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Reports - Traffic Study - 07/17/2024
Traffic Impact Study Montava — Phase D Fort Collins, Colorado Prepared for: Montava Development & Construction, LLC Kimley>>> Horn ,� � T R A F F I C I M P A C T S T U D Y Montava — Phase D Fort Collins, Colorado Prepared for Montava Development 8� Construction, LLC 430 North College Avenue Suite 410 Fort Collins, Colorado 80524 Prepared by Kimley-Horn and Associates, Inc. 6200 South Syracuse Way Suite 300 Greenwood Village, Colorado 80111 (303) 228-2300 July 2024 �� �C ,� �,.,,,�,,y � �. : � 53ppg�: �, �� o�/i�/zoz4 � 4 O •. : �,iv ���S�4NA� �E.���� This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Hom and Associates, Inc. _ TABLE OF CONTENTS TABLE OF CONTENTS ................................................................................................... i LISTOF TABLES .............................................................................................................ii LISTOF FIGURES ..........................................................................................................iii 1.0 EXECUTIVE SUMMARY ...........................................................................................1 2.0 INTRODUCTION ....................................................................................................... 7 3.0 EXISTING AND FUTURE CONDITIONS ................................................................ 10 3.1 Existing Study Area .........................................................................................................10 3.2 Existing Roadway Network ..............................................................................................10 3.3 Existing Traffic Volumes ..................................................................................................26 3.4 Unspecified Development Traffic Growth .........................................................................26 4.0 PROJECT TRAFFIC CHARACTERISTICS ............................................................. 31 4.1 Trip Generation ................................................................................................................31 4.2 Trip Distribution ...............................................................................................................32 4.3 Traffic Assignment ...........................................................................................................33 4.4 Total (Background Plus Project) Traffic ............................................................................33 5.0 TRAFFIC OPERATIONS ANALYSIS ...................................................................... 37 5.1 Analysis Methodology ......................................................................................................37 5.2 Key Intersection Operational Analysis .............................................................................38 5.3 ProjectAccesses and Future Intersections ......................................................................52 5.4 Auxiliary Turn Lane Evaluation ........................................................................................53 5.5 Vehicle Queuing Analysis ................................................................................................53 5.6 Country Club Road and Lemay Avenue Project Traffic Contributions ..............................55 5.7 Improvement Summary ...................................................................................................56 5.8 Phase D Only Intersection Analysis .................................................................................58 6.0 MULTIMODAL TRANSPORTATION ANALYSIS .................................................... 61 7.0 LONG-TERM 2045 ACCESS ANALYSIS ................................................................ 69 8.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 77 Kimley>> Horn 196474001 � Montava - Phase D Page i _ APPENDICES Appendix A— Conceptual Site Plan Appendix B— Intersection Count Sheets Appendix C— Background Traffic Study Excerpts Appendix D— Trip Generation Worksheets Appendix E— 2027 Intersection Analysis Worksheets Appendix F— 2027 Queue Analysis Worksheets Appendix G— Phase D Only Outputs / Phase D Bicycle Plan Map Appendix H— 2045 Intersection Analysis Worksheets & Additional Roundabout Analysis LIST OF TABLES Table 1— Montava - Phase D Traffic Generation ......................................................................32 Table 2— Level of Service Definitions .......................................................................................37 Table 3— Richards Lake Road & Turnberry Road LOS Results ................................................38 Table 4— Richards Lake Road & Giddings Road LOS Results .................................................39 Table 5— Richards Lake Road & Busch Drive LOS Results ......................................................40 Table 6— Maple Hill Drive & Turnberry Road LOS Results .......................................................41 Table 7— Maple Hill Drive & Bar Harbor Drive LOS Results ......................................................42 Table 8— Country Club Road & Lemay Avenue LOS Results ...................................................43 Table 9— Country Club Road & Turnberry Road LOS Results ..................................................44 Table 10 — Mountain Vista Drive & Turnberry Road LOS Results ..............................................45 Table 11 — Mountain Vista Drive & Timberline Road LOS Results ............................................46 Table 12 — Mountain Vista Drive & Giddings Road LOS Results ...............................................47 Table 13 — Mountain Vista Drive & Busch Drive LOS Results ...................................................48 Table 14 — Mountain Vista Drive & I-25 SB Ramp LOS Results ................................................49 Table 15 — Mountain Vista Drive & I-25 NB Ramp LOS Results ................................................50 Table 16 — Vine Drive & Timberline Road LOS Results .............................................................51 Table 17 — Project Access Level of Service Results ..................................................................52 Table 18 — Turn Lane Queuing Analysis Results .......................................................................54 Table 19 — Country Club Road and Lemay Avenue Project Traffic Contribution ........................55 Table 20 — Summary of Improvements: Regional & Project ......................................................56 Table 21 — Phase D Only Level of Service Results ...................................................................59 Table 22 — Phase D Only Turn Lane Queuing Analysis Results ................................................59 Kimley>> Horn 196474001 � Montava - Phase D Page ii _ Table 23 — Pedestrian Level of Service Summary .....................................................................65 Table 24 — Year 2027 Level of Service Results .........................................................................70 Table 25 — Project Access and Future Intersection Level of Service Results .............................71 LIST OF FIGURES Figure1 — Vicinity Map ................................................................................................................9 Figure 2— Existing Geometry and Control .................................................................................25 Figure 3— 2022 Existing Traffic Volumes ..................................................................................28 Figure 4— 2024 Existing Adjusted Traffic Volumes ...................................................................29 Figure 5— 2027 Background Traffic Volumes ............................................................................30 Figure 6— 2027 Project Trip Distribution ...................................................................................34 Figure 7— 2027 Project Traffic Assignment ...............................................................................35 Figure 8— 2027 Total Traffic Volumes ......................................................................................36 Figure 9— 2027 Recommended Geometry and Control ............................................................57 Figure 10 — Pedestrian Network Map ........................................................................................66 Figure11 — Bicycle Network Map ..............................................................................................68 Figure 12 — 2045 Project Access Distribution ............................................................................73 Figure 13 — 2045 Project Access Assignment ...........................................................................74 Figure 14 — 2045 Project Access Total Traffic Volumes ............................................................75 Figure 15 — 2045 Project Access Recommended Geometry and Control ..................................76 Ki m I ey >>> H o r n 196474001 Montava - Phase D Page iii _ 1.0 EXECUTIVE SUMMARY Phase D within the overall Montava development area, is located near the northwest corner of the Mountain Vista Drive and Giddings Road intersection in Fort Collins, Colorado. The overall Montava project is a master planned mixed use development to be located north of Vine drive, south of Richards Lake Road, east of Turnberry Road, and west of Interstate 25 (I-25). Montava is a new urbanism complete community with walkable and bikeable blocks for residents to be able to remain on site and be able to access housing, employment, and shopping all within close proximity through integrated land use planning. The Montava Master Transportation Impact Study (Montava MTIS) was completed in October 2018 for the overall Montava development area. This traffic study is site specific for planning area D, which is the next proposed area to be development within Montava. The project is proposed to include 176 single family detached homes, 123 single- family attached homes, and 210 multifamily homes. It is expected that Phase D will be completed in the next several years; therefore, analysis was conducted for the 2027 short-term buildout horizon. A supplemental traffic study letter will be provided for the 2045 long-term horizon that will account for full buildout of Montava and incorporate the new development program for Phase D and the evolving street network. The purpose of this traffic study is to identify project traffic generation characteristics to determine potential project traffic related impacts on the local street system and to develop the necessary mitigation measures required for the identified traffic impacts. The following intersections were incorporated into this traffic study based on the City of Fort Collins requested scope: • Richards Lake Road and Tumberry Road (Intersection #1) • Richards Lake Road and Giddings Road (#2) • Richards Lake Road and Busch Drive (#3) • Maple Hill Drive and Turnberry Road (#4) • Maple Hill Drive and Bar Harbor Drive (#5) • Country Club Road and Lemay Avenue (#6) • Country Club Road and Turnberry Road (#7) • Mountain Vista Drive and Turnberry Road (#8) • Mountain Vista Drive and Timberline Road (#9) • Mountain Vista Drive and Giddings Road (#10) • Mountain Vista Drive and Busch Drive (#11) K' 196474001 im ey>>> Horn Montava - Phase D Page 1 • Mountain Vista Drive and I-25 Southbound Ramps (#12) • Mountain Vista Drive and I-25 Northbound Ramps (#13) • Vine Drive and Timberline Road (#14) _ In addition, the proposed public street accesses along Giddings Road were evaluated. Regional access to Montava Phase D will be provided by Interstate 25 (I-25) and US-287. Primary access to Phase D within the overall Montava development plan will be provided by Mountain Vista Drive, Giddings Road, Richards Lake Road, and Turnberry Road. For the purposes of this analysis, direct access to Phase D will initially be provided by the Timberline Road extension and two accesses along the west side of Giddings Road in the short- term horizon. Access to Phase D will also be provided in the short-term indirectly through adjacent Phase E and at two accesses along the east side of Timberline Road. With the buildout condition of this project (Phase D) in the short-term horizon, Maple Hill Drive will not extend from Thoreau Drive (current east limits) to the west the limits of the Phase D development area. Timberline Road will be extended from Mountain Vista Drive to the west development limits of Phase D(east limits of Phase E) as part of development of adjacent Phases G& E, and then extended from the west development limits of Phase D to the east limits of Phase D as part of this Phase D project. By full buildout of the overall Montava project and more specifically future development of Phases A& B, Maple Hill Road will provide additional access with through connectivity extending from Thoreau Drive (current terminus location) to Giddings Road as a proposed fiddle roundabout intersection at Giddings Road and the Maple Hill Drive extension. Further, with future development of adjacent Phases B and/or C, Timberline Road will be extended from the east limits of Phase D to Giddings Road. Phase D is expected to generate approximately 3,500 weekday daily trips, with 260 of these trips occurring during the morning peak hour and 317 of these trips occurring during the afternoon peak hour. K' 196474001 im ey>>> Horn Montava - Phase D Page 2 _ Based on the analysis presented in this report, Kimley-Hom believes Montava - Phase D will be successfully incorporated into the existing and future roadway network. Analysis of the existing street network, the proposed project development, and expected traffic volumes resulted in the following conclusions and recommendations: Existing Recommendations • The intersection of County Club Road and Lemay Avenue (#6) does not operate acceptably with the existing geometry and control. The Larimer County Country Club Road Corridor Study identified the need for future roundabout control at the intersection of County Club Road and Lemay Avenue; therefore, this intersection was evaluated as a single lane roundabout in this study. Phase D is expected to contribute approximately 2.2 percent of the volumes (32 / 1,441) entering the Country Club Road and Lemay Avenue intersection for the short-term horizon. • Designated left turn lanes are warranted with existing traffic volumes without the project on all four approaches of the Vine Drive and Timberline Road (#14) intersection. If implemented, the left turn lanes should provide a length of 155 feet for the eastbound and westbound left, 200 feet for the northbound left, and 135 feet for the southbound left. Further, it is believed that the northbound and southbound left turn lanes were not previously implemented at the Vine Drive and Timberline Road intersection due to design constraints making roadway widening problematic because of the railroad tracks located to the south. Additionally, the future design of the Vine Drive and Timberline Road intersection is uncertain as grade separation and other improvements may be considered in the future. For the purposes of this analysis, northbound and southbound left turn lanes and signal control were included for evaluation at the Vine Drive and Timberline Road intersection, but it should be noted that this intersection will be studied by others in more detail in the future. 2027 Recommendations • Access to Phase D will be provided by two kidney bean intersections along Timberline Road at Chesapeake Drive (#15) and at a future east-west roadway (#16). Four the purposes of this analysis, it is assumed these two kidney bean accesses will be constructed prior to buildout of Phase D as part of adjacent Phases G& E. However, Timberline Road will be further extended from the Phase E northern property limit through Phase D development area to the edge of Phase D property. However, Timberline Road is not planned to connect to Giddings K' 196474001 im ey>>> Horn Montava - Phase D Page 3 _ Road by buildout of Phase D. Additionally, two accesses (#17 ) are planned along Giddings Road to serve the development in the short-term. These two access intersections along Giddings Road are recommended to operate with stop control on the eastbound approach while northbound left turn lanes should be provided within the center lane along Giddings Road. • The intersection of Mountain Vista Drive and Timberline Road (#9) will be constructed as a two-lane roundabout with development of adjacent Phase G& E of Montava. As a roundabout, the intersection can operate with a single lane approach in the interim. The ultimate configuration of this intersection will consist of a two-lane roundabout on all four approaches and will be constructed as such initially; however, the second approach lane will be striped out and the roundabout will operate with a single lane on all four approaches until additional capacity is needed along either Mountain Vista Drive or Timberline Road. • The Mountain Vista Drive and Giddings Road (#10) intersection can operate acceptably under stop control in the short-term 2027 horizon; however, the southbound approach may experience delays approaching capacity and could be mitigated by converting the intersection to a single lane roundabout. Under stop control, a separate eastbound left turn lane is needed based on Mountain Vista Drive being an arterial roadway at the Mountain Vista Drive/Giddings Road (#10) intersection. The turn lane is recommended to provide a length of 155 feet and a 160-foot taper. • A northbound left turn lane at the I-25 Northbound Ramp (#13) is recommended to be designated separate from the existing single shared lane. Therefore, the shared northbound through/right turn lane could provide 200 feet of storage while the continuous lane extending from the off ramp could drop as the future left turn lane. • The offsite improvements associated with the Phase D Core Set include the aforementioned northbound left tum lanes at the two accesses (#17 ) along Giddings Road and the eastbound left turn lane at Mountain Vista Drive and Giddings Road intersection (#10). With exception of the northbound left turn lanes at the two Giddings Road accesses (#17 ), the existing cross section of Giddings Road between the proposed north access and Mountain Vista Drive is expected to be sufficient with buildout of the Phase D Core. Giddings Road K' 196474001 im ey>>> Horn Montava - Phase D Page 4 _ north of Mountain Vista Drive currently has an average daily traffic volume of approximately 4,600 vehicles per day and is projected to consist of approximately 6,700 vehicles per day with buildout of Phase D and other known developments and programmed traffic growth. 2045 Recommendations • The key external intersection 2045 recommendations associated with long-term full buildout of Montava rare provided in the 2045 Montava Supplemental Traffic Analysis. The findings from this supplemental analysis will support in determining the ultimate improvements. • By full buildout of the overall Montava project and more specifically future development of Phases A& B, Maple Hill Road will provide additional access with through connectivity extending from Thoreau Drive (current terminus location) to Giddings Road as a proposed fiddle roundabout intersection at Giddings Road and the Maple Hill Drive extension. Further, with future development of adjacent Phases B and/or C, Timberline Road will be extended from the east limits of Phase D to Giddings Road. • A two-lane roundabout on all four approaches with yielding right turn bypass lanes on the westbound and northbound approaches is recommended by 2045 if roundabout control is implemented at the Mountain Vista Drive and Giddings Road (#10) intersection. The right turn bypass lanes were added to the roundabout capacity model to help facilitate more efficient right turn movements for year 2045 AM peak and PM peak traffic. • The South Giddings Road Access (#18) and the fiddle roundabout (Int A) are both recommended as single-lane roundabouts using the year 2045 projected traffic volume. Except for intersection the South Giddings Road Access (#18) northbound entry and southbound entry, all other entries to these two intersections operated at LOS A. Therefore, a right turn yielding bypass lane is recommended at the northbound approach at the South Giddings Road Access (#18) to alleviate the slight congestion showing up in the capacity prediction model. • An advantage provided by the fiddle roundabout along Giddings Road is the dispersion of traffic amongst six separate legs that connect to this subject intersection. By separating vehicles' conflict points and decision-making, the resulting operations are found to be K' 196474001 im ey>>> Horn Montava - Phase D Page 5 _ favorable given the predicted traffic to and beyond year 2045. A similar dogbone roundabout in Boise, ID has been recently reviewed by the Montava team, including a conference call with Ada County Highway Department (ACHD) staff familiar with that project. The Boise, ID dogbone roundabout accommodates approximately 12,000 to 15,000 vehicles per day, based on 2022 traffic data provided by ACHD. The Giddings Road fiddle roundabout is expected to see similar traffic volume at year 2045. It is important to note that the success of a proposed fiddle roundabout would be dependent on the successful design that accommodates the design vehicle on-pavement, the check vehicle via use of the truck apron, and provides adequate speed control with a maximum entering, circulating, and exiting speed of 25 mph. General Recommendations • Any onsite or offsite improvements should be incorporated into the Civil Drawings and conform to standards of the City of Fort Collins, Larimer County, and the Manual on Uniform Traffic Control Devices (MUTCD) — 2009 Edition. Kimley>>>Horn Page 6 196474001 Montava - Phase D _ 2.0 INTRODUCTION Kimley-Horn has prepared this report to document the results of a Traffic Impact Study for Phase D within the overall Montava development area located in Fort Collins, Colorado. Specifically, Phase D is located near the northwest corner of the Mountain Vista Drive and Giddings Road intersection. Montava is a new urbanism complete community with walkable and bikeable blocks for residents to be able to remain on site and be able to access housing, employment, and shopping all within close proximity through integrated land use planning. The Montava Master Transportation Impact Study (Montava MTIS) was completed in October 2018 for the overall Montava development area. This traffic study is site specific for planning area D, which is the next proposed area to be development within Montava. A vicinity map illustrating the Phase D development location and the overall Montava development area is shown in Figure 1. For purposes of this analysis, Phase D is proposed to include 176 single family detached homes, 123 single-family attached homes, and 210 multifamily homes. A conceptual site plan is attached in Appendix A. It is expected that Phase D will be completed in the next several years; therefore, analysis was conducted for the 2027 short-term buildout horizon. A supplemental traffic study letter will be provided for the 2045 long-term horizon that will account for full buildout of Montava and incorporate the new development program for Phase D and the evolving street network. The purpose of this traffic study is to identify project traffic generation characteristics to determine potential project traffic related impacts on the local street system and to develop the necessary mitigation measures required for the identified traffic impacts. The following intersections were incorporated into this traffic study based on the City of Fort Collins requested scope: • Richards Lake Road and Turnberry Road (Intersection #1) • Richards Lake Road and Giddings Road (#2) • Richards Lake Road and Busch Drive (#3) • Maple Hill Drive and Turnberry Road (#4) • Maple Hill Drive and Bar Harbor Drive (#5) • Country Club Road and Lemay Avenue (#6) • Country Club Road and Turnberry Road (#7) • Mountain Vista Drive and Turnberry Road (#8) • Mountain Vista Drive and Timberline Road (#9) • Mountain Vista Drive and Giddings Road (#10) K' 196474001 im ey>>> Horn Montava - Phase D Page 7 • Mountain Vista Drive and Busch Drive (#11) • Mountain Vista Drive and I-25 Southbound Ramps (#12) • Mountain Vista Drive and I-25 Northbound Ramps (#13) • Vine Drive and Timberline Road (#14) _ In addition, the proposed private and public street accesses along Giddings Road were evaluated. Regional access to Montava Phase D will be provided by Interstate 25 (I-25) and US-287. Primary access to Phase D within the overall Montava development plan will be provided by Mountain Vista Drive, Giddings Road, Richards Lake Road, and Turnberry Road. For the purposes of this analysis, direct access to Phase D will initially be provided by the Timberline Road extension and two accesses along the west side of Giddings Road in the short- term horizon. Access to Phase D will also be provided in the short-term indirectly through adjacent Phase E and at two accesses along the east side of Timberline Road. With the buildout condition of this project (Phase D) in the short-term horizon, Maple Hill Drive will not extend from Thoreau Drive (current east limits) to the west the limits of the Phase D development area. Timberline Road will be extended from Mountain Vista Drive to the west development limits of Phase D(east limits of Phase E) as part of development of adjacent Phases G& E, and then extended from the west development limits of Phase D to the east limits of Phase D as part of this Phase D project. By full buildout of the overall Montava project and more specifically future development of Phases A& B, Maple Hill Road will provide additional access with through connectivity extending from Thoreau Drive (current terminus location) to Giddings Road as a proposed fiddle roundabout intersection at Giddings Road and the Maple Hill Drive extension. Further, with future development of adjacent Phases B and/or C, Timberline Road will be extended from the east limits of Phase D to Giddings Road. K' 196474001 im ey>>> Horn Montava - Phase D Page 8 � NORTH NTS 196474001 . -t�' 7� � � � �� ti t . , � �i � ��F ��� �`��r b" �.. � ��,� �'�. !�.' �'L�i � � d . `y_,� j'` ' °,��'� i c� 2 '��'y� .. e �� �fY ti�fy� • 4 ■` 7 ��:` s '"�'� �i `�, f �t1: r:{"��,�.�'��> G'� M �I r; � ,�p a� �� � L !'�` � tF��F�r a G� l�:. d5'4 ���`, ' ��. � K 3 a � � 1CJ'� Y �� j G- W��� tr' ;�,f ��.'; r F ,i �z �< ° ,- u D�� h a a f . �r,� .. T y. I � �� F � � a r � : � +9 }•i r Ao-I,F t A��� t� t.; f a�a,#� r � � � C g' _.L,.��'•[ 3r�, . �F � ? .� �i,.`��'': S: ss"� v � ..4. r�-: F !_ �y �� � � V � � � +i.,. : ,��_ � Y�. �_:.�. . � i Z � �z� .- +ar � � ���� t��. +�1�. a' s� � �•` i . �[ s�a r rsA �� � i��k � r,^*�'. — _ _ _ . —, i_ — . _ _.. I �. . •� � ?r � , C� I` i_. iry . ��._ � � I I � ; � _.� � ; � �'!� q 4�- I � �.j�,� �7�„ k r `"� V �. � o �F.��f� n �� � i � ;.� .`1�7, � i ', �y,� � , u �i`d � ,�4�^', i s�`v m RICHARDS LAKE ROAD � ('j�'�� [�".� J � �1 . � �N.p• /� ��1�#I� �7'_ � . t ,F j :• -a�a-.s �d ¢ . . . _ �------ - - c, 9 '�`�, �^�t3z' � � g � _ '�J � li_�I a + � ,� � � � � _.��'� ,� '.^� � � � � ; . , m OVERALL ' I� p� � � 4 t r , ' :.�`s '"�,� �� d }` `.. MONTAVA �� .� .:?► � #, MAPLE HILL DR � � � ��I I�, W " -_ m z y��{: � .F#r� � .. � ��i �ii�l .; ' � .' + DEVELOPMENT p t i � 1 '•'r �, � ti ` ' 3 `+ . .� r � , � �d I Sr� i.._ � � . . � 1 . � � ' '� i ,.'._J_a ' ", l' .i '� ( � '�t .�_ 1 . - . . — . . � . �,� �€�.� .a, w . ,*� y �4 '� {,� • � � Z4�. �; .¢ -. ti�...,. 1 r.,;35 . .. � , ..�. �, } f C,� � � Y p `�tv -.:.�....fi ..,.1.'��ayy„ �,�.. . �,� t+� �: U/V7R�, �� ,� y i_� � I � �` � Ue. R�AD �!� .. .. . ., r r.. . r ,�j _� +3 � �4. s �:_''.� ? .J� -�°� ,�r,�rta.;'-,, �';fj� t',; � P 1� a *� �'� _:,�, ��t '��.-a�.� ��'� W 1{j �.��� ' `` ,_ ��� � t.�� ,�r �� �� .: : f rr �^ ,�i 4 � �, s �s �_�,��r ���`a � �'�, �, --�e � , �, �-- 1 r . . W-Y� �, � � . �� �, r� Frx •�:_p°�`���' VINE DRIVE . ,-yb ��`��, IB.� 1_..< �� ��4�� �IOiiY�� . , FIGURE 1 MONTAVA - PHASE D FORT COLLINS, COLORADO VICINITY MAP i F � � I � � ' �I 4 ��Iixypc� �� s �'+, TM 'ii F z a �. , e�� � � ! ��`�`,...=.se<>� ..` ...:r.;a.� � � T — '`�� l� � , � .. ���r . .,�� , � � � , .. . - � %� � � � � o i ,� —, '� � I'� a ,� _ o � ' � u�� c.� _ Q 1 � O ' 7 � .. . , ���l,� . m . :� MOUNTAIN VISTA DRIVE I I I_—` 0 Q O W Z J � w m. l' y+'� - � — F � '� y Y � ' • I ��� '� 3 Z � , t 6� ; �'"` �' f¢f.+,,`� ry � � �rit s ' �� --�t �,��� �' �'� �.., �Y �� y�a(������;i f+��� �r' G � � �T 1� ' � :i` �`�'T+w�a� � � � i r '� E � �t�'f ♦ � � ':Y.' i L# . te'� �s' . � � — !�'��:s.T-«,:,r�F°�S.' .�':�,n'� � -'°m�t ;..�'� �`. ���r :,,�p. ti ` ��, '� � .r: T* � ,I F►rtr,rrrrrrrr�r a-.`�i tf , �c ��". ? , � �r �/ / �/� / / � I / -. �: / ` /���/ �/ / / V 2 / � c c 4���` � ,J����'� k � i � i 1 �c _� v�l..�"`.-q.'�' �.�',i � '� I�_�..r '�(:f�� '��� � ��'�� i.0 { . . ���;� �� �`� f_-- — ' ��. -�:;� - N � � � _�: F � � __ �y y� Z ;}-"" - — � .'�� �l`,,.. i; �,`_`��ill i� � . fl E J ��� � � � �I t �F : � ��' FS ` �� � e ��-�r .r c;'y-t . e ' t u'k � s��. �� ,' ¢ � l •. � e+��� ���. '1W*-:'�. �'.i .�y� J�. 1 ks I:r f �i��� a� �� 1 i,; a�`.'� I.: ._"` . Kimlev>>>Horn _ 3.0 EXISTING AND FUTURE CONDITIONS 3.1 Existing Study Area The existing site consists of agricultural land while agricultural uses are also located to the north, south, and east of the site. Residential uses are located directly west of the site and in the extended area to the north. The Anheuser Busch manufacturing facility is located in the extended area to the east. 3.2 Existing Roadway Network Richards Lake Road extends in the east/west direction as a two-lane roadway and has a posted speed limit of 40 miles per hour. Bike lanes are present along most of the roadway within the study limits and sidewalks are only provided along the frontage of existing developments. Country Club Road extends primarily eastbound and westbound as a two-lane roadway and has a posted speed limit of 30 miles per hour. Mountain Vista Drive is a two-lane roadway extending eastbound and westbound. The posted speed limit between Turnberry Road and Timberline Road is 45 miles per hour, between Timberline Road and Gildings Road is 55 miles per hour, and between Gildings Road and the I- 25 interchange is 50 miles per hour. Bike lanes are provided along the north and south side of Mountain Vista Drive. Vine Drive extends in the east/west direction as a two-lane roadway. The posted speed limit is 45 miles per hour near the study intersections and reduces to 35 miles per hour as the roadway approaches the Lemay Avenue grade separated crossing. Bike lanes are provided along the north and south side of Vine Drive. Lemay Avenue extends north/south with one through lane of travel in each direction and has a posted speed limit of 35 miles per hour. Bike lanes are provided along both sides of the roadway. Turnberry Road extends northbound and southbound with one through lane in each direction with left turn lanes at most major intersections. Turnberry Road has a posted speed limit of 40 miles per hour and contains bike lanes on both sides of the roadway. Kimley>>> Horn Page 10 196474001 Montava - Phase D _ Giddings Road extends in the north/south direction as a two-lane roadway and has a posted speed limit of 55 miles per hour. Bike lanes are provided along the east and west side of Giddings Road. Busch Drive extends in the north/south direction as a two-lane roadway. It has a posted speed limit of 30 miles per hour and extends along the west side of Interstate 25. Bike lanes are provided along the east and west side of Busch Drive. The unsignalized intersection of Richards Lake Road and Turnberry Road (#1) operates with stop control on the eastbound and westbound approach of Richards Lake Road. The southbound and westbound approaches provide a left turn lane and a shared through/right turn lane. The northbound approach of Turnberry Road provides a left turn lane, a through lane, and a right turn lane while the eastbound approach provides a single lane that is shared with all movements. An aerial photo of the existing intersection configuration is below (north is up - typical). �,7t �'lt: -, � � ''t ::-0i�� � � 1 � � ' ,yt � ,� "__ �� F. _' �� t� 4 � 1 -`. � NORTHr � • ' - : � l�~ ` � i . v� � �` � � � �� -'� �,� N i � ',` � -J .� . ' ' . � �t, ... y��� h � y� •� . 'T � Y .. ' ��.. . 1���� � ��r! r� i ' - ' �1 s: .:Y � � � � � � � . �.r r _ _+ / �^��r,� . p � ' �.�ti � , � ' � + :�: " r .� . . i � - . �' �� . �- � � i� � � Fa a{' Kimley>>>Horn � � : . � � ,�_ � � �� - � � � -�-- , _ ��� x�� �---�--, r r , �' ' - _ - -� ,,� . �, � . �; .� �� � � 0 � � L L d .Q L � ~ ■� Richards Lake Road & Turnberry Road (#1) Page 11 196474001 Montava - Phase D _ The unsignalized intersection of Richards Lake Road and Giddings Road (#2) operates with stop control on the eastbound and westbound approach of Richards Lake Road. All four approaches provide a single lane that is shared with all movements. An aerial photo of the existing intersection configuration is below. .1 ;• .� � .� t' � �i �: � , '. �,� ,,' F -' �.� �:' ��r ��s ' . . • . ' � -�.� NORTH! . ,i, , ' ` �,. , :•� � }', a, / ..�. � r i . , . . • t d . . . � . - , _ ' _ , . �� sn' ���, ��y . t ��••*.+�,+.� •.,�,. ,�,.,.�. =�Y:� . ��.t�v� , .�� 1 � � �4 .��. "",� `". . .. _ :� ��;?-�_:, � � . ' . : � � � � x:��- ����, F ��:��%��rr� � ,� � t� � � ' _ "`,, '";''"�' ;�.� ,� ; �• . . ti � �w.*vi� �N, � •'� 1 � .... .. , . _. �r: ' . . . . "�v.Ji.a.� � ky � - .. � , ; , :i �' �'�`��' _�N�1ni.Srr i - . � . . � � �0/ I.L � � 'a � .. C�'�R '� ,� - .� ..� ^��' . . � _ ,s, "n:a-��...- , _�� . „ �� � � }r � -, �+' + '+r r.fv �. t�r � � f . �s y , ~ s ' '` 7 • ar�'•` .. � ,� � �t � �+► a � �'�Y .�� •�i' � �t � � � � ✓�. �� Richards Lake Road & Giddings Road (#2) Kimley>>> Horn Page 12 � r � • . '• �. .1 ' t !� . , �-'. i . . •. 196474001 Montava - Phase D Richards Lake Road � � r \ �r_..__ _ The unsignalized intersection of Richards Lake Road and Busch Drive (#3) operates with stop control on the northbound approach of Busch Drive and the southbound approach of a private driveway. The eastbound approach of Richards Lake Road provides a left turn lane, a through lane, and a right turn lane while the westbound approach provides a left turn lane and a shared through/right turn lane. The northbound approach provides a separate left and right turn lane while the southbound approach provides a single lane for shared movements. An aerial photo of the existing intersection configuration is below. .�- � � •.• ti t ;� NORTH�., � r � ^� � � . �' ,� i ' �,. ,;:�y _ • .�� , .. !�:.: . . Richards Lake Road . . � .Sy�cKi•�.° ; ` i ` �+ �j��' :�.. "�_ -3 �_ �±c� _ �� . � � ��f � ;c���.;;,�� �? ,1• i' � �<`. �� 1 �f• �, , ���. w �f�' '�,_ �-..`c�°'� ,,,� .i� ' ��' I �t <� �.� . j '�► . ..� ' � .� • � _ �' �i� '!�� �. �' � �r :'r �+!'�, I.� ' , �a; � � � ,: r ,�,,. � il �e1�r' � �,i;s . .�.�. _ .. . ����� i� ��.�,��5 • �'rfK�+ti ���f �•'. -�JIfAI�l+��.!�i��r�y� � �+ _ � . . i ...,,. -. ;., J .� �: .i I �'��'•^ t � � � � �- . c.i r � � • « � W i 1 � � � ' .. °o , i ,-�� '_ ,,�. Richards Lake Road & Busch Drive (#3) Kimley>>>Horn Page 13 —� w — � � ��9_ �� � �`�� 196474001 Montava - Phase D _ The unsignalized T-intersection of Maple Hill Drive and Turnberry Road (#4) operates with stop control on the westbound approach of Maple Hill Drive. The westbound approach of Maple Hill Drive provides a single lane shared for left and right turn movements. The northbound approach of Turnberry Road provides a through lane and a right turn lane. The southbound approach provides a left turn lane and a through lane. An aerial photo of the existing intersection configuration is below. � � � ;;. � � � �' I I .;. i _� �• �� • �� ,� � i �� , �r f n�• . -'�� ' - i Y i T� � I ' ,s: � 1 1 I � � ��.. � �!� \ 1 �� :�,�' - r �� .r � i � ' : ��+�`�_ � _ �: Maple Hill Drive -�� � �� � ' -- �, . ��' � � `��� .� � / .a - . J - O � Q' � �t .'�' L ..:,� � � L �, i d � � " .Q . r ' . � � Y r - .� 1 L , �}' � � ., in � . � , .t �+r ~ 1, ' � ' ' ~ �. • � `y.� � r t � � ! � � = - - � � - _ _ Maple Hill Drive & Turnberry Road (#4) Kimley>>> Horn Page 14 196474001 Montava - Phase D _ The unsignalized intersection of Maple Hill Drive and Bar Harbor Drive (#5) operates with stop control on all four approaches. The four approaches of this intersection all provide a single lane for shared movements. An aerial photo of the existing intersection configuration is below. \ � i - ,, � �NORTH � ��: �� � � � � � ,-c _ • ...:+.��' �, . d - > � 0 � L � _ L M� W �� Maple Hill Drive � � � --i-= _ - , _. -! -- �� - _ __� � -- , . � Kimley>>> Horn � � - j � � � � �� . � '�.. � . .�. . -� i , � � � - r ,. . ' +- Map/e Hill Drive & Bar Harbor Drive (#5) Page 15 ��g��� �}� ! 1 r. ' �ti � �.. _ '� � ..� i� �� � � � �����'':;;t ,,.�.. � �---- , 196474001 Montava - Phase D I , -! _ The unsignalized intersection of Country Club Road and Lemay Avenue (#6) operates with stop control on all four approaches. All four approaches provide a single lane for shared movements. An aerial photo of the existing intersection configuration is below. . /� ti: NORTH , s� � � I�- r �i � •A �.��� _ �� ��' � ��, �.� , . �i'+� �� �_ • � ' � J i� y�• � P .1 {• • {: r � � � . �� _ _ ' . . _�_ �F _ F , _ �, �� . � ,�. ,�.:� � f •� Q � '� ' � � ' � � i 1 �� �'Y'�` ��■�a ` � . d J t ., .� � r ��� �`� .1 .. J�i S �� . f, ' � . � '� ��:^ , .,,.�,� � ;0l. � _ , .r. '..�,�„ =a�- . Country Club Road � ��,. Y?�� � �,�sr 1 � r:� �, �.� ;' �'r�C'��: f�_�� � �„`� � �.a.r _.. �� t r ,�� , 1 � ��`t M.' �., s�.}�s�:� . . � . . �"�i�; ;;'� , j _ r' ,;�,,,.� - �' � � �a �4 ��� { , . .,. _.-� � � , t t• ° `� s �� K}, ~ t` �� i'! :: ,r,. ��+,�,e�'�r �$�,�n � !. � � • ,.,;�� . _ � y ' � •'_ ' ' �.�-- '�� �; � . �'� � ' � , - . ,:'...,,.,, �� ,� . . r� : ���' ' �" _� Country Club Road and Lemay Avenue (#6) Kimley>>>Horn Page 16 196474001 Montava - Phase D _ The signalized intersection of Country Club Road and Tumberry Road (#7) operates with permissive-only left turn phasing on all four approaches. The northbound approach of Turnberry Road provides a left turn lane and a shared through/right turn lane. The southbound approach provides a left turn lane, a through lane, and a right turn lane. The eastbound approach of Country Club Road provides a left turn lane, a through lane, and a right turn lane while the westbound approach provides a left turn lane and a shared through/right turn lane. An aerial photo of the existing intersection configuration is below. .�> � NORTH� �� � r� r ' .�.� �, - � !' 'O � ��f `� I � �0 ��P Y �j � � F� L � � d '� L � 7 � 1 ! ^ :c � � . .f'� . � s� � � � .i. � } c v —i I l • � ! � .� � �.. . �' ' . . �..._ y,� � F � 1_ � �" T{ '� . � . . � 4Country Club Road �' � � � � ' �:��� F � ,:.:'�. ,, �• �_ a � � . j� .. 3' . . y .• ,� �r f' � ,� � � + � - r. ��' � . �`' 16 . � " - t 4�,'�'e,r '� �,, � �- t ,i,• yf �F • �• I . � � -� �. � _ Kimley>>> Horn �1 Y ` , � _� ' .l � � - 1':tnM ,� � _ r "�.,t�t? . � y . -+ - � � a,�.�� ���y ��`a� �� �- � y,� �,:' ✓ � �¢�F ~a1rA� , �' � �! Y���f� . ��`.� .'��s *:... '.*: �• �` � }�+ ��la��� _ � �� s _ � ; . �v2� t� ' . � '�k. � Xw �` ' ' d'� � � .. " -�..� -: s __'' " /�-� • �����,_ g.� �' ��` �� �¢ - �w ch � ��`' _��=!�f'�-� � �_� r: Country Club Road and Turnberry Road (#7) Page 17 196474001 Montava - Phase D _ The unsignalized T-intersection of Mountain Vista Drive and Turnberry Road (#8) operates with stop control on all three approaches. The west leg is a private roadway with a single lane eastbound approach. The southbound approach of Turnberry Road and the westbound approach of Mountain Vista Drive provides a single lane for shared movements. An aerial photo of the existing intersection configuration is below. � �+ , ., ,r ' •� � _ , }��� � , 'r'� I •* ,.l.!'_ NORTH' ,' . ,.� � � � '• .r' � � i*. , :. �. ' p �i.,�`_. � .;;�_ ��-�_ � �sl;�"�y � � f � �� . �, . r 1a • � �` °� .� . �1� � ry� � - d !� -•�s. - � � j .' � i�' t � � � � `• r( , f . �.�.i,� + ,; .,..0► � ' ��. -�.� ie j �< ' � i;� �,- . � _ `� n j � •,` \� ,��� / �1 F i1 � � 1 � � �. ' s � :� ^ _ � , " . . � � � . �};� � � ` f " / • �, � � i 'F� � - - _ ;�'.��� �� � � . .1• _ � � . '�.� "� f�::%: F �.' .... ' 1 �'. ..��-��-�=�:� •y_'ti:.yCi.4.r� .;�,•s%.�'� .� •: �. _ L� . . ' — � :�J�/ :; :SC' � M ` �` •, � ''�� g . •�'•i �• � Mountain Vista Drive � �F }.. ���, � ��� • `'� _' � :� I - .. '��" �'� � ' y- � .� � •�r' ` 1 . ,<�. �' ' ' � ��j�' . p'' �� : � J�� , !' ♦ ' . •il>. � / '��. . `. ' � , ��:' �� �'.• _, ' ' � % . ., ��• 'Mj � �� � � , � � "..,c�wn�.' � �'i � : i c�'. � ���-.�ji _.. _. -�„�•, . '�.•.�� N"t'�.�.+ .����-r4f�' V � ��:` i i'� � +�r.r�' � y , � ��� � ��� • _ ��� 4 � t� •)�rw �'.�i{� ���4,���j1 ��+,-�I _ _i�`°"v - . _.� Mountain Vista Drive and Turnberry Road (#8) K' 196474001 im ey>>> Horn Montava - Phase D Page 18 _ The unsignalized T-intersection of Mountain Vista Drive and Timberline Road (#9) operates with stop control on the northbound approach of Timberline Road. All three approaches provide a single lane approach for shared movements. An aerial photo of the existing intersection configuration is below. n {,•�ar4 .�.� �4 �. �^ ,� . � � • ��-.. ,� �.'7'-,' { ��•- {Jp"� 4�� %+Y'�'� � �S '� ?.v �•r �' ' j f � e . i� r, {j �• ra , � a�7 � . # � �.y+ NORTH,�' � • J,�%��6rL , �� . . t � � �.' � Y R '� �! ; ' �«,'!�� .� �y# • �� � �' ],j "ry.`}� r ► _ .f �.� . . , _ • �f (, f �: r��.� �7iei��f• d �4 / J�Y _✓ • i���� �g�� ""'Cj ••� ` ,yJ"1-��� � -r.� .. ,:'' ��.�• 'r 4 ,'• •� � „i�.,,[`/,�.a x.� '�'• t � , N . . � , � -.��� • ' • � � .�1 ..�• ;�+ }�'-• �Y �; �t �L"l. � � �,�}, ,, i ; �'' i" ' y *y ',r'" � G. � _ . . ' y i �1 � � �`IC' r!%4 , j��•' ,� 4'i ! . +'�' • ' � ,� St r �� . :�- �� r� f � . , � . � ^; "f'-, . `'�*ia' '' � � �l S%� - '� r' ' rA �, . � -•':� f �},Y� . ! • ' _ *� � `.tR,�s'r '�' '��.tn � i� . ,,' r ♦ ' �,� * i.[��a: -y. "{ �ti • � � f �. •a �P.. : � � :� . � G � i A . , � .�! �.. y�'j, ,_ _ t. ,,,� � �.: �t..�ar'� � �? :� r� _.:... :������ . ' . s:.-'-��.r,a�i"*�.� �[+ri '��Y�,t,�,�.+"'r � � .. .t� _ _ . r�"Z.fi � j � . . f : . , i'" t� il� a y�!' .'.1' .r.. � . . � �sC..i � � Mountain Vista Drive • • ` ' * �� .( E�,.;, —,.-- - � , "�F `_ ',,,'•;� } '` . , �{�-ir�'.�'.�ia�d��I.i',tii � - , �/ . , • I ' � . F j j %"� � ,_, v;: ' • _ , . ': r . r � , qi.r , . f� � ��. �J � ' rA �' /'�¢ 3 .�.> 1: , � ti. �#. , . � > I ;. � ,� '� • �. � ' -.n. T' i ���. � �X..� �� . '"'t I '�-4 �r C . . c 7 � � �,' � �"� ai� . r 1, �, � r � � � ii 1 �� - � �� �� v�y�! .�.� � ; f/ n S ' ,';�7 •�� � t r ` � . � .� � - r,d �� �, 3 '��f; {t,�g�r <' I ;� .�' '.t � ,� � � �tr;� � � ` '!� [�6 �!�' f � � 4 O � : � '�.+� +"Y ,�.f � `. +. t 3�� '`• � { '�'� `- .A � : `�t; ' . ' � .,� ; � .a � � ' a :,} � �:�, ,� . �, s C .. ! .r . ,� # �� . , '{�. � •L � � ' . ff%. _ . . :� f i��'s � t ., � r ' .�M1, ' t ... i r.4'C. : d � .7:�� , 'r 1 � S�i < y� ��' • . � f��i tiY �,1:` :�: ' e� •. r, � i �� ;,ri" ..-i �."S••r �i ' � � ��.. . �j`�'y �.� ' i � . ��0�+• f I�• � _ i ► y ���s Mountain Vista Drive and Timberline Road (#9) K' 196474001 im ey>>> Horn Montava - Phase D Page 19 _ The unsignalized T-intersection of Mountain Vista Drive and Giddings Road (#10) operates with stop control on the southbound approach of Giddings Road. All three approaches provide a single lane approach for shared movements. An aerial photo of the existing intersection configuration is below. �fin ,b . .a ^ 1 !I', :� �f7�Y',�?�i i,; �?. i� f � : � � � �, �1 �), f �� � r. � � ` �' . � ;�Tyr�l �J Y�{'.l M ' , ( �!/.'.f., NORTH� i. � , , , . r�� � � r ` T , � �, � �r a ;� ri /' ' ; 3�� . . ..+; t �`�`� , 1,. . i ; r f ,� ' � �;� �r ; :� ', ; ^y �,. •,� �, �� . �;� � �+ ' , � .y���. �� � � '� �� ��y';��r ` .,! �J�t�r � �,4�r,•�- +i�'l{.",�S .j�V . !' if• . ' . . _,T � • _ _ � , . . ,;,.�-�. � ' ���`��t�� - �4,,,"�� � ?� ,��.,,; . � '�rr� .r t , y, ,. � Tv . , ,. ,.� ; W.,� , �>�' • +" . �,. " - �� � � - !� �� 4, - Mountain Vista Drive � _ _ .� ��� � .�- .,...�. `�J� �, i� w - : ` ;�., . �,!' .. .. � '� i�.,. . � : � J�11. ( � _�i+� , x' ��� �p..ii�' ��►ir �12'fi� � �J �.? f . � -�. � r : �..y �?� '��F '3 yyy1[' p� y . . 1y .1-. . /1 � 't � h I��I_. I� � i� � 'f • ��^j�� � � � � � ����r� 4r � i4 � �j � � ` ��',•o, � 5+- � _.� ti�a 4`,,�� �''�Y`f '.�7" ��.� �f , 'T � � _I��/`'�'C7�'',• � ,l: ,, r .r y . . '.f� 11. '' _r•. c� �. 4�M '� t Yti' +. i+� *' .�. l�`. y � . J,' t� j, .�`<-r:r j?r^`+;�'�r.���"::��� �� �. r�.`r-`�... � + 'C''`'i' - : y",, . . . . . . �^ �( i Q !r _ . - .-i�.. . ��t. _ a.i Mountain Vista Drive and Giddings Road (#10) Kimley>>>Horn � �I � � � 0 � N a� c =a � � Page 20 � � i=�� �': .', � � � ' � :.�'_ �';�:��.; . � �� ♦ • r. -���. ��,j #� . , �` �`'�� . ! � :1 t , , ' } Zy . ", J � e� � • ! � �'. ~ 3 � y � ` � i • , � � l� i/ �� ~} l �•r,'� '�;,����.j= r�`�'� � ,r; ��.',�;'�� ^ � • • �� - •�' r ' : ....;,., s : � ��t� ,': ,. �i, � ' . �t �, "_ _ r � • � �. � ,�',�„ ` ' ' ' �' r:*-��,, ., r.. �, � „ / + Y� .�-r y � } ^ :�T �.Slr� �.lr':;, ��'`�+�� . . 196474001 Montava - Phase D _ The unsignalized T-intersection of Mountain Vista Drive and Busch Drive (#11) operates with stop control on the southbound approach of Busch Drive. The eastbound approach of Mountain Vista Drive provides a left turn lane and a through lane. The southbound and westbound approaches provide a single lane for shared movements. An aerial photo of the existing intersection configuration is below. NORTH ♦ ir _ f5"•-:� `� ' �'� .`�� I���` s � + �1�- }��, s � :�•;j��� i►r �.s�� �r. � �. ' ��l� f, � - ,� . �: Li-r . • r w �� _ i�� � -�'_.. . ��.. . '`' � -►- � �1"':�i' �,, . � y;. � �1 '' r � � f,i L1 �y" •+ 'I' ��` ��y7�.�1r�,./� � '11 �`i� . p s S � ,ysrs�� �.���� r .'�r'� c�i '�" '� ` � Y : ;._, �� � �p � _ , � � w , .. •r: - � � .�� ��y � � � � l� � • ' i • , _..+� - 1 ,_ �'���SS'� � • .' �� }�s' . , .�r , . ., � :I �r 1.: f .' ' i' � • ' ,� . . �. , r=•+r' �► ' - �� f : d�-' -: � ' , �,, c , _ . , . . :.:.:! ,. . j�- . � _ ` � _ __ �� ' . �,� � _ ��,� r � �•,�_t.'•• ry. tr••yr �_�, � _'.f, �a�.. F�J -'�,:� y�►1" .�:� ,_t'�o�,�. � = . y =- � .1. � , " �. r� K' 196474001 im ey>>> Horn Montava - Phase D Page 21 Mountain Vista Drive and Busch Drive (#11) _ The unsignalized intersection of Mountain Vista Drive and I-25 Southbound Ramps (#12) operates with stop control on the southbound approach of the I-25 Southbound Ramp. The eastbound approach of Mountain Vista Drive provides a through lane and a right turn lane while the westbound approach provides a left turn lane and a through lane. The southbound approach provides a single lane for shared movements while the south leg of this intersection provides one receiving lane along the on ramp. An aerial photo of the existing intersection configuration is below. � ��� .. �„ '�� � NORTH � •.� � _,. .� ,.'�.''�'- � t. � . / �` ����r ��� ,�� •A �_- y ��'.. �4rf \ i Y . !y 1 . +.�� I '' ' • r ��l \ � � .����.��. ��Yf,f:?�`fY. _ s���Sit" � � ��� � ��. . �r��r . �a . . � .•. . x ' �'=' , ^s . . umi �,;� �- . f F •' ^� '',-.i�� N � �R f � ilu . � ► .'t� n� ' 1� . �C; . , �y�'�' I` y �� `��;�'�� d' , .. -` �'+,�. �•, � � �' � .'?rti l�,}':•�f+ j,'• i����i..,. � _.�'�`��;;�- �,'�•,r+��� 1' � � .� � - - sZ`��_.,�^'-_�� �1►.' � s--' . d '�+I�r-AR a-'. . rl�►ro Mountain Vista Drive ry __ � a �1fy y�irl{ � �� � �_ �. � � ..� _ �_.. ,._ ,.�s_- � - --�• ����,,...7�ri-�-,.....ofs:...L.....+- . �._� � ,. n `;. '•', SA��ri} .y( f� . . r' r y.r �1*� 1 �. �� �? �e,' . . � . � � . ��, . � �� �,. ,ti � � � y � .�.. ` � i , �,F. ti :i � . � ��` �: � �`t � �� 1 ��';{;'��`'� ���'�� e' : � � .. •`' ; `: �� i• ,:, �),t} ` ' I!. •. �, . �;:! ..r''•.`�'� °-i ,�/(�`'' -.�� ,Y: �= '�;/ ��''�,t�i,��� ; r �l+' �t_';+t'�•��+'� �k�l „!<. ',1�.�'�' � '' `f ti1r� j - .Mi':�f {;� �_~�'�� �. '� 7 1 . •/" �.. � ti � ,� .+. � � • r � . ��' � . � � -� 1r',�.� . ♦ -� f •f�i,_ ��-. r ,-t�,'S��-_ .. �J.t•� �'r _f''~i.. �r�-_� Mountain Vista Drive and 1-25 Southbound Ramps (#12) Kimley>>> Horn Page 22 �����a�.--..._�T�` � • /, • � � ,�,,: � �� ,,: a+�'��•:c` .'' , ¢ .`3�. ra.�;�i;� .,,�. f� .�•t t.ar.a s ` �:r �� ��. ` y : � i['� �� � . #r� ; ; `� •. J �h L i �� �' �: + � ;r • .:i't �' � . ' ., f ��r � L �i ..S �t1.`�''� . ; . : y: �, .Isr-i` � , 4� ��F1 v � . .�_� , r- H'�y y A�i _'� :����.,rR���'_ ��fi 196474001 Montava - Phase D _ The unsignalized intersection of Mountain Vista Drive and I-25 Northbound Ramps (#13) operates with stop control on the northbound approach of the I-25 Northbound Ramp. The eastbound approach of Mountain Vista Drive provides a left turn lane and a through lane. The westbound approach provides a shared through/right turn lane. The northbound approach provides a single lane for shared movements while the north leg of this intersection provides one receiving lane along the on ramp. An aerial photo of the existing intersection configuration is below. � •� R �-� �,�, � �A � - A � . e ,,3. ._a{ � �y�, �`��C, � a �Y.:� ' � � �. i � � � �� � T �y � �� NORTH �. ' ,� +� � � � '� 7 �, � r j� �,��` .tp f Y��Fe _ � !� .'Gi� * v��Y�'�4'y, „°`� ,��r � . f � ,'. � �,�,r' �y. �{ q -.y ': �' 2 -° A �, ��.:� •' � � � . : •'�`+ � r: : � ,.. is � � �T�,a i 1 rr �4,'f,� n .� . �f .. �� . ; �� � �, �n•'[. y � � � ` :'�R.�!' � �. t ..,�,y '3,._ � . . i a.Xi'%1` Iry . �:..�z'' , . . . _ , .. , °i1`4i:.�.: r.'.t. � F'. ' . �..� ,, .��`_ a � N �. , - . � •� ,-i,f.,,.�a � �_ ��{'� �- y�` c 1 �Oys) +. . .�. � { t f i. �� ,� �} � t � .A7 s � ; .�_ A t ;'� +i' � r` �� r � � +rr ��t � ' � � �/i �� :r"e � . _ �� ��� C ��. �1:.� � �� �e," � ' } ��ri�p� i� � .��'� � ' `�'� • � � �4a �`�} �rjy.-.� � �.% � � . �� �� `.�� " ��'�� ''" � - ?: r� �� �' ;;z. i'' � ,�.� -��� .....,.� i� y. � ' r 3„ 8A �. e,v �` s�:Li ... ., _ .. .. _. . . . . . Mountain Vista Drive � �� .,�,,, 1 J14s�� a�.� � �t� t .. .' ���yP - 3��.., �.�7 . �tri;•a' i"3r' *: -s � �j�jy§r_,��" .,.n r� - : . q J6�l�rT,� + � �R � �, a.. sx+s ., y x F t � - E+^ '�' 3 z- 3 �i � .�,°` ! �"t8�' i� 7 �*� r $ �,�j� �` r s : "�11 „y "� , � ;, �' � a�:ic" � b`� ""� p„K, .. � � �} �,, n r . - +,�'S� F � h f �. r� � :i wL.:e• �1de r.< _... f� f...c '!r �"p � sj�-�y� � >'` . �s £ ¢� r4 ' � .r,i . � �,{ � � �� ,,�„ .y i� �1.,� a< f: . ��3' r���• t�.; `- .i" #�.�h �'� Q. ( J� ��r {,L,r .y� " .�,? � :K �y. .fiS+ �-`:`Ar; F —�Yr 1�, � '. J ` � y �,i3e t�,' � F� � �A�+ i .� '.�,+'�, r 4^ �:'o � ; (pf`.y{ /r�� � r . `, i�� t'y � ..�{� +L'ya � .�d fiJ i a$ 1�14 �ef 5 V, � �� �lYw. _ yy��l�� t l<� �, Y� � Y !` H 3 ♦ • k � � ��, r, �.�. ��� z �'=� � �`'F,�� f .� � � , yp,� � � .} � J .; 4 }' � . (���{{i�r f�f r $,� .t'� . �'� '4 �:x: �,� --. T: � � . �j 'R v�F�'1a �'1 ''Tt " : ��.�� `'�� .. �Y'�`� �� x r � ci: N �(�3��f ,/e �I�, G/.� �'�"�Vy �'� ° �!� . � . � �} �r �� �,�� ������ � t rY:. � �%�' ��, t�y�� � �"'� � � c ^? , X ",� . . _ �. . �..� �_. wnn. r � �!:�•.`r _,,�':`:�i t> . .,. Mountain Vista Drive and I-25 Northbound Ramps (#13) Kimley>>> Horn Page 23 196474001 Montava - Phase D _ The unsignalized intersection of Vine Drive and Timberline Road (#14) operates with stop control on all four approaches. All four approaches provide a single lane for shared movements. An aerial photo of the existing intersection configuration is below. � � ��� � � NORTH : , • �/ . � �' � � ` , w . . .. . --�, -� �.`�* � �_ �-,�. ,�: ' �. �► �� : . � • ��.�` . . ,�.-_-_ � - . ,���+► �.� Vine Drive � _ � � .- � __ - +� ! .... • ��� �_ �,. ,� . �, �,- �- . ��•,, ,�--- .. .�::".d... .,_�„-�-Y:+1►.�.� -_•{� _ �► ,� 'I�AFA' ���,� � � •3. � ��, F_ � -�• . ► _. � ; � �; . ,,-� ..� h � - - — —�.r.i�l�.■ . �'�' . ,._ �-. s�r.s. '-� � r �� ti , ' • � - . . _1.�.... �'---.,. _ -�- • �• ,,►�I�' '�� -��.r .2 � ��� . . . "af'h�� �� � i `, ` f •f � � � . f , w � � V j �- - �. • — � � � Vine Drive and Timberline Road (#14) The intersection lane configuration and control for the study area intersections are shown in Figure 2. Kimley>>>Horn Page 24 196474001 Montava - Phase D r � � ::i:y �5 N+ �..� � � -.'` w 1 �. ' ,.�.a�= . :.� � �fg� .. � —=-, yr� ' � � �� � . '�. � r y -.rtv�i • ��_ i i �isr,� `�_ f i �� � �� ny �. .� '�4 # T P'� ° �'h� ,:, fl-�Y .' �^���. d`�',� r py {Y �� t. "�1�.. . " .. . ..�p��� . �A _ . L t � � r', �En-�. � � a1. �� � r-�, 4" m RICHARDS LAKE ROAD "<�N � '` � Q f ? " _ �'�, r ,•u`,�,*. �' . �' �. <. ��'� `* . 't� :r: - Jk ¢ � F -�c- ' �_ �, s : �,, � :. �,� . +� • x q�m,. h �^�t , g :i � �: � , � `f ' + G ` MAPLE HILL DR .+ � .. d, ti � ti � S f E' � a s t � � ix . ' � y . `a'T.fs .J'� . }` Y '"' - `� �� . . ♦:j' i' �7 f;[�j a� � o:� N�� •�''�:'s � }�.' ,a`�, � - �. � ��� f. ; COUNTRY CLUB RD l l I I ��� �^—, �' W � Z � a � +i3'.'�2!� I -� �.��i _: co�N�Y cCUe Q, :,1:;� R�'�D Qo ,� - � E�� � } � ,� w . �f �} 3� F � "z '�l' �'V+ f 'r " . 0] Z ��m ys :�j, � 35 , . fM'.���, �f , ' � 3 r 7� , '�� �. � � �;. � �� � � i �- , 'F*S^'-�{"� - .: eF� ��� VINE DRIVE � �`' � l � Y �� � .��: � uuir i 40 I ,/!% � ���,.;% � s�� � � � � e;� �� �� i �� ����__ J �a I• eF. 0 a 0 � w z J � W m � H SPEED uuir 35 � � N � �. Q I � '_ � � '`f,� L11 _ p '� I. ,,..� � r P���' Y ` .. a `� � �J �`�s ,; � C� F - �'. �,t f � < � �.�.�� I � fy� �. �� Y�, "'. � f'� P�``ia t"� IE I � Ahi �:��� � 3(. i'.`.. �� �1�''�ry J � � i �i I �pNe .. I�'� � .i:� Y� t'�� (Y .'� 6Y I�� ;`. <'! . tfi i' � 1� �� a � w .,�+ 'S � a -��� , 1 � �� � � pa �r� ;`� � � I �� Fi� � r� r. i- F a 1 '��,� � r�t ,� z aj a;, i.i�� �I . 'A . . _ _ _ . , . 13, � a�� ���Y 1 ; � I .. � NORTH NTS 196474001 13 14 � � � 175' � � � � —► � MOUNTAIN VISTA & I-25 NB RAMP VINE DR & TIMBERLINE RD FIGURE 2 MONTAVA — PHASE D FORT COLLINS, COLORADO EXISTING INTERSECTION GEOMETRY AND CONTROL t�� �� S " �g�4s �°�,`''4` � , �� ,� �� .�� ' < '��tf��e., ' �'� ;I+�t-. '`b t � f.� . J�AlP dH : : A�. p .'(-Yii� Yi, �YJf�' i r L"...,. T �R,.! �'_ P�Y. �}y ; .. . _ . � T . 'a . .. . �� �,�� �r---_ I I � � I � � �^���:_-i �-� `l •ti. i t •' �, - o � a � � '_' o � �w^ � .. �. ; (�7 � � r � I� •� ' �a: Z ` l p I A_ I ) � � ��� �'1��,� � k ,. � � �� � r �� "-"� � � _ �'� 55 ON,V�ERALL�� � f � �� rtdi �� 17 � �-�� ie�_' MONTAVA" '� �T �j DEVELOPMENT �� a33ds c._ .� � � 0 _ U � � m MOUNTAIN VISTA DRIVE �_� � � 1 2 3 4 O � �� �100' � � � �100' �� � � � f r— � —�— , oo. � —� �— f r— 100' � N � u�') u�') N N N RICHAROS LAKE & TURNBERRY RD RICNARDS LAKE & GIODINGS RD RICHARDS LAKE & BUSCH DR MAPLE HILL DR & iURNBERRY RD 5 6 7 8 0 0 � � � � j � �--. zso� � � � � . � � � : � � � � � � , so� � -� �- � ZS� � � MAPIE HIU. DR & 8AR HARBOR COUNTRY CLUB & IEMAY AVE CWNTRY CIUB & TURNBERRY MOUNTAIN VISTA & TURNBERRY RD 9 10 11 1 � \ � � � � � � 200' � � � 125' � � 150' � MOUNTAIN VISTA k TIMBERLINE RD MOUNTAIN VISTA & GIDDIN�S RD MOUNTAIN VISTA & BUSCH OR MOUNTAIN VISTA & I-25 SB RAMP /\ LEGEND l X/ Study Area Key Intersection �i � Signalized Intersection Stop Controlled Approach � Roadway Speed Limit � 100' Turn Lane Length (feet) Kimlev>>> Horn _ 3.3 Existing Traffic Volumes Existing turning movement counts were conducted at all the study intersections on Thursday, April 28, 2022, except for the Country Club Road/Lemay Avenue (#6) and Mountain Vista Drive/Turnberry Road (#8) intersections. The Country Club Road/Lemay Avenue (#6) intersection turning movement counts were collected on Tuesday, April 24, 2021, and the Mountain Vista Drive/Turnberry Road (#8) intersection turning movement counts were collected on Wednesday, May 4, 2022. The counts were conducted during the morning and afternoon peak hours of adjacent street traffic in 15-minute intervals from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM on this count date. The existing intersection traffic volumes are shown in Figure 3 with count sheets provided in Appendix B. However, to account for growth between the 2022 counts and 2024, a two (2) percent annual growth rate was applied to the existing counts to provide projections for adjacent existing 2024 conditions. The 2024 traffic volumes projected for the existing conditions are shown in Figure 4. 3.4 Unspecified Development Traffic Growth An areawide annual growth rate of two (2) percent was used based on the direction from City staff. However, the intersection of Maple Hill Drive/Bar Harbor Drive (#5) and the east leg of the Maple Hill Drive/Turnberry Road (#4) intersection is not anticipated to have additional growth besides the traffic associated with the Montava Development. In addition, the following background developments have been included in the background traffic volumes: • East Ridge Traffic Analyses, Delich Associates, July 28, 2015 • Old Town North Block 6 Transportation Impact Study, Delich Associates, May 2016 • Trail Head Tracts F& G Transportation Impact Study, Delich Associates, September 2017 • Waters' Edge West Traffic Impact Analysis, Felsburg Holt & Ullevig, January 24, 2017 • Crowne at Old Town North Traffic Impact Study, Delich Associates, February 2017 • Country Club Reserve Traffic Impact Study, Eugene G Coppola, August 21, 2017 • Northfield Transportation Impact Study, Delich Associates, August 2018 • Waterfield Transportation Impact Study, Delich Associates, August 2018 • Gregory Cove Transportation Impact Study Memo, Delich Associates, March 18, 2021 • Bloom Master Traffic Impact Study, Galloway & Company, Inc., January 17, 2022 K' 196474001 im ey>>> Horn Montava - Phase D Page 26 _ Additionally, the project traffic trips associated with Phase G& E of the overall Montava development are included in the short-term background traffic volumes to provide a conservative analysis. A separate analysis is provided in Section 5.8: Phase D Only Intersection Analysis that identifies the traffic impacts if Phase G& E is not constructed prior to Phase D. These background studies are included in Appendix C. The calculated background traffic volumes for 2027 is shown in Figure 5. Kimley>>> Horn Page 27 196474001 Montava - Phase D ,;_�., f r ��_ �� � w�l �{:; ,��*' :���� ' - --���- 'r s.u,r.� n. . ��� :7' 'a.� ���r - � . �� ��' .'A� � ���" �� a., � „-' , .,�': �• � � . . e4 .'� . � . .,. � �. .�� _ i f �� �� .����� ',� Y �F� I '.h,... 'r��. �y `Y �, � t. ".i . . fl '" ��Q,�; . .. �rJ' , ' L -.,t A „ r . E�._ , f . � r-�, ;4" m RICHARDS LAKE ROAD "<�N � '` � Q f ? " _ #�� � i r ., .�. : �. <.�' rPi •t'. '> ``� • t,ti � � - Jk 4 � F .�c. �V � y � : b,� � ��.a e �,�`�� �. x q�¢]t�. h x^'k� ,. - g :i ` �: � , , f + G ` MAPLE HILL DR �'� "�o s;��.,{� .,re.b i Y, - � t.ti � 4 e I O FY ,r '< � .. *x .: S iN . J: e �:.1. � � �'fS 'J' _: }'' ,! N. _ : i �JF" :�}�r�l.: F.�..f;k� A�.. � .. o` • 0 � � � M �� ' • i� _ I . p..l.: -., . 'li�'I ( i i ' �: � �- •_�� — , `,--{ 1,500 � o y � Q ! �., � _, i��`,� O � I �r:�-- , . e . � ,- ��� V� Y' � � I � i: Z� I I h.� �! .�l. p f 1 . � �. i' `� � ��� �� � � �,, �'1��,� � k ,. � � = T - , �i � � _ �;�y o x �v OvVERALL�� h f� �,,� r�r � �MONTAVA � •�� -�T � i ,,, � m DEVELOPMENT ,� „ e o.: r��.` : •''�:'s � }� ' ,a`�, � � 1 � �" � � � �. 100 � ;- �� ���.COUNTRY CLUB RD � � �� w � z > ¢ r +i3 �� � ryw , UN�Y cCUe R�qO � A{� 7 ��l'y� � t`��`' s 4 r ' „ � + °'e ��� 3, .' � *ry ...� t �', � :" . _ �y' . �p''G:,. �: ;; sF„}; ' r, + �,�: is * #, t ,.�r�� v $'y 1� t �' �'l}g .•,�r� ;tr�,� ', L"� .. T �R,.! �'_ P�Y. � .. � . . �T. . ... ���. �,, � ,! 1 /I ���/ / r; � /i � i� � ' �/ %/i � ' i .'; i / _ i i � a 0 � w z � W � i m � � �� If�� e° ` � � �. � � �._. �;:` . � �� - .'�-�`5�' � . 0 a O � } � � W m z � � � �s 1��� J� � � 1 ,��y: �J��� �; � .., . ,y �'„�` + , 9 F�� �T k VINE DRIVE � 5,300 --( r`, - - _� � SIo ' 0 rn I�I a �1 NORTH NTS 196474001 � zs�2o� � 237(144) 33(31) �� � '� � 39(63)-�> � r o, co --- N '-' N � rn � rn AOUNTAIN VISTA & I-25 NB RAMP i�URSDAY, APRIL "18. 1C71 FIGURE 3 `,� � ���v ;� 3��-5,��4�v� MONTAVA - PHASE D FORT COLLINS, COLORADO EXISTING TRAFFIC VOLUMES � � �o v N �- 9(10) o m m �n N co <- 197(164) � W � � - 1 15(89) 20(45) � � � ^ T 108(171) -3 0� a, r � rn � 1 15(112) -� { � � � M VINE DR & 11MBERUNE RD ,J�<si�AY, nPRIL �a, �021 7:30-8:30AM (4:i5-5:�5PU) ( 2022) MOUNTAIN VISTA DRIVE � � � '3 _ , _ � I �� �. Q � - � �� ,`{,'� H I � I ,,..� � i _ ,r �.�� _. i '� � � 1 I �`�.:�.,, � _� ��� ��j01 �`,, � � E t � < f. }� f � ' �,` � � ��T� � � i�► �p'�°=" � .,E � Ah, � R ��� j4 �'�..,. �.� �1��� � � % � .�1 I [��}� � � 3 �.� I�'� �.,i:� Y� t':: (Y ,'� 4T �..� ;, '<'! . tfi i' � 1� �� � ��0 .,�+ y, � �I 4 � !-:W 1 � i ! �b :�v � � �,,a .�ffl '��� d�� �. �- F a � �� � � 9, + "� ! ;, 1.,�� � I � �� . . . . . . _ _ _ . , . -'!. iHURSDAY, APRI��_ 2d, 2022 THURSDAY, APRI��_ 28, 2Q22 THU�SDAY, AFRI��_ 28, 2022 TriURSOAY, AFR!��_ 28, 2022 � � . ., �_. o i . ,, , > i . , > � 7: Q��3: ��SA'�/ �4. i 5-�: 1�, M) 7: 15-t�,. ���N (�: �b ��: 45PM) 7: 4�5� 8: 45AM �!�. 00� S� GJF N) 7 45-8: 45AM �!�. 00� � �: 07F M� 1 2 3 4 O O � o M�. 4�6� N M ��.. ��1 �� o o�. 1��� o o'�-... 1�1) o � �� p�g� N N �n <- 13(13) r T- � 37(43) N r � � ��� � � � 20(34) �' '�� 10(17) � � ,� 45(53) � � � 71(42) � 75(44) ! � L 1(0) � i T � i T � T i T 2(1) -> N�� 15(20) >��� 28(29) > N N o a 16(16) -� ��� 55(23) -� o o m 2(14) -� m co � o O � RICHAROS LAKE & TURNBERRY RO RICNARDS LAKE & GIODINGS RD RICHARDS LAKE & BUSCH DR MAPLE HILL DR & iURNBERRY RD THURSDAY, APR'�,L "22, 2022 i�'�SDAY, /�UG�ST 24, 2021 THU2SDAY, APR',1 28, 2022 W�� N�::�DAY, MAY 4, 2027_ 7:30-�3:30AM (4:00-S:OOPM) 7.45-8:45AM (4 30-5 30PM) 7.45-8:4SAM (4 00-5 OOPM) 7 OC �:OOAM (4:45-5:45PM) 5 6 7J 8 _' T co rn� T� 2(0) �^ N� 10(21) o c�vo o �n 6, �_ 96(231) `� a r<- 33(15) a � N<- 172(142) N rn r< 44(29) a N<- 2(22) � I �� 1(1) � � �� 183(151) 1 W- �� 25(19) 1 � 4��� �' � I r 4�11 � a� '� r 100(205) i� � I r 9�5� a 7(10) ' N; a, 177(253) -> a, N,n 30(57) ' M a, � 26(8) � 1(2) -y � N N 80(53) -y co �� 132(149) - � r v M � � `a M V � MAPLE HIU. DR & 8AR HARBOR COUNTRY CLUB & IEMAY AVE COUNTRY CIUB & TURNBERRY MOUNTAIN VISTA & TURNBERRY RD T�aU2S�A`!, A��R.I._ 2f3 202i Tli'U'��SDA", A��R .>8. '0'1.:2 � U'RS�AY, APR � 18. 20�i '�+URSDA" A� R.I._ !}3 2022 i.� ���n� (�: o0 5 oo��v) ��o—a: o�n� (� ��>—s �s��n) ��o—� oonM (-. �o—s� o����n) � oo—�: o�n� (^: oo s ar���n) 9 10 11 12 O W N n F'` N I� F'` m n 63(118) 0 39(59) v o co � 91(175) � �<- 142(216) M T- � 192(302) � � M<- 191(314) �- 206(152) � � � � � � ��i � 184(105) r� � 58(137) � _ $��� � .- 163(120) -> � m 205(159) -> 346(232) -> 73(70) -> 118(91)��, � � 385(241)� m m co 0 MOUNTAIN VISTA dt TIMBERUNE RO MOUNTAIN VISTA & GIDDIN�S RD MOUNTAIN VISTA & BUSCH OR MOUNTAIN VISTA & I-25 SB RAMP LEGEND � y� J �t�.idy /area ��cy I:�.te:�scCtiOn �/ xxx(xxx) weekaay AM(PM) Peak Hour Traffic Voi�,�mes ;xx,xo0j � stimated Dai!y T�affic Volumc Kimlev>>> Horn f + ��:._ t. � . , 9 � {: i �!• ` - J � , _ _ . .'� r. — �y .�•l �y,r r � n '•� R' _ �.a� . � '� � I�I _ _ �7f . � � � Y .. 'w���� r y e _�7� � i� F- I� . � - �',v � �:. s f � �"� �; u�R'`�' ,�''� # �. � �.��... �,�; _ • ,r�,, . fi py {Y t. i i � � .. �� . Q �:rJ` . L t � r . �En-�. � � a1. �� � f_� _4" m RICHARDS LAKE ROAD "<�N � '` � Q f ? " _ #�' .,F i r . , . � . : �. c +� �� � . ,�' �. . e�. r�"i t �> a . 't� :r - Jk �Q � F .�c. -'- �V s � : b,� � ��::. �,� � � . x q N t �. o- 6r�'� � �.. � g :i � i �: � , � `f ' + : �` MAPLE HILL DR � �� f`t110 . ���'•b i Yl ) t.t rx ' � : N . + f`t�?:.!S �. � ` �5. .' _ i. . � t / r � .!!}�'Jt�N. . . Fa�`,`,ti�YA�,- - . . t�� �� ,� .;.�. .� , , o, � r�.;� , �::F z x}� • a� � J . �" � � � �, �� � � � -_�' �:COUNTRY CLUB RD �� 0 N�Y cCUe Q �._' :,k;� R�Ap ¢ _,, �� 0 -.. r� A 7 - . � �� y` � t;` `l } W � � ���� �� ��� �""�r� ���" w Z ,, ... t �...rr � ar� *�, � s , . . > . . rr Sy� �V+ r' . 0] Q '': �r� ��.''�''�, � k • t 'a4;� y� � . ,. Q �F. � g i �? � �, '. +�3;�W � ,; t��;� �,��4s�;'S` • i.� .:� r_lt !f� � � ��. �``s " -_ i �+P a i� *,#' .r� ,��R . �. .� t . ,.�r � x. '� ��;1 ¢ � e i � � e� ° r <�p `; ' t ' 4n �t. � ; �yi��, t �f C�YIs� �:✓"`-R.AI `+�`, +tu,: r R F�tX.-"u i t� d�;...'F`� ��,:t,�'_ c.g. . r� S rr _i:tJ�r.9 iv .,� 7 � , . . . _ � T . . . . . _ .. . '�� �. � � �;. �; :` . � I �_ . 'F*S^'_�{',� . VINE DRIVE 34(32) ��' �� ^ � 41(66) �> o� r m I� � N N '-' N I n O W f o c� � 4�6� o � � � 0(6) � .� � ,� 78(46) 1(0) J' � � T 2�1 � � N � � � 7�� 7� -� I� N I� c0 V � V V � �..��10� � N N � <— 14(14) ! � L ,� 10(18) 21(35) �' � i � 16(21)> � � ,n 57(24) � N � o� 0 `�- 1(0) 0 0 T4- � 38(45) � y ,� 47(55) � T 29(30)> c� � 2��5�-� V (O � V �_.. 1 � 1) 'n o � L �- 71(42) � � N p N � LAKE & TURNBERRY RO Y RICNARDS LAKE & GIODINGS RD Y RICHARDS LAKE & BUSCH DR Y MAPLE HILL DR & iURNBERRY RD rn .. �n � `. 1 ! � _4�7) � 7(10) > 1(2) -y � 2��� <- 33(15) �r-1(1) 1 I r N .- m V N N � N N `� 10�22� � N N <— 179(148) � � � � 190(157) - 4(11)a � I r 184(263) -> ^ � N 83(55) � M m ci �o m � r N� c0 � N � r 1 W � 104(213) �' 31(59) > 137(155) -y < - 46(30) � 26(20) 1 I r � r N m v `r MAPIE HIU. DR & 8AR HARBOR Y COUNTRY CLUB & IEMAY AVE y CWNTRY CIUB & TURNBERRY � 95(182) � 214(158) 1 % 170(125) > o 0 � 123(95) ��, � N n �I W N T �41(61) v T- � 200(314) � `i 8(7) � . 360(241) > I� �. O M � F� 66(123) � � <— 148(225) 1 �5 60(143) a 213(165) —> $1 � ,J 0 r co o �` 100(240) �` � � v a <-- 2 23 1 1 — 9(5) � 27(8) � VISTA & TURNBERRY RD `n o r � � M <— 199(327) � _ � � �� 191(109) 76(73) —> 401(251)� MOUNTAIN VISTA & TIMBERLINE RO Y MOUNTAIN VISTA & GIDDIN�S RD Y MOUNTAIN VISTA & BUSCH OR YMOUNTAIN VISTA & I-25 SB RAMP � 27(21) � 247(150) �1 NORTH NTS 196474001 �/ ,: �..i / � ��/ //// / , 1v ` '' � ( / // r .. � � ��� �; � � " .; ��:, � � _ i / � O — 7 O , 7 � �4 . �� _ I . p.,.: -., . -I I� i. r �M =� --{ 1,600 0 � � Q l�1a ���' . O � I �r:��- F ' � ,- ��� V� Y' � � r I � +: Z� I I h.� �! .�l. p i 1 .. � �. i `� � ��� ,� � �,. � }���,� �k . � �` � � � � _ �. ��� �,� o x v OvVERALL�*,h f��� ��� r�r � MONTAVA` �� ', ,���y" m DEVELOPMENT MOUNTAIN VISTA DRIVE �� � . : y.'r � � �� I� eF � a 0 � w z J � W m � H � 5,300 --( r`, - - _� � .. ' .. . �.�0 '�� . �. O N ��� N v N `�- 9(10) N � m �n N co <— 205(171) � W � , - 120(93) 21(47) ������ ^ � 112(178) � m � o N O I� 120���7�'� � � � � V VISTA & I-25 NB RAMP Y V1NE DR & TIMBERLINE RD _ � I �� �. Q � - � � �`f:a . H IZ � �� "._� � - ,� �,�� -. .. ' y Y � i J �`�y,. �. _` °�r��j411� '� � E t � < '` �� ��Y� t�' 1� f'� i�`'i" t"� .IE I � A�i �� � j� d �� i.lt��. JY � i'��I ��p�,�„ P� I �5'. 1 Z � �' j� �I .i:� Y� t'�� (Y 4T � ', '<'! . -tfi i` ��.1. �� � .,�° .,�+ y, i �I 4 � iW 1 � ,� ! +b ri� � � �,,a .�ffl '��� � d�� �. �- F a � �� � � 9, + "� ! ;, 1.,�� � I � • -'I _ 'f. � FIGURE 4 MONTAVA — PHASE D FORT COLLINS, COLORADO 2024 EXISTING ADJUSTED TRAFFIC VOLUMES LEGEND � y� J �t�.idy /area ��cy Inte:�scCtiOn �/ xxx(xxx) weekaay AM(PM) Peak Hour Traffic Voi�,�mes ;xx,xo0j � stimated Dai!y T�affic Volumc Kimlev>>> Horn - p + a.\ �. � ., wl '�; � `. . IID � -�� .:i:r �y,� r n !� R _ �.a.' .i � � O '— 'Y-v - - � . � Ir.t r � � �' � A � , i . - r C f ��:, � ° �`� �M� � . l� o�Ry`9E� '� A{ .�'�y # �.' j�� `� + �'h�..�Nr� � • ,r-, rP°��. � .� . , � o _ py {Y t. y ��:; .. � � L .,t '� � r. E� . a 1 . � r�, 4 m RICHARDS LAKE ROAD �: �u ' a � a � ? " _ #�� � i r . , � , . . .se � � v � � � � . �,'� �Pi t '> a ., 't� :r: - Q ` F .c. � � a ; : b,� � . �,� +� ' 1� q�m r. o- x^�'t ;. : g :i � yi �: � � � `f ' + : �` MAPLE HILL DR � 4� �`t lil O � .r ti, b i Yl ) t. t '`x ` ' cD , f�a?,`S .J' �'�` i ; � t - / r �, _ ��'}�Je�N Fa t",ti�Ya�, t�� �� �'' _`.r.�, .( - e u.. . . � r�:- . ; �-:F , }�. " a�, / J . �" � � � � �. 100 �, � - t-'��:COUNTRY CLUB RD �� � �(/NTRy cCUe Q, �._' :,k;� R�Ap ¢ _,, �� 0 -.. r� A 7 - . � �� y` � t;` `l } W � � ���� �� ��� � ���" w Z ,, ... t �...rr � ar� �,ry � F . � � � j rr £y k �V+ r `. . 0] Q . � 1 �r l^ R' y �� :��f. ' � r '` +l r ?t �'"�" � . � : � Q � �FT,�� ,r r �? � r '� . ,1;;,� W L .r: ��;� ���4A �;'S` • i .� .:� r_lt !f� � � ��. �``s " -_ i �+P a i� *,#' .r� ,��R . �. .� t . ,.�r � x. '� ��;1 ¢ � e i � � e� ° r <�p `; ' t ' 4n �t. � ; �yi��, t �f C�YIs� �if,�J�� �Y�e. +'eu,.., F�tX.-"•+ i t� d�;...'�`� �R,:t,?'_ c�s. . r� rr i:tJ r.9 iv y' :� � T _ '�� �. � � �;. �; :` . � I �_ . 'F*S^'_�{',� . VINE DRIVE 84(70) � I� I T 66(90) -3 co r c� ,.. � V '-' N w rn IN � �/ ,. �..i / � ��/ //// / , 1v � // � � ��� �; � � . .; �� , � � _ � % � a- - ] O 7 � ` � '� �4 � . �� _ I . p.,.: -., . 0 ¢ 0 � � c� Z 0 0 � � �° I� eF 0 a 0 � w z J � W m � � � 7,100 �—( r`, -- i � N ��� W m � `� 10(24) O N N � Q�7� 1 � � ,� 83(49) 1(0) J � I T 2�1 � � N u�i rn 1H(1H)-� m N p M � V � v � �.8�11� � N N � < 20(31) ! � L �11(19) 22(38) �' �� � � 33(33)> N ci ,n � 61(25) -� � � rn 0 0 � 1(0) T4- � 47(64) � y ,� 52(62) � T 47(43) > m ^ 2(15) -� v o, r r c� r 1�1) � o � � � � 71(42) � ! a � 0 O � N LAKE & TURNBERRY RO Y RICNARDS LAKE & GIODINGS RD Y RICHARDS LAKE & BUSCH DR Y MAPLE HILL DR & iURNBERRY RD 6� �. � � r. 1 ! � _4�7) � 7(10) > 1(2) -y � 2��� <- 33(15) �r-1(1) 1 I r N .- m V N N � M � `~ 17(30) co m` <- 248(206) � � l � 252(2os) 5(13) a � I r 224(346) -> ^ � ^ � •- N 94(70) � � � M � � N O � � M M` 1 I 1 142(311) �' 33(63) > 179(227) � <- � 49(32) �r- 28(21) 1 I r N � O � n � MAPIE HIU. DR & 8AR HARBOR Y COUNTRY CLUB & IEMAY AVE y CWNTRY CIUB & TURNBERRY N r � �:, � � 37(69) N � T- � 147(298) 1 � � � 265(231) 26(47) -� �1 ^ � 239(171)-> ,n � a, 164(132) �, f � N o °'m a �I c° °' � 43(65) c0 N <- 299(535) � �5 11(10) � 557(400) -> M � � F� 70(130) r � <- 245(443) 1 �5 71(159) -a 403(323) -> � � � � T N � 171(371) �` � � V M <_-' Z Z4 1 1 10(6) � 29(9) � VISTA & TURNBERRY RD 0 rn 0 � � o � � M <- 277(496) � � �� � 203(116) 151(133) —> 529(354) � MOUNTAIN VISTA & TIMBERLINE RO Y MOUNTAIN VISTA & GIDDIN�S RD Y MOUNTAIN VISTA & BUSCH OR YMOUNTAIN VISTA & I-25 SB RAMP � 29(22) � 274(186) �1 NORTH NTS 196474001 M W .-�� � 0 m � `�_ 16(28) tfJ W N � a N <- 229(202) � W � ,- 154(152) i 78(164) �'����� ^ � 138(204) -j o o v 0 192(264) �, N � T � rn h M O � N � VISTA & I-25 NB RAMP Y V1NE DR & TIMBERLINE RO FIGURE 5 MONTAVA — PHASE D FORT COLLINS, COLORADO 2027 BACKGROUND TRAFFIC VOLUMES -� I1 i. � � .i.' --{ 2,000 .. ��1�a ���':, � . ... �I �F.- 4.�,� � Yi :. � i: �, � i �'" � . ,�I I h.�� � .�I � 1 .. J�. :I� `�' r.. . I�� ,� � �. � }���,� �k . � �` � � � � _ � -, � �� _ �:�y � �o x v OvVERALL�*,h f��� ��� r�r � MONTAVA' �� ', �Ty" m DEVELOPMENT MOUNTAIN VISTA DRIVE '� - i 5,400 ����� 1 _� � �. Q ` . - � � �`f:a H Iz � �� "._� � - ,� �,�� -. .. ' y Y � i J �`�y,. �. _` °�r��j411� '� � E t � < '` �� ��Y� t�' 1� f'� i�`'i" t"� .IE I � A�i �� � j� d �� i.lt��. JY � i'��I ��p�,�„ P� I `;..` ` � ,� �' j� �I .i:� Y� t'�� (Y 4T � ', '<'! . -tfi i` ��.1. �� � .,�° .,�+ y, i �I 4 � iW 1 � ,� ! +b ri� � � �,,a .�ffl '��� � d�� �. �- F a � �� � � 9, + "� ! ;, 1.,�� � I � • -'I _ 'f. LEGEND � y� J �t�.idy /area ��cy Inte:�scCtiOn �/ xxx(xxx) weekaay AM(PM) Peak Hour Traffic Voi�,�mes ;xx,xo0j � stimated Dai!y T�affic Volumc Kimlev>>> Horn _ 4.0 PROJECT TRAFFIC CHARACTERISTICS 4.1 Trip Generation Site-generated traffic estimates are determined through a process known as trip generation. Rates and equations are applied to the proposed land use to estimate traffic generated by the development during a specific time interval. The acknowledged source for trip generation rates is the Trip Generation Manual' published by the Institute of Transportation Engineers (ITE). ITE has established trip rates in nationwide studies of similar land uses. For this study, Kimley-Horn used the ITE Trip Generation Report average rates that apply to Single-Family Detached Housing (ITE Land Use Code 210), Single-Family Attached Housing (ITE 215), and Multifamily Mid-Rise Housing (ITE Land Use Code 221) for traffic associated with Phase D of the development. Of note, there are three conceptual site plans for this development area; however, the most conservative development program was used to analyze the intersections. Internal capture trips are shared trips from vehicles already within the internal street network that reduce the number of total external trips. Since the buildout of the overall Montava development will contain a mix of uses, internal capture trips are expected to occur among the overall Montava development. However, since Phase D is proposed to be the third phase built (after Phase G& E), minimal internal capture trips are anticipated to occur among the first three phases of development; therefore, internal capture trips were not applied in the short-term horizon. Phase G& E are the first two areas being developed within Montava and the capture rates are not likely to be as high without full development of the entire Montava project. Since Phase D is the third phase being proposed with Montava, the short-term horizon has utilized the general suburban/suburban trip generations average rates because multi-use urban trip generation rates would not fully apply until a majority of the overall Montava development is constructed. However, multi-use urban trip generation rates were used for the proposed uses with full buildout of the overall Montava development due to the project promoting walkability/bicycle friendly interconnection and infrastructure among a large-scale mixed-use development. The � Institute of Transportation Engineers, Trip Generation Manual, Eleventh Edition, Washington DC, 2021. K' 196474001 im ey>>> Horn Montava - Phase D Page 31 _ overall development trip generation is described in more detail in Section 6.0 and the 2045 Montava Supplemental Traffic Analysis. In the short-term 2027 horizon, Phase D is expected to generate approximately 3,500 weekday daily trips, with 260 of these trips occurring in the morning peak hour and 317 trips occurring in the afternoon peak hour. Calculations were based on the procedure and information provided in the ITE Trip Generation Manual, 11 t'' Edition — Volume 1: User's Guide and Handbook, 2021. Table 1 summarizes the estimated trip generation for planning area D. The trip generation worksheets are included in Appendix D. 4.2 Trip Distribution Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns, existing and anticipated surrounding employment, school, and attraction information, and the proposed access system for the project. The directional distribution of traffic is a means to quantify the percentage of site-generated traffic that approaches the site from a given direction and departs the site back to the original source. The project trip distribution for the proposed development is illustrated in Figure 6 for the short-term horizon. For the long-term horizon, the entire Montava development and the internal roadways will be constructed. Therefore, the trip distribution for the long-term horizon accounts for long-term buildout of the surrounding roundabout network and is evaluated in Section 6.0. K' 196474001 im ey>>> Horn Montava - Phase D Page 32 Table 1— Montava - Phase D Traffic Generation _ 4.3 Traffic Assignment Montava - Phase D traffic assignment was obtained by applying the project trip distribution to the estimated traffic generation of the development shown in Table 1. Traffic assignment is shown in Figure 7 for the short-term horizon. 4.4 Total (Background Plus Project) Traffic Site traffic volumes were added to the background volumes to represent estimated traffic conditions for the short-term 2027 buildout horizon. These total traffic volumes for the study area are illustrated for the 2027 in Figure 8. K' 196474001 im ey>>> Horn Montava - Phase D Page 33 f + ��:._ t. � . , 9 � {: i � �i 1�o . i —•r . _ — _ _ _ � ...t:Y �y�. t 1�' �.\ �� . �.a_� . � ! �'�� O\ — � � 1 �'�'"a�a'� wO � . � � � � . 'w. . rt � 'i I i .� a �#i�ra a� ,.. i f T `� ��� ry +~ � UP ny+�"�,'- ��� . . � ' f V �{ ��. r �4. �� � L� �� 4 # Era. � +'h� � �,� , . Py �Y t i Q ' A' . , ' L -•,t A . M r' ,I �E���. � �� a1. �� I � f_� 4" J m RICHARDS LAKE ROAD ��, <rN � � � ' Q . . �. r�. � ? � � _ . #x i r . ' � . . �. . . ` r.�'���'i. a� • t � '� . Q, � F .�c. � � � � ` ,�� � b,� ���.a 'ti �,�`�� .?�I �� p,�Nt.. o- A"t`'t,.. �. Q � 1a . �' . .. i :i ` J; � -,, � s, . , 'G' MAPLE HILL DR � � �r ,er� � .Y; �•+� . ...d.a s ti� , s� �.ti - i � �.� � S y € Jr��.f � � � i � _ � � r I � a, � ±� {�iY -:, � , . � + ..,�� �/ ... Y ' f . ��. t . . . Z � � I h.� � ! .�l. ��1. n I'.5.fi�'� �H . ` � �—i .�� `�' .. . �, '.. .. . t v SY � y ± �. ' . . Q p' I� � . +' '.: ,:F ! }�.� ��, � �. � . / % \ (� q-. � ��� �I . 1 �� � ��� � � � _ � _. t. � �COUNTRY CLUB RD / � � � ' 1, � � �,� �k . � � � ' �U��Y cCUe Q` - i._'' = 3�' R�q� o . .. _,, �. -.. r� A 7 - . � �� `!'� ' E�,," s � ' } W � � '��� �� '�� � ���" w Z , .._ � ,�.,.<r } � ....�, *,� � �v f r., � m j � �y `� v,+ Z a . •�_ �r �, ..''�.' � � . � � '` +i r f� `�; � � � er, H . a . `ifT`a i�x� �, . L ` � ,f � �� "'`�qw '; �" � ���4s �°"''S` i _ c• : � r J � f �., i t � � ��. 4' . �I � i� * # ; � � � ^ ' . ..� e I t ���rf�� e<., : ��,lp ; , �t . ifi �. I. �"��, t '�iC�Yis� ��:,"RN � a+; f �T � � F�tX.-"u i t� d�;...'�`� �R,:t,?'_ c.s. ^.r� rr }:��r.9 i� ,. 7 � , � . . _ � T . . . . . . .. . '�� �. � �� �,_. ��� � i �- , � »� '€_� 4� ' � :l: ± �, r �, a 23�; =.��,�., f► ;�<�< i''� ._ � u� 1 �5% L5/�_� � [5%] � o � � N N VISTA & I-25 NB RAMP 0 0 M O N M � � 23 % �' '� 0 0 M V1NE DR & TIMBERUNE RD � � N 0 v � �[5/] T � 0 0 �� 0 M y � [15%] T � 0 0 � o� 0 0 � y ����.� � � 0 0 �,sr�� �' � o I�[1%] 0 y � � 0 0 1%� �.� LAKE & TURNBERRY RO Y RICNARDS LAKE & GIODINGS RD Y RICHARDS LAKE & BUSCH DR Y MAPLE HILL DR & TURNBERRY RD � [5%] ��5�� 5%� � h � 1�� � O MAPIE HIU. DR & 8AR HARBOR Y COUNTRY CLUB & IEMAY AVE y CWNTRY CIUB & TURNBERRY 0 0 0 0 � � � [13%] 10 % � '� � 0 0 o m o � [10%] � VISTA & TURNBERRY RD 0 � [10%] � [25 % ] -y �30% MOUNTAIN VISTA & TIMBERUNE RO Y MOUNTAIN VISTA & GIDDIN�S RD Y MOUNTAIN VISTA & BUSCH OR YMOUNTAIN VISTA & I-25 SB RAMP 0 0 0 �35% � M � � 13% � �35% [35%] � 0 o � � y ����� � I 0 0 o � [30 % ] �, � sn��:� ,< �+e n u=�,_ . ;u �� o��woc, < .� v, r.�. �:� ll ��.�_: ��., ., � � I( "��� ��_ -, . . �� n�.,. _ FIGURE 6 � "� "� "� MONTAVA — PHASE D � N O RTH FORT COLLINS, COLORADO N,�,as4��o, 2027 PROJECT TRIP DISTRIBUTION t�� �� VINE DRIVE ����`' �l \�e' •,;' j�% s ��Q@�:;! i s � 1S, i �; �� � �� I• ec' ..� . . � �` ��' - � � � � ��� ` � � ��� � _ � I i�� ,� ''� O�VERALLp,� h fr ���� r�r � I% I%� ` MONTAVA"� '� ,',:�T.,� m i�� DEVELOPMENT � � � ��� � � ' ; I � I. '. p^-- I r� � �r 1 � � MOUNTAIN VISTA DRIVE � �,- \ --� : � i 3 a�, 5� i �-- tis.�f,. �� � N � �. Q � ' � '�'�f�� . H IZ � �� "._� � - ,� �,� Y -. a � /: � I �.�e—y.. 't 7 � a 0 � w Z J � W m � � .i�r.�, � � 0 r� .. _ � E. f i P ( I 1[I � � d. ��Y� t�. ,,.� �� ..,,, a �, � ��.� � � 4� . °V ' � ���J�'�� � j i'.`. �� �1�''�,f � i ��il �R . .� � � ' ,� �. PCy.�Y �I� � � i, i:� Y� �'�� (Y � � �;� '<'! . tfi i' �� t �� a � �0 .,�+ y, � �I a .z ''� 1 � ,� ! +b ri� � � r , a �y�f f � '� � ��: � d�� �. �- F a � �� � � �3, : '�j ! ;,1.,�� � I � � " �I . . . _ _ . , . ' �!a LEGEND � Siudy A.rcc Key Intcrsecl_icn �Project Access Intersection �- �� External Trip Distr:but:o�^ Percentcge Entering[Exiting� XX%_XX�� Trip Distribution Percen�c,ge Kimlev>>> Horn 1 f + ��:._ \. � . , 9 � '�,., f � ' ; _ _ �r. - .. •.,iti �yN r � n '� R _ �+�!.aT�.' . .� � � � �. �OI _ . . ��r _ _ IO�. �� � Y.. ',;���� r y ��i �I � a - a M f ��, � �„ � o�-Ry.� r �G�'. ,�''� # � ,�, . . ,-�w�r a c �"}, c. _` �` f' ." . �`�; - . _ �.r � `r , . ,� y Y i � ,I . L _ t ,� . r� � �En-�. � � a1. �� � f_� 4" m RICHARDS LAKE ROAD ��`:�A � } Q . . �. �. � � � � _ . #x i r �;'4`� � . .�e.' � . ,� ' � . � � . r. �•'� a - • t� :r - Jk Q � F -�- - �- 0 � � a : b,� � . �,� . +� " x q�m r o- A"'�'t . . Q g :i � �: � , � `f ' + ,�` MAPLE HILL DR � .+ � ,.�,.�, ti � ti � f ' � a s 1 � i� S y e � � `i'?:.fs .J' : %` ". - `. ; ��; . t � x .:` � - . i .� ��:��� .� f7..t�;,�':�Y�+a� :. ' f - . . Z J'�' �;. .. ..t v SV.' Y:; ..� � . .: � 0 0 r '�: `c,:F ! }�.� �� �. � . / I U' I � _ � // ��, 170 �; � t ��,. COUNTRY CLUB RD �� « �U�VTRy cCUe Q� �._' =,k;' ,� R�'�� o . .. - --.. r� A 7 - . � ri'. y� � E;� `� } W � � ���� �� ��� � ���" w Z ,, ••: � ,�.,.<r } � ....�, *,� � �v f r., � m j � �y `� v,+ Z Q . '�_ �r �` ..'�.' � � . } � ; � r tr��;_ �. � er, H : � Q � �FT << ,r r � � r '� . +13%� W � r; 't,��;P �,��4s+� ;^''S` ' i _ :, � �, ;s � , , � �s , �+P- a i'� • * �, .r� � �� . �. .z,: e i t ''{r f� v : � � � �t -. ifi �. I , '�c :.';'r t � �f t4r�i� � �-�� ,`�, �+ ; F �lX,'S+ I ! L".... T �R,.l�Y_ P.Y. � `•}Y �J1' � ' :_T:r.i I� s. .� ��: � T .. . . . . a . .. . '�� �. � � �;. �; :` . � I �_ . .'F*S^'-�{',� . t,�� �� VINE DRIVE � 3(10) 10(6) � � 10(6) —3 0, v �� `� 2(1) N y N I 1(2) � � I LAKE & TURNBERRY RO Y RICNARDS LAKE & GIODINGS RD Y RICHARDS LAKE & BUSCH DR Y MAPLE HILL DR & TURNBERRY RD MAPIE HIU. DR & 8AR HARBOR Y COUNTRY CLUB & IEMAY AVE y COUNTRY CIUB & TURNBERRY <— � p(g) � 10(6) r 3(10) > o c� 1 N 7(19) -y rn rn � 19(12) � VISTA & TURNBERRY RD 0 N � �^ 1 � � 25(16 7(19) � I r, � N n � N c° v F� 24(68) � � N c0 1 �5 9(25) a <— 24(68) 0 � � <— 2o�5s� 67(43) > 19(12) —> 48(31) � MOUNTAIN VISTA & TIMBERUNE RO Y MOUNTAIN VISTA & GIDDIN�S RD Y MOUNTAIN VISTA & BUSCH OR YMOUNTAIN VISTA & I-25 SB RAMP 13 6,��`' �! \�e' •,;' j�% s ��Q@�:;! i s � 1S, i �; �� J �° I� eF m � N M V W v �n � W 16(45) � ^ � 0 N ,i I II��I ��., �� I �r`' i� .. J��1�i ���'� � �� I �r � �"� V '��..b Y, � ��� .: . ,�I I h.��'� � .�l. S � . . .. . pqf' I��' A— � ���_ ., . I���,� � k . � � � �� � r � _ � "-'i � � � ��.,q o x °' O�VERALL�*,h d��� a� �r � MONTAVA` �k ' '�� ; DEVELOPMENT MOUNTAIN VISTA DRIVE � a 0 � w z J � W m � � � r ,' . -c ��� '.�� '�� . �. '� 0 ��� VISTA & I-25 NB RAMP Y V1NE DR & TIMBERUNE RD � � � � � 10(6) I l' �� M M n M W � ,� 29(18) I � � N O O N N N � I 2���.� � � � ,�- 35(22) � N N N N N � � M 2���� � I N M 58(37) � o a N � snr� �< _. ., u� ._ .. :o�� ���v�.,_ �� � a�v, . ��,��� :�) �� ) .�_ ., ., � n �. __ �� "�� ��_ t, .�, � n� . _ FIGURE 7 � "� "� "� MONTAVA — PHASE D � N O RTH FORT COLLINS, COLORADO N,�,as4��o, 2027 PROJECT TRAFFIC VOLUMES � N � I � � �. Q I � . - � '�'`f:� H IZ � �� "._� � - ,� �,�� -. .. ' y Y � i J �`�y,. �. _` °�r��j411� '� ._ � t.ti ( I �� - _ � ��` ��Y� �, .. j� r'�°=^ � .iE i � Ahl .� , 1 %C � ! �It�1�JS � i.��l �}��'� x 'w` � � ;� t� � �j� � � �$ � : �Y ;, '<'! . tfi i' �� t �� a � �0 y, � �I a .z ''� �1 �� � i ! �b :�v ���'�,��' � r '� � P = '� � i.,�� � I � •, �� . . . �- ._ _ l� , . 'fa LEGEND X� Study Area Key IntFrsect�or � Project Access In'e� � :c�ion XXX(XXX) Weekday AM(PM) Peak Hour Traffic Voi�,�mes �xx,xooi F�stirnatcd Uaily T�affic Volume Kimlev>>> Horn y + a,:._ �. � . , w 1 {: ; �'�'i. ` - � I � , :� � _ �r . .:-�:i �y,N r n ` .`.� R' l '� ` — - � Ir.t r � . �� � �A� � il � I� . . '"-�v_ r ( f T`�� ��� ry: �� � l� o�Ry`9E' A{ ,1 `ti # �. ! ��ri.�. �.,�; _ ' ��;��� Py {Y , t. "�i.. fl � � .. . �rJ' , L -.,t A . „ r, ' �� E�.. . � � a 1 . �� � r-�, ;4" m RICHARDS LAKE ROAD "<�N � '` � Q f ? " _ #�� � i r ., .�. : �. .se � � v � � � � . �,'� �Pi t '> a ., 't� :r: - Q ` F .c. � � a ; : b,� � . �,� +� ' 1� q�m r. o- x^�'t ;. : g :i � yi �: � � � `f ' + : �` MAPLE HILL DR � 4� �`t lil O � .r ti, b i Yl ) t. t '`x ` ' cD , f�a?,`S .J' �'�` i ; � t - / r Jr _S}b�Jt�N Fa t;�'i�Y�+a . - . . �F '.' � ,; ,� ,_ .t e cY. o ' : ". . ' t r�..`. '',:F � }�.' a�, l� �� � � ��COUNTRY�CLUB RD / / I ���� '70 � ; s° « CpUN� `i Y •�_' j�; cCUe ROqO O: _, -� , �, ,:, � A 7 �� y` � t;` `l } W � � ���� �� '�� � ���" w Z ,� ..,_ � r �...rr � ar� ,�'k � .� r �� ' p] j � �y i v+ Z Q . �' : � �" `-� � � :' fi. � � �: . . �.= ,ar � � } '� ,.j f 'F��" .r , H y�,Q �F `% i�'� r ' +tt4r�W � r; t,�'}P �,��4t �l:35` • i .� c• .:� r_lt lf��� ��.�``s �� -_ i �+vF � i� *,#' ,r� .��R �,�' ..� t . °."rgx � ��1 �� � ,y. _ � e i �. ,, • � tF� ° r � . <�tp ` ' t '� . x ;; � f '� ;,, r '�'r �gy# � � �.;,�r � �� � ; F�tX.-"•+ i t d�;...'F`� ��,:t �'_ c.g . r� rr ::��c.9 i�,�7�, � . . .- .`T� � .. . . ... . '�� �. � � �;. �; :` . � I �_ . 'F*S^'_�{',� . t�� �� VINE DRIVE 94(76) -� � '� �� 76(96) —> �n r c� V '-' N IN � W m c° `� 12(25) O N N � Q�7� 1 � � ,� 83(49) 1(0) J � I T 2�1 � � N u�i rn 1H(1H)-� m N p M � � � � � 8(11) n � N N � < 20(31) ! � L �11(19) 22(38) �' �� � � 33(33)> m � ,n � 62(27) -� � � a, 0 0 � 1(0) T4- � 47(64) � y ,� 52(62) � T 47(43) > m ^ 2(15) -� v o, r r c� r 1�1) � o � � � � 71(42) � ! a � 0 O � N LAKE & TURNBERRY RO Y RICNARDS LAKE & GIODINGS RD Y RICHARDS LAKE & BUSCH DR Y MAPLE HILL DR & iURNBERRY RD rn .. �n � =. 1 ! � _4�7) � 7(10) > 1(2) -y � 2(�) <- 33(15) �r-1(1) 1 I r N .- m V N N � M � `~ 17(30) co � m` <- 258(212) � � l � 262(215) 5(13) a � I r 227(356) > ^ � ^ � •- N 94(70) � � � � � � N Mo � ,n M 1 ! � 142(311) �' 33(63) > 186(246) -y MAPIE HIU. DR & 8AR HARBOR Y COUNTRY CLUB & IEMAY AVE y CWNTRY CIUB & TURNBERRY �r N o � � 37(69) � N T- � 147(298) 1 � � �- 290(247) 33(66) -� �1 ^ � 239(171) - > ,n M � 164(132) �, f N N �n co w o � �n 0 M � F� 94(198) o c� N N <- 245(443) 1 i 80(184) -a 403(323) -> c° °' � 43(65) � N � 323(603) � � 11(10) a 624(443) -> � � � � � T � �- 190(383) �` � � V M <_-' Z Z4 1 1 10(6) � 29(9) � VISTA & TURNBERRY RD 0 rn w � o � � M < - 297(554) � � �ii � 203(116) 170(145) —> 577(385) � MOUNTAIN VISTA dt TIMBERUNE RO Y MOUNTAIN VISTA & GIDDIN�S RD Y MOUNTAIN VISTA & BUSCH OR YMOUNTAIN VISTA & I-25 SB RAMP � 29(22) � 277(196) �'��`' �! \�e' .,;' ��/ s ��@� ;! , s � `�'k. ����__ � �° I� eF � a 0 � w z J � W m � � Q' - ] M 7 � ` � '� �4 � . �� _ I . p..l.: -., . 0 ¢ 0 � � c� Z 0 0 � � {� �- -II� i. r � � .i.' --{ 2,000 JI�.,�1�a �`�s; � �I �F.- 4.�,� � Yi :. � i: �, � i �'" � . ,�I I h.�� � .�I � 1 .. J�. :I� `�' r.. . I�� � + q, ����,� � k ,. � � �. �� � _ � - �i � � _ �,y o � _ °' O�VERALL�*,h f��� �� �r � MONTAVA` �k ' '�� ; DEVELOPMENT MOUNTAIN VISTA DRIVE � 7,100 �—( r`, -- _� ��� � jo :. � � N ��� `J Iv m � f � � �_ 16(28) v rn � M N � �n N <- 229(202) � W � ,- 154(152) 94(209) .� � ^ T 138(204) -j o w v � � r 192(264) � � � ���o N VISTA & I-25 NB RAMP Y V1NE DR & TIMBERLINE RO ��->., -`i 5,5701 _� � �. Q ` . - � � �`f:a . H IZ � �� "._� � - ,� �,�� -. .. ' y Y � i J �`�y,. �. _` °�r��j411� '� � E t � < '` �� ��Y� t�' 1� f'� i�`'i" t"� .IE I � A�i �� � j� d �� i.lt��. JY � i'��I ��,�„ P� I `;..` ` � ,� a j� �� .�:y r$ t.� �Y f3� , ;, '<'! .-tfi+'` ��1��� a ��0.,�+ y, ��I a .z'W 1 � ,� ! +b ri� � � �,,a .�ffl '��� � d�� �. �- F a � �� � � 9, + "� ! ;, 1.,�� � I � • -'I _ 'f. 1 � W n � � 48(51) 9(16) > � M + 78(47) � co N � O M n � � ,� 100(101) ,<\ j� M � O 20(12) � �n ci � V N � N N � v � M 2���.� ; � M � 35(22) � a m � � M N N � � � M 2 (' ) � � N 58(37) � N m � � snr� �< _. ., u� ._ .. :o�� ���v�.,_ �� � a�v, . ��,��� :�) �� ) .�_ ., ., � n �. __ �� "�� ��_ t, .�, � n� . _ FIGURE 8 � "� "� "� MONTAVA — PHASE D � N O RTH FORT COLLINS, COLORADO N,�,as4��o, 2027 TOTAL TRAFFI C VOLU M ES LEGEND X� Study Area Key IntFrsect�or � Project Access In'e� � :c�ion XXX(XXX) Weekday AM(PM) Peak Hour Traffic Voi�,�mes <- � 49(32) �r- 28(21) 1 I r � � O N � rnrn �xx,xooi F�stirnatcd Uaily T�affic Volume Kimlev>>> Horn _ 5.0 TRAFFIC OPERATIONS ANALYSIS Kimley-Horn's analysis of traffic operations in the site vicinity was conducted to determine potential capacity deficiencies in the 2027 buildout horizon at the identified key intersections. The acknowledged source for determining overall capacity is the Highway Capacity Manual (HCM)2. 5.1 Analysis Methodology Capacity analysis results are listed in terms of Level of Service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. It ranges from A(very little delay) to F(long delays and congestion). For intersections and roadways in this study area, standard traffic engineering practice recommends overall intersection LOS D and movement/approach LOS E as the minimum desirable thresholds for acceptable operations. Table 2 shows the definition of level of service for signalized and unsignalized intersections. Table 2— Level of Service Definitions Study area intersections were analyzed based on average total delay analysis for signalized and unsignalized intersections. Under the unsignalized analysis, the LOS for a two-way stop- controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. LOS for a two-way stop-controlled intersection is not defined for the intersection as a whole. LOS for signalized, roundabout, and all-way stop controlled intersections are defined for each approach and for the overall intersection. Z Transportation Research Board, Highway Capacity Manual, Sixth Edition, Washington DC, 2016. K' 196474001 im ey>>> Horn Montava - Phase D Page 37 Definitions provided from the Highway Capacity Manual, Sixth Edition, Transportation Research Board, 2016. _ 5.2 Key Intersection Operational Analysis Calculations for the operational level of service at the key intersections for the study area are provided in Appendix E. The existing year analysis is based on the lane geometry and intersection control shown in Figure 2. Existing peak hour factors were utilized in the existing horizon analysis years while the HCM urban standard of 0.92 was used for the future horizon analysis. Synchro traffic analysis software was used to analyze the signalized and unsignalized key intersections for HCM level of service. Richards Lake Road and Turnberry Road (#1) The unsignalized intersection of Richards Lake Road and Turnberry Road (#1) operates with stop control on the eastbound and westbound approach of Richards Lake Road. The intersection movements operate acceptably at LOS B or better during both peak hours under existing conditions. With project traffic, all movements are anticipated to continue operating at an acceptable level of service throughout the 2027 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 3 provides the results of the LOS analysis conducted at this intersection. Table 3- Richards Lake Road & Turnberry Road LOS Results 2022 Existing Northbound Left 7.5 A 7.4 A Eastbound Approach 9.3 A 8.9 A Westbound Left 11.1 B 10.8 B Westbound Through/Right 8.7 A 9.7 A Southbound Left 7.5 A 7.6 A 2027 Background Northbound Left 7.8 A 7.7 A Eastbound Approach 10.5 B 9.8 A Westbound Left 15.1 C 15.7 C Westbound Through/Right 9.0 A 11.0 B Southbound Left 7.7 A 8.1 A 2027 Background Plus Project Northbound Left 7.8 A 7.7 A Eastbound Approach 10.5 B 9.8 A Westbound Left 15.1 C 15.7 C Westbound Through/Right 9.1 A 11.0 B Southbound Left 7.7 A 8.1 A Kimley>>> Horn Page 38 196474001 Montava - Phase D _ Richards Lake Road and Giddings Road (#2) The unsignalized intersection of Richards Lake Road and Giddings Road (#2) operates with stop control on the eastbound and westbound approach of Richards Lake Road. The intersection movements operate acceptably at LOS B or better during both peak hours under existing conditions. With project traffic, all movements are anticipated to continue operating at an acceptable level of service throughout the 2027 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 4 provides the results of the LOS analysis conducted at this intersection. I apl2 4— KlCllal"qS LaK@ KOaq �k C�IqqI11CJS KOaq LVJ K@SUItS � �.�� �. ,.. _:. e 2022 Existing Northbound Left 7.9 A 7.7 A Eastbound Approach 12.2 B 14.4 B Westbound Approach 12.7 B 14.2 B Southbound Left 7.5 A 7.7 A 2027 Background Northbound Left 7.9 A 7.7 A Eastbound Approach 13.2 B 15.7 C Westbound Approach 13.3 B 15.3 C Southbound Left 7.5 A 7.8 A 2027 Background Plus Project Northbound Left 8.0 A 7.7 A Eastbound Approach 13.2 B 15.7 C Westbound Approach 13.4 B 15.4 C Southbound Left 7.5 A 7.8 A Kimley>>> Horn Page 39 196474001 Montava - Phase D _ Richards Lake Road and Busch Drive (#3) The unsignalized intersection of Richards Lake Road and Busch Drive (#3) operates with stop control on the northbound approach of Busch Drive and the southbound approach of a private driveway. The intersection movements operate acceptably at LOS B or better during both peak hours under existing conditions. With project traffic, all movements are anticipated to continue operating at an acceptable level of service throughout the 2027 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 5 provides the results of the LOS analysis conducted at this intersection. Table 5— Richards Lake Road & Busch Drive LOS Results � ,.�� . _:. , e,, G. 2022 Existing Northbound Left 9.9 A 10.5 B Northbound Through/Right 8.5 A 8.6 A Eastbound Left 0.0 A 0.0 A Westbound Left 7.4 A 7.4 A Southbound Ap roach 10.1 B 0.0 A 2027 Background Northbound Left 10.2 B 10.5 B Northbound Through/Right 8.6 A 8.6 A Eastbound Left 0.0 A 0.0 A Westbound Left 7.4 A 7.4 A Southbound Approach 10.3 B 0.0 A 2027 Background Plus Project Northbound Left 10.2 B 10.5 B Northbound Through/Right 8.6 A 8.6 A Eastbound Left 0.0 A 0.0 A Westbound Left 7.4 A 7.4 A Southbound Approach 10.3 B 0.0 A Kimley>>> Horn Page 40 196474001 Montava - Phase D _ Maple Hill Drive and Turnberry Road (#4) The unsignalized T-intersection of Maple Hill Drive and Turnberry Road (#4) operates with stop control on the westbound approach of Maple Hill Drive. The intersection movements currently operate acceptably at LOS B or better during the morning and afternoon peak hours. With project traffic, all movements are anticipated to continue operating at an acceptable level of service throughout the 2027 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 6 provides the results of the LOS analysis conducted at this intersection. Table 6— Maple Hill Drive & Turnber Road LOS Results 2022 Existing Westbound Approach 10.6 B 10.5 B Southbound Left 7.6 A 0.0 A 2027 Background Westbound Approach 12.0 B 12.0 B Southbound Left 7.7 A 0.0 A 2027 Background Plus Project Westbound Approach 12.0 B 12.0 B Southbound Left 7.7 A 0.0 A Kimley>>> Horn Page 41 196474001 Montava - Phase D _ Maple Hill Drive and Bar Harbor Drive (#5) The unsignalized intersection of Maple Hill Drive and Bar Harbor Drive (#5) operates with stop control on all four approaches. The overall intersection and approaches currently operate acceptably at LOS A during the peak hours. With project traffic, all approaches are anticipated to continue operating at an acceptable level of service throughout the 2027 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 7 provides the results of the LOS analysis conducted at this intersection. I aale /— Maple Filll urlve iSc I�ar Fiarpor urlve Lu5 Kesults _ � , _, ,�, 2022 Existing (AWSC) 7.1 A 7.1 _A ............................... Eastbound Approach 7.2 A 7.2 A Westbound Approach 7.3 A 7.2 A Northbound Approach 7.1 A 7.0 A Southbound Approach 6.8 A 6.9 A 2027 Background (AWSC) �.�� ................................................._A...................................................._�_�_�............................. A Eastbound Approach 7.1 A 7.1 A Westbound Approach 7.2 A 7.1 A Northbound Approach 7.1 A 6.9 A Southbound Approach 6.7 A 6.8 A 2027 Background Plus Project (AWSC) 7•0 A 7.0 A Eastbound Approach 7.1 A 7.1 A Westbound Approach 7.2 A 7.1 A Northbound Approach 7.1 A 6.9 A Southbound Approach 6.7 A 6.8 A K' 196474001 im ey>>> Horn Montava - Phase D Page 42 _ Country Club Road and Lemay Avenue (#6) The unsignalized intersection of Country Club Road and Lemay Avenue (#6) operates with stop control on all four approaches. The intersection movements operate acceptably at LOS C during the morning and afternoon peak hours under existing conditions. Without the addition of project traffic, the overall intersection is anticipated to operate with LOS E during both peak hours in 2027. A roundabout is identified at this intersection in the Master Street Plan GIS; therefore, with roundabout control, the intersection is anticipated to operate with LOS A during both peak hours. It is understood that the project will provide a proportionate share contribution for the proposed roundabout improvement and this intersection. Project traffic contributions forthis intersection are identified in more detail later in Section 5.7: Country Club Road and Lemay Avenue Project Traffic Contributions. Table 8 provides the results of the LOS analysis conducted at this intersection. Table 8— Country Club Road & Lemay Avenue LOS Results � _� � �' � �- �- 2022 Existing (AWSC) _18.0 .............................................._C..............................................._._�_9.�_�......................................................_C................................ Eastbound Approach 15.5 C 19.1 C Westbound Approach 24.0 C 19.8 C Northbound Approach 13.3 B 20.1 C Southbound Approach 13.3 B 11.9 B 2027 Background (Roundabout) _7.9 ................................................_A..................................................._9.5............................ A Eastbound Approach 9.. A 9.6 A Westbound Approach 7.9 A 8.1 A Northbound Approach 6.0 A 11.7 B Southbound Approach 8.0 A 6.0 A 2027 Background Plus Project 8.2 A 9.9 A (Roundabout) Eastbound Approach 9.6 A 9.9 A Westbound Approach 8.2 A 8.3 A Northbound Approach 6.1 A 12.2 B Southbound Ap roach 8.2 A 6.1 A # = Roundabout Kimley>>> Horn Page 43 196474001 Montava - Phase D _ Country Club Road and Turnberry Road (#7) The signalized intersection of Country Club Road and Tumberry Road (#7) operates with permissive-only left turn phasing. The overall intersection operates acceptably at LOS B during both peak hours under existing conditions. With project traffic, the intersection is anticipated to continue operating at an acceptable level of service throughout the 2027 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 9 provides the results of the LOS analysis conducted at this intersection. Table 9— Country Club Road & Turnber Road LOS Results �. m .� - � . 2022 Existing (Signal) _1_7.�_6 .............................................._B..................................................._19.3.......................... B Eastbound Approach 39.5 D 34.1 C Westbound Approach 34.9 C 29.5 C Northbound Approach 3.4 A 5.6 A Southbound Approach 3.3 A 4.9 A 2027 Background (Signal) _16..3 ..............................................._B..................................................._1_8.7.......................... B Eastbound Approach 38.2 D 29.8 C Westbound Approach 32.5 C 23.5 C Northbound Approach 5.3 A 10.7 B Southbound Approach 45 A 8.5 A 2027 Background Plus Project (Signal) 16.4 B 18.9 B Eastbound Approach 38.5 D 29.9 C Westbound Approach 32.5 C 23.5 C Northbound Approach 5.6 A 11.0 B Southbound Approach 4.5 A 8.5 A K' 196474001 im ey>>> Horn Montava - Phase D Page 44 _ Mountain Vista Drive and Turnberry Road (#8) The unsignalized T-intersection of Mountain Vista Drive and Turnberry Road (#8) operates with stop control on all three approaches. The intersection movements operate acceptably at LOS B or better during both peak hours under existing conditions. With project traffic, all movements are anticipated to continue operating at an acceptable level of service throughout the 2027 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 10 provides the results of the LOS analysis conducted at this intersection. Table 10 — Mountain Vista Drive & Turnber Road LOS Results @,. ; 2022 Existing (AWSC) _9.4......... . A 8.9 _A ............................. Eastbound Approach 8.1 A 7.9 A Westbound Approach 7.8 A 8.6 A Southbound Approach 10.2 B 9.4 A 2027 Background (AWSC) _1_1..�_8 ...................... B 11.8..................................................._B.............................. Eastbound Approach 8.7 A 8.6 A Westbound Approach 8.9 A 11.6 B Southbound Approach 13.4 B 12.2 B 2027 Background Plus Project (AWSC) _1_2.�_1 ....................... B 12.4..................................................._B.............................. Eastbound Approach 8.8 A 8.7 A Westbound Approach 9.1 A 12.1 B Southbound Approach 13.9 B 12.9 B Kimley>>> Horn Page 45 196474001 Montava - Phase D _ Mountain Vista Drive and Timberline Road (#9) The unsignalized T-intersection of Mountain Vista Drive and Timberline Road (#9) operates with stop control on the northbound approach of Timberline Road. The intersection movements currently operate acceptably at LOS C or better during the peak hours. With buildout of adjacent Phase G and E, the north leg of the intersection will be constructed. This intersection will be constructed as a two-lane roundabout on each approach but will be striped as a single-lane roundabout in the short-term horizon. With a four-legged intersection operating under roundabout control, the intersection is anticipated to operate with LOS A during the morning peak hour and LOS B during the afternoon peak hour. As noted, the ultimate configuration of this intersection will consist of a two-lane roundabout with two through lane both eastbound and westbound and one through lane both northbound and southbound. The ultimate roundabout configuration will be constructed initially; however, the second approach lane will be striped out and the roundabout will operate with a single lane on all four approaches until additional capacity is needed along Mountain Vista Drive. For comparison purposes and as requested by the City of Fort Collins, this intersection was additionally analyzed under signal control with separate left turn lanes on all four approaches. With signalization, the intersection operates with LOS C during both peak hours. Table 11 provides the results of the LOS analysis conducted at this intersection. Table 11 - Mountain Vista Drive 8� Timberline Road LOS Results 2022 Existing Northbound Approach 17.4 C 19.4 C Westbound Left 8.5 A 8.1 A 2027 Background # _1_0.4 B 14.5 B Eastbound Approach 14.4 B 10.7 B Westbound Approach 8.3 A 17.9 C Northbound Approach 8.8 A 14.0 B Southbound Approach 9.4 A 12.5 B 2027 Background Plus Project # _13.7 .............................................._B...................................................22.1........................... C Eastbound Approach 21.3 C 13.3 B Westbound Approach 9.7 A 30.2 D Northbound Approach 10.2 B 22.1 C Southbound Approach 13.4 B 16.7 C 2027 Background Plus Project $ _29.5 .............................................._C...................................................29.5.......................... C Eastbound Approach 24.6 C 39.2 D Westbound Approach 13.4 B 22.6 C Northbound Approach 49.2 D 32.9 C Southbound Approach 35.8 D 24.5 C #= Single-Lane Roundabout; $= Signalized with Separate Left Turn Lanes K' 196474001 im ey>>> Horn Montava - Phase D Page 46 _ Mountain Vista Drive and Giddings Road (#10) The unsignalized T-intersection of Mountain Vista Drive and Giddings Road (#10) operates with stop control on the southbound approach of Giddings Road. The intersection movements operate acceptably at LOS C or better during both peak hours under existing conditions. Based on existing traffic volumes, and eastbound left turn lane is warranted along arterial streets (Mountain Vista Drive) based on City of Fort Collins Street Standard (Table 7-1). With project traffic, all movements are anticipated to continue operating at an acceptable level of service throughout the 2027 horizon. Table 12 provides the results of the LOS analysis conducted at this intersection. i aaie �z — mountain vista urive t� vidqings rtoaa �u5 rtesuits 2022 Existing Eastbound Left 7.8 A 8.6 A Southbound Approach 18.1 C 20.7 C 2027 Background # Eastbound Left 8.2 A 9.6 A Southbound Approach 21.8 C 21.4 C 2027 Background Plus Project # Eastbound Left 8.3 A 10.1 B Southbound Approach 38.6 E 34.9 D # = EB Left Turn Lane K' 196474001 im ey>>> Horn Montava - Phase D Page 47 _ Mountain Vista Drive and Busch Drive (#11) The unsignalized T-intersection of Mountain Vista Drive and Busch Drive (#11) operates with stop control on the southbound approach of Busch Drive. The intersection movements currently operate acceptably at LOS B or better during the morning and afternoon peak hours. With project traffic, all movements are anticipated to continue operating at an acceptable level of service throughout the 2027 horizon. Table 13 provides the results of the LOS analysis conducted at this intersection. Table 13 — Mountain Vista Drive & Busch Drive LOS Results ° � . _ ._.. . ,- `�- 2022 Existing Eastbound Left 7.8 A 8.2 A Southbound Approach 12.5 B 12.5 B 2027 Background Eastbound Left 8.1 A 8.9 A Southbound Approach 15.9 C 15.6 C 2027 Background Plus Project Eastbound Left 8.1 A 9.2 A Southbound Ap roach 17.1 C 16.9 C Kimley>>> Horn Page 48 196474001 Montava - Phase D _ Mountain Vista Drive and I-25 Southbound Ramps (#12) The unsignalized intersection of Mountain Vista Drive and I-25 Southbound Ramps (#12) operates with stop control on the southbound approach of the I-25 Southbound Ramp. The intersection movements operate acceptably at LOS B or better during both peak hours under existing conditions. With project traffic, all movements are anticipated to continue operating at an acceptable level of service throughout the 2027 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 14 provides the results of the LOS analysis conducted at this intersection. Table 14 — Mountain Vista Drive & I-25 SB Ramp LOS Results � �.�� �. ,.. _:. e 2022 Existing Westbound Left 9.2 A 8.4 A Southbound Approach 10.0 B 12.0 B 2027 Background Westbound Left 10.6 B 9.0 A Southbound Approach 11.0 B 14.8 B 2027 Background Plus Project Westbound Left 11.1 B 9.1 A Southbound Approach 11.3 B 16.2 C Kimley>>> Horn Page 49 196474001 Montava - Phase D _ Mountain Vista Drive and I-25 Northbound Ramps (#13) The unsignalized intersection of Mountain Vista Drive and I-25 Northbound Ramps (#13) operates with stop control on the northbound approach of the I-25 Northbound Ramp. The intersection movements operate acceptably at LOS C or better during the peak hours under existing conditions. However, with the addition of background traffic and growth, the northbound approach may operate with LOS F during the afternoon peak hour. Therefore, with the northbound approach is recommended to provide a separate northbound left turn lane. With this configuration and project traffic, the intersection movements are anticipated to operate acceptably. Table 15 provides the results of the LOS analysis conducted at this intersection. Table 15 — Mountain Vista Drive & I-25 NB Ramp LOS Results � �� ,.. ,_:. e ��,. 2022 Existing Northbound Approach 12.4 B 16.4 C Eastbound Left 7.9 A 7.6 A 2027 Background Northbound Approach 17.5 C 53.6 F Eastbound Left 8.2 A 7.8 A 2027 Background Plus Project Northbound Approach 19.6 C 86.0 F Eastbound Left 8.2 A 7.9 A 2027 Background Plus Project # Northbound Left 17.9 C 31.5 D Northbound Through/Right 9.2 A 10.2 B Eastbound Left 8.2 A 7.9 A # = Separate NB Left Kimley>>> Horn Page 50 196474001 Montava - Phase D _ Vine Drive and Timberline Road (#14) The unsignalized intersection of Vine Drive and Timberline Road (#14) operates with stop control on all four approaches. The intersection movements operate acceptably at LOS C during both peak hours under existing conditions as an all-way stop. As stated in the Waterfield Traffic Impact Study, a traffic signal is expected to be warranted in the future, and City staff expects signalization of this intersection. In addition, left turn lanes are currently warranted at this intersection based on existing conditions and City of Fort Collins Street standard (Table 7-1). However, it is believed that these left turn lanes were not previously implemented due to design constraints making roadway widening problematic because of the railroad tracks located to the south. Further, the future design of the Vine Drive and Timberline Road intersection is uncertain as grade separation or other improvements may be considered in the future. For the purposes of this analysis, northbound and southbound left turn lanes and signal control were included for evaluation, but it should be noted that this intersection will be studied by others in more detail in the future. As a signalized intersection, the intersection is anticipated to operate with LOS D during both morning and afternoon peak hours. Table 16 provides the results of the LOS analysis conducted at this intersection. Table 16 — Vine Drive & Timberline Road LOS Results _� -� _ , � 2022 Existing (TWSC) _28.1 ................................................._D.................................................._25..7........................................................_D............................... Eastbound Approach 20.7 C 25.1 D Westbound Approach 31.9 D 21.1 C Northbound Approach 25.5 D 33.5 D Southbound Approach 32.0 D 19.4 C 2027 Background (Signal) # _40_._1 ........................ D 45.8........................................................_D............................... Eastbound Approach 79.9 E 72.0 E Westbound Approach 37.5 D 35.0 C Northbound Approach 18.5 B 28.4 C Southbound Approach 34.0 C 46.1 D 2027 Background Plus Project (Signal) # _47.7 D 51.5 D Eastbound Approach 83.8 F 77.8 E Westbound Approach 40.9 D 37.3 D Northbound Approach 23.2 C 32.6 C Southbound Approach 48.5 D 55.7 E #= Signalized, Left Turn Lanes on Approaches K' 196474001 im ey>>> Horn Montava - Phase D Page 51 _ 5.3 Project Accesses and Future Intersections Prior to buildout of Phase D, Timberline Road will be constructed from Mountain Vista Drive to the north property limits of Phase E as part of the development of Phases G& E. This will include a regional trail adjacent to the travel lanes and two mid-block pedestrian crosswalks. Phase D development will continue the roadway to the northeast property limits of Phase D. The two kidney bean intersections (#15 & 16) constructed by Phase G& E along Timberline Road will be used to access Phase D through portions of the Phase E development. Additionally, two accesses are initially proposed along Giddings Road with the north access (#17) and the south access (#18) allowing full movements in the short-term 2027 horizon. With the buildout of Phase D, the two initial accesses (#17 ) along Giddings Road are recommended to operate with stop control on the eastbound minor street approaches and provide a northbound left turn lane for entering the new west legs of the intersections. Table 17 provides the results of the level of service for the project access intersections for the short-term 2027 horizon. Table 17 — Project Access Level of Service Results `y�- . . - . . �- - • Chesapeake Dr � Timberline Rd (#15) 4.1 A 4.7 A Eastbound Approach 4.4 A 4.0 A Westbound Approach 3.4 A 4.0 A Northbound Approach 3.7 A 5.1 A Southbound Approach 4.4 A 4.4 A Longwood Dr 8� Timberline Rd (#16) _3.5 ..........................._A..........................._3.9..........................._A.............. Eastbound Approach 3.4 A 3.3 A Westbound Approach 3.5 A 3.8 A Northbound Approach 3.3 A 4.1 A Southbound Approach 3.7 A 3.6 A Giddings South Access (#17) Northbound Left 8.1 A 7.8 A Eastbound Approach 10.8 B 9.8 A Giddings North Access (#18) Northbound Left 8.2 A 7.9 A Eastbound Approach 11.4 B 10.0 B As shown in the table, the project access intersections are anticipated to have all movements operating with acceptable LOS B or better during the peak hours the short-term buildout. K' 196474001 im ey>>> Horn Montava - Phase D Page 52 _ 5.4 Auxiliary Turn Lane Evaluation The auxiliary turn lane needs and lengths for the study area key intersections are based on the Larimer County Urban Area Street Standards (LCUASS). The need for auxiliary turn lanes has been evaluated at the study area intersections as well as at the proposed access intersections along arterial roadways. Of note, this development is anticipated to be walkable with traffic calming measures; therefore, right turn lanes are not recommended along the collector streets within the development unless required operationally. It was determined that following locations meet City guidelines for implementation of an auxiliary turn lane: • An eastbound left turn lane at the intersection of Mountain Vista Drive and Giddings Road • Based on existing traffic volumes, left turn lanes on all four approaches of the Vine Drive and Timberline Road intersection. As noted previously, the left turn lanes are currently warranted at the intersection of Vine Drive and Timberline Road based on existing conditions, and it is believed that these left turn lanes were not previously implemented due to design constraints making roadway widening problematic because of the railroad tracks located to the south. Further, the future design of the Vine Drive and Timberline Road intersection is uncertain as grade separation and other improvements may be considered and studied by others in more detail in the future. 5.5 Vehicle Queuing Analysis A vehicle queuing analysis was conducted for the study area intersections. The queuing analysis was performed using Synchro presenting the results of the 95th percentile queue lengths. Results are shown in the following Table 18 with calculations provided within the level of service operational sheets of Appendix E for unsignalized intersections and Appendix F for signalized intersections. K' 196474001 im ey>>> Horn Montava - Phase D Page 53 _ I aqle �� - I urn Lane Giueuin Anal sis Kesuits __ • � . i . e . .-. . Richards Lake & Turnberry (#1) Northbound Left TWLTL 25' TWLTL Westbound Left TWLTL 25' TWLTL Southbound Left TWLTL 25' TWLTL Richards Lake � Busch Dr (#3) Northbound Left 150' 25' 150' Eastbound Left 100' 25' 100' Westbound Left 100' 25' 100' Maple Hill 8� Turnberry (#4) Southbound Left TWLTL 25' TWLTL Country Club 8� Turnberry (#7) Eastbound Left 150' 216' 150' Westbound Left 250' 34' 250' Northbound Left 150' 176' 150' Southbound Left 200' 25' 200' Southbound Ri ht 250' 40' 250' Mountain Vista � Timberline Rd (#9) Signalized Eastbound Left DNE 74' 150' Westbound Left DNE 171' 175' Northbound Left DNE 56' 150' Southbound Left DNE 97' 150' Mountain Vista 8� Giddings Rd (#10) Eastbound Left DNE 25' 155'+160' T Mountain Vista � Busch Dr (#11) Eastbound Left 125' 25' 125' Mountain Vista � I-25 SB Ramp (#12) Westbound Left 200' 25' 200' Mountain Vista � I-25 NB Ramp (#13) Northbound Through/Right DNE 200' 200' Eastbound Left 200' 25' 200' Vine Dr 8� Timberline Rd (#14) Eastbound Left DNE 145' 155'+160' T Westbound Left DNE 153' 155'+160' T Northbound Left DNE 199' 200'+140' T Southbound Left DNE 25' 135'+140' T Giddings Rd South Access (#17) Northbound Left DNE 25' 155'+160'T Giddings Rd North Access (#18) Northbound Left DNE 25' 155'+160'T DNE = Does Not Exist; TWLTL = Two-Way Left Turn Lane; T= Taper Blue Text Recommendation; Alternative Analysis The intersection vehicle queues are all anticipated to remain within the existing or recommended turn lane lengths through 2027 with exception of the eastbound and northbound left turn lanes at the Country Club Road and Turnberry Road intersection. The turn lane lengths for the warranted K' 196474001 im ey>>> Horn Montava - Phase D Page 54 _ turn lanes are based on LCUASS turn lane lengths. The eastbound left turn lane at Mountain Vista Drive and Giddings Road (#10) intersection is recommended to provide a length of 155 feet plus a 160-foot taper. If implemented, the left turn lanes at Vine Drive and Timberline Road (#14) intersection should provide a length of 155 feet for the eastbound and westbound left, 200 feet for the northbound left, and 135 feet for the southbound left. 5.6 Country Club Road and Lemay Avenue Project Traffic Contributions A future roundabout is identified in the Master Street Plan GIS for the Country Club Road and Lemay Avenue (#6) intersection. It is understood that the project will provide a proportionate share contribution for the proposed roundabout improvement and this intersection. It was determined that future total traffic volume projections were appropriate with calculating project traffic contributions. These contribution percentages are based on project peak hour traffic volumes entering the key intersection divided by the peak hour total traffic volumes entering the intersection. The project traffic contributions for only Phase D and full buildout of the Montava master development are identified in Table 19. Table 19 — Country Club Road and Lemay Avenue Project Traffic Contribution o_ g �_:��� Phase D(2027) 26* 1,270 2.0% 32* 1,441 2.2% Full Montava (2045) 253 1,745 14.5% 318 1,964 16.2% *= No internal capture with Phase; Highlighted Text = Includes internal capture and full buildout of Montava Phase D is expected to contribute approximately 2.2 percent of the volumes (32 / 1,441) entering the Country Club Road and Lemay Avenue intersection for the short-term horizon. For future reference and based on traffic volume projections from the Montava Master Traffic Study Supplemental Letter dated October 2023, the overall Montava master development is expected to contribute approximately 16.2 percent (318 / 1,964) of the long-term 2045 horizon traffic volumes at the Country Club Road and Lemay Avenue intersection. Of note, Montava Master Traffic Study Supplemental Letter is currently being updated to account for the new development program for Phase D; however, there will be negligible changes to 2045 percentages reported in the table above. Kimley>>> Horn Page 55 196474001 Montava - Phase D _ 5.7 Improvement Summary Based on the results of the intersection operational and vehicle queuing analysis, the key intersection recommended improvements and control are shown in Figure 11. Table 20 summarizes the improvements associated with the Phase D development. Table 20 - Summar of Improvements: Re ional & Pro'ect . . .. . Country Club & Single-Lane Roundabout — Regional Lema Ave #6 Mountain Vista & Single-Lane Roundabout (Built to future two- Timberline Rd (#9) lane roundabout footprint) — Phase G 8� E Mountain Vista & . EB: Separate Left Turn Lane (155'+160'T) Giddin s Rd #10 Mountain Vista & . NB: Separate Left Turn Lane and Through/Right I-25 NB ramp (#13) Lane 200' - Re ional Signalized (Regional) Vine Dr & • EB: Separate Left Turn Lane (155'+160'T) Timberline Rd (#14) • WB� Separate Left Turn Lane (155'+160'T) • NB: Separate Left Turn Lane (200'+140'T) • SB: Separate Left Turn Lane 135'+140'T . Chesapeake Dr & Timberline Rd #15 Kidne Bean Intersection — Phase G 8� E East-West * Timberline Rd #16 Kidne Bean Intersection — Phase G 8� E Giddings Rd South Access (#17) . Stop Control EB Approach • NB TWLTL Giddings Rd North Access (#18) • Stop Control EB Approach NB TWLTL K' 196474001 im ey>>> Horn Montava - Phase D Page 56 � � - ::i:y �5 N+ �..� � � -.'` w 1 �. ' . :.� � �fg� .. � -=-, yr� ' � � . � � ,,..��.aa,== s� �isr ,� l. " IK r � ��' p r r 'A"�i! �.'i `� -r-��,� �'� ( f ��:, � f� ��^„'� c oP ny �'` _ .L�'�4 ,� � ' P'�� �� I 1,11..iNfl�'Y .. �^���" d`�',� C by�Y., t. "�1�.. " .. . ..��� � �� � L '�_..,t ,� . r,��' . �En-�. � � � a1. �� � � � r�, 4" � RICHARDS LAKE ROAD , �' � •' } Q w = #�� '`� 7 ?r '' . . . �. 'tt•� . .` 1 � �' � � � � e�. r�'� a . 't� :r: - Jk �¢ � F .c. �'- �V s : b,� � ��::. �,� � � . x p, N� t �. h r�i'� , � g :i � �: � , � `f ' + G ` MAPLE HILL DR .+ � .,.�,, ti � ti � S f E' . . �, e s 1 � . � ix : � y . . , �?,fS .J'i : �'` . � ` �� - y=3 � .7. , r'7 ..? k�r �. . . } _ _ . - o i ..". ' '' . t / , `c,:F !. k}�., j� . . ' . 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'�� �. � ���' �;.. �`.. .. � e� 'F*S^'_�{',� . t�� �� VINE DRIVE �'��`' �! \�e' .,;' ��/ s ��@� ;! , s,� �� 7 �° I,` eF 0 a 0 � w z � w m � � �r---_ I I � � I � I �.��� _ � �l v i ' � •' �, - � � � Q +�,_, ��_ � � �� ° F Y ���V� Yi n �, �i�� 1 ;: z� I I h.� �! .�l. � � f � . ��. _I' � .. . � pq' I�� A—� � " I���,� � k . � � � �� � _ ' - �i � � _ ��y o � _ °' O�VERALL�*,h f��� �� �r � MONTAVA` �k ' '�� ; DEVELOPMENT MOUNTAIN VISTA DRIVE � � ���: � �, �; � 1��f , . � �� I �•J� . . �-� � ��� . �. � ' N � �. Q � ` . - � �'�f�� W - n � z � �� "._� � %��`�r , �� �� i� I �`�`_ � o O 2 O 3 4 o O O � � N �� �100' � � O � �100' �� � � f r— —�— , oo. � � �' ° f r— 100' � N � u�') u�') O N N O N RICHAROS LAKE & TURNBERRY RD RICNARDS LAKE & GIODINGS RD RICHARDS LAKE & BUSCH DR MAPLE HILL DR & iURNBERRY RD � I� �I � I VISTA & i1MBERUNE RD RECOMMENDED � 175'� ��� � + i- ��o �� � �� � 155+ � � 160`T 155'+ � .• � 160'T � + �— � o0 N O � N� �1 NORTH MOUNTAIN VISTA & I-25 NB RAMP VINE DR & TIMBERLINE RD NTS 196474001 FIGURE 9 MONTAVA - PHASE D FORT COLLINS, COLORADO 2027 RECOMMENDED GEOMETRY 1 � — i'� � /' _�— — 1 �n��: , < , u -��';_ � . , � AND CONTROL 1 i' � � — � i I ��� �i , ���v��_ ,� � '��v, . �. ., 1 5 O 6 7 0 0 8 O N �N � � � � � ��---. zso� � O '� '� 1 • O � ��� � � � i so' —� � � � 25' o O � O MAPIE HIU. DR & 8AR HARBOR COUNTRY CLUB & IEMAY AVE COUNTRY CIUB & TURNBERRY MOUNTAIN VISTA & TURNBERRY RD � � � ,�5� _ I � � �. � � 50' � o � MOUNTAIN VISTA & TIMBERUNE RO ALTERNATIVE 1 10 11 1 o�� o�� o��zoo� 125 � 150' � MOUNTAIN VISTA & GIODIN�S RD MOUNTAIN VISTA & BUSCH OR MOUNTAIN VISTA & I-25 SB RAMP �.��� �� � �,..,. .- LEGEN D �X� Study Area Key Intersection X j Project Access Intersection �� � Roundabout sroP Stop Controlled Approach � Site—Specific Improvement Yield Controlled Approach � �mprovement by Others � Signalized Intersection � 100' Turn Lane Length (feet) Kimlev>>> Horn _ 5.8 Phase D Only Intersection Analysis As requested by the City of Fort Collins, a Phase D only analysis was completed for the short- term horizon which would not include Phase G and E accesses or development traffic as background traffic. This analysis presents the findings for Phase D only project traffic on the surrounding roadway network without the Phase G and E infrastructure. Therefore, project traffic does not assume Timberline Road, north of Mountain Vista Drive, will be constructed by buildout of Phase D development. Of note, the external intersections and accesses that are affected if Phase G and E infrastructure is not constructed prior to Phase D are the following: • Mountain Vista Drive and Timberline Road (#9) • Mountain Vista Drive and Giddings Road (#10) • Giddings Road South Access (#17) • Giddings Road North Access (#18) Therefore, a level of service and queueing analysis was completed for these four affected intersections. The 2027 background traffic volumes without Phase G and E traffic, Phase D trip distribution, Phase D traffic assignment, and 2027 total traffic volumes are provided in Appendix G and identified as Figure G.1, G.2, G.3, and G.4, respectively. Table 21 summarizes the level of service at the four study intersections. As shown in the table, all movement are anticipated to operate acceptably. Of note, the Mountain Vista Drive and Timberline Road (#9) intersection is planned to be converted to roundabout control in the near future if Phase D is constructed prior to Phase G& E; therefore, it is recommended that the existing lane configurations and control remain at this intersection until the roundabout is implemented. As recommended previously, a separate eastbound left turn lane is recommended to be provided at the Mountain Vista Drive and Giddings Road (#10) intersection. Likewise, a northbound left turn lane will be provided at the South (#17) and North (#18) accesses along Giddings Road. K' 196474001 im ey>>> Horn Montava - Phase D Page 58 _ Table 21 — Phase D Onl Level of Service Results m .. �. ..� ; , •_ � Mnt Visa & Timberline Rd (#9) Northbound Approach 18.6 C 26.0 D 24.4 C 45.4 E Westbound Left 9.1 A 8.5 A 9.4 A 8.7 A Mnt Vista 8� Giddings Rd (#10) Eastbound Left 8.0 A 8.9 A 8.1 A 9.7 A Southbound A proach 17.2 C 16.4 C 33.0 D 28.2 D Giddings South Access (#17) Northbound Left N�'4 8.1 A 7.8 A Eastbound Ap roach 11.0 B 9.7 A Giddings North Access (#18) Northbound Left N�A 8.4 A 8.1 A Eastbound Approach 12.5 B 10.3 B The queuing analysis was performed using Synchro presenting the results of the 95th percentile queue lengths. Results are shown in the following Table 22. As shown in the queue table, the left turn lanes are recommended to provide a length of 155 feet with a 160-foot taper based on a speed limit of 40 miles per hour. Table 22 — Phase D Only Turn Lane Queuing An Mountain Vista � Giddings Rd (#10) Eastbound Left DNE Giddings Rd South Access (#17) Northbound Left DNE Giddings Rd North Access (#18) Northbound Left DNE DNE = Does Not Exist; T= Taper; Blue Text = Recommendation 25' 25' 25' Results i - . .: - . -- 155'+160' T 155'+160'T 155'+160'T The recommended geometry for these intersections is illustrated in Figure G.4 attached. As shown in the recommendation figure and consistent with if Phase G& E is constructed prior to the buildout of Phase D, an eastbound left turn lane is recommended to be provided along Mountain Vista Drive at Giddings Road. Of note, this improvement is needed prior to the addition K' 196474001 im ey>>> Horn Montava - Phase D Page 59 _ of project traffic. Additionally, the intersection recommendations made previously with Phase G& E incorporated as background traffic are the same as in this alternative analysis for both accesses along Giddings Road (#17 ) and the Mountain Vista Drive and Giddings Road (#10) intersection. K' 196474001 im ey>>> Horn Montava - Phase D Page 60 _ 6.0 MULTIMODAL TRANSPORTATION ANALYSIS A multimodal transportation analysis was performed as part of this traffic study to meet City of Fort Collins and standards and requirements for Montava Phase D. This multi-modal evaluation includes an assessment of operations and level of service for pedestrians, bicycles and transit, as outlined with the City of Fort Collins Multimodal Transportation Level of Service Manual and Adequate Public Facilities Plan. Each of these will be discussed further within the following sections: Pedestrian Analysis The five level of service standards specific to pedestrian facilities were reviewed as part of this project. These include directness, continuity, street crossings, visual interest and amenity, and security. The Montava Phase D development is located within the "Activity Centers/Corridors" pedestrian priority area. Therefore, the City has established LOS B for all the pedestrian elements (directness, continuity, visual intersection, and security) with the exception of the street crossing element which has an LOS C threshold. The five level of service quality measure assessments are as follows: Directness The City of Fort Collins identifies directness as the walking distance to destinations including transit stops, schools, parks, commercial employment, or activity areas. A grid street pattern with sidewalks typifies the ideal system, as is present with this proposed project location. Measurement of directness is the ratio of the Actual distance to such destinations by way of pedestrian sidewalk or pathway divided by Minimum right-angle distance characterized by the grid street pattern (the A/M ratio). Pedestrian activity generated by this project is anticipated to be along Mountain Vista Drive and Timberline Road. As the actual distance is the same as the minimum distance, the ratio of directness is 1.0, which is less than the maximum 1.2 threshold for Level of Service A. Therefore, this criterion is met with this project, level of service A. Continuitv Continuity is defined as the completeness of the sidewalk/walkway systems with avoidance of gaps. Where the pedestrian corridor is integrated within the activities along the corridor, level of service A results. With the proposed development, Mountain Vista Drive and Timberline Road will K' 196474001 im ey>>> Horn Montava - Phase D Page 61 _ provide pedestrian connectivity between the local roadways and the future Montava full development plan. A pedestrian network map is shown in Figure 9 for Phase D and the surrounding network. Therefore, it is believed that the future pedestrian sidewalks and walkway system will result in level of service A within the activity area. Street Crossinqs There are four types of street crossings with associated level of service ratings. The first is signalized intersections where elements include grade separation, number of lanes to cross, signal indication, well-marked crosswalks, lighting, raised median width, visibility, curb ramps, pedestrian buttons, convenience, comfort, and security. The second is unsignalized intersection crossing of major streets where grade separation, number of lanes to cross, well-marked crosswalks, lighting, raised median width, visibility, and curb ramps are evaluated. Third, unsignalized intersection crossings of minor streets that include an evaluation of well-marked crosswalks, lighting, and curb ramps. The fourth and last is mid-block crossings where the number of lanes to cross, strength of crosswalk presence, well-marked crosswalks, lighting, raised median width, curb ramps, pedestrian signals, convenience, comfort, and security are considered. Pedestrian crossings will be provided at all intersections within the development and along the frontage of the development. Mid-block crossings may be explored throughout the development if pedestrian delays become greater than 30 seconds. The City of Fort Collins Pedestrian Plan identifies a two-step process for crosswalk locations with step one looking at the signal warrant for pedestrian and if warrants are not met then step two is determining one or more less "intense" treatments outlined in Tab/e P-4 of the Fort Collins Pedestrian Plan. Therefore, the proposed mid- block crossings identified on the site plan along Timberline Road may further be enhanced with rectangular rapid flashing beacons (RRFBs) if pedestrian delay exceeds more than 30 seconds or further safety measures will need to be explored. It is not expected that RRFBs will be needed or warranted with construction of Phase D and the previous Phase G& E developments; however, with full buildout of Montava, pedestrian demand and traffic projections would likely cause pedestrian delays to exceed 30 seconds at the mid-block crossings north of the Chesapeake Drive/Timberline Road (#15) and Timberline Road North Access (#16) and RRFBs could be considered at these locations. Given that all the unsignalized intersection elements needed will K' 196474001 im ey>>> Horn Montava - Phase D Page 62 _ be provided in the future with the buildout of the development, the desired level of service for Street Crossing are met. Visual Interest and Amenity This identifies a pedestrian system to be aesthetically compatible with local architecture and include pedestrian amenities. Large walkways/sidewalks, trees, traffic circles, and medians are proposed within the development. The residential homes, retail uses, and offices among the overall Montava development will have modern and aesthetically appropriate architecture and design. The whole development program is anticipated to be walkable between retail, office, and residential homes with green space to tie the community together. Throughout the remainder of the corridor, the landscaping that is present provides visual interest necessary to provide a Level of Service A category as defined by "Visually appealing and compatible with local architecture, generous sidewalk width, active building frontages, pedestrian lighting, street trees, and quality of street furniture.", within the City standards. Security As identified by the City of Fort Collins requirements, the highest level of service is in an environment with high pedestrians and police presence, clear lines of sight, and good lighting levels. The lowest is where the streetscape is totally intimidating with major breaches in pedestrian visibility from the street, adjacent land uses, and activities. The overall development will provide pedestrian connectivity and trails to allow a more active lifestyle. Further, an abundance of quality lighting will be provided to ensure people feel safe walking to and from the amenities provided within the development. Based on this evaluation criteria, it is believed that the project meets the minimum requirements for pedestrian level of service with this project. The pedestrian level of service summary is shown in Table 23 below. As shown in the table, the proposed pedestrian facilities will be constructed to provide LOS B or better. K' 196474001 im ey>>> Horn Montava - Phase D Page 63 _ I able 1� — Nedestrian Level ot 5ervice Summary Sense of security enhanced by presence of other Security A People using sidewalks and overlooking them from adjacent buildings. Good lighting and clear sight lines. Excellent and direct connectivity with clear linear Directness B and visual connection to transit facilities, streets, and activities. Continuity A Pedestrian sidewalk appears as a single entity with a ma�or activit area or public open space. 3 or fewer lanes to cross, clear indications with some roadways providing 4 or 5 lanes (striping, Street Crossings (Signalized) A/ B etc.), well-marked crosswalks, good lighting, standard curb ramps, automatic pedestrian signal, pedestrian amenities, unobstructed views Well-marked cross walks, good lighting levels, Street Crossings (Unsignalized) A standard curb ramps, street character suggests pedestrian crossin , unobstructed views Visually appealing and compatible with local Visual Appeal and Amenities A architecture and artist themes, wide sidewalks, window shopping, pedestrian lighting, trees and street furniture Surface Condition A Smooth asphalt or concrete with few breaks or cracks in� ��i�+„ i.,,����+„r� t,-,,.,, Gnr+ ('nllinc Dorloc4rior� �i�n The pedestrian facilities that will be constructed with Phase D are anticipated to meet the LOS guidelines. Every street internal to Phase D has sidewalks on both sides, shaded by street trees. Additionally, dedicated pedestrian and bicycle paths are located throughout Phase D. Recreational walkways and bikeways at the irrigation pond connect to the future regional trail and the future city park. All intersections include curb extensions to reduce crossing time and the ped/bike mid-block walkway connections also have curb extensions. However, the surrounding roadway network that is not fronting the project directly is not included in the LOS determination. Of note, the overall Montava development does not have plans to fill in pedestrian and bicycle facility gaps along the external street network where the project does not provide frontage. Kimley>>> Horn Page 64 196474001 Montava - Phase D � NORTH NTS 196474001 . ��'��C,-,'`�,�'.ST..;•'�6��'����'��- _ �� .� � ,-'� - I ��' __; � � ' _ r� .� - -- - �� r`.r i'. „E � _ ' � Y . � � � �4 I. �+ rF �{_' i� = ,�� �� �re �' �< � � e` . ; I I - iti �.- � - �� = I r � rrr ;rFt� - _ � -i� �s,� r ;- = -"� � r � r = _ =,1 :�r �x �`-�,� - - ,-;,..... i . ,�r � �r _�r ., . . . II � ",.r",,' �' � FIGURE 10 MONTAVA - PHASE D FORT COLLINS, COLORADO PEDESTRIAN NETWORK MAP —•� � L._._..-.-.-. � ;s�.�w� I " I ._I l � _. I . I I E Sidewalk Facilities Shared Street Dedicated Passage/Trail I I I �I � �I � ! �,� Kimlev>>>Horn _ Bicycle Analysis Bicycle level of service standards are based on connectivity to various bike facilities in connecting corridors. Bicycle corridors may contain either on-street lanes, off-street paths, or on-street routes, with on-street routes preferred providing this safer and more direct connectivity. Existing bicycle lanes are provided along Mountain Vista Drive, Turnberry Road, Country Club Road, and Richard Lakes Road. The future development plan will include planning a community focused on not only walkability but also providing bicycle facilities and infrastructures. Therefore, the bicycle analysis demonstrates LOS A for this project. A bicycle network map is shown in Figure 10 for the overall development and the surrounding network. To ensure that most of the streets within Montava streets are low volume, low speed, and to provide frequent low stress routes by bike, the main connections for bikes through Montava are through protected, sidewalk-adjacent bike lanes, which interface with the regional trail, supplemented by off-street vehicle-free walkways and bikeways, and low stress streets. The regional trail passes through Montava, just to the west of Phase D and is connected to the regional trail with an off-street connection. The streets along the perimeter of Phase D all have protected, sidewalk-adjacent bike lanes, as does Timberline Road. The housing within Phase D is within 500 feet or less from a protected bike lane. The internal street connections in Phase D are low stress and connect to adjacent low stress streets in other phases. Mid-block walkways provide additional very low stress connections which align with similar paths in Phase E and the network of protected lanes and low stress streets in Phase D. A conceptual bicycle plan map is attached in Appendix G. Transit Analysis Transit level of service standards have been developed to plan for a well-connected intermodal transportation system. The transit service is developed so that it is frequent, reliable, and accessible. At this time transit connectivity is unknown because it is believed that walking, biking, and driving will be the main forms of travel within this community. It is believed additional transit routes and schedules will be planned once the full community of Montava is developed. K' 196474001 im ey>>> Horn Montava - Phase D Page 66 � NORTH NTS 796474001 -� .,` —`—'—•—•--- — �•—•—.—•— — — — — — — — —'----i.-_ - F , _ .. - . � . . ' L._'_'_'-'_' ; � �''r�.._ 9 _- j a � ♦'°.. � ' � � '���' ° ? — � ., . _. _ j � � � ',#����"_ y� I i .' ` , I �� � � I� ,� " I ��— — ; ^� ' � �,_ � I � ,a�, �-:- �r' 4� _ , il, . .� � i . �.^ � � ' -. . � �i� � . . - _ _ . i . , _ �I� . . • _ , . � . . Y I �.r = -- - --��� ._,.�,. � . ��'.. I � '�!� . � '��� � � � .... ��. ' �I � L._ 1 I -_ , ^�7 � r iII�� Ii ''�� ,� i � -��a . �� �p��� i i - �� , ` `, < � ,�; � ,I i , _" i � ', •—•—•---• --�---�— —��--•= i—.i •— ' —•--- _--•— __ •— FIGURE 11 MONTAVA — PHASE D FORT COLLINS, COLORADO BICYCLE NETWORK MAP ♦ ! , ��� � � � � � � � i j i I_I —•—•, i t i "3 � I Kim Dedicated Lane On-Street Route Regional Trail Off-street Trail >>>Horn _ 7.0 LONG-TERM 2045 ACCESS ANALYSIS Since the 2018 Montava Master Transportation Impact Study did not include project accesses in the 2040 horizon, a long-term twenty-year 2045 horizon evaluation for the access intersections adjacent to Phase D has been included in this section. Further, a supplement to the 2018 Montava Master Transportation Impact Study has been provided in a separate traffic study letter to account for changes to the development program and roadway infrastructure plans. With completion of the entire Montava Master Development plan, approximately 2,200 single- family homes, 1,800 multifamily homes, 160,000 square feet of retail space, 285,000 square feet of office use, and 860,000 square feet of industrial use are proposed to be developed. The entire development is anticipated to generate approximately 37,006 weekday external daily trips, with 2,679 of these trips occurring in the morning peak hour and 3,190 of these trips occurring in the afternoon peak hour. Multi-use urban trip generation rates were used for the Single-Family Attached Housing, Multifamily Low-Rise Housing, Multifamily Mid-Rise Housing, General Office Building, and Shopping Plaza uses with full buildout of the overall Montava development due to the project promoting walkability/bicycle friendly interconnection and infrastructure among a large- scale mixed-use development. With these multi-use urban rates, the overall development decreases the daily trips by 18 percent, the morning peak hour decrease by 13 percent, and the afternoon peak hour decreases by 19 percent compared to the general urban/suburban rates. All phases of development within Montava were distributed to the external street system based on the area street system characteristics, existing traffic patterns, existing and anticipated surrounding demographic information, and the proposed access system for the project. The future traffic patterns are anticipated to change with two new east/west roadways, Conifer Street and Suniga Road, proposed south of the development and extending Turnberry Road and Giddings Road to the south. Therefore, the trip distribution to Phase D will also change with future changes to street network and travel patterns. The trip distribution for the 2045 horizon at the proposed access intersections adjacent to Phase D is shown in Figure 12. The overall Montava development traffic assignment at the proposed access intersections adjacent to Phase D is illustrated in Figure 13 for the 2045 horizon. Figure 14 shows the 2045 total traffic volume projections including the entire Montava development at the proposed access intersections K' 196474001 im ey>>> Horn Montava - Phase D Page 68 _ adjacent to Phase D. Based on the results of the intersection operational analysis, the proposed access intersection recommended improvements and control for 2045 are shown in Figure 15. Although not year 2045, if roundabout control is implemented initially at Mountain Vista Drive/Giddings Road (#10) and the South Giddings Road Access (#18), year 2027 projected turning movement counts were analyzed at intersections 10 and 18 under roundabout control. Both of these two intersections were modeled as single-lane roundabouts using the traffic volumes shown on Figure 8. The results of the year 2027 roundabout capacity analysis were favorable as both single-lane roundabouts provide adequate capacity for the anticipated AM peak and PM peak traffic. Table 24 provides the results of the capacity analysis at each of the two intersections (#10 & #18) under roundabout control. Table 24 — Year 2027 Level of Service Results :a . � - �= . _ ,- � -a �� � Mountain Vista & Giddin s Rd #10 Roundabout (HCM) 8.0 A 10.0 A South Giddin s Rd Access #18 Roundabout (HCM) 5.0 A 5.0 A Table 25 summarizes the level of service for the long-term 2045 horizon at the proposed access intersections adjacent to Phase D with full buildout the Montava development. As shown in Table 23, all project access intersections associated with Phase D of the Montava development are anticipated to continue to operate with acceptable level of service throughout the 2045 horizon with full buildout of Montava. With the possibility of three roundabouts along the Giddings Road corridor extending from Mountain Vista Drive (to the south) to the center of Phase D with the fiddle roundabout (to the north), the intersection of Mountain Vista Drive and Giddings Road was also evaluated with roundabout control in the access section. The South Giddings Road Access (#18) is recommended to operate as single-lane roundabout, whereas the roundabout at the Mountain Vista Drive and Giddings Road intersection would operate with two circulating lanes. However, an alternative analysis has been provided with signalization of these two intersections. The North Giddings Road Access (#17) and the Timberline Road / Giddings Road (#21) intersections are recommended to operate with stop control on the minor approaches. Therefore, R1-1 "STOP" K' 196474001 im ey>>> Horn Montava - Phase D Page 69 _ signs should be installed exiting the minor approach. The 2045 intersection access LOS worksheets are provided in Appendix G. For the year 2045 projected traffic, roundabout capacity analysis was provided for intersections 10, 18, and the proposed fiddle roundabout (intersection A). Due to the anticipated traffic volume at Mountain Vista Drive and Giddings Road (intersection 10), the proposed roundabout capacity at this intersection was tested in multiple software. Junctions (using the Arcady model) and Sidra (using the HCM model) were used to evaluate the year 2045 traffic volume. A 2x2 lane configuration roundabout was the starting lane configuration analyzed for year 2045 AM peak and PM peak traffic. Both the westbound and the northbound approaches were shown to experience congestion, therefore, yielding right turn bypass lanes were added to the roundabout capacity model to help facilitate more efficient right turn movements. The South Giddings Road Access (#18) and the fiddle roundabout (IntA) were analyzed as single- lane roundabouts using the year 2045 projected traffic volume. Except for intersection #18's northbound entry and southbound entry, all other entries to these three intersections operated at LOS A. A right turn yielding bypass lane was added to intersection #18's northbound approach to alleviate the slight congestion showing up in the capacity prediction model. Table 25 — Project Access and Future Intersection Level of Service Results � .;� �_� �- � � �� • Roundabout (Sidra- HCM) 19.7 C 23.8 C Mountain Vista & Giddings Rd (#10) Roundabout (Arcady) 6.1 A 8.3 A Si nal 38.1 D 47.3 D North Giddings Rd Access (#17) Northbound Left TWSC $�3 A 7.9 A Eastbound Approach 11.1 B 10.1 B Roundabout (Arcady) 11.6 B 18.4 C South Giddings Rd Access (#18) Si nal 9 12.5 B 5.4 A K' 196474001 im ey>>> Horn Montava - Phase D Page 70 _ o . �- Country Club 8� Timberline Rd (#19) Roundabout 3.8 A 3.9 A Maple Hill 8 Timberline Rd (#20) Roundabout 3.4 A 3.2 A Timberline Rd 8� Giddings Rd (#21) Northbound Left 8.1 A 8.1 A Eastbound Left 13.5 B 18.2 C Eastbound Through/Right TWSC 11.2 B 10.1 B Westbound Left 15.7 C 19.8 C Westbound Through/Right 9.7 A 11.6 B Southbound Left 7.8 A 8.6 A Giddings Fiddle Roundabout (#A) Roundabout (Arcady) 8.3 A 11.6 B An advantage provided by the fiddle roundabout is the dispersion of traffic amongst six separate legs that connect to this subject intersection. By separating vehicles' conflict points and decision- making, the resulting operations are found to be favorable given the predicted traffic to and beyond year 2045. A similar dogbone roundabout in Boise, ID has been recently reviewed by the Montava team, including a conference call with Ada County Highway Department (ACHD) staff familiar with that project. The Boise, ID dogbone roundabout accommodates approximately 12,000 to 15,000 vehicles per day, based on 2022 traffic data provided by ACHD. The Giddings Road fiddle roundabout is expected to see similar traffic volume at year 2045. It is important to note that the success of a proposed fiddle roundabout would be dependent on the successful design that accommodates the design vehicle on-pavement, the check vehicle via use of the truck apron, and provides adequate speed control with a maximum entering, circulating, and exiting speed of 25 mph. Kimley>>> Horn Page 71 196474001 Montava - Phase D � NORTH NTS 196474001 � � �p� .� �� „a `��� „ ... -^` FA.'Y> J ��' y ���� � 1.�� �� . � �����: 1 ;� 7 �� �t�� . Z� �"Y� . . .�, '� �.p�..l'.' . ".r�` _ � � RICHARDS LAKE ROAD � � •� � °4 �l �t�' . ry� , ' � ��;. a x � . a m- k �. MAPLE�HILL DR ��� COUNifiY CLUB RD 6 %' / Q �► � > ► �- � �. .. W y: N� m r z � � r � �a�q�t tq I' ' �>�a+: 1 �a �1 @"�-��Y_:;'-.. _!r�'i`:`: t�� � l. 4r��� .. i�4 / �G �� ��il '" — O\ O __` -- — I _ �� � I_ ' � U7 FIGURE 12 MONTAVA - PHASE D FORT COLLINS, COLORADO 2045 PROJECT ACCESS DISTRIBUTION �� � , 0 iF� i ; W iG8 z � ���/�//��� � W m F 0 a 0 � � � � � k z - ' �o I � r .,t ,x,.. � � � t,�f� / II � r � 6 �- � ��f��. i ; � � 1 .'] �'w,� � // � / j'\ �,1�� , � ,� ,..I_I'-_, g� %v� i i ' � /�,-�� �, �r ��,�'''`"��- i � / / � � I ' � � OVERALL � ; - �' , r i , �a� �� ; � ! � , � � MO�NTAVA� '' " � � �% � ,' � � DE�VELOPMENT��� �� . ���� �� '/ � � _ �� I O\ N � MOUNTAIN VISTA DRIVE 35� �► � LEGEND j X Project Access Intersection �_� XX�[XX%] Entering[Exiting] Trip Distribution Percentage Kimlev>>>Horn 21 N � HILL v - �� � y�N N 1(2) �� m � F � f T'� �' �� t. -+'� � . 't r ,,{ V��':; iR Rt 'iMBF_RLINF RD � m F 10(5) CLUB 3(9) � � m W Z � � ��\ ���� ,... � 3 3': �. . .�� �� � i �w' y,� ' �� 1� n � � � � a'�- , �.,�.��= - �. �'",� .'�. �' � � �d � � RICHARDS LAKE ROAD 2 � i: � ¢ m i i , �-4+�,p�',�-�� MAPLE HILL DR ��. �� # 4 � + -r � � N � z 0 c3 � ,�r� rl �r F �. �� � � ��, , .., . -. . � . �' ' � �� COUNiRY CLUB� RD ! / // `j �� �\ , . i ;� � � ,, � /�� i,, I� ` , Q� I 'dk` - / V / / I / � J.�:� o � � �°? ; � ��- � � y , , DE�VELOPME � � o % - � � m � - W � �% z z � J � 5,�,'. � y m � �i r � � °i��?.f� �, � F: .:,��'... � . . . . . � �� �M �.i �� . LEGEND �X� Project Access Intersection �; XXX(XXX) Weekday AM(PM) Peak Hour Traffic Volumes � Future Roadway FIGURE 13 � MONTAVA - PHASE D NORTH FORT COLLINS, COLORADO NTS196474001 2045 PROJECT ACCESS ASSIGNMENT MOUNTAIN VISTA DRIVE � �� �� � �T 48(31) �, � a � N M W I. �i I m � 19(12) � � o N � . ��, , :.,� � 2(1) f� TiMBERLINE RD & GIDDINGS RD � 9(4) �, °' � "' \�S �"� VC�2'��� l � . _--' N � I � � m �n 34(16) � � � rn ��»�tics � � �� ..,_. N N '�- 17(46) M r v � < 3($) I � � T 9(4) > � M 12(6) � v v �MOUNTAIN VISTA & GIDDINGS RO Kimlev>>>Horn � �n o o �_ f c� co 30(30) �n �n o O� E� -'IrJ��O� MAPIE lL I � � 5(5) 5�5� � �� T � 200(120) -> ;n o ,n 5(5) �Z`n �n � � � F � f T•+� ' � l� t. -+'� �. �� r �,�. ,,-. ,:., V��'�.i � Dk & TIMBERLINE RD � � T' �- 15(10) � M O � _ �O(F)O) tY CLUB �' � 40(40) 5 � 51 � � I � 35(85) ' o ,n ,n 10(15) -�Z�n � o �r O N ,,� ��.:. �� ol'? & v 5 �,.; . _ �>D > � � w m Z � ° i'^�t i ��?''• i `� 4�.: �� �� ��� � '�� }I � ^' � ..�� � : � � RICHARDS LAKE ROAD 2 f � m � t �-4+�,p�;�-�� MAPLE HILL DR ��; �� #.4 � ,� � .�; . � � � � z 0 c3 . -._, � � �� COUNiRY CLUB�� RD ! / // `j �� �\ , i ;� I' ' % / ��%/' I � f. �. , � ,�,�.. � � �%/ -'� � ��/� �:' • � � I _ K � i � W �\�/ Z J { y W ��. � �r m � F � ,�a� rl �r ;, �, �� I� � ' Ir1.� OVERALL � `' MON�TAVA � DE�VEL�OPMENiT ' � MOUNTAIN VISTA DRIVE � _ �� �� LEGEND �X� Project Access Intersection xxx(xxx)'"eekd°y AM(PM) Peak Hour Traffic Volumes � Future Roadway FIGURE 14 � MONTAVA - PHASE D NORTH FORT COLLINS, COLORADO NTS196474001 2045 PROJECT ACCESS TOTAL TRAFFIC VOLUMES 0 � o � `�- 5�5� �1 � � <- 15(10) l � � � 95(65) 5�5� � � � T - 5(5) > � o � 190(115) �, n � N M 0 � � � � 15(15) � 5(5) �n n �n < - � � � ,r 85(55) 10(15) �' � I l 5(5) ' N �n o 25(15) � o � o �n T- � � M � �,� � � ��: ���zo,� Kim 21 0 � �n � o `~ 10(5) � M � � � � ,� 30(25) 15(10) f� '� '� � o �n o o co v 95(55) �, � o �n M V N TIMBERLINE RD & :; � A.,'. �-�_ � rn N N � N N1 V 1 I 2�2� �' � T 10(5) � �n � M Gl�oi�Gs �n �rjir;, aCCt`>� � N �' `'" 5(5) o ,n � � � < 10(10) � �� � ,�� 55(30) 20(25) � � I � 10(10) � o o ,n 120(45) � '-' � o � O N M O � GiDDi�'G� ��D �,��,��i,i �CCES� � N � O � `��° � � �' 265(393) N � W n � d < 365(654) � � �� � 228(291) 65(182) �� �� '� �' 602(494) > � r � 26(20) � � c�v0 N � rn � N .- MOUNTAIN VISTA & GIDDINGS RO >>>Horn � � f T•+� ' '�i,� � yF a� �'� � � ���� : _ � v.�. ��z � � _ �o Gy �� Q'G� r ,' V \ � ��� �' _<<� . couuTaY� ta_u;= � r�Ms=R� �nE r� �� t r� \ 4.� ���. ,,_ j:., > � � w m Z � � ��-7 � ,.,��:... .« �._ Y; . � TMr ; l� � i o. i�� . . n "'� ��.�'�� � : . i � � RICHARDS LAKE ROAD _ ,. � a m ;� t �-4+�,p,� � � MAPLE HILL DR ����4 �y , - 0 & � � Z 0 0 .f� �.�� ,� � i_ i7 � r, ) � i�'�.oy Ff i 1 p Ik, �: �. � �; � '� I��, ,VERALL {;-�r, ON�TAVA EL�OPMENiT ' � ���� . . . -u � . . 1 I �� COUNiRY CLUB�� RD ! / // `j �� �\ , , �� I r � � ��% � � � . .� . , � � �.� � I , I '� 'a �� ��'� y �:.,. . � � I � r I � w \ � z J S y W ��. 'i % r m � F LEGEND OX Study Area Key Intersection �� Stop Controlled Approach i� —{�-- Roundabout Improvement � Yield Controlled Approach � Future Roadway � Signalized Intersection �100' Turn Lane Length (feet) MOUNTAIN VISTA DRIVE � .�, .�.,� � �, � ��� � FIGURE 15 MONTAVA - PHASE D NORTH FORT COLLINS, COLORADO NTS196474001 2045 PROJECT ACCESS RECOMMENDED GEOMETRY AND CON 21 i � � � �.� �� � .. �.. ,_ � » ♦ f C ) \�C � 1 \,(�'�.., i\� _._ i_j � ,�8 RECOMMENDED ,�8 ALTERNAIIVE �� : ���� � � 1 �' � ' � nc�_�� ��� � ;tic� z, .,, , �� ,�_. � �\ ,� O RECOMMENOED 10 ALTERNATIVE �— � �� � � —� � , �, . � �� � MOUNTAIN VISTA & GIDDINGS RD MOUNTAIN VISTA & GIDDINGS RO r �cim >>>Horn _ 8.0 CONCLUSIONS AND RECOMMENDATIONS Based on the analysis presented in this report, Kimley-Hom believes Montava - Phase D will be successfully incorporated into the existing and future roadway network. Analysis of the existing street network, the proposed project development, and expected traffic volumes resulted in the following conclusions and recommendations: Existing Recommendations • The intersection of County Club Road and Lemay Avenue (#6) does not operate acceptably with the existing geometry and control. Therefore, this intersection is recommended to be converted to a signal lane roundabout in order for operations to be acceptable. Phase D is expected to contribute approximately 2.2 percent of the volumes (32 / 1,441) entering the Country Club Road and Lemay Avenue intersection for the short-term horizon. • Separate left turn lanes are warranted at the Vine Drive/Timberline Road (#14) intersection. If implemented, the left turn lanes should provide a length of 155 feet for the eastbound and westbound left, 200 feet for the northbound left, and 135 feet for the southbound left. It should be noted that all four of these turn lanes are required based on existing conditions without the project. Further, it is believed that the northbound and southbound left turn lanes were not previously implemented at the Vine Drive and Timberline Road intersection due to design constraints making roadway widening problematic because of the railroad tracks located to the south. Additionally, the future design of the Vine Drive and Timberline Road intersection is uncertain as grade separation and other improvements may be considered in the future. For the purposes of this analysis, northbound and southbound left turn lanes and signal control were included for evaluation at the Vine Drive and Timberline Road intersection, but it should be noted that this intersection will be studied by others in more detail in the future. 2027 Recommendations • Access to Phase D will be provided by two kidney bean intersections along Timberline Road at Chesapeake Drive (#15) and at a future east-west roadway (#16). For the purposes of this analysis, it is assumed these two kidney bean accesses will be constructed prior to buildout of Phase D as part of adjacent Phases G& E. However, Timberline Road will be further extended from the Phase E northern property limit through Phase D development area to the K' 196474001 im ey>>> Horn Montava - Phase D Page 76 _ edge of Phase D property. However, Timberline Road is not planned to connect to Giddings Road by buildout of Phase D. Additionally, two accesses (#17 ) are planned along Giddings Road to serve the development in the short-term. These two access intersections along Giddings Road are recommended to operate with stop control on the eastbound approach while northbound left turn lanes should be provided within the center lane along Giddings Road. • The intersection of Mountain Vista Drive and Timberline Road (#9) will be constructed as a two-lane roundabout with development of adjacent Phase G& E of Montava. As a roundabout, the intersection can operate with a single lane approach in the interim. The ultimate configuration of this intersection will consist of a two-lane roundabout on all four approaches and will be constructed as such initially; however, the second approach lane will be striped out and the roundabout will operate with a single lane on all four approaches until additional capacity is needed along either Mountain Vista Drive or Timberline Road. • The Mountain Vista Drive and Giddings Road (#10) intersection can operate acceptably under stop control in the short-term 2027 horizon; however, the southbound approach may experience delays approaching capacity and could be mitigated by converting the intersection to a single lane roundabout. Under stop control, a separate eastbound left turn lane is needed based on Mountain Vista Drive being an arterial roadway at the Mountain Vista Drive/Giddings Road (#10) intersection. The turn lane is recommended to provide a length of 155 feet and a 160-foot taper. • A northbound left turn lane at the I-25 Northbound Ramp (#13) is recommended to be designated separate from the existing single shared lane. Therefore, the shared northbound through/right turn lane could provide 200 feet of storage while the continuous lane extending from the off ramp could drop as the future left turn lane. • The offsite improvements associated with the Phase D Core Set include the aforementioned northbound left turn lanes at the two accesses (#17 ) along Giddings Road and the eastbound left turn lane at Mountain Vista Drive and Giddings Road intersection (#10). With exception of the northbound left turn lanes at the two Giddings Road accesses (#17 ), the existing cross section of Giddings Road between the proposed north access and Mountain K' 196474001 im ey>>> Horn Montava - Phase D Page 77 _ Vista Drive is expected to be sufficient with buildout of the Phase D Core. Giddings Road north of Mountain Vista Drive currently has an average daily traffic volume of approximately 4,600 vehicles per day and is projected to consist of approximately 6,700 vehicles per day with buildout of Phase D and other known developments and programmed traffic growth. 2045 Recommendations • The key external intersection 2045 recommendations associated with long-term full buildout of Montava rare provided in the 2045 Montava Supplemental Traffic Analysis. The findings from this supplemental analysis will support in determining the ultimate improvements. • By full buildout of the overall Montava project and more specifically future development of Phases A& B, Maple Hill Road will provide additional access with through connectivity extending from Thoreau Drive (current terminus location) to Giddings Road as a proposed fiddle roundabout intersection at Giddings Road and the Maple Hill Drive extension. Further, with future development of adjacent Phases B and/or C, Timberline Road will be extended from the east limits of Phase D to Giddings Road. • A two-lane roundabout on all four approaches with yielding right turn bypass lanes on the westbound and northbound approaches is recommended by 2045 if roundabout control is implemented at the Mountain Vista Drive and Giddings Road (#10) intersection. The right turn bypass lanes were added to the roundabout capacity model to help facilitate more efficient right turn movements for year 2045 AM peak and PM peak traffic. • The South Giddings Road Access (#18) and the fiddle roundabout (Int A) are both recommended as single-lane roundabouts using the year 2045 projected traffic volume. Except for intersection the South Giddings Road Access (#18) northbound entry and southbound entry, all other entries to these two intersections operated at LOS A. Therefore, a right turn yielding bypass lane is recommended at the northbound approach at the South Giddings Road Access (#18) to alleviate the slight congestion showing up in the capacity prediction model. • An advantage provided by the fiddle roundabout along Giddings Road is the dispersion of traffic amongst six separate legs that connect to this subject intersection. By separating K' 196474001 im ey>>> Horn Montava - Phase D Page 78 _ vehicles' conflict points and decision-making, the resulting operations are found to be favorable given the predicted traffic to and beyond year 2045. A similar dogbone roundabout in Boise, ID has been recently reviewed by the Montava team, including a conference call with Ada County Highway Department (ACHD) staff familiar with that project. The Boise, ID dogbone roundabout accommodates approximately 12,000 to 15,000 vehicles per day, based on 2022 traffic data provided by ACHD. The Giddings Road fiddle roundabout is expected to see similar traffic volume at year 2045. It is important to note that the success of a proposed fiddle roundabout would be dependent on the successful design that accommodates the design vehicle on-pavement, the check vehicle via use of the truck apron, and provides adequate speed control with a maximum entering, circulating, and exiting speed of 25 mph. General Recommendations • Any onsite or offsite improvements should be incorporated into the Civil Drawings and conform to standards of the City of Fort Collins, Larimer County, and the Manual on Uniform Traffic Control Devices (MUTCD) — 2009 Edition. Kimley>>>Horn Page 79 196474001 Montava - Phase D APPENDICES Kimley>>> Horn _ 196474001 Montava - Phase D APPENDIX A Conceptual Site Plan Kimley>>> Horn _ 196474001 Montava - Phase D ._. /• . � • •—. ' I •�. `.. ,/ . � . I. __ � � � �. .. �� / . '•� . �I .,\ /. 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GSF 216, OOOsf ' �`� �� `��� � ��� ,�� �� �� ,.�'� � ;� . �� ��: � ��.�� ���� � ,�� ��� ,�� : Height 4 stories ����, ��.� � ..� ,.� . ��� ��� .��� � .`�' � � � , � '.. � 'i ��� ��� ��� � ��� �. �. . � � � -:� ���'�� �.� �.� � i i Parking 295 sp ���..� , �. ,.�.��� � �`�.� , � ,�� ����., � � ��. �., i �� .. -� .. ,� ,�� ,. � � . .. _.. (7 on-street) � ������, ' , ��� ,������ ` ,� ,� � ,� Ratio 1.40 s /du ` � � ' ����'�� ���, ' .,��'� �i p :,; .� i , � ���� ��� ���� �� i 6,� .� ,.. ���.. \ .��' �.�'� �� ,�� i Units Lost - 1 SFD-CT �� �� ��� �� -_ - - � � ,� ,�� ,.. �,, , -26 SFA-78 ���, �������, � ,� �� �` � ,� � i �� :� � , � � . �. - 7 SFA-65 ��� ,� �� ,� � ; ' /� � , � � .� ��� � � � (Phase D only) ���� ��� ��� � � � ,�' '� �� � �� '� ,�-� � ��. �I � ��.> � \ �� �� ���.�' I / \ / \ �� ;�;; lll I . , Delta +176 du ,� � � �� �5- �� ! P �� , �� �� ` i i '� � �� i i New Total 509 du ,� �� �� '�� . 0 �`�� y. i ,� �� ��� �� i New Density 17.42 d u/ac ,� '� � ' `���� �� �� �; i � ' '��. � � � � % � . � � � � ` � � i i� I � � . �v � . I �� � � � ' � . � �' ;� � �, . ; Block D-07 & D-09 (target) . , ► � � �. �� ! � � �� ,. ^,:, . i i �� �� �. / �- �� �.,� � i � i ��� �:� ���` � � � ' � �� ��� �� i � Land Area 3.71 ac +1.19 , �. �� �� �\/ �� r ���� ��� �� ���� � � ) �: � � ' � ' � ' � � �`� '��� . . �� � Densit 34.10 du/ac , ' � ,� � �;� �s��� ���� .� ����` �� ��� y i , � ��.� � : n i 1 � � � � � � ��� � �� , U ts 2 6 d u ,, � `��' ��a� i °o� '� � � ,��� \ ��� '' i .�' � GSF 132,OOOsf � ; � °o. ���° �� .��, � �� �� _ ; � . � , � �. �.� � . . � � \ . �:;, ! ! -r� , . � Height 3 stories ��� �� ,°o � ° ���� ���� �'��� �����`..� --- � - � � i � . .._.._.._.._.. . . , .:, .._. . i��� � � _ �-� - - � � ❑�. I . � . ��� ❑ ��° �� � � ' � �. � � n�,5 . . . �_ ; �. :,: Parking 288 sp ��� ;o�° �.� �,\ , ,..�� . �= _4= ==-- �i� � 0 on-street �` � °° � , ► �.. ����� -�� � � � ) ��� � , , � � ���� �!� . ��, � Ratio 2.28 sp/du ����. ,�� � � ; ���. V � /� �! ; �� � o 'o i � . \ ,_ i ! � ,� i �� � , .. o i �. \ i� i ..\ , \ . � Units Lost - 1 SFD-CT � � � � ,, ..%� i ��� ,� i -26 SFA-78 � o.,�� �`. � �`�. ���� � - 7 SFA-65 ' � � � �': : o %.° �.� � ,.` � i ��� �Phase D onl ;o�° �` � ��� �� �� Y) o .. � , , � � , � � � � .� i �.. ..\ i ,�� ��� i i �..��� ..\ : Delta +92 d u o ��, �, ,�� ��. :. . New Total 425 du ��. ; i ,��'� � � '� � ,� �� �. : New Density 14.54 du/ac ��� ' i , �. -; . � . ...,..-.. .._.._.. .� . .� . ^ . . . . . . , . /� ���. � ,n � � � � ^ ��. . - ; ���E���N ' i; 2: . I i -1 � ti� r�� ii�,�% �- o ntava �' �' ��: .J � . � j ,,,,,� �.,_'i i'v�� I!:� � ��, 1725 I�"I ��;�;�pV=t� II �_��`A3,a�l ��i�,l Ft Col I i ns, CO � � �,z �' � Phase D Multi-Family Site Ii= � D-07 & D-09 �.�a,.�.r 3/1/2024 I� f� �`� _� I� �� � � �� � _. - �� � �� $ 0 Y l� V� V� �i ! I� ���.i V�'vi (_ 5� f i`i �� V_ 0 100 200 400 600 800 1000 Feet _ � The above drawings, ideas and designs are the property of DPZ Partners. No part thereof shall be copied, disclosed to others, or used in connection with any work other than for the specific project for which they have been prepared without the written consent of the architects/town planners. Preliminary-this is a conceptual drawing not to be used for engineering, surveying, or construction. APPENDIX B Intersection Count Sheets Kimley>>> Horn _ 196474001 Montava - Phase D www.idaxdata.com � Peak Hour � 0 � � � w m z o �� o � ,, XV„I � t.=�� o �� s �= � 1 �d TEV: �� 2 �� PHF: 16� RICHARDS � � � LAKE RD � � N T � � Date: 04/28I2022 Count Period: 7:00 AM to 9:00 AM Peak Hour: 7:45 AM to 8:45 AM � � t 0�� n � RICHARDS � i ` �� � � LAKE RD �� 4 {�L!�����> • �s 1 � � �-� L 317 � � � � � � ' � � • 0.83 �75 U� oo � �''= �U 1 � 00 0� �� L.'' ro 00 �o � v 1 � �..{I_CI��I}..... o v� � p� HV °/: PHF '1 1 r � �+ W EB 5.3% 0.79 0 0 0 Z WB 3.8% 0.73 � � NB 12.5% 0.93 O�O N SB 2.8% 0.76 TOTAL 6.6°/ 0.83 'wo-Hour Count Summaries RICHARDS LAKE RD RICHARDS LAKE RD TURNBERRY RD Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 2 3 0 12 0 1 0 0 6 6 7:15AM 0 0 1 2 0 13 0 1 0 0 9 3 7:30 AM 0 0 0 6 0 14 0 1 0 1 8 5 7:45 AM 0 0 0 5 0 16 0 0 0 1 15 10 8:00 AM 0 0 1 3 0 14 0 0 1 2 16 8 8:15 AM 0 1 1 4 0 24 0 3 0 2 15 13 8:30 AM 0 0 0 4 0 21 0 1 0 1 14 14 8:45 AM 0 0 1 4 0 6 0 0 0 5 10 17 Count Total 0 1 6 31 0 120 0 7 1 12 93 76 All 0 1 2 16 0 75 0 4 1 6 60 45 Peak HV 0 1 0 0 0 2 0 1 0 0 13 1 Hour HV% - 100% 0% 0% - 3% - 25% 0% 0% 22% 2% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 7:00 AM 0 1 2 2 5 0 0 0 7:15AM 0 1 0 0 1 0 0 0 7:30 AM 0 0 0 1 1 0 0 0 7:45 AM 0 1 3 0 4 0 0 0 8:00 AM 0 0 5 1 6 0 0 0 8:15AM 1 2 4 1 8 0 0 0 8:30 AM 0 0 2 1 3 0 0 0 8:45 AM 0 0 2 0 2 0 0 0 Count Total 1 5 18 6 30 0 0 0 Peak Hour 1 3 14 3 21 0 0 0 TURNBERRY RD RICHARDS LAKE RD SB 0 1 0 0 0 0 0 0 1 0 Total 0 1 0 0 0 0 0 0 1 0 TURNBERRY RD Southbound LT TH 1 24 5 35 1 35 1 23 1 15 1 31 4 31 1 20 15 214 7 100 1 2 14% 2% East 0 0 0 1 0 1 0 1 3 2 RT 0 0 0 0 0 0 0 0 0 0 0 Pedestrians (Cro West North 0 0 0 0 1 1 0 0 0 0 0 0 0 0 2 0 3 1 0 0 15-min Rolling Total One Hour 55 69 71 71 61 95 90 64 576 317 21 7o�a 0 0 0 266 272 298 317 310 0 0 0 � South 1 0 0 1 0 0 0 0 2 1 Total 1 0 2 2 0 1 0 3 9 3 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles RICHARDS LAKE RD RICHARDS LAKE RD TURNBERRY RD TURNBERRY RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 1 0 0 1 1 0 1 1 0 5 0 7:15AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 7:45 AM 0 0 0 0 0 1 0 0 0 0 3 0 0 0 0 0 4 11 8:00 AM 0 0 0 0 0 0 0 0 0 0 4 1 0 1 0 0 6 12 8:15AM 0 1 0 0 0 1 0 1 0 0 4 0 0 0 1 0 8 19 8:30 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 3 21 8:45 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 19 Count Total 0 1 0 0 0 2 0 3 0 0 16 2 0 2 4 0 30 0 Peak Hour 0 1 0 0 0 2 0 1 0 0 13 1 0 1 2 0 21 0 Two-Hour Count Summaries - Bikes RICHARDS LAKE RD RICHARDS LAKE RD TURNBERRY RD TURNBERRY RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 1 0 1 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com � Peak Hour rn � � � � w m z � � �� � � F_ :: � � o �� 33 �= � 0 �d TEV: 1� � `.� PHF: 16 � RICHARDS � � � LAKE RD o � N � M � � Date: 04/28I2022 Count Period: 4:00 PM to 6:00 PM Peak Hour: 4:15 PM to 5:15 PM � � t 0�� M o RICHARDS � i ` �� �� LAKE RD �� s {�L!�����> • ss 1� 3 �-� L 342 �� s � � � � ' � � • 0.91 �44 �~ �� � �;'- ~� 1 � 00 0� �� L.'' ro 00 �o � v ■ I� �..lJ�_� I�I_Il�..... � M �� HV °/: PHF '1 1 r � � W EB 0.0% 0.53 0 0 � Z WB 1.8% 0.64 � � NB 1.1 °/ 0.82 O�O o SB 2.5% 0.90 � TOTAL 1.5% 0.91 'wo-Hour Count Summaries RICHARDS LAKE RD RICHARDS LAKE RD TURNBERRY RD Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 2 0 14 0 3 0 5 21 16 4:15 PM 0 0 0 1 0 17 3 2 0 7 29 20 4:30 PM 0 0 0 4 0 10 1 0 0 7 21 30 4:45 PM 0 0 1 7 0 9 1 2 0 2 19 17 5:00 PM 0 0 0 4 0 8 1 2 0 10 12 16 5:15 PM 0 0 0 5 0 10 0 4 0 8 24 25 5:30 PM 0 0 0 3 0 12 0 3 0 3 25 17 5:45 PM 0 1 0 0 1 6 0 3 0 6 18 17 Count Total 0 1 1 26 1 86 6 19 0 48 169 158 All 0 0 1 16 0 44 6 6 0 26 81 83 Peak HV 0 0 0 0 0 1 0 0 0 0 1 1 Hour HV% - - 0% 0% - 2% 0% 0% - 0% 1% 1% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 4:00 PM 0 1 0 1 2 0 0 0 4:15PM 0 0 0 0 0 0 0 0 4:30 PM 0 0 1 1 2 0 0 1 4:45 PM 0 0 1 1 2 0 0 0 5:00 PM 0 1 0 0 1 0 0 0 5:15PM 0 0 0 0 0 0 0 1 5:30 PM 0 0 1 0 1 0 0 0 5:45 PM 0 0 2 0 2 0 0 0 Count Total 0 2 5 3 10 0 0 2 Peak Hour 0 1 2 2 5 0 0 1 TURNBERRY RD RICHARDS LAKE RD SB 0 0 0 0 0 0 0 0 0 0 Total 0 0 1 0 0 1 0 0 2 1 TURNBERRY RD Southbound LT TH 1 11 1 14 0 20 2 19 0 22 2 16 0 10 2 10 8 122 3 75 1 1 33% 1% East 0 1 2 1 0 1 0 0 5 4 RT 0 0 1 0 0 0 0 0 1 1 0 0% Pedestrians (Cro West North 3 0 0 1 0 2 0 0 0 0 0 0 0 1 0 0 3 4 0 3 15-min Rolling Total One Hour 73 94 94 79 75 94 73 64 646 342 5 � o�a 0 0 0 340 342 342 321 306 0 0 0 � South 2 0 0 1 0 0 0 0 3 1 Total 5 2 4 2 0 1 1 0 15 8 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles RICHARDS LAKE RD RICHARDS LAKE RD TURNBERRY RD TURNBERRY RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 2 0 4:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 2 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 2 6 5:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 5 5:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 4 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2 4 Count Total 0 0 0 0 0 1 0 1 0 0 2 3 0 1 2 0 10 0 Peak Hour 0 0 0 0 0 1 0 0 0 0 1 1 0 1 1 0 5 0 Two-Hour Count Summaries - Bikes RICHARDS LAKE RD RICHARDS LAKE RD TURNBERRY RD TURNBERRY RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30PM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:15PM 0 0 0 0 0 0 0 0 1 0 0 0 1 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Count Total 0 0 0 0 0 0 0 0 2 0 0 0 2 0 Peak Hour 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com � Peak Hour M � � N � � � Z 0 � p N M � N N F- %: � �v o �-s 55 �� � 20 �d TEV: 90 15 �� PHF: 55 e RICHARDS � � � LAKE RD o 0 N 0 M � Date: 04/28I2022 Count Period: 7:00 AM to 9:00 AM Peak Hour: 7:15 AM to 8:15 AM � N f 0�0 � �����,r� RICHARDS � i ` � IIIII Vl LAKE RD r� L 7 {JL!����J> . so 1 � � �-� L 511 d� 13 � * 0 � • 0 0 • 0 a 0.88 1p �~ �� � �;'� ~� n1 �0 � ��� �� �� v �� V� � ' �� 0 r ■ � �..lJ�_� I�I_Il�..... o � p HV°/: PHF '1 1 r � � EB 3.3% 0.87 0 0 0 Z WB 0.0% 0.83 � o NB 11.7% 0.65 O�O � � SB 7.2% 0.78 N TOTAL 7.2°/ 0.88 'wo-Hour Count Summaries RICHARDS LAKE RD RICHARDS LAKE RD GIDDINGS RD Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 2 4 11 0 2 4 0 0 0 17 1 7:15AM 0 4 2 19 0 5 3 1 0 4 13 5 7:30 AM 0 5 2 13 0 2 2 4 0 3 22 0 7:45 AM 0 5 7 14 0 1 3 2 0 6 43 0 8:00 AM 0 6 4 9 0 2 5 0 0 7 22 3 8:15 AM 0 6 4 8 0 3 6 0 0 5 22 3 8:30 AM 0 8 10 9 0 5 5 3 0 3 20 3 8:45 AM 0 7 6 9 0 0 1 1 0 0 19 4 Count Total 0 43 39 92 0 20 29 11 0 28 178 19 AIl 0 20 15 55 0 10 13 7 0 20 100 8 Peak HV 0 2 0 1 0 0 0 0 0 3 11 1 Hour HV% - 10% 0% 2% - 0% 0% 0% - 15% 11% 13% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 7:00 AM 3 0 4 3 10 0 0 0 7:15AM 0 0 4 5 9 0 0 0 7:30 AM 1 0 2 3 6 0 0 0 7:45 AM 0 0 6 4 10 0 1 0 8:00 AM 2 0 3 7 12 0 0 0 8:15AM 0 0 3 8 11 0 0 0 8:30 AM 0 1 1 5 7 0 0 0 8:45 AM 0 0 3 5 8 0 0 0 Count Total 6 1 26 40 73 0 1 0 Peak Hour 3 0 15 19 37 0 1 0 GIDDINGS RD RICHARDS LAKE RD SB 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 1 0 0 0 0 1 1 GIDDINGS RD Southbound LT TH RT 0 51 3 2 77 5 3 64 1 0 55 10 0 40 6 1 53 8 0 60 3 4 40 1 10 440 37 5 236 22 0 16 3 0% 7% 14% UT 0 0 0 0 0 0 0 0 0 0 0 East 0 0 0 0 0 0 0 0 0 0 Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 95 140 121 146 104 119 129 92 946 511 37 �o�a 0 0 0 502 511 490 498 444 0 0 0 � South 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles RICHARDS LAKE RD RICHARDS LAKE RD GIDDINGS RD GIDDINGS RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 1 2 0 0 0 0 0 0 0 4 0 0 0 2 1 10 0 7:15AM 0 0 0 0 0 0 0 0 0 2 1 1 0 0 5 0 9 0 7:30 AM 0 0 0 1 0 0 0 0 0 0 2 0 0 0 2 1 6 0 7:45 AM 0 0 0 0 0 0 0 0 0 1 5 0 0 0 4 0 10 35 8:00 AM 0 2 0 0 0 0 0 0 0 0 3 0 0 0 5 2 12 37 8:15 AM 0 0 0 0 0 0 0 0 0 1 1 1 0 0 6 2 11 39 8:30 AM 0 0 0 0 0 0 0 1 0 0 1 0 0 0 5 0 7 40 8:45 AM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 5 0 8 38 Count Total 0 3 2 1 0 0 0 1 0 4 20 2 0 0 34 6 73 0 Peak Hour 0 2 0 1 0 0 0 0 0 3 11 1 0 0 16 3 37 0 Two-Hour Count Summaries - Bikes RICHARDS LAKE RD RICHARDS LAKE RD GIDDINGS RD GIDDINGS RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 1 0 0 0 0 0 0 0 0 1 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 1 0 0 0 0 0 0 0 0 1 0 Peak Hour 0 0 0 1 0 0 0 0 0 0 0 0 1 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com � Peak Hour � � � � � Z 0 O p M � C� ,� � �- �� — o �-s s2 �- � 34 �d TEV: �� 20 �� PHF: 23 — RICHARDS � � � LAKE RD o � � 0 � � � Date: 04/28I2022 Count Period: 4:00 PM to 6:00 PM Peak Hour: 4:45 PM to 5:45 PM 0 M N f O�O CD o o r O �- ����,r� RICHARDS IIIII Vl LAKE RD � i �+ r� � ,o {JLJIJC��> . ao 1 ^ ° ,�� L 534 d� 13 � * 0 � • 0 0 • 0 a 0.87 g� 17 �~ �� � �;'� ~� /�1 �i 0 � O�O �� �i v'� � Q V O � ' 0 � I�' < �C� I�Ci}. .. � � p HV°/: PHF '1 1 r � r � EB 3.9% 0.77 0 0 0 z WB 2.5% 0.77 � o NB 0.4°/ 0.88 O�O � � SB 3.7% 0.89 � N TOTAL 2.1 °/ 0.87 'wo-Hour Count Summaries RICHARDS LAKE RD RICHARDS LAKE RD GIDDINGS RD Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 8 8 4 0 3 12 0 0 12 32 4 4:15 PM 0 12 5 9 0 2 8 3 0 14 36 1 4:30 PM 0 12 3 4 0 6 6 3 0 10 42 0 4:45 PM 0 9 5 8 0 4 4 3 0 14 46 3 5:00 PM 0 5 6 4 0 3 6 3 0 10 41 0 5:15 PM 0 12 5 8 0 7 3 3 0 17 52 4 5:30 PM 0 8 4 3 0 3 0 1 0 15 47 7 5:45 PM 0 6 6 6 0 7 2 3 0 10 41 2 Count Total 0 72 42 46 0 35 41 19 0 102 337 21 AIl 0 34 20 23 0 17 13 10 0 56 186 14 Peak HV 0 3 0 0 0 0 1 0 0 0 1 0 Hour HV% - 9% 0% 0% - 0% 8% 0% - 0% 1% 0% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 4:00 PM 0 0 1 2 3 0 0 0 4:15PM 0 0 1 3 4 0 0 0 4:30 PM 0 0 0 1 1 1 0 0 4:45 PM 3 0 1 3 7 0 0 0 5:00 PM 0 1 0 2 3 0 0 0 5:15PM 0 0 0 1 1 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 5:45 PM 0 0 1 0 1 0 0 0 Count Total 3 1 4 12 20 1 0 0 Peak Hour 3 1 1 6 11 0 0 0 GIDDINGS RD RICHARDS LAKE RD SB 0 0 0 0 0 1 0 0 1 1 Total 0 0 1 0 0 1 0 0 2 1 GIDDINGS RD Southbound LT TH 6 34 2 49 3 28 0 32 4 34 2 36 2 38 1 20 20 271 8 140 0 6 0% 4% UT 0 0 0 0 0 0 0 0 0 0 0 East 0 0 0 0 0 0 0 0 0 0 RT 6 6 5 3 0 5 5 9 39 13 0 0% Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 129 147 122 131 116 154 133 113 1, 045 534 11 Zo�a 0 0 0 529 516 523 534 516 0 0 0 � South 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles RICHARDS LAKE RD RICHARDS LAKE RD GIDDINGS RD GIDDINGS RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 3 0 4:15PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 3 0 4 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 4:45 PM 0 3 0 0 0 0 0 0 0 0 1 0 0 0 3 0 7 15 5:00 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 0 3 15 5:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 12 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 5 Count Total 0 3 0 0 0 0 1 0 0 1 3 0 0 0 11 1 20 0 Peak Hour 0 3 0 0 0 0 1 0 0 0 1 0 0 0 6 0 11 0 Two-Hour Count Summaries - Bikes RICHARDS LAKE RD RICHARDS LAKE RD GIDDINGS RD GIDDINGS RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:15PM 0 0 0 0 0 0 0 0 0 0 1 0 1 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Count Total 1 0 0 0 0 0 0 0 0 0 1 0 2 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 1 0 1 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com � Peak Hour N T 3 m > 0 o r F_,,.;V,I � o �-s 48 �� � 0 �d TEV: � 28 `� PHF: 30 2� RICHARDS � � � LAKE RD N 0 u� Southbound LT TH 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 1 1 1 1 0 0 0% 0% 'wo-Hour Count Summaries RICHARDS LAKE RD RICHARDS LAKE RD BUSCH DR Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 3 0 0 9 9 0 0 7 0 9 7:15AM 0 0 1 2 0 11 9 0 0 3 0 0 7:30 AM 0 0 3 0 0 16 6 0 0 1 0 1 7:45 AM 0 0 5 0 0 14 5 0 2 2 0 3 8:00 AM 0 0 4 2 0 14 9 1 0 5 0 0 8:15AM 0 0 9 0 0 8 12 0 0 2 0 3 8:30 AM 0 0 10 0 0 9 11 0 0 2 0 0 8:45 AM 0 0 12 0 0 9 2 0 0 2 0 1 Count Total 0 0 47 4 0 90 63 1 2 24 0 17 All 0 0 28 2 0 45 37 1 2 11 0 6 Peak HV 0 0 1 1 0 4 2 0 0 5 0 1 Hour HV% - - 4% 50% - 9% 5% 0% 0% 45% - 17% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 7:00 AM 0 3 2 0 5 0 0 0 7:15AM 2 1 2 0 5 0 0 0 730 AM 0 0 0 0 0 0 0 0 7:45 AM 1 0 2 0 3 0 1 0 8:00 AM 1 1 2 0 4 0 0 0 8:15AM 0 2 1 0 3 0 0 0 8:30 AM 0 3 1 0 4 0 0 0 8:45 AM 1 0 1 0 2 0 0 0 Count Total 5 10 11 0 26 0 1 0 Peak Hour 2 6 6 0 14 0 1 0 BUSCH DR RICHARDS LAKE RD f 0�0 ������,r� RICHARDS � i ` IIIII Vl LAKE RD r� � , {JLJ�G�> . a3 1 � � �-� L 134 d� 37 � * 0 � • 0 0 • 0 a 0.96 ��45 � O�O O~ o� �'� ~Q �� � 0 � v' � 1 �,� � 0 � I�' < �C� I�Ci}. .. o � Q HV°/: PHF '1 1 r = EB 6.7°/ 0.75 0 0 0 U � WB 7.2% 0.86 � m NB 31.6% 0.68 O�O SB 0.0% 0.50 rn TOTAL 10.4% 0.96 Date: 04/28I2022 Count Period: 7:00 AM to 9:00 AM Peak Hour: 7:45 AM to 8:45 AM SB 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 1 0 0 0 0 1 1 UT 0 0 0 0 0 0 0 0 0 0 0 East 0 0 0 0 0 0 0 0 0 0 � RT 0 0 0 0 0 0 0 0 0 0 0 Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 37 26 27 32 35 34 33 26 250 134 14 10% 0 0 0 122 120 128 134 128 0 0 0 0 South 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles RICHARDS LAKE RD RICHARDS LAKE RD BUSCH DR Driveway Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 1 2 0 0 2 0 0 0 0 0 0 5 0 7:15AM 0 0 0 2 0 0 1 0 0 2 0 0 0 0 0 0 5 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 1 0 0 0 0 0 0 1 0 1 0 0 0 0 3 13 8:00 AM 0 0 0 1 0 1 0 0 0 2 0 0 0 0 0 0 4 12 8:15AM 0 0 0 0 0 0 2 0 0 1 0 0 0 0 0 0 3 10 8:30 AM 0 0 0 0 0 3 0 0 0 1 0 0 0 0 0 0 4 14 8:45 AM 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 2 13 Count Total 0 0 2 3 0 5 5 0 0 10 0 1 0 0 0 0 26 0 Peak Hour 0 0 1 1 0 4 2 0 0 5 0 1 0 0 0 0 14 0 Two-Hour Count Summaries - Bikes RICHARDS LAKE RD RICHARDS LAKE RD BUSCH DR Driveway Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 1 0 0 0 0 0 0 0 1 0 Peak Hour 0 0 0 0 1 0 0 0 0 0 0 0 1 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com � Peak Hour 0 � 3 m > 0 0 0 ,V,I � t.- �„�, o �-s 64 �- � 0 �d TEV: � 29 �� PHF: 43 14� RICHARDS � � � LAKE RD o N ti � Southbound LT TH 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 'wo-Hour Count Summaries RICHARDS LAKE RD RICHARDS LAKE RD BUSCH DR Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 10 5 0 10 12 0 0 4 0 8 4:15 PM 0 0 6 4 0 24 6 0 0 9 0 10 4:30 PM 0 0 6 4 0 17 13 0 0 6 0 5 4:45 PM 0 0 7 1 0 2 12 0 0 2 0 3 5:00 PM 0 0 10 1 0 15 9 0 0 2 0 4 5:15PM 0 0 10 1 0 9 11 0 0 3 0 8 5:30 PM 0 0 15 1 0 16 7 0 0 2 0 8 5:45 PM 0 0 10 2 0 15 10 0 0 1 0 11 Count Total 0 0 74 19 0 108 80 0 0 29 0 57 All 0 0 29 14 0 53 43 0 0 21 0 26 Peak HV 0 0 1 1 0 0 0 0 0 11 0 1 Hour HV% - - 3% 7% - 0% 0% - - 52% - 4% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 4:00 PM 0 0 5 0 5 0 0 0 4:15PM 1 0 5 0 6 0 0 0 4:30 PM 0 0 2 0 2 0 0 0 4:45 PM 1 0 0 0 1 0 0 0 5:00 PM 0 0 1 0 1 0 0 0 5:15PM 1 0 2 0 3 0 0 0 5:30 PM 0 0 1 0 1 0 0 0 5:45 PM 0 0 1 0 1 0 0 1 Count Total 3 0 17 0 20 0 0 1 Peak Hour 2 0 12 0 14 0 0 0 BUSCH DR RICHARDS LAKE RD 0 t 0�� �� RICHARDS � i ` e� � LAKE RD � p {JL!J���J> . ss 1 � � ,�� L 186 �� 43 � j � o • o � • 0 0.79 �� 53 � O`�O O~ o� o o� ~ p ��� i ; o � i � � 0 < �I_CI��I}..... o � Q HV°/: PHF '1 1 r N = EB 4.7% 0.72 0 0 0 U � WB 0.0% 0.80 � m NB 25.5% 0.62 O�O SB - - � d' TOTAL 7.5°/ 0.79 Date: 04/28I2022 Count Period: 4:00 PM to 6:00 PM Peak Hour: 4:00 PM to 5:00 PM SB 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 1 1 0 UT 0 0 0 0 0 0 0 0 0 0 0 East 0 0 0 0 0 0 0 0 0 0 � RT 0 0 0 0 0 0 0 0 0 0 0 Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 49 59 51 27 41 42 49 49 367 186 14 $o�a 0 0 0 186 178 161 159 181 0 0 0 � South 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles RICHARDS LAKE RD RICHARDS LAKE RD BUSCH DR Driveway Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:OOPM 0 0 0 0 0 0 0 0 0 4 0 1 0 0 0 0 5 0 4:15PM 0 0 0 1 0 0 0 0 0 5 0 0 0 0 0 0 6 0 4:30 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 2 0 4:45 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 14 5:00 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 10 5:15PM 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 0 3 7 5:30 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 6 5:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 6 Count Total 0 0 1 2 0 0 0 0 0 16 0 1 0 0 0 0 20 0 Peak Hour 0 0 1 1 0 0 0 0 0 11 0 1 0 0 0 0 14 0 Two-Hour Count Summaries - Bikes RICHARDS LAKE RD RICHARDS LAKE RD BUSCH DR Driveway Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 1 Count Total 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com � N } K � W Z � F� TURNBERRY RD MAPLE HILL DR Peak Hour � � o .- N � n 0 � � � TEV: 426 PHF: 0.89 UT 0 0 0 0 0 0 0 0 0 0 0 � �J � }o o co M �� HV %: PHF � w EB - - m � WB 2.8% 0.86 � NB 11.0% 0.99 � � N � SB 2.4% 0.81 TOTAL 5.4% 0.89 Two-Hour Count Summaries NIA MAPLE HILL DR TURNBERRY RD Interval Start Eastbou�d Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 9 0 0 0 0 13 2 7:15 AM 0 0 0 0 0 22 0 0 0 0 13 1 7:30 AM 0 0 0 0 0 35 0 2 1 0 12 3 7:45 AM 0 0 0 0 0 16 0 0 0 0 26 10 8:00 AM 0 0 0 0 0 16 0 0 0 0 29 8 8:15 AM 0 0 0 0 0 20 0 1 0 0 31 6 8:30 AM 0 0 0 0 0 19 0 0 0 0 30 6 8:45 AM 0 0 0 0 0 10 0 0 0 0 34 9 Count Total 0 0 0 0 0 147 0 3 1 0 188 45 All 0 0 0 0 0 71 0 1 0 0 116 30 Peak HV 0 0 0 0 0 2 0 0 0 0 15 1 Hour HV% - - - - - 3% - 0% - - 13% 3% Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Start EB WB NB SB 7:00 AM 0 0 2 1 7:15AM 0 0 0 2 7:30 AM 0 1 1 2 7:45 AM 0 0 3 1 8:00 AM 0 0 7 0 8:15AM 0 0 5 2 8:30 AM 0 2 1 2 8:45 AM 0 0 2 1 Count Total 0 3 21 11 Peak Hr 0 2 16 5 Total EB 3 0 2 0 4 0 4 0 7 0 7 0 5 0 3 0 35 0 23 0 Date: 04/28/2022 Count Period: 7:00 AM to 9:00 AM Peak Hour: 7:45 AM to 8:45 AM MAPLE HILL DR �1 � �� � �0 � WB 0 0 0 0 0 0 0 0 0 0 NB 0 0 0 0 0 0 0 0 0 0 SB 0 1 0 0 0 0 0 0 1 0 A• V O 1 :� ....{�I-ICIIJOa...> � , �� L � • o � M c r o O�O � � !/ p V � IIl11�111�-- ir 0 0 • ��� TURNBERRY RD Southbound LT TH 0 39 0 61 0 61 0 46 1 37 0 60 0 64 0 33 1 401 1 207 0 5 0% 2% �rl RT 0 0 0 0 0 0 0 0 0 0 0 Total East 0 2 1 2 0 0 0 3 0 0 0 0 0 0 0 0 1 7 0 3 Pedestrians (Cro West North 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 15-min Rolling Total One Hour 63 0 97 0 114 0 98 372 91 400 118 421 119 426 86 414 786 0 426 0 23 0 5% 0 South 0 0 0 0 0 0 0 0 0 0 Total 3 2 0 3 0 0 0 0 8 3 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com Two-Hour Count Summaries - Heavy Vehicles NIA MAPLE HILL DR TURNBERRY RD TURNBERRY RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 3 0 7:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0 7:30 AM 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2 0 4 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 1 0 4 13 8:00 AM 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 7 17 8:15 AM 0 0 0 0 0 0 0 0 0 0 4 1 0 0 2 0 7 22 8:30 AM 0 0 0 0 0 2 0 0 0 0 1 0 0 0 2 0 5 23 8:45 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 3 22 Count Total 0 0 0 0 0 3 0 0 1 0 19 1 0 0 11 0 35 0 Peak Hour 0 0 0 0 0 2 0 0 0 0 15 1 0 0 5 0 23 0 Two-Hour Count Summaries - Bikes N/A MAPLE HILL DR TURNBERRY RD TURNBERRY RD Interval 15-min Rolling Start Eastbou�d Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 1 0 1 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com � N } K � W Z � F � TURNBERRY RD MAPLE HILL DR Peak Hour a �o N O V' � � � TEV: 438 PHF: 0.84 UT 0 0 0 0 0 0 0 0 0 0 0 �I�1-�}0 0 0 � � � HV %: PHF c� w Eg - - m � W B 0.0% 0.83 � NB 0.8% 0.79 � � r° N SB 0.7% 0.90 TOTAL 0.7% 0.84 Two-Hour Count Summaries NIA MAPLE HILL DR TURNBERRY RD Interval Start Eastbou�d Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 11 0 0 0 0 45 10 4:15 PM 0 0 0 0 0 7 0 1 0 0 59 11 4:30 PM 0 0 0 0 0 13 0 0 0 0 63 18 4:45 PM 0 0 0 0 1 10 0 0 0 0 40 9 5:00 PM 0 0 0 0 0 3 0 0 0 0 43 10 5:15 PM 0 0 0 0 0 7 0 0 0 0 62 15 5:30 PM 0 0 0 0 0 9 0 0 0 0 48 16 5:45 PM 0 0 0 0 0 12 0 0 0 0 46 20 Count Total 0 0 0 0 1 72 0 1 0 0 406 109 All 0 0 0 0 1 41 0 1 0 0 207 48 Peak HV 0 0 0 0 0 0 0 0 0 0 2 0 Hour HV% - - - - O% O% - O% - - 1% O% Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Start EB WB NB SB 4:00 PM 0 0 0 1 4:15PM 0 0 0 0 4:30 PM 0 0 1 0 4:45 PM 0 0 1 0 5:00 PM 0 0 0 0 5:15PM 0 0 0 0 5:30 PM 0 0 0 0 5:45 PM 0 0 1 0 Count Total 0 0 3 1 Peak Hr 0 0 2 1 Total EB 1 0 0 0 1 0 1 0 0 0 0 0 0 0 1 0 4 0 3 0 Date: 04/28/2022 Count Period: 4:00 PM to 6:00 PM Peak Hour: 4:00 PM to 5:00 PM MAPLE HILL DR �1 �41 � �7 � WB 0 0 0 0 0 0 0 0 0 0 NB 0 1 1 0 0 1 0 0 3 2 SB 0 0 0 0 0 0 0 0 0 0 A• V O 1 � ....{�I-ICIIJOa...> � , �� L � � • �N c r � 0�0 � � !/ p V � .Illl 1�111�-- ir � � • ��� TURNBERRY RD Southbound LT TH 0 32 0 32 0 37 0 39 0 39 0 28 0 28 0 18 0 253 0 140 0 1 - '� % �rl RT 0 0 0 0 0 0 0 0 0 0 0 Total East 0 0 1 0 1 1 0 1 0 0 1 0 0 0 0 0 3 2 2 2 Pedestrians (Cro West North 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 15-min Rolling Total One Hour 98 0 110 0 131 0 99 438 95 435 112 437 101 407 96 404 842 0 438 0 3 0 1% 0 South 0 0 0 0 0 0 0 0 0 0 Total 0 0 2 1 0 0 0 0 3 3 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com Two-Hour Count Summaries - Heavy Vehicles NIA MAPLE HILL DR TURNBERRY RD TURNBERRY RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 4:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 3 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 1 Count Total 0 0 0 0 0 0 0 0 0 0 3 0 0 0 1 0 4 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 3 0 Two-Hour Count Summaries - Bikes N/A MAPLE HILL DR TURNBERRY RD TURNBERRY RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15PM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 4:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:15PM 0 0 0 0 0 0 0 1 0 0 0 0 1 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Count Total 0 0 0 0 0 0 0 2 1 0 0 0 3 0 Peak Hour 0 0 0 0 0 0 0 1 1 0 0 0 2 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com � Peak Hour 0 N � 0 m � Q 2 � m � � '"� � t=�� - o �� 52 �= � 4 �d TEV: 1� � �.� PHF: 1 = MAPLE HILL DR � � � O � � � Date: 04/28I2022 Count Period: 7:00 AM to 9:00 AM Peak Hour: 7:30 AM to 8:30 AM rn f 0�0 O � O O O � MAPLE HILL DR "� i �'+ � 2 {��I�����> • n o 76 d� 33 � • � J o • '� L� � 0.63 �7 � �~ �� � N;� ~� 1 � 00 0� �� L.'' ro 00 �0 2 v � I�' � r�_� ����,� .. � � HV °/: PHF '1 1 r N N O � � EB 8.3% 0.50 0 0 0 = WB 0.0% 0.47 � Q NB 0.0°/ 0.67 O�O m SB 5.0% 0.71 � TOTAL 2.6°/ 0.63 'wo-Hour Count Summaries MAPLE HILL DR MAPLE HILL DR BAR HARBOR DR BAR HARBOR DR Interval Start Eastbound Westbound Northbound Southbound UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 1 1 0 0 3 0 0 0 0 0 0 1 1 3 7:15AM 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 2 7:30 AM 0 1 1 0 0 1 18 0 0 1 1 0 1 0 2 4 7:45 AM 0 0 1 0 0 0 5 0 0 0 1 0 0 0 0 2 8:00 AM 0 2 3 1 0 0 5 1 0 1 0 2 0 0 1 4 8:15AM 0 1 2 0 0 0 5 1 0 2 0 0 0 0 1 5 8:30 AM 0 0 1 0 0 2 7 0 0 1 1 1 0 0 2 1 8:45 AM 0 0 2 0 0 1 3 0 0 0 1 1 0 0 0 2 Count Total 0 4 11 2 0 4 52 2 0 5 4 4 1 1 7 23 All 0 4 7 1 0 1 33 2 0 4 2 2 1 0 4 15 Peak HV 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 Hour HV% - 0% 14% 0% - 0% 0% 0% - 0% 0% 0% 0% - 25% 0% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Start 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Count Total Peak Hour EB 0 0 0 0 0 1 0 0 1 1 BAR HARBOR DR MAPLE HILL DR WB 0 0 0 0 0 0 1 0 1 0 Vehicle Totals NB SB 0 1 0 0 0 0 0 0 0 1 0 0 1 0 0 0 1 2 0 1 Total EB 1 0 0 0 0 0 0 0 1 0 1 0 2 0 0 0 5 0 2 0 WB 0 0 0 0 0 0 0 0 0 0 Bicycl NB 0 0 0 0 0 0 0 0 0 0 SB 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 East 0 0 0 2 0 0 0 0 2 2 Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 10 8 30 9 20 17 16 10 120 76 2 3% 0 0 0 57 67 76 62 63 0 0 0 0 South 0 0 1 1 0 0 0 0 2 2 Total 0 0 1 3 0 0 0 0 4 4 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles MAPLE HILL DR MAPLE HILL DR BAR HARBOR DR BAR HARBOR DR Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 7:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 730 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 8:15AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 8:30 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 4 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 Count Total 0 0 1 0 0 0 1 0 0 1 0 0 0 0 2 0 5 0 Peak Hour 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 2 0 Two-Hour Count Summaries - Bikes MAPLE HILL DR MAPLE HILL DR BAR HARBOR DR BAR HARBOR DR Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com � Peak Hour � � O m � Q x � m o °' °° ,, ,V,I � t.=�� o �� 26 �= � 7 �d TEV: �� 10 �� PHF: 2� MAPLE HILL DR � � � O N � � Date: 04/28I2022 Count Period: 4:00 PM to 6:00 PM Peak Hour: 4:00 PM to 5:00 PM � e 0�� 0 0 0 0 �� � MAPLE HILL DR "� i �'+ � p {��I�����> ^ 1 75 d� 15 � • � J o • '� L� � �j0 a 1 �~ �o �'� ~� n1 0.75 �7 20 �O O� oi �.-' �p V� G 0 �� �r \/ ■ � �..lJ�_� I�I_Il�..... � � O Q HV °/: PHF '1 1 r � � EB 0.0% 0.68 0 0 0 = WB 0.0% 0.67 � Q NB 9.1 °/ 0.69 O�O m SB 0.0°/ 0.56 N N TOTAL 2.7°/ 0.75 'wo-Hour Count Summaries MAPLE HILL DR MAPLE HILL DR BAR HARBOR DR Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 1 5 1 0 1 5 0 0 0 3 3 4:15PM 0 2 2 0 0 0 3 0 0 1 0 0 4:30 PM 0 4 1 1 0 0 4 0 0 0 3 4 4:45 PM 0 0 2 0 0 0 3 0 0 1 5 2 5:00 PM 0 2 1 0 0 1 1 0 0 0 2 1 5:15PM 0 0 7 1 0 0 3 0 0 0 4 2 5:30 PM 0 1 2 0 0 2 5 0 0 0 2 2 5:45 PM 0 3 4 0 0 0 4 1 0 0 2 0 Count Total 0 13 24 3 0 4 28 1 0 2 21 14 All 0 7 10 2 0 1 15 0 0 2 11 9 Peak HV 0 0 0 0 0 0 0 0 0 1 1 0 Hour HV% - 0% 0% 0% - 0% 0% - - 50% 9% 0% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 4:00 PM 0 0 0 0 0 0 0 0 4:15 PM 0 0 1 0 1 1 0 0 4:30 PM 0 0 1 0 1 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 5:15PM 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 Count Total 0 0 2 0 2 1 0 0 Peak Hour 0 0 2 0 2 1 0 0 BAR HARBOR DR MAPLE HILL DR SB 0 0 0 0 0 0 0 0 0 0 Total 0 1 0 0 0 0 0 0 1 1 BAR HARBOR DR Southbound � LT TH RT 0 0 2 1 3 1 0 4 4 0 1 2 1 0 0 0 1 0 0 3 1 0 2 1 2 14 11 1 8 9 0 0 0 0% 0% 0% East 0 0 0 0 0 0 0 0 0 0 Pedestrians (Cro West North 4 0 1 0 4 0 1 1 2 0 0 0 4 0 0 0 16 1 10 1 15-min Rolling Total One Hour 21 13 25 16 9 18 18 17 137 75 2 3% 0 0 0 75 63 68 61 62 0 0 0 0 South 4 1 0 2 7 4 2 2 22 7 Total 8 2 4 4 9 4 6 2 39 18 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles MAPLE HILL DR MAPLE HILL DR BAR HARBOR DR BAR HARBOR DR Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 D 1 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 2 0 Peak Hour 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 2 0 Two-Hour Count Summaries - Bikes MAPLE HILL DR MAPLE HILL DR BAR HARBOR DR BAR HARBOR DR Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 1 0 0 0 0 0 0 0 0 0 0 1 0 Peak Hour 0 1 0 0 0 0 0 0 0 0 0 0 1 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com MONTAVA PHASE G � TRANSPORTATION IMPACT STUDY City of Fort Collins www.idaxdata.com N LEMAY AVE ',�j COUNTRY CLUB RD W Vl' � Date: Tue, Aug 24, 2021 N Peak Hour Count Period: 7:00 AM to 9:00 AM Peak Hour: 7:45 AM to 8:45 AM � c� �N . � ��0 2" � � p V ry N O N O O�� +� �� f 10U6 RDY «� 1 �r a� 172 365 O , —',, .....1 � [o ..:.-,,..... _ � 212 � � a � rEv: 9a8 � ^. `' L'o . � 177 � PHF: 0.85 r 183 � V'� �^ ��' N � �`J ~ Q �� 261 � �_�� � I I I, f_. ��.v� r 80 � COUNTRY i1'ii� `� CLUB RD w HV %: PHF '� � (' M a � < EB 4.6% 0.81 0 0 a � WB 27% 0.86 I T � NB 4.0% 0.58 O� ��II� I n Z SB 2.7 % 0.83 W TOTAL 3.5% 0.85 'wo-Hour Count Summaries COUNTRY CLUB RD COUNTRY CLUB RD N LEMAY AVE GREGORY RD Interval Easibound Westbound Northbound Southbound �5-min Rolling Start Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 26 11 0 30 19 1 0 3 9 7 0 1 16 0 123 0 7:15 AM 0 0 43 9 0 44 34 1 0 3 2 13 0 6 22 1 178 0 7:30 AM 0 0 35 23 0 62 55 2 0 3 5 19 0 4 23 1 232 0 7:45 AM 0 0 33 25 0 55 34 0 0 12 7 19 0 7 36 1 229 762 B:00 AM 0 1 58 22 0 33 36 3 0 1 10 20 0 4 23 0 211 850 8:15 AM 0 1 47 18 0 39 55 4 0 4 5 22 0 6 27 1 229 901 8:30 AM 0 2 39 15 0 56 47 3 0 19 19 38 0 8 31 2 279 948 8:45 AM 0 2 39 12 0 43 36 4 0 10 9 29 0 2 11 1 198 917 Count Total 0 6 320 135 0 362 316 18 0 55 66 167 0 38 189 7 1,679 0 AIl 0 4 177 80 0 783 172 10 0 36 41 99 0 25 177 4 948 0 Peak HV 0 0 10 2 0 1 7 2 0 3 1 3 0 0 2 2 33 0 Hour HV% 0% 6% 3% t% 4% 20% 6% 2% 3% 0% 2% 50% 3% 0 lote: Two-hour count summary volumes include heavy vehides but exclude bicycles in overall count. Interval Heavy Vehicle Totals eicycles Pedestrians (Crossing Leg) Start EB WB NB SB Total EB WB NB SB Total East West North South Total 7:00 AM 2 1 0 � 3 1 0 0 0 7 0 0 0 0 0 7:15AM 1 0 0 1 2 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 2 2 0 4 0 0 0 0 0 0 0 0 0 0 7:45 AM 1 1 3 1 6 0 0 0 1 1 0 1 0 0 1 6:00 AM 3 3 1 2 9 0 0 0 1 1 0 0 0 0 0 8:15AM 4 4 1 1 10 0 0 0 0 0 1 0 0 1 2 6:30 AM 4 2 2 0 8 0 0 0 0 0 1 1 0 1 3 8:45 AM 0 2 3 0 5 0 0 0 0 0 0 0 0 0 0 Count Total 15 15 12 5 47 1 0 0 2 3 2 2 0 2 6 Peak Hour 12 70 7 4 33 0 0 0 2 2 2 2 0 2 6 Project Manager:(415)310-6469 project. manager.ca@idaxdata. com �(l<<�� Consult LLC � 38 MONTAVA PHASE G � TRANSPORTATION IMPACT STUDY City of Fort Collins www.idaxdata.com N LEMAY AVE ',�j COUNTRY CLUB RD W Vl' � Date: Tue, Aug 24, 2021 N Peak Hour Count Period: 4:00 PM to 6:00 PM Peak Hour: 4:30 PM to 5:30 PM r e o � � ♦ � ��O � o � �W � . ,, COUNTRY o 0 a� y4 �� CLUB RD � 1 �+ o � � Z� .....i �rl ......��> 197 n o � N� TEV: 1,044 �� 142 � ^r �'� _ '� `' L` 0 � PHF: 0.9 151 �t 0—� ��o � o= «-0 31� 253 �v � 0 � V'� � i ��I � I I I, f_. ��.��Lv���. r O �� 53 � COUNTRY i1'i i i� `� CLUB RD w HV %: PHF '� � (' � � � < EB 3.8% 0.83 0 0 a � WB 0.6% 0.88 I T � NB 12% 0.94 O� N�II� I� Z SB 2.6% 0.88 W TOTAL 1.9% 0.90 'wo-Hour Count Summaries COUNTRY CLUB RD COUNTRY CLUB RD N LEMAY AVE GREGORY RD Interval Easibound Westbound Northbound Southbound �5-min Rolling Start Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 2 67 11 0 31 30 7 0 i6 22 28 0 1 10 1 226 0 4:15 PM 0 3 67 9 0 39 47 4 0 15 20 41 0 4 12 1 262 0 4:30 PM 0 3 64 12 0 44 27 2 0 16 32 41 0 3 74 4 262 0 4:45 PM 0 5 63 9 0 36 36 5 0 9 28 49 0 fi 9 1 256 1,006 5:00 PM 0 1 48 i6 0 31 36 8 0 73 18 42 0 7 75 0 235 1,015 5:75 PM 0 2 78 16 0 40 43 6 0 71 24 53 0 4 73 1 291 1,044 5:30 PM 0 3 71 11 0 37 37 5 0 i6 23 42 0 4 11 2 262 1,044 5:45 PM 0 4 60 5 0 22 42 2 0 13 14 36 0 4 8 2 212 1,000 Count Total 0 23 518 89 0 280 298 39 0 109 181 332 0 33 92 12 2,006 0 AIl 0 11 253 53 0 751 142 21 0 49 102 185 0 20 51 6 1,044 0 Peak HV 0 0 12 0 0 1 1 0 0 0 1 3 0 7 7 0 20 0 Hour HV% 0% 5% 0% t% 1% 0% 0% 1% 2% 5% 2% 0% 2% 0 lote: Two-hour count summary volumes include heavy vehides but exclude bicycles in overall count. Interval Heavy Vehicle Totals eicycles Pedestrians (Crossing Leg) Start EB WB NB SB Total EB WB NB SB Total East West North South Total 4:00 PM 4 0 0 � 4 0 0 0 0 0 0 0 0 0 0 4:15PM 3 0 0 0 3 1 0 0 3 4 0 0 0 0 0 4:30 PM 5 1 1 1 8 0 0 0 0 0 0 0 0 0 0 4:45 PM 3 0 1 0 4 0 0 0 1 1 0 0 0 0 0 5:00 PM 1 0 1 0 2 0 0 0 0 0 0 0 0 0 0 5:15PM 3 1 1 1 6 0 0 0 0 0 0 0 0 0 0 5:30 PM 2 1 1 0 4 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 CountTotal 21 4 5 2 32 1 0 0 4 5 0 0 0 0 0 Peak Hour 12 2 4 2 20 0 0 0 1 1 0 0 0 0 0 Project Manager:(415)310-6469 project. manager.ca@idaxdata. com �(l<<�� Consult LLC � 39 www.idaxdata.com � Peak Hour M M } d' � W m Z p � � N � �� � �_�� - o �� 377 �= � 100 �d TEV: 26� 30 �� PHF: 132 — COUNTRY � � � CLUB RD o M � rn v N � Date: 04/28I2022 Count Period: 7:00 AM to 9:00 AM Peak Hour: 7:45 AM to 8:45 AM � 7 f 0�0 � COUNTRY � i ` � �� �� CLUB RD �� o {�L!�����> • n o 818 `� 44 � * � J o ' �� L � • �j 0 a /�1 �~ �� �'� ~� n1 0.9 �25 � V� �� �� �.-' �p V� G 0 �� pr \/ ■ � �..lJ�_� I�I_Il�..... � p HV °/: PHF '1 1 r � v �� � r W EB 6.1°/ 0.92 0 0 � Z WB 5.8% 0.72 � � NB 9.2°/ 0.82 O�O � SB 2.6% 0.80 � TOTAL 5.4% 0.90 'wo-Hour Count Summaries COUNTRY CLUB RD COUNTRY CLUB RD TURNBERRY RD Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 9 6 26 0 8 7 0 0 13 6 2 7:15 AM 0 9 2 21 0 4 10 0 0 25 6 1 7:30 AM 0 8 4 37 0 5 21 0 0 20 8 2 7:45 AM 0 26 10 29 0 5 16 0 0 25 10 2 8:00 AM 0 26 13 32 0 4 5 0 0 32 15 6 8:15 AM 0 21 3 33 0 4 11 0 0 32 12 5 8:30 AM 0 27 4 38 0 12 12 0 0 24 10 1 8:45 AM 0 29 6 24 0 6 8 0 0 25 15 0 Count Total 0 155 48 240 0 48 90 0 0 196 82 19 AIl 0 100 30 132 0 25 44 0 0 113 47 14 Peak HV 0 7 1 8 0 2 2 0 0 9 6 1 Hour HV% - 7% 3% 6% - 8% 5% - - 8% 13% 7% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 7:00 AM 2 0 2 1 5 0 0 0 7:15AM 0 1 2 0 3 0 0 0 7:30 AM 0 0 1 2 3 0 1 0 7:45 AM 1 0 0 2 3 0 0 0 8:00 AM 8 1 7 0 16 0 0 0 8:15AM 3 1 8 2 14 0 0 1 8:30 AM 4 2 1 4 11 0 0 0 8:45 AM 2 1 3 1 7 0 1 0 Count Total 20 6 24 12 62 0 2 1 Peak Hour 16 4 16 8 44 0 0 1 TURNBERRY RD COUNTRY CLUB RD SB 0 0 1 0 0 0 1 0 2 1 Total 0 0 2 0 0 1 1 1 5 2 TURNBERRY RD Southbound LT TH RT 0 24 33 0 39 47 0 32 78 0 24 50 0 17 38 0 21 65 1 30 67 0 20 28 1 207 406 1 92 220 0 4 4 0% 4% 2% East 0 0 1 0 0 0 0 0 1 0 Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 134 164 215 197 188 207 226 161 1,492 818 44 $% 0 0 0 710 764 807 818 782 0 0 0 � South 0 0 0 0 0 0 0 0 0 0 Total 0 0 1 0 0 0 0 0 1 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles COUNTRY CLUB RD COUNTRY CLUB RD TURNBERRY RD TURNBERRY RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 1 0 1 0 0 0 0 0 1 1 0 0 0 1 0 5 0 7:15AM 0 0 0 0 0 1 0 0 0 1 0 1 0 0 0 0 3 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 3 0 7:45 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 2 0 3 14 8:00 AM 0 5 0 3 0 1 0 0 0 5 2 0 0 0 0 0 16 25 8:15 AM 0 1 1 1 0 1 0 0 0 4 3 1 0 0 1 1 14 36 8:30 AM 0 1 0 3 0 0 2 0 0 0 1 0 0 0 1 3 11 44 8:45 AM 0 0 0 2 0 1 0 0 0 1 2 0 0 0 0 1 7 48 Count Total 0 8 1 11 0 4 2 0 0 12 10 2 0 0 6 6 62 0 Peak Hour 0 7 1 8 0 2 2 0 0 9 6 1 0 0 4 4 44 0 Two-Hour Count Summaries - Bikes COUNTRY CLUB RD COUNTRY CLUB RD TURNBERRY RD TURNBERRY RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 1 0 0 0 0 0 0 1 0 2 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 8:15AM 0 0 0 0 0 0 0 0 1 0 0 0 1 3 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 2 8:45 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 3 Count Total 0 0 0 1 1 0 0 0 1 0 1 1 5 0 Peak Hour 0 0 0 0 0 0 0 0 1 0 0 1 2 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com � Peak Hour N } d' � W m Z K � � � t�0 �.—�' �, �-�� - o �� 339 �= � 205 �d TEV: 41� 57 �� PHF: 149 e COUNTRY � � � CLUB RD o �„� � � N M N � Date: 04/28I2022 Count Period: 4:00 PM to 6:00 PM Peak Hour: 4:00 PM to 5:00 PM v � N f 0�0 0 o COUNTRY � i ` � IIIII VI CLUB RD r� � p {JL!J���J> . as 1 ^ ° ,�� L 929 �� 29 � j � o • o � • ( 0 0.95 �79 1 0� oN �� �0 �gq �1� p� �� �. -' � p � � � 0 p \/ � I�' � r�_� ����,� .. � p HV °/: PHF '1 1 r rn � �� � N W EB 2.7°/ 0.89 o N � Z WB 2.1% 0.67 � � N B 3.1 °/ 0.94 O�O � SB 1.4% 0.86 N N TOTAL 2.5% 0.95 'wo-Hour Count Summaries COUNTRY CLUB RD COUNTRY CLUB RD TURNBERRY RD Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 45 19 51 0 8 10 0 0 33 18 13 4:15 PM 0 61 11 40 0 6 7 0 0 46 13 5 4:30 PM 0 60 12 27 0 2 6 0 0 33 24 5 4:45 PM 0 39 15 31 0 3 6 0 0 51 14 4 5:00 PM 0 40 18 36 0 0 7 1 0 37 15 4 5:15 PM 0 62 26 37 0 4 7 0 0 33 20 6 5:30 PM 0 44 27 36 0 5 9 0 0 33 23 6 5:45 PM 0 49 11 25 0 4 5 0 0 30 19 9 Count Total 0 400 139 283 0 32 57 1 0 296 146 52 AIl 0 205 57 149 0 19 29 0 0 163 69 27 Peak HV 0 2 0 9 0 0 1 0 0 4 2 2 Hour HV% - 1% 0% 6% - 0% 3% - - 2% 3% 7% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 4:00 PM 3 0 3 2 8 0 0 1 4:15PM 4 0 1 0 5 0 0 1 4:30 PM 3 1 3 1 8 1 0 1 4:45 PM 1 0 1 0 2 0 0 0 5:00 PM 2 0 0 1 3 0 0 0 5:15PM 1 0 0 0 1 0 0 1 5:30 PM 1 0 0 0 1 0 1 0 5:45 PM 3 1 2 0 6 0 0 0 Count Total 18 2 10 4 34 1 1 4 Peak Hour 11 1 8 3 23 1 0 3 TURNBERRY RD COUNTRY CLUB RD SB 0 0 0 0 0 0 0 0 0 0 Total 1 1 2 0 0 1 1 0 6 4 TURNBERRY RD Southbound LT TH RT 0 14 33 0 11 35 0 18 43 0 21 36 0 18 31 1 9 30 2 12 29 0 11 20 3 114 257 0 64 147 0 3 0 - 5% 0% East 0 0 0 0 0 0 0 0 0 0 Pedestrians (Cro West North 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 2 0 2 0 15-min Rolling Total One Hour 244 235 230 220 207 235 226 183 1, 780 929 23 Zo�a 0 0 0 929 892 892 888 851 0 0 0 � South 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 2 0 0 0 0 2 2 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles COUNTRY CLUB RD COUNTRY CLUB RD TURNBERRY RD TURNBERRY RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 3 0 0 0 0 0 2 0 1 0 0 2 0 8 0 4:15PM 0 1 0 3 0 0 0 0 0 1 0 0 0 0 0 D 5 0 4:30 PM 0 1 0 2 0 0 1 0 0 1 1 1 0 0 1 0 8 0 4:45 PM 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 2 23 5:00 PM 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 1 3 18 5:15PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 14 5:30 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 7 5:45 PM 0 1 1 1 0 1 0 0 0 2 0 0 0 0 0 0 6 11 Count Total 0 3 1 14 0 1 1 0 0 6 2 2 0 0 3 1 34 0 Peak Hour 0 2 0 9 0 0 1 0 0 4 2 2 0 0 3 0 23 0 Two-Hour Count Summaries - Bikes COUNTRY CLUB RD COUNTRY CLUB RD TURNBERRY RD TURNBERRY RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 4:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 4:15PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 4:30 PM 1 0 0 0 0 0 0 0 1 0 0 0 2 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 5:15PM 0 0 0 0 0 0 1 0 0 0 0 0 1 3 5:30 PM 0 0 0 1 0 0 0 0 0 0 0 0 1 2 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Count Total 1 0 0 1 0 0 1 2 1 0 0 0 6 0 Peak Hour 1 0 0 0 0 0 0 2 1 0 0 0 4 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com � Peak Hour M (O t� O } N � � W m Z � � � � N � �� � � � 0 ��� TEV: 407 3� 9 ,'i PHF: 0.94 26 �"� ADRIEL DR MOUNTAIN VISTA DR � 96 �2 � 0 � � . Date: 05/04/2022 Count Period: 7:00 AM to 9:00 AM Peak Hour: 7:00 AM to 8:00 AM f O�O � � {������} > • • �' • � L � r V'� pJ ;�� � �� ~O �� vi V �... Q � HV %: PHF EB 0.0% 0.67 WB 4.1% 0.84 NB - 0.25 SB 1.5% 0.90 TOTAL 2.0% 0.94 Two-Hour Count Summaries ADRIEL DR MOUNTAIN VISTA DR NIA TURNBERRY RD Interval Start Eastbound Westbound Northbound Southbound UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH 7:00 AM 0 3 10 0 0 0 0 24 0 0 0 0 0 66 0 7:15 AM 0 1 5 0 0 0 0 21 0 0 0 1 0 74 0 7:30 AM 0 3 5 0 0 0 1 23 0 0 0 0 0 76 0 7:45 AM 0 2 6 0 0 0 1 28 0 0 0 0 1 52 0 8:00 AM 0 2 4 0 0 0 3 24 0 0 0 0 0 54 0 8:15 AM 0 3 5 0 0 0 1 38 0 0 0 0 0 54 0 8:30 AM 0 4 5 0 0 0 2 18 0 0 0 0 0 57 0 8:45 AM 0 1 5 0 0 0 3 31 0 0 0 0 0 47 0 Count Total 0 19 45 0 0 0 11 207 0 0 0 0 1 480 0 All 0 9 26 0 0 0 2 96 0 0 0 0 1 268 0 Peak HV 0 0 0 0 0 0 0 4 0 0 0 0 0 4 0 Hour HV% - O% O% - - - O% 4% - - - - O% 1% - Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Start 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Count Total Peak Hr EB 0 0 0 0 0 0 0 0 0 0 TURNBERRY RD MOUNTAIN VISTA DR WB 3 1 0 0 0 3 0 2 9 4 Vehicle Totals NB SB 0 1 0 1 0 2 0 0 0 3 0 3 0 0 0 1 0 11 0 4 Total EB 4 0 2 0 2 0 0 0 3 0 6 0 0 0 3 0 20 0 8 0 WB 0 0 0 0 0 0 0 1 1 0 NB 0 0 0 0 0 0 0 0 0 0 SB 0 0 0 0 0 0 0 0 0 0 Total East 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 RT 1 0 0 3 4 3 1 3 15 4 0 0% Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 104 0 102 0 108 0 93 407 91 394 104 396 87 375 90 372 778 0 406 0 8 0 2% 0 South 0 0 0 0 1 0 0 0 1 0 Total 0 0 0 0 1 0 0 0 1 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com Two-Hour Count Summaries - Heavy Vehicles ADRIEL DR MOUNTAIN VISTA DR NIA TURNBERRY RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 3 0 0 0 0 0 1 0 0 4 0 7:15AM 0 0 0 0 0 0 0 1 0 0 0 1 0 1 0 0 3 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 8 8:15AM 0 0 0 0 0 0 0 3 0 0 0 0 0 3 0 0 6 11 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 8:45 AM 0 0 0 0 0 0 0 2 0 0 0 0 0 1 0 0 3 12 Count Total 0 0 0 0 0 0 0 9 0 0 0 0 0 11 0 0 20 0 Peak Hour 0 0 0 0 0 0 0 4 0 0 0 0 0 4 0 0 S 0 Two-Hour Count Summaries - Bikes ADRIEL DR MOUNTAIN VISTA DR N/A TURNBERRY RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 1 Count Total 0 0 0 0 1 0 0 0 0 0 0 0 1 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com � Peak Hour �I � r� I M N � �I W W m Z �y K F K � � � ��� � � 37 �,, � 0 TEV: 444 1� 5 ,'i PHF: 0.92 g �—^� ADRIEL DR MOUNTAIN VISTA DR � 231 � 22 � � — 0 � '�'c� 171 . Date: 05/04/2022 Count Period: 4:00 PM to 6:00 PM Peak Hour: 4:45 PM to 5:45 PM f O�O O � � :r {�f]f�f_lflf} > . • �' • � L ° , V'� pJ ;�� � �� ~O �� vi V �... a � HV %: PHF EB 0.0% 0.54 WB 0.8% 0.90 NB - - SB 0.0% 0.91 TOTAL 0.5% 0.92 Two-Hour Count Summaries ADRIEL DR MOUNTAIN VISTA DR NIA Interval Start Eastbou�d Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 1 2 0 1 0 6 60 0 0 0 0 4:15 PM 0 0 4 0 0 0 5 55 0 0 0 0 4:30 PM 0 2 3 0 0 0 3 41 0 0 0 0 4:45 PM 0 3 2 0 0 0 6 59 0 0 0 0 5:00 PM 0 0 1 0 0 0 5 52 0 0 0 0 5:15 PM 0 0 1 0 0 0 7 54 0 0 0 0 5:30 PM 0 2 4 0 0 0 4 66 0 0 0 0 5:45 PM 0 1 3 0 0 0 4 59 0 0 0 0 Count Total 0 9 20 0 1 0 40 446 0 0 0 0 All 0 5 8 0 0 0 22 231 0 0 0 0 Peak HV 0 0 0 0 0 0 0 2 0 0 0 0 Hour HV% - 0% 0% - - - 0% 1% - - - - Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Start EB WB NB SB 4:00 PM 0 1 0 1 4:15 PM 0 1 0 1 4:30 PM 0 0 0 1 4:45 PM 0 1 0 0 5:00 PM 0 0 0 0 5:15PM 0 0 0 0 5:30 PM 0 1 0 0 5:45 PM 0 2 0 0 Count Total 0 6 0 3 Peak Hr 0 2 0 0 TURNBERRY RD MOUNTAIN VISTA DR Total EB 2 0 2 0 1 0 1 0 0 0 0 0 1 0 2 0 9 0 2 0 WB 0 0 0 0 0 0 0 0 0 0 NB 0 0 0 0 0 0 0 0 0 0 SB 0 0 0 0 1 0 0 0 1 1 TURNBERRY RD Southbound LT TH 46 0 44 0 44 0 34 0 43 0 47 0 39 0 23 0 320 0 163 0 0 0 0% - UT 0 0 0 0 0 0 0 0 0 0 0 Total East 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 1 0 RT 1 5 4 3 6 0 6 5 30 15 0 0% Pedestrians (Cro West North 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 15-min Rolling Total One Hour 117 0 113 0 97 0 107 434 107 424 109 420 121 444 95 432 866 0 444 0 2 0 0% 0 South 0 0 0 0 0 0 0 0 0 0 Total 2 2 0 0 0 0 0 0 4 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com Two-Hour Count Summaries - Heavy Vehicles ADRIEL DR MOUNTAIN VISTA DR NIA TURNBERRY RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 2 0 4:15PM 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 2 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 6 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 5:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 2 5:45 PM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 2 3 Count Total 0 0 0 0 0 0 0 6 0 0 0 0 0 3 0 0 9 0 Peak Hour 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 2 0 Two-Hour Count Summaries - Bikes ADRIEL DR MOUNTAIN VISTA DR N/A TURNBERRY RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 1 5:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Count Total 0 0 0 0 0 0 0 0 0 1 0 0 1 0 Peak Hour 0 0 0 0 0 0 0 0 0 1 0 0 1 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com �► Peak Hour MOUNTAIN VISTA DR TIMBERLINE RD MOUNTAIN VISTA DR 159 �,�;-,. � Q �� 28� 163 �`� 118 � MOUNTAIN VISTA DR TEV: 754 PHF: 0.96 r=�' 91 � 2os � � 0 �� � 0 0o ao co 0 � v co N i� M � 0 � w z J � W m � r N/A Southbound LT TH 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 "wo-Hour Count Summaries MOUNTAIN VISTA DR MOUNTAIN VISTA DR TIMBERLINE RD Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 41 20 0 40 13 0 0 7 0 20 7:15 AM 0 0 37 34 0 74 16 0 0 5 0 18 7:30 AM 0 0 56 40 0 56 18 0 0 7 0 17 7:45 AM 0 0 45 26 0 54 25 0 0 13 0 29 8:00 AM 0 0 32 20 0 47 29 0 0 16 0 24 8:15 AM 0 0 39 33 0 50 22 0 0 19 0 34 8:30 AM 0 0 47 39 0 55 75 0 0 20 0 21 8:45 AM 0 0 30 29 0 38 19 0 0 20 0 17 Count Total 0 0 327 241 0 414 157 0 0 107 0 180 AIl 0 0 163 118 0 206 91 0 0 68 0 108 Peak HV 0 0 3 4 0 14 73 0 0 11 0 8 Hour HV% - - 2% 3% - 7% 14% - - 16% - 7% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Start 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Count Total Peak Hr EB 1 1 1 1 2 3 7 2 12 7 WB 5 4 4 7 10 8 2 5 45 27 Vehicle Totals NB SB 3 0 4 0 3 0 6 0 7 0 6 0 0 0 2 0 31 0 19 0 Total EB 9 0 9 0 8 1 14 0 19 0 17 0 3 0 9 0 88 1 53 0 �... 0 > 297 ^ � f o • o ~ � � 0� oo � �� r1 a �� � �y 271 O p� �� � v�o o `� - �...�C1�D�C�..... �r 0 0 � HV %: PHF 0� EB 2 5°/ 0 82 . o . WB 9.1% 0.94 NB 10.8% 0.83 SB - - TOTAL 7.0% 0.96 WB 0 0 0 1 0 0 0 0 1 1 NB 0 0 0 0 0 0 0 0 0 0 Date: 04/28/2022 Count Period: 7:00 AM to 9:00 AM Peak Hour: 7:45 AM to 8:45 AM SB 0 0 0 0 0 0 0 0 0 0 Total 0 0 1 1 0 0 0 0 2 1 UT 0 0 0 0 0 0 0 0 0 0 0 East 0 0 0 0 0 0 0 0 0 0 � . RT 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 141 184 194 192 168 197 197 153 1,426 754 53 7% 0 0 0 711 738 751 754 715 0 0 0 0 Pedestrians (Crossing Leg; West North South 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles MOUNTAIN VISTA DR MOUNTAIN VISTA DR TIMBERLINE RD N/A Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 1 0 1 4 0 0 0 0 3 0 0 0 0 9 0 7:15AM 0 0 1 0 0 2 2 0 0 1 0 3 0 0 0 0 9 0 7:30 AM 0 0 0 1 0 1 3 0 0 0 0 3 0 0 0 0 8 0 7:45 AM 0 0 0 1 0 2 5 0 0 4 0 2 0 0 0 0 14 40 8:00 AM 0 0 7 1 0 6 4 0 0 4 0 3 0 0 0 0 19 50 8:15 AM 0 0 2 1 0 4 4 0 0 3 0 3 0 0 0 0 17 58 8:30 AM 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 0 3 53 8:45 AM 0 0 1 1 0 3 2 0 0 0 0 2 0 0 0 0 9 48 Count Total 0 0 5 7 0 21 24 0 0 12 0 19 0 0 0 0 88 0 Peak Hour 0 0 3 4 0 14 13 0 0 11 0 8 0 0 0 0 53 0 Two-Hour Count Summaries - Bikes MOUNTAIN VISTA DR MOUNTAIN VISTA DR TIMBERLINE RD N/A Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 730 AM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 7:45 AM 0 0 0 1 0 0 0 0 0 0 0 0 1 2 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 8:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 1 1 0 0 0 0 0 0 0 0 2 0 Peak Hour 0 0 0 1 0 0 0 0 0 0 0 0 1 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com TIMBERLINE RD MOUNTAIN VISTA DR �► Peak Hour MOUNTAIN VISTA DR �;� ,. � 0 �° 21� 120�� 91 � MOUNTAIN VISTA DR TEV: 817 PHF: 0.95 r=-� 175 � 152 � � � 0 � 293 �� � o O �O M � O h W � � Z J � W m � � n ~ N N . Date: 04/28/2022 Count Period: 4:00 PM to 6:00 PM Peak Hour: 4:00 PM to 5:00 PM �... 0 > n • � • o ~� � 0 oa o� ��� ��� ° r o�o o `� �...�C1�D�C�..... �r M O � HV %: PHF 0� EB 5.2% 0.81 WB 3.4% 0.92 NB 2.2% 0.91 SB - - TOTAL 3.4% 0.95 "wo-Hour Count Summaries MOUNTAIN VISTA DR MOUNTAIN VISTA DR TIMBERLINE RD Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT UT 4:00 PM 0 0 29 23 0 37 47 0 0 32 0 45 0 4:15 PM 0 0 38 27 0 47 42 0 0 26 0 35 0 4:30 PM 0 0 20 17 0 37 47 0 0 25 0 49 0 4:45 PM 0 0 33 24 0 37 45 0 0 23 0 44 0 5:00 PM 0 0 28 25 0 38 38 0 0 20 0 34 0 5:15 PM 0 0 33 18 0 45 43 0 0 30 0 43 0 5:30 PM 0 0 31 23 0 33 35 0 0 26 0 51 0 5:45 PM 0 0 17 15 0 54 41 0 0 32 0 39 0 Count Total 0 0 229 172 0 322 332 0 0 214 0 340 0 AIl 0 0 120 91 0 152 175 0 0 106 0 173 0 Peak HV 0 0 6 5 0 6 5 0 0 2 0 4 0 Hour HV% - - 5% 5% - 4% 3% - - 2% - 2% - lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycles Start EB WB NB SB Total EB WB NB SB Total East 4:00 PM 6 3 2 0 11 0 0 2 0 2 0 4:15PM 4 2 0 0 6 0 0 0 0 0 0 4:30 PM 1 4 2 0 7 0 0 1 0 1 0 4:45 PM 0 2 2 0 4 0 0 0 0 0 0 5:00 PM 2 1 2 0 5 0 0 0 0 0 0 5:15PM 0 2 0 0 2 0 0 1 0 1 0 5:30 PM 3 0 0 0 3 1 0 1 0 2 1 5:45 PM 1 1 0 0 2 0 0 0 0 0 0 Count Total 17 15 8 0 40 1 0 5 0 6 1 Peak Hr 11 11 6 0 28 0 0 3 0 3 0 N/A Southbound LT TH 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 RT 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 201 0 215 0 195 0 206 817 183 799 212 796 199 800 198 792 1,609 0 817 0 28 0 3°/a 0 Pedestrians (Crossing Leg) West North South Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0 1 0 2 0 0 0 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles MOUNTAIN VISTA DR MOUNTAIN VISTA DR TIMBERLINE RD N/A Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 3 3 0 1 2 0 0 1 0 1 0 0 0 0 11 0 4:15PM 0 0 2 2 0 1 1 0 0 0 0 0 0 0 0 0 6 0 4:30 PM 0 0 1 0 0 2 2 0 0 0 0 2 0 0 0 0 7 0 4:45 PM 0 0 0 0 0 2 0 0 0 1 0 1 0 0 0 0 4 28 5:00 PM 0 0 2 0 0 1 0 0 0 0 0 2 0 0 0 0 5 22 5:15PM 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 2 18 5:30 PM 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 14 5:45 PM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 2 12 Count Total 0 0 12 5 0 8 7 0 0 2 0 6 0 0 0 0 40 0 Peak Hour 0 0 6 5 0 6 5 0 0 2 0 4 0 0 0 0 28 0 Two-Hour Count Summaries - Bikes MOUNTAIN VISTA DR MOUNTAIN VISTA DR TIMBERLINE RD N/A Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 4:00 PM 0 0 0 0 0 0 2 0 0 0 0 0 2 0 4:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:15PM 0 0 0 0 0 0 1 0 0 0 0 0 1 2 530 PM 0 0 1 0 0 0 0 0 1 0 0 0 2 3 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 Count Total 0 0 1 0 0 0 4 0 1 0 0 0 6 0 Peak Hour 0 0 0 0 0 0 3 0 0 0 0 0 3 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com � Peak Hour � O N p M � � C� Z O r p il7 i[7 � � � o �-=� � � 299 �,, � 0 TEV: 776 � 58 �,;'i PHF: 0.94 263 205 �"� MOUNTAIN VISTA DR . Date: 04/28/2022 Count Period: 7:00 AM to 9:00 AM Peak Hour: 7:00 AM to 8:00 AM f O�O � :r {������} > • • �' • � L � r V'� pJ ;�� � �� ~O �� vi V �... Q � HV %: PHF EB 4.9% 0.90 WB 8.8% 0.80 NB - - SB 4.5% 0.78 TOTAL 5.8% 0.94 Two-Hour Count Summaries MOUNTAIN VISTA DR MOUNTAIN VISTA DR nla Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 11 52 0 0 0 31 8 0 0 0 0 7:15 AM 0 12 43 0 0 0 34 12 0 0 0 0 7:30 AM 0 11 61 0 0 0 41 15 0 0 0 0 7:45 AM 0 24 49 0 0 0 36 28 0 0 0 0 8:00 AM 0 18 39 0 0 0 40 15 0 0 0 0 8:15 AM 0 22 51 0 0 0 38 7 0 0 0 0 8:30 AM 0 15 49 0 0 0 21 12 0 0 0 0 8:45 AM 0 11 41 0 0 0 34 9 0 0 0 0 Count Total 0 124 385 0 0 0 275 106 0 0 0 0 AIl 0 58 205 0 0 0 142 63 0 0 0 0 Peak HV 0 9 4 0 0 0 10 8 0 0 0 0 Hour HV% - 16% 2% - - - 7% 13% - - - - Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Start EB WB NB SB 7:00 AM 3 5 0 2 7:15AM 5 4 0 4 7:30 AM 2 5 0 4 7:45 AM 3 4 0 4 8:00 AM 3 5 0 4 8:15AM 4 6 0 7 8:30 AM 1 1 0 2 8:45 AM 3 7 0 7 Count Total 24 37 0 34 Peak Hr 13 18 0 14 GIDDINGS RD MOUNTAIN VISTA DR Total EB 10 0 13 0 11 0 11 0 12 0 17 0 4 0 17 0 95 0 45 0 MOUNTAIN VISTA DR � 63 � 142 � �0 � WB 0 0 0 0 0 0 0 0 0 0 NB 0 0 0 0 0 0 0 0 0 0 SB 0 0 0 0 0 0 0 0 0 0 GIDDINGS RD Southbound LT TH 33 0 45 0 42 0 31 0 24 0 22 0 32 0 22 0 251 0 151 0 4 0 3% - UT 0 0 0 0 0 0 0 0 0 0 0 Total East 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 RT 30 54 37 36 29 39 38 32 295 157 10 6% Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 165 0 200 0 207 0 204 776 165 776 179 755 167 715 149 660 1,436 0 776 0 45 0 6% 0 South 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com Two-Hour Count Summaries - Heavy Vehicles MOUNTAIN VISTA DR MOUNTAIN VISTA DR nla GIDDINGS RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 3 0 0 0 0 3 2 0 0 0 0 0 0 0 2 10 0 7:15AM 0 1 4 0 0 0 2 2 0 0 0 0 0 1 0 3 13 0 7:30 AM 0 2 0 0 0 0 4 1 0 0 0 0 0 3 0 1 11 0 7:45 AM 0 3 0 0 0 0 1 3 0 0 0 0 0 0 0 4 11 45 8:00 AM 0 1 2 0 0 0 4 1 0 0 0 0 0 0 0 4 12 47 8:15AM 0 3 1 0 0 0 4 2 0 0 0 0 0 2 0 5 17 51 8:30 AM 0 0 1 0 0 0 1 0 0 0 0 0 0 2 0 0 4 44 8:45 AM 0 1 2 0 0 0 3 4 0 0 0 0 0 4 0 3 17 50 Count Total 0 14 10 0 0 0 22 15 0 0 0 0 0 12 0 22 95 0 Peak Hour 0 9 4 0 0 0 10 8 0 0 0 0 0 4 0 10 45 0 Two-Hour Count Summaries - Bikes MOUNTAIN VISTA DR MOUNTAIN VISTA DR n/a GIDDINGS RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com � Peak Hour � � Q N d' � C� Z O M p o ao � � r� o ��� �i � 319 �,, � 0 TEV: 811 � 137 � PHF: 0.89 296 159 ^—"� MOUNTAIN VISTA DR . Date: 04/28/2022 Count Period: 4:00 PM to 6:00 PM Peak Hour: 4:45 PM to 5:45 PM f O�O � :r {�f]f�f_lflf} > . • �' • � L ° , V'� pJ ;�� � �� ~O �� vi V �... Q � HV %: PHF EB 3.4% 0.93 WB 1.2% 0.88 NB - - SB 3.9% 0.87 TOTAL 2.6% 0.89 Two-Hour Count Summaries MOUNTAIN VISTA DR MOUNTAIN VISTA DR nla Interval Start Eastbou�d Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 27 48 0 0 0 55 17 0 0 0 0 4:15 PM 0 24 44 0 0 0 50 32 0 0 0 0 4:30 PM 0 35 35 0 0 0 59 19 0 0 0 0 4:45 PM 0 38 39 0 0 0 57 26 0 0 0 0 5:00 PM 0 20 41 0 0 0 58 28 0 0 0 0 5:15 PM 0 37 43 0 0 0 54 41 0 0 0 0 5:30 PM 0 42 36 0 0 0 47 23 0 0 0 0 5:45 PM 0 34 25 0 0 0 65 24 0 0 0 0 Count Total 0 257 311 0 0 0 445 210 0 0 0 0 AIl 0 137 159 0 0 0 216 118 0 0 0 0 Peak HV 0 2 8 0 0 0 3 1 0 0 0 0 Hour HV% - 1% 5% - - - 1% 1% - - - - Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Start EB WB NB SB 4:00 PM 4 2 0 1 4:15PM 2 3 0 3 430 PM 3 2 0 3 4:45 PM 2 2 0 3 5:00 PM 4 0 0 2 5:15 PM 0 1 0 1 5:30 PM 4 1 0 1 5:45 PM 1 2 0 0 Count Total 20 13 0 14 Peak Hr 10 4 0 7 GIDDINGS RD MOUNTAIN VISTA DR Total EB 7 0 8 0 8 0 7 0 6 0 2 0 6 0 3 0 47 0 21 0 MOUNTAIN VISTA DR � 118 E� 216 � 0 � � WB 0 0 0 0 0 0 0 0 0 0 NB 0 0 0 0 0 0 0 0 0 0 SB 0 0 0 0 0 0 0 0 0 0 GIDDINGS RD Southbound LT TH 16 0 25 0 15 0 20 0 19 0 17 0 22 0 8 0 142 0 78 0 5 0 6% - UT 0 0 0 0 0 0 0 0 0 0 0 Total East 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 RT 20 35 23 20 25 35 23 26 207 103 2 2°IO Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 183 0 210 0 186 0 200 779 191 787 227 804 193 811 182 793 1,572 0 811 0 21 0 3% 0 South 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com Two-Hour Count Summaries - Heavy Vehicles MOUNTAIN VISTA DR MOUNTAIN VISTA DR nla GIDDINGS RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 4 0 0 0 2 0 0 0 0 0 0 0 0 1 7 0 4:15PM 0 0 2 0 0 0 1 2 0 0 0 0 0 2 0 1 8 0 4:30 PM 0 0 3 0 0 0 2 0 0 0 0 0 0 1 0 2 8 0 4:45 PM 0 2 0 0 0 0 1 1 0 0 0 0 0 2 0 1 7 30 5:00 PM 0 0 4 0 0 0 0 0 0 0 0 0 0 1 0 1 6 29 5:15 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 2 23 5:30 PM 0 0 4 0 0 0 1 0 0 0 0 0 0 1 0 0 6 21 5:45 PM 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 3 17 Count Total 0 2 18 0 0 0 10 3 0 0 0 0 0 8 0 6 47 0 Peak Hour 0 2 8 0 0 0 3 1 0 0 0 0 0 5 0 2 21 0 Two-Hour Count Summaries - Bikes MOUNTAIN VISTA DR MOUNTAIN VISTA DR n/a GIDDINGS RD Interval 15-min Rolling Start Eastbou�d Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com � Peak Hour M 1� N � � O 2 U � � M � � O m �� � � 205 �,, � 0 TEV: 708 � $ �,;'i pHF: 0.95 354 346 �"� MOUNTAIN VISTA DR . Date: 04/28/2022 Count Period: 7:00 AM to 9:00 AM Peak Hour: 7:00 AM to 8:00 AM f O�O � � {������} > • • �' • � L � r V'� pJ ;�� � �� ~O �� vi V �... Q � HV %: PHF EB 2.3% 0.87 WB 13.4% 0.79 NB - - SB 10.6% 0.55 TOTAL 7.3% 0.95 Two-Hour Count Summaries MOUNTAIN VISTA DR MOUNTAIN VISTA DR nla Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 2 82 0 0 0 34 12 0 0 0 0 7:15 AM 0 2 85 0 0 0 43 6 0 0 0 0 7:30 AM 0 2 100 0 0 0 54 9 0 0 0 0 7:45 AM 0 2 79 0 0 0 61 12 0 0 0 0 8:00 AM 0 2 62 0 0 0 55 11 0 0 0 0 8:15 AM 0 0 72 0 0 0 45 14 0 0 0 0 8:30 AM 0 0 79 0 0 0 32 4 0 0 0 0 8:45 AM 0 1 63 0 0 0 43 8 0 0 0 0 Count Total 0 11 622 0 0 0 367 76 0 0 0 0 All 0 8 346 0 0 0 192 39 0 0 0 0 Peak HV 0 1 7 0 0 0 17 14 0 0 0 0 Hour HV% - 13% 2% - - - 9% 36% - - - - Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Start 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Count Total Peak Hr EB 0 5 3 0 2 3 2 6 21 8 BUSCH DR MOUNTAIN VISTA DR WB 11 8 6 6 9 12 3 13 68 31 Vehicle Totals NB SB 0 3 0 3 0 3 0 4 0 4 0 4 0 5 0 5 0 31 0 13 Total EB 14 0 16 0 12 0 10 0 15 0 19 0 10 0 24 0 120 0 52 0 MOUNTAIN VISTA DR � 39 � 192 � 0 � � WB 0 0 0 0 0 0 0 0 0 0 NB 0 0 0 0 0 0 0 0 0 0 SB 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 UT 0 0 0 0 0 0 0 0 0 0 0 East 0 0 0 0 0 0 0 0 0 0 BUSCH DR Southbound LT TH 51 0 22 0 17 0 20 0 14 0 13 0 12 0 15 0 164 0 110 0 12 0 11% - RT 5 3 3 2 1 0 1 0 15 13 1 8°IO Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 186 0 161 0 185 0 176 708 145 667 144 650 128 593 130 547 1,255 0 708 0 52 0 7% 0 South 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com Two-Hour Count Summaries - Heavy Vehicles MOUNTAIN VISTA DR MOUNTAIN VISTA DR nla BUSCH DR Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 5 6 0 0 0 0 0 3 0 0 14 0 7:15AM 0 1 4 0 0 0 4 4 0 0 0 0 0 3 0 0 16 0 7:30 AM 0 0 3 0 0 0 4 2 0 0 0 0 0 2 0 1 12 0 7:45 AM 0 0 0 0 0 0 4 2 0 0 0 0 0 4 0 0 10 52 8:00 AM 0 0 2 0 0 0 5 4 0 0 0 0 0 4 0 0 15 53 8:15 AM 0 0 3 0 0 0 6 6 0 0 0 0 0 4 0 0 19 56 8:30 AM 0 0 2 0 0 0 0 3 0 0 0 0 0 4 0 1 10 54 8:45 AM 0 0 6 0 0 0 7 6 0 0 0 0 0 5 0 0 24 68 Count Total 0 1 20 0 0 0 35 33 0 0 0 0 0 29 0 2 120 0 Peak Hour 0 1 7 0 0 0 17 14 0 0 0 0 0 12 0 1 52 0 Two-Hour Count Summaries - Bikes MOUNTAIN VISTA DR MOUNTAIN VISTA DR n/a BUSCH DR Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com � Peak Hour �I � � y0 _ U � � � � o m � � �� 314 �,, � 0 TEV: 687 � � �,;'i pHF: 0.86 239 232 �'� MOUNTAIN VISTA DR . Date: 04/28/2022 Count Period: 4:00 PM to 6:00 PM Peak Hour: 4:00 PM to 5:00 PM . OFO 0 0 � :r {������} > • • �' • � L � r V'� pJ ;�� � �� ~O �� vi V �... Q � HV %: PHF EB 5.9% 0.87 WB 5.3% 0.89 NB - - SB 13.8% 0.73 TOTAL 6.6% 0.86 Two-Hour Count Summaries MOUNTAIN VISTA DR MOUNTAIN VISTA DR nla Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 2 62 0 0 0 67 16 0 0 0 0 4:15 PM 0 2 67 0 0 0 79 22 0 0 0 0 4:30 PM 0 2 46 0 0 0 75 11 0 0 0 0 4:45 PM 0 1 57 0 0 0 81 10 0 0 0 0 5:00 PM 0 1 59 0 0 0 84 9 0 0 0 0 5:15 PM 0 2 58 0 0 0 95 9 0 0 0 0 5:30 PM 0 0 58 0 0 0 68 7 0 0 0 0 5:45 PM 0 0 34 0 0 0 84 13 0 0 0 0 Count Total 0 10 441 0 0 0 633 97 0 0 0 0 All 0 7 232 0 0 0 302 59 0 0 0 0 Peak HV 0 0 14 0 0 0 8 11 0 0 0 0 Hour HV% - 0% 6% - - - 3% 19% - - - - Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Start EB WB NB SB 4:00 PM 4 8 0 5 4:15PM 4 6 0 3 4:30 PM 4 2 0 2 4:45 PM 2 3 0 2 5:00 PM 5 2 0 3 5:15 PM 1 2 0 6 5:30 PM 5 1 0 3 5:45 PM 1 4 0 6 Count Total 26 28 0 30 Peak Hr 14 19 0 12 BUSCH DR MOUNTAIN VISTA DR Total EB 17 0 13 0 8 0 7 0 10 0 9 0 9 0 11 0 84 0 45 0 MOUNTAIN VISTA DR � 59 � 302 � �0 � WB 0 0 0 0 0 0 0 0 0 0 NB 0 0 0 0 0 0 0 0 0 0 SB 0 0 0 0 0 0 0 0 0 0 UT 0 0 0 0 0 0 0 0 0 0 0 Total East 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BUSCH DR Southbound LT TH 24 0 27 0 16 0 8 0 20 0 15 0 20 0 19 0 149 0 75 0 11 0 15% - RT 5 3 4 0 1 2 3 4 22 12 1 8°IO Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 176 0 200 0 154 0 157 687 174 685 181 666 156 668 154 665 1,352 0 687 0 45 0 7% 0 South 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www. idaxdata.com Two-Hour Count Summaries - Heavy Vehicles MOUNTAIN VISTA DR MOUNTAIN VISTA DR nla BUSCH DR Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 4 0 0 0 2 6 0 0 0 0 0 5 0 0 17 0 4:15PM 0 0 4 0 0 0 3 3 0 0 0 0 0 3 0 0 13 0 4:30 PM 0 0 4 0 0 0 1 1 0 0 0 0 0 1 0 1 S 0 4:45 PM 0 0 2 0 0 0 2 1 0 0 0 0 0 2 0 0 7 45 5:00 PM 0 0 5 0 0 0 0 2 0 0 0 0 0 3 0 0 10 38 5:15PM 0 0 1 0 0 0 0 2 0 0 0 0 0 5 0 1 9 34 5:30 PM 0 0 5 0 0 0 1 0 0 0 0 0 0 3 0 0 9 35 5:45 PM 0 0 1 0 0 0 2 2 0 0 0 0 0 6 0 0 11 39 Count Total 0 0 26 0 0 0 11 17 0 0 0 0 0 28 0 2 84 0 Peak Hour 0 0 14 0 0 0 8 11 0 0 0 0 0 11 0 1 45 0 Two-Hour Count Summaries - Bikes MOUNTAIN VISTA DR MOUNTAIN VISTA DR n/a BUSCH DR Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com � Peak Hour � � � n. � ¢ � m � � N � e. � � �_�- o �� 232 �= � 0 �d TEV: 45� 73 �� PHF: 385 � MOUNTAIN � � � VISTA DR o 0 0 ti u� � Date: 04/28I2022 Count Period: 7:00 AM to 9:00 AM Peak Hour: 7:00 AM to 8:00 AM 0 t 0�� M O O O O MOUNTAIN �� �� VISTA DR � i �+ � p {JL!J���J> . n o s7s �� 1s1 � * � J � . ',�', L � � ^ o a 0.94 �784 /�Q �~ �� �;'- ~� n1 � V�� p� �� �. -' � p V � � 0 �� pr \/ ■ � �..lJ�_� I�I_Il�..... 0 o a HV°/: PHF '1 1 r Q EB 4.1% 0.85 0 0 0 m WB 8.0% 0.92 � � NB - - N SB 11.1% 0.70 00 � TOTAL 6.2°/ 0.94 'wo-Hour Count Summaries MOUNTAIN VISTA DR MOUNTAIN VISTA DR I-25 SB RAMPS Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 22 112 0 39 39 0 0 0 0 0 7:15 AM 0 0 21 87 0 51 42 0 0 0 0 0 7:30 AM 0 0 20 98 0 52 50 0 0 0 0 0 7:45 AM 0 0 10 88 0 42 60 0 0 0 0 0 8:00 AM 0 0 17 58 0 55 55 0 0 0 0 0 8:15 AM 0 0 21 65 0 37 53 0 0 0 0 0 8:30 AM 0 0 14 78 0 48 28 0 0 0 0 0 8:45 AM 0 0 15 62 0 26 45 0 0 0 0 0 Count Total 0 0 140 648 0 350 372 0 0 0 0 0 AIl 0 0 73 385 0 184 191 0 0 0 0 0 Peak HV 0 0 11 8 0 3 27 0 0 0 0 0 Hour HV% - - 15% 2% - 2% 14% - - - - - lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 7:00 AM 3 11 0 1 15 0 0 0 7:15AM 7 8 0 1 16 0 0 0 7:30 AM 5 6 0 2 13 0 0 0 7:45 AM 4 5 0 1 10 0 0 0 8:00 AM 6 9 0 1 16 0 0 0 8:15 AM 7 11 0 4 22 0 0 0 8:30 AM 6 4 0 1 11 0 0 0 8:45 AM 11 13 0 1 25 0 0 0 Count Total 49 67 0 12 128 0 0 0 Peak Hour 19 30 0 5 54 0 0 0 I-25 SB RAMPS MOUNTAIN VISTA DR SB 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 I-25 SB RAMPS Southbound LT TH RT 1 0 7 0 0 7 1 0 13 1 1 14 2 1 11 4 0 6 1 0 8 0 0 6 10 2 72 3 1 41 1 0 4 33% 0% 10% UT 0 0 0 0 0 0 0 0 0 0 0 East 0 0 0 0 0 0 0 0 0 0 Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 220 208 234 216 199 186 177 154 1,594 878 54 6% 0 0 0 878 857 835 778 716 0 0 0 � South 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles MOUNTAIN VISTA DR MOUNTAIN VISTA DR I-25 SB RAMPS I-25 SB RAMPS Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 1 2 0 1 10 0 0 0 0 0 0 0 0 1 15 0 7:15AM 0 0 5 2 0 1 7 0 0 0 0 0 0 0 0 1 16 0 7:30 AM 0 0 2 3 0 1 5 0 0 0 0 0 0 1 0 1 13 0 7:45 AM 0 0 3 1 0 0 5 0 0 0 0 0 0 0 0 1 10 54 8:00 AM 0 0 1 5 0 0 9 0 0 0 0 0 0 0 1 0 16 55 8:15 AM 0 0 2 5 0 1 10 0 0 0 0 0 0 2 0 2 22 61 8:30 AM 0 0 0 6 0 2 2 0 0 0 0 0 0 0 0 1 11 59 8:45 AM 0 0 4 7 0 1 12 0 0 0 0 0 0 0 0 1 25 74 Count Total 0 0 18 31 0 7 60 0 0 0 0 0 0 3 1 8 128 0 Peak Hour 0 0 11 8 0 3 27 0 0 0 0 0 0 1 0 4 54 0 Two-Hour Count Summaries - Bikes MOUNTAIN VISTA DR MOUNTAIN VISTA DR I-25 SB RAMPS I-25 SB RAMPS Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com � Peak Hour � � � n. � ¢ � m � � rn N � O �—�f..� � o �� 363 �= � 0 �d TEV: 31� 70 �� PHF: 241 e MOUNTAIN � � � VISTA DR o 0 � v M � Date: 04/28I2022 Count Period: 4:00 PM to 6:00 PM Peak Hour: 4:00 PM to 5:00 PM 0 t 0�� � 0 O O O MOUNTAIN � i ` � VISTA DR �� � �� o {�L!�����> • n o 795 �� 314 � * � J � • '� L � � ^ o a 0.86 �705 Q �~ �� �;'- ~� 1 � � 0`0 0��� L. =' r o 0 0 �o o v ■ � �..lJ�_� I�I_Il�..... 0 o a HV°/: PHF '1 1 r Q EB 8.0% 0.82 0 0 0 m WB 4.8% 0.89 � � NB - - `� SB 1.5% 0.63 O O � TOTAL 5.8% 0.86 'wo-Hour Count Summaries MOUNTAIN VISTA DR MOUNTAIN VISTA DR I-25 SB RAMPS Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 18 69 0 24 76 0 0 0 0 0 4:15 PM 0 0 17 78 0 30 88 0 0 0 0 0 4:30 PM 0 0 18 45 0 26 76 0 0 0 0 0 4:45 PM 0 0 17 49 0 25 74 0 0 0 0 0 5:00 PM 0 0 23 57 0 17 81 0 0 0 0 0 5:15 PM 0 0 15 57 0 22 90 0 0 0 0 0 5:30 PM 0 0 15 62 0 27 61 0 0 0 0 0 5:45 PM 0 0 12 40 0 15 79 0 0 0 0 0 Count Total 0 0 135 457 0 186 625 0 0 0 0 0 AIl 0 0 70 241 0 105 314 0 0 0 0 0 Peak HV 0 0 3 22 0 2 18 0 0 0 0 0 Hour HV% - - 4% 9% - 2% 6% - - - - - lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 4:00 PM 9 10 0 0 19 0 0 0 4:15PM 7 6 0 0 13 0 0 0 4:30 PM 5 2 0 0 7 0 0 0 4:45 PM 4 2 0 1 7 0 0 0 5:00 PM 8 2 0 3 13 0 0 0 5:15PM 4 2 0 2 8 0 0 0 5:30 PM 8 2 0 0 10 0 0 0 5:45 PM 7 3 0 1 11 0 0 0 Count Total 52 29 0 7 88 0 0 0 Peak Hour 25 20 0 1 46 0 0 0 I-25 SB RAMPS MOUNTAIN VISTA DR SB 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 I-25 SB RAMPS Southbound LT TH 3 0 3 0 2 0 S 0 6 0 5 1 0 1 3 1 30 3 16 0 0 0 0% - UT 0 0 0 0 0 0 0 0 0 0 0 East 0 0 0 0 0 0 0 0 0 0 RT 8 14 9 18 13 13 14 18 107 49 1 2% Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 198 230 176 191 197 203 180 168 1,543 795 46 6% 0 0 0 795 794 767 771 748 0 0 0 � South 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles MOUNTAIN VISTA DR MOUNTAIN VISTA DR I-25 SB RAMPS I-25 SB RAMPS Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:OOPM 0 0 1 8 0 2 S 0 0 0 0 0 0 0 0 0 19 0 4:15PM 0 0 0 7 0 0 6 0 0 0 0 0 0 0 0 0 13 0 4:30 PM 0 0 1 4 0 0 2 0 0 0 0 0 0 0 0 0 7 0 4:45 PM 0 0 1 3 0 0 2 0 0 0 0 0 0 0 0 1 7 46 5:00 PM 0 0 4 4 0 0 2 0 0 0 0 0 0 3 0 0 13 40 5:15 PM 0 0 0 4 0 0 2 0 0 0 0 0 0 2 0 0 8 35 5:30 PM 0 0 2 6 0 1 1 0 0 0 0 0 0 0 0 0 10 38 5:45 PM 0 0 3 4 0 0 3 0 0 0 0 0 0 0 0 1 11 42 Count Total 0 0 12 40 0 3 26 0 0 0 0 0 0 5 0 2 88 0 Peak Hour 0 0 3 22 0 2 18 0 0 0 0 0 0 0 0 1 46 0 Two-Hour Count Summaries - Bikes MOUNTAIN VISTA DR MOUNTAIN VISTA DR I-25 SB RAMPS I-25 SB RAMPS Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com � Peak Hour 0 � a � � m z � N O O .. � � F=�— 0 �'� 405 �= � 33 �d TEV: �� 39 �� PHF: 0� MOUNTAIN � � � VISTA DR o � � � 0 � Date: 04/28I2022 Count Period: 7:00 AM to 9:00 AM Peak Hour: 7:15 AM to 8:15 AM 0 � t 0�� O O O O O MOUNTAIN �� �� VISTA DR � 1 �+ �� 26 {��I����1"� . ^ 0 603 � 237 � • � J � • '�; L � � �j 0 a /�1 �~ �� �'� ~� n1 0.95 �0 � V� �� �� �.-' �p V� � 0 �� pr \/ ■ I� �..lJ�_� I�I_Il�..... � � a HV°/: PHF '1 1 r � Q EB 16.7% 0.86 0 0 0 m WB 3.0% 0.89 � � NB 10.4% 0.86 O�O � N SB - - � N TOTAL 8.0°/ 0.95 'wo-Hour Count Summaries MOUNTAIN VISTA DR MOUNTAIN VISTA DR I-25 NB RAMPS Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 18 6 0 0 0 47 5 0 30 1 14 7:15 AM 0 12 9 0 0 0 58 7 0 35 1 22 7:30 AM 0 7 14 0 0 0 62 12 0 39 0 20 7:45 AM 0 9 2 0 0 0 52 5 0 50 0 28 8:00 AM 0 5 14 0 0 0 65 2 0 44 0 29 8:15 AM 0 12 13 0 0 0 46 3 0 45 0 19 8:30 AM 0 5 10 0 0 0 52 7 0 25 0 20 8:45 AM 0 6 9 0 0 0 35 4 0 36 0 28 Count Total 0 74 77 0 0 0 417 45 0 304 2 180 AIl 0 33 39 0 0 0 237 26 0 168 1 99 Peak HV 0 6 6 0 0 0 6 2 0 22 1 5 Hour HV% - 18% 15% - - - 3% 8% - 13% 100% 5% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 7:00 AM 2 4 9 0 15 0 0 0 7:15AM 5 2 11 0 18 0 0 0 7:30 AM 3 2 5 0 10 0 0 0 7:45 AM 3 2 5 0 10 0 0 0 8:00 AM 1 2 7 0 10 0 0 0 8:15AM 4 3 9 0 16 0 0 0 8:30 AM 0 2 7 0 9 0 0 0 8:45 AM 4 5 11 0 20 0 0 0 Count Total 22 22 64 0 108 0 0 0 Peak Hour 12 8 28 0 48 0 0 0 I-25 NB RAMPS MOUNTAIN VISTA DR SB 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 I-25 NB RAMPS Southbound LT TH 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 UT 0 0 0 0 0 0 0 0 0 0 0 East 0 0 0 0 0 0 0 0 0 0 RT 0 0 0 0 0 0 0 0 0 0 0 Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 121 144 154 146 159 138 119 118 1, 099 603 48 $o�a 0 0 0 565 603 597 562 534 0 0 0 � South 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles MOUNTAIN VISTA DR MOUNTAIN VISTA DR I-25 NB RAMPS I-25 NB RAMPS Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 2 0 0 0 0 3 1 0 8 1 0 0 0 0 0 15 0 7:15AM 0 3 2 0 0 0 1 1 0 7 1 3 0 0 0 0 18 0 7:30 AM 0 1 2 0 0 0 2 0 0 4 0 1 0 0 0 0 10 0 7:45 AM 0 2 1 0 0 0 1 1 0 4 0 1 0 0 0 0 10 53 8:00 AM 0 0 1 0 0 0 2 0 0 7 0 0 0 0 0 0 10 48 8:15 AM 0 1 3 0 0 0 3 0 0 8 0 1 0 0 0 0 16 46 8:30 AM 0 0 0 0 0 0 1 1 0 3 0 4 0 0 0 0 9 45 8:45 AM 0 2 2 0 0 0 4 1 0 9 0 2 0 0 0 0 20 55 Count Total 0 11 11 0 0 0 17 5 0 50 2 12 0 0 0 0 108 0 Peak Hour 0 6 6 0 0 0 6 2 0 22 1 5 0 0 0 0 48 0 Two-Hour Count Summaries - Bikes MOUNTAIN VISTA DR MOUNTAIN VISTA DR I-25 NB RAMPS I-25 NB RAMPS Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com � Peak Hour 0 � a � � m z � N O O .. � � F=�— 0 �'� 411 �'- � 31 �d TEV: 9� 63 �� PHF: 0� MOUNTAIN � � � VISTA DR o r � N 0 � Date: 04/28I2022 Count Period: 4:00 PM to 6:00 PM Peak Hour: 4:30 PM to 5:30 PM N N t 0�� O O O O O MOUNTAIN � � VISTA DR � i �+ �� 20 {��I����1"� . ^ 0 745 �� 144 � * � J � • '� L � � 0.95 ��Q �~ �� � �;� ~� /�1 e, 0 $ O�O �� �i v' � Q V � �� ' 0 �..{I_CI��I}..... � � a HV°/: PHF '1 1 r N Q EB 11.7% 0.81 0 0 0 m WB 0.6% 0.82 � � NB 2.7°/ 0.84 O�O � N SB - - � d' TOTAL 3.4°/ 0.95 'wo-Hour Count Summaries MOUNTAIN VISTA DR MOUNTAIN VISTA DR I-25 NB RAMPS Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 11 10 0 0 0 33 5 0 67 1 42 4:15 PM 0 8 12 0 0 0 41 9 0 77 1 43 4:30 PM 0 9 11 0 0 0 44 6 0 57 0 62 4:45 PM 0 9 16 0 0 0 39 7 0 61 0 61 5:00 PM 0 10 19 0 0 0 31 6 0 68 1 32 5:15 PM 0 3 17 0 0 0 30 1 0 81 0 64 5:30 PM 0 5 10 0 0 0 35 6 0 53 0 65 5:45 PM 0 8 7 0 0 0 25 7 0 69 0 53 Count Total 0 63 102 0 0 0 278 47 0 533 3 422 AIl 0 31 63 0 0 0 144 20 0 267 1 219 Peak HV 0 4 7 0 0 0 0 1 0 8 1 4 Hour HV% - 13% 11% - - - 0% 5% - 3% 100% 2% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 4:00 PM 1 4 7 0 12 0 0 0 4:15PM 0 1 5 0 6 0 0 0 4:30 PM 1 0 3 0 4 0 0 0 4:45 PM 1 1 2 0 4 0 0 0 5:00 PM 7 0 4 0 11 0 0 0 5:15PM 2 0 4 0 6 0 0 0 530 PM 2 3 1 0 6 0 0 0 5:45 PM 3 1 3 0 7 0 0 0 Count Total 17 10 29 0 56 0 0 0 Peak Hour 11 1 13 0 25 0 0 0 I-25 NB RAMPS MOUNTAIN VISTA DR SB 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 I-25 NB RAMPS Southbound LT TH 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 UT 0 0 0 0 0 0 0 0 0 0 0 East 0 0 0 0 0 0 0 0 0 0 RT 0 0 0 0 0 0 0 0 0 0 0 Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 169 191 189 193 167 196 174 169 1,448 745 25 3% 0 0 0 742 740 745 730 706 0 0 0 0 South 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles MOUNTAIN VISTA DR MOUNTAIN VISTA DR I-25 NB RAMPS I-25 NB RAMPS Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 1 0 0 0 0 4 0 0 6 0 1 0 0 0 0 12 0 4:15PM 0 0 0 0 0 0 1 0 0 5 0 0 0 0 0 0 6 0 4:30 PM 0 1 0 0 0 0 0 0 0 2 0 1 0 0 0 0 4 0 4:45 PM 0 1 0 0 0 0 0 1 0 2 0 0 0 0 0 0 4 26 5:00 PM 0 2 5 0 0 0 0 0 0 2 1 1 0 0 0 0 11 25 5:15 PM 0 0 2 0 0 0 0 0 0 2 0 2 0 0 0 0 6 25 5:30 PM 0 0 2 0 0 0 2 1 0 0 0 1 0 0 0 0 6 27 5:45 PM 0 3 0 0 0 0 0 1 0 3 0 0 0 0 0 0 7 30 Count Total 0 8 9 0 0 0 7 3 0 22 1 6 0 0 0 0 56 0 Peak Hour 0 4 7 0 0 0 0 1 0 8 1 4 0 0 0 0 25 0 Two-Hour Count Summaries - Bikes MOUNTAIN VISTA DR MOUNTAIN VISTA DR I-25 NB RAMPS I-25 NB RAMPS Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com 9TH ST VINE DR � Peak Hour v � w ¢ ¢ � �o W t0 J � �;� .�.- �g _ o ,�.� 247 �= � 1 �d TEV: 18� 155 �� PHF: s� � VINE DR � � � 0 0 N 0 � � Date: 04/28I2022 Count Period: 7:00 AM to 9:00 AM Peak Hour: 7:30 AM to 8:30 AM v � e Q�� N � O O N O �IIIII VI VINE DR "� i �'+ r� � s� {JL!JIJ��J> . n o 656 d� 221 � * � J � . '� L � � 0 a 0.92 g7 � � ~ � � � ;'� ~ � 1 � � 00 0� �� L.'' ro 00 �o o v � I�' < �C� I�Ci}. .. � HV°/: PHF '1 1 r co 00 � N = EB 12.6% 0.86 0 0 0 H °' WB 8.7% 0.85 � NB 7.4°/ 0.79 O�O SB 9.4% 0.84 v '� TOTAL 9.8% 0.92 'wo-Hour Count Summaries VINE DR VINE DR 9TH ST Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 23 10 0 6 39 12 0 2 2 7 7:15 AM 0 0 44 11 0 15 50 6 0 5 2 5 7:30 AM 0 0 35 3 0 21 68 15 0 7 2 8 7:45 AM 0 0 39 5 0 17 64 12 0 5 1 6 8:00 AM 0 1 42 10 0 11 44 21 0 3 0 5 8:15 AM 0 0 39 9 0 18 45 19 0 5 3 9 8:30 AM 0 2 30 8 0 11 48 7 0 5 3 6 8:45 AM 0 1 29 8 0 9 50 13 0 7 0 7 Count Total 0 4 281 64 0 108 408 105 0 39 13 53 AIl 0 1 155 27 0 67 221 67 0 20 6 28 Peak HV 0 0 21 2 0 5 20 6 0 1 0 3 Hour HV% - 0% 14% 7% - 7% 9% 9% - 5% 0% 11% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 7:00 AM 2 5 4 2 13 0 0 0 7:15 AM 14 11 2 1 28 0 0 0 7:30 AM 6 7 1 2 16 0 0 0 7:45 AM 4 7 1 2 14 0 0 0 8:00 AM 9 9 1 1 20 0 0 0 8:15AM 4 8 1 1 14 0 0 0 8:30 AM 2 3 1 0 6 0 0 0 8:45 AM 7 7 1 3 18 0 1 0 Count Total 48 57 12 12 129 0 1 0 Peak Hour 23 31 4 6 64 0 0 0 SB 0 0 1 0 0 1 0 0 2 2 Total 0 0 1 0 0 1 0 1 3 2 UT 0 0 0 0 0 0 0 0 0 0 0 East 0 0 0 0 0 0 0 0 0 0 LEMAY AVE Southbound LT TH RT 3 3 2 8 1 0 11 7 1 10 2 2 8 4 2 13 3 1 4 1 4 13 2 1 70 23 13 42 16 6 2 2 2 5% 13% 33% Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Rolling Total One Hour 109 147 178 163 151 164 129 140 1,181 656 64 10% 0 0 0 597 639 656 607 584 0 0 0 0 South 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles VINE DR VINE DR 9TH ST LEMAY AVE Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 2 0 0 0 3 2 0 0 1 3 0 0 0 2 13 0 7:15 AM 0 0 12 2 0 2 8 1 0 2 0 0 0 1 0 0 28 0 730 AM 0 0 6 0 0 0 7 0 0 1 0 0 0 1 1 0 16 0 7:45 AM 0 0 4 0 0 2 3 2 0 0 0 1 0 0 0 2 14 71 8:00 AM 0 0 7 2 0 1 6 2 0 0 0 1 0 0 1 0 20 78 8:15 AM 0 0 4 0 0 2 4 2 0 0 0 1 0 1 0 0 14 64 8:30 AM 0 0 2 0 0 1 2 0 0 0 0 1 0 0 0 0 6 54 8:45 AM 0 0 7 0 0 2 3 2 0 0 0 1 0 3 0 0 18 58 Count Total 0 0 44 4 0 10 36 11 0 3 1 8 0 6 2 4 129 0 Peak Hour 0 0 21 2 0 5 20 6 0 1 0 3 0 2 2 2 64 0 Two-Hour Count Summaries - Bikes VINE DR VINE DR 9TH ST LEMAY AVE Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:15AM 0 0 0 0 0 0 0 0 0 0 1 0 1 2 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:45 AM 0 0 0 1 0 0 0 0 0 0 0 0 1 2 Count Total 0 0 0 1 0 0 0 0 0 0 2 0 3 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 2 0 2 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com 9TH ST VINE DR � Peak Hour 0 � w ¢ ¢ � w r� rn J � F_,,.;V,I � 0 �-s, 259 �� � 8 �d TEV: 27� 205 �� PHF: 59 � VINE DR � � � O O V � 0 � LEMAY AVE Southbound LT TH 6 0 15 2 15 1 6 2 15 3 8 3 13 3 9 4 87 18 44 9 3 0 7% 0% 'wo-Hour Count Summaries VINE DR VINE DR 9TH ST Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 1 55 10 0 12 49 6 0 3 3 22 4:15 PM 0 0 59 8 0 11 41 15 0 8 2 19 4:30 PM 0 1 48 13 0 8 52 10 0 15 4 18 4:45 PM 0 1 46 15 0 6 56 13 0 6 2 28 5:00 PM 0 2 62 14 0 17 60 14 0 7 3 18 5:15 PM 0 4 49 17 0 6 44 14 0 12 3 24 5:30 PM 0 1 53 12 0 7 50 9 0 10 1 21 5:45 PM 0 0 25 10 0 6 47 10 0 8 2 21 Count Total 0 10 397 99 0 73 399 91 0 69 20 171 AIl 0 8 205 59 0 37 212 51 0 40 12 88 Peak HV 0 0 8 1 0 0 17 2 0 1 0 2 Hour HV% - 0% 4% 2% - 0% 8% 4% - 3% 0% 2% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 4:00 PM 3 5 0 0 8 0 0 0 4:15PM 7 6 0 1 14 0 0 0 4:30 PM 5 6 0 2 13 0 0 0 4:45 PM 1 6 3 1 11 1 0 0 5:00 PM 1 3 0 0 4 1 0 2 5:15PM 2 4 0 0 6 0 0 0 530 PM 5 5 0 1 11 0 0 1 5:45 PM 1 2 0 0 3 2 0 0 Count Total 25 37 3 5 70 4 0 3 Peak Hour 9 19 3 3 34 2 0 2 � t 0�� a v o 0 0 0 �� �� VINE DR "� i �'+ �� 51 {��I����1 � . � soo 1 � � ,�� L o 772 � 212 � � � � • � � 0 0.89 �37 2~ �� ��- ~� � � 00 0� �� L.'' ro 00 �o � v � I�' < �C� I�C�}. .. � HV°/: PHF '1 1 r N OD � �- � = EB 3.3% 0.87 0 � � H °' WB 6.3% 0.82 � NB 2.1 °/ 0.90 O�O a SB 5.0% 0.75 v TOTAL 4.4°/ 0.89 Date: 04/28I2022 Count Period: 4:00 PM to 6:00 PM Peak Hour: 4:30 PM to 5:30 PM SB 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 1 3 0 1 2 7 4 UT 0 0 0 0 0 0 0 0 0 0 0 East 0 0 0 0 0 0 0 0 0 0 � RT 0 0 2 0 2 3 1 1 9 7 0 0% Pedestrians (Cro West North 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 15-min Rolling Total One Hour 167 180 187 181 217 187 181 143 1,443 772 34 4% 0 0 0 715 765 772 766 728 0 0 0 0 South 0 0 0 0 1 0 0 0 1 1 Total 2 0 0 0 1 0 0 0 3 1 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles VINE DR VINE DR 9TH ST LEMAY AVE Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 3 0 0 0 5 0 0 0 0 0 0 0 0 0 8 0 4:15PM 0 0 7 0 0 1 4 1 0 0 0 0 0 1 0 0 14 0 4:30 PM 0 0 5 0 0 0 5 1 0 0 0 0 0 2 0 0 13 0 4:45 PM 0 0 1 0 0 0 6 0 0 1 0 2 0 1 0 0 11 46 5:00 PM 0 0 1 0 0 0 2 1 0 0 0 0 0 0 0 0 4 42 5:15 PM 0 0 1 1 0 0 4 0 0 0 0 0 0 0 0 0 6 34 5:30 PM 0 0 5 0 0 1 4 0 0 0 0 0 0 0 0 1 11 32 5:45 PM 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 3 24 Count Total 0 0 24 1 0 2 32 3 0 1 0 2 0 4 0 1 70 0 Peak Hour 0 0 8 1 0 0 17 2 0 1 0 2 0 3 0 0 34 0 Two-Hour Count Summaries - Bikes VINE DR VINE DR 9TH ST LEMAY AVE Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 1 5:00 PM 0 1 0 0 0 0 0 1 1 0 0 0 3 4 5:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4 5:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 1 5 5:45 PM 0 2 0 0 0 0 0 0 0 0 0 0 2 6 Count Total 0 4 0 0 0 0 1 1 1 0 0 0 7 0 Peak Hour 0 2 0 0 0 0 0 1 1 0 0 0 4 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com � Peak Hour o r � M W Z K W m � O 00 � N F f.. � �y �� - o �� 338 �= � 20 �d TEV: 24� 108 �� PHF: 115 � VINE DR � � � 0 rn u� � Date: 04/28I2022 Count Period: 7:00 AM to 9:00 AM Peak Hour: 7:30 AM to 8:30 AM � � f O�O � O O N O �e� � VINE DR "� i �'+ � 9 {��I�����> • 321 1 � � ,�� L 1,187 �� 197 � * � � • o � • 0 0.92 ��715 L� p� o� o� �p n/r� � 17p o10 Q� �� �. -' � 0 V�� � 0 p \/ i I�' < �C� I�Ci}. .. � � o� HV°/: PHF '1 1 r �"� 'n w EB 10.7°/ 0.88 � o 0 � Z � WB 8.1% 0.85 � m NB 7.7°/ 0.87 O�O � � SB 6.8% 0.84 w N TOTAL 8.2% 0.92 'wo-Hour Count Summaries VINE DR VINE DR TIMBERLINE RD Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 9 18 14 0 24 36 2 0 14 19 5 7:15 AM 0 5 21 20 0 39 33 2 0 19 16 8 7:30 AM 0 8 25 36 0 29 55 3 0 22 19 13 7:45 AM 0 1 30 30 0 38 54 2 0 29 40 13 8:00 AM 0 6 20 28 0 34 43 1 0 17 40 16 8:15 AM 0 5 33 21 0 14 45 3 0 23 40 14 8:30 AM 0 11 17 18 0 31 27 4 0 19 28 12 8:45 AM 0 2 25 28 0 32 35 2 0 22 35 12 Count Total 0 47 189 195 0 241 328 19 0 165 237 93 AIl 0 20 108 115 0 115 197 9 0 91 139 56 Peak HV 0 3 14 9 0 6 17 3 0 7 12 3 Hour HV% - 15% 13% 8% - 5% 9% 33% - 8% 9% 5% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 7:00 AM 8 6 3 1 18 0 0 0 7:15 AM 9 5 8 3 25 0 0 0 7:30 AM 9 10 5 5 29 0 0 1 7:45 AM 7 4 5 4 20 0 0 0 8:00 AM 4 4 5 9 22 0 0 0 8:15 AM 6 8 7 5 26 0 0 0 8:30 AM 2 3 3 5 13 0 1 1 8:45 AM 8 8 0 3 19 0 1 0 Count Total 53 48 36 35 172 0 2 2 Peak Hour 26 26 22 23 97 0 0 1 TIMBERLINE RD VINE DR SB 0 0 2 0 0 0 0 0 2 2 Total 0 0 3 0 0 0 2 1 6 3 TIMBERLINE RD Southbound LT TH 1 53 3 88 2 81 2 74 1 57 1 69 1 70 1 66 12 558 6 281 1 20 17% 7% East 0 0 0 0 0 0 0 0 0 0 RT 7 8 17 11 12 10 13 13 91 50 2 4% Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2 0 1 0 15-min Rolling Total One Hour 202 262 310 324 275 278 251 273 2,175 1,187 97 $o�a 0 0 0 1, 098 1,171 1,187 1,128 1, 077 0 0 0 � South 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 1 0 1 2 1 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles VINE DR VINE DR TIMBERLINE RD TIMBERLINE RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 3 4 1 0 1 5 0 0 2 1 0 0 0 1 0 18 0 7:15 AM 0 0 7 2 0 1 4 0 0 4 4 0 0 0 1 2 25 0 7:30 AM 0 3 2 4 0 4 5 1 0 2 2 1 0 0 5 0 29 0 7:45 AM 0 0 5 2 0 0 3 1 0 1 4 0 0 1 2 1 20 92 8:00 AM 0 0 2 2 0 0 4 0 0 3 1 1 0 0 8 1 22 96 8:15 AM 0 0 5 1 0 2 5 1 0 1 5 1 0 0 5 0 26 97 8:30 AM 0 0 1 1 0 1 2 0 0 0 1 2 0 0 4 1 13 81 8:45 AM 0 1 4 3 0 1 6 1 0 0 0 0 0 0 3 0 19 80 Count Total 0 7 30 16 0 10 34 4 0 13 18 5 0 1 29 5 172 0 Peak Hour 0 3 14 9 0 6 17 3 0 7 12 3 0 1 20 2 97 0 Two-Hour Count Summaries - Bikes VINE DR VINE DR TIMBERLINE RD TIMBERLINE RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 1 0 0 0 2 0 3 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 8:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 8:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 2 2 8:45 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 3 Count Total 0 0 0 0 1 1 1 1 0 0 2 0 6 0 Peak Hour 0 0 0 0 0 0 1 0 0 0 2 0 3 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com � Peak Hour o � � N W Z K W m �1 � � N F f..� � ��— o �� 325 �= � 45 �d TEV: 32� 171 �� PHF: 112 — VINE DR � � � 0 00 � � 0 v � Date: 04/28I2022 Count Period: 4:00 PM to 6:00 PM Peak Hour: 4:15 PM to 5:15 PM v � N f 0�0 M O O O O �� �� V I N E DR "� 1 �'+ �� �o {JLJIJG�> . 2s3 1 � � ,�� L 1,225 �� 164 � * � � • o � • 0.97 ��� gg �� 2� o c � �'_ � 0 1 �: � ��� o��� L. =' r o 0 0 �0 2 v � I�' < �C� I�C�}. .. � � o� HV°/: PHF '1 1 r � � w EB 7.3% 0.90 o a N � Z � WB 5.3% 0.93 � m NB 4.2°/ 0.98 O�O � � SB 2.8% 0.87 �"� TOTAL 5.0°/ 0.97 'wo-Hour Count Summaries VINE DR VINE DR TIMBERLINE RD Interval Start Eastbound Westbound Northbound UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 17 41 23 0 25 30 2 0 29 59 21 4:15 PM 0 8 48 29 0 24 32 3 0 36 44 15 4:30 PM 0 17 39 29 0 21 40 2 0 26 57 13 4:45 PM 0 9 30 28 0 25 42 4 0 27 53 18 5:00 PM 0 11 54 26 0 19 50 1 0 29 45 21 5:15 PM 0 8 55 22 0 24 25 5 0 29 61 15 5:30 PM 0 11 51 19 0 21 32 3 0 28 58 22 5:45 PM 0 13 33 19 0 25 33 2 0 18 58 17 Count Total 0 94 351 195 0 184 284 22 0 222 435 142 AIl 0 45 171 112 0 89 164 10 0 118 199 67 Peak HV 0 2 13 9 0 2 12 0 0 10 4 2 Hour HV% - 4% 8% 8% - 2% 7% 0% - 8% 2% 3% lote: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycl Start EB WB NB SB Total EB WB NB 4:00 PM 0 2 5 3 10 0 0 0 4:15PM 8 5 4 2 19 0 0 3 4:30 PM 7 3 5 2 17 1 0 2 4:45 PM 7 5 7 2 21 0 0 1 5:00 PM 2 1 0 7 4 1 0 0 5:15PM 0 2 2 1 5 1 0 0 5:30 PM 5 2 3 0 10 1 0 1 5:45 PM 0 1 0 1 2 1 0 1 Count Total 29 21 26 12 88 5 0 8 Peak Hour 24 14 16 7 61 2 0 6 TIMBERLINE RD VINE DR SB 0 0 0 0 0 0 0 0 0 0 Total 0 3 3 1 1 1 2 2 13 8 TIMBERLINE RD Southbound LT TH 1 50 1 62 1 45 1 54 0 43 6 49 0 47 4 54 14 404 3 204 1 6 33% 3% East 0 0 0 0 0 0 0 0 0 0 RT 7 9 11 7 16 12 8 15 85 43 0 0% Pedestrians (Cro West North 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 15-min Rolling Total One Hour 305 311 301 298 315 311 300 291 2,432 1,225 61 $% 0 0 0 1,215 1,225 1, 225 1, 224 1,217 0 0 0 � South 0 1 0 0 1 0 0 0 2 2 Total 0 1 0 0 1 0 1 0 3 2 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles VINE DR VINE DR TIMBERLINE RD TIMBERLINE RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 1 0 1 0 2 1 2 0 0 3 0 10 0 4:15PM 0 0 4 4 0 0 5 0 0 2 0 2 0 0 2 0 19 0 4:30 PM 0 1 4 2 0 0 3 0 0 4 1 0 0 0 2 0 17 0 4:45 PM 0 1 3 3 0 2 3 0 0 4 3 0 0 1 1 0 21 67 5:00 PM 0 0 2 0 0 0 1 0 0 0 0 0 0 0 1 0 4 61 5:15 PM 0 0 0 0 0 1 1 0 0 2 0 0 0 0 1 0 5 47 5:30 PM 0 1 4 0 0 1 1 0 0 2 1 0 0 0 0 0 10 40 5:45 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 2 21 Count Total 0 3 17 9 0 5 15 1 0 16 6 4 0 1 10 1 88 0 Peak Hour 0 2 13 9 0 2 12 0 0 10 4 2 0 1 6 0 61 0 Two-Hour Count Summaries - Bikes VINE DR VINE DR TIMBERLINE RD TIMBERLINE RD Interval 15-min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15PM 0 0 0 0 0 0 0 2 1 0 0 0 3 0 4:30 PM 0 1 0 0 0 0 0 1 1 0 0 0 3 0 4:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 7 5:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 8 5:15PM 0 0 1 0 0 0 0 0 0 0 0 0 1 6 5:30 PM 0 0 1 0 0 0 0 1 0 0 0 0 2 5 5:45 PM 0 0 1 0 0 0 0 0 1 0 0 0 2 6 Count Total 0 2 3 0 0 0 0 5 3 0 0 0 13 0 Peak Hour 0 2 0 0 0 0 0 4 2 0 0 0 8 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any. Project Manager: (720) 646-1008 project.manager.co@idaxdata.com APPENDIX C Background Traffic Study Excerpts Kimley>>> Horn _ 196474001 Montava - Phase D a �, � �� �; �..:.�_ ,�1 � � ,�, , r �a � ` � . ��r � � o � \�� �r � -;-•, r � � �A. ",�'i } ,� a . i,�. � �,� : m f � i : `�� �: � �� t } � q 7 L`F�� � , . . . . . . ° � .- " �' COUNIRY CLUB ROAD t �`' �fA.i `. !M� �� ,,,�d� „ W � ��Ii�1�C.31�.,.."'_ «.3. x �.. . �� . �i� i < � k" �_;}'� � y g�,.' �, y.{e�. \ � RICHARDS LAKE ROAD � _ �.�� � . z � o _���I�j� � b'�, �� � . �T �� �' " � ��. a 1 �- 3 i 9 x_ r;, ' i �f I i1�1 � I � � � �_ 5: "d a�. a ` � 61 � �� - �' i �� .t"��- � 1 �`�. . - - _ ��� P ��r . i�, I' � '� �`w��' '-. � p .. �. . � . m � II a.f' �■ � y N� '. ��, � r= N . I�I�N:#'iI- � li.:.`...'� MOUNTAIN VISTA DRIVE � a;y,-.� '��.. „ — . i..=`.-- ' _ � � ' t � � ' �` e u �-�'�� �" �� F E���i��� _ ;,' I,'��- �� � � �4� i � , �s�,� � .. �� .� � — — � b`L�=`�r � ; � � �� � ' J� � k t �� ' i�'�' � - �'.� - - � p , �� . � i . - , � 1�.., _ � �� , _ ii� �� �y �3.� � t ��� � � �� ,,� 1��'... � `y � �""- i ... � ...:s�-- j -t v-� �� , �i � 3� I I I I�q � L_ eT ' _....:,de'� �"i� a i � • . � .�`�. ,��► .�, �,�,; - ,�. �`�, � . r� � • � '`a � � .t 5 . I _ v ��,9. VINE DRIVE � . _ �. +� � ., ,_ � �s��,..;+ . �,.�..�'�� Ilri�ut �il_-rt f `��� ` �;'�_i �s �� r,�� ,�. � ��-�� sr , �,� + ,`d �� �„��,��€, ei�� � � � � � � �.t �t���r� � d � ) � � "A ��w� v r"� �� � '"�q� ;51J� ... � � a �3;?".�' 4 � .. -�. ,' �j'`4�',a -� �j t f -� � � �, �i _��,� � _. 4. J���.:— �� '���? �� Tr �'iw'� i A�. �'....`� ",. �.it9 :3� �� . ". 'R� . �:���. d+ ..�� t,�': . ., ii— I[, .t'�. b�'[ w s_ BACKGROUND TRAFFIC STUDIES FORT COLLINS, COLORADO � �N H \ . � .. , . ,. _� 1 � Z � ... • � 1'I�� �I , �1� � —NiW��S��fAF�� —tl I� .�:.7u,n��e,� -��: �a e?; � M.'� "l� : S ��F"r� 'f:ir.-'r-o- � i _ ic _�,i, m,�� : -� t`—�; _ -. . ,': � �r�,'.. � ..�.���"�:gtis :: s='�o�, Kimlev>>>Horn T R A F F I C I M P A C T S T U D Y Montava Phase G & E Fort Collins, Colorado Prepared for HF2M Colorado 430 N College Avenue Suite 410 Fort Collins, Colorado 80524 Prepared by Kimley-Horn and Associates, Inc. 4582 South Ulster Street Suite 1500 Denver, Colorado 80237 (303) 228-2300 October 2023 C , ` �,�,c,y�, � ,f, , �: � �:O : � . � '• 10/23/2023 : � • . � o�FSS�ONAI •E.��\� This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Hom and Associates, Inc. � �,. I 800 �" r� F ����� � _ t±y .'� �Z f�e > j t.. �a� -� ., � r �Q"+��% �"� 2 a J S � �V � x � `� � � C �� �r �. mnr��U@ mrrt.�F �-a� � � - - - � - . � � �'' —� n; � r ��,t N f�uzm.M �i11 �' 1 �u�x}��� .. � . 3d. O � �i, _ . . r==i � .�. 9i�i1�'° Y� � ? � � - � �� �-� . . �� r� � � . , _ " �-ra, -> � RICHARDS LAKE ROAD ``„�, < ��' � � ` � � ,Q, , � ;,ti , ; _ ,��,� Y i •i� ,� �, , � °` : , � : �� ��� �� �4� �.. �y�.•�_ �" t Ksf��'3' Q. . Ii , V ��,� ._ ri ���s� p� � � +1 �" ` ti � MAPLE HILhL DR * � �x�,t ; �� ,'�.` r .�1 r�.�� 3 II_ t,�`. * , •� ` � � _ � � �pqf�'�a, ` � :- k i +� �� � 1 F '},�;y�..��� .. ' y 1 � Sa t '.ks3l 2itl t't � wf h t g C 1 • 4 r�i' y� y_$' i ..::� i .:�'7 E` � �;���1�_� y� � �_ � I F�\ C� .�,,e4� t_ A - :_ � �` m �Y� : . V/V 7' - �s -� �' ;; �s Rr �G e � � � � sa �� �,,�# �:� ��y.�t-,�`�`. R�q��, � � ;�,y�.�r 2' �'. ' a F T �`�'�. � 4'" h "sf fiWt.S ^�� � �zc':�j ' � . �"�ii� g-sy"'�'.y` vF 7 �4e.z� 4{t�� �3 w. �,. � � p� . �. ,t�' �'r �, ��i 'i>�. �a a�-r,�� Z� �, �, s+�v� ���� ��,�'�� �,��5�� '���� o-7 m � _ , � j' � � 4 -��+ f •,� z � • ia�� ' vz � ��� yi.:M��% y��? � �; ��i, �„_.. _ . .... � �:�!.����,"�'� ;.��,�:� �-�_ �,,,, �� //�'��. h�y' :�7�7�,R . 'f� �� �� ' 1 ��` �� � �'� �' dl 5:: , . SS "'� . � � ,: xy � _. A !� s� h � . ��"� - _ . E'l� � .� ��� __. �' k:� . ` '�u 'i �..: s . 0 Q 0 � � C� Z 0 � � �I'� I1��, '� �� �. �St`� I .d. r':'�' � � �'�� �,." �� _ � �;:c, "�,�� -100 _ .-, .� � i'� I�� _ �6 - f. � � ' I �'�' _ IIIf � ���-1���.. � ' W ;,_, �i . > >� � ; �'�. �� ,� � .o �- ,� - `� � �� ' � p ,- „ �, : I . . y����, � ����';��� �� �, em ' �r_ 1 ,,��,��- � m I L MOUNTAIN VISTA DRIVE _ � ` � c � � �r �.. � � > . z' - � ° ���-�1��+`w�'_j � �� ��7"� ��� � . ,:_ _ �� . �,iJ's_ �� ��`�� }.4'. .. . .. � I4� �h I Nj� � at �' ,�4" ..��., �R`�e .�.i� �1F � - - �. � . .-.1i � f .' .�. Y ic ; � I f . v �, fl �.� �-s .. �x:.:.oc �,� � x �; d r ^�t t � � � . i� ' � �:•, � 00 , ' : � ��f� ti � � t: � � � I � � M 20(12) � �n e;\'� ` dr, 1 � i � Y � Q 0 �� W Z J � W m � � �� - - , ;� VINE DRIVE ,� `� � � i -.� � �� o , , .'..(Sai�s•�....`;�r`5�....�'i �[�"���u���� F� .... N. � o � 1 1(6) V � � � � � � � � � � N v �, N � 0 � y � � � � � � —� �n m v r 78(47) � co �n i;# { � �•� II ;a�, � � � ��� ��i P.r...�� f'.��. 3. ¢� R'_ ' � � ; . k P � ,p ..� k / R � N ,A � rr {�, ..:, 4 �lII�� �.�r`_. �-r�t� _�� °ii:' ���t� r°� �`� f��i �'c"'�,_„ F-W- � ���" M {, - - t� _'�'r �`'i'�'{'+� }2'���jY'f�ry��'( Z �;;, d` � �, �' � ; � �� �"r � y I � :� �� � � 7� � t�� .��" � �c - s t � �,r „ r �1 '�}g^�,� '+; � ��. Y's �,r � e� j � �% ��t4 y%�l� � � �.A� +, '° ���dY�����������``f'"'�k.�. �"f't� ���''"�"S�I � � � ��� . b. .. �::; ,s �sa��, �� ,L: .: �. ,q ; � � �'" '� `r � 12(34) N � M � �1(1) iL 1 �q� a -� ��Li3i.N �, •2�i7 ACCESS �( . I; 5�=; �I<E DR 3� f.i�\. <<Y R�.)�� CHESFlPEAKE DR & TMcr_K �. ��_ �� PHASE G WEST AC ^.,E S� FIGURE 7 MONTAVA PHASE G Bc E � FORT COLLINS, COLORADO NORTH NTS 196474000 PHASE G PROJECT TRAFFIC ASSIGNMENT � $�23� � 12(34) � 20(12) � PFIASE G EAST A�CESS � 1 �, t � _ �r — J � � 1 � � o �.. W � � TT LAKE & TURNBERRY ROX RICNARDS LAKE & GIODINGS RD X RICHARDS LAKE & BUSCH DR XMAPLE HILL DR & TURNBERRY RD I s I � s � F` ^ F` � 4�2) T- v � � 7(4) o � r <- � �, � ,� � � � � �(a) � � � � � � �� T T ��1 T � �� T � �' -3 2(g) � � > � -3 � � N 5(13) � o' � � �. � � �� �� '� T T � � � � � �� � '� T T � MAPLE HILI DR & 8AR HARBOR Y COUNTRY CIUB & IEMAY AVE Y COUNTRY CIUB & TURNBERRY M N � 5(14) �I M+ � 1 1(32) � y y � �� T � 13(8) � ;n a N V 7(4)� o, �n � o � 16(45) �1�1) � 46(28) � �. � 16(45) 1 � 46(28) � VISTA & TURNBERRY RD � N � 14(39) � .� �, �- 13(8) � 33(20) � VISTA dc i1MBERUNE RD Y MOUNTAIN VISTA & GIDDiNGS RD Y MOUNTAIN VISTA & BUSCN DR YMOUNTAIN VISTA & I-25 SB RAMP � � 2(6) ��4� � � T � 7(4)� N M � v � � 24(14) � ! � � 7(4) 2�6� �' � '� � 8(23) � co N � � N � 0 0 m vI y <— � y 1 � 10(30) �' � '� � � rn M � � � � � � � � VISTA & I-25 NB RAMPY VINE DR & LEMAY AVE � � 16(46) 1 48(28) � �Hn;�. � A�c�sc VINE DR k TIMBERUNE RD Y� Ca_;�rt2v C�uB � riMHFRt.ini� LEGEND CX� Study Area Key Intersection ( u� Project Access Intersection XXX(XXX) Weekday AM(PM) Peak Hour Traffic Volumes jxX,xoo; Estimated Daily Traffic Volume Kimlev>>> Horn ,!.. 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M N + � 47(81) �2�2� y 61(71) � v � 30(36) c� N+ � � y � VISTA & TURNBERRY RD � � � 39(68) � .� �, �- 20(24) � 40(48) �, AIN VISTA dc i1MBERUNE RD MOUNTAIN VISTA & GIDDiNGS RD MOUNTAIN VISTA & BUSCN DR MOUNTAIN VISTA & I-25 SB RAMP 14 15 16 � N � � � � 0 0 � 8(14) � � 40(48) � � <— � � ! � � 10(12) � � � � �r 30(36) � o�� z� � � T T $�' 4� � � T �' ss�ss� � � T T '� � 10(12) � � 31(54) � � � � � �n �n v M � � ~ M ~ N AIN VISTA & I-25 NB RAMP VINE DR & LEMAY AVE VINE DR k TIMBERUNE RD . �:' n� �/ � t�; c�vo � 27(46) � � 27(46) � 69(81) � FHAS� E ACCES� LEGEND CX� Study Area Key Intersection ( u� Project Access Intersection XXX(XXX) Weekday AM(PM) Peak Hour Traffic Volumes jxX,xoo; Estimated Daily Traffic Volume Kimlev>>> Horn DELICH ASSOCIATES Traffic & Transportation Engineering ���� �� 2272 Glen Haven Drive Loveland, Colorado 80538 � �! Phone: (970) 669-2061 Fax: (970} 669-5034 �,,.� r MEMORANDUM TO: Landon/Gary Hoover, Hartford Homes, LLC City of Fort Collins FROM: Matt Delich DATE: July 28, 2015 .• �'• � �� `� , ''' _ ; �a'3 �' .�; e � . , ` . ` � � �^C 9I�,t � �.��`� ~y e y\��Yr s • a �� r �'����� / ` S �� � : _ �. o � ��� _ _ a F ,{� � `,: � ��,, ? /Z�( �`� � 000 � o �6 �,'�✓ '�,.""�� •.,u.00�. ��,� ;�j� �,�`'1�,s �����tl3�`�. o*." ,3,�''�,r'' SUBJECT: East Ridge Traffic Analyses Related to the Vine/Lemay Intersection (File: 1505ME04) An amendment to the East Ridge Overall Development Plan (ODP) has been proposed. The East Ridge ODP, First Amendment" (ERODPFA) is provided in Appendix A. This memorandum provides analyses and documentation related to the ERODPFA, particularly as it relates to the Adequate Public Facilities (APF) at the Vine/Lemay intersection. The scope of this exercise was discussed with Martina Wilkinson, Fort Collins Traffic Operations. The East Ridge development dates back to 2002. The "East Ridge Transportation Impact Study" (ERTIS) is dated February 2003. There have been five memoranda (7/2/03, 2/14/05, 3/7/06, 10/6/06, and 3/16/07) related to plan changes or capacity reservation analyses. The ERTIS reflected: 572 single family dwelling units, 398 townhome dwelling units, 10.0 KSF commercial, and 43.0 KSF mini-storage. The site plan and trip generation table from the ERTIS are provided in Appendix B. The ERTIS utilized Trip Generation, 6tn Edition, ITE, which was the current reference in 2003. The residential trip generation calculation utilized the high end of the ranges in each parcel. The residential land use categories were single family and townhome. The residential trip generation is: 7790 daily trip ends, 606 morning peak hour trip ends, and 794 afternoon peak hour trip ends. The non-residential trip generation is: 520 daily trip ends, 40 morning peak hour trip ends, and 38 afternoon peak hour trip ends. The residential trip generation comprises almost 95 percent of the total East Ridge trip generation. The short range full development site generated peak hour traffic assignment is also provided in Appendix B. This graphic reflects that 25 percent of the site generation was assigned to go through the Vine/Lemay intersection. This is identical to the traffic used by the City of Fort Collins in developing the reserved capacity for the East Ridge development traffic analysis at this intersection as provided in Appendix C. The plan and land use data (Appendix A) indicates that the ODP has changed. The land use data table shows ranges of density and ranges in the number of dwelling units under each residential category (single family detached, single family attached [Townhome], and ». c � � � � �ir � �,aQ Wo� � �3��£ �'�£`v. . �''�e .�`��� F'-yy •�, �� � , ��g:f_ � d=�E E.:.�;�s? fa YhyFf 2ki„•A <e T.t� s� ''�� F.�j:.`M � ��:e �a. 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TRAFFIC 18 OLD TOWN NORTH, BLOCK 6 TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO MAY 2016 Prepared for: Greeley Associates, LLC 2775 iris Avenue Boulder, CO 80304 Prepared by: ������� �� �. ��,:� r DELICH ASSOCIATES 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 �o�PDO L��F�s VO �� Q N M. O�c�� FO �`�9�b �? �=.s�a�f r6 ;��,Q . . ��, ��Fssiorua� �N�� Project #1601 SCALE: 1 "=1000' SITE LOCATION �/ LDELICH � � rASSOCIATES Figure 1 Old Town North, Block 6 TIS, May 2016 Page 3 Os�ana�r Str��t � � �� 4i2 � 24j�3 � � N � � N L '.t^-+ VJ � � � � Caletan Str��t � � � i Z � � NOM � 5/3 2/8 � 1 /5 � � M N c\ � � ti 1 � 1/5 � � � N L ry-^-� VJ � � � � J SITE GENERATED PEAK HOUR TRAFFIC M � n/ � / I I / ` V �O � 2/7 � N � c7 � � �°' � a 0 a � � N � AM/PM N � C � Q � � � J 7/4 � � � N Figure 7 Vine Drive �� LDELICH Old Town North, Block 6 TIS, May 2016 -7 � rASSOCIATES Page 14 Caietan str��t � a� a� L ry-^-� VJ � � � � J SHORT RANGE (2021) GEOMETRY �� LDELICH -7 � rASSOCIATES � � �' N�� � o � - Denotes Lane �o a � Figure 9 Old Town North, Block 6 TIS, May 2016 Page 20 TRAI L H EAD TRACTS F& G TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO SEPTEMBER 2017 Prepared for: JR Engineering 2900 S. College Avenue, Suite 3D Fort Collins, CO 80525 Prepared by: ��� � � � — —� / ��..'-_� � —= "''.�,,:, � �� � r . r_ �: � �, DEtICH ASSOCIATES '' ` ' ' � � �'; '� ��::.: � a o 2272 Glen Haven Drive �-� `s � �. �, :� ; : «- :: • t<; . ; Loveland, CO 80538 ?� °•. s ,��;-; '� Phone:970-669-2061 =<��ri ''��r=' ������.�°'%� FAX: 970-669-5034 �```� ��---; �:- Project #1762 SCALE: 1 "=2000' SITE LOCATION Figure 1 �� �-DELICH � � �=ASSOCIATES Trail Head Tracts F& G TIS, September 2017 Page L � � � � � AM/PM SITE GENERATED PEAK HOUR TRAFFIC �� �-DELICH � � �=ASSOCIATES � Figure 8 Trail Head Tracts F& G TIS, September 2017 Page 15 WATERS' EDGE WEST TRAFFIC IMPACT ANALYSIS Prepared for: Waters' Edge Investments, LLLP c/o Actual Communities, LLLP 5935 South Zang Street, Suite 230 Littleton, CO 80127 303/858-0250 Project Manager: Mr. Bill Swalling Prepared by: Felsburg Holt 8� Ullevig 6300 S. Syracuse Way, Suite 600 Centennial, CO 80111 303/721-1440 Project Manager: Richard R. Follmer, PE, PTOE January 24, 2017 FHU Reference No. 115358-01 � FEI,S},U1:(_; �, 110LT � ULLEVIG Figure I Vicinity Map '- I �g(6) I_• 1�I . 5(3) 3(10)—�''' . I N �� / � � / \/S <— 8(5) 3��) ' �`1 3�8)� � � � � �_ 3(9) .� 3��� � � � �� �� >2) 50) v �I rn �I 1 - 53(35)� :-� T I�� r N �31(21) y 31(21) 11(34) —> I I M � V � � 1(1) ._I �, : ,�4(2) ��4�� T � 0(1)—� N N � LEGEND �� ti �� 1 L. _ '�6(17) ����T I N N V N I� � vI ( N V � � � y ._ 22(67)� � '� I� � O N M M � ��I I i I:'-; 2(5)� � I� XXX(XXX) = AM(PM) Peal< HourTrafficVolumes XXXX = DailyTrafficVolumes � r-rl.tit,uf:c', �� 11o1.T � ULLEVIG � � L[J � �20(59) .-11(34) 31(21) '`���-� 23(16)� I � �n N � O � O � �`J`10� TO �10(25) C° � : I-> ; 5(5) � —'!1'.�- � : 5�5) � "� � -' 16(10)��`_ 20(15)—� � I I 79(54)� � 5�5� � '� o �n I co �[J � �[J � � N Figure I I Site Generated Traffic Volumes MI U � Douelas Rd. � � � b/c I ,� c/d i � ,:,� l l r c/d � � � � � c/c � � � \`' � �1�y� /�' \ aa � m �� �__ �b/b � b/b �'� � " � 'r a/a � � 1 I� ca � � � � I � c/d �,._ � � b/d � � � � I �� W .Q C/F � l_ � � . � �a � �� . LEGEND � a/a , _ � -� � �Y� .a � � � �ylT.,, . `� a/a , • a/a �� I � R� � � � I � � --�'I �b%b � ,..� b%b� � ��� I � � I \ � � � � � <���� �if �, �. � � b/a � I � � with Traffic Signal = B/A with Roundabout = B/B .a � U �-y � <�� a/b a/a � � U � �� � � � � c/c r b/f �� � I F� w � with Traffic Signal = B/B X/X - AM/PM Peal< Hour Signalized Intersection Level of Service x/x = AM/PM Peal< Hour Unsignalized Intersection Level of Service � PELSI�UKG �, 110LT � ULLEVIG .� a/a `� a/a r �' qo'� �' � • � I ��� U V � , � rouridabrn�t �� � a/a a � a/a � �1� �� � � as Channelized "T" Intersection � a/b �' � � � a/a � � � >2) 50) X= Change from 2021 Background Figure I6 �= Stop Sign Year 202 I �= Trafflc Signal Levels of Service and Lane Geometry IHearthfireWay � tiP � o�hfre � a Morningstar � �,�TERS� , .�wOy --- ��GE WEST i ,� � I� � c/d � 1 � : � ,� d/e ,j�; d/f�� -�� c/c � eo � with Traffic Signal = B/B with Roundabout = A/B \`� 2 ���y� /�' \aa � c� � �� �� � . � <�b/b b/b � � � �, a/a —� I � � � U UI W r �,._'I�f/f c/f � � � � I �� w � B/C � ,� ���� I. � � �1 ; �I�� �� I LEGEND , ,� a/a . � —� � �Y� � .�n- � � �yl�,,, _ � a/a , • a/a -�� I � R� � .�n- � I� � -�'I �b�b ,..� b/a� � ��� I � � I \ � � � � . <� �i� bia � � � � I � with Traffic Signal = B/A with Roundabout = B/B X/X = AM/PM Peal< Houi- Signalized Intersection Level of Service x/x = AM/PM Peal< Hour Unsignalized Intersection Level of Service � FELSE;UI:(_, �, 110LT � ULLEVIG � \ "r �—y . -.� <� A�C a/a � � B/B � �� �i � � � M C " Douglas Rd. HearthfireWay � tiPo � �hfrP a a Morningstar � V+�PATERS� ~ �wOy ---- ~ �DGE WEST � �: _ I �B�twater Dr. � -- >2) 50) .� a/a `� a/a r �' qo'� �' � • � p I ��� � "O U as Channelized "T" Intersection � � rouridabrn�t � � � a/a a/a�� � � X= Change from 2040 Backgi-ound � = Stop Sign � = Traffic Signal � a/b �' � � � a/a � � � Figure 17 Year 2040 Levels of Service and Lane Geometry Transportation Impact Study COUNTRY CLUB RESERVE Fort Collins, Colorado Prepared For: Hillside Commercial Group 8020 S. County Road 5, Suite 200 Windsor, CO 80528 Prepared By: Eugene G. Coppola, P. O. Box 630027 Littleton, CO 80163 303-792-2450 August 21, 2017 P. 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Ash Street Suite 100 Windsor, CO 80550 Prepared by: �� � � � �, r DELICH ASSOCIATES 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 �O�p,D 0 L �CF�S ...... o O •'' M ' . F` V : _�eN � �cc� •. , y,=,: -„ � y,5 V l� ; i �:��'�a�Q �'�� o : , .: �� �FSS�DNAL ENG� Project # 1764 SCALE: 1 "=1000' SITE LOCATION �/ LDELICH � � rASSOCIATES Figure 1 Northfield TIS, August 2018 Page 3 � N � AM/PM � A � o o � 4/1 `�I' � � 58/43 J j � � 3/9 i 18/42 � � � � 26/62 i I I I ao o co 14 � v o rn � � 9/7 � � 56/40 � �� c � � � > � Q N � U � � 9/6 � f 65/47 � � 37/27 28/69 — � I � c� � �--� � � i � � � 0 0 � � � � � N � M 1 � � � � Conifer Street /� � \ � M � 17/42 � � � 7/19 26/62 � B 19/13 i � �--� (n � � � � � U � U � ¢ A Suniga Road Vine Drive SHORT RANGE (2022) SITE GENERATED PEAK HOUR TRAFFIC �� LDELICH -7 � rASSOCIATES � v i � � \ N � / 1 Site Access 7/5 � � � 10/7 � o � N � � � C � � > N Q W Q � r� N c\ p J B � + 2/1 � � f 55/40 � � o M V N 0 � � � � � j � � 4/10 � � � M N Figure 8 Northfield TIS, August 2018 Page 15 � N � AM/PM � A � o � � 4/1 "I' �I � 58/43 J + � � 3/9 / 1 18/42 � � � � 26/62 - I I � o cfl 14 � v o rn � � 9/7 � � 56/40 � �� c � � � > � Q N N � � � U � � 9/6 � f 65/47 � � 37/27 28/69 - � I � Ch � � � i � � � 0 0 � � � � � N r � 1 Conifer Street /� � \ � M � 17/42 � � � 16/25 22/53 � B 23/22 - � � N � � � � � U � U � a � � c� �' � � U � U W Q � � � � cB � � J � � a rn � � 4/10 C � 9/6 � 9/7 - � 56/40 � � M N a� � c a� > a A B Suniga Road 1 Vine Drive � rn c� � LONG RANGE (2040) SITE GENERATED PEAK HOUR TRAFFIC �� LDELICH -7 � rASSOCIATES �� � �� � � � 7/17 � I � J f� ► 24/61 4/9 � C 57/41 - Figure 9 Northfield TIS, August 2018 Page 16 � v i � N � - Denotes Lane — - Denotes New Lane Conifer Street Site Access � � � I I � > a � � � 0 U a� �. �n cn N �. a� � U >N Q > � � I � � f l � � � �/ �/ Suniga _�/ � � � — Road — �► —► � � °o a� � � L /I� �y-/-�i �y/� VJ 6.L � � � � Vine Drive � � in �' a� N U (B Q W � � � � �� �� � �I � �� � a� > Q � c� � J � � �� �� �I � � � �� � � SHORT RANGE (2022) GEOMETRY Figure 12 �� LDELICH Northfield TIS, August 2018 -7 � rASSOCIATES Page 30 � N � - Denotes Lane � - Denotes New Lane �— �1/� � ���� � � c a� > Q a� � � 0 U Conifer Street �� �I �� A = � r� — — � � � � � B � � _ � �� �,� �n a`�iQ �'Q � `� w � � � A B �/ Suniga Road � � � � � o� o a� � � � �, v� � � � � � Vine Drive � � � � � Q � � � �� � J N J o a �� � C /� �/ � I � — t —� C LONG RANGE (2035) GEOMETRY Figure 13 �� LDELICH Northfield TIS, August 2018 -7 � rASSOCIATES Page 29 WATERFIELD TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO AUGUST 2018 Prepared for: TH Waterfield, LLC Thrive Home Buiiders 1875 Lawrence Street, Suite 100 Denver, CO 80202 Prepared by: �� � � � �, � DELICH ASSOCIATES 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 ��PD 0 L 1�F�s ;:e� "'� o,��._Fo '�{"`"3 366 : ,: �oq � � �Q : ��,� : Fs �� 'r� •.....••''G�� S �NALEN Project # 1839 SCALE: 1 "=2000' SITE LOCATION �/ LDELICH � � rASSOCIATES Figure 1 Waterfield TIS, August 2018 Page 3 � N � AM/PM Suniga Road Site Access C \ � 3/10 � � 11 /37 0 � � �^, W Q T � � � J r� � 6/3 "' � 19/13 � � 21/15 6/20 — � N N � N � M O ��22 �I "I' � 3/10 � 3/10 1 l � 12/12 1 i � 9/6 — � � � 00 M � � � W a� � � � N U U U Q a � � � �n � � i �L � � N � � � N � � � M O) � � � � � � N N 10/29 � 4/14 � � � 64/42 � � � 19/35 9/31 � Vine Drive 19/59 � 22/69 — 30/27 — SHORT RANGE (2023) SITE GENERATED PEAK HOUR TRAFFIC �� LDELICH -7 � rASSOCIATES Q � � � U U a � � � I'1 � v r v v ,� i 12/8 � � � 51/34 � � � 0 � � � co 0 � � c •L^` W � � � � M � N c"') � f 1 8/5 � � � 36/23 � � � O � N 0 o� v O � � � � � � 5/16 �— 3/9 5/11 � � � 9/5 — I I N O) 29/20 � "' c9 O N Figure 8 Waterfield TIS, August 2018 Page 16 � N � AM/PM / � � "' 13/9 � f 35/24 � � 38/25 12/39 � � � � . � . � � L 0 L � � c ca � a� � Site Access v � �� ,� i 51/34 � � I � N N � c� 0 � � c .� � � E � � � � � NpM 11136 0�� ``' z � ► 27/18 �I `Y' °' f 8/25 �— 86/58 �— 86/58 � + � � 17/54 ^ J � � �••� � /84i � 35/14i � 20/65 � 1�� Suniga Road 22�15 � 4/13 � � � � 35/22 — � � 0 15/8 i � M 1/5 � N O T 56/38 � o N � M � � � U U Q � � � � � N � � � � U U Q N � � N � � U U a N t. � .,-. � cv W � � O � Z � � NOM � 2/0 1/3 � 0/1 — � o O N Z � l � NOM i o�� � Vine Drive LONG RANGE (2040) SITE GENERATED PEAK HOUR TRAFFIC �� LDELICH -7 � rASSOCIATES Figure 9 Waterfield TIS, August 2018 Page 17 � � ► Site Access �A � N °� > �L � _ - Denotes Lane �, � � s � � I a ,,., - - � � � - L�� �., ,_���� v��� �,���3;����� � � � � � - Denotes New Lane (by applicant) � � � � � � � � •L U � U � a � � � � �-- cn � � — — � ' ' � A �� Suniga Road �� O �� �� �/ e � � � � � � I � � � � � � a� � U � U N Q U U N Q.� � � � � � N >N "-• � > N � W � > Q � cv � J � � �� � � � � �� � �� � � � � —� � � Vine Drive � � � � � SHORT RANGE (2023) GEOMETRY �� LDELICH -7 � rASSOCIATES Figure 12 Waterfield TIS, August 2018 Page 30 � N _ - Denotes Lane � - Denotes New Lane (by applicant) � � O �A � � - Suniga Road � �� —► —► � � � � � U U Q � � � � U U � Q >� � > � � �— �� � � Site Access s � � � � � U U a � � �n � � ��/ LJ_ � � L � � � � � i � �� � � Vine Drive LONG RANGE (2040) GEOMETRY �� LDELICH -7 � rASSOCIATES � > �L � � � � � � � � �--, � � — � �� �� � �/ 0 � � �� �� � N N U U Q N � � � (B W Figure 13 Waterfield TIS, August 2018 Page 31 DELICI"I AS�O�IA�TES iraffic & Transportafion Engineering ��� � 2272 Glen Haven Drive Loveland, Colorado 80538 - � Phone: (970) 669-2061 Fax: (970) 669-5034 ��,�� r MEMORANDUM TO: Tom Moore, K& M Company Steve Schroyer, Schroyer Resources Steven Rothwell, Larimer County Engineering Rob Helmick, Larimer County Planning Steve Gilchrist, Fort Collins Traffic Operations FROM: Matt Delich DATE: March 18, 2021 � - � .� .<, ,_ e i ro, t ,� �, = § 3s1�/���, �� �: ;. / , � ae`.. �Gi �� � ����_ �,r..- SUBJECT: Gregory Cove Transportation Impact Study Memorandum (File: 2054ME02) This memorandum is a transportation impact study (TIS) for the Gregory Cove development. The Gregory Cove site is located north of Country Club Road and east of (adjacent to) Gregory Road in Larimer County. The site location is shown in Figure 1. This site is within the City of Fort Collins Growth Management Area. Therefore, the Larimer County Urban Area Street Standards (LCUASS) was used far this TIS. The site plan for Gregory Cove is shown in Figure 2. The scope of this memorandum was discussed with Steven Rothwell, Larimer County Engineering. Since the trip generation is expected to be low, a memorandum analyzing impacts was requested. A base assumptions form and related information are provided in Appendix A. Existing Streets Many of the developed properties in this area were built under Larimer County standards prior to the adoption of LCUASS. Therefore, much of the engineering street criteria do not meet current Larimer County ar Fort Collins standards. The existing geometry at the Country Club/Lemay-Gregory intersection is shown in Figure 3. Country Club Road is classified as Street Plan. Currently, Country Club Roac median/left-turn lane). At the County Cli Road has all eastbound and westbound r Country Club/Lemay-Gregory intersection speed limit in this area is 30 mph. a collector street on the Fort Collins Master has a two-lane cross section (with no center �/Lemay-Gregory intersection, Country Club iovements combined into single lanes. The has all-way stop sign control. The existing Lemay Avenue is classified as a four-lane arterial street south of Country Club Road on the Fort Collins Master Street Plan. Gregory Road is classified as a two-lane arterial street north of Country Club Road on the Fort Collins Master Street Plan and SCALE: 1 "=2000' SITE LOCATION Figure 1 �� �-DELICH �� �-ASSOCIATES Gregory Cove TIS, MarcPage 4 / � T � O � N E a� � � AM/PM SITE GENERATED PEAK HOUR TRAFFIC �� �-DELICH � � �=ASSOCIATES ess untry Club Figure 6 Gregory Cove TIS, March 2021 Page 11 / � T � O � N E a� � �— - Existing Lane � - Required Lane SHORT RANGE (2025) GEOMETRY �� �—DELICH � � �=ASSOCIATES ess untry Club Figure 9 Gregory Cove TIS, March 2021 Page 15 ..................................... ..................................... PREPARED FOR: Hartford Homes PREPARED BY: Brian Horan, PE Daniela Gonzalez �_17-22 Galloway & Company, Inc. 6162 S. Willow Drive, Suite 320 Greenwood Village, CO 80111 DATE: April 6, 2021 Revised: July 28, 2021 Revised: January 17, 2022 :: .. -- .. c o � 0 o n � � d b a o- 0�062 Dr ,(�r 47/31 0/0 �' Syices °�°� a4A o/o � � o o \ � � .� � .. . . l,. I' . - ' aS �^ ' . 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O,^o-O " • OO � � � .' , �. : �q ': ': :.. `� � a a— 0 0 _ ,,,, � � "�� �fi�r _._, Intemational Dr ,(� 0/0 . . ��� � Private Drive 0/0 -� � 126/83 �, p Q � � � � � o • �= '-'�`-: '� � d � � w � � �1. � � � � � n � N � � � � �c� � b b 4 43/138 � 8 b 4 0�0 o— 0/0 o— 0/0 St � '� ��� Frontage Rd O S��� �; 16/52 p Mulberry St T 0�� 1j Frontage Rd � 0/0 —� 0/0 —� 0 0 `� 'P �' o o `�,1 'P A /� � o 0 0 4 /�� o� o � __ �' • t- ��� - , � : � fi �. '� e+ ,r .. .�. _ _ � . <,..� ,t ,'�-� �,�_.... 's i� '� FIGURE 5-4 Site Trips Phase 1 International Dr I O R,+', �'� ir� � � � � . ,�. Mulberry St ���� �� � � � � � �� � � � +�v� `+� � i � � I � �S 4��' � :3, s J�� �� � ,�w�' ' � ! �� �� , A/A INTERSEC110N LOS 0000/0000 (AM PEAK HOUR/PM PEAK HOUR) Mulberry Fort Collins, CO 4� � � � �.� � � ��..y� �� � ' � 3O !, Frontage Rd 0 o� �� . : � .�Y ' .��r'. * �a�.• ' � 17^FM.�.�.." ' . 9 a MOVEMENT � SIGNALIZED INTERSECTION � STOP SIGN � YIELD SIGN / \ %� i ii i 1� z O t�0 M � 4 107/70 `� b �' o— 0/0 Dr � '� ��� 0/0 �' Syices °�°� a4A �/� � � o � � � �� � .. . . l,. I' . - ' aS �^ ' . Aj� ���}�J-� � ` ` � , ` � • `�+ 0 0 0 � � � � ��� . � � ..1 ,�.. j ir' ' '. � � . � J' � `� V \\\ i� ! � �"' - , ' �� � ��-}�� �A , O O O Q O/O � � • _ "� � ' ' Y �F� f . . Qi �}y `� � �� � � � ��: � � a o- 49 �1 w �' ' .t ��'f'�{'C'.�i � jl�rT" . `�N� .. , � ` � q � .. , . Dr `� n ���,+�r }t�,��q�•- �j •t ��� � Yne Dr .-' y �� �- s 32 21 - � � -r,'��t; , _ - �: � �sjse �. a 4 A � � - ''" �. � M o� Vne Dr r n _ _ � � .i�� �: � �- ` - � ' F�, � � � _� >.. O Sykes Dr , :A['. ��.?`� �., 'fi': ��. '� __; � � � _ ,�� e, � . : . : ; ';�_-� �.I� , r -, ,� 7�� � �,'�y �9 � � � � � �����: �j t �Y1it � i _ � ' c � ---= ( ,} .''� , '� - - - , � � 4 � �_ � ,- � � �" o�\ �� . '�`� - . � � a 3 n/n `� t ' �.- ' �q� : ': :. a— 0/0 � "�� �fi�r_._, Intemational Dr .(C'�/27 ' 79�21 � Private Drive 0/0 -� � 126/83 �, p Q � � � ��� . �= � ° ^ '-�`-: '� � d � � � M y� O M a�5 � �I. � � �' � 4 240/420 � � o � 4 0�0 � � b b o— 0/0 `� 8 b o— 0/0 St � '� ��� Frontage Rd O S��� �; 90/158 p Mulberry St T 19�2� 1j Frontage Rd � 0%0 �, `� 4� 170/180 �. `� Q A % o00 4 � y �`�o ' � .f ZS � N • t- ��� - , � : � fi �. '� e+ ,r .. .�. _ _ � . <,..� ,t ,'�-� �,�_.... 's i� '� FIGURE 5-5 Site Trips Phase 2 International Dr I O �,+', �� ir� � � � � . ,�. Mulberry St ���� �� � � � � � �� � � � +�v� `+� � i � � I � �S 4��' � :3, s J�� �� � ,�w�' ' � ! �� �� , A/A INTERSEC110N LOS 0000/0000 (AM PEAK HOUR/PM PEAK HOUR) Mulberry Fort Collins, CO 48 � � � �.� � � ��..,Ij � � "� .I . . � rl r 3O !, Frontage Rd 0 o� �� . : � .�Y ' .��r'. * �a�.• ' � 17^FM.�.�.." ' . 9 a MOVEMENT � SIGNALIZED INTERSECTION � STOP SIGN � YIELD SIGN / \ %� i ii i 1� APPENDIX D Trip Generation Worksheets Kimley>>> Horn _ 196474001 Montava - Phase D Kimley>>>Horn Project Montava Phase D Subject Trip Generation for Single-Family Detached Housing Designed by MAG Date March 20, 2024 Job No. Checked by Date Sheet No. TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Average Rate Equations Land Use Code - Single-Family Detached Housing (210) 196474001 of Independent Variable - Dwelling Units (X) X = 176 T= Average Vehicle Trip Ends Peak Hour of Ad'lacent Street Traffic, One Hour Between 7 and 9 a.m. (200 Series Paqe 220) Average Weekday Directional Distribution: 25% ent. 75% exit. (T) = 0.70(X) T= 123 Average Vehicle Trip Ends (T) = 0.70 * (176.0) 31 entering 92 exiting 31 + 92 = 123 Peak Hour of Ad'lacent Street Traffic, One Hour Between 4 and 6 p.m. (200 Series Paqe 221) Average Weekday Directional Distribution: 63% ent. 37% exit. (T) = 0.94(X) T= 165 Average Vehicle Trip Ends (T) = 0.94 * (176.0) 104 entering 61 exiting 104 + 61 = 165 Weekday (200 Series Paqe 219) Average Weekday (T) = 9.43(X) (T) = 9.43 * (176.0) Directional Distribution: 50% entering, 50% exiting T= 1660 Average Vehicle Trip Ends 830 entering 830 exiting 830 + 830 = 1660 Kimley>>>Horn Project Montava Phase D Subject Trip Generation for Single-Family Attached Housing Designed by MAG Date March 20, 2024 Job No. Checked by Date Sheet No. TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Average Rate Equations Land Use Code - Single-Family Attached Housing (215) 196474001 of Independent Variable - Dwelling Units (X) X = 123 T= Average Vehicle Trip Ends Peak Hour of Ad'lacent Street Traffic, One Hour Between 7 and 9 a.m. (200 Series Paqe 239) Average Weekday Directional Distribution: 26% ent. 74% exit. (T) = 0.48(X) T= 59 Average Vehicle Trip Ends (T) = 0.48 * (123.0) 15 entering 44 exiting 15 + 44 = 59 Peak Hour of Ad'lacent Street Traffic, One Hour Between 4 and 6 p.m. (200 Series Paqe 240) Average Weekday Directional Distribution: 59% ent. 41% exit. (T) = 0.57 (X) T= 70 Average Vehicle Trip Ends (T) = 0.57 * (123.0) 41 entering 29 exiting 41 + 29 = 70 Weekday (200 Series Paqe 238) Average Weekday (T) = 7.20 (X) (T) = 7.20 * (123.0) Directional Distribution: 50% ent. 50% exit. T= 886 Average Vehicle Trip Ends 443 entering 443 exiting 443 + 443 = 886 Kimley>>>Horn Project Montava Phase D Subject Trip Generation for Multifamily Housing (Mid-Rise) Designed by MAG Date March 20, 2024 Job No. Checked by Date Sheet No. 196474001 of TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Average Rate Equations Land Use Code - Multifamily Housing (Mid-Rise) (221) Independent Variable - Dwelling Units (X) X = 210 T= Average Vehicle Trip Ends Peak Hour of Ad'lacent Street Traffic, One Hour Between 7 and 9 a.m. (200 Series Paqe 275) Average Weekday Directional Distribution: 23% ent. 77% exit. (T) = 0.37 (X) T= 78 Average Vehicle Trip Ends (T) = 0.37 * (210.0) 18 entering 60 exiting 18 + 60 = 78 Peak Hour of Ad'lacent Street Traffic, One Hour Between 4 and 6 p.m. (200 Series Paqe 276) Average Weekday Directional Distribution: 61% ent. 39% exit. (T) = 0.39(X) T= 82 Average Vehicle Trip Ends (T) = 0.39 � (210.0) 50 entering 32 exiting 50 + 32 = 82 Weekday (200 Series Paqe 274) Average Weekday (T) = 4.54 (X) (T) = 4.54 * (210.0) Directional Distribution: 50% entering, 50% exiting T= 954 Average Vehicle Trip Ends 477 entering 477 exiting 477 + 477 = 954 APPENDIX E 2027 Intersection Analysis Worksheets Kimley>>> Horn _ 196474001 Montava - Phase D HCM 6th TWSC 2024 Existing AM 1: Turnberry Road & Richard Lake Road 03�/21/2024 Iritersec,tion Int Delay, s/veh 3.7 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris � �j '� � T � � '� Traffic Vd, veh/h 1 2 17 78 0 4 7 62 47 7 104 0 Future Vd, veh/h 1 2 17 78 0 4 7 62 47 7 104 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth - - - 150 - - 150 - 250 150 - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Q-ade, % - Peak Hour Fac�or 83 Fieavy Vehides, % 2 Mvrrt Rav 1 0 - - 0 83 83 83 83 2 2 2 2 2 ZO 94 0 - - 0 83 83 83 2 2 2 5 8 75 - - 0 - 83 83 83 83 2 2 2 2 57 8 125 0 N�jodMrior Nirior2 Ninor1 N�jor1 Maja2 Conflicting Fla✓vAll 263 289 125 243 232 75 125 0 0 132 0 0 Stage 1 141 141 - 91 91 - - - - - - - Stage 2 122 148 - 152 141 - - - - - - - Qitical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - G7itical Hduvy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Fdlavu-up Hclwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot C,a�1 N}anewer 690 621 926 711 668 986 1462 - - 1453 - - Stage1 862 780 - 916 820 - - - - - - - Stage 2 882 775 - 850 780 - - - - - - - Platoon blocked, % - - - - Mov Ca�r1 N�r�' 681 614 926 688 661 986 1462 - - 1453 - - Nbv Ca�r2 I�/Y�neuver 681 614 - 688 661 - - - - - - - Stage1 858 775 - 911 816 - - - - - - - Stage 2 873 771 - 824 775 - - - - - - - Approed� EB WB NB SB HCM Contrd Delay, s 9.3 11 0.5 0.5 FK�/1 LOS A B Ninor Lane/Major Mvrrt NBL NBT NBREBl�1WBLn1V�,BL.n2 SBL SBT SBR Ca(�aatY (veh/h) 1462 - - 866 688 986 14,53 - - HCM Lane V/C Ratio 0.006 - - 0.028 0.137 0.005 0.006 - - HCM Coritrd Delay (s) 7.5 - - 9.3 11.1 8.7 7.5 - - F-K�VI Lar�e LOS A - - A B A A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.5 0 0 - - . . � -.. HCM 6th TWSC 2024 Existing PM 1: Turnberry Road & Richard Lake Road 03�/21/2024 Iritersec,tion Int Delay, s/veh 2.8 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris � �j '� � T � � '� Traffic Vd, veh/h 0 1 17 46 6 6 27 84 86 3 78 1 Future Vd, veh/h 0 1 17 46 6 6 27 84 86 3 78 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth - - - 150 - - 150 - 250 150 - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Q-ade, % - 0 Peak Hour Fac�or 91 91 Fieavy Vehides, % 2 2 Mvrr�t Rav 0 1 Mvrr - - 0 91 91 91 2 2 2 19 51 7 91 91 2 2 7 30 0 - - 91 91 91 2 2 2 92 95 3 0 - 91 91 2 2 86 1 N�jodMrior Nirior2 Ninor1 N�jor1 Maja2 Conflicting Fla✓vAll 300 340 87 255 245 92 87 0 0 187 0 0 Stage 1 93 93 - 152 152 - - - - - - - Stage 2 207 247 - 103 93 - - - - - - - Qitical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - G7itical Hduvy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Fdlavu-up Hclwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot C,a�1 N}anewer 652 582 971 698 657 965 1509 - - 1387 - - Stage1 914 818 - 850 772 - - - - - - - Stage 2 795 702 - 903 818 - - - - - - - Platoon blocked, % - - - - Mov Ca�r1 N�r�' 632 569 971 672 643 965 1509 - - 1387 - - Nbv Ca�r2 I�/Y�neuver 632 569 - 672 643 - - - - - - - Stage1 896 816 - 833 757 - - - - - - - Stage 2 767 688 - 883 816 - - - - - - - Approed� EB WB NB SB HCM Coritrd Delay, s 8.9 10.6 1 0.3 FK�/1 LOS A B Ninor Lane/Major Mvrrt NBL NBT NBREBl�1WBLn1V�,BL.n2 SBL SBT SBR Capaaty (veh/h) 1509 - - 934 672 772 1387 - - HCM Lane V/C Ratio 0.02 - - 0.021 0.075 0.017 0.002 - - HCM Corrtrd Delay (s) 7.4 - - 8.9 10.8 9.7 7.6 - - F-K�VI Lar�e LOS A - - A B A A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.2 0.1 0 - - . . � -.. HCM 6th TWSC 2027 Background AM 1: Turnberry Road & Richard Lake Road 03�/21/2024 Iritersec,tion Int Delay, s/veh 3 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris � �j '� � T � � '� Traffic Vd, veh/h 1 2 18 83 0 10 8 133 50 24 265 0 Future Vd, vewh 1 2 18 83 0 10 8 133 50 24 265 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth - - - 150 - - 150 - 250 150 - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Q-ade, % - Peak Hour Fac�or 92 Fieavy Vehides, % 2 Mvrrt Rav 1 0 - - 0 92 92 92 92 2 2 2 2 2 ZO 90 0 - - 0 92 92 92 2 2 2 11 9 145 - - 0 - 92 92 92 92 2 2 2 2 54 26 288 0 N�jodMrior Ninor2 Ninor1 N�jor1 Maja2 Conflicting Fla✓vAll 536 557 288 514 503 145 288 0 0 199 0 0 Stage1 340 340 - 163 163 - - - - - - - Stage 2 196 217 - 351 340 - - - - - - - Qitical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - G7itical Hduvy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Fdlavu-up Hclwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot C,a�1 N}anewer 455 439 751 471 471 902 1274 - - 1373 - - Stage1 675 639 - 839 763 - - - - - - - Stage 2 806 723 - 666 639 - - - - - - - Platoon blocked, % - - - - Mov Ca�r1 N�r�' 440 428 751 448 459 902 1274 - - 1373 - - Nbv Ca�r2 I�/Y�neuver 440 428 - 448 459 - - - - - - - Stage1 670 627 - 833 758 - - - - - - - Stage 2 791 718 - 634 627 - - - - - - - Approad� EB WB NB SB HCM Contrd Delay, s 10.5 14.4 0.3 0.6 HCM LOS B B Ninor Lane/Major Mvrrt NBL NBT NBREBl�1WBLn1V�,BL.n2 SBL SBT SBR Capaaty (veh/h) 1274 - - 679 448 902 1373 - - HCM Lane V/C Ratio 0.007 - - 0.034 0.201 0.012 0.019 - - HCM Coritrd Delay (s) 7.8 - - 10.5 15.1 9 7.7 - - F-K�VI Lar�e LOS A - - B C A A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.7 0 0.1 - - . . � -.. HCM 6th TWSC 2027 Background PM 1: Turnberry Road & Richard Lake Road 03�/21/2024 Iritersec,tion Int Delay, s/veh 2.4 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris � �j '� � T � � '� Traffic Vd, veh/h 0 1 18 49 7 24 29 258 92 14 198 1 Future Vd, vewh 0 1 18 49 7 24 29 258 92 14 198 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth - - - 150 - - 150 - 250 150 - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Q-ade, % - Peak Hour Fac�or 92 Fieavy Vehides, % 2 Mvrr�t Rav 0 Mvrr 0 - - 0 92 92 92 92 2 2 2 2 1 ZO 53 8 - - 0 - 92 92 92 92 2 2 2 2 26 32 280 100 - 0 - 92 92 92 2 2 2 15 215 1 N�jodMrior Ninor2 Ninor1 N�jor1 Maja2 Conflicting Fla✓vAll 657 690 216 600 590 280 216 0 0 380 0 0 Stage 1 246 246 - 344 344 - - - - - - - Stage 2 411 444 - 256 246 - - - - - - - Qitical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - G7itical Hduvy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Fdlavu-up Hclwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot C,a�1 N}anewer 378 368 824 413 420 759 1354 - - 1178 - - Stage1 758 703 - 671 637 - - - - - - - Stage 2 618 575 - 749 703 - - - - - - - Platoon blocked, % - - - - Mov Ca�r1 N�r�' 350 354 824 391 4a4 759 1354 - - 1178 - - Nbv Ca�r2 I�/Y�neuver 350 354 - 391 404 - - - - - - - Stage 1 740 694 - 655 622 - - - - - - - Stage 2 576 561 - 721 694 - - - - - - - Approed� EB WB NB SB HCM Contrd Delay, s 9.8 13.9 0.6 0.5 FK�/1 LOS A B Ninor Lane/Major Mvrrt NBL NBT NBREBl�1WBLn1V�,BL.n2 SBL SBT SBR Capaaty (veh/h) 1354 - - 770 391 633 1178 - - HCM Lane V/C Ratio 0.023 - - 0.027 0.136 0.053 0.013 - - FiCM Coritrd Delay (s) 7.7 - - 9.8 15.7 11 8.1 - - F-K�VI Lar�e LOS A - - A C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.5 0.2 0 - - . . � -.. HCM 6th TWSC 2027 Total AM 1: Turnberry Road & Richard Lake Road 03�/21/2024 Iritersec,tion Int Delay, s/veh 3.1 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris � �j '� � T � � '� Traffic Vd, veh/h 1 2 18 83 0 12 8 133 50 25 265 0 Future Vd, vewh 1 2 18 83 0 12 8 133 50 25 265 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth - - - 150 - - 150 - 250 150 - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Q-ade, % - Peak Hour Fac�or 92 Fieavy Vehides, % 2 Mvrrt Rav 1 0 - - 0 92 92 92 92 2 2 2 2 2 ZO 90 0 - - 0 92 92 92 2 2 2 13 9 145 - - 0 - 92 92 92 92 2 2 2 2 54 27 288 0 N�jodMrior Ninor2 Ninor1 N�jor1 Maja2 Conflicting Fla✓vAll 539 559 288 516 505 145 288 0 0 199 0 0 Stage 1 342 342 - 163 163 - - - - - - - Stage 2 197 217 - 353 342 - - - - - - - Qitical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - G7itical Hduvy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Fdlavu-up Hclwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot C,a�1 N}anewer 453 438 751 470 470 902 1274 - - 1373 - - Stage1 673 638 - 839 763 - - - - - - - Stage 2 805 723 - 664 638 - - - - - - - Platoon blocked, % - - - - Mov Ca�r1 N�r�' 438 426 751 447 457 902 1274 - - 1373 - - Nbv Ca�r2 I�/Y�neuver 438 426 - 447 45/ - - - - - - - Stage1 668 625 - 833 758 - - - - - - - Stage 2 788 718 - 632 625 - - - - - - - Approad� EB WB NB SB HCM Contrd Delay, s 10.5 14.3 0.3 0.7 HCM LOS B B Ninor Lane/Major Mvrrt NBL NBT NBREBl�1WBLn1V�,BL.n2 SBL SBT SBR Capaaty (veh/h) 1274 - - 679 447 902 1373 - - HCM Lane V/C Ratio 0.007 - - 0.034 0.202 0.014 0.02 - - FiCM Coritrd Delay (s) 7.8 - - 10.5 15.1 9.1 7.7 - - F-K�VI Lar�e LOS A - - B C A A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.7 0 0.1 - - . . � -.. HCM 6th TWSC 2027 Total PM 1: Turnberry Road & Richard Lake Road 03�/21/2024 Iritersec,tion Int Delay, s/veh 2.4 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris � �j '� � T � � '� Traffic Vd, veh/h 0 1 18 49 7 25 29 258 92 16 198 1 Future Vd, vewh 0 1 18 49 7 25 29 258 92 16 198 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth - - - 150 - - 150 - 250 150 - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Q-ade, % - Peak Hour Fac�or 92 Fieavy Vehides, % 2 Mvrr�t Rav 0 Mvrr 0 - - 0 92 92 92 92 2 2 2 2 1 ZO 53 8 - - 0 - 92 92 92 92 2 2 2 2 27 32 280 100 - 0 - 92 92 92 2 2 2 17 215 1 N�jodMrior Ninor2 Ninor1 N�jor1 Maja2 Conflicting Fla✓vAll 662 694 216 604 594 280 216 0 0 380 0 0 Stage1 250 250 - 344 344 - - - - - - - Stage 2 412 444 - 260 250 - - - - - - - Qitical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - G7itical Hduvy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Fdlavu-up Hclwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot C,a�1 N}anewer 375 366 824 410 418 759 1354 - - 1178 - - Stage1 754 700 - 671 637 - - - - - - - Stage 2 617 575 - 745 700 - - - - - - - Platoon blocked, % - - - - Mov Ca�r1 N�r�' 346 352 824 388 402 759 1354 - - 1178 - - Nbv Ca�r2 I�/Y�neuver 346 352 - 388 402 - - - - - - - Stage1 736 690 - 655 622 - - - - - - - Stage 2 574 561 - 716 690 - - - - - - - Approed� EB WB NB SB HCM Contrd Delay, s 9.8 13.8 0.6 0.6 FK�/1 LOS A B Ninor Lane/Major Mvrrt NBL NBT NBREBl�1WBLn1V�,BL.n2 SBL SBT SBR Capaaty (veh/h) 1354 - - 770 388 636 1178 - - HCM Lane V/C Ratio 0.023 - - 0.027 0.137 0.055 0.015 - - FiCM Coritrd Delay (s) 7.7 - - 9.8 15.7 11 8.1 - - F-K�VI Lar�e LOS A - - A C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.5 0.2 0 - - . . � -.. HCM 6th TWSC 2024 Existing AM 2: Giddings Road & Richard Lake Road 03�/21/2024 Iritersec,tion Int Delay, s/veh 3.3 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � � � � Traffic Vd, veh/h 21 16 57 10 14 7 21 104 8 5 246 23 Future Vd, veh/h 21 16 57 10 14 7 21 104 8 5 246 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Norie - - Norie - - Norie - - Norie St L a"� � - Veh in Median Storage, # - Q-ade, % - Peak Hour Fac�or 88 Fieavy Vehides, % 2 �Mrrt Rav 24 0 - - 0 0 - - 0 88 88 88 88 2 2 2 2 18 65 11 16 - - 0 - - 0 - - 0 - - 0 88 88 88 88 88 88 2 2 2 2 2 2 8 24 118 9 6 280 :. N�jodNTirior Niria2 Ninor1 N�jor1 Maja2 Conflicting Fla✓vAll 488 480 293 518 489 123 306 0 0 127 0 0 Stage1 305 305 - 171 171 - - - - - - - Stage 2 183 175 - 347 318 - - - - - - - Qitical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - G7itical Hduvy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Fdlavu-up Hclwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot C,a�1 N}anewer 490 485 746 468 480 928 1255 - - 145.9 - - Stage 1 705 662 - 831 757 - - - - - - - Stage 2 819 754 - 669 654 - - - - - - - Platoon blocked, % - - - - Mov Ca�r1 N�r�' 464 472 746 407 468 928 1255 - - 1459 - - Nbv Ca�r2 I�/Y�neuver 464 472 - 407 468 - - - - - - - Stage1 690 659 - 814 741 - - - - - - - Stage 2 778 738 - 591 651 - - - - - - - Approad� EB WB NB SB HCM Coritrd Delay, s 12.2 12.7 1.3 0.1 HCM LOS B B Ninor Lane/Major Mvrrt NBL NBT NBREBl�1VVBln1 SBL SBT SBR Ca(�aatY (veh/h) 1255 - - 604 500 1459 - - HCM Lane V/C Ratio 0.019 - - 0.177 0.07 0.004 - - HCM Corrtrd Delay (s) 7.9 0 - 12.2 12.7 7.5 0 - F-K;NI Lar�e LOS A A - B B A A - HCM 95th %tile Q(veh) 0.1 - - 0.6 0.2 0 - - . . � -.. HCM 6th TWSC 2024 Existing PM 2: Giddings Road & Richard Lake Road 03�/21/2024 Iritersec,tion Int Delay, s/veh 4.1 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � � � � Traffic Vd, veh/h 35 21 24 18 14 10 58 194 15 8 146 14 Future Vd, veh/h 35 21 24 18 14 10 58 194 15 8 146 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Norie - - Norie - - Norie - - Norie St L a"� � - Veh in Median Storage, # - Q-ade, % - Peak Hour Fac�or 87 Fieavy Vehides, % 2 Nivrrt Ra�v 40 0 - - 0 0 - - 0 87 87 87 87 2 2 2 2 24 28 21 16 - - 0 - - 0 - - 0 - - 0 87 87 87 87 87 87 2 2 2 2 2 2 11 67 223 17 9 168 87 2 16 N�jodMrior Ninor'Z Ninor1 N�jor1 Maja2 Conflicting Fla✓vAll 573 568 176 586 568 232 184 0 0 240 0 0 Stage 1 194 194 - 366 366 - - - - - - - Stage 2 379 374 - 220 202 - - - - - - - Qitical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - G7itical Hduvy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Fdlavu-up Hclwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot C,a�1 N}anewer 430 432 867 422 432 807 1391 - - 1327 - - Stage1 808 740 - 653 623 - - - - - - - Stage 2 643 618 - 782 734 - - - - - - - Platoon blocked, % - - - - Mov Ca�r1 N�r�' 391 404 867 371 4a4 807 1391 - - 1327 - - Nbv Ca�r2 I�/Y�neuver 391 404 - 371 404 - - - - - - - Stage1 763 734 - 616 588 - - - - - - - Stage 2 582 583 - 726 728 - - - - - - - Approad� EB WB NB SB HCM Contrd Delay, s 14.4 14.2 1.7 0.4 HCM LOS B B Ninor Lane/Major Mvrrt NBL NBT NBREBl�1VVBln1 SBL SBT SBR Capaaty (veh/h) 1391 - - 473 440 1327 - - HCM Lane V/C Ratio 0.048 - - 0.194 0.11 0.007 - - HCM Corrtrd Delay (s) 7.7 0 - 14.4 14.2 7.7 0 - F-K;NI Lar�e LOS A A - B B A A - HCM 95th %tile Q(veh) 0.2 - - 0.7 0.4 0 - - . . � -.. HCM 6th TWSC 2027 Background AM 2: Giddings Road & Richard Lake Road 03�/21/2024 Iritersec,tion Int Delay, s/veh 3.8 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � � � � Traffic Vd, veh/h 22 33 61 11 20 8 22 117 9 6 266 24 Future Vd, veh/h 22 33 61 11 20 8 22 117 9 6 266 24 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Length - Veh in Median Storage, # - Q-ade, % - Peak Hour Fac�or 92 Fieavy Vehides, % 2 �Mrrt Rav 24 0 - - 0 - - 0 0 - - 0 - - 0 92 92 92 92 92 92 92 2 2 2 2 2 2 2 36 66 12 22 9 24 127 - - 0 - - - 0 - 92 92 92 92 2 2 2 2 10 7 289 26 N�jodMrior Niria2 Ninor1 N�jor1 Maja2 Conflicting Fla✓vAll 512 501 302 547 509 132 315 0 0 137 0 0 Stage1 316 316 - 180 180 - - - - - - - Stage 2 196 185 - 367 329 - - - - - - - Qitical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - G7itical Hduvy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Fdlavu-up Hclwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot C,a�1 N}anewer 472 472 738 448 467 917 1245 - - 1447 - - Stage1 695 655 - 822 750 - - - - - - - Stage 2 806 747 - 653 646 - - - - - - - Platoon blocked, % - - - - Mov Ca�r1 N�r�' 441 459 738 375 454 917 1245 - - 1447 - - Nbv Ca�r2 I�/Y�neuver 441 459 - 375 454 - - - - - - - Stage1 680 651 - 805 734 - - - - - - - Stage 2 758 731 - 558 642 - - - - - - - Approad� EB WB NB SB HCM Coritrd Delay, s 13.2 13.3 1.2 0.2 HCM LOS B B Ninor Lane/Major Mvrrt NBL NBT NBREBl�1VVBln1 SBL SBT SBR Capaaty(veh/h) 1245 - - 567 475 1447 - - HCM Lane V/C Ratio 0.019 - - 0.2�2 0.089 0.005 - - HCM Corrtrd Delay (s) 7.9 0 - 13.2 13.3 7.5 0 - F-K;NI Lar�e LOS A A - B B A A - HCM 95th %tile Q(veh) 0.1 - - 0.8 0.3 0 - - . . � -.. HCM 6th TWSC 2027 Background PM 2: Giddings Road & Richard Lake Road 03�/21/2024 Iritersec,tion Int Delay, s/veh 4.7 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � � � � Traffic Vd, veh/h 38 33 25 19 31 11 62 213 15 9 164 14 Future Vd, veh/h 38 33 25 19 31 11 62 213 15 9 164 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Length - Veh in Median Storage, # - Q-ade, % - Peak Hour Fac�or 92 Fieavy Vehides, % 2 �Mrrt Rav 41 0 - - 0 - - 0 0 - - 0 - - 0 92 92 92 92 92 92 92 2 2 2 2 2 2 2 36 27 21 34 12 67 232 - - 0 - - - 0 - 92 92 92 92 2 2 2 2 16 10 178 15 N�jodMrior Ninor'Z Ninor1 N�jor1 Maja2 Conflicting Fla✓vAll 603 588 186 611 587 240 193 0 0 248 0 0 Stage1 206 206 - 374 374 - - - - - - - Stage 2 397 382 - 237 213 - - - - - - - Qitical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - G7itical Hduvy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Fdlavu-up Hclwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot C,a�1 N}anewer 411 421 856 406 422 799 1380 - - 1318 - - Stage 1 796 731 - 647 618 - - - - - - - Stage 2 629 613 - 766 726 - - - - - - - Platoon blocked, % - - - - Mov Ca�r1 N�r�' 360 394 856 348 395 799 1380 - - 1318 - - Nbv Ca�r2 I�/Y�neuver 360 394 - 348 395 - - - - - - - Stage 1 751 724 - 611 583 - - - - - - - Stage 2 551 579 - �9 719 - - - - - - - Approad� EB WB NB SB HCM Coritrd Delay, s 15.7 15.3 1.7 0.4 FK�/1 LOS C C Ninor Lane/Major Mvrrt NBL NBT NBREBl�1VVBln1 SBL SBT SBR Capaaty (veh/h) 1380 - - 439 415 1318 - - HCM Lane V/C Ratio 0.049 - - 0.238 0.16 0.007 - - HCM Corrtrd Delay (s) 7.7 0 - 15.7 15.3 7.8 0 - F-K;NI Lar�e LOS A A - C C A A - HCM 95th %tile Q(veh) 0.2 - - 0.9 0.6 0 - - . . � -.. HCM 6th TWSC 2027 Total AM 2: Giddings Road & Richard Lake Road 03�/21/2024 Iritersec,tion Int Delay, s/veh 3.8 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � � � � Traffic Vd, veh/h 22 33 62 11 20 8 24 119 9 6 267 24 Future Vd, veh/h 22 33 62 11 20 8 24 119 9 6 267 24 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Length - Veh in Median Storage, # - Q-ade, % - Peak Hour Fac�or 92 Fieavy Vehides, % 2 �Mrrt Rav 24 0 - - 0 - - 0 0 - - 0 - - 0 92 92 92 92 92 92 92 2 2 2 2 2 2 2 36 67 12 22 9 26 129 - - 0 - - - 0 - 92 92 92 92 2 2 2 2 10 7 290 26 N�jodNTirior Niria2 Ninor1 N�jor1 Maja2 Conflicting Fla✓vAll 519 508 303 555 516 134 316 0 0 139 0 0 Stage1 317 317 - 186 186 - - - - - - - Stage 2 202 191 - 369 330 - - - - - - - Qitical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - G7itical Hduvy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Fdlavu-up Hclwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot C,a�1 N}anewer 467 468 737 442 4&3 915 1244 - - 1445 - - Stage1 694 654 - 816 746 - - - - - - - Stage 2 800 742 - 651 646 - - - - - - - Platoon blocked, % - - - - Mov Ca�r1 N�r�' 436 454 737 369 450 915 1244 - - 1445 - - Nbv Ca�r2 I�/Y�neuver 436 454 - 369 450 - - - - - - - Stage1 678 650 - 797 729 - - - - - - - Stage 2 751 725 - 555 642 - - - - - - - Approad� EB WB NB SB HCM Coritrd Delay, s 13.2 13.4 1.3 0.2 HCM LOS B B Ninor Lane/Major Mvrrt NBL NBT NBREBl�1VVBln1 SBL SBT SBR Capaaty (veh/h) 1244 - - 564 470 1445 - - HCM Lane V/C Ratio 0.021 - - 0.225 0.09 0.005 - - HCM Corrtrd Delay (s) 8 0 - 13.2 13.4 7.5 0 - F-K�VI Lar�e LOS A A - B B A A - HCM 95th %tile Q(veh) 0.1 - - 0.9 0.3 0 - - . . � -.. HCM 6th TWSC 2027 Total PM 2: Giddings Road & Richard Lake Road 03�/21/2024 Iritersec,tion Int Delay, s/veh 4.8 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � � � � Traffic Vd, veh/h 38 33 27 19 31 11 63 214 15 9 166 14 Future Vd, veh/h 38 33 27 19 31 11 63 214 15 9 166 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Length - Veh in Median Storage, # - Q-ade, % - Peak Hour Fac�or 92 Fieavy Vehides, % 2 �Mrrt Rav 41 0 - - 0 - - 0 0 - - 0 - - 0 92 92 92 92 92 92 92 2 2 2 2 2 2 2 36 29 21 34 12 68 233 - - 0 - - - 0 - 92 92 92 92 2 2 2 2 16 10 180 15 N�jodMrior Ninor'Z Ninor1 N�jor1 Maja2 Conflicting Fla✓vAll 608 593 188 617 592 241 195 0 0 249 0 0 Stage1 208 208 - 377 377 - - - - - - - Stage 2 400 385 - 240 215 - - - - - - - Qitical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - G7itical Hduvy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Fdlavu-up Hclwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot C,a�1 N}anewer 408 418 854 402 419 798 1378 - - 1317 - - Stage1 794 730 - 644 616 - - - - - - - Stage 2 626 611 - 763 725 - - - - - - - Platoon blocked, % - - - - Mov Ca�r1 N�r�' 357 391 854 343 392 798 1378 - - 1317 - - Nbv Ca�r2 I�/Y�neuver 357 391 - 343 392 - - - - - - - Stage 1 749 723 - 607 581 - - - - - - - Stage 2 548 576 - 694 718 - - - - - - - Approad� EB WB NB SB HCM Coritrd Delay, s 15.7 15.4 1.7 0.4 FK�/1 LOS C C Ninor Lane/Major Mvrrt NBL NBT NBREBl�1VVBln1 SBL SBT SBR Capaaty (veh/h) 1378 - - 441 411 1317 - - HCM Lane V/C Ratio 0.05 - - 0.242 0.161 0.007 - - HCM Corrtrd Delay (s) 7.7 0 - 15.7 15.4 7.8 0 - F-K;NI Lar�e LOS A A - C C A A - HCM 95th %tile Q(veh) 0.2 - - 0.9 0.6 0 - - . . � -.. HCM 6th TWSC 3: Busch Drive & Richard Lake Road Iritersec,tion Int Delay, s/veh 4 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris � T � �j '� � '� � Traffic Vd, veh/h 0 29 2 47 38 1 14 0 6 1 1 0 Future Vd, veh/h 0 29 2 47 38 1 14 0 6 1 1 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth 100 - 100 100 - - 150 - - - - - Veh in Median Storage, #- 0 - - 0 - - 1 - - 1 - Q-ade, % - 0 - - 0 - - 0 - - 0 - Peak HourFac�or 96 96 96 96 96 96 96 96 96 96 96 96 Fieavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrr�t Rav 0 30 2 49 40 1 15 0 6 1 1 0 2024 Existing AM 03�/21/2024 N�jodNTirior N�jor1 N�ja2 Ninor1 Nina2 Conflicting Fla✓vAll 41 0 0 32 0 0 169 169 30 173 171 41 Stage 1 - - - - - - 30 30 - 139 139 - Stac� 2 - - - - - - 139 139 - 34 32 - Qitical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - G7itical Hd�nry Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlavu-up Hclwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot C,a�1 N}anewer 1568 - - 1580 - - 795 724 1044 790 722 1030 Stage1 - - - - - - 987 870 - 864 782 - Stage 2 - - - - - - 864 782 - 982 868 - Platoon blocked, % - - - - Mov Ca�r1 M�r�euver 1568 - - 1580 - - 775 702 1044 766 700 1030 Nbv Ca�r2 NY�newer - - - - - - 751 679 - 755 675 - Stage1 - - - - - - 987 870 - 864 758 - Stage 2 - - - - - - 836 758 - 976 868 - Approed� EB WB NB SB HCM Coritrd Delay, s 0 4 9.5 10.1 FK�/1 LOS A B Ninor Lane/Major Nfvrrt NBLn1 NBLn2 EBL EBT EBR V�,BL U�BT V�BRSBLn1 Capaaty (veh/h) 751 1044 1568 - - 1580 - - 713 HCM Lane V/C Ratio 0.019 0.006 - - - 0.031 - - 0.003 HCM Coritrd Delay (s) 9.9 8.5 0 - - 7.4 - - 10.1 F-K�VI Lar�e LOS A A A - - A - - B HCM 95th %tile Q(veh) 0.1 0 0 - - 0.1 - - 0 . . � -.. HCM 6th TWSC 3: Busch Drive & Richard Lake Road Iritersec,tion Int Delay, s/veh 4.5 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris � T � �j '� � '� � Traffic Vd, veh/h 0 30 15 55 45 0 22 0 27 0 0 0 Future Vd, veh/h 0 30 15 55 45 0 22 0 27 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth 100 - 100 100 - - 150 - - - - - Veh in Median Storage, #- 0 - - 0 - - 1 - - 1 - Q-ade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Fador 79 79 79 79 79 79 79 79 79 79 79 79 Fieavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrr�t Rav 0 38 19 70 57 0 28 0 34 0 0 0 2024 Existing PM 03�/21/2024 N�jodNTirior N�jor1 N�ja2 Ninor1 Nina2 Conflicting Fla✓vAll 57 0 0 57 0 0 235 235 38 262 254 57 Stage 1 - - - - - - 38 38 - 197 197 - Stac� 2 - - - - - - 197 197 - 65 57 - Qitical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - G7itical Hd�nry Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlavu-up Hclwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot C,a�1 N}anewer 1547 - - 1547 - - 720 666 1034 691 650 1009 Stage1 - - - - - - 977 863 - 805 738 - Stage 2 - - - - - - 805 738 - 946 847 - Platoon blocked, % - - - - Mov Ca�r1 M�r�euver 1547 - - 1547 - - 695 636 1034 645 621 1009 Nbv Ca�r2 NY�newer - - - - - - 688 629 - 670 617 - Stage1 - - - - - - 977 863 - 805 705 - Stage 2 - - - - - - 769 705 - 915 847 - Approed� EB WB NB SB HCM Contrd Delay, s 0 4.1 9.5 0 FK�/1 LOS A A Ninor Lane/Major Nfvrrt NBLn1 NBLn2 EBL EBT EBR V�,BL U�BT V�BRSBLn1 Capaaty (veh/h) 688 1034 1547 - - 1547 - - - HCM Lane V/C Ratio 0.04 0.033 - - - 0.045 - - - HCM Coritrd Delay (s) 10.5 8.6 0 - - 7.4 - - 0 F-K�VI Lar�e LOS B A A - - A - - A HCM 95th %tile Q(veh) 0.1 0.1 0 - - 0.1 - - - . . � -.. HCM 6th TWSC 3: Busch Drive & Richard Lake Road Iritersec,tion Int Delay, s/veh 3.6 2027 Background AM 03�/21/2024 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris � T � �j '� � '� � Traffic Vd, veh/h 0 47 2 52 47 1 14 0 9 1 1 0 Future Vd, veh/h 0 47 2 52 47 1 14 0 9 1 1 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth 100 - 100 100 - - 150 - - - - - Veh in Median Storage, #- 0 - - 0 - - 1 - - 1 - Q-ade, % - 0 - - 0 - - 0 - - 0 - Peak HourFac�or 92 92 92 92 92 92 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrrt Rav 0 51 2 57 51 1 15 0 10 1 1 0 N�jodNTirior N�jor1 N�ja2 Ninor1 Nina2 Conflicting Fla✓vAll 52 0 0 53 0 0 217 217 51 223 219 52 Stage 1 - - - - - - 51 51 - 166 166 - Stac� 2 - - - - - - 166 166 - 57 53 - Qitical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - G7itical Hd�nry Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlavu-up Hclwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot C,a�1 N}anewer 1554 - - 1553 - - 739 681 1017 733 679 1016 Stage1 - - - - - - 962 852 - 836 761 - Stage 2 - - - - - - 836 761 - 955 851 - Platoon blocked, % - - - - Mov Ca�r1 M�r�euver 1554 - - 1553 - - 718 656 1017 706 654 1016 Nbv Ca�r2 NY�newer - - - - - - 713 649 - 714 643 - Stage1 - - - - - - 962 852 - 836 733 - Stage 2 - - - - - - 804 733 - 946 851 - Approed� EB WB NB SB HCM Contrd Delay, s 0 3.9 9.6 10.3 FK�/1 LOS A B Ninor Lane/Major Nfvrrt NBLn1 NBLn2 EBL EBT EBR V�,BL U�BT V�BRSBLn1 Capaaty (veh/h) 713 1017 1554 - - 1553 - - 677 HCM Lane V/C Ratio 0.021 0.01 - - - 0.036 - - 0.003 HCM Coritrd Delay (s) 10.2 8.6 0 - - 7.4 - - 10.3 F-K�VI Lar�e LOS B A A - - A - - B HCM 95th %tile Q(veh) 0.1 0 0 - - 0.1 - - 0 . . � -.. HCM 6th TWSC 3: Busch Drive & Richard Lake Road Iritersec,tion Int Delay, s/veh 4.1 2027 Background PM 03�/21/2024 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris � T � �j '� � '� � Traffic Vd, veh/h 0 43 15 62 64 0 23 0 31 0 0 0 Future Vd, veh/h 0 43 15 62 64 0 23 0 31 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth 100 - 100 100 - - 150 - - - - - Veh in Median Storage, #- 0 - - 0 - - 1 - - 1 - Q-ade, % - 0 - - 0 - - 0 - - 0 - Peak HourFac�or 92 92 92 92 92 92 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrr�t Rav 0 47 16 67 70 0 25 0 34 0 0 0 N�jodNTirior N�jor1 N�ja2 Ninor1 Nina2 Conflicting Fla✓vAll 70 0 0 63 0 0 251 251 47 276 267 70 Stage 1 - - - - - - 47 47 - 204 204 - Stac� 2 - - - - - - 204 204 - 72 63 - Qitical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - G7itical Hd�nry Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlavu-up Hclwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot C,a�1 N}anewer 1531 - - 1540 - - 702 652 1071 676 639 99:i Stage1 - - - - - - 967 856 - 798 733 - Stage 2 - - - - - - 798 733 - 938 842 - Platoon blocked, % - - - - Mov Ca�r1 M�r�euver 1531 - - 1540 - - 679 623 1071 632 611 99:i Nbv Ca�r2 NY�newer - - - - - - 679 622 - 661 611 - Stage1 - - - - - - 967 856 - 798 701 - Stage 2 - - - - - - 763 701 - 907 842 - Approed� EB WB NB SB HCM Contrd Delay, s 0 3.7 9.4 0 FK�/1 LOS A A Ninor Lane/Major Nfvrrt NBLn1 NBLn2 EBL EBT EBR V�,BL U�BT V�BRSBLn1 Capaaty (veh/h) 679 1022 1531 - - 1540 - - - HCM Lane V/C Ratio 0.037 0.033 - - - 0.044� - - - HCM Coritrd Delay (s) 10.5 8.6 0 - - 7.4 - - 0 F-K�VI Lar�e LOS B A A - - A - - A HCM 95th %tile Q(veh) 0.1 0.1 0 - - 0.1 - - - . . � -.. HCM 6th TWSC 3: Busch Drive & Richard Lake Road Iritersec,tion Int Delay, s/veh 3.6 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris � T � �j '� � '� � Traffic Vd, veh/h 0 47 2 52 47 1 14 0 9 1 1 0 Future Vd, veh/h 0 47 2 52 47 1 14 0 9 1 1 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth 100 - 100 100 - - 150 - - - - - Veh in Median Storage, #- 0 - - 0 - - 1 - - 1 - Q-ade, % - 0 - - 0 - - 0 - - 0 - Peak HourFac�or 92 92 92 92 92 92 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrrt Rav 0 51 2 57 51 1 15 0 10 1 1 0 2027 Total AM 03�/21/2024 N�jodNTirior N�jor1 N�ja2 Ninor1 Nina2 Conflicting Fla✓vAll 52 0 0 53 0 0 217 217 51 223 219 52 Stage 1 - - - - - - 51 51 - 166 166 - Stac� 2 - - - - - - 166 166 - 57 53 - Qitical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - G7itical Hd�nry Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlavu-up Hclwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot C,a�1 N}anewer 1554 - - 1553 - - 739 681 1017 733 679 1016 Stage1 - - - - - - 962 852 - 836 761 - Stage 2 - - - - - - 836 761 - 955 851 - Platoon blocked, % - - - - Mov Ca�r1 M�r�euver 1554 - - 1553 - - 718 656 1017 706 654 1016 Nbv Ca�r2 NY�newer - - - - - - 713 649 - 714 643 - Stage1 - - - - - - 962 852 - 836 733 - Stage 2 - - - - - - 804 733 - 946 851 - Approed� EB WB NB SB HCM Contrd Delay, s 0 3.9 9.6 10.3 FK�/1 LOS A B Ninor Lane/Major Nfvrrt NBLn1 NBLn2 EBL EBT EBR V�,BL U�BT V�BRSBLn1 Capaaty (veh/h) 713 1017 1554 - - 1553 - - 677 HCM Lane V/C Ratio 0.021 0.01 - - - 0.036 - - 0.003 HCM Coritrd Delay (s) 10.2 8.6 0 - - 7.4 - - 10.3 F-K�VI Lar�e LOS B A A - - A - - B HCM 95th %tile Q(veh) 0.1 0 0 - - 0.1 - - 0 . . � -.. HCM 6th TWSC 3: Busch Drive & Richard Lake Road Iritersec,tion Int Delay, s/veh 4.1 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris � T � �j '� � '� � Traffic Vd, veh/h 0 43 15 62 64 0 23 0 31 0 0 0 Future Vd, veh/h 0 43 15 62 64 0 23 0 31 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth 100 - 100 100 - - 150 - - - - - Veh in Median Storage, #- 0 - - 0 - - 1 - - 1 - Q-ade, % - 0 - - 0 - - 0 - - 0 - Peak HourFac�or 92 92 92 92 92 92 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrr�t Rav 0 47 16 67 70 0 25 0 34 0 0 0 2027 Total PM 03�/21/2024 N�jodNTirior N�jor1 N�ja2 Ninor1 Nina2 Conflicting Fla✓vAll 70 0 0 63 0 0 251 251 47 276 267 70 Stage 1 - - - - - - 47 47 - 204 204 - Stac� 2 - - - - - - 204 204 - 72 63 - Qitical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - G7itical Hd�nry Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlavu-up Hclwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot C,a�1 N}anewer 1531 - - 1540 - - 702 652 1071 676 639 99:i Stage1 - - - - - - 967 856 - 798 733 - Stage 2 - - - - - - 798 733 - 938 842 - Platoon blocked, % - - - - Mov Ca�r1 M�r�euver 1531 - - 1540 - - 679 623 1071 632 611 99:i Nbv Ca�r2 NY�newer - - - - - - 679 622 - 661 611 - Stage1 - - - - - - 967 856 - 798 701 - Stage 2 - - - - - - 763 701 - 907 842 - Approed� EB WB NB SB HCM Contrd Delay, s 0 3.7 9.4 0 FK�/1 LOS A A Ninor Lane/Major Nfvrrt NBLn1 NBLn2 EBL EBT EBR V�,BL U�BT V�BRSBLn1 Capaaty (veh/h) 679 1022 1531 - - 1540 - - - HCM Lane V/C Ratio 0.037 0.033 - - - 0.044� - - - HCM Coritrd Delay (s) 10.5 8.6 0 - - 7.4 - - 0 F-K�VI Lar�e LOS B A A - - A - - A HCM 95th %tile Q(veh) 0.1 0.1 0 - - 0.1 - - - . . � -.. HCM 6th TWSC 2024 Existing AM 4: Turnberry Road & Maple Hill Drive 03�/21/2024 Iritersec,tion Int Delay, s/veh 1.7 Nbvement 1/b8L VbBR NBT NBR SBL SBT Lane Corrfiguratia�s �1'r �, �r t� � Traffic Vd, veh/h 71 1 121 30 1 215 Future Vd, vewh 71 1 121 30 1 215 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - - 250 150 - Veh in Median Storage, # 2 - 0 - - 0 Q-ade, % 0 - 0 - - 0 Peak Hour Fac�or 89 89 89 89 89 89 Fieavy Vehides, % 2 2 2 2 2 2 Mvrrt Rav 80 1 136 34 1 242 N�jodMnor Nirior1 Major1 N�ja2 Conflicting Fla✓vAll 380 136 0 0 170 0 Stage 1 136 - - - - - Stac� 2 244 - - - - - Qitical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 - - 2.218 - Pot C,a�1 N}anewer 622 913 - - 1407 - Stage 1 890 - - - - - Stage 2 797 - - - - - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 621 913 - - 1407 - Nbv Ca�r2 NY�newer 722 - - - - - Stage 1 890 - - - - - Stage 2 796 - - - - - :!.. .:. • • • �-. 1. 1 1 • •► C Ninor Lane/Major Mvrrt NBT NBRV4Bl�1 SBL SBT Capaaty (veh/h) - - 724 1407 - HCM Lane V/C Ratio - - 0.112 0.001 - FiCM Coritrd Delay (s) � - - 10.6 7.6 - F-K�VI Lar�e LOS - - B A - HCM 95th %tile Q(veh) - - 0.4 0 - . . � -.. HCM 6th TWSC 2024 Existing PM 4: Turnberry Road & Maple Hill Drive 03�/21/2024 Iritersec,tion Int Delay, s/veh 1 Nbvement 1/b8L VbBR NBT NBR SBL SBT Lane Corrfiguratia�s �1'r �, �r t� � Traffic Vd, veh/h 42 1 215 48 0 146 Future Vd, vewh 42 1 215 48 0 146 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - - 250 150 - Veh in Median Storage, # 2 - 0 - - 0 Q-ade, % 0 - 0 - - 0 Peak Hour Fac�or 84 84 84 84 84 84 Fieavy Vehides, % 2 2 2 2 2 2 �Mrrt Rav 50 1 256 57 0 174 N�jodMnor Nirior1 Major1 N�ja2 Conflicting Fla✓vAll 430 256 0 0 313 0 Stage 1 256 - - - - - Stac� 2 174 - - - - - Qitical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 - - 2.218 - Pot C,a�1 N}anewer 582 783 - - 1247 - Stage 1 787 - - - - - Stage 2 856 - - - - - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 582 783 - - 1247 - Nbv Ca�r2 NY�newer 700 - - - - - Stage 1 787 - - - - - Stage 2 856 - - - - - :!.. .:. • . . �- . � � � • •. : Ninor Lane/Major Mvrrt NBT NBRV4Bl�1 SBL SBT Capaaty (veh/h) - - 702 1247 - HCM Lane V/C Ratio - - 0.073 - - FiCM Coritrd Delay (s) � - - 10.5 0 - F-K�VI Lar�e LOS - - B A - HCM 95th %tile Q(veh) - - 0.2 0 - . . � -.. HCM 6th TWSC 2027 Background AM 4: Turnberry Road & Maple Hill Drive 03�/21/2024 Iritersec,tion Int Delay, s/veh 1.3 Nbvement 1/b8L VbBR NBT NBR SBL SBT Lane Corrfiguratia�s �1'r �, �r t� � Traffic Vd, veh/h 71 1 201 30 1 386 Future Vd, vewh 71 1 201 30 1 386 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - - 250 150 - Veh in Median Storage, # 2 - 0 - - 0 Q-ade, % 0 - 0 - - 0 Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrrt Rav 77 1 218 33 1 420 N�jodMnor Nirior1 Major1 N�ja2 Conflicting Fla✓vAll 640 218 0 0 251 0 Stage 1 218 - - - - - Stac� 2 422 - - - - - Qitical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 - - 2.218 - Pot C,a�1 N}anewer 440 822 - - 1314 - Stage 1 818 - - - - - Stage 2 662 - - - - - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 440 822 - - 1314 - Nbv Ca�r2 NY�newer 590 - - - - - Stage 1 818 - - - - - Stage 2 661 - - - - - :!.. .-. • • • �- . 1 1 • •► C Ninor Lane/Major Mvrrt NBT NBRV4Bl�1 SBL SBT Capaaty (veh/h) - - 592 1314 - HCM Lane V/C Ratio - - 0.132 0.001 - FiCM Coritrd Delay (s) � - - 12 7.7 - F-K�VI Lar�e LOS - - B A - HCM 95th %tile Q(veh) - - 0.5 0 - . . � -.. HCM 6th TWSC 2027 Background PM 4: Turnberry Road & Maple Hill Drive 03�/21/2024 Iritersec,tion Int Delay, s/veh 0.7 Nbvement 1/b8L VbBR NBT NBR SBL SBT Lane Corrfiguratia�s �1'r �, �r t� � Traffic Vd, veh/h 42 1 402 48 0 277 Future Vd, vewh 42 1 402 48 0 277 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - - 250 150 - Veh in Median Storage, # 2 - 0 - - 0 Q-ade, % 0 - 0 - - 0 Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrrt Rav 46 1 437 52 0 301 N�jodMnor Nirior1 Major1 Maja2 Conflicting Fla✓vAll 738 437 0 0 489 0 Stage 1 437 - - - - - Stac� 2 301 - - - - - Qitical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 - - 2.218 - Pot C,a�1 N}anewer 385 620 - - 1074 - Stage 1 651 - - - - - Stage 2 751 - - - - - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 385 620 - - 1074 - Nbv Ca�r2 NY�newer 559 - - - - - Stage 1 651 - - - - - Stage 2 751 - - - - - :!.. .-. • . . �- . � � • •. : Ninor Lane/Major Mvrrt NBT NBRV4Bl�1 SBL SBT Capaaty (veh/h) - - 560 1074 - HCM Lane V/C Ratio - - 0.083 - - FiCM Coritrd Delay (s) � - - 12 0 - F-K�VI Lar�e LOS - - B A - HCM 95th %tile Q(veh) - - 0.3 0 - . . � -.. HCM 6th TWSC 2027 Total AM 4: Turnberry Road & Maple Hill Drive 03�/21/2024 Iritersec,tion Int Delay, s/veh 1.3 Nbvement 1/b8L VbBR NBT NBR SBL SBT Lane Corrfiguratia�s �1'r �, �r t� � Traffic Vd, veh/h 71 1 201 30 1 386 Future Vd, vewh 71 1 201 30 1 386 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - - 250 150 - Veh in Median Storage, # 2 - 0 - - 0 Q-ade, % 0 - 0 - - 0 Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrrt Rav 77 1 218 33 1 420 N�jodMnor Nirior1 Major1 N�ja2 Conflicting Fla✓vAll 640 218 0 0 251 0 Stage 1 218 - - - - - Stac� 2 422 - - - - - Qitical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 - - 2.218 - Pot C,a�1 N}anewer 440 822 - - 1314 - Stage 1 818 - - - - - Stage 2 662 - - - - - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 440 822 - - 1314 - Nbv Ca�r2 NY�newer 590 - - - - - Stage 1 818 - - - - - Stage 2 661 - - - - - :!.. .-. • • • �- . 1 1 • •► C Ninor Lane/Major Mvrrt NBT NBRV4Bl�1 SBL SBT Capaaty (veh/h) - - 592 1314 - HCM Lane V/C Ratio - - 0.132 0.001 - FiCM Coritrd Delay (s) � - - 12 7.7 - F-K�VI Lar�e LOS - - B A - HCM 95th %tile Q(veh) - - 0.5 0 - . . � -.. HCM 6th TWSC 2027 Total PM 4: Turnberry Road & Maple Hill Drive 03�/21/2024 Iritersec,tion Int Delay, s/veh 0.7 Nbvement 1/b8L VbBR NBT NBR SBL SBT Lane Corrfiguratia�s �1'r �, �r t� � Traffic Vd, veh/h 42 1 402 48 0 277 Future Vd, vewh 42 1 402 48 0 277 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - - 250 150 - Veh in Median Storage, # 2 - 0 - - 0 Q-ade, % 0 - 0 - - 0 Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrrt Rav 46 1 437 52 0 301 N�jodMnor Nirior1 Major1 Maja2 Conflicting Fla✓vAll 738 437 0 0 489 0 Stage 1 437 - - - - - Stac� 2 301 - - - - - Qitical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 - - 2.218 - Pot C,a�1 N}anewer 385 620 - - 1074 - Stage 1 651 - - - - - Stage 2 751 - - - - - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 385 620 - - 1074 - Nbv Ca�r2 NY�newer 559 - - - - - Stage 1 651 - - - - - Stage 2 751 - - - - - :!.. .-. • . . �- . � � • •. : Ninor Lane/Major Mvrrt NBT NBRV4Bl�1 SBL SBT Capaaty (veh/h) - - 560 1074 - HCM Lane V/C Ratio - - 0.083 - - FiCM Coritrd Delay (s) � - - 12 0 - F-K�VI Lar�e LOS - - B A - HCM 95th %tile Q(veh) - - 0.3 0 - . . � -.. HCM 6th AWSC 2024 Existing AM 5: Maple Hill Drive & Harbor Drive 03�/21/2024 Iritersec,tion Ir�tersection Delay, s�veh 7.1 Irrteisedion LOS A �t EBL EBT EBR WBL V1iBT V�BFt NBL NBT NBR SBL SBT SBR Lane Corifigurations c� � c� � Traffic Vd, veh/h 4 7 1 1 33 2 4 2 2 1 4 15 Future Vd, vehlh 4 7 1 1 33 2 4 2 2 1 4 15 Peak Hour Factor 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 �Mrrt Rav 6 11 2 2 52 3 6 3 3 2 6 24 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 •.�•. • � �• •-.• •���. • . « . �•...• • r • • « . �.• •.. �. • r • +• • • • �- . • •. Lane Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd Traffic Vd by Lane LT Vd Through Vd RT Vd Lane Flotiv Rate Georr�ehrY G7P Degreeof lJtil (� Departure H�d�nraY ( C,onvergenoe, Y/N � Serviae Time HCM Lane V/C Ratio HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q EB WB WB EB 1 1 SB NB 1 � 1 NB SB 1 � 1 7.2 7.3 A � A � � � NBLn1 F_BLn1 Vb61�1 SBL.n1 50% 33% 3% 5% 25% 58% 92% 20% 25% 8% 6% 75% � �� �� �� s�� 8 12 36 20 � 4 4 1 1 2 7 33 4 � 2 1 2 15 13 19 57 32 � 1 1 1 1 0.014 0.022 0.063 0.032 Hd) � 4.041 4.07 3.997 3.636 Yes Yes Yes Yes � 883 880 898 981 2.077 2.094 2.015 1.671 - 0.015 0.022 0.063 0.033 7.1 7.2 7.3 6.8 A A A A 0 0.1 0.2 0.1 NB SB SB NB 1 1 EB WB 1 � 1 WB EB 1 — 1 7.1 6.8 A — A � � � . . � -.. HCM 6th AWSC 2024 Existing PM 5: Maple Hill Drive & Harbor Drive 03�/21/2024 Iritersec,tion Ir�tersection Delay, s�veh 7.1 Irrteisedion LOS A �t EBL EBT EBR WBL V1iBT V�BFt NBL NBT NBR SBL SBT SBR Lane Corifigurations c� � c� � Traffic Vd, veh/h 7 10 2 1 15 0 2 11 9 1 8 9 Future Vd, vehlh 7 10 2 1 15 0 2 11 9 1 8 9 Peak Hour Fador 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrrt Rav 9 13 3 1 20 0 3 15 12 1 11 12 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 •.�•. • � �• •-.• •���. • . « . �•...• • r • • « . �.• •.. �. • r • +• • • • �- . • •. Lane Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd Traffic Vd by Lane LT Vd Through Vd RT Vd Lane Flotiv Rate Georr�ehrY G7P Degreeof lJtil (� Departure H�d�nraY ( C,onverger�oe, Y/N � Serviae Time HCM Lane V/C Ratio HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q EB WB WB EB 1 1 SB NB 1 � 1 NB SB 1 � 1 7.2 7.2 A � A � � L -� NBLn1 F_BLn1 Vb61�1 SBLn1 9% 37% 6% 6% 'rJ�% �% �% �% 41% 11% 0% 50% � �� �� �� s�� 22 19 16 18 ` 2 7 1 1 11 10 15 8 � 9 2 0 9 29 25 21 24 � 1 1 1 1 0.031 0.029 0.024 0.025 Hd) � 3.806 4.053 4.058 3.749 Yes Yes Yes Yes � 940 884 883 954 1.831 2.074 2.081 1.775 - 0.031 0.028 0.024 0.025 7 7.2 7.2 6.9 A A A A 0.1 0.1 0.1 0.1 NB SB SB NB 1 1 EB WB 1 � 1 WB EB 1 — 1 7 6.9 A — A � � � . . � -.. HCM 6th AWSC 2027 Background AM 5: Maple Hill Drive & Harbor Drive 03�/21/2024 Iritersec,tion Ir�tersection Delay, s�veh 7 Irrteisedion LOS A �t EBL EBT EBR WBL V1iBT V�BFt NBL NBT NBR SBL SBT SBR Lane Corifigurations c� � c� � Traffic Vd, veh/h 4 7 1 1 33 2 4 2 2 1 4 15 Future Vd, vehlh 4 7 1 1 33 2 4 2 2 1 4 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 �Mrrt Rav 4 8 1 1 36 2 4 2 2 1 4 16 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 •.�•. • � �• •-.• •���. • . « . �•...• • r • • « . �.• •.. �. • r • +• • • • �- . • •. Lane Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd Traffic Vd by Lane LT Vd Through Vd RT Vd Lane Flotiv Rate Georr�ehrY G7P Degreeof lJtil (� Departure H�d�nraY ( C,onverger�oe, Y/N � Serviae Time HCM Lane V/C Ratio HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q EB WB WB EB 1 1 SB NB 1 � 1 NB SB 1 � 1 7.1 7.2 A � A � � � NBLn1 F_BLn1 Vb61�1 SBL.n1 50% 33% 3% 5% 25% 58% 92% 20% 25% 8% 6% 75% � �� �� �� s�� 8 12 36 20 � 4 4 1 1 2 7 33 4 � 2 1 2 15 9 13 39 ?2 � 1 1 1 1 0.01 0.015 0.043 0.022 Hd) � 3.992 4.033 3.969 3.592 Yes Yes Yes Yes � 897 889 905 996 2.016 2.05 1.981 1.615 - 0.01 0.015 0.043 0.022 7.1 7.1 7.2 6.7 A A A A 0 0 0.1 0.1 NB SB SB NB 1 1 EB WB 1 � 1 WB EB 1 — 1 7.1 6.7 A — A � � � . . � -.. HCM 6th AWSC 2027 Background PM 5: Maple Hill Drive & Harbor Drive 03�/21/2024 Iritersec,tion Ir�tersection Delay, s�veh 7 Irrteisedion LOS A �t EBL EBT EBR WBL V1iBT V�BFt NBL NBT NBR SBL SBT SBR Lane Corifigurations c� � c� � Traffic Vd, veh/h 7 10 2 1 15 0 2 11 9 1 8 9 Future Vd, vehlh 7 10 2 1 15 0 2 11 9 1 8 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrrt Rav 8 11 2 1 16 0 2 12 10 1 9 10 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 •.�•. • � �• •-.• •���. • . « . �•...• • r • • « . �.• •.. �. • r • +• • • • �- . • •. Lane Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd Traffic Vd by Lane LT Vd Through Vd RT Vd Lane Flotiv Rate Georr�ehrY G7P Degreeof lJtil (� Departure H�d�nraY ( C,onverger�oe, Y/N � Serviae Time HCM Lane V/C Ratio HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q EB WB WB EB 1 1 SB NB 1 � 1 NB SB 1 — 1 7.1 7.1 A � A � � � NBLn1 F_BLn1 Vb61�1 SBLn1 9% 37% 6% 6% 'rJ�% �% �% �% 41% 11% 0% 50% � �� �� �� s�� 22 19 16 18 ` 2 7 1 1 11 10 15 8 � 9 2 0 9 24 21 17 20 � 1 1 1 1 0.025 0.023 0.019 0.02 Hd) � 3.785 4.032 4.036 3.727 Yes Yes Yes Yes � 946 889 888 961 1.806 2.049 2.054 1.748 - 0.025 0.024 0.019 0.021 6.9 7.1 7.1 6.8 A A A A 0.1 0.1 0.1 0.1 NB SB SB NB 1 1 EB WB 1 � 1 WB EB 1 — 1 6.9 6.8 A — A � � � . . � -.. HCM 6th AWSC 2027 Total AM 5: Maple Hill Drive & Harbor Drive 03�/21/2024 Iritersec,tion Ir�tersection Delay, s�veh 7 Irrteisedion LOS A �t EBL EBT EBR WBL V1iBT V�BFt NBL NBT NBR SBL SBT SBR Lane Corifigurations c� � c� � Traffic Vd, veh/h 4 7 1 1 33 2 4 2 2 1 4 15 Future Vd, vehlh 4 7 1 1 33 2 4 2 2 1 4 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 �Mrrt Rav 4 8 1 1 36 2 4 2 2 1 4 16 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 •.�•. • � �• •-.• •���. • . « . �•...• • r • • « . �.• •.. �. • r • +• • • • �- . • •. Lane Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd Traffic Vd by Lane LT Vd Through Vd RT Vd Lane Flotiv Rate Georr�ehrY G7P Degreeof lJtil (� Departure H�d�nraY ( C,onverger�oe, Y/N � Serviae Time HCM Lane V/C Ratio HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q EB WB WB EB 1 1 SB NB 1 � 1 NB SB 1 � 1 7.1 7.2 A � A � � � NBLn1 F_BLn1 Vb61�1 SBL.n1 50% 33% 3% 5% 25% 58% 92% 20% 25% 8% 6% 75% � �� �� �� s�� 8 12 36 20 � 4 4 1 1 2 7 33 4 � 2 1 2 15 9 13 39 ?2 � 1 1 1 1 0.01 0.015 0.043 0.022 Hd) � 3.992 4.033 3.969 3.592 Yes Yes Yes Yes � 897 889 905 996 2.016 2.05 1.981 1.615 - 0.01 0.015 0.043 0.022 7.1 7.1 7.2 6.7 A A A A 0 0 0.1 0.1 NB SB SB NB 1 1 EB WB 1 � 1 WB EB 1 — 1 7.1 6.7 A — A � � � . . � -.. HCM 6th AWSC 2027 Total PM 5: Maple Hill Drive & Harbor Drive 03�/21/2024 Iritersec,tion Ir�tersection Delay, s�veh 7 Irrteisedion LOS A �t EBL EBT EBR WBL V1iBT V�BFt NBL NBT NBR SBL SBT SBR Lane Corifigurations c� � c� � Traffic Vd, veh/h 7 10 2 1 15 0 2 11 9 1 8 9 Future Vd, vehlh 7 10 2 1 15 0 2 11 9 1 8 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrrt Rav 8 11 2 1 16 0 2 12 10 1 9 10 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 •.�•. • � �• •-.• •���. • . « . �•...• • r • • « . �.• •.. �. • r • +• • • • �- . • •. Lane Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd Traffic Vd by Lane LT Vd Through Vd RT Vd Lane Flotiv Rate Georr�ehrY G7P Degreeof lJtil (� Departure H�d�nraY ( C,onverger�oe, Y/N � Serviae Time HCM Lane V/C Ratio HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q EB WB WB EB 1 1 SB NB 1 � 1 NB SB 1 — 1 7.1 7.1 A � A � � � NBLn1 F_BLn1 Vb61�1 SBLn1 9% 37% 6% 6% 'rJ�% �% �% �% 41% 11% 0% 50% � �� �� �� s�� 22 19 16 18 ` 2 7 1 1 11 10 15 8 � 9 2 0 9 24 21 17 20 � 1 1 1 1 0.025 0.023 0.019 0.02 Hd) � 3.785 4.032 4.036 3.727 Yes Yes Yes Yes � 946 889 888 961 1.806 2.049 2.054 1.748 - 0.025 0.024 0.019 0.021 6.9 7.1 7.1 6.8 A A A A 0.1 0.1 0.1 0.1 NB SB SB NB 1 1 EB WB 1 � 1 WB EB 1 — 1 6.9 6.8 A — A � � � . . � -.. HCM 6th AWSC 2024 Existing AM 6: Lemay Avenue & Country Club Road 03�/21/2024 Irrters�tion Ir�tersection Delay, s�veh 18 Irrteisedion LOS C �t EBL EBT EBR WBL V1iBT V�BFt NBL NBT NBR SBL SBT SBR Lane Corifigurations c� � c� � Traffic Vd, veh/h 4 184 83 190 179 10 37 43 103 26 122 4 Future Vd, vehlh 4 184 83 190 179 10 37 43 103 26 122 4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrrt Rav 5 216 98 224 211 12 44 51 121 31 144 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 •.�•. • � �• •-.• •���. • . « . �•...• • r • • « . �.• •.. �. • r • +• • • • �- . • •► Lane Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd Traffic Vd by Lane LT Vd Through Vd RT Vd Lane Flotiv Rate Georr�ehrY G7P Degreeof lJtil (� Departure H�d�nraY ( C,onverger�oe, Y/N � Serviae Time HCM Lane V/C Ratio HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q EB WB WB EB 1 1 SB NB 1 � 1 NB SB 1 — 1 15.5 24 C � C � � � NBI�1 F_BLn1 V1�61�1 SBLn1 20% 1% 50% 17% 23% 68% 47% 80% 56% 31% 3% 3% � �� �� �� s�� 183 271 379 152 - 37 4 190 26 43 184 179 122 � 103 83 10 4 215 319 446 179 � 1 1 1 1 0.381 0.527 0.738 0.336 Hd) � 6.374 5.952 5.96 6.774 Yes Yes Yes Yes � 564 606 606 529 4.431 4.003 4.006 4.834 - 0.381 0.526 0.736 0.338 13.3 15.5 24 13.3 B C C B 1.8 3.1 6.4 1.5 NB SB SB NB 1 1 EB WB 1 � 1 WB EB 1 - 1 13.3 13.3 B - B � — � . . � -.. HCM 6th AWSC 2024 Existing PM 6: Lemay Avenue & Country Club Road 03�/21/2024 Irrters�tion Iritersection Delay, s�veh 19.1 Irrteisedion LOS C �t EBL EBT EBR WBL V1iBT V�BFt NBL NBT NBR SBL SBT SBR Lane Corifigurations c� � � � Traffic Vd, veh/h 11 263 55 157 148 22 51 106 192 21 53 6 Future Vd, vehlh 11 263 55 157 148 22 51 106 192 21 53 6 Peak Hour Factor 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 Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 �Mrrt Rav 12 292 61 174 164 24 57 118 213 23 59 7 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 •.�•. • � �• •-.• •���. • . « . �•...• • r • • « . �.• •.. �. • r • +• • • • �- . • •► Lane Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd Traffic Vd by Lane LT Vd Through Vd RT Vd Lane Flotiv Rate Georr�ehrY G7P Degreeof lJtil (� Departure H�d�nraY ( C,onverger�oe, Y/N � Serviae Time HCM Lane V/C Ratio HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q EB WB WB EB 1 1 SB NB 1 � 1 NB SB 1 - 1 19.1 19.8 C � C � — � NBLn1 F_BLn1 Vb61�1 SBLn1 15% 3% 48% 26% �% �% QJ% �% 55% 17% 7% 7% � �� �� �� �� 349 329 327 80 - 51 11 157 21 106 263 148 53 � 192 55 ?2 6 388 366 363 89 � 1 1 1 1 0.656 0.626 0.636 0.178 Hd) � 6.087 6.167 6.306 7.217 Yes Yes Yes Yes � 593 585 570 494 4.14 4.225 4.365 5.299 - 0.654 0.626 0.637 0.18 20.1 19.1 19.8 11.9 C C C B 4.8 4.3 4.5 0.6 NB SB SB NB 1 1 EB WB 1 � 1 WB EB 1 - 1 20.1 11.9 C - B � — � . . � -.. HCM 6th AWSC 2027 Background AM 6: Lemay Avenue & Country Club Road �/�/�4 Irrters�tion Ir�tersection Delay, s�veh 40.4 Irrteisedion LOS E �t EBL EBT EBR WBL V1iBT V�BFt NBL NBT NBR SBL SBT SBR Lane Corifigurations c� � c� � Traffic Vd, veh/h 5 224 94 252 248 17 51 46 135 34 132 6 Future Vd, vehlh 5 224 94 252 248 17 51 46 135 34 132 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 �Mrrt Rav 5 243 102 274 270 18 55 50 147 37 143 7 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 •.�•. • � �• •-.• •���. • . « . �•...• • r • • « . �.• •.. �. • r • +• • • • �- . • •. Lane Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd Traffic Vd by Lane LT Vd Through Vd RT Vd Lane Flotiv Rate Georr�ehrY G7P Degreeof lJtil (� Departure H�d�nraY ( C,onverger�oe, Y/N � Serviae Time HCM Lane V/C Ratio HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q EB WB WB EB 1 1 SB NB 1 � 1 NB SB 1 � 1 21.8 70.5 C � F � � � NBI�1 F_BLn1 V1�61�1 SBLn1 22% 2% 49% 20% 20% 69% 48% T/% 58% 29% 3% 3% � �� �� �� s�� 232 323 517 172 - 51 5 252 34 46 224 248 132 � 135 94 17 6 252 351 562 187 � 1 1 1 1 0.502 0.652 1.025 0.4 Hd) � 7.327 6.842 6.569 7.887 Yes Yes Yes Yes � 494 530 556 460 5.327 4.842 4.569 5.887 - 0.51 0.662 1.011 0.407 17.5 21.8 70.5 16 C C F C 2.8 4.7 15.4 1.9 NB SB SB NB 1 1 EB WB 1 � 1 WB EB 1 — 1 17.5 16 C — C � � � . . � -.. HCM 6th AWSC 2027 Background PM 6: Lemay Avenue & Country Club Road �/�/�4 Irrters�tion Ir�tersection Delay, s�veh 67 Irrtersedion LOS F �t EBL EBT EBR WBL V1iBT V�BFt NBL NBT NBR SBL SBT SBR Lane Corifigurations c� � c� � Traffic Vd, veh/h 13 346 70 209 206 30 61 114 261 31 59 9 Future Vd, vehlh 13 346 70 209 206 30 61 114 261 31 59 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 �Mrrt Rav 14 376 76 227 224 33 66 124 284 34 64 10 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 •.�•. • � �• •-.• •���. • . « . �•...• • r • • « . �.• •.. �. • r • +• • • • �- . • •. Lane Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd Traffic Vd by Lane LT Vd Through Vd RT Vd Lane Flotiv Rate Georr�ehrY G7P Degreeof lJtil (� Departure H�d�nraY ( C,onverger�oe, Y/N � Serviae Time HCM Lane V/C Ratio HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q EB WB WB EB 1 1 SB NB 1 � 1 NB SB 1 - 1 66.4 84.7 F � F � � � NBLn1 F_BLn1 V1�61�1 SBLn1 14% 3% 47% 31% 26% 81% 46% 60% 60% 16% 7% 9% � �� �� �� �� 436 429 445 99 - 61 13 209 31 114 346 206 59 � 261 70 30 9 474 466 484 108 � 1 1 1 1 0.965 0.985 1.052 0.284 Hd) � 7.639 7.825 7.831 9.839 Yes Yes Yes Yes � 479 466 464 368 5.639 5.825 5.865 7.839 - 0.99 1 1.043 0.293 60.9 66.4 84.7 16.7 F F F C 12.1 12.6 15 1.1 NB SB SB NB 1 1 EB WB 1 � 1 WB EB 1 - 1 60.9 16.7 F � C � � � . . � -.. HCM 6th Roundabout 2027 Total AM 6: Lemay Avenue & Country Club Road 03�/21/2024 Irrters�tion Ir�tersection Delay, s�veh Irrtersection LOS Errtry L�ries Conflic�ing Cirde Lanes Adj Approach Flatiu, veh/h Demand Rotiv Rate, veh/h Vehides Circulating, veWh V�ides F�dting, veWh P�d Vd G7ossing Leg, #/h Ped Cap Adj Approach Delay, s/veh Appraach LOS Lane Designated Nbves Assurr�ed Nbves RT Chanr�elized Lane Util Fdla✓u-l� Headv�ay, s G7itical H�duuay, s E.ntry Rav, veh/h Cap F�try Larie, veh/h Eritry FiV Adj Fac#or Rav F�try, veh/h Cap F�try, vef�✓h e✓ V/C Ratio Contrd D�ellay, s�veh De L05 95th %tile C�.ieue, veh 8.2 A � � � Left LTR LTR 1.000 2.609 4.976 361 850 0.981 354 834 0.425 9.6 A 2 EB 1 1 354 361 475 349 0 1.000 9.6 A � � i � � � — � � Left LTR LTR 1.000 2.609 4.976 5�J5 1231 0.980 583 1207 0.483 8.2 A 3 WB 1 1 583 595 112 443 0 1.000 8.2 A � — � � � — � � � Left LTR LTR 1.000 2.609 4.976 260 1021 0.981 255 1002 0.255 6.1 A 1 NB 1 1 255 260 295 541 0 1.000 6.1 A � � i � � � SB 1 1 — 187 191 � � 74 - 0 1.000 8.2 A Left LTR LTR 1.000 2.609 4.976 191 724 0.980 187 709 0.264 8.2 A 1 i � � — � � . . � -.. HCM 6th Roundabout 2027 Total PM 6: Lemay Avenue & Country Club Road 03�/21/2024 Irrters�tion Ir�tersection Delay, s�veh Irrtersection LOS Errtry L�ries Conflic�ing Cirde Lanes Adj Approach Flatiu, veh/h Demand Rotiv Rate, veh/h Vehides Circulating, veWh V�ides F�dting, veWh P�d Vd G7ossing Leg, #/h Ped Cap Adj Approach Delay, s/veh Appraach LOS Lane Designated Nbves Assurr�ed Nbves RT Chanr�elized Lane Util Fdla✓u-l� Headv�ay, s G7itical H�duuay, s E.ntry Rav, veh/h Cap F�try Larie, veh/h Eritry FiV Adj Fac#or Rav F�try, veh/h Cap F�try, vef�✓h e✓ V/C Ratio Contrd D�ellay, s�veh De L05 95th %tile C�.ieue, veh 9.9 A � � � Left LTR LTR 1.000 2.609 4.976 487 977 0.980 477 957 0.499 9.9 A 3 EB 1 1 477 487 339 312 0 1.000 9.9 A � � i � � � — � � Left LTR LTR 1.000 2.609 4.976 508 1117 0.979 497 1094 0.455 8.3 A 2 WB 1 1 497 508 207 731 0 1.000 8.3 A � — i — � — � � � Left LTR LTR 1.000 2.609 4.976 494 877 0.981 48,5 861 0.563 12.2 B 4 NB 1 1 485 494 444� 382 0 1.000 12.2 B � � i � � � SB 1 1 — 108 110 � 541 174 - 0 1.000 6.1 A Left LTR LTR 1.000 2.609 4.976 110 795 0.979 108 778 0.138 6.1 A 0 i � � — � � . . � -.. Timings 2024 Existing AM 7: Turnberry Road & Country Club Road 03�/21/2024 -' � � �- � � T �► 1 -� Lane CYoup EBL EBT EBR WBL V1�BT NBL NBT SBL SBT SBR �ane Corrfigurations � T � 'i '� � '� � '� � Traffic Vdume (vph) 104 31 137 26 46 118 49 1 96 229 Future Vdume (vph) 104 31 137 26 46 118 49 1 96 229 Tum Type Perrn NA Perm Perm NA P�m NA P�m NA P�-m - R-oteded Phases 4 8 2 6 P�mitted Phases � 4 4 8 2 6 6 - Detec#a- Phase 4 4 4 8 8 2 2 6 6 6 �itch Phase � - Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 22.5 22.5 22.5 ?2.5 22.5 ?2.5 22.5 ?2.5 22.5 22.5 - Total Split (s) 42.0 42.0 42.0 42.0 42.0 48.0 48.0 48.0 48.0 48.0 Total Split (%) 46.7% 46.7°/o 46.7% 46.7% 46.7% 53.3% 53.3% 53.3% 53.3% 53.3% - YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 - Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 - Lead/Lag L�d-Lag Optirrize? � F�Call Mode None None Norie None Norie GMa�c GMax GN}ax GMax GMax Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: NBTL arid 6: SBTL, Start of Q'een Natural G�le: 45 Contrd Type: Aduated-Coa-dinated . . � -.. HCM 6th Signalized Intersection Summary 2024 Existing AM 7: Turnberry Road & Country Club Road 03�/21/2024 -' � � �- � � � t � �► 1 -� Nbv�t EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR SBL SBT SBR �ane Cor�igurations �i T � 'i � �i � 'i T � Traffic Vdume (vewh) 104 31 137 26 46 0 118 49 15 1 96 229 Future Vdume (vewh) 104 31 137 26 46 0 118 49 15 1 96 229 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih 116 34 152 29 51 0 131 54 17 1 107 254 P�k Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vett/h 238 263 223 229 263 0 840 1036 326 1077 1421 1204 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.00 0.76 0.76 0.76 0.76 0.76 0.76 Sat Flau, veh/h 1354 1870 1585 1198 1870 0 1021 1364 429 1329 1870 1585 QpVdume(v), veh/h 116 34 152 29 51 0 131 0 71 1 107 254 Grp Sat Flcr�(s),veh/I�In 1354 1870 1585 1198 1870 0 1021 0 1793 1329 1870 158,5 Q Serve(�s), s 7.5 1.4 8.2 2.0 2.2 0.0 3.4 0.0 0.9 0.0 1.3 4.1 Gyde Q Cl�r(�c), s 9.6 1.4 8.2 3.4 2.2 0.0 4.7 0.0 0.9 0.9 1.3 4.1 R-op In Larie 1.00 1.00 1.00 0.00 1.00 0.24 1.00 1.00 Lane Qp Cap(c), veWh 238 263 223 229 263 0 840 0 1362 1077 1421 1204 V/C Ratio(� 0.49 0.13 0.68 0.13 0.19 0.00 0.16 0.00 0.05 0.00 0.08 0.21 Avail Cap(c a), vehlh 611 779 660 560 779 0 840 0 1362 1077 1421 1204 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Unifa�m Delay (d), s/veh 38.4 33.9 36.8 35.3 34.2 0.0 3.4 0.0 2.7 2.8 2.8 3.1 Ina� Delay (d2), s/veh 1.6 0.2 3.7 0.2 0.4 0.0 0.4 0.0 0.1 0.0 0.1 0.4 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 2.5 0.7 3.4 0.6 1.0 0.0 0.6 0.0 0.3 0.0 0.4 1.1 Unsig. Nbvement Delay, s/veh Lr� Delay(d),s�veh 40.0 34.1 40.4 35.6 34.5 0.0 3.8 0.0 2.8 2.8 2.9 3.5 LnQp LOS D C D D C A A A A A A A Appraed� Vd, veh/h 302 80 202 362 Ap�xoach Delay, s✓veh 39.5 34.9 3.4 3.3 Approadi L06 � D f C A � A � Timer - Assianed Phs Phs D�n-ation (G+Y+Rc), s Charx�e Pe�iod (Y+Rc), s N�x Green Setting (C�r�ax), s Max Q Cl�r Tirre (�c+l 1), s Green E� Tirre (p c), s 2 72.9 4.5 43.5 6.7 1.0 4 6 17.1 72.9 4.5 4.5 37.5 i 43.5 11.6 6.1 1.0 � 1.5 17.1 4.5 37.5 5.4 0.3 Intersec,tion Surrrr�ary HCM 6th Ctri Delay 17.6 HCM 6th LOS B . . � -.. Timings 2024 Existing PM 7: Turnberry Road & Country Club Road 03�/21/2024 -' � � �- � � T 1 -� Lane CYoup EBL EBT EBR WBL V1�BT NBL NBT SBT SBR �ane Cor�igurations �i T � 'i � � � T � Traffic Vdume (vph) 213 59 155 20 30 170 72 67 153 Future Vdume (vph) 213 59 155 20 30 170 72 67 153 Tum Type Perrn NA Perm Pemi NA P�m NA NA Perrn R-oteded Phases 4 8 2 6 P�rrritted Phases � 4 4 8 2 6 Detec#a- Phase 4 4 4 8 8 2 2 6 6 �itch Phase � Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 22.5 22.5 22.5 22.5 22.5 ?2.5 22.5 22.5 22.5 Total Split (s) 50.0 50.0 50.0 50.0 50.0 40.0 40.0 40.0 40.0 Tot81 Split (%) 55.6% 55.6% 55.6% 55.6% 55.6% 44.4% 44.4% 44.4% 44.4% YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag L�d-Lag Optirrize? F�Call Mode None None Norie None Norie GMa�c GMax GN}ax GMax Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: NBTL arid 6: SBTL, Start of Q'een Natural G�le: 45 Contrd Type: Aduated-Coa-dinated . . � -.. HCM 6th Signalized Intersection Summary 2024 Existing PM 7: Turnberry Road & Country Club Road 03�/21/2024 -' � � �- � � � t � �► 1 -� Nbv�t EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR SBL SBT SBR �ane Cor�igurations �i T � 'i � �i � 'i T � Traffic Vdume (vewh) 213 59 155 20 30 0 170 72 28 0 67 153 Future Vdume (vewh) 213 59 155 20 30 0 170 72 28 0 67 153 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih 224 62 163 21 32 0 179 76 29 0 71 161 P�k Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vett/h 350 392 333 291 392 0 859 890 340 80 1291 1094 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.00 0.69 0.69 0.69 0.00 0.69 0.69 SatFlau,veh/h 1377 1870 1585 1156 1870 0 1148 1290 492 1289 1870 1585 QpVdume(v), veh/h 224 62 163 21 32 0 179 0 105 0 71 161 Grp Sat Flcr�(s),veh/I�In 1377 1870 1585 1156 1870 0 1148 0 1782 1289 1870 158,5 Q Serve(�s), s 14.1 2.4 8.2 1.4 1.2 0.0 5.4 0.0 1.7 0.0 1.1 3.2 Gyde Q Cl�r(�c), s 15.3 2.4 8.2 3.8 1.2 0.0 6.5 0.0 1.7 0.0 1.1 3.2 R-op In Larie 1.00 1.00 1.00 0.00 1.00 0.28 1.00 1.00 Lane C�p Cap(c), veWh 350 392 333 291 392 0 859 0 1230 80 1291 1094 V/C Ratio(� 0.64 0.16 0.49 0.07 0.08 0.00 0.21 0.00 0.09 0.00 0.05 0.15 Avail Cap(c a), vehlh 757 946 801 633 946 0 859 0 1230 80 1291 1094 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 Unifa�m Delay (d), s/veh 34.7 29.1 31.3 30.6 28.6 0.0 5.5 0.0 4.6 0.0 4.5 4.8 Incr Delay (d2), s/veh 2.0 0.2 1.1 0.1 0.1 0.0 0.6 0.0 0.1 0.0 0.1 0.3 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 4.8 1.1 3.2 0.4 0.6 0.0 1.2 0.0 0.6 0.0 0.4 1.0 Unsig. Nbvement Delay, s/veh Lr� Delay(d),s�veh 36.7 29.2 32.4 30.7 28.7 0.0 6.1 0.0 4.7 0.0 4.6 5.1 LnQp LOS D C C C C A A A A A A A Appraed� Vd, veh/h 449 53 284 232 Ap�xoach Delay, s✓veh 34.1 29.5 5.6 4.9 Approadi L06 � C f C A � A + Timer - Assianed Phs Phs D�n-ation (G+Y+Rc), s Charx�e Pe�iod (Y+Rc), s N�x Green Setting (C�r�ax), s Max Q Cl�r Tirre (�c+l 1), s Green E� Tirre (p c), s 2 66.6 4.5 35.5 8.5 1.3 4 6 23.4 66.6 4.5 4.5 45.5 i 35.5 17.3 5.2 1.6 � 0.9 23.4 4.5 45.5 5.8 0.2 Intersec,tion Surrrr�ary HCM 6th Ctri Delay 19.3 HCM 6th LOS B . . � -.. Timings 2027 Background AM 7: Turnberry Road & Country Club Road 03�/21/2024 -' � � �- � � T �► 1 -� Lane CYoup EBL EBT EBR WBL V1�BT NBL NBT SBL SBT SBR �ane Cor�igurations �i T � 'i � � � � T � Traffic Vdume (vph) 142 33 179 28 49 174 90 3 178 320 Future Vdume (vph) 142 33 179 28 49 174 90 3 178 320 Tum Type Perrn NA Perm Perm NA P�m NA P�m NA P�m - R-oteded Phases 4 8 2 6 P�mitted Phases � 4 4 8 2 6 6 - Detec#a- Phase 4 4 4 8 8 2 2 6 6 6 �itch Phase � - Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 22.5 22.5 22.5 ?2.5 22.5 ?2.5 22.5 ?2.5 22.5 22.5 - Total Split (s) 42.0 42.0 42.0 42.0 42.0 48.0 48.0 48.0 48.0 48.0 Total Split (%) 46.7% 46.7°/o 46.7% 46.7% 46.7% 53.3% 53.3% 53.3% 53.3% 53.3% - YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 - Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 - Lead/Lag L�d-Lag Optirrize? � F�Call Mode None None Norie None Norie GMa�c GMax GN}ax GMax GMax Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: NBTL arid 6: SBTL, Start of Q'een Natural G�le: 45 Contrd Type: Aduated-Coa-dinated . . � -.. HCM 6th Signalized Intersection Summary 2027 Background AM 7: Turnberry Road & Country Club Road 03�/21/2024 -' � � �- � � � t � �► 1 -� Nbv�t EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR SBL SBT SBR �ane Cor�igurations �i T � 'i � �i � 'i T � Traffic Vdume (vewh) 142 33 179 28 49 0 174 90 15 3 178 320 Future Vdume (vewh) 142 33 179 28 49 0 174 90 15 3 178 320 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih 154 36 195 30 53 0 189 98 16 3 193 348 P�k Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vett/h 278 319 271 257 319 0 684 1144 187 989 1364 1156 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.00 0.73 0.73 0.73 0.73 0.73 0.73 Sat Flau, veh/h 1351 1870 1585 1149 1870 0 865 1568 256 1279 1870 1585 QpVdume(v), veh/h 154 36 195 30 53 0 189 0 114 3 193 348 Grp Sat Flcr�(s),veh/I�In 1351 1870 1585 1149 1870 0 865 0 1824 1279 1870 158,5 Q Serve(�s), s 9.9 1.5 10.5 2.0 2.2 0.0 7.6 0.0 1.6 0.1 2.8 6.9 Gyde Q Cl�r(�c), s 12.1 1.5 10.5 3.5 2.2 0.0 10.4 0.0 1.6 1.7 2.8 6.9 R-op In Larie 1.00 1.00 1.00 0.00 1.00 0.14 1.00 1.00 Lane Qp Cap(c), veWh 278 319 271 257 319 0 684 0 1330 989 1364 1156 V/C Ratio(� 0.55 0.11 0.72 0.12 0.17 0.00 0.28 0.00 0.09 0.00 0.14 0.30 Avail Cap(c a), vehlh 610 779 660 540 779 0 684 0 1330 989 1364 1156 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Unifa�m Delay (d), s/veh 37.0 31.6 35.3 33.0 31.9 0.0 5.2 0.0 3.5 3.8 3.7 4.2 Ina� Delay (d2), s/veh 1.7 0.2 3.6 0.2 0.2 0.0 1.0 0.0 0.1 0.0 0.2 0.7 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 3.3 0.7 4.2 0.6 1.0 0.0 1.3 0.0 0.5 0.0 0.9 1.9 Unsig. Nbvement Delay, s/veh Lr� Delay(d),s�veh 38.7 31.7 38.9 33.2 32.1 0.0 6.2 0.0 3.6 3.8 3.9 4.9 LnQp LOS D C D C C A A A A A A A Appraed� Vd, veh/h 385 83 303 544 Ap�xoach Delay, s✓veh 38.2 32.5 5.3 4.5 Approadi L06 � D f C A � A � Timer - Assianed Phs Phs D�n-ation (G+Y+Rc), s Charx�e Pe�iod (Y+Rc), s N�x Green Setting (C�r�ax), s Max Q Cl�r Tirre (�c+l 1), s Green E� Tirre (p c), s 2 70.1 4.5 43.5 12.4 1.9 4 6 19.9 70.1 4.5 4.5 37.5 i 43.5 14.1 8.9 1.3 � 2.5 19.9 4.5 37.5 5.5 0.4 Intersec,tion Surrrr�ary HCM 6th Ctri Delay 16.3 HCM 6th LOS B . . � -.. Timings 2027 Background PM 7: Turnberry Road & Country Club Road 03�/21/2024 -' � � �- � � T �► 1 -� Lane CYoup EBL EBT EBR WBL V1�BT NBL NBT SBL SBT SBR �ane Corrfigurations � T � 'i '� � '� � '� � Traffic Vdume (vph) 311 63 227 21 32 231 162 5 134 214 Future Vdume (vph) 311 63 227 21 32 231 162 5 134 214 Tum Type Perrn NA Perm Perm NA P�m NA P�m NA P�-m - R-oteded Phases 4 8 2 6 P�mitted Phases � 4 4 8 2 6 6 - Detec#a- Phase 4 4 4 8 8 2 2 6 6 6 �itch Phase � - Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 22.5 22.5 22.5 22.5 22.5 ?2.5 22.5 22.5 22.5 22.5 - Total Split (s) 50.0 50.0 50.0 50.0 50.0 40.0 40.0 40.0 40.0 40.0 Tot81 Split (%) 55.6% 55.6% 55.6% 55.6% 55.6% 44.4% 44.4% 44.4% 44.4% 44.4% - YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 - Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 - Lead/Lag L�d-Lag Optirrize? � F�Call Mode None None Norie None Norie GMa�c GMax GN}ax GMax GMax Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: NBTL arid 6: SBTL, Start of Q'een Natural G�le: 45 Contrd Type: Aduated-Coa-dinated . . � -.. HCM 6th Signalized Intersection Summary 2027 Background PM 7: Turnberry Road & Country Club Road 03�/21/2024 -' � � �- � � � t � �► 1 -� Nbv�t EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR SBL SBT SBR �ane Cor�igurations �i T � 'i � �i � 'i T � Traffic Vdume (vewh) 311 63 227 21 32 0 231 162 30 5 134 214 Future Vdume (vewh) 311 63 227 21 32 0 231 162 30 5 134 214 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih 338 68 247 23 35 0 251 176 33 5 146 233 P�k Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vett/h 467 553 468 366 553 0 653 926 174 729 1131 958 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.00 0.60 0.60 0.60 0.60 0.60 0.60 Sat Flau, veh/h 1373 1870 1585 1065 1870 0 1004 1532 287 1173 1870 1585 QpVdume(v), veh/h 338 68 247 23 35 0 251 0 209 5 146 233 Grp Sat Flcr�(s),veh/I�In 1373 1870 1585 1065 1870 0 1004 0 1819 1173 1870 158,5 Q Serve(�s), s 21.1 2.4 11.7 1.5 1.2 0.0 12.9 0.0 4.6 0.2 3.0 6.1 Gyde Q Cl�r(�c), s 22.3 2.4 11.7 3.8 1.2 0.0 15.9 0.0 4.6 4.8 3.0 6.1 R-op In Larie 1.00 1.00 1.00 0.00 1.00 0.16 1.00 1.00 Lane Qp Cap(c), veWh 467 553 468 366 553 0 653 0 1099 729 1131 958 V/C Ratio(� 0.72 0.12 0.53 0.06 0.06 0.00 0.38 0.00 0.19 0.01 0.13 0.24 Avail Cap(c a), vehlh 756 946 801 590 946 0 653 0 1099 729 1131 958 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Unifa�m Delay (d), s/veh 30.8 23.2 26.5 24.6 22.8 0.0 11.0 0.0 8.0 9.0 7.6 8.3 Ina� Delay (d2), s/veh 2.1 0.1 0.9 0.1 0.0 0.0 1.7 0.0 0.4 0.0 0.2 0.6 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 7.0 1.1 4.4 0.4 0.5 0.0 2.9 0.0 1.8 0.0 1.2 2.1 Unsig. Nbvement Delay, s/veh Lr� Delay(d),s�veh 32.9 23.3 27.4 24.7 22.8 0.0 12.7 0.0 8.3 9.0 7.9 8.9 LnQp LOS C C C C C A B A A A A A Appraed� Vd, veh/h 653 58 460 384 Ap�xoach Delay, s✓veh 29.8 23.5 10.7 8.5 Approad� L06 � C f C B � A + Timer - Assianed Phs Phs D�n-ation (G+Y+Rc), s Charx�e Pe�iod (Y+Rc), s N�x Green Setting (C�r�ax), s Max Q Cl�r Tirre (�c+l 1), s Green E� Tirre (p c), s 2 58.9 4.5 35.5 17.9 2.3 4 6 31.1 58.9 4.5 4.5 45.5 i 35.5 24.3 8.1 2.3 � 1.7 31.1 4.5 45.5 5.8 0.3 Intersec,tion Surrrr�ary HCM 6th Ctri Delay 18.7 HCM 6th LOS B . . � -.. Timings 2027 Total AM 7: Turnberry Road & Country Club Road 03�/21/2024 -' � � �- � � T �► 1 -� Lane CYoup EBL EBT EBR WBL V1�BT NBL NBT SBL SBT SBR �ane Cor�igurations �i T � 'i � � � � T � Traffic Vdume (vph) 142 33 186 28 49 193 90 3 178 320 Future Vdume (vph) 142 33 186 28 49 193 90 3 178 320 Tum Type Perrn NA Perrn Perm NA P�m NA P�m NA P�m - R-oteded Phases 4 8 2 6 P�mitted Phases � 4 4 8 2 6 6 - Detec#a- Phase 4 4 4 8 8 2 2 6 6 6 �itch Phase � - Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 22.5 22.5 22.5 ?2.5 22.5 ?2.5 22.5 ?2.5 22.5 22.5 - Total Split (s) 42.0 42.0 42.0 42.0 42.0 48.0 48.0 48.0 48.0 48.0 Total Split (%) 46.7% 46.7°/o 46.7% 46.7% 46.7% 53.3% 53.3% 53.3% 53.3% 53.3% - YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 - Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 - Lead/Lag L�d-Lag Optirrize? � F�Call Mode None None Norie None Norie GMa�c GMax GN}ax GMax GMax Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: NBTL arid 6: SBTL, Start of Q'een Natural G�le: 45 Contrd Type: Aduated-Coa-dinated . . � -.. HCM 6th Signalized Intersection Summary 2027 Total AM 7: Turnberry Road & Country Club Road 03�/21/2024 -' � � �- � � � t � �► 1 -� Nbv�t EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR SBL SBT SBR �ane Cor�igurations �i T � 'i � �i � 'i T � Traffic Vdume (vewh) 142 33 186 28 49 0 193 90 15 3 178 320 Future Vdume (vewh) 142 33 186 28 49 0 193 90 15 3 178 320 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih 154 36 202 30 53 0 210 98 16 3 193 348 P�k Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vett/h 278 320 271 257 320 0 683 1143 187 989 1364 1156 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.00 0.73 0.73 0.73 0.73 0.73 0.73 Sat Flau, veh/h 1351 1870 1585 1142 1870 0 865 1568 256 1279 1870 1585 QpVdume(v), veh/h 154 36 202 30 53 0 210 0 114 3 193 348 Grp Sat Flcr�(s),veh/I�In 1351 1870 1585 1142 1870 0 865 0 1824 1279 1870 158,5 Q Serve(�s), s 9.9 1.5 10.9 2.1 2.2 0.0 8.7 0.0 1.6 0.1 2.8 6.9 Gyde Q Cl�r(�c), s 12.1 1.5 10.9 3.5 2.2 0.0 11.5 0.0 1.6 1.7 2.8 6.9 R-op In Larie 1.00 1.00 1.00 0.00 1.00 0.14 1.00 1.00 Lane Qp Cap(c), veWh 278 320 271 257 320 0 683 0 1330 989 1364 1156 V/C Ratio(� 0.55 0.11 0.75 0.12 0.17 0.00 0.31 0.00 0.09 0.00 0.14 0.30 Avail Cap(c a), vehlh 610 779 660 537 779 0 683 0 1330 989 1364 1156 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Unifa�m Delay (d), s/veh 37.0 31.5 35.4 33.0 31.8 0.0 5.4 0.0 3.5 3.8 3.7 4.2 Ina' Delay (d2), s�veh 1.7 0.2 4.1 0.2 0.2 0.0 1.2 0.0 0.1 0.0 0.2 0.7 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 3.3 0.7 4.4 0.6 1.0 0.0 1.5 0.0 0.5 0.0 0.9 1.9 Unsig. Nbvement Delay, s/veh Lr� Delay(d),s�veh 38.7 31.7 39.5 33.2 32.1 0.0 6.6 0.0 3.7 3.8 3.9 4.9 LnQp LOS D C D C C A A A A A A A Appraed� Vd, veh/h 392 83 324 544 Ap�xoach Delay, s✓veh 38.5 32.5 5.6 4.5 Approadi L06 � D f C A � A � Timer - Assianed Phs Phs D�n-ation (G+Y+Rc), s Charx�e Pe�iod (Y+Rc), s N�x Green Setting (C�r�ax), s Max Q Cl�r Tirre (�c+l 1), s Green E� Tirre (p c), s 2 70.1 4.5 43.5 13.5 2.0 4 6 19.9 70.1 4.5 4.5 37.5 i 43.5 14.1 8.9 1.3 � 2.5 19.9 4.5 37.5 5.5 0.4 Intersec,tion Surrrr�ary HCM 6th Ctri Delay 16.4 HCM 6th LOS B . . � -.. Timings 2027 Total PM 7: Turnberry Road & Country Club Road 03�/21/2024 -' � � �- � � T �► 1 -� Lane CYoup EBL EBT EBR WBL V1�BT NBL NBT SBL SBT SBR �ane Corrfigurations � T � 'i '� � '� � '� � Traffic Vdume (vph) 311 63 246 21 32 243 162 5 134 214 Future Vdume (vph) 311 63 246 21 32 243 162 5 134 214 Tum Type Perrn NA Perrn Perm NA P�m NA P�m NA P�-m - R-oteded Phases 4 8 2 6 P�mitted Phases � 4 4 8 2 6 6 - Detec#a- Phase 4 4 4 8 8 2 2 6 6 6 �itch Phase � - Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 22.5 22.5 22.5 22.5 22.5 ?2.5 22.5 22.5 22.5 22.5 - Total Split (s) 50.0 50.0 50.0 50.0 50.0 40.0 40.0 40.0 40.0 40.0 Tot81 Split (%) 55.6% 55.6% 55.6% 55.6% 55.6% 44.4% 44.4% 44.4% 44.4% 44.4% - YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 - Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 - Lead/Lag L�d-Lag Optirrize? � F�Call Mode None None Norie None Norie GMa�c GMax GN}ax GMax GMax Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: NBTL arid 6: SBTL, Start of Q'een Natural G�le: 45 Contrd Type: Aduated-Coa-dinated . . � -.. HCM 6th Signalized Intersection Summary 2027 Total PM 7: Turnberry Road & Country Club Road 03�/21/2024 -' � � �- � � � t � �► 1 -� Nbv�t EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR SBL SBT SBR �ane Cor�igurations �i T � 'i � �i � 'i T � Traffic Vdume (vewh) 311 63 246 21 32 0 243 162 30 5 134 214 Future Vdume (vewh) 311 63 246 21 32 0 243 162 30 5 134 214 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih 338 68 267 23 35 0 264 176 33 5 146 233 P�k Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vett/h 468 554 469 362 554 0 653 925 173 728 1129 957 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.00 0.60 0.60 0.60 0.60 0.60 0.60 SatFlau,veh/h 1373 1870 1585 1045 1870 0 1004 1532 287 1173 1870 1585 QpVdume(v), veh/h 338 68 267 23 35 0 264 0 2(XJ 5 146 233 Grp Sat Flcr�(s),veh/I�In 1373 1870 1585 1045 1870 0 1004 0 1819 1173 1870 158,5 Q Serve(�s), s 21.1 2.4 12.8 1.5 1.2 0.0 13.8 0.0 4.6 0.2 3.0 6.1 Gyde Q Cl�r(�c), s 22.3 2.4 12.8 3.9 1.2 0.0 16.8 0.0 4.6 4.8 3.0 6.1 R-op In Larie 1.00 1.00 1.00 0.00 1.00 0.16 1.00 1.00 Lane Qp Cap(c), veWh 468 554 469 362 554 0 653 0 1098 728 1129 957 V/C Ratio(� 0.72 0.12 0.57 0.06 0.06 0.00 0.40 0.00 0.19 0.01 0.13 0.24 Avail Cap(c a), vehlh 756 946 801 581 946 0 653 0 1098 728 1129 957 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Unifa�m Delay (d), s/veh 30.7 23.1 26.8 24.5 22.7 0.0 11.3 0.0 8.0 9.1 7.7 8.3 Incr Delay (d2), s/veh 2.1 0.1 1.1 0.1 0.0 0.0 1.9 0.0 0.4 0.0 0.2 0.6 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 7.0 1.1 4.9 0.4 0.5 0.0 3.1 0.0 1.8 0.0 1.2 2.1 Unsig. Nbvement Delay, s/veh Lr� Delay(d),s�veh 32.8 23.2 27.9 24.6 22.8 0.0 13.1 0.0 8.4 9.1 7.9 8.9 LnQp LOS C C C C C A B A A A A A Appraed� Vd, veh/h 673 58 473 384 Ap�xoach Delay, s✓veh 29.9 23.5 11.0 8.5 Approad� L06 � C f C B � A + Timer - Assianed Phs Phs D�n-ation (G+Y+Rc), s Charx�e Pe�iod (Y+Rc), s N�x Green Setting (C�r�ax), s Max Q Cl�r Tirre (�c+l 1), s Green E� Tirre (p c), s 2 58.8 4.5 35.5 18.8 2.3 4 6 31.2 58.8 4.5 4.5 45.5 i 35.5 24.3 8.1 2.4 � 1.7 31.2 4.5 45.5 5.9 0.3 Intersec,tion Surrrr�ary HCM 6th Ctri Delay 18.9 HCM 6th LOS B . . � -.. HCM 6th AWSC 2024 Existing AM 8: Mountain Vista Drive & Turnberry Road 03�/21/2024 Iritersec,tion Ir�tersection Delay, s�veh Irrtersedion LOS Nbv�r�ent Lane Corifigurations Traffic Vd, veh/h Future Vd, vehlh Peak Hour Fac�or Heavy Vehides, % Nivrrt Ra�v Nurr�- of Lar�es •.�•. • � �• •-.• ••.., . . . . �•...• - • r • • « •'�••.• �• • r • +• • • • �- . • •. 9.4 A � EBT V�BT V1�Bf� � � 27 2 100 27 2 100 0.91 0.91 0.91 2 2 2 30 2 110 1 1 0 WB EB 1 SBL � 280 280 0.91 2 308 1 SB � 9 9 0.91 2 10 0 EB WB 1 SB 1 0 8.1 A L.aC12 Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd ' Traffic Vd by Lane LT Vd - Through Vd RT Vd � Lane Flotiv Rate Georr�ehrY �P � Degreeof lJtil (� Departure Fi�d�nraY (Fid) � C,onverger�oe, Y/N � � Serviae Time HCM Lane V/C Ratio - HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q 0 � � 1 � 7.8 A FRI n1 VbBLn1 SBLn1 25% 0% 99% 75% 2% 0% 0% 98% 1% Stop Stop Stop 36 102 284 9 0 280 27 2 0 0 100 4 40 112 312 1 1 1 0.053 0.129 0.38 4.856 4.142 4.384 Yes Yes Yes 741 871 808 2.863 2.144 2.474 0.054 0.129 0.386 8.1 7.8 10.2 A A B 0.2 0.4 1.8 0 WB 1 � 1 10.2 B 4 4 0.91 2 4 0 . . � -.. HCM 6th AWSC 2024 Existing PM 8: Mountain Vista Drive & Turnberry Road 03�/21/2024 Iritersec,tion Ir�tersection Delay, s�veh Irrtersedion LOS Nbv�r�ent Lane Corifigurations Traffic Vd, veh/h Future Vd, vehlh Peak Hour Fac�or Heavy Vehides, % Nivrrt Ra�v Nurr�- of Lar�es •.�•. • � �• •-.• ••.., . . . . �•...• - • r • • « •'�••.• �• • r • +• • • • �- . • •. 8.9 A � EBT V�BT V1�Bf� � � 8 23 240 8 23 240 0.93 0.93 0.93 2 2 2 9 25 258 1 1 0 WB EB 1 SBL � 170 170 0.93 2 183 1 SB � 5 5 0.93 2 5 0 EB WB 1 SB 1 0 7.9 A L.aC12 Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd ' Traffic Vd by Lane LT Vd - Through Vd RT Vd � Lane Flotiv Rate Georr�ehrY �P � Degreeof lJtil (� Departure Fi�d�nraY (Fid) � C,onverger�oe, Y/N � � Serviae Time HCM Lane V/C Ratio - HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q 0 � � 1 � 8.6 A FRI n1 VbBLn1 SBLn1 38% 0% 91% 62% 9% �% 0% 91% 9% Stop Stop Stop 13 263 186 5 0 170 8 23 0 0 240 16 14 283 200 1 1 1 0.019 0.307 0.261 4.789 3.902 4.699 Yes Yes Yes 748 925 770 2.816 1.916 2.699 0.019 0.306 0.26 7.9 8.6 9.4 A A A 0.1 1.3 1 0 WB 1 � 1 9.4 A 16 16 0.93 2 17 0 . . � -.. HCM 6th AWSC 2027 Background AM 8: Mountain Vista Drive & Turnberry Road 03�/21/2024 Iritersec,tion Ir�tersection Delay, s�veh Irrtersedion LOS Nbv�r�ent Lane Corifigurations Traffic Vd, veh/h Future Vd, vehlh Peak Hour Fac�or Heavy Vehides, % Nivrrt Ra�v Nurr�- of Lar�es •.�•. • � �• •-.• ••.., . . . . �•...• - • r • • « •'�••.• �• • r • +• • • • �- . • •. 11.8 B � EBT V�BT V1�Bf� � � 29 2 171 29 2 171 0.92 0.92 0.92 2 2 2 32 2 186 1 1 0 WB EB 1 SBL � 392 392 0.92 2 426 1 SB � 10 10 0.92 2 11 0 EB WB 1 SB 1 0 $.7 A L.aC12 Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd ' Traffic Vd by Lane LT Vd - Through Vd RT Vd � Lane Flotiv Rate Georr�ehrY �P � Degreeof lJtil (� Departure Fi�d�nraY (Fid) � C,onverger�oe, Y/N � � Serviae Time HCM Lane V/C Ratio - HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q 0 � � 1 � 8.9 A FRI n1 VbBLn1 SBLn1 �% 0% �% 74% 1% 0% 0% 99% 1% Stop Stop Stop 39 173 396 10 0 392 29 2 0 0 171 4 42 188 430 1 1 1 0.062 0.233 0.556 5.283 4.463 4.653 Yes Yes Yes 676 803 775 3.332 2.497 2.693 0.062 0.234 0.555 8.7 8.9 13.4 A A B 0.2 0.9 3.5 0 WB 1 � 1 13.4 B 4 4 0.92 2 4 0 . . � -.. HCM 6th AWSC 2027 Background PM 8: Mountain Vista Drive & Turnberry Road 03�/21/2024 Iritersec,tion Ir�tersection Delay, s�veh Irrtersedion LOS Nbv�r�ent Lane Corifigurations Traffic Vd, veh/h Future Vd, vehlh Peak Hour Fac�or Heavy Vehides, % Nivrrt Ra�v Nurr�- of Lar�es •.�•. • � �• •-.• ••.., . . . . �•...• - • r • • « •'�••.• �• • r • +• • • • �- . • •. 11.8 B � EBT V�BT V1�Bf� � � 9 24 371 9 24 371 0.92 0.92 0.92 2 2 2 10 26 403 1 1 0 WB EB 1 SBL � 279 279 0.92 2 303 1 SB � 6 6 0.92 2 7 0 EB WB 1 SB 1 0 8.6 A L.aC12 Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd ' Traffic Vd by Lane LT Vd - Through Vd RT Vd � Lane Flotiv Rate Georr�ehrY �P � Degreeof lJtil (� Departure Fi�d�nraY (Fid) � C,onverger�oe, Y/N � � Serviae Time HCM Lane V/C Ratio - HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q 0 � � 1 � 11.6 B FRI n1 VbBLn1 SBLn1 �% 0% �% �% i7% 0% 0% 94% 6% Stop Stop Stop 15 395 296 6 0 279 9 24 0 0 371 17 16 429 322 1 1 1 0.024 0.506 0.451 5.35 4.244 5.043 Yes Yes Yes 664 846 708 3.424 2.28 3.116 0.024 0.507 0.455 8.6 11.6 12.2 A B B 0.1 2.9 2.4 0 WB 1 � 1 12.2 B 17 17 0.92 2 18 0 . . � -.. HCM 6th AWSC 2027 Total AM 8: Mountain Vista Drive & Turnberry Road 03�/21/2024 Iritersec,tion Ir�tersection Delay, s�veh Irrtersedion LOS Nbv�r�ent Lane Corifigurations Traffic Vd, veh/h Future Vd, vehlh Peak Hour Fac�or Heavy Vehides, % Nivrrt Ra�v Nurr�- of Lar�es •.�•. • � �• •-.• ••.., . . . . �•...• - • r • • « •'�••.• �• • r • +• • • • �- . • •. 12.1 B � EBT V�BT V1�Bf� � � 29 2 190 29 2 190 0.92 0.92 0.92 2 2 2 32 2 207 1 1 0 WB EB 1 SBL � 399 399 0.92 2 4� 1 SB � 10 10 0.92 2 11 0 EB WB 1 SB 1 0 $.$ A L.aC12 Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd ' Traffic Vd by Lane LT Vd - Through Vd RT Vd � Lane Flotiv Rate Georr�ehrY �P � Degreeof lJtil (� Departure Fi�d�nraY (Fid) � C,onvergenoe, Y/N � � Serviae Time HCM Lane V/C Ratio - HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q 0 � � 1 � 9.1 A FRI n1 VbBLn1 SBLn1 �% 0% �% 74% 1% 0% 0% 99% 1% Stop Stop Stop 39 192 403 10 0 399 29 2 0 0 190 4 42 209 438 1 1 1 0.063 0.26 0.572 5.338 4.491 4.7 Yes Yes Yes 668 797 767 3.395 2.53 2.747 0.063 0.262 0.571 8.8 9.1 13.9 A A B 0.2 1 3.7 0 WB 1 � 1 13.9 B 4 4 0.92 2 4 0 . . � -.. HCM 6th AWSC 2027 Total PM 8: Mountain Vista Drive & Turnberry Road 03�/21/2024 Iritersec,tion Ir�tersection Delay, s�veh Irrtersedion LOS Nbv�r�ent Lane Corifigurations Traffic Vd, veh/h Future Vd, vehlh Peak Hour Fac�or Heavy Vehides, % Nivrrt Ra�v Nurr�- of Lar�es •.�•. • � �• •-.• ••.., . . . . �•...• - • r • • « •'�••.• �• • r • +• • • • �- . • •. 12.4 B � EBT V�BT V1�Bf� � � 9 24 383 9 24 383 0.92 0.92 0.92 2 2 2 10 26 416 1 1 0 WB EB 1 SBL � 298 298 0.92 2 324 1 SB � 6 6 0.92 2 7 0 EB WB 1 SB 1 0 $.7 A L.aC12 Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd ' Traffic Vd by Lane LT Vd - Through Vd RT Vd � Lane Flotiv Rate Georr�ehrY �P � Degreeof lJtil (� Departure Fi�d�nraY (Fid) � C,onverger�oe, Y/N � � Serviae Time HCM Lane V/C Ratio - HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q 0 � � 1 � 12.1 B FRI n1 VbBLn1 SBI�1 �% 0% �J% �% i7% 0% 0% 94% 5% Stop Stop Stop 15 407 315 6 0 298 9 24 0 0 383 17 16 442 342 1 1 1 0.025 0.529 0.484 5.435 4.303 5.085 Yes Yes Yes 652 836 702 3.52 2.345 3.165 0.025 0.529 0.487 8.7 12.1 12.9 A B B 0.1 3.2 2.7 0 WB 1 � 1 12.9 B 17 17 0.92 2 18 0 . . � -.. HCM 6th TWSC 9: Timberline Road & Mountain Vista Drive Iritersec,tion Int Delay, s/veh 6.4 Nbvement EBT EBR V�BL WBT BL Lane Corrfiguratia�s '� Traffic Vd, veh/h 170 123 Future Vd, vewh 170 123 Coriflicting Peds, #/hr 0 0 Sign Contrd Free Free RT Channelized - Norie Sta'age Lerigth - Veh in Median Storage, # 0 Q-ade, % 0 Peak Hour Fac�or 96 Fieavy Vehides, % 2 Mvrrt Rav 177 � 214 95 214 95 0 0 Free Free - Norie - - 0 - - 0 96 96 96 2 2 2 128 223 99 NBL NBR � 71 112 71 112 0 0 Stop Stop - Norie 0 - 0 - 0 - 96 96 2 2 74 117 2024 Existing AM 03�/21/2024 N�jodMrior N�jor1 Maja2 Ninor1 Conflicting Fla✓vAll 0 0 305 0 786 241 Stage 1 - - - - 241 - Stac� 2 - - - - 545 - Qitical Hdwy - - 4.12 - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy - - 2.218 - 3.518 3.318 Pot C,a�1 N}anewer - - 1256 - 361 798 Stage 1 - - - - 799 - Stage 2 - - - - 581 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver - - 1256 - 293 798 Nbv Ca�r2 NY�newer - - - - 293 - Stage 1 - - - - 799 - Stage 2 - - - - 472 - Approed� EB WB NB HCM Contrd Delay, s 0 5.9 17.4 HCM LOS C Ninor Lane/Major Mvrrt NBLn1 EBT EBR WBL V�BT Capaaty (veh/h) 478 - - 1256 - HCM Lane V/C Ratio 0.399 - - 0.177 - HCM Coritrd Delay (s) 17.4 - - 8.5 0 F-K�VI Lar�e LOS C - - A A HCM 95th %tile Q(veh) 1.9 - - 0.6 - . . � -.. HCM 6th TWSC 9: Timberline Road & Mountain Vista Drive Iritersec,tion Int Delay, s/veh 8.1 Nbvement EBT EBR V�BL WBT BL Lane Corrfiguratia�s '� Traffic Vd, veh/h 125 95 Future Vd, vewh 125 95 Coriflicting Peds, #/hr 0 0 Sign Contrd Free Free RT Channelized - Norie Sta'age Lerigth - Veh in Median Storage, # 0 Q-ade, % 0 Peak Hour Fac�or 95 Fieavy Vehides, % 2 Mvrrt Rav 132 � 158 182 158 182 0 0 Free Free - Norie - - 0 - - 0 95 95 95 2 2 2 100 166 192 NBL NBR � 110 180 110 180 0 0 Stop Stop - Norie 0 - 0 - 0 - 95 95 2 2 116 189 2024 Existing PM 03�/21/2024 N�jodMrior N�jor1 Maja2 Ninor1 Conflicting Fla✓vAll 0 0 232 0 706 182 Stage 1 - - - - 182 - Stac� 2 - - - - 524 - Qitical Hdwy - - 4.12 - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy - - 2.218 - 3.518 3.318 Pot C,a�1 N}anewer - - 1336 - 402 861 Stage 1 - - - - 849 - Stage 2 - - - - 594 - Platoon blocked, % - - - Mov Ca�r1 M�rieuver - - 1336 - 346 861 Nbv Ca�r2 NY�newer - - - - 346 - Stage 1 - - - - 849 - Stage 2 - - - - 511 - Approed� EB WB NB HCM Contrd Delay, s 0 3.8 19.4 HCM LOS C Ninor Lane/Major Mvrrt NBLn1 EBT EBR WBL V�BT Ca(�aatY (veh/h) 550 - - 1336 - HCM Lane V/C Ratio 0.555 - - 0.124 - FiCM Coritrd Delay (s) 19.4 - - 8.1 0 F-K�VI Lar�e LOS C - - A A HCM 95th %tile Q(veh) 3.4 - - 0.4 - . . � -.. HCM 6th Roundabout 9: Timberline Road & Mountain Vista Drive Iritersec,tion Ir�tersection Delay, s�veh Irrtersection LOS Errtry L�ries Conflic�ing Cirde Lanes Adj Approach Flatiu, veh/h Demand Rotiv Rate, veh/h Vehides Circulating, veWh V�ides F�dting, veWh P�d Vd G7ossing Leg, #/h Ped Cap Adj Approach Delay, s/veh Appraach LOS Lane Designated Nbves Assurr�ed Nbves RT Chanr�elized Lane Util Fdla✓u-l� Headv�ay, s G7itical H�duuay, s E.ntry Rav, veh/h Cap F�try Larie, veh/h Eritry FiV Adj Fac#or Rav F�try, veh/h Cap F�try, vef�✓h e✓ V/C Ratio Contrd D�ellay, s�veh De L05 95th %tile C�.ieue, veh 10.4 B � � � Left LTR LTR 1.000 2.609 4.976 457 771 0.980 448 756 0.593 14.4 B 4 EB 1 1 448 457 571 280 0 1.000 14.4 B � � i � � � — � � Left LTR LTR 1.000 2.609 4.976 479 1081 0.979 469 1059 0.443 8.3 A 2 WB 1 1 46'9 479 239 543 0 1.000 8.3 A � — � � � — � � � Left LTR LTR ��� .�• . � .: •�, � •: ::: ��� :. . NB 1 1 361 368 414 614 0 1.000 8.8 A � � i � � � 2027 Background AM 03�/21/2024 SB 1 1 — � 302 � � 169 - 0 1.000 9.4 A Left LTR LTR 1.000 2.609 4.976 788 0.980 296 772 0.383 9.4 A 2 i � � — � � . . � -.. HCM 6th Roundabout 9: Timberline Road & Mountain Vista Drive Iritersec,tion Ir�tersection Delay, s�veh Irrtersection LOS Errtry L�ries Conflic�ing Cirde Lanes Adj Approach Flatiu, veh/h Demand Rotiv Rate, veh/h Vehides Circulating, veWh V�ides F�dting, veWh P�d Vd G7ossing Leg, #/h Ped Cap Adj Approach Delay, s/veh Appraach LOS Lane Designated Nbves Assurr�ed Nbves RT Chanr�elized Lane Util Fdla✓u-l� Headv�ay, s G7itical H�duuay, s E.ntry Rav, veh/h Cap F�try Larie, veh/h Eritry FiV Adj Fac#or Rav F�try, veh/h Cap F�try, vef�✓h e✓ V/C Ratio Contrd D�ellay, s�veh De L05 95th %tile C�.ieue, veh 14.5 B � � � Left LTR LTR 1.000 2.609 4.976 378 814 0.980 370 798 0.464 10.7 B 2 EB 1 1 370 378 517 523 0 1.000 10.7 B � � i � � � — � � Left LTR LTR 1.000 2.609 4.976 644 886 0.981 632 869 0.727 17.9 C 7 WB 1 1 632 644 434 550 0 1.000 17.9 C � — � � � — � � � Left LTR LTR ��� .�• . � .: •, � �.. .�. •t� �. .� NB 1 1 605 618 366 529 0 1.000 14.0 B � � i � � � 2027 Background PM 03�/21/2024 SB 1 1 — 278 284 � 756 322 - 0 1.000 12.5 B Left LTR LTR 1.000 2.609 4.976 284 638 0.980 278 625 0.445 12.5 B 2 i � � � � — . . � -.. Timings 9: Timberline Road & Mountain Vista Drive � � � ~ � t �► 1 2027 Total AM 04/03✓2024 Lane CYoup EBL EB f V�BL V�BT NBL NBT SBL SBT Lane Corifigurations � '� � '� � '� � '� Traffic Vdume (vph) 33 239 290 147 105 116 118 220 Future Vdume (vph) 33 239 290 147 105 116 118 220 Tum Type Perrn NA p�ri+pt NA p��r�+pt NA p��ri+pt NA R-oteded Phases 2 1 6 7 4 3 8 P�mitted Phases � 2 6 4 8 Detec�a- Phase 2 2 1 6 7 4 3 8 �itch Phase � Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 22.5 22.5 9.5 ?2.5 9.5 ?2.5 9.5 ?2.5 Total Split (s) 35.8 35.8 20.0 55.8 10.0 23.0 11.2 24.2 Total Split (%) 39.8% 39.8% ?2.2% 62.0% 11.1% 25.6% 12.4% 26.9% YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag L�g Lead Lead L�g Lead L�g L�d-Lag Optirrize? Yes Yes Yes Yes Yes Yes Yes F�Call Mode GMax GMax Norie GMax None None None None Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: EB1L arid 6: WBIL, Start of Green Natural G�le: 75 Contrd Type: Aduated-Coa-dinated and Phases: 9: Timbeiiine F�nad & Nbuntain �lsta Drive �O 1 "'�Li 2 � 0 ,' G34 F- Oo (33 • • '-�• HCM 6th Signalized Intersection Summary 9: Timberline Road & Mountain Vista Drive �� � � � � ~ 2027 Total AM 04/03✓2024 � � t � �► 1 -� EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR SBL SBT SBR Lane Corifigurations � '� � '� � '� � '� Traffic Vdume (vewh) 33 239 164 290 147 37 105 116 158 118 220 31 Future Vdume (veh/h) 33 239 164 290 147 37 105 116 158 118 220 31 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih 36 260 178 315 160 40 114 126 172 128 239 34 P�k Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vett/h 560 420 288 496 837 209 267 140 192 239 335 48 Arrive On Green 0.41 0.41 0.41 0.12 0.58 0.58 0.06 0.20 0.20 0.07 0.21 0.21 Sat Flau, veh/h 1182 1035 708 1781 1444 361 1781 716 978 1781 1602 228 QpVdume(v), veh/h 36 0 438 315 0 200 114 0 298 128 0 273 Grp Sat Flcr�(s),veh/I�In 1182 0 1743 1781 0 1805 1781 0 1694 1781 0 1829 Q Serve(�s), s 1.7 0.0 17.9 8.7 0.0 4.7 4.6 0.0 15.4 5.1 0.0 12.5 Gyde Q Cl�r(�c), s 1.7 0.0 17.9 8.7 0.0 4.7 4.6 0.0 15.4 5.1 0.0 12.5 R-op In Larie 1.00 0.41 1.00 0.20 1.00 0.58 1.00 0.12 Lane C�p Cap(c), veh/h 560 0 708 496 0 1046 267 0 332 239 0 383 V/C Ratio(� 0.06 0.00 0.62 0.63 0.00 0.19 0.43 0.00 0.90 0.54 0.00 0.71 Avail Cap(c a), vehlh 560 0 708 584 0 1046 267 0 348 239 0 400 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.88 0.00 0.88 1.00 0.00 1.00 Unifa�m Delay (d), s/veh 16.4 0.0 21.2 14.3 0.0 8.9 27.3 0.0 35.3 27.3 0.0 33.1 Ina� Delay (d2), s/veh 0.2 0.0 4.0 1.7 0.0 0.4 1.0 0.0 21.9 2.3 0.0 5.6 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 0.5 0.0 7.8 3.4 0.0 1.8 2.0 0.0 8.2 2.3 0.0 6.0 Unsig. Nbvement Delay, s/veh Lr� Delay(d),s�veh 16.6 0.0 25.2 16.0 0.0 9.4 28.3 0.0 57.2 29.6 0.0 38.7 LnQp LOS B A C B A A C A E C A D Appraed� Vd, veh/h 474 515 412 401 Ap�xoach Delay, s✓veh 24.6 13.4 49.2 35.8 Approad� L06 f C B D � D � Timer - Assianed Phs Phs D�n-ation (G+Y+Rc), s 15.6 Charige Pe�iod (Y+Rc), s 4.5 N�x Green Setting (C�nax), s 15.5 nn�Qa�-r►„����i��,s �o.� Green F� Tirre (p c), s 0.4 2 41.1 4.5 31.3 19.9 2.3 3 4 11.2 ?2.1 4.5 4.5 6.7 18.5 7.1 17.4 0.0 0.2 i 56.7 10.0 23.3 4.5 4.5 4.5 51.3 5.5 19.7 6.7 6.6 14.5 1.3 0.0 0.7 Intersec,tion Surrrr�ary HCM 6th Ctri Delay 29.5 F-K�VI 6th LOS C . . � -.. Timings 9: Timberline Road & Mountain Vista Drive � � � ~ � t �► 1 2027 Total PM 04/03✓2024 Lane CYoup EBL EB f V�BL V�BT NBL NBT SBL SBT Lane Corifigurations � '� � '� � '� � '� Traffic Vdume (vph) 66 171 247 298 175 253 117 174 Future Vdume (vph) 66 171 247 298 175 253 117 174 Tum Type Perrn NA p�ri+pt NA p�ri+pt NA p��ri+pt NA R-oteded Phases 2 1 6 7 4 3 8 P�mitted Phases � 2 6 4 8 Detec�a- Phase 2 2 1 6 7 4 3 8 �itch Phase � Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 22.5 22.5 9.5 ?2.5 9.5 ?2.5 9.5 ?2.5 Total Split (s) 25.7 25.7 17.1 42.8 14.1 36.0 11.2 33.1 Total Split (%) 28.6% 28.6% 19.0% 47.6% 15.7% 40.0% 12.4% 36.8% YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag L�g Lead Lead L�g Lead L�g L�d-Lag Optirrize? Yes Yes Yes Yes Yes Yes Yes F�Call Mode GMax GMax Norie GMax None Max Norie Max Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: EB1L arid 6: WBIL, Start of Green Natural G�le: 80 Contrd Type: Aduated-Coa-dinated and Phases: 9: Timbeiiine F�nad & Nbuntain �lsta Drive �O 1 � �L� Z F- �o f�4 ��� I��s . . --.. HCM 6th Signalized Intersection Summary 9: Timberline Road & Mountain Vista Drive � � � � ~ 2027 Total PM 04/03✓2024 � � t � �► 1 -� Nbv�t EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR SBL SBT SBR Lane Corifigurations � '� � '� � '� � '� Traffic Vdume (vewh) 66 171 132 247 298 69 175 253 244 117 174 26 Future Vdume (veh/h) 66 171 132 247 298 69 175 253 244 117 174 26 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih 72 186 143 268 324 75 190 275 265 127 189 28 P�k Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vett/h 332 250 193 394 637 147 515 306 295 243 516 77 Arrive On Green 0.26 0.26 0.26 0.13 0.43 0.43 0.09 0.35 0.35 0.07 0.32 0.32 Sat Flau, veh/h 986 981 754 1781 14b'9 340 1781 875 843 1781 1592 236 QpVdume(v), veh/h 72 0 329 268 0 399 190 0 540 127 0 217 Grp Sat Flcr�(s),veh/I�In 986 0 1735 1781 0 1809 1781 0 1719 1781 0 1828 Q Serve(�s), s 5.3 0.0 15.7 9.5 0.0 14.4 6.3 0.0 26.8 4.2 0.0 8.2 Gyde Q Cl�r(�c), s 5.3 0.0 15.7 9.5 0.0 14.4 6.3 0.0 26.8 4.2 0.0 8.2 R-op In Larie 1.00 0.43 1.00 0.19 1.00 0.49 1.00 0.13 Lane C�p Cap(c), veWh 332 0 443 394 0 785 515 0 601 243 0 593 V/C Ratio(� 0.22 0.00 0.74 0.68 0.00 0.51 0.37 0.00 0.90 0.52 0.00 0.37 Avail Cap(c a), vehlh 332 0 443 415 0 785 542 0 601 258 0 593 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.49 0.00 0.49 1.00 0.00 1.00 Unifa�m Delay (d), s/veh 26.9 0.0 30.8 21.0 0.0 18.5 17.6 0.0 27.7 21.9 0.0 23.3 Ina� Delay (d2), s/veh 1.5 0.0 10.7 4.2 0.0 2.3 0.2 0.0 10.5 1.7 0.0 1.7 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 1.4 0.0 7.7 4.2 0.0 6.3 2.5 0.0 12.3 1.8 0.0 3.7 Unsig. Nbvemer�t Delay, s/veh Lr� Delay(d),s�veh 28.4 0.0 41.5 25.2 0.0 20.9 17.8 0.0 38.2 23.6 0.0 25.0 LnQp LOS C A D C A C B A D C A C Appraed� Vd, veh/h 401 667 730 344 Ap�xoach Delay, s✓veh 39.2 22.6 32.9 24.5 Approad� L06 f D C C � C + Timer - Assianed Phs Phs D�n-ation (G+Y+Rc), s 16.1 Charige Pe�iod (Y+Rc), s 4.5 N�x Green Setting (C�nax), s 12.6 IVlax Q Clear Time (�c+11), s 11.5 Green F� Tirre (p c), s 0.1 2 27.5 4.5 21.2 17.7 0.8 3 4 10.5 36.0 4.5 4.5 6.7 31.5 6.2 28.8 0.0 1.0 i 43.5 12.8 33.7 4.5 4.5 4.5 38.3 9.6 28.6 16.4 8.3 10.2 2.5 0.1 1.1 Intersec,tion Surrrr�ary HCM 6th Ctri Delay 29.5 F-K�VI 6th LOS C . . � -.. HCM 6th TWSC 2024 Existing AM 10: Mountain Vista Drive & Giddings Road 03�/21/2024 Irrtersedion Int Delay, s/veh 7.8 Nbvement EBL EBT WBT VbBR SBL SBR Lane Corrfiguratia�s �' '� � Traffic Vd, veh/h 60 213 148 66 157 163 Future Vd, vewh 60 213 148 66 157 163 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Free Free Free Free Stop Stop RT Channelized - Norie - Norie - Norie Sta'age Lerigth - - - - 0 - Veh in Median Storage, #- 0 0 - 0 - Q-ade, % - 0 0 - 0 - Peak Hour Fac�or 94 94 94 94 94 94 Fieavy Vehides, % 2 2 2 2 2 2 �Mrrt Rav 64 227 157 70 167 173 N�jodNTirior N�jor1 Maja2 Ninoi2 Conflicting Fla✓vAll 227 0 - 0 547 192 Stage 1 - - - - 192 - Stac� 2 - - - - 355 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 1341 - - - 498 850 Stage 1 - - - - 841 - Stage 2 - - - - 710 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1341 - - - 471 850 Nbv Ca�r2 NY�newer - - - - 471 - Stage 1 - - - - 795 - Stage 2 - - - - 710 - Approad� EB WB SB FiCM Coritrd Delay, s 1.7 0 18.1 HCM LOS C Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Ca(�aatY (veh/h) 1341 - - - 609 HCM Lane V/C Ratio 0.048 - - - 0.559 FiCM Coritrd Delay (s) 7.8 0 - - 18.1 F-K;NI Lar�e LOS A A - - C HCM 95th %tile Q(veh) 0.1 - - - 3.4 . . � -.. HCM 6th TWSC 2024 Existing PM 10: Mountain Vista Drive & Giddings Road 03�/21/2024 Irrtersedion Int Delay, s/veh 6.1 Nbvement EBL EBT WBT VbBR SBL SBR Lane Corrfiguratia�s �' '� � Traffic Vd, veh/h 143 165 225 123 81 107 Future Vd, veh/h 143 165 225 123 81 107 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Free Free Free Free Stop Stop RT Channelized - Norie - Norie - Norie Sta'age Lerigth - - - - 0 - Veh in Median Storage, #- 0 0 - 0 - Q-ade, % - 0 0 - 0 - Peak Hour Fac�or 89 89 89 89 89 89 Fieavy Vehides, % 2 2 2 2 2 2 Mvrrt Rav 161 185 253 138 91 120 N�jodNTirior N�jor1 Maja2 Ninoi2 Conflicting Fla✓vAll 391 0 - 0 829 322 Stage 1 - - - - 322 - Stac� 2 - - - - 507 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 1168 - - - 340 719 Stage 1 - - - - 735 - Stage 2 - - - - 605 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1168 - - - 288 719 Nbv Ca�r2 NY�newer - - - - 288 - Stage 1 - - - - 6?2 - Stage 2 - - - - 605 - :!.. .-. • . . �- . � � � • •. • Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Capaaty (veh/h) 1168 - - - 437 HCM Lane V/C Ratio 0.138 - - - 0.483 HCM Coritrd Delay (s) 8.6 0 - - 20.7 F-K;NI Lar�e LOS A A - - C HCM 95th %tile Q(veh) 0.5 - - - 2.6 . . � -.. HCM 6th TWSC 2027 Background AM 10: Mountain Vista Drive & Giddings Road 06/25✓2024 Irrtersedion Int Delay, s/veh 7.1 Nbvement EBL EBT WBT VbBR SBL SBR Lane Corrfiguratia�s � � '� � Traffic Vd, veh/h 71 403 245 70 167 178 Future Vd, vewh 71 403 245 70 167 178 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Free Free Free Free Stop Stop RT Channelized - Norie - Norie - Norie Sta'age Lerigth 150 - - - 0 - Veh in Median Storage, #- 0 0 - 2 - Q-ade, % - 0 0 - 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrrt Rav 77 438 266 76 182 193 N�jodNTirior N�jor1 Maja2 Ninoi2 Conflicting Fla✓vAll 342 0 - 0 896 304 Stage 1 - - - - 304 - Stac� 2 - - - - 592 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 1217 - - - 311 736 Stage 1 - - - - 748 - Stage 2 - - - - 553 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1217 - - - 291 736 Nbv Ca�r2 NY�newer - - - - 475 - Stage 1 - - - - 701 - Stage 2 - - - - 553 - Approad� EB WB SB HCM Coritrd Delay, s 1.2 0 21.8 HCM LOS C Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Capaaty (veh/h) 1217 - - - 581 HCM Lane V/C Ratio 0.063 - - - 0.645 HCM Coritrd Delay (s) 8.2 - - - 21.8 F-K�VI Lar�e LOS A - - - C HCM 95th %tile Q(veh) 0.2 - - - 4.6 . . � -.. HCM 6th TWSC 2027 Background PM 10: Mountain Vista Drive & Giddings Road 06/25✓2024 Irrtersedion Int Delay, s/veh 4.8 Nbvement EBL EBT WBT VbBR SBL SBR Lane Corrfiguratia�s � � '� � Traffic Vd, veh/h 159 323 443 130 86 123 Future Vd, veh/h 159 323 443 130 86 123 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Free Free Free Free Stop Stop RT Channelized - Norie - Norie - Norie Sta'age Lerigth 150 - - - 0 - Veh in Median Storage, #- 0 0 - 2 - Q-ade, % - 0 0 - 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrrt Rav 173 351 482 141 93 134 N�jodNTirior N�jor1 Maja2 Ninoi2 Conflicting Fla✓vAll 623 0 - 0 1250 553 Stage 1 - - - - 553 - Stac� 2 - - - - 697 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 958 - - - 191 533 Stage 1 - - - - 576 - Stage 2 - - - - 494 - Platoon blocked, % - - - Mov Ca�r1 M�rieuver 958 - - - 156 533 Nbv Ca�r2 NY�newer - - - - 355 - Stage 1 - - - - 472 - Stage 2 - - - - 494 - Approad� EB WB SB HCM Contrd Delay, s 3.2 0 21.4 HCM LOS C Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Ca(�aatY (veh/h) 958 - - - 442 HCM Lane V/C Ratio 0.18 - - - 0.514 HCM Coritrd Delay (s) 9.6 - - - 21.4 F-K�VI Lar�e LOS A - - - C HCM 95th %tile Q(veh) 0.7 - - - 2.9 . . � -.. HCM 6th TWSC 2027 Total AM 10: Mountain Vista Drive & Giddings Road �/�✓�4 Irrtersedion Int Delay, s/veh 13.9 Nbvement EBL EBT WBT VbBR SBL SBR Lane Corrfiguratia�s � � '� � Traffic Vd, veh/h 80 403 245 94 234 203 Future Vd, vewh 80 403 245 94 234 203 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Free Free Free Free Stop Stop RT Channelized - Norie - Norie - Norie Sta'age Lerigth 150 - - - 0 - Veh in Median Storage, #- 0 0 - 2 - Q-ade, % - 0 0 - 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrrt Rav 87 438 266 102 254 221 N�jodNTirior N�jor1 Maja2 Ninoi2 Conflicting Fla✓vAll 368 0 - 0 929 317 Stage 1 - - - - 317 - Stac� 2 - - - - 612 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 1191 - - - 297 724 Stage 1 - - - - 738 - Stage 2 - - - - 541 - Platoon blocked, % - - - Mov Ca�r1 �er 1191 - - - 275 724 Nbv Ca�r2 NY�newer - - - - 462 - Stage 1 - - - - 684 - Stage 2 - - - - 541 - :!.. .-. • • • �- . � 1 : . • •► Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Capaaty (veh/h) 1191 - - - 555 HCM Lane V/C Ratio 0.073 - - - 0.856 FiCM Coritrd Delay (s) 8.3 - - - 38.6 F-K�VI Lar�e LOS A - - - E HCM 95th %tile Q(veh) 0.2 - - - 9.3 . . � -.. HCM 6th TWSC 2027 Total PM 10: Mountain Vista Drive & Giddings Road �/�✓�4 Irrtersedion Int Delay, s/veh 7.9 Nbvement EBL EBT WBT VbBR SBL SBR Lane Corrfiguratia�s � � '� � Traffic Vd, veh/h 184 323 443 198 129 139 Future Vd, vewh 184 323 443 198 129 139 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Free Free Free Free Stop Stop RT Channelized - Norie - Norie - Norie Sta'age Lerigth 150 - - - 0 - Veh in Median Storage, #- 0 0 - 2 - Q-ade, % - 0 0 - 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrrt Rav Z00 351 482 215 140 151 N�jodNTirior NLjor1 Maja2 Ninoi2 Conflicting Fla✓vAll 697 0 - 0 1341 590 Stage 1 - - - - 590 - Stac� 2 - - - - 751 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 899 - - - 168 508 Stage 1 - - - - 554 - Stage 2 - - - - 466 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 899 - - --131 508 Nbv Ca�r2 NY�newer - - - - 324 - Stage 1 - - - - 431 - Stage 2 - - - - 466 - :!.. .-. • • • �-. 1 •• • •► � Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Ca(�aatY (veh/h) 899 - - - 399 HCM Lane V/C Ratio 0.2?2 - - - 0.73 HCM Coritrd Delay (s) 10.1 - - - 34.9 HCM Lar�e LOS B - - - D HCM 95th %tile Q(veh) 0.8 - - - 5.7 IWtes �: Vdurre exoeeds capeaty $: Delay exoeeds 300s +: Corrputation Not Defined *: All rr�jor vdume in platoon . . � -.. HCM 6th TWSC 11: Mountain Vista Drive & Busch Drive Iritersec,tion Int Delay, s/veh 2.3 Nbvement EBL EBT WBT VbBR Lane Corrfiguratioris � � '� Traffic Vd, veh/h 8 360 200 41 Future Vd, vewh 8 360 200 41 Conflicting Peds, #/hr 0 0 0 0 Sign Contrd Free Free Free Free RT Channelized - Norie - Norie Sta'age Lerigth 125 - - - Veh in Median Storage, #- 0 0 - Q-ade, % - 0 0 - Peak Hour Fac�or 95 95 95 95 Fieavy Vehides, % 2 2 2 2 �Mrrt Rav 8 379 211 43 SBL SBR � 114 14 114 14 0 0 Stop Stop - Norie 0 - 2 - 0 - 95 95 2 2 120 15 2024 Existing AM 03�/21/2024 N�jodNTirior N�jor1 Maja2 Ninoi2 Conflicting Fla✓vAll 254 0 - 0 628 233 Stage 1 - - - - 233 - Stac� 2 - - - - 395 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 1311 - - - 447 806 Stage 1 - - - - 806 - Stage 2 - - - - 681 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1311 - - - 444 806 Nbv Ca�r2 NY�newer - - - - 599 - Stage 1 - - - - 801 - Stage 2 - - - - 681 - :!.. .-. • . . �- . � � • •. : Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Capaaty (veh/h) 1311 - - - 616 HCM Lane V/C Ratio 0.006 - - - 0.219 HCM Coritrd Delay (s) 7.8 - - - 12.5 F-K�VI Lar�e LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.8 . . � -.. HCM 6th TWSC 11: Mountain Vista Drive & Busch Drive Iritersec,tion Int Delay, s/veh 1.6 Nbvement EBL EBT WBT VbBR Lane Corrfiguratioris � � '� Traffic Vd, veh/h 7 241 314 61 Future Vd, vewh 7 241 314 61 Conflicting Peds, #/hr 0 0 0 0 Sign Contrd Free Free Free Free RT Channelized - Norie - Norie Sta'age Lerigth 125 - - - Veh in Median Storage, #- 0 0 - Q-ade, % - 0 0 - Peak Hour Fac�or 86 86 86 86 Fieavy Vehides, % 2 2 2 2 �Mrrt Rav 8 280 365 71 SBL SBR � 78 12 78 12 0 0 Stop Stop - Norie 0 - 2 - 0 - 86 86 2 2 91 14 2024 Existing PM 03�/21/2024 N�jodNTirior N�jor1 Maja2 Ninoi2 Conflicting Fla✓vAll 436 0 - 0 697 401 Stage 1 - - - - 401 - Stac� 2 - - - - 296 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 1124 - - - 407 649 Stage 1 - - - - 676 - Stage 2 - - - - 755 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1124 - - - 404 649 Nbv Ca�r2 NY�newer - - - - 574 - Stage 1 - - - - 671 - Stage 2 - - - - 755 - :!.. .-. • . . �- . � � • •. : Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Capaaty (veh/h) 1124 - - - 583 HCM Lane V/C Ratio 0.007 - - - 0.18 HCM Coritrd Delay (s) 8.2 - - - 12.5 F-K�VI Lar�e LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.6 . . � -.. HCM 6th TWSC 11: Mountain Vista Drive & Busch Drive Iritersec,tion Int Delay, s/veh 2.2 Nbvement EBL EBT WBT VbBR Lane Corrfiguratia�s � � '� Traffic Vd, veh/h 11 557 299 43 Future Vd, vewh 11 557 299 43 Conflicting Peds, #/hr 0 0 0 0 Sign Contrd Free Free Free Free RT Channelized - Norie - Norie Sta'age Lerigth 125 - - - Veh in Median Storage, #- 0 0 - Q-ade, % - 0 0 - Peak Hour Fac�or 92 92 92 92 Fieavy Vehides, % 2 2 2 2 �Mrrt Rav 12 605 325 47 SBL SBR � 121 16 121 16 0 0 Stop Stop - Norie 0 - 2 - 0 - 92 92 2 2 132 17 2027 Background AM 03�/21/2024 N�jodNTirior N�jor1 Maja2 Ninoi2 Conflicting Fla✓vAll 372 0 - 0 978 349 Stage 1 - - - - 349 - Stac� 2 - - - - 629 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 1186 - - - 278 694 Stage 1 - - - - 714 - Stage 2 - - - - 531 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1186 - - - 275 694 Nbv Ca�r2 NY�newer - - - - 460 - Stage 1 - - - - 707 - Stage 2 - - - - 531 - :!.. .-. • . . �- . � � • • •. • Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Capaaty (veh/h) 1186 - - - 479 HCM Lane V/C Ratio 0.01 - - - 0.311 FiCM Coritrd Delay (s) 8.1 - - - 15.9 F-K�VI Lar�e LOS A - - - C HCM 95th %tile Q(veh) 0 - - - 1.3 . . � -.. HCM 6th TWSC 11: Mountain Vista Drive & Busch Drive Iritersec,tion Int Delay, s/veh 1.5 Nbvement EBL EBT WBT VbBR Lane Corrfiguratia�s � � '� Traffic Vd, veh/h 10 400 535 65 Future Vd, vewh 10 400 535 65 Conflicting Peds, #/hr 0 0 0 0 Sign Contrd Free Free Free Free RT Channelized - Norie - Norie Sta'age Lerigth 125 - - - Veh in Median Storage, #- 0 0 - Q-ade, % - 0 0 - Peak Hour Fac�or 92 92 92 92 Fieavy Vehides, % 2 2 2 2 Mvrrt Ra�v 11 435 582 71 SBL SBR � 83 16 83 16 0 0 Stop Stop - Norie 0 - 2 - 0 - 92 92 2 2 90 17 2027 Background PM 03�/21/2024 N�jodNTirior NLajor1 Maja2 Ninoi2 Conflicting Fla✓vAll 653 0 - 0 1075 618 Stage 1 - - - - 618 - Stac� 2 - - - - 457 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 934 - - - 243 489 Stage 1 - - - - 538 - Stage 2 - - - - 638 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 934 - - - 240 489 Nbv Ca�r2 NY�newer - - - - 439 - Stage 1 - - - - 532 - Stage 2 - - - - 638 - :!.. .-. • . . �- . � � . • •. • Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Ca(�aatY (veh/h) 934 - - - 446 HCM Lane V/C Ratio 0.012 - - - 0.241 HCM Coritrd Delay (s) 8.9 - - - 15.6 F-K�VI Lar�e LOS A - - - C HCM 95th %tile Q(veh) 0 - - - 0.9 . . � -.. HCM 6th TWSC 11: Mountain Vista Drive & Busch Drive Iritersec,tion Int Delay, s/veh 2.1 Nbvement EBL EBT WBT VbBR Lane Corrfiguratia�s � � '� Traffic Vd, veh/h 11 624 323 43 Future Vd, vewh 11 624 323 43 Conflicting Peds, #/hr 0 0 0 0 Sign Contrd Free Free Free Free RT Channelized - Norie - Norie Sta'age Lerigth 125 - - - Veh in Median Storage, #- 0 0 - Q-ade, % - 0 0 - Peak Hour Fac�or 92 92 92 92 Fieavy Vehides, % 2 2 2 2 �Mrrt Rav 12 678 351 47 SBL SBR � 121 16 121 16 0 0 Stop Stop - Norie 0 - 2 - 0 - 92 92 2 2 132 17 2027 Total AM 03�/21/2024 N�jodNTirior N�jor1 Maja2 Ninoi2 Conflicting Fla✓vAll 398 0 - 0 1077 375 Stage 1 - - - - 375 - Stac� 2 - - - - 702 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 1161 - - - 242 671 Stage 1 - - - - 695 - Stage 2 - - - - 491 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1161 - - - 240 671 Nbv Ca�r2 NY�newer - - - - 426 - Stage 1 - - - - 688 - Stage 2 - - - - 491 - Approad� EB WB SB HCM Coritrd Delay, s 0.1 0 17.1 HCM LOS C Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Capaaty (veh/h) 1161 - - - 445 HCM Lane V/C Ratio 0.01 - - - 0.335 HCM Coritrd Delay (s) 8.1 - - - 17.1 F-K�VI Lar�e LOS A - - - C HCM 95th %tile Q(veh) 0 - - - 1.5 . . � -.. HCM 6th TWSC 11: Mountain Vista Drive & Busch Drive Iritersec,tion Int Delay, s/veh 1.4 Nbvement EBL EBT WBT VbBR Lane Corrfiguratia�s � � '� Traffic Vd, veh/h 10 443 603 65 Future Vd, vewh 10 443 603 65 Conflicting Peds, #/hr 0 0 0 0 Sign Contrd Free Free Free Free RT Channelized - Norie - Norie Sta'age Lerigth 125 - - - Veh in Median Storage, #- 0 0 - Q-ade, % - 0 0 - Peak Hour Fac�or 92 92 92 92 Fieavy Vehides, % 2 2 2 2 Mvrrt Ra�v 11 482 655 71 SBL SBR � 83 16 83 16 0 0 Stop Stop - Norie 0 - 2 - 0 - 92 92 2 2 90 17 2027 Total PM 03�/21/2024 N�jodNTirior N�jor1 Maja2 Ninoi2 Conflicting Fla✓vAll 726 0 - 0 1195 691 Stage 1 - - - - 691 - Stac� 2 - - - - 504 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 877 - - - 206 445 Stage 1 - - - - 497 - Stage 2 - - - - 607 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 877 - - - 203 445 Nbv Ca�r2 NY�newer - - - - 403 - Stage 1 - - - - 491 - Stage 2 - - - - 607 - :!.. .-. • . . �- . � � . • • •. • Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Ca(�aatY (veh/h) 877 - - - 409 HCM Lane V/C Ratio 0.012 - - - 0.263 FiCM Coritrd Delay (s) 9.2 - - - 16.9 F-K�VI Lar�e LOS A - - - C HCM 95th %tile Q(veh) 0 - - - 1 . . � -.. HCM 6th TWSC 2024 Existing AM 12: Mountain Vista Drive & I-25 SB Ramp 03�/21/2024 Iritersec,tion Int Delay, s/veh 2.4 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris T � �j � � Traffic Vd, veh/h 0 76 401 191 199 0 0 0 0 3 1 43 Future Vd, veh/h 0 76 401 191 199 0 0 0 0 3 1 43 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Lerigth - - 175 200 - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 2 - Q-ade, % - Peak Hour Fac�or 94 Fieavy Vehides, % 2 Mvrr�t Rav 0 Mvrr 0 - - 0 94 94 94 94 2 2 2 2 81 427 203 212 94 94 2 2 0 0 0 - - 94 94 94 2 2 2 0 0 3 0 - 94 94 2 2 1 46 N�jodNTirior N�jor1 N�ja2 Nina'2 Conflicting Fla✓vAll - 0 0 508 0 0 913 1126 212 Stage 1 - - - - - - 618 618 - Stage 2 - - - - - - 295 508 - Qitical Hdwy - - - 4.12 - - i 6.42 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 5.42 5.52 - G7itical Hd�nry Stg 2 - - - - - - - 5.42 5.52 - Fdlavu-up Hclwy - - - 2.218 - - 3.518 4.018 3.318 Pot C,a�1 N}anewer 0 - - 1057 - 0 � 304 205 828 Stage 1 0 - - - - 0 538 481 - Stage 2 0 - - - - 0 — 755 539 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver - - - 1057 - - � 246 0 828 Nbv Ca�r2 NY�newer - - - - - - 361 0 - Stage 1 - - - - - - — 538 0 - Stage 2 - - - - - - 610 0 - � Approad� EB WB SB HCM Contrd Delay, s 0 4.5 10 HCM LOS B Ninor Lane/Major Nfvrrt EBT EBR V�BL V�BTSBI.n1 Capaaty (veh/h) - - 1057 - 764 HCM Lane V/C Ratio - - 0.192 - 0.065 FiCM Coritrd Delay (s) � - - 9.2 - 10 F-K�VI Lar�e LOS - - A - B HCM 95th %tile Q(veh) - - 0.7 - 0.2 . . � -.. HCM 6th TWSC 2024 Existing PM 12: Mountain Vista Drive & I-25 SB Ramp 03�/21/2024 Iritersec,tion Int Delay, s/veh 2.1 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris T � �j � � Traffic Vd, veh/h 0 73 251 109 327 0 0 0 0 17 0 51 Future Vd, veh/h 0 73 251 109 327 0 0 0 0 17 0 51 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Lerigth - - 175 200 - - - - - - - - Veh in Median Storage, # - - - 0 - - 0 - - 2 - Q-ade, % - Peak Hour Fac�or 86 Fieavy Vehides, % 2 Mvrr�t Rav 0 Mvrr � :. :. :_ - 0 86 86 2 2 127 380 - - 0 86 86 86 2 2 2 0 0 0 86 86 2 2 0 20 0 - 86 86 2 2 0 59 N�jodNTirior N�jor1 N�ja2 Nina'2 Conflicting Fla✓vAll - 0 0 377 0 0 865 1011 380 Stage 1 - - - - - - 634 634 - Stage 2 - - - - - - 231 377 - Qitical Hdwy - - - 4.12 - - i 6.42 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 5.42 5.52 - G7itical Hd�nry Stg 2 - - - - - - - 5.42 5.52 - Fdlavu-up Hclwy - - - 2.218 - - 3.518 4.018 3.318 Pot C,a�1 N}anewer 0 - - 1181 - 0 � 324 240 667 Stage1 0 - - - - 0 529 473 - Stage 2 0 - - - - 0 — 807 616 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver - - - 1181 - - � 289 0 667 Nbv Ca�r2 NY�newer - - - - - - 443 0 - Stage 1 - - - - - - — 529 0 - Stage 2 - - - - - - 720 0 - � Approad� EB WB SB HCM Coritrd Delay, s 0 2.1 12 HCM LOS B Ninor Lane/Major Nfvrrt EBT EBR V�BL V�BTSBI.n1 Capaaty (veh/h) - - 1181 - 592 HCM Lane V/C Ratio - - 0.107 - 0.134 FiCM Coritrd Delay (s) � - - 8.4 - 12 F-K�VI Lar�e LOS - - A - B HCM 95th %tile Q(veh) - - 0.4 - 0.5 . . � -.. HCM 6th TWSC 2027 Background AM 12: Mountain Vista Drive & I-25 SB Ramp 03�/21/2024 Iritersec,tion Int Delay, s/veh 2.4 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris T � �j � � Traffic Vd, veh/h 0 151 529 203 277 0 0 0 0 3 1 66 Future Vd, veh/h 0 151 529 203 277 0 0 0 0 3 1 66 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Lerigth - - 175 200 - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 2 - Q-ade, % - Peak Hour Fac�or 92 Fieavy Vehides, % 2 Mvrr�t Rav 0 Mvrr 0 - - 0 92 92 92 92 2 2 2 2 164 575 221 301 92 92 2 2 0 0 0 - - 92 92 92 2 2 2 0 0 3 0 - 92 92 2 2 1 72 N�jodNTirior N�jor1 N�ja2 Nina2 Conflicting Fla✓vAll - 0 0 739 0 0 1195 1482 301 Stage 1 - - - - - - 743 743 - Stage 2 - - - - - - 452 739 - Qitical Hdwy - - - 4.12 - - i 6.42 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 5.42 5.52 - G7itical Hd�nry Stg 2 - - - - - - - 5.42 5.52 - Fdlavu-up Hclwy - - - 2.218 - - 3.518 4.018 3.318 Pot C,a�1 N}anewer 0 - - 867 - 0 � 206 125 739 Stage1 0 - - - - 0 470 422 - Stage 2 0 - - - - 0 — 641 424 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver - - - 867 - - � 153 0 739 Nbv Ca�r2 NY�newer - - - - - - 237 0 - Stage 1 - - - - - - — 470 0 - Stage 2 - - - - - - 478 0 - � Approad� EB WB SB HCM Coritrd Delay, s 0 4.5 11 HCM LOS B Ninor Lane/Major Nfvrrt EBT EBR V�BL V�BTSBI.n1 Ca(�aatY (veh/h) - - 867 - 677 HCM Lane V/C Ratio - - 0.255 - 0.112 HCM Coritrd Delay (s) � - - 10.6 - 11 HCM Lar�e LOS - - B - B HCM 95th %tile Q(veh) - - 1 - 0.4 . . � -.. HCM 6th TWSC 2027 Background PM 12: Mountain Vista Drive & I-25 SB Ramp 03�/21/2024 Iritersec,tion Int Delay, s/veh 2.4 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris T � �j � � Traffic Vd, veh/h 0 133 354 116 496 0 0 0 0 18 0 109 Future Vd, vewh 0 133 354 116 496 0 0 0 0 18 0 109 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Lerigth - - 175 200 - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 2 - Q-ade, % - Peak Hour Fac�or 92 Fieavy Vehides, % 2 Mvrr�t Rav 0 Mvrr 0 - 92 92 2 2 145 385 - 0 92 92 2 2 126 539 92 92 2 2 0 0 0 - - 92 92 92 2 2 2 0 0 20 0 - 92 92 2 2 0 118 N�jodNTirior N�jor1 N�ja2 Nina2 Conflicting Fla✓vAll - 0 0 530 0 0 1129 1321 539 Stage 1 - - - - - - 791 791 - Stage 2 - - - - - - 338 530 - Qitical Hdwy - - - 4.12 - - i 6.42 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 5.42 5.52 - G7itical Hd�nry Stg 2 - - - - - - - 5.42 5.52 - Fdlavu-up Hclwy - - - 2.218 - - 3.518 4.018 3.318 Pot C,a�1 N}anewer 0 - - 1037 - 0 � 226 157 542 Stage 1 0 - - - - 0 447 401 - Stage 2 0 - - - - 0 — 722 527 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver - - - 1037 - - � 198 0 542 Nbv Ca�r2 NY�newer - - - - - - 362 0 - Stage 1 - - - - - - — 447 0 - Stage 2 - - - - - - 634 0 - � Approad� EB WB SB HCM Coritrd Delay, s 0 1.7 14.8 HCM LOS B Ninor Lane/Major Nfvrrt EBT EBR V�BL V�BTSBI.n1 Ca(�aatY (veh/h) - - 1037 - 506 HCM Lane V/C Ratio - - 0.122 - 0.273 FiCM Coritrd Delay (s) � - - 9 - 14.8 F-K�VI Lar�e LOS - - A - B HCM 95th %tile Q(veh) - - 0.4 - 1.1 . . � -.. HCM 6th TWSC 2027 Total AM 12: Mountain Vista Drive & I-25 SB Ramp �/�✓�4 Iritersec,tion Int Delay, s/veh 2.3 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris T � �j � � Traffic Vd, veh/h 0 170 577 203 297 0 0 0 0 3 1 69 Future Vd, veh/h 0 170 577 203 297 0 0 0 0 3 1 69 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Lerigth - - 175 200 - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 2 - Q-ade, % - Peak Hour Fac�or 92 Fieavy Vehides, % 2 Mvrr�t Rav 0 Mvrr 0 - - 0 92 92 92 92 2 2 2 2 185 6'L7 221 323 92 92 2 2 0 0 0 - - 92 92 92 2 2 2 0 0 3 0 - 92 92 2 2 1 75 N�jodNTirior N�jor1 N�ja2 Nina2 Conflicting Fla✓vAll - 0 0 812 0 0 1264 1577 323 Stage 1 - - - - - - 765 765 - Stage 2 - - - - - - 499 812 - Qitical Hdwy - - - 4.12 - - i 6.42 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 5.42 5.52 - G7itical Hd�nry Stg 2 - - - - - - - 5.42 5.52 - Fdlavu-up Hclwy - - - 2.218 - - 3.518 4.018 3.318 Pot C,a�1 N}anewer 0 - - 814 - 0 � 187 110 718 Stage1 0 - - - - 0 459 412 - Stage 2 0 - - - - 0 — 610 392 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver - - - 814 - - � 136 0 718 Nbv Ca�r2 NY�newer - - - - - - 208 0 - Stage 1 - - - - - - — 459 0 - Stage 2 - - - - - - 445 0 - � Approad� EB WB SB HCM Coritrd Delay, s 0 4.5 11.3 HCM LOS B Ninor Lane/Major Nfvrrt EBT EBR V�BL V�BTSBI.n1 Capaaty (veh/h) - - 814 - 651 HCM Lane V/C Ratio - - 0.271 - 0.122 HCM Coritrd Delay (s) � - - 11.1 - 11.3 HCM Lar�e LOS - - B - B HCM 95th %tile Q(veh) - - 1.1 - 0.4 . . � -.. HCM 6th TWSC 2027 Total PM 12: Mountain Vista Drive & I-25 SB Ramp �/�✓�4 Iritersec,tion Int Delay, s/veh 2.5 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratioris T � �j � � Traffic Vd, veh/h 0 145 38,5 116 554 0 0 0 0 18 0 119 Future Vd, vewh 0 145 385 116 554 0 0 0 0 18 0 119 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Lerigth - - 175 200 - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 2 - Q-ade, % - Peak Hour Fac�or 92 Fieavy Vehides, % 2 Mvrr�t Rav 0 Mvrr 0 - 92 92 2 2 158 418 - 0 92 92 2 2 126 602 92 92 2 2 0 0 0 - - 92 92 92 2 2 2 0 0 20 0 - 92 92 2 2 0 129 N�jodNTirior N�jor1 N�ja2 Nina2 Conflicting Fla✓vAll - 0 0 576 0 0 1221 1430 602 Stage 1 - - - - - - 854 854 - Stage 2 - - - - - - 367 576 - Qitical Hdwy - - - 4.12 - - i 6.42 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 5.42 5.52 - G7itical Hd�nry Stg 2 - - - - - - - 5.42 5.52 - Fdlavu-up Hclwy - - - 2.218 - - 3.518 4.018 3.318 Pot C,a�1 N}anewer 0 - - 997 - 0 � 199 135 500 Stage1 0 - - - - 0 417 375 - Stage 2 0 - - - - 0 — 701 502 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver - - - 997 - - � 174 0 500 Nbv Ca�r2 NY�newer - - - - - - 337 0 - Stage 1 - - - - - - — 417 0 - Stage 2 - - - - - - 613 0 - � Approad� EB WB SB HCM Coritrd Delay, s 0 1.6 16.2 HCM LOS C Ninor Lane/Major Nfvrrt EBT EBR V�BL V�BTSBI.n1 Capaaty (veh/h) - - 997 - 470 HCM Lane V/C Ratio - - 0.126 - 0.317 FiCM Coritrd Delay (s) � - - 9.1 - 16.2 F-K�VI Lar�e LOS - - A - C HCM 95th %tile Q(veh) - - 0.4 - 1.3 . . � -.. HCM 6th TWSC 2024 Existing AM 13: I-25 NB Ramp & Mountain Vista Drive 03�/21/2024 Iritersec,tion Int Delay, s/veh 5.9 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � T '� � Traffic Vd, veh/h 34 41 0 0 247 27 175 1 103 0 0 0 Future Vd, vewh 34 41 0 0 247 27 175 1 103 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth 200 - - - - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 2 - - 0 - Q-ade, % - 0 - - 0 - - 0 - - 0 - Peak HourFac�or 95 95 95 95 95 95 95 95 95 95 95 95 Fieavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrr�t Rav 36 43 0 0 260 28 184 1 108 0 0 0 N�jodNTirior N�jor1 N�ja2 Nir�or1 Conflicting Fla✓vAll 288 0 - - - 0 389 403 43 Stage 1 - - - - - - 115 115 - Stage 2 - - - - - - 274 288 - Qitical Hdwy 4.12 - - - - - 6.42 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 5.42 5.52 - G7itical Hd�nry Stg 2 - - - - - - 5.42 5.52 - Fdlavu-up Hclwy 2.218 - - - - - 3.518 4.018 3.318 Pot C,a�1 N}anewer 1274 - 0 0 - - 615 536 1027 Stage 1 - - 0 0 - - 910 800 - Stage 2 - - 0 0 - - 772 674 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1274 - - - - - 598 0 1027 Nbv Ca�r2 NY�newer - - - - - - 681 0 - Stage 1 - - - - - - 885 0 - Stage 2 - - - - - - 772 0 - Approed� EB WB NB HCM Contrd Delay, s 3.6 0 12.4 HCM LOS B Ninor Lane/Major Mvrrt NBLn1 EBL EBT V�BT WBR Capaaty (veh/h) 778 1274 - - - HCM Lane V/C Ratio 0.377 0.028 - - - HCM Coritrd Delay (s) 12.4 7.9 - - - F-K�VI Lar�e LOS B A - - - HCM 95th %tile Q(veh) 1.8 0.1 - - - . . � -.. HCM 6th TWSC 2024 Existing PM 13: I-25 NB Ramp & Mountain Vista Drive 03�/21/2024 Iritersec,tion Int Delay, s/veh 11 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � T '� � Traffic Vd, veh/h 32 66 0 0 150 21 278 1 228 0 0 0 Future Vd, vewh 32 66 0 0 150 21 278 1 228 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth 200 - - - - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 2 - - 0 - Q-ade, % - 0 - - 0 - - 0 - - 0 - Peak HourFac�or 95 95 95 95 95 95 95 95 95 95 95 95 Fieavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrr�t Rav 34 69 0 0 158 22 293 1 240 0 0 0 N�jodNTirior N�jor1 N�ja2 Nir�or1 Conflicting Fla✓vAll 180 0 - - - 0 306 317 69 Stage 1 - - - - - - 137 137 - Stage 2 - - - - - - 169 180 - Qitical Hdwy 4.12 - - - - - 6.42 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 5.42 5.52 - G7itical Hd�nry Stg 2 - - - - - - 5.42 5.52 - Fdlavu-up Hclwy 2.218 - - - - - 3.518 4.018 3.318 Pot C,a�1 N}anewer 1396 - 0 0 - - 686 599 994 Stage 1 - - 0 0 - - 890 783 - Stage 2 - - 0 0 - - 861 750 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1396 - - - - - 670 0 994 Nbv Ca�r2 NY�newer - - - - - - 746 0 - Stage 1 - - - - - - 869 0 - Stage 2 - - - - - - 861 0 - Approed� EB WB NB HCM Contrd Delay, s 2.5 0 16.4 FK�/1 LOS C Ninor Lane/Major Mvrrt NBLn1 EBL EBT V�BT WBR Ca(�aatY (veh/h) 840 1396 - - - HCM Lane V/C Ratio 0.635 0.024 - - - HCM Coritrd Delay (s) 16.4 7.6 - - - F-K�VI Lar�e LOS C A - - - HCM 95th %tile Q(veh) 4.7 0.1 - - - . . � -.. HCM 6th TWSC 2027 Background AM 13: I-25 NB Ramp & Mountain Vista Drive 03�/21/2024 Iritersec,tion Int Delay, s/veh 8.5 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � T '� � Traffic Vd, veh/h 84 66 0 0 274 29 238 1 109 0 0 0 Future Vd, vewh 84 66 0 0 274 29 238 1 109 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth 200 - - - - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 2 - - 0 - Q-ade, % - 0 - - 0 - - 0 - - 0 - Peak HourFac�or 92 92 92 92 92 92 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrr�t Rav 91 72 0 0 298 32 259 1 118 0 0 0 N�jodNTirior N�jor1 N�ja2 Nir�or1 Conflicting Fla✓vAll 330 0 - - - 0 568 584 72 Stage 1 - - - - - - 254 254 - Stage 2 - - - - - - 314 330 - Qitical Hdwy 4.12 - - - - - 6.42 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 5.42 5.52 - G7itical Hd�nry Stg 2 - - - - - - 5.42 5.52 - Fdlavu-up Hclwy 2.218 - - - - - 3.518 4.018 3.318 Pot C,a�1 N}anewer 1229 - 0 0 - - 484 423 990 Stage 1 - - 0 0 - - 788 697 - Stage 2 - - 0 0 - - 741 646 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1229 - - - - - 448 0 990 Nbv Ca�r2 NY�newer - - - - - - 573 0 - Stage 1 - - - - - - 730 0 - Stage 2 - - - - - - 741 0 - Approed� EB WB NB HCM Contrd Delay, s 4.6 0 17.5 FK�/1 LOS C Ninor Lane/Major Mvrrt NBLn1 EBL EBT V�BT WBR Ca(�aatY (veh/h) 660 1229 - - - HCM Lane V/C Ratio 0.573 0.074 - - - FiCM Coritrd Delay (s) 17.5 8.2 - - - F-K�VI Lar�e LOS C A - - - HCM 95th %tile Q(veh) 3.6 0.2 - - - . . � -.. HCM 6th TWSC 2027 Background PM 13: I-25 NB Ramp & Mountain Vista Drive 03�/21/2024 Iritersec,tion Int Delay, s/veh 34.9 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � T '� � Traffic Vd, veh/h 70 90 0 0 186 22 416 1 242 0 0 0 Future Vd, vewh 70 90 0 0 186 22 416 1 242 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth 200 - - - - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 2 - - 0 - Q-ade, % - 0 - - 0 - - 0 - - 0 - Peak HourFac�or 92 92 92 92 92 92 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrr�t Rav 76 98 0 0 202 24 452 1 263 0 0 0 N�jodNTirior N�jor1 N�ja2 Nir�or1 Conflicting Fla✓vAll 226 0 - - - 0 464 476 98 Stage 1 - - - - - - 250 250 - Stage 2 - - - - - - 214 226 - Qitical Hdwy 4.12 - - - - - 6.42 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 5.42 5.52 - G7itical Hd�nry Stg 2 - - - - - - 5.42 5.52 - Fdlavu-up Hclwy 2.218 - - - - - 3.518 4.018 3.318 Pot C,a�1 N}anewer 1342 - 0 0 - - 556 488 958 Stage 1 - - 0 0 - - 792 700 - Stage 2 - - 0 0 - - 822 717 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1342 - - - - - 524 0 958 Nbv Ca�r2 NY�newer - - - - - - 638 0 - Stage 1 - - - - - - 747 0 - Stage 2 - - - - - - 822 0 - Approed� EB WB NB HCM Contrd Delay, s 3.4 0 53.6 HCM LOS F Ninor Lane/Major Mvrrt NBLn1 EBL EBT V�BT WBR Capaaty (veh/h) 727 1342 - - - HCM Lane V/C Ratio 0.985 0.057 - - - FiCM Coritrd Delay (s) 53.6 7.8 - - - F-K�VI Lar�e LOS F A - - - HCM 95th %tile Q(veh) 15.7 0.2 - - - . . � -.. HCM 6th TWSC 2027 Total AM 13: I-25 NB Ramp & Mountain Vista Drive �/�✓�4 Iritersec,tion Int Delay, s/veh 9.4 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � T '� � Traffic Vd, veh/h 94 76 0 0 277 29 255 1 109 0 0 0 Future Vd, vewh 94 76 0 0 277 29 255 1 109 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth 200 - - - - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 2 - - 0 - Q-ade, % - 0 - - 0 - - 0 - - 0 - Peak HourFac�or 92 92 92 92 92 92 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrr�t Rav 102 83 0 0 301 32 277 1 118 0 0 0 N�jodNTirior N�jor1 N�ja2 Nir�or1 Conflicting Fla✓vAll 333 0 - - - 0 604 620 83 Stage 1 - - - - - - 287 287 - Stage 2 - - - - - - 317 333 - Qitical Hdwy 4.12 - - - - - 6.42 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 5.42 5.52 - G7itical Hd�nry Stg 2 - - - - - - 5.42 5.52 - Fdlavu-up Hclwy 2.218 - - - - - 3.518 4.018 3.318 Pot C,a�1 N}anewer 1716 - 0 0 - - 461 404 976 Stage 1 - - 0 0 - - 762 674 - Stage 2 - - 0 0 - - 738 644 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1716 - - - - - 423 0 976 Nbv Ca�r2 NY�newer - - - - - - 553 0 - Stage 1 - - - - - - 699 0 - Stage 2 - - - - - - 738 0 - Approed� EB WB NB HCM Contrd Delay, s 4.5 0 19.6 FK�/1 LOS C Ninor Lane/Major Mvrrt NBLn1 EBL EBT V�BT WBR Ca(�aatY (veh/h) C-�i5 1226 - - - HCM Lane V/C Ratio 0.625 0.083 - - - FiCM Coritrd Delay (s) 19.6 8.2 - - - F-K�VI Lar�e LOS C A - - - HCM 95th %tile Q(veh) 4.4 0.3 - - - . . � -.. HCM 6th TWSC 2027 Total PM 13: I-25 NB Ramp & Mountain Vista Drive �/�✓�4 Iritersec,tion Int Delay, s/veh 56 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � T '� � Traffic Vd, veh/h 76 96 0 0 196 22 465 1 242 0 0 0 Future Vd, vewh 76 96 0 0 196 22 465 1 242 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Ler�gth 200 - - - - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 2 - - 0 - Q-ade, % - 0 - - 0 - - 0 - - 0 - Peak HourFac�or 92 92 92 92 92 92 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrr�t Rav 83 104 0 0 213 24 505 1 263 0 0 0 N�jodNTirior N�jor1 N�ja2 Ninor1 Conflicting Fla✓vAll 237 0 - - - 0 495 507 104 Stage 1 - - - - - - 270 270 - Stage 2 - - - - - - 225 237 - Qitical Hdwy 4.12 - - - - - 6.42 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 5.42 5.52 - G7itical Hd�nry Stg 2 - - - - - - 5.42 5.52 - Fdlavu-up Hclwy 2.218 - - - - - 3.518 4.018 3.318 Pot C,a�1 N}anewer 1330 - 0 0 - - 534 468 951 Stage 1 - - 0 0 - - 775 686 - Stage 2 - - 0 0 - - 812 709 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1330 - - - - --- 501 0 951 Nbv Ca�r2 NY�newer - - - - - - 619 0 - Stage 1 - - - - - - 727 0 - Stage 2 - - - - - - 812 0 - Approed� EB WB NB HCM Contrd Delay, s 3.5 0 86 HCM LOS F Ninor Lane/Major Mvrrt NBLn1 EBL EBT V�BT WBR Ca(�aatY (veh/h) 703 1330 - - - HCM Lane V/C Ratio 1.095 0.062 - - - FiCM Coritrd Delay (s) 86 7.9 - - - F-K�VI Lar�e LOS F A - - - HCM 95th %tile Q(veh) 21.6 0.2 - - - IWtes �: Vdurre exoeeds capeaty $: Delay exoeeds 300s +: Corrputation Not Defined *: All rr�jor vdume in platoon . . � -.. HCM 6th TWSC 2027 Total AM_Improved 13: I-25 NB Ramp & Mountain Vista Drive �/�✓�4 Iritersec,tion Int Delay, s/veh 7.5 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � T '� � '� Traffic Vd, veh/h 94 76 0 0 277 29 255 1 109 0 0 0 Future Vd, vewh 94 76 0 0 277 29 255 1 109 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Storage Ler�gth 200 - - - - - 0 - - - - - Veh in Median Storage, #- 0 - - 0 - - 2 - - 0 - Q-ade, % - 0 - - 0 - - 0 - - 0 - Peak HourFac�or 92 92 92 92 92 92 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrr�t Rav 102 83 0 0 301 32 277 1 118 0 0 0 N�jodNTirior N�jor1 N�ja2 Nir�or1 Conflicting Fla✓vAll 333 0 - - - 0 604 620 83 Stage 1 - - - - - - 287 287 - Stage 2 - - - - - - 317 333 - Qitical Hdwy 4.12 - - - - - 6.42 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 5.42 5.52 - G7itical Hd�nry Stg 2 - - - - - - 5.42 5.52 - Fdlavu-up Hclwy 2.218 - - - - - 3.518 4.018 3.318 Pot C,a�1 N}anewer 1716 - 0 0 - - 461 404 976 Stage 1 - - 0 0 - - 762 674 - Stage 2 - - 0 0 - - 738 644 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1716 - - - - - 423 0 976 Nbv Ca�r2 NY�newer - - - - - - 553 0 - Stage 1 - - - - - - 699 0 - Stage 2 - - - - - - 738 0 - Approed� EB WB NB HCM Contrd Delay, s 4.5 0 15.3 FK�/1 LOS C Ninor Lane/Major Mvrrt NBLn1 NBLn2 EBL EBT V�BT V�BR Capaaty (veh/h) 553 976 1226 - - - HCM Lane V/C Ratio 0.501 0.123 0.083 - - - HCM Coritrd Delay (s) 17.9 9.2 8.2 - - - F-K�VI Lar�e LOS C A A - - - HCM 95th %tile Q(veh) 2.8 0.4 0.3 - - - . . � -.. HCM 6th TWSC 2027 Total PM_Improved 13: I-25 NB Ramp & Mountain Vista Drive �/�✓�4 Iritersec,tion Int Delay, s/veh 16.2 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � T '� � '� Traffic Vd, veh/h 76 96 0 0 196 22 465 1 242 0 0 0 Future Vd, vewh 76 96 0 0 196 22 465 1 242 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Norie - - Norie - - Norie - - Norie Storage Ler�gth 200 - - - - - 0 - - - - - Veh in Median Storage, #- 0 - - 0 - - 2 - - 0 - Q-ade, % - 0 - - 0 - - 0 - - 0 - Peak HourFac�or 92 92 92 92 92 92 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrr�t Rav 83 104 0 0 213 24 505 1 263 0 0 0 N�jodNTirior N�jor1 N�ja2 Ninor1 Conflicting Fla✓vAll 237 0 - - - 0 495 507 104 Stage 1 - - - - - - 270 270 - Stage 2 - - - - - - 225 237 - Qitical Hdwy 4.12 - - - - - 6.42 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 5.42 5.52 - G7itical Hd�nry Stg 2 - - - - - - 5.42 5.52 - Fdlavu-up Hclwy 2.218 - - - - - 3.518 4.018 3.318 Pot C,a�1 N}anewer 1330 - 0 0 - - 534 468 951 Stage 1 - - 0 0 - - 775 686 - Stage 2 - - 0 0 - - 812 709 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1330 - - - - --- 501 0 951 Nbv Ca�r2 NY�newer - - - - - - 619 0 - Stage 1 - - - - - - 727 0 - Stage 2 - - - - - - 812 0 - Approed� EB WB NB HCM Contrd Delay, s 3.5 0 24.2 FK�/1 LOS C Ninor Lane/Major Mvrrt NBLn1 NBLn2 EBL EBT V�BT V�BR Capaaty (veh/h) 619 951 1330 - - - HCM Lane V/C Ratio 0.817 0.278 0.062 - - - HCM Coritrd Delay (s) 31.5 10.2 7.9 - - - F-K�VI Lar�e LOS D B A - - - HCM 95th %tile Q(veh) 8.4 1.1 0.2 - - - IWtes �: Vdurre exoeeds capeaty $: Delay exoeeds 300s +: Corrputation Not Defined *: All rr�jor vdume in platoon . . � -.. HCM 6th AWSC 14: Vine Drive & Timberline Road Iritersec,tion Ir�tersection Delay, s�veh 28.1 Irrteisedion LOS D 2024 Existing AM 03�/21/2024 �t EBL EBT EBR WBL V1iBT V�BFt NBL NBT NBR SBL SBT SBR Lane Corifigurations c� � c� � Traffic Vd, veh/h 21 112 120 120 205 9 95 145 58 6 292 52 Future Vd, vehlh 21 112 120 120 205 9 95 145 58 6 292 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrrt Rav 23 122 130 130 223 10 103 158 63 7 317 57 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 •.�•. • � �• •-.• •���. • . « . �•...• • r • • « . �.• •.. �. • r • +• • • • �- . • •. Lane Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd Traffic Vd by Lane LT Vd Through Vd RT Vd Lane Flotiv Rate Georr�ehrY G7P Degreeof lJtil (� Departure H�d�nraY ( C,onverger�oe, Y/N � Serviae Time HCM Lane V/C Ratio HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q EB WB WB EB 1 1 SB NB 1 � 1 NB SB 1 � 1 20.7 31.9 C � D � — � NBI�1 F_BLn1 V1�61�1 SBLn1 32% 8% 36% 2% 49% 44% 61% 83% 19% 47% 3% 15% � �� �� �� s�� 298 253 334 350 - 95 21 120 6 145 112 205 292 � 58 120 9 52 324 275 363 380 � 1 1 1 1 0.682 0.58 0.77 0.779 Hd) � 7.583 7.598 7.637 7.374 Yes Yes Yes Yes � 476 473 476 491 5.659 5.678 5.637 5.446 - 0.681 0.581 0.763 0.774 25.5 20.7 31.9 32 D C D D 5.1 3.6 6.7 7 NB SB SB NB 1 1 EB WB 1 � 1 WB EB 1 — 1 25.5 32 D — D � — � . . � -.. HCM 6th AWSC 14: Vine Drive & Timberline Road Iritersec,tion Ir�tersection Delay, s�veh 25.7 Irrteisedion LOS D 2024 Existing PM 03�/21/2024 �t EBL EBT EBR WBL V1iBT V�BFt NBL NBT NBR SBL SBT SBR Lane Corifigurations c� � c� � Traffic Vd, veh/h 47 178 117 93 171 10 123 207 70 3 212 45 Future Vd, vehlh 47 178 117 93 171 10 123 207 70 3 212 45 Peak Hour Fador 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 Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 �Mrrt Rav 48 184 121 96 176 10 127 213 72 3 219 46 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 •.�•. • � �• •-.• •���. • . « . �•...• • r • • « . �.• •.. �. • r • +• • . . �- . • •. Lane Vd Left, % Vd Thru, °/a Vd Right, % Sign Contrd Traffic Vd by Lane LT Vd Through Vd RT Vd Lane Flotiv Rate Georr�ehrY G7P Degreeof lJtil (� Departure H�d�nraY ( C,onverger�oe, Y/N � Serviae Time HCM Lane V/C Ratio HCM Contrd Delay HCM Lane LOS HCM 95thrtile Q EB WB WB EB 1 1 SB NB 1 � 1 NB SB 1 � 1 25.1 21.1 D � C � � � NBI�1 F_BLn1 V1�61�1 SBL.n1 31% 14% 34% 1% 52% 52% 62% 82% 17% 34% 4% 17% � �� s�� �� s�� 400 342 274 260 - 123 47 93 3 207 178 171 212 � 70 117 10 45 412 353 282 268 � 1 1 1 1 0.806 0.697 0.591 0.552 Hd) � 7.038 7.117 7.537 7.418 Yes Yes Yes Yes � 511 504 477 482 5.118 5.2 5.627 5.512 - 0.806 0.7 0.591 0.556 33.5 25.1 21.1 19.4 D D C C 7.7 5.4 3.8 3.3 NB SB SB NB 1 1 EB WB 1 � 1 WB EB 1 - 1 33.5 19.4 D � C � � � . . � -.. Timings 14: Vine Drive & Timberline Road � � � 2027 Background AM 04/03✓2024 � � t �► 1 Lane CYoup EBL EB f V�BL V�BT NBL NBT SBL SBT Lane Corifigurations � '� � '� � '� � '� Traffic Vdume (vph) 78 138 154 229 171 238 22 481 Future Vdume (vph) 78 138 154 229 171 238 22 481 Tum Type p��n+pt NA p�rr-pt NA p�rr-pt NA p�n+pt NA R-oteded Phases 7 4 3 8 5 2 1 6 P�mitted Phases 4 8 2 6 Detec�a- Phase 7 4 3 8 5 2 1 6 �itch Phase � Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 9.5 ?2.5 9.5 ?2.5 9.5 ?2.5 9.5 22.5 Total Split (s) 9.6 23.0 11.4 24.8 12.0 46.0 9.6 43.6 Total Split (%) 10.7% 25.6% 12.7% 27.6% 13.3% 51.1% 10.7% 48.4% YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead L�g Lead l�g Lead L�g Lead L�g L�d-Lag Optirrize? Yes Yes Yes Yes Yes Yes Yes Yes F�Call Mode None None Norie None Norie GMa�c None GN}ax Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: NBTL arid 6: SBTL, Start of Q'een Natural G�le: 90 Contrd Type: Aduated-Coa-dinated and Phases: 14: �lne Drive &Timberiine F�ad Y.JL I � V2 � 05 * • �6 • V J " Y.J� � �' �3 • • '-�• HCM 6th Signalized Intersection Summary 14: Vine Drive & Timberline Road �� � � � � ~ � � 2027 Background AM 04/03✓2024 t � �► 1 -� EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR SBL SBT SBR Lane Corifigurations � '� � '� � '� � '� Traffic Vdume (vewh) 78 138 192 154 229 16 171 238 109 22 481 150 Future Vdume (vewh) 78 138 192 154 229 16 171 238 109 22 481 150 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih 85 150 209 167 249 17 186 259 118 24 523 163 P�k Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vett/h 285 145 203 217 398 27 288 599 273 482 605 188 Arrive On Green 0.05 0.21 0.21 0.08 0.23 0.23 0.08 0.49 0.49 0.03 0.44 0.44 Sat Flau, veh/h 1781 707 986 1781 1731 118 1781 1216 554 1781 1367 426 QpVdume(v), veh/h 85 0 359 167 0 266 186 0 377 24 0 686 Grp Sat Flcr�(s),veh/I�In 1781 0 1693 1781 0 1849 1781 0 1771 1781 0 1794 Q Serve(�s), s 3.3 0.0 18.5 6.7 0.0 11.6 4.8 0.0 12.4 0.7 0.0 31.1 Gyde Q Cl�r(�c), s 3.3 0.0 18.5 6.7 0.0 11.6 4.8 0.0 12.4 0.7 0.0 31.1 R-op In Larie 1.00 0.58 1.00 0.06 1.00 0.31 1.00 0.24 Lane Qp Cap(c), veWh 285 0 348 217 0 425 288 0 872 482 0 793 �ic �t�ax� o.so o.00 �.03 o.n o.00 o.s� o.s5 0.00 o.a:� 0.05 0.00 o.ss Avail Cap(c a), vehlh 293 0 348 217 0 425 302 0 872 538 0 793 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Unifa�m Delay (d), s/veh 26.6 0.0 35.8 27.5 0.0 31.2 18.6 0.0 14.7 13.3 0.0 22.7 Ina� Delay (d2), s/veh 0.6 0.0 56.6 15.6 0.0 2.9 4.4 0.0 1.6 0.0 0.0 12.1 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 1.4 0.0 12.9 3.7 0.0 5.4 2.1 0.0 5.1 0.3 0.0 14.9 Unsig. Nbvement Delay, s/veh Lr� Delay(d),s�veh 27.1 0.0 92.4 43.1 0.0 34.0 23.1 0.0 16.3 13.3 0.0 34.8 LnQp LOS C A F D A C C A B B A C Appraed� Vd, veh/h 444 433 563 710 Ap�xoach Delay, s✓veh 79.9 37.5 18.5 34.0 Approad� L06 f E D B � C � Timer - PSsigned Phs Phs D�n-ation (G+Y+Rc), s Change Pe�iod (Y+Rc), s N�x Green Setting (C�r�ax), s Max Q Cl�r Tirre (�c+l 1), s Green Ext Tirre (p c), s 1 2 6.8 48.8 4.5 4.5 5.1 41.5 2.7 14.4 0.0 2.5 3 4 11.4 23.0 4.5 4.5 6.9 18.5 8.7 20.5 0.0 0.0 11.3 44.3 4.5 4.5 7.5 39.1 6.8 33.1 0.0 2.4 9.2 25.2 4.5 4.5 5.1 20.3 5.3 13.6 0.0 0.8 Intersec,tion Surrrr�ary FiCM 6th Ctri Delay 40.1 HCM 6th LOS D . . � -.. Timings 14: Vine Drive & Timberline Road � � � � � t �► 1 2027 Background PM 04/03✓2024 Lane CYoup EBL EB f V�BL V�BT NBL NBT SBL SBT Lane Corifigurations � '� � '� � '� � '� Traffic Vdume (vph) 164 204 152 202 200 410 14 381 Future Vdume (vph) 164 204 152 202 200 410 14 381 Tum Type p��n+pt NA p�rr-pt NA p�rwpt NA p7t+pt NA R-oteded Phases 7 4 3 8 5 2 1 6 P�mitted Phases 4 8 2 6 Detec�a- Phase 7 4 3 8 5 2 1 6 �itch Phase � Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 9.5 ?2.5 9.5 ?2.5 9.5 ?2.5 9.5 22.5 Total Split (s) 14.6 30.0 11.0 26.4 13.6 39.5 9.5 35.4 Total Split (%) 16.2% 33.3% 12.2% 29.3% 15.1% 43.9% 10.6% 39.3% YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead L�g Lead l�g Lead L�g Lead L�g L�d-Lag Optirrize? Yes Yes Yes Yes Yes Yes Yes Yes F�Call Mode None None Norie None Norie GMa�c None GN}ax Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: NBTL arid 6: SBTL, Start of Q'een Natural G�le: 80 Contrd Type: Aduatec�Coa-dinated . . � -.. HCM 6th Signalized Intersection Summary 14: Vine Drive & Timberline Road �� � � � � ~ � � 2027 Background PM 04/03✓2024 t � �► 1 -� EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR SBL SBT SBR Lane Corifigurations � '� � '� � '� � '� Traffic Vdume (vewh) 164 204 264 152 202 28 200 410 114 14 381 136 Future Vdume (vewh) 164 204 264 152 202 28 200 410 114 14 381 136 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih 178 712 287 165 220 30 217 446 124 15 414 148 P�k Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vett/h 411 210 271 209 422 58 293 601 167 247 458 164 Arrive On Green 0.09 0.28 0.28 0.07 0.26 0.26 0.10 0.43 0.43 0.02 0.35 0.35 Sat Flau, veh/h 1781 741 957 1781 1611 220 1781 1408 392 1781 1315 470 QpVdume(v), veh/h 178 0 509 165 0 250 217 0 570 15 0 562 Grp Sat Flcr�(s),veh/I�In 1781 0 1698 1781 0 1831 1781 0 1800 1781 0 1786 Q Serve(�s), s 6.4 0.0 25.5 6.1 0.0 10.5 6.7 0.0 23.9 0.5 0.0 26.9 Gyde Q Cl�r(�c), s 6.4 0.0 25.5 6.1 0.0 10.5 6.7 0.0 23.9 0.5 0.0 26.9 R-op In Larie 1.00 0.56 1.00 0.12 1.00 0.22 1.00 0.26 Lane Qp Cap(c), veWh 411 0 481 209 0 480 293 0 769 247 0 622 V/C Ratio(� 0.43 0.00 1.06 0.79 0.00 0.52 0.74 0.00 0.74 0.06 0.00 0.90 Avail Cap(c a), vehlh 444 0 481 209 0 480 302 0 769 315 0 622 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Unifa�m Delay (d), s/veh 21.5 0.0 32.3 25.1 0.0 28.4 20.3 0.0 21.6 19.9 0.0 27.9 Incr Delay (d2), s/veh 0.7 0.0 57.2 18.3 0.0 1.0 9.1 0.0 6.4 0.1 0.0 18.9 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 2.7 0.0 17.7 3.6 0.0 4.6 3.3 0.0 10.9 0.2 0.0 14.3 Unsig. Nbvement Delay, s/veh Lr� Delay(d),s�veh 22.2 0.0 89.5 43.4 0.0 29.4 29.5 0.0 28.0 Z0.0 0.0 46.8 LnQp LOS C A F D A C C A C B A D Appraed� Vd, veh/h 687 415 787 577 Ap�xoach Delay, s✓veh 72.0 35.0 28.4 46.1 Approad� L06 f E C C � D + Timer - PSsigned Phs Phs D�n-ation (G+Y+Rc), s Change Pe�iod (Y+Rc), s N�x Green Setting (C�r�ax), s Max Q Cl�r Tirre (�c+l 1), s Green Ext Tirre (p c), s 1 2 6.1 42.9 4.5 4.5 5.0 35.0 2.5 25.9 0.0 2.6 3 4 11.0 30.0 4.5 4.5 6.5 25.5 8.1 27.5 0.0 0.0 13.1 35.9 4.5 4.5 9.1 30.9 8.7 28.9 0.0 0.7 12.9 28.1 4.5 4.5 10.1 21.9 8.4 12.5 0.1 0.9 Intersec,tion Surrrr�ary HCM 6th Ctri Delay 45.8 HCM 6th LOS D . . � -.. Timings 14: Vine Drive & Timberline Road � � � � � t �► 1 2027 Total AM 04/03✓2024 Lane CYoup EBL EB f V�BL V�BT NBL NBT SBL SBT Lane Corifigurations � '� � '� � '� � '� Traffic Vdume (vph) 94 138 154 229 171 258 22 539 Future Vdume (vph) 94 138 154 229 171 258 22 539 Tum Type p��n+pt NA p�rr-pt NA p�rr-pt NA p�n+pt NA R-oteded Phases 7 4 3 8 5 2 1 6 P�mitted Phases 4 8 2 6 Detec�a- Phase 7 4 3 8 5 2 1 6 �itch Phase � Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 9.5 ?2.5 9.5 ?2.5 9.5 ?2.5 9.5 22.5 Total Split (s) 9.6 22.6 11.0 24.0 11.8 46.9 9.5 44.6 Tot81 Split (%) 10.7% 25.1% 12.2% 26.7% 13.1% 52.1% 10.6% 49.6% YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead L�g Lead l�g Lead L�g Lead L�g L�d-Lag Optirrize? Yes Yes Yes Yes Yes Yes Yes Yes F�Call Mode None None Norie None Norie GMa�c None GN}ax Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: NBTL arid 6: SBTL, Start of Q'een Natural G�le: 90 Contrd Type: Aduatec�Coa-dinated and Phases: 14: �lne Drive &Timberiine F�ad V 1 I �I V L � 05 • � Oo �V.J �� � 0i O3 • • '-�• HCM 6th Signalized Intersection Summary 14: Vine Drive & Timberline Road �� � � � � ~ � � t � �► 1 -� EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR SBL SBT SBR Lane Corifigurations � '� � '� � '� � '� Traffic Vdume (vewh) 94 138 192 154 229 16 171 258 109 22 539 194 Future Vdume (vewh) 94 138 192 154 229 16 171 258 109 22 539 194 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih 102 150 209 167 249 17 186 280 118 24 586 200 P�k Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vett/h 276 142 198 209 375 26 228 627 264 477 60;i 206 Arrive On Green 0.06 0.20 0.20 0.07 0.22 0.22 0.07 0.50 0.50 0.03 0.45 0.45 Sat Flau, veh/h 1781 707 986 1781 1731 118 1781 1249 526 1781 1333 455 QpVdume(v), veh/h 102 0 359 167 0 266 186 0 398 24 0 786 Grp Sat Flcr�(s),veh/I�In 1781 0 1693 1781 0 1849 1781 0 1776 1781 0 1788 Q Serve(�s), s 4.1 0.0 18.1 6.5 0.0 11.8 4.7 0.0 13.0 0.6 0.0 38.7 Gyde Q Cl�r(�c), s 4.1 0.0 18.1 6.5 0.0 11.8 4.7 0.0 13.0 0.6 0.0 38.7 R-op In Larie 1.00 0.58 1.00 0.06 1.00 0.30 1.00 0.25 Lane C�p Cap(c), veWh 276 0 340 209 0 401 228 0 891 477 0 809 V/C Ratio(� 0.37 0.00 1.05 0.80 0.00 0.66 0.81 0.00 0.45 0.05 0.00 0.97 Avail Cap(c a), vehlh 276 0 340 209 0 401 240 0 891 532 0 809 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Unifa�m Delay (d), s/veh 27.0 0.0 36.0 28.6 0.0 32.3 20.3 0.0 14.4 12.9 0.0 24.1 Ina� Delay (d2), s/veh 0.8 0.0 63.8 19.5 0.0 4.1 18.4 0.0 1.6 0.0 0.0 25.5 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 1.8 0.0 13.3 3.9 0.0 5.6 2.9 0.0 5.3 0.3 0.0 20.9 Unsig. Nbvement Delay, s/veh Lr� Delay(d),s�veh 27.8 0.0 99.8 48.1 0.0 36.3 38.7 0.0 16.0 12.9 0.0 49.6 LnQp LOS C A F D A D D A B B A D Appraed� Vd, veh/h 461 433 584 810 Ap�xoach Delay, s✓veh 83.8 40.9 23.2 48.5 Approad� L06 f F D C � D � Timer - PSsigned Phs Phs D�n-ation (G+Y+Rc), s Change Pe�iod (Y+Rc), s N�x Green Setting (C�r�ax), s Max Q Cl�r Tirre (�c+l 1), s Green Ext Tirre (p c), s 1 2 6.8 49.6 4.5 4.5 5.0 42.4 2.6 15.0 0.0 2.7 3 4 11.0 ?2.6 4.5 4.5 6.5 18.1 8.5 20.1 0.0 0.0 11.2 45.2 4.5 4.5 7.3 40.1 6.7 40.7 0.0 0.0 2027 Total AM 04/03✓2024 9.6 24.0 4.5 4.5 5.1 19.5 6.1 13.8 0.0 0.7 Intersec,tion Surrrr�ary HCM 6th Ctri Delay 47.7 HCM 6th LOS D . . � -.. Timings 14: Vine Drive & Timberline Road � � � � � t �► 1 2027 Total PM 04/03✓2024 Lane CYoup EBL EB f V�BL V�BT NBL NBT SBL SBT Lane Corifigurations � '� � '� � '� � '� Traffic Vdume (vph) 209 204 152 202 200 468 14 418 Future Vdume (vph) 209 204 152 202 200 468 14 418 Tum Type p��n+pt NA p�rr-pt NA p�rwpt NA p7t+pt NA R-oteded Phases 7 4 3 8 5 2 1 6 P�mitted Phases 4 8 2 6 Detec�a- Phase 7 4 3 8 5 2 1 6 �itch Phase � Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 9.5 ?2.5 9.5 ?2.5 9.5 ?2.5 9.5 22.5 Total Split (s) 14.0 29.2 10.9 26.1 13.2 40.4 9.5 36.7 Tot81 Split (%) 15.6% 32.4% 12.1% 29.0% 14.7% 44.9% 10.6% 40.8% YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead L�g Lead l�g Lead L�g Lead L�g L�d-Lag Optirrize? Yes Yes Yes Yes Yes Yes Yes Yes F�Call Mode None None Norie None Norie GMa�c None GN}ax Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: NBTL arid 6: SBTL, Start of Q'een Natural G�le: 90 Contrd Type: Aduatec�Coa-dinated . . � -.. HCM 6th Signalized Intersection Summary 14: Vine Drive & Timberline Road �� � � � � ~ � � 2027 Total PM 04/03✓2024 t � �► 1 -� EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR SBL SBT SBR Lane Corifigurations � '� � '� � '� � '� Traffic Vdume (vewh) 209 204 264 152 202 28 200 468 114 14 418 164 Future Vdume (vewh) 209 204 264 152 202 28 200 468 114 14 418 164 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih 227 712 287 165 220 30 217 509 124 15 454 167 P�k Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vett/h 403 203 263 207 387 53 263 635 155 217 469 173 Arrive On Green 0.11 0.27 0.27 0.07 0.24 0.24 0.09 0.44 0.44 0.02 0.36 0.36 Sat Flau, veh/h 1781 741 95/ 1781 1611 220 1781 1453 354 1781 1304 480 QpVdume(v), veh/h 227 0 509 165 0 250 217 0 633 15 0 621 Grp Sat Flcr�(s),veh/I�In 1781 0 1698 1781 0 1831 1781 0 1807 1781 0 1784 Q Serve(�s), s 8.5 0.0 24.7 6.3 0.0 10.8 6.5 0.0 27.3 0.5 0.0 30.8 Gyde Q Cl�r(�c), s 8.5 0.0 24.7 6.3 0.0 10.8 6.5 0.0 27.3 0.5 0.0 30.8 R-op In Larie 1.00 0.56 1.00 0.12 1.00 0.20 1.00 0.27 Lane C�p Cap(c), veWh 403 0 466 207 0 439 263 0 790 217 0 642 V/C Ratio(� 0.56 0.00 1.09 0.80 0.00 0.57 0.83 0.00 0.80 0.07 0.00 0.97 Avail Cap(c a), vehlh 403 0 466 207 0 439 267 0 790 285 0 642 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Unifa�m Delay (d), s/veh 22.5 0.0 32.7 26.1 0.0 30.1 20.6 0.0 22.0 19.9 0.0 28.3 Ina� Delay (d2), s/veh 1.8 0.0 69.0 19.4 0.0 1.7 18.5 0.0 8.4 0.1 0.0 28.3 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 3.6 0.0 18.7 3.7 0.0 4.9 3.9 0.0 12.7 0.2 0.0 17.6 Unsig. Nbvement Delay, s/veh Lr� Delay(d),s�veh 24.3 0.0 101.7 45.6 0.0 31.8 39.1 0.0 30.4 20.1 0.0 56.6 LnQp LOS C A F D A C D A C C A E Appraed� Vd, veh/h 736 415 850 636 Ap�xoach Delay, s✓veh 77.8 37.3 32.6 55.7 Approad� L06 f E D C � E � Timer - PSsigned Phs Phs D�n-ation (G+Y+Rc), s Change Pe�iod (Y+Rc), s N�x Green Setting (C�r�ax), s Max Q Cl�r Tirre (�c+l 1), s Green Ext Tirre (p c), s 1 2 6.1 43.8 4.5 4.5 5.0 35.9 2.5 29.3 0.0 2.3 3 4 10.9 29.2 4.5 4.5 6.4 24.7 8.3 26.7 0.0 0.0 13.0 36.9 14.0 26.1 4.5 4.5 4.5 4.5 8.7 32.2 9.5 21.6 8.5 32.8 10.5 12.8 0.0 0.0 0.0 0.9 Intersec,tion Surrrr�ary HCM 6th Ctri Delay 51.5 HCM 6th LOS D . . � -.. HCM 6th Roundabout 2027 Total AM 15: Timberline Road & Chesapeak Drive �/�✓�4 Iritersec,tion Ir�tersection Delay, s�veh Irrtersection LOS Errtry L�ries Conflic�ing Cirde Lanes Adj Approach Flatiu, veh/h Demand Rotiv Rate, veh/h Vehides Circulating, veWh V�ides F�dting, vel�h P�d Vd G7ossing Leg, #/h Ped Cap Adj Approach Delay, s/veh Appraach LOS Lane Designated Nbves Assurr�ed Nbves RT Chanr�elized Lane Util Fdla✓u-l� Headv�ay, s G7itical H�duuay, s E.ntry Rav, veh/h Cap F�try Larie, veh/h Eritry FiV Adj Fac#or Rav F�try, veh/h Cap F�try, vef�✓h e✓ V/C Ratio Contrd D�ellay, s�veh De L05 95th %tile C�.ieue, veh 4.1 A � � � Left LTR LTR 1.000 2.609 4.976 97 1035 0.977 95 1012 0.094 4.4 A 0 EB 1 1 95 97 282 17 0 1.000 4.4 A � � i � � � — � � Left LTR LTR 1.000 2.609 4.976 53 1209 0.981 � 1186 0.044 3.4 A 0 WB 1 1 52 53 130 57 0 1.000 3.4 A � — � — � — � � � Left LTR LTR 1.000 2.609 4.976 177 1366 0.982 174 1341 0.130 3.7 A 0 NB 1 1 174 177 10 369 0 1.000 3.7 A � � i � � � SB 1 1 — 225 230 � 70 113 - 0 1.000 4.4 A Left LTR LTR 1.000 2.609 4.976 230 1285 0.980 225 1260 0.179 4.4 A 1 i � � — � � . . � -.. HCM 6th Roundabout 2027 Total PM 15: Timberline Road & Chesapeak Drive �/�✓�4 Iritersec,tion Ir�tersection Delay, s�veh Irrtersection LOS Errtry L�ries Conflic�ing Cirde Lanes Adj Approach Flatiu, veh/h Demand Rotiv Rate, veh/h Vehides Circulating, veWh V�ides F�dting, veWh P�d Vd G7ossing Leg, #/h Ped Cap Adj ApprOadl Dela�/, s�V2h Appraach LOS Lane Designated Nbves Assurr�ed Nbves RT Chanr�elized Lane Util Fdla✓u-l� Headv�ay, s G7itical H�duuay, s E.ntry Rav, veh/h Cap F�try Larie, veh/h Eritry FiV Adj Fac#or Rav F�try, veh/h Cap F�try, vef�✓h e✓ V/C Ratio Contrd D�ellay, s�veh De L05 95th %tile C�.ieue, veh 4.7 A � � � LTR LTR ��� .�• . � :ti �.. 1 •: .. �. � �. .� � O .. : � � 111 .� � � i � � � — � � LTR LTR 1.000 2.609 4.976 56 1030 0.982 9� 55 1011 0.054 4.0 A 0 WB 1 1 55 56 287 104 0 1.000 4.0 A � — � — � — � � � LTR LTR 1.000 2.609 4.976 374 1356 0.980 366 1328 0.276 5.1 A 1 NB 1 1 366 374 17 314 0 1.000 5.1 A � � i � � � SB 1 1 — � 206 � 106 237 - 0 1.000 4.4 A LTR LTR 1.000 2.609 4.976 206 1238 0.980 202 1214 0.166 4.4 A 1 i � � — � � . . � -.. HCM 6th Roundabout 16: Timberline Road & East-West Iritersec,tion Ir�tersection Delay, s�veh Irrtersection LOS Errtry L�ries Conflic�ing Cirde Lanes Adj Approach Flatiu, veh/h Demand Rotiv Rate, veh/h Vehides Circulating, veWh V�ides F�dting, vel�h P�d Vd G7ossing Leg, #/h Ped Cap Adj Approach Delay, s/veh Appraach LOS Lane Designated Nbves Assurr�ed Nbves RT Chanr�elized Lane Util Fdla✓u-l� Headv�ay, s G7itical H�duuay, s E.ntry Rav, veh/h Cap F�try Larie, veh/h Eritry FiV Adj Fac#or Rav F�try, veh/h Cap F�try, vef�✓h e✓ V/C Ratio Contrd D�ellay, s�veh De L05 95th %tile C�.ieue, veh 3.5 A � � � Left LTR LTR 1.000 2.609 4.976 � 1115 1.000 71 1115 0.020 3.4 A 0 EB 1 1 � 7� 209 5 0 1.000 3.4 A � � i � � � — � � Left LTR LTR 1.000 2.609 4.976 111 1307 0.982 9� 109 1284 0.085 3.5 A 0 WB 1 1 109 111 53 58 0 1.000 3.5 A � — � — � — � � � Left LTR LTR 1.000 2.609 4.976 111 1380 0.98;i 109 1356 0.080 3.3 A 0 NB 1 1 109 111 0 231 0 1.000 3.3 A � � i � � � 2027 Total AM 03�/21/2024 SB 1 1 — � 98 � 116 48 - 0 1.000 3.7 A Left LTR LTR ��� .�• . � .; i. 1 •:1 �• � �:� � i � � — � � . . � -.. HCM 6th Roundabout 16: Timberline Road & East-West Iritersec,tion Ir�tersection Delay, s�veh Irrtersection LOS Errtry L�ries Conflic�ing Cirde Lanes Adj Approach Flatiu, veh/h Demand Rotiv Rate, veh/h Vehides Circulating, veWh V�ides F�dting, vel-Jh P�d Vd G7ossing Leg, #/h Ped Cap Adj Approach Delay, s/veh Appraach LOS Lane Designated Nbves Assurr�ed Nbves RT Chanr�elized Lane Util Fdla✓u-l� Headv�ay, s G7itical H�duuay, s E.ntry Rav, veh/h Cap F�try Larie, veh/h Eritry FiV Adj Fac#or Rav F�try, veh/h Cap F�try, vef�✓h e✓ V/C Ratio Contrd D�ellay, s�veh De L05 95th %tile C�.ieue, veh 3.9 A � � � Left LTR LTR 1.000 2.609 4.976 13 1133 1.000 13 1133 0.011 3.3 A 0 EB 1 1 13 13 193 14 0 1.000 3.3 A � � i � � � — � � Left LTR LTR 1.000 2.609 4.976 112 1216 0.982 9� 110 1194 0.092 3.8 A 0 WB 1 1 110 112 124 113 0 1.000 3.8 A � — � — � — � � � Left LTR LTR 1.000 2.609 4.976 237 1380 0.982 233 1356 0.172 4.1 A 1 NB 1 1 233 237 0 206 0 1.000 4.1 A � � i � � � 2027 Total PM 03�/21/2024 SB 1 1 — 79 81 � 126 110 - 0 1.000 3.6 A Left LTR LTR 1.000 2.609 4.976 81 1213 0.980 79 1190 0.067 3.6 A 0 i � � — � � . . � -.. HCM 6th TWSC 2027 Total AM 17: Giddings Road & North Access �/�✓�4 Iritersec,tion Int Delay, s/veh 0.9 Nbvement EBL EBR NBL NBT SBT SBR Lane Corrfiguratioris � �j � '� Traffic Vd, veh/h 2 35 12 143 346 1 Future Vd, vewh 2 35 12 143 346 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - 150 - - - Veh in Median Storage, # 0 - - 0 0 - Q-ade, % 0 - - 0 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrr�t Rav 2 38 13 155 376 1 N�jodMrior Ninor2 Major1 Maja2 Conflicting Fla✓vAll 558 377 377 0 - 0 Stage 1 377 - - - - - Stac� 2 181 - - - - - Qitical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 2.218 - - - Pot C,a�1 N}anewer 491 670 1181 - - - Stage 1 694 - - - - - Stage 2 850 - - - - - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 486 670 1181 - - - Nbv Ca�r2 NY�neuver 486 - - - - - Stage 1 686 - - - - - Stage 2 850 - - - - - :!.. .:. • . . �-. �: �. � • •. : Ninor Lane/Major Mvrrt NBL NBTEBLn1 SBT SBR Capaaty (veh/h) 1181 - 657 - - HCM Lane V/C Ratio 0.011 - 0.061 - - FiCM Coritrd Delay (s) 8.1 - 10.8 - - F-K�VI Lar�e LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.2 - - . . � -.. HCM 6th TWSC 2027 Total PM 17: Giddings Road & North Access �/�✓�4 Iritersec,tion Int Delay, s/veh 0.9 Nbvement EBL EBR NBL NBT SBT SBR Lane Corrfiguratioris � �j � '� Traffic Vd, veh/h 1 ?2 35 290 211 2 Future Vd, vewh 1 22 35 290 211 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - 150 - - - Veh in Median Storage, # 0 - - 0 0 - Q-ade, % 0 - - 0 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 �Mrrt Rav 1 24 38 315 229 2 N�jodMrior Ninor2 Major1 Maja2 Conflicting Fla✓vAll 621 230 231 0 - 0 Stage 1 230 - - - - - Stac� 2 391 - - - - - Qitical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 2.218 - - - Pot C,a�1 N}anewer 451 809 1337 - - - Stage 1 808 - - - - - Stage 2 683 - - - - - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 438 809 1337 - - - Nbv Ca�r2 NY�neuver 438 - - - - - Stage 1 785 - - - - - Stage 2 683 - - - - - :!.. .-. • . . �-. •: �: � • •. � Ninor Lane/Major Mvrrt NBL NBTEBLn1 SBT SBR Capaaty (veh/h) 1337 - 780 - - HCM Lane V/C Ratio 0.028 - 0.032 - - HCM Coritrd Delay (s) 7.8 - 9.8 - - F-K�VI Lar�e LOS A - A - - HCM 95th %tile Q(veh) 0.1 - 0.1 - - . . � -.. HCM 6th TWSC 2027 Total AM 18: Giddings Road & South Access �/�✓�4 Irrtersedion Int Delay, s/veh 1.4 Nbvement EBL EBR NBL NBT SBT SBR Lane Corrfiguratioris � �j � '� Traffic Vd, veh/h 2 58 20 153 380 1 Future Vd, vewh 2 58 20 153 380 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - 0 - - - Veh in Median Storage, # 0 - - 0 0 - Q-ade, % 0 - - 0 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrrt Rav 2 63 22 166 413 1 N�jodMrior Ninor2 Major1 Maja2 Conflicting Fla✓vAll 624 414 414 0 - 0 Stage 1 414 - - - - - Stac� 2 210 - - - - - Qitical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 2.218 - - - Pot C,a�1 N}anewer 449 638 1145 - - - Stage 1 667 - - - - - Stage 2 825 - - - - - Platoon blocked, % - - - Mov Ca�r1 �er 440 638 1145 - - - Nbv Ca�r2 NY�neuver 440 - - - - - Stage 1 654 - - - - - Stage 2 825 - - - - - Approad� EB NB SB HCM Coritrd Delay, s 11.4 0.9 0 HCM LOS B Ninor Lane/Major Mvrrt NBL NBTEBLn1 SBT SBR Capaaty (veh/h) 1145 - 629 - - HCM Lane V/C Ratio 0.019 - 0.104 - - FiCM Coritrd Delay (s) 8.2 - 11.4 - - F-K�VI Lar�e LOS A - B - - HCM 95th %tile Q(veh) 0.1 - 0.3 - - . . � -.. HCM 6th TWSC 2027 Total PM 18: Giddings Road & South Access �/�✓�4 Irrtersedion Int Delay, s/veh 1.3 Nbvement EBL EBR NBL NBT SBT SBR Lane Corrfiguratioris � �j � '� Traffic Vd, veh/h 1 37 58 324 231 2 Future Vd, vewh 1 37 58 324 231 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - 0 - - - Veh in Median Storage, # 0 - - 0 0 - Q-ade, % 0 - - 0 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrrt Rav 1 40 63 352 251 2 N�jodMrior Ninor2 Major1 Maja2 Conflicting Fla✓vAll 730 252 253 0 - 0 Stage 1 252 - - - - - Stac� 2 478 - - - - - Qitical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 2.218 - - - Pot C,a�1 N}anewer 389 787 1312 - - - Stage 1 790 - - - - - Stage 2 624 - - - - - Platoon blocked, % - - - Mov Ca�r1 �er 370 787 1312 - - - Nbv Ca�r2 NY�neuver 370 - - - - - Stage 1 752 - - - - - Stage 2 624 - - - - - :!.. .-. • • • �- . 1 1 • •► C Ninor Lane/Major Mvrrt NBL NBTEBLn1 SBT SBR Capaaty (veh/h) 1312 - 764 - - HCM Lane V/C Ratio 0.048 - 0.054 - - FiCM Coritrd Delay (s) 7.9 - 10 - - F-K�VI Lar�e LOS A - B - - HCM 95th %tile Q(veh) 0.2 - 0.2 - - . . � -.. APPENDIX F 2027 Queue Analysis Worksheets Kimley>>> Horn _ 196474001 Montava - Phase D Queues 2027 Total AM 7: Turnberry Road & Country Club Road �/�✓�4 -' � � �- � � T �► 1 -� Lane Q'oup EBL EBT EBR WBL V1�BT NBL NBT SBL SBT SBR Lane Q'oup Flow (vph) 154 36 202 30 53 210 114 3 193 348 v/c Ratio 0.63 0.11 0.45 0.12 0.16 0.25 0.09 0.00 0.14 0.28 Contrd Delay 44.6 28.5 7.5 28.9 29.4 6.2 4.6 5.3 5.2 1.3 C�.�eue Delay = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - Total Delay 44.6 28.5 7.5 28.9 29.4 6.2 4.6 5.3 5.2 1.3 C�.�eue Length 50th (ft) 82 17 0 15 26 33 14 1 28 0 - C�ueue Length 95th (ft) 130 38 51 34 51 85 40 4 69 29 Iriternal Link Dist (ft) 5109 348 2513 1266 - Tum Bay Ler�gth (ft) 50 150 150 150 Base Capaaty(vph) 560 776 777 569 776 851 1314 915 1339 1235 - Starvation Cap Reduc�n 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 - Storage Cap Redudn 0 0 0 0 0 0 0 0 0 0 R�duoed v/c Ratio 0.28 0.05 0.26 0.05 0.07 0.25 0.09 0.00 0.14 0.28 � Irrtersection Sum�r�ary . . � -.. Queues 2027 Total PM 7: Turnberry Road & Country Club Road �/�✓�4 -' � � �- � � T �► 1 -� Lane Q'oup EBL EBT EBR WBL V1�BT NBL NBT SBL SBT SBR Lane Q'oup Flow (vph) 338 68 267 23 35 264 209 5 146 233 v/c Ratio 0.74 0.11 0.38 0.05 0.06 0.38 0.20 0.01 0.14 0.23 Contrd Delay 35.6 17.9 3.7 16.6 16.9 15.2 11.7 12.6 11.9 2.7 C�.�eue Delay = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - Total Delay 35.6 17.9 3.7 16.6 16.9 15.2 11.7 12.6 11.9 2.7 C�.�eue Length 50th (ft) 168 26 0 9 13 78 51 1 37 0 - C�ueue Length 95th (ft) 216 44 41 21 27 176 116 8 87 40 Iriternal Link Dist (ft) 5109 348 2513 1266 - Tum Bay Ler�gth (ft) 50 150 150 150 Base Capaaty(vph) 691 941 932 671 941 700 1034 652 1054 997 - Starvation Cap Reduc�n 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 - Storage Cap Redudn 0 0 0 0 0 0 0 0 0 0 R�duoed v/c Ratio 0.49 0.07 0.29 0.03 0.04 0.38 0.20 0.01 0.14 0.23 � Irrtersection Sum�r�ary . . � -.. Queues 9: Timberline Road & Mountain Vista Drive � � � ~ � t �► 1 2027 Total AM 04/03✓2024 Lane Q'oup EBL EBT V�,BL V�BT NBL NBT SBL SBT Lane Q'oup Flow (vph) 36 438 315 200 114 298 128 273 v/c Ratio 0.08 0.60 0.64 0.18 0.48 0.82 0.61 0.69 Contrd Delay 19.8 24.8 15.9 8.3 24.2 39.8 36.2 41.7 C�.�eue Delay = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.8 24.8 15.9 8.3 24.2 39.8 36.2 41.7 C�.�eue Length 50th (ft) 13 183 86 44 54 134 52 140 C�ueue Length 95th (ft) 35 300 137 78 m56 rr�#220 #97 225 Iriternal Link Dist (ft) 2506 25Q9 5179 598 Tum Bay Ler�gth (ft) Base Capaaty(vph) 472 727 528 1085 238 404 211 414 Starvation Cap Reduc�n 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 Storage Cap Redudn 0 0 0 0 0 0 0 0 R�duoed v/c Ratio 0.08 0.60 0.60 0.18 0.48 0.74 0.61 0.66 � Intersedion Surrrr�ary # 95th percentile vdume exoeeds capacity, queue may be longer. Queue shc�nm is ma�dmum after tvw cydes. m Vdume for 95th peroentile que�ae is metered by upstream signal. . . � -.. Queues 9: Timberline Road & Mountain Vista Drive � � � ~ � t �► 1 2027 Total PM 04/03✓2024 Lane Q'oup EBL EBT V�,BL V�BT NBL NBT SBL SBT Lane Q'oup Flow (vph) 72 329 268 399 190 540 127 217 v/c Ratio 0.31 0.73 0.73 0.51 0.38 0.84 0.54 0.37 Contrd Delay 32.7 38.9 31.2 21.0 11.0 27.7 22.8 24.8 C�.�eue Delay = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.7 38.9 31.2 21.0 11.0 27.7 22.8 24.8 C�.�eue Length 50th (ft) 34 153 100 155 51 289 39 90 C�aeue Length 95th (ft) 74 #275 #171 240 m37 m332 72 152 Iriternal Link Dist (ft) 2506 2509 5179 598 Tum Bay Ler�gth (ft) Base Capeaty(vph) 236 449 372 779 512 643 237 594 Starvation Cap Reduc�n 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 Storage Cap Redudn 0 0 0 0 0 0 0 0 R�duoed v/c Ratio 0.31 0.73 0.72 0.51 0.37 0.84 0.54 0.37 ' Intersedion Surrrr�ary # 95th percentile vdume exoeeds capacity, queue may be longer. Queue shc�nm is ma�dmum after tvw cydes. m Vdume for 95th peroentile que�ae is metered by upstream signal. . . � -.. Queues 14: Vine Drive & Timberline Road � � � � � t �► 1 2027 Total AM 04/03✓2024 Lane Q'oup EBL EBT V�,BL V�BT NBL NBT SBL SBT Lane Q'oup Flow (vph) 102 359 167 266 186 398 24 797 v/c Ratio 0.40 0.93 0.82 0.62 0.81 0.41 0.05 0.98 Contrd Delay 27.7 60.3 56.2 38.6 43.9 13.8 8.7 51.4 C�.�eue Delay = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.7 60.3 56.2 38.6 43.9 13.8 8.7 51.4 C�.�eue Length 50th (ft) 41 164 70 138 52 103 5 422 C�ueue Length 95th (ft) 79 #328 #153 221 #171 212 16 #�685 Iriternal Link Dist (ft) 3819 5654 143 5179 Tum Bay Ler�gth (ft) Base Capaaty(vph) 257 398 204 429 230 977 510 817 Starvation Cap Reduc�n 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 Storage Cap Redudn 0 0 0 0 0 0 0 0 R�duoed v/c Ratio 0.40 0.90 0.82 0.62 0.81 0.41 0.05 0.98 � Intersedion Surrrr�ary # 95th percentile vdume exoeeds capaciry, queue may be longer. Queue sl� is ma�dmum after two cydes. . . � -.. Queues 14: Vine Drive & Timberline Road � � � � � t �► 1 2027 Total PM 04/03✓2024 Lane Q'oup EBL EBT V�,BL V�BT NBL NBT SBL SBT Lane Q'oup Flow (vph) 227 509 165 250 217 �i3 15 632 v/c Ratio 0.61 0.98 0.79 0.56 0.86 0.72 0.06 0.97 Contrd Delay 27.0 64.8 48.6 34.8 49.5 24.9 12.1 56.9 C�.�eue Delay = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.0 64.8 48.6 34.8 49.5 24.9 12.1 56.9 C�.�eue Length 50th (ft) 88 253 61 122 70 253 4 337 C�ueue Length 95th (ft) 145 #462 #145 199 #199 #522 14 #566 Iriternal Link Dist (ft) 3819 5654 143 5179 Tum Bay Ler�gth (ft) Base Capaaty(vph) 376 519 208 446 253 882 249 654 Starvation Cap Reduc�n 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 Storage Cap Redudn 0 0 0 0 0 0 0 0 R�duoed v/c Ratio 0.60 0.98 0.79 0.56 0.86 0.72 0.06 0.97 ' Intersedion Surrrr�ary # 95th percentile vdume exoeeds capaciry, queue may be longer. Queue sl� is ma�dmum after two cydes. . . � -.. APPENDIX G Phase D Only Figures Phase D Only Intersection Analysis Worksheets Phase D Bike Plan Kimley>>> Horn _ 196474001 Montava - Phase D / / / / i / / cle Infrastructure FUTURE ELEMENTARY ��, � r� �� � � � �, , �'� \ \ � �°�` � ��"� � u� __, \ � \�� �� \ ?���' ,� \ �\ \ � \ � \ � � \ \ \ � \ \ \ � \ �. \ � A`� �: \ � � � `��°„'�; \ � � \�;:, \ � A � / / � V � � � �� � / \ � \ ;//� � � � � ��������� :. �� i /, j' \\ �\�\ \ �/� � / \ �� � ' ' ' � � � ��� � � , %'� � � ��� �--,�� � ���� /� � � � � �%� � �� � �� � �i� � � - � G� � , �� jj_� G� �� /ti; i � i i �ii l � �' � , � �� „ , � � � � `- � � � I � �. � �_� i���� �- �J � � i/ /�/�/ .--- ��\� \ � i ��// � � � ����� �� � � � � /////i,,� // � �\��� �' /� / / // / / \ \�� � / / �� � � i � � \ � \ / / ��j� � � � /� \ � \ / / �� j � / �� � \ � \ / / ��/ �� � ,� \ \ � / / ��/ � � � / \ \ < // /�// �/�� \ � i� `� � � // � � \� \ �>^\ �� / /i� � � \��� �� . � l � �<� �� ,� � � ,�i� � � / � \ \ , / \ � / / � r \ � � \ \ � � � � � � � � � � ; i ; / ,' \� ;'`` \� `� � , � 1 r- ��,�� �;, � �,� � � � I � I �\ ���\ ��� I� i � -�i i ������i � � i � I I � � � � ( i � � � � � � ��<� ��i � I I �� �- _-J �/ �� I I � --� �_ ,� /� ,J � ► , , � �'.,�'�' ,�< / � �-----J `_ // ':ys�/ / \ I _— —__ _ � / % �.:�� � �-:,' /� �\ 1 —�� �� � ._ �_. \ 1 / --_—= == _�--. — .-. "�- /// � � -�� �1 ' /� / / � �� � -� �� � , � � � `, � ` ' � , � �� � � i � i �` �� � i � � I ►i I I I �� � ��� �� �� ��� J � I �� �� � � � � � � �� i � � � � � � ����� � � i � \��� �� � � �� \��, � �� ,, � , > � \�� \� � ,�' ,'%' I �� � �� , . . \ � � � �� , i ;� �- � � � � � � � � � � � � � � � � � � � � . ..--.... � . � Regional Trail This facility passes through Montava, just to the west of Phase D. Phase D is connected to the regional trail with an of f- str e� c on necti on Protected Bike Lanes All streets around the edge of Phase D have protected, sidewalk-adjacent bike lanes, as does Timberline Road. Homes within Phase D are within 500 feet or less from a protected bike lane. Low-Stress Roadway The internal street connections in Phase D are low stress and connect to adjacent low stress streets in other phases. Mid-Block Passages Mid-block walkways provide additional very low stress connections, ideal for young riders, which align with similar paths in Phase E and the network of protected lanes and low stress streets in Phase D. UTU R E PHASES K,L&M v r �,:._ � � wl {:; �,'�. `. Ilo �� _ a - ] .:i:r cy,� r n �� R' _ �.a.' .� � � p . _ ,y_y � _ ' � . p ` 7 I � � � � . '�. . rt T ii . . � , f T `�� '��� ry �"� c' . � u�Rr'�' '� . . ,� `� # �.' ' '"r .' �,.; _ ' "r��� �4. �� p„�_.,. py {Y t. o-�i.. f� � �. �. . '�'•'r . , ' L -•,t A . � M r ,I �� E�.. . � � a 1 . �� � f_� 4" m RICHARDS LAKE ROAD "<�N � '` Q f ? " _ #�� � i r ., .�. : �. .se � � v � � � � . �,'� �Pi t '> a ., 't� :r: - Q ` F .c. � � a ; : b,� � . �,� +� ' 1� q�m r. o- x^�'t ;. : g :i � yi �: � � � `f ' + : �` MAPLE HILL DF � 4� �`t lil O � .r ti, b i Yl ) t. t '`x ` ' cD , f�a?,`S .J' �'�` i ; � t - / r Jr _S�}b�Jt�N Fa t;�'i�Y�+a . - . . p!' " � ,; ,� . 't e cY. � - o ± : ". � ' . +'�`.` . '',:F Z }�.." ,a`� � � �. � � . �,. 100 �; � t- �,: COUNTRY CLUB RD « o�N�Y �CUe Q, �_ �r " � R�A� � � y� E,�' � } W � � �.�� �� �� �� _ w Z � .._ t �,.p' � a'� ,.'�� *.� � �v f r, � m . � � j . ' . � rr ,cn'y `; e{� Z . Q . ��_ �e"'` � � � p� r t�°..�;- �'. � } , �, 'j a i � �� � . � Q xF,; � +i�;�iW � r; �t,��_P �,��4s��'S� • i.� :; � �, .s t � , �. �s , �+P a i� *,#' .r� ,��R . �. .� t . ,.�r � x. '� ��;1 ¢ � e i � � e� ° r <�p `; ' t ' 4n �t. � ; �yi��, t �f C�YIs� �if,�J�� �Y�e. +'eu,.., F�tX.-"•+ i t� d�;...'�`� �R,:t,?'_ c�s. . r� rr i:tJ r.9 iv y' :� � T _ '�� �. � � �;. �; :` . � I �_ . 'F*S^'_�{',� . t�� �� VINE DRIVE 13 �- 29(22) � 264(166) 67(54) � I� I T 49(74) 3 o r N M "" V M '-' N I I� � :;: +�, �� A . � �° I� eF 0 ¢ 0 � � c� Z 0 0 i� �/ / / � ��� �,; �` �� /� '� ��� � �i/;' � ' /�� i � 0 a 0 � w z J � W m � � � 7,100 �—( r`, -- _ � � jo .. o � N ��� m W � `� 10(24) O N N � 0�7� 1 � � ,� 83(49) 1(0) � � I T 2�1 � � N u�i rn 1H(1H)-� m N O N � � � v � �.8�11� rn N N � < 20(31) ! � L �11(19) 22(38) �' �� � � 33(33)> N ,n ,n co 0 61(25) -� � o m 0 0 � 1(0) T4- � 47(64) � y ,� 50(59) � T 47(43) > m m 2(15) -� v n W � c� �.1(1) � O � � � 71(42) � ! � � � o LAKE & TURNBERRY RO Y RICNARDS LAKE & GIODINGS RD Y RICHARDS LAKE & BUSCH DR Y MAPLE HILL DR & iURNBERRY RD rn .. �n � =. 1 ! � _4�7) � 7(10) > 1(2) -y � 2��� <- 33(15) �r-1(1) 1 I r N .- m V N N � N N `� 1 1(23) c0 M N E—ZZ1��78� � � � � 235(193) 5(13) a � I r 206(313) -> ^ � ^ � •- N 94(70) � � � N � N N o ^ ,n M M 1 W � 142(311) �' 33(63) > 146(165) � <- 49(32) �r- 28(21) 1 T r � � O � N W MAPIE HIU. DR & 8AR HARBOR Y COUNTRY CLUB & IEMAY AVE y CWNTRY CIUB & TURNBERRY � 116(242) � 235(195) 1 � 226(163) > o � 157(128) �, � � � rn v �� T' °' � 43(65) V N <- 236(409) � i 9(8) �' . 450(301) > 0 � M � F� 70(130) r � <- 181(314) 1 `i 64(151) a 294(221) -> , � � V M T � �- 137(333) � � � V M <_-' Z Z4 _ 1 � 10(6) � 29(9) � VISTA & TURNBERRY RD °� o � � � M <- 224(389) � � �� � 203(116) 118(101)-> 456(286) � MOUNTAIN VISTA & TIMBERLINE RO Y MOUNTAIN VISTA & GIDDIN�S RD Y MOUNTAIN VISTA & BUSCH OR YMOUNTAIN VISTA & I-25 SB RAMP �1 NORTH NTS 196474001 rn I � .. o � � `O � `�- 16(28) � O N co a N <- 229(202) � W � ,- 154(152) i 29(66) ������ ^ T 138(204) � o � � O r r 192(264) � N m r M m � � O VISTA & I-25 NB RAMP Y V1NE DR & TIMBERLINE RO FIGURE G.1 MONTAVA — PHASE D FORT COLLINS, COLORADO 2027 BACKGROUND TRAFFIC VOLUMES — PHASE D ONLY II� i. � � .i.' --{ 2,000 JI�.,�1�a �`�s; � �I �F.- 4.�,� � Yi � � i� �, � i �'" � . ,�I I h.�� � .�I � 1 .. J�. :I� `�' r.. . I�� ,� � �,. � }���,� �k . � �` � � � � _ � .-, � �� � ��y � �o _ v OvVERALL�*,h f��� ��� r�r � MONTAVA` �r ','�,'-���+�" m DEVELOPMENT MOUNTAIN VISTA DRIVE '� - i 5,400 ����� 1 _� � �. Q ` . - � � �`f:a H Iz � �� "._� � - ,� �,�� -. .. ' y Y � i J �`�y,. �. _` °�r��j411� '� � E t � < '` �� ��Y� t�' 1� f'� i�`'i" t"� .IE I � A�i �� � j� d �� i.lt��. JY � i'��I ��,�„ P� I `;..` ` � ,� � j� ,� .�, �$ s:� �Y t� �. :; '<'! .-tfi+'` ��1��� a ��0 y, ��I a .z'W 1 � ,� ! +b ri� � � �,,� .�ffl '��� � ��� � � � 1 �" �� � � .3, t '�j ! ;, 1.,�� � I � • -'I _ 'f. LEGEND � y� J �t�.idy /area ��cy Inte:�scCtiOn �/ xxx(xxx) weekaay AM(PM) Peak Hour Traffic Voi�,�mes ;xx,xo0j � stimated Dai!y T�affic Volumc Kimlev>>> Horn f + ��:._ t. � . , 9 � {: i � �i 1�o ' � —.r ...t:Y �y�. t 1�' �.\ p �� �.a_� � ! ���. O\ _ +�, � � ; �^�"a�a��." ,� C �. ,`��F ryL. r y R,�s�� � il li �,J as►j4y 3 . f � : iF � �4'�� � u � "y ,�'.� # Y ' � I '.h�,, { �^� �� py {Y �� t. "�i.. . .. Q�', . ��" . A: - , L -.,t A . „ r, ' �� E�.. . � � a 1 . �� � f_� _4" m RICHARDS LAKE ROAD ��� .� } _ Q �, � �,� ? " _ � � 'f � � I' �" -. I A� �r`� � �, � [1 /] 0 � xi � r . . . . . , c,�,r 1 � . . , � .._ , . �, � e� . r�'� a - • t� :r - Jk Q � F -��- - �- p � �V s : b,� ���::. � � �,�. p�¢]t�. o- d'�`'��: . Q � 1�,i ���' . ¢i,� ` � ��' i ���Y . xR r < '---x���G,,, � MAPLE HILL DR � � ""^ �Fj-� � y' � S �E � � 3 � t � "��� � �� rC� + ��'r ` x. ;� � .- c� � i � �: ix :: ` � . , '`S .J'� �. � i ��,+ " Z - J ^.� � � ��l. �:j� `, ra t'�'i;Y +a� -. . - . �y �� _�� `�' .. . �, �` d c , . . 0 'p� ',Yi� f �" . t cV . . � .., . ". . ", . Il" +' '.: ,:j ! '}�.• a�, .. / � �—U, q 1 �� °���-. i 5� � ��� � � � - f, �, COUNTRY CLUB RD � � � � � � � r�+i�� ' k �. � � �� � C� � � � � � • - � r � — � UNTRy cCUe RoqO Q_ �: :,, o �. ,� ,.. r� A 7 - . � �' `y` � t� `l } W �,r y, � � 'ry.�f �� ��,.'k� �� _�. L�il. Z ,� .._ t �.,.p' � a'� ,.'�� *.� � �v f r, � m j � �y `� v,+ Z a '' _ � r � ' � f' %�''�. � k • t 'aF;� y� � . ,. Q �F �� 1 i �?! r , r ,1;;,� W L .r; ���;� ��i4s �;�,'S� i .� ., � �� is t � � �. �s r ��I � i� * #' � � �� . �, ..5,,: e i t '.'�{r f� e . : � � � �t -. ifi �. I , '�c :.';'r t � �f t4r�i� � �-�� ,`�, �+ ; F �lX,^a I ! L".... T �R,.l�Y_ P.Y. � `•}Y � J1' � ' :_T:r.i I� s. .� ��: � T .. . . . . a . .. . '�� �. � � �,_. �;�` � I �_ . ��� »� '.€_�_�,_ , . w4�:l:i �j a � 23� ��'� f► ,�<�< t"• ._ � u� t�� �� �� ; �, �] � . � �° I• ec' ..� . . � / / � ��� _ ` � � � � � ��s:'y � � � � v 1/ � I/i ��,,� v O�VERALLoi� f, ���� ��'� � �l ' ' MONTAVA '� .,,, �T �y" � m , p� ����� � DEVELOPMENT � � � .II I /� // � . r �_ ,_ MOUNTAIN VISTA DRIVE � — 5� �_ \ '�� � �_ l � 3�� �► � Q 0 � w z J � W m � H VINE DRIVE I � � 0 r� 0 0 c� o � 5 � c� c� � I [5%] —" � � 23 % � � '� [5%l ' o 0 �n o N M FIGURE G.2 MONTAVA — PHASE D � N O RTH FORT COLLINS, COLORADO N,�,as4��o, 2027 PROJECT TRIP DISTRIBUTION — PHASE D ONLY � � ' — 7 �� ' • 7� � } N � � � �. Q I � ' � �� �fe f:, �� H I Z r`" I. "..� � - ,� �,�� -. .. ' y Y � i J �`�y,. �. _` °�r��j411� '� � E t � < '` �� ��Y� t�' 1� f'� i�`'i" t"� .IE I � A�i � � + 3S � � '^I t?,� � � ° k.�� I �t�' . . t zw �. � 7 7 ..1 r� '�Y 'f � � . �:y v$ t .� w i Y f3� � '� '" s, �tf � ���..�y+ � f ;.� i �I a .z :„,w ' 1 ����J ' 1 *.+d '' p '� r i �� � 1.,�� � I �� —'I 'A . . _ , _ , . , _'�a � � N 0 0 � y ����.� � � 0 0 [33%] � M � J ' ��10�� � [53%] /' 1oi —> o � ���, 1� � 0 0 �35% c�u0 M � � 63 % � MOUNTAIN VISTA & TIMBERUNE RO Y MOUNTAIN VISTA & GIDDIN�S RD _ ) .� ., .., . P ... � 0 o M � y ����� � I 0 0 [65%] � � m "�� �� _ -..� . :� n ,.. __ �3� ���� c LEGEND � Siudy A.rcc Key Intcrsecl_icn �Project Access Intersection �— �� External Trip Distr:but:o�^ Percentcge Entering[Exiting� XX%_XX�� Trip Distribution Percen�c,ge Kimlev>>> Horn � f + ��:._ \. � . , 9 � '�,., f � ' ; _ _ �r. — . •.,iti �yN r � n '� R _ �+�!.aT�.' . . � � � `. �OMI _ . . ��r - ' IO �� � Y.. ',;���� r y ��i �I � a - a M f ��, � �„ � o�-Ry.� 'r �G�'. ,�''� # � ,�, . . ,-�w�r �y `Y �. � t. �.,'i. . fl '" �/��; ' . .. �r�' `T ' L t M r' � , I �� E�.. . � � a 1 . �� � f_� 4" m RICHARDS LAKE ROAD �'� •` '' Q # � � f'N ? • 2 . . ,i A�'"_I II��'I � �� i Lr`� i, xi r �'��7 �� . � �, �..- � � � � � e� r�'� a �.,; • t,ti � 3 Jk 4� F .c. '- p B �V s . b,� ���::. � � �,�. p�¢]t�. o- d'�`'��: . Q � 1�,i ���' . ¢i,� ` � ��' i ���Y . xR r < 'xG � MAPLE HILL DR � � ""^ �Fj-� � y' � tf E� e s t , =� � �� y f�� < � ` � � I � i: {�iY :: � � . � �'f� uYj . � f . �� . t Z � h.� � ! ��l. .I � e�Y N J� :�' `� �� 1. " F7 t' A� . � I �,.. .. . � , ; _. . � � �� . �� r : :F � }� " ,a`�, � � � � "� - 170 � � 't� � � : COUNTRY CLUB RD � � � � � ��r i�� ' k �. � � « �UNTR �_ l � Y a._' j�: c�Ue ROq� O - a�,:, � '�A 7 ' y� � `,� ` } W � � � Y.�fi �S`' 'yl�'A� 'C""�r� � W. Z ,� ..._ � t �.,.tr' i 3• �41' F. . . > . . rr Sy� �Va r � m. Q •' = 4 r 'r-. . . �� � � } � � r t�°..�;. �. � er ' H :�y�, Q � �F,<< ,r r �� r '� . +134r�eW � r; 't,��;P �,��4s+�;^''S` ' i .� .:� r_lt !f� � � ��. �``s " -_ i ��I � i� * #' � � �� . �. •s i e i t : ,.�r �.� e . : � � � �t -. ;fi � I , �- :� �,�tr� � � f t�r�.� � ''-�"'� �` �, � ; F �lX,^a I ! 'L".... T �R,.l�Y_ P.Y. � `•}Y � J1' � ' :_T:r.i I� s. .� ��: � T .. . . . . a . .. . '�� �. � � �;. �; :` . � I� - .'�-�`5�' � . ��� �1 k VINE DRIVE � / � i - � � � � �� ��� � v1/ �� I�,' ,� v OVERALL�*,h f� � r�r = �l ' � �I ,17 � � ' ' MONTAVA *k ' �T ; , p� ���� �� � DEVELOPMENT � � � � � �� I /� // / �r ,_ MOUNTAIN VISTA DRIVE �- �� __� l�; � Q 0 � w z J � W m � H 1�r' -C ��� � '.�� '�� . �. '� 0 ��� �j; +�', �� A . J � �� If�� e° ` � 2�1� N � I J ' � 1 .% � <— 19(12) � 58(37) r 7(19)> � � 0 N 3(10) > a v F� 24(68) � � n co 1 �5 `Z7�78) � �. MOUNTAIN VISTA & TIMBERUNE RO Y MOUNTAIN VISTA & GIDDIN�S RD m n N M � 3(10) � � � 10(6) -" I'�� 16(45) —� � '� � ��6� ' '' T N V � � N I FIGURE G.3 MONTAVA — PHASE D � N O RTH FORT COLLINS, COLORADO N,�,as4��o, 2027 PROJECT TRAFFIC VOLUMES — PHASE D ONLY � N � I � I 1 �. Q � . - � '�'�f,� H I Z r`" I. "..� � - ,� �,�� -. .. ' y Y � i J �`�y,. �. _` °�r��j411� '� ._ � t.ti ( I - �- ��` ��Y� �, .. j� �'�°_^ � .iE � � Ahl J ' � j(. i'.`.. � �1�''�,f � i �.�'I �p� �� . � �Y j $ � • ( Y. ' i 4T � „ ..''O�� i�..�:y r� �;;� "� ' '<'! .tfii' ��1��� a ��0.,�+ y, ��I a �'W 1 � i ! �b :�v � � �,,a .�ffl '��� d�� �. �- F a � �� � � �3, : '�j ! ;,1.,�� � I � •, �� . . . .. ._ _ _ . , . 'f. N N 1 I 2���.� � � �r 35(22) � N N ��.� ., � n . � N N N � 1 M 2���� � I N M 58(37) � o a N "�� _ t.� , � n ..-- 67(43) +� ���� �� rn 0 °' 24(68) M 19i i,. r LEGEND X� Study Area Key IntFrsect�or � Project Access In'e� � :c�ion XXX(XXX) Weekday AM(PM) Peak Hour Traffic Voi�,�mes �xx,xooi F�stirnatcd Uaily T�affic Volume Kimlev>>> Horn y + a,:._ �. � . , w 1 {: ; �'�'i. ` - � I � , :� � _ �r . .:-�:i �y,N r n ` .`.� R' l '� ` — - � Ir.t r � . �� � �A� � il � I� . . '"-�v_ r ( f T`�� ��� ry: �� � l� o�Ry`9E' A{ ,1 `ti # �. ! ��ri.�. �.,�; _ ' ��;��� Py {Y , t. "�i.. fl � � .. . �rJ' , L -.,t A . „ r, ' �� E�.. . � � a 1 . �� � r-�, ;4" m RICHARDS LAKE ROAD %'� •` '' Q �� � �f.,., ? " _ . . -II� i. r � � .i.' --{ 2,000 r���r�"i t a r a�� •t � � '�'� . Q:� F .�c. . . . � �,� . � . . l; � : �a s.�..a 'ti �,�`�. ,.,�' �� ��Nt.. o- A"t`'t,.. �. Q � 1a �' . g :i i .r � - � s . + 'G `MAPLE HILL DR o �� �r ,er� Y; ,`.+�t 1oO� . ...n:a s ti, , fti - � I r � y��.� � , {� [ I (� Y�F�`e ' � 1� . � i � - � � I � J . `: r '� � sY . + .."� uYj �.. ; ��. t Z � I h.�� � .�l. 1�jb�,ft N ra t'�':3r `�' �-i �`� .� � t a�. o i�, 1'' . � �.r j e o, .. . ., . +'�``. { ` :F � }�." ,a`�, / � � � 1 ��� A'- i ,�� � � � ��� t �:: COUNTRY CLUB RD � � � � � � � �'�r i��i � k ,. � � N�Y cCUe RoqO Q _ - : , A� 0 . ' � i. � +,k,s '� �' `y` � t� `l } W � � '`.�� �` ��� �` w Z ,� .._ t �.,.p' � a'� ,.'�� *.� � �v f r, � m j � �y `� v,+ Z 4 � ��_ �'�"�`�.p ���'��._ � � +f � f r tf •Ai�;� y, � . :� Q � �F,<< ,r r �?� r '� . +i�;�iW � r; �t,��_P �,��4s��'S� • i.� :; � �, ;s � , , � �s , �+P a i� *,#' .r� ,��R . �. .� t . ,.�r � x. '� ��;1 ¢ � e i � � e� ° r <�p `; ' t ' 4n �t. � ; �yi��, t �f C�YIs� �if,�J�� �Y�e. +'eu,.., F�tX.-"•+ i t� d�;...'�`� �R,:t,?'_ c�s. . r� rr i:tJ r.9 iv y' :� � T _ '�� �. � � �;. �; :` . � I �_ . 'F*S^'_�{',� . t�� �� VINE DRIVE :;: �, �� � � �° I� eF � / / � ��� _ ` � � � � � ��s:'y � � � � v 1/ � I/� i/,� v O�VERALLp�*,h ff �, a�� r�r � �l ' ' MONTAVA *k '� ,,, �T �y" � m , p� ����� � DEVELOPMENT � � � � ��' � ' �l, �i ,_ MOUNTAIN VISTA DRIVE � �_ '_� : �_ J � i: �. Q ` . - � � �`f:a H Iz � �� "._� � - ,� �,�� -. .. ' y Y � i J �`�y,. �. _` °�r��j411� '� � E t � < '` �� ��Y� t�' 1� f'� i�`'i" t"� .IE I � A�i �� � j� d �� i.lt��. JY � i'��I ��,�„ P� I `;..` ` � ,� a j� �� .�:y r$ t.� �Y f3� , ;, '<'! .-tfi+'` ��1��� a ��0 y, ��I a .z'W 1 � ,� ! +b ri� � � �,,� .�ffl '��� � ��� � � � 1 �" �� � � .3, t '�j ! ;, 1.,�� � I � • -'I _ 'f. 0 a 0 � w z J � W m � � � 7,100 �—( r`, -- _ � � jo :. � � N ��� m W c° `� 12(25) O N N � 0�7� 1 � � ,� 83(49) 1(0) � � I T 2�1 � � N u�i rn 1H(1H)-� m N O N � n � v � �.8�11� � N N � < 20(31) ! � L �11(19) 22(38) �' �� � � 33(33)> m � ,n c0 O 6Z(Z7) -y N N Q1 0 0 � 1(0) T4- � 47(64) � y ,� 50(59) � T 47(43) > m m 2(15) -� v n W � c� r 1�1) � O � � � 71(42) � � � o LAKE & TURNBERRY RO Y RICNARDS LAKE & GIODINGS RD Y RICHARDS LAKE & BUSCH DR Y MAPLE HILL DR & iURNBERRY RD rn .. �n � =. 1 ! � _4�7) � 7(10) > 1(2) -y � 2(�) <- 33(15) �r-1(1) 1 I r N .- m V N N � N N `� 1 1(23) � M N <- 231(184) � � � � 245(199) 5(13) a � I r 209(323) > ^ � ^ � •- N 94(70) � � � N � N N o ^ ,n M M` 1 I 1 142(311) �' 33(63) > 153(184) -� MAPIE HIU. DR & 8AR HARBOR Y COUNTRY CLUB & IEMAY AVE y CWNTRY CIUB & TURNBERRY <- 135(254) � 293(232) 1 � 233(182) > o m 157(128) �, � � � rn � o � F� 94(198) � M N N <- �g1(314) 1 `i 91(229) a ' 294(221) -> 0 T' °' � 43(65) � N � 260(477) � � 9(8) -a 517(344) -> � � � M � T � �- 156(345) � � ) v r> <-- 2 24 1 � 10(6) � 29(9) � VISTA & TURNBERRY RD °' o � � � M < - 244(447) � � �ii � 203(116) 137(113) -> 504(317) � MOUNTAIN VISTA dt TIMBERLINE RO Y MOUNTAIN VISTA & GIDDIN�S RD Y MOUNTAIN VISTA & BUSCH OR YMOUNTAIN VISTA & I-25 SB RAMP 1 � 29(22) �� 267(176) 77(60) � �� � � 59(80) -3 a, r c� � �- v M '-' N m oIN .. co co v .-� � m � `�_1628 ch o� � ) � N � a N <- 229(202) � W � ,- 154(152) 45(111) �' � ^ 7 138(204) � o ,n � o � r 192(264) � N m r M m �O N VISTA & I-25 NB RAMP Y V1NE DR & TIMBERLINE RO Q' - ] M 7 � ` � '� �4 � . �� _ I . p..l.: -., . �->., -`i 5,5701 � FIGURE G.4 MONTAVA — PHASE D � N O RTH FORT COLLINS, COLORADO N,�,as4��o, 2027 TOTAL TRAFFIC VOLUMES — PHASE D ONLY N 0 N N � � M 2���.� ; � �� 63(41) � N � r ��.� ., � n . � v N N M O � � 2���� � I N V 125(80) � r �' � � "�� _ t.� , � n ..-- LEGEND X� Study Area Key IntFrsect�or � Project Access In'e� � :c�ion XXX(XXX) Weekday AM(PM) Peak Hour Traffic Voi�,�mes <- 49(32) �r- 28(21) � T r � � O � V W �xx,xooi F�stirnatcd Uaily T�affic Volume Kimlev>>> Horn � � - ::i:y �5 N+ �..� � � -.'` w 1 �. ' . :.� � �fg� .. � -=-, yr� ' � � . � � ,,..��.aa,== s� �isr ,� l. " IK r � ��' p r r 'A"�i! �.'i `� -r-��,� �'� ( f ��:, � f� ��^„'� c oP ny �'` _ .L�'�4 ,� � ' P'�� �� I 1,11..iNfl�'Y .. �^���" d`�',� C by�Y � t• "�1�.. . " .. . ..��� � �� � L '�_..,t ,� . r,��' . �En-�. � � � a1. �� � f_� _4" m RICHARDS LAKE ROAD , %' �u . � ' � Q � ��'• ? � _ � � �r---_ I I � � I � �� i L„`� _ i, xi � r . . . . . , c,�,r 1 � . . , � .._ , . �, � e� . r�'� a . 't� :r - Jk ¢ � F -�e- - �- p � �V � i7,� �, ��::. �,�` . .,E . x ��Qi f �.. h A'�� '. . Q � 1 _i � � ' . g �` ,,m��,' j •fY ' + ���-'�G,`MAPLE HILL DR � � "`^ �fj-� � ,;' � S f E� a s i � "� � rC�+ � + �`a'T ` k. ;� � i `� .- UJ �^ I "� iF-' 1 t: FiY -: � � . � �f� '.Y/ �. � f . �R . t Z � � h �� � ! ��l. f r H� J �I' '�' �':> . T fa ��� d ' p i 1 �_ t � ,. � . ' ` / . � � � i,�� �. .� :�,,�-,ti � �� � •f. � . COUNTRY CLUB RD � � � � � ��r i�� ' k � � � i �^-_�-� C�U�� � .� - � r - Y cCUe RoqO O . r �. ' _�;` - ,�, � A 7 �' `y` � t� `l } W �. � � '��.�� /S4 t`•'�M1t '� ..�. W. ; ,� .._ +' f �.� tr } � �'� �V+ F r ' �� . 0] rr iy k � Z a ''_ �r� r?��%�. � � } '�� 'j r i � ��+ � . � Q xF,; � ,1;;,� W L .r; ��;� �,��4s+� ; +'S` i .� .:� r_lt !f� � � ��. �``s " -_ i � ��,p�� �#� �°��� '� •s i e i t : ,.�r �.� e . : � � � �t -. ifi �. I . '�c :.';'r t � �f t4r�i� � �-�� ,`�, �+ ; F �lX,^a I ! L".... T �R,.l�Y_ P.Ytl. � .;•}Y �i1' � ' :_T:r.i I� s. .! , , _ . � T . . . . . a . .. . '�� �. � � �._. � �� � �" I� - 'F*S^'_�{',� . t�� �� VINE DRIVE `� ; �'., .7� . J �° I,` eF Y � /��� _ ` �� �� � s:y � �� � /� � I � ,� ,� v OVERALL�� h f� � r�r = �� / � � � i , �� ':� . ' ''�,,,�T v�i �l ' ' MONTAVA � .,,, , �y" � m , p� ����� � DEVELOPMENT � � � � I� I /� // / �/ ,_ MOUNTAIN VISTA DRIVE �- �� __� l�; � Q 0 � w z J � W m � � �� .. � �y� �, � l \ =� � � ��'��� ( r,:�l � �� I �`�� 100' � � ► - 1 100' --1 _, � � . - , �J r _� ��� �.�,� L � �ii�, � { � � � T ��� � ��_ rl 9 10 � O � � � �� � MOUNTAIN VISTA h TIMBERUNE RD MOUNTAIN VISTA & GIDDIN�S RD �� 175' / � I �.I �ro�� 0 + i- m� � � I � �-- �� �� � �- 155'+ � 160'T 155'+ • � '� 160'T —� � i �:. � � +� 0 00 N O� � I � NORTH NTS 196474001 FIGURE G.5 MONTAVA - PHASE D FORT COLLINS, COLORADO 2027 RECOMMENDED GEOMETRY AND CONTROL - PHASE D ONLY O O � �-� ` — 100' / �� ��I� 1 in o N u] � N N � - - _ ' I`� I� �� � �N � � � �. Q ` - � �� �fe f:, �� H I Z r`" I. "..� � - `r r�� Y �' .. , , `� � J �`� ,; . t '_ — r_ �.. �, t t �' � � � � � �.�� I � �� � '`" �,�Y� "� � i� r =^ � iE i � Ahl ���' 1 j(. � ��[��i�J i i i�lil VA, .. ar�' ��' r s �"�� �, t � �ij� .. �i f ,� .�:y �.2;< <Y,-�� t, q� � ;, w .. , I � - -6; s � ��� ���..�y� � f �;,� i `I ,�, �� �f i � v �' 7 A���1 � r J ,3t P � .7 � �.i�� �I f � � ' , �.. . _ _ _ . ,. -'3, / I \ 1 LEGEN D X Study Area Key Intersection X j Project Access Intersection � � Roundabout sroP Stop Controlled Approach � Site—Specific Improvement Yield Controlled Approach � �mprovement by Others � Signalized Intersection � 100' Turn Lane Length (feet) =_� � 100' �� I,� � O � O N 1 �I r , ��� I1) � 1 N N ►— 2so� � � � I �`� �� � ao:;� • � . 150' �I • 1 ._ �� �� 25' �� � Kimlev>>> Horn HCM 6th TWSC 9: Timberline Road & Mountain Vista Drive Iritersec,tion Int Delay, s/veh 6.7 Nbverr�ent EBT Lane Corrfiguratia�s '� Traffic Vd, veh/h 226 Future Vd, veh/h 226 Coriflicting Peds, #/hr 0 Sign Contrd Free RT Channelized - Sta'age Lerigth - Veh in Median Storage, # 0 Q"ad2, % 0 Peak Hour Fac�or 92 Fieavy Vehides, % 2 �Mrrt Rav 246 EBR V�BL WBT BL � � 157 235 116 157 235 116 0 0 0 Free Free Free �lorie - Norie - 0 - - - 0 - - 0 92 92 92 2 2 2 171 255 126 NBL NBR � 96 141 96 141 0 0 Stop Stop - Norie 0 - 2 - 0 - 92 92 2 2 104 153 2027 Background AM 06/25✓2024 N�jodMrior N�jor1 Maja2 Ninor1 Conflicting Fla✓vAll 0 0 417 0 968 332 Stage 1 - - - - 332 - Stac� 2 - - - - 636 - Qitical Hdwy - - 4.12 - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy - - 2.218 - 3.518 3.318 Pot C,a�1 N}anewer - - 1142 - 282 710 Stage 1 - - - - 727 - Stage 2 - - - - 527 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver - - 1142 - 219 710 Nbv Ca�r2 NY�newer - - - - 372 - Stage 1 - - - - 727 - Stage 2 - - - - 409 - :!.. .-. • • • �-. 1 . :. • •► • Ninor Lane/Major Mvrrt NBLn1 EBT EBR WBL V�BT Capaaty (veh/h) 519 - - 1142 - HCM Lane V/C Ratio 0.496 - - 0.224 - FiCM Coritrd Delay (s) 18.6 - - 9.1 - F-K�VI Lar�e LOS C - - A - HCM 95th %tile Q(veh) 2.7 - - 0.9 - Phase D Only S�n-ichro 11 Repat Page 1 HCM 6th TWSC 9: Timberline Road & Mountain Vista Drive Iritersec,tion Int Delay, s/veh 10.1 Nbverr�ent EBT Lane Corrfiguratia�s '� Traffic Vd, veh/h 163 Future Vd, vewh 163 Coriflicting Peds, #/hr 0 Sign Contrd Free RT Channelized - Sta'age Lerigth - Veh in Median Storage, # 0 Q"ad2, % 0 Peak Hour Fac�or 92 Fieavy Vehides, % 2 Mvrrt Rav 177 EBR V�BL WBT BL � � 128 195 242 128 195 242 0 0 0 Free Free Free �lorie - Norie - 0 - - - 0 - - 0 92 92 92 2 2 2 139 212 263 NBL NBR � 150 205 150 205 0 0 Stop Stop - Norie 0 - 2 - 0 - 92 92 2 2 163 223 2027 Background PM 06/25✓2024 N�jodMrior N�jor1 Maja2 Ninor1 Conflicting Fla✓vAll 0 0 316 0 934 247 Stage 1 - - - - 247 - Stac� 2 - - - - 687 - Qitical Hdwy - - 4.12 - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy - - 2.218 - 3.518 3.318 Pot C,a�1 N}anewer - - 1244 - 295 792 Stage 1 - - - - 794 - Stage 2 - - - - 499 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver - - 1244 - 245 792 Nbv Ca�r2 NY�newer - - - - 382 - Stage 1 - - - - 794 - Stage 2 - - - - 414 - :!.. .-. • • • �- . 1 : . • •► � Ninor Lane/Major Mvrrt NBLn1 EBT EBR WBL V�BT Ca(�aatY (veh/h) 545 - - 1244 - HCM Lane V/C Ratio 0.708 - - 0.17 - FiCM Coritrd Delay (s) 26 - - 8.5 - F-K�VI Lar�e LOS D - - A - HCM 95th %tile Q(veh) 5.7 - - 0.6 - Phase D Only S�n-ichro 11 Repat Page 1 HCM 6th TWSC 9: Timberline Road & Mountain Vista Drive Iritersec,tion Int Delay, s/veh 8.4 Nbvement EBT EBR V�BL WBT BL Lane Corrfiguratia�s '� Traffic Vd, veh/h 233 157 Future Vd, veh/h 233 157 Coriflicting Peds, #/hr 0 0 Sign Contrd Free Free RT Channelized - Norie Sta'age Lerigth - Veh in Median Storage, # 0 Q"ad2, % 0 Peak Hour Fac�or 92 Fieavy Vehides, % 2 �Mrrt Rav 253 � 293 135 293 135 0 0 Free Free - Norie - - 0 - - 0 92 92 92 2 2 2 171 318 147 NBL NBR � 96 161 96 161 0 0 Stop Stop - Norie 0 - 2 - 0 - 92 92 2 2 104 175 2027 Total AM 07/17/2024 N�jodMrior N�jor1 Maja2 Ninor1 Conflicting Fla✓vAll 0 0 424 0 1122 339 Stage 1 - - - - 339 - Stac� 2 - - - - 783 - Qitical Hdwy - - 4.12 - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy - - 2.218 - 3.518 3.318 Pot C,a�1 N}anewer - - 1135 - 228 703 Stage 1 - - - - 722 - Stage 2 - - - - 450 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver - - 1135 - 158 703 Nbv Ca�r2 NY�newer - - - - 289 - Stage 1 - - - - 7?2 - Stage 2 - - - - 313 - Approed� EB WB NB HCM Contrd Delay, s 0 6.4 24.4 HCM LOS C Ninor Lane/Major Mvrrt NBLn1 EBT EBR WBL V�BT Ca(�aatY (veh/h) 458 - - 1135 - HCM Lane V/C Ratio 0.61 - - 0.281 - HCM Corrtrd Delay (s) 24.4 - - 9.4 0 F-K�VI Lar�e LOS C - - A A HCM 95th %tile Q(veh) 4 - - 1.2 - Phase D Only S�n-ichro 11 Repat Page 1 HCM 6th TWSC 9: Timberline Road & Mountain Vista Drive Iritersec,tion Int Delay, s/veh 17.2 Nbvement EBT EBR V�BL WBT BL Lane Corrfiguratia�s '� Traffic Vd, veh/h 182 128 Future Vd, vewh 182 128 Coriflicting Peds, #/hr 0 0 Sign Contrd Free Free RT Channelized - Norie Sta'age Lerigth - Veh in Median Storage, # 0 Q"ad2, % 0 Peak Hour Fac�or 92 Fieavy Vehides, % 2 Mvrrt Rav 198 � 232 254 232 254 0 0 Free Free - Norie - - 0 - - 0 92 92 92 2 2 2 139 252 276 NBL NBR � 150 Z�i 150 263 0 0 Stop Stop - Norie 0 - 2 - 0 - 92 92 2 2 163 286 2027 Total PM 07/17/2024 N�jodMrior N�jor1 Maja2 Ninor1 Conflicting Fla✓vAll 0 0 337 0 1048 268 Stage 1 - - - - 268 - Stac� 2 - - - - 780 - Qitical Hdwy - - 4.12 - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy - - 2.218 - 3.518 3.318 Pot C,a�1 N}anewer - - 1712 - 252 771 Stage 1 - - - - 777 - Stage 2 - - - - 452 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver - - 1712 - 191 771 Nbv Ca�r2 NY�newer - - - - 317 - Stage 1 - - - - 7T/ - Stage 2 - - - - 342 - Approed� EB WB NB HCM Contrd Delay, s 0 4.2 45.4 HCM LOS E Ninor Lane/Major Mvrrt NBLn1 EBT EBR WBL V�BT Ca(�aatY (veh/h) 507 - - 1222 - HCM Lane V/C Ratio 0.885 - - 0.206 - HCM Coritrd Delay (s) 45.4 - - 8.7 0 F-K�VI Lar�e LOS E - - A A HCM 95th %tile Q(veh) 9.8 - - 0.8 - Phase D Only S�n-ichro 11 Repat Page 1 HCM 6th TWSC 2027 Background AM 10: Mountain Vista Drive & Giddings Road 06/25✓2024 Irrtersedion Int Delay, s/veh 6.7 Nbvement EBL EBT WBT VbBR SBL SBR Lane Corrfiguratia�s � � '� � Traffic Vd, veh/h 64 294 181 70 167 173 Future Vd, vewh 64 294 181 70 167 173 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Free Free Free Free Stop Stop RT Channelized - Norie - Norie - Norie Sta'age Lerigth 150 - - - 0 - Veh in Median Storage, #- 0 0 - 2 - Q-ade, % - 0 0 - 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 �Mrrt Rav 70 320 197 76 182 188 N�jodNTirior N�jor1 Maja2 Ninoi2 Conflicting Fla✓vAll 273 0 - 0 695 235 Stage 1 - - - - 235 - Stac� 2 - - - - 460 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 1290 - - - 408 804 Stage 1 - - - - 804 - Stage 2 - - - - 636 - Platoon blocked, % - - - Mov Ca�r1 M�rieuver 1290 - - - 386 804 Nbv Ca�r2 NY�newer - - - - 554 - Stage 1 - - - - 761 - Stage 2 - - - - 636 - Approad� EB WB SB HCM Coritrd Delay, s 1.4 0 17.2 HCM LOS C Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Ca(�aatY (veh/h) 1290 - - - 658 HCM Lane V/C Ratio 0.054 - - - 0.562 FiCM Coritrd Delay (s) 8 - - - 17.2 F-K�VI Lar�e LOS A - - - C HCM 95th %tile Q(veh) 0.2 - - - 3.5 Phase D Only S�n-ichro 11 Repat Page 1 HCM 6th TWSC 2027 Background PM 10: Mountain Vista Drive & Giddings Road 06/25✓2024 Irrtersedion Int Delay, s/veh 4.5 Nbvement EBL EBT WBT VbBR SBL SBR Lane Corrfiguratia�s � � '� � Traffic Vd, veh/h 151 221 314 130 86 114 Future Vd, veh/h 151 221 314 130 86 114 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Free Free Free Free Stop Stop RT Channelized - Norie - Norie - Norie Sta'age Lerigth 150 - - - 0 - Veh in Median Storage, #- 0 0 - 2 - Q-ade, % - 0 0 - 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrrt Rav 164 240 341 141 93 124 N�jodNTirior N�jor1 Maja2 Ninoi2 Conflicting Fla✓vAll 482 0 - 0 980 412 Stage 1 - - - - 412 - Stac� 2 - - - - 568 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 1081 - - - 277 640 Stage 1 - - - - 669 - Stage 2 - - - - 567 - Platoon blocked, % - - - Mov Ca�r1 M�rieuver 1081 - - - 235 640 Nbv Ca�r2 NY�newer - - - - 433 - Stage 1 - - - - 567 - Stage 2 - - - - 567 - :!.. .-. • • • �- . . 1 . � • •► • Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Capaaty (veh/h) 1081 - - - 531 HCM Lane V/C Ratio 0.152 - - - 0.409 HCM Coritrd Delay (s) 8.9 - - - 16.4 F-K�VI Lar�e LOS A - - - C HCM 95th %tile Q(veh) 0.5 - - - 2 Phase D Only S�n-ichro 11 Repat Page 1 HCM 6th TWSC 2027 Total AM 10: Mountain Vista Drive & Giddings Road 06/21/2024 Irrtersedion Int Delay, s/veh 14.6 Nbvement EBL EBT WBT VbBR SBL SBR Lane Corrfiguratia�s � � '� � Traffic Vd, veh/h 91 294 181 94 234 250 Future Vd, vewh 91 294 181 94 234 250 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Free Free Free Free Stop Stop RT Channelized - Norie - Norie - Norie Sta'age Lerigth 150 - - - 0 - Veh in Median Storage, #- 0 0 - 2 - Q-ade, % - 0 0 - 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 �Mrrt Rav 99 320 197 102 254 272 N�jodNTirior N�jor1 Maja2 Ninoi2 Conflicting Fla✓vAll 299 0 - 0 766 248 Stage 1 - - - - 248 - Stac� 2 - - - - 518 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 1262 - - - 371 791 Stage 1 - - - - 793 - Stage 2 - - - - 598 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1262 - - - 342 791 Nbv Ca�r2 NY�newer - - - - 517 - Stage 1 - - - - 731 - Stage 2 - - - - 598 - :!.. .-. • . . �- . • � • •. � Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Ca(�aatY (veh/h) 1262 - - - 630 HCM Lane V/C Ratio 0.078 - - - 0.835 HCM Coritrd Delay (s) 8.1 - - - 33 F-K�VI Lar�e LOS A - - - D HCM 95th %tile Q(veh) 0.3 - - - 9 Phase D Only S�n-ichro 11 Repat Page 1 HCM 6th TWSC 2027 Total PM 10: Mountain Vista Drive & Giddings Road 06/21/2024 Irrtersedion Int Delay, s/veh 8.3 Nbvement EBL EBT WBT VbBR SBL SBR Lane Corrfiguratia�s � � '� � Traffic Vd, veh/h 229 221 314 198 129 163 Future Vd, vewh 229 221 314 198 129 163 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Free Free Free Free Stop Stop RT Channelized - Norie - Norie - Norie Sta'age Lerigth 150 - - - 0 - Veh in Median Storage, #- 0 0 - 2 - Q-ade, % - 0 0 - 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrrt Rav 249 240 341 215 140 177 N�jodNTirior N�jor1 Maja2 Ninoi2 Conflicting Fla✓vAll 556 0 - 0 1187 449 Stage 1 - - - - 449 - Stac� 2 - - - - 738 - Qitical Hdwy 4.12 - - - 6.42 6.?2 Critical Hdwy Stg 1 - - - - 5.42 - G7itical Hd�nry Stg 2 - - - - 5.42 - Fdlavu-up Hclwy 2.218 - - - 3.518 3.318 Pot C,a�1 N}anewer 1015 - - - 208 610 Stage 1 - - - - 643 - Stage 2 - - - - 473 - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 1015 - - - 157 610 Nbv Ca�r2 NY�newer - - - - 353 - Stage 1 - - - - 485 - Stage 2 - - - - 473 - :!.. .-. • . . �- . � • � : • •. � Ninor Lane/Major Nfvrrt EBL EBT V�BT V�BRSBIn1 Capaaty (veh/h) 1015 - - - 462 HCM Lane V/C Ratio 0.245 - - - 0.687 HCM Coritrd Delay (s) 9.7 - - - 28.2 F-K�VI Lar�e LOS A - - - D HCM 95th %tile Q(veh) 1 - - - 5.1 Phase D Only S�n-ichro 11 Repat Page 1 HCM 6th TWSC 2027 Total AM 17: Giddings Road & North Access �/�/�4 Iritersec,tion Int Delay, s/veh 1.6 Nbvement EBL EBR NBL NBT SBT SBR Lane Corrfiguratioris � �j � '� Traffic Vd, veh/h 2 63 22 136 341 1 Future Vd, vewh 2 63 22 136 341 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - 150 - - - Veh in Median Storage, # 1 - - 0 0 - Q-ade, % 0 - - 0 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 �Mrrt Rav 2 68 24 148 371 1 N�jodMrior Ninor2 Major1 Maja2 Conflicting Fla✓vAll 568 372 372 0 - 0 Stage 1 372 - - - - - Stac� 2 196 - - - - - Qitical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 2.218 - - - Pot C,a�1 N}anewer 484 674 1186 - - - Stage 1 697 - - - - - Stage 2 837 - - - - - Platoon blocked, % - - - Mov Ca�r1 �er 474 674 1186 - - - Nbv Ca�r2 NY�neuver 554 - - - - - Stage 1 683 - - - - - Stage 2 837 - - - - - Approed� EB NB SB HCM Coritrd Delay, s 11 1.1 0 HCM LOS B Ninor Lane/Major Mvrrt NBL NBTEBLn1 SBT SBR Capaaty (veh/h) 1186 - 670 - - HCM Lane V/C Ratio 0.02 - 0.105 - - HCM Coritrd Delay (s) 8.1 - 11 - - F-K�VI Lar�e LOS A - B - - HCM 95th %tile Q(veh) 0.1 - 0.4 - - Phase D Only S�n-ichro 11 Repat Page 1 HCM 6th TWSC 2027 Total PM 17: Giddings Road & North Access �/�/�4 Iritersec,tion Int Delay, s/veh 1.5 Nbvement EBL EBR NBL NBT SBT SBR Lane Corrfiguratioris � �j � '� Traffic Vd, veh/h 1 41 64 282 202 2 Future Vd, vewh 1 41 64 282 202 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - 150 - - - Veh in Median Storage, # 1 - - 0 0 - Q-ade, % 0 - - 0 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 �Mrrt Rav 1 45 70 307 220 2 N�jodMrior Ninor2 Major1 Maja2 Conflicting Fla✓vAll 668 221 222 0 - 0 Stage 1 221 - - - - - Stac� 2 447 - - - - - Qitical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 2.218 - - - Pot C,a�1 N}anewer 423 819 1347 - - - Stage 1 816 - - - - - Stage 2 644 - - - - - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 401 819 1347 - - - Nbv Ca�r2 NY�neuver 500 - - - - - Stage 1 774 - - - - - Stage 2 644 - - - - - Approed� EB NB SB HCM Contrd Delay, s 9.7 1.4 0 FK�/1 LOS A Ninor Lane/Major Mvrrt NBL NBTEBLn1 SBT SBR Capaaty (veh/h) 1347 - 807 - - HCM Lane V/C Ratio 0.052 - 0.057 - - HCM Coritrd Delay (s) 7.8 - 9.7 - - F-K�VI Lar�e LOS A - A - - HCM 95th %tile Q(veh) 0.2 - 0.2 - - Phase D Only S�n-ichro 11 Repat Page 1 HCM 6th TWSC 2027 Total AM 18: Giddings Road & South Access �/�/�4 Irrtersedion Int Delay, s/veh 2.7 Nbvement EBL EBR NBL NBT SBT SBR Lane Corrfiguratioris � �j � '� Traffic Vd, veh/h 2 125 44 156 403 1 Future Vd, vewh 2 125 44 156 403 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - 0 - - - Veh in Median Storage, # 1 - - 0 0 - Q-ade, % 0 - - 0 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrrt Rav 2 136 48 170 438 1 N�jodMrior Nirior2 Major1 Maja2 Conflicting Fla✓vAll 705 439 439 0 - 0 Stage 1 439 - - - - - Stac� 2 266 - - - - - Qitical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 2.218 - - - Pot C,a�1 N}anewer 403 618 1121 - - - Stage 1 650 - - - - - Stage 2 779 - - - - - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 386 618 1121 - - - Nbv Ca�r2 NY�neuver 487 - - - - - Stage 1 512 - - - - - Stage 2 779 - - - - - Approad� EB NB SB HCM Coritrd Delay, s 12.5 1.8 0 HCM LOS B Ninor Lane/Major Mvrrt NBL NBTEBLn1 SBT SBR Capaaty (veh/h) 1121 - 615 - - HCM Lane V/C Ratio 0.043 - 0.224 - - HCM Coritrd Delay (s) 8.4 - 12.5 - - F-K�VI Lar�e LOS A - B - - HCM 95th %tile Q(veh) 0.1 - 0.9 - - Phase D Only S�n-ichro 11 Repat Page 1 HCM 6th TWSC 2027 Total PM 18: Giddings Road & South Access �/�/�4 Irrtersedion Int Delay, s/veh 2.4 Nbvement EBL EBR NBL NBT SBT SBR Lane Corrfiguratioris � �j � '� Traffic Vd, veh/h 1 80 126 345 241 2 Future Vd, vewh 1 80 126 345 241 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - 0 - - - Veh in Median Storage, # 1 - - 0 0 - Q-ade, % 0 - - 0 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 �Mrrt Rav 1 87 137 375 262 2 N�jodMrior Niria2 Major1 Maja2 Conflicting Fla✓vAll 912 263 264 0 - 0 Stage 1 26:i - - - - - Stac� 2 649 - - - - - Qitical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 2.218 - - - Pot C,a�1 N}anewer 304 776 1300 - - - Stage 1 781 - - - - - Stage 2 520 - - - - - Platoon blocked, % - - - Mov Ca�r1 M�r�euver 272 776 1300 - - - Nbv Ca�r2 NY�neuver 391 - - - - - Stage 1 699 - - - - - Stage 2 520 - - - - - Approad� EB NB SB HCM Contrd Delay, s 10.3 2.2 0 HCM LOS B Ninor Lane/Major Mvrrt NBL NBTEBLn1 SBT SBR Capaaty (veh/h) 1300 - 767 - - HCM Lane V/C Ratio 0.105 - 0.115 - - FiCM Coritrd Delay (s) 8.1 - 10.3 - - F-K�VI Lar�e LOS A - B - - HCM 95th %tile Q(veh) 0.4 - 0.4 - - Phase D Only S�n-ichro 11 Repat Page 1 r_�»��i•�►:a: 2045 Intersection Analysis Worksheets & Additional Roundabout Analysis Kimley>>> Horn _ 196474001 Montava - Phase D Page 1 of 13 Junctions 10 ARCADY 10 - Roundabout Module Version: 10.1.0.1820 �O Copyright TRL Software Limited, 2023 For sales and distribution informa[ion, program advice and maintenance, contact TRL Soflware: +q4(0)1344379777 software@trl.co.uk trlsoftware.com The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution Filename: Giddings Ops Analysis for Roundabouts 2027 Arcady SLR SLR SLR.j10 Path: Z:\AMT TPTO\000 Roundabout Practice\KHA Roundabout Projects\Montava, Fort Collins, CO\Phase D 2024 Report generation date: 4/9/2024 337:53 PM » 2027, AM » 2027, PM Summary of intersection perFormance Values shown are the highest values encountered over all time segments. Delay is !he maximum value of average delay per arriving vehicle. Intersec[ion LOS and Intersection Delay are demand-weighted averages. Nelwork Residual Capacity indicates the amounf 6y which network Flow could be increased before a user-definable fhreshold (see Anatysis Options) is met. File summary File Descrip4ion I Title — Location Site number Date - 4/8/2024 Version Sta[us � (newfile) Identifier � Client I Jobnumber � Description VIIItS Distance units I Speed units I Traffic units input I Traffic units results I Flow units I Average delay units Total delay units Rate of delay units ft mph Veh Veh perHour I s -Min perMin file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Theie ara warnings associated with one or more moclel runs - see tlie 'DaLa E�rors and Warnings' tables for each Analysis or DemanU Sel Page 2 of 13 � �<. �t� _ ;, �• � .�, ,� The infersecLon dia�ram reNects fhe lest run o(Intersections. Analysis Options Calculate Calculate Show lane Show all Caiculate Residual Average Queue Max number of Vehicle V/C Ratio Use iterations with Queue detailed queues in PICADY stream residual capaciTy Delay threshoid i[erations for length (ft) percentiles queueing detay feet / metres intercepts capaciry criteria type Threshold threshold (s) (PCE) HCM roundabouts roundabouts 18.86 I ✓ I I I �I Delay 0.85 I 36.00 I 20.00 I I 500 Demand Set Summary ID Scenario name Time Period name Traffic profi�e type I. Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D1 2027 II. AM � PHF I 00:00 � 01:00 � 15 � ✓ D2 i 2027 � PM �I PHF I 00:00 . 01:00 �� 15 �I � I Analysis Set Details ID � Include in report � Network flow scaling factor (%) � Network capacity scaling factor (%) , ._._ .. . _. .. .._ A1 ✓ �� 100.000 I 100.000 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 3 of 13 2027, AM Data Errors and Warnings Severiry_I.. Area Warning � Safety Warning Linked Roundabout Warning Linked Roundabout Warning Linked Roundabout Warning Linked Roundabout Warning � Queue variations Item ��IntersecUon 17- Leg NB - Accident Parameters Intersecfion 17 - Leg NB IntersecUon 18- Leg NB Interseclion 18- Leg 58 Intersection 10- Leg SB � Analysis Options I Description IRoundabout accident prediction: Angles between legs expected to sum to 360 degrees. � If Ihe distance between linked interseclions is small, results should be treated with caution. The linked intersectlons will be modelled as separate intersections, but the real behaviour may be Ihat of a complex system with interactions Ihat cannot be modelled. If [he dis[ance between linked intersections is small, results should be Ireated with caution. The linked intersections will be modelled as separate intersections, but the real behaviour may be that of a complex system with interactions ihat cannot be modelled. � If Ihe distance between linked intersections is small, results should be treated with caution. The linked intersections will be modelled as separate intersections, but Ihe real 6ehaviour may be that of a complex system with interections that cannot be modelled. � If Ihe distance between linked intersections is small, results should be treated wilh cautioo. The linked intersecfions will be modelled as separete intersections, but the real behaviour may be that of a complex system with interections that cannot be modelled. Queue percentiles may be unreliable if the mean queue in any time segment is very low or very high. Intersection Network Intersections IIntersection I Name Intersec[ion type Use circulating lanes Leg order In[ersection Delay (s) I Intersection LOS � 10 � Mtn Vista � Standard Roundabouf � NB, NB, SB, EB 7.53 A 17 unGtled � Standard Roundabout � � NB, WB, SB, EB 478 A 18 untltled . Standard Roundabout � �� NB, WB, SB, EB � 5.01 A Intersection Network Driving side Lighting I Network residual capacity (%)-' First leg reaching threshold I Network delay (s) I_ Network LOS Right � Normal/unknown I 21 Intersection 10 - Leg SB � 627 � A Legs Legs Intersection I Leg I Name Description No yield line NB � NB Gi NB .LWB MTN VISTA � 10 58 I 58 Gi � EB I EB MTN VISTA I NB NB Giddings WB WB 17 5B SB Giddings EB EB � � ���. N8 I NB Gi NB I W B 18 SB _I 58 Gi � � E8 I EB Roundabout Geometry - ,. - Intersection Leg V- Approach road half-widfh E- Entry width I' - Effective flare length R- Entry radius D- Inscribed circle diameter PHI - Conflic[ (entry) angle Entry E�cit I (ft) I (ft) I (ft) I (ft) I (n) I (de9) I oniy I only NB � l � � ✓ 70 � 1 12.00 ' 13.00 � 65.0 SB � 12.00 13.00 � 65.0 EB � 12.00 � 13.00 � 65.0 NB � 12.00 13.00 � 65.0 NB � 12.00 13.00 � 65.0 17 - - - - SB �� 12.00 �I 13.00 I 65.0 EB 12.00 I 13.00 65.0 NB 12.00 � 13.00 65.0 WB 12.00 13.00 65.0 18 SB 12.00 �I 13.00 65.0 EB 12.00 13.00 65.0 Slope / Intercept / Capacity Leg Intercept Adjustments intersection Leg Type Reason Percentageintercept adjustment(%)� ..: NB..: _. .,. � WB � Percentage� �I� 90.00 �I io SB Percentage _ I 90.00 � EB Percentage 1 90.00 NB Percentage 90.00 NB Percentage 90.00 17 - SB Percentage 90.00 EB �� Percentage � 90.00 � NB � Percentape � 90.00 � 70.0 70.0 70.0 70.0 70.0 �o.o 70.0 70.0 70.0 70.0 70.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 4 of 13 NB I Percen[age I I 90.00 � 18 58 [ Percen[age [ � 90.00 � . EB �I Percenlage �I � 90.00 � Roundabout Slope and Intercept used in model � Intersection � Leg I. Final slope I Final intercept (PCE/hr) ,. —.— , �;. _ _...:.. NB � WB � 0.553 � 1099 I 10 SB � 0.553 � 1099 E8 �� 0.553 1099 NB 0.553 1099 W8I 0.553 I� 1099 17 — S8 [ 0.553 1099 E8 I 0.553 � 1099 NB 0.553 1099 WB � 0.553 �. 1099 18 SB � 0.553 � 1099 I EB 0.553 1099 7he slope antl intercepf shown a6ove include any corrections and adjustments. Traffic Demand Demand Set Details ID I Scenario name I Time Period name I Traffic profile type Start time (HH:mm) Finish time (HH:mm) I Time segment length (min) Run automatically D7 2027 I_ AM �I PHF ., 00:00 , 01:00 I 15 � ✓ , Linked Leg Data Intersection I Leg I Feeding �ntersection � Feeding Leg Link Type I Flow source I Uniform flow (Veh/hr) I Flow multiplier (%)� Internal storage space (PCE) 10 S8 � 18 NB i. Simple (vertical queueing) I Normal �� 0 � 100.00 I 17 I NB I 18 I SB I Simple (vertical queueing) I Normal I 0 I 100.00 I NB I 10 I SB I Simple (vertical queueing) I Normal I 0 I 100.00 I �a . S8 I 17 I NB I Simple (vertical queueing) � Normal � 0 � 100.00 I Demand overview (Traffic) � Intersection I Leg I Linked leg I Profile type Use O-D data I A�erage Demand (Veh/hd I Scaling Factor (%) WB PHF I ✓ 339 10 SB ✓ EB I PHF � 483 NB ✓ � I I 17 � I I. PHF I ✓ I 0 I SB _I PHF ✓ � 347 EB PHF ✓ 37 NB I ✓ WB.I � PHF ✓ � 0 .. 18 S8 I ✓ , E8 � .. PHF _. ✓ I, 60 .. Peak Hour Factor Data (Traffic) � Intersection � Leg I Hourly volume (Veh/hr) Peak hour factor Peak time segmen[ , ..: NB ..: : . .. NB 339 � 0.92 � SecondQuarter 10 SB � EB 483 � 0.92 I SecondQuarter I � Ne I I 1 WB � 0 � 0.92 � Second�uarter I 17 I SB I 347 0.92 SecondQuarter EB I 37 �� 0.92 � SecondQuarter � NB � 18 NB � 0 I, 0.92 � SecondQuarter I, SB I I EB 60 0.92 SecondQuarter Origin-Destination Data Demand (Veh/hr) � To I I NB I WB I� SB EB Inte�Settion 17 I NB 0 0 I 143 12 From WB 0 0 0 0 I SB 346 0 0 1 EB 35 0 2 0 Demand (Veh/hr) 100.000 100.000 100.000 I 100.000 100.000 100.000 I 100.000 I file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 5 of 13 To � �NB WB SB EB IntefSection 18 II NB I" I 0 153 20 From � WB I 0 0 0 0 SB 380 0 0 1 � I EB 58 0 2 0 Demand (Veh/hr) I To NB WB SB EB Intersection 10 NB o 0 0 0 From WB 0 0 94 245 SB 0 234 0 203 I EB 0 403 80 0 Vehicle Mix Truck data entry mode� � PCE Factor for a Truck (PCE) I Truck Percentages � � 2.00 I Heavy Vehicle % I To I NB WB SB EB Intersection 17 �I NB 2 2 2 2 From I WB 2 2 2 2 I SB 2 2 2 2 I EB I 2 2 2 2 Heavy Vehicie % I To NB WB SB E8 Intersection 18 NB 2 2 2 2 From WB 2 2 2 2 SB 2 2 2 2 EB 2 2 2 2 Heavy Vehicle % � I To I NB WB SB E8 Intersection 10 I NB 2 2 2 2 From I WB 2 2 2 2 I SB 2 2 2 2 � EB 2 2 2 2 Results Results Summary for whole modelled period Max 95th Intersection Leg Max V/C Ratio Max Delay (s) Max Queue (Veh) percen[ile Queue (Veh) . ., NB ., . , . . _ _ NB � 0.36 5.44 0.6 2.0 10 SB � 0.51 7.87 1.0 1.5 .; .; ., ..... ..... EB 0.56 8.68 1.2 1.7 N8 0.16 3.97 0.2 0.5 NB �, 0.00 � 0.00 � 0.0 � -1 � 17 SB I 0.35 5.19 0.5 2.0 � I E8 0.05 4.34 � 0.0 � 0.5 NB 0.18 4.06 0.2 0.5 NB I 0.00 I 0.00 I 0.0 ... 1 ... 18 38 1 0.39 1 5.52 I 0.6 1.9 EB I 0.08 I 4.59 I 0.1 � 0.5 1 Max LOS A�erage Demand Total Intersection (Vehlhr) Arrivals (Veh) A 339 339 A -..�. 437 ... 437 A I 483 ..... 483 A� 155 155 A 0 0 A I 347 347 A I 37 37 A 174 174 A � 0 0 A 381 381 A 60 � 60 Main Results for each time segment 00:00 - 00:15 Total Demand Intersection Circulating CapaciTy Throughput � Start queue End queue Unsignalised Intersection Leg (Veh/hr) Arrivals (Veh) flow (Veh/hr) (Veh/hr) V/C Ratio (Veh/hr) Throughput (Veh) (Veh) Delay (s) level of service (exit side) file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 6 of 13 I �� �� _. . �. � (Veh/hr) . I �� . NB 669 0 NB � 319 80 75 1036 0.308 � 318 � 594 0.0 0.4 5.001 � A 10 , . . . . . � : , SB 408 102 230 950 0.430 405 163 0.0 0.7 6.575 A E8 i 455 � 114 � 217 957 0.475 451 418 0.0 ... 0.9 � 7.072 A NB 145 36 � 2 1076 0.135 145 357 0.0 0.2 3.862 A NB�I 0 � 0 I. 147 � 996 0.000 0 0 0.0 I 0.0 � 0.000 A 17 : . .. . . . . - : . SB , 327 82 11 . 1071 , 0.305 325 135 , 0.0 � 0.4 4.817 , A EB 35 9 324 898 0.039 35 12 0.0 0.0 4.171 A NB I 163 I 41 I 2 � 1076 - 0.151 I 162 I 408 - 0.0 I 02 I 3.937 - A �a we o � o � isa � sas o.000 o � o o.o � o.o o.000 n SB 357 89 19 1067 0.335 355 145 0.0 0.5 5.044 A EB 57 14 354 881 0.064 56 20 0.0 0.1 4.363 A 00:7 5 - 00:30 Throughput � Total Demand Intersection Circulating Capacity � Throughput � Start queue � End queue � Unsignalised intersection Leg (Veh/hr) Arrivals (Veh) flow (Veh/hr) (Veh/hr) V/C Ratio (Veh/hr) (ezi[ side) (Veh) (Veh) Delay (s) level of service (Veh/hr) NB � � � 777 � � 0 [ � NB I 368 I 92 I 87 1029 � 0.358 I 368 � 691 � 0.4 I 0.6 I 5.442 � A 10 SB I 475 � 119 � 266 930 0.511 474 � 189 0.7 1.0 � 7.875 A : : ..�.. ,. .: : ,. .I : ,. E8 I 525 � 131 - 254 937 0.560 � 524 ... 486 � 0.9 I 12 � 8.682 � A NB 169 42 2 1076 0.157 � 169 414 0.2 0.2 3.969 A NB�I 0 �� 0 �� 171 �� 982 0.000 .I. 0 �� 0 0.0 I 0.0 �� 0.000 A 17 : - : . . - . . - : . S8 � 377 94 13 1070 0.353 I 377 158 0.4 �I 0.5 5.190 A EB 40 � 10 376 �� 869 � 0.046 � 40 �� 14 � 0.0 0.0 � 4.341 � A NB I 189 I 47 I 2 I 1076 - 0.175 I 189 I 475 - 02 I 02 I 4.057 - A �a � I � I. � I_ 19� .I,. 972 - 0.000 _I 0 �I 0 - 0.0 I 0.0 0.000 - A SB 414 103 22 1065 0.388 413 169 0.5 0.6 5.517 A EB 65 16 412 I 849 0.077 65 23 0.1 0.1 4.591 A 00:30 - 00:45 - - - - - Throughput Total Demand Intersection Circulating Capacity � Throughput � Start queue End queue � Unsignalised intersection Leg V/C Ratio (ezi[ side) Delay (s) (Veh/hr) Arrivals (Veh) flow (Veh/hr) (Veh/hr) (Veh/hr) (Veh/hr) (Veh) (Veh) Ievel of service NB � � 739 � 0 � � WB 349 I 87 � 82 � 1032 0.338 I 349 � 657 0.6 I 0.5 I 5277 A 10 - . . , , , . . , SB I 451 � 113 �. 252 938 0.481 � 451 � 179 1.0 0.9 � 7.409 A E8 I 497 124 242 943 0.527 497 462 t2 .II 1.1 8.084 A NB 161 40 2 1076 0.149 161 392 0.2 0.2 3.932 A NB I 0 �� 0 �� 163 ��� 987 � 0.000 �� 0 �� 0 � 0.0 I 0.0 �� 0.000 � A 17 , , ..... . •: - , -- . . S8 I 357 89 12 1070 0.334 357 150 0.5 �I 0.5 5.049 A EB I 38 �I, 10 I 356 ... S80 .. 0.043 I 38 �I 13 � 0.0 I 0.0 �I, 4275 � A NB 179 45 2 1076 0.167 179 451 0.2 0.2 4.014 A WB 0 I. 0 I_ 181 _I.. 977 - 0.000 0 �I 0 - 0.0 I 0.0 0.000 - A 18 SB 392 98 21 1066 0.368 392 161 0.6 0.6 5.350 A EB 62 15 391 861 0.072 62 22 0.1 0.1 4.506 A 00:45 - 07:00 . .. - . -._ : . - , : - . . . - Throughput Intersection Leg Total Demand Intersection Circulating Capacity V/C Ratio Throughput (exit side) Start queue End queue Delay (s) Unsignalised (Veh/hr) Arrivals (Veh) flow (Veh/hr) (Veh/hr) (Veh/hr) (Veh/hr) (Veh) (Veh) Ievel of service NB � � 677 � � 0 � � WB 319 I SO � 75 � 1035 0.308 I 320 � 602 0.5 I 0.4 I 5.033 A 10 SB I 413 � 103 �. 231 949 0.435 � 414 � 164 0.9 0.8 � 6730 A E8 I 455 114 222 955 0.477 456 423 1.1 �II 0.9 7233 A NB 147 37 2 1076 0.137 147 359 0.2 02 3.875 A NB � 0 �� 0 � 149 � 995 0.000 0 0 0.0 I 0.0 � 0.000 A 17 - � . . . . . . . . S8 327 ._ 82 � 11 1071 0.305 327 138 0.5 I OA � 4.842 , A EB I 35 �I 9 I 326 ... 897 � 0.039 �I 35 �I 12 � 0.0 I 0.0 I, 4.177 A NB 164 41 2 1076 0.153 164 413 0.2 0.2 3.949 A we o I o � iss � sas o.000 o I o o.o o.o o.000 n 18 SB 359 90 19 I 1067 � 0.337 359 147 � 0.6 0.5 5.095 � A EB 57 14 359 I 879 0.064 57 20 0.1 0.1 4.380 A Queue Variation Results for each time segment oo:oo -oo:is I Intersection I Leg I Mean QOS I Q50 Q90 Q95 Percentile Marker Probability of reaching or eaceeding Probability of exactly reaching (Veh) (Veh) (Veh) (Veh) (Veh) message message marker marker , ..: NB ..: .. . .:. . .:. .. .:. . W8 �� 0.44 0.00 0.00 � 0.44 0.44 � � � N/A N/A 10 - . , . , .. , . S8 074 0.19 0.92 1.39 1.45 N/A N/A E8 ..: 0.89 � 0.15 0.95 � 1.44 1.44 � ... .. N/A N/A NB 0.16 0.00 0.00 0.16 0.16 N/A N/A WB 0.00 0.00 0.00 � 0.00 0.00 � N/A N/A 17 . .. . �. . _. . .. SB I 0.44 0.00 0.00 0.44 0.44 N/A N/A EB � 0.04 0.03 � 025 � 0.45 � 0.48 � �� N/A � N/A NB I 0.18 0.00 0.00 � 0.18 0.18 � I N/A N/A 18 NB � 0.00 �, 0.00 ._ 0.00 .� 0.00 ._ 0.00 � �I � N/A � N/A _ 58 I 0.50 0.00 0.00 0.50 0.50 I N/A N/A I � file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 7 of 13 � � es j o.m j o.oa j o.zs � o.as � o.aa j 00:15 - 00:30 Intersection Leg Mean � QOS Q50 Q90 Q95 Percentile I (Veh) (Veh) I(Veh) I(Veh) I(Veh) I message NB � i I I � I WB 0.55 0.03 I 0.25 I 0.55 I 0.55 10 � SB 1.03 0.03 I 0.26 1.03 1.03 EB I 125 0.03 I 026 I 125 125 � NB I 0.19 I 0.03 025 _I. 0.46 0.48 I. 17 NB I 0.00 I 0.00 �- 0.00 I 0.00 � 0.00 I ss � o.sa � o.oa II o.zs � o.sa j osa � es o.os � o.oa I o.zs � o.as I o.as � Ns j o.zi j o.oa j o.zs o.as j o.aa � we j o.00 � o.00 o.00 I o.00 o.00 1 S .I � . �.- . .. SB 0.63 0.03 0.25 0.63 0.63 EB 0.08 0.03 026 � 0.47 0.49 � 00:30 - 00:45 Intersection Leg Mean QOS Q50 Q90 Q95 Percentile � (Veh) � (Veh) I (Veh) I (Veh) I (Veh) I message NB � I I I I NB � 0.52 � 0.03 � 028 �� 077 � 2.00 �� 10 - SB � 0.94 0.03 0.27 0.94 1.22 E8 1.13 0.03 026 � 1.13 1.13 � NB 0.18 0.03 0.25 0.45 0.48 NB 0.00 0.00 0.00 � 0.00 0.00 � 17 S8 � 0.50 0.03 0.28 0.83 2.00 EB �� 0.05 0.00 0.00 0.05 0.05 Ns � o.zo � o.oa � o.zs � o.ai � o.as � WB 0.00 0.00 0.00 0.00 0.00 � 1e ss I o.ss I o.oa I o.za I o.ss i.a� I 00:45 - 01:00 I lntersection Leg Mean � QOS Q50 Q90 Q95 � (Veh) (Veh) (Veh) (Veh) (Veh) , ., NB ..: .. . .:. . ... W8 �� 0.45 0.00 0.00 � 0.45 0.45 10 SB � 0.78 0.16 0.92 1.40 1.46 EB..: 0.92 � 0.12 0.94 � 127 1.69 NB 0.16 0.00 0.00 0.16 0.16 NB 0.00 0.00 0.00 � 0.00 0.00 � 17 . .. . .. .. S8 I 0.44 0.00 0.00 0.44 0.44 EB � 0.04 0.00 � 0.00 �� 0.04 � 0.04 � NB I 0.18 0.00 � 0.00 � 0.18 � 0.18 � WB � 0.00 � 0.00 0.00 0.00 0.00 � �a . ss I osi osi i.00 i.ao i.as I es I o.m o.00 ' o.00 ' o.m ' o.m I �_ N/A N/A Marker Probability of reaching or ezceeding Probability of exactly reaching message marker marker � N!A ��� N/A I N/A I N/A N/A N/A � N!A N/A N/A N/A � N/A I� N/A I N/A N/A N/A I N/A N/A I N/A N!A � NIA _ N/A N/A Marker Probability of reaching or ezceeding Probability of exactiy reaching message marker marker N!A N/A N/A � N/A N/A N/A N!A NIA N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Percentile �I Marker I Probability of reaching or exceeding I Probability of exactly reaching message message marker marker N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A .I ... N/A � N/A � � N/A � N/A N/A � N/A N/A � N/A - N/A N/A Accident Prediction Accident Prediction Options Intersection Accident prediction type Intersection Environment Central Is�and Diameter (ft) 10 None 13.12 � 17 Simple (MO) � Urban � 60.00 � I18 �I None I I 13.12 I Accident Parameters Intersection Leg Use geometries from capacity7 Entry path radius (R) Approach radius (ft) Angle to next leg (Deg) Yellow bars NB ✓ 0.00 0.00 40.00 �o we � ✓ I o.00 � o.00 I ao.00 � ss I ✓ o.00 o.00 ao.00 EB I ✓ � 0.00 � 0.00 � 40.00 �� � NB I ✓ 0.00 0.00 40.00 NB I ✓ � 0.00 � 0.00 � 40.00 � 17 . .:. . .:. , SB I ✓ 0.00 0.00 40.00 EB � ✓ 0.00 � 0.00 40.00 � NB I ✓ � 0.00 0.00 � 40.00 WB I ✓ � 0.00 0.00 � 40.00 � 18 SB I ✓ � 0.00 0.00 40.00 E8 � ✓ � 0.00 �_ 0.00 ... 40.00 � Accident Flows � Intersection Leg Total entry flow Total exit flow Total circulating flow Motorcycles entry flow Motorcycles exit flow Motorcycles circulating flow Pedestrian flow (AADT x 1000) I (AADT x 1000) I (AADT x 7000) (AADT x 1000) (AADT x 1000) I (AADT x 1000) I (peds x 1000) Ns o.000 I o.000 � o.000 o.000 o.000 I o.000 I o.000 we o.000 �o.000 � o.000 o.00� o.000 o.000 o.000 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 8 of 13 j ss j o.000 o.000 ' o.000 o.000 j o.000 j_ o.000 i o.000 j �o - � o.000 o.000 o.000 o.000 o.000 � o.000 o.000 NB 0.000 0.000 0.000 0.000 0.000 0.000 0.000 NB �_ 0.000 0.000 � 0.000 0.000 0.000 I_ 0.000 �� 0.000 " ss o.000 o.000 i o.000 o.000 o.000 � o.000 j o.000 �I EB 0.000 I 0.000 I 0.000 0.000 �� 0.000 � 0.000 I 0.000 I NB 0.000 0.000 0.000 0.000 0.000 0.000 0.000 WB I 0.000 0.000 � 0.000 0.000 I 0.000 0.000 0.000 _I 18 _ SB .I 0.000 0.000 0.000 0.000 I_ 0.000 0.000 I 0.000 _I es � o.000 o.000 o.000 o.000 o.000 _ o.000 � o.000 _I Accident Leg Results TOTAL - - Vehicle Pedestrian � Entering circulating Approaching Single vehicle Other vehicle TOTAL VEHICLE TOTAL Intersection Leg PEDESTRIAN accidents accidents I (Accidents/year) (Accidents/year) (Acciden[s/year) (Accidenis/year) I (Accidents/year) (pccidents/year) (Accidents/year) index index Ns � i.000 i.000 i.000 i.000 j i.000 i.000 ` i.000 ` i.000 i.000 I ws I �.000 i.000 i.000 i.000 I i.000 �.000 i.000 i.000 i.000 I �o . . ss I i.000 i.000 i.000 i.000 I i.000 i.000 i.000 i.000 i.000 I es j i.000 i.000 i.000 I i.000 i i.000 i.000 ` i.000 ` i.000 i.000 j NB NB S8 EB NB N�B SB E8 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 � 0.000 � 0.000 � 0.000 0.000 � 0.000 � 0.000 � 0.000 � 0.000 0.000 � 0.000 0.000 0.000 0.000 0.000 � 0.000 � 0.000 0.000 0.000 0.000 0.000 0.000 � 0.000 0.000 � 0.000 � 0.000 0.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 � 1.000 1.000 1.000 1.000 � 1.000 � 1.000 1.000 1.000 1.000 1.000 1.000 � 1.000 1.000 � 1.000 � 1.000 1.000 1.000 � 1.000 � 1.000 � 1.000 1.000 � 1.000 � 1.000 � 1.000 � 1.000 � file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 9 of 13 2027, PM Data Errors and Warnings Severiry_I.. Area Warning � Safety Warning Linked Roundabout Warning Linked Roundabout Warning Linked Roundabout Warning Linked Roundabout Warning � Queue variations Item _I Description �� IntersecUon 17 - Leg NB - I Roundabout accident prediction: Angles between legs expected to sum to 360 degrees. Accident Parameters Intersecfion 17 - Leg NB � If Ihe distance between linked interseclions is small, results should be treated with caution. The linked intersectlons will be modelled as separate intersections, but the real behaviour may be Ihat of a complex system with interactions Ihat cannot be modelled. IntersecUon 18 - Leg NB If [he dis[ance between linked intersections is small, results should be Ireated with caution. The linked intersections will be modelled as separate intersections, but the real behaviour may be that of a complex system with interactions ihat cannot be modelled. ��� Interseclion 18 - Leg 58 � If Ihe distance between linked intersections is small, results should be treated with caution. The linked intersections will be modelled as . separate intersections, but Ihe real 6ehaviour may be that of a complex system with interections that cannot be modelled. Intersection 10 - Leg SB If Ihe distance between linked intersections is small, results should be treated wilh cautioo. The linked intersecfions will be modelled as separete intersections, but the real behaviour may be that of a complex system with interections that cannot be modelled. � Analysis Options Queue percentiles may be unreliable if the mean queue in any time segment is very low or very high. Intersection Network Intersections IIntersection I Name Intersec[ion type Use circulating lanes Leg order In[ersection Delay (s) I Intersection LOS � 10 � Mtn Vista � Standard Roundabouf � NB, NB, SB, EB 10.04 B 17 unGtled � Standard Roundabout � � NB, WB, SB, EB 4.69 A 18 untltled . Standard Roundabout � �� NB, WB, SB, EB � 5.03 A Intersection Network Driving side Lighting I Network residual capacity (%)-' First leg reaching threshold I Network delay (s) I_ Network LOS Right � Normal/unknown I 25 Intersection 10 - Leg WB � 7.65 � A Traffic Demand Demand Set Details ID I Scenario name I Time Period name Traffic profile type I Start [ime (HH:mm) Finish time (HH:mm) I Time segment length (min) I Run automatically D2I2027 I PM I PHF I 00:00 01:00 I 15 I� Linked Leg Data Intersection I Leg I Feeding intersec[ion I Feeding Leg I LinkType Flow source Uniform f�ow (Veh/hr) Flow multiplier (%) I IMernal stor 10 � S8 18 _I NB I., Simple (vertical queueing) � Normal � 0 � 100.00 _� 17 I NB 18 � SB � Simple (vertical queueing) I Normal I 0 I 100.00 � NB 10 I SB � Simple (vertical queueing) I Normal I 0 100.00 78 _ , S8 17 � NB I Simple (verticel queueing) � Normel � 0 100.0� I Demand overview (Traffic) Intersection �� Leg �I Linked leg �. Profile type Use O-D data I Average Demand (Veh/hr) I Scaling Factor (%) NB � � WB � PHF ✓ 641 100.000 10 SB ✓ I I EB I PHF � 507 100.000 NB � I I I 17 � I I. PHF I ✓ I 0 I 100.000 I SB � � PHP � ✓ � 213 � 100.000 EB PHF ✓ 23 100.000 NB � ✓ . , . , II WB � PHF ✓ 0 100.000 � 18 38 J ✓ � EB�r . PHF � ✓ I 38 I 100.000 Peak Hour Factor Data (Traffic) Intersection Leg Hourly volume (Veh/hr) Peak hour factor I Peak time segment NB NB 641 I 0.92 I SecondQuarter 10 I I SB EB 507 I 0.92 SecondQuarter NB � I � W8�1 0 � 0.92 � SecondQuarter I 17 SB .I 213 0.92 SecondQuarter I EB I 23 � 0.92 SecondQuarter NB � NB � 0 �, 0.92 I SecondQuarter .� 18 I I SB EB 38 I 0.92 SecondQuarter file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 10 of 13 Origin-Destination Data Demand (Veh/hr) I I To I NB WB SB EB IntefSeCtion 17 I � NB 0 0 290 35 From WB 0 0 0 0 .58 ..:211 I 0 0 2 EB 22 0 1 0 Demand (Veh/hr) To � NB I WB I SB E8 Intersection 18 NB 0 0 324 58 From � WB 0 0 0 0 I SB 231 0 0 2 EB 37 0 1 0 Demand (Veh/hr) �� To . .. .. NB � WB SB EB Intefsection 10 NB � 0 0 0 0 From WB 0 I 0 198 443 i SB ..: 0 I 129 0 139 � EB 0 323 184 0 ��,'$�lCI� �IX Truck data entry mode PCE Factor for a Truck (PCE) I Truck Percentages 2.00 � � Heavy Vehicle % � To NB WB SB EB Intersection 17 I NB 2 2 2 2 From I WB 2 2 2 2 SB 2 2 2 2 � EB 2 2 2 2 Heavy Vehicle % ' To NB WB SB EB Intersection 18 N8 2 2 2 2 From WB 2 2 2 2 SB I 2 2 2 2 EB 2 2 2 2 Heavy Vehicle % I To � I NB I WB I SB I EB Intersection 10 � N8 2 2 2 2 From I WB 2 2 2 2 I SB 2 2 2 2 I EB I 2 2 2 2 Results Results Summary for whole modelled period Max 95th Intersection Leg Max V/C Ratio Max De�ay (s) I Max Queue (Veh) percentile Queue (Veh) ;. -- .:. .. . ..:.. . . ..:... NB WB..: 072 ... 12.98 2.5 9.9 10 .. .. ._ ... SB � 0.36 6.89 OB 2.1 E8 � 0.55 ... 7.98 ... 12 1.6 .. NB I 0.33 I 4.96 I 0.5 2.0 W8 ' 0.00 � 0.00 i 0.0 � -1 � 17 , . ss � o.zz � a.as j o.3 i i.z i EB � 0.03 � 3.89 � 0.0 � 0.5 � Max LOS I AVerage Demand Total lntersec[ion (Veh/hr) Arrivals (Veh) —'I B � 641 ... 641 A I 267 ... 267 A � 507 507 A I 324 324 A I_ 0 0 A I 213 ��� 213 A � 23 � 23 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 11 of 13 N8 0.38 I 5A2 ' 0.6 1.9 I A I 381 381 NB � 0.00 � 0.00 0.0 -1 I A I_ 0 0 18 .. . . .. ...�- .�.. SB 0.24 4.56 0.3 1.4 I A 233 233 EB 0.04 4.01 0.0 0.5 A 38 38 Main Results for each time segment oo:oo -oo:is intersection � Leg I Total Demand � Intersection Circulating CapaciTy (Vehlhr) Arrivals (Veh) flow (Veh/hr) (Veh/hr) . ..: N8 I 594 NB � 604 � 151 � 172 � 982 10 ' SB I 250 I� 63 I 413 � 849 E8 478 I 119 I 120 I 1011 NB I 302 I 75 I 0.94 � 1077 NB I 0 � 0 I. 301 910 17 - SB � 201 50 I 32 1059 EB I 22 I. 5 I. 198 �� 968 NB � 357 I 89 I 0.94 � 1077 WB �� 0 � 356 � 880 18 SB 218 I 55 � 54 I 1047 EB �I 36 I 9 � 216 I 958 00:15 - 00:30 Intersection Leg � Total Demand � Intersec[ion Circulating Capacity (Veh/hr) I Arrivals (Veh) flow (Veh/hr) (Veh/hr) NB �I I 690 .. WB � 697 � 174 ... 200 .:. 967 10 - SB�I 291 I 73 I 479 I 812 E8 551 I 138 I 140 I 1000 NB I 351 � 88 � 1 � 1076 NB 0 � 0 � 352 882 17 _ S8 232 58 38 1056 EB � 25 � 6 � 229 950 . NB �.: 414 _I. 103 i 1 i 1076 WB... 0 I 0 414 I 848 18 �I � SB 253 63 63 1042 EB � 41 � 10 � 251 � 938 00:30 - 00:45 Intersection Le Total Demand Intersec[ion Circulating Capacity 9 I (Veh/hr) I Arrivals (Veh) flow (Veh/hr) (Veh/hr) NB 1 _I. . 655 .... W8 � 660 � 165 189 972 10 SB I 276 I 69 I 457 I� 825 E8 522 I 130 I 133 I 1004 NB � 335 � 84 � 1 � 1077 NB I 0 �� 0 �� 336 �� 891 17 _ S8 I 219 55 36 1057 EB � 24 � 6 � 217 ... 957 NB � 394 � 98 � 1 1077 NB 0 � 0 � 395 859 18 SB � 240 60 60 1044 EB 39 � 10 � 238 946 V/C Ratio Throughput (Veh/hr) 0.615 � 0295 I 0.472 0.280 0.000 0.189 0.022 I 0.331 � 0.000 0209 0.037 598 249 474 300 0 200 22 355 0 217 36 _ V/C Ratio 0.721 0.358 0.551 0.327 0.000 0219 0.026 0.384 0.000 0.243 0.044 V/C Ratio 0.678 0.335 0.520 0.311 0.000 0.207 0.025 0.366 0.000 0.230 0.041 Throughput Start queue End queue Unsignalised (ezit side) (Veh) (Veh) Delay (s) level of service (Veh/hr) 0 422 � 0.0 ... 1.6 � 9225 � A 357 � 0.0 I 0.4 I 5.986 � A 542 I 0.0 I 0.9 I 6.662 I A 218 0.0 I 0.4 I 4827 � A 0 _ 0.0 I 0.0 , 0.000 _ A 269 0.0 02 4.184 A 34 � 0.0 I� 0.0 I 3.804 � A 250 I 0.0 0.5 I 4.974 I A 0 � 0.0 0.0 � 0.000 I A 302 0.0 0.3 I 4.333 A 56 � 0.0 I 0.0 I. 3.904 I A Throughput Throughput .. Start queue End queue Unsignalised (Veh/hr) (exi[ s�de) (Veh) (Veh) Delay (s) �evel of service (Veh/hr) _ _ � _ �I ..... .. 693 � 490 1.6 � 2.5 12.976 B 290 I 414 � OA �I 0.6 I 6.891 I A 550 I 630 I 0.9 � 1.2 I 7.975 A 351 253 � 0.4 � 0.5 � 4.961 � A 0 0 - 0.0 � 0.0 0.000 - A 231 314 - 02 � 0.3 � 4.363 - A 25 40 0.0 0.0 3.890 A 413 I 291 - 0.5 i 0.6 i 5.418 � A 0 I 0 I 0.0 0.0 I 0.000 I A 253 351 I 0.3 0.3 4.558 I A ai I ss I o.o I o.o I a.oiz I A Throughput (Veh/hr) 661 276 522 335 0 219 24 394 0 240 39 00:45 - 01:00 Total Demand Intersection Circulating Capacity Throughput Intersection Leg I (Veh/hr) I Arrivals (Veh) flow (Veh/hr) (Veh/hr) V/C Ratio (Veh/hr) _ NB I I 600 W8 � 604 � 151 � 174 � 981 � 0.616 10 .. .. .. .. SB I 253 � 63 � 419 845 0.299 E8 I 478 � 119 I 122 1010 0.473 NB � 307 77 0.94 1077 0285 NB i 0 � 0 �� 308 �� 907 � 0.000 17 _ S8 201 50 33 1059 0.190 EB � 22 : 5 .:. 199 967 0.022 NB 361 90 0.94 1077 0.335 NB 0 � 0 � 362 877 0.000 18 SB � 220 55 55 1047 0210 EB 36 � 9 � 218 957 0.037 Queue Variation Results for each time segment oo:oo -oo:is 606 253 478 307 0 201 22 361 0 220 36 Throughput � Start queue �� End queue � � Unsignalised (exi[ side) (Veh) (Veh) Delay (s) �evel of service (Veh/hr) . 0 466 � 2.5 �� 22 11.611 � B 394 � 0.6 �I OS �I� 6.566 � A 600 I 12 I 1.1 I 7A84 I A 240 � 0.5 � 0.5 4.855 � A 0 _ OD �. 0.0 .._ 0.000 _ A 300 0.3 0.3 4.296 A 38 0.0 0.0 3.857 A 276 - 0.6 � 0.6 5275 - A 0 0.0 0.0 0.000 A 335 0.3 0.3 4.478 A 62 0.0 0.0 3.971 � A Throughput Start queue End queue Unsignalised (exit side) (Veh) (Veh) Delay (s) �evel of service (Veh/hr) � 0 427 � 22 �I� 1.6 � 9.656 � A 361 � 0.5 I OA �� 6.082 � A 550 - 1.1 I 0.9 6.784 - A 220 0.5 0.4 4.683 A 0 0.0 � 0.0 � 0.000 A 275 - 0.3 02 4.196 - A 35 0.0 0.0 � 3.806 A 253 0.6 0.5 5.033 A 0 0.0 OA � 0.000 A 307 0.3 0.3 � 4.355 A 57 0.0 0.0 � 3.911 � A file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 12 of 13 Intersection Leg Mean I QOS ' Q50 - Q90 Q95 I (Veh) (Veh) (Veh) (Veh) I (Veh) I NB � I I I I-I WB 1.56 . 0.08 1.10 3.26 4.48 70 SB 0.41 0.00 I 0.00 0.41 0.41 E8 0.88 0.15 I 0.94 I 1.38 I 1.38 I NB 0.39 0.00 0.00 0.39 0.39 NB I 0.00 I, 0.00 �I 0.00 I 0.00 I 0.00 " ss � o.za � o.00 j o.00 � o.za j o.zs j es o.oz o.oz I o.zs � o.as I o.as � Ns j o.as j o.00 j o.00 o.as j o.as � ws � o.00 I o.00 I o.00 -f o.00 I o.00 � �a - � ss 1 o.zs i o.00 o.00 j o.zs o.zs � EB I 0.04 � 0.03 . 025 0.45 . 0.48 I 00:15 - 00:30 Intersection Leg � Mean � QOS � Q50 Q90 � Q95 (Veh) (Veh) (Veh) (Veh) (Veh) NB .. .. . , . , NB �I 2.46 ... 0.03 029 � 2.46 9.90 .. 10 SB I 0.55 I, 0.03 025 � 0.55 0.55 � es � i.zi � o.oa o.zs i.zi i.zi NB 0.48 0.03 0.25 0.48 0.48 NB�I 0.00 0.00 � 0.00 _I_ 0.00 � 0.00 � 17 .. .. .-: : S8 �28 0.03 025 I 0.46 I 0.48 EB 0.03 0.00 0.00 0.03 0.03 Ns � o.sz � o.oa � o.zs � o.sz � o.sz j WB 0.00 0.00 I 0.00 0.00 0.00 I �a ss I o.az I o.oa I o.zs I o.as o.as I 00:30 - 00:45 I� Leg Mean QOS Q50) � Q90 Q95 � lntersection (Veh) (Veh) (Veh (Veh) (Veh) , .I NB .: . . : . . NB..: 2.18 � 0.03 ... 027 � 2.18 ... 2.18 .. 10 SB I 0.51 I 0.03 �I 028 I� 0.91 �I 2.08 I es � i.io � o.oa � o.zs � i.io i.io � NB I 0.45 � 0.03 029 I. 1.12 1.99 I ws j o.00 o.00 ` o.00 � o.00 j o.00 j 17 - ss I o.zs o.oa o.ao I o.sz I i.24 I EB � 0.03 � 0.00 �� 0.00 I� 0.03 r 0.03 I NB - 0.58 - 0.03 I 028 I 0.58 I 1.93 I we o.00 � o.00 I o.00 � o.00 � o.00 � �a ss o.so � o.oa I o.ai � i.o� � i.ao � es � o.oa � o.00 j o.00 j o.oa � o.oa i 00:45 - 01:00 Intersection Leg I Mean QOS Q50 - Q90 Q95 (Veh) (Veh) (Veh) (Veh) (Veh) I NB .I . .. : .. � NB _I 1.fi4 . 0.05 ..: OB2 I. 4.13 ..: 6.32 I 10 i SB ' 0.43 0.00 0.00 0.43 0.43 E8 0.91 0.14 0.95 � 1.07 1.56 � NB 0.40 0.00 0.00 0.40 0.40 NB 0.00 0.00 0.00 � 0.00 0.00 � 17 S8 � 024 0.00 0.00 � 024 I 024 � EB 0.02 0.00 0.00 I 0.02 � 0.02 I N8 0.51 0.51 - 1.00 1.40 I 1.45 WB � 0.00 I 0.00 I 0.00 f 0.00 I 0.00 1e ss I o.zi I o.00 I o.00 I o.z� I o.zi I Percentile I Marker message message Percentile Marker message message Percentile message Percentile Marker message Marker message Probability of reaching or ezceeding marker N/A N/A N!A N/A N/A N!A N/A N/A N!A N/A N/A Probability of reaching or ezceeding marker N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Probability of reaching or ezceeding marker N/A N/A N!A N/A N/A N/A N/A N/A N/A N/A N/A Probability of reaching or ezceeding marker N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Accident Prediction Accident Prediction Options Intersection I Accident prediction type I Intersection Environmerrt I Central Island Diameter (H) 10 None 13.12 17 � Simple (MO) Urban I 60.00 I 18 I None 13.12 Accident Parameters Intersection I Leg I Use geometries from capacity? Entry path radius (ft) �. Approach radius (ft) Angle to next leg (Deg) . Yellow bars - �. NB..I ._. ✓ .. . .r _ . 0.00 � � � 0.00 . . ... .. 40.00 _. ; .� WB I ✓ � 0.00 � 0.00 � 40.00 I � 10 . S8 �I ✓ 0.00 0.00 40.00 I� EB I ✓ � 0.00 �I 0.00 � 40.00 I NB ✓ 0.00 0.00 40.00 NB I ✓ 0.00 II 0.00 40.00 II Probability of exactly reaching marker N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Probability of exactly reaching marker N/A N/A Nin N/A N/A N/A I N/A I N/A N/A II N/A N/A Probability of exactly reaching marker NIA N/A N/A N/A _ N/A N/A N/A N/A N/A N/A N/A Probability of exactly reaching marker N/A _ N/A N/A NIA N/A N/A N/A N/A N/A N/A N/A file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 13 of 13 ss � o.00 j o.00 ao.00 j n . . E8 II ✓ 0.00 0.00 40.00 NB I ✓ 0.00 0.00 40.00 NB I ✓ � 0.00 � 0.00 � 40.00 �� 18 SB ✓ 0.00 I 0.00 40.00 I EB I ✓ � 0.00 I 0.00 � 40.00 I Accident Flows . . Intersection � Leg Total entry flow Total exit Flow I Total cirwlating flow Motorcycles entry flow �I Motorcycles exit flow Motorcycles circulating flow Pedestrian flow _ (AADT x 1000) (AADT x 1000) (AADT x 7000) (AADT x 1000) (AADT x 1000) _I (AADT x 1000) (peds x 1000) N8 0.000 � 0.000 0.000 0.000 � 0.000 _I_ 0.000 0.000 WB � 0.000 0.000 � 0.000 0.000 � 0.000 I_ 0.000 0.000 10 ��, . -- . , .. SB � 0.000 0.000 0.000 0.000 , 0.000 J_ 0.000 0.000 E8 0.000 0.000 0.000 0.000 0.000 I 0.000 0.000 NB 0.000 0.000 0.000 0.000 0.000 0.000 0.000 NB 0.000 0.000 � 0.000 0.000 � 0.000 0.000 0.000 17 - - - S8 � 0.000 0.000 I 0.000 0.000 0.000 0.000 �I 0.000 EB I 0.000 �I 0.000 I 0.000 0.000 0.000 0.000 I 0.000 NB 0.000 0.000 0.000 0.000 0.000 0.000 0.000 we � o.000 j o.000 j o.000 o.000� o.000 o.000 j o.000 1e ss I o.000 i o.000 � o.000 o.000 I o.000 o.000 I o.000 EB I 0.000 . 0.000 I 0.000 0.000 I 0.000 0.000 I 0.000 Accident Leg Results TOTAL Vehicle Pedestrian Entering circuiating Approaching Single vehicle Other vehicle TOTAL VEHICLE TOTAL Intersection Leg (qccidentslyear) (Accidents/year) (Acciden[s/year) (Accidenis/year) (Accidentslyear) PEDESTRIAN (qcciden[s/year) accidents accidents (Accidents/year) index index NB I 1.000 1.000 � 1.000 1.000 � 1.000 1.000 � 1.000 � 1.000 1.000 WB � 1.000 1.000 1.000 1.000 � 1.000 1.000 � 1.000 � 1.000 1.000 � 10 .. _ _ .. _ .. .. .. . SB I 1.000 1.000 1.000 1.000 1.000 1.000 � 1.000 � 1.000 1.000 EB 1.000 1.000 � 1.000 1.000 1.000 �I 1.000 � 1.000 � 1.000 1.000 W8 17 SB EB NB NB 18 58 EB 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 � 0.000 � 0.000 0.000 0.000 � 0.000 0.000 0.000 0.000 0.000 � 0.000 � 0.000 0 000 0.000 _ 0.000 _ 0.000 _ 0.000 , 0.000 _ 0.000 _ 0.000 _ 0.000 � 0 000 , 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 � 1.000 � 1.000 1.000 1.000 1.000 � 1.000 � 1.000 1.000 i.000 i.000 � i.000 I i.000 � i.000 i.000 I i.000 i i.000 �.000 1.000 � 1.000 I 1.000 I 1.000 I 1.000 � 1.000 I 1.000 I 1.000 1.000 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 1 of 12 Junctions 10 ARCADY 10 - Roundabout Module Version: 10.1.0.1820 �O Copyright TRL Software Limited, 2023 For sales and distribution informa[ion, program advice and maintenance, contact TRL Soflware: +q4(0)1344379777 software@trl.co.uk trlsoftware.com The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution Filename: Giddings Ops Analysis for Roundabouts 2027 HCM SLR SLR SLR.j10 Path: Z:\AMT TPTO\000 Roundabout Practice\KHA Roundabout Projects\Montava, Fort Collins, CO\Phase D 2024 Report generation date: 4/9/2024 332:14 PM » 2027, AM » 2027, PM Summary of intersection perFormance I AM PM 95 % Network 95 % Network Se[ Queue Delay V/C In[ersec[ion Intersection Se[ Queue Delay V/C Intersection Intersection ID (Veh) Queue (s) Ratio LOS Delay (s) LOS Residual �D (Veh) Queue (s) Ratio LOS Delay (s) LOS Residual (Veh) Capacity (Veh) Capacity I 2D27 Intersectionl0-LegNB I-1 I O.OD 0.00 A I -1 0.00 0.00 A Intersection 10-Leg WB ��I� 1.0 I 520 026 A I 4.8 11.94 I 0.63 , B Intersection 10-Leg SB I 2.3 � 8.11 � 0.44 A I 7�96 A � 1.6 I� 8.57 � 0.36 A 9�95 A Intersectionl0-LegEB I 2.9 I 9.49 �I 0.51 �I A� I 2.6 8.15 � 0.47 :. H..� Intersection 17-Leg WB � -1 � 0.00 � 0.00 � A� 57 % � 1.1 � 4.91 � 026 . A:. ' 37 % Intersectionl7-LegSB � 12 � 5.17 � 028 � A� -1 0.00 � 0.00 A� -- D1 � -� 4.68 A [Intersection D2 � -�I� 4.61 A [Intersection Intersection 17 - Leg EB 0.1 4.34 0.04 A 10 - Leg 0.6 � 426 0.18 A 10 - Leg Intersectionl7-LegNB D.4 3.67 0.12 A� Eg1 0.1 � 3.58 0.02 A WBl Intersectionl8-LegNB 0.5 379 0.14 A i 1.3 � 5.38 ' 0.31 � A I Intersection 18-Leg WB -1 0.00 0.00 A 4.96 A -� �. 0.00 � 0.00 I A � 4.99 A Intersection 18 - Leg SB 1.4 5.52 0.31 A 0] 4.55 .I 020 � A I Intersectioni8-LegEB 02 479 0.07 A I 0.1 � 3.80 I 0.04 A I There are warnin9s associated with one or more model runs - see the 'Data Enors antl Wamings' tables /oreach Anzlysis or Demand Set. Values shown are the highest values encounlered over all [ime segments. Delay is the maximum value of average delay per arriving vehicle. Intersecfion LOS and Intersection Delay are demand-weigh[ed averages. Nelwork Residual Capacity indicafes [he amounf by which network Now could be increased before a user-definable threshold (see Anatysis Options) is mef. File summary File Description I Title ILocation � Site number � Date 4/8/2024 Version � Sta[us - (new file) � Identifier I Ciient � Jobnumber - Analyst � KIMLEY-HORN\jay.vonahsen � Description � � � UIIItS Dis[ance units I Speed units I_Traffic units input I Traffic units results I Flow unfts Average delay units .I Total delay units I Rate of delay units ft �I mph I Veh �I Veh I perHour � s I -Min �I perMin file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 2 of 12 �� _�� � . �. The infersection diagram reNects (he lasl r'un o(Intersections. Analysis Options Vehicle Calculate Calculate Show lane Show all Caiculate Residual V/C Ratio A�erage Queue detailed queues in PICADY stream residual capaciTy Delay length (ft) percentiles queueing detay feet / metres intercepts capaciry criteria type Threshold threshold I 18.86 I ✓ I I I �I Delay 0.85 I 36.00 HCM Calibration i HCM Calibretion Lane type I. Num circulating lanes I Num exi[ lanes I A I B 1 � Single lane 1 � I 1380.00 I-0.00102 2 Single lane � 2 � 1420.00 �-0.00085 3 � Nearside � 1 � 1420.00 � -0.00091 � 4 Nearside 2 1420.00 -0.00085 5 Offside � 1 1420.00 -0.00091 6 Offside � 2 I 1350.00 -0.00092 7 � Yielding bypass � � 1 1380.00 -0.00102 8 � Yielding bypass I 2 � 1420.00 -0.00085 I 9 �� Non-yielding bypass �� I 1 �_ 99999.00 ��_ 0.00000 Queue Max number of threshoid Use iterations with i[erations for (PCE) HCM roundabouts roundabouts 20.00 I I 500 Demand Set Summary ID I Scenario name Time Period name Traffic profi�e type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically Di I.2027 AM PHF I.. 00:00 � 01:00 15 ✓ D2I2027 I PM � PHF I 00:00 _ 01:00 �i 15 I ✓ Analysis Set Details ID I Include in report I Network flow scaling factor (%) Nehvork capacity scaling factor (%) A7 ✓ I 100.000 _ 100.000 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 3 of 12 2027, AM Data Errors and Warnings Severiry_I Area Item I Descrip[ion Warning � HCM Model � D1 - 2027. AM Demand Set 1: HCM models are most typically used with PHP traffic flow profles and single time segments. Use of HCM models with other _ _ flow profiles is at fhe user's own risk Warning HCM Model Intersecfion 17 One or more intersections use HCM methodologies. These methods are not associated with TRL. The user should applyjudgemenl when interpreting the results. Warning Queue variations Analysis Options � Queue percentiles may be unreliable if the mean queue in any time segment is very low or very high. Intersection Network Intersections � Intersec[ion Name Intersection type Use circulating lanes Leg order In[ersection Delay (s) � Intersection LOS I __ I 10 � M[n Vista � HCM Roundabout NB, WB, 58, EB 7.96 A 17 , unfitled � HCM Roundabout � � WB, SB, EB. NB � 4.68 A_I 18 unfitled � HCM Roundabout NB, WB, SB, EB 4.96 A I Intersection Network Driving side I Lighting I Network residual capacity (%) I Pirst leg reaching threshoid I Network delay (s) I Nehvork LOS Right I Normal/unknown � 57 I Intersection 10 - Leg EB 6.43 �� A Legs Legs � Intersec[ion Leg � Name � Descrip[ion � NB �� NB Gi � NB I WB MTN VISTA � 10 — SB I SB Gi EB I EB MTN VISTA NBI WB I SB I SB � 17 EB CB Giddings NB NB Gi NB I NB Gi I 1e "B 1 WB I SB � SB Gi � E8 I EB HCM Lanes Intersection Leg HCM Lane I Lane [ype I Number of conFlicting lanes � Destination Iegs NB 1 � Single lane � 1 � NB, WB, 58, EB NB 1 I Single lane�l 1 I NB, WB, SB, EB 10 SB 7 I Single lane I 1 I NB, WB, SB, EB EB 7 Single lane 1 NB, WB, 58, EB NB I 1 I Single lane � 1 I W8, S8, EB, NB S8 ' 1 � Single lane � 1 WB, SB, EB, NB 17 EB �� 1 � Single lane 1 WB, SB, EB, NB N8 � 1 � Single lane �� 1 W8. SB. EB, NB N8 1 Single lane 1 NB, WB, SB, EB NB �� 1 � Single lane 1 NB, WB. 5B, EB 18 SB 1 � Single lane 1 NB, WB. 58, EB EB � 1 � Single lane 1 NB, WB, SB, EB Traffic Demand Demand Set Details � ID Scenario name � Time Period name Traffc profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D1 2027 � AM PHF 00:00 01:00 15 ✓ Demand overview (Traffic) I Intersection � Leg Linked leg � Profile type � Use O-D data � Average Demand (Veh/hr) � Sca�ing Factor (% ) NB PHF ✓ � 0 100.000 NB..i ... PHP I ✓ i 292 100.000 io S8 � PHP I ✓ � 437 100.000 E8 �I PHF I ✓ I 483 �I 100.000 WB PHF ✓ 0 100.000 SB � PHF � ✓ I 347 � 100.000 17 — .. EB PHF � 37 100.000 NB II PHF ✓ 155 100.000 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 4 of 12 NB I.. PHF I. � I. WB I PHF I ✓ I. 18 I SB PHF ✓ .: EB I �. PHF .. ✓ I 173 _ 0 381 60 Peak Hour Factor Data (Traffic) Intersection � Leg Hourly volume (Veh/hr) I Peak hour factor I Peak time segment NB � 0.92 Second�uarter WB 292 II. 0.92 � SecondQuarter 10 - SB 437 � 0.92 �I Second�uarter EB 483 0.92 Second�uarter WB 0 I 0.92 I SecondQuarter I SB 347 � 0.92 � Second�uarter 17 EB 37 I. 0.92 Second�uarter NB 155 I 0.92 SecondQuarter NB 173 � 0.92 Second�uarter NB 0 I. 0.92 SecondQuarter � 18 : S8 381 � 0.92 SecondQuarter . EB 60 0.92 .� Second�uarter I Origin-Destination �ata Demand (Vehlhr) I To � I_ .: W8 .. SB .. EB N8 . Intersection 17 I W8 I 0 0 0 0 From SB 0 � 0�� 1� 346 � EB � 2 0 35 NB 0 143 12 0 Demand (Veh/hr) I T° I � NB WB SB EB Intersection 18 NB 0 0 153 20 From I WB 0 0 0 0 I SB 380 0 0 1 EB 58 0 2 0 Demand (Veh/hr) To NB WB SB EB Intefsection 10 NB 0 0 0 0 From I WB 0 0 94 198 SB 0 I 234 0 203 I EB 0 403 80 0 Vehicle Mix Truck data entry mode PCE Factor for a Truck (PCE) Truck Percentages 2.00 Heavy Vehicle % � � To WB SB EB NB —I—I—i Intersection 17 we 2 2 I 2 2 From SB � 2_�.I.. 2'. 2 � EB � 2 2 I. �.. Z I I NB I 2 2 I 2 I 2 I Heavy Vehicle % � To � � NB WB SB EB Inte�SeCtion 18 N8 2 2 2 2 From I WB 2 2 2 2 SB 2 2 2 2 _, EB 2 2 2 2 Heavy Vehicle % To I NB I WB I SB I EB 100.000 100.000 � 100.000 I 100.000 J file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 5 of 12 iNB z z z z Intersection 10 I WB z Z Z Z From - SB 2 2 2 2 EB I 2 2 2 2 R�SUItS Results Summary for whole modelled period Max 95th Intersection Leg I Max V/C Ratio Max Delay (s) percentile Queue (Veh) �� N8 � 0.00 0.00 � -1 NB� 026 520 1.0 10 - SB �� 0.44 8.11 2.3 � EB 0.51 9.49 2.9 I WB 0.00 0.00 -1 I SB 0.28 5.17 I 1.2 I_ 17 E8 0.04 4.34 I 0.1 I NB 0.12 3.67 0.4 I NB 0.14 379 0.5 WB �I 0.00 I 0.00 I _1 - 18 SB 0.31 5.52 1.4 EB 0.07 4.79 0.2 Main Results for each time segment 00:00 - 00:15 Intersection Leg Total Demand in[ersection Circulating �(Veh/hr) Arrivals (Veh) flow (Veh/hr) NB 0 0 675 NB 275 69 75 10 S8 � 412 103 187 E8 455 114 � 220 NB 0 0 148 58..: 327 82 11 17 EB I 35 _I 9 326 NB � 148 � 37 2 NB � 163 � 41 2 W8 � 0 � 0 � 165 18 SB � 359 90 19 EB � 57 �� 14 358 00:15 - 00:30 Intersection Leg Total Demand intersection Circulating (Veh/hr) Arrivals (Veh) flow (Veh/hr) NB 0 0 779 NB 317 79 I 87 10 SB 475 119 215 EB 525 131 254 NB I 0 I 0 I 171 SB 377 94 � 13 17 - EB � 40 � 10 376 NB � 168 � 42 2 NB � 188 � 47 2 W8 � 0 � 0 � 190 18 SB � 414 104 22 EB � 65 �I� 16 413 00:30 - 00:45 Pedestrian demand (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pedestrian demand (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Max LOS A A A A A A A A A A A A Average Demand Total Intersec[ion (Veh/hr) I Arriva�s (Veh) ...�... �. ... 0 0 292 292 I 437 I 437 I 483 I 483 � � � � I 347 347 1 37 I 37 1 155 I 155 173 173 0 I 0 381 I 381 60 60 I Capacity Throughput Throughput V/C Ratio (exi[ side) (Veh/hr) (Veh/hr) (Veh/hr) � 683 0.000 �� 0 � � 0 1251 0220 275 600 1114 0.369 412 164 - 1076 � 0.423 455 378 1183 0.000 0 0 1337 0244 327 � 137 I 964 � 0.036 � 35 �� 12 I 1350 0.108 146 359 � 1350 0.121 163 413 � 1162 0.000 0 �� 0 1327 0271 359 � 146 932 I 0.061 57 20 ICapacity I V/C Ratio Throughput (Veh/hr) (Veh/hr) 613 0.000 I 0 I_ 1236 0257 I 317 I j ioaz II 0.439 I 475 � I 1038 � 0.506 �I 525 I � 1156 � 0.000 � 0 I � 1335 0283 377 � .. - 915 � 0.044 ... 40 .. 1350 0.125 168 1350 0.139 188 � 1132 0.000 0 � � 1323 0.313 414 880 I 0.074 65 � Throughput (exi[ side) (Veh/hr) 0 692 189 436 0 158 14 414 476 0 168 23 Queue95 (Veh) 0.0 0.8 1.7 2.1 0.0 1.0 0.1 0.4 0.4 0.0 1.1 02 Queue95 (Veh) o.o i.o 2.3 2.9 o.o 1.2 0.1 0.4 0.5 0.0 1.4 02 Delay (s) Unsignalised level of service 0.000 F 4.787 A 6.958 A 7.892 A 0.000 F 4.784 A 4.056 A 3.530 A 3.635 A 0.000 F 5.070 A 4.414 � A Delay (s) Unsignalised Ievel of service 0.000 F 5200 A 8.105 I A 9.486 I A 0.000 I F 5.169 � A 4.336 A 3.671 A 3.795 A 0.000 F 5.523 A 4.787 � A file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 6 of 12 00:45-01:00 � Intersection Leg Totaf Demand Intersection I Circulating (Veh/hr) Arrivals (Veh) fiow (Veh/hr) NB i 0 I 0 675 NB � 275 � 69 75 10 38 � 412 �� 103 187 EB I 455 � 114 � 220 � NB 0 ,I 0 I 148 38 327 [ 82 I 11 �� EB 35 �I 9 I 326 NB � 146 1 37 l 2 NB � 163 �r 41 � 2 78 � I � I 0 � 185 SB 359 90 I 19 EB 57 14 358 Queue Variation Results for each time segment HCM: Lane Results Lane Results: 00:00-00:15 Pedestrian demand (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I Capacity (Veh/hr) 683 1251 1114 1076 1183 1337 964 1350 1350 1162 1327 932 Throughput Throughput V/CRatio (Veh/hr) (exi[side) (Veh/hr) 0.000 0 0 _ 0220 275 600 0.369 412 ... 164 0.423 455 378 I 0.000 � 0 ' 0 0244 327 � 137 0.036 35 � 12 0.108 � � 146 � �� 359 0.121 163 413 � 0.000 �� 0 � 0 I 0271 �I� 359 �I 146 � 0.061 � 57 � 20 Queue95 (Veh) 0.0 0.8 1.7 2.1 0.0 1.0 0.1 0.4 0.4 0.0 1.1 02 Delay (s) Unsignalised level of service 0.000 F 4.787 A 6.958 A 7.892 A 0.000 F 4.784 A 4.056 A 3.530 A 3.635 A 0.000 F 5.070 I A 4.414 A HCM Destination Demand Throughput Pedes[rianflow Conflictingflow I CapaciTy �ueue95 Delay V/C Intersection Leg Lane Iegs (Veh/hr) (Veh/hr) (Ped/hr) (Veh/hr) (Veh/hr) (Veh) (s) Ratio LOS NB 1 �I NB, WB, 58, EB � 0 �I� 0.00 I 675 � 670 0.00 5.37 I 0.00 � WB 1 NB, WB, SB, EB I 275 275 0.00 I 75 I 1251 0.84 �.. 479 022 A 10 SB 1 I NB, WB, SB, EB I 412 I 412 0.00 I 187 I 1114 172 I 6.96 0.37 A I EB 1 NB, WB, 58, EB 455 455 0.00 220 1076 2.14 7.89 0.42 A NB � 7 � WB, SB, E8, NB �.. 0 .� 0 � 0.00 � 148 � 1160 .�0.00 � 3.10 � 0.00 A� 38 � 1 � WB, SB, EB, NB 327 327 0.00 11 1337 J 0.96 478 024 A 17 ., - ., .,. .. .. ,. EB .I 1 � WB, SB, EB, NB �� 35 35 0.00 326 964 I 0.11 4.06 0.04 A _ _. _ _ _. _ . .. NB 1 WB, SB, E8, NB 146 146 � 0.00 2 - 1350 0.36 3.53 0.11 A NB � 1 NB, WB, 58, EB � 163 163 0.00 2 � 1350 � 0.41 3.64 � 0.12 A ws � � Ne.we, se, ee I o I o � o.00 � iss iiao � o.00 � a.is � o.00 a 18 - ' SB 1 NB, WB, SB, EB I 359 I 359 0.00 19 I 1327 1.10 5.07 027 A EB ��II NB, WB, 58, EB I 57 I 57 0.00 358 I 932 0.19 4.41 0.06 A Lane Results:00:15-00:30 HCM Destination Demand Throu h ut Pedestrian flow Conflictin flow Ca aci Queue95 Dela V/C Intersection Leg Lane I Iegs I (Vehlhr) I (Veh/h ) I (Ped/hr) I (Veh/h�) I (Veh/hTy (Veh) I (s)y Ratio LOS I NB 1 I NB, WB, 58, EB 0 I 0 I 0.00 I 779 I 601 0.00 5.99 0.00 A NB 1 I NB, WB, SB, EB I 317 I 317 I 0.00 I 87 I 1236 I 1.03 520 I 026 A I 10 S8 1 I NB, WB, SB, EB I 475 475 I 0.00 I 215 1082 228 8.11 0.44 A EB 1 � NB, WB, 58, EB 525 525 0.00 254 1038 2.93 9.49 0.51 A � NB 1 I WB, SB E8, NB �.. 0 I 0 I 0.00 I 171 I 1133 I 0.00 I 318 I 0.00 � SB ��I W8, SB EB, NB 377 I 377 � 0.00 � 13 1335 ,[ 1.17 � 5 17 I 028 A 17 < .. .�. .: .. . EB I 1 I WB, SB, EB, NB 40 40 0.00 376 915 0.14 4.34 0.04 A .� .: . :, .; ..�.. .�. .. �.. .;. - N8 I 1 I WB, SB, EB, NB 168 168 0.00 2 1350 0.43 3.67 0.12 A I NB � 1 � NB, WB, SB, EB 188 188 0.00 2 1350 0.48 379 0.14 A NB I 1 I NB, WB, 58, EB 0 0 0.00 � 190 � 1110 � 0.00 324 0.00 A 18 SB � 1 �I NB, WB, SB, EB � 414 �I 414 0.00 �I� 22 � 1323 1.35 I 5.52 I 0.31 A EB 1 NB, WB, SB, EB I 65 65 0.00 413 880 024 4.79 0.07 A Lane Results:00:30-00:45 Intersection Leg HCM Destination Demand Throughput Pedestrianflow Conflictingflow Capacity Lane legs (Veh/hr) I (Veh/hr) I (Ped/hr) I (Veh/hr) I (Veh/hr) NB � 1 NB, WB. SB, EB 0�-� 0 � 0.00 � �� 738 628 NB � 1 �� NB, WB, 5B. EB 300 300 0.00 � 82 1242 10 ., � � . . . . 58 1 NB, WB, SB, EB 450 450 0.00 204 1095 EB � 1 NB, WB. SB, EB 497 497 0.00 241 � 1053 NB I 1 - WB, SB, EB, NB 0 - 0 - 0.00 162 - 1144 S8 � 1 WB, SB, EB, NB 357 357 0.00 12 1336 17 ., ., ..,. .. EB .I 1 � WB, SB, EB, NB � 38 38 0.00 _ 356 934 NB 1 � WB, SB, E8, NB 159 159 0.00 I 2 � 1350 NB 1 I NB, WB, SB, EB I 178 I 178 I 0.00 I 2 I 1350 WB �I NB, WB, 58, EB I 0 I 0 I 0.00 I 180 I, 1122 18 SB I 1 I NB, WB, SB, EB I 392 I 392 I 0.00 I 21 1324 EB I 1 I NB, WB, SB, EB I 62 I 62 I 0.00 I 391 . 901 Lane Results: 00:45-01:00 Queue95 (Veh) 0.00 0.95 2.04 2.58 0.00 1.08 0.13 0.40 0.45 0.00 1.25 0.22 Delay I V/C (s) Ratio 5.73 0.00 5.03 024 7.62 0.41 8.79 0.47 3.15 0.00 5.01 027 4.22 0.04 3.61 I 0.12 4.63 I 0.07 I A HCM Destination Demand Throughput Pedes[rianflow Conflictingflow Capacity �ueue95 Delay V/C Intersection Leg Lane Iegs (Veh/hr) (Veh/hr) (Pedlhr) (Veh/hr) (Veh/hr) (Veh) (s) Ratio LOS NB 1 NB, WB, SB, EB � 0 0.00 675 I 670 0.00 5.37 0.00 A NB 1 NB, WB, SB, EB 275 275 0.00 75 I 1251 0.84 479 022 A 10 SB 1 NB, WB, SB, EB _I_ 412 412 0.00 I 187 1114 1.72 I 6.96 I 0.37 A EB 1 NB, WB, 58, EB 455 455 0.00 220 1076 2.14 7.89 0.42 A NB I 1 I WB, SB, E8, NB I 0 I 0 I 0.00 I 148 I 1160 I 0.00 I 3.10 I 0.00 A I SB .� 1 .:� WB, SB, EB, NB � 327 � 327 � 0.00 11 � 1337 � 0.96 � 478 � 024 A 17 _ _ .. .. .. .. EB I 1 �� WB, SB, EB, NB I. 35 35 0.00 326 964 I 0.11 4.06 � 0.04 A . NB 1 � WB, SB, E8, NB � 146 � 146 � 0.00 2 - 1350 0.36 3.53 - 0.11 A I i. '. i �. '. - - i. '. ' I file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 7 of 12 NB I 1 NB, WB, 58, EB 163 163 0.00 .I 2 1350 0.41 3.64 0.12 A I NB � 1 NB, WB, SB, EB 0 0 0.00 165 1140 0.00 � 3.16 0.00 A I 18 .. . .I :; ...�... ... . . . . SB 1 NB, WB. 58, EB 359 359 0.00 19 1327 - 1.10 5.07 027 A EB ... 1 NB, WB, 58, EB I 57 I 57 I 0.00 358 � 932 ... 0.19 � 4.41 0.06 A Accident Prediction Accident Parameters I intersection Leg Use geometries from capaciTy? I Entry path radius (it) I Approach radius (R) I Angie to next leg (Deg) I. Yeliow bars NB ✓ I 0.00 I 0.00 I 40.00 I WB ✓ 0.00 I 0.00 40.00 10 SB ✓ 0.00 I 0.00 I 40.00 EB ✓ 0.00 � 0.00 I 40.00 WB I ✓ � 0.00 ' 0.00 - 40.00 I I S8 � ✓ � 0.00 0.00 � 40.00 � 17 . . EB I ✓ 0.00 0.00 40.00 N8 I ✓ � 0.00 � 0.00 � 40.00 I NB � ✓ 0.00 I 0.00 40.00 � W8I ✓ 0.00 � 0.00 40.00 18 SB � ✓ 0.00 0.00 _ 40.00 II. EB I ✓ I 0.00 0.00 I 40.00 I I Accident Flows Intersection Le Total entry flow Total exit flow Total circulating flow Motorcycles entry flow Motorcycles exit flow Motorcycles circulating flow Pedestrian flow 9 (AADT x 1000) (AADT x 7000) (AADT x 1000) (AADT x 1000) (AADT x 1000) (AADT x 1000) (peds x 1000) Ns o.000 j_ o.000 _� o.000 o.000 o.000 j o.000 j o.000 we o.000 I o.000 � o.000 o.000 o.000 � o.000 � o.000 io � - ss o.000 I o.000 I o.000 o.000 o.000 o.000 � o.000 EB 0.000 I 0.000 I 0.000 0.000 0.000 0.000 I 0.000 I we o.000 � o.000 � o.000 o.000 o.000 o.000 � o.000 I ss o.000 o.000 � o.000 o.000 o.000 o.000 i o.000 I n _ , _ -.. _ ; . EB 0.000 0.000 0.000 I 0.000 0.000 I 0.000 0.000 Ns � o.000 o.000 o.000 � o.000 � o.000 I o.000 i o.000 I NB .I 0.000 0.000 �I. 0.000 I 0.000 I 0.000 0.000 0.000 I ws j o.000 j o.000 � o.000 j o.000 j o.000 j o.000 j o.000 I 18 -. ss � o.000 � o.000 o.000 o.000 o.000 o.000 o.000 ee � o.000 � o.000 � o.000 o.000 o.000 � o.000 � o.000 I Accident Leg Results TOTAL Vehicle Pedestrian EMering circWating Approaching Single vehicle Other vehicle TOTAL VEHICLE TOTAL Intersection Leg PEDESTRIAN accidents accidents (Accidents/year) (Accidents/year) (Acciden[s/year) (Accidenislyear) (Accidents/year) (Accidentslyear) (Accidents/year) index index � NB 1.000 I� 1.000 � 1.000 � 1.000 I_ 1.000 I � 1.000 I� 1.000 I� 1.000 � 1.000 � we � i.000 i.000 i.000 i.000 j i.000 � i.000 i.000 i.000 i.000 j � o _. sa � i.000 i.000 i.000 i.000 i.000 I i.000 i.000 i.000 i.000 I EB � 1.000 1.000 1.000 � 1.000 � 1.000 1.000 �� 1.000 � 1.000 1.000 WB 0.000 0.000 I 0.000 I 0.000 I 0.000 I 0.000 I 0.000 I 0.000 I 0.000 I n se o.000 I o.000 I o.000 � o.000 o.000 � o.000 � o.000 � o.000 I o.000 I EB 0.000 0.000 I 0.000 0.000 0.000 0.000 I. 0.000 I. 0.000 I 0.000 I Ns o.000 j o.000 j o.000 j o.000 o.000 j o.000 � o.000 � o.000 j o.000 I Ns i.000 I i.000 I i.000 I �.000 i.000 I i.000 � i.000 � i.000 � i.000 I ws � i.000 i.000 i.000 i.000 i.000 i.000 i.000 I i.000 i.000 18 ��. . . . . : , . : .: S8 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EB � 1.000 1.000 1.000 1.000 � 1.000 1.000 � 1.000 � 1.000 1.000 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 8 of 12 2027, PM Data Errors and Warnings Severiry_I Area Item I Descrip[ion Warning � HCM Model �� D2 - 2027. PM Demand Set 2: HCM models are most typically used with PHP traffic flow profles and single time segments. Use of HCM models with other _ _ flow profiles is at fhe user's own risk Warning HCM Model Intersecfion 17 One or more intersections use HCM methodologies. These methods are not associated with TRL. The user should applyjudgemenl when interpreting the results. Warning Queue variations Analysis Options � Queue percentiles may be unreliable if the mean queue in any time segment is very low or very high. Intersection Network Intersections � Intersec[ion Name Intersection type Use circulating lanes Leg order In[ersection Delay (s) � Intersection LOS I __ I 10 � M[n Vista � HCM Roundabout NB, WB, 58, EB 9.95 A 17 , unfitled � HCM Roundabout � � WB, SB, EB. NB � 4.61 A_I 18 unfitled � HCM Roundabout NB, WB, SB, EB 4.99 A I Intersection Network Driving side I Lighting I Network residual capacity (%) I Pirst leg reaching threshold I Network delay (s) I Nehvork LOS Right I Normal/unknown � 37 I Intersection 10 - Leg WB I 7.58 ��� Traffic D�mand Demand Set Details � ID Scenario name Time Period name � Traffic profile type Start time (HH:mm) � Finish time (HH:mm) � Time segment Iength (min) � Run automatically _—.:.— _ <.— _ _ _ .. D2 , 2027 � PM PHF I 00:00 01:00 � 15 � ✓ Demand overview (Traffic) Intersection Leg Linked leg I Profle fype I Use O-D data I Average Demand (Veh/hr) I Scaling Factor NB PHF I ✓ 0 I 100.000 WB I. PHF I ✓ 641 100.000 10 SB I PHF � I 268 I 100.000 EB PHP ✓ 507 100.000 WB I � PHF � ✓ � 325 100.000 S8 I PHF ✓ 0 100.000 17 .. .. .. . — E8 � PHP ✓ 213 100.000 N8 I � PHF I ✓ I 23 �I 100.000 N8 PHF ✓ 382 100.000 NB�r � PHP � ✓ � 0 � 100.000 18 SB � � PHP � ✓ � 233 � 100.000 EB I I PHF I ✓ I 38 I 100.000 Peak Hour Factor Data (Traffic) � — � Intersection Leg Houriy volume (Veh/hr) Peak hour factor Peak time segment N8 0 0.92 SecondQuarter NB�i 641 � 0.92 � Second�uarter 10 — SB 268 I 0.92 SecondQuarter �I E8 507 � 0.92 �I SecondQuarter � WB 325 0.92 Second�uarter � SB � 0 � 0.92 SecondQuarter 17 : E8 213 0.92 SecondQuarter NB � 23 � 0.92 SecondQuarter NB I 382 � 0.92 - SecondQuarter � WB I 0 0.92 SecondQuarter 18 SB � 233 0.92 Second�uarter EB 38 I� 0.92 � SecondQuarter Origin-Destination Data Demand (Veh/hr) � I To � —.i_ WB i. SB _.. EB , NB ���. IntefSeCtion 17 � WB I 0 I 0.�. 290 , 35 . From � SB � 0 0� 0 � 0 EB .I 211 0 0 2 I I NB I 22 0 1 0 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 9 of 12 Demand (Veh/hr) To I NB WB SB EB Intersection 18 N8 0 0 324 58 From WB � 0 0 0 0 SB I 231 0 0 2 E8 37 0 1 0 Demand (Veh/hr) I To I I NB I WB I SB I EB Intersection 10 � N8 0 I 0 I 0 0 From WB � 0 � 198 443 � SB � 0 � 129 � 0 139 .. .�, E8 i 0.I 323 I..184 0 Vehicle Mix Truck data entry mode PCE Factor for a Truck (PCE) Truck Percentages 2.00 Heavy Vehicle % I To WB SB EB NB Intersection 17 I we 2 2 2 2 From SB 2 2 2 2 I EB 2 2 2 2 I I NB 2 2 2 2 Heavy Vehicle % � � To NB WB SB EB IntefSeCtion 18 I NB 2 I 2 2 2 From WB 2 2 2 2 SB 2 2 2 2 I EB 2 2 2 2 Heavy Vehicle % I_ To I I NB ��I WB i� SB EB IntefSection 10 � N8 2 I 2 I 2 2 From I WB 2� 2 2 2 I SB 2 2 2 2 I EB 2 2 2 2 Results Results Summary for whole modelled period Max 95th intersection Leg � Max V/C Ratio Mau Delay (s) percentile Queue Max LOS (Veh) NB 0.00 [ 0.00 [ -1 A WB 0.63 I 11.94 I 4.8 � B 10 -. SB �I 0.36 I 8.57 I 1.6 A E8 J 0.47 � 8.15 � 2.8 A NB I 026 I 4.91 I 1.1 A �� SB � 0.00 � 0.00 � -1 � A E8 1 0.18 I 426 I 0.6 A NB 0.02 3.58 0.1 A NB 0.31 I 5.38 I 1.3 I.. A WB 0.00 I 0.00 [ -1 I A 18 SB 020 I 4.55 I 07 I A EB 0.04 3.80 � 0.1 A Main Results for each time segment 00:00 - 00:15 � Average Demand Total Intersection (Veh/hr) Arrivais (Veh) � 0 i 0 �.... 641 641 . 268 268 507 I 507 325 325 � � 213 213 .... 23 .I 23 .. I 382 I 382 I � � � � I 233 233 I 38 38 Total Demand I Intersection I Circulating I Pedestrian I Capacity I I Throughput I Throughput I Queue95 I Unsignalised file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 10 of 12 Intersection Leg I (Veh/hr) I Arrivals (Veh) I flow (Vehlhr) NB 0 0 599 WB 604 151 173 70 SB 252 63 I 417 E8 478 119 I 122 WB 306 77 0.94 SB 0 0 I 307 n EB 201 50 � 33 NB 22 5 � 199 � NB 360 I 90 I 0.94 WB �I 0 361 18 SB � 219 � 55 I 55 EB�I 36 9 218 00:15 - 00:30 Intersection Leg Total Demand Intersec[ion Circulating (Veh/hr) I Arrivals (Veh) I flow (Veh/hr) NB ��I 691 WB 697 174 � 200 70 SB 291 73 482 E8 551 138 I 140 WB 353 88 I 1 SB 0 0 I 354 17 EB 232 58 � 38 NB 25 6 � 229 NB I 415 I 104 I 1 WB �� 416 18 SB 253 63 � 63 EB 41 10 � 251 00:30 - 00:45 Intersection LLeg � Total Demand � Intersec[ion � Circulating I (VeWhr) Arrivals (Veh) flow (Veh/hr) N81 0 �I 0 654 WB � 660 � 165 189 10 - SB 276 69 456 E8 522 130 I 133 WB 334 84 � 1 SB 0 0 335 17 E8 219 55 36 NB .� 24 ... 6 217 NB I 393 � 98 - 1 WB � 0 0 394 18 SB � 240 f 60 60 EB�I 39 � 10 � 238 demand (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pedestrian demand (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pedestrian demand (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (Veh/hr) 740 1130 876 1192 1352 1003 1307 1100 1352 948 1278 1079 V/C Ratio I (Vehlhr) I 0.000 I 0 I 0.535 I 604 I_ 0288 I 252 I 0.401 � 478 � 0227 � 306 I 0.000 �I 0 I_ 0.153 201 I OA20 22 � 0266 360 I 0.000 0 0.172 �I 219 .. 0.033 � 36 �� (exit side) (Veh/hr) 0 426 360 548 219 0 274 35 252 0 306 57 Capacity V/C Ratio (Veh/hr) I 672 I 0.000 1099 � 0.634 820 I 0.355 1169 0.471 1351 0.261 954 0.000 1300 0.178 1066 0923 1351 - 0.307 895 0.000 1267 0.200 1042 � 0.040 Throughput (Veh/hr) 0 697 291 551 353 0 232 25 415 0 253 41 Capacity V/C Ratio Throughput (Veh/hr) (Veh/hr) 699 - 0.000 0 � 1111 � 0.594 � 660 � 842 . 0.328 276 II 1178 0.443 I 522 I � 1351 0247 � 334 � 973 � 0.000 0 1303 0.168 219 1079 0.022 24 - 1351 _ 0291 . 393 - _ 916 0.000 . 0 _ 1271 0.189 240 �� 1057 � 0.037 �� 39 � 00:45 - 01:00 Pedestrian Total Demand In[ersection Circulating � Capaci[y Intersection Leg (Veh/hr) Arrivals (Veh) flow (Veh/hr) demand (Veh/hr) (Ped/hr) - NB I 0 �I 0 599 0.00 - 740 W8 � 604 I 151 � 173 � 0.00 � 1130 10 - - SB 252 63 417 I� 0.00 876 E8 478 119 I 122 0.00 1192 WB 306 77 � 0.94 0.00 1352 SB � 0 � 0 307 0.00 1003 17 .. .. . .. - , E8 201 50 33 0.00 1307 NB � 22 5 199 � 0.00 1100 NB �-� 360 � 90 - 0.94 � 0.00 - 1352 WB I 0 0 361 � 0 00 - 948 18 ss I zis i ss ss I o.00 � ma _ EB � 36 � 9 �I 218 0.00 �079 Queue Variation Results for each time segment 0 491 415 633 253 0 316 40 291 0 353 65 (Veh) 0.0 3.3 1.2 2.0 0.9 o_o 0.5 0.1 1.1 0.0 0.6 0.1 Queue95 (Veh) 0.0 4.8 1.6 2.6 1.1 0.0 0.6 0.1 1.3 0.0 0.7 0.1 Delay (s) I �evel of service 0.000 F 9.457 I A 7201 I A 7.026 I A 4.574 A 0.000 I F 4.020 � A 3.436 � A 4.958 A 0.000 F 4258 A 3.617 A Delay(s) Unsignalised Ievel of service I 0.000 F 11.941 � B 8.569 I A 8.149 I A 4.911 I A 0.000 I F 4.257 � A 3.576 � A 5.377 I A 0.000 F 4.549 � A 3796 � A Throughput Queue95 Unsignalised (exit side) (Veh) Delay (s) �evel of service (Veh/hr) 0 I 0.0 0.000 � � F 465 � 4.1 �� 10.826 � B 393 I. 1.4 .I 7.981 I A 599 I 2.3 I 7.672 I A 240 � 1.0 � 4.775 � A 0 � OA � 0.000 F 299 � 0.6 4.161 A 38 � 0.1 3.520 A 276 � 12 � 5207 - A 0 � 0.0 0.000 F 334 �� 0] � 4.431 ... A 62 I 0.1 �� 3723 ��I A � Throughput � Throughput . . Queue95 Unsignalised V/CRatio (Veh/hr) (exitside) (Veh) Delay(s) �evelofservice ... (Veh/hr) 0.000 0 - 0 0.0 0.000 - F .:. ..... . . .. 0.535 604 426 3.3 � 9.457 � A 0288 _I 252 �� 360 .I 12 7201 � A o.aoi j a�a j saa � z.o � �.ozs � n 0227 � 306 � 219 � 0.9 4.574 A 0.000 � 0 �� 0 0.0 � 0.000 � F 0.153 201 274 0.5 4.020 A 0.020 22 � 35 0.1 3.436 A 0266 360 252 � 1.1 � 4.958 - A 0.000 0 0 � 0.0 0.000 - F o.nz I zis aos � o.s I a.zsa a 0.033 �6 ��� 57 I 0.1 � 3.617 � A HCM: Lane Results Lane Results:00:00-00:15 Intersection Leg HCM Destination Demand Throughpu[ Pedestrianflow Conflictingflow Lane Iegs (Veh/hr) (Veh/hr) (Ped/hr) (Veh/hr) NB I 1 NB, WB, 58, EB ' 0 I 0 0.00 I 599 NB � 1 NB, WB, SB. EB 604 604 0.00 � 173 10 SB 1 �� NB,WB,SB.EB 252 252 0.00 417 i ,. E8 I 1 � NB, WB, 58, EB� 478 478 � 0.00 122 WB � 1 WB, SB, E8, NB I 306 306 0.00 0.94 17 SB I 1 �I W8, SB, E8, NB I_ 0 �I 0 �I 0.00 �I_ 307 E8 1 1 �I WB, SB, EB, NB I 201 I 201 I 0.00 I 33 � � � � � � CapaciTy Queue95 Delay V/C (Veh/hr) (Veh) (s) Ratio 725 � 0.00 ' 4.96 0.00 1130 328 � 9.46 0.53 876 1.20 . 7.20 � 0.29 1192 1.96 7.03 0.40 1352 0.87 4.57 I 023 983 � 0.00 I 3.66 I� 0.00 1307 � 0.54 4.02 0.15 � �� file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 11 of 12 I I N8 ' 1 I WB, SB, E8, NB 22 I 22 I 0.00 199 1100 ' 0.06 ' 3.44 ' 0.02 I A NB 1 NB, WB, SB, EB 360 360 0.00 0.94 � 1352 1.08 4.96 � 027 A NB 1 � NB, WB, SB, EB 0 0 0.00 361 930 � 0.00 3.87 0.00 A 18 , , . -. � � . SB 1 �� NB, WB, 5B. EB � 219 219 0.00 -.. 55 1278 0.62 426 0.17 A EB � 1 NB, WB, SB, EB 36 36 0.00 � 218 1079 0.10 � 3.62 0.03 A Lane Results: 00:15-00:30 HCM Destination Demand Throughput Pedestrian flow Conflicting flow Capacity Queue95 Delay V/C Intersection Leg LO Lane I Iegs (Veh/hr) (Veh/hr) , (Ped/hr) (Veh/hr) (Veh/hr) I (Veh) (s) I Ratio NB 1 I NB, WB, 58, EB I 0 I 0 I 0.00 � 691 659 0.00 5.46 0.00 A NB 1 - NB, WB, SB, EB I 697 � 697 � 0.00 � 200 I 1099 475 11.94 0.63 8 10 SB 1 II NB, WB. SB, EB � 291 I 291 � 0.00 I 482 I 820 1.61 8.57 I 0.36 A EB 1 � NB, WB, 58, EB � 551 551 � 0.00 I 140 � 1169 2.59 8.15 0.47 A NB I 1 - WB, SB, EB, NB � 353 I 353 I 0.00 I 1 ' 1351 I 1.05 I 4.91 I 026 I A S8 � 1 WB, SB, EB, NB 0 0 0.00 354 936 0.00 � 3.85 0.00 � A 17 _ _ ._ _ .. - .. . I. A EB �� 1 � WB, 58, EB, NB 232 232 0.00 38 1300 0.65 426 0.18 N8 � 1 � WB, SB, EB, NB 25 25 0.00 229 � 1066 0.07 3.58 � OA2 � A NB 1 NB, WB, SB, EB 415 415 0.00 1 1351 1.32 5.38 0.31 A _ - W8 . 1 .:. NB. WB. SB, EB � 0 .i 0 ,i 0.00 i 416 � 877 .: 0.00 J, 4.10 �� 0.00 A 18 - - SB 1 I NB, WB, SB, EB�I� 253 I 253 I 0.00 I 63 1267 075 - 4.55 I 020 A EB 1 NB, WB, SB, EB � 41 41 0.00 � 251 1042 0.12 3.80 0.04 A Lane Results: 00:30-00:45 .. . . . -.._ . . _ . . . HCM Destination Demand Throughput Pedestrian flow Conflicting flow Capacity Queue95 Delay V/C Intersection Leg Lane legs I (Veh/hr) (Veh/hr) (Ped/hr) (Veh/hr) (Vehlhr) (Veh) (s) Ratio LO � NB � 1 NB, WB, 58, EB I� 0 0 0.00 �� 654 � 685 �I 0.00 526 I 0.00 A , -..�... .; ..:.. ... .� �.. ws � Ne.ws,se,eej sso j sso j o.00 j ias iiii � a.os io.aa j oss s 10 SB 1 NB, WB. SB, EB I 276 I 276 I 0.00 456 � 842 1.43 � 7.98 I 0.33 A EB 1 � NB, WB, S8, EB I 522 522 0.00 133 1178 2.32 7.67 0.44 A NB 1 I WB, S8, E8, NB I 334 I 334 I 0.00 I 1 I 1351 I 0.98 I 4.77 I 025 A 17 SB �� W8, S8, EB, NB � 0 � 0 � 0.00 � 335 � 954 ,I 0.00 � 3.77 � 0.00 A EB _I 1 � WB, SB, EB, NB � 219 � 219 0.00 36 1303 0.60 4.16 0.17 A . N8 I 1 � WB, SB, EB, NB 24 � 24 � 0.00 217 - 1079 0.07 3.52 - 0.02 A NB � 1 NB, WB. SB, EB 393 393 0.00 1 1351 122 521 029 A WB.I 1 �� NB, WB, SB, EB I� 0 � 0 � 0.00 � 394 898 _I 0.00 4 01 �� 0.00 A 18 - : :- , . �� .. SB I 1 �� NB, WB, SB, EB 240 ��_ 240 �� 0.00 60 1271 ,I 0.69 I 4.43 � 0.19 A EB � 1 I NB, WB. SB, EB � 39 � 39 _I 0.00 .... 238 � 1057 [ 0.12 �, 372 , 0.04 A Lane Results: 00:45-01:00 HCM Destination Demand Throughpu[ Pedestrianflow Conflictingflow CapaciTy Queue95 Delay V/C Intersection Leg Lane I Iegs I (Veh/hr) I (Veh/hr) I (Ped/hr) I (Veh/hr) I (Veh/hr) I (Veh) I (s) I Ratio LO _- - -. - NB .I 1 I NB. WB. SB. EB I 0 I 0 I 0.00 _I. 599 � 725 I 0.00 I 4.96 I 0.00 A NB I 1 �� NB, WB, SB, EB I 604 � 604 � 0.00 173 - 1130 I 328 � 9.46 - 0.53 A 10 .__ .. .. ..>. :. . - .. .. SB � 1 �� NB, WB. SB, EB � 252 252 0.00 417 876 I 120 Z20 029 A EB � 1 �� NB. WB. SB. EB � 478 � 478 � 0.00 .�.. 122 � 1192 � 1.96 7.03 � 0.40 A NB I 1 � WB, SB, E8, NB - 306 � 306 � 0.00 - 0.94 - 1352 0.87 4.57 � 023 A SB � 1 �� WB, SB, EB, NB � 0 � 0 � 0.00 � 307 � 983 0.00 � 3.66 � 0.00 A 17 ' - - .' -._ - �. . .. :. EB � 1 � WB, SB, EB, NB 201 I 201 I 0.00 � 33 1307 0.54 4.02 0.15 A N8 I 1 � WB, SB, EB, NB 22 � 22 � 0.00 I 199 � 1100 0.06 3.44 0.02 A NB 1 NB, WB, SB, EB 360 360 0.00 0.94 1352 1.08 4.96 027 A W8 �� 1 NB, WB, SB. EB 0 0 0.00 � 361 � 930 0.00 3.87 0.00 A 18 , , ... -. . . , . . 58 ,I 1 �� NB, WB. 5B, EB � 219 219 0.00 ... 55 1278 OB2 426 0.17 A EB j 1 NB, WB, SB, EB 36 36 0.00 218 1079 0.10 � 3.62 0.03 A Accident Prediction Accident Parameters Intersection Leg I Use geometries from capacity? Entry path radius (ft) Approach radius (ft) Angle to next leg (Deg) I Vellow bars NB � ✓ 0.00 0.00 40.00 NB � ✓ � 0.00 I 0.00 � 40.00 II. 10 SB I ✓ 0.00 � 0.00 40.00 EB I ✓ � 0.00 �� 0.00 � 40.00 � � ✓ 0.00 0.00 40.00 ✓ � 0.00 0.00 � 40.00 � ✓ � 0.00 0.00 � 40.00 � ✓ � 0.00 � 0.00 � 40.00 � NB I ✓ 0.00 0.00 40.00 NB ✓ 0.00 0.00 40.00 18 SB � ✓ � 0.00 0.00 . 40.00 � EB ✓ 0.00 0.00 40.00 Accident Flows � Intersection � Leg � Total entry flow Total exit flow Total circulating flow � Mo[orcycles entry flow Motorcycles exit flow �� Motorcycles circulating flow � Pedestrian flow i (AADT x 1000) (AADT x 1000) I (AADT x 1000) (AADT x 1000) I (AADT x 7000) I (AADT x 1000) (peds x 1000) NB 0.000 0.000 0.000 0.000 I 0.000 I 0.000 � 0.000 WB 0.000 0.000 I 0.000 0.000 0.000 I 0.000 � 0.000 �� SB 0.000 0.000 I. 0.000 0.000 0.000 0.000 I 0.000 es o.000 I o.000 I o.000 o.000 o.000 I o.000 I o.000 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 12 of 12 � o 000 0 000 0 000 0 000 ss o.000 o.000 o.000 � o.000 I n -- -- EB � 0.000 0.000 I_ 0.000 0.000 NB 0.000 0.000 I 0.000 0.000 NB 0.000 0.000 � 0.000 0.000 NB 0.000 I 0.000 _I. 0.000 0.000 18 - S8 0.000 0.000 � 0.000 0.000 es o.000 II o.000 � o.000 o.000 Accident Leg Results Intersection Leg EMering circu�ating Approaching Single vehicle Other vehicle TOTAL VEHICLE (Accidents/year) (Accidents/year) (Accidents/year) (Accidents/year) (Acciden[s/year) NB 1.000 1.000 I 1.000 �I 1.000 1.000 ws i.000 i.000 j i.000 j i.000 i.000 10 - - SB 1.000 1.000 � 1.000 I 1.000 1.000 EB 1.000 1.000 1.000 1.000 1.000 WB I 0.000 � 0.000 I 0.000 I 0.000 I 0.000 n ss j o.000 o.000 o.000 I o.000 � o.000 EB I 0.000 0.000 0.000 �I 0.000 I 0.000 NB I 0.000 0.000 0.000 ' 0.000 ' 0.000 NB � 1.000 1.000 1.000 1.000 1.000 W8 � 1.000 � 1.000 � 1.000 � 1.000 1.000 18 S8 � 1.000 1.000 1.000 1.000 1.000 EB � 1.000 1.000 1.000 1.000 � 1.000 0 000 o.000 0.000 0.000 0.000 0.000 0.000 o.000 TOTAL Vehicle Pedestrian TOTAL PEDESTRIAN accidents accidents (Accidentsryear) (Accidents/year) �ndex index 1.000 I. 1.000 I. 1.000 �I 1.000 i.000 i.000 i.000 i.000 1.000 -f 1.000 f 1.000 1.000 1.000 I 1.000 I 1.000 � 1.000 0.000 I 0.000 I 0.000 0.000 o.000 o.000 o.000 o.000 o.000 o.000 o.000 o.000 0.000 0.000 0.000 0.000 1.000 1.000 1.000 1.000 1.000 � 1.000 �� 1.000 � 1.000 1.000 � 1.000 � 1.000 1.000 1.000 � 1.000 � 1.000 1.000 0 000 o.000 0.000 � 0.000 I 0.000 0.000 I 0.000 � o.000 I 0 000 o.000 0.000 0.000 0.000 0.000 0.000 o.000 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 1 of 18 Junctions 10 ARCADY 10 - Roundabout Module Version: 10.1.0.1820 OO Copyrighl TRL Software Limited, 2023 For sales and distribution information, program advice and maintenance, contact TRL Software: +q4(0)1344379777 software@trl.co.uk hlsoftware.com The users of this computer program for the solu[ion of an engineering problem are in no way relieved of their responsibility for the correctness of the solution Filename: Giddings Ops Analysis for RABs 2045 Arcady MLR SLR x 4.j10 Path: Z:\AMT TPTO\000 Roundabout Practice\KHA Roundabout Projects\Montava, Fort Collins, CO\Phase D 2024 Report generation date: 4/9/2024 4:06:13 PM » 2045, AM » 2045, PM Summary of intersection perFormance j am PM 95% Network 95% Network Set Queue Delay V/C Intersection Intersection Set Queue Delay V(C Intersection Intersection Queue LOS Residual �ueue LOS Residual ID (Veh) (Veh) (s) Ratio Delay (s) LOS Capacity �D (Veh) �Veh) (s) Ratio Delay (s) LOS Capacity 2045 Intersection A7 - Leg NB 0.9 1.4 6.35 0.47 A I 7.5 39.4 27.73 0.91 D Intersection A1 - Leg WB 02 0.5 5.03 0.14 A f 02 0.5 6.94 0.13 A 6.57 A 20.13 C Intersection A7 - Leg SB 0.9 1.4 7.27 0.49 I A I 0.6 2.0 6.56 0.38 A Intersection A1 - Leg EB � 0.4 1.3 6.42 027 I A 02 OS I 5.18 I 0.16 A Intersection A2 - Leg NB 0.6 2.0 5.33 0.37 A 5.5 29.8 I 21.93 � 0.87 C IntersectionA2-LegW6 � 0.1 0.5 4.80 0.13 I A I 916 A 0.1 OS � 6.93 I.0.12 A �5.60 C Intersection A2 - Leg SB Z5 9.6 11.87 073 I 8 I 12 1.7 7.52 I 0.56 A Intersection A2 - Leg EB I 0.1 0.5 575 0.05 A � 0.0 0.5 4.89 0.04 A Intersection 10 -Leg NB Gi � 0.9 1.4 5.69 0.49 A I - 5 � 3.0 10.9 10.11 076 B� � � Intersection 10 - Leg WB 0.6 2.7 3.10 0.36 I A I. 2.6 7.6 925 0.73 A � Di 6.12 A [Intersection D2 8.32 A [Intersection Intersection 10 - Leg SB 2.4 4.8 7.49 U.77 I A I 1 S- Leg 1.5 1.9 6.80 0.60 A A1 - Leg In[ersection 10 - Leg EB 17 2.1 8.10 0.63 A I SBl 12 1.5 5.60 0.54 A NBl Intersection 17 - Leg NB Gi 0.6 7.9 5.42 0.38 I A I. 1.8 3.5 9.36 0.65 A Intersection 17 - Leg WB Ti 0.0 -1 0.00 � 0.00 A I 0.0 -7 0.00 0.00 A 5.62 A 7.89 A Intersec[ion 17 - Leg SB Gi I 0.7 1.5 5.84 �43 � A I 0.4 1.8 4.81 0.30 A In[ersec[ion 17 - Leg EB Ti I 0.0 0.5 4.40 I 0.02 I A I 0.0 0.5 4.01 I 0.01 A In[ersec[ion 18 - Leg NB 0.3 7.4 2.62 026 A 1.7 3.3 528 0.63 A Intersec[ion 18 -Leg WB 0.1 0.5 4.90 0.09 I A I 0.1 0.5 926 I 0.11 A 1634 C 6.51 A Intersection 18 - Leg 58 6.5 33.8 26.15 0.89 D 1.5 22 8.99 0.60 A Intersection 18 -Leg EB 0.4 7.4 8.71 028 A 0.1 0.5 5.38 0.71 A There are wamings assoc7ated wifh one or rnore model runs - see Ihe 'Data 6rors and Warnin�s'tables for each Flnalysis or Demantl Sel. Values shown are the highest values encounlered overall6me segmenfs. Delay is Ihe maximum value of average delay per arriving vehicle. Inlersection LOS and Intersection Delay are demand-weighted averages. Ne[work Residual Capacity indicates the amoimt by which network (low could 6e increased before a user-definable fhreshold (see Analysis Options) is met. File summary File Description Title Location Site number � Date �� 4l8I2024 Version � Status I (newfile) IIdentifier � Client Jobnumber � � Analyst KIMLEY-HORN\jay.vonahsen � IDescription � UIIItS Distance units Speed unifs �� Traffic units input � TraHic unifs results Flow units �I Average delay units �I Total delay units �� Rate of delay units � ft mph Veh Veh � perHour I s � -Min perMin file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 2 of 18 �� ',1 �. � � � The inlersecti�n diaor,m r�llects tlielastrun oflntersections Analysis Options Calculate Calcuiate Show lane Show all Calculate Residual Average Queue Man number ot Vehicle V/C Ratio Use i[erations with Queue detailed queues in PICADY stream residual capacNy Delay threshoid iterations for length (ft) percen[iles queueing deiay feet / metres intercepis capacity criteria type Threshold threshold (s) (PCE) HCM roundabouts roundabouts 18.86 I ✓ ���� ✓ I Delay I 0.85 I 36.00 I 20.00 I 500 I Demand Set Summary IID I Scenario name I Time Period name I TraHic profile type I Starttime (HH:mm) I Finish time (HH:mm) �- Time segment length (min) I Run automatically I I D7 I, 2045 .L AM _� PHF _L 00:00 I_ 01:00 _I �5 �. � _.I � D2 I 2045 � PM I PHF � 00:00 I 01:00 I 15 I ✓ � Analysis Set Details IID Include m report � Netwmk flow scaling factor (%) Network capacity scaling factor (%) IA1 ✓ I 100.000 100.000 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 3 of 18 2045, AM Data Errors and Warnings SeveriTy I Area Warning I Geometry Warning Geometry Warning Geometry Warning � Geometry Warning I Geometry Warning I Safety Warning Linked Roundabout Warning Linked Roundabout Warnina �ueue variations Item Intersection 18 - Leg NB - Roundabout Geometry Intersection 10 - Leg NB Gi - Roundabout Geometry Intersection 10-Leg WB- Roundabout Geometry In[ersection 10 - Leg 5B - Roundabout Geometry Intersection 10 - Leg EB - Roundabout Geometry Intersection 17 - Leg NB Gi - Accident Parameters Intersection A1 - Leg NB Intersection A2 - Leg 58 Analysis Options Intersection Network Description EReclive Bare length is over 100R, which is outside the normal range. Treai capacities with increasing caution. Effective flare length is over 100fl, which is outside the normal range. Treat capacities with increasing caution. Effective flare length is over 100fl, which is outside the normal range. Treat capacities with increasing caution. Effective flare length is over 100ft, which is outside the normal range. Treai capacities with increasing caution. Effeclive flare length is over 100ft, which is outside [he normal range. Treal capacities with increasing caution. Roundabout accident prediction: Angles belween legs expected to sum to 360 degrees. If the distance between linked intersections is small, results should be [reated wi[h cau[ion. The linked intersecAons will be modelled as separete intersections, but the real behaviour may be that of a complex system with interections Ihat cannot be modelled. If the distance between linked intersections is small, results should be treated wi[h caution. The linked intersecfions will be modelled as separete intersections, but the real behaviour may be that of a complex system with interections that cannot be modelled. �ueue perceniiles may be unreliable if the mean queue in any time segment is very low or very high. Intersections Intersection � Name Intersection Type Use circula6ng lanes I Leg order � Intersection Delay (s) Intersection LOS A1 � North Fiddle Standard Roundabout � � NB, WB, SB, EB 6.57 A A2 _ South Fiddle Standard Roundabout �_ NB, WB, 5B. EB � 9.16 A 10 Mtn Vista � Standard Roundabouf I NB Gi, WB. SB, EB 6.12 A I 17 untitled Standard Roundabout � I NB Gi, WB Ti, 58 Gi. E8 Ti � SB2 A �._ 18 _ untitled _ Standard Roundabout i � NB, WB, SB, EB � 16.30. C Intersection Network I Driving side I Lighting I Network residual capacity (% � I First Ieg reaching threshold I Network delay (s) I Nelwork LOS I Right I Normal/unknown I 5 I Intersection 18-Leg SB 5.56 I A I Legs Legs IIntersection - Leg I Name N8 NB - NB W 8 A1 - SB I58 EB I EB NB �NB NB � W B A2 58 58 EB EB NB Gi NB Giddings NB WB 10 SB � 58 E8 I EB � NB Gi � NB Giddings �, WBTi � WBTimberline 17 � SB Gi � SB Giddings - EB Ti I EB Timberline NB NB W8 � WB 18 - S8 � SB E8 I EB Description � No yield line Roundabout Geometry I Intersection Leg � V- Approach road half-wid[h (ft) � NB �� 12.00 �: W8 ..: 12.00 A1 ss iz.00 EB 12.00 NB 12.00 NB 12.00 A2 SB 12.00 EB 12.00 Ng 24.00 Gi 10 �.. � ..� 24.00 ��.. SB I 24.00 EB 24.00 E - Entry width (ft) 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 26.00 26.00 26.00 26.00 I'-Effectiveflarelength - R-Entryradius Ift) In) ss.o �o.o 65.0 I 70.D 65.0 70.0 65.0 70.0 65.0 � 70.0 65.0 � 70.0 65.0 70.0 65.0 70.0 135.0 70.0 135.0 � 70.0 135.0 I 70.0 135.0 70.0 D -Inscribed circle diameter (ft) 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 175.0 175.0 175.0 175.0 PHI -Conflict (entry) angle (deg) zs.o 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Entry Exit only onfy file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 4 of 18 17 18 Ng I 12.00 Gi � I 12.00 Ti SB Gi�� 12.00 EB Ti � 12.00 NB 12.00 W8 ..: 12.00 SB 12.00 EB 12.00 13.00 65.0 13.00 � 65.0 � 13.00 �I 65.0 13.00 I 65.0 26.00 � 135.0 13.00 � 65.0 13.00 I 65.0 13.00 65.0 Bypass � Intersection Leg Leg has bypass Bypass utilisation (%) � �;. ... NB .;. . �,. _ _ ...; � .. -. A1 SB II� I EB NB ��NB A2 -.. SB :. I. .. EB _ � NB Gi � � NB I ✓ 100 ... 10 S8 EB I NB Gi NB Ti I 17 SBGi I EBTi I NB I ✓ 100 18 � SB E8 Slope / Intercept / Capacity Leg Intercept Adjustments Intersection Leg � Type Reason Percentageintercept adjustment(%) � NB Percentage 90.00 � Percentage 90.00 A1 - SB � Percentage 90.00 � EB Percentage 90.00 - - NB - Percentage - 90.00 � NB � Percentage � 90.00 A2 . _.. ..... SB �� Percentage 90.00 EB � Percentage�. 90.00 � NB Gi � Percentage 90.00 NB Percentage � 90.00 10 SB Percentage 90.00 E8 Percentage ��� 90.00 - NB Gi � Percentage - - 90.00 WB Ti � Percentage � � 90.00 17 _. , - SB Gi �� Percentage 90.00 EBTi ��Percentage��� ��� 90.00 - NB � Percentage 90.00 � NB Percentage � 90.00 18 SB Percentage I 90.00 �� EB �� Percentage � I 90.00 Roundahout Slope and Inlercept used in model I Intersection Leg Final slope Final intercept (PCE/hr) � N8 � 0.538 1099 � NB 0.538 1099 A1 SB 0.538 1099 � EB - 0.538 1099 - NB � 0.538 � 1099 .. WB 0.538 � 1099 A2 58 0.538 1099 � EB �� 0.538 � 1099 - NB Gi 0735 2198 WB � 0735 � 2198 10 SB 0735 I 2198 - E8 I 0735 I 2198 � NB Gil 0.538 � 1099 � NB Ti I 0.538 I. 1099 17 - � SB Gi i 0.538 I 1099 EB Ti � 0.538 � 1099 � NB 0.713 1909 � NB 0.538 1099 18 � SB 0.538 1099 � EB 0.538 1099 The slope and in(ercept shown above include any corrections and adjusfinents. 70.0 70.0 70.0 70.0 70.0 �o.o 70.0 �o.o 150.0 150.0 150.0 150.0 150.0 iso.o 150.0 150.0 25.0 25.0 25.0 25.0 25.0 zs.o 25.0 25.0 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 5 of 18 Traffic Demand Demand Set Details ID Scenario name Time Period name I 7raffic profile type I Starttime (HH:mm) I Finish time (HH:mm) I Time segment length (min) Run automatically I �..Di :..2045 AM �I PHF �I 00:00 �I 01:00 I �5 � ✓ I Linked Leg Data Intersection Leg Feeding Intersection I Feeding Leg Link Type � Flow source Uniform flow (Veh/hr) Flow multiplier (%) I Inte�nal storage space (PCE) A'I NB �I 5B Simple (vertical queueing) I Normal 0 100.00 A2 � SB I A1 I NB Simple (vertical queueing) Normal 0 100.00 Demand overview (Traffic) � Intersection Leg I, Linked leg Profile type Use O-D data Average Demand (Vehltv) Scaling Factor (%) .. ._ .. _.... _ ,;. ..�.. .. .. _. .. . _.. N8 i � � NB � � PHF ✓ �� 108 100.000 � A1 .. .. _ .. _. .. .. SB PHF ✓ 434 100.000 � E8 PHF � ✓ 193 � 100.000 � NB PHF I, ✓ I 364 100.000 � NB � PHP I ✓ 104 100.000 I.. A2 gB ✓ EB I � PHF I ✓ 30 100.000 � � NB Gi PHF I ✓ 555 100.000 � NB I I PHP ✓ S58 100.000 10 SB �I PHF ✓ 1052 100.000 � EB I � PHF ✓ 693 100.000 I - NB Gil � PHP ✓ 380 100.000 I � NB Ti I PHF � ✓ 0 100.000 17 � SB Gi � PHF I ✓ � 422 100.000 I � EB Ti � PHP � ✓ ..... 12 � 100.000 � NB PHF � ✓ 455 � 100.000 � . � NB � � PHF ✓ 70 100.000 18 � . . : -:- . .. S8 � PHF ✓ 835 100.000 EB I � PHF ✓ ��� 150 100.000 � Peak Hour Factor Data (Traffic) Intersection ' Leg I Houdy volume (Veh/hr) I Peak hour factor I Peak time segme Ne I I I � NB � 108 � 0.92 � SecondQuarter A7 58 I 434 I 0.92 Second�uarter - E8 193 I 0.92 - SecondQuarter � NB 364 I 0.92 Second�uarter � WB I 104 I 0.92 � SecondQuarter � I I � SB - E8 I 30 � 0.92 � Second�uarter � NB Gi 555 0.92 � SecondQuarter � NB 858 I 0.92 _I SecondQuarter 10 SB I 1052 I 0.92 I SecondQuarter � E8 693 I 0.92 I Second�uarter NB Gi � 380 � 0.92 SecondQuarter WB T��� 0 � 0.92 SecondQuarter 17 � SB Gi I 422 I 0.92 SecondQuarter EB Ti I 12 I 0.92 SecondQuarter � NB 455 0.92 SecondQuarter NB �� 70 0.92 � � SecondQuarter 18 SB 835 0.92 SecondQuarter �, EB I 150 0.92 SecondQuarter Origin-Destination Data Demand (Veh/hr) To I NB Gi I NB Ti I SB Gi EB Ti Intersectionl7 NBGi 0 0 375 5 From WB Ti 0 0 0 0 SB Gi 420 0 0 2 EBTi 10 0 2 0 Demand (Vehlhr) I To � � NB � WB SB � EB InterseGtion A1 I NB I o� 43 � 275 70 From I� I 95 - 0- 1 I 12 ' SB 432 0 0 I 2 i I I i i I file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 6 of 18 I I EB I 193 � 0- 0' 0 J Demand (Veh/hr) I-.-. To � I NB WB SB EB I Intersection A2 � NB I 0� 6 358 0 From NB I 0� 0� 104 � 0 � SB �I 783 - 0- 0 0 EB I 19 2 9 I 0 Demand (Veh/hr) To NB WB SB EB Inte�seCtion 18 NB 0 20 400 35 From WB 55 0 I 5 10 SB 810 5 0 20 EB 120 10 20 0 Demand (Vehlhr) I To I NB Gi WB SB EB Inte�SeCtionl0 NBGi 0 181 293 81 From WB I 228 0 265 365 SB 491 489 0 72 EB 26 602 65 0 Vehicle Mix Truck data entry mode I PCE Fac[or for a Truck (PCE) Truck Percentages I 2.00 Heavy Vehicle % � To NB Gi � WB Ti �� SB Gi EB Ti InterseCtion17 NBGi 2 I. 2 I 2 2 From WB Ti 2 I 2 2 2 SB Gi 2 2 2 2 EBTi 2 2 2 2 Heavy Vehicle % � 70 I I NB WB SB EB Intersection A1 I NB 2 2 2 2 From I WB 2 2 2 2 � SB � 2� 2� 2 2 � E8 �� 2� 2� 2 2 Heavy Vehicle % To .. .�. .: NB - NB - SB � EB Intersettion A2 �� NB ���, 2�� 2�� 2 2 From � NB � 2� 2 2 2 ISB 2 2 2 2 I E8 2 2 2 2 Heavy Vehicle % To NB I WB SB EB IntefSeCtion 18 I NB � 2 2 2 2 F�om I� W8 I 2 2 2 2 �:.. SB �:. 2 2 2 2 EB 2 2 2 2 Heavy Vehicle % To InterSectionl0 NBGi WB SB EB From NB Gi 2 2 2 2 NB 2 2 2 2 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 7 of 18 iSB 2 i�i��I i EB � 2 i 2 i 2 i 2 1 Results Results Summary for whole modelled period Intersection Leg Max V/C Ra6o Max Delay (s) � NB 0.47 6.35 � WB 0.14 5.03 A1 I SB 0.49 727 � EB I 027 I 6A2 I � NB 0.37 5.33 � NB I 0.13 4.80 I_ A2 . SB 0.73 I 11.87 I_ EB I 0.05 I 5.75 � . � NB Gi 0.49 I 5.69 I_ WB 0.36 I 3.10 I 10 SB � 0.71 7.49 � � E8 I 0.63 8.10 I � NB Gi 0.38 SA2 WB T ' 0.00 0.00 17 � SB Gi 0.43 I 5.84 - EB Ti :.. 0.02 � 4.40 �I - N8 I 026 I 2B2 I_ NB � 0.09 4.90 � 18 ��I � SB 0.89 26.15 EB 028 8.71 Max 95th Max Queue (Veh) percentile Queue (Veh) 0.9 I 1.4 02 I 0.5 0.9 I 1.4 0.4 I 1.3 0.6 2.0 0.1 I 0.5 2.5 I 9.6 0.1 � 0.5 0.9 � 1.4 0.6 I 2.1 2.4 � 4.8 1.7 2.1 0.6 1.9 0.0 -1 0] I 1.5 0.0 I 0.5 0.3 I 1.4 0.1 I 0.5 6.5 33.8 0.4 1.4 Max LOS A A A A A A B A A A A A A A A A A A D A Average Demand I Total Intersection (Veh/hr) Arrivals (Veh) 470 I 470 108 I 108 434 I 434 193 I 193 364 364 104 I 104 719 I 719 30 � 30 555 � 555 858 I 593 1052 � 1052 693 693 380 380 0 0 422 I 422 12 I 12 455 I 435 70 I 70 835 835 150 150 Main Results for each time segment oo:oo - oo: i s I Total Intersection Intersection � Bypass Bypass Circulating Capacity Intersection Leg Demand I demand Arrivals demand exitflow How (Veh/hr) (Veh/hr) (Veh/hr) (Veh) (Veh/hr) (Veh/hr) (Veh/hr) - .> :. NB 441 �I 110 I I � 0 I 1077 WB � 102 .. .: 25 I I 390 867 A7 , ; SB � 409 � 102 �� �� 179 981 es ' iaz � as � asa � aiz � NB � 343 � I 86 I I I 10 I 1072 � NB � 98 � 24 344 892 � I �I��� SB � 674 168 0 1077 es za � � � I I ss� � �ia � : G� 523 I 523 131 I 0 I 0 I 1083 I 1358 �o ws soa I sss � iao I zso I o I aiz I iasz SB � 991 I_ 991 248 I 0 I� 250 I. 633 I 1689 - EB � 653 � 653 163 I 0 0 1132 1322 N8 V/C Rado 0.410 ' 0.117 0.417 o.zza I 0.385 0.302 0.587 Throughput Throughput (VelUhr) (exit side) (Veh/hr) 439 I 674 101 49 406 312 �si � sz 341 I 685 97 I 7 667 I 441 za o 520 I 698 557 I 1191 985 I 336 649 I 486 356 I 403 0 I 0 395 353 11 7 409 915 66 14 774 399 140 61 Gi I 358 I 89 I 2 1076 I 0333 I 17 � I 0 I 0 I 358 I 884 I 0 000 I SB 398 99 �.. 5 I. 1075 � 0370 I Gi . EB ��� 11 .. . 3 I . .. 393 � 865 I 0.013 � Ti - NB 429 410 I� 102 I 19 � 0 � 33 � 1849 � 0222 �. ___- . . . .. . � NB � 66 66 I 16 _ I 0 19 427 847 I 0.078 18 , _. ;. , ;. _ ; � SB . 787 787 � 197 _I 0 0 94 1027 I 0766 _ EB � 141 _ 141 _ 35 _I 0 l_ 0 � 807 �. 643 _I. 0220 ,� 00:15 - 00:30 - � Total Intersection Intersection 8ypass � 8ypass � Circulating Capacity V/C Intersection Leg Demand demand Arrivals demand exitflow flow (Veh/hr) Ratio . (Veh/hr) .. (Veh/hr) , (Veh) (Veh/hr) (Veh/hr) (Veh/hr) . Ns sii iza I.- o im� l o.a�s NB �� 117 ... . 29 .I.. I._ � 454 833 :.. 0.141 �:. A1 - SB � 472 118 I 208 965 0.489 _._ - EB 210 52 � 572 � 769 0273 � - NB I 396 I 99 I 12 I 1071 0370 I � W8 � 113 I 28 � 398 I 863 � 0.131 � � ss �ai I iss I I I o I ion I o.�zs � EB . 33 � ��� �� �� 778 � 659 � 0.050 � G� � 603 I 603 151 � 0 0 1252 1234 0.489 ,I I_ I I I I. I �o ws' ssa sas � isi � zaa j o j a�s j iaoa I o.as� � ss . i�aa iiaa I zas I o ( zaa I �az ( isis I o.�m I EB �� 753 ��� 753 � 188 � 0 I 0 I 1309 I 1192 � 0.632 � Start End I Unsignalised queue queue Delay (s) level of (Veh) (Veh) service - 0.0 I 0] � 5.615 � A 0.0 I 0.1 � 4.696 A 0.0 I 0.7 � 6237 A 0.0 � 0.3 � 5.694 � A I 0.0 0.5 � 4.917 � A I 0.0 0.1 I 4.527 I A � 0.0 � 1.6 I� 8.655 �� A � 0.0 0.0 � 5217 � A 0.0 ��� 0.6 � 4283 � A � o.o I o.a � z ns I n 0.0 1.� 5 077 I A 0.0 1.0 I 5.320 � A 0.0 0.5 I 4.987 I A 0.0 00 I 0000 � A 0.0 O6 I� 5281 � A � 0.0 0.0 4214 A - 0.0 0.3 2.496 A 0.0 ,. 0.1 . 4804 ., A 0.0 3.1 13677 B � 0.0 0.3 I 7.149 ...� A Throughput Throughput (Veh/hr) (exit side) (Veh/hr) sii �si 117 57 471 363 209 107 395 I 798 113 I 9 na � sii 33 � 0 602 I SOS saa � ia�e 1140 I 388 750 I 562 Start End Unsignalised queue queue I Delay (s) level of (Veh) . (Veh) . . service �07 �0.9 6.345 A � 0.1 0.2 � 5.031 A 0] I 0.9 7267 A 0.3 I 0.4 6.424 � A I 0.5 0.6 I 5.326 - A I 0.1 0.1 � 4.802 I A i.s zs � ii.a�z I B � 0.0 I 0.1 I� 5750 I A OB I 0.9 I 5.686 I A 0.4 �j 0.6 � 3.100 A � 1A � 2.4 I 7.491 ..... A .. 1.0 �� 1.7 I� 8.104 .�.. A file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 17 NB 413 Gi W8 ". O �. Ti SB Gi 459 EB 13 I Ti 103 0 115 3 2 I 1076 I 0.384 415 854 I 0.000 5 1074 I OA27 456 832 I 0.016 Page 8 of 18 413 I 467 0.5 I 0.6 I SA24 A 0 0 0.0 0.0 � 0.000 A 458 I� 409 I 0.6 � 0.7 � 5.837 ��� A 13 I 8 I 0.0 I 0.0 � 4.396 � A NB 495 I 473 118 I 22 I 0 38 1845 I 0256 I 473 I 1057 I 0.3 0.3 2.623 A NB 76 ' 76 19 .I_� 22 494 811 I 0.094 I 76 I 16 ' 0.1 ... 0.1 4.897 � A 18 .. . . :. . .. : . � SB � 908 908 227 � 0 0 109 1019 � 0.891 894 462 3.1 6.5 26.150 D EB � 163 ... 163 � 41 �L 0 .. 932 � 576 0283 �� 163 ��I 70 � 0.3 � 0.4 � 8708 .:. A 00:30 - 00:45 - _. . _. _. _ . _ _ _. Total Intersection Intersection Bypass Bypass Circulating . Throughput � Start End Unsignalised Capacrty V/C Throughput Intersection Leg Demand demand Arrivals demand exitflow flow (exit side) queue queue Delay (s) Ievel of I (Veh/Fir) Ratlo (Veh/hr) (Veh/hr) (Veh/hr) (Veh) (Veh/hr) (Veh/hr) (Veh/hr) (Veh/hr) I (Veh) (Veh) service ' Ns � nas I izi I I I o I ion I o.aso I aas � �ai o.s o.a-' s.oas n . NB :. 111 :.. . 28 I .. .. 431 � 845 0 132 � 111 .:. 54 02 � 02 � 4.907 .:. A A1. ... _. _.. :. :. :. -: .: - _. . .. SB 447 112 198 971 0.460 � 447 345 0.9 0.9 6.879 A � EB � 199 ... ... 50 I 543 785 � 0253 199 .:. 102 0.4 ... 0.3 � 6.142 A � - NB � 375 �� I 94 � I. I 11 I. 1071 � 0.350 -� 375 �� 762 - OB I OS �� 5.173 � A ,. - ws' im v � I I s�a I a�a o.izz j �m j a _ o.i I o� asss n A2 -:.. . . , .. ss' �ai j ias � j j o j ion � o.sea j �az j aas zs j z.a io.aoo e . EB :. 31 �... .i S I I I 742 I 678 I 0.046 I 31 �I 0 � 0.1 �I 0.0 � 5.566 .�.. A NB 571 I 571 143 0 0 1191 1278 0.447 572 767 0.9 0.8 5.098 A Gi - - 10 �� 883 � 610 I 153 273 I.. 0 I 452 I.. 1822 I 0.335 I 610 I 1311 . 0.6 _.I 0.5 I 2.971 � A SB � 1082 I.. 1082 I 271 0 I 273 I 694 I 1644 0.658 I 1084 I 369 � 2A I 2.0 I 6.444 �.... A EB � 713 � 713 I 178 I 0 I 0 I 1245 I 1239 I 0.575 I 714 I 533 I 17 I 1.4 6.872 A � NB 391 98 2 1076 0.363 391 443 0.6 0.6 5258 A Gi ��� 0 I I 0 393 I 865 0.000 �� 0 0 0.0 00 �� 0.000 A 17 _.. .;. ;. ., - SB 434 I ..I 109 �� 5 1074 I 0.404 .I 434 ... 388 07 � 0 7 SB27 A Gi ..,.. - __._ . . . -. .. _. . .:. . : TB.:. 12 I 3 I I 432 844 I 0.015 I 12 7 0.0 I 0.0 4.326 A � NB 468 448 112 I 21 0 I 36 I 1846 0242 448 1017 0.3 0.3 2.575 A W8 �� 72 .:.. 72 � 18 I 0 �� 21 � 468 �� 825 � 0 087 � 72 � 15 0.1 � 0.1 � 4780 .:.. A 18 � � . . . , , .. . . SB � 859 859 215 I 0 0 103 1022 0.841 � 862 � 437 6.5 5.8 23240 C � EB � 154 154 39 I 0 0 898 594 0260 154 67 0.4 ... 0.4 � 8.199 , A 00:45 - 01:00 Total Intersection Intersec[ion Bypass Bypass Circulating Throughput Start End Unsignalised Intersection Leg Demand demand Arrivals demand exitflow flow Capacity V/C Throughput (exit side) I queue queue Delay (s) Ievel of (Veh/hr) (Veh/hr) (Veh) (Veh/hr) (Veh/hr) (Veh/hr) (Veh/hr) Rado (VelUhr) (Veh/hr) (Veh) (Veh) service ;-.- .:.. , - , , . . . . N81 444 ' 111 I I I 0 I 1077 I 0.412 I 445 I 679 0.8 � 07 ' 5.697 - A WB � 102 ... .. 25 �:j .. . 395 864 0.118 � 102 � 49 02 � 0.1 � 4722 � A A7_. . :. .. .. . . .. .. . . _. SB � 409 102 I 181 980 0.417 409 316 0.9 0.7 6.318 A .. EB � 182 ... . 45 ..� . � 497 � 810 � 0225 ��. 182 93 � 0.3 0.3 � 5739 A � NB 343 S6 I 10 1071 0.320 343 699 0.5 0.5 4.946 A NB � 98 I. 24 I I 346 I 891 0.110 ,� 98 � 8 � 0.1 0.1 4.540 � A A2 � SB 679 170 0 1077 0.630 681 444 2.3 1.7 9.143 A _i i i i �u�� I i. - EB I 28 I 7 681 711 0.040 28 0 0.0 0.0 5276 I A G� I 523 I 523 131 I 0 0 1091 1352 I 0.387 524 I 703 I 0.8 0.6 4.351 A �p � NB � 808 � 559 � 140 I 250 � 0 � 414 � 1850 � 0.302 � 559 � 1201 � 0.5 � OA 2.790 � A .. ..... .. _.. ,.. ,.. �.. .. :. .; ,. ., ��.. ... SB 991 991 248 0 250 635 � 1687 I 0.587 I 993 I 338 � 2.0 I 1.4 5203 A � EB � 653 I 653 163 I 0 0 1140 1316 � 0.496 I 654 488 I 1.4 1.0 � 5.451 � A G� I 358 I 89 I 2 1076 0.333 358 405 0.6 0.5 I 5.017 I A � I 0 I I 0 I 360 883 I 0.000 I 0 I 0 0.0 0.0 I 0.000 I A 17 Gi I 398 I �I 99 I 5 � 1075 0.370 , 398 I 355 07 0.6 5.325 �� A :. � ...�... .; ;.. ;.. -.. .; ; �. ..�.. TB 11 � 3 I I � 396 864 I 0.013 11 I 7 I 0.0 I 0.0 � 4221 A � NB 429 410 102 I 19 I 0 � 33 � 1848 I 0222 410 I 937 I 0.3 I 0.3 2.504 A .- . _. . _._ .. . _ _. � W8 66 66 16 � 0 � 19 429 846 I 0.078 �� 66 I 14 � 0.1 � u. i 4.615 A 18 •. _. . _. .. .. :. : .. .. . . SB � 787 787 197 � 0 94 1026 0766 796 401 5.8 � 3.5 16.184 C :. .. ... .. __ �:. ;.. ;.. :, : ... .: . . � EB 141 141 35 I 0 � 0 � 829 631 0224 142 61 OA I 0.3 7.358 A Queue Variation Results for each time segment 00:00 - 00:15 Intersection � Leg � Mean � QOS � Q50 Q90 � Q95 I (Veh) (Veh) (Veh) (Veh) (Veh) �.- N8 :. .0.69 021 0.93. .. .1.39 .. . t44 �I � WB 0.13 0.00 0.00 � 0.13 � 0.13 A1 SB 0.71 0.21 0.93 1.39 1.44 - E8 �� 029 � 0.00 � 0.00 029 � 029 � - N8 � 0.47 � 0.00 � 0.00 0.47 � 0.47 � � WB 0.12 0.00 0.00 � 0.12 0.12 A2 .. . . . .. .. .. SB 1.63 0.08 1.09 3.57 4.90 EB �� 0.04 � 0.03 � 025 0.45 � 0.48 � I _ NB Gi 0.62 0.10 . 0.83 . 1.37 1.43 . Percentile Marker message message � Probabi�ity of reaching or exceeding I Probability of exactly reaching marker marker N/A N/A N/A N/A N!A N!A N/A N/A N/A N/A N/A NIA N/A N/A N/A N/A N/A N/A file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 9 of 18 WB � 0.43 I, 0.00 � 0.00 0.43 0.43 �o ss i.ao � o.os j o.�s a.z� � n.n EB I 0.96 I 0.08 I 0.86 I 1.67 I 2.05 � NB Gi 0.49 0.00 0.00 0.49 0.49 � WB I 0.00 0.00 0.00 0.00 I 0.00 �� Ti ' ss c� j osa j oss I i.00 � i.ao � i.as � EB Ti I 0.01 I 0.01 I 0.25 I 0.45 I 0.48 � NB 0.28 0.00 0.00 0.28 028 I WB I 0.08 I 0.03 I 0.26 0.46 I 0.49 18 � SB 3.07 0.08 1.37 7.88 11.5( 00:15 - 00:30 Intersection Leg Mean QOS Q50 Q90 Q95 (Veh) (Veh) (Veh) (Veh) (Veh) � NB � 0.89 0.03 � 026 � 0.89 � 0.89 I � WB :.. 0.16 � 0.03 026 0.46 ' 0.49 I A1 SB 0.94 0.03 026 0.94 0.94 ' � EB �� 0.37 � 0.03 � 025 � 0.46 � 0.48 � � NB 0.58 0.03 0.25 0.58 0.58 � WB � 0.15 0.03 026 0.46 0.49 A2 .. .. - . - .. .. .. SB � 2.53 0.03 029 2.53 9.59 � EB 0.05 I� 0.03 I� 026 :.. 0.46 � 0.49 - NB Gi - 0.95 - 0.03 - 026 �. 0.95 � 0.95 I WB �� 055 �� 0.03 �� 025 0.55 I 0.55 �� '10 .. .. ., .. S8 2.35 0.03 027 2.35 � 3.98 �� �.. EB I 1.68 I 0.03 I 027 I 1.68 I 1.68 I � NBGi 0.62 0.03 0.25 0.62 0.62 '� WB I 0.00 0.00 I 0.00 I 0.00 I 0.00 ss c� j o.�a o.oa o.zs o.�a j o.�a � � EB Ti I 0.02 0.00 0.00 0.02 0.02 � NB 0.34 0.03 0.25 0.45 0.48 ` ws o.io o.oa II o.zs j o.as I o.as � 18 SB 6.54 0.05 � 0.47 I 18.61 I 33.80 E8 �� 0.39 � 0.03 � 026 I 0.46 0.48 00:30 - 00:45 N/A N/A N!A N/A N!A N/A N!A N/A N/A N/A N/A N/A N/A N!A N/A N!A N/A N!A N/A N/A N/A N/A Percentile I Marker message message Probability of reaching or exceeding marker N/A N/A N/A N!A N/A N/A N/A N!A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N!A N/A Probability of exactly reaching marker N/A N/A N/A N!A N/A N/A N/A N!A N/A N/A NIA N/A N/A N/A NIA N/A N/A _ N/A N!A N/A Intersection Leg I Mean QOS Q50 Q90 Q95 Percentile Marker Probability of reaching or exceeding Probability of exactly reaching (Veh) (Veh) (Veh) I(Veh) (Veh) message I message I marker marker I .�. NB :.. .0.83 :.. .0.03 �� 027. ��. .0.83 �. 125 I I I N/A I N/A � WB � 0 15 � 0 03 � 0 25 � 0.45 I 0.48 I I N/A I N/A A1 - S8 0 86 0 03 0 27 0.86 125 I I N/A I NIA EB I 0 34 � 0 03 � 0 30 I� 1.16 I 1.32 N/A N/A NB 0.54 0.03 0.28 0.60 1.96 N/A N/A WB_I 0.14 I 0.03 I 0.25 I 0.45 0.48 N/A N/A A2 . 58 � 227 I 0.03 � 027 I 227 227 N/A NIA EB 0.05 0.00 0.00 0.05 0.05 N/A N/A , - NB Gi I 0.82 I 0.03 I 027 0.82 I 120 I I N/A N!A I - WB ' 0.51 0.03 I 028 I 0.93 � 2.10 � I � N/A � N/A I 10 .. .. ... _ _ SB 1.96 I 0.03 I 026 I 1.96 I 1.96 I N!A I N!A I ��.. E8 �� 1.38 I� 0.03 �I 026 i.. 1.38 1.38 � .�. .. N/A �I N/A I - NB Gi � 0.58 I 0.03 I 028 I 0.58 I 1.87 I . - N/A I N/A I 17 � WB 0.00 � 0.00 0.00 I 0.00 I 0.00 .I ..I. . N/A I N/A I Ti � S8 Gi � 0.68 � 0.03 � 027 � 0.68 I 1.33 N!A N!A EB Ti �� 0.01 0.00 � 0.00 I 0.01 0.01 N/A N/A � - N8 I 0.32 II 0.03 �� 0.31 I 1.12 I 1.41 I I N/A N/A I . WB 0.10 � 0.00 I 0.00 � 0.10 0.10 I N/A N/A 18 . SB 578 � 0.03 � 0.32 � Z28 27.87 I N/A N/A I �_ E� 0.36 I_ 0.03 _�I 0.30 �I_ 1.17 1.43 1 I N/A I N/A I 00:45 - 01:00 Intersection Leg Mean � QOS � Q50 Q90 Q95 I, (Veh) (Veh) (Veh) (Veh) I. (Veh) - NB -� 0.71 I 028 i 0.95 I 1.39 I 1.45 - WB � 0.13 0.00 I 0.00 ' 0.13 0.13 I A1 .. . . _ .. . SB 072 0.18 0.92 1.39 II 1.44 E8 � 029 0.00 � 0.00 029 � 029 � - N8 - 0.47 - 0.00 - 0.00 0.47 I 0.47 - � WB 0.12 0.00 0.00 � 0.12 0.12 A2 . .. .. .. .. ... SB 1.75 0.05 0.71 4.43 � 6.67 � EB �� 0.04 � 0.00 0.00 0.04 � 0.04 - NB Gi � 0.64 � 021 0.93 1.39 II 1.44 WB � 0.43 0.00 0.00 � 0.43 0.43 10 .. . . _ .. .. .. SB 1.44 0.08 1.04 2.95 4.03 � EB �� 1.00 � 0.10 0.94 1.61 1.93 NBGi 0.50 0.50 1.00 1.40 1.45 � WB �� 0.00 � 0.00 � 0.00 � 0.00 � 0.00 � �� Ti SB Gi ,, 0.59 � 0.55 I 1.00 1.40 1.45 . � . � .,. ;.. .: � EB Ti 0.01 ' 0.00 0.00 0.01 0.01 I. NB 029 0.00 . 0.00 ... 029 I 029 . Percentile Marker message _ message Probabi�ity of reaching or exceeding Probability of exactly reaching marker ,I marker N/A N/A N/A II N/A N!A N!A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 10 of 18 we � o.oa � o.00 � o.00 o.oa � o.oa 18 . S8 3.49 I 0.04 I 0.36 828 I 187: es I o.zs I o.00 I o.00 I o.zs o.zs Accident Prediction Accident Prediction Options � Intersection Accident prediction type � IMersection Environment Central Island Diameter (it) I A1 None � 13.12 A2 None 13.12 � 10 None 13.12 � 17 Simple (MO) � Urban �� 60.00 � 18 None I I 13.12 Accident Parameters IIntersection - Leg i Use geometries from capacity? I Enhy path radius (it) i Approach radius ( � NB I ✓ I 0.00 I 0.00 WB I ✓ I 0.00 I 0.00 AI � 58 I ✓ I 0.00 I 0.00 � EB ✓ 0.00 I 0.00 NB ✓ 0.00 I 0.00 � WB ✓ 0.00 I 0.00 A2 SB ✓ 0.00 0.00 � E8 ✓ 0.00 I 0.00 � NB Gi ✓ 0.00 0.00 � NB ✓ 0.00 � 0.00 10 58 ✓ 0.00 0.00 � EB ✓ 0.00 0.00 � NB Gi � ✓ � 0.00 0.00 � WB Ti � ✓ 0.00 0.00 17 - SB Gi �� ✓ 0.00 I 0.00 � EB Ti ✓ 0.00 I 0.00 NB ✓ 0.00 I 0.00 WB ✓ 0.00 I 0.00 18 . SB ✓ � 0.00 I 0.00 � E8 I ✓ I 0.00 I 0.00 �le to ne# leg (Deg) I 40.00 I 40.00 I 40.00 I_ 40.00 I 40.00 I 40.00 I 40.00 40.00 40.00 40.00 � 40.00 40.00 40.00 40.00 40.00 � ao.00 I 40.00 I 40.00 I 40.00 � 40.00 � N/A N/A N!A N/A N/A N!A Accident Flows I Intersection Leg Total entry flow Total exit flow Total circulating flow Motorcycles entry flow Motorcycles exit flaw Motorcycles circulating flow (AADT x 1000) (AADT x 1000) (AADT x 1000) (AADT x 1000) (AADT x 1000) (AADT x 1000) NB 0.000 0.000 0.000 0.000 0.000 0.000 � WB � 0.000 0.000 � 0.000 � 0.000 � 0.000 � 0.000 � A'I . . i.- _. �. ` es o.000 j o.000 � o.000 � o.000 � o.000 o.000 NB 0.000 0.000 0.000 0.000 0.000 0.000 WB � 0.000 � 0.000 0.000 ��� 0.000 � 0.000 0.000 A2 . .. . ,. ..... . . SB 0.000 0.000 0.000 0.000 0.000 � 0.000 � � EB � 0.000 0.000 � 0.000 0.000 0.000 � 0.000 � � NB I 0.000 0.000 0.000 0.000 0.000 0.000 Gi �o ws I o.000 I o.000 I o.000 o.000 o.000 I o.000 I , , , - . ;. i ss � o.000 � o.000 � o.000 o.000 � o.000 j o.000 j � EB 0.000 0.000 0.000 0.000 0.000 0.000 � NB I 0.000 I 0.000 I 0.000 0.000 0.000 I 0.000 I Gi � WB 0.000 �I 0.000 0.000 � 0.000 0.000 0.000 I Ti 17 �. :.. .: , SB 0.000 0.000 0.000 0.000 0.000 0.000 I Gi I � EB � 0.000 I 0.000 0.000 0.000 0.000 0.000 Ti NB 0.000 0.000 0.000 0.000 0.000 0.000 � WB 0.000 I 0.000 0.000 I 0.000 I 0.000 0.000 I ' 8 � EB 0.000 � 0.000 � 0.000 � 0.000 � 0.000 0.000 _ Accident Leg Results 9 Entering circulating Approaching I Single vehicle Other vehicle TOTAL VEHICLE I TOTAL PEDESTRIAN TOTAL Vehicle Intersection Le (qccidents/year) (Acciden[s/year) (Accidentslyear) (Accidentslyear) (Accidentstyear) (Accidents/year) (Accidenls/year) accidents index � NB �� 1.000 � 1.000 � 1.000 � 1.000 �� 1.000 � 1.000 � 1.000 1.000 WB i 1.000 � 1.000 � 1.000 �� 1.000 � 1.000 � 1.000 - 1.000 I� 1.000 A1 - - - - - ss � i.000 � i.000 � i.000 j i.000 � i.000 � i.000 � i.000 ( i.000 � EB I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 - NB I 1.000 � 1.000 ,I 1.000 I 1.000 I 1.000 I 1.000 � 1.000 I 1.000 ws j i.000 i.000 � i.000 j i.000 i.000 � i.000 i.000 i.000 � ss I �.000 i.000 I �.000 I i.000 �.000 I i.000 i.000 i.000 ee ( i.000 i.000 I i.000 I i.000 i.000 I i.000 i.000 i.000 I � Gi I 1.000 1.000 I 1.000 I 1.000 I 1.000 I 1.000 1.000 I 1.000 Pedestrian flow (peds x 1000) 0.000 0.000 o.000 o.000 0.000 0.000 0.000 0.000 0.000 o.000 o.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Pedestrian 1 accidents index 1.000 1.000 _ 1.000 1.000 1.000 i.000 i.000 II i.000 I 1.000 I file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 11 of 18 WB i 10 SB EB ; N8 Gi W 8 ;.. Ti 17 - SB Gi EB Ti I N8 I W8 I 18 SB � E8 I , o00 1.000 1.000 o.000 0.000 0.000 0.000 1.000 1.000 1.000 1.000 _ , o00 1.000 i.000 o.000 - 0.000 - - 0.000 - 0.000 1.000 1.000 1.000 1.000 , o00 1.000 1.000 o.000 0.000 0.000 0.000 1.000 1.000 1.000 1.000 , o00 1.000 1.000 o.000 0.000 0.000 0.000 1.000 1.000 1.000 1.000 , o00 1.000 1.000 o.000 0.000 0.000 0.000 1.000 1.000 1.000 1.000 1.000 i.000 1.000 o.000 0.000 0.000 0.000 1.000 1.000 1.000 i.000 1.000 i.000 1.000 o.000 0.000 0.000 0.000 1.000 1.000 1.000 i.000 � , o0o i , o00 � 1.000 I 1.000 I i.000 � i.000 o.000 o.000 0.000 0.000 II 0.000 0.000 �� 0.000 0.000 � 1.000 1.000 � 1.000 � 1.000 � 1.000 1.000 1.000 1.000 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 12 of 18 1� ' Data Errors and Warnings SeveriTy I Area I Item Description Warning I Geometry I Intersection 18 - Leg NB - I EReclive Bare length is over 100R, which is outside the normal range. Treai capacities with increasing caution. Roundabout Geometry Warning I Geometry Intersection 10 - Leg NB Gi - I Effective flare length is over 100fl, which is outside the normal range. Treat capacities with increasing caution. Roundabout Geometry Warning �� Geometry � Intersection 10 - Leg WB - � Effective flare length is over 100fl, which is outside the normal range. Treat capacities with increasing caution. Roundabout Geometry Warning � Geometry I In[ersection 10 - Leg 5B - � Effective flare length is over 100ft, which is outside the normal range. Treai capacities with increasing caution. Roundabout Geometry Warning I Geometry I Intersection 10 - Leg EB - I Effeclive flare length is over 100ft, which is outside [he normal range. Treal capacities with increasing caution. Roundabout Geometry Warning I Safety Intersection 17 - Leg NB Gi - Roundabout accident prediction: Angles belween legs expected to sum to 360 degrees. I Accident Parameters Warning I Linked Roundabout Intersection A1 - Leg NB � If the distance between linked intersections is small, results should be [reated wi[h caution. The linked intersecAons will be modelled as separete intersections, but the real behaviour may be that of a complex syslem with interections Ihat cannot be modelled. Warning ��� Linked juncfions � Intersection A1 � U-turns on linked legs may cause sporadic locking up of intersections and/or unreliable resWts. Warning � Linked�Roundabout � IntersecFion A2 - Leg 58 �� If the distance between linked intersections is small, results should be Ueated with caution. The linked intersections will be modelled as Iseparete intersections, but the real behaviour may be that of a complex system with interactions that wnnot be modelled. Warning I Queue variations I Analysis Options I �ueue percentiles may be unreliable if the mean queue in any time segment is very low or very high. Intersection Network Intersections Intersection � Name Intersection Type Use cirwlating lanes Leg order � Intersection Delay (s) Intersedion LOS A1 � North Fiddle � Standard Roundabout NB, WB, 5B. EB � 20.13 C A2 South Fiddle � Standard Roundabouf I NB, WB, SB, EB 15.60 G I 10 Mtn Vista Standard Roundabout � I NB Gi, WB, SB, EB 8.32 A 17 untitled � Standard Roundabout � � NB Gi, WB Ti, 58 Gi, EB Ti 7.89 A 18 - untitled � Standard Roundabout � NB, WB, 5B, EB - 6.51 I A Intersection Network Driving side I Lighting Network residual capacity (% � I First leg reaching threshold I Network delay (s) I Nelwork LOS Right I Normal/unknown 1 Interseclion A1 - Leg N� 10.85 I� Traffic Demand Demand Set Details ID I Scenario name I Time Period name Treffic p�ofile type I Start time (HH:mm) Finish time (HH:mm) I Time segment length (min) Run automatically I D2 2045 PM PHF 00:00 01:00 15 ✓ I Linked Leg Data Intersection Leg Feeding Intersection Feeding Leg Link Type Flow source Uniform flow (Veh/hr) I Flow multiplier (%) Internal storage space (PCE) A1 I NB A2 I SB Simple (vertical queueing) Normal I, 0 I 100.00 I,� A2 ' SB � A1 I NB Simple (vertiwl queueing) � Normal � 0 � 100.00 I Demand overview (Traffic) Intersection - Leg i Linked leg Profile type I Use O-D dafa Average Demand (Veh/hr) I Sca�ing Factor (%) . .. NB I ✓ .. J._ I. �� NB � PHF ✓ � 73 100.000 A1 — SB PHF ✓ I 307 100.000 EB � � PHF ✓ I 118 100.000 � NB PHF ✓ I 846 100.000 � NB PHF � ✓ 63 100.000 A2 �. - — - . � � ��- S8 ✓ ��.. EB �. .. PHP .. ✓ ... 31 I 100.000 � NB Gi PHF ✓ 984 100.000 NB � PHP � ✓ � 1338 �� 100.000 10 . ,. .. —.,.. .. 58 PHF � ✓ 737 100.000 EB � � PHF I ✓ 696 � 100.000 NB Gi � PHF � ✓ 640 100.000 �:. ... .,. ...�.. ,. WB Ti � PHF � ✓ 0 100.000 17 SBGi PHF ✓ I 297 I� 100.000 � EB Ti II I PHF ✓ I 7 100.000 � NB I PHF ✓ I 1125 100.000 �, � PHF � ✓ 45 � 100.000 18 — : SB _ PHF ✓ 545 100.000 � EB PHP ✓ 80 � 100.000 Peak Hour Factor Data (Traffic) file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 13 of 18 intersection Leg � NB j Wg I A7 58 EB NB NB A2 SB ,.. Eg —I N�B� �Gi� '•� I. 10 I SB E8 I N8 Gi I �:. W8 Ti i.. 77 SBGi I EB Ti 640 0.92 SecondQuarter 0 � 0.92 SecondQuarter 297 0.92 SecondQuarter 7 0.92 SecondQuarter N8 1125 0.92 Secontl(7uarter NB �� 45 � 0.92 SecondQuarter 18 _ S8 I 545 0.92 SecondQuarter . EB 80 . 0.92 SecondQuarter Origin-Destination Data Demand (Veh/hr) To NB Gi NB Ti SB Gi EB Ti IntefSectionl7 NBGi 0 0 630 10 From WB Ti 0 0 0 0 SB Gi 295 0 0 2 EBTi 5 0 2 0 Demand (Veh/hr) To � NB NB , SB EB Inter'Section A1 NB �� 70 � 69 � 583 I 205 From � NB ��I 64 � 0� 1 I S —i—i—.. � SB I 305 0 0 2 EB I 118 0 0 0 Demand (Veh/hr) To .. —I NB WB SB EB IntefSeCtion A2 I NB 0 16 830 0 From I WB 0 0 63 0 � SB 518 6 0 27 EB 12 2 17 0 Demand (Veh/hr) To NB WB SB EB Intefsection 18 NB 0 55 960 110 From WB 30 0 5 10 SB 515 5 0 25 EB 45 10 25 0 Demand (Veh/hr) To NB Gi WB SB EB Inte�SeCtion10 NBGi 0 226 661 97 From WB 291 0 393 654 SB 409 252 0 76 EB 20 494 182 0 V@ilIC�2 MIX Truck data entry mode PCE Factor for a Truck (PCE) Truck Percentages 2.00 Heavy Vehicle % Intersection 17 70 TNB Gi TWB Ti SB Gi EB Ti I I I I I � 73 307 118 846 63 31 � Peak hour factor � Peak time segme � � � 0.92 � SecondQuarter 0.92 � SecondQuarter 0.92 SecondQuarter 0.92 SecondQuarter 0.92 SecondQuarter 0.92 �� SecondQuarter 984 0.92 SecondQuarter 1338 0.92 �� SecondQuarter 737 ' 0.92 SecondQuarter 696 0.92 � SecondQuarter file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 14 of 18 NBGi 2 2 2 2 WBTi 2 2 2 2 From SB Gi 2 2 2 2 EBTi 2 2 2 2 Heavy Vehicle % I -I-. To -I � I NB - WB - SB EB Intersection A1 NB I 2 2 � 2 I 2 From NB I 2.. 2.. 2 2 I 58 2 2 2 2 I I E8 2 2 2 2 Heavy Vehicle % ' To NB WB SB EB In[ersection A2 NB 2 2 2 2 From WB 2 2 2 2 S8 2 2 2 2 I EB I 2 2 2 2 Heavy Vehicle % To NB WB SB EB Intersection 18 NB 2 2 2 2 From WB 2 2 2 2 SB 2 2 2 2 EB 2 2 2 2 Heavy Vehicle % To � NB Gi � WB � SB EB IntefSection10 NBGi � 2 � 2 � 2 2 From WB 2 I. 2 I. 2 2 SB i 2 2 2 2 EB 2 2 2 2 Results Results Summary for whole modelled period Max 95th Intersection Leg Max V/C Ratio Max Delay (s) Max Queue (Veh) percentile Queue (Veh) .: NB � 0.91 I 2773 I 7.5 I 39.4 �. NB I 0.13 1 6.94 �� 02 I 0.5 A1 ' S8 _I 0.38 � 6.56 I 0.6 I. 2.0 � EB � 0.16 � 5.18 .:. 02 � 0.5 . - N�. 0.87 I 21.93 � 5.5 I 29.8 � WB � 0.12 I 6.93 0.1 � 0.5 A2 - S8 0.56 � 7.52 12 � 17 �.. EB � 0.04 I 4.89 �I 0.0 I 0.5 � NB Gi � 076 10.11 3.0 10.9 NB � 0.73 ' 925 2.6 7.6 10 SB 0.60 6.80 1.5 1.9 - E8 � 0.54 5.60 � 12 � 1.5 - NB Gi � 0.65 9.36 � 1.8 � 3.5 WB Ti � 0.00 0.00 0.0 -1 17 SB Gi � 0.30 4.81 0.4 1.8 EB Ti �� 0.01 I 4.01 �� 0.0 � 0.5 - N8 � 0.63 528 1] � 3.3 � NB 0.11 ... 926 � 0.1 0.5 18 _ SB � 0.60 8.99 �� 1.5 I 22 i EB i� 0.11 , 5.38 �� 0.1 � 0.5 Max LOS p A A - A A A A B A - - A A A - A A A A A A Average Demand Total Intersection (Veh/hr) Arrivals (Veh) I 907 I 907 73 73 307 307 :. 118 118 .... 846 846 63 63 554 554 I 31 I 3� 984 984 1338 945 737 737 696 696 640 640 0 0 297 297 7 7 1125 1070 45 45 545 I� 545 .. 80 � 80 Main Results for each time segment oo:oo -oo:is Total Intersection Intersection Bypass Bypass Circulating Throughput - Start End Unsignalised Capacity V/C Throughput Intersection Leg Demand demand Arrivals demand exitflow flow (exit side) queue queue Delay (s) Ievel of (Veh/hr) (Veh/hr) (Veh) (Veh/hr) (Veh/hr) (Veh/hr) (Veh/hr) Ra6o (Vehlhr) (Veh/hr) (Veh) (Veh) service file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 15 of 18 NB I 846 � n� we ss I ss zas EB 111 I NB I 797 I NB 59 A2 SB 519 ,. EB .. 29 ..... , - NB � 927 927 Gi �0 ..-NB.. 1260 890 SB � 694 � 694 � EB �� 656 � 656 NB 603 Gi NB. O _ Ti 17 - SB 280 Gi �.. EB :. 7 ... - Ti - - NB � 1060 � 1008 � NB � 42 I_ 42 18 SB 513 513 EB � 75 75 00:15 -00:30 0 370 0 0 sz 0 0 0 0 370 0 0 52 0 0 1077 � 0785 832 I 519 0.0 3.4 I 14.013 � B j no � ssa aioa � sa � sz j o.o o.i � s.osa � a � 314 � 908 � 0.319 � 287 � 524 � 0.0 0.5 � 5.783 � A I 408 857 0.130 111 I 193 I 0.0 0.1 � 4.813 ��� A I 23 I 1064 I 0749 I 786 I 495 � OA I 2.8 12.457 8 .. 787 654 I 0.091 �� 59 � 22 � 0.0 � 0.1 6.049 � A 0 1077 I 0.482 515 � 846 0.0 I 0.9 � 6.366 A � 490 813 j� 0.036 �� 29 � 25 � 0.0 0.0 � 4.589 A 870 1515 I 0.612 I 921 674 0.0 1.6 5.999 A -. , - aao ism j ossi I aas � sii o.o j i.a s.�zs a I 975 I 1437 I 0.483 I 691 I 789 � 0.0 �� 0.9 I. 4799 -�.. A -.. .. .. .:. - ... .; - .:. ...�... - I 892 I 1499 I 0.437 I 653 � 774 OA � 0.8 I 4239 A I 2 I 1076 I 0.560 I 598 I 281 OD I 1.3 I 7.452 A 600 I 754 I 0.000 �� 0 �� 0 � 0.0 �I 0.0 � 0.000 � A 9 I 1072 I 0261 278 �:. 590 0.0 I 0.4 ��. 4.529 A .. 277 I 928 I 0.007 .: 7 .. 11 -:. OA I 0.0 � 3.905 ... A j s� iaas � osas j iooa I ssi o.o � i.z a.zsz n - 1027 525 I 0.081 �I 42 I 14 - 0.0 � 0.1 � 7.455 �� A .. 141 II 1001 I 0.513 I 509 � 928 0.0 -.: 1A 7252 A 514 I, 801 I 0.094 75 I 136 � 0.0 0.1 � 4.960 A 211 i� 72 28 199 15 130 7 232 223 174 164 151 0 70 2 zsz 11 128 19 Total Intersection Intersection Bypass Bypass Circulating Throughput Start End I I Unsignalised I Capacity I V/C I Throughput Intersection Leg Demand demand Arrivais demand exitflow flow (exitside) queue queue Delay(s) levelof (Veh/hr) (Veh/tv) (Veh) (Veh/hr) (Veh/hr) (VehlFv) (Veh/hr) Ratlo (Veh/hr) (Veh/hr) (Veh) (Veh) service , _. :. NB 978 � � 245 I I .. 0 ... 1077 O.�Ori ..: 962 � 601 � 3.4 I 7.5 27725 D I NB �� 79 � - �.. 20 _I� �� 890 �� 598 0.133 �� 79 �� 72 - 0.1 .L 02 � 6.937 . . � A1 SB .. _ - .� � I � � I �I .� i �, ..:.. I 334 i. 83 363 881 0.379 333 606 0.5 0.6 6.558 A EB �� 128 � I 32 I I 473 I 823 I 0.156 I 128 I 224 I 0.1 I 02 I 5.182 � A I � NB I 920 � 230 27 1062 0.866 909 577 2.8 5.5 � 21.932 C �..NB�. 68 .:. - �' 17 ��. .. 910 � 587 �� 0.117 .: 68 ... 26 � 0.1 �I 0.1 � 6.934 .:.. A A2. _. .. -_ ,. ,. , , . . . .. SB 601 150 I 0 1077 0.558 600 978 0 9 I 12 7.521 � . EB �. 34 ... .. 8 I 570 770 0.044 34 29 0 0 � 0.0 � 4.888 A Gi �. 1070 � 1070 I 267 I 0 0 � 1006 � 1414 0.756 1064 I 780 1.6 I 3.0 �� 10.105 � 8 _ 10 ��� 1454 1027 I 257 I 427 � 0 I 1017 I 1407 I 0730 .:. 1022 �I 1053 1A I 2B � 9254 ... � ss ' aoi aoi j zoo _� o az� I iiz� j iszs j o.soa I �ss 'I siz o.s j is s.aoa n J EB � 757 � 757 I 189 I 0 I 0 I 1031 I 1396 I 0.542 I 755 I 895 0.8 I 12 � 5.601 A I NB 696 174 2 1076 0.647 694 326 1.3 1.8 9.359 A Gi �� 0 I 0 -I� I 696 I 703 I 0.000 � I 0 0 � 0.0 I 0.0 � 0 000 �� � A Ti ,. Gi � 323 �� 81 I �I 11 I 1071 I 0.301 �I 323 685 I 0.4 0.4 I 4.805 A I_ TB I 8 I 2 I 320 905 0.008 8 13 0.0 0.0 I 4.012 I A � : NB I 1223 I 1163 291 60 0 43 1841 0.632 1161 640 12 1.7 I 5278 I A I � WB I, 49 49 12 0 60 1188 438 0.112 49 16 0.1 0.1 I. 9257 I A �a � SB I 592 592 148 0 0 163 990 0.599 591 1074 1.0 1.5 I 8.986 � A _ EB I 87 . 87 22 0 0 I 596 756 I 0.115 I 87 157 I 0.1 0.1 � 5.377 ��� A 00:30 - 00:45 - Total Intersection Intersection - Bypass Bypass Circulating � Throughput - Start End Unsignalised Capacity V/C � Throughput Intersection Leg Demand demand Arrivals demand exitflow flow (exit side) queue queue Delay (s) level of (Veh/hr) (Veh/hr) (Veh eh/hr) (Veh/hr (Veh/Fir Veh/hr) Rado VelUhr) Veh/hr (Veh) (Veh) service ) N ) ) ( ( ( ) - NB � 939 I I 235 I�� 0 1077 0.872 I 940 I 572 - 7.5 I 7.3 26.849 � U WB Y 75 -.. .� 19 � � � 870 � 609 � 0.123 � 75 � 70 02 � 0.1 � 6747 A A7.:. �. .. .. - . .:. ,.- .. . SB 316 �� 79 _� 353 � 887 0.356 316 592 0.6 _� 0.6 6.305 A ,. � EB � 121 30 I - - 451 I 834 I 0.146 � 121 � 218 - 02 I 02 � 5.051 A � NB 871 218 I . . 26 � 1063 I 0.819 873 551 � 5.5 4.9 19.328 C WB � 65 � � 16 I 874 607 0.107 � 65 �� 25 0.1 � 0.1 � 6.646 �� A A2_ . _ :. :. :. .: �. .. . .. _. 5B � 572 143 I 0 1077 � 0.531 573 939 12 12 7.146 A . EB � 32 ... . 8 I 545 784 I 0.041 �� 32 28 � 0.0 0.0 � 4786 A Gi1013 1013 253 I 0 0 � 956 1452 I 0.698 I 1015 742 3A 2.4 8292 A _. -. �0 .. WB:. 1377 ... 972 �, 243 I 404 0 II 969 1442 I, 0.674 974 � 1001 � 2.6 � 2.1 . 7737 , A SB � 758 .�.. 758 ,I 190 I 0 I 404 I 1074 I 1364 1, 0.556 759 .I 869 _ 1.5 ,I 1.3 I. 5.960 �.. A EB � 716 � 716 179 I 0 I 0 I 981 I 1433 I 0.500 717 � 853 t2 � 1.0 � 5.032 A � G� 659 165 I I I 2 I 1076 I 0.612 659 I 309 1.8 I 1.6 I 8.655 A ' 7 �. 0 I 0 I I I 661 I 721 I 0.000 I 0 I 0 0 0 0.0 � 0 000 � A .. G� . 306 I 76 I� I� 10 I� 1072 � 0285 � 306 �I 651 04 0.4 � 4701 � A ' TB I. 7 � �I �� I� 304 I 914 0.008 � 7 �I 12 � 0.0 I 0.0 I� 3.972 � A . - NB I 1158 � 1101 I 275 I 57 I 0 I 41 I 1843 I 0.598 I 1102 �I 608 - 17 I 1.5 � 4.866 � A � W8 I 46 ..... 46 I 12 I 0 57 I 1127 I 470 I 0.098 I 46 I 15 � 0.1 I 0.1 � 8.492 A 18 -i .:. _ ,. . , .- . .. SB 561 _ 561 .I 140 I 0 0 I 154 � 994 0.564 I 561 I 1019 1.5 1.3 8.336 A es' sz ' az I zi I o o ss� I nz I aim I az I ias I o.i o.i ' s.zia a 00:45 - 01:00 II I Total Intersection Intersection I Bypass 8ypass Circulating Capacity V/C Throughput Throughput � Start I End I I Unsignalised I file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 16 of 18 Intersection Leg Demand demand Arrivals demand exitflow flow (Veh/hr) Rado (Vehlhr) (exit side) queue queue Delay (s) �evel of (Veh/hr) (Veh/hr) (Veh) (Veh/hr) (Veh/hr) (Veh/hr) (Veh/hr) I (Veh) (Veh) service ,-. _:_ ; ; . . .:. Ns � asa � zis j � � o � ion � o.aoz j a�s � szs � za a.a � ia.�as � c .. W8 69 � ..� 17 � � 811 641 � 0.107 � 69 � 65 0.1 � 0.1 6293 A A1_. . _ :. .. :. . .. .. .. . < _�_ SB � 289 72 I 328 901 0.321 290 552 0.6 0.5 5.894 A �., ..... . ..�- :. �:. ;. ;.. ., : ... .. �., ... EB 111 28 I � 414 854 0.130 111 203 0.2 0.2 4.845 A - NB 797 199 I . . 24 1064 � 0749 804 506 4.9 3.1 14.168 B . _. _... . . .. WB 59 15 � � � SOS � 644 0.092 � 59 23 0.1 � 0.1 6.160 A p�2 �:. : . . . - : . :. ... SB 525 �I 131 I. 0 1077 0.488 I 526 I 864 � t2 1.0 I 6.545 � A - EB I 29 I 7 500 SOS 0.036 29 26 0.0 0.0 I 4823 I A GiI 927 I 927 232 0 0 875 1511 0.614 I 930 680 2.4 1.6 I 6230 I A 10 ��� 1260 � 890 I 223 � 370 � 0 � SSB � 1501 � 0.593 � 893 � 917 � 2.1 1.5 � 5.941 � A SB � 694 694 174 _I 0 I� 370 I 984 I. 1431 , 0.485 � 696 �I. 796 1.3 1.0 I� 4.907 -.. A _,.. - - .. . - _. _ EB � 656 656 I 164 I 0 �I 899 - 1494 I 0.439 I 657 I 781 - 1 A I 0.8 I 4.305 A G� 603 I 151 I I I 2 I 1076 I 0.560 I 604 I 283 1B I 1.3 I 7.652 A �� 0 � 0 I I- 606 751 I 0.000 0 I 0 OA I 0.0 � 0.000 A Ti 17 :. - .. I :. : �- .: ... ,. .. _. SB � 280 70 � 9 1072 0261 280 597 0.4 �I 0.4 4.547 A Gi ; ..�.. .; -. �.. ,.. ,.. ,.. :. : ,. ._ .. ..... � EB 7 � 2 I I 278 927 0.007 7 11 � 0.0 I 0.0 3.909 A Ti - NB � 1060 � 1008 II 252 I 52 I 0 � 38 � 1845 I 0.546 � 1009 � 557 - 1S I 12 � 4.312 - A . NB .. 42 .I„ 42 � 11 I 0 I. 52 I. 1033 . 521 _I 0.081 ��. 42 �I 14 . 0.1 I 0.1 I 7 521 �� A 18 �- SB � 513 � 513 I 128 I 0 I 0 I 141 I 1001 I 0.513 I 514 � 934 I 1.3 I 1.1 � 7.414 � A ��.. EB �� 75 �.. 75 I 19 � I� 0 519 I 798 0.094 �I 75 I 137 0.1 0.1 I� 4.986 -�. A Queue Variation Results for each time segment oo:oo - oo: i s � Mean QOS Q50 Q90 Q95 Ilntersection Leg (Veh) f(Veh) I(Veh) I(Veh) I(Veh) NB �� 340 � 0.08 �� 141 I. ..888 � 13.03 .: � we j�_oii i� o.00 �j o0o j o.ii j o.ii � A1 - IEB 0.�5 I 0.00 I 0.00 I� 0.�5 0.15 I � - NB 2.82 I 0.07 I 129 7.19 10.48 we o.io � o.oa � o.zs o.as o.aa � SB I 0.92 � 0.14 � 0.95 1.10 I 1.57 I . EB 0.04 0.03 � 0.25 0.45 0.48 - NB Gi I 1.55 I 0.05 I 0.68 I 3.80 I 5.70 I WB I 1.42 I 0.06 I 0.74 I 3.35 4.88 10 � SB I 0.92 I 0.08 I 0.86 I 1.52 I 1.88 I � EB I 0.77 I 0.10 I 0.85 I 1.42 I 1.50 I . NB Gi I t25 I 0.10 I 1.05 I 223 2.90 I �� T'e � o.00 � o.00 � o.00 � o.00 I o.00 � � SB Gi 0.35 0.00 0.00 � 0.35 I 0.35 � E8 Ti � 0.01 0.01 025 0.45 0.48 - N8 � 1.19 0.07 0.88 2.41 328 WB , 0.09 �� 0.03 � 025 � 0.45 � 0.48 18 - SB � 1.03 0.12 I 0.99 1.60 1.90 � EB 0.10 I 0.03 025 I 0.45 � 0.48 00:15 - 00:30 Intersection I Leg Mean QOS Q50 Q90 Q95 (Veh) I (Veh) I (Veh) I (Veh) (Veh) ' NB I 7.53 I 0.05 I 0.79 I 21.82 37.56 I we o.is I o.oa j o.zs � o.as o.as A� � SB I 0.60 � 0.03 � 025 � 0.60 I 0.60 I � EB I 0.18 I 0.03 ��I 026 I� 0.46 I 0.48 I , - NB I 5.51 I 0.04 I 0.40 I 14.48 I 2978 I wa � o.ia o.os j o.zs i o.as � o.as A2 .. .. .. .. _ .. SB 1.24 0.03 I 0.26 1.24 1.24 � EB �� 0.05 � 0.03 � 025 0.46 � 0.48 NBGi 2.97 0.03 0.29 2.97 10.85 � WB 2.61 0.03 028 � 2.61 7.64 10 .. . . . .. .. .. 58 1.50 0.03 0.26 1.50 1.50 es � i.n ` o.oa j o.zs � i.n j i.n j � NB Gi I 178 II 0.03 I 027 I 178 I 2.98 I � W B � 0.00 I 0.00 I 0.00 I 0.00 0.00 �I 17 - S8 Gi � 0.43 � 0.03 � 025 �. 0.46 1� 0.48 � � EB Ti �� 0.01 0.00 0.00 0.01 � 0.01 � � N8 � 1.69 � 0.03 026 1.69 1.69 WB I 0.12 0.03 026 I� 0.47 I 0.49 I 18 S� 1.46 I. 0.03 �I 027 1.46 1.46 I _ E8 I 0.13 I_ 0_03 .I 026 0.46 I 0.49 I 00:30 - 00:45 I Intersection � Leg � Mean QOS Q50 � Q90 I Q95 (Veh) (Veh) (Veh) (Veh) (Veh) I - N8 . 729 . 0.03 0.35 ., 1426 . 39.38 �� I I Percentile Marker message message Percentile Marker message message Percentile Marker message message Probabi�ity of reaching or exceeding marker N/A N/A N/A N/A N/A N/A N!A N/A I N/A N/A I N/A I N/A I N/A I N/A N/A N/A N/A N/A I N/A N/A Probability of reaching or exceeding marker N/A N/A N!A N/A N/A N/A N/A N/A N/A N!A N/A N/A N/A N/A N/A N/A N/A N!A N/A N/A Probability of reaching or exceeding marker N/A Probability of exactly reaching marker N/A N/A N/A N/A N/A N/A N!A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA N/A N!A Probability of exactly reaching marker N!A N/A N!A N/A N/A NIA N/A N/A N/A N!A N/A N/A N/A N/A N/A N/A N/A N!A N/A N/A � Probabi�ity of exactly reaching � marker N/A l _-� file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 17 of 18 ws � o.ia l o.oa I o.zs o.as � o.aa a� j ss j oss � o.oa j o.za o.si z.oi EB I 0.17 I 0.03 I 0.25 I 0.45 I 0.48 � NB 4.85 0.03 0.30 4.85 1929 we j o.iz j o.oa j o.zs � o.as j o.aa A2 -. S8 1.15 0.03 0.26 � 1.15 1.15 � EB 0.04 0.00 � 0.00 � 0.04 0.04 - NB Gi - 2.37 - 0.03 - 026 �. 2.37 �. 2.37 WB �� 212 0.03 026 2.12 I 2.12 '10 .. .. ., .. SB 1.27 0.03 0.26 1.27 � 1.27 E8 � 1.01 � 0.03 I 026 I 1.01 I 1.01 , - NB Gi � 1.61 I 0.03 I 02fi I 1.61 I 1.61 17 WB I 0.00 I 0.00 I 0.00 I 0.00 I 0.00 � S8 Gi I 0.40 � 0.03 � 0.30 1.19 I 1.75 � EB Ti 0.01 I 0.00 I 0.00 0.01 0.01 , �- WB I 0.11� I 0.03 II 025 I 0.45 I 0.48 18 . . . . �. r - SB 1.32 0.03 0.26 1.32 1.32 � E8 �� 0.12 � 0.03 � 025 0.45 � 0.48 00:45 - 01:00 Intersection Leg I Mean QOS Q50 Q90 Q95 (Veh) (Veh) (Veh) (Veh) (Veh) �- ... ,.. _ :. �.,. �.. _ i_NB 4.38 0.04 036 1023 23.83 WB � 0.12 0.00 0.00 0.12 0.12 A1 ., ., ... .. ... 58 0.48 0.00 0.00 0.48 0.48 EB � 0.15 0.00 I 0.00 I 0.15 I 0.15 � NB � 3.14 0.04 0.37 7.98 1672 � WB � 0.10 0.00 0.00 ' 0.10 I 0.10 A2 SB 0.96 0.16 0.98 1.27 1.67 - E8 �� 0.04 � 0.00 � 0.00 0.04 � 0.04 , - NB Gi � 1.62 � 0.06 � 073 3.94 II 5.89 WB � 1.48 0.06 0.88 3.38 4.82 10 .. . .. _ .. . SB 0.95 0.14 0.97 129 I 1.69 ��.. EB �� 079 � 028 � 0.95 1.40 1.45 - NB Gi � 1.30 � 0.08 1.00 2.58 3.48 � WB I 0.00 0.00 0.00 0.00 0.00 �� Ti � SB Gi � 0.36 � 0.00 � 0.00 � 0.36 I� 0.36 E8 Ti �� 0.01 � 0.00 � 0.00 0.01 I� 0.01 - NB � 122 � 0.18 1.13 1.82 I 2.18 � WB 0.09 0.00 0.00 � 0.09 0.09 18 . .. .. . .. .. SB 1.07 0.10 0.98 1.77 2.20 � EB �� 0.10 � 0.00 0.00 0.10 � 0.10 Percentile I Marker message message Accident Prediction Accident Prediction Options IIntersection I Accident prediction type IMerseclion Environment Central Island Diameter (ft) � � A1 None I 13.12 A2 � None 13.12 I 10 None 13.12 � 17 Simple (MO) Urban 60.00 � 18 � None 13.12 Accident Parameters N/A N/A N!A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N!A N/A Probability of reaching or exceeding marker N!A N/A N/A N/A N/A N/A N!A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A I� Intersection Leg I Use geometries from capaciTy? I Entry path radius (it) I Approach radius (R) Angle to next leg (Deg) I Yeliow bars :. NB I ✓ I 0.00 I 0.00 I 40.00 I � NB I ✓ I 0.00 I 0.00 I 40.00 I A1 SB ✓ I 0.00 I 0.00 40.00 I � EB ✓ 0.00 � 0.00 40.00 I - NB I ✓ I 0.00 I 0.00 40.00 I � WB ✓ 0.00 0.00 40.00 I A2 , SB ✓ 0.00 0.00 40.00 � E8 ✓ 0.00 0.00 40.00 � � NB Gi ✓ 0.00 � 0.00 I. 40.00 �II NB � ✓ 0.00 0.00 I 40.00 I 10 „ „ � SB � ✓ 0.00 0.00 40.00 EB �� ✓ � 0.00 ��� 0.00 I 40.00 ��� II NB Gi ✓ 0.00 0.00 � 40.00 � ws r i ✓ o.00 � -o.00 ao.00 . �� - ss c� i ✓ i o.00 i o.00 ao.00 i � EB Ti j ✓ � o.00 � o.00 ao.00 � Ns � ✓ � o.00 � o.00 ao.00 � ws ✓ o.00 o.00 ao.00 I 18 ss ✓ o.00 o.00 ao.00 EB ✓ 0.00 0.00 40.00 N/A N/A N!A N/A N/A NIA N/A N/A N/A NIA N/A N/A N/A N/A N/A N!A N/A N!A N/A Probability of exactly reaching marker N/A N/A NIA N/A N/A N/A N!A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A _ NIA N/A N/A file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 Page 18 of 18 Accident Flows Intersection � Leg Total entry flow Total exit flow Total circulating flow Motorcycles entry flow Motorcycles exit flow Motorcycles circulating flow Pedestrian flow I (AADT x 1000) I (AADT x 1000) I (AADT x 1000) I (AADT x 1000) I (AADT x 7000) I (AADT x 1000) I (peds x 1000) I - NB ' 0.000 0.000 I 0.000 I 0.000 I 0.000 I 0.000 I 0.000 ' � WB � 0.000 0.000 I_ 0.000 I 0.000 � 0.000 I_ 0.000 � 0.000 � A7 - . . - , - - ; �,, , SB 0.000 0.000 0.000 � 0.000 0.000 0.000 0.000 � EB � 0.000 � 0.000 0.000 0.000 0.000 0.000 0.000 �II Ns o.000 o.000 o.000 o.000 � o.000 o.000 o.000 I az ws o.000 o.000 o.000 I o.000 o.000 o.000 o.000 I ss ' o.000 �o.000 � o.000 I o.000 I o.000 o.000 o.000 es o.000 o.000 o.000 � o.000 � o.000 o.000 o.000 I � NB 0.000 0.000 0.000 I 0.000 I 0.000 0.000 0.000 I Gi �p WB 0.000 I 0.000 I 0.000 I 0.000 I 0.000 I 0.000 I 0.000 SB I 0.000 �� 0.000 0.000 I 0.000 I 0.000 � 0.000 � 0.000 � EB 0.000 0.000 0.000 I 0.000 0.000 0.000 0.000 I � NB 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Gi 17 � WB I 0.000 �0.000 0.000 0.000 0.000 0.000 0.000 -I Gi0.000 0.000 0.000 0.000 0.000 0.000 0.000 � EB �� 0.000 0.000 � 0.000 0.000 0.000 � 0.000 � 0.000 Ti - NB 0.000 0.000 0.000 0.000 0.000 0.000 0.000 � WB � 0.000 0.000 � 0.000 0.000 0.000 � 0.000 � 0.000 I 18 : . , _. , , .. s� o.000 o.000 j o.000 � o.000 j o.000 j o.000 j o.000 I es � o.000 � o.000 o.000 o.000 o.000 o.000 o.000 Accident Leg Results i Intersection Leg I Entering circulating (Accidents/year) NB 1.000 ��.. WB �� 1.000 A1 SB 1.000 EB 1.000 - - N8 - 1.000 � WB �� 1.000 A2 - S8 1.000 EB 1.000 NB 1.000 Gi 10 � WB �� 1.000 S8 1.000 EB 1.000 NB 0.000 Gi �� WB �� 0.000 Ti 17 SB 0.000 Gi Eg 0.000 Ti NB I 1.000 ws i.000 ie ss j i.000 es � i.000 Approaching I (Accidents/year) I` 1.000 I 1.000 I i.000 1 1.000 j 1.000 J 1.000 1.000 [ i.000 j 1.000 1.000 1.000 1.000 I 0.000 I 0.000 I 0.000 0.000 I 1.000 i.000 � _j i.000 I i.000 Sing�e vehicle (Accidents/year) 1.000 I 1.000 I i.000 �.000 j 1.000 I 1.000 1.000 �1.000 I 1.Opp I 1.000 1.000 1.000 0.000 0.000 0.000 0.000 1.000 i.000 i.000 j i.000 j Other vehicle TOTAL VEHICLE TOTAL PEDESTRIAN TOTAL Vehicle (Accidents/year) (Accidents/year) (Accidents/year) (AccidenTslyear) accidents index 1.000 I 1.000 I 1.000 1.000 I 1.000 1.000 I� 1.000 I 1.000 � 1.000 I� 1.000 � i.000 i.000 j i.000 i.000 I i.000 I i.000 i.000 j i.000 i.000 i.000 1.000 � 1.000 I 1.000 - 1.000 � 1.000 - 1.000 � 1.000 1.000 - 1.000 � 1.000 1.000 1.000 �I� 1.000 1.000 1.000 i.000 I i.000 j i.000 i.000 I �.000 , 1.000 1.000 1.000 1.000 1.000 1.000 � 1.000 1.000 - 1.000 � 1.000 i.000 � i.000 � i.000 i.000 i.000 i.000 I i.000 j i.000 -� i.000 i.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 � 0.000 I 0.000 0.000 I 0.000 0.000 0.000 I 0.000 0.000 0.000 0.000 0.000 0.000 1.000 1.000 1.000 1.000 1.000 1.000 �� 1.000 I 1.000 � 1.000 �� 1.000 �I i.000 i.000 i.000 I i.000 i.000 j Pedestrian accidents index 1.000 1.000 i.000 1.000 1.000 1.000 1.000 i.000 1.000 1.000 1.000 1.000 0.000 0.000 0.000 0.000 1.000 i.000 i.000 i.000 file:///C:/Users/j ay.vonahsen/AppData/LocaUTemp/Giddings%200ps%20Analysis%20for... 4/9/2024 SITE LAYOUT T' Site: 101 [Mtn Vista at Giddings AM (Site Folder: General)] New Site Site Category: (None) Roundabout 1_.a'yout piciures ars scnE�natic f�inclioi��l c9u���vl�sys oci�;:ctinc� on�,u: oa.�,. i hF � are noi I� �sic�, �r����ings- v c � � `7� � Ro \ �•� � � �� �� 100 _ ' :��L — — — — �� �100 �� 101 100� �� — — — — T� , — — — — — — - � . 100 � � � I I I � m z I I � 0 � ne SIDRA INTERSECTION 9.1 � Copyright O 2000-2022 Akcelik and Associates Pty Ltd � sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC � Licence: NETWORK / Enterprise Level 2 � Created: Tuesday, April 9, 2024 4:58:26 PM Project: Not Saved MOVEMENT SUMMARY �' Site: 101 [Mtn Vista at Giddings AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 New Site Site Category: (None) Roundabout - �� South: RoadName 3 L2 All MCs 88 2.0 88 2.0 0.486 21.2 LOS C 2.0 50.9 0.81 1.00 1.11 29.5 8 T1 All MCs 318 2.0 318 2.0 0.486 14.3 LOS B 2.0 50.9 0.80 0.97 1.09 31.2 18 R2 All MCs 197 2.0 197 2.0 0.414 12.1 LOS B 1.6 41.4 0.75 0.92 0.96 32.0 Approach 603 2.0 603 2.0 0.486 14.6 LOS B 2.0 50.9 0.79 0.96 1.05 31.2 East: RoadName 1 L2 All MCs 6 T1 All MCs 16 R2 All MCs Approach North: RoadName 7 L2 All MCs 4 T1 All MCs 14 R2 All MCs Approach West: RoadName 5 L2 All MCs 2 T1 All MCs 12 R2 All MCs Approach All Vehicles 248 2.0 248 2.0 0.510 397 2.0 397 2.0 0.510 288 2.0 288 2.0 0.510 933 2.0 933 2.0 0.510 532 2.0 532 2.0 0.833 534 2.0 534 2.0 0.833 78 2.0 78 2.0 0.833 1143 2.0 1143 2.0 0.833 71 2.0 71 2.0 0.951 654 2.0 654 2.0 0.951 28 2.0 28 2.0 0.951 753 2.0 753 2.0 0.951 3433 2.0 3433 2.0 0.951 13.2 LOS B 2.9 74.4 0.65 0.75 0.75 32.5 7.7 LOS A 3.0 76.2 0.65 0.71 0.74 33.8 6.5 LOS A 3.0 76.2 0.64 0.67 0.72 34.5 8.8 LOS A 3.0 76.2 0.65 0.71 0.74 33.6 22.9 LOS C 8.0 202.6 0.93 1.16 1.74 28.0 15.7 LOS C 8.1 205.3 0.93 1.12 1.70 30.9 15.6 LOS C 8.1 205.3 0.93 1.12 1.70 30.7 19.0 LOS C 8.1 205.3 0.93 1.14 1.72 29.4 45.7 LOS E 9.0 37.6 LOS E 9.4 35.7 LOS E 9.4 38.3 LOS E 9.4 19.7 LOS C 9.4 229.0 0.98 1.52 238.9 0.98 1.53 238.9 0.98 1.54 238.9 0.98 1.53 238.9 0.84 1.08 2.96 22.8 2.98 23.8 2.99 24.2 2.98 23.7 1.61 29.1 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated forAll Movement Classes ofAll Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 � Copyright O 2000-2022 Akcelik and Associates Pty Ltd � sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC � Licence: NETWORK / Enterprise Level 2 � Processed: Tuesday, April 9, 2024 4:58:32 PM Project: Not Saved SITE LAYOUT T' Site: 10 [Mtn Vista at Giddings PM (Site Folder: General)] Mountain Vista at Giddings Site Category: Proposed Design 1 Roundabout 1_.a'yout piciures ars scnE�natic f�inclioi��l c9u���vl�sc�s oci�;:ctinc� on�,u: oa.�,. i hF;r are noi I� sic�, �r����ings- v � I I z � m ° I I \ — — — — — � �► — — �� RoadName /� � rcoaaivame � ' T ` � 100 � �� L _ _ �L r� 10 100� �~� — — �100 � � 100 � / � � J, i ' � � � � � \ 1 I �t � I I � I I I � � z v I I I o � SIDRA INTERSECTION 9.1 � Copyright O 2000-2022 Akcelik and Associates Pty Ltd � sidrasolutions.com Organisation: KIMLEY-HORN &ASSOCIATES INC � Licence: NETWORK / Enterprise Level 2 � Created: Tuesday, April 9, 2024 4:49:48 PM Project: Not Saved MOVEMENT SUMMARY �' Site: 10 [Mtn Vista at Giddings PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 Mountain Vista at Giddings Site Category: Proposed Design 1 Roundabout South: RoadName 3 L2 All MCs 105 2.0 105 2.0 8 T1 All MCs 718 2.0 718 2.0 18 R2 All MCs 246 2.0 246 2.0 Approach 1070 2.0 1070 2.0 East: RoadName 1 L2 All MCs 316 2.0 316 2.0 6 T1 All MCs 711 2.0 711 2.0 16 R2 All MCs 427 2.0 427 2.0 Approach 1454 2.0 1454 2.0 North: RoadName 7 L2 All MCs 274 2.0 274 2.0 4 T1 All MCs 445 2.0 445 2.0 14 R2 All MCs 83 2.0 83 2.0 Approach 801 2.0 801 2.0 West: RoadName 5 L2 All MCs 198 2.0 198 2.0 2 T1 All MCs 537 2.0 537 2.0 12 R2 All MCs 22 2.0 22 2.0 Approach 757 2.0 757 2.0 All Vehicles 4082 2.0 4082 2.0 0.779 0.779 0.367 0.779 0.983 0.983 0.702 0.983 0.852 0.852 0.852 0.852 13.5 341.7 0.99 1.67 3.32 22.6 14.1 358.2 0.99 1.69 3.35 24.0 4.5 113.7 0.83 1.03 1.33 31.4 14.1 358.2 0.94 1.49 2.75 25.3 6.5 164.0 0.93 1.29 2.05 26.0 6.6 167.6 0.92 1.27 2.02 28.0 6.6 167.6 0.92 1.26 2.01 28.2 6.6 167.6 0.92 1.28 2.03 27.3 0.733 23.3 LOS C 4.6 0.733 16.3 LOS C 4.6 0.733 15.7 LOS C 4.6 0.733 18.1 LOS C 4.6 0.983 23.8 LOS C 14.1 24.5 LOS C 17.6 LOS C 8.6 LOS A 16.2 LOS C 44.6 LOS E 36.5 LOS E 13.6 LOS B 31.5 LOS D 30.4 LOS D 22.6 LOS C 21.9 LOS C 25.2 LOS D 5.4 136.4 0.88 1.16 1.64 28.7 5.4 138.3 0.87 1.14 1.61 29.9 1.5 38.8 0.66 0.80 0.75 33.7 5.4 138.3 0.82 1.06 1.42 30.6 115.8 0.86 1.13 117.1 0.85 1.10 117.1 0.84 1.08 117.1 0.85 1.10 358.2 0.89 1.26 1.50 28.6 1.47 30.3 1.46 30.6 1.48 29.8 2.02 27.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated forAll Movement Classes ofAll Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 � Copyright O 2000-2022 Akcelik and Associates Pty Ltd � sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC � Licence: NETWORK / Enterprise Level 2 � Processed: Tuesday, April 9, 2024 4:58:33 PM Project: Not Saved Timings 2045 Total AM - Access Intersection 10: Mountain Vista Drive & Giddings Road �/�✓�4 -' � � � � � T � �► 1 Lane CYoup EBL EBT V�,BL V�BT V�BR NBL NBT NBR SBL SBT �ane Corrfigurations � T'� � T'� � � T � 'i� '� Traffic Vdume (vph) 65 602 228 365 265 81 293 181 489 491 Future Vdume (vph) 65 602 228 365 265 81 293 181 489 491 Tum Type p��n+pt NA p�ri+pt NA Perm pm+pt NA P�m Prot NA � R-oteded Phases 7 4 3 8 5 2 1 6 P�rrritted Phases 4 8 8 2 2 � Detec#a- Phase 7 4 3 8 8 5 2 2 1 6 �itch Phase � - Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 9.5 ?2.5 9.5 ?2.5 22.5 9.5 22.5 ?2.5 9.5 22.5 - Total Split (s) 10.0 23.0 16.0 29.0 29.0 9.6 29.2 29.2 21.8 41.4 Tot81 Split (%) 11.1% 25.6% 17.8% 32.2% 32.2% 10.7% 32.4% 32.4% 24.2% 46.0% - YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 - Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 - Lead/Lag Lead L�g Lead l�g Lag �ead Lag L�g Lead Lag L�d-Lag Optirrize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes � F�Call Mode None None Norie None Norie Na-ie GMax GN}ax None GN}ax Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: NBTL arid 6: SBT, Start of Q-een Natural G�le: 80 Contrd Type: Aduated-Coa-dinated and Phases: 10: Nbur�tain �/sta Drive & Giddinas Rnad �� j T��.R�� I ��� I �� `105 : �o r�'� . I � c�� oa . . - -.. HCM 6th Signalized Intersection Summary 2045 Total AM - Access Intersection 10: Mountain Vista Drive & Giddings Road �/�✓�4 •�,:'•� -' � � �' � � '� 1 �' EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR � j � � � � �ane Corrfigurations � T'� 'i T'� � � T � �'i '� Traffic Vdume (vewh) 65 602 26 228 365 265 81 293 181 489 491 72 Future Vdume (vewh) 65 602 26 228 365 265 81 293 181 489 491 72 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih 71 654 28 248 397 288 88 318 197 532 534 78 P�k Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vett/h 311 714 31 321 1016 453 270 545 462 611 666 97 Arrive On Green 0.05 0.21 0.21 0.13 0.29 0.29 0.05 0.29 0.29 0.18 0.42 0.42 Sat Flau, veh/h 1781 3472 149 1781 3554 1585 1781 1870 1585 3456 1595 233 QpVdume(v), veh/h 71 334 348 248 397 288 88 318 197 532 0 612 Grp Sat Flcr�(s),veh/I�In 1781 1777 1844 1781 1777 1585 1781 1870 158,5 1728 0 1828 Q Serve(�s), s 2.8 16.6 16.6 9.4 8.1 14.3 3.1 13.1 9.1 13.5 0.0 26.4 Gyde Q Cl�r(�c), s 2.8 16.6 16.6 9.4 8.1 14.3 3.1 13.1 9.1 13.5 0.0 26.4 R-op In Larie 1.00 0.08 1.00 1.00 1.00 1.00 1.00 0.13 Lane Qp Cap(c), veWh 311 365 379 321 1016 453 270 545 462 611 0 764 �ic �t�ax� o.z3 0.� o.gz o.n o.� o.s4 0.� o.5s o.a:� 0.8� o.00 o.so Avail Cap(c a), vehlh 337 365 379 324 1016 453 282 545 462 664 0 764 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.00 0.67 Unifa�m Delay (d), s/veh 26.2 35.0 35.0 24.1 25.8 28.0 21.9 27.2 25.8 36.0 0.0 22.9 Ina� Delay (d2), s/veh 0.4 27.1 26.6 10.9 0.2 2.9 0.7 4.5 2.9 8.0 0.0 6.0 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 1.2 9.7 10.1 4.8 3.4 5.6 1.3 6.4 3.7 6.2 0.0 12.0 Unsig. Nbvement Delay, s/veh Lr� Delay(d),s�veh 26.6 62.1 61.6 34.9 26.1 31.0 22.6 31.8 28.7 44.1 0.0 28.9 LnQp LOS C E E C C C C C C D A C Appraed� Vd, veh/h 753 933 603 1144 Ap�xoach Delay, s✓veh 58.5 29.9 29.4 36.0 Approad� L06 f E C C � D + Timer - Assianed Phs Phs D�n-ation (G+Y+Rc), s 20.4 Charige Pe�iod (Y+Rc), s 4.5 N�x Green Setting (CYnax), s 17.3 IVlax Q Clear Time (�c+11), s 15.5 Green F� Tirre (p c), s 0.4 2 30.7 4.5 24.7 15.1 1.8 3 4 15.9 23.0 4.5 4.5 11.5 18.5 11.4 18.6 0.0 0.0 9.0 42.1 4.5 4.5 5.1 36.9 5.1 28.4 0.0 2.7 8.7 30.2 4.5 4.5 5.5 24.5 4.8 16.3 0.0 2.4 Intersec,tion Surrrr�ary FiCM 6th Ctri Delay 38.1 HCM 6th LOS D . . � -.. Timings 2045 Total PM - Access Intersection 10: Mountain Vista Drive & Giddings Road �/�✓�4 -' � � � � � T � �► 1 Lane CYoup EBL EBT V�,BL V�BT V�BR NBL NBT NBR SBL SBT �ane Corrfigurations � T'� � �'� � � T � 'i� '� Traffic Vdume (vph) 182 494 291 654 393 97 661 226 252 409 Future Vdume (vph) 182 494 291 654 393 97 661 226 252 409 Tum Type p��n+pt NA p�ri+pt NA Perm pm+pt NA P�m Prot NA � R-oteded Phases 7 4 3 8 5 2 1 6 P�rrritted Phases 4 8 8 2 2 � Detec#a- Phase 7 4 3 8 8 5 2 2 1 6 �itch Phase � - Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 9.5 ?2.5 9.5 ?2.5 22.5 9.5 22.5 ?2.5 9.5 22.5 - Total Split (s) 11.6 22.5 16.0 26.9 26.9 9.6 39.3 39.3 12.2 41.9 Total Split (%) 12.9% 25.0% 17.8% 29.9% 29.9% 10.7% 43.7% 43.7% 13.6% 46.6% - YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 - Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 - Lead/Lag Lead L�g Lead l�g Lag �ead Lag L�g Lead Lag L�d-Lag Optirrize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes � F�Call Mode None None Norie None Norie Na-ie GMax GN}ax None GN}ax Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: NBTL arid 6: SBT, Start of Q-een Natural G�le: 90 Contrd Type: Aduated-Coa-dinated and Phases: 10: Nbur�tain �/sta Drive & Giddinas Rnad �� � T�Z;��� I �'�� I ---b� � 05 � E3o !R'.� I � 07 �3 • • '-�• HCM 6th Signalized Intersection Summary 2045 Total PM - Access Intersection 10: Mountain Vista Drive & Giddings Road �/�✓�4 -' � � �- � � � t � �► 1 -� Nbv�t EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR SBL SBT SBR �ane Corrfigurations � T'� 'i T'� � � T � �'i '� Traffic Vdume (vewh) 182 494 20 291 654 393 97 661 226 252 409 76 Future Vdume (vewh) 182 494 20 291 654 393 97 661 226 252 409 76 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih 198 537 ?2 316 711 427 105 718 246 274 445 83 P�k Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vett/h 251 696 28 353 884 395 443 723 613 296 642 120 Arrive On Green 0.08 0.20 0.20 0.13 0.25 0.25 0.05 0.39 0.39 0.17 0.84 0.84 SatFlau,veh/h 1781 3479 142 1781 3554 1585 1781 1870 1585 3456 1533 286 QpVdume(v), veh/h 198 274 285 316 711 427 105 718 246 274 0 528 Grp Sat Flcr�(s),veh/I�In 1781 1777 1845 1781 1777 1585 1781 1870 158,5 1728 0 1819 Q Serve(�s), s 7.1 13.1 13.2 11.5 16.9 22.4 3.2 34.4 10.1 7.0 0.0 10.1 Gyde Q Cl�r(�c), s 7.1 13.1 13.2 11.5 16.9 22.4 3.2 34.4 10.1 7.0 0.0 10.1 R-op In Larie 1.00 0.08 1.00 1.00 1.00 1.00 1.00 0.16 Lane Qp Cap(c), veWh 251 355 369 353 884 395 443 723 613 296 0 762 V/C Ratio(� 0.79 0.77 0.77 0.89 0.80 1.08 0.24 0.99 0.40 0.93 0.00 0.69 Avail Cap(c a), vehlh 251 355 369 353 884 395 450 723 613 296 0 762 HCM Platoa� Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Flter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.00 0.89 Unifa�m Delay (d), s/veh 29.3 34.0 34.1 26.2 31.7 33.8 15.3 27.5 20.0 37.0 0.0 5.0 Ina� Delay (d2), s/veh 15.5 10.0 9.7 23.9 5.4 69.2 0.3 31.8 2.0 31.2 0.0 4.6 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 4.4 6.5 6.8 7.5 7.7 15.9 1.3 20.9 4.0 4.0 0.0 2.8 Unsig. Nbvement Delay, s/veh Lr� Delay(d),s�veh 44.8 44.0 43.8 50.1 37.2 103.0 15.6 59.2 22.0 68.2 0.0 9.6 LnQp LOS D D D D D F B E C E A A Appraed� Vd, veh/h 757 1454 1069 802 Ap�xoach Delay, s✓veh 44.1 59.3 46.4 29.6 Approad� L06 f D E D � C � Timer - Assianed Phs Phs D�n-ation (G+Y+Rc), s 12.2 Charige Pe�iod (Y+Rc), s 4.5 N�x Green Setting (C�nax), s 7.7 Max Q Cl�r Tirre (�c+l 1), s 9.0 Green Ext Tirre (p c), s 0.0 2 3 4 39.3 16.0 ?2.5 4.5 4.5 4.5 34.8 11.5 18.0 36.4 13.5 15.2 0.0 0.0 0.9 9.3 42.2 4.5 4.5 5.1 37.4 5.2 12.1 0.0 3.7 11.6 26.9 4.5 4.5 7.1 ?2.4 9.1 24.4 0.0 0.0 Intersec,tion Surrrr�ary HCM 6th Ctri Delay 47.3 HCM 6th LOS D . . � -.. HCM 6th TWSC 2045 Total AM - Access Intersection 17: Giddings Road & North Access �/�✓�4 Iritersec,tion Int Delay, s/veh 0.2 Nbvement EBL EBR NBL NBT SBT SBR Lane Corrfiguratioris � �j � '� Traffic Vd, veh/h 0 10 5 285 420 0 Future Vd, vewh 0 10 5 285 420 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - 150 - - - Veh in Median Storage, # 0 - - 0 0 - Q-ade, % 0 - - 0 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrr�t Rav 0 11 5 310 457 0 N�jodMrior Niria2 N�jor1 Maja2 Conflicting Fla✓vAll 777 457 457 0 - 0 Stage 1 457 - - - - - Stac� 2 320 - - - - - Qitical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 2.218 - - - Pot C,a�1 N}anewer 365 604 1104 - - - Stage 1 638 - - - - - Stage 2 736 - - - - - Platoon blocked, % - - - Mov Ca�r1 �er 363 604 1104 - - - Nbv Ca�r2 NY�neuver 363 - - - - - Stage 1 635 - - - - - Stage 2 736 - - - - - Approad� EB NB SB FiCM Coritrd Delay, s 11.1 0.1 0 HCM LOS B Ninor Lane/Major Mvrrt NBL NBTEBLn1 SBT SBR Ca(�aatY (veh/h) 1104 - 604 - - HCM Lane V/C Ratio 0.005 - 0.018 - - HCM Coritrd Delay (s) 8.3 - 11.1 - - F-K�VI Lar�e LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.1 - - . . � -.. HCM 6th TWSC 2045 Total PM - Access Intersection 17: Giddings Road & North Access �/�✓�4 Iritersec,tion Int Delay, s/veh 0.1 Nbvement EBL EBR NBL NBT SBT SBR Lane Corrfiguratioris � �j � '� Traffic Vd, veh/h 0 5 10 570 300 0 Future Vd, vewh 0 5 10 570 300 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Contrd Stop Stop Free Free Free Free RT Channelized - Norie - Norie - Norie Sta'age Lerigth 0 - 150 - - - Veh in Median Storage, # 0 - - 0 0 - Q-ade, % 0 - - 0 0 - Peak Hour Fac�or 92 92 92 92 92 92 Fieavy Vehides, % 2 2 2 2 2 2 Mvrr�t Rav 0 5 11 620 326 0 N�jodMrior Ninor2 Major1 Maja2 Conflicting Fla✓vAll 968 326 326 0 - 0 Stage 1 326 - - - - - Stac� 2 642 - - - - - Qitical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - G7itical Hduvy Stg 2 5.42 - - - - - Fdlavu-up Hclwy 3.518 3.318 2.218 - - - Pot C,a�1 N}anewer 282 715 1234 - - - Stage 1 731 - - - - - Stage 2 524 - - - - - Platoon blocked, % - - - Mov Ca�r1 �er 279 715 1234 - - - Nbv Ca�r2 NY�neuver 279 - - - - - Stage 1 724 - - - - - Stage 2 524 - - - - - Approad� EB NB SB HCM Coritrd Delay, s 10.1 0.1 0 HCM LOS B Ninor Lane/Major Mvrrt NBL NBTEBLn1 SBT SBR Capaaty (veh/h) 1234 - 715 - - HCM Lane V/C Ratio 0.009 - 0.008 - - FiCM Coritrd Delay (s) 7.9 - 10.1 - - F-K�VI Lar�e LOS A - B - - HCM 95th %tile Q(veh) 0 - 0 - - . . � -.. Timings 2045 Total AM - Access Intersection 18: Giddings Road & South Access �/�✓�4 -' � � � � t �► 1 Lane CYoup EBL EB f V�BL V�BT NBL NBT SBL SBT Lane Corifigurations c� � � '� � '� Traffic Vdume (vph) 20 10 55 10 35 400 5 810 Future Vdume (vph) 20 10 55 10 35 400 5 810 Tum Type Perrn NA Perrn NA p�ri+pt NA Perm NA R-oteded Phases 4 8 5 2 6 P�mitted Phases � 4 8 2 6 Detec�a- Phase 4 4 8 8 5 2 6 6 �itch Phase � Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 22.5 22.5 22.5 22.5 9.5 ?2.5 22.5 ?2.5 Total Split (s) 22.8 22.8 22.8 22.8 9.6 67.2 57.6 57.6 Total Split (%) 25.3% 25.3% 25.3% 25.3% 10.7% 74.7% 64.0% 64.0% YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) � 4.5 * 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag L�g L�d-Lag Optirrize? Yes Yes Yes F�Call Mode None None Norie None Norie GMa�c GMax GMax Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: NBTL arid 6: SBTL, Start of Q'een Natural G�le: 80 Contrd Type: Aduated-Coa-dinated • - LL : e �,. �... :�.,• :�F._.. i � G.c�,. VL �L34 �1 0 5 i i �36 fR� I �a • • '-�• HCM 6th Signalized Intersection Summary 2045 Total AM - Access Intersection 18: Giddings Road & South Access �/�✓�4 -' � � �- � � � t � �► 1 -� Nbv�t EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR SBL SBT SBR Lane Corifigurations c� � � '� � '� Traffic Vdume (vewh) 20 10 120 55 10 5 35 400 20 5 810 20 Future Vdume (vewh) 20 10 120 55 10 5 35 400 20 5 810 20 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih ?2 11 130 60 11 5 38 435 ?2 5 880 22 P�k Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vett/h 62 24 161 173 29 9 391 1372 69 728 1259 31 Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.07 1.00 1.00 0.69 0.69 0.69 Sat Flau, veh/h 139 193 1309 822 234 74 1781 1765 89 934 1817 45 QpVdume(v), veh/h 163 0 0 76 0 0 38 0 457 5 0 902 Grp Sat Flcr�(s),veh/I�In 1641 0 0 1130 0 0 1781 0 1854 934 0 1862 Q Serve(�s), s 2.7 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.1 0.0 25.9 Gyde Q Cl�r(�c), s 8.6 0.0 0.0 5.9 0.0 0.0 0.5 0.0 0.0 0.1 0.0 25.9 R-op In Larie 0.13 0.80 0.79 0.07 1.00 0.05 1.00 0.02 Lane Qp Cap(c), veWh 247 0 0 210 0 0 391 0 1441 728 0 1291 V/C Ratio(� 0.66 0.00 0.00 0.36 0.00 0.00 0.10 0.00 0.32 0.01 0.00 0.70 Avail Cap(c a), vehlh 374 0 0 317 0 0 431 0 1441 728 0 1291 HCM Platoa� Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.86 0.00 0.86 1.00 0.00 1.00 Uniforrn Delay (d), s/veh 38.4 0.0 0.0 37.0 0.0 0.0 7.2 0.0 0.0 4.3 0.0 8.2 Ina� Delay (d2), s/veh 3.0 0.0 0.0 1.0 0.0 0.0 0.1 0.0 0.5 0.0 0.0 3.2 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 3.6 0.0 0.0 1.6 0.0 0.0 0.2 0.0 0.2 0.0 0.0 9.5 Unsig. Nbvement Delay, s/veh Lr� Delay(d),s�veh 41.4 0.0 0.0 38.1 0.0 0.0 7.3 0.0 0.5 4.3 0.0 11.4 LnQp LOS D A A D A A A A A A A B Appraed� Vd, veh/h 163 76 495 907 Ap�xoach Delay, s✓veh 41.4 38.1 1.0 11.3 Approad� L06 � D f D A � B � Timer - Assianed Phs Phs D�n-ation (G+Y+Rc), s Change Pe�iod (Y+Rc), s N�x Green Setting (C�r�ax), s Max Q Cl�r Tirre (�c+l 1), s Green E� Tirre (p c), s 2 74.4 4.5 62.7 2.0 3.3 4 5 6 15.6 7.6 66.9 4.5 4.5 4.5 18.3 5.1 53.1 10.6 2.5 27.9 0.5 0.0 7.9 15.6 4.5 18.3 7.9 0.2 Intersec,tion Surrrr�ary HCM 6th Ctri Delay 12.5 HCM 6th LOS B . . � -.. Timings 2045 Total PM - Access Intersection 18: Giddings Road & South Access �/�✓�4 -' � � � � t �► 1 Lane CYoup EBL EB f V�BL V�BT NBL NBT SBL SBT Lane Corifigurations c� � � '� � '� Traffic Vdume (vph) 25 10 30 10 110 960 5 515 Future Vdume (vph) 25 10 30 10 110 960 5 515 Tum Type Perrn NA Perrn NA p�ri+pt NA Perm NA R-oteded Phases 4 8 5 2 6 P�mitted Phases � 4 8 2 6 Detec�a- Phase 4 4 8 8 5 2 6 6 �itch Phase � Ninimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Ninimum Split (s) 22.5 22.5 22.5 22.5 9.5 ?2.5 22.5 ?2.5 Total Split (s) 22.8 22.8 22.8 22.8 11.6 67.2 55.6 55.6 Total Split (%) 25.3% 25.3% 25.3% 25.3% 12.9% 74.7% 61.8% 61.8% YelladvTime (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Al l-R�d Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Last Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) � 4.5 * 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag L�g L�d-Lag Optirrize? Yes Yes Yes F�Call Mode None None Norie None Norie GMa�c GMax GMax Intersec�ion Gyde Length: 90 Ac�uated Gyde Length: 90 OFfset: 0(0%), Refererxed to phase 2: NBTL arid 6: SBTL, Start of Q'een Natural G�le: 80 Contrd Type: Aduated-Coa-dinated . . � -.. HCM 6th Signalized Intersection Summary 2045 Total PM - Access Intersection 18: Giddings Road & South Access �/�✓�4 -' � � �- � � � t � �► 1 -� Nbv�t EBL EBT EBR WBL V1iBT VbBFt NBL NBT NBR SBL SBT SBR Lane Corifigurations c� � � '� � '� Traffic Vdume (vewh) 25 10 45 30 10 5 110 960 55 5 515 25 Future Vdume (veh/h) 25 10 45 30 10 5 110 960 55 5 515 25 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b� 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parldng Bi.�, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�ic Zpne On Approach No No No No Adj Sat Rav, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Rav Rate, vehih 27 11 49 33 11 5 120 1043 60 5 560 27 P�k Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peroent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vett/h 81 23 68 139 41 13 667 1446 83 450 1280 62 Arrive On Green 0.07 0.07 0.07 0.07 0.07 0.07 0.11 1.00 1.00 0.72 0.72 0.72 Sat Flau, veh/h 392 316 913 973 558 174 1781 1751 101 511 1770 85 QpVdume(v), veh/h 87 0 0 49 0 0 120 0 1103 5 0 587 Grp Sat Flcr�(s),veh/I�In 1621 0 0 1706 0 0 1781 0 1852 511 0 1855 Q Serve(�s), s 2.3 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 0.2 0.0 11.5 Gyde Q Cl�r(�c), s 4.6 0.0 0.0 2.3 0.0 0.0 1.3 0.0 0.0 0.2 0.0 11.5 R-op In Larie 0.31 0.56 0.67 0.10 1.00 0.05 1.00 0.05 Lane Qp Cap(c), veWh 173 0 0 193 0 0 667 0 1530 450 0 1341 V/C Ratio(� 0.50 0.00 0.00 0.25 0.00 0.00 0.18 0.00 0.72 0.01 0.00 0.44 Avail Cap(c a), vehlh 373 0 0 382 0 0 713 0 1530 450 0 1341 HCM Platoa� Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.28 0.00 0.28 1.00 0.00 1.00 Uniforrn Delay (d), s/veh 40.7 0.0 0.0 39.6 0.0 0.0 3.0 0.0 0.0 3.5 0.0 5.0 Ina� Delay (d2), s/veh 2.3 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.8 0.0 0.0 1.0 Initial Q Delay(d3),s✓veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BadcOFQ(50%),veh/In 2.0 0.0 0.0 1.1 0.0 0.0 0.3 0.0 0.4 0.0 0.0 3.9 Unsig. Nbvement Delay, s/veh Lr� Delay(d),s�veh 42.9 0.0 0.0 40.3 0.0 0.0 3.0 0.0 0.8 3.5 0.0 6.1 LnQp LOS D A A D A A A A A A A A Appraed� Vd, veh/h 87 49 1223 592 Ap�r-oach Delay, s✓veh 42.9 40.3 1.1 6.1 Approadi L06 � D f D A � A � Timer - Assianed Phs Phs D�n-ation (G+Y+Rc), s Change Pe�iod (Y+Rc), s N�x Green Setting (C�r�ax), s Max Q Cl�r Tirre (�c+l 1), s Green E� Tirre (p c), s 2 78.8 4.5 62.7 2.0 14.9 4 5 6 11.2 9.3 69.6 4.5 4.5 4.5 18.3 7.1 51.1 6.6 3.3 13.5 0.3 0.1 4.6 11.2 4.5 18.3 4.3 0.1 Intersec,tion Surrrr�ary HCM 6th Ctri Delay 5.4 F-K�VI 6th LOS A . . � -.. HCM 6th Roundabout 2045 Total AM - Access Intersection 19: Timberline Road & Country Club Road �/�✓�4 Irrters�tion Ir�tersection Delay, s�veh Irrtersection LOS Errtry L�ries Conflic�ing Cirde Lanes Adj Approach Flatiu, veh/h Demand Rotiv Rate, veh/h Vehides Circulating, veWh V�ides F�dting, veWh P�d Vd G7ossing Leg, #/h Ped Cap Adj Approach Delay, s/veh Appraach LOS Lane Designated Nbves Assurr�ed Nbves RT Chanr�elized Lane Util Fdla✓u-l� Headv�ay, s G7itical H�duuay, s E.ntry Rav, veh/h Cap F�try Larie, veh/h Eritry FiV Adj Fac#or Rav F�try, veh/h Cap F�try, vef�✓h e✓ V/C Ratio Contrd D�ellay, s�veh De L05 95th %tile C�.ieue, veh 3.8 A � � � Left LTR LTR 1.000 2.609 4.976 55 1120 0.986 54 1104 0.049 3.7 A 0 EB 1 1 54 55 205 99 0 1.000 3.7 A � � i � � � — � � Left LTR LTR 1.000 2.609 4.976 138 1291 0.982 9� 135 1268 0.107 3.7 A 0 WB 1 1 135 138 65 72 0 1.000 3.7 A � — � — � — � � � Left LTR LTR 1.000 2.609 4.976 82 1305 0.989 81 1291 0.063 3.3 A 0 NB 1 1 81 82 55 205 0 1.000 3.3 A � � i � � � SB 1 1 — 163 166 � 138 65 - 0 1.000 4.2 A Left LTR LTR 1.000 2.609 4.976 166 1199 0.982 163 1177 0.138 4.2 A 0 i � � — � � . . � -.. HCM 6th Roundabout 2045 Total PM - Access Intersection 19: Timberline Road & Country Club Road �/�✓�4 Irrters�tion Ir�tersection Delay, s�veh Irrtersection LOS Errtry L�ries Conflic�ing Cirde Lanes Adj Approach Flatiu, veh/h Demand Rotiv Rate, veh/h Vehides Circulating, veWh V�ides F�dting, veWh P�d Vd G7ossing Leg, #/h Ped Cap Adj Approach Delay, s/veh Appraach LOS Lane Designated Nbves Assurr�ed Nbves RT Chanr�elized Lane Util Fdla✓u-l� Headv�ay, s G7itical H�duuay, s E.ntry Rav, veh/h Cap F�try Larie, veh/h Eritry FiV Adj Fac#or Rav F�try, veh/h Cap F�try, vef�✓h e✓ V/C Ratio Contrd D�ellay, s�veh De L05 95th %tile C�.ieue, veh 3.9 A � � � Left LTR LTR 1.000 2.609 4.976 115 1213 0.984 113 1194 0.095 3.8 A 0 EB 1 1 113 115 126 82 0 1.000 3.8 A � � i � � � — � � Left LTR LTR 1.000 2.609 4.976 121 1206 0.981 119 1183 0.100 3.9 A 0 WB 1 1 119 121 132 160 0 1.000 3.9 A � — � — � — � � � Left LTR LTR 1.000 2.609 4.976 177 1227 0.981 174 1204 0.144 4.2 A 1 NB 1 1 174 177 115 126 0 1.000 4.2 A � � i � � � SB 1 1 — � 87 � 121 132 - 0 1.000 3.6 A Left LTR LTR 1.000 2.609 4.976 87 1220 0.985 86 1202 0.071 3.6 A 0 i � � — � � . . � -.. HCM 6th Roundabout 2045 Total AM - Access Intersection 20: Timberline Road & Maple Hill Drive/Timberline Rd �/�✓�4 Iritersec,tion Ir�tersection Delay, s�veh Irrtersection LOS Errtry L�ries Conflic�ing Cirde Lanes Adj Approach Flatiu, veh/h Demand Rotiv Rate, veh/h Vehides Circulating, veWh V�ides F�dting, vel�h I P�d Vd G7ossing Leg, #/h Ped Cap Adj Approach Delay, s/veh Appraach LOS Lane Designated Nbves Assurr�ed Nbves RT Chanr�elized Lane Util Fdla✓u-l� Headv�ay, s G7itical H�duuay, s E.ntry Rav, veh/h Cap F�try Larie, veh/h Eritry FiV Adj Fac#or Rav F�try, veh/h Cap F�try, vef�✓h e✓ V/C Ratio Contrd D�ellay, s�veh De L05 95th %tile C�.ieue, veh 3.4 A � � � Left LTR LTR 1.000 2.609 4.976 82 1220 0.98:i 81 1199 0.067 3.6 A 0 EB 1 1 81 82 121 37 0 1.000 3.6 A � � i � � � — � � Left LTR LTR 1.000 2.609 4.976 55 1344 0.976 54 1312 0.041 3.1 A 0 WB 1 1 54 55 26 183 0 1.000 3.1 A � — � — � — � � � Left LTR LTR 1.000 2.609 4.976 � 1152 0.990 32 1141 0.028 3.4 A 0 NB 1 1 � 32 177 26 0 1.000 3.4 A � � i � � � SB 1 1 — 130 132 � � 55 - 0 1.000 3.5 A Left LTR LTR 1.000 2.609 4.976 132 1344 0.982 130 1320 0.098 3.5 A 0 i � � — � � . . � -.. HCM 6th Roundabout 2045 Total PM - Access Intersection 20: Timberline Road & Maple Hill Drive/Timberline Rd �/�✓�4 Iritersec,tion Ir�tersection Delay, s�veh Irrtersection LOS Errtry L�ries Conflic�ing Cirde Lanes Adj Approach Flatiu, veh/h Demand Rotiv Rate, veh/h Vehides Circulating, veWh V�ides F�dting, vel�h I P�d Vd G7ossing Leg, #/h Ped Cap Adj Approach Delay, s/veh Appraach LOS Lane Designated Nbves Assurr�ed Nbves RT Chanr�elized Lane Util Fdla✓u-l� Headv�ay, s G7itical H�duuay, s E.ntry Rav, veh/h Cap F�try Larie, veh/h Eritry FiV Adj Fac#or Rav F�try, veh/h Cap F�try, vef�✓h e✓ V/C Ratio Contrd D�ellay, s�veh De L05 95th %tile C�.ieue, veh 3.2 A � � � Left LTR LTR 1.000 2.609 4.976 60 1255 0.984 59 1234 0.048 3.3 A 0 EB 1 1 59 60 93 32 0 1.000 3.3 A � � i � � � — � � Left LTR LTR 1.000 2.609 4.976 50 1351 0.976 49 1318 0.037 3.0 A 0 WB 1 1 49 50 21 121 0 1.000 3.0 A � — � — � — � � � Left LTR LTR 1.000 2.609 4.976 21 1220 0.990 21 1207 0.017 3.1 A 0 NB 1 1 21 21 121 32 0 1.000 3.1 A � � i � � � SB 1 1 — 103 104 � 21 50 - 0 1.000 3.3 A Left LTR LTR 1.000 2.609 4.976 104 1351 0.986 103 1332 0.077 3.3 A 0 i � � — � � . . � -.. HCM 6th TWSC 2045 Total AM - Access Intersection 21: Giddings Road & Timberline Rd �/�/�4 Irrtersedion Int Delay, s/veh 2.9 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � � � '� � '� Traffic Vd, veh/h 15 0 95 30 0 10 35 240 15 5 325 5 Future Vd, veh/h 15 0 95 30 0 10 35 240 15 5 325 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Lerigth - - - - - - 0 - - 0 - - Veh in Median Storage, #- 1 - - 1 - - 0 - - 0 - Q-ade, % - Peak Hour Fac�or 92 Fieavy Vehides, % 2 Mvrr�t Rav 16 Mvrr 0 - 92 92 2 2 0 103 - 0 92 92 2 2 33 0 - - 0 92 92 92 2 2 2 11 38 261 - - 0 - 92 92 92 92 2 2 2 2 16 5 353 5 N�jodMrior Niria2 Ninor1 N�jor1 Maja2 Conflicting Fla✓vAll 717 719 356 762 713 269 358 0 0 277 0 0 Stage1 366 366 - 345 345 - - - - - - - Stage 2 351 353 - 417 368 - - - - - - - Qitical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - G7itical Hduvy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Fdlavu-up Hclwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot C,a�1 N}anewer 345 354 688 322 357 770 1201 - - 1286 - - Stage1 653 623 - 671 636 - - - - - - - Stage 2 666 631 - 613 621 - - - - - - - Platoon blocked, % - - - - Mov Ca�r1 N�r�' 331 341 688 266 344 770 1201 - - 1286 - - Nbv Ca�r2 I�/Y�neuver 439 436 - 369 430 - - - - - - - Stage1 632 621 - 650 616 - - - - - - - Stage 2 636 611 - 519 619 - - - - - - - Approad� EB WB NB SB HCM Coritrd Delay, s 11.9 14.5 1 0.1 HCM LOS B B Ninor Lane/Major Mvrrt NBL NBT NBREBl�1VVBln1 SBL SBT SBR Capaaty (veh/h) 1201 - - 639 424 1286 - - HCM Lane V/C Ratio 0.032 - - 0.187 0.103 0.004 - - FiCM Coritrd Delay (s) 8.1 - - 11.9 14.5 7.8 - - F-K�VI Lar�e LOS A - - B B A - - HCM 95th %tile Q(veh) 0.1 - - 0.7 0.3 0 - - . . � -.. HCM 6th TWSC 2045 Total PM - Access Intersection 21: Giddings Road & Timberline Rd �/�/�4 Irrtersedion Int Delay, s/veh 2.2 Nbvement EBL EBT EBR V1�BL WBT VVBR NBL NBT f�BR SBL SBT SBR Lane Corrfiguratia�s � � � '� � '� Traffic Vd, veh/h 10 0 55 25 0 5 100 465 40 10 250 15 Future Vd, vewh 10 0 55 25 0 5 100 465 40 10 250 15 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contrd Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Norie - - Norie - - Norie - - Norie Sta'age Lerigth - - - - - - 0 - - 0 - - Veh in Median Storage, #- 1 - - 1 - - 0 - - 0 - Q-ade, % - Peak Hour Fac�or 92 Fieavy Vehides, % 2 Mvrrt Rav 11 0 - - 0 92 92 92 92 2 2 2 2 0 60 27 0 - - 0 92 92 92 2 2 2 5 109 505 - - 0 - 92 92 92 92 2 2 2 2 43 11 272 16 N�jor/Nirior Ninor'Z Ninor1 N�jor1 Maja2 Confliding FlavvAll 1049 1068 280 1077 1055 527 288 0 0 548 0 0 Stage 1 302 302 - 745 745 - - - - - - - Stage 2 747 766 - 332 310 - - - - - - - Qitical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - G7itical Hduvy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Fdlavu-up Hclwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot C,a�1 N}anewer 205 271 759 197 226 551 1274 - - 1021 - - Stage1 707 664 - 406 421 - - - - - - - Stage 2 405 412 - 681 659 - - - - - - - Platoon blocked, % - - - - Mov Ca�r1 N�r�' 188 201 759 168 204 551 1274 - - 1021 - - Nbv Ca�r2 I�/Y�neuver 284 294 - 270 294 - - - - - - - Stage1 646 657 - 371 385 - - - - - - - Stage 2 367 377 - 621 652 - - - - - - - Approad� EB WB NB SB HCM Coritrd Delay, s 11.7 18.7 1.3 0.3 FK�/1 LOS B C Ninor Lane/Major Mvrrt NBL NBT NBREBl�1VVBln1 SBL SBT SBR Capaaty (veh/h) 1274 - - 604 295 1021 - - HCM Lane V/C Ratio 0.085 - - 0.117 0.111 0.011 - - FiCM Coritrd Delay (s) 8.1 - - 11.7 18.7 8.6 - - F-K�VI Lar�e LOS A - - B C A - - HCM 95th %tile Q(veh) 0.3 - - 0.4 0.4 0 - - . . � -..