressed as delay and levels of service. The standard measures of efficiency used within this study indicate that LOS and delay impacts at local intersections will be minimal and without substantial differences from existing conditions. The planned development is located within a completely developed area where the local grid street system has existed for many decades. The North Central Development would have a four block footprint within Downtown Bozeman. As such, there are nine intersections bordering and within the site that are directly associated with access to the development. While trip distribution and traffic assignment external to site can be calculated using conventional methods, calculation of traffic within the site is complicated by on-street parking circulation along with alternative route selection within the site. This study utilized the quickest path method to assign traffic to and from parking facilities based on logical routing. However, this method cannot account for human factors involved in route selection and individuals' habits. Because of this, traffic assignment within the development cannot be considered 100% accurate. Traffic assignments of zero vehicles on a street or at an intersection may not actually be zero but could be that 1 or 2 vehicles would utilize the facility on certain days of the week. Actual construction of non-residential uses within the development in future years may also change trip generation depending on the ultimate success of the businesses. All of the variables involved in predicting traffic impacts on local streets surrounding a project of this type cannot be stated with a known level of accuracy, and possible impacts cannot be quantified without introducing bias into the analysis. Therefore, the evaluation of local street corridors can only be stated in qualitative terms. New Figure 15 (attached) shows the intersection control at all intersections of local streets within the study area. The following narratives describe the local street corridors, potential impacts, and recommendations for potential impact mitigation: N Willson Avenue — is a through street from Mendenhall Street to Peach Street. The site traffic assignment on this section of Willson Avenue ranges from 659 AWT north of Mendenhall to 288 AWT north of Villard Avenue. The 288 AWT on Willson North of Villard represents a 12% increase over the existing AWT of 2500. This Mailing Address:P.O.Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 4 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE MARVIN & ASSOCIATES 1300 N.Transtech Way Billings, MT 59102 AWT volume is well beyond a comfortable level for a local street, but it is far below the ultimate capacity of a two lane street (9000 AWT). The peak pm hour volume on this section of Willson Avenue would be approximately 130 vph or approximately 1 vehicle every 27 seconds on average. The existing street is 30' wide from Peach Street to Villard Street, 36' wide from Villard Street to Beall Street, and 38' wide with variable width boulevards from Beall to Mendenhall. When driving on the corridor at the peak hour, it does not seem to be congested or present any obvious conflicts. Left turns traffic at the intersections are infrequent and the average gap at 27 seconds, delay for left turns is very minor. If future traffic should exceed projections, it would be possible to use some boulevard area to install a center turn lane (if warranted). Various typical sections could be considered to accommodate the center turn lane depending on the need for parking. It may be necessary to eliminate parking on one or both sides of the street to achieve the desired function of the street. Grand Avenue — is stop controlled at every intersection except at its intersection with Short Street, which is uncontrolled. Grand Avenue currently carries no more than 500 AWT and site development would add no more than 28 AWT or approximately 3 vehicles in the peak hours. Grand Avenue does not have curb and gutter along its entire length. At its intersection with Short Street, it appears that there may be some intersection sight distance obstructions. Warrants for stop signs should be evaluated to determine if a stop sign on Short Street is warranted. Tracy Avenue - is a through street from Mendenhall Street to Peach Street. The site traffic assignment on this section of Tracy Avenue ranges from 55 AWT north of Villard to 124 AWT north of Mendenhall Avenue. Existing traffic on Tracy Avenue is approximately 1,600 AWT which indicates that the site would add approximately 8% to existing traffic Volumes. The site development would add approximately 9 vehicles In the peak pm hour. Tracy Avenue is approximately 27' wide with variable width boulevards along its length. Parking is currently prohibited on the east side of the street. There is only one intermediate intersection between Villard Street and Peach Street on Tracy Avenue and current operations appears to be acceptable. Villard Street- is a through street from N 7th Avenue to Willson Avenue. Villard Street is stop controlled at Willson and Tracy Avenues and right-of way is controlled by yield signs on Villard at Black Avenue. Villard Street is approximately 36' wide from N 7th Avenue to Black Street. Villard currently carries approximately 500 AWT along its Length. The site development would add approximately 49 AWT within the site area and 123 AWT west of Grand Avenue. This represents Mailing Address: P.O.Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 5 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Z�Z� MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 an increase of 24% over existing volumes between Grand Avenue and N 7th Avenue. The intersections of 4th and 6th Avenues are T intersection that are uncontrolled and stop sign warrants should be reviewed to determine if there is available sight distance at those intersections. It is the authors opinion that the yield signs at the intersection of Villard Street and Black Avenue may be a misapplication of that regulatory sign due to sight distance restrictions and the ability to enter the intersection without stopping. Also, this is the only yield sign on the corridor and is not consistent with control applications at other intersections along the corridor. Beall Street- is a through street from N 7th Avenue to Willson Avenue. Beall Street is stop controlled at Willson and Tracy Avenues and right-of way is uncontrolled at Beall Street and Black Avenue. Beall Street is approximately 36' wide from N 7th Avenue to Black Street with the exception of the section between Willson and Tracy, where it is approximately 44' wide. Beall Street currently carries approximately 500 AWT along its Length. The site development would add approximately 27 AWT west of Willson Avenue and approximately 255 AWT between Willson and Tracy. A stop sign warrant should be explored at its intersection with Black Avenue. Lamme Street- is a through street from N 7th Avenue to Willson Avenue. Lamme Street is stop controlled at Willson and Tracy Avenues and right-of way is uncontrolled at Beall Street and Black Avenue. Lamme Street is approximately 32' wide from N 7th Avenue to Black Street. At its intersection with Tracy Avenue , the continuation of Lamme to the east is offset to the north by a distance of approximately 55 feet. The directional offset allows left-turning traffic on Tracy Avenue without overlapping vehicle paths and should operate safely provided that sight distance at the intersection is maintained. Lamme Street currently carries approximately 1,000 AWT along its Length. The site development would add between 10 and 27 AWT, which is between a 1% an 2% increase. It is not anticipated that there would be any impacts that would detract from the current nature of the street. Mailing Address:P.O.Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 6 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Li Z� MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 CONCLUSIONS & RECOMMENDATIONS The redistribution of trips and reassignment of traffic had very minor effects on the TIS analysis described in the first TIS update. No impacts were found at the 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. �p N T.A•ti,4 , ROBERT R. * ' MARVIN _ w o 3697E •y, ••q + F, ONAL RobertR Nhrvin,P.E., P.T.O.E. Mailing Address:P.O.Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 7 L2m1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE MAMN &ASSMATES Weighted Averages of Four Land Use Distributions 16% 11% 14% 7% Durslon Peach Street ------► Peach Street ~r 11 9% 11% 21% 4% Q 0%Q z 0% o a 9% lei//ard SJreeJ V//ard Street Q M 12% 2% EPED ° Bea//Slreel ��� 0%�Bea//SJreeJ �► 0% o % Laraine street ► Lamme Street Q ° 51% 9% 0 1% ° 2%, ° 3/o Mendenha//Slreel �-1�0 �/O tifendenhal/S1ree! ------► V 1% 47% 7% 5% 0% 18% 16% 20% 20% 19/o ° ° �► f� �� Main Street ° �� 1 � Main Street 18%j �► 2% 14% 190/0 1% 1% 0% —� Babcock Street Babcock SJreeJ 2% 2% a 10/0- 0/% o 0% Q 1 /o 4% 18% °0 3 h Figure 5. Updated - Trip Distribution Percentages 000 CRCljee�e IER SITE PL TRAFFIC ST Yggg R EREN pf 0 E- r �� 000 !� ii q �.i0 �� �0 0�� ID10 3� e 39 7 .(y 5 10y� � 5 O 0 (� �h tL0 �('�0 0 11 —>00I,O� ^00 000 ■w�aooun 000 ^^^ 000 ^^^ J 41 0FJ > 0tJ 10 10 ° FL��py° °��EL�� y0 °6 FL���O °?,L� oy° 000 0^0 000 0^0 0Nu1 �•p0 OHO �^O 0 1 13 0 1 '�0 01 '�1 e 0�1 '�0 00 0 � ® -0-0 0�� ® �— o o �{�® .-0 3 '�� .L�y o 129z+ T q 4 143E L� y° o oN^ crvno 000^ •-ono ® F 1 F 4 ® F- 0 F 4 T hT T hT o� - 000 DurSJon Rood Peach Street _ Peach S/reel - - - 1 1 T I Mil/aid S&eef !�i/lard SlreeJ a Q Q m o Bea//SlreeJ Beo//SJiee! Laraine Street © Lamme SJieeJ Q �Slendenha//Scree/ Mendenhal/SlreeJ rr Main $&eel Main SmeeJ Babcock SlreeJ 6P S/1 ►1' � a Q Figure 6B. Peak Hour Site Traffic At Additional Study Intersections (Revised 9/7/21) E NOR7ASTER SITE FIC STUD ERENCE v 1 n N k+ 2[1] �9[5] 0 [ l 2[11 2[2]�4[21� 422[1] 18[15]--�© M M Cl) LO Q �_ � CO Q 4 1[11 Z 4 4 -' 0 Z 8[7] 1 i J —3[2] 9[51 t 3[2] 0 [ 1 18[15] O� 1[1] ln]� 0� �0 �F13[ll] M ^ M M Ou +zF7;= la� fV1 4Z010] 1 �0[0] —16[14] --1[0] 0111 ® 0[0] 8[4] �® O O � Q — 0 2[41j I k+,CO[01 0[0] 0 .-0[0] 4[14]Zh rO[01 220 v o ch = 151 123 +- -51 Peach Slreel Durs/on Rood 0 192 Peoch Street 14[8] No Hour Noon Hour 51 See Revised Figure 68 For a QIx Traffic Assignment(Typ) Q o Q a \ V u 3 0 288 55 m � c 123 Yi//ard street 0 1490 130 '© 0 !ri//ord S/ree/ XZ Q 14 650 100 o 2 27 Bea//S�iee/ 0 33 (:) 255 (Z) 0 Beo//Slieel 14 10 Lamvne street 0 35 0 0 rLamine f/- R 14 27 741 124 Mendenho//S/reel V 0 27 Mendenha//S/ree/ 27 0 41 0 82 0 '51 0 �1 14 659 69 cG 0 274 0 Main Slreel 274 260 0 123 206 Mo/n Slreel 206 C) 247 55 261 14 14 27 Q 27 Babcock Slreel 27 0 14 Babcock Slreel 0 0 z 14 a Q Average Weekday Site Traffic (Typ) Z 247 Updated Figure 6. Full Development Vehicular Traffic Assignment (Revised 917121) ^T�o RTH C T M TER SITE PLAN TRAFFIC STU FpdsbRE RI N V 217:— � 141 26�� �'30 220�---� 199 27'-0- ® 27 39 9 48oZ����y13 b ')��7 ����� y 1�Z •({y 4 u1�� MNO ���M'2 NNN warm N M w (hM V N�� �m 1 dF r�> 7 F r��> 3 l OF���> 4b �"0 �1 1.14 5 �1 Z�0 6 134 i7 24 10 f w 18 3570► 115 yam'L��ry 2 4 y' `TT` (i�4 1 O 2Z�� ry 63 1 �1�,1 1�C'1 rn 0, >5 tlM— �MIn� 1N N c ol CCr�N ,ln Ln ^17�-1r ' 7 8 �1 ~� �5 694. � �i '� '�I 4 5 '�8 28� ® � 7 23� 0 �10 y20 2b� 9 S12 4 >30 1 `� >22Nv � D7 N LnO Cl) Ln n C PM c07 u'f �� NM 29-r�—> 32 54��—> 70 18F r�—, 8 3a�f—> 15 (/ t-�20 �23 �/ Z�24 �33 6 E--463 ® <—�520 i 579 �( ® �(39 ��43 h` �(25 32 b F L�->28 66 E L� 361 5 L�->12 21 E L�->56 Cl) In N MP fV C`, NOON HOUR PM HOUR Durs/on .Food Peach S/reel ® Peach Smee/ _ t lei/lord S/reel Vi/lard S/ree/ j Q - m o 2 Bea//SJiee/ Bea//S/reel C Lamme S/reel- Lomme Slree/ .Hendenha/fS/ree Mendenha//Smee/ M907 Shee/ iL1a117 Sliee/ • Bahcock Slreel Q _ Figure 12. Peak Hour Existing Traffic At Additional Study Intersections (Revised 9/7/21) NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE 01 Wf 1 i.1`��4L113 5 I; 4'C53 2 1-; 4Zi 1 4 1Jt �Zi 4 5y ® --*-J4 12L-0- 13 12 12 5 "o- 10 14y�, ry 8 14v�, r 8 1 �Z 1 25'',{� `('" 3 �.. 10 c ��L 312 17 E l�Ltla F �7y 8 ,2y O 01 LO 00 V N 0 00 �0 Cl) 10 �O NNE c) VMLO 0F�7 � 1 bF�7 2 14F, r-y> 6 9<�r� 5 1r ~Zip 4'-; 4�1 1 0 11 t 4 4 I1t' �Z 8 217 I--o- O -*-J 191 29'--0. 33 35 �--o- 4) -*-4 25 35'-o. E--+15 57yZ ,�,,►►�('"y18 6y�,((�� ���('�L 7 5 y�,(`� ,(�y 2 13y�,`` ('� 6 0 �ItC O 1 :Stt31 3 �1ttt5 1 EL�t+15y 0M00 MCV O MMo` N 10 N N N N O Op M 25��-^� 20 2� ^ � 29 PJMj 32 ��-� 62M� -> 70 � 1 �� b P 17 1 20 iJ A I 24 30y ® � 13 42� ® <-J 20 ' ® �397 -4-J467 29�-%, r 10 24� r 10 ' �("' ' (� 16 f+ y L L 139 43 y y �OM6� )13 78 L �30 6 E`�_128 116 'A_)46 tN 1000 ;I, 0,O AMIW017 Rood Peach SJieeJ �:rs _ T , )4 ei//aid Street V%/amid Street o Bea//SlreeJ O CyBea//SJieeJ J a LamaJe Lamme Street ® Q ® Mendenha//SJieeJ Mendenha)/SJieeJ Main S wet Main SJieeJ � a � �1 Babcock Sleet Q m Figure 13. Peak Noon Hour Existing Plus Site At Local Development Area Intersections (Revised 917121) NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE to N N V� r 0`52 t, C CO N to N IF;C., 6(-- + 10 33E 4 j,1��� 26 1y� 6 l.� ' - q 2 i1' ' -1 3 6 1 9 41 '�i 4 12 �--'1► ® �8 12�� � 9 22 y ® � 11 11 �-->► 10 18 ' �y 6 16yZ r 4 3 y7, ry 1 204 �('iy 3 ..w, y h {� 8 E LL��12 41 Lt 13 E` ��10 83 1 tt,4 M a00'10 tn�� ^ 1 n 0�. , N�'Q CV N�to 4F- 7E 10E�- ,� 3 r " 4 2 i1 t1 3 5 i1 Z 0 b-t Z 2 30i� F 30 101$ 35—�1 �'ll4 4 � t[ 4 10 �'L �rbN MM� mLn10 �y N qw r0 ONM 0. N N M,0— O 9</rf4? 22 9-- � 6 15�r�—> 12 34 j —> � 2 Zi 20 81-1` 5 i� Z�B i Z�2 5 i ��34 22y ® �2d 29 y`® � 99 i ® `J250 i �--'583 iV r �Z'L��ry f' j"�32 h /'� 44 y 1 y y 3 �L y 31 �LCOO �9 vO0 �22 5 ELo —'14 �^ —>62 �P') Cl)^ MN NM m _ � lei//ard S/reeJ O VI//ard S/re o � 2 Bea//Slree/ Z.71nme Street Lamme Street y V i J V ® Mendenha//S/ree/ Mendenhol/SJiee/ A/ale S1rre/ Main Street Babcock Preee y C Q Z Figure 14. Peak PM Hour Existing Plus Site At Local Development Area Intersections (Revised 9/7/21) t IMM NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERE of ot. • 61' Peach Street of of 01 e ols MAR41N 8 ASSOCIATES ik TO STO TO le Ql `Y Shorf Street � IU tz tz a �_- Yield Control (Typ) Vi//ard Street To o a No Control (Typ) of o TO To To a o O1 Lalmve Street 01-. (D To TO 0. TO o .0 Aft D1_ 0 O15 Ir rD Mende/�ha//Street sro sro T° Signal (Typ) / ► - - Stop Control (Typ) ' 4 New Figure 15. Intersection Control - Local Street Corridors = ;; NORTH CENTRAL MASTER SITE PLAN TRAFFICti[7i'FOR REFERENCE I .� . a s • • w s a General Information Site Information Analyst R Marvin Intersection Mendenhall&Grand Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/8/2021 East/West Street Mendenhall Street Analysis Year 2021 North/South Street Grand Avenue Time Analyzed Noon Existing Plus Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description North Central Development Lanes Jd 1J.4. 1. L k- 1 '«- � F 4 ( � i i 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 0 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR Volume(veh/h) 39 397 22 41 37 37 19 Percent Heavy Vehicles(%) 0 0 0 0 0 Proportion Time Blocked EP Percent Grade(%) 0 0 Right Turn Channelized Median Type I Storage Undivided I Critical and Follow-up Headways Base Critical Headway(sec) 5.3 7.5 6.5 6.5 6.9 Critical Headway(sec) 5.30 7.50 6.50 6.50 6.90 Base Follow-Up Headway(sec) 3.1 3.5 4.0 4.0 3.3 Follow-Up Headway(sec) 3.10 3.50 4.00 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 42 85 61 Capacity,c(veh/h) 1161 475 506 v/c Ratio 0.04 0.18 0.12 95%Queue Length,Q%5(veh) 0.1 0.6 0.4 Control Delay(s/veh) 8.2 14.2 13.1 Level of Service(LOS) A B B Approach Delay(s/veh) 0.8 14.2 13.1 Approach LOS B B Copyright©2021 University of Florida.All Rights Reserved. HCSW TWSC Version 7.9 Generated:9/8/2021 4:05:50 PM Grand&Mendenhall Noon Exist Plus.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE - General Information Site Information Analyst R Marvin Intersection Mendenhall&Grand Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed ...._ 9/8/2021 East/West Street Mendenhall Street r• Analysis Year 2021 North/South Street Grand Avenue Time Analyzed PM Existing Plus Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description North Central Development Lanes t 1 ,j ( + 'I i t Y t t' r 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 0 0 0 0 2 0 0 1 0 0 1 0 Configuration IT TR LT TR Volume(veh/h) 25 520 25 32 20 19 16 Percent Heavy Vehicles(%) 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I Storage Undivid d Critical and Follow-up Headways Base Critical Headway(sec'. 5.3 7.5 6.5 6.5 6.9 Critical Headway(sec) 5.30 7.50 6.50 6.50 6.90 Base Follow-Up Headway(sec) 3.1 3.5 4.0 4.0 3.3 Follow-Up Headway(sec) 3.10 3.50 4.00 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 27 57 38 Capacity,c(veh/h) 1161 450 462 We Ratio 0.02 0.13 0.08 95%Queue Length,Qqs(veh) 0.1 0.4 0.3 Control Delay(s/veh) 8.2 14.1 13.5 Level of Service(LOS) A E::[--::� B B Approach Delay(s/veh) 0.5 14.1 13.5 Approach LOS B B Copyright©2021 University of Florida.All Rights Reserved. HCSvm TWSC Version 7.9 Generated:9/8/2021 4:10:22 PM Grand&Mendenhall PM Exist Plus.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR General Information Site Information Analyst R Marvin Intersection Mendenhall&Tracy Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/8/2021 East/West Street Mendenhall Street Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed Noon Existing Plus Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description North Central Development Lanes J 4 1 .1.4- 1 L 1 � � t 4 11 +Yt 1- r Major Street East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L I T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 0 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR Volume(veh/h) 43 467 24 59 40 58 30 Percent Heavy Vehicles(%) 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways --r Base Critical Headway(sec) I 5.3 7.5 6.5 6.5 6.9 Critical Headway(sec) S.30 7.50 6.50 6.50 6.90 Base Follow-Up Headway(sec) 3.1 3.5 4.0 4.0 3.3 Follow-Up Headway(sec) 3.10 3.50 4.00 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 47 108 96, Capacity,c(veh/h) 1161 356 351 v/c Ratio 0.04 0.30 0.27 95%Queue Length,Q%(veh) 0.1 1.3 1.1 Control Delay(s/veh) 8.2 19.5 19.1 Level of Service(LOS) A C C Approach Delay(s/veh) 0.8 19.5 19.1 Approach LOS C C Copyright©2021 University of Florida.All Rights Reserved. HCSUW TWSC Version 7.9 Generated:9/8/2021 4:12:33 PM Tracy&Mendenhall Noon Exist Plus.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE. General Information Site Information Analyst R Marvin Intersection Mendenhall&Traty, Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/8/2021 East/West Street Mendenhall Street Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed PM Existing Plus Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description North Central Development ?Lanes i 1 4 � E � `� r, IItYt tr 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 I T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 0 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR Volume(veh/h) 33 583 34 24 37 35 21 Percent Heavy Vehicles(%) 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 I Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 5.3 7.5 6.5 6.5 6.9 Critical Headway(sec) 5.30 7.50 6.50 6.50 6.90 Base Follow-Up Headway(sec) 3.1 3.5 4.0 4.0 3.3 Follow-Up Headway(sec) 3.10 3.50 4.00 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 36 66 61 Capacity,c(veh/h) 1161 349 383 v/c Ratio 0.03 0.19 0.16 95%Queue Length,Qys(veh) 0.1 0.7 0.6 Control Delay(s/veh) 8.2 17.7 16.2 Level of Service(LOS) A C C Approach Delay(s/veh) 0.6 17.7 t 6 Approach LOS C C Copyright 0 2021 University of Florida.All Rights Reserved. HCS%TWSC Version 7.9 Generated:9/8/2021 4:15:59 PM Tracy&Mendenhall PM Exist Plus.xtw - NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE General Information Site Information Analyst Y R Marvin Intersection Mendenhall&Grand �Agency/Co. T Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/8/2021 East/West Street Mendenhall Street Analysis Year 2021 North/South Street Grand Avenue Time Analyzed Noon Hour Existing Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description i North Central Development Lanes � � I L I � � 1 '4 +Y1 10r Major Street fast-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L I 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 0 0 0 0 2 0 0 1 0 0 1 0 E Configuration LT TR LT TR I Volume(veh/h) 39 396 20 41 35 35 19 Percent Heavy Vehicles(%) 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 5.3 7.5 6.5 6.S 6.9 Critical Headway(sec) 5.30 7.50 6.50 6.50 6.90 Base Follow-Up Headway(sec) 3.1 3.5 4.0 4.0 3.3 Follow-Up Headway(sec) 3.10 3.50 4.00 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 42 83 59 Capacity,c(veh/h) 1161 479 S11 v/c Ratio 0.04 0.17 0.11 95%Queue Length,Qss(veh) 0.1 0.6 0.4 Control Delay(s/veh) 8.2 14.1 13.0 Level of Service(LOS) A e a Approach Delay(s/veh) 0.9 14.1 13.0 Approach LOS PN-- B B Copyright©2021 University of Florida.All Rights Reserved. HCSW TWSC Version 7.9 Generated:9/8/2021 2:52:12 PM Grand&Mendenhall Noon Exist.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE 1XV021WIE WAMI&Wi N ai 7i >r General Information Site Information Analyst R Marvin Intersection Mendenhall&Grand Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/8/2021 East/West Street Mendenhall Street Analysis Year 2021 North/South Street Grand Avenue f I Time Analyzed PM Hour Existing Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description North Central Development Lanes Jd 1 ).4- 1- �. i 4 I � � I � I II +Y110r Major Street East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L [520 R U L T R U L T R Priority 1U 1 2 3 4U 4 6 7 8 9 10 11 12 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR LT TR Volume(veh/h) 25 24 32 19 19 16 Percent Heavy Vehicles(%) 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 5.3 7.5 6.5 6.5 6.9 Critical Headway(sec) 5.30 7.50 6.50 6.50 6.90 Base Follow-Up Headway(sec) 3.1 3.5 4.0 4.0 3.3 Follow-Up Headway(sec) 3.10 3.50 4.00 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 27 55 38 Capacity,c(veh/h) 1161 453 464 v/c Ratio 0.02 0.12 0.08 95%Queue Length,Q9s(veh) 0.1 0.4 0.3 Control Delay(s/veh) 8.2 14.0 13.5 Level of Service(L05) A a a Approach Delay(s/veh) 0.5 14.0 13.5 Approach LOS B B Copyright m 2021 University of Florida.All Rights Reserved. HCSW TWSC Version 7.9 Generated:9/8/2021 2:54:19 PM Grand&Mendenhall PM Exist.xtw - - NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE General Information Site Information Analyst R Marvin Intersection Mendenhall&Tracy Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/8/2021 East/West Street Mendenhall Street Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed Noon Hour Existing Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description North Central Development Lanes 4C. I + C_ 14tYt I- r 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 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 0 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR Volume(veh/h) 43 463 23 59 35 57 30 Percent Heavy Vehicles(%) 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 5.3 7.5 6.5 6.5 6.9 Critical Headway(sec) 5.30 7.50 6.50 6.50 6.90 Base Follow-Up Headway(sec) 3.1 3.5 4.0 4.0 3.3 F011ow-up Headway(sec) 3.10 3.50 4.00 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 47 102 95 Capacity,c(veh/h) i 1161 389 398 LL v/c Ratio 0.04 0.26 10*24 95%Queue Length,Qqs(veh) 0.1 1.0 Control Delay(s/veh) 8.2 17.5 Level of Service(LOS) A C Approach Delay(s/veh) 0.8 17.5 416.8Approach LOS C Copyright©2021 University of Florida.All Rights Reserved. HC51ft TWSC Version 7.9 Generated:9/8/2021 2:57:09 PM Tracy&Mendenhall Noon Exist.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE General Information Site Information Analyst R Marvin Intersection Mendenhall&Tracy Agency/Co. Marvin&Associates Jurisdiction City of Bozeman j Date Performed 9/8/2021 East/West Street Mendenhall Street Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed PM Hour Existing Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description North Central Development Lanes 4 j i II +Yt rr 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 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of lanes 0 0 0 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR IT TR Volume(veh/h) 33 579 32 24 34 34 21 Percent Heavy Vehicles(%) 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 5.3 7.5 6.5 6.5 6.9 Critical Headway(sec) 5.30 7.50 6.50 6.50 6.90 Base Follow-Up Headway(sec) 3.1 3.5 4.0 4.0 3.3 Follow-Up Headway(sec) 3.10 3.50 4.00 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 36 63 60 Capacity,c(veh/h) 1161 361 398 We Ratio 0.03 0.17 0.15 95%Queue Length,Q95(veh) 0.1 0.6 0.5 Control Delay(s/veh) 8.2 17.1 15.6 Level of Service(LOS) A C C Approach Delay(s/veh) 0.6 17.1 15.6 Approach LOS C C Copyright®2021 University of Florida.All Rights Reserved. HCSW TWSC Version 7.9 Generated:9/8/2021 2:59:18 PM Tracy&Mendenhall PM Exist.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE MARVIN & ASSOCIATES 1300 N.Transtech Way Billings, MT 59102 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. Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Z=E� MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 ➢ 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. Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 2 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 New Table 10. Existing Additional Intersections Capacity Calculation Summary PEAK NOON HOUR PEAK PM HOUR Intersection Int/App Delay LOS MaxQ Int/App Delay LOS MaxQ N Willson Avenue& Overall na na na Overall na na na Peach NB-Worst 13.2 B 1 NB-Worst 13.6 B 1 Grand Avenue& Overall na na na Overall na na na Vllard Street SB Worst 9.7 A 1 SB-Worst 9.7 A 1 Grand Avenue&Beall Overall na na na Overall na na na Street SB-Worst 9.7 A 0 NB-Worst 9.5 A 1 Grand Avenue& Overall na na na Overall na na na Lamme Street SB-Worst 10.0 A 1 SB-Worst 9.7 A 1 N Willson Avenue& Overall na na na Overall na na na Lamme Street WB-Worst 11.5 B 1 WB-Worst 11.5 B 1 N Tracy Avenue& Overall na na na Overall na na na Lamme Street EB-Worst 10.7 B 1 EB-Worst 11.1 B 1 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 loth 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. Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 3 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE MARVIN & ASSOCIATES 1300 N.Transtech Way Billings, MT 59102 Updated Table 4. Trips Less Alternative Mode Trip Generation Ave. Weekday Peak Noon Hour Peak PM Hour Total Total Total Trips Trips Enter Exit Trips Enter Exit Beall's Third Development= 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 Total of Proposed Developments= 3320 222 125 97 268 148 120 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 5. Trips Less Alt. Mode & ICT Trip Generation Ave. Weekday Peak Noon Hour Peak PM Hour Total Total Total Trips Trips Enter E)at Trips Enter Exit Beall's Third Develo ment= 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 Total of Proposed Developments= 1990 183 106 77 135 81 54 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. Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 4 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE MARVIN & ASSOCIATES 1300 N.Transtech Way Billings, MT 59102 Updated Table 6. Total Vehicular Trip Potential Ave. Weekdav Peak Noon Hour Peak PM Hour Total Total Total Trips Trips Enter Exit Trips 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 Total of Proposed Developments= 2264 208 112 96 162 97 65 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. Updated Table 7. Net Vehicular Trip Generation Ave. Weekday Peak Noon Hour Peak PM Hour Total Total Total Trips Trips Enter Exit Trips Enter Exit Existing Medical Arts Trips= 1274 129 80 49 127 35 91 Medical Arts Existing Alternate Mode Tri s= 382 39 34 5 38 6 32 Existing Medical Arts _T Vehicular Trips= 892 90 46 44 89 29 59 Net Vehicular Trips Full 1372 118 66 52 73 68 6 Development North Central = 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. Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 5 �V NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE �—�- J[ L MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 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. Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 6 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 New Table 11. Existing Plus Site Capacity Calculation Summary PEAK NOON HOUR PEAK PM HOUR Intersection Int/App Delay LOS MaxQ Int/App Delay LOS MaxQ N Willson Avenue& Overall na na na Overall na na na Vllard Street WB-Worst 10.0 A 1 WB-Worst 11.4 B 1 N Willson Avenue& Overall na na na Overall na na na Beall Street WB-Worst 11.2 B 1 WB-Worst 12.3 B 1 N Tracy Avenue& Overall na na na Overall na na na Vllard Street WB-Worst 10.0 A 1 EB-Worst 10.1 B 1 N Tracy Avenue& Overall na na na Overall na na na Beall Street WB-Worst 9.8 A 1 WB-Worst 10.0 B 1 N Willson Avenue& Overall na na na Overall na na na Peach NB-Worst 13.5 B 1 NB-Worst 13.9 B 1 Grand Avenue& Overall na na na Overall na na na Vllard Street SB-Worst 9.8 A 1 NB-Worst 9.8 A 1 Grand Avenue&Beall Overall na na na Overall na na na Street SB-Worst 9.7 A 1 NB-Worst 9.5 A 1 Grand Avenue& Overall na na na Overall na na na Lamme Street SB-Worst 10.0 A 1 SB-Worst 9.7 A 1 N Willson Avenue& Overall na na na Overall na na na Lamme Street EB-Worst 12.1 B 1 WB-Worst 12.2 B 1 TL cy Avenue& Overall na na na Overall na na na mme Street EB-Worst 11.0 B 1 EB-Worst 11.3 B 1 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. Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 7 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 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. O t4 T.:4 ROBERT R. •; v MARVIN o? 3697EAU C,S'l_EF'�• �� s 9! OOVAL Robert R. Marvin, P.E., P.T.O.E. Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 8 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE North Central Master Site Plans TIS UPDATE FIGURES L NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE AQVIN c ASMATEs r VILLARD STT Bealls 3rd 3-5 Bealls 3rd 3-4 70 Residential Units 44 Residential Units Block 4 60 Parking Spaces ! 49 Parking Spaces Cn Residential Units 99 Q 6.100 SF Retail . • .,., - W �— �r— a Parking Garage p Q 201 Spaces Bealls 3rd 31 Bealls 3rd 3-2 r z 3,000 SF Retail Q 30 Resid.Units 40 Resident Units CL 3,000SF Retail 22 Parking 6,000 SF Rest. Spaces Bealls 3rd 3-3 22 Parking 3,000 Retail z Spaces 46 Residential Units WL--46-Parking Spaces ST BEALL STREET Valet Parking 9 Parking One 11 = - ' Spaces 67 Apartments Mtn. View East 2,500SF Retail 43,500 SF Office New � � Mtn. View W 9,000 SF Retail Surface Lot One 11 _ 1.0 �`' Boutique Hotel 55 Apartments 100 Rooms 5,000 Restaurant 32 1,800 SF Office jo 42 Residential Units W Spaces ing 47 Parkingg Spaces a A45 Parking Spaces a (Occupled� d z o LAMME STREET - z z Off-Street Parking Accesses (Typical) 4r Updated Figure 2. Site Development Layout - Land Use & Parking NORW R SITE PL TRAFFIC STUD FOR R ERENCE c� 00 N�'q pF (9:1 :%, 4F5 11 ZI Q C 2 2 11� 4ZI 3 217� �191 27 27 8 �(�13 �r94 p � ' pw.!� L'�2 1 L"j0 Cl)v)� VC1NNN��� r N CQ -*-4 � _00 19 � 4 5 11���'/L Q 1.�'� � 4 3 1 Z 7 6 351—o- Q �-•+15 10 I�`� 18 35 I� 11 13,v V,y6 41 L���y4 102�E �� 6 NM`0 MM.- mtnlo N N N 01 D,-4 tnV) SOON ^ p� 20FT�r� 6 BEJ�[J� 6 q+; 8 171 811 L15 81� �-14 511 '�18 28130 42 2311� ® �20 201 ® r1 20 261 r 99 23 1054 � 2FLt��2y FL��122 ��� �30 NaM NMo M� PEAK NOON HOUR PEAK PM HOUR Oars/an Rood Peach SJiee/ Peach SJree{ viiiard S/reel Viiiard Smeel a Q Q y o 2 Bea//S/iee/ Bea//S/ree/ 4e Lomme SlreeJ Lamme Slree/ � © ® Q J V Mendenha//S/reel Mendenho//S/reel MXV/n sm"t .Hain Slree/ i Babcock S/reel Babcock S/ieel C 0 + New Figure 12. Peak Hour Existing Traffic At Additional Study Intersections 'ORTH C ASTER SITE FIC STUD ERENCE U f\ N 4� 2[1] -9[5] a[21� Q F 4[2] © F2[1] © F11[b] 14[12]�O1 2[1] 2[2]� Q M_ M Alt 1O 04 1[1] 3[2] Z.5[5] 18[15]1 Z8[7] 0 �'3[�1 9[51OF 0[01 `O 0F13[ll] ^ CO ZY P O :OOD 41614 0[7]-t ',4[31 1101 0[1] F3[11 [ ] 0[21—.t, ® F1[0] 2[1]— 0[1] ® 1[0] 8[4] —� 0[15r"f �r2[21 4[2l hP N N iy�0 YT\N L.....A.N� 14[8] v 04 LL PM Hour Noon Hour 2[411 t0[Ol 2 C it J— 0 �*-1[01 151 4[14] ,h t r0[01 123 O M O o v Q6 Peach S/ree/ Oars/an Rood Peach Sltee/ C See New Figure 6B For 5^ Traffic Assignment(Typ) V " r` 288 a C 123 �y///ard street 0 149(:) 130 0 66 V%/ard S/ree/ 650 100 27 Bea//Sheet 033 ® 255 27 Beo//Slree/ a Lomme street 10 (amine street 0 35 0 0 Q 741 110 © tifendenha//SfYee v Y! 27 mendenha//Slree/ 27 O 82 659 69 c° 0 274 © Main S/ree/ 274 123 206 Main S/ree/ 206 G 47 55 261 14 14 27 © 27 Babcock S/iee/ 27 14 Babcack Sheel Q 14 R Average Weekday Site Traffic (Typ) 3 2 247 Updated Figure 6. Full Development Vehicular Traffic Assignment NORTH C STER SITE PL TRAFFIC STUD FOR R ERENCF 00iz> o00 000 000 oF,7 � 0 0F � 0 /0(-JT � 0 0F7�r,> o 0 i1 t 0 0iJ `f'C10 0'1!' `ft—j 0 0i1 Z 0 0 0 �0 3 i—{�(D �I 3 0 Li``�,,�,�I 0 3 i�{{,�� 3 9 �ry5 0?f1�>��y0 w.� lOZ'1�L�0yS 0?'l��ry0 Ei.ov 0 000 0 �00 000 0 000 rON r\0 ON O o �'��4 o �1�� yti 1 0 1/OF, L 0 0 I-f 4ti —� �-+ 1 01—> E—I 0 0 ;� �- 0 0;� � 0 0 `` ` ` y Oy�El��* 0 0?!1�[�ry0 o?f1�[��0yo °�!1�C�r 0 000 000 000 000 Ln 0- 0�1 t 0 0 �.1 16 0 iJ '� 0 2 1 r 0 2 � 4 01 1� 00 174 E 1ttt 0o 29 � t*1 2' 43FL L+10 NNr0 ^MrNCO PEAK NOON HOUR PEAK PM HOUR DarSJan Band Peach Slreel 'Peach Street m C Vi//aid Slreef 0 Vi//ord Street j h. Q Q y M Beal/Sheet Beo//Sfre&f J C Lamme Street Lamme Sfreef © ® Q ' V - Mendenha//SJreef Mendenha//Street Main Street - - dfain SJree) law 11r,7-r-W-qvW Irv, Babcock S/reel Babcock Slreel a Q 2 New Figure 6B. Peak Hour Site Traffic At Additional Study Intersections o, RTH CENTR^,L ITE PLAN TR Y FOR REFE NC�E 0001,� M�� jl�' ol �inM 1 �r 7 44+- r> 15 5F r> 3 'Ci13 5 iJ�� ~Zi 3 2 4 �J�� ~Z1 45`i ® �4 12L-0 �13 1 6 y 1114 8 14y8 1 25�',, .(� 31� 17 L �10 8 F 1+ 2y,0 O��f) �O�00�01^ M to _—O +C14 MM V *C4 pt 1 14F 6 5 J '��0 0ryZ4 2171-1. �191 35 i� � 25 57y7V ("18 5 yZ(( r 2 0 F'1�L')0 3 '*Ltt,5"OcM00 Mcn0l.N M 25F r�r> 20 20�jn[�� 6 17 '�i 20 e;J t1 5 30 13 42"0- 20 30y�,(�®�('1y10 24�-V ry10 E LLnO, )13 F78 lt,30 LOCO IF Oarsfon ifoad _ Peach C Vi//ard Sfreef O V%/aid Sfreef Q Q 0 Beo//Sfreef Beo//Sfreef v Lomme SHee� _ Lomme Slreel v ,- >At �jXV ilfendenho//S/ree �y�,Mendenhal/Sfreef -R Moira Sffwef Babcock Sfreef Babcock Sbeef a a Q New Figure 13. Peak Noon Hour Existing Plus Site At Local Development Area Intersections Ln ORTH CENT L A/l74%T SITE PLANT FFJR ST Y FOR RC 6 F > 10 33F 3 26 1 EJ-�j 7 b 1; Li 9 2 iJ� 'Ci 3 6 'C, 1i412i� ® ��•i8 12i� � 9 22y ® � 11 10 yZ �i y yZ(� �J�y ` L 18$ ���12 6 1641 E LL' 21 4 313 E L 1 3w o10 M Ln'00 N�2lt N�3 r N�D LO b i�`r �'�i 2 2 �*J f V tJ 3 5 iJ��4ZJ 0 6�1���Z 2 2201 199 301 30 10 �18 35—1► 0 �11 49y�,(� �r 14 1 �, ('i 4 4 y�(� �('� 4 10y�,(.� r b 0 2y 1 F �0 1 �Iy 2 FLttt y O� V(V CN M MBA O C LO CN O N CI) E- ) 81-;r 22 8 t 4t-:2 0 5 1-; V 8 22��,(��® �('i 24 �,27 (�® (� 9 31 FLL��9y 44 �LtL+122 CV) 10 04 M M -. fa. — �• .•a a k,at .4 0�,O + r• DurSldn Rood --- _- _ - - �•' Peach Slreel LjjPqjIPW �1 c� C K11,aid Slreel O O VI/lard street j a Q 8eo//Slreel O Bed//Slreel # C Lomme Slreel � Lam~ T' ci V _ l4 ,1 �_ MendenhallSlree . Mendenho//Slreel +� 4 ' �•�� 'far'!� �`• r - �_ _ Babcock Slreel .•y; ` C Q E New Figure 14. Peak PM Hour Existing Plus Site At Local Development Area Intersections NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE APPENDIX A Traffic Volume Counts NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Study Name Willson Ave and Peach St Start Date 06/15/2021 Start Time 11:30 AM Site Code Project North Central Development Type Road Classification Totals Willson Ave Peach St Willson Ave Peach St Southbound Westbound Northbound Eastbound Total Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Entering 11:30 AM 0 0 0 0 46 1 7 5 20 12 47 1 139 11:45 AM 1 0 0 0 44 5 1 3 7 13 60 3 137 12:00 PM 0 1 0 0 63 3 4 2 12 10 48 0 143 12:15 PM 0 0 0 0 38 4 2 3 14 13 62 1 137 12:30 PM 0 0 0 0 36 2 8 3 10 10 56 0 125 12:45 PM 0 0 0 0 35 4 7 3 11 11 59 0 130 1:00 PM 0 0 1 0 47 8 9 2 12 16 55 1 151 1:15 PM 0 1 0 0 29 3 6 6 7 13 60 0 125 Peak AM Hour= 1 1 0 0 191 13 14 13 53 48 217 5 556 PDF = 0.97 4:00 PM 3 1 0 0 44 3 11 4 8 9 55 1 139 4:15 PM 0 2 0 1 50 1 8 4 7 9 55 0 137 430 PM 1 2 0 0 54 3 6 4 22 14 54 1 161 4:45 PM 1 1 0 1 51 2 6 2 12 7 56 4 143 Peak PM Hour= 5 6 0 2 199 9 31 14 49 39 220 6 580 PDF = 0.90 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Study Name Villard and Grand Start Date 06/15/2021 Start Time 11:30 AM Site Code Project North Central Development Type Road Classification Totals Grand Ave Villard St Grand Ave Villard St Southbound Westbound Northbound Eastbound Total Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Entering 11:30 AM 1 7 0 0 9 0 0 5 0 0 7 0 29 11:45 AM 0 2 2 2 12 2 0 7 0 0 4 0 31 12:00 PM 0 5 0 1 6 2 0 7 1 2 8 1 33 12:15PM 0 4 2 0 11 2 0 6 0 0 7 2 34 12:30 PM 1 7 0 0 3 2 0 5 1 2 4 1 26 12:45 PM 1 11 2 0 10 1 0 4 1 2 7 0 39 1:00 PM 0 7 0 0 7 1 1 6 1 0 8 1 32 1:15PM 0 11 0 1 4 0 3 4 0 1 6 1 31 Peak AM Hour= 2 27 4 1 30 7 0 22 3 6 26 4 132 PDF = 4:00 PM 1 6 3 0 7 3 0 7 0 0 12 1 40 4:15 PM 1 2 1 0 10 1 2 2 1 0 2 0 22 4:30 PM 0 2 0 3 5 0 0 6 1 1 4 1 23 4:45 PM 0 5 0 0 5 0 0 7 0 0 9 0 26 Peak AM Hour= 2 15 4 3 27 4 2 22 2 1 27 2 111 PDF = NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Study Name Grand Ave and Beall St Start Date 06/15/2021 Start Time 11:30 AM Site Code Project North Central Development Type Road Classification Totals Grand Ave Beall St Grand Ave Beall St Southbound Westbound Northbound Eastbound Total Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Entering 11:30 AM 0 8 0 0 4 2 1 5 0 1 7 0 28 11:45 AM 0 3 0 0 2 0 2 6 0 0 6 0 19 12:00 PM 1 8 1 3 7 0 1 5 1 0 8 0 35 12:15PM 0 5 0 0 9 1 4 7 2 1 13 0 42 12:30 PM 1 10 0 1 3 1 2 6 0 2 6 0 32 12:45 PM 1 10 3 0 5 0 2 5 0 2 7 0 35 1:00 PM 0 5 0 2 3 1 2 7 0 0 6 0 26 1:15PM 1 11 2 2 4 0 1 5 0 2 6 0 34 Totals = 3 33 4 4 24 2 9 23 3 5 34 0 144 PDF = 0.86 4:00 PM 1 10 0 0 4 1 0 6 0 3 2 2 29 4:15PM 0 2 1 0 5 0 1 4 1 0 3 2 19 4:30 PM 1 2 0 0 3 0 0 6 2 0 3 1 18 4:45 PM 0 4 0 0 6 3 0 7 0 1 2 0 23 Totals = 2 18 1 0 18 4 1 23 3 4 10 5 89 PDF = 0.77 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Study Name Lamme St and Grand Ave Start Date 06/15/2021 Start Time 11:30 AM Site Code Project North Central Development Type Road Classification Lights Grand Ave Lamme St Grand Ave Lamme St Southbound Westbound Northbound Eastbound Total Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Entering 11:30 AM 1 9 0 0 5 1 5 5 0 4 8 0 38 11:45 AM 1 1 0 0 5 1 10 6 0 3 12 2 41 12:00 PM 0 7 0 2 2 1 3 2 0 2 10 3 32 12:15 PM 0 6 1 6 6 3 8 6 1 5 13 3 58 12:30 PM 1 9 2 0 2 1 11 4 0 2 8 0 40 12:45 PM 1 13 0 1 4 0 4 5 0 3 9 0 40 1:00 PM 1 7 1 0 3 2 3 8 1 3 5 0 34 1:15 PM 0 9 0 1 5 2 10 5 1 2 7 0 42 Peak AM Hour= 3 35 4 7 15 6 26 23 2 13 35 3 172 PDF= 0.74 4:00 PM 0 9 2 0 4 2 5 3 1 3 7 1 37 4:15 PM 0 2 0 1 2 1 0 5 2 6 14 0 33 4:30 PM 0 2 0 0 2 1 4 3 0 0 7 2 21 4:45 PM 1 5 1 0 3 2 7 4 0 1 7 3 34 Peak PM Hour= 1 18 3 1 11 6 16 15 3 10 35 6 125 PDF= 0.84 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Study Name Lamme St Willson Ave Start Date 06/15/2021 Start Time 11:30 AM Site Code Project North Central Development Type Road Classification Totals Willson Ave Lamme St Willson Ave Lamme St Southbound Westbound Northbound Eastbound Total Start Time Right I ThruT Left Right Thru Left Right Thru Left Right Thru Left Entering 11:30 AM 1 24 0 3 3 2 1 22 3 3 8 2 72 11:45 AM 0 27 0 0 3 2 13 20 3 9 13 4 94 12:00 PM 0 20 1 0 4 2 8 27 3 7 6 4 82 12:15 PM 5 23 1 3 5 2 9 32 3 11 8 2 104 12:30 PM 0 10 0 1 3 2 10 23 2 7 7 6 71 12:45 PM 3 25 0 3 1 1 15 35 2 3 9 5 102 1:00 PM 1 23 1 1 2 8 13 22 1 3 3 4 82 1:15 PM 2 22 0 1 4 4 11 27 2 8 9 2 92 Peak AM Hour= 8 78 2 7 13 7 42 117 10 28 30 17 359 PDF = 0.86 4:00 PM 0 14 2 0 5 3 5 23 0 7 7 2 68 4:15PM 1 24 0 3 1 7 3 21 0 2 5 4 71 4:30 PM 0 32 0 0 3 9 13 34 2 6 8 0 107 4:45 PM 0 19 0 1 4 1 14 15 0 5 10 2 71 Peak AM Hour= 1 89 2 4 13 20 35 93 2 20 30 8 317 PDF = 0.74 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Study Name Lamme St and Tracy Ave Start Date 06/15/2021 Start Time 11:30 AM Site Code Project North Central Development Type Road Classification Totals Tracy Ave Lamme St Tracy Ave Lamme St Southbound Westbound Northbound Eastbound Total Start Time Right Thru Left Ri ht Thru Left Right Thru Left Right Thru Left Entering 11:30 AM 1 10 3 2 6 2 1 7 0 3 7 1 43 11:45 AM 1 14 4 0 4 4 7 7 0 9 15 2 67 12:00 PM 1 14 3 1 5 2 3 9 2 7 8 1 56 12:15 PM 2 16 3 2 5 2 7 8 3 4 12 4 68 12:30 PM 3 0 2 1 4 0 1 0 0 0 16 0 27 12:45 PM 0 0 2 3 1 0 0 3 2 0 22 2 35 1:00 PM 7 0 4 3 5 0 1 0 0 1 12 4 37 1:15 PM 3 0 4 3 4 0 0 0 0 2 18 1 35 Peak AM Hour= 5 54 13 5 20 10 18 31 5 23 42 8 234 PDF = 0.86 4:00 PM 2 0 5 0 5 0 0 0 2 0 14 1 29 4:15 PM 5 0 3 2 5 0 0 1 0 0 6 0 22 4:30 PM 6 0 4 4 6 0 0 0 0 2 19 1 42 4:45 PM 4 2 1 2 3 0 0 0 0 0 20 3 35 Peak AM Hour= 17 2 13 8 19 0 0 1 2 2 59 5 128 PDF = 0.76 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE APPENDIX B-1 Existing Capacity Calculations . . . . 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 ■ 17TYT FI Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L JR U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 0 1 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 5 217 48 13 53 13 14 0 1 1 Percent Heavy Vehicles(%) 0 00 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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,Qqs(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.All Rights Reserved. HCSM TWSC Version 7.9 Generated:6/22/2021 12:59:29 PM Willson&Peach Noon Exist.xtw . . . . 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 ■ 17TYT FI 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 1 U 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 I 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,Qqs(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. HCSM TWSC Version 7.9 Generated:6/22/2021 1:04:41 PM Willson&Peach PM Exist.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Grand&Villard Agency/Co. rvin 7 Associates Jurisdiction City of Bozeman Date Performed 2/2021 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 ■ 17TYT FI Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L JR U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 0 1 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 4 26 6 7 3 22 0 4 27 2 Percent Heavy Vehicles(%) 0 00 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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 We Ratio 0.00 0.01 0.04 0.05 95%Queue Length,Qgs(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. HCSM TWSC Version 7.9 Generated:6/22/2021 1:11:37 PM Grand&Villard Noon Exist.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Grand&Villard Agency/Co. rvin 7 Associates Jurisdiction City of Bozeman Date Performed 2/2021 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 ■ 17TYT FI Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L MR U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 0 1 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 2 27 1 4 2 22 2 4 15 2 Percent Heavy Vehicles(%) 0 00 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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 We Ratio 0.00 0.00 0.05 0.04 95%Queue Length,Qgs(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. HCSTH TWSC Version 7.9 Generated:6/22/2021 1:14:16 PM Grand&Villard PM Exist.xtw . . . . 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 ■ 17TYT FI 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 1 U 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 I 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 We Ratio 0.00 0.00 0.05 0.06 95%Queue Length,Qqs(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. HCSTH TWSC Version 7.9 Generated:6/22/2021 2:27:32 PM Grand&Beall Noon Exist.xtw . . . . 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 ■ 17TYT FI Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L IR U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 0 1 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 5 10 4 4 3 23 1 1 18 2 Percent Heavy Vehicles(%) 0 00 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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 We Ratio 0.00 0.00 0.04 0.03 95%Queue Length,Qqs(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. HCSM TWSC Version 7.9 Generated:6/22/2021 2:24:01 PM Grand&Beall PM Exist.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Grand&Lamme Agency/Co. rvin 7 Associates Jurisdiction City of Bozeman Date Performed 2/2021 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 ■ 17TYT FI 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 1 U 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 I 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 We Ratio 0.00 0.01 0.08 0.07 95%Queue Length,Qgs(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. HCSTH TWSC Version 7.9 Generated:6/22/2021 2:30:43 PM Grand&Lamme Noon Exist.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Grand&Lamme Agency/Co. rvin 7 Associates Jurisdiction City of Bozeman Date Performed 2/2021 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 ■ 17TYT FI Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L MR U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 0 1 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 6 35 10 6 3 15 16 3 18 1 Percent Heavy Vehicles(%) 0 00 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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 We Ratio 0.00 0.00 0.05 0.03 95%Queue Length,Qgs(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. HCSTH TWSC Version 7.9 Generated:6/22/2021 2:32:40 PM Grand&Lamme Noon PM.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Willson&Lamme Agency/Co. rvin&Associates Jurisdiction City of Bozeman Date Performed 2/2021 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 1 L Y nIITrt rr Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L [131 U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 17 30 28 7 10 117 42 12 78 8 Percent Heavy Vehicles(%) 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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,Qqs(veh) 0.5 0.2 0.0 0.0 Control Delay(s/veh) 11.4 Ed 7.5 7.7 Level of Service(LOS) 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. HCSTH TWSC Version 7.9 Generated:6/22/2021 2:37:12 PM Willson&Lamme Noon Exist.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Willson&Lamme Agency/Co. rvin&Associates Jurisdiction City of Bozeman Date Performed 2/2021 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 1 L Y nIITrt rr Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L [131 U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 8 30 20 20 2 93 35 2 89 2 Percent Heavy Vehicles(%) 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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,Qqs(veh) 0.4 0.3 0.0 0.0 Control Delay(s/veh) 11.0 Ed 7.5 7.6 Level of Service(LOS) 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. HCSTH TWSC Version 7.9 Generated:6/22/2021 2:39:32 PM Willson&Lamme PM Exist.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Tracy&Lamme Agency/Co. rvin&Associates Jurisdiction City of Bozeman Date Performed 2/2021 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 1 L Y nIITrt rr Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U LIR U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 8 42 23 10 5 31 18 13 54 5 Percent Heavy Vehicles(%) 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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,Qgs(veh) 0.4 0.2 0.0 0.0 Control Delay(s/veh) 10.7 Ed 7.5 7.4 Level of Service(LOS) 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. HCSTH TWSC Version 7.9 Generated:6/22/2021 2:43:42 PM Tracy&Lamme Noon Exist.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Tracy&Lamme Agency/Co. rvin&Associates Jurisdiction City of Bozeman Date Performed 2/2021 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 1 L Y nIITrt rr 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 I 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,Qgs(veh) 0.6 0.2 0.0 0.0 Control Delay(s/veh) 11.1 Ed 7.5 7.4 Level of Service(LOS) 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. HCSTH TWSC Version 7.9 Generated:6/22/2021 2:45:53 PM Tracy&Lamme PM Exist.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE APPENDIX B - 2 Existing Plus Site Capacity Calculations . . . . 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 1 L Y nIITrt rr 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 I 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,Qqs(veh) 0.1 0.1 0.1 0.0 Control Delay(s/veh) 9.7 10.0 7.5 1 7.4 Level of Service(LOS) A A A I 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. HCSTH TWSC Version 7.9 Generated:6/30/2021 1:45:48 PM Willson&Villard Noon Exist Plus.xtw . . . . 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 1 L Y nIITrt rr 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 I 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,Qqs(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. HCSTK TWSC Version 7.9 Generated:6/30/2021 1:48:01 PM Willson&Villard PM Exist Plus.xtw . . . . 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 1 L Y nIITrt rr 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 I 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,Qqs(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. HCSM TWSC Version 7.9 Generated:6/30/2021 1:40:21 PM Willson&Beall Noon Exist Plus.xtw . . . . 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 1 L Y nIITrt rr 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 I 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,Qqs(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.All Rights Reserved. HCSTH TWSC Version 7.9 Generated:6/30/2021 1:42:34 PM Willson&Beall PM Exist Plus.xtw . . . . 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 1 L Y nIITrt rr 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 I 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,Qgs(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.All Rights Reserved. HCSTK TWSC Version 7.9 Generated:6/30/2021 1:35:02 PM Tracy&Villard Noon Exist Plus.xtw . . . . 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 1 L Y nIITrt rr 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 I 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,Qgs(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. HCSTH TWSC Version 7.9 Generated:6/30/2021 1:36:40 PM Tracy&Villard PM Exist Plus.xtw . . . . 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 1 L Y nIITrt rr Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L [111 U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 4 6 25 3 6 56 8 3 54 11 Percent Heavy Vehicles(%) 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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,Qqs(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.All Rights Reserved. HCSTK TWSC Version 7.9 Generated:6/30/2021 1:29:12 PM Tracy&Beall Noon Exist Plus.xtw . . . . 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 1 L Y nIITrt rr Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L [101 U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 9 11 20 3 5 74 4 3 51 7 Percent Heavy Vehicles(%) 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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,Qqs(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.All Rights Reserved. HCSTH TWSC Version 7.9 Generated:6/30/2021 1:32:42 PM Tracy&Beall PM Exist Plus.xtw . . . . 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 ■ 17TYT FI Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L JR U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 0 1 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 5 217 57 18 60 13 18 0 1 1 Percent Heavy Vehicles(%) 0 00 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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,Qqs(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.All Rights Reserved. HCSTH TWSC Version 7.9 Generated:6/30/2021 2:17:26 PM Willson&Peach Noon Exist Plus.xtw . . . . 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 ■ 17TYT FI 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 1 U 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 I 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,Qqs(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.All Rights Reserved. HCSM TWSC Version 7.9 Generated:6/30/2021 2:19:10 PM Willson&Peach PM Exist Plus.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Grand&Villard Agency/Co. rvin 7 Associates Jurisdiction City of Bozeman Date Performed 0/2021 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 ■ 17TYT FI Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L IR U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 0 1 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 4 29 6 7 3 22 0 4 27 2 Percent Heavy Vehicles(%) 0 00 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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 We Ratio 0.00 0.01 0.04 0.05 95%Queue Length,Qys(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.All Rights Reserved. HCSM TWSC Version 7.9 Generated:6/30/2021 1:51:04 PM Grand&Villard Noon Exist Plus.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Grand&Villard Agency/Co. rvin 7 Associates Jurisdiction City of Bozeman Date Performed 0/2021 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 ■ 17TYT FI Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L MR U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 0 1 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 2 30 1 4 2 22 2 4 15 2 Percent Heavy Vehicles(%) 0 00 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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 We Ratio 0.00 0.00 0.05 0.04 95%Queue Length,Qgs(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.All Rights Reserved. HCSYN TWSC Version 7.9 Generated:6/30/2021 1:52:56 PM Grand&Villard PM Exist Plus.xtw . . . . 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 ■ 17TYT FI 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 1 U 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 I 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 We Ratio 0.00 0.00 0.05 0.06 95%Queue Length,Qqs(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. HCSM TWSC Version 7.9 Generated:6/30/2021 1:07:05 PM Grand&Beall Noon Exist Plus.xtw . . . . 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 ■ 17TYT FI Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L IR U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 0 1 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 5 10 4 4 3 23 1 1 18 2 Percent Heavy Vehicles(%) 0 00 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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 We Ratio 0.00 0.00 0.04 0.03 95%Queue Length,Qqs(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. HCSM TWSC Version 7.9 Generated:6/30/2021 1:10:36 PM Grand&Beall PM Exist Plus.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Grand&Lamme Agency/Co. rvin 7 Associates Jurisdiction City of Bozeman Date Performed /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 ■ 17TYT FI Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L MR U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 0 1 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 3 35 13 6 2 23 26 6 35 4 Percent Heavy Vehicles(%) 0 00 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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 We Ratio 0.00 0.01 0.08 0.08 95%Queue Length,Qqs(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. HCSM TWSC Version 7.9 Generated:6/30/2021 1:14:37 PM Grand&Lamme Noon Exist Plus.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Grand&Lamme Agency/Co. rvin 7 Associates Jurisdiction City of Bozeman Date Performed 0/2021 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 ■ 17TYT FI 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 1 U 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 I 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 We Ratio 0.00 0.00 0.05 0.04 95%Queue Length,Qgs(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.All Rights Reserved. HCSTH TWSC Version 7.9 Generated:6/30/2021 1:18:24 PM Grand&Lamme PM Exist Plus.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Willson&Lamme Agency/Co. rvin&Associates Jurisdiction City of Bozeman Date Performed 0/2021 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 1 L Y nIITrt rr Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L [131 U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 17 30 30 10 11 145 49 7 103 8 Percent Heavy Vehicles(%) 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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,Qqs(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.All Rights Reserved. HCSM TWSC Version 7.9 Generated:6/30/2021 2:11:18 PM Willson&Lamme Noon Exist Plus.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Willson&Lamme Agency/Co. rvin&Associates Jurisdiction City of Bozeman Date Performed 0/2021 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 1 L Y nIITrt rr Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L [131 U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 8 30 22 24 3 123 36 2 104 2 Percent Heavy Vehicles(%) 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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,Qqs(veh) 0.5 0.5 0.0 0.0 Control Delay(s/veh) 11.7 Ed 7.5 7.7 Level of Service(LOS) B A A Approach Delay(s/veh) 11.7 12.2 0.2 0.2 Approach LOS B B Copyright©2021 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.9 Generated:6/30/2021 2:15:14 PM Willson&Lamme PM Exist Plus.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Tracy&Lamme Agency/Co. rvin&Associates Jurisdiction City of Bozeman Date Performed 0/2021 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 1 L Y nIITrt rr Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U LIR U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 8 42 24 10 7 35 18 13 57 17 Percent Heavy Vehicles(%) 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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,Qgs(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.All Rights Reserved. HCSTH TWSC Version 7.9 Generated:6/30/2021 2:01:53 PM Tracy&Lamme Noon Exist Plus.xtw . . . . General Information Site Information Analyst 7R.Marvin Intersection Tracy&Lamme Agency/Co. rvin&Associates Jurisdiction City of Bozeman Date Performed 0/2021 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 1 L Y nIITrt rr 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 I 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,Qgs(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. HCS1H TWSC Version 7.9 Generated:6/30/2021 2:04:46 PM Tracy&Lamme PM Exist Plus.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE APPENDIX C Trip Generation Updated Tables 2 and 3 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Updated Table 2. Maximum Trip Generation - Total Development Using ITE 10th Edition Report Average Weekday Peak Noon Hour Peak PM Hour Beall's Third Trip Generation 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 9 5 4 6 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 SFJ 4 113 5 9 5 4 6 11 5 6 Code 221 Mid-rise Apartments 40 Units 1 218 2 9 2 7 3 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 7 2 5 3 13 8 5 Code 820 Shopping Center 3.0 1000 SF 4 113 5 9 5 4 6 11 5 6 Code 931 Quality Restaurant 6.0 1000 SF 7 503 8 27 22 5 9 47 31 16 Subtotal = 1 1 779 43 29 14 71 44 27 Subtotal Beall's Third Devlo ment= 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 SFJ 4 94 5 8 4 4 6 10 5 5 Subtotal = 1 458 23 8 15 39 23 16 Mountain View West Trip Generation Code 310 Hotel 100.0 Rooms 1 13 836 1 14 60 31 29 1 15 54 29 25 Subtotal = 1 1 836 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 9 2 7 3 18 11 7 Subtotal= 1411 122 91 31 T 141 61 80 Total North Central Development= 5567 1 350 197 153 482 259 223 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) NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Updated Table 3. Walk-Transit- Bicycle Trips ITE Trip Generation 10th Edition Supplement Average Weekday Peak Noon Hour Peak PM Hour Beall's Third Trip Generation 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% 9 2 7 61% 27 16 11 Code 820 Shopping Center 6.1 1000 SF 35% 81 32% 6 3 3 37% 9 4 5 Subtotal= 361 15 5 10 36 20 16 Block 3-5 Code 221 Mid-rise Apartments 70 Units 52% 198 43% 6 2 4 61% 19 12 7 Subtotal= 198 6 2 4 19 12 7 Block 3-4 Code 221 Mid-rise Apartments 44 Units 52% 124 43% 4 1 3 61% 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% 3 2 1 37% 4 2 2 Code 221 Mid-rise Apartments 46 Units 52% 130 43% 4 1 3 61% 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% 3 2 1 37% 4 2 2 Code 221 Mid-rise Apartments 40 Units 52% 113 43% 4 1 3 61% 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% 3 1 2 61% 8 5 3 Code 820 Shopping Center 3.0 1000 SF 35% 40 32% 3 2 1 37% 4 2 2 Code 931 Quality Restaurant 6.0 1000 SF 1% 5 1% 0 0 0 1% 0 0 0 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% 6 2 4 61% 18 11 7 Code 820 Shopping Center 2.5 1000 SF 35% 33 32% 3 2 1 37% 4 2 2 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% 9 5 4 37% 13 6 7 Code 931 Quality Restaurant 5.0 1000 SF 1% 4 1% 0 0 0 1% 0 0 0 Code 221 Mid-rise Apartments 42 Units 52% 119 43% 4 1 3 61% 11 7 4 Subtotal= 479 49 38 11 53 18 35 Total North Central Development= 2247 128 72 56 214 111 103 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE APPENDIX D Internal Capture Trips Worksheets NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Project: AWT North Central Development ICT Trips AWT Total # ICT TRIPS TO 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 # ICT TRIPS FROM 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 BALANCED ICT DEMAND AWT Exiting TRIPS FROM 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 FROM 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 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Project: Noon Hour North Central Development ICT Trips Noon Total # ICT TRIPS TO TRIPS FROM of Trips Office Retail Restaurant Residential Hotel Office 3 1 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 # ICT TRIPS FROM 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 BALANCED ICT DEMAND Noon Exiting TRIPS FROM Trips Office Retail Restaurant Residential Hotel Office 3 1 2 0 0 Retail 5 1 3 1 0 Restaurant 3 2 1 0 0 Residential 6 0 0 6 0 Noon 3 1 2 0 0 Total ICT Exit = 17 Noon Entering TRIPS FROM Trips Office Retail Restaurant Residential Hotel Office 3 1 2 0 0 Retail 3 1 1 0 1 Restaurant 12 2 3 6 1 Residential 1 0 1 0 0 Hotel 0 0 0 0 0 Total ICT Enter = 19 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Project: PM Hour North Central Development ICT Trips PM Hour Total # ICT TRIPS TO 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 # ICT TRIPS FROM TRIPS TO of Trips Office Retail Restaurant Residential Hotel Office 7 2 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 BALANCED ICT DEMAND PM Hour Exiting TRIPS FROM Trips Office Retail Restaurant Residential Hotel Office 5 3 1 1 0 Retail 26 1 12 11 2 Restaurant 17 1 11 5 0 Residential 15 2 4 8 1 Hotel 3 0 3 0 0 Total ICT Exit = 63 PM Hour Entering TRIPS FROM Trips Office Retail Restaurant Residential Hotel Office 4 1 1 2 0 Retail 19 3 11 4 1 Restaurant 24 1 12 8 3 Residential 17 1 11 5 0 Hotel 3 0 2 1 0 Total ICT Enter = 64 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE APPENDIX E Traffic Assignment Model NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NORTH CENTRAL FULL DEVELOPMENT-NOON HOUR TRAFFIC ASSIGNMENT NORTH 7TH AVE ROUSE AVE It F 16% 220 WILLSON AVE 11% 151 s o F,1 11 a o 0 7 a NORTH 7 3 s 3 5 3 7 7 s s 4 0 9% 6 Durston 5 17 14% 17 Peach Street 8 7% 8 Peach 0 123 s s 192 s s s a 96 a o 6 7 4 7 6 14 „ TRACY AVE 3 0 610 13 706 25 0% 0 3 21 D1 4% 11% 1s s o 0 0 SITE TRIP GENERATION 151 1 s 1 6 1 1 1 10 0 0 3s 0 4 7 M 0 0 4 AWT= 1372 9°/p 4s 0 villard Street s o villard Street 3 s 4% 123 10 10 z z 0 1 66 Noon Hour 720�ff 1 4 0 1 5 31 1ENTER= 66 s 100 EXIT= 52 47 114 11 62 17 29 5 6 0 15 72 4 1 0 4 0 s s 2 0 1 2°/p 11 z Beall Street 1 19 zz 1 Beall Street 1 2 2% 2] 7 4 4 14 17 14 0 1 27 3 28 0 0 4 0 23 41 s 4 64 19 -Manual Assignment Aggregate 8% 110 54% 741 0 62 10 0 0 0 26 36 6 4 0 0 25 6 2 2 1 4 4 4 1 5 4 2 2% 2 Mendenhall 2 2 2% Mendenhall 4 6% 4 Mendenhall 4 5 7°/p 4 Mendenhall 2 2 3% 27 0 0 27 0 0 82 0 0 96 0 0 41 32 3 2 0 0 2s 3z s 3 0 2 CHURCH AVE o s7 1 a 2 NORTH 8TH AVE 48% 659 5% 69 5% 69 0% 21 0 0 s9 11 3 2 0 0 0 0 27 32 7 s 0 3 0 2 12 10 s 6 11 13 13 13 13 13 6 6 6 4 10 10 2 12 12 2 12 16°/p 21 Main Street 26 2Q°/p 26 3 Main Street 3 26 2Q°/p 26 Main Street 1 9°/p 11 5 Main Street 6 21 15°/p 21 1 Main Street 0 23 1$°/p 23 9 Main Street 2 21 1$°/p 220 2 13 274 3 3 274 3 s 123 s 206 11 1 11 247 s 247 3 13 1 1 2 3 0 0 10 13 0 1 1 1 0 0 s 0 22 1 1 0 4% 55 19% 261 1% 14 1% 14 0% 0 s zz 1 1 2 3 9 13 0 2 9 1 0 0 0 1 0 0 1 0 0 0 2% Babcock St 2% Babcock St 1% Babcock St 0 0% 0 Babcock St 0 0% 27 27 14 0 0 0 0 0 3 12 2 3 9 12 0 0 5 21 0 4% 55 18% 247 1% 14 NORTH 8TH AVE NORTH 7TH AVE WILLSON AVE TRACY AVE ROUSE AVE NORTH CENTRAL MASTER SITE FULLL DEVIELOPMENT FOR PM HOUR TRAFFIC ASSIC NMENT NORTH 7TH AVE WILLSON AVE ROUSE AVE 16% 220 11% 151 F81 11 1 a 0 7 0 NORTH 7 3 5 3 1 0 1 1 5 5 0 0 9% 7 6 Durston 1 10 14% 10 Peach Street 5 7% 5 Peach o 123 s 10 192 a a 5 0 96 0 0 1 1 0 7 1 1a 1 TRACY AVE 3 0 610 8 706 16 0% 0 3 24 0 4% 11% 2 2 0 0 55 SITE TRIP GENERATION 151 s 3 3 0 0 0 1 35 7 3 5 3 0 0 1 AWT= 1372 9% 6 59 2 Villard Street 0 12 5 Villard Street 3 Q% 123 24 16 z 7 2 1 0 2 66 Noon Hour zs z z 5 0 z o 5 20 33 1 3 ENTER= 68 53 a EXIT= 6 57 114 10 1 82 24 1 1 34 3 7 0 1 22 1 2 2 1 1 1 0 2 0 0 2 3 4 0 1 2% 5 Beall Street 0 17 21 o Beall Street 1 1 2% 27 3 2 2 15 8 14 0 0 27 2 34 12 0 1 3 1 0 26 48 15F-F 3 74 18 8% 110 -Manual Assignment Aggregate 8% 110 54% 741 0 I 40 5 0 0 0 3 37 1 4 0 0 0 3 1 0 0 0 4 4 4 1 5 4 2 2% 0 Mendenhall 0 0 2% 0 Mendenhall 4 6% 4 Mendenhall 4 5 7% 4 Mendenhall 2 2 3% 27 0 0 27 0 0 82 0 0 96 0 0 41 3 20 0 F3:FE R. o z CHURCH AVE 0 36 4 2 NORTH 8TH AVE 48% 659 5% 69 5% 69 0% 20.58 0 0 36 6 3 0 0 0 E 0 3 33 1 5 0 3 0 0 0 1 1 2 2 2 2 14 6 6 6 4 10 10 2 12 12 0 12 16% 12 11 Main Street 1 15 20% 15 14 Main Street 2 15 20% 15 Main Street 0 7 9% 7 1 Main Street 6 11 1 5% 12 1 Main Street 10 14 1 8% 14 1 Main Street 12 13 1 8% 220 tt a a 274 14 a 274 a 123 1 1 206 0 1 247 247 3 13 1 1 0 3 0 0 1 13 0 1 0 1 0 0 3 0 14 1 1 0 4% 55 19% 261 1% 14 1% 14 0% 0 3 14 1 1 0 3 1 13 0 1 0 1 0 0 0 0 0 1 0 0 1 0 0 0 2% 1 :B.b.okc St 1 2% Babcock St 1% 1 Babcock St 0 0% 0 Babcock St 0 0% 27 1 27 14 0 0 0 0 0 3 12 1 3 2 0 0 0 3 3 0 4% 55 18% 247 1% 14 NORTH 8TH AVE NORTH 7TH AVE WILLSON AVE TRACY AVE ROUSE AVE NORTH CENTRAL MASTER SITE LAN TRAFFIC STUDY FOR REFERENCE -." TRAFFIC IMPACT STUDY r igrrr; NORTH CENTRAL MASTER SITE PLAN Bozeman, Montana 4 IPrepared for HomeBase Partners b� ) Prep ared p y f l �1 MARVIN & ASSOCIATES ,� 1300 North Transtech Way Billings, MT 59102 r j , Lk February 3, 2021 r NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC IMPACT STUDY NORTH CENTRAL MASTER SITE PLAN Bozeman, Montana Prepared for HomeBase Partners Prepared by =1 L MARVIN & ASSOCIATES 1300 North Transtech Way Billings, MT 59102 N T A ROBERT R. x MARVIN o; 3697E February 3, 2021 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TABLE OF CONTENTS PAGE INTRODUCTION 1 SITE LOCATION& DESCRIPTION 1 EXISTING CONDITIONS 5 Streets & Intersections 5 Traffic Volumes 6 Capacity 10 TRIP GENERATION 12 Total Development Trips 12 Alternative Trip Modes 14 Internal Capture Trips 16 Passerby Trips 16 Car-Share & Car-Pool Trips 17 Net Vehicular Trip Productions 17 TRIP DISTRIBUTION 20 TRAFFIC ASSIGNMENT 21 IMPACTS 25 Existing Traffic Volumes 25 Capacity 28 Safety 30 Future Traffic Volumes 30 Future Capacity 32 SITE ACCESS TRAFFIC OOPERATIONS 33 CONCLUSIONS AND RECOMMENDATIONS 35 APPENDIXA— TRAFFIC VOLUMES APPENDIX B— CAPACITY CALCULATIONS APPENDIX C— TRIP GENERATION RATES APPENDIX D— INTERNAL CAPTURE TRIP WORKSHEETS APPENDIX E— TRIP DISTRIBUTION WORKSHEETS APPENDIX F— TRAFFIC ASSIGNMENT MODEL i NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE LIST OF TABLES PAGE Table 1. Existing Capacity Analysis Summary(Noon & PM Peak Hours) 11 Table 2. Maximum Trip Generation- Total Development 13 Table 3. Walk-Transit-Bicyclist Trip Generation 15 Table 4. Trips Less Alternate Mode Trip Generation 17 Table 5. Trips Less Alt. Mode & ICT Trip Generation 18 Table 6. Total Vehicular Trip Potential 18 Table 7. Net Vehicular Trip Generation 19 Table 8. Existing Plus Site Capacity Analysis Summary 29 Table 9. Capacity Calculation Summary Future PM Hour 33 LIST OF FIGURES PAGE Figure 1. Site Location & Study Intersections 2 Figure 2. Site Development Layout—Land Use & Parking 3 Figure 3. Peak Noon Hour Traffic Study Intersections 8 Figure 4. Peak PM Hour Traffic Study Intersections 9 Figure 5. Trip Distribution Percentages 21 Figure 6. Full Development Vehicular Site Traffic Assignment 23 Figure 7. Peak Hour Alternative Mode Trip Assignment 24 Figure 8. Peak Noon Hour Existing Plus Site Traffic at Study Intersections 26 Figure 9. Peak PM Hour Existing Plus Site Traffic at Study Intersections 27 Figure 10. Peak PM Future Traffic Projections at Key Intersections 31 Figure 11. Peak Hour Future Traffic at Garage Accesses 34 ii NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Marvin &Associates North Central Master fife Plan Traffic/mpact study NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC INTRODUCTION This report summarizes a Traffic Impact Study (TIS) conducted for the proposed North Central development project in downtown Bozeman. Marvin & Associates was retained by HomeBase Partners, to provide the TIS as required by the Bozeman Municipal Code (BMC). The primary purpose of this study was to address specific impacts of the new development on the existing street system within a defined area of influence and at the proposed site accesses. The TIS also provides recommendations regarding the mitigation of any identified impacts. Having reviewed the proposed North Central development site plan, Marvin & Associates completed an extensive analysis of existing conditions, addressed trip generation, trip distribution and traffic assignment, and evaluated resulting intersection capacity and safety impacts, prior to making recommendations regarding impact mitigation. Methodologies and analysis procedures within this study employ the latest technology and nationally accepted standards for site development and transportation impact assessment. In addition, methodologies were developed to address site specific conditions associated with this development. Because of the unique nature of this development and the area in which it would be located, several assumptions and qualifications were required in trip generation estimates and traffic assignment analysis. Extensive research into the current transportation and site related literature which provided a basis for many of the assumptions utilized within this study Recommendations made within this report are based on accepted standards and the professional judgment of the author, with consideration of the traveling public's interests as a primary objective. SITE LOCATION & DESCRIPTION The proposed site is located within downtown Bozeman and would occupy an area of approximately two city blocks (see Figure 1). The properties are adjacent to Willson Avenue, Tracy Avenue,Villard Street, and Beall Street. Access to the development properties would utilize four intersections of the adjacent streets. The development site is currently occupied by parking lots, medical office buildings and a medical care center that will either be removed or modified by renovation of existing buildings. Off-site parking will be provided at one of the proposed development structures and access to it will be provided in a structured parking garage on Block 4. One of the buildings in the development plan known as One 11 Apartments has already been constructed and is now in the process of being fully occupied. The One 11 building has a parking structure that utilizes an access on Willson Avenue, p NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC NLMN l 4YKY'[S T V011"o Ourslan Nond • A—h S/real P,n,h�rr,•rr Adjacent ti Intersections Site Access Q Impact Intersections 3 ✓.7/nrd sln�r �_ Y7/n(d sl.rl N f [omme S/ree/ h $ r [nm a Si al c Q Sag",- •- 111. Mew nhn//S Mendenha// ® enhrork sirear s-. O s-na,.< sne.•r Q COB Impact Intersections h 3 Figure 1. Site Location and Study Intersections south of Beall Street. A TIS was submitted for that building in 2018 and information contained in that study pertinent to the North Central development was included and used within this study. The North Central development, as proposed, would include the following structures and land uses, as detailed in Figure 2: Block 3 would consist of five separate structures that would be developed in phases. Block 3 improvements include an elaborate system of walkways, open spaces and amenities designed to enhance living, working, dining, shopping, and other activities within confines of the overall North Central development. As such, this development would be unique within the Bozeman Downtown area. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC wnin s usecmrsY' - VILLARD ST Bealls 3rd 3-5 Bealls 3rd 3-4 i 70 Residential Units 48 Residential Units Block 4 60 Parking Spaces 49 Parking Spaces Residential Units 99 5,710SF Retail _. • - - —�„ Parking Garage + 201 Spaces e3b31 Bealls3rd3.2 3,000 SF Retail 30 Resid.Units 40 Resident Units 3,000SF Retail 22 Parking 6,000 SF Rest. Spaces Bealls 3rd 3-3 22 Parking 3.000 Retail SPM — ' 46 Residential Units - 46 Parking Spaces ,Beall Street 9 Parking One 11 - 2.0 Spaces 67 Appartments 2,500SF Retail Mtn. View East r Mtn.view W 96,000 SF Office �5Alartments - I Boutique Hotel 3,000 SF Retail p 100 Rooms 9,000 Restaurant 1,800 SF Office W 20 Parking Spaces 47 Parking Spaces a a (Occupied) Z - o _ . Off-Street Parking r 3 Accesses(Typical) Z Z a r { ' 1 1 via .. Figure 2. Site Development Layout - Land Use & Parking NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC IMPACT STUDY Block 3 parcels 3-4 and 3-5 would consist of two separate buildings containing a total of 118 residential units and on-site parking for 109 vehicles total, located within the two structures. Block 3 parcels 3-2&3-3 on the north side of Beall St.would combine residential units, retail businesses,and parking within each of two buildings. Total combined residential units would be 96 residential units, 6,000 sf of retail space, and 68 parking spaces within the two buildings. Block 3 parcel 3-1 would be a building located in the northeast corner of Willson Avenue and Beall Street and would feature 30 residential units, a 6,000 sf quality restaurant, 3,000 sf of retail space, and 22 parking spaces. Block 4 would be a mixed-use building including a 201 space parking garage, 99 residential units and 5,710 square feet of retail space. It will be constructed in the first phase of development. Vehicular access to this structure would be from Villard Street west of Willson Avenue as well as the alley west of Block 4. A pedestrian crossing will be located on Willson Avenue mid-block between Villard Street and Beall Street to accommodate pedestrian access between Block 4 and the five buildings on Block 3. One 11 is composed of two structures. One 11-1.0 currently exists and is in the process of being occupied. It contains 55 apartment units and 1,800 sf of office space with an inside garage with 47 spaces. One 11-2.0 would be and add-on structure fronting on Beall Street. This addition would add 67 apartment units to the One 11 development, with 2,500 sf of retail space, and parking garage modifications would add 9 parking spaces and an exit-only access to west to Grand Avenue. Mountain View East & West would be two buildings located in the southwest corner of Tracy Avenue and Beall Street. Mountain View East would contain a 96,000 sf of office space, a 9,000 sf restaurant, 3,000 sf of retail space, and 20 parking spaces. Mountain View West would contain a 100-room boutique hotel. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC IMPACT STUDY EXISTING CONDITIONS Streets & Intersections Development of North Central could possibly impact several area intersections within the immediate area of the development. In addition, the BMC requires that all intersections between collector and arterial street within a one-half mile radius of the development be evaluated for impacts. The following intersections were required to be evaluated within the scope of this TIS: Durston Road and N 7th Avenue N 7th Avenue & Mendenhall Street N7th Avenue & Main Street Main Street& N 8th Avenue N 8th Avenue & Babcock Street Willson Avenue & Main Street Willson Avenue & Babcock Street Peach Street & Rouse Avenue Rouse Avenue & Mendenhall Street Rouse Avenue & Main Street Rouse Avenue & Babcock Street Church Avenue & Main Street In addition to the above noted external intersections, intersections of Villard Street, Beall Street, and Mendenhall Street with Willson Avenue and Villard Street & Beall Street with N Tracy Avenue could be directly impacted by the development and were included in the impact analysis. Of the seventeen study intersections, only six are currently controlled by stop signs on the minor streets. The remaining eleven intersections are controlled by traffic signals. All the traffic signals appear to operate with a background signal cycle of approximately 120 seconds. The intersection of Rouse Avenue & Peach Street has been inaccessible in the past and also during the study data collection NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC phase due to construction projects on Rouse Avenue and no reliable traffic data was available. Therefore, that intersection was not analyzed within this study. This omission is justifiable since the improvements being constructed at Rouse Avenue and Peach Street would undoubtedly mitigate any impacts associated with the development proposal. Main Street is approximately 63' wide through the study area and carries four traffic lanes with parking on both sides. The intersection of Main Street and Rouse is the only intersection with more than two signal phases, which includes a southbound left-turn interval to accommodate the high left- turn traffic volumes. The street width on Babcock Street varies substantially throughout the study corridor and ranges from 39' to 62' from back of curb to back of curb. Babcock carries two eastbound traffic lanes with parking on both sides. Street and curb offsets at intersections, and parking conditions, create sight distance limitations at some stop controlled intersections. Mendenhall Street, which is approximately 41' wide at its intersection with Rouse, carries two westbound lanes of traffic with parking on both sides of the street. North-south streets within the study area range in width from 31' to 38'. Parking is limited to one side of the street, in most cases, due to the narrow street sections. Within the core study area, sidewalks are approximately 10' to 12' wide and abut building walls, as is typical of most downtown environments. The mixture of vehicles, pedestrians, bicycles, delivery truck loading and unloading operations, and high parking utilization uniquely identifies the area as the CBD. In this area, the balance between mobility and access is greatly skewed toward access and slower operating speeds are not only expected but encouraged. Traffic Volumes Existing traffic volumes were determined by performing manual intersection counts at some of study area intersections during the noon and peak pm hour periods. The noon hour peak was used instead NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC of the AM hour period because electronic counters on numerous streets within the CBD area indicated that there is no definitive am peak hour, but there is a substantial peak during the noon hour which is typical of most urban CBD areas. Mio-vision traffic recorder cameras were used for data collector at three intersections on Willson Avenue in June of 2020. Manual Counts were taken at the intersections with Villard and Beall Streets in July of 2020. Due to restrictions implemented during the pandemic, some variations in traffic count data was expected. The 2020 Mio-vision counts on the three Willson Avenue intersections were used to determine what changes had occurred since 2017 counts were taken for the One 11 development TIS. Appendix A contains the 2020 counts and a comparison table detailing the differences between 2020 and 2017 counts. Overall, the 2020 counts were 2% lower than the 2017 counts in the noon hour and 22% lower in the peak PM hour. The most significant differences noted were directional traffic volumes and an overall increase in traffic on Main Street. It is believed that street construction on Rouse Avenue between Main Street and Lamme Street caused redirection of traffic patterns. After a several attempts to determine factors that could be applied to the 2017 counts it became clear that there were too many indeterminant variables to enable meaningful results. Thus, it was decided that the best solution would be to use the 2017 traffic volumes as the baseline for existing conditions. Because of the historic decline in traffic downtown, it was assumed that 2017 volumes would not necessarily understate existing 2020 volumes on the street system. In addition to the peak hour intersection turning movement counts,2017 electronic traffic counts were documented on Willson Avenue and on Lamme Street, from which Average Weekday Traffic could be estimated. Hourly traffic volume summaries for these counters can be found in Appendix A of this report. It was found that the peak hour for traffic on the street system usually occurs between 4:30 and 5:30 averaging approximately 9% of the average weekday traffic(AWT). The noon hour is the beginning of the afternoon peak with the average being approximately the same as the peak pm hour 9% of AWT. The noon hour also has the highest combined pedestrian and bicycle volumes at most intersections during the day. Figures 3 and 4 illustrate the existing condition traffic volumes use in the TIS analysis. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC �AC4 RN MNN 4E 7�r> 52E-7�-� 64F.T�r_� 5 0179-t yyt.i91 ��/ '% 226 315J��// yy' 119 753� O -o-1763 (4)153y, `O��(iy234 ��© �941 56� ©//'��5034 gl ZhL ry13310 f1��10 f:lt->5 2 h�-t`i10 �-� ^HO00 10 �01:1M < OOVI r` ,0 N. ^C."')O M.77^7 NNE 0 fh iA 28 71E-r-�4j 110 33F �,30 ^8 W�V+ 10 35t-T�f4 1 55 tJ17 271 'LJ21 231- 1 ACJ63 66'14 k 155 O �--363 446-► O '*-i478 354�I� O I i Q ;rg 6 330=-. ---i449 1r102 79' V `38 y♦ y5 28L r.10 h� y1824 _r10 186 c � &>73 F � j6 6 E� ll 88 ELtt Ln— I�N< N^' 0'M^ MOON P,n 12 E `R N E�1 0 N p•< t+f O N f V 0" 14 16,r� 72 4!'�l�� 6 wl��g 0, l�'��p 2841214�� 449L-► --645 5 ® 3 10'�{�C) -0--12 12'�� ® -4—..'12 17 y 3S�EL���gy28 48��L y6 10*6 4L���y4 11Li �y1 yZ /'� 9 F L 21 00 N00 M Oco aD^In QNet eq <NM AM t _ n�M � S r�> r 3 2 1 �4 5 �� �—10 11 IL �y 3 8 1' i . fL�1�,2 Otn DarsJon Road O Peach S/ree/ Peorh Ss ee/ a v V//ard S/ree/ O O Yi//ard SJreeJ j a Q Q o � Bra//SrreoJ O O Bea//Slur/ i lomme Si ee/ [omme S/ree/ Q V yj © O Mendenha//S/eel O Mrndenho//S/rrel OO Main SaeeJ © Mnin S/ee/ OBobcock Si eeJ O Sabrock Sirer/ .. t h 1 1. ��... •� 2 9 Figure 3. Peak Noon Hour Existing Traffic Study Intersections NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC N P N V00, P�' DD O ^CN 00 U1 5E,7I �> 2 4;J� -j 3 2E � 2 n 7E���� 5 19811 ( ZJ87 'ti262 (58L-0- J t 142 788y O 901 114 J 255L►{�0� 225 �© �963)2 0 �© �084 y�(� wry 29 � •1 i L,� y f 1 t_ yt.1 t��y 2 E�_L�'1$ ''h.t >,y 00 ODN ^O• Ormun 00 O 10 ^ MN N M *1 ---1420 C` D�o �M�O nO 1� C-4—C4 Nfh aO 25f r 4' 86 174 r 4519� 1100 201� ZJ22 32 i (/ tU26 49Lf Z171 461—>. Q --�539 35ai O �212 3741--► �--490 107� r.49 ,('' 2 27' 8 1y2y �� 19 h y 2 ��� 109 ^��60 Eo Pv�22 r1aon '75 M.pV O..O— mLnN M N 0,0 � N O 00 14 ��,V N�N N� 35< �l-�3 11 ��� 46 6 > 7 32 �� 10 �1 . ��1 3871� y 90`► �1602 12 L ® 8 it�1 0 —4-9 21'`► ® �, 10 16 1 56 t 46 8 5�� L , y 4 12'�E L �gy 2 211 yE L ey 1 /�'►� y {� y 8�_�L•�2 4NFLt�)26 ,n,n,o <Nv1 ,oa,n <� CNN t� s, �,n M 41r�> ,r 511 + t1 4 �} 10 `19,711�. 6 L 3 r 9 A F 4 4 Peorh Ssree/ �.-- f M i W l //o d S/ree/ 5f.- O O �.�; V7/old S/lees a Q 2 Bea//Si�eo/ j�j O O 5.', BCOI/S/�2e1 C Lomme Smear Lomme Sliee/ 1.G�� Q � v Mendenha//S/i tee/ . �i Of .� 0 1;;J '3.3D) 21. 0 Moin Smeel 111 3iJU 12 6 Main S/eel 1 i 6 000 3 © Bobrork S/lee/ �'�fi' O Bobrork S/peel 5 fir^- J a � Q 2 r A_ Figure 4. Peak PM Hour Existing Traffic Study Intersections NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC Capacitv Capacity calculations were conducted for the peak noon and pm hours at all study intersections (see Appendix B). Table 1, on the following page, summarizes the results of capacity calculations for both the noon and pm peak hour periods. Measures in the table include control delay (seconds/vehicle), level of service (LOS), and 95% queue length. The calculation results show that all approach movements at these intersections, with exception of three street approaches, currently operate at or above an acceptable LOS "C" during both peak hour study periods. The intersection of Durston Road and N 7th Avenue operates at LOS "D" in both the noon and pm hours, with the westbound leg of the intersection on Peach Street operates at LOS "E" during the peak noon hour. The eastbound approach to the intersection of Babcock and N 8th Avenue currently operates at LOS "D" during the peak pm hour with 26.7 seconds per vehicle average delay. At the intersection of Babcock and Rouse Avenue the southbound approach operates at LOS "D" in the noon hour and LOS "F" in the peak pm hour with 78.3 seconds per vehicle average delay and a vehicle queue of 6 vehicles. The northbound approach operates at LOS "D in the peak pm hour. The observed operations at all the study intersections appear to support the theoretical levels of service and calculated vehicle queues shown in Table 1, with exception of the Rouse Avenue and Babcock Street intersection. The longest queue observed was three vehicles and the average delay was much less than 78 seconds. The reason for this disparity appears to be the pedestrian crossings on Babcock Street. There were 21 pedestrian crossings during the peak pm hour and the percentage of vehicles on Babcock stopping for pedestrians was near 100%. When vehicles stop on Babcock Street, northbound and southbound vehicles use the interruption in traffic flow to either go straight or make left and right turns. In this case, it is believed that the HCM algorithms understate the actual capacity. The pedestrian crossing on Babcock Street creates a situation where operations are similar to an all-way stop intersection. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC Table 1. Existing Capacity Calculation Summary (Noon & PM Peak Hours PEAK NOON HOUR PEAK PM HOUR Intersection Int/App Delay LOS MaxQ Int/App Delay LOS MaxQ N7th Avenue& Overall 38.3 D 10 Overall 38.6 D 12 Durston Road WB-Worst 61.1 E 10 WB-Worst 53.5 D 8 N 7th Avenue& Overall 13.2 B 7 Overall 14.5 B 8 Mendenhall Street WB-Worst 27.0 C 7 WB-Worst 28.9 C 8 N 7th Avenue&Main Overall 17.9 B 9 Overall 17.9 B 10 Street WB-Worst 27.2 C 7 WB-Worst 27.3 C 10 N 8th Avenue&Main Overall 12.7 B 7 Overall 14.3 B 7 Street NB-Worst 23.8 B 4 NB-Worst 24.9 C 4 S 8th Avenue& Overall na na na Overall na na na Babcock Street EB-Worst 20.5 C 3 EB-Worst 26.7 D 3 N Willson Avenue& Overall 16.7 B 6 Overall 17.4 B 6 Mendenhall Street WB-Worst 17.0 B 6 NB-Worst 17.8 B 4 Willson Avenue& Overall 18.2 B 7 Overall 21.1 C 8 Main Street EB-Worst 31.8 C 7 SB-Worst 30.1 C 5 S Willson Avenue& Overall 20.2 C 6 Overall 20.2 C 7 Babcock Street EB-Worst 24.2 C 6 EB-Worst 23.8 C 6 N Rouse Avenue& Overall 16.8 B 7 Overall 19.6 B 10 Mendenhall Street WB-Worst 30.2 C 5 WB-Worst 34.7 C 10 Rouse Avenue&Main Overall 26.1 C 9 Overall 27.5 C 11 Street NB-Worst 30.0 C 6 NB-Worst 33.2 C 9 S Rouse Avenue& Overall na na na Overall na na na Babcock Street SB-Worst 30.9 D 3 SB-Worst 78.3 F 6 N Church Avenue& Overall 15.5 B 9 Overall 17.1 B 7 Main Street NB-Worst 30.7 C 6 NB-Worst 33.0 C 5 N Willson Avenue& Overall na na na Overall na na na Vllard Street EB-Worst 9.8 A 0 EB-Worst 10.8 B 1 N Willson Avenue& Overall na na na Overall na na na Beall Street WB-Worst 10.5 B 1 WB-Worst 11.3 B 1 N Tracy Avenue& Overall na na na Overall na na na Vllard Street EB-Worst 9.9 A 1 EB-Worst 10.1 B 0 N Tracy Avenue& Overall na na na Overall na na na Beall Street WB-Worst 9.7 A 1 WB-Worst 9.8 A 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC TRIP GENERATION Total Development Trips Table 2 is a trip generation summary of the maximum trip generation based on land use and trip generation rates found in ITE's Trip Generation Report,10t" Edition. Proposed land uses were evaluated to determine the ITE land use rates (see Appendix C) that would be most representative of the proposed development. Within Table 2, trip generation rates and resulting trip projections for the average weekday and the noon and pm peak hours are shown. It should be noted that the ITE report does not provide rates for the noon hour, but ITE's Peak AM Hour of Generator" rates, which are higher than ITE's "Peak AM Hour Between 7:00 and 9:00 AM rate, were used in the analysis of noon hour impacts. Thus,there is a possibility that noon hour impacts could be over-estimated within the study analysis. Table 2 indicates that total development of the entire project would generate approximately 5,966 trips on the average weekday. In the peak noon hour, the development would generate 418 trips with 266 entering and 152 trips exiting the project site. In the peak PM hour, there would be 533 trips generated with 269 entering the site and 264 trips exiting the site. The noon hour's substantial imbalance between entering and exiting trips reflects the number of office-generated trips that are associated with the AM peak hour reported in the ITE Trip Generation. It is likely that the noon hour ingress and egress office trips would actually be more balanced. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC Table 2. Maximum Trip Generation - Total Development Using ITE 10th Edition Report Average Weekday Peak Noon Hour Peak PM Hour Beall's Third Trip Generation 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 5.7 1000 SF 4 215 5 17 9 8 6 22 11 11 Subtotal = 754 39 15 24 66 38 28 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 48 Units 1 261 2 11 3 8 3 21 13 8 Subtotal = 261 11 3 8 21 13 8 Block 3-3 Code 820 Shopping Center 3.0 1000 SF 4 113 5 9 5 4 6 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 9 5 4 6 11 5 6 Code 221 Mid-rise Apartments 40 Units 1 218 2 9 2 7 3 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 7 2 5 3 13 8 5 Code 820 Shopping Center 3.0 1000 SF 4 113 5 9 5 4 6 11 5 6 Code 931 Quality Restaurant 6.0 1000 SF 7 503 8 27 22 5 9 47 31 16 Subtotal = 1 779 43 29 14 71 44 27 Subtotal Beall's Third Devlo ment I 1 2869 145 66 79 249 147 1072 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 8 4 4 6 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 = 1 1 836 60 31 29 54 29 25 Mountain View East Trip Generation Code 710 General Office Building 96.0 1000 SF 10 935 11 141 124 17 12 110 18 92 Code 820 Shopping Center 3.0 1000 SF 4 113 5 9 5 4 6 11 5 6 Code 931 Quality Restaurant 9.0 1000 SF 7 755 8 40 32 8 9 70 47 23 Subtotal = 1803 190 161 29 191 70 121 Total North Central Development= I 5966 1 418 266 152 533 269 264 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC Alternative Trip Modes Land use developments typically produce multi-modal trips that include pedestrian, bicycle, and transit trips, in addition to other vehicular trips. When evaluating vehicular impacts, these non- vehicular and transit-related types of trips can often be considered negligible in terms of their potential impacts on site access points. The proposed development, being located within the CBD, which has numerous commercial, retail, entertainment, employment, and dining opportunities within a socially vibrant downtown area, would have enormous potential for alternate trip modes. That potential is magnified further by the relative proximity of the development to the CBD core. ITE has recently issued a Trip Generation Supplement to the loth Edition of their Trip Generation Report, which presents data for alternative trip modes (see Appendix C). Tables for various land uses are provided for Suburban, Urban, and Downtown (City Center Core)Areas in the 10th Edition Supplement. Data within the tables are presented as percentage of total trips attributed to alternative modes (pedestrian, bicycle, and transit). The data within this document was used to determine alternative trip mode projections associated with the North Central development. Table 3 presents estimates of alternate trip modes based on data for City Center Core areas. Table 3 details alternative mode trips for each of the development buildings on the average weekday and for peak Noon and PM hour periods. Alternative mode trips on the average weekday would be 2,346 with 161 alternative mode trips in the Noon hour and 229 in the PM hour. The variations between trips entering and trips exiting the development follow a similar pattern as those shown in Table 2. p NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC IMPACT STUDY Table 3.Walk-Transit- Bicycle Trips ITE Trip Generation 10th Edition Supplement Average Weekday Peak Noon Hour Peak PM Hour Beall's Third Trip Generation 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% 9 2 7 61% 27 16 11 Code 820 Shopping Center 5.7 1000 SF 35% 75 32% 5 3 2 37% 8 4 4 Subtotal= 355 14 5 9 35 20 15 Block 3-5 Code 221 Mid-rise Apartments 70 Units 52% 198 43% 6 2 4 61% 19 12 7 Subtotal= 198 6 2 4 19 12 7 Block 3-4 Code 221 Mid-rise Apartments 48 Units 52% 136 43% 5 1 4 61% 13 8 5 Subtotal= 136 5 1 4 13 8 5 Block 3-3 Code 820 Shopping Center 3.0 1000 SF 35% 40 32% 3 2 1 37% 4 2 2 Code 221 Mid-rise Apartments 46 Units 52% 130 43% 4 1 3 61% 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% 3 2 1 37% 4 2 2 Code 221 Mid-rise Apartments 40 Units 52% 113 43% 4 1 3 61% 11 7 4 Phase 5 Totals 1 153 7 3 4 15 9 6 Block 3-1 Code 221 Mid-rise Apartments 30 Units 52% 85 43% 3 1 2 61% 8 5 3 Code 820 Shopping Center 3.0 1000 SF 35% 40 32% 3 2 1 37% 4 2 2 Code 931 QualityRestaurant 6.0 1000 SF 1% 5 1% 0 0 0 1% 0 0 0 Subtotal= 130 6 3 3 12 7 5 Subtotal Beall's Third Devlopment= 1142 45 17 28 110 65 45 One 11 -2.0 Trip Generation Code 221 Mid-rise Apartments 67 Units 52% 189 43% 6 2 4 61% 18 11 7 Code 820 Shopping Center 2.5 1000 SF 35% 33 32% 3 2 1 37% 4 2 2 Subtotal= 1 222 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 96.0 1000 SF 56% 524 56% 79 70 9 57% 63 10 53 Code 820 Shopping Center 3.0 1000 SF 35% 40 32% 3 2 1 37% 4 2 2 Code 931 Quality Restaurant 9.0 1000 SF 1% 8 1% 0 0 0 1% 1 1 0 Subtotal= 572 82 72 10 68 13 55 Total North Central Develo ment= 2346 161 106 55 229 107 122 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC IMPACT STUDY Internal Capture Trips It is common for developments containing multiple land uses and/or complementary facilities to have trip origins and destinations within the development site boundaries. These trips are part of the total trip generation number, but do not have origins or destinations external to the development site, and as such, do not have an impact on the traffic network external to the development. These types of trips are known as"Internal Capture Trips" (ICT). Because there would be a mix of residential, office retail, and restaurants within the proposed development, there is a high probability that ICT trips could occur within the confines of the development site. The ITE Trip Generation Report provides data and methods to estimate ICT that were used for this study. The ICT methodology was used to develop an ICT worksheet that calculates ICT trips based on the vehicular trip data for land-uses within the site (see Appendix D). The ICT calculations resulted in approximately 1,289 AWT trips with 58 in the noon hour (31 entering and 27 exiting) and 136 in the pm hour (69 entering and 67 exiting). Passerby Trips Once the number of external vehicle trips is determined, they can be further categorized as primary purpose, diverted link, or passerby purpose trips. Primary purpose trips are trips for which the development is a primary destination from any particular origin. Diverted link trips are trips made to a development as a secondary destination that must be diverted from a path between the origin and primary destination. Passerby trips are also trips made to a development as a secondary destination, but without a diversion from the primary trip path (i.e., a stop on the way home from work). Passerby trips do not represent"new"trips added to the adjacent street system. Thus,site generated passerby trips must be considered as new external trips (movements) at the site approach or approaches, but do not appear as new trips on the adjacent street system. Because of the development's location within the downtown area, there are no arterial or collector roadways that run through the project development. As such, the potential for passerby traffic is greatly reduced. There is some potential for passerby traffic being diverted to retail and restaurant land uses,but low traffic volumes on Willson Avenue would not support any significant numbers associated with passerby traffic. For this reason, it was assumed that passerby traffic would not reduce the external vehicle projections. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC Car-Share & Car-Pool Tribs A relatively recent development in personal transportation options associated with technological advances in communication along with the younger generation's wide-spread acceptance of the technologies, car-sharing and car-pooling has had an ever increasing presence in personal transportation options. Research into reduced vehicle trips resulting from car-sharing reveals a wide range of data. The highest values vary by location and size of metropolitan areas where services are available, with some study estimates of 30% and higher. For the purposes of this study, an estimate of 5% vehicular trip reductions was used, based on the population of the service area and tempered by the average age and education of the population. Net Vehicular Trip Projections The above calculations and assumptions used to calculate alternative trip modes, internal capture trips, and car-sharing/car-pooling to determine the allocation of trips assigned to vehicles and will appear as traffic accessing the proposed development. Table 4 illustrates the number of vehicular trips that would be generated by the development when alternative transportation mode estimates (Table 3) are removed from the maximum trip estimates (Table 2). For this case, the total vehicular trips on the average weekday would be 3,620 with 257 in the noon hour and 304 in the peak pm hour. Table 4. Trips Less Alternative Mode Trip Generation Ave. Weekday Peak Noon Hour Peak PM Hour Total Total Total Trips Trips Enter Exit Trips Enter Exit Beall's Third Development= 1727 100 49 51 139 82 57 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 1231 108 89 19 123 57 66 Total of Proposed Developments= 3620 257 160 97 304 162 142 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC Table 5 presents the number of vehicular trips that would be associated with alternative mode trips along with internal capture trips being removed from the maximum number of development trips (Table 2). In this case there would be 2,286 vehicular trips in the average weekday with 196 in the noon hour and 161 in the peak PM hour. Table 5. Trips Less Alt. Mode & ICT Trip Generation Ave. Weekday Peak Noon Hour Peak PM Hour Total Total Total Trips Trips Enter Exit Trips Enter Exit Beall's Third Develo ment= 1070 75 38 37 60 41 19 One 11 -2.0 Trip Generation 148 11 3 8 6 4 2 Mountain View West Trip Generation 381 32 18 14 18 9 9 Mountain View East Trip Generation 687 78 70 8 77 35 42 Total of Proposed Developments= 2286 196 129 67 161 89 72 Table 6 illustrates the total vehicular trip potential with carsharelcarpool trips removed and trips added with the One 11 -1.0 development, which was not occupied when traffic data collection was completed but would add traffic to the street system as a part of the North Central development when fully occupied. The fully developed site plan would then generate 2,546 vehicular trips on the average weekday with 220 vehicular trips in the Noon hour and 187 in the peak PM hour. Table 6. Total Vehicular Trip Potential Ave. Weekday Peak Noon Hour Peak PM Hour Total Total Total Trips Trips Enter Exit Trips Enter Exit Beall's Third Development= 1017 71 36 35 57 39 18 One 11 -2.0 Trip Generation 140 10 3 7 6 4 2 Mountain View West Trip Generation 362 30 17 13 18 9 9 Mountain View East Trip Generation 653 74 66 8 73 33 40 Occupied One 11 -1.0 Trip Generation 374 35 12 23 33 20 13 Total of Proposed Developments= 2546 220 134 86 187 105 82 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC mok— Table 7 is a summary of all vehicular trips that would be associated with the North Central development and presents the final net number of vehicular trips that would be added to the street system. It is important to note that this table also subtracts trips that are associated with the existing Medical Arts Building removal from the project site. The Medical Arts Building has a net floor area of 49,346 sf and trips were estimated by applying ITE Trip Generation, loth Edition and supplemental report trip data (Appendix C). The calculations resulted in 1,274 trips on the average weekday with 129 trips in the peak Noon hour and 127 trips in the peak PM hour. Subtracting the alternative mode trips (382 average weekday trips, 39 Noon hour trips, and 38 PM hour trips) results in a net total of 892 weekday, 90 Noon hour, and 89 PM hour vehicular trips currently generated by the Medical Arts building. Subtracting these trips from the North Central development vehicular trips results (Table 6) is 1,654 vehicular trips on the average weekday with 130 in the peak noon Hour and 98 in the peak PM hour. Table 7. Net Vehicular Trip Generation Ave. Weekday Peak Noon Hour Peak PM Hour Total Total Total Trips Trips Enter Exit Trips Enter Exit Existing Medical Arts Trips= 1274 129 80 49 127 35 91 Medical Arts Existing Alternate Mode Tri s= 382 39 34 5 38 6 32 Existing Medical Arts Vehicular Trips= 892 90 46 44 89 29 59 Net Vehicular Trips Full 1654 130 88 42 98 76 23 Development North Central = NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC TRIP DISTRIBUTION There are various methods available for determining the directional distribution of trips to and from site developments. For developments within a large, urbanized area, the TIS is best accomplished through the creation of a computerized transportation model of the urban street system, which includes the proposed development changes. When the creation of a model is not feasible, realistic estimates can be made by determining the distribution of existing traffic volumes on the surrounding street system. The existing distribution can then be applied to newly generated trips, with adjustments made based upon the likely trip origins and destinations associated with the particular development land use or uses. For the North Central development, a basic area of influence model was used. With potential for trip origins and destinations to be made throughout Bozeman and the entire regional area. Large polygon areas were plotted on aerial photos of the Bozeman urban area. The polygon boundaries were defined by direction of access on the entire street system. One of the polygons encompassed an area surrounding the development that represented prime trip attraction for bicycle and pedestrian travel modes. The boundaries of that polygon were based on a 1,400- foot radius, which is the maximum distance that pedestrians will walk, instead of using a motorized vehicle. Approximate population and commercial densities were estimated within each of the polygon areas. The percentage densities of each polygon were calculated based on the entire study area and applied to street links accessing the site. A Gravity Equation using the inverse square of the travel time to the center of each polygon was applied to the densities and the relative percentage attraction was calculated. Because of the diverse land uses within this development three separate distribution routines were completed which Included: Residential, Office, Retail/Restaurants, and Hotel (see Appendix E) . Each distribution was multiplied by their respective proportion of total trips to arrive at a weighted average for the entire development. Figure 5 on the following page presents the results of the average trip distribution model. Primary trips were distributed along each arterial and collector street that have potential impacted intersection within a one-half mile radius of the development site. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC xuxx usooiB I Weighted Averages of Four Land Use Distributions 1ro I 0 n°r° 14% Oaisron.Food �� Piorh'fMo/ /Mond$&"I H 0 /o � I11% 121% 1 0% Q � Q 3 4%I $ � F 9% c.//o d snrei i/O�w/rand sn,..i 12% 0 0/o� U o OULD 0% 0% ,■ 0% 00/0 0% 0 0 0 54/6 6% 0 0% 3% ��/0 Mendenho//Shre/ �° o I �— 18% Msadea/ro//Shwl �► �i /017% 0/a /o16% 20% 20% 20% 48o I 9% 5 0 15% + 18% o I 18% �-► � Mo&S/roo/ Amin S~/ 2% 14% 19%I 11% 1%I 0%I Baheo k SAw/ Bab�xk Slice/ 2°0/ 2% t 1% 0°0/ 1%I t 0 � 4/o � I18% h Figure 5. Trip Distribution Percentages Figure 5 does not indicate distribution percentages within the operation area of the development site. A separate model was developed to assign site traffic within the site area using the distribution percentage on each of the streets accessing the site area. TRAFFIC ASSIGNMENT The assignment of site traffic to the street system and site access points is dependent upon several factors. Two such factors are external directional distribution and localized operational site conditions such as one-way streets and intersection delays. In this case, location of land uses and parking space availability and their locations within the site was a prime consideration in traffic assignment within the site area. Directional distribution proportions were determined in the trip NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC distribution analysis to provide access traffic demand estimates. The distribution/assignment estimates represent traffic movements to and from the site that would occur depending on the directions of arrival or departure relative to the chosen access point. The combined calculation of demand and least time accessibility were used to estimate likely movement volumes at each individual intersection. Turning movements at each access point were then calculated through the application of trip distribution to development vehicular trip generation estimates. Figure 6 presents results of the vehicular traffic volume assignment analysis for average weekday traffic(AWT)and peak noon and pm hour subdivision development conditions. AWT volumes shown in Figure 6 indicate that Willson Avenue would have the highest site generated traffic volumes with approximately 845 AWT south of the site and 302 AWT north of the site. Site pedestrian traffic would be mostly concentrated at the intersections on Mendenhall Street, Main Street, Willson Avenue, and Tracy Avenue. Assignment of alternate mode traffic was based on densities of developments within the study area with consideration for likely attractions and productions amenable to each alternate mode. It was assumed that transit modes would all be assigned to the south, where a transit station exists on Mendenhall Street. Bicycle modes would be similar to vehicular assignments with more trips to and from the south. Pedestrian modes would be distributed to and from the south within the heart of the downtown area. Assignment of alternate mode trips to specific routes is more difficult than vehicular traffic, especially for the pedestrian mode. Short-cuts through parking lots and alleys are possible and diverted routing from the most likely routes can be made without causing delay in the trip. Figure 7 presents the most probable assignment of alternate mode trips within the downtown area surrounding the study area, where potential impacts could be possible. =G�1_1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC o ^ C4 4L 2[11 �—„ 6 4[�1 o �— 4[21 © �2[11 © [ 1 14[12]—�Or�[ll 2[2]--o- c7 N < ,0 V II V 1 1[1]1 —� Z'F133[21 0 i 5[51 18[15J1O Z 8[7] 1[11—� 0� ho f 3[�1 9[5] [111 T � M N ^ r- V 1� O M O Or7� 1[ll 1 4[2]1�J t 5[2] 0[0]-? 4t-3 1] 1[01—. .4 2111 F 16[l4] 4[31 2 1 1[1] i-0 3 8[4] —►® 1(1]Z ® 0[01 9[51 r 1116] 31(27]� 2 2] httr �htr+ h r► �_--u _ �P O c.�7 N N C p N N � /7T\ 1I4[I8J L Hour QO]it' No Noon Harr - 3[ 1 le [] 2Fs Zh 149 F7 lav sfvn Nood 0 :'? A—ch Sbee/ 182 _- A 9e W"Way She Tr c yp1'=r �• s 149 Klla d Slreef 149 O 512 O CC 147/o�d Sl�etl a i Q Q 643 380 2 33 Ben//ST ee! 33 © 2.5 0 33 Beo//sue ee/ Q s f Camme S!ee! i lamme Scree/ Q 93 1,12 r © 33 Mendenha//Slree! 33 0 yU Mendenho//S/wee! ��� O jl; 0 331 0 Mon s�ee, 331 0 149 248 Moh, sl—el 243 =�� 314 . 33 0 33 k faee/ s3 O 17 Bab�o�k Scree! +� s ' � c v 1 � 74C 2 9'.a V 298 ,a 4 Figure 6. Full Development Vehicular Traffic Assignment AE:G , NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC 2 1 131, r[3) t _L211 J15out .I. 1 1s1o0 W 104 DA [21 1Noon 2P7OWA a5om 7 n61 Noon NWA 3b3ow 3;n4an 3Mioa 1 Tn50u7 91n60N Bh}Out Bea//Street S 129 [jb[j =�2s] no] Noon 5 In 4 Out F 1 y y PM 13 In 9 Out �] In 10 Out Noon 5 In 10 Out In 55 Out PM 4 In 3 Out l -1 Lamme Street ZZ 48 44 I �] 1 4 431 Noon Hour L 20 [301 PM Hour n61 8 [4 Mendenhall Slreef C16 t 1 I [31 I3011 [41 f- -) 10 161 TO 4 n4 T n Main Street ^ 16 ` 1 8 [19 , , [22I 12 1 [61 1161 y I[61 Figure 7. Peak Hour Alternative Mode Trip Assignment /;`n l NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC IMPACTS Existing Traffic Volumes Traffic volume impacts for site developments can often be quantified by determining the change in traffic volumes expected at various points within the surrounding network of roads and streets. Site traffic assignments give an indication of what volume of traffic could potentially be added to the street system during the average weekday(AWT). Yet in almost all cases, it is difficult to determine AWT on any section of street to within 10% accuracy. Thus, impact analyses on streets with relative percentage increases less than 10% are not normally considered to be significant. In this case, the highest AWT impact on any arterial or collector street would be on Willson Avenue north of Beall Street where site generated traffic would be approximately 21% of existing traffic. While the percent change in AWT can be used to identify general locations where impacts could be significant, it is the volume changes during peak traffic flow periods that provide specific information on the type and location of impacts that could potentially occur. Figures 8 and 9 present the calculated existing plus site traffic volumes that would be associated with development of North Central development. The intersection volumes shown in Figures 8 and 9 are used in capacity calculations to determine whether the additional traffic would have noticeable impacts on each intersection's efficiency. =L;� NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC �4E��p�� I 00 ^ 4C4 �� 5 —� 4F_TIV4) 5175'-t 'Li93 '<J226 315J' 't;l19 0772 153y� O,�►►�y238 �943 585�{�©��--yio45 7 Sl ,(y13510 f'1�L',�p _ry !1tC!r1 5 +. —�i,00'�Im O O Ln 00^.O n _m7 u1 N PC N. 0. 4E� — 49 81�y yj 126 8 r�� 1p 35���� 155 + 22 27'1 • 'tJ 21 't.J 63 66J t< 158 0f-+363 446� 0�478 O �199 339" ---+462 0�� r4102 79�, ,(�38 yy ``^ �r5 28k,` r10 —►42 196 o-���i85 6 F`1L'a,ly A L� 80 O�mNmN �QO ���u1^ n^< m ^ u) 12f 1i�14C457' 0 5 ' 241 '21*-t i 29 5 -t.'14 4 1 '6 2 _�2814 71— 51�` r16 19y���+ ��y115 32y=� �a13 9E_ �21E Lr24 70 �Lf��12 1/ 11 � >7 Nr 'Q ulm N.pN �On ��N 4r.1.1.1 �Vol � 4 � 3 5 E-� > 2 J il5 11yLA,`� ,,`4,4 13 �L�& 2 Duffs/on .Pond O Peorh S/ree/ �•_ �- Am {{ K d 4 i Q ti ..+[omme Stier/ �oym�my�C'�.f/ree l Q � .©..".a., .!/endM/Io//S?rrt Q Y" O © Mo- S/eet O ' ®' 7 b © Bobrork Street Q + v r:. Figure 8. Peak Noon Hour Existing Plus Site Traffic at Study Intersections NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC N p 5 �7Ln 0000 4f�� —i 2FM pNi 700-ni 3 ��� 5 19811 'C88 r Z.J262 407J 7ZJ142 O 14'1 I 2511—• 0 �22 © t�2�4 5103�-s © �--160g0 768� �906 88'', ,�'y154 1291—► 2 + r►ry h.t_ry ��'ht c►ry h-c+i5 ;"etc► y 12 E i14 F i2 f i7 F MOi4 Omtn M^n OD NPN �N 24 E `45 10 1 7 353 4Z331.t 1Z129 35'-.t +C29 461' Qd53 359y (V( 01t-�420 �O > i �jy124 r8 ,( y2042 f12' pf_i3 ��& Wi76 175 N MNN OO knOON V M pV N� p�� N N N�� 35F lls rf4i 6Wi, 33�rJ 1i r��> 3 �,/ 46 10 �/ 26 7 27511 30J 'tJ34 8 IJ ® �18 2 +�4 6 ® '�1 386i—► 456� ® - —J616 19 IIII� ��—..I'4 17 y` �-18 29—►`` �— 11 46 1♦`V ♦1 l�'LI� l t L�� y 1 ,,'►� ((�� /�/�Zt C•i2 Z r-mo i26 ti � >12 41 v•on>21 13 t' 0,M00 n�N N a0 rD�0�0 v o r.in to r) q <+-I r > i 6 iJri5 r+ Y• 10 ((I•.bII 1 8 yl'3, ,j'ay 4 19.950 19 V'T a 10�050 F r' ��� - 16.3Q0� =Jo -T r ! -- - A�eropc Weekday Existing Plus Site Traffic LEF ,� 4�1'•��_ �g5 f,55b � 130%] VY S/ee/ a ) 650 S�J' �1, 55�'✓7/oid Siiee/ . . Al m Beo//Sneal 7"'L] ,,r� -. ��i,J Beo//Siiee/ 550 55U `�J d50 0 55t n [onrme S1 ee/ . Lamme Si e/ �7f�;';I C t-40 'r,. © /S Mend•nha//S/rae/ �'� ! � i eei �j.".,�I 1T, O 2'..350 © 4, Q �o � Main Sl ee/ � '� 1 1�° Main S/eer .I'�Q 5r � I a�:. 1 ff1°rb 14�'Pl 05 © esdrark Sheet , " O [111c� Bobrork S/ee/ e`. 85 85 480 � 11200 2 ff 9B�4 �' ? Figure 9. Peak PM Hour Existing Plus Site Traffic at Study Intersections NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC Capacity Table 8 presents capacity analysis results for potentially impacted intersections using existing plus development generated peak noon and pm hour traffic volumes. All the potentially impacted intersections would remain at or above an acceptable LOS"C"except for the three intersections that have movements that already operate at LOS "D" and LOS "F". In comparing Table 8 to Table 1, very minor changes in delay would occur. Some of the vehicle queues would change with single vehicle increases in some lanes and single vehicle decreases in others. None of the intersections would have any change in the overall LOS or individual movement LOS except for the Willson & Tracy intersections with Villard Street, which would go from LOS "A"to LOS "B". This indicates that if the development existed at the present time, there would be no appreciable difference in current operations at any of the study intersections. p NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC Table 8. Existing Plus Site Capacity Calculation Summary PEAK NOON HOUR F PEAK PM HOUR Intersection IntlApp Delay LOS MaxQ IntlApp Delay LOS MaxQ N7th Avenue& Overall 39.0 D 10 Overall 38.6 D 13 Durston Road WB-Worst 58.0 E 10 WB-Worst 542.0 D 9 N 7th Avenue & Overall 18.0 B 8 Overall 14.3 B 8 Mendenhall Street WB-Worst 32.5 C 8 WB-Worst 28.9 C 8 N 7th Avenue&Main Overall 17.9 B 9 Overall 21.4 C 10 Street WB-Worst 27.5 C 8 WB-Worst 27.5 C 10 N 8th Avenue&Main Overall 12.8 B 8 Overall 14.4 B 8 Street WB-Worst 32.4 A 6 NB-Worst 31.3 C 7 S 8th Avenue& Overall na na na Overall na na na Babcock Street EB-Worst 21.1 C 3 27.4 4 N Willson Avenue& Overall 16.9 B 5 Overall 17.7 B 7 Mendenhall Street NB-Worst 17.3 B 4 NB-Worst 18.5 B 4 Willson Avenue& Overall 18.9 B 6 Overall 21.5 C 8 Main Street SB-Worst 33.2 C 5 SB-Worst 30.7 C 8 S Willson Avenue& Overall 20.2 C 6 Overall 20.2 C 7 Babcock Street EB-Worst 24.2 C 5 EB-Worst 23.8 C 5 N Rouse Avenue& Overall 17.9 B 7 Overall 20.1 C 10 Mendenhall Street WB-Worst 31.7 C 6 WB-Worst 34.8 C 10 Rouse Avenue&Main Overall 26.3 C 12 Overall 27.6 C 13 Street NB-Worst 30.1 C 6 NB-Worst 33.3 C 9 S Rouse Avenue& Overall na na na Overall na na na Babcock Street SB-Worst 30.1 D 3 SB-Worst 94.3 F 7 N Church Avenue& Overall 15.5 B 6 Overall 17.1 B 8 Main Street NB-Worst 30.7 C 1 NB-Worst 33.0 C 5 N Willson Avenue& Overall na na na Overall na na na Vllard Street EB-Worst 10.9 B 1 EB-Worst 11.7 B 1 N Willson Avenue& Overall na na na Overall na na na Beall Street WB-Worst 11.1 B 1 WB-Worst 12.1 B 1 N Tracy Avenue& Overall na na na Overall na na na Vllard Street WB-Worst 10.0 B 1 WB-Worst 10.1 B 1 N Tracy Avenue& Overall na na na Overall na na na Beall Street WB-Worst 9.8 A 1 WB-Worst 9.9 A 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC In terms of accident potential at the study accesses and intersections, any increase in traffic would result in a commensurate increase in exposure, which has the potential to result in a higher number of total accidents at area intersections. However, it is unlikely that accident and/or severity rates would increase as a direct result of the additional demand created by the minimal volumes of site- generated traffic. 'uture Traffic Volumes Because the development site is located near the center of the CBD which has been fully occupied for many decades,the only significant changes in traffic would occur due to redevelopment of existing properties, increased densities, and land use changes. In 2003 and 2004, Marvin & Associates prepared a TIS for the Arts at City Center project in Downtown Bozeman. That study included extensive traffic counts at almost all downtown intersections as well and electronic counts on key streets. Eight of the fifteen intersections counts taken in 2017 were compared to year 2003 counts at the same intersections and it was determined that the net traffic growth over the past 14 years was approximately 1%, which is incredible considering all of the changes that have occurred in the CBD in the past 14 years. It appears that some of the growth has been absorbed by increases in pedestrian and bicycle traffic. Given these facts, it appears that future traffic projections based on historic records would be minimal. An assumption was made that an increase of 5% over the next 15-year period would not be unreasonable considering the past trends. Therefore, a 5% increase was applied to the peak pm hour traffic conditions for analysis of future (year 2035) conditions. In addition, traffic from known developments in the area were added to the key intersections. Figure 10 presents the peak hour year 2035 traffic projections at key study intersections in the peak PM hour. Figure 11 illustrates the peak Noon and PM future traffic projections at the garage accesses. Future projections for the year 2035 peak noon hour were not completed at the key intersections since the peak pm hour existing plus site traffic conditions were the most significant time period for most intersections. Peak noon hour volumes at the garage accesses were considered important, since the most entry traffic would occur at that hour. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC IMPACT STUDY n t", AM M� �r�ra V� 39fDcrM �30f� —> 55 w+� 108Z 35 38'1 Z 31 335O 36 588� 0 r553 55` � y, " y2�J ` .NO DO PC-4 5 20,0 60, .��..45 O Zh32 52 i ®• f1605 L125 397� 3 28- 1 + j1133 ` 40 4 , 1 1 19 ��^�>22 80 �^ �70 O o0� ^f1 Go 816� > 1�8 2135� r�Z' 40 611 ~y 11 *— vp .�..1 16-- 9 13'—► o-12 22—► ® f 12 9� 4 181 � 8 29� 3 9 41 '25 130 ' 4 Vi//ard Street Beal/Street lift Bea//Slree/ Lomme Street Lomme Street Mendeaha//Street O wra Main Street O Mo/n Street X4, $i19._ � L MM 1 Babcock Street Q Babcock Street R a J W � � d Figure 10. Peak PM Hour Future Traffic Projections at Key Intersections �G� NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC Future Capacity Table 9 presents a summary of capacity calculations for future (year 2035) peak pm hour conditions based on existing traffic increases of 5%plus site traffic at each of the intersections. Future capacity calculations for the year 2035 peak noon hour were not completed since the peak pm hour existing traffic capacity conditions had the highest average vehicle delay at most of the intersections. In comparing Table 9 results to Table 8, only one of the key intersections would experience a future drop in LOS. The intersection of Tracy& Mendenhall would go from and existing LOS of"C"to LOS "D" on the northbound approach. Other intersections external to the key intersections within the study area that currently operate below LOS "C" includes: Durston Road & N 7th Avenue, Babcock Street & S 8th Avenue, and Babcock Street & Rouse Avenue. The intersection of N 7th Avenue & Durston Road is experiencing more robust growth on N 19th Avenue than that within the downtown area, which has resulted in diminished ability to serve side street traffic. At its intersection with Durston Road and Peach Street, the current LOS "D"will probably erode to a future LOS "E"with or without the North Central development's site traffic. At the intersection of S 8th Avenue & Babcock Street HCM calculations indicates that the eastbound approach would operate at LOS "D" with delay being 2.6 seconds higher than the cut-off for LOS "C". The overall LOS cannot be calculated at that intersection according to current HCM methodology. However, if the overall delay at that intersection was calculated and divided by the total volume of traffic entering, the overall LOS would be 12.4 seconds, which would be a LOS "B". The southbound approach on Rouse Avenue at its intersection with Babcock Street would remain at LOS"F". Even though the overall LOS cannot be calculated,dividing the overall delay by the number of vehicles entering would be above 30 second per vehicle, which would be LOS "D". =L;� NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC Table 9. Capacity Calculation Summary Future PM Hour Traffic Intersection Int/App Delay LOS MaxQ N Willson Avenue& Overall 18.3 B 7 Mendenhall Street NB-Worst 19.3 B 5 Willson Avenue&Main Street Overall 22.7 C 9 SB-Worst 32.2 C 7 S Willson Avenue&Babcock Overall 20.5 C 9 Street EB-Worst 24.1 C 6 N Rouse Avenue&Mendenhall Overall 18.3 B 9 Street* WB-Worst 30.7 C 9 Rouse Avenue&Main Street Overall 28.3 C 10 NB-Worst 34.2 C 10 N Tracy Avenue&Mendenhall Overall na na na Street NB-Worst 29.6 D 3 N Willson Avenue&Vllard Overall na na na Street WB-Worst 10.8 B 1 N Willson Avenue&Beall Overall na na na Street WB-Worst 11.9 B 1 N Tracy Avenue&Vllard Street Overall na na na WB-Worst 10.2 B 1 N Tracy Avenue&Beall Street Overall na na na WB-Worst 10.8 B 1 SITE ACCESS TRAFFIC OPERATIONS Figure 11 illustrates the location of the parking garage accesses on surrounding area streets along with year 2035 projected traffic volumes during the peak noon hour and peak pm hours. Capacity calculation were completed for the garage accesses assuming stop conditions entering the streets from the garages (see Appendix B-4). It was determined that all movements at both accesses would operate at LOS "A" in the year 2035 except for the One 11-1 access to Willson Avenue in the peak PM hour, which would operate at LOS "B". =—"' NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC IMPACT STUDY I Mom 101261—� t-231161 6131 Z m r 36[361 h 0 o`W ✓/LL4R0 Sr W 11/1L4R0 Sr 6[61 1311a — ht �m e a�sl 1� m in,a 2121 140 1[41 251301 �► -*— 241151 W oeeHS / W Qio//SAn t 0 .Q 24 6 3I ♦[3J Z [3J Z '1 14181 `PM Hour Noon Nor Figure 11. Peak Hour Future Traffic at Garage Accesses Safety operations related to the garage access would focus primarily on the line-of-sight from the access to approach traffic on Villard Avenue. The spot speed statistics previously taken on Willson Avenue indicate that the 851" % speeds approximately 25mph in both directions, Thus, the minimum stopping sight distance required in both directions would be 155 feet. Design of parking along the south side of Villard Street should provide adequate site distance for vehicles exiting the garage accesses based on a minimum safe stopping site distance. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TRAFFIC CONCLUSIONS AND RECOMMENDATIONS Analysis of trip generation estimates, traffic assignments, and capacity calculations show that the North Central development would not have any appreciable impacts on traffic operations on the surrounding street system. Capacity calculations indicate that the only external area intersection that operates at an overall LOS less than "C" is the intersection of Durston Road and N 7th Avenue which currently operates at LOS "D" during the peak noon and pm hours. The City of Bozeman Engineering Staff indicated that at future project was forthcoming that would add a traffic lane to Peach Street. A mitigating measure proposed in the One 11 Apartments TIS Update was adding another approach lane (westbound) on Peach Street. North Central site traffic was added to the intersection analysis for the mitigating measure and peak PM hour capacity calculation were completed (see Appendix B-2) for the peak pm hour period. The results indicated that the intersection would operate at an overall LOS "C" with site added traffic along with the westbound lane addition on Peach Street. Analysis of key downtown intersections for year 2035 conditions indicate that none of the intersections would operate at less than an overall LOS "C". From our analysis it appears that the development will provide an environment for traffic reduction commensurate with the current trends in the downtown area. The commercial facilities with the residential buildings and office buildings development concept would provide an atmosphere that would contribute appreciably to future reductions in motorized vehicular traffic in the downtown environment. The intersection of S Rouse Avenue and Babcock Street is located at an outlier location that is just within the 0.5 mile study limits. Whether any of the site traffic would utilize that intersection is dubious at best. The TIS model indicates that only 13 site generated vehicles would enter the intersection on an average day with only 1 vehicle entering during the peak PM hour period. However, it is likely that drivers would reroute trips to other parallel facilities rather than suffer extended delays at that intersection and there is ample capacity on Tracy and Willson Avenues to absorb that low volume of vehicles. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE APPENDIX A Traffic Volume Counts NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Study Name Wilson & Mendenhall Start Date 06/16/2020 Start Time 11:30 AM Site Code Project Bealls Third Type Road Classification Totals Wilson Mendenhall Wlson Mendenhall Southbound Westbound Northbound Eastbound Vehicles Ped/Bike Start Time Right Thru Left Ped/Bike Right Thru Left Ped/Bike Right Thru Left Ped/Bike Right Thru Left Ped/Bike Entering Entering 11:30 AM 15 3 0 1 11 45 15 19 0 12 16 3 0 0 0 5 117 28 11:45 AM 10 19 0 1 11 61 8 22 0 23 31 6 0 0 0 5 163 34 12:00 PM 10 18 0 3 12 87 16 16 0 10 18 1 0 0 0 6 171 26 12:15 PM 13 16 0 4 7 53 15 7 0 20 19 2 0 0 0 11 143 24 12:30 PM 13 34 0 2 10 75 16 23 0 28 14 8 0 0 0 4 190 37 12:45 PM 9 19 0 9 6 66 6 18 0 32 19 0 0 0 0 3 157 30 1:00 PM 9 12 0 4 11 73 15 10 0 16 19 3 0 0 0 3 155 20 1:15 PM 7 23 0 5 4 67 9 28 0 24 21 11 0 0 0 6 155 50 Peak Hour 46 87 0 10 40 276 55 68 0 81 82 17 0 0 0 26 667 121 PHF= 0.88 4:00 PM 10 17 0 4 5 49 5 23 0 14 13 3 0 0 0 5 113 35 4:15 PM 12 22 0 10 4 55 15 15 0 16 14 2 0 0 0 8 138 35 4:30 PM 7 24 0 5 9 55 18 17 0 18 17 4 0 0 0 9 148 35 4:45 PM 11 25 0 6 4 45 6 19 0 28 22 2 0 0 0 12 141 39 Peak Hour 40 88 0 25 22 204 44 74 0 76 66 11 0 0 0 34 540 144 PHF= 0.91 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Study Name Wilson & Main Start Date 06/16/2020 Start Time 11:30 AM Site Code Project Bealls Third TIS Type Road Classification Totals Wilson Main Wilson Main Southbound Westbound Northbound Eastbound Total Veh Total Ped Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Entering Entering 11:30 AM 3 8 6 39 12 140 4 18 9 8 26 43 27 129 10 16 382 116 11:45 AM 8 17 6 19 17 120 9 6 12 29 41 35 26 114 14 11 413 71 12:00 PM 10 19 7 23 8 129 11 9 8 17 23 11 22 155 4 11 413 54 12:15 PM 5 21 6 26 13 149 6 19 13 16 30 11 26 136 9 10 430 66 12:30 PM 8 28 13 39 12 149 10 11 9 24 23 11 31 133 7 24 447 85 12:45 PM 10 14 7 29 14 156 7 20 10 29 29 27 23 142 8 19 449 95 1:00 PM 4 18 6 33 8 148 11 17 11 22 27 21 24 142 6 25 427 96 1:15 PM 11 18 7 30 13 168 9 10 11 22 29 38 23 149 6 27 466 105 Peak Hour= 33 78 33 131 47 621 37 58 41 97 108 97 101 566 27 95 1789 381 PHF= 0.96 4:00 PM 4 13 1 40 3 143 9 23 11 25 41 36 27 123 6 12 406 111 4:15 PM 9 24 7 33 4 138 11 13 7 18 34 24 36 158 8 14 454 84 4:30 PM 12 28 2 32 5 143 15 24 7 32 40 26 21 123 6 21 434 103 4:45 PM 9 18 7 23 7 151 13 13 12 26 35 17 19 148 10 12 455 65 Peak Hour= 34 83 17 128 19 575 48 73 37 101 150 103 103 552 30 59 1749 363 PHF= 0.96 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Study Name Wilson & Babcock Start Date 06/16/2020 Start Time 11:30 AM Site Code Project Bealls Third TIS Type Road Classification Totals Wilson Babcock Wilson Babcock Southbound Westbound Northbound Eastbound Vehicles Ped/Bike Start Time Right Thru Left Ped/Bike Right Thru Left Ped/Bike Right Thru Left Ped/Bike Right Thru Left Ped/Bike Entering I Entering 11:30 AM 2 30 10 3 0 0 0 2 31 38 0 2 7 39 5 0 162 7 11:45 AM 0 33 18 1 0 0 0 2 42 68 0 1 9 41 8 1 219 5 12:00 PM 0 34 15 2 0 0 0 3 32 43 0 2 10 45 6 3 185 10 12:15 PM 0 41 11 4 0 0 0 5 25 50 0 1 14 48 6 3 195 13 12:30 PM 0 46 21 6 0 0 0 1 30 49 0 0 10 59 9 2 224 9 12:45 PM 0 36 6 3 0 0 0 2 26 57 0 0 19 70 5 0 219 5 1:00 PM 0 46 8 0 0 0 0 0 41 55 0 0 15 55 4 0 224 0 1:15 PM 0 37 6 0 0 0 0 0 45 57 0 0 17 57 7 0 226 0 Peak Hour= 0 165 41 9 0 0 0 3 142 218 0 0 61 241 25 2 893 14 PHF= 0.99 4:00 PM 0 40 10 6 0 0 0 8 17 63 0 5 13 29 7 3 179 22 4:15 PM 0 50 16 3 0 0 0 6 30 53 0 2 7 41 6 5 203 16 4:30 PM 0 60 9 3 0 0 0 3 30 65 0 0 13 32 10 2 219 8 4:45 PM 0 42 7 7 0 0 0 8 42 68 0 3 25 54 4 2 242 20 Peak Hour= 0 192 42 19 0 0 0 25 119 249 0 10 58 156 27 12 843 66 PHF= 0.87 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Comparison Between 2017 & 2020 Traffic On Willson Ave Intersections Traffic Entering Noon Hour Traffic Entering PM Hour Intersection With 2017 2020 % Change 2017 2020 % Change Mendenhall Street 792 667 -16% 932 540 -42% Main Street 1496 1789 20% 1781 1749 -2% Babcock Street 1139 893 -22% 1282 843 -34% Total of 3 Intersections 3427 3349 -2% 3995 3132 -22% NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Willson Avenue North of Babcock Street Marnn 6 Associates Northbound Southbound Both Directions Hour 9/30/2013 10/1/2013 Average %of 9/30/2013 10/1/2013 Average %of 9/30/2013 10/1/2013 Average %of Begin Mon Tues Weekday Weekday Mon Tues Weekday Weekday Mon Tues Weekday Weekday 1 7 7 0.2% 4 4 0.2% 11 11 0.2% 2 2 2 0.1% 7 7 0.3% 9 9 0.2% 3 3 3 0.1% 2 2 0.1% 5 5 0.1% 4 9 9 0.3% 7 7 0.3% 16 16 0.3% 5 27 27 0.8% 15 15 0.7% 42 42 0.8% 6 58 58 1.8% 45 45 2.1% 103 103 1.9% 7 160 142 151 4.7% 92 94 93 4.2% 252 236 244 4.5% 8 236 248 242 7.5% 148 144 146 6.7% 384 392 388 7.2% 9 188 172 180 5.6% 141 161 151 6.9% 329 333 331 6.1% 10 179 175 177 5.5% 145 117 131 6.0% 324 292 308 5.7% 11 246 231 239 7.4% 139 122 131 6.0% 385 353 369 6.8% 12 224 239 232 7.2% 136 155 146 6.6% 360 394 377 7.0% 13 263 241 252 7.8% 150 143 147 6.7% 413 384 399 7.4% 14 219 224 222 6.9% 138 134 136 6.2% 357 358 358 6.6% 15 316 300 308 9.6% 156 137 147 6.7% 472 437 455 8.4% 16 280 287 284 8.8% 148 173 161 7.3% 428 460 444 8.2% 17 275 265 270 8.4% 176 163 170 7.7% 451 428 440 8.1% 18 210 215 213 6.6% 145 164 155 7.1% 355 379 367 6.8% 19 122 160 141 4.4% 113 128 121 5.5% 235 288 262 4.8% 20 94 84 89 2.8% 120 119 120 5.5% 214 203 209 3.9% 21 73 46 60 1.8% 51 88 70 3.2% 124 134 129 2.4% 22 34 32 33 1.0% 44 45 45 2.0% 78 77 78 1.4% 23 22 19 21 0.6% 29 27 28 1.3% 51 46 49 0.9% 24 9 4 7 0.2% 15 17 16 0.7% 24 21 23 0.4% Total 3190 3223 100.0% 11 2086 2211 2189 100.0% 5236 5401 5412 100.0% Hourly Variations Hourly Variations Hourly Variations 12.0% 9.0% 9.0% 8.0% ..... .... 8.0% 10.0% 7.0% ............................ 7.0% H 8.0% 6.0% 6.0% 5.0% 5.0% Q 40/o Q . 6.0% ° Q 4.0% 4.0% ......... 0 3.0% 3.0% 2.0% 2.0% 2.0% 1.0% 1.0% 0.0% 0.0% 0.0% 1 2 3 4 5 6 7 8 9101112131415161718192021222324 1 2 3 4 5 6 7 8 9 101112131415161718192021222324 1 2 3 4 5 6 7 8 9101112131415161718192021222324 Begin Hour Begin Hour Begin Hour NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE 'A" Babcock St East of Willson Ave Marvin&Associates Eastbound Hour 9/10/2018 9/11/2018 Average % of Begin Mon Tues Weekday Weekday 1 4 4 0.2% 2 7 7 0.3% 3 2 2 0.1% 4 9 9 0.4% 5 27 27 1.1% 6 58 58 2.3% 7 46 142 94 3.7% 8 129 248 189 7.5% 9 77 172 125 4.9% 10 80 175 128 5.1% 11 87 231 159 6.3% 12 127 239 183 7.2% 13 134 241 188 7.4% 14 112 224 168 6.7% 15 118 300 209 8.3% 16 148 287 218 8.6% 17 176 265 221 8.7% 18 145 215 180 7.1% 19 113 160 137 5.4% 20 120 84 102 4.0% 21 51 46 49 1.9% 22 44 32 38 1.5% 23 29 19 24 1.0% 24 15 4 10 0.4% Total 3191 2525 100.0% Hourly Variations 10.0% 9.0% - ---- ---- ---- 8.0% _..._..._..._..._...-..-..-..-..-.._..._..._................_._._._._._. 7.0% ---- ---- -..._ 6.0% - --- -.. ........ Q 5.0% _.. _...... 4.0% - --- 0 3.0% -.. -..- . - - ... 2.0% _... _.._ 1.0% - ----- 0.0% 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 18 19 20 21 22 23 24 Begin Hour NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE APPENDIX B-1 Existing Capacity Calculations NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Conditions Duraton Road/N 7th Avenue Area Type:Non CBD R Marvin 10/11/2020 Analysis Duration: 15 rains. Peak Noon Hour Case: N 7th&Durston Noon Exist 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 2 1 L 12.0 LTR 12.0 WB 1 1 LTR 12.0 NB 3 2 L 12.0 T 12.0 TR 12.0 SB 4 2 L 12.0 T 12.0 T 12.0 R 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 175 184 53 23 204 91 89 614 3 72 534 146 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles 1 1 1 1 1 1 1 3 1 1 3 1 Lane Groups L LTR LTR L TR L T R Arrival Type 3 3 3 3 3 3 3 3 RTOR Vol( h) 20 30 0 45 Peds/Hour 10 4 6 10 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:19.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB L LTP SB L LTP Green 30.0 25.0 6.0 40.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 1 4.0 0.0 1 3.5 1.5 Capacity Analysis Results ApproachdD Lane Cap v/s g/C Lane v/c Delay Delay A h i i i h L h EB L 447 0.092 0.250 L 0.369 37.4 D 39.6 * LTR 458 0.148 0.250 LTR 0.590 41.0 D WB * LTR 379 0.177 0.208 LTR 0.847 61.1 E 61.1 E NB L er 189 0.020 0.375 34.1 C * L ro 89 0.050 0.050 L 0.356 25.9 C * TR 1167 0.196 0.333 TR 0.587 35.3 D SB L er 153 0.000 0.375 32.3 C L ro 89 0.045 0.050 L 0.331 26.3 C T 1168 0.169 0.333 T 0.508 33.7 C R 525 0.071 0.333 R 0.213 29.6 C Intersection:Delay=38.3 sec/veh Int.LOS=D XC=0.68 *Critical Lane Group :T(v/s)Crit=0.57 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Conditions Durston Road/N 7th Avenue R Marvin 10/11/2017 Peak Noon Hour Case: N 7th&Durston Noon Exist Queues Spillback in Per Lane Average Worst Lane 534 Lane Avg/Max Speed (% of Peak 146 72 App Group (veh) (mph) Period) EB L 51 5 6.0 0.0 LTR 7/ 8 9.3 0.0 � 91 204 All 8.0 0.0 + � + 23 WB LTR 9/ 10 7.5 0.0 175 1 184 I� All 7.5 0.0 53 NB L 4/ 5 3.4 0.0 TR 8 / 10 8.7 0.0 t 89 3 614 All 7.8 0.0 SB L 2/ 6 6.8 0.0 1 2 3 4 T 7/ 9 9.4 0.0 + � R 2/ 3 15.0 0.0 29 4 2 24 4 2 6 4 0 39 ' tl ' 4 All 9.6 0.0 Intersect. 8.3 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Conditions Duraton Road/N 7th Avenue Area Type: Non CBD R Marvin 10/11/2020 Analysis Duration: 15 rains. Peak PM Hour Case:N 7th&Durston PM Exist 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 2 1 L 12.0 LTR 12.0 WB 1 1 LTR 12.0 NB 3 2 L 12.0 T 12.0 TR 12.0 SB 4 2 L 12.0 T 12.0 T 12.0 R 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 198 205 51 22 185 87 108 758 2 79 509 142 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles 1 1 1 1 1 1 1 3 1 1 3 1 Lane Groups L LTR LTR L TR L T R Arrival Type 3 3 3 3 3 3 3 3 RTOR Vol( h) 20 30 0 50 Peds/Hour 10 4 6 10 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:19.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB L LTP SB L LTP Green 30.0 25.0 6.0 40.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 1 4.0 0.0 1 3.5 1.5 Capacity Analysis Results ApproachdD Lane Cap v/s g/C Lane v/c Delay Delay A h i i i h L h EB L 447 0.098 0.250 L 0.394 37.6 D 41.3 * LTR 459 0.167 0.250 LTR 0.667 43.5 D WB * LTR 379 0.161 0.208 LTR 0.773 53.5 D 53.5 D NB L er 201 0.058 0.375 37.5 D * L ro 89 0.050 0.050 L 0.414 26.8 C * TR 1168 0.241 0.333 TR 0.723 39.0 D SB L er 99 0.000 0.375 32.6 C L ro 89 0.049 0.050 L 0.468 32.3 C T 1168 0.161 0.333 T 0.485 33.2 C R 525 0.065 0.333 R 0.194 29.3 C Intersection:Delay=38.6 sec/veh Int.LOS=D XC=0.74 *Critical Lane Group :T(v/s)Crit=0.62 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Conditions Durston Road/N 7th Avenue R Marvin 10/11/2017 Peak PM Hour Case: N 7th&Durston PM Exist Queues Spillback in Per Lane Average Worst Lane 509 Lane Avg/Max Speed (% of Peak 142 79 App Group (veh) (mph) Period) EB L 6/ 7 6.0 0.0 LTR 8/ 9 9.1 0.0 � 87 � 185 All 7.9 0.0 ll 22 WB LTR 7/ 8 8.2 0.0 198 1 205 I� All 8.2 0.0 51 NB L 2/ 3 7.1 0.0 TR 11 / 12 8.3 0.0 108 2 758 All 8.2 0.0 SB L 2/ 4 4.9 0.0 1 2 3 4 T 6/ 10 9.7 0.0 , Ill , R 1 / 3 15.6 0.0 29 42 24 4 2 6 4 0 39 ' 11 ' 4 All 9.4 0.0 Intersect. 8.5 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Conditions /N7th Avenue Area Type:Non CBD R Marvin 10/14/2020 Analysis Duration: 15 rains. Peak Noon Hour Case: N 7th&Mendenhall Noon Exist 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 0 0 WB 2 2 LT 12.0 TR 12.0 NB 2 2 LT 12.0 T 12.0 SB 2 2 T 12.0 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 0 0 94 221 226 16 434 0 0 530 40 PHF 0.90 0.90 0.90 0.96 0.96 0.96 0.96 0.96 0.90 0.90 0.96 0.96 %Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 Lane Groups LTR LT TR Arrival Type 3 3 3 RTOR Vol( h) 0 120 0 5 Peds/Hour 5 5 5 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 85.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB WB LTP NB LT SB TP Green 22.0 53.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L WB * LTR 869 0.130 0.259 LTR 0.504 27.0 C 27.0 NB LT 2049 0.143 0.624 LT 0.229 7.3 A 7.3 A SB * TR 2186 0.168 0.624 TR 0.269 7.5 A 7.5 A Intersection:Delay= 13.2 sec/veh Int.LOS=B Xc-0.34 *Critical Lane Group :T(v/s)Crit=0.30 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Conditions /N7th Avenue R Marvin 10/26/2017 Peak Noon Hour Case: N 7th&Mendenhall Noon Exist I I Queues Spillback in Per Lane Average Worst Lane 530 Lane Avg/Max Speed (% of Peak 40 App Group (veh) (mph) Period) 1 L 226 —221 1 ,;-- 94 All 11.5 0.0 1 WB LTR 51 7 11.5 0.0 All 19.1 0.0 NB LT 2/ 4 19.1 0.0 1 16 434 All 19.6 0.0 1 2 j SB TR 3 / 4 19.6 0.0 21 4 2 52 , 4 2 Intersect. 15.6 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Conditions /N7th Avenue Area Type:Non CBD R Marvin 10/14/2020 Analysis Duration: 15 rains. Peak PM Hour Case: N 7th&Mendenhall PM Exist 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 0 0 WB 2 2 LT 12.0 TR 12.0 NB 2 2 LT 12.0 T 12.0 SB 2 2 T 12.0 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 0 0 96 273 262 7 549 0 0 492 49 PHF 0.90 0.90 0.90 0.99 0.99 0.99 0.99 0.99 0.90 0.90 0.99 0.99 %Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 Lane Groups LTR LT TR Arrival Type 3 3 3 RTOR Vol( h) 0 100 0 5 Peds/Hour 5 5 5 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 85.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB WB LTP NB LT SB TP Green 22.0 53.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L WB * LTR 864 0.161 0.259 LTR 0.622 28.9 C 28.9 NB * LT 2095 0.167 0.624 LT 0.268 7.5 A 7.5 A SB TR 2179 0.155 0.624 TR 0.248 7.4 A 7.4 A Intersection:Delay= 14.5 sec/veh Int.LOS=B Xc-0.37 *Critical Lane Group :T(v/s)Crit=0.33 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Conditions /N7th Avenue R Marvin 10/26/2017 Peak PM Hour Case: N 7th&Mendenhall PM Exist I I Queues Spillback in Per Lane Average Worst Lane 492 Lane Avg/Max Speed (% of Peak 49 App Group (veh) (mph) Period) 1 262 —273 96 All 11.1 0.0 1 WB LTR 6/ 8 11.1 0.0 All 18.1 0.0 NB LT 3 / 5 18.1 0.0 t 7 549 All 18.9 0.0 1 2 j SB TR 2/ 4 18.9 0.0 21 4 2 52 , 4 2 Intersect. 14.9 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Conditions Main Street/Business Access Area Type: Non CBD R Marvin 10/14/2020 Analysis Duration: 15 rains. Peak Noon Hour Case: N 7th&Main Noon Exist 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 3 2 L 12.0 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 2 LTR 12.0 SB 2 1 LT 12.0 R 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 315 567 11 0 534 119 0 0 5 271 2 348 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 %Heavy Vehicles 2 2 0 0 2 2 0 0 0 2 0 2 Lane Groups L LTR LTR LTR LT R Arrival Type 3 3 3 3 3 3 RTOR Vol( h) 2 30 0 80 Peds/Hour 10 4 5 2 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 85.0 Sec Lost Time Per Cycle:15.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP LTP WB LTP NB LTP SB R LTP Green 20.0 25.0 25.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 1 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h) Ratio RatioRatio h L h L EB L er 139 0.000 0.353 10.1 B L ro 416 0.112 0.235 L 0.359 9.9 A LTR per 711 0.000 0.353 * LTR pro 824 0.211 0.235 LTR 0.481 10.1 B WB * LTR 1018 0.190 0.294 LTR 0.644 27.2 C 27.2 C NB LTR 481 0.003 0.294 LTR 0.010 21.2 C 21.2 C SB * L 411 0.204 0.294 L 0.693 30.8 C 19.9 B R 931 0.178 0.588 R 0.303 8.8 A Intersection:Delay= 17.9 sec/veh Int.LOS=B XC=0.73 *Critical Lane Group :T(v/s)Crit=0.60 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Conditions Main Street/Business Access R Marvin 10/26/2017 Peak Noon Hour Case: N 7th&Main Noon Exist Queues Spillback in Per Lane Average Worst Lane 2 Lane Avg/Max Speed (% of Peak 348 �271 App Group (veh) (mph) Period) EB L 3 / 4 9.0 0.0 LTR 4/ 5 18.0 0.0 1 119 4 — 0 All 15.9 0.0 ~— WB LTR 6/ 7 10.0 0.0 315 All 10.0 0.0 567 11 � NB LTR 0/ 0 25.6 0.0 t 0 5 0 All 25.6 0.0 SB L 4/ 9 11.0 0.0 1 2 3 R 3 / 7 19.1 0.0 19 4 2 24 4 2 24 ' 4 2 All 15.0 0.0 Intersect. 13.4 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Conditions Main Street/Business Access Area Type: Non CBD R Marvin 10/14/2020 Analysis Duration: 15 rains. Peak PM Hour Case:N 7th&Main PM Exist 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 3 2 L 12.0 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 2 LTR 12.0 SB 2 1 LT 12.0 R 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 407 508 10 0 684 142 0 3 5 210 0 380 PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 %Heavy Vehicles 2 2 0 0 2 2 0 0 0 2 0 2 Lane Groups L LTR LTR LTR LT R Arrival Type 3 3 3 3 3 3 RTOR Vol( h) 2 30 0 80 Peds/Hour 7 2 2 0 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 86.0 Sec Lost Time Per Cycle:15.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP LTP WB LTP NB LTP SB R LTP Green 18.0 28.0 25.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 1 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h) Ratio RatioRatio h L h L EB L er 222 0.000 0.384 10.4 B * L ro 719 0.120 0.209 L 0.437 11.0 B TR 1102 0.280 0.593 TR 0.473 10.0 B WB * LTR 1128 0.232 0.326 LTR 0.713 27.3 C 27.3 C NB LTR 505 0.005 0.291 LTR 0.016 21.7 C 21.7 C SB * LT 407 0.152 0.291 LT 0.521 26.1 C 16.9 B R 884 0.191 0.558 R 0.343 10.5 B Intersection:Delay= 17.9 sec/veh Int.LOS=B XC=0.61 *Critical Lane Group :T(v/s)Crit=0.50 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Conditions Main Street/Business Access R Marvin 10/26/2017 Peak PM Hour Case:N 7th&Main PM Exist Queues Spillback in Per Lane Average Worst Lane 0 Lane Avg/Max Speed (% of Peak 380 �210 App Group (veh) (mph) Period) EB L 4/ 6 14.0 0.0 ~ TR 51 5 15.7 0.0 1 142 604 All 14.5 0.0 ~— � WB LTR 7/ 10 9.9 0.0 407 All 9.9 0.0 508 10 NB LTR 0/ 1 21.5 0.0 t 0 5 3 All 21.5 0.0 1 2 3 SB LT 3 / 4 10.5 0.0 R 3 / 5 17.5 0.0 17 4 2 27 4 2 24 ' 4 2 All 14.6 0.0 Intersect. 12.5 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Conditions Main Street/N 8th Avenue Area Type: Non CBD R Marvin 10/14/2020 Analysis Duration: 15 rains. Peak Noon Hour Case: Main& S 8th Noon Exist 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 2 2 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 T 12.0 NB 2 0 L 12.0 R 12.0 SB 0 1 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 753 81 133 763 0 106 0 121 0 0 0 PHF 0.90 0.96 0.96 0.96 0.96 0.90 0.96 0.90 0.96 0.90 0.90 0.90 %Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 Lane Groups TR L T L R Arrival Type 3 3 3 3 3 RTOR Vol( h) 15 0 40 0 Peds/Hour 10 5 10 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 80.0 Sec Lost Time Per Cycle:14.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB TP WB LT T NB R L P SB Green 12.0 40.0 14.0 0 Yellowl All Red 4.0 0.0 3.5 1.5 1 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h EB * TR 1747 0.244 0.500 TR 0.488 14.2 B 14.2 WB * L 266 0.079 0.150 L 0.523 32.3 C 9.0 A T 2477 0.225 0.700 T 0.321 5.0 A NB * L 308 0.063 0.175 L 0.357 29.3 C 23.8 C R 589 0.053 0.375 R 0.143 16.5 B Intersection:Delay= 12.7 sec/veh Int.LOS=B Xc-0.47 *Critical Lane Group :T(v/s)Crit=0.39 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Conditions Main Street/N 8th Avenue R Marvin 10/26/2017 Peak Noon Hour Case: Main& S 8th Noon Exist Queues Spillback in Per Lane Average Worst Lane Lane Avg/Max Speed (% of Peak App Group (veh) (mph) Period) EB TR 51 7 15.8 0.0 —763 � 133 All 15.8 0.0 WB L 3 / 6 5.0 0.0 T 3 / 5 21.2 0.0 All 17.2 0.0 753 81 ---4, NB L 2/ 4 8.6 0.0 R 1 / 2 18.8 0.0 106 121 All 12.2 0.0 1 2 3 12 4 0 39 4 2 13 4 2 Intersect. 15.8 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Conditions Main Street/S 8th Avenue Area Type: Non CBD R Marvin 10/14/2020 Analysis Duration: 15 rains. Peak PM Hour Case: Main& S 8th PM Exist 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 2 2 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 T 12.0 NB 2 0 L 12.0 R 12.0 SB 0 1 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 756 88 153 901 0 148 0 165 0 0 0 PHF 0.90 0.93 0.93 0.93 0.93 0.90 0.93 0.90 0.93 0.90 0.90 0.90 %Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 Lane Groups TR L T L R Arrival Type 3 3 3 3 3 RTOR Vol( h) 15 0 40 0 Peds/Hour 10 5 10 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 85.0 Sec Lost Time Per Cycle:14.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB TP WB LT T NB R L P SB Green 16.0 40.0 15.0 0 Yellowl All Red 4.0 0.0 3.5 1.5 1 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h EB * TR 1642 0.255 0.471 TR 0.543 17.3 B 17.3 WB * L 333 0.093 0.188 L 0.495 31.3 C 9.3 A T 2498 0.274 0.706 T 0.388 5.5 A NB * L 310 0.090 0.176 L 0.513 32.3 C 24.9 C R 647 0.085 0.412 R 0.207 16.1 B Intersection:Delay= 14.3 sec/veh Int.LOS=B Xc-0.53 *Critical Lane Group :T(v/s)Crit=0.44 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Conditions Main Street/S 8th Avenue R Marvin 10/26/2017 Peak PM Hour Case: Main& S 8th PM Exist Queues Spillback in Per Lane Average Worst Lane Lane Avg/Max Speed (% of Peak App Group (veh) (mph) Period) EB TR 6/ 7 13.3 0.0 —901 � 153 All 13.3 0.0 WB L 4/ 7 5.5 0.0 T 4/ 5 20.4 0.0 All 17.0 0.0 756 88 NB L 3 / 4 9.0 0.0 R 2/ 3 16.9 0.0 148 165 All 11.9 0.0 1 2 3 16 4 0 39 4 2 14 4 2 Intersect. 14.6 SIG/Cinema v3.08 Page 2 Marvin&Associates FAM M M klqwmlr�WAIKV�'Aljff.W�11 VA WANKNILWAMI .. General Information Site Information Analyst R Marvin Intersection Babcock&8th Avenue Agency/Co. Marvin Associates Jurisdiction Ciyt of Bozeman Date Performed 10/9/2020 East/West Street Babcock Street Analysis Year 2017 North/South Street S 8th Avenue Time Analyzed Peak Noon Hour Exist Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes ■ Y � A '1 � t■■■■ 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 0 0 0 1 1 0 0 1 1 0 Configuration LTR L TR L TR Volume,V(veh/h) 14 150 18 27 222 46 66 130 6 Percent Heavy Vehicles(%) 1 1 1 1 1 Proportion Time Blocked 0.350 0.300 0.250 0.350 0.250 Percent Grade(%) 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.5 6.2 4.1 4.1 Critical Headway(sec) 6.41 6.51 6.21 4.11 4.11 Base Follow-Up Headway(sec) 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway(sec) 3.51 4.01 3.31 2.21 2.21 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 200 30 73 Capacity,c(veh/h) 429 1056 1222 v/c Ratio 0.47 0.03 0.06 95%Queue Length,Qqs(veh) 2.4 0.1 0.2 Control Delay(s/veh) 20.5 8.5 8.1 Level of Service,LOS C A A Approach Delay(s/veh) 20.5 0.8 2.7 Approach LOS C Copyright©2017 University of Florida.All Rights Reserved. HCS7T"TWSC Version 7.3 Generated:10/9/2017 5:18:29 PM Babcock&8th Noon Exist.xtw Pedestrian Level of Service Flow(ped/hr) 9 8 Two-Stage Crossing No No Pedestrian Platooning Yes Yes Conflicting Vehicular Flow(veh/h) 468 467 Average Delay(s) 2.3 2.3 4- Level of Service,LOS A A Copyright©2017 University of Florida.All Rights Reserved. HCS71"TWSC Version 7.3 Generated:10/9/2017 5:18:29 PM Babcock&8th Noon Exist.xtw FAM M M klqwmlr�WAIKV�'Aljff.W�11 VA WANKNILWAMI .. General Information Site Information Analyst R Marvin Intersection Babcock&8th Avenue Agency/Co. Marvin Associates Jurisdiction Ciyt of Bozeman Date Performed 10/9/2020 East/West Street Babcock Street Analysis Year 2017 North/South Street S 8th Avenue Time Analyzed Peak PM Hour Exist Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes Y � A '1 � t■■■■ 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 0 0 0 1 1 0 0 1 1 0 Configuration LTR L TR L TR Volume,V(veh/h) 14 136 29 31 270 70 75 174 8 Percent Heavy Vehicles(%) 1 1 1 1 1 Proportion Time Blocked 0.300 0.250 0.200 0.300 0.200 Percent Grade(%) 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.5 6.2 4.1 4.1 Critical Headway(sec) 6.41 6.51 6.21 4.11 4.11 Base Follow-Up Headway(sec) 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway(sec) 3.51 4.01 3.31 2.21 2.21 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 191 33 80 Capacity,c(veh/h) 352 1136 1223 v/c Ratio 0.54 0.03 0.07 95%Queue Length,Qqs(veh) 3.1 0.1 0.2 Control Delay(s/veh) 26.7 8.3 8.1 Level of Service,LOS D A A Approach Delay(s/veh) 26.7 0.7 2.4 Approach LOS D Copyright©2017 University of Florida.All Rights Reserved. HCS7T"TWSC Version 7.3 Generated:10/9/2017 5:23:48 PM Babcock&8th PM Exist.xtw Pedestrian Level of Service Flow(ped/hr) 5 6 Two-Stage Crossing Yes Yes Pedestrian Platooning No No Conflicting Vehicular Flow(veh/h) 579 561 Average Delay(s) 1.7 1.5 4- Level of Service,LOS A A Copyright©2017 University of Florida.All Rights Reserved. HCS71"TWSC Version 7.3 Generated:10/9/2017 5:23:48 PM Babcock&8th PM Exist.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Conditions Mendenhall St/Willson Ave Area Type: Non CBD R Marvin 10/14/2020 Analysis Duration: 15 rains. Peak Noon Hour Case: Mendenhall&Willson Noon Exist 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 0 0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LT 12.0 SB 1 1 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 0 0 102 363 17 59 101 0 0 117 33 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 Lane Groups LTR LT TR Arrival Type 3 3 3 RTOR Vol( h) 0 5 0 10 Peds/Hour 40 16 5 28 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 90.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB WB LTP NB LT SB TP Green 40.0 40.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h WB * LTR 1535 0.153 0.444 LTR 0.345 17.0 B 17.0 NB * LT 697 0.113 0.444 LT 0.255 16.6 B 16.6 B SB TR 807 0.086 0.444 TR 0.193 15.7 B 15.7 B Intersection:Delay= 16.7 sec/veh Int.LOS=B Xc-0.30 *Critical Lane Group :T(v/s)Crit=0.27 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Conditions Mendenhall St/Willson Ave R Marvin 10/26/2017 Peak Noon Hour Case: Mendenhall&Willson Noon Exist Queues Spillback in Per Lane Average Worst Lane 117 Lane Avg/Max Speed (% of Peak 33 App Group (veh) (mph) Period) 17 3 63 � 102 All 13.3 0.0 WB LTR 4/ 6 13.3 0.0 All 14.2 0.0 NB LT 2/ 3 14.2 0.0 1 59 101 All 15.9 0.0 1 2 j SB TR 2/ 3 15.9 0.0 39 4 2 39 4 2 Intersect. 13.9 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Conditions Mendenhall St/Willson Ave Area Type:Non CBD R Marvin 10/14/2020 Analysis Duration: 15 rains. Peak PM Hour Case: Mendenhall&Willson PM Exist 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 0 0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LT 12.0 SB 1 1 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 0 0 124 420 24 73 146 0 0 123 29 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 Lane Groups LTR LT TR Arrival Type 3 3 3 RTOR Vol( h) 0 5 0 5 Peds/Hour 9 9 5 23 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 90.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB WB LTP NB LT SB TP Green 40.0 40.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h WB * LTR 1544 0.180 0.444 LTR 0.405 17.7 B 17.7 NB * LT 700 0.154 0.444 LT 0.347 17.8 B 17.8 B SB TR 808 0.090 0.444 TR 0.203 15.8 B 15.8 B Intersection:Delay= 17.4 sec/veh Int.LOS=B Xc-0.38 *Critical Lane Group :T(v/s)Crit=0.33 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Conditions Mendenhall St/Willson Ave R Marvin 10/26/2017 Peak PM Hour Case: Mendenhall&Willson PM Exist Queues Spillback in Per Lane Average Worst Lane 123 Lane Avg/Max Speed (% of Peak 29 App Group (veh) (mph) Period) 24 420 � 124 All 13.7 0.0 WB LTR 51 6 13.7 0.0 All 13.5 0.0 NB LT 3 / 4 13.5 0.0 1 73 146 All 14.7 0.0 1 2 j SB TR 2/ 3 14.7 0.0 39 4 2 39 4 2 Intersect. 13.8 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Main Street/Willson Ave Area Type: Non CBD R Marvin 10/14/20 Analysis Duration: 15 rains. Noon Case: Willson Main Noon Exist 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 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 27 446 79 38 478 21 72 126 42 21 121 25 PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 %Heavy Vehicles 0 1 0 0 1 0 0 0 0 0 0 0 Lane Groups LTR LTR L TR LTR Arrival Type 3 3 3 3 3 RTOR Vol( h) 20 5 5 5 Peds/Hour 73 71 110 186 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- 5 --- F 5 --- 5 --- 5 Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP Green 70.0 40.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h EB LTR 1721 0.186 0.583 LTR 0.319 13.3 B 13.3 WB * LTR 1699 0.188 0.583 LTR 0.323 13.3 B 13.3 NB L 332 0.074 0.333 L 0.223 30.4 C 31.1 C TR 522 0.107 0.333 TR 0.322 31.5 C SB * LTR 502 0.112 0.333 LTR 0.335 31.8 C 31.8 C Intersection:Delay= 18.2 sec/veh Int.LOS=B Xc-0.33 *Critical Lane Group :T(v/s)Crit=0.30 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Main Street/Willson Ave R Marvin 10/26/17 Noon Case: Willson Main Noon Exist Queues Spillback in Per Lane Average Worst Lane 121 Lane Avg/Max Speed (% of Peak 25 �21 App Group (veh) (mph) Period) EB LTR 51 7 15.4 0.0 L 21 ��� —478 38 All 15.4 0.0 WB LTR 4/ 6 15.1 0.0 27 I� All 15.1 0.0 446 79 NB L 2/ 3 2.9 0.0 TR 3 / 5 11.2 0.0 t 72 42 126 All 9.1 0.0 2 SB LTR 3 / 4 10.6 0.0 69 4 2 39 4 2 All 10.6 0.0 Intersect. 13.2 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Main Street/Willson Ave Area Type: Non CBD R Marvin 10/14/20 Analysis Duration: 15 rains. Peak PM Case: Willson Main PM Exist 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 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 20 461 101 49 539 22 137 168 40 26 189 23 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 %Heavy Vehicles 0 1 0 0 1 0 0 0 0 0 0 0 Lane Groups LTR LTR L TR LTR Arrival Type 3 3 3 3 3 RTOR Vol( h) 20 5 5 5 Peds/Hour 60 25 86 109 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- 5 --- F 5 --- 5 --- 5 Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP Green 65.0 45.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h EB LTR 1613 0.199 0.542 LTR 0.366 16.4 B 16.4 WB * LTR 1529 0.226 0.542 LTR 0.417 17.1 B 17.1 B NB L 356 0.152 0.375 L 0.404 31.0 C 29.6 C TR 599 0.134 0.375 TR 0.357 28.7 C SB * LTR 579 0.159 0.375 LTR 0.423 30.1 C 30.1 C Intersection:Delay=21.1 sec/veh Int.LOS=C Xc-0.42 *Critical Lane Group :T(v/s)Crit=0.38 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Main Street/Willson Ave R Marvin 10/26/17 Peak PM Case: Willson Main PM Exist Queues Spillback in Per Lane Average Worst Lane 189 Lane Avg/Max Speed (% of Peak 23 �26 App Group (veh) (mph) Period) EB LTR 51 6 14.1 0.0 L 22 ��� —539 49 All 14.1 0.0 WB LTR 6/ 8 12.8 0.0 t 20 I�► All 12.8 0.0 461 101 NB L 4/ 8 2.6 0.0 TR 3 / 5 15.1 0.0 1 137 40 168 All 9.5 0.0 1 2 SB LTR 51 5 9.6 0.0 - - 64 4 2 44 , 1 4 2 All 9.6 0.0 Intersect. 11.8 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Babcock St/Willson Ave Area Type: Non CBD R Marvin 10/14/20 Analysis Duration: 15 rains. Noon Case: Willson Babcock Noon Existing 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 2 2 LT 12.0 TR 12.0 WB 0 0 NB 2 1 T 12.0 R 12.0 SB 2 1 L 12.0 T 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 23 383 54 0 0 0 0 211 190 66 212 0 PHF 0.96 0.96 0.96 0.90 0.90 0.90 0.90 0.96 0.96 0.96 0.96 0.90 %Heavy Vehicles 1 1 1 2 2 2 2 1 0 0 1 2 Lane Groups LTR T R L T Arrival Type 3 3 3 3 3 RTOR Vol( h) 10 0 75 0 Peds/Hour 6 33 30 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB NB TP SB LT Green 50.0 60.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L EB * LTR 1457 0.134 0.417 LTR 0.322 24.2 C 24.2 C NB T 941 0.117 0.500 T 0.234 17.6 B 17.2 B R 783 0.077 0.500 R 0.153 16.7 B SB L 550 0.063 0.500 L 0.125 16.5 B 17.3 B * T 941 0.117 0.500 T 0.235 17.6 B Intersection:Delay=20.2 sec/veh Int.LOS=C Xc-0.27 *Critical Lane Group :T(v/s)Crit=0.25 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Babcock St/Willson Ave R Marvin 10/26/17 Noon Case: Willson Babcock Noon Existing Queues Spillback in Per Lane Average Worst Lane 212 Lane Avg/Max Speed (% of Peak 66 App Group (veh) (mph) Period) 1 EB LTR 6/ 6 11.4 0.0 All 11.4 0.0 23 All 14.5 0.0 383 54 NB T 4/ 6 14.2 0.0 1 R 1 / 2 16.4 0.0 190 211 All 12.2 0.0 SB L 1 / 4 6.3 0.0 1 2 T 4/ 6 13.2 0.0 2 l 49 4 2 59 4 2 Intersect. 12.6 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Babcock St/Willson Ave Area Type:Non CBD R Marvin 10/14/20 Analysis Duration: 15 rains. Peak PM Case: Willson Babcock PM Existing 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 2 2 LT 12.0 TR 12.0 WB 0 0 NB 2 1 T 12.0 R 12.0 SB 2 1 L 12.0 T 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 32 348 51 0 0 0 0 302 220 85 244 0 PHF 0.95 0.95 0.95 0.90 0.90 0.90 0.90 0.95 0.95 0.95 0.95 0.90 %Heavy Vehicles 1 1 1 2 2 2 2 1 0 0 1 2 Lane Groups LTR T R L T Arrival Type 3 3 3 3 3 RTOR Vol( h) 20 0 75 0 Peds/Hour 8 24 32 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB NB TP SB LT Green 50.0 60.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L EB * LTR 1459 0.124 0.417 LTR 0.297 23.8 C 23.8 C NB * T 941 0.169 0.500 T 0.338 19.0 B 18.4 B R 782 0.098 0.500 R 0.196 17.2 B SB L 463 0.096 0.500 L 0.192 17.5 B 17.9 B T 941 0.137 0.500 T 0.273 18.1 B Intersection:Delay=20.2 sec/veh Int.LOS=C Xc-0.32 *Critical Lane Group :T(v/s)Crit=0.29 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Babcock St/Willson Ave R Marvin 10/26/17 Peak PM Case: Willson Babcock PM Existing Queues Spillback in Per Lane Average Worst Lane 244 Lane Avg/Max Speed (% of Peak 85 App Group (veh) (mph) Period) 1 EB LTR 51 5 11.6 0.0 All 11.6 0.0 32 All 14.8 0.0 348 51 NB T 51 7 14.8 0.0 1 R 1 / 2 15.1 0.0 1220 302 All 12.6 0.0 SB L 2/ 3 4.8 0.0 1 2 T 4/ 6 14.3 0.0 2 l 49 4 2 59 4 2 Intersect. 13.0 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Mendenhall St/Rouse Ave Area Type:Non CBD R Marvin 10/14/20 Analysis Duration: 15 rains. Noon Case: Mendenhall Rouse Noon Existing 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 0 1 WB 1 2 LTR 12.0 NB 2 1 L 12.0 TR 12.0 SB 2 1 L 12.0 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 0 0 5 196 5 92 303 10 64 267 136 PHF 0.90 0.90 0.90 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 %Heavy Vehicles 2 2 2 1 1 1 1 1 1 1 1 1 Lane Groups LTR L TR L TR Arrival Type 3 3 3 3 3 RTOR Vol( h) 0 2 0 35 Peds/Hour 11 8 10 6 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB WB LTP NB LTP SB LTP Green 40.0 70.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L WB * LTR 625 0.113 0.333 LTR 0.339 30.2 C 30.2 NB L 514 0.109 0.583 L 0.187 12.5 B 13.1 B TR 1091 0.174 0.583 TR 0.299 13.3 B SB L 562 0.070 0.583 L 0.119 11.6 B 13.8 B * TR 1048 0.213 0.583 TR 0.365 14.2 B Intersection:Delay= 16.8 sec/veh Int.LOS=B Xc-0.36 *Critical Lane Group :T(v/s)Crit=0.33 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Mendenhall St/Rouse Ave R Marvin 10/26/17 Noon Case: Mendenhall Rouse Noon Existing Queues Spillback in Per Lane Average Worst Lane 267 Lane Avg/Max Speed (% of Peak 136 64 App Group (veh) (mph) Period) 5 11 - 196 All 9.2 0.0 5 WB LTR 51 5 9.2 0.0 I� All 13.9 0.0 NB L 1 / 2 6.2 0.0 TR 51 7 14.9 0.0 1 92 10 303 All 15.3 0.0 SB L 1 / 1 7.0 0.0 1 _ 2 TR 51 7 16.4 0.0 39 4 2 69 I 4 2 Intersect. 13.1 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Mendenhall St/Rouse Ave Area Type:Non CBD R Marvin 10/14/20 Analysis Duration: 15 rains. Peak PM Case: Mendenhall Rouse PM Existing 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 0 1 WB 1 2 LTR 12.0 NB 2 1 L 12.0 TR 12.0 SB 2 1 L 12.0 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 0 0 12 212 126 99 369 14 86 333 124 PHF 0.90 0.90 0.90 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 %Heavy Vehicles 2 2 2 1 1 1 1 1 1 1 1 1 Lane Groups LTR L TR L TR Arrival Type 3 3 3 3 3 RTOR Vol( h) 0 30 0 45 Peds/Hour 22 17 5 19 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB WB LTP NB LTP SB LTP Green 40.0 70.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L WB * LTR 591 0.202 0.333 LTR 0.607 34.7 C 34.7 NB L 447 0.145 0.583 L 0.248 13.5 B 14.4 B TR 1090 0.231 0.583 TR 0.395 14.6 B SB L 474 0.119 0.583 L 0.205 12.8 B 14.9 B * TR 1061 0.255 0.583 TR 0.436 15.3 B Intersection:Delay= 19.6 sec/veh Int.LOS=B Xc-0.50 *Critical Lane Group :T(v/s)Crit=0.46 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Mendenhall St/Rouse Ave R Marvin 10/26/17 Peak PM Case: Mendenhall Rouse PM Existing Queues Spillback in Per Lane Average Worst Lane 333 Lane Avg/Max Speed (% of Peak 124 116 App Group (veh) (mph) Period) 1 � 126 1 —212 All 9.0 0.0 12 WB LTR 9/ 10 9.0 0.0 I� All 13.7 0.0 NB L 1 / 3 6.3 0.0 TR 6/ 9 14.6 0.0 1 99 14 369 All 13.8 0.0 SB L 1 / 3 6.5 0.0 1 _ 2 TR 7/ 9 14.8 0.0 39 4 2 69 I 4 2 Intersect. 12.1 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Main Street/Rouse Ave Area Type: Non CBD R Marvin 10/14/20 Analysis Duration: 15 rains. Noon Case: Rouse Main Noon Existing 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 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LTR 12.0 SB 2 1 L 12.0 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 66 330 28 10 449 155 39 181 28 150 53 57 PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 %Heavy Vehicles 1 1 0 0 1 1 0 1 1 1 0 1 Lane Groups LTR LTR LTR L TR Arrival Type 3 3 3 3 3 RTOR Vol( h) 5 40 5 15 Peds/Hour 80 35 155 88 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:14.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP LTP Green 48.0 16.0 42.0 0 Yellowl All Red 3.5 1.5 4.0 0.0 1 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L EB LTR 1010 0.176 0.400 LTR 0.441 27.6 C 27.6 C WB * LTR 1297 0.188 0.400 LTR 0.471 27.8 C 27.8 C NB * LTR 599 0.151 0.350 LTR 0.431 30.0 C 30.0 C SB L er 332 0.000 0.392 15.7 B * L ro 238 0.090 0.133 L 0.281 16.2 B TR 881 0.059 0.517 TR 0.115 14.9 B Intersection:Delay=26.1 sec/veh Int.LOS=C Xc-0.49 *Critical Lane Group :T(v/s)Crit=0.43 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Main Street/Rouse Ave R Marvin 10/26/17 Noon Case: Rouse Main Noon Existing Queues Spillback in Per Lane Average Worst Lane 53 Lane Avg/Max Speed (% of Peak 57 �150 App Group (veh) (mph) Period) EB LTR 6/ 7 7.8 0.0 L 155 —449 10 All 7.8 0.0 WB LTR 8/ 9 8.4 0.0 66 330 All 8.4 0.0 28 NB LTR 51 6 10.3 0.0 1 39 28 181 All 10.3 0.0 SB L 2/ 3 6.8 0.0 1 _ 2 3 , Ij1 , TR 2/ 4 18.0 0.0 47 4 2 16 4 041 411r 4 2 All 14.3 0.0 Intersect. 9.1 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Main Street/Rouse Ave Area Type: Non CBD R Marvin 10/14/20 Analysis Duration: 15 rains. Peak PM Case: Rouse Main PM Existing 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 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LTR 12.0 SB 2 1 L 12.0 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 49 374 27 8 490 171 37 258 27 173 105 65 PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 %Heavy Vehicles 1 1 0 0 1 1 0 1 1 1 0 1 Lane Groups LTR LTR LTR L TR Arrival Type 3 3 3 3 3 RTOR Vol( h) 5 40 5 15 Peds/Hour 75 19 100 72 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:14.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP LTP Green 48.0 16.0 42.0 0 Yellowl All Red 3.5 1.5 4.0 0.0 1 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L EB LTR 1043 0.196 0.400 LTR 0.490 28.5 C 28.5 C WB * LTR 1305 0.222 0.400 LTR 0.554 29.4 C 29.4 C NB * LTR 609 0.210 0.350 LTR 0.599 33.2 C 33.2 C SB L er 271 0.000 0.392 16.7 B * L ro 238 0.111 0.133 L 0.391 17.6 B TR 919 0.100 0.517 TR 0.194 15.6 B Intersection:Delay=27.5 sec/veh Int.LOS=C Xc-0.61 *Critical Lane Group :T(v/s)Crit=0.54 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Main Street/Rouse Ave R Marvin 10/26/17 Peak PM Case: Rouse Main PM Existing Queues Spillback in Per Lane Average Worst Lane 105 Lane Avg/Max Speed (% of Peak 65 173 App Group (veh) (mph) Period) EB LTR 7/ 8 8.0 0.0 L 171 —490 8 All 8.0 0.0 WB LTR 9/ 11 8.1 0.0 49 374 All 8.1 0.0 27 NB LTR 8/ 9 8.7 0.0 t 37 27 258 All 8.7 0.0 SB L 3 / 5 6.2 0.0 1 _ 2 3 , Ij1 , TR 3 / 4 17.0 0.0 47 4 2 16 4 041 411r 4 2 All 13.5 0.0 Intersect. 8.9 SIG/Cinema v3.08 Page 2 Marvin&Associates FAM M M klqwmlr�WAIKV�'Aljff.W�11 VA WANKNILWAMI .. General Information Site Information Analyst R Marvin Intersection Rouse&Babcock Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 10/11/20 East/West Street Babcock Street Analysis Year 2016 North/South Street Rouse Avenue Time Analyzed Noon Existing Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Nortth Central Lanes 4 r 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume,V(veh/h) 214 284 17 20 4 55 49 Percent Heavy Vehicles(%) 1 0 0 1 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 4.1 6.5 6.9 7.5 6.5 Critical Headway(sec) 4.12 6.50 6.90 7.52 6.50 Base Follow-Up Headway(sec) 2.2 4.0 3.3 3.5 4.0 Follow-Up Headway(sec) 2.21 4.00 3.30 3.51 4.00 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 246 28 119 Capacity,c(veh/h) 1594 265 255 v/c Ratio 0.15 0.11 0.47 95%Queue Length,Qqs(veh) 0.5 0.4 2.3 Control Delay(s/veh) 7.7 20.2 30.9 Level of Service,LOS A C D Approach Delay(s/veh) 3.3 20.2 30.9 Approach LOS C D Copyright©2017 University of Florida.All Rights Reserved. HCS7-TWSC Version 7.3 Generated:11/14/2017 12:56:03 PM Rouse Babcock Noon Exist.xtw FAM M M klqwmlr�WAIKV�'Aljff.W�11 VA WANKNILWAMI .. General Information Site Information Analyst R Marvin Intersection Babcock&Rouse Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 10/11/20 East/West Street Babcock Street Analysis Year 2017 North/South Street Rouse Avenue Time Analyzed Existing PM Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description North Central Lanes 4 r 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume,V(veh/h) 275 387 16 42 8 40 89 Percent Heavy Vehicles(%) 2 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 4.1 6.5 6.9 7.5 6.5 Critical Headway(sec) 4.14 6.50 6.90 7.50 6.50 Base Follow-Up Headway(sec) 2.2 4.0 3.3 3.5 4.0 Follow-Up Headway(sec) 2.22 4.00 3.30 3.50 4.00 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 306 56 143 Capacity,c(veh/h) 1613 193 177 v/c Ratio 0.19 0.29 0.81 95%Queue Length,Qqs(veh) 0.7 1.2 5.5 Control Delay(s/veh) 7.8 31.1 78.3 Level of Service,LOS A H I I D F Approach Delay(s/veh) 3.4 31.1 78.3 Approach LOS D F Copyright©2017 University of Florida.All Rights Reserved. HCS7-TWSC Version 7.3 Generated:10/11/2017 4:38:22 PM Babcock&Rouse PM Exist.xtw Pedestrian Level of Service Flow(ped/hr) 35 Two-Stage Crossing No Pedestrian Platooning No Conflicting Vehicular Flow(veh/h) 754 Average Delay(s) 4.4 Level of Service,LOS A Copyright©2017 University of Florida.All Rights Reserved. HCS7T"TWSC Version 7.3 Generated:10/11/2017 4:38:22 PM Babcock&Rouse PM Exist.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Main Street/Church Ave Area Type: Non CBD R Marvin 10/14/20 Analysis Duration: 15 rains. Noon Case: Church Main Noon Existing 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 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LTR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 21 449 39 28 545 29 48 55 38 6 12 17 PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 %Heavy Vehicles 0 1 0 0 1 0 0 0 0 0 0 0 Lane Groups LTR LTR LTR LTR Arrival Type 3 3 3 3 RTOR Vol( h) 5 0 5 0 Peds/Hour 24 16 72 59 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP Green 70.0 40.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h EB LTR 1874 0.169 0.583 LTR 0.290 12.9 B 12.9 WB * LTR 1876 0.201 0.583 LTR 0.345 13.5 B 13.5 B NB * LTR 527 0.092 0.333 LTR 0.277 30.7 C 30.7 C SB LTR 552 0.022 0.333 LTR 0.067 27.5 C 27.5 C Intersection:Delay= 15.5 sec/veh Int.LOS=B Xc-0.32 *Critical Lane Group :T(v/s)Crit=0.29 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Main Street/Church Ave R Marvin 10/26/17 Noon Case: Church Main Noon Existing Queues Spillback in Per Lane Average Worst Lane 12 Lane Avg/Max Speed (% of Peak 17 � 6 App Group (veh) (mph) Period) EB LTR 51 6 12.5 0.0 29 —545 28 All 12.5 0.0 WB LTR 7/ 9 10.6 0.0 21 449 All 10.6 0.0 39 NB LTR 3 / 4 12.3 0.0 t 48 38 55 All 12.3 0.0 2 SB LTR 1 / 1 10.9 0.0 69 4 2 39 4 2 All 10.9 0.0 Intersect. 11.5 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Main Street/Church Ave Area Type: Non CBD R Marvin 10/14/20 Analysis Duration: 15 rains. Peak PM Case: Church Main PM Existing 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 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LTR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 29 490 56 46 602 34 67 75 55 18 28 15 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles 0 1 0 0 1 0 0 0 0 0 0 0 Lane Groups LTR LTR LTR LTR Arrival Type 3 3 3 3 RTOR Vol( h) 5 5 10 0 Peds/Hour 26 11 46 42 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP Green 70.0 40.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h EB LTR 1811 0.204 0.583 LTR 0.350 13.6 B 13.6 WB * LTR 1775 0.247 0.583 LTR 0.424 14.6 B 14.6 B NB * LTR 520 0.133 0.333 LTR 0.398 33.0 C 33.0 C SB LTR 538 0.042 0.333 LTR 0.126 28.3 C 28.3 C Intersection:Delay= 17.1 sec/veh Int.LOS=B Xc-0.41 *Critical Lane Group :T(v/s)Crit=0.38 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Main Street/Church Ave R Marvin 10/26/17 Peak PM Case: Church Main PM Existing Queues Spillback in Per Lane Average Worst Lane 28 Lane Avg/Max Speed (% of Peak 15 18 App Group (veh) (mph) Period) 1 EB LTR 51 5 15.3 0.0 34 4�� —602 46 All 15.3 0.0 WB LTR 6/ 7 14.4 0.0 2,9 490 All 14.4 0.0 56 NB LTR 4/ 5 10.9 0.0 t 67 55 75 All 10.9 0.0 2 SB LTR 2/ 2 8.9 0.0 69 4 2 39 4 2 All 8.9 0.0 Intersect. 13.8 SIG/Cinema v3.08 Page 2 Marvin&Associates . . . . General Information Site Information Analyst R Marvin Intersection Willson&Villard Agency/Co. Marvin&Assoc Jurisdiction City of Bozeman Date Performed 1111112020 East/West Street Villard Street Analysis Year 2020 North/South Street Willson Avenue Time Analyzed Noon Existing Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes J41J.+ i_ l. 0 } rt r n11411Yr rr* 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 4 6 3 9 3 67 8 4 91 2 Percent Heavy Vehicles(%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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) 11 20 3 4 Capacity,c(veh/h) 760 814 1480 1510 v/c Ratio 0.01 0.02 0.00 0.00 95%Queue Length,Qqs(veh) 0.0 0.1 0.0 0.0 Control Delay(s/veh) 9.8 9.5 7.4 7.4 Level of Service(LOS) A A A A Approach Delay(s/veh) 9.8 9.5 0.3 0.3 Approach LOS A A Copyright©2020 University of Florida.All Rights Reserved. HCS1H TWSC Version 7.8 Generated:11/11/2020 3:35:57 PM Willson&Villard Noon Exist.xtw . . . . General Information Site Information Analyst R Marvin Intersection Willson&Villard Agency/Co. Marvin&Assoc Jurisdiction City of Bozeman Date Performed 1111112020 East/West Street Villard Street Analysis Year 2020 North/South Street Willson Avenue Time Analyzed PM Existing Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes J41J.+ i_ l. 0 } rt r n11411Yr rr* Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L [81 U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 6 12 8 4 5 145 6 4 122 3 Percent Heavy Vehicles(%) 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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) 29 20 6 4 Capacity,c(veh/h) 651 649 1444 1404 v/c Ratio 0.04 0.03 0.00 0.00 95%Queue Length,Qqs(veh) 0.1 0.1 0.0 0.0 Control Delay(s/veh) 10.8 10.7 7.5 7.6 Level of Service(LOS) B B A A Approach Delay(s/veh) 10.8 10.7 0.3 0.3 Approach LOS B B Copyright©2020 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:11/18/2020 4:16:46 PM Willson&Villard PM Exist.xtw . . . . General Information Site Information Analyst R Marvin Intersection Tracy&Villard Agency/Co. Marvin&Assoc Jurisdiction City of Bozeman Date Performed 1111112020 East/West Street Villard Street Analysis Year 2020 North/South Street Tracy Avenue Time Analyzed Noon Existing Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes } rt r n11411Yr rr* 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 1 12 1 4 54 4 1 59 2 Percent Heavy Vehicles(%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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 16 4 1 Capacity,c(veh/h) 757 758 1530 1551 v/c Ratio 0.02 0.02 0.00 0.00 95%Queue Length,Qgs(veh) 0.1 0.1 0.0 0.0 Control Delay(s/veh) 9.9 9.8 7.4 7.3 Level of Service(LOS) A A A A Approach Delay(s/veh) 9.9 9.8 0.5 0.1 Approach LOS A A Copyright©2020 University of Florida.All Rights Reserved. HCSYK TWSC Version 7.8 Generated:11/11/2020 4:15:44 PM Tracy&Villard Noon Exist.xtw . . . . General Information Site Information Analyst R Marvin Intersection Tracy&Villard Agency/Co. Marvin&Assoc Jurisdiction City of Bozeman Date Performed 1111112020 East/West Street Villard Street Analysis Year 2020 North/South Street Tracy Avenue Time Analyzed PM Existing Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes } rt r n11411Yr rr* 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 21 2 1 10 1 6 69 5 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 I 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) 32 13 7 1 Capacity,c(veh/h) 739 739 1530 1525 v/c Ratio 0.04 0.02 0.00 0.00 95%Queue Length,Qgs(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 A A A Approach Delay(s/veh) 10.1 10.0 0.6 0.1 Approach LOS B A Copyright©2020 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:11/11/2020 4:19:46 PM Tracy&Villard PM Exist.xtw FAM M M klqwmlr�WAIKV�'Aljff.W�11 VA WANKNILWAMI .. General Information Site Information Analyst R Marvin Intersection Willson&Beal Street Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 10/11/2020 East/West Street Beall Street Analysis Year 2017 North/South Street Willson Avenue Time Analyzed Existing Noon Hour Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes Y � 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,V(veh/h) 4 10 10 4 12 3 8 71 5 3 96 2 Percent Heavy Vehicles(%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized No No No No 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) 26 20 9 3 Capacity,c(veh/h) 739 670 1470 1463 v/c Ratio 0.04 0.03 0.01 0.00 95%Queue Length,Qqs(veh) 0.1 0.1 0.0 0.0 Control Delay(s/veh) 10.0 10.5 7.5 7.5 Level of Service,LOS B B A A Approach Delay(s/veh) 10.0 10.5 0.8 0.2 Approach LOS B B Copyright©2017 University of Florida.All Rights Reserved. HCS7T"TWSC Version 7.3 Generated:11/7/2017 4:25:29 PM Willson&Beall Noon Exist.xtw FAM M M klqwmlr�WAIKV�'Aljff.W�11 VA WANKNILWAMI .. General Information Site Information Analyst R Marvin Intersection Willson&Beal Street Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 10/11/2020 East/West Street Beall Street Analysis Year 2017 North/South Street Willson Avenue Time Analyzed Existing PM Hour Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes Y � 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,V(veh/h) 2 11 12 2 9 3 4 152 19 2 100 2 Percent Heavy Vehicles(%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized No No No No 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) 27 15 4 2 Capacity,c(veh/h) 670 584 1440 1320 v/c Ratio 0.04 0.03 0.00 0.00 95%Queue Length,Qqs(veh) 0.1 0.1 0.0 0.0 Control Delay(s/veh) 10.6 11.3 7.5 7.7 Level of Service,LOS B B A A Approach Delay(s/veh) 10.6 11.3 0.2 0.1 Approach LOS B B Copyright©2017 University of Florida.All Rights Reserved. HCS7T"TWSC Version 7.3 Generated:11/7/2017 4:32:40 PM Willson&Beall PM Exist.xtw . . . . General Information Site Information Analyst R Marvin Intersection Tracy&Beal Street Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 11/11/20 East/West Street Beall Street Analysis Year 2017 North/South Street Tracy Avenue Time Analyzed Existing Noon Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes J41J.+ i_ l. 0 } rt r n11411Yr rr* Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L [101 U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 2 5 11 3 6 56 4 3 53 7 Percent Heavy Vehicles(%) 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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) 20 19 7 3 Capacity,c(veh/h) 880 784 1542 1534 v/c Ratio 0.02 0.02 0.00 0.00 95%Queue Length,Qqs(veh) 0.1 0.1 0.0 0.0 Control Delay(s/veh) 9.2 9.7 7.3 7.4 Level of Service(LOS) A A A A Approach Delay(s/veh) 9.2 9.7 0.7 0.4 Approach LOS A A Copyright©2020 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:11/11/2020 4:28:41 PM Tracy&Beall Noon Exist.xtw . . . . General Information Site Information Analyst R Marvin Intersection Tracy&Beal Street Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 11/11/20 East/West Street Beall Street Analysis Year 2017 North/South Street Tracy Avenue Time Analyzed Existing PM Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes J41J.+ i_ l. 0 } rt r n11411Yr rr* Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L [101 U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 5 11 6 3 5 71 4 3 50 5 Percent Heavy Vehicles(%) 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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) 24 19 6 3 Capacity,c(veh/h) 788 771 1544 1516 v/c Ratio 0.03 0.02 0.00 0.00 95%Queue Length,Qqs(veh) 0.1 0.1 0.0 0.0 Control Delay(s/veh) 9.7 9.8 7.3 7.4 Level of Service(LOS) A A A A Approach Delay(s/veh) 9.7 9.8 0.5 0.4 Approach LOS A A Copyright©2020 University of Florida.All Rights Reserved. HCSTK TWSC Version 7.8 Generated:11/11/2020 4:26:13 PM Tracy&Beall PM Exist.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE APPENDIX B - 2 Existing Plus Site Capacity Calculations NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Duraton Road/N 7th Avenue Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak Noon Hour Case: N 7th&Durston Noon Exist PLUS 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 2 1 L 12.0 LTR 12.0 WB 1 1 LTR 12.0 NB 3 2 L 12.0 T 12.0 TR 12.0 SB 4 2 L 12.0 T 12.0 T 12.0 R 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 175 188 53 23 208 93 89 614 3 79 547 146 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles 1 1 1 1 1 1 1 3 1 1 3 1 Lane Groups L LTR LTR L TR L T R Arrival Type 3 3 3 3 3 3 3 3 RTOR Vol( h) 20 30 0 45 Peds/Hour 10 4 6 10 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:19.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB L LTP SB L LTP Green 31.0 26.0 6.0 38.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 1 4.0 0.0 1 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h i i Ratio h L h L EB L 462 0.109 0.258 L 0.420 37.2 D 38.0 D * LTR 474 0.134 0.258 LTR 0.519 38.6 D WB * LTR 394 0.180 0.217 LTR 0.830 58.0 E 58.0 E NB L er 167 0.021 0.358 36.2 D * L ro 89 0.050 0.050 L 0.387 28.1 C * TR 1109 0.196 0.317 TR 0.618 37.4 D SB L er 138 0.000 0.358 34.5 C L ro 89 0.049 0.050 L 0.388 29.0 C T 1110 0.173 0.317 T 0.548 35.8 D R 498 0.071 0.317 R 0.225 31.2 C Intersection:Delay=39.0 sec/veh Int.LOS=D XC=0.66 *Critical Lane Group :T(v/s)Crit=0.56 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Durston Road/N 7th Avenue R Marvin 1/29/21 Peak Noon Hour Case: N 7th&Durston Noon Exist PLUS Queues Spillback in Per Lane Average Worst Lane 547 Lane Avg/Max Speed (% of Peak 146 79 App Group (veh) (mph) Period) EB L 51 6 6.2 0.0 LTR 7/ 9 9.5 0.0 � 93 208 All 8.3 0.0 + � + 23 WB LTR 9/ 10 7.2 0.0 175 1 188 I� All 7.2 0.0 53 NB L 4/ 7 2.6 0.0 TR 8/ 9 8.5 0.0 t 89 3 614 All 7.2 0.0 SB L 2/ 5 5.6 0.0 1 2 3 4 T 7/ 9 9.8 0.0 2 + � R 2/ 4 13.5 0.0 30 4 2 25 4 2 6 4 0 37 ' t ' 4 All 9.6 0.0 Intersect. 8.1 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Duraton Road/N 7th Avenue Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak PM Hour Case: N 7th&Duraton PM Exist PLUS 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 2 1 L 12.0 LTR 12.0 WB 1 1 LTR 12.0 NB 3 2 L 12.0 T 12.0 TR 12.0 SB 4 2 L 12.0 T 12.0 T 12.0 R 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 198 207 51 22 187 88 108 767 2 83 516 142 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles 1 1 1 1 1 1 1 3 1 1 3 1 Lane Groups L LTR LTR L TR L T R Arrival Type 3 3 3 3 3 3 3 3 RTOR Vol( h) 20 30 0 50 Peds/Hour 10 4 6 10 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:19.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB L LTP SB L LTP Green 30.0 25.0 6.0 40.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 1 4.0 0.0 1 3.5 1.5 Capacity Analysis Results ApproachdD Lane Cap v/s g/C Lane v/c Delay Delay A h i i i h L h EB L 447 0.123 0.250 L 0.492 38.8 D 39.7 * LTR 461 0.143 0.250 LTR 0.573 40.5 D WB * LTR 379 0.163 0.208 LTR 0.781 54.2 D 54.2 D NB L er 198 0.059 0.375 37.8 D * L ro 89 0.050 0.050 L 0.418 27.0 C * TR 1168 0.244 0.333 TR 0.731 39.3 D SB L er 95 0.012 0.375 32.9 C L ro 89 0.050 0.050 L 0.500 33.8 C T 1168 0.163 0.333 T 0.491 33.4 C R 525 0.065 0.333 R 0.194 29.3 C Intersection:Delay=38.6 sec/veh Int.LOS=D Xc 0.71 *Critical Lane Group :T(v/s)Crit=0.60 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Durston Road/N 7th Avenue R Marvin 1/29/21 Peak PM Hour Case: N 7th&Durston PM Exist PLUS Queues Spillback in Per Lane Average Worst Lane 516 Lane Avg/Max Speed (% of Peak 142 83 App Group (veh) (mph) Period) EB L 6/ 7 6.1 0.0 LTR 7/ 8 9.4 0.0 88 � 187 All 8.2 0.0 + � + 22 WB LTR 8/ 9 7.7 0.0 198 1 207 I� All 7.7 0.0 51 NB L 2/ 4 7.2 0.0 TR 11 / 13 8.1 0.0 t 108 2 767 All 8.1 0.0 SB L 3 / 4 4.0 0.0 1 2 3 4 T 7/ 9 10.2 0.0 + � R 2/ 3 14.1 0.0 29 4 2 24 4 2 6 4 0 39 ' tl ' 4 All 9.4 0.0 Intersect. 8.4 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic /N 7th Avenue Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak Noon Hour Case: N 7th&Mendenhall Noon Exist PLUS 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 0 0 WB 2 2 LT 12.0 TR 12.0 NB 2 2 LT 12.0 T 12.0 SB 2 2 T 12.0 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 0 0 94 223 226 16 434 0 0 530 80 PHF 0.90 0.90 0.90 0.96 0.96 0.96 0.96 0.96 0.90 0.90 0.96 0.96 %Heavy Vehicles 2 2 2 0 0 2 0 2 2 2 2 0 Lane Groups LTR LT TR Arrival Type 3 3 3 RTOR Vol( h) 0 100 0 0 Peds/Hour 5 2 5 0 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB WB LTP NB LT SB TP Green 38.0 72.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L WB * LTR 1071 0.136 0.317 LTR 0.430 32.5 C 32.5 NB LT 1958 0.144 0.600 LT 0.240 11.5 B 11.5 B SB * TR 2082 0.183 0.600 TR 0.305 12.1 B 12.1 B Intersection:Delay= 18.0 sec/veh Int.LOS=B Xc-0.35 *Critical Lane Group :T(v/s)Crit=0.32 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic /N 7th Avenue R Marvin 1/29/21 Peak Noon Hour Case: N 7th&Mendenhall Noon Exist PLUS I I Queues Spillback in Per Lane Average Worst Lane 530 Lane Avg/Max Speed (% of Peak App Group (veh) (mph) Period) 801 226 —223 94 All 9.5 0.0 1 WB LTR 7/ 8 9.5 0.0 All 15.6 0.0 NB LT 3 / 4 15.6 0.0 1 16 434 All 15.7 0.0 1 2 j SB TR 4/ 6 15.7 0.0 37 4 2 71 , 4 2 Intersect. 12.8 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic /N7th Avenue Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak PM Hour Case: N 7th&Mendenhall PM Exist PLUS 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 0 0 WB 2 2 LT 12.0 TR 12.0 NB 2 2 LT 12.0 T 12.0 SB 2 2 T 12.0 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 0 0 96 274 262 7 549 0 0 492 49 PHF 0.90 0.90 0.90 0.99 0.99 0.99 0.99 0.99 0.90 0.90 0.99 0.99 %Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 Lane Groups LTR LT TR Arrival Type 3 3 3 RTOR Vol( h) 0 100 0 5 Peds/Hour 5 5 5 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 85.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB WB LTP NB LT SB TP Green 22.0 53.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L WB * LTR 864 0.161 0.259 LTR 0.623 28.9 C 28.9 NB * LT 2095 0.167 0.624 LT 0.268 7.5 A 7.5 A SB TR 2179 0.155 0.624 TR 0.248 7.4 A 7.4 A Intersection:Delay= 14.5 sec/veh Int.LOS=B Xc-0.37 *Critical Lane Group :T(v/s)Crit=0.33 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic /N7th Avenue R Marvin 1/29/21 Peak PM Hour Case: N 7th&Mendenhall PM Exist PLUS I I Queues Spillback in Per Lane Average Worst Lane 492 Lane Avg/Max Speed (% of Peak 49 App Group (veh) (mph) Period) 1 262 —274 96 All 11.0 0.0 1 WB LTR 6/ 8 11.0 0.0 All 18.1 0.0 NB LT 3 / 4 18.1 0.0 t 7 549 All 18.9 0.0 1 2 j SB TR 2/ 4 18.9 0.0 21 4 2 52 , 4 2 Intersect. 14.8 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Main Street/Business Access Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak Noon Hour Case: N 7th&Main Noon Exist PLUS 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 3 2 L 12.0 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 2 LTR 12.0 SB 2 1 LT 12.0 R 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 315 585 11 0 545 119 0 0 5 271 2 348 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 %Heavy Vehicles 2 2 0 0 2 2 0 0 0 2 0 2 Lane Groups L LTR LTR LTR LT R Arrival Type 3 3 3 3 3 3 RTOR Vol( h) 2 30 0 80 Peds/Hour 10 4 5 2 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 85.0 Sec Lost Time Per Cycle:15.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP LTP WB LTP NB LTP SB R LTP Green 20.0 25.0 25.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 1 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h) Ratio Ratioi h L h L EB L er 134 0.000 0.353 10.1 B * L ro 416 0.188 0.235 L 0.604 12.5 B LTR per 1246 0.000 0.353 LTR pro 831 0.177 0.235 LTR 0.301 8.8 A WB * LTR 1019 0.193 0.294 LTR 0.656 27.5 C 27.5 C NB LTR 481 0.003 0.294 LTR 0.010 21.2 C 21.2 C SB * L 411 0.204 0.294 L 0.693 30.8 C 19.9 B R 931 0.178 0.588 R 0.303 8.8 A Intersection:Delay= 17.9 sec/veh Int.LOS=B XC=0.71 *Critical Lane Group :T(v/s)Crit=0.58 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Main Street/Business Access R Marvin 1/29/21 Peak Noon Hour Case: N 7th&Main Noon Exist PLUS Queues Spillback in Per Lane Average Worst Lane 2 Lane Avg/Max Speed (% of Peak 348 �271 App Group (veh) (mph) Period) EB L 3 / 5 9.3 0.0 LTR 4/ 6 17.4 0.0 L 119 —545 All 15.7 0.0 ~— WB LTR 6/ 8 9.8 0.0 315 All 9.8 0.0 585 11 � NB LTR 0/ 0 25.6 0.0 t O 5 0 All 25.6 0.0 SB L 4/ 9 10.9 0.0 1 2 3 R 2/ 4 21.2 0.0 19 4 2 24 4 2 24 4 2 All 15.7 0.0 Intersect. 13.3 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Main Street/Business Access Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak PM Hour Case:N 7th&Main PM Exist PLUS 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 3 2 L 12.0 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 2 LTR 12.0 SB 2 1 LT 12.0 R 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 407 523 10 0 690 142 0 3 5 210 0 380 PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 %Heavy Vehicles 2 2 0 0 2 2 0 0 0 2 0 2 Lane Groups L LTR LTR LTR LT R Arrival Type 3 3 3 3 3 3 RTOR Vol( h) 2 30 0 80 Peds/Hour 7 2 2 0 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 86.0 Sec Lost Time Per Cycle:15.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP LTP WB LTP NB LTP SB R LTP Green 18.0 28.0 25.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 1 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h) Ratio Ratioi h L h L EB L er 112 0.140 0.384 18.6 B * L ro 370 0.209 0.209 L 0.853 31.9 C LTR per 1355 0.000 0.384 LTR pro 739 0.152 0.209 LTR 0.256 8.4 A WB * LTR 1128 0.234 0.326 LTR 0.718 27.5 C 27.5 C NB LTR 505 0.005 0.291 LTR 0.016 21.7 C 21.7 C SB * LT 407 0.152 0.291 LT 0.521 26.1 C 16.9 B R 884 0.191 0.558 R 0.343 10.5 B Intersection:Delay=21.4 sec/veh Int.LOS=C XC=0.72 *Critical Lane Group :T(v/s)Crit=0.59 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Main Street/Business Access R Marvin 1/29/21 Peak PM Hour Case:N 7th&Main PM Exist PLUS Queues Spillback in Per Lane Average Worst Lane 0 Lane Avg/Max Speed (% of Peak 380 �210 App Group (veh) (mph) Period) EB L 4/ 6 7.8 0.0 ~ LTR 4/ 5 16.9 0.0 1 142 -690 All 14.3 0.0 ~— WB LTR 7/ 10 10.1 0.0 _ 407 All 10.1 0.0 523 10 NB LTR 0/ 1 21.0 0.0 t 0 5 3 All 21.0 0.0 1 2 3 SB LT 3 / 4 10.5 0.0 R 3 / 4 18.1 0.0 17 4 227 4 224 4 2 All 14.9 0.0 Intersect. 12.6 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Main Street/N 8th Avenue Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak Noon Hour Case: N 8th&Main Noon Exist PLUS 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 2 2 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 T 12.0 NB 2 0 L 12.0 R 12.0 SB 0 1 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 767 81 135 772 0 106 0 125 0 0 0 PHF 0.90 0.96 0.96 0.96 0.96 0.90 0.96 0.90 0.96 0.90 0.90 0.90 %Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 Lane Groups TR L T L R Arrival Type 3 3 3 3 3 RTOR Vol( h) 15 0 40 0 Peds/Hour 10 5 10 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 80.0 Sec Lost Time Per Cycle:14.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB TP WB LT T NB R L P SB Green 12.0 40.0 14.0 0 Yellowl All Red 4.0 0.0 3.5 1.5 1 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h EB * TR 1747 0.248 0.500 TR 0.497 14.3 B 14.3 WB * L 266 0.080 0.150 L 0.530 32.4 C 9.1 A T 2477 0.227 0.700 T 0.325 5.0 A NB * L 308 0.063 0.175 L 0.357 29.3 C 23.6 C R 589 0.057 0.375 R 0.151 16.6 B Intersection:Delay= 12.8 sec/veh Int.LOS=B Xc-0.47 *Critical Lane Group :T(v/s)Crit=0.39 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Main Street/N 8th Avenue R Marvin 1/29/21 Peak Noon Hour Case: N 8th&Main Noon Exist PLUS Queues Spillback in Per Lane Average Worst Lane Lane Avg/Max Speed (% of Peak App Group (veh) (mph) Period) EB TR 51 8 14.3 0.0 —772 � 135 All 14.3 0.0 WB L 3 / 6 4.3 0.0 T 3 / 5 20.8 0.0 All 16.3 0.0 767 81 NB L 2/ 4 8.4 0.0 R 1 / 2 19.2 0.0 106 125 All 12.5 0.0 1 2 3 12 4 0 39 4 2 13 4 2 Intersect. 14.9 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Main Street/S 8th Avenue Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak PM Hour Case: N 8TH&MAIN PM EXIST PLUS 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 2 2 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 T 12.0 NB 2 0 L 12.0 R 12.0 SB 0 1 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 768 88 154 906 0 148 0 168 0 0 0 PHF 0.90 0.93 0.93 0.93 0.93 0.90 0.93 0.90 0.93 0.90 0.90 0.90 %Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 Lane Groups TR L T L R Arrival Type 3 3 3 3 3 RTOR Vol( h) 15 0 40 0 Peds/Hour 10 5 10 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 85.0 Sec Lost Time Per Cycle:14.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB TP WB LT T NB R L P SB Green 16.0 40.0 15.0 0 Yellowl All Red 4.0 0.0 3.5 1.5 1 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h EB * TR 1642 0.259 0.471 TR 0.551 17.4 B 17.4 WB * L 333 0.094 0.188 L 0.498 31.3 C 9.3 A T 2498 0.275 0.706 T 0.390 5.5 A NB * L 310 0.090 0.176 L 0.513 32.3 C 24.8 C R 647 0.088 0.412 R 0.213 16.2 B Intersection:Delay= 14.4 sec/veh Int.LOS=B Xc-0.53 *Critical Lane Group :T(v/s)Crit=0.44 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Main Street/S 8th Avenue R Marvin 1/29/21 Peak PM Hour Case: N 8TH&MAlN PM EXIST PLUS Queues Spillback in Per Lane Average Worst Lane Lane Avg/Max Speed (% of Peak App Group (veh) (mph) Period) EB TR 6/ 8 13.2 0.0 —906 � 154 All 13.2 0.0 WB L 4/ 7 5.3 0.0 T 4/ 6 20.2 0.0 All 16.7 0.0 768 88 NB L 3 / 5 9.0 0.0 R 2/ 3 16.4 0.0 148 168 All 11.7 0.0 1 2 3 16 4 0 39 4 2 14 4 2 Intersect. 14.4 SIG/Cinema v3.08 Page 2 Marvin&Associates . . . . General Information Site Information Analyst R Marvin Intersection Babcock&8th Avenue Agency/Co. Marvin Associates Jurisdiction Ciyt of Bozeman Date Performed 1/29/21 East/West Street Babcock Street Analysis Year 2020 North/South Street S 8th Avenue Time Analyzed Noon Existing Plus Site Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes 1 L ■ ® t Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L JR U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 1 1 0 0 1 1 0 Configuration LTR L TR L TR Volume(veh/h) 14 152 18 27 228 46 66 132 6 Percent Heavy Vehicles(%) 1 1 1 1 1 Proportion Time Blocked 0.350 0.300 0.250 0.350 0.250 Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.5 6.2 4.1 4.1 Critical Headway(sec) 6.41 6.51 6.21 4.11 4.11 Base Follow-Up Headway(sec) 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway(sec) 3.51 4.01 3.31 2.21 2.21 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 202 30 73 Capacity,c(veh/h) 423 1056 1222 v/c Ratio 0.48 0.03 0.06 95%Queue Length,Qgs(veh) 2.5 0.1 0.2 Control Delay(s/veh) 21.1 8.5 8.1 Level of Service(LOS) C A A Approach Delay(s/veh) 21.1 0.8 2.6 Approach LOS C Copyright©2021 University of Florida.All Rights Reserved. HCSYK TWSC Version 7.8 Generated:1/29/2021 2:46:53 PM Babcock&8th Noon Exist Plus.xtw Pedestrian Level of Service Flow(ped/hr) 3 9 8 Two-Stage Crossing No No No Pedestrian Platooning No Yes Yes Conflicting Vehicular Flow(veh/h) 476 475 Average Delay(s) 0.9 2.4 2.4 Level of Service(LOS) A A A Copyright©2021 University of Florida.All Rights Reserved. HCSTM TWSC Version 7.8 Generated:1/29/2021 2:46:53 PM Babcock&8th Noon Exist Plus.xtw . . . . General Information Site Information Analyst R Marvin Intersection Babcock&8th Avenue Agency/Co. Marvin Associates Jurisdiction Ciyt of Bozeman Date Performed 1/29/21 East/West Street Babcock Street Analysis Year 2017 North/South Street S 8th Avenue Time Analyzed PM Exist Plus Site Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes 1 L ® t Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L IR U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 1 1 0 0 1 1 0 Configuration LTR L TR L TR Volume(veh/h) 14 138 29 31 273 70 75 175 8 Percent Heavy Vehicles(%) 1 1 1 1 1 Proportion Time Blocked 0.300 0.250 0.200 0.300 0.200 Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.5 6.2 4.1 4.1 Critical Headway(sec) 6.41 6.51 6.21 4.11 4.11 Base Follow-Up Headway(sec) 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway(sec) 3.51 4.01 3.31 2.21 2.21 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 193 33 80 Capacity,c(veh/h) 348 1136 1218 v/c Ratio 0.55 0.03 0.07 95%Queue Length,Qqs(veh) 3.2 0.1 0.2 Control Delay(s/veh) 27.4 8.3 8.2 Level of Service(LOS) D A A Approach Delay(s/veh) 27.4 0.7 2.4 Approach LOS D Copyright©2021 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:1/29/2021 2:49:58 PM Babcock&8th PM Exist Plus.xtw Pedestrian Level of Service Flow(ped/hr) 4 5 6 Two-Stage Crossing No Yes Yes Pedestrian Platooning No No No Conflicting Vehicular Flow(veh/h) 584 565 Average Delay(s) 0.8 1.6 1.5 Level of Service(LOS) A A A Copyright©2021 University of Florida.All Rights Reserved. HCS1H TWSC Version 7.8 Generated:1/29/2021 2:49:58 PM Babcock&8th PM Exist Plus.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Mendenhall St/Willson Ave Area Type: Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak Noon Hour Case: Mendenhall&Willson Noon Exist PLUS 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 0 0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LT 12.0 SB 1 1 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 0 0 102 363 22 59 143 0 0 137 33 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 Lane Groups LTR LT TR Arrival Type 3 3 3 RTOR Vol( h) 0 5 0 10 Peds/Hour 45 24 5 49 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 90.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB WB LTP NB LT SB TP Green 40.0 40.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h WB * LTR 1530 0.155 0.444 LTR 0.350 17.1 B 17.1 NB * LT 713 0.140 0.444 LT 0.316 17.3 B 17.3 B SB TR 808 0.098 0.444 TR 0.220 16.0 B 16.0 B Intersection:Delay= 16.9 sec/veh Int.LOS=B Xc-0.33 *Critical Lane Group :T(v/s)Crit=0.30 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Mendenhall St/Willson Ave R Marvin 1/29/21 Peak Noon Hour Case: Mendenhall&Willson Noon Exist PLUS Queues Spillback in Per Lane Average Worst Lane 137 Lane Avg/Max Speed (% of Peak 33 App Group (veh) (mph) Period) L 22 —3 63 ;-- 102 All 13.4 0.0 WB LTR 4/ 5 13.4 0.0 All 14.5 0.0 NB LT 3 / 4 14.5 0.0 1 59 143 All 14.2 0.0 1 2 j SB TR 2/ 3 14.2 0.0 39 4 2 39 4 2 Intersect. 13.8 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Mendenhall St/Willson Ave Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak PM Hour Case: Mendenhall&Willson PM Exist PLUS 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 0 0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LT 12.0 SB 1 1 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 0 0 124 420 29 73 180 0 0 134 30 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 Lane Groups LTR LT TR Arrival Type 3 3 3 RTOR Vol( h) 0 5 0 5 Peds/Hour 13 25 5 42 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 90.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB WB LTP NB LT SB TP Green 40.0 40.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h WB * LTR 1539 0.183 0.444 LTR 0.411 17.8 B 17.8 NB * LT 709 0.176 0.444 LT 0.396 18.5 B 18.5 SB TR 807 0.098 0.444 TR 0.219 16.0 B 16.0 B Intersection:Delay= 17.7 sec/veh Int.LOS=B Xc-0.40 *Critical Lane Group :T(v/s)Crit=0.36 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Mendenhall St/Willson Ave R Marvin 1/29/21 Peak PM Hour Case: Mendenhall&Willson PM Exist PLUS Queues Spillback in Per Lane Average Worst Lane 134 Lane Avg/Max Speed (% of Peak 30 App Group (veh) (mph) Period) 29 420 � 124 All 12.9 0.0 WB LTR 51 7 12.9 0.0 All 13.3 0.0 NB LT 4/ 4 13.3 0.0 1 73 180 All 15.9 0.0 1 2 j SB TR 2/ 3 15.9 0.0 39 4 2 39 4 2 Intersect. 13.5 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Main Street/Willson Ave Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Noon Case: Willson&Main Noon Exist PLUS 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 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 27 446 79 38 478 21 72 143 42 29 129 35 PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 %Heavy Vehicles 0 1 0 0 1 0 0 0 0 0 0 0 Lane Groups LTR LTR L TR LTR Arrival Type 3 3 3 3 3 RTOR Vol( h) 20 5 5 5 Peds/Hour 85 81 126 196 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- 5 --- F 5 --- 5 --- 5 Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP Green 70.0 40.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h EB LTR 1718 0.186 0.583 LTR 0.320 13.3 B 13.3 WB * LTR 1698 0.188 0.583 LTR 0.323 13.3 B 13.3 B NB L 316 0.078 0.333 L 0.234 30.7 C 31.7 C TR 523 0.118 0.333 TR 0.354 32.1 C SB * LTR 485 0.133 0.333 LTR 0.400 33.2 C 33.2 C Intersection:Delay= 18.9 sec/veh Int.LOS=B Xc-0.35 *Critical Lane Group :T(v/s)Crit=0.32 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Main Street/Willson Ave R Marvin 1/29/21 Noon Case: Willson&Main Noon Exist PLUS Queues Spillback in Per Lane Average Worst Lane 129 Lane Avg/Max Speed (% of Peak 35 �29 App Group (veh) (mph) Period) EB LTR 51 6 15.1 0.0 21 ��� —478 38 All 15.1 0.0 WB LTR 4/ 5 15.1 0.0 27 I� All 15.1 0.0 446 79 NB L 1 / 2 3.6 0.0 TR 3 / 6 12.8 0.0 t 72 42 143 All 10.7 0.0 2 SB LTR 4/ 5 10.0 0.0 69 4 2 39 4 2 All 10.0 0.0 Intersect. 13.3 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Main Street/Willson Ave Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak PM Case: Willson&Main PM Exist PLUS 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 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 35 461 107 49 539 29 137 182 40 28 193 29 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 %Heavy Vehicles 0 1 0 0 1 0 0 0 0 0 0 0 Lane Groups LTR LTR L TR LTR Arrival Type 3 3 3 3 3 RTOR Vol( h) 20 5 5 5 Peds/Hour 76 39 108 128 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- 5 --- F 5 --- 5 --- 5 Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP Green 65.0 45.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h EB LTR 1534 0.217 0.542 LTR 0.400 16.9 B 16.9 WB * LTR 1519 0.230 0.542 LTR 0.424 17.2 B 17.2 B NB L 345 0.156 0.375 L 0.417 31.5 C 30.1 C TR 599 0.143 0.375 TR 0.382 29.2 C SB * LTR 572 0.168 0.375 LTR 0.449 30.7 C 30.7 C Intersection:Delay=21.5 sec/veh Int.LOS=C Xc-0.43 *Critical Lane Group :T(v/s)Crit=0.40 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Main Street/Willson Ave R Marvin 1/29/21 Peak PM Case: Willson&Main PM Exist PLUS Queues Spillback in Per Lane Average Worst Lane 193 Lane Avg/Max Speed (% of Peak 29 �28 App Group (veh) (mph) Period) EB LTR 6/ 7 13.9 0.0 L 29 ��� —539 49 All 13.9 0.0 WB LTR 6/ 8 12.3 0.0 3 5 I� All 12.3 0.0 461 107 NB L 3 / 6 3.4 0.0 TR 51 6 11.5 0.0 1 137 40 182 All 9.1 0.0 SB LTR 51 6 9.1 0.0 64 4 2 44 , 4 2 All 9.1 0.0 Intersect. 11.4 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Babcock St/Willson Ave Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Noon Case: Willson&BabcockNoon Exist PLUS 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 2 2 LT 12.0 TR 12.0 WB 0 0 NB 2 1 T 12.0 R 12.0 SB 2 1 L 12.0 T 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 24 384 54 0 0 0 0 227 196 66 218 0 PHF 0.96 0.96 0.96 0.90 0.90 0.90 0.90 0.96 0.96 0.96 0.96 0.90 %Heavy Vehicles 1 1 1 2 2 2 2 1 0 0 1 2 Lane Groups LTR T R L T Arrival Type 3 3 3 3 3 RTOR Vol( h) 10 0 75 0 Peds/Hour 6 33 30 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB NB TP SB LT Green 50.0 60.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L EB * LTR 1456 0.135 0.417 LTR 0.323 24.2 C 24.2 C NB * T 941 0.125 0.500 T 0.251 17.8 B 17.4 B R 783 0.080 0.500 R 0.161 16.8 B SB L 535 0.064 0.500 L 0.129 16.5 B 17.4 B T 941 0.121 0.500 T 0.241 17.7 B Intersection:Delay=20.2 sec/veh Int.LOS=C Xc-0.28 *Critical Lane Group :T(v/s)Crit=0.26 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Babcock St/Willson Ave R Marvin 1/29/21 Noon Case: Willson&i BabcockNoon Exist PLUS Queues Spillback in Per Lane Average Worst Lane 218 Lane Avg/Max Speed (% of Peak 66 App Group (veh) (mph) Period) 1 EB LTR 51 5 12.0 0.0 All 12.0 0.0 24 All 16.5 0.0 384 � I 54 NB T 4/ 6 16.8 0.0 1 R 1 / 2 14.6 0.0 196 227 All 11.8 0.0 SB L 1 / 3 5.7 0.0 1 2 T 4/ 5 12.9 0.0 2 l 49 4 2 59 4 2 Intersect. 13.2 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Babcock St/Willson Ave Area Type:Non CBD R Marvin 11/16/20 Analysis Duration: 15 mins. Peak PM Case: Willson&Babcock PM Exist PLUS 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 2 2 LT 12.0 TR 12.0 WB 0 0 NB 2 1 T 12.0 R 12.0 SB 2 1 L 12.0 T 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 33 349 52 0 0 0 0 302 220 85 262 0 PHF 0.95 0.95 0.95 0.90 0.90 0.90 0.90 0.95 0.95 0.95 0.95 0.90 %Heavy Vehicles 1 1 1 2 2 2 2 1 0 0 1 2 Lane Groups LTR T R L T Arrival Type 3 3 3 3 3 RTOR Vol( h) 20 0 75 0 Peds/Hour 8 24 32 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB NB TP SB LT Green 50.0 60.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L EB * LTR 1459 0.125 0.417 LTR 0.299 23.8 C 23.8 C NB * T 941 0.169 0.500 T 0.338 19.0 B 18.4 B R 782 0.098 0.500 R 0.196 17.2 B SB L 463 0.096 0.500 L 0.192 17.5 B 18.2 B T 941 0.147 0.500 T 0.293 18.4 B Intersection:Delay=20.2 sec/veh Int.LOS=C Xc-0.32 *Critical Lane Group :T(v/s)Crit=0.29 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Babcock St/Willson Ave R Marvin 11/16/20 Peak PM Case: Willson&Babcock PM Exist PLUS Queues Spillback in Per Lane Average Worst Lane 262 Lane Avg/Max Speed (% of Peak 85 App Group (veh) (mph) Period) 1 EB LTR 4/ 5 12.7 0.0 All 12.7 0.0 33 All 14.7 0.0 349 52 NB T 51 7 14.8 0.0 1 R 2/ 2 14.2 0.0 1220 302 All 11.4 0.0 SB L 2/ 4 3.5 0.0 1 2 T 4/ 7 13.7 0.0 2 l 49 4 2 59 4 2 Intersect. 13.0 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Mendenhall St/Rouse Ave Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Noon Case: Mendenhall&Rouse Noon Exist PLUS 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 0 1 WB 1 2 LTR 12.0 NB 2 1 L 12.0 TR 12.0 SB 2 1 L 12.0 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 0 0 5 200 63 97 303 10 64 267 136 PHF 0.90 0.90 0.90 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 %Heavy Vehicles 2 2 2 1 1 1 1 1 1 1 1 1 Lane Groups LTR L TR L TR Arrival Type 3 3 3 3 3 RTOR Vol( h) 0 2 0 35 Peds/Hour 11 8 10 6 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB WB LTP NB LTP SB LTP Green 40.0 70.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L WB * LTR 602 0.153 0.333 LTR 0.460 31.7 C 31.7 NB L 514 0.115 0.583 L 0.196 12.6 B 13.2 B TR 1091 0.174 0.583 TR 0.299 13.3 B SB L 562 0.070 0.583 L 0.119 11.6 B 13.8 B * TR 1048 0.213 0.583 TR 0.365 14.2 B Intersection:Delay= 17.9 sec/veh Int.LOS=B Xc-0.40 *Critical Lane Group :T(v/s)Crit=0.37 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Mendenhall St/Rouse Ave R Marvin 1/29/21 Noon Case: Mendenhall&Rouse Noon Exist PLUS Queues Spillback in Per Lane Average Worst Lane 267 Lane Avg/Max Speed (% of Peak 136 64 App Group (veh) (mph) Period) 63 11 200 All 9.5 0.0 5 WB LTR 6/ 6 9.5 0.0 I� All 13.9 0.0 NB L 1 / 2 7.4 0.0 TR 51 7 14.6 0.0 t 97 10 303 All 15.5 0.0 SB L 1 / 1 11.2 0.0 1 _ 2 TR 51 7 16.1 0.0 39 4 2 69 I 4 2 Intersect. 13.0 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary ExistingPlus Site Traffic Mendenhall St/Rouse Ave Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak PM Case: Mendenhall Rouse PM Exist PLUS 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 0 1 WB 1 2 LTR 12.0 NB 2 1 L 12.0 TR 12.0 SB 2 1 L 12.0 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 0 0 12 214 126 1 369 14 86 333 124 PHF 0.90 0.90 0.90 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 %Heavy Vehicles 2 2 2 1 1 1 1 1 1 1 1 1 Lane Groups LTR L TR L TR Arrival Type 3 3 3 3 3 RTOR Vol( h) 0 30 0 45 Peds/Hour 22 17 5 19 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB WB LTP NB LTP SB LTP Green 40.0 70.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L WB * LTR 592 0.203 0.333 LTR 0.610 34.8 C 34.8 NB L 447 0.001 0.583 L 0.002 10.4 B 14.6 B TR 1090 0.231 0.583 TR 0.395 14.6 B SB L 474 0.119 0.583 L 0.205 12.8 B 14.9 B * TR 1061 0.255 0.583 TR 0.436 15.3 B Intersection:Delay=20.1 sec/veh Int.LOS=C Xc-0.50 *Critical Lane Group :T(v/s)Crit=0.46 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results ExistingPlus Site Traffic Mendenhall St/Rouse Ave R Marvin 1/29/21 Peak PM Case: Mendenhall Rouse PM Exist PLUS Queues Spillback in Per Lane Average Worst Lane 333 Lane Avg/Max Speed (% of Peak 124 116 App Group (veh) (mph) Period) 1 � 126 1 —214 All 8.4 0.0 12 WB LTR 9/ 10 8.4 0.0 I� All 14.0 0.0 NB L 0/ 0 0.0 0.0 TR 6/ 7 14.0 0.0 t 1 14 369 All 13.5 0.0 SB L 1 / 3 5.8 0.0 1 _ 2 TR 7/ 9 14.8 0.0 39 4 2 69 I 4 2 Intersect. 11.7 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary ExistingPlus Site Traffic Main Street/Rouse Ave Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Noon Case: Rouse&Main Noon Exist PLUS 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 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LTR 12.0 SB 2 1 L 12.0 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 66 339 28 10 462 158 39 182 28 150 53 57 PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 %Heavy Vehicles 1 1 0 0 1 1 0 1 1 1 0 1 Lane Groups LTR LTR LTR L TR Arrival Type 3 3 3 3 3 RTOR Vol( h) 5 40 5 15 Peds/Hour 80 35 155 88 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:14.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP LTP Green 48.0 16.0 42.0 0 Yellowl All Red 3.5 1.5 4.0 0.0 1 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L EB LTR 1003 0.181 0.400 LTR 0.454 27.9 C 27.9 C WB * LTR 1297 0.194 0.400 LTR 0.484 28.1 C 28.1 C NB * LTR 599 0.151 0.350 LTR 0.432 30.1 C 30.1 C SB L er 332 0.000 0.392 15.7 B * L ro 238 0.090 0.133 L 0.281 16.2 B TR 881 0.059 0.517 TR 0.115 14.9 B Intersection:Delay=26.3 sec/veh Int.LOS=C Xc-0.49 *Critical Lane Group :T(v/s)Crit=0.43 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results ExistingPlus Site Traffic Main Street/Rouse Ave R Marvin 1/29/21 Noon Case: Rouse&Main Noon Exist PLUS 91 Queues Spillback in Per Lane Average Worst Lane 53 Lane Avg/Max Speed (% of Peak 57 �150 App Group (veh) (mph) Period) EB LTR 6/ 8 7.3 0.0 L 158 —462 10 All 7.3 0.0 WB LTR 9/ 12 7.8 0.0 66 339 All 7.8 0.0 28 NB LTR 51 6 10.3 0.0 1 39 28 182 All 10.3 0.0 SB L 2/ 4 7.0 0.0 1 _ 2 3 , Ij1 , TR 2/ 4 18.1 0.0 47 4 2 16 4 041 411r 4 2 All 14.5 0.0 Intersect. 8.6 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Main Street/Rouse Ave Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak PM Case: Rouse &Main PM Exist PLUS 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 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LTR 12.0 SB 2 1 L 12.0 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 49 379 27 8 501 173 37 259 27 173 105 65 PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 %Heavy Vehicles 1 1 0 0 1 1 0 1 1 1 0 1 Lane Groups LTR LTR LTR L TR Arrival Type 3 3 3 3 3 RTOR Vol( h) 5 40 5 15 Peds/Hour 75 19 100 72 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:14.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP LTP Green 48.0 16.0 42.0 0 Yellowl All Red 3.5 1.5 4.0 0.0 1 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L EB LTR 1036 0.200 0.400 LTR 0.499 28.7 C 28.7 C WB * LTR 1306 0.226 0.400 LTR 0.565 29.7 C 29.7 C NB * LTR 609 0.210 0.350 LTR 0.601 33.3 C 33.3 C SB L er 270 0.000 0.392 16.7 B * L ro 238 0.111 0.133 L 0.392 17.6 B TR 919 0.100 0.517 TR 0.194 15.6 B Intersection:Delay=27.6 sec/veh Int.LOS=C Xc-0.62 *Critical Lane Group :T(v/s)Crit=0.55 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Main Street/Rouse Ave R Marvin 1/29/21 Peak PM Case: Rouse &Main PM Exist PLUS Queues Spillback in Per Lane Average Worst Lane 105 Lane Avg/Max Speed (% of Peak 65 173 App Group (veh) (mph) Period) EB LTR 7/ 10 7.8 0.0 L 173 —501 8 All 7.8 0.0 WB LTR 10/ 13 7.6 0.0 49 379 All 7.6 0.0 27 NB LTR 8/ 9 8.6 0.0 t 37 27 259 All 8.6 0.0 SB L 3 / 5 6.2 0.0 1 _ 2 3 , Ij1 , TR 3 / 4 16.8 0.0 47 4 2 16 4 041 411r 4 2 All 13.5 0.0 Intersect. 8.6 SIG/Cinema v3.08 Page 2 Marvin&Associates . . . . General Information Site Information Analyst R Marvin Intersection Babcock&Rouse Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/21 East/West Street Babcock Street Analysis Year 2017 North/South Street Rouse Avenue Time Analyzed Noon Existing Plus Site Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description North Central Lanes ■ Y � IItyt1r Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L MR U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume(veh/h) 214 284 17 21 4 55 49 Percent Heavy Vehicles(%) 2 2 2 2 2 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 4.1 6.5 6.9 7.5 6.5 Critical Headway(sec) 4.14 6.54 6.94 7.54 6.54 Base Follow-Up Headway(sec) 2.2 4.0 3.3 3.5 4.0 Follow-Up Headway(sec) 2.22 4.02 3.32 3.52 4.02 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 238 28 116 Capacity,c(veh/h) 1581 268 256 We Ratio 0.15 0.10 0.45 95%Queue Length,Qgs(veh) 0.5 0.3 2.2 Control Delay(s/veh) 7.7 20.0 30.1 H I Level of Service(LOS) A C D Approach Delay(s/veh) 3.3 20.0 30.1 Approach LOS C D Copyright©2021 University of Florida.All Rights Reserved. HCSM TWSC Version 7.8 Generated:1/29/2021 2:51:29 PM Babcock&Rouse Noon Exist Plus.xtw Pedestrian Level of Service Flow(ped/hr) 12 21 14 Two-Stage Crossing No No No Pedestrian Platooning No No No Conflicting Vehicular Flow(veh/h) 572 Average Delay(s) 3.0 0.3 0.6 Level of Service(LOS) A A A Copyright©2021 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:1/29/2021 2:51:29 PM Babcock&Rouse Noon Exist Plus.xtw . . . . General Information Site Information Analyst R Marvin Intersection Babcock&Rouse Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/21 East/West Street Babcock Street Analysis Year 2017 North/South Street Rouse Avenue Time Analyzed PM Existing Plus Site Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description North Central Lanes ■ Y � IItyt1r Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L MR U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume(veh/h) 275 387 16 43 8 40 89 Percent Heavy Vehicles(%) 2 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 4.1 6.5 6.9 7.5 6.5 Critical Headway(sec) 4.14 6.50 6.90 7.50 6.50 Base Follow-Up Headway(sec) 2.2 4.0 3.3 3.5 4.0 Follow-Up Headway(sec) 2.22 4.00 3.30 3.50 4.00 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 306 57 143 Capacity,c(veh/h) 1613 192 165 We Ratio 0.19 0.29 0.87 95%Queue Length,Qgs(veh) 0.7 1.2 6.1 Control Delay(s/veh) 7.8 31.3 94.3 H I I Level of Service(LOS) A D F Approach Delay(s/veh) 3.4 31.3 94.3 Approach LOS D F Copyright©2021 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:1/29/2021 2:52:50 PM Babcock&Rouse PM Exist Plus.xtw Pedestrian Level of Service Flow(ped/hr) 35 3 3 Two-Stage Crossing No No No Pedestrian Platooning No No No Conflicting Vehicular Flow(veh/h) 753 Average Delay(s) 4.4 0.7 0.8 Level of Service(LOS) A A A Copyright©2021 University of Florida.All Rights Reserved. HCS1H TWSC Version 7.8 Generated:1/29/2021 2:52:50 PM Babcock&Rouse PM Exist Plus.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Main Street/Church Ave Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Noon Case: Church&Main Noon Exist PLUS 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 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LTR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 22 457 39 28 561 28 48 55 38 6 12 17 PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 %Heavy Vehicles 0 1 0 0 1 0 0 0 0 0 0 0 Lane Groups LTR LTR LTR LTR Arrival Type 3 3 3 3 RTOR Vol( h) 5 0 5 0 Peds/Hour 24 16 72 59 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP Green 70.0 40.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h EB LTR 1868 0.172 0.583 LTR 0.296 13.0 B 13.0 WB * LTR 1878 0.206 0.583 LTR 0.353 13.6 B 13.6 B NB * LTR 527 0.092 0.333 LTR 0.277 30.7 C 30.7 C SB LTR 552 0.022 0.333 LTR 0.067 27.5 C 27.5 C Intersection:Delay= 15.5 sec/veh Int.LOS=B Xc-0.33 *Critical Lane Group :T(v/s)Crit=0.30 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Main Street/Church Ave R Marvin 1/29/21 Noon Case: Church&Main Noon Exist PLUS Queues Spillback in Per Lane Average Worst Lane 12 Lane Avg/Max Speed (% of Peak 17 � 6 App Group (veh) (mph) Period) EB LTR 51 5 15.0 0.0 L 28 —5 61 ,;-- 28 All 15.0 0.0 WB LTR 51 6 13.8 0.0 22 457 All 13.8 0.0 39 NB LTR 3 / 4 12.5 0.0 t 48 38 55 All 12.5 0.0 2 SB LTR 1 / 1 10.9 0.0 69 4 2 39 ' I 1 I ' 4 2 All 10.9 0.0 Intersect. 14.0 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Existing Plus Site Traffic Main Street/Church Ave Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak PM Case: Church&Main PM Exist PLUS 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 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LTR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 30 494 56 46 616 34 67 75 55 18 28 15 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles 0 1 0 0 1 0 0 0 0 0 0 0 Lane Groups LTR LTR LTR LTR Arrival Type 3 3 3 3 RTOR Vol( h) 5 5 10 0 Peds/Hour 26 11 46 42 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP Green 70.0 40.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h EB LTR 1802 0.207 0.583 LTR 0.355 13.7 B 13.7 WB * LTR 1777 0.252 0.583 LTR 0.432 14.7 B 14.7 B NB * LTR 520 0.133 0.333 LTR 0.398 33.0 C 33.0 C SB LTR 538 0.042 0.333 LTR 0.126 28.3 C 28.3 C Intersection:Delay= 17.1 sec/veh Int.LOS=B Xc-0.42 *Critical Lane Group :T(v/s)Crit=0.38 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Existing Plus Site Traffic Main Street/Church Ave R Marvin 1/29/21 Peak PM Case: Church&Main PM Exist PLUS Queues Spillback in Per Lane Average Worst Lane 28 Lane Avg/Max Speed (% of Peak 15 18 App Group (veh) (mph) Period) 1 EB LTR 51 6 15.8 0.0 L 34 4�� —616 46 All 15.8 0.0 WB LTR 6/ 8 13.9 0.0 3 0 494 All 13.9 0.0 56 NB LTR 4/ 5 10.9 0.0 t 67 55 75 All 10.9 0.0 2 SB LTR 2/ 2 8.8 0.0 69 4 2 39 4 2 All 8.8 0.0 Intersect. 13.7 SIG/Cinema v3.08 Page 2 Marvin&Associates . . . . General Information Site Information Analyst R Marvin Intersection Willson&Villard Agency/Co. Marvin&Assoc Jurisdiction City of Bozeman Date Performed 1/29/21 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 J41J.+ i_ l. 0 } rt r n11411Yr rr* 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 9 5 6 5 14 25 68 27 12 124 9 Percent Heavy Vehicles(%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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) 21 28 28 13 Capacity,c(veh/h) 617 735 1415 1485 v/c Ratio 0.03 0.04 0.02 0.01 95%Queue Length,Qqs(veh) 0.1 0.1 0.1 0.0 Control Delay(s/veh) 11.0 10.1 7.6 7.4 Level of Service(LOS) B B A A Approach Delay(s/veh) 11.0 10.1 1.7 0.7 Approach LOS B B Copyright©2021 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:1/29/2021 3:15:46 PM Willson&Villard Noon Exist Plus.xtw . . . . General Information Site Information Analyst R Marvin Intersection Willson&Villard Agency/Co. Marvin&Assoc Jurisdiction City of Bozeman Date Performed 1/29/21 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 J41J.+ i_ l. 0 } rt r n11411Yr rr* 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 15 9 4 9 8 23 146 23 11 124 10 Percent Heavy Vehicles(%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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) 36 23 26 12 Capacity,c(veh/h) 570 597 1414 1384 v/c Ratio 0.06 0.04 0.02 0.01 95%Queue Length,Qqs(veh) 0.2 0.1 0.1 0.0 Control Delay(s/veh) 11.7 Ed 7.6 7.6 Level of Service(LOS) B A A Approach Delay(s/veh) 11.7 11.3 1.0 0.6 Approach LOS B B Copyright©2021 University of Florida.All Rights Reserved. HCSYN TWSC Version 7.8 Generated:1/29/2021 3:18:23 PM Willson&Villard PM Exist Plus.xtw . . . . General Information Site Information Analyst R Marvin Intersection Willson&Beal Street Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/21 East/West Street Beall Street Analysis Year 2017 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 } rt r n11411Yr rr* Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L [121 U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 4 11 19 15 8 110 7 3 99 3 Percent Heavy Vehicles(%) 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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) 38 37 9 3 Capacity,c(veh/h) 734 624 1462 1406 v/c Ratio 0.05 0.06 0.01 0.00 95%Queue Length,Qqs(veh) 0.2 0.2 0.0 0.0 Control Delay(s/veh) 10.2 11.1 7.5 7.6 Level of Service(LOS) B B A A Approach Delay(s/veh) 10.2 11.1 0.5 0.2 Approach LOS B B Copyright©2021 University of Florida.All Rights Reserved. HCSM TWSC Version 7.8 Generated:1/29/2021 3:05:36 PM Willson&Beall Noon Exist Plus.xtw . . . . General Information Site Information Analyst R Marvin Intersection Willson&Beal Street Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/21 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 J41J.+ i_ l. 0 } rt r n11411Yr rr* Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L [121 U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 2 12 17 8 4 186 7 2 103 2 Percent Heavy Vehicles(%) 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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 26 4 2 Capacity,c(veh/h) 657 535 1431 1291 v/c Ratio 0.05 0.05 0.00 0.00 95%Queue Length,Qqs(veh) 0.2 0.2 0.0 0.0 Control Delay(s/veh) 10.8 12.1 7.5 7.8 Level of Service(LOS) B B A A Approach Delay(s/veh) 10.8 12.1 0.2 0.2 Approach LOS B B Copyright©2021 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:1/29/2021 3:08:26 PM Willson&Beall PM Exist Plus.xtw . . . . General Information Site Information Analyst R Marvin Intersection Tracy&Villard Agency/Co. Marvin&Assoc Jurisdiction City of Bozeman Date Performed 1/29/21 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 } rt r n11411Yr rr* 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 13 32 3 14 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 I 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) 52 20 9 2 Capacity,c(veh/h) 887 739 1529 1546 v/c Ratio 0.06 0.03 0.01 0.00 95%Queue Length,Qgs(veh) 0.2 0.1 0.0 0.0 Control Delay(s/veh) 9.3 10.0 7.4 7.3 Level of Service(LOS) A B A A Approach Delay(s/veh) 9.3 10.0 0.9 0.2 Approach LOS A B Copyright©2021 University of Florida.All Rights Reserved. HCSYN TWSC Version 7.8 Generated:1/29/2021 3:00:55 PM Tracy&Villard Noon Exist Plus.xtw . . . . General Information Site Information Analyst R Marvin Intersection Tracy&Villard Agency/Co. Marvin&Assoc Jurisdiction City of Bozeman Date Performed 1/29/21 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 } rt r n11411Yr rr* 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 21 29 3 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 I 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) 62 17 9 1 Capacity,c(veh/h) 833 725 1525 1524 v/c Ratio 0.07 0.02 0.01 0.00 95%Queue Length,Qgs(veh) 0.2 0.1 0.0 0.0 Control Delay(s/veh) 9.7 10.1 7.4 7.4 Level of Service(LOS) A B A A Approach Delay(s/veh) 9.7 10.1 0.8 0.1 Approach LOS A B Copyright©2021 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:1/29/2021 3:12:04 PM Tracy&Villard PM Exist Plus.xtw . . . . General Information Site Information Analyst R Marvin Intersection Tracy&Beal Street Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/21 East/West Street Beall Street Analysis Year 2017 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 J41J.+ i_ l. 0 } rt r n11411Yr rr* 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 5 11 4 10 5 9 59 4 4 55 18 Percent Heavy Vehicles(%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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) 20 21 10 4 Capacity,c(veh/h) 861 768 1524 1530 v/c Ratio 0.02 0.03 0.01 0.00 95%Queue Length,Qqs(veh) 0.1 0.1 0.0 0.0 Control Delay(s/veh) 9.3 9.8 7.4 7.4 Level of Service(LOS) A A A A Approach Delay(s/veh) 9.3 9.8 1.0 0.4 Approach LOS A A Copyright©2021 University of Florida.All Rights Reserved. HCSU9 TWSC Version 7.8 Generated:1/29/2021 2:55:59 PM Tracy&Beall Noon Exist Plus.xtw . . . . General Information Site Information Analyst R Marvin Intersection Tracy&Beal Street Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/21 East/West Street Beall Street Analysis Year 2017 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 J41J.+ i_ l. 0 } rt r n11411Yr rr* 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 11 8 4 10 5 8 74 4 3 52 11 Percent Heavy Vehicles(%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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) 28 21 9 3 Capacity,c(veh/h) 779 758 1533 1511 v/c Ratio 0.04 0.03 0.01 0.00 95%Queue Length,Qqs(veh) 0.1 0.1 0.0 0.0 Control Delay(s/veh) 9.8 9.9 7.4 7.4 Level of Service(LOS) A A A A Approach Delay(s/veh) 9.8 9.9 0.7 0.4 Approach LOS A A Copyright©2021 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:1/29/2021 2:58:01 PM Tracy&Beall PM Exist Plus.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Mitgation WB Right Lane Duraton Road/N 7th Avenue Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. PM Hour Existing Plus Case: N 7TH&DURSTON PM EXIST PLUS WB RT 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 2 1 L 12.0 LTR 12.0 WB 2 1 LT 12.0 R 12.0 NB 3 2 L 12.0 T 12.0 TR 12.0 SB 4 2 L 12.0 T 12.0 T 12.0 R 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 198 207 51 22 187 88 108 761 2 83 517 142 PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 %Heavy Vehicles 1 1 1 1 1 1 1 3 1 1 3 1 Lane Groups L LTR LT R L TR L T R Arrival Type 3 3 3 3 3 3 3 3 3 RTOR Vol( h) 20 45 0 45 Peds/Hour 10 4 6 10 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 110.0 Sec Lost Time Per Cycle:19.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP R NB L LTP SB L LTP Green 28.0 20.0 6.0 37.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 1 4.0 0.0 1 3.5 1.5 Capacity Analysis Results ApproachdD Lane Cap v/s g/C Lane v/c Delay Delay A h i i Ratio h L h EB L 455 0.119 0.255 L 0.468 35.0 C 35.7 * LTR 469 0.139 0.255 LTR 0.546 36.3 D WB * LT 340 0.120 0.182 LT 0.662 45.7 D 43.0 D R 434 0.029 0.273 R 0.106 30.0 C NB L er 211 0.034 0.382 33.6 C * L ro 97 0.054 0.055 L 0.377 23.2 C * TR 1178 0.234 0.336 TR 0.696 35.0 D SB L er ill 0.000 0.382 29.4 C L ro 97 0.050 0.055 L 0.428 27.5 C T 1179 0.159 0.336 T 0.472 30.1 C R 530 0.066 0.336 R 0.196 26.8 C Intersection:Delay=33.7 sec/veh Int.LOS=C XC=0.66 *Critical Lane Group :T(v/s)Crit=0.55 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Mitgation WB Right Lane Durston Road/N 7th Avenue R Marvin 1/29/21 PM Hour Existing Plus Case: N 7TH&DURSTON PM EXIST PLUS WB Queues Spillback in Per Lane Average Worst Lane 517 Lane Avg/Max Speed (% of Peak 142 1 83 App Group (veh) (mph) Period) EB L 51 6 5.8 0.0 LTR 7/ 8 9.9 0.0 1 88 — 187 22 L All 8.4 0.0 WB LT 6/ 8 7.4 0.0 198 1 R 1 / 2 20.9 0.0 207 I� All 9.1 0.0 51 NB L 3 / 5 7.2 0.0 TR 9/ 10 9.7 0.0 t 108 2 761 All 9.5 0.0 SB L 2/ 4 3.8 0.0 1 2 3 4 T 6/ 9 10.2 0.0 R 1 / 2 16.6 0.0 27 42 19 4 2 6 4 0 36 ' tl ' 4 All 9.5 0.0 Intersect. 9.2 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE APPENDIX B-3 Future Capacity Calculations NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Future Traffic Mendenhall St/Willson Ave Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak PM Hour Case: Mendenhall&Willson PM FUTURE 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 0 0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LT 12.0 SB 1 1 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 0 0 136 461 35 81 196 0 0 153 43 PI-IF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 Lane Groups LTR LT TR Arrival Type 3 3 3 RTOR Vol( h) 0 5 0 5 Peds/Hour 15 30 5 45 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 90.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB WB LTP NB LT SB TP Green 40.0 40.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h WB * LTR 1537 0.201 0.444 LTR 0.453 18.4 B 18.4 NB * LT 696 0.197 0.444 LT 0.443 19.3 B 19.3 B SB TR 801 0.118 0.444 TR 0.265 16.5 B 16.5 B Intersection:Delay= 18.3 sec/veh Int.LOS=B Xc-0.45 *Critical Lane Group :T(v/s)Crit=0.40 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Future Traffic Mendenhall St/Willson Ave R Marvin 1/29/21 Peak PM Hour Case: Mendenhall&Willson PM FUTURE Queues Spillback in Per Lane Average Worst Lane 153 Lane Avg/Max Speed (% of Peak 43 App Group (veh) (mph) Period) L 35 —461 ;-- 136 All 13.4 0.0 WB LTR 6/ 7 13.4 0.0 All 12.9 0.0 NB LT 4/ 5 12.9 0.0 1 81 196 All 15.6 0.0 1 2 j SB TR 3 / 3 15.6 0.0 39 4 2 39 I 4 2 Intersect. 13.6 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Future Traffic Main Street/Willson Ave Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak PM Case: Willson&Main PM FUTURE 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 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 38 580 118 55 593 31 151 210 45 31 207 38 PI-IF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 %Heavy Vehicles 0 1 0 0 1 0 0 0 0 0 0 0 Lane Groups LTR LTR L TR LTR Arrival Type 3 3 3 3 3 RTOR Vol( h) 20 5 5 5 Peds/Hour 76 39 108 128 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- 5 --- F 5 --- 5 --- 5 Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP Green 65.0 45.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results ApproachdB Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h EB * LTR 1535 0.266 0.542 LTR 0.491 18.3 B 18.3 WB LTR 1466 0.262 0.542 LTR 0.484 18.2 B 18.2 B NB L 329 0.181 0.375 L 0.483 33.6 C 31.6 C TR 599 0.165 0.375 TR 0.439 30.4 C SB * LTR 564 0.190 0.375 LTR 0.507 32.2 C 32.2 C Intersection:Delay=22.7 sec/veh Int.LOS=C Xc-0.50 *Critical Lane Group :T(v/s)Crit=0.46 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Future Traffic Main Street/Willson Ave R Marvin 1/29/21 Peak PM Case: Willson&Main PM FUTURE Queues Spillback in Per Lane Average Worst Lane 207 Lane Avg/Max Speed (% of Peak 38 31 App Group (veh) (mph) Period) 1 EB LTR 8 / 10 11.2 0.0 L 31 ��� —593 55 All 11.2 0.0 WB LTR 6/ 9 12.1 0.0 3 8 I� All 12.1 0.0 580 118 NB L 4/ 9 2.4 1.1 TR 6/ 9 10.5 0.0 1 151 45 210 All 7.7 1.1 1 2 SB LTR 6/ 7 8.4 0.0 - - 64 4 2 44 , 4 2 All 8.4 0.0 Intersect. 10.1 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Future Traffic Babcock St/Willson Ave Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak PM Case: Willson&Babcock PM FUTURE 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 2 2 LT 12.0 TR 12.0 WB 0 0 NB 2 1 T 12.0 R 12.0 SB 2 1 L 12.0 T 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 35 366 55 0 0 0 0 331 231 90 261 0 PI-IF 0.95 0.95 0.95 0.90 0.90 0.90 0.90 0.95 0.95 0.95 0.95 0.90 %Heavy Vehicles 1 1 1 2 2 2 2 1 0 0 1 2 Lane Groups LTR T R L T Arrival Type 3 3 3 3 3 RTOR Vol( h) 20 0 75 0 Peds/Hour 8 24 32 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB NB TP SB LT Green 50.0 60.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L EB * LTR 1458 0.131 0.417 LTR 0.315 24.1 C 24.1 C NB * T 941 0.185 0.500 T 0.370 19.5 B 18.8 B R 782 0.105 0.500 R 0.210 17.4 B SB L 438 0.108 0.500 L 0.217 18.0 B 18.3 B T 941 0.146 0.500 T 0.292 18.4 B Intersection:Delay=20.5 sec/veh Int.LOS=C Xc-0.34 *Critical Lane Group :T(v/s)Crit=0.32 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Future Traffic Babcock St/Willson Ave R Marvin 1/29/21 Peak PM Case: Willson&Babcock PM FUTURE Queues Spillback in Per Lane Average Worst Lane 261 Lane Avg/Max Speed (% of Peak 90 App Group (veh) (mph) Period) EB LTR 51 6 11.2 0.0 All 11.2 0.0 35 All 13.5 0.0 366 55 NB T 7/ 9 13.5 0.0 1 r R 2/ 3 12.9 0.0 1 331 All 11.2 0.0 SB L 2/ 5 3.3 0.0 1 2 T 5 / 7 13.6 0.0 2 l 49 4 2 59 4 2 Intersect. 12.0 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Future Traffic Mendenhall St/Rouse Ave Area Type: CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak PM Case: Mendenhall Rouse PM FUTURE 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 0 1 WB 3 2 L 12.0 T 12.0 R 12.0 NB 2 1 L 12.0 TR 12.0 SB 3 1 L 12.0 T 12.0 R 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 0 0 0 13 225 132 106 387 15 108 362 134 PI-IF 0.90 0.90 0.90 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 %Heavy Vehicles 2 2 2 1 1 1 1 1 1 1 1 1 Lane Groups L T R L TR L T R Arrival Type 3 3 3 3 3 3 3 3 RTOR Vol( h) 0 80 0 55 Peds/Hour 22 17 5 19 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB WB LTP NB LTP SB LTP Green 40.0 70.0 0 Yellowl All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h) Ratio Ratioi h L h L WB L 518 0.010 0.333 L 0.029 26.9 C 30.7 C * T 564 0.149 0.333 T 0.449 31.6 R 458 0.042 0.333 R 0.127 27.9 C NB L 443 0.157 0.583 L 0.269 13.8 B 15.4 B * TR 981 0.269 0.583 TR 0.461 15.8 B SB L 411 0.172 0.583 L 0.294 14.4 B 14.3 B T 988 0.240 0.583 T 0.412 15.0 B R 820 0.063 0.583 R 0.109 11.4 B Intersection:Delay= 18.3 sec/veh Int.LOS=B Xc-0.46 *Critical Lane Group :T(v/s)Crit=0.42 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Future Traffic Mendenhall St/Rouse Ave R Marvin 1/29/21 Peak PM Case: Mendenhall Rouse PM FUTURE Queues Spillback in Per Lane Average Worst Lane 362 Lane Avg/Max Speed (% of Peak 134 �108 App Group (veh) (mph) Period) L 132 —225 � 13 All 11.1 0.0 WB L 0/ 1 9.5 0.0 T 6/ 9 11.2 0.0 I� R 2/ 3 10.7 0.0 All 12.9 0.0 NB L 1 / 3 7.3 0.0 TR 7/ 9 13.3 0.0 1 106 15 387 All 13.9 0.0 SB L 3 / 7 5.7 0.0 1 _ 2 T 51 8 15.9 0.0 R 1 / 2 21.4 0.0 39 4 2 69 , �Ir 4 2 Intersect. 12.7 SIG/Cinema v3.08 Page 2 Marvin&Associates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HCM Analysis Summary Future Traffic Main Street/Rouse Ave Area Type:Non CBD R Marvin 1/29/21 Analysis Duration: 15 mins. Peak PM Case: Rouse& Main PM FUTURE 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 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LTR 12.0 SB 2 1 L 12.0 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume( h) 52 397 28 8 528 181 39 272 28 193 110 68 PI-IF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 %Heavy Vehicles 1 1 0 0 1 1 0 1 1 1 0 1 Lane Groups LTR LTR LTR L TR Arrival Type 3 3 3 3 3 RTOR Vol( h) 5 40 5 15 Peds/Hour 75 19 100 72 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- --- --- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:14.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP LTP Green 48.0 16.0 42.0 0 Yellowl All Red 3.5 1.5 4.0 0.0 1 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay A h Ratio Ratio Ratio h L h L EB LTR 996 0.218 0.400 LTR 0.544 29.7 C 29.7 C WB * LTR 1305 0.238 0.400 LTR 0.596 30.4 C 30.4 C NB * LTR 608 0.221 0.350 LTR 0.632 34.2 C 34.2 C SB L er 262 0.000 0.392 17.0 B * L ro 238 0.124 0.133 L 0.444 18.1 B TR 917 0.105 0.517 TR 0.204 15.7 B Intersection:Delay=28.3 sec/veh Int.LOS=C Xc-0.66 *Critical Lane Group :T(v/s)Crit=0.58 SIG/Cinema v3.08 Marvin&Associates Page 1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NETSIM Summary Results Future Traffic Main Street/Rouse Ave R Marvin 1/29/21 Peak PM Case: Rouse &Main PM FUTURE Queues Spillback in Per Lane Average Worst Lane 110 Lane Avg/Max Speed (% of Peak 68 �193 App Group (veh) (mph) Period) EB LTR 7/ 13 6.8 0.0 L 181 —528 8 All 6.8 0.0 WB LTR 9/ 10 9.4 0.0 52 397 All 9.4 0.0 28 NB LTR 8/ 10 8.3 0.0 t 39 28 272 All 8.3 0.0 SB L 3 / 5 5.6 0.0 1 _ 2 3 , Ij1 , TR 3 / 5 17.3 0.0 47 4 2 16 4 041 411r 4 2 All 13.1 0.0 Intersect. 8.8 SIG/Cinema v3.08 Page 2 Marvin&Associates . . . . General Information Site Information Analyst R Marvin Intersection Mendenhall and Tracy Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/21 East/West Street Mendenhall St Analysis Year 2035 North/South Street Tracy Avenue Time Analyzed Peak PM Future Peak Hour Factor 0.88 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description VC Bozeman Hotel Lanes ■■■■■■& ■ 111L ■ �- ■ k rt C4 IItyt * 117 Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L 184 U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 0 0 0 0 0 1 0 0 1 0 Configuration LT LT TR Volume(veh/h) 33 25 75 36 60 Percent Heavy Vehicles(%) 1 1 1 1 1 Proportion Time Blocked q 1 Percent Grade(%) 0 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 4.1 7.5 6.5 6.5 6.9 Critical Headway(sec) 4.12 6.82 6.52 6.52 6.92 Base Follow-Up Headway(sec) 2.2 3.5 4.0 4.0 3.3 Follow-Up Headway(sec) 2.21 3.51 4.01 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 38 114 109 Capacity,c(veh/h) 1501 257 377 We Ratio 0.02 0.44 0.29 95%Queue Length,Qqs(veh) 0.1 2.1 1.2 Control Delay(s/veh) 7.5 29.6 18.4 Level of Service(LOS) A D C Approach Delay(s/veh) 0.5 29.6 18.4 Approach LOS D C Copyright©2021 University of Florida.All Rights Reserved. HCSM TWSC Version 7.8 Generated:1/29/2021 4:49:44 PM Mendenhall&Tracy PM Future.xtw . . . . General Information Site Information Analyst R Marvin Intersection Willson&Villard Agency/Co. Marvin&Assoc Jurisdiction City of Bozeman Date Performed 1/29/21 East/West Street Villard Street Analysis Year 2036 North/South Street Willson Avenue Time Analyzed PM Future Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes J41J.+ i_ l. 0 } rt r n11411Yr rr* 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 16 9 4 9 8 23 153 23 11 130 10 Percent Heavy Vehicles(%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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) 37 23 26 12 Capacity,c(veh/h) 554 584 1399 1375 v/c Ratio 0.07 0.04 0.02 0.01 95%Queue Length,Qqs(veh) 0.2 0.1 0.1 0.0 Control Delay(s/veh) 12.0 Ed 7.6 7.6 Level of Service(LOS) B A A Approach Delay(s/veh) 12.0 11.4 1.0 0.6 Approach LOS B B Copyright©2021 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:1/30/2021 1:50:09 PM Willson&Villard PM Future.xtw . . . . General Information Site Information Analyst R Marvin Intersection Willson&Beal Street Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/21 East/West Street Beall Street Analysis Year 2036 North/South Street Willson Avenue Time Analyzed PM Future Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North central Lanes J41J.+ i_ l. 0 } rt r n11411Yr rr* Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L [121 U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR Volume(veh/h) 2 13 18 8 4 194 7 30 108 2 Percent Heavy Vehicles(%) 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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) 36 66 4 33 Capacity,c(veh/h) 593 584 1414 1277 v/c Ratio 0.06 0.11 0.00 0.03 95%Queue Length,Qqs(veh) 0.2 0.4 0.0 0.1 Control Delay(s/veh) 11.5 11.9 7.6 7.9 Level of Service(LOS) B B A A Approach Delay(s/veh) 11.5 11.9 0.2 1.9 Approach LOS B B Copyright©2021 University of Florida.All Rights Reserved. HCSTK TWSC Version 7.8 Generated:1/29/2021 5:02:53 PM Willson&Beall PM Future.xtw . . . . General Information Site Information Analyst R Marvin Intersection Tracy&Villard Agency/Co. Marvin&Assoc Jurisdiction City of Bozeman Date Performed 1/29/21 East/West Street Villard Street Analysis Year 2036 North/South Street Tracy Avenue Time Analyzed PM Future Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes } rt r n11411Yr rr* 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 29 3 12 1 10 72 6 1 58 2 Percent Heavy Vehicles(%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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) 63 18 11 1 Capacity,c(veh/h) 821 713 1520 1519 v/c Ratio 0.08 0.02 0.01 0.00 95%Queue Length,Qgs(veh) 0.3 0.1 0.0 0.0 Control Delay(s/veh) 9.8 10.2 7.4 7.4 Level of Service(LOS) A B A A Approach Delay(s/veh) 9.8 10.2 0.9 0.1 Approach LOS A B Copyright©2021 University of Florida.All Rights Reserved. HCSUI TWSC Version 7.8 Generated:1/29/2021 4:59:33 PM Tracy&Villard PM Future.xtw . . . . General Information Site Information Analyst R Marvin Intersection Tracy&Beal Street Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/21 East/West Street Beall Street Analysis Year 2035 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 J41J.+ i_ l. 0 } rt r n11411Yr rr* 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 40 69 4 11 5 46 78 4 3 55 11 Percent Heavy Vehicles(%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I 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) 127 22 51 3 Capacity,c(veh/h) 788 639 1528 1506 v/c Ratio 0.16 0.03 0.03 0.00 95%Queue Length,Qqs(veh) 0.6 0.1 0.1 0.0 Control Delay(s/veh) 10.4 10.8 7.4 7.4 Level of Service(LOS) B B A A Approach Delay(s/veh) 10.4 10.8 2.8 0.3 Approach LOS B B Copyright©2021 University of Florida.All Rights Reserved. HCSTK TWSC Version 7.8 Generated:1/29/2021 4:57:17 PM Tracy&Beall PM Future.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE APPENDIX 6-4 Garage Accesses Future Capacity . . . . General Information Site Information Analyst R Marvin Intersection Villard &Access A Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/21 East/West Street Villard Street Analysis Year 2035 North/South Street Garage Access A Time Analyzed Peak Noon Hour Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description North Central Lanes ■■■■■■& ■ 111L ■ �- ■ k rt C4 IitYt * 17 Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L MR U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 0 1 0 0 0 0 Configuration TR LT LR Volume(veh/h) 10 6 36 6 10 Percent Heavy Vehicles(%) 00 0 Proportion Time Blocked 4 Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 4.1 7.1 6.2 Critical Headway(sec) 4.10 6.40 6.20 Base Follow-Up Headway(sec) 2.2 3.5 3.3 Follow-Up Headway(sec) 2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 39 17 Capacity,c(veh/h) 1613 972 We Ratio 0.02 0.02 95%Queue Length,Qgs(veh) 0.1 0.1 Control Delay(s/veh) 7.3 8.8 Level of Service(LOS) A A Approach Delay(s/veh) 4.5 8.8 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCSTK TWSC Version 7.8 Generated:1/29/2021 5:11:50 PM Villard Access A Noon Future.xtw . . . . General Information Site Information Analyst R Marvin Intersection Villard &Access A Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/21 East/West Street Villard Street Analysis Year 2035 North/South Street Garage Access A Time Analyzed Peak PM Hour Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description North Central Lanes ■■■■■■& ■ 111L ■ �- ■ k rt C4 IitYt * 17 Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L IR U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 0 1 0 0 0 0 Configuration TR LT LR Volume(veh/h) 26 3 36 6 10 Percent Heavy Vehicles(%) 00 0 Proportion Time Blocked 4 Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 4.1 7.1 6.2 Critical Headway(sec) 4.10 6.40 6.20 Base Follow-Up Headway(sec) 2.2 3.5 3.3 Follow-Up Headway(sec) 2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 39 17 Capacity,c(veh/h) 1594 957 We Ratio 0.02 0.02 95%Queue Length,Qgs(veh) 0.1 0.1 Control Delay(s/veh) 7.3 8.8 Level of Service(LOS) A A Approach Delay(s/veh) 5.1 8.8 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:1/29/2021 5:13:48 PM Villard Access A PM Future.xtw . . . . General Information Site Information Analyst R Marvin Intersection Access B1 &Tracy Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 2/3/21 East/West Street Access 131 Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed Future Noon Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes 1 � f nimmeY t v IF Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L MR U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume(veh/h) 6 13 3 82 89 25 Percent Heavy Vehicles(%) 3 3 3 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.43 6.23 4.13 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 21 3 Capacity,c(veh/h) 869 1457 v/c Ratio 0.02 0.00 95%Queue Length,Qqs(veh) 0.1 0.0 Control Delay(s/veh) 9.2 j I I 7.5 Level of Service(LOS) I A A Approach Delay(s/veh) 9.2 0.3 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCSM TWSC Version 7.8 Generated:2/3/2021 4:34:30 PM Access 131 Tracy Noon Future.xtw . . . . General Information Site Information Analyst R Marvin Intersection Access B1 &Tracy Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 2/3/21 East/West Street Access 131 Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed Future PM Hour Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes 1 � f m } nimmeY t v IF Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L MR U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume(veh/h) 6 14 3 82 89 21 Percent Heavy Vehicles(%) 3 3 3 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.43 6.23 4.13 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 22 3 Capacity,c(veh/h) 874 1462 v/c Ratio 0.02 0.00 95%Queue Length,Qgs(veh) 0.1 0.0 Control Delay(s/veh) 9.2 j I I 7.5 Level of Service(LOS) I A A Approach Delay(s/veh) 9.2 0.3 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:2/3/2021 4:50:23 PM Access B1 Tracy PM Future.xtw . . . . General Information Site Information Analyst R Marvin Intersection Access B2&Tracy Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 2/3/21 East/West Street Access B2 Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed Future Noon Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes 1 � f nimmeY t v IF Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L MR U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume(veh/h) 4 11 3 85 81 21 Percent Heavy Vehicles(%) 3 3 3 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.43 6.23 4.13 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 16 3 Capacity,c(veh/h) 890 1473 v/c Ratio 0.02 0.00 95%Queue Length,Qqs(veh) 0.1 0.0 Control Delay(s/veh) 9.1 j j 7.4 Level of Service(LOS) A A Approach Delay(s/veh) 9.1 0.3 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCSM TWSC Version 7.8 Generated:2/3/2021 4:47:59 PM Access B2 Tracy Noon Future.xtw . . . . General Information Site Information Analyst R Marvin Intersection Access B2&Tracy Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 2/3/21 East/West Street Access B2 Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed Future PM Hour Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Lanes 1 � f m } nimmeY t v IF Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L MR U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume(veh/h) 5 11 3 86 71 18 Percent Heavy Vehicles(%) 3 3 3 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.43 6.23 4.13 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 17 3 Capacity,c(veh/h) 893 1490 v/c Ratio 0.02 0.00 95%Queue Length,Qgs(veh) 0.1 0.0 Control Delay(s/veh) 9.1 j j 7.4 Level of Service(LOS) A A Approach Delay(s/veh) 9.1 0.3 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:2/3/2021 4:52:39 PM Access B2 Tracy PM Future.xtw . . . . General Information Site Information Analyst R Marvin Intersection Access C&Beall Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/2021 East/West Street Access C Analysis Year 2021 North/South Street Beall Street Time Analyzed Future Noon Hour Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description North Central Development Lanes ■■■■■■& ■ ■ +- ■ .- r rt � 11tyt 1 17 Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L IR U L T R U L T R Priority 1 U 1 2 3 4U 4 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 0 0 0 0 1 0 Configuration LT LR Volume(veh/h) 2 25 18 2 Percent Heavy Vehicles(%) 0 0 0 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 4.1 7.1 6.2 Critical Headway(sec) 4.10 6.40 6.20 Base Follow-Up Headway(sec) 2.2 3.5 3.3 Follow-Up Headway(sec) 2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 2 22 Capacity,c(veh/h) 1600 952 We Ratio 0.00 0.02 95%Queue Length,Qqs(veh) 0.0 0.1 Control Delay(s/veh) 7.3 8.9 Level of Service(LOS) A A Approach Delay(s/veh) 0.5 8.9 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:1/29/2021 5:38:00 PM Access C Tracy Noon Future.xtw . . . . General Information Site Information Analyst R Marvin Intersection Access C&Beall Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/2021 East/West Street Access C Analysis Year 2021 North/South Street Beall Street Time Analyzed Future PM Hour Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description North Central Development Lanes ■■■■■■& ■ ■ +- ■ .- r rt � 11tyt 1 17 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 1 U 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 0 0 0 1 0 Configuration LT TR LR Volume(veh/h) 2 30 15 4 8 1 Percent Heavy Vehicles(%) 0 0 0 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 4.1 7.1 6.2 Critical Headway(sec) 4.10 6.40 6.20 Base Follow-Up Headway(sec) 2.2 3.5 3.3 Follow-Up Headway(sec) 2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 2 10 Capacity,c(veh/h) 1608 957 We Ratio 0.00 0.01 95%Queue Length,Qqs(veh) 0.0 0.0 Control Delay(s/veh) 7.2 8.8 Level of Service(LOS) A A Approach Delay(s/veh) 0.5 8.8 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCSM TWSC Version 7.8 Generated:1/29/2021 5:39:47 PM Access C Tracy PM Future.xtw . . . . General Information Site Information Analyst R Marvin Intersection Access D&Willson Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/2021 East/West Street Access D Analysis Year 2021 North/South Street Willson Avenue Time Analyzed Future Noon Hour Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Development Lanes J41J.+ i_ l. 0 1 � f nimmeY t v IF Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L MR U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume(veh/h) 2 6 9 130 140 5 Percent Heavy Vehicles(%) 3 3 3 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.43 6.23 4.13 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 9 10 Capacity,c(veh/h) 812 1416 We Ratio 0.01 0.01 95%Queue Length,Qqs(veh) 0.0 0.0 Control Delay(s/veh) 9.5 j I I j 7.6 Level of Service(LOS) A A Approach Delay(s/veh) 9.5 0.5 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCSM TWSC Version 7.8 Generated:1/29/2021 5:25:13 PM Access D Willson Noon Future.xtw . . . . General Information Site Information Analyst R Marvin Intersection Access D&Willson Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/2021 East/West Street Access D Analysis Year 2021 North/South Street Willson Avenue Time Analyzed Future PM Hour Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Development Lanes J41J.+ i_ l. 0 1 � f nimmeY t v IF Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L MR U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume(veh/h) 4 3 7 203 140 4 Percent Heavy Vehicles(%) 0 0 0 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.40 6.20 4.10 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 8 8 Capacity,c(veh/h) 666 1436 We Ratio 0.01 0.01 95%Queue Length,Qqs(veh) 0.0 0.0 Control Delay(s/veh) 10.5 7.5 Level of Service(LOS) B A Approach Delay(s/veh) 10.5 0.3 Approach LOS B Copyright©2021 University of Florida.All Rights Reserved. HCSTH TWSC Version 7.8 Generated:1/29/2021 5:34:09 PM Access D Willson PM Future.xtw . . . . General Information Site Information Analyst R Marvin Intersection Access E&Tracy Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/2021 East/West Street Access E Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed Future Noon Hour Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Development Lanes 1 � f nimmeY t v IF Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L MR U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume(veh/h) 1 4 1 89 70 3 Percent Heavy Vehicles(%) 0 0 0 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.40 6.20 4.10 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 5 1 Capacity,c(veh/h) 942 1532 v/c Ratio 0.01 0.00 95%Queue Length,Qgs(veh) 0.0 0.0 Control Delay(s/veh) 8.8 7.4 Level of Service(LOS) A A Approach Delay(s/veh) 8.8 0.1 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCSYK TWSC Version 7.8 Generated:1/29/2021 5:31:01 PM Access E Tracy Noon Future.xtw . . . . General Information Site Information Analyst R Marvin Intersection Access E&Tracy Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 1/29/2021 East/West Street Access E Analysis Year 2021 North/South Street Tracy Avenue Time Analyzed Future PM Hour Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description North Central Development Lanes 1 � f nimmeY t v IF Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L MR U L T R U L T R Priority 10 11 12 7 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume(veh/h) 1 3 1 89 69 4 Percent Heavy Vehicles(%) 0 0 0 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.40 6.20 4.10 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 4 1 Capacity,c(veh/h) 930 1532 v/c Ratio 0.00 0.00 95%Queue Length,Qgs(veh) 0.0 0.0 Control Delay(s/veh) 8.9 7.4 Level of Service(LOS) A A Approach Delay(s/veh) 8.9 0.1 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCSM TWSC Version 7.8 Generated:1/29/2021 5:32:57 PM Access E Tracy PM Future.xtw NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE APPENDIX C Trip Generation Rates NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Multifamily Housing (Mid-Rise) (221) Vehicle Trip Ends vs: Dwelling Units On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 27 Avg. Num.of Dwelling Units: 205 Directional Distribution: 50%entering,50%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 5.44 1,27- 12.50 2.03 Data Plot and Equation 3,000 X X 2,500 X X 2,000 v w` a X F 1,5m X X X X X X cno X X X X XX 5o0 X X X X 00 100 200 300 400 500 X=Number of Dwelling Units X Study Site Rtted Curve - - - - Average Rate Fitted Curve Equation:T=5.45(X)-1.75 R'=0.77 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Multifamily Housing (Mid-Rise) (221 ) Vehicle Trip Ends vs: Dwelling Units On a: Wieekday. Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 53 Avg. Num.of Dwelling Units: 207 Directional Distribution: 26%entering, 74%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.36 0.06- 1.61 0.19 Data Plot and Equation 300 X w X n 200 H iI X X ~ X X x� X X X 100 X X X X X X X X X'XX X X 00 200 400 600 806 X=Number of Dwelling Units X Study Site Rtted Curve - - - - Average Rate Fitted Curve Equation:Ln(T)=0.98 Ln(X)-0.98 R'=0.67 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Multifamily Housing (Mid-Rise) (221 ) Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 60 Avg. Num.of Dwelling Units: 208 Directional Distribution: 61%entering, 39%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.44 0.15- 1.11 0.19 Data Plot and Equation 400 X 300 W a F X X X X, X. 200 X X X X X x 100 x Xc �# X X xx X X X xX x x x X X 00 200 400 600 800 X=Number of Dwelling Units X Study Site Rtted Curve - - - - Average Rate Fitted Curve Equation:Ln(T)=0.96 Ln(X)-0.63 R'=0.72 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Multifamily Housing (Mid-Rise) (221 ) Vehicle Trip Ends vs: Dwelling Units On a: Weekday, AM Peak Hour of Generator Setting/Location: General Urban/Suburban Number of Studies: 48 Avg. Num.of Dwelling Units: 225 Directional Distribution: 270%entering, 731)b exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.32 0.06-0.77 0.17 Data Plot and Equation 400 X 300 c a X 200 X X X X X X 100 X X X, X XX X XX' X X X X X 00 200 400 600 800 1,000 1,200 X=Number of Dwelling Units X Study Site Fitted Curve - - - - Average Rate Fitted Curve Equation:Ln(n=0.83 Ln(X)•0.27 R'=0.69 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE General Office Building (710) Vehicle Trip Ends vs: 1000 Sq.Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 35 1000 Sq. Ft. GFA: 117 Directional Distribution: 86%entering, 14%exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 1.16 0.37-4.23 0.47 Data Plot and Equation 500 400 � X r � C W Q X F 300 l� X XX ,'X H X ' 200 X ' X X 'X X 100 X X X X� X ic 00 100 200 300 400 500 600 X=1000 Sq.Ft.GFA X Study Site Fitted Curve - - - - Average Rate Fitted Curve Equation:T=0.94(X)+26.49 R'=0.85 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE General Office Building (710) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 32 1000 Sq. Ft. GFA: 114 Directional Distribution: 16%entering, 84%exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 1.15 0.47-3.23 0.42 Data Plot and Equation 400 x X X X 300 n , w X X ' u X ' X i 200 X 100 XX XX X X X 00 100 200 300 400 500 600 X=1000 Sq.Ft.GFA X Study Site Fitted Curve - - - - Average Rate Fitted Curve Equation:Ln(T)=0.95 Ln(X)+0.36 R'a 0,88 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE General Office Building (710) Vehicle Trip Ends vs: 1000 Sq.Ft. GFA On a: Weekday, AM Peak Hour of Generator Setting/Location: General Urban/Suburban Number of Studies: 228 1000 Sq. Ft. GFA: 209 Directional Distribution: 88%entering, 12%exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 1.47 0.57-4.93 0.60 Data Plot and Equation 2.000 '• X 1,500 / y � v � c , W , a C X u � 1,000 X X X ,' X X X 500 XXN�k 'kJC X X X X X X 00 500 1,000 1,500 2,000 2.500 X=1000 Sq.Ft.GFA X Study Site Fitted Curve - - - - Average Rate Fitted Curve Equation:Ln(T)=0.88 Ln(X)+1.06 R'=0.84 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Medical-Dental Office Building (720) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 28 1000 Sq. Ft. GFA: 24 Directional Distribution: 50%entering,50%exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 34.80 9.14-100.75 9.79 Data Plot and Equation x 4.000 / x xf/ 3.000 a , c W � a x F II /' / 2000 , / x / I' / 1,000 x X, x 00 50 100 150 200 X=1000 Sq,Ft.GFA X Study Site Fitted Curve - - - - Average Rate Fitted Curve Equation:T=38.42(X)-87.62 R'=0.95 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Medical-Dental Office Building (720) Vehicle Trip Ends vs: 1000 Sq.Ft.GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 44 1000 Sq, Ft. GFA: 32 Directional Distribution: 78%entering,22%exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 2.78 0.85-14.30 1.28 Data Plot and Equation 500 X 400 w a 300 X X X X 200 X , X X X 100 X X" X IX X XX g� X 00 50 100 150 200 X=1000 Sq.Ft.GFA X Study Site Fitted Curve - - - - Average Rate Fitted Curve Equation:Ln(T)=0.89 Ln(X)+1.31 R2=0.80 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Medical-Dental Office Building (720) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, AM Peak Hour of Generator Setting/Location: General Urban/Suburban Number of Studies: 36 1000 Sq. Ft. GFA: 27 Directional Distribution: 62%entering, 38%exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 3.53 1.21 -19.28 1.55 Data Plot and Equation 800 X 600 •r, b c W a c 1- u � 400 x- x 200 X X X X X X X X X X o X 0 50 100 150 200 X=1000 Sq.Ft.GFA X Study Site Fitted Curve - - - Average Rate Fitted Curve Equation:T=3.43(X)+2.57 R'ft 0.90 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Shopping Center (820) Vehicle Trip Ends vs: 1000 Sq.Ft. GLA On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 147 1000 Sq. Ft. GLA: 453 Directional Distribution: 50%entering,50%exiting Vehicle Trip Generation per 1000 Sq. Ft. GLA Average Rate Range of Rates Standard Deviation 37.75 7.42-207.98 16.41 Data Plot and Equation X 60,000 �X 50.000 X H X X X w 40,000 X •-C X X X F X X ''X . ~ 30,000 X X X x X X X XX X X X '' X' X X X''20,000 X X# XX X X X X X � X X X X X X 10A00 X X� X X x% X X X X X X X 00 500 1.000 1,500 X-1000 Sq.Ft.GLA X Study Site Fitted Curve - - - - Average Rate Fitted Curve Equation:Ln(T)a 0.68 Ln(X)+5.57 R'=0.76 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Shopping Center (820) Vehicle Trip Ends vs: 1000 Sq. Ft. GLA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 84 1000 Sq. Ft. GLA: 351 Directional Distribution: 62%entering, 38%exiting Vehicle Trip Generation per 1000 Sq. Ft. GLA Average Rate Range of Rates Standard Deviation 0.94 0.18-23.74 0.87 Data Plot and Equation 1.500 X X a 1,000 di X ~ X "X X X X 500 X X X X X X� � '�X X � X X X X >( X X X X x X. X X .X AX X >&)�K X IX X X X °o Soo 1.000 1.500 X=1000 Sq.Ft.GLA X Study Site Fitted Curve - - - - Average Rate Fitted Curve Equation:T=0.50(X)+151.78 R'=0.50 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Shopping Center (820) Vehicle Trip Ends vs: 1000 Sq.Ft. GLA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 261 1000 Sq. Ft. GLA: 327 Directional Distribution: 48%entering, 52% exiting Vehicle Trip Generation per 1000 Sq. Ft. GLA Average Rate Range of Rates Standard Deviation 3.81 0.74-18.69 2.04 Data Plot and Equation 8,000 x 6,000 X X w X ' X )1K X 4,000 X xX X X X x X X X x XX X xx XJ X x X X 2,000 X X X^X�, X h7^CX X X X XX 00 500 1,000 1,500 2,000 X=1000 Sq.Ft.GLA X Study Site Fitted Curve - - - - Average Rate Fitted Curve Equation:LnM a 0.74 Ln(X)+2.89 R'a 0.82 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Shopping Center (820) Vehicle Trip Ends vs: 1000 Sq. Ft. GLA On a: Weekday, AM Peak Hour of Generator Setting/Location: General Urban/Suburban Number of Studies: 47 1000 Sq. Ft. GLA: 323 Directional Distribution: 54%entering,46%exiting Vehicle Trip Generation per 1000 Sq. Ft. GLA Average Rate Range of Rates Standard Deviation 3.00 0.70-23.74 1.85 Data Plot and Equation 6.000 X 5,000 4,000 X w w a u F 3,000 i"� X X. X 2,000 X X 1.000 X x x X X X 00 200 400 600 800 1,000 1,200 1.400 X=1000 Sq,Ft GLA X Study Site Fitted Curve - - - - Average Rate Fitted Curve Equation:T=2.76(X)+77.28 R'=0.71 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Quality Restaurant (931 ) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 7 1000 Sq. Ft. GFA: 10 Directional Distribution: Not Available Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 0.73 0.25- 1.60 0.42 Data Plot and Equation 20 15 a w X a F= F 10 X X X 5 X X 00 5 10 15 20 X=1000 Sq.Ft,GFA X Study Site - - - - Average Rate Fitted Curve Equation:Not Given R'="" NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Quality Restaurant (931 ) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 19 1000 Sq. Ft. GFA: 9 Directional Distribution: 67%entering, 33% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 7.80 2.62-18.68 4.49 Data Plot and Equation 200 X 150 X n c w X a N X X 1- 100 X X X X J X 50 X-'-- - XX X X X X X X 0 0 5 10 15 20 X=1000 Sq.Ft.GFA X Study Site - - - - Average Rate Fitted Curve Equation:Not Given Rl=••'• NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Quality Restaurant (931 ) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, AM Peak Hour of Generator Setting/Location: General Urban/Suburban Number of Studies: 12 1000 Sq. Ft. GFA: 8 Directional Distribution: 80%entering, 20%exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 4.47 0.87-10.38 3.26 Data Plot and Equation 200 150 a w Q X 100 X X 50 X X X" X X X X XX 00 5 10 15 20 X=1000 Sq.Ft.GFA X Study Site - - - - Average Rate Fitted Curve Equation:Not Given R'=— NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Hotel (310) Vehicle Trip Ends vs: Rooms On a: Weekday Setfing/Location: General Urban/Suburban Number of Studies: 6 Avg. Num.of Rooms: 146 Directional Distribution: 50%entering, 50%exiting Vehicle Trip Generation per Room Average Rate Range of Rates Standard Deviation 8.36 5.31 -9.53 1.86 Data Plot and Equation 2,500 2,000 N W 1,500 a F X u F 1,000 X 500 x 00 50 100 150 200 251), 300 X=Number of Rooms X Study Site Fitted Curve - - - - Average Rate Fitted Curve Equation_T=11.29(X)-426.97 R2=0.92 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Hotel (310) Vehicle Trip Ends vs: Rooms On a: WieekdaI6 AM Peak Hour of Generator Setting/Location: General Urban/Suburban Number of Studies: 30 Avg.Num.of Rooms: 288 Directional Distribution: 54%entering,46%exiting Vehicle Trip Generation per Room Average Rate Range of Rates Standard Deviation 0.54 0.25-1.42 0.22 Data Plot and Equation 400 x X x 300 N O W g X X X .X X F X. 200 X X X X X X X 100 X X X X ,yC'X� IX X 00 100 200 300 400 500 800 X=Number of Rooms X Study Site Fitted Curve - - - - Average Rate Fitted Curve Equation:Ln(l)=0.84 Ln(X)+0.25 R'-0.64 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Hotel (310) Vehicle Trip Ends vs: Rooms On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 28 Avg. Num.of Rooms: 183 Directional Distribution: 51%entering,49%exiting Vehicle Trip Generation per Room Average Rate Range of Rates Standard Deviation 0.60 0.26-1.06 0.22 Data Plot and Equation 400 X 300 a c w X a X X - u ~ X X. 200 X X 100 X X X X dX X X 00 100 200 300 400 500 X=Number of Rooms X Study Site Fitted Curve - - - - Average Rate Fitted Curve Equation:T=0.75(X)-26.02 R�=0.80 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Appendix: Walk-Transit-Bicycle Trips as Percent B of Total Person Trips PercentageWalk.Transit, or Bicycle Trips as of TotalPerson PeriodLand Use Code, Land Use # Sites Wtcl Avg Lowest Highest Std Dev Name,Setbng,and Time 220 Multifamily Housing (Low-Rise)—Dense Multi-Use Urban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 1 40 — N.A. Hour Between 7 and 9 a.m. Weekday,AM Peak Hour of 1 40% - - Generator N.A. Weekday, PM Peak Hour of 1 42% N.A. Generator — 220 Multifamily Housing (Low-Rise)--General Urban/Suburban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 3 3% 0% 5% 3% Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 4 4% 1% 5% 2% Hour Between 4 and 6 p.m. l 221 Multifamily Housing(Mid-Rise)—Center City Core Setting Weekday, Peak Hour of Adjacent Street Traffic, One 10 41% 15% 95% 26% Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 9 61% 23% 96% 26% Hour Between 4 and 6 p.m. Weekday,AM Peak Hour of 6 43% 20% 95% 27% Generator Weekday, PM Peak Hour of 6 53% 22% 94% 26% Generator NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Walk.Transit, or •- of TotalPerson Land Use Code, Land Use #Sites Wtd Avg Lowest Highest Std Dev Name.Setting, • Time Period 221 Multifamily Housing(Mid-Rise}—Dense Multi-Use Urban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 29 37% 6% 68% 15% Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 26 42% 21% 65% 14% Hour Between 4 and 6 p.m. Weekday,AM Peak Hour of 24 39% 13% 73% 15% Generator Weekday, PM Peak Hour of 24 39% 15% 73% 14% Generator 221 Multifamily Housing(Mid-Risey-General Urban/Suburban Setting - Weekday, Peak Hour of Adjacent Street Traffic, One 6 7% 1% 17% 6% Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 8 8% 0% 31% 10% Hour Between 4 and 6 p.m. Weekday,AM Peak Hour of o 0 0 0 Generator 6 16/0 0/0 34/0 12/a Weekday, PM Peak Hour of 6 19% 5% 37% 14% Generator 222 Multifamily Housing(High-Rise)--Center City Core Setting Weekday, Peak Hour of Adjacent Street Traffic, One 3 53% 22% 69% 25% Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 3 49% 26% 79% 31% Hour Between 4 and 6 p.m. Weekday,AM Peak Hour of 2 57% 32% 69% N.A. Generator Weekday, PM Peak Hour of 2 47% 26% 61% N.A. Generator NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE PercentageWalk. Transit, or Bicycle Trips as of Total Person Trips Land Use Code, Land Use # • A • �- PeriodName.Setting.and Time 222 Multifamily Housing(High-Rise}—Dense Multi-Use Urban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 6 560% 28% 87% 19% Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 3 54% 23% 81% 29% Hour Between 4 and 6 p.m. Weekday,AM Peak Hour of 5 50% 27% 62% 13% Generator Weekday, PM Peak Hour of 5 56% 20% 73% 20% Generator 231 Mid-Rise Residential with 1st-Floor Commercial—Center City Core Setting Weekday, Peak Hour of Adjacent Street Traffic, One 9 69% 49% 80% 10% Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 4 73% 67% 80% 6% Hour Between 4 and 6 p.m. Weekday,AM Peak Hour of 15 69% 49% 80% 10% Generator Weekday, PM Peak Hour of 15 77% 65% 91% 7% Generator 231 Mid-Rise Residential with 1st-Floor Commercial—Dense Multi-Use Urban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 24 65% 29% 94% 13% Hour Between 7 and 9 a.m- Weekday, Peak Hour of Adjacent Street Traffic, One 7 62% 17% 87% 25% Hour Between 4 and 6 p.m. Weekday,AM Peak Hour of 27 67% 47% 94% 11% Generator Weekday, PM Peak Hour of 33 69% 17% 98% 18% Generator NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TripsWalk. Transit,or Bicycle Percentage of . .l Person Trips Land Use Code, Land Use # . �- Name.Setting,and Time .. Wtd 231 Mid-Rise Residential with 1st-Floor Commercial—General Urban/Suburban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 1 58% — — N.A. Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 1 67% — — N.A. Hour Between 4 and 6 p.m. Weekday,AM Peak Hour of 1 58% — — N.A. Generator Weekday, PM Peak Hour of 1 67% — — N.A. Generator 232 Hlgh-Rise Residential with 1 st-Floor Commercial--Center City Core Setting Weekday,AM Peak Hour of 2 71% 64% 90% N.A. Generator Weekday, PM Peak Hour of 2 81% 67% 83% N.A. Generator 232 High-Rise Residential with 1 st-Floor Commerclal—Dense Multi-Use Urban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 3 65% 55% 67% 7% Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 2 64% 63% 64% N.A. Hour Between 4 and 6 p.m. Weekday,AM Peak Hour of 3 65% 55% 67% 7% Generator Weekday, PM Peak Hour of 3 69% 63% 79% 9% Generator 252 Senior Adult Housing—Attached—General Urban/Suburban Setting Weekday,AM Peak Hour of 2 4% 0% 6% N.A. Generator Weekday, PM Peak Hour of 2 0% 0% 0% N.A. Generator NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Walk.Transit, or of Total Person Land Use Code, Land Use #Sites Name,Setting,and Time .. • • D- 253 Congregate Care Facility--General Urban/Suburban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 1 7% — — N.A. Hour Between 4 and 6 p.m. Weekday,AM Peak Hour of 2 Dodo 0% 0% N.A. Generator Weekday, PM Peak Hour of 2 3% 00/6 1 7% N.A. Generator 310 Hotel—Center City Core Setting Weekday,AM Peak Hour of 1 49% — — N.A. Generator Weekday, PM Peak Hour of 1 60% — — N.A. Generator 310 Hotel—Dense Mufti-Use Urban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 1 41% — — N.A. Hour Between 7 and 9 a.m. Weekday,AM Peak Hour of 1 41% — — N.A. Generator Weekday, PM Peak Hour of 1 54% — — N.A. Generator 312 Business Hotel—Dense Multi-Use Urban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 1 60% — — N.A. Hour Between 7 and 9 a.m. Weekday,AM Peak Hour of 1 60% — — N.A. Generator Weekday, PM Peak Hour of 1 59% — — N.A. Generator NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Walk. Transit, or Percentage of • Person Land Use Code, Land Use #Sites Wtcl Avg Lowest Highest D- Name,Setting, • Time Penod 630 Clinic—General Urban/Suburban Setting Weekday,AM Peak Hour of 5 1% 0% 10% 4% Generator Weekday, PM Peak Hour of 5 14% ° ° o Generator 0/° 38/° 1 B/° 710 General Office Building—Center City Core Setting Weekday, Peak Hour of Adjacent Street Traffic, One 8 54% 5% 79% 23% Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 8 57% 23% 81% 22% Hour Between 4 and 6 p.m. Weekday,AM Peak Hour of 7 56% 31% 79% 17% Generator Weekday, PM Peak Hour of 7 58% 32% 81% 20% Generator 710 General Office Building—Dense Multi-Use Urban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 18 26 0% 49% 14% Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 19 25% 0% 47% 12% Hour Between 4 and 6 p.m. Weekday,AM Peak Hour of 11 22% 0% 49% 12% Generator Weekday, PM Peak Hour of 13 26% 0% 44% 11% Generator NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Walk, Transit,or Bicycle Trips as Percentage of . Land Use Code, Land Use #Sites • A . Dev PeriodName,Setting,and Time 710 General Office Building—General Urban/Suburban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 17 10% 0% 17% 6% Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 14 10% 1% 15% 4% Hour Between 4 and 6 p.m. Weekday,AM Peak Hour of 7 11% 7% 15% 3% Generator Weekday, PM Peak Hour of 16 11% 3% 37% 8% Generator 720 Medical-Dental Office Building—General Urban/Suburban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 1 3% — — N.A. Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 1 4% — — N.A. Hour Between 4 and 6 p.m. Weekday, PM Peak Hour of 1 4% _ — N.A. Generator 750 Office Park--General Urban/Suburban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 2 8% 2% 10% N.A. Hour Between 7 and 9 a.m. Weekday, PM Peak Hour of ° ° ° Generator 2 12/° 12/° 12/° N.A. 760 Research and Development.Center--General Urban/Suburban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 10 10% 0% 30% 9% Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 4 16% 7% 300A 10% Hour Between 4 and 6 p.m. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Walk. Transit, or Bicycle Trips as Percentage of • Land Use Code, Land Use # . A . �- PeriodName.Setting.and Time Weekday, PM Peak Hour of 10 13% 0% 30% 11% Generator 820 Shopping Center--Dense Multi-Use Urban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 1 32% — — N.A. Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 2 37% 33% 39% N.A. Hour Between 4 and 6 p.m. 820 Shopping Center--General Urban/Suburban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 16 8% 0% 31% 7% Hour Between 4 and 6 p.m. Weekday,AM Peak Hour of 23 6% 0% 25% 6% Generator Weekday, PM Peak Hour of 25 7% 0% 59% 12% Generator 843 Automobile Farts Sales---General Urban/Suburban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 1 0% — — N.A. Hour Between 4 and 6 p.m. Weekday,AM Peak Hour of 1 13% — — N.A. Generator Weekday, PM Peak Hour of 1 0% — — N.A. Generator 850 Supermarket---General Urban/Suburban Setting Weekday,AM Peak Hour of 1 1% — — N.A. Generator Weekday, PM Peak Hour of 1 1% — — N.A. Generator NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TripsWalk.Transit,or Bicycle Percentage of • .l Person Trips Land Use Code, Land Use # • A • • . �- Name,Setting, • .. 851 Convenience Market—General Urban/Suburban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 1 15% — — N.A. Hour Between 7 and 9 a.m. Weekday,AM Peak Hour of 1 0% — — N.A. Generator Weekday, PM Peak Hour of 2 13% 0% 35% N.A. Generator 876 Apparel Store—Dense Multi-Use Urban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 1 44% — — N.A. Hour Between 7 and 9 a.m. Weekday, Peak Hour of Adjacent Street Traffic, One 1 43% — — N.A. Hour Between 4 and 6 p.m. 890 Furniture Store—General Urban/Suburban Setting Weekday,AM Peak Hour of 4 1% 0% 2% 1% Generator Weekday, PM Peak Hour of 4 0% 0% 1% 1% Generator 931 Quality Restaurant--General Urban/Suburban Setting Weekday, PM Peak Hour of 3 1 C) 1 /0 1 /o Generator T' �5o '>'o 0 0 932 High-Tumover(Sit-Down) Restaurant—Dense Multi-Use Urban Setting Weekday, Peak Hour of Adjacent Street Traffic, One 1 2% — — N.A. Hour Between 4 and 6 p.m. 932 High-Tumover(Sit-Down)Restaurant—General Urban/Suburban Setting Weekday,AM Peak Hour of Generator 1 - — N.A. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Table 6.1 Unconstrained Internal Person Trip Capture Rates for Trip Origins within a Mixed-Use Development WEEKDAY AM Peak Hour PM Peak Hour From OFFICE To Retail 28% 20% To Restaurant 63% 4% To Cinema/Entertainment 0% 0% To Residential 1% 2% To Hotel 0% 0% From RETAIL To Office 29% 2% To Restaurant 13% 29% To Cinema/Entertainment 0% 4% To Residential 14% 26% To Hotel 0% 5% From RESTAURANT To Office 31% 3% To Retail 14% 41% To Cinema/Entertainment 0% 8% To Residential 4% 18% To Hotel 3% 7% From To Office 0% 2% CINEMA/ENTERTAINMENT To Retail 0% 21% To Restaurant 0% 31% To Residential 0% 8% To Hotel 0% 2% From RESIDENTIAL To Office 2% 4% To Retail 1% 42% To Restaurant 20% 21% To Cinema/Entertainment 0% 0% To Hotel 0% 3% From HOTEL To Office 75% 0% To Retail 14% 16% To Restaurant 9% 68% To Cinema/Entertainment 0% 0% To Residential 0% 2% Source:Bochner,B.,K.Hooper,B.Sperry,and R.Dunphy.NCHRP Report 684:Enhancing Internal Trip Capture Estimation for Mixed-Use Developments.Washington,DC:Transportation Research Board,Tables 99 and 100,2011. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Table 6.2 Unconstrained Internal Person Trip Capture Rates for Trip Destinations within a Mixed-Use Development Weekday AM Peak Hour PM Peak Hour To OFFICE From Retail 4% 31% From Restaurant 14% 30% From Cinema/Entertainment 0% 6% From Residential 3% 57% From Hotel 3% 0% To RETAIL From Office 32% 8% From Restaurant 8% 50% From Cinema/Entertainment 0% 4% From Residential 17% 10% From Hotel 4% 2% To RESTAURANT From Office 23% 2% From Retail 50% 29% From Cinema/Entertainment 0% 3% From Residential 20% 14% From Hotel 6% 5% To From Office 0% 1% CINEMA/ENTERTAINMENT From Retail 0% 26% From Restaurant 0% 32% From Residential 0% 0% From Hotel 0% 0% To RESIDENTIAL From Office 0% 4% From Retail 2% 46% From Restaurant 5% 16% From Cinema/Entertainment 0% 4% From Hotel 0% 0% To HOTEL From Office 0% 0% From Retail 0% 17% From Restaurant 4% 71% From Cinema/Entertainment 0% 1% From Residential 0% 12% Source:Bochner,B.,K.Hooper,B.Sperry,and R.Dunphy.NCHRP Report 684: .7hancing lntemal Trip Capture _Rlimation for Mixed•Use Developments.Washington,DC:Transportation Research Board,Tables 101 and 102,2011. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE APPENDIX D Internal Capture Trips Worksheets NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Table 6.1 Unconstrained Internal Person Trip Capture Rates for Trip Origins within a Mixed-Use Development WEEKDAY AM Peak Hour PM Peak Hour From OFFICE To Retail 28% 20% To Restaurant 63% 4% To Cinema/Entertainment 0% 0% To Residential 1% 2% To Hotel 0% 0% From RETAIL To Office 29% 2% To Restaurant 13% 29% To Cinema/Entertainment 0% 4% To Residential 14% 26% To Hotel 0% 5% From RESTAURANT To Office 31% 3% To Retail 14% 41% To Cinema/Entertainment 0% 8% To Residential 4% 18% To Hotel 3% 7% From To Office 0% 2% CINEMAIENTERTAINMENT To Retail 0% 21% To Restaurant 0% 31% To Residential 0% 8% To Hotel 0% 2% From RESIDENTIAL To Office 2% 4% To Retail 1% 42% To Restaurant 20% 21% To Cinema/Entertainment 0% 0% To Hotel 0% 3% From HOTEL To Office 75% 0% To Retail 14% 16% To Restaurant 9% 68% To Cinema/Entertainment 0% 0% To Residential 0% 2% Source:Bochner,B.,K.Hooper,B.Sperry,and R.Dunphy.NCHRP Report 684:Enhancing Internal Trip Capture Estimation for Mixed-Use Developments.Washington,DC:Transportation Research Board,Tables 99 and 100,2011. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Table 6.2 Unconstrained Internal Person Trip Capture Rates for Trip Destinations within a Mixed-Use Development Weekday AM Peak Hour PM Peak Hour To OFFICE From Retail 4% 31% From Restaurant 14% 30% From Cinema/Entertainment 0% 6% From Residential 3% 57% From Hotel 3% 0% To RETAIL From Office 32% 8% From Restaurant 8% 50% From Cinema/Entertainment 0% 4% From Residential 17% 10% From Hotel 4% 2% To RESTAURANT From Office 23% 2% From Retail 50% 29% From Cinema/Entertainment 0% 3% From Residential 20% 14% From Hotel 6% 5% To From Office 0% 1% CINEMA/ENTERTAINMENT From Retail 0% 26% From Restaurant 0% 32% From Residential 0% 0% From Hotel 0% 0% To RESIDENTIAL From Office 0% 4% From Retail 2% 46% From Restaurant 5% 16% From Cinema/Entertainment 0% 4% From Hotel 0% 0% To HOTEL From Office 0% 0% From Retail 0% 17% From Restaurant 4% 71% From Cinema/Entertainment 0% 1% From Residential 0% 12% Source:Bochner,B.,K.Hooper,B.Sperry,and R.Dunphy.NCHRP Report 684: 27hancing Internal Trip Capture .;Mmation for Mixed-Use Developments.Washington,DC:Transportation Research Board.Tables 101 and 102,2011. NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Project: AWT North Central Development ICT Trips PM HOUR Total # ICT TRIPS TO TRIPS FROM of Trips Office Retail Restaurant Residential Office 407 98 138 8 Retail 530 85 111 106 Restaurant 244 41 68 27 Residential 575 17 127 121 PM HOUR Total # ICT TRIPS FROM TRIPS TO of Trips Office Retail Restaurant Residential Office 407 77 90 122 Retail 530 106 154 74 Restaurant 244 32 98 41 Residential 575 12 138 121 BALANCED ICT DEMAND PM HOUR Exiting TRIPS FROM Trips Office Retail Restaurant Residential Office 138 98 32 8 Retail 281 77 98 106 Restaurant 136 41 68 27 Residential 132 17 74 41 Total ICT Exit = 687 PM HOUR Entering TRIPS FROM Trips Office Retail Restaurant Residential Office 135 77 41 17 Retail 240 98 68 74 Restaurant 171 32 98 41 Residential 141 8 106 27 Total ICT Enter = 687 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Project: AWT North Central Development ICT Trips AWT Total # ICT TRIPS TO TRIPS FROM of Trips Office Retail Restaurant Residential Hotel Office 206 49 70 4 0 Retail 263 42 55 53 5 Restaurant 623 106 174 69 31 Residential 523 16 115 110 5 Hotel 213 79 15 13 0 AWT Total # ICT TRIPS FROM TRIPS TO of Trips Office Retail Restaurant Residential Hotel Office 206 39 45 62 2 Retail 263 53 76 37 8 Restaurant 623 81 249 106 31 Residential 523 10 126 110 0 Hotel 213 0 17 79 13 BALANCED ICT DEMAND AWT Exiting TRIPS FROM Trips Office Retail Restaurant Residential Hotel Office 123 49 70 4 0 Retail 152 39 55 53 5 Restaurant 190 45 76 69 0 Residential 164 16 37 106 5 Hotel 23 8 15 0 0 Total ICT Exit = 629 AWT Entering TRIPS FROM Trips Office Retail Restaurant Residential Hotel Office 102 39 45 16 2 Retail 170 49 76 37 8 Restaurant 262 70 55 106 31 Residential 126 4 53 69 0 Hotel 22 0 17 5 0 Total ICT Enter = 660 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE Project: Noon Hour North Central Development ICT Trips Noon Total # ICT TRIPS TO TRIPS FROM of Trips Office Retail Restaurant Residential Hotel Office 7 2 4 0 0 Retail 20 6 3 3 0 Restaurant 13 4 2 1 0 Residential 38 1 0 8 0 Hotel 17 13 2 2 0 Noon Total # ICT TRIPS FROM TRIPS TO of Trips Office Retail Restaurant Residential Hotel Office 55 2 8 2 2 Retail 24 8 2 4 1 Restaurant 54 12 27 11 3 Residential 14 0 0 1 0 Hotel 18 0 0 1 0 BALANCED ICT DEMAND Noon Exiting TRIPS FROM Trips Office Retail Restaurant Residential Hotel Office 6 2 4 0 0 Retail 5 2 3 0 0 Restaurant 7 4 2 1 0 Residential 9 1 0 8 0 Noon 3 1 2 0 0 Total ICT Exit = 27 Noon Entering TRIPS FROM Trips Office Retail Restaurant Residential Hotel Office 9 2 4 1 2 Retail 5 2 2 0 1 Restaurant 16 4 3 8 1 Residential 1 0 0 1 0 Hotel 0 0 0 0 0 Total ICT Enter = 31 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE APPENDIX E Trip Distribution Work Sheets NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE ,21% Residential Vehicular Distribution = 23% Of Total 1100 19% Ou/sMn Rood �� Pea/h Snee/ Reath S&"/ 8% 7% 19% t 127% I T Q o g 2%1 Q + 4 � O 2 � Yi//ord S/ree/ ►r//ord Slnrol < h� 11% 1% 3%3% 0%1 0% O% 0% 2% 0%o Lem~Shae/.► '�^ 4&Lomme Shre/ t �► Q 2% 56% o 13% 7% 2%! 3% 2% 2% Me/ro'enho//Shee/ i �► �� � Mendenha//Shrei � 6/o } 50%t 2% 6%I 0%1 18% 20% 20% 20% i 11% 11% 14% + 14% 2% 12% 19%t 12% 1% 0% � Bab/ork S/ree/ i Bobrui-Sireel ° % ° y 0 1% t 0 t R + It I2% N I19% h I28% Hotel Vehicular Distribution = 12% Of Total 100 14% Duis/on Road �� Peach SI-ee/ A—h L#Y , 10% 0% 114% 124% t 10% 3 4 o%I 1 O°/O Hr//aid Shre. Rw ZLn� 14% 4% � 3% 0%I h 0% �► Beo//fhre/ �►Beo//Shee/ ~� 0% 0% 0% 0% 0% Lomme Sher/�► ��lomme Sheet �'►0% 0% ° R t 42% 0/ 120% 0%0 0%� o i Mendenho�rs/reei + �► � 22°,° 42%t 120% p°,° o% 22% 22% 22% + 10% 30% I 30% 1 30% .0 .0-0..0-0. 4--m. Main S/—/ .0----- 10% 0% 10%1I t0,00% 0% °T � Bab/uk S/ree/ Bob/uk Slree/ ° 0% 0% I Q or° t Q � I � I10% i • j DISTRIBUTION BY LAND USE RetAfKAe taUraA"ffeWcUlar U'sfn U ionTUD4Z 0 OTYO aTCE 112% I12% 12% + Du/rlaa Boad �� /owa Sheol fib&,*AhW �i 8% 10% t} � 120% 110% i 10% Q o a Q 3 Q 4%It o 4% + Z �� Y!//ord fHeef ry✓//oid S/ree/ Q NaMM 1 1SSOCAiES I2,0 2% 3% 0% I 1% Bea//Sheol �� ��Beol/SJree/ i �~ 0% Ooo 0% 0% 0% Lomme Shre/�0- r t ��Lomme SJreef } �� Q 2% 57%I 9% I7% 9% 0%I 4% v 2% 2% + 4— i Mendenho//SliseJ + �► � � Mendenha//S/ree/ ��12% 17% 17% 17% 46%If 8% 16% 13% 6%1 18% 0%I 18% .► f� �► �► i �► �► Moin sr / �� �� 2% 15% 21%1 11% 1% 0% � Babcock S1reei Bobcxk Shoe/% % 0 IV 1% 0 Qc 5% o I20% o h $ I9% Office Vehicular Distribution = 23% of Total 110% 12% Ouislon Road ~� Penh Sheol Pend/ShveJ 2% 15% 112% 14% 10% r e Q � , . 3 Q 8%I 10% ~ ►rBartd sveei a O 2 41- Yl//ortd Slree/ b h 12% o 1% 0%I 1% Bea„fh�l .� 159% 2% .� o � 0% 0% 0% 0% 0% 1 Lomme sf—t�� f�Lomme t f � 1% 1% 1% I►0% 7�0 0%I 4% 1% 15% 4— Af—denhol/Sheef20% 52%t 3% °:24% 24% 24% } 10°,0 14% I 16% 0/ot 16% �► � �. �� t 4—► �. Ma/„shre/ t� +i r� 2% 14% 18%I 11% 1% 0% � Babcock Sheet ♦ Babcock Shoe/ d 2% 2% 1% 0% 1 0% Q Qt 1 4% c I17% DISTRIBUTION BY LAND USE NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE RESIDENTIAL DISTRIBUTION WEIGHTED DISTRIBUTION 23 N7th Willson Tracy Rouse Church 4.8 2.3 1.6 Peach 4.4 4.4 Peach 1.8 1.8 0 2.1 6.2 0.5 2.1 6.2 0 0.5 Villard 1.8 1.8 x x 0.5 0.5 0.2 x 0 0.2 x x 0.5 Beall 0.2 0.2 x x 0.7 0.7 0.2 0 x x 0.5 0 12.9 0.7 0.5 0.5 Ntnden 0.5 0.5 1.4 1.4 1.6 1.6 0.7 0 11.5 0.5 1.4 0 11.5 0.5 1.4 0 4.1 Nhin 4.6 1Vhin 4.6 4.6 2.3 2.5 2.5 2.5 3.2 3.2 3.2 0.5 4.4 0.5 0.5 0 0.5 4.4 0.5 0.5 0.5 Babcock 0.5 0.5 0.5 0.5 0 0 0 0.5 4.4 0 0.5 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE HOTEL DISTRIBUTION WEIGHTED DISTRIBUTION 12 N7th Willson Tracy Rouse Church 3.4 1.8 0 Peach 1.7 1.7 Peach 1.2 1.8 0 1.7 2.9 0 1.7 2.9 0 0 Ward 1.2 1.2 x x 0 0 0.5 x 0 0.5 x x 0 Beall 0.5 0.5 x x 0 0 0 0 x x 0 0 5 2.4 0 0 Ntnden 0 0 0 0 0 0 0 0 5 2.4 0 0 5 2.4 0 0 2.6 Nhin 2.6 Main 2.6 2.6 1.2 1.2 3.6 3.6 3.6 3.6 3.6 0 1.2 0 0 0 0 1.2 0 0 0 Babcock 0 0 0 0 0 0 0 0 1.2 0 0 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE RETAIL/RESTUARANT DISTRIBUTION WEIGMED DISTRIBUTION 42 Nlth Willson Tracy Rouse Church 5 5 4.2 Peach 5 5 Peach 3.4 3.4 0 4.2 8.4 1.7 4.2 8.4 0 1.7 Villard 3.4 3.4 x x 1.7 1.7 0.8 x 0 0.8 x x 0 Beall 0.8 0.8 x x 1.3 1.3 0.4 0 x x 0 0 23.5 2.9 0 0.8 Ntnden 0.8 0.8 3.8 3.8 3.8 3.8 1.7 0 19.8 2.5 2.5 0 19.3 2.5 2.5 0 5 NEin 7.1 Main 7.1 7.1 3.4 3.4 5.5 5.5 7.6 7.6 7.6 2.1 8.8 0.4 0.4 0 2.1 8.8 0.4 0.4 0.8 Babcock 0.8 0.8 0.4 0.4 0 0 0 2.1 4.6 0 0.4 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE OFFICE DISTRIBUTION WEIGHTED DISTRIBUTION 23 N7th Willson Tracy Rouse Church 2.1 2.3 3.5 Peach 2.8 2.8 Peach 0.5 0.5 0 2.8 3.2 1.8 2.8 3.2 0 1.5 Villard 2.3 2.3 x x 1.8 1.8 0.5 x 0 0.5 x x 0 Beall 0.5 0.5 x x 0.2 0.2 0.2 0 x x 0 0 12.7 2.3 0 0.2 N tnden 0.2 0.2 0.5 0.5 1.6 1.6 0.9 0 12 1.2 0.7 0 12 1.2 0.7 0 4.6 Nhin 5.5 Nbin 5.5 5.5 2.3 2.3 3.2 3.2 3.7 3.7 3.7 0.9 4.1 0.2 0.2 0 0.9 4.1 0.2 0.2 0.5 Babcock 0.5 0.5 0.2 0.2 0 0 0 0.9 3.9 0 0.2 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE TOTAL WEIGMED US TRIBL ION PERCENTAGES 100 N7th Wills on Tracy Rouse Church 15.3 11.4 9.3 Peach 13.9 13.9 Peach 6.9 7.5 0 10.8 20.7 0 4 10.8 20.7 0 3.7 Villard 8.7 8.7 x 4 4 0 2 x 0 0.5 x x 0 Beall 2 2 x 2.2 2.2 0.8 0.5 0 54.1 8.3 0.5 1.5 Ntnden 1.5 1.5 5.7 5.7 7 7 3.3 0 48.3 6.6 4.6 0 47.8 6.6 4.6 0 16.3 1Vhin 19.8 X in 19.8 19.8 9.2 9.4 14.8 14.8 18.1 18.1 18.1 3.5 18.5 1.1 1.1 0 3.5 18.5 1.1 1.1 1.8 Babcock 1.8 1.8 1.1 1.1 0 3.5 14.1 0 1.1 NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE APPENDIX F Traffic Assignment Model NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NORTH CENTRAL FULL DEVELOPMENT-NOON HOUR TRAFFIC ASSIGWENT NORTH 7TH AVE ROUSE AVE It 16% 265 11% 182 21 13 14 7 0 NORTH 10 4 6 4 4 2 6 6 3 0 9% 12 R Da ton a s 14% 7% 9 reach o 149 R z 232 116 3 0 s o s WIILSONAVE TRACYAVE a o 610 a 7. 21% 347 0°/a 0 4 zR o 1 40/a 11% IR 10 0 0 0 SHE TRIP GENERATION 182 8 0 0 0 31 4 5 7 6 0 0 4 AWT= 1654 90/0 ao a Huard Street z R R wlard Street z 6 4% 149 9 0 31 31 2 2 66 NO011 Hour 22 I 19 4 0 1 4 42 33 = 5 ENHR= 88 46 3R 9% 149 EXfT= 42 46 114 FIR 92 4 a2 14 4 0 1 3 1 1 11 2 1 0 0 3 14 14 0 I 2 2% Beall Street 0 18 17 10 I 0 Beall Street 0 3 2% 33 10 9 11 4 3 3 I I 33 0 39 2 3 3 0 23 41 6 6 64 2 69 8% 19 z3 a6 132 23 0 0 0% o La-Street o 00/ O 0 0 0 0 46 1 0 23 1 1 46 69 1 8% 132 54% 893 0 69 10 0 0 1 0 1 21 48 s 5 0 0 1 20 2 2 I 5 s s I 6 s 3 2% 2 Nhndenhall 2 2 2% I Andenhall 5 6% 5 NLndenhall 5 6 7% 5 Nkndenhall 3 3 30% 33 0 0 33 1 0 1 99 0 0 116 0 0 50 42 4 3 o 0 20 42 s 4 0 3 CF]URCHAVE 0 62 9 NORTH 8TH AVE 48% 794 5% 83 5% 83 0°/a 25 0 11 6a z 4 1 0 0 0 0 22 42 5 6 0 4 0 I 10 1 R 1 4 W 0 5 9 II II II II I8 R 8 8 5 13 13 3 16 16 I 16 160/ 23 14 Nhin Street 9 28 20°/ 2R R whin Street 28 200/ 2R Ain Street 0 2 9% 12 4 Nhin Street 8 22 15% 22 9 Nhin Street 13 25 18% 25 R Nhin Street 6 23 18% 265 14 z 18 331 18 18 331 R 4 149 4 9 248 9 o 9 298 9 a 298 a n 1 1 a o 0 8 n o 1 0 1 0 0 s 0 zs 1 1 0 4% 66 19% 314 1% 17 1% 17 0°/a 0 2a 1 2 4 R 17 0 0 z 8 o 0 0 0 0 0 1 0 0 0 20/ 2 2 Babcock 2 2% 2 Babcock St 1 1% 1 Babcock St 0 0% 0 Babcock St 0 0% 33 z 33 z 17 1 0 0 0 0 0 4 16 I 2 4 8 16 0 0 0 I 23 0 4% 66 18% 298 1% 17 NORTH 8TH AVE NORTH 7TH AVE WILLSON AVE TRACYAVE ROUSE AVE NORTH CENTRAL MASTER SITE PLAN TRAFFIC STUDY FOR REFERENCE NORTH CENTRAL FULL DEVELOPNENT-PEAKPMHOUR TRAFFIC ASSIGNMENT NORTH 7TH AVE ROUSE AVE 16%265 11% 182 6 to 12 4 R 2 NORTH 1 1 8 1 4 5 2 1 3 2 0 9% 9 7 Dorston z 14 14% 7% 7 Peach 0 149 7 1 232 116 z o 3 a 3 WTLLSONAVE TRACYAVE o 610 11 706 21% 347 01/0 0 3 21 0 4% 11% 6 s o 0 66 SHE TRIP GENERATION 182 7 1 z 1 7 0 0 0 2 26 2 2 3 3 0 0 3 AWT= 1654 9% 7 32 3 Dillard Street 1 30 30 0 V—lHud Street 1 4 4% 149 6 1 0 27 27 27 2 1 66 Noon Hour la 1 17 0 2 0 1 3 36 29 3 ENTER= 76 39 z E�T= 23 38 114 13 82 3 35 8 5 0 3 0 6 2 0 3 0 1 10 10 1 1 2 2% 9 I Beall Street 3 13 13 0 Beall Street 1 2 2% 33 6 s 6 z 0 0 33 0 34 2 3 3 0 14 36 4 6 50 10 53 8% z a1 132 12 0 0 0% 0 L—e Street 0 01/0 0 0 0 0 0 41 0 12 41 s3 8% 132 54% 893 0 53 0 0 0 12 41 3 5 0 0 0 11 3 L 1 0 5 5 5 1 5 5 2 2% 1 Andenhall I 1 2% 0 A-ndenhall 5 6% 5 Andenhall 5 5 70/ 5 Andenhall 2 2 3% 33 0 0 33 0 0 99 0 0 116 0 0 50 36 4 2 0 0 11 36 3 4 0 2 CHURCH AVE 0 48 7 2 NORTH 8TH AVE 48% 794 5% 83 5% 83 01/o 24.81 0 0 4R 8 0 0 0 0 12 36 3 5 0 3 0 1 6 4 2 3 6 6 6 6 15 7 7 5 11 11 2 14 14 1 1416% 17 12 Am Street 5 2120n/o 21 15 Nhin Street 6 21 200/0 21 Nbio Street9 9%4;0 Main Street 7 16 150/ 16 5 Nhm Street 11 19 18°/ 19 4 Min Street 14 18 1$% 265 2 1 l5 331 is 15 331 s 2 149 5 248 5 1 0 s 298 5 4 297.7 4 1 l 3 0 0 4 14 0 1 0 l 0 0 4 0 9 1 0 41/o 66 19% 314 1% 17 1% 17 0% 0 4 9 1 1 4 4 0 1 0 4 1 0 0 0 0 l 0 0 1 0 0 0 2% 2 2 Babcock St 2 2% 2 Babcock St t 1% t Babcock St 0 00/ 0 Babcock St 0 0% 33 2 z 33 z 1 17 0 0 0 0 0 3 a 1 4 14 0 0 0 a la o 1 41/o 66 18%298 1% 17 NORTH 8TH AVE NORTH 7TH AVE MIS ON AVE TRACYAVE ROUSE AVE