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Home My WebLink About07 - Traffic Impact Study - Knolls at Hillcrest East & Highland South MENGINEERING INC . A Consulting Engineers and Land Surveyors es es TRAFFIC IMPACT STUDY i FOR THE KNOLLS AT HILLCREST EAST & HIGHLAND SOUTH JUL. 2 007 �. DEPARTMENT OF PLANNING AND COMMUNITY DEVELOPMENI PREPARED FOR BOZEMAN DEACONESS HEALTH SERVICES (/0 PC ENGINEERING, LLC 3991 VALLEY COMMONS DRIVE,SUITE 200 BOZEMAN, MT 59718 MARCH 2O07 BOZ-06052.02 1300 North Transtech Way Billings, Montana 59102 Phone 406.656.5255 Fax 406.656.0967 info@enginc.com www.enginc.com The Knolls at Hillcrest East& Highland South TIS TABLE OF CONTENTS Page INTRODUCTION 1 SITE LOCATION AND DESCRIPTION 1 EXISTING CONDITIONS 5 Street Characteristics 5 Traffic Volumes 8 Intersection Capacity 11 TRIP GENERATION 12 TRIP DISTRIBUTION 16 TRAFFIC ASSIGNMENT 20 TRAFFIC IMPACTS 20 Traffic Volumes 20 Intersection Capacity 31 RECOMMENDED IMPROVEMENTS 34 Highland Boulevard& Painted Hills Road/Hillcrest Access 35 Highland Boulevard & Knolls Lane 35 Highland Boulevard & Kagy Boulevard 35 Kagy Boulevard& Mixed-Use Access 36 Kagy Boulevard& Bennett Drive 38 Kagy Boulevard& Painted Hills Road 38 Kagy Boulevard& Street"G" 39 Kagy Boulevard & South Church Avenue/Sourdough Road 39 Painted Hills Road 41 INTERSECTION ANALYSIS FOR FUTURE DEVELOPMENT 41 Highland Boulevard & Ellis Street 41 Highland Boulevard& Painted Hills Road/Hillcrest Access 42 Haggerty Lane & East Main Street 42 CONCLUSIONS 42 Appendix A—Traffic Volume Data Appendix B—Capacity Calculations—Existing Appendix C—Capacity Calculations—Existing+ The Knolls at Hillcrest West Appendix D Internal Capture Worksheet Appendix E—Capacity Calculations—Existing+ The Knolls at Hillcrest West+Ph 1 Appendix F—Capacity Calculations—Existing+The Knolls at Hillcrest West+Ph 1-2 Appendix G—Capacity Calculations—Existing+ The Knolls at Hillcrest West+Ph 1-3 Appendix H—Capacity Calculations—Existing+ The Knolls at Hillcrest West+Ph 1-4 Appendix I—Capacity Calculations—Existing+The Knolls at Hillcrest West+Ph 1-5 Appendix J—Capacity Calculations—Recommended Improvements ENGINEERING, INC. ii The Knolls at Hillcrest East& Highland South TIS LIST OF FIGURES Page c-I Figure 1. Site Location 2 Figure 2. Proposed Site Layout 4 Figure 3. Existing Peak Hour Volumes 9 Figure 4. Existing+The Knolls at Hillcrest West Peak Hour Volumes 10 Figure 5. Trip Distribution—Phases 1-3 Residential 17 Figure 6. Trip Distribution—Phases 4-5 Residential 18 Figure 7. Trip Distribution—Phase 2 Commercial 19 Figure 8. Traffic Assignment—Phase 1 21 Figure 9. Traffic Assignment—Phase 2 22 Figure 10. Traffic Assignment—Phase 3 23 Figure 11. Traffic Assignment—Phase 4 24 Figure 12. Traffic Assignment—Phase 5 25 Figure 13. Existing+ The Knolls at Hillcrest West+Phase 1 26 Figure 14. Existing+ The Knolls at Hillcrest West+Phase 1-2 27 Figure 15. Existing+The Knolls at Hillcrest West+Phase 1-3 28 Figure 16. Existing+The Knolls at Hillcrest West+Phase 1-4 29 Figure 17. Existing+The Knolls at Hillcrest West+Phase 1-5 30 Figure 18. Recommended Improvements—Highland Blvd & Kagy Blvd 37 Figure 19. Recommended Improvements—Kagy Blvd& Church/Sourdough Rd 40 LIST OF TABLES Table 1. Land Use& Phasing Scheme 3 Table 2. Trip Generation, Mode & Classification 13 Table 3. Summary of Capacity Calculation Results (AM Peak Hour) 32 Table 4. Summary of Capacity Calculation Results (PM Peak Hour) 33 Table 5. Capacity Calculation Results—Recommended Improvements 38 ENGINEERING, INC. iii TRAFFIC IMPACT STUDY THE KNOLLS AT FIILLCREST EAST & HIGHLAND SOUTH The Knolls at Hillcrest East& Highland South TIS INTRODUCTION This traffic impact study summarizes the potential impacts of the proposed development of The Knolls at Hillcrest East and Highland South. Both developments are included in the adopted Sub-Area Plan prepared for Bozeman Deaconess Health Services. This study shall be considered a supplemental study to the impact study performed for the entire Sub-Area by Robert Peccia and Associates in July 2006. The Knolls at Hillcrest East and Highland South developments would encompass approximately 217 acres of the total 485-acre development. Additional traffic impact studies will be required as other areas within the overall Sub-Area develop. The purpose of this study is to assess the impacts that these developments may have on the surrounding transportation system, and to provide recommendations to mitigate any impacts identified. The methodology and analysis procedures used in this study employ the latest technology and nationally accepted standards in the area of site development and transportation impact assessment. Recommendations made in this report are based on professional judgment and these principals. SITE LOCATION AND DESCRIPTION The proposed developments would be made up of the southern and western portions of Tract 3 of Certificate of Survey 2047, situated in Section 17, T. 2 S., R. 6 E. The site is bordered by Kagy Boulevard on the south, New Hyalite View Subdivision and Highland Boulevard on the west, and the remainder of Tract 3 of Certificate of Survey 2047 on the north and east. The site location is illustrated in Figure 1. Aside from a 6-acre mixed-use lot, the proposed developments would be entirely residential. The proposed developments would build out over five phases as shown in Table 1 and Figure 2. A conceptual plan for the 6-acre mixed-use lot includes 65,340 SF of commercial space with 48 residential units. For the purpose of this study, it was assumed that the commercial space would be made up of a 13,756 SF restaurant, a 4084 SF convenience store, and approximately 47,500 SF of general retail space. ENGINEERING, INC. 1 The knuds at Hillcrest East& Highland South TIS �_ a r � p.r o � y/�r. -tr+.Y' 14 �^ it'- (��.; .J. t•-I.��wn• �'r r - �i:v,t�y• �l?<•- i�•..AT-'r'• '-'+X' My"- -'' �' _ �0-�nr� J., ,.Z~i- ♦ (, � ,r' I r �. �[1,�-, r :jj' !ti:•''r � !k. ��'W.:+, •;�s�t:-'f 1 c`f 1:. •� •j", /•' _ r i :'a 1_ i �i`� - „[A^ •11 pfi� FF__�..t •rr•.... 1 - s• ..,-�1f _ �.- _ i.' �r. .*.-. w'ly., _ y�,7'ai�"• S 3 �• `� 1' - C r![ f'•�i-- _ I ' ` i!� ,w. 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''t- f b �K J �I p'�' _ -;^ri s: -e/"A � �• :ter J } •V,:+�,`.¢•.r j. :.i l� r. _�/- _— _ r.�r _ ,� 1t� p �� ".� r !�i �, _ � ".o, j'' ,; .u,{: •fit. �. .r .,, -I � 'M. / try _t•�','. f s: .fir"•' ... _ � � .� / •- ►• _ J. -._ �]r• 'o �_ - ,:/ / �Vic., ;�:' .r /:Ti l+ � - - - .. - .'�,-.t.�- ��.�:�' 4.�:: .r.: r.. <�- .�� \ ,•�J. �.a.11 '� r ,�'T'�,��-_•' � /"' /r r �' �_�� '••�_-. 1.,. _ _ - It_ Y. ,� ` - - :-inai ' �\� ' .•1.'r'a .41y:,. , >! - ••;;'„ , ` kt r KAGY"BLVD 1 ' lJ��ls � ` �tJ+t .'�;" s.+ �;, t; ! '- t�,,M, �Q 'fir�� r,�- �� _ Z � '�`�_ ,�•. � s �� Lai ts FIGURE 1 : SITE LOCATION The Knolls at Hillcrest East& Highland South TIS Table 1. Land Use and Phasing Scheme Neighborhood Phase Land Use Highland South 1 85 Single-Family Lots 12 Condominiums/Townhouses 126 Single-Family Lots 6 Condominiums/Townhouses 2 30 Apartments 6-acre Mixed-Use Lot with 48 Condominiums/Townhouses and 65,340 SF Commercial 3 53 Single-Family Lots 6 Condominiums/Townhouses The Knolls at Hillcrest East 4 72 Single-Family Lots 5 36 Single-Family Lots The land use types and number of units currently being proposed were compared to those assumed for the Sub-Area TIS. Other than the addition of the proposed apartment building, the overall number of dwelling units assumed for Highland South has decreased from 295 units to 288 units. Assumed land use and square footage for the commercial developments on the mixed-use lot are consistent with the assumptions of the Sub-Area TIS. The Knolls at Hillcrest East is currently proposed to include 108 single-family lots, while the Sub-Area TIS assumed 110 single-family lots and a Bed & Breakfast/Motel. This change in land-use and reduction in number of dwelling units would result in a minor reduction in the number of trips generated by this development. Overall, it can be assumed that these developments would generate traffic on the same order of magnitude as the calculations performed for the Sub-Area TIS. As shown in Figure 2, access to both developments would be provided via the proposed extension of Painted Hills Road. The new segment of Painted Hills Road would run from the existing intersection of Kagy Boulevard and Painted Hills Road to the existing intersection of Highland Boulevard and the main access to the Hillcrest Retirement Center. This new segment of Painted Hills Road would essentially act as a neighborhood collector for both Highland South and The Knolls at Hillcrest East. Secondary access to Highland South would be provided to Kagy Boulevard via Bennett Drive and Street "G". Secondary access to The Knolls at Hillcrest East would be provided to Highland Boulevard via Knolls Lane. ENGINEERING, INC. 3 The'.wolls at Hillcrest East& Highland South TIS THE KNOLLS AT • , t : ' HILLCREST EAST y"I'�' ylj• ,� .C. <'t • f u S Fr. 'f i •� rC t �•''•• •tr � «r"' - kr +tt � _ f y�=>��,Yti�ri�Jp/.�.:��P;yrr�Y7•.�. i �.-- •J s.��.. z � : ••° '^. - � I _'` ~ .k'�t! rr ti_. A' •+ ``i` 7---1- -_--- •'( —_ -) ////% ` � rT t-a�•t•� • fT. t r ••� t' �1•�•/,.' y�• �\ PHAS ti t _ _ r+� I _ q��•f �a .� t �NL'k�'�."�. -� � .�":. !�1 tr - ^+• -_s._ � iQd*-"`.ZS L+Jt4£ j ! ►' � � - y•.�� ,i '= .FX PHASE �,.r PHA - 'r��, �. _ H I G H LA N D li'7 l�- ! � � ( � - S, .� '..wr�r I .r i I��r- r.�.....-_•�l'•_ I .- _ ,. �•` ' t t1,mow. # ! ` I 'i �' � .l N' - ^r.y } •1 � • SOUTH ,: � '_! _-_l➢$ 11f�E1�1Er-�_j' A 1 IY• �v.r'�• �r ♦ T C �F --J� �r -' �'� �V ♦/✓ �\ y.: Q rJ • 1.1 -.ti.� --_;��,�� _ •,� I _ e J� \'.�Y_•� .�• •�-•i f.. . 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Ord,• f�•_ i f \ �►k '-.-�•il�, f.;.r�'' J��,�•�... � - 1,.� r. py��_�f�l� !I'f I�t��` ;-•!'�••'1 �'1 -�t �)-� 1 ^,-y,�•. ••:�� -� � I :/l.:T� - Tw =S. �d - _,+lr• t�►'' .�'! _� V rt►Ain ir: v -4• d�. ►4 p ♦,� i /\ tr a �' �+�1';�t�t�i• -� i T + _ Mf l .F !.it !` Y • i f• r '� �rJ �'�yr }' �' x s �i ' - J,{ L r • + 4 � '�_� ' _ � 1. r fir' � F tl Y ti= 7t r` i i; %' �h; �. t_• ': J -��t� Y� � .�\' tt` �" +r•'A •� - •rt.�• J • _ i;• f:•-_ - f - • �_!:` j- _ � =��, /, .._ •.• �F `�� S , - .1•� •�_:'; .f� � 1 'i � to�. .•�'r.''� _ t.�.•t �.{ 1 r'�1 t �L�t ;� •A�S �• _�t. / / •_ � - \`• ' 'j��• _ �_ .{) '�• � .L��iA � f�. �'z. � t. � �� . � r"" c=�g- �' �". ;�.�, J/`�'a-f �<'-- s. rr�•�.J, :Y •: 9 r•` .y�►1r] .Y. •� \-f ` r • _ •f.'�^ t •�,r� tr •• t/r- / 'F t• _ >� _ 1�` '1 •r3 Zr a-• ✓ ••r.� '-!--a y.�. ,y,; _, '�- t t - :fv: z. ,• { IT:; : �• : . , '; �� HASE �u PHASE •. ... �x :, p ., i ,1• •v : - �: Alt y�_� Y /! i .fir '• r J'F,� tr •� u ( 'i�1• .�. ��.�� l`//Il.s"^�•'�i.�� 'L J� '1 -'- --` 1-j r � �.� rr,• cy.' � �I i�� +� ��C, __ �-!r+'• M►. +c♦. r, 1 ! .'`! `% .•�. .cqf •t'fA ff �, ^7r "i' C .J•- C N I 1 ] ( Y • \\\\ .r~ y - f•7• wIW i1�• -r': I'y f.�.'. •. _�i-- RLaL7X___ +_^,- _ :"tpnD-G f+ .1 •li.a• ;' '{.�, '� �ti^� f .K .1, 1� _ ► -•�..� �- _ `?.j - .1�;1 i L G C) - ''� '* ,. ,\� r PHASE 2 MiXED—USE. ° t. �i.1lYrF��y([• L. k ~ ..r+ - - _ -_r...�•�.,' am-• --^',!'A h... •~_ - SOURDO` K RIa), - �•< { - _ l KAGY 8t. _ � W` ,_ e��tN�rTT FIVE - 1 t � tat ' st �� _' •�-r .-- -;PA)N7ED_ H(Lt S_ROAD FIGURE 2: PROPOSED SITE LAYOUT ENGINEERING, INC. 4 The Knolls at Hillcrest East& Highland South TIS Access to the 6-acre mixed-use lot would be located off of Kagy Boulevard. Although it has not yet been determined, for the purpose of this study, it was assumed that a single access would be provided to this lot. No internal connections between this lot and the residential phases of the two developments would be provided. Therefore, all trips to and from the mixed-use lot would be external trips accessing the site via Kagy Boulevard. Just east of the proposed access to the mixed-use lot on Kagy Boulevard, an additional access would be provided to a parking lot to be used for park access. This particular access was not analyzed as part of this study because ITE Trip Generation data shows that parks generate very few trips during the AM and PM peak hours on the adjacent street. EXISTING CONDITIONS STREET CHARACTERISTICS The development of The Knolls at Hillcrest East and Highland South subdivisions could directly impact the streets adjacent to the site. More specifically, the proposed development could affect the operations of the following intersections: ■ Highland Boulevard & East Main Street ■ Highland Boulevard & Ellis Street ■ Highland Boulevard & Painted Hills Road/Hillcrest Retirement Center ■ Highland Boulevard &Knolls Lane ■ Highland Boulevard & Kagy Boulevard ■ Haggerty Lane &East Main Street ■ Haggerty Lane &Bozeman Trail Road ■ Kagy Boulevard & Bozeman Trail Road ■ Kagy Boulevard& Bennett Drive ■ Kagy Boulevard& Painted Hills Drive ■ Kagy Boulevard& South Church Avenue/Sourdough Road These intersections will all be analyzed as part of this study, consistent with the study area requirements of the City of Bozeman Unified Development Ordinance (January, 2004). ENGINEERING, INC. 5 The Knolls at Hillcrest East&Highland South TIS Highland Boulevard is a north-south, two-lane roadway that provides access from East Main Street to its terminus just south of Kagy Boulevard. It is classified as an MDT Urban Route (U-1215) and, more specifically, as an urban minor arterial in Bozeman's functional classification system. South of its intersection with Kagy Boulevard, it is classified as a local street. Highland Boulevard is approximately 28 feet wide with dedicated left-turn bays at key intersections (Ellis Street, hospital accesses, etc.) and a separated 10-foot wide bike/pedestrian path that runs along the west side of the road from Kagy Boulevard to East Main Street. Data collected by Robert Peccia and Associates as part of the Sub-Area TIS indicated existing traffic volumes of approximately 7200 average daily traffic (ADT) on Highland Boulevard. Data from the Sub-Area TIS also showed that 85th percentile speeds were approximately 37 mph in both directions, compared to the posted speed limit of 35 mph. The intersection of Highland Boulevard and Kagy Boulevard is currently two-way stop-controlled with the right-of-way assigned to the Kagy Boulevard approaches. As recommended in the TIS performed for The Knolls at Hillcrest West (located directly across Highland Boulevard from The Knolls at Hillcrest East), the signalized intersection of Highland Boulevard and East Main Street is currently being redesigned to include a northbound left-turn lane. As an interim improvement to the intersection of Highland Boulevard and Ellis Street, the eastbound approach will be reconstructed to prohibit the eastbound left and through movements. The existing access to the Hillcrest retirement facility will be reconstructed to provide an eastbound dedicated left-turn lane for exiting vehicles and northbound dedicated left-turn lane for entering vehicles. A northbound left-turn lane will also be constructed at the intersection of Highland Boulevard and Knolls Lane. All of these improvements are expected to be constructed during the 2007 construction season and were therefore included in this analysis. East Main Street is classified as an MDT Primary Route (P-50) and a principal arterial in Bozeman's functional classification network. It provides direct access from I-90 to downtown Bozeman via the East Bozeman Interchange. At its intersections with Highland Boulevard and Haggerty Lane, East Main Street is four lanes wide with dedicated left-turn lanes and parking on both sides of the street. The intersection of East ENGINEERING, INC. 6 The Knolls at Hillcrest East& Highland South TIS Main Street and Haggerty Lane is currently two-way stop controlled with a stop sign located on the northbound Haggerty Lane approach. Haggerty Lane is a two-lane roadway that provides access from Bozeman Trail Road to East Main Street. It is classified as a minor arterial in Bozeman's functional classification system. Haggerty Lane is approximately 28 feet wide and carries 2300 ADT just south of East Main Street and 1650 ADT just south of Ellis Street. As discussed in the Sub-Area TIS, 85th percentile speeds on Haggerty Lane south of Ellis Street were recorded at 55 mph (northbound) and 52 mph (southbound). These speeds are much higher than the posted speed limits of 25 mph and 35 mph, respectively. Bozeman Trail Road is a two-lane roadway that provides access from Kagy Boulevard to Haggerty Lane. It is classified as a minor arterial in Bozeman's functional classification system. Data collected as part of the Sub-Area TIS indicated traffic volumes of approximately 880 ADT just north of Kagy Boulevard. Speed data showed 85th percentile speeds of approximately 47 mph (northbound) and 38 mph (southbound), compared to the posted speed limit of 40 mph. The intersection of Kagy Boulevard and Bozeman Trail Road is currently two-way stop-controlled with the right-of-way assigned to the Kagy Boulevard approaches. Kagy Boulevard is classified as a principal arterial in Bozeman's functional classification system. It provides access from Bozeman Trail Road to South 19th Avenue and runs along the southern boundary of the Montana State University campus. West of its intersection with Highland Boulevard, Kagy Boulevard consists of a two-lane roadway separated by a landscaped median with dedicated left-turn bays at major intersections. East of Highland Boulevard, it is a two-lane rural roadway with a pavement width of approximately 24 feet. Traffic volume data collected for the Sub-Area TIS indicated volumes of approximately 7400 ADT and 2700 ADT west and east of Highland Boulevard, respectively. This data also showed 85th percentile speeds of approximately 40 mph west of Highland Boulevard and 45 mph east of Highland Boulevard, compared to the posted speed limit of 35 mph. ENGINEERING, INC. 7 The Knolls at Hillcrest East& Highland South TIS South Church Avenue is classified as a collector in Bozeman's functional classification system. It is a two-lane roadway that provides access from Kagy Boulevard to East Main Street. Sourdough Road is classified as a minor arterial and provides access from Kagy Boulevard to several residential neighborhoods to the south. The intersection of Kagy Boulevard and South Church Avenue/Sourdough Road is currently two-way stop- controlled with right-of-way assigned to the Kagy Boulevard approaches. TRAFFIC VOLUMES Existing peak hour traffic volumes for the study area intersections were obtained from the Sub-Area TIS performed by Robert Peccia and Associates. All counts were conducted during February and March of 2006. According to the Sub-Area TIS, raw count data was adjusted for seasonal variation in accordance with count data from MDT's annual count station located on US Highway 191 near Four Corners (Station A-106). Peak hour turning volumes at the intersection of Kagy Boulevard and Bennett Drive were estimated using ITE trip generation data for the 15 single-family lots on Bennett Drive and count data at the nearby intersection of Kagy Boulevard and Painted Hills Road. Figure 3 summarizes the AM and PM peak hour turning volumes for existing conditions and traffic count data obtained from the Sub-Area TIS is included in Appendix A. Prior to or during the same timeframe for development of The Knolls at Hillcrest East and Highland South, it is expected that The Knolls at Hillcrest West would also build out. This subdivision, also part of the Bozeman Deaconess Sub-Area Plan, is located directly across Highland Boulevard from The Knolls at Hillcrest East. A separate TIS for this specific development was performed by Robert Peccia and Associates in May 2006. Because it is expected to build out within the same timeframe, traffic generated by The Knolls at Hillcrest West must also be considered in this analysis. Figure 4 summarizes the AM and PM peak hour turning volumes for existing conditions combined with traffic generated by The Knolls at Hillcrest West. The traffic assignment figures from The Knolls at Hillcrest West TIS are also included in Appendix A. ENGINEERING, INC. 8 The nnolls at Hilltrest East& Highland South TIS F. Ir r',• '' i. i '�J_ jrr :i; YiC. Y jjv�. t S �j ' t•• r,-r �r !1 -i,nt. .f.r �� . `_�'�<,1: :�- .yi •/' ....•-.i.. ,_� .c' 'r' �. `1..aw.. �.� `L• r � u•``.`^:�,;- i;- _ w '� --•- ,•� i r :ro �� s!7 ft -- .��. at'yt•i� K.r',£t�':;d J, �Y "yi,M� � t � �,-�,:K ^ +�,+a - _ r _" _ .J r� f J ^'r f —{ r.•-� t -°� ,,ii�� r__ as i K �sOt ,� 'r`-� '+'- ti'��f.. '� t, H�' "b� r. Ts- '� („�,Y r - 4. 'e ��t. 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P - ♦� y ,�+� ��..•II _;. � �'. ..`.Y �f E! S•✓.• !.1 �N !� .4_ I I•a•• ^... r:/ _t" ti ~•�. �', t" �• _ rL 1 _ Iry . ��",:"� r _r ..� ,Y!'� 1 _7 Z.t !�i: rt •° l."^, r ((y\\ '•,_J^vb�''f yam • �• r - ----U• f� 1- T � - - �•� •^ Y�< - �, t ^t' t -��;rw '.s�,•r�.3 j );•� ;r5"a°{Y., `� ! SSI..'� i y f p -f f �'f, •- KAGV BLVD < '.,�.� r '1 w ` ( _ Z A IL',.•� .�'r.; !' �.. L.1 r? f r <F — �� 034)54- ! `• �)• �'� 1B S(6(p)2) (9)3 0 FIGURE 3: EXISTING PEAK HOUR VOLUMES P X= MPEAKHOURVOLUME (6) (0) (X) =PM PEAK HOUR VOLUME ENGINEERING, m .. 9 The miolls at Hillcrest East& Highland South TIS_ E �v F:r 41 W__r ,,0 7. VIA- A" VON` .f0e, 4-1- R". �; ,P� �! � s 'w. ;, 0,4_1-7' �A' 104 284 59 (34)19 0 (81)28 19 55) 4(2, 74 0 _S4 je-- 1 (37) 315 39(26) 12(2) (18)(429) 0,53 ie. 1 2 9 39 (53)17 2(3) 142)53 191 1051 t r �71 I " w 55 (6)14 (7) 28) (16)22 74 W yk "I"! :or, 16) (9)01 -Fi�if. 7 •L• 4.. �2 2) r pt. -7— W 7 !7 (68)(66)(25)30 1319 L 217)12 13,,(62) c[o (7�1 1292)273 14(19) (173)75 (25)21 1 a(19) 285(89) (1)0 o(0) 428)307 550(371) 09)29 oe— 24(60) CIO +_h > 101 54 Lj > < (471 I'll v Ar 7. r ozf-mpj KAGY BLVD 5,1 185 185(B X b -4. 16) 1 1, 14 . ry Orr = It (0) e- y 2w 1. X=AM PEAK HOUR VOLUME • FIGURE 4.w EXISTING + THE KNOLLS AT HILLCREST WEST M =PM PEAK HOUR VOLUME PEAK HOUR VOLUMES '10 The Knolls at Hillcrest East& Highland South TIS INTERSECTION CAPACITY Unsignalized intersection capacity calculations were performed for the study area intersections using Highway Capacity Software (HCS+), which is based on the procedures contained in Chapter 17 of the 2000 Highway Capacity Manual (HCM2000). The HCM2000 defines level-of-service (LOS) as "a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions and comfort and convenience." LOS is described using letter designations from A to F, with A being the most favorable operating condition and F being the worst. Capacity calculations for the signalized intersection of Highland Boulevard and East Main Street were performed using SIG/Cinema, which is also based on the procedures contained in Chapter 17 of the 2000 Highway Capacity Manual (HCM2000). As previously discussed, the intersection of Highland Boulevard and East Main Street is currently being redesigned to include a dedicated left-turn lane on the northbound approach. This improvement will be made regardless of the development of The Knolls at Hillcrest East and Highland South. Therefore, capacity calculations performed for existing conditions were evaluated with the northbound left-turn lane, instead of the existing single-lane approach. The results of the capacity calculations performed for existing conditions are summarized in Table 3 (page 32) and Table 4 (page 33) for the AM and PM peak hours, respectively. These results show that under existing conditions, capacity issues are present at the following intersections: ■ Highland Boulevard &Kagy Boulevard ■ Haggerty Boulevard & East Main Street ■ Kagy Boulevard & South Church Avenue/Sourdough Road In particular, the northbound approach to the intersection of Highland Boulevard and Kagy Boulevard currently operates at LOS F during the AM peak hour and the northbound approach to the intersection of Haggerty Boulevard and East Main Street ENGINEERING, INC. 11 The Knolls at Hillcrest East& Highland South TIS currently operates at LOS E during the PM peak hour. The southbound approach to the intersection of Kagy Boulevard and South Church Avenue/Sourdough Road currently operates at LOS D during AM peak hour and LOS F during the PM peak hour, while the northbound approach currently operates at LOS F during both peak hours. Results also show that the addition of traffic generated by The Knolls at Hillcrest West would result in increases in delay at the intersections along the Highland Corridor and at the intersection of Kagy Boulevard and South Church Avenue/Sourdough Road. Detailed capacity calculation results are included in Appendix B for existing conditions and Appendix C for the combination of existing traffic and traffic generated by The Knolls at Hillcrest West. TRIP GENERATION An accurate estimate of site-generated traffic must be made in order to analyze the impacts of a new development. This study utilized Trip Generation, 7`h Edition, published by the Institute of Transportation Engineers (ITE), the most widely accepted source for determining trip generation rates. One-way vehicular trips generated by the proposed development were estimated using the following ITE land uses: ■ ITE Land Use No. 210 (Single-Family Detached Housing) ■ ITE Land Use No. 230 (Residential Condominium/Townhouse) ■ ITE Land Use No. 220 (Apartment) ■ ITE Land Use No. 820 (Shopping Center) ■ ITE Land Use No. 932 (High-Turnover Sit-Down Restaurant) ■ ITE Land Use No. 835 (Convenience Market with Gasoline Pumps) Table 2 summarizes the trip generation rates and calculations for all five phases of proposed development. ITE trip generation data provides an estimate of the total number of trips that would be generated by the proposed subdivisions. However, in order to estimate the net number of new external trips made by personal vehicles, adjustments should be made to account for internal capture trips, pass-by trips, and trips made by alternate modes. ENGINEERING, INC. 12 The Knolls at Hillcrest East& Highland South TIS Table 2. Trip Generation,Mode&Classification Average 1A'eAA n AM pe mk Ilmrr PIN4 Peak(lour Phase land C:,t lntmsity total rater exit total enter exit total enter exit 1 SnOt Family F,,,tadiFA Housing(1) 95.0 995 449 447 69 17 52 93 59 34 Internal Capture** 00/1 0 0 0 0 0 0 0 0 0 Inter-Zonal Trips** 11% 98 49 49 8 2 6 10 6 4 Pass-by Trips*** 00/. 0 0 0 0 0 0 0 0 0 Alternate Mode(External) 5% 40 20 20 3 1 2 4 3 1 New External Personal Vehicle 757 379 378 1 58 14 44 79 50 29 Residential Catdominiurn/Townhouse(2) 12.0 106 53 53 9 2 7 11 7 4 Internal Capture** 0% 0 0 0 0 0 0 0 0 0 Inter-Zonal Trips** 11% 12 6 6 1 0 1 1 1 0 Pass-by Trips*** 0% 0 0 0 0 0 0 0 0 0 Alternate Mode(External) 5% 5 2 3 0 0 0 1 0 1 New External Personal Vehicle 89 45 44 8 2 6 9 6 3 Pharr I Total 1001 501 500 78 19 59 loll 66 38 Total Internal Cylxare 0 0 0 0 0 G 0 0 0 Totatlnter-Zonal Trips 110 SS SS 9 2 II 7 4 'rota)Pnev-In Trigs 0 0 0 0 0 0 0 1WnlAltesnnlsmiulu{R-xtcrnnll 45 2-1 73 3 1 2 3 Total No.1Sxrrrunl Persrmal Vehicle F46 424 411- 66 16 50 a8 56 svL 2 :Single-Family Detached Housing(1) 126.0 1296 643 643 98 25 73 132 83 49 Internal Capture** 0% 0 0 0 0 0 0 0 0 0 Inter-Zonal Trips** 11% 141 71 70 11 3 8 15 9 6 Pass-by Trips*** 0% 0 0 0 0 0 0 0 0 0 Alternate Mode(External) 5% 57 29 28 4 1 3 6 4 2 New External Personal Vehicle 1088 1 543 545 83 21 62 111 70 41 Residential Condominium/Townhouse(2) 6.0 59 30 29 5 1 4 6 4 2 Internal Capture** 0% 0 0 0 0 0 0 0 0 0 Inter-Zonal Trips** 11% 6 3 3 1 0 1 1 0 1 Pass-by Trips*** 0% 0 0 0 0 0 0 0 0 0 Alternate Mode(External) 5% 3 1 2 0 0 0 0 0 0 New External Personal Vehicle 50 26 24 4 1 3 5 4 1 .Apartment(3) 30.0 202 101 101 15 3 12 19 12 7 Internal Capture** 0% 0 0 0 0 0 0 0 0 0 1. � Inter-Zonal Trips** 11% 22 11 11 2 0 2 2 1 1 o Pass-by Trips*** 0% 0 0 0 0 0 0 0 0 0 Alternate Mode(External) 5% 9 5 4 1 0 1 1 1 0 New External Personal Vehicle 171 85 86 12 3 9 16 10 6 Mixod-Use Cmdornirnkm✓Townhouse(2) 48.0 344 172 172 29 5 24 33 22 11 Internal Capture** 18% 62 31 31 5 1 4 6 4 2 Inter-Zonal Trips** 0% 0 0 0 0 0 0 0 0 0 Pass-by Trips*** 0% 0 0 0 0 0 0 0 0 0 Alternate Mode(External) 5% 14 7 7 1 0 1 1 1 0 New External Personal Vehicle 269 134 134 23 4 19 26 17 9 Shopping Center(4) 47.5 2040 1020 1020 49 30 19 179 85 93 Internal Capture** 38% 775 399 397 19 11 8 68 32 36 Inter-Zonal Trips** 10% 204 102 102 5 3 2 18 9 9 Pass-by Trips*** 17 11, 180 90 90 4 3 1 16 7 9 Alternate Mode(External) 5% 44 22 22 1 1 0 4 2 2 New External Personal Vehicle 837 419 419 20 12 8 72 35 37 High-Tumover(Sit-Down)Restaurant(5) 13.756 1749 875 874 158 82 76 150 92 58 Internal Capture** 41% 717 359 359 65 34 31 62 38 24 Inter-Zonal Trips** 9% 157 79 78 14 7 7 14 8 6 Pass-by Trips*** 21% 184 92 92 17 9 8 16 10 6 Altem ate Mode(External) 5% 35 17 18 3 2 1 3 2 1 New External Personal Vehicle 656 328 328 59 30 29 55 34 21 Convenience Market w/Gasoline Pumps(6) 4.084 3453 1727 1726 196 93 93 249 124 124 Internal Capture** 27% 932 466 466 50 25 25 67 33 34 Inter-Zonal Trips** 10% 345 173 172 19 9 10 25 12 13 Pass-by Trips*** 31% 675 337 339 36 18 18 48 24 24 Alternate Mode(External) 5% 75 38 37 4 2 2 5 3 2 New External Personal Vehicle 1426 713 713 77 39 38 103 52 51 Phase 2 TOuI 9789 4396 4393 511 234 —77 733 400 33$ TOW Inttsnal Capture ?474 1213 1211 134 70 m 107 103 94 Total lntet-ZannlTrilts 87-5 439 436 52 22 :tJ 75 39 36' 'rntat Pate-by Tripe My 519 52E) 57 X, _7 80 41 J9 Total Mneroate Mode(Externah 3 112 111 13 6 7 19 12 7 Total N"ps[smd Pe-veinal Vohiele 42-lk I 2il3 ?115 255 1 10t+ 149 361 205 157 ENGINEERING, INC. 13 The Knolls at Hillcrest East&Highland South TIS Table 2. Trip Generation,Mode&Classification(continued) Ave a Weal v AP1 P,sk Hour ISM Penh Hoar f lit Land owe intensity total J enter eml total enter exit total cuter exit ' 'Single-Family Detached Housing(1) 53.0 580 290 290 47 12 35 61 38 23 Internal Capture** 0% 0 0 0 0 0 0 0 0 0 Inter-Zonal Trips** 11% 64 32 32 5 1 4 7 4 3 Pass-by Trips*** 0% 0 0 0 0 0 0 0 0 0 Alternate Mode(External) 5% 26 13 13 2 1 1 3 2 1 New External Personal Vehicle 490 245 245 40 10 30 51 32 19 Residential Condominium/Townhouse(2) 6.0 59 30 29 5 1 4 6 4 2 Internal Capture** 0% 0 0 0 0 0 0 0 0 0 Inter-Zonal Trips" 11% 6 3 3 1 0 1 1 0 1 Pass-by Trips*** 0% 0 0 0 0 D 0 0 0 0 Alternate Mode(External) 5% 3 1 2 0 0 0 0 0 0 New External Personal Vehicle 1 50 26 24 4 1 3 5 4 1 Phase 3 Total 639 320 319 52 13 39 6; 42 25 Torn!Internal Capture 0 0 0 0 0 0 0 0 0 Total Inter-Zonal Trips 70 35 35 6 1 5 8 4 4 'fatal Patwln Toils Cl 0 0 0 ^ 0 0 0 0 ToLA Alugmatr.Mode(Exti-ruA 29 14 15 _ 1 1 3 2 1 Total Aiew rxtumal P.rmnal Vebir3e 540 ^.71 269 44 11 33 56 3b 4 Single Family Detached Homing(1) 72.0 769 385 394 60 15 45 8o 50 30 Internal Capture** 090 D 0 0 0 0 0 0 0 0 Inter-Zonal Trips** 11% 85 42 43 7 2 5 9 6 3 Pass-by Trips*"* 0% 0 0 0 0 0 0 0 0 0 Alternate Mode(External) 5% 34 17 17 3 1 2 4 2 2 New External Personal Vehicle 650 326 324 50 12 38 67 42 25 a 5 Single-Family Detached Housing(1) 36.0 406 203 203 35 9 26 43 27 16 Internal Capture** 00/. 0 0 0 0 0 0 0 0 0 Inter-Zonal Trips** 11% 45 22 23 4 1 3 5 3 2 Pass-by Trips*** 0% 0 0 0 0 0 0 0 0 0 Alternate Mode(External) 5% 18 9 9 2 0 2 2 1 1 New External Personal Vehicle 343 172 171 29 B 21 36 23 13 TOW.All phlwes llvltil 5Fo.)5 5199 _136 290 446 1Ci77 58`• '1 Taal lux anal Capuwt 42424 1213 1211 134 70 64 197 1(.!,; Totallnia-Zonal 1185 593 592 75 28 So 1(6 59 t" Total Poor-In Triln 1039 519 5:30 57 ;u) 27 8o 41 30 Total Ahetnate Mode(Extexnnp 349 174 1115 23 9 14 33 2G 13 TotalNe-EcWtud Perenoal Vettick !kT, 1 3306 33DI 444 153 291 6C9 362 24; (1)Single-Family Detached Housing-ITE Land Use 210* Units=Dwelling Units Average Weekday: Ln(T)-0.92LnOQ+2.71 (50%entering,50%exiting) Peak Hour of the Adjacent Street,One Hour between 7 and 9 AM: T=0.70(X)+9.43 (25%entering,75%exiting) Peak Hour of the Adjacent Street,One Hour between 4 and 6 PM: Ln(T)--0.90Ln(X)+0.53 (63%entering,37%exiting) (2)Residential Condominium/Townhouse-ITE Land Use 230* Units=Dwelling Units Average Weekday: L k(T)-0.85LnQQ+2.55 (50%entering,50%exiting) Peak Hour of the Adjacent Street,One Hour between 7 and 9 AM: La(T}_-0.BOLn(X)+0.26 (17%entering,83%exiting) Peak Hour of the Adjacent Street,One Hour between 4 and 6 PM: Lu(T)=0.821.n(X)+0.32 (67%entering,33%exiting) (3)Apartment-TTE Land Use 220* Units=Dwelling Units Average Weekday: Average Rate=6.72 (50%entering,50%exiting) Peak Hour of the Adjacent Street,One Hour between 7 and 9 AM: Average Rate=0.51 (20%entering,80%exiting) Peak Hour of the Adjacent Street,One Hour between 4 and 6 PM: Average Rate=0.62 (650/,entering,35%exiting) (4)Shopping Center-ITE Land Use 620* Units=1000 Sq.Feet Gross Leasable Area Average Weekday: Average Rate=42.94 (50%entering,50%exiting) Peak Hour of the Adjacent Street,One Hour between 7 and 9 AM: Average Rate=1.03 (61%entering,39%exiting) Peak Hour of the Adjacent Street,One Hour between 4 and 6 PM: Average Rate=3.75 (48%entering,52%exiting) (5)Higb-Turnover(Sit-Down)Restaurant-ITE Land Use 932* Units=1000 Sq.Feet Gross Floor Area Average Weekday: Average Rate=127.15 (50%entering,50%exiting) Peak Hour of the Adjacent Street,One Hour between 7 and 9 AM: Average Rate=1152 (52%entering,49%exiting) Peak Hour of the Adjacent Street,One Hour between 4 and 6 PM: Average Rate=10.92 (61%entering,39%exiting) (6)Convenience Market w/Gasoline Pumps-ITE Land Use 853* Units=1000 Sq.Feet Gross Floor Area Average Weekday: Average Rate=845.60 (50%entering 50%exiting) Peak Hour of the Adjacent Street,One Hour between 7 and 9 AM: Average Rate=45 58 (50%entering,50%exiting) Peak Hour of the Adjacent Street,One Hour between 4 and 6 PM: Average Rate=60.61 (50010 entering,50%exiting) *Trip Generation,7th Edititiotn,Institute of Transportation Engineers,2003 *"See Appendix D for Internal Capture and Inter-Zonal Calculation Worksheet ***Trip Generation Handbook,Second Edition,Institute of Transportation Engineers,June 2004(reduced by 50%due to low existing volumes) ENGINEERING, INC. 14 The Knolls at Hillcrest East& Highland South TIS Internal capture trips are those that are made from one on-site development to another using internal roadways. Developments like the 6-acre mixed-use lot often have a fairly high number of internal trips made between the various on-site commercial developments. For this study, the internal capture trips were estimated using the methodology outlined in Chapter 7 of the ITE Trip Generation Handbook, 2"d Edition. The resulting internal capture rates are included in Table 2 and the worksheet used to calculate these percentages is included in Appendix D. Even though an internal connection would not be provided between the residential and commercial areas, it is still expected that they would generate a high level of inter-zonal trip capture. The inter-zonal trips were calculated using the standard methodology for estimating internal capture trips, as discussed above. Although the calculations are very similar, the inter-zonal trips were calculated independently from the internal capture trips because the inter-zonal trips would need to be assigned to the external roadways and the internal capture trips would not. The resulting inter-zonal rates are included in Table 2 and the worksheets used to calculate the percentages are included in Appendix D. Pass-by trips are trips made to a development as a secondary destination, but the primary trip path is on the adjacent street system. Commercial developments often generate a significant amount of pass-by trips. As shown in Table 2, pass-by rates were estimated for each of the proposed commercial land uses using data summarized in the ITE Trip Generation Handbook, 2nd Edition. The pass-by rates obtained from the ITE Trip Generation Handbook were reduced by 50% to account for relatively low existing volumes on Kagy Boulevard adjacent to the site. As with standard practice, it was assumed that the residential portions of the development would not generate any pass-by trips. Typically, it is also important to estimate the number of trips that would be made by alternate modes of travel (pedestrian, bicycle, and transit). These trips would not involve external vehicles accessing the site. The proposed development would incorporate an extensive trail system that would provide multiple connections to existing trails and an on-site connection between the residential and commercial developments. In addition, ENGINEERING, INC. 15 The Knolls at Hillcrest East& Highland South TIS there are several existing Streamline bus stops in the area (timed stop at the Bozeman Deaconess Hospital and flag stops at the intersections of Highland Boulevard and South Cedarview Drive and Kagy Boulevard and Sourdough Road), as well as several proposed future stops within these developments. Therefore, it was assumed that approximately 5% of the total trips generated by The Knolls at Hillcrest East and Highland South would be made by alternate modes. Table 2 shows the breakdown of each of the trip types expected to be generated by the five phases of development of The Knolls at Hillcrest East and Highland South. As shown by the results, it is estimated that the proposed developments would generate approximately 6600 new external personal vehicle trips during the average weekday. Approximately 444 (153 entering and 291 exiting) of those trips would be generated during the AM peak hour and 609 (362 entering and 247 exiting) would be generated during the PM peak hour. TRIP DISTRIBUTION Trip distribution is an estimate of site-generated trip origin and destination locations, which can be determined by several methods from computerized travel demand models to simple inspection of existing traffic volumes. For this study, separate trip distributions were assumed for the residential portions of Phases 1-3 and Phases 4-5. In general, the trip distributions at the site accesses for the residential developments were based on the distribution of existing traffic volumes at the existing residential accesses on Kagy Boulevard (for Phases 1-3) and Highland Boulevard (for Phases 4-5). The resulting trip distributions for the residential phases are included in Figures 5 and 6. The trip distribution for the commercial portion of the mixed-use lot was based on the location of the proposed development relative to nearby residential developments, as well as other similar commercial developments. In general, the distribution was based on the locations of existing dwelling units within a one mile radius of the proposed mixed-use lot. The resulting trip distribution for the commercial portion of the mixed-use lot is shown in Figure 7. 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G_.�..� _pK K� s Qp� ire <� r J�• t.-�. � ~� ,f.,�>. t��,^ �• i ] O�4 AW.;; rifA!/,• xi• •T'a' .'tat: - `�' / I - 1 � r• - _.•r' _ u�..... -sQ' •r, �..f J �. •t•i. .-< T j-�W y f •r• - r �_ �N 7 ,_ ,! �� IO�7-1� _ 'tip ~ �'- [.'ems ..s..F r• � 5�'.. .�t ?;t •r_ r..'`"L. ss .•.-. ! ► ( _ �- �.n ,r'• O` f +Y �r',! � /w1r �� / \• l --' �. ,', G- •,,C r? - -,�- .•'' - KAGY-BLVQ _c w"-�• L __ �Za 4111 Ln L i+l t,l ;:i � �,', �,,� a r.. -�1 r c-• - •"s r .4_t � <+,- •'' �Q � ��t. 1� L -t' -� �. BOWL FIGURE 5: TRIP DISTRIBUTION - PHASES 1 -3 RESIDENTIAL ENGINEERING, INC. 17 The Knurrs at Hillcrest East& Highland South TIS 'i �- .•l S�r 1 7� }.'�',�•�,�!i' r� r � rs�� ;`s .:•. +y. 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I .I'lr, ',��r`•��_ "'4e,`r •-.-„ '.1'•` �1, - .;', - �` l `_M' _ S }•f S[' �t. �s a ,>• i•�. :r•••,r+l�sk� �-�V /J .:��r I�i1�E� '1+. �•.L �-r �.'_� c �� - ''lam-•� yw r' � -r �'� My F:Y - �'- l •5 K'Y^'�; _w� f,•.' IOFD•'�. „O'�'� s �..• •c. .'� nS►"r 'i. r r"-n_� aa'JR-' -1. r—:_J T.•` 3 :n. iiy� fit..! 1 .i� .'N �`'- - `c aw/ _ _ • f ., 1•w:� -.+c _ KAGY-BLV[3 . t . _ '�e1t • �,�ftr' �" 4 �� s1� .� S f /Y r/. ate? �j l_ ��. r' r :X r�-' til .� -e '_ i -. .i t'�►. c`�%� �ryr` Yf {•',v'��Y r� - � .fjr � .. r �� - r- Q � -4 +._ + -•'• ._ s R 7 "t _ i•` 1 ,.. (y/p.'i r T i e^�p��. - s' .1 L.. .alp .f' �' '� ^L .. �; r.,q7 a. ..�- a'� r_ I - s � � s��t l.$ .r a'-a_ �'µ :sr --- �-_• _. __ '-! ��"Q_.. - -:. -- FIGURE 6: TRIP DISTRIBUTION - PHASES 4-5 RESIDENTIAL ENGINEERING, INC. 18 The Knons at Hillcrest East& Highland South TIS AinumA f HEL n :Sz, A ' •y ' ri. '1..f .�•,f ,«i,. - '� >. -- _ _ r xx �44'•� - :\+.`• \.. - I 1 / �.. r�' �'_� .,-v-- -'�T :�',c•.:t..-:_^v� to ,`�- '�p5- r•+ _ Olt �j Ji'. �A'7111911;71—'frui 44 V. A 14 4 ro -UjS STREET V k46 W5 k. t a -Y- 4.sh! fi--� ,r�Eli �, 1• •-?. "'k i r�•'f f�{"' '. ��,�. '� Y 'r •/ r' - i `W1 U ift—9 g e'-:� "n 64ji • W, it f,p Cl. -7 A Vl& • Z04 c"A o D KAGY BLV ;A Jw FIGURE 7: TRIP DISTRIBUTION PHASE 2 COMMERCIAL ENGINEERING, INC. 19 The Knolls at Hillcrest East&Highland South TIS TRAFFIC ASSIGNMENT Assignment of site traffic to the street system and site access points is dependent upon a number of factors. In this case, the directional distribution of primary purpose trips and the physical attributes of the surrounding street system were considered to arrive at the total site traffic assignment. Traffic was assigned for each phase independently in order to determine the required roadway improvements that would be triggered by each phase. Figures 8-12 show the respective AM and PM peak hour traffic assignments for full build out of each phase. TRAFFIC IMPACTS TRAFFIC VOLUMES In order to determine the level of impact at access points and intersections, it is necessary to combine existing background traffic with site-generated traffic. As previously discussed, because it is expected to build out within the same timeframe as The Knolls at Hillcrest East and Highland South, existing background traffic was combined with traffic generated by The Knolls at Hillcrest West. In order to determine the level of interim improvements that would be triggered by each of the five phases of The Knolls at Hillcrest East and Highland South, traffic generated by each phase was consecutively added to existing background traffic and traffic generated by The Knolls at Hillcrest West. The resulting AM and PM peak hour turning volumes for each scenario are illustrated Figures 13-17. ENGINEERING, INC. 20 The :.. 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W 1r� t tay;�w'�a` 1• �. rt�' )� T �`� lo)(3);11) < f� 00, - ( ` `• _ - Q e•_ i 101 (7) Y l ! <l EPP dV > (�..0, '7� 5Ir"...v-�- c _ �.. -�. / ! I�FD-11Q� a •i _ s�' _ .�-' V. (390)153— t--422(239) ( . ... .t 1. C yi (� : t_ l AGY..BL VD (• - �R - bwd►!r nrs. `� is�; 'i _�7 �� S` U., t r r- r , •. F. r➢ t,t 4(6) �... t 33s zs212)z�9) rl •y I _- _ ` rt .... -{ 4 1,rlri. rM1 �)• '� S. lRr > _ __ _ - - 8 '. �L^1. - K FIGURE ff�: EXISTING THE KNOLL AT 111,)to)i3i X=AM PEAK HOUR VOLUME ° 2 (X) =PM PEAK HOUR VOLUME HILLCREST WEST PHASE 1 FNGINEERINGF INC. 30 The Knolls at Hillcrest East& Highland South TIS INTERSECTION CAPACITY After traffic generated by each phase of development was combined with existing background traffic and traffic that would be generated by The Knolls at Hillcrest West, capacity calculations were again performed for each of the study area intersections. Results of all the capacity calculations are summarized in Tables 3 and 4 for the AM and PM peak hours, respectively. Detailed capacity calculation results for these traffic volume scenarios are included in the following appendices: ■ Appendix E—Existing+The Knolls at Hillcrest West+Phase 1 ■ Appendix F—Existing+The Knolls at Hillcrest West+Phase 1-2 ■ Appendix G—Existing+ The Knolls at Hillcrest West+ Phase 1-3 ■ Appendix H—Existing+The Knolls at Hillcrest West+Phase 1-4 ■ Appendix I—Existing+ The Knolls at Hillcrest West+Phase 1-5 Results show that the addition of a northbound left-turn lane at the intersection of Highland Boulevard and East Main Street (to be installed during the 2007 construction season) would provide adequate capacity to accommodate traffic generated by The Knolls at Hillcrest West, The Knolls at Hillcrest East and Highland South. Although no additional improvements would be required at this intersection for these phases of development, the recommended improvements from the Sub-Area TIS should be considered and re-evaluated as other developments within the Sub-Area Plan build out. The eastbound right-turn only restriction at the intersection of Highland Boulevard and Ellis Street, planned for the 2007 construction season, would provide for acceptable levels of service on the eastbound approach, even with the addition of traffic generated by these developments. However, the westbound approach would drop to LOS D during the PM peak hour with the addition of through volumes generated by Phase 2 of Highland South. The PM peak hour delay on this approach would increase slightly with the addition of through volumes generated by each subsequent phase of Highland South and The Knolls at Hillcrest East, but the approach would not drop below LOS D. 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O Dr gp lax - �� W Z Z W The Knolls at Hillcrest East& Highland South TIS The northbound approach to the intersection of Highland Boulevard and Kagy Boulevard currently operates at LOS F during the AM peak hour. With the addition of traffic generated by these developments (Phase 2, in particular), the southbound approach would also go to LOS F during both peak hours. The northbound approach to the intersection of Haggerty Lane and East Main Street currently operates at LOS E during the PM peak hour. Results of this analysis show that the development of The Knolls at Hillcrest East and Highland South would add a small amount of traffic to this intersection that would slightly increase the delay on the northbound approach, but would not affect the existing LOS. The southbound approach to the intersection of Kagy Boulevard and South Church Avenue/Sourdough Road currently operates at LOS D during the AM peak hour and LOS F during the PM peak hour. The northbound approach currently operates at LOS F during both peak hours. If significant improvements are not made at this intersection, the delays on the northbound and southbound approaches would get progressively longer with the addition of traffic generated by each phase of development. All other study area intersections currently operate at acceptable levels of service and would continue to operate at acceptable levels of service with the addition of traffic generated by The Knolls at Hillcrest West, The Knolls at Hillcrest East, and Highland South. RECOMMENDED IMPROVEMENTS Analysis of trip generation estimates, traffic assignments, and capacity calculations show that the development of The Knolls at Hillcrest East and Highland South would have significant impacts on traffic operations on the surrounding roadway system. The following interim improvements are recommended to mitigate the impacts identified: ENGINEERING, INC. 34 The Knolls at Hillcrest East& Highland South TIS HIGHLAND BOULEVARD & PAINTED HILLS ROADMILLCREST ACCESS Based on the recommendations of the Sub-Area TIS, and in order to be consistent with current construction plans for the access to the Hillcrest Retirement Center, the intersection of Highland Boulevard and Painted Hills Road was analyzed under the assumption that dedicated left-turn bays would be constructed on all approaches to the intersection. This intersection would operate at acceptable levels of service with two- way stop control and dedicated left-turn lanes on all approaches. The westbound left-turn lane should be further evaluated during the design process to determine the required turn bay length, which should include analysis of traffic generated by other developments within the Sub-Area Plan. HIGHLAND BOULEVARD & KNOLLS LANE Current construction plans for The Knolls at Hillcrest West include a northbound left-turn lane and a single-lane eastbound approach for the intersection of Highland Boulevard and Knolls Lane. In order to be consistent with these construction plans,this intersection was analyzed under the assumption that the westbound Knolls Lane approach would also be a single-lane approach and that a southbound left-turn lane would be constructed on Highland Boulevard. With stop control on the eastbound and westbound approaches, these lane configurations would provide adequate capacity for traffic generated by The Knolls at Hillcrest West, The Knolls at Hillcrest East, and Highland South. HIGHLAND BOULEVARD & KAGY BOULEVARD The intersection of Highland Boulevard and Kagy Boulevard currently operates at unacceptable levels of service and delays would increase significantly with the addition of traffic generated by these proposed developments. Therefore, this intersection was evaluated as a signalized intersection using SIG/Cinema. Assuming eastbound lead phasing, dedicated left-turn lanes on eastbound and westbound approaches, and a southbound dedicated right-turn lane, all approaches would operate at LOS C or better during both peak hours, even with the addition of traffic generated by The Knolls at ENGINEERING, INC. 35 The Knolls at Hillcrest East& Highland South TIS Hillcrest East and Highland South. These recommended lane configurations are shown in Figure 18 and capacity calculation results are summarized in Table 5 and Appendix J. In lieu of a traffic signal, this intersection was also evaluated as a roundabout using RODEL, a nationally accepted software program for the analysis of roundabouts. Results of this analysis show that the intersection would operate at acceptable levels of service with a single-lane roundabout. However, additional analysis will be required during the design process to evaluate the ability of the roundabout to accommodate traffic generated by future phases of development. Results of the capacity calculations performed for the roundabout alternative are also included in Table 5 and Appendix J. The determination of whether to install a traffic signal or roundabout, along with actual lane configurations and/or signal phasing and timing, should be made during the design process. Existing right-of-way constraints and approach grades will be important factors to consider during the design process and may affect the decision of whether to install a signal or roundabout. Prior to installation of a traffic signal or roundabout in this location, a formal traffic signal warrant analysis should be conducted. KAGY BOULEVARD & NIIXED-USE ACCESS As previously discussed, the number and location of the accesses to the mixed-use lot had not been determined at the time of this study. In order to be conservative, these calculations were based on the assumption that a single access would be provided to Kagy Boulevard. Based on the recommendations of the Sub-Area TIS, it was assumed that the typical section of Kagy Boulevard between Highland Boulevard and Bozeman Trail Road would be widened to provide a raised median and dedicated left-turn lanes at major intersections. The access to the mixed-use lot would operate at acceptable levels of service with a single-lane approach for exiting vehicles and a dedicated left-turn lane on Kagy Boulevard. ENGINEERING, INC. 36 The Knolls ui Hillcrest East&Highland South TIS UL `i T# s T� FIGURE IS: RECOMMENDED IMPROVEMENTS - HIGHLAND BLVD & KAGY BLVD ENGINEERING, INC. 37 The Knolls at Hillcrest East&Highland South TIS Table 5. Capacity Calculation Results -Recommended Im rovements AM Peak Hour PM Peak Hour Existing+The Knolls Existing+The Knolls at Hiticrest West+ at Hillcrest West+ Phase 1-5 Phase 1-5 Intersectio❑ Approach Delay LOS I v/c Delay LOS v/c EB 16.2 B 0.670 7.2 A 0.520 Highland Blvd& WB 31.7 C 0.850 17.3 B 0.410 Kagy Blvd- NB 21.9 C 0.060 22.1 C 0.050 Traffic Signal SB 13.8 B 0.360 17.4 B 0.380 Intersection 22.5 C 0.680 12.2 B 0.560 EB 13.2 -- 0.370 17.4 -- 0.630 Highland Blvd& WB 15.6 -- 0.510 13.8 -- 0.360 Kagy Blvd- NB 12.0 -- 0.020 13.2 -- 0.020 Roundabout SB 16.2 -- 0.490 15.6 -- 0.520 Intersection 14.9 B -- 16.0 C -- EB 4.8 A 0.326 8.6 A 0.669 Kagy Blvd& WB 9.2 A 0.705 5.4 A 0.401 S Church Ave/ NB 30.9 C 0.540 25.0 C 0.254 Sourdough Rd- Traffic Signal SB 25.2 C 0.305 30.4 C 0.561 Intersection 12.2 B 0.670 11.0 B 0.650 EB 13.2 -- 0.370 19.2 -- 0.680 Kagy Blvd& VWB 21.6 -- 0.730 15.0 -- 0.510 S Church Ave/ NB Sourdough Rd- 13.2 -- 0.250 13.2 -- 0.140 Roundabout SB 14.4 -- 0.110 13.8 -- 0.210 Intersection 17.6 C -- 16.6 C -- KAGY BOULEVARD & BENNETT DRIVE Results of the capacity calculations show that the intersection of Kagy Boulevard and Bennett Drive would operate at acceptable levels of service with single-lane northbound and southbound approaches and dedicated left-turn lanes on Kagy Boulevard. A stop sign should be installed on the proposed Bennett Drive approach. KAGY BOULEVARD & PAINTED HILLS ROAD Consistent with the recommendations of the Sub-Area TIS, the analysis of the intersection of Kagy Boulevard and Painted Hills Road was performed under the assumption that dedicated left-turn lanes would be provided on the eastbound and ENGINEERING, INC. 38 The Knolls at Hillcrest East& Highland South TIS westbound approaches. Results show that this intersection would operate at acceptable levels of service with single-lane northbound and southbound approaches and dedicated left-turn lanes on Kagy Boulevard. As with the existing northbound approach, a stop sign should be installed on the proposed southbound approach to the intersection. KAGY BOULEVARD & STREET "G" Results of the capacity calculations show that the intersection of Kagy Boulevard and Street "G" would operate at acceptable levels of service with a single-lane southbound approach and a dedicated left-turn lane on Kagy Boulevard, consistent with the recommendations of the Sub-Area TIS. A stop sign should be installed on the Street"G" approach. KAGY BOULEVARD & SOUTH CHURCH AVENUE/SOURDOUGH ROAD The northbound and southbound approaches to the intersection of Kagy Boulevard and South Church Avenue/Sourdough Road currently operate at unacceptable levels of service during both peak hours and would get considerably worse with the addition of traffic generated by the proposed developments. Therefore, this intersection was also evaluated as a signalized intersection using SIG/Cinema. Results show that the intersection would operate at LOS C or better for the combination of existing traffic and traffic generated by these developments with installation of a traffic signal and dedicated left-turn lanes on all approaches. These recommended improvements are illustrated in Figure 19 and capacity calculation results are summarized in Table 5 and Appendix J. The intersection of Kagy Boulevard and South Church Avenue/Sourdough Road was also evaluated as a roundabout using RODEL. Results of this analysis show that the intersection would operate at acceptable levels of service with a single lane roundabout for the combination of existing traffic volumes and traffic generated by these developments. However, additional analysis will be required during the design process to evaluate the ability of the roundabout to accommodate traffic generated by future phases of development. Results of the capacity calculations performed for the roundabout alternative are also included in Table 5 and Appendix J. ENGINEERING, INC. 39 1 1 1 1 1 1 1 t _ KAGY BLVD s ,•) O tit • The Knolls at Hillcrest East& Highland South TIS The determination of whether to install a traffic signal or roundabout, along with actual lane configurations and/or signal phasing and timing, should be made during the design process. Prior to installation of a traffic signal or roundabout in this location, a formal traffic signal warrant analysis should be conducted. PAINTED HILLS ROAD Painted Hills Road will act as a neighborhood collector for these proposed subdivisions. However, because there would be houses fronting the street, it should not act as a typical collector in the functional classification system. It should be designed as a two lane local street with lanes wide enough to handle volumes that would be slightly higher than a typical local street. Because a significant amount of bicycle and pedestrian traffic is expected within the proposed development, it is recommended that curb bulb-outs and pedestrian crossing treatments be provided at each of the intersections along the length of Painted Hills Road from Highland Boulevard to Kagy Boulevard. Curb bulb-outs and pedestrian crossing treatments should also be considered at the mid-block locations where the multi-use trail intersects the roadway. This recommended design for Painted Hills Road would provide for reduced traffic speeds and a more pedestrian-friendly environment. INTERSECTION ANALYSIS FOR FUTURE DEVELOPMENT Although they would not be required to accommodate traffic generated by the development of The Knolls at Hillcrest East and Highland South, the following improvements to study area intersections should be considered as future phases within the Sub-Area Plan develop: HIGHLAND BOULEVARD & ELLIS STREET As previously discussed, the eastbound approach to the intersection of Highland Boulevard and Ellis Street will be reconstructed during the 2007 construction season to prohibit the eastbound left and through movements. However, this intersection should be further evaluated with full access on all four approaches as other areas within the Sub- ENGINEERING, INC. 41 The Knolls at Hillcrest East&Highland South TIS Area Plan develop. Consistent with the recommendations of the Sub-Area TIS, this would be a desirable location for a future traffic signal or roundabout as it would provide direct access to future developments within the Sub-Area Plan. Although it would not be warranted by the volumes generated by these developments, this intersection should be considered for a future traffic signal or roundabout to be constructed when warrants are met with future phases of development. HIGHLAND BOULEVARD & PAINTED HILLS ROAD/HILLCREST ACCESS As recommended in the Sub-Area TIS, a future traffic signal should also be considered at the intersection of Highland Boulevard and Painted Hills Road. Although two-way stop control and dedicated left-turn lanes on all approaches would accommodate traffic generated by The Knolls at Hillcrest East and Highland South, this intersection should be considered for a future traffic signal or roundabout to be constructed when warrants are met with future phases of development. HAGGERTY LANE & EAST MAIN STREET The northbound approach to the intersection of Haggerty Lane and East Main Street currently operates at LOS E during the PM peak hour. Results of this analysis show that the development of The Knolls at Hillcrest East and Highland South would add a small amount of traffic to this intersection that would slightly increase the delay on the northbound approach, but would not affect the existing LOS. Installation of a traffic signal at this intersection, as recommended in the Sub-Area TIS, should be considered as the areas adjacent to Bozeman Trail Road develop in the future and when traffic signal warrants are met. CONCLUSIONS If the above improvements are implemented as recommended, any impacts resulting from the development of The Knolls at Hillcrest East and Highland South should be mitigated and traffic should continue to operate safely and efficiently. These recommended improvements shall serve as interim improvements to accommodate traffic added by ENGINEERING, INC. 42 The Knolls at Hillcrest East& Highland South TIS these two developments. Improvements necessary to accommodate full build-out of the F y; entire Sub-Area Plan should be further evaluated with future phases of development and during the design process. All traffic control improvements should be designed and constructed in accordance with City of Bozeman and MDT standards and the Manual on Uniform Traffic Control Devices (MUTCD), 2003 Edition. ENGINEERING, INC. 43 APPENDIX A TRAFFIC VOLUME DATA Robert Peccia & Associates 825 Custer Avenue Bozeman Deaconess Health Services Helena, MT 59601 File Name : bozeman1 .rs & Trucks 406-447-5000 Site Code : 00000000 Start Date : 2/14/2006 Page No : 1 Groups Printed-Unshifted-Bank 1 HIGHLAND MAIN HIGHLAND MAIN Southbou nd Westbound Northbound Eastbound Start Time Right Thru Left Peds :Eight Thru Left Peds Right Eru]:Left Peds Eight]7Thruj Left Peds Int. Total Factor 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 07:00 AM 0 0 0 0 0 61 37 0 13 0 23 1 29 38 0 0 202 07:15 AM 0 0 0 0 0 73 27 0 16 0 25 0 22 41 0 0 204 07:30 AM 0 0 0 0 1 91 68 0 20 0 24 1 33 56 0 0 294 07:45 AM 0 0 0 1 0 129 83 0 23 0 50 0 57 71 0 0 414 ; Total 0 0 0 1 1 354 215 0 72 0 122 2 141 206 0 0 1114 08:00 AM 0 0 0 0 0 148 72 0 22 1 58 1 74 88 0 0 464 08:15 AM 0 0 0 0 2 93 60 0 20 0 36 2 56 56 0 0 325 08:30 AM 0 0 0 4 2 84 47 0 15 1 45 1 53 80 1 0 333 08:45 AM 0 0 0 4 0 70 24 0 23 0 43 0 55 73 1 0 293 Total 0 0 0 8 4 395 203 0 80 2 182 4 238 297 2 0 1415`1 BREAK- 04:00 PM 1 0 0 0 0 90 26 0 38 0 75 0 56 118 1 0 405 04:15 PM 0 0 0 0 0 99 16 0 40 0 62 0 63 119 1 0 400 04:30 PM 0 0 1 0 0 101 22 0 52 0 77 0 60 122 0 0 435 04:45 PM 0 0 1 0 0 107 21 0 60 0 80 2 56 141 1 0 469 Total 1 0 2 0 0 397 85 0 190 0 294 2 235 500 3 0 170911 05:00 PM 1 0 2 0 0 119 35 0 65 0 84 1 57 167 0 0 531 05:15 PM 0 0 0 0 1 101 29 0 62 0 71 2 68 149 0 0 483 05:30 PM 0 0 0 0 0 99 19 0 56 0 76 1 51 121 0 0 423 { 05:45 PM 0 0 0 0 0 81 22 0 45 0 68 0 39 119 1 0 375 Total 1 0 2 0 1 400 105 0 228 0 299 4 215 556 1 0 18121.5 Grand Total 2 0 4 9 i 6 1546 608 0 570 2 897 12 829 1559 6 0 I 6050 Apprch% 13.3 0.0 26.7 60.0 0.3 71.6 28.1 0.0 I 38.5 0.1 60.6 0.8 34.6 65.1 0.3 0.0 Total% 0.0 0.0 0.1 0.1 0.1 25.6 10.0 0.0 9.4 0.0 14.8 0.2 13.7 25.8 0.1 0.0 HIGHLAND MAIN HIGHLAND MAIN Southbound Westbound Northbound Eastbound Rig Left Thr Ped App. Rig Left Thr Ped App. Rig Thr Ped App. Rig Thr Left Ped App. Int. Start Time ht u s Total ht u s Total ht u Left s Total ht u s Total Total Peak Hour From 07:00 AM to 11:45 AM-Peak 1 of 1 Intersectio 07:45 AM n Volume 0 0 0 5 5 4 454 262 0 720 80 2 189 4 275 240 295 1 0 536 1536 Percent 0.0 0.0 0.0 100. 0.6 63.1 36.4 0.0 29.1 0.7 68.7 1.5 44.8 55.0 0.2 0.0 08:00 0 0 0 0 0 0 148 72 0 220 22 1 58 1 82 74 88 0 0 162 464 Volume Peak 0.828 Factor High Int. 08:30 AM 08:00 AM 08:00 AM 08:00 AM Volume 0 0 0 4 4 0 148 72 0 2201 22 1 58 1 82 74 88 0 0 162 Peak 0.313 0.818 0.838 0.827 Factor �k Robert Peccia & Associates 825 Custer Avenue Rozeman Deaconess Health Services Helena, MT 59601 File Name : bozem n1 .rs & Trucks 406-447-5000 Site Code : 0000OU00 Start Date : 2/14/2006 Page No : 2 HIGHLAND Out In Total �7 5L 12 0 01 01 5 Right Thru Left Pads ♦J ° _ O LO rn 2 North Z r 14/2D06 7:45:D0 AM c N - 14/20D6 8:30:00 AM r o 0 o w Unshifted a E Qan};t_ M �o co n — F+ Left Thru RI ht Peds 1891 21 801 4 502 275 777 Out In Total ihbx tsl 1�ESA WMNC' v t� Peak Hour From 12: 0 PM to 05:45 PM-Peak 1 of 1 0'� •� I ntersectio 04:30 PM n Volume 1 0 4 0 5 1 428 107 0 536 239 0 312 5 556 241 579 1 0 821 191 Percent 20.0 0.0 80.0 0.0 0.2 79.9 20.0 0.0 43.0 0.0 56.1 0.9 29.4 70.5 0.1 0.0 05:00 1 0 2 0 3 0 119 35 0 154 65 0 84 1 150 57 167 0 0 224 531 Volume Peak Factor 0'� 3 High Int. 05:00 PM 05:00 PM 05:00 PM 05:00 PM Volume 1 0 2 0 3 0 119 35 0 154 65 0 84 1 150 57 167 0 0 224 Peak 0.417 0.870 0.927 0.916 Factor Robert Peccia & Associates 825 Custer Avenue Rozeman Deaconess Health Services Helena, MT 59601 File Name : bozeman1 Ars & Trucks 406-447-5000 Site Code : 00000000 Start Date : 2/14/2006 Page No : 3 HIGHLAND Out In Total ( 2� 5 1 11 01 41 0 Right Thru Left Peds N _ q D o u(Di a J Z O J I 3 N° North E � 2 Z F 2 Nm s G— 1412006 4:30:00 PM w D a t211412006 5:15:00 PM r Z N Unsh ted Bank 1 H 1 O �� Bank 1 d n cn d o CL m— 4, T r Left Thru Rinht Peds 3121 01 2391 5 348 55fi 904 Out In Total HIrHt AND Robert Peccia & Associates 825 Custer Avenue -1ozeman Deaconess Health Services Helena, MT 59601 File Name : Bozema 02 1. ,ars & Trucks 406-447-5000 Site Code : 00000000 Start Date : 2/21/20('i Page No : 1 Groups Printed-Unshifted-Bank 1 HIGHLAND BLVD ELLIS STREET HIGHLAND BLVD ELLIS STREET Southbound Westbound Northbound Eastbound 1 Start Time Right Thru Left Peds Right Thru Left Peds Righl Thru Left Peds Right Thru Left Peds L Total Factor 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1 1.091 1.091 11.091 07:00 ANt 9 25 4 0 0 0 2 0 4 31 0 0 0 0 3 0 8 07:15 AM 12 61 4 0 3 0 2 0 1 43 0 0 1 0 1 D 8 07:30 AM 20 99 9 0 3 0 4 0 3 58 0 0 0 0 1 0 107 07:45 AM 26 110 21 0 5 1 4 0 12 63 1 0 0 1 1 0 245 Total 67 295 38 01 11 1 12 0 20 195 1 0 1 1 6 01 r'8 08:00 AM 29 85 11 0 8 3 5 0 13 75 0 0 0 0 5 0' L_4 08:15 AM 29 86 17 0 3 0 1 0 11 64 0 0 0 0 4 01 215 08:30 AM 25 74 13 0 8 0 1 0 5 50 1 0 1 0 3 0 1 R1 08:45 AM 16 71 16 0 9 0 5 0 7 50 0 0 0 1 3 01 8 Tofal 99 316 57 0 28 3 12 0 36 239 1 0 1 1 15 01 8 BREAK"** 04:00 PM 15 52 13 0 12 1 1 0 8 84 1 0 3 1 22 1 4 04:15 PM 11 46 7 0 14 0 13 0 2 73 0 0 0 1 22 2 191 04:30 PM 1 55 5 0 15 1 11 0 5 86 0 0 1 0 27 0 207 04:45 PM 3 71 5 0 20 1 9 0 5 94 1 0 0 2 27 0 8 Total 30 224 30 0 61 3 34 0 20 337 2 0 4 4 98 3 .0 05:00 PM 3 89 4 0 13 0 8 0 7 130 1 0 2 0 25 0 282E 05:15 PM 9 96 2 0 11 1 11 0 3 84 0 1 0 1 15 2 . -S' 05:30 PM 0 89 5 0 11 0 9 0 1 83 0 0 3 1 20 4 ; 6 05:45 PIA 1 72 2 0 8 0 3 0 3 58 0 0 0 0 12 2 -1 Total 13 346 13 0 43 1 31 01 14 355 1 1 5 2 72 8 905 Grand Total 209 1181 138 0 143 8 89 0 90 1126 5 1 11 8 191 11 3: 1 Apprch% 13.7 77.3 9.0 0.0 59.6 3.3 37.1 0.0 7.4 92.1 0.4 0.1 5.0 3.6 86.4 5.0 Total% 6.5 36.8 4.3 0.01 4.5 0.2 2.8 0.0 , 2.8 35.1 0.2 0.0 0.3 0.2 5.9 0.3 HIGHLAND BLVD ELLIS STREET HIGHLAND BLVD ELLIS STREET Southbound Westbound Northbound Eastbound Start Time Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Int. ht u s Total ht u s Total ht u s I Total ht I s Total Tc �I Peak Hour From 07:00 AM to 11:45 AM-Peak 1 of 1 Intersectio 07:30 AM n Volume 104 380 58 0 542 19 4 14 0 37 39 260 1 0 300 0 1 11 0 12 F-1 Percent 19.2 70.1 10.7 0.0 51.4 10.8 37.8 0.0 13.0 86.7 0.3 0.0 0.0 8.3 91.7 0.0 07:45 26 110 21 0 157 � 5 1 4 0 10 12 63 1 0 76 0 1 1 0 2 245 Volume Peak 0 Q09 Factor High Int. 07:45 AM 08:00 AM 08:00 AM 08:00 AM Volume 26 110 21 0 157 8 3 5 0 16 13 75 0 0 88 0 0 5 0 5 Peak 0.863 0.578 0.852 0.600 Factor r,. Robert Peccia & Associates 825 Custer Avenue ^ozeman Deaconess Health Services Helena, MT 59601 File Name : BozemanO� ars & Trucks 406-447-5000 Site Code : 00000000 Start Date : 2/21/2006 Page No : 2 HIGHLAND BLVD Out In Total 290 542 632 1041 wol 581 0 Right Thry Left ft Peds f'I I �► nO C rth . rr W r z N —� f-2 r c^ 2112005 7:30,00 AM o r2121f2006 8:15:00 AM rr y 0 o Unshifted o Bank 1 ° a y wd o O1— C Left Thru Riqht Peds 11 2601 391 0 394 300 F 694 Out In Total ND r Peak Hour From 12:00 PM to 05:45 PM-Peak 1 of 1 Intersectio 04:45 PM Volume 15 345 16 0 376 ' 55 2 37 0 94 16 391 2 1 410 5 4 87 6 102 982 Percent 4.0 91.8 4.3 0.0 158.5 2.1 39.4 &0 3.9 95.4 0.5 0.2 4.9 3.9 85.3 5.9 05:00 3 89 4 0 96 13 0 8 0 21 7 130 1 0 138 2 0 25 0 27 282 Volume Peak 0.871 Factor High Int. 05:15 PM 04:45 PM 05:00 PM 04:45 PM Volume 9 96 2 0 107 20 1 9 0 30 7 130 1 0 138 0 2 27 0 29 Peak 0.879 0.783 0.743 0.879 Factor Robert Peccia & Associates 825 Custer Avenue ^ozeman Deaconess Health Services Helena, MT 59601 File Name : Bozema 0." ,ars & Trucks 406-447-5000 Site Code : 00000000 Start Date : 2/21/2009 Page No : 3 NI ' VD LV Out In Total 5331 376 909 151 3451 161 0 Ritit Thru Left Peds -- r _� ~ v no T rr L N 2 Y C: 2 2112006 4:45:00 PM g 112006 5:30:00 PM r a w...T' o� �s� n Unshifted 0 Bank 1 o a) m w iu CL H o o— +i T r Left Thru Ri ht Peds 21 391 16 1 367 410 797 AN Out In Total l Robert Peccia & Associates 825 Custer Avenue Rozeman Deaconess Health Services Helena, MT 59601 File Name : bozeman, Ars & Trucks 406-447-5000 Site Code : 00000000 Start Date : 2/15/2006 Page No : 1 Groups Printed-Unshifted-Bank 1 HIGHLAND KAGY HIGHLAND KAGY Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total Factor 1.091 1.091 1.091 1 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 07:00 AM 22 0 0 0 4 28 0 0 0 0 0 0 0 7 25 0 86 07:15 AM 49 0 0 0 7 41 0 0 0 0 1 0 0 7 35 0 140 07:30 AM 80 0 2 1 5 69 0 0 0 0 2 0 0 12 48 0 219 07:45 AM 86 0 2 0 5 93 0 0 0 0 2 0 0 19 77 0 284 Total 237 0 4 1 21 231 0 0 0 0 5 0 0 45 185 0 729 08:00 AM 83 1 1 0 1 69 0 01 0 1 2 0 0 22 72 0 252 08:15 AM 55 0 2 0 3 57 0 0 0 0 1 0 0 22 57 0 197 08:30 AM 68 0 2 0 1 39 0 0 0 0 0 0 0 21 60 0 191 08:45 AM _ 75 0 2 0 7 37 0 0 0 0 1 0 0 15 53 0 190 Total 21 1 7 0 12 202 0 0 0 1 4 0 0 80 242 0 830 " BREAK'«' 04:00 PM 65 0 7 0 1 20 0 0 0 0 0 0 0 40 60 0 193 04:15 PM 67 0 7 0 0 14 0 0 0 0 1 0 0 36 55 0 180 04:30 PM 58 1 4 0 3 25 0 0 0 1 0 0 1 34 70 0 197 04.45 PM 81 2 4 2 4 28 0 0 0 0 0 0 0 28 69 0 218 Total 271 3 22 21 8 87 0 0 0 1 1 01 1 138 254 0 788 05:00 PM 89 0 8 1 9 22 0 0 0 1 0 0 1 43 53 1 228 05:15 PM 101 0 2 0 1 23 0 0 0 1 0 0 0 56 68 1 253 05:30 PM 81 1 5 0 5 16 0 0 0 1 0 0 0 46 58 0 213 ( 05:45 PM 73 0 5 0 2 27 0 0 0 1 1 0 i, 0 37 45 0 191 - Total 344 1 20 1 17 88 0 0 0 4 1 0 1 182 224 2 885 Grand Total 1133 5 53 4 I 58 608 0 0 I 0 6 11 0 2 445 905 2 3232 Apprch% 94.8 0.4 4.4 0.3 8.7 91.3 0.0 0.0 0.0 35.3 64.7 0.0 0.1 32.9 66.8 0.1 Total% 35.1 0.2 1.6 0.1 1.8 18.8 0.0 0.0 0.0 0.2 0.3 0.0 0.1 13.8 28.0 0.1 HIGHLAND KAGY HIGHLAND KAGY Southbound Westbound Northbound Eastbound Rig I Thr Left Ped I App. Rig Thr Left Ped App. Rig I Thr Left Ped App. Rig Thr Ped App. Int. Start Time ht u s Total ht u s Total ht u s Total Left ht u s Total Total Peak Hour From 07:00 AM to 11:45 AM-Peak 1 of 1 Intersectio 07:30 AM n Volume 304 1 7 1 313 14 288 0 0 302 0 1 7 0 8 0 75 254 0 329 952 Percent 97.1 0.3 2.2 0.3 4.6 95.4 0.0 0.0 0.0 12.5 87.5 0.0 0.0 22.8 77.2 0.0 07:45 86 0 2 0 88 5 93 0 0 98 0 0 2 0 2 0 19 77 0 96 284 Volume Peak 0.838 Factor High Int. 07:45 AM 07:45 AM 08:00 AM 07:45 AM Volume 86 0 2 0 88 5 93 0 0 98 0 1 2 0 3 0 19 77 0 96 Peak 0.889 0.770 0.667 0.857 Factor ��l Robert Peccia & Associates 825 Custer Avenue Bozeman Deaconess Health Services Helena, MT 59601 File Name : bozem n3 1rs & Trucks 406-447-5000 Site Code : 00000000 Start Date : 2/15/2006 Page No : 2 HIGHLAND Out In Total 269 313 582 3041 11 71 1 Right Thru Left Peds � 1 4 �O ° North ro 02J1&2006 7:30:00 AM °o w t 1512006 8:15:00 AM r o '5 Unshifted O v Bank-1 �0A 4� T rr Left Thru Riots Peds 71 1 0 0 o R o Out In Total r r Peak Hour From 12:00 PM to 05:45 PM-Peak 1 of 1 r �J ..a2 0� bu,`�'\ Intersectio 04:45 PM n Volume 352 3 19 3 377 19 89 0 0 108 0 3 0 0 3 1 173 248 2 424 91 Percent 93.4 0.8 5.0 0.8 17.6 82.4 0.0 0.0 0.0 100. 0.0 0.0 0.2 40.8 58.5 0.5 05,15 101 0 2 0 103 1 23 0 0 24 0 1 0 0 1 0 56 68 1 125 25: Volume Peak p.c Factor . High Int. 05:15 PM 04:45 PM 05:00 PM 05:15 PM Volume 101 0 2 0 103 4 28 0 0 32 0 1 0 0 1 0 56 68 1 125 Peak 0.915 0.844 0.750 0.848 Factor Robert Peccia & Associates 825 Custer Avenue Bozeman Deaconess Health Services Helena, MT 59601 File Name : bozeman:: irs & Trucks 406-447-5000 Site Code : 00000000 Start Date : 2/15/2006 Page No : 3 HIGHLA14D Out In Total 270 377 647 3521 31 191 3 Right 'rhru Left Pads 4J L+ a � - rthno } —► —2 to c 2 Q PJ15/20U6 4:45:O0 PM Y L 1512006 5:30:00 PM m E r� T Unshifted O Bank 1 W o a No o— 4, T r Left Thni Right Peds 01 31 01 0 ® 3 Out In Total r Robert Peccia & Associates 825 Custer Avenue Rozeman Deaconess Health Services Helena, MT 59601 File Name : bozema DE irs & Trucks 406-447-5000 Site Code : 00000000 Start Date : 3/14/2009 Groups Printed-Unshifted-Bank 1 Page No : 1 HAGGERTY MAIN HAGGERTY MAIN Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left PedsEightU �� J�peds Total i Factor 1.047 1.047 1.047 1.047 1.047 1.047 1 1.047 1 1.047 1.0471 1.047 1.0471 1.047 1.0471 1.047 1.047 1.047 07:00 AM 0 0 0 0 0 77 6 0 3 0 10 0 8 42 0 0 1 7 07:15 AM 0 0 1 0 0 111 7 0 3 0 7 0 9 55 0 0 1 t 07:30 AM 0 0 0 0 0 140 12 0 9 0 8 0 24 69 0 0 2-1 07.45 AM 0 0 0 0 0 188 19 0 6 0 14 0 26 83 0 0 336 Total 0 0 1 0 516 44 0! 1 0 67 249 0 0 08:00 AM 0 0 0 01 0 123 15 0 5 0 21 01 15 57 0 0 1 2 08:15 AM 0 0 0 0 0 118 7 0 4 0 17 0 I 15 61 0 0 222 08:30AM 0 0 0 0 0 92 6 0 4 0 15 0 9 65 0 0 1G1 08:45 AM 0 0 0 0 0 112 8 0 4 0 2 i 0 17 67 0 0 2 Total 0 0 0 0 0 445 36 0 17 0 74 01 56 250 0 0 8 **" BREAK*** 04:00 PM 0 0 0 0 0 106 5 0 13 0 18 0 20 110 0 0 2 04:15 PM 0 0 0 0 0 96 7 0 9 0 16 0 21 78 0 0 2/-( 04:30 PM 0 0 0 0 0 92 6 0 10 0 10 0 10 128 0 0 256 04:45 PM 0 0 0 0 0 92 9 0 12 0 18 0 27 129 0 0 27- Total 0 0 0 0 0 386 27 0 44 0 62 01 78 445 0 0 10 05:00 PM 0 0 0 0 0 107 8 0 17 0 32 0 26 190 0 0 380 05:15 PM 0 0 0 0 0 95 5 0 20 0 16 0 25 144 0 0 W9 05:30 PM 0 0 0 0 0 82 7 0 9 0 17 0 19 95 0 0 2: l 05:45 PM 0 0 0 0 0 87 7 0 5 0 17 0 28 105 0 0 2. Total 0 0 0 0 0 371 27 0 51 0 82 0 98 534 0 0 1163 Grand Total 0 0 1 0 0 1718 134 01 133 0 257 01 299 1478 0 0 40: Apprch% 0.0 0.0 100.0 0.0 0.0 92.8 7.2 0.0 34.1 0.0 65.9 0.0 16.8 83.2 0.0 0.0 Total% 0.0 0.0 0.0 0.0 0.0 42.7 3.3 0.0 3.3 0.0 6.4 0.0. 7.4 36.8 0.0 0.0 HAGGERTY MAIN HAGGERTY MAIN Southbound Westbound Northbound Eastbound Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Int. Start Time ht u Left s Total ht u Left s Total ht u Left s Total ht utL��Appotal Tot. Peak Hour From 07:00 AM to 11:45 AM-Peak 1 of 1 Intersectio 07:30 AM n Volume 0 0 0 0 0 0 569 53 0 622 24 0 60 0 84 80 270 0 0 350 1051-' Percent 0.0 0.0 0.0 0.0 0.0 91.5 8.5 0.0 28.6 0.0 71.4 0.0 22.9 77.1 0.0 0.0 07:45 0 0 0 0 0 0 188 19 0 207 6 0 14 0 20 26 83 0 0 109 33b Volume Peak 0.786 Factor High Int. 6:45:00 AM 07:45 AM 08:00 AM 07:45 AM Volume 0 0 0 0 0 0 188 19 0 207 5 0 21 0 26 26 83 0 0 109 Peak Factor 0.751 0.808 0.803 Robert Peccia & Associates 825 Custer Avenue Rozeman Deaconess Health Services Helena, MT 59601 File Name : bozeman05 irs & Trucks 406-447-5000 Site Code : 00000000 Start Date : 3/14/2006 Page No : 2 HAGGER1 Y Out In Total 0 0 D 0 Right Thru Lett Peds +j 1 `+ ~J t � o A.C.. 02 North — 14l2006 7:30:00 AM rn S cor ?1412006 8:15:00 AM m N a, � Unshifted O v" Bank 1 a y 4, i r Left Thru Right Peds 601 01 241 0 133 94 217 Out In Total rr.Epry Peak Hour From 12:00 PM to 05:45 PM-Peak 1 of 1 Intersectio c (�� :_,:_!--a;f{.. 1 ..l �' e n 04:30 PM F6 b-')��:.C•, w KloY`I b ,��_•._,_.t, Volume 0 0 0 0 0 0 386 28 0 414 59 0 76 0 135 88 591 0 0 679 1228 Percent 0.0 0.0 0.0 0.0 0.0 93.2 6.8 0.0 43.7 0.0 56.3 0.0 13.0 87.0 0.0 0.0 05:00 0 0 0 0 0 0 107 8 0 115 17 0 32 0 49 26 190 0 0 216 380 Volume Peak 0.808 Factor High Int. 05:00 PM 05:00 PM 1 05:00 PM Volume 0 0 0 0 0 0 107 8 0 115 17 0 32 0 49 26 190 0 0 216 Peak 0.900 0.689 0.786 Factor Robert Peccia & Associates 825 Custer Avenue Rozeman Deaconess Health Services Helena, MT 59601 File Name : bozema )5 Irs & Trucks 406-447-5000 Site Code : 00000000 Start Date : 3/14/20(`5 Page No : 3 HA Ci R Y Out In Total 0 0 0 —..Of 01 01 0 Right Thru Left Peds wo o� d North 14/2006 4:30:00 PM /14/2006 5:15:00 PM o v o Unshifted ~"° m Bank 1 IL as aR 4-, T F+ Left Thru Right Peds 761 0 59 0 116 135 251 Out In Total HA'GEPTy Robert Peccia & Associates 825 Custer Avenue Rozeman Deaconess Health Services Helena, MT 59601 File Name : bozeman06 irs & Trucks 406-447-5000 Site Code : 00000000 Start Date : 2/23/2006 Page No : 1 Groups Printed-Unshifted-Bank 1 BOZEMAN TRAIL HAGGERTY LANE BOZEMAN TRAIL HAGGERTY LANE Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total Factor 1.091 1 1.091 1 1.091 \1.091 1.091 1.091 1 1.091 1 1.091 1.091 1 1.091 1 1.091 1 1.091 1.091 1.091 1.091 1.091 07:00 AM 0 3 2 0 3 0 0 0 0 4 0 0 0 0 1 0 13 07:15 AM 0 2 0 0 8 0 2 0 0 4 0 0 0 0 0 0 16 07:30 AM 0 6 1 0 10 0 8 0 1 14 0 0 0 0 0 0 40 07:45 AM 0 11 0 0 11 0 1 0 0 15 0 0 0 0 0 0 38 Total 0 22 3 0 32 0 i1 0 1 37 0 0 0 0 1 01 107 08:00 AM 0 4 2 0 l 10 0 3 0 0 15 0 0 0 0 0 0 34 08:15 AM 0 8 2 0 8 0 0 0 0 11 0 0 0 0 0 0 29 08:30 AM 0 10 4 0 1 0 2 0 1 5 0 0 0 0 0 0 23 08:45 AM 0 4 4 0 10 0 0 0 _ 0 10 0 0 0 0 0 0 28 Total 0 26 12 0 29 0 5 01 1 41 0 0 0 0 0 0 114 ***BREAK*** 04:00 PM 1 10 10 0 2 0 1 0 2 8 0 0 0 0 0 0 34 04:15 PM 0 9 9 0 2 0 1 0 0 5 0 0 0 0 0 0 26 04:30 PM 0 7 11 0 3 0 0 0 2 12 0 0 0 0 0 0 35 04:45 PM 0 9 12 0 4 0 1 0 1 3 0 0 0 0 0 0 35 Total 1 35 412 O 11 0 _ 0 5 33 0 01 0 0 0 0 130 05:00 PM 0 21 3 0 8 0 1 0 2 8 0 0 0 0 0 0 43 05:15 PM 0 21 10 0 1 0 0 0 1 7 0 0 0 0 0 0 40 05:30 PM 0 4 16 0 13 0 0 0 3 5 0 0 0 0 0 0 41 05:45 PM 0 10 9 0 5 0 1 0 0 5 0 0 0 0 0 0 30 Total 0 56 38 0 j 27 0 2 0 6 25 0 0 0 0 0 0, 154 Grand Total 1 139 95 0 99 0 21 0 1 13 136 0 0 0 0 1 0 505 Apprch% 0.4 59.1 40.4 00 82.5 0.0 17.5 0.01 8.7 91.3 0.0 0.0 0.0 0.0 100.0 0 0 Total% 0.2 27.5 18.8 00 19.6 0.0 4.2 0.0 2.6 26.9 0.0 0.0 0.0 0.0 0.2 0.0 BOZEMAN TRAIL HAGGERTY LANE BOZEMAN TRAIL HAGGERTY LANE Southbound Westbound Northbound Eastbound Rig Thr Left Ped App. Rig Thr Left Left s Left Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. Start Time ht u s Total ht u s Total ht u Total ht u s I Total Total Peak Hour From 07:00 AM to 11:45 AM-Peak 1 of 1 Intersectio 07:30 AM n Volume 0 29 5 0 34 39 0 12 0 51 1 55 0 0 56 0 0 0 0 0 141 Percent 0.0 85.3 14.7 0.0 76.5 0.0 23.5 0.0 1.8 98.2 0.0 0.0 0.0 0.0 0.0 0.0 07:30 0 6 1 0 7 10 0 8 0 18 1 14 0 0 15 0 0 0 0 0 40 Volume Peak 0.881 Factor High Int. 07:45 AM 07:30 AM 07:30 AM 6:45:00 AM Volume 0 11 0 0 11 10 0 8 0 18 1 14 0 0 15 Peak 0.773 0.708 0.933 Factor Robert Peccia & Associates 825 Custer Avenue Rozeman Deaconess Health Services Helena, MT 59601 File Name : bozema )6 irs & Trucks 406-447-5000 Site Code : 0000000u Start Date : 2/23/200P, Page No : 2 BOZEMAN I RAIL Out In Total 94 34 L 128 0 291 51 D Right Thru Left Peds mo o. t m :u T o North o c—► —� o L 23/2006 7:30:00 AM Uj 3/2006 8:15:00 AM r = :5 o H Unshifted rr o Bank 1 m o a H of o � Left Thru Rig Peds 0 55 1 0 41 IJ 97 Out In Total vC l W 2&-bca-+ -cl VA')0•-jz1 :,'s.e C Peak Hour From 12:00 PM to 05:45 PM-Peak 1 of 1 Intersectio 04:45 PM n Volume 0 55 41 0 96 26 0 2 0 28 7 28 0 0 35 0 0 0 0 0 15, Percent 0.0 57.3 42.7 0.0 92.9 0.0 7.1 0.0 20.0 80.0 0.0 0.0 0.0 0.0 0.0 0.0 05:00 0 21 3 0 24 8 0 1 0 9 2 8 0 0 10 0 0 0 0 0 43 Volume Peak p c I Factor High Int. 05:15 PM 05:30 PM 05:00 PM Volume 0 21 10 0 31 13 0 0 0 13 2 8 0 0 10 Peak 0.774 0.538 0.875 Factor l Robert Peccia & Associates 825 Custer Avenue Rozeman Deaconess Health Services Helena, MT 59601 File Name : bozemanOE trs & Trucks 406-447-5000 Site Code : 00000000 Start Date : 2/23/2006 Page No : 3 B Z IvtAtq TRAJL Out In Total ® 96 15D 01 551 411 0 Right Thru Left Peds �� T o � —� no 0 '"! .�.. ks LU g o North 4—Z rr ~— 23/2006 4:45:00 PM w C>r 23/2006 5:30:00 PM r o� Unshifted � 2 Bank 1 o rr a. a m d N � i+ Left Thru Ri ht Peds 01 281 7 0 57 35 92 Out In Total Robert Peccia & Associates 825 Custer Avenue ^,)zeman Deaconess Health Services Helena, MT 59601 File Name : bozemal )7 I rs & Trucks 406-447-5000 Site Code : 00000000 Start Date : 3/2/200E Page No : 1 Groups Printed-Unshifted-Bank 1 BOZEMAN KAGY BOZEMAN KAGY Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right I Thru Left Peds Total Factor 1.0471 1.047 1.047 1.047 .0471 1.047 1.047 1.0471 1 0471 047 1.0471 1.0471 1.047 1.047 07:00 AM 5 0 1 0 3 22 0 0 0 0 3 0 1 2 0 0 07:15 AM 9 0 0 0 3 29 0 0 0 2 0 0 0 9 4 0 07:30 AM 4 0 0 0 2 29 0 0 1 3 3 0 0 4 2 0 era 07:45 AM 10 0 3 0 3 39 0 0 0 1 6 0 1 16 2 01 81 Total 28 0 4 0 11 119 0 0 1 u 12 0 2 31 8 01 2-- 08:00 AM 8 0 3 0 5 36 0 0 0 2 3 0 0 14 2 0 08:15 AM 4 0 1 0 1 34 0 0 0 0 0 0 0 10 4 0 54 08:30 AM 4 0 3 0 2 21 1 0 0 0 1 0 0 16 2 0 rn U&45 AM 4 0 0 0 1 20 0 0 1 1 1 0 0 5 2 0 _ Total 20 0 7 0 9 111 1 0 1 3 5 0 0 45 10 0 2 ***BREAK*** 04:00 PM 2 3 5 0 2 20 0 0 1 1 0 0 1 20 6 0 04:15 PM 3 0 3 0 1 9 0 0 0 1 0 0 6 14 6 0 43 04:30 PM 5 0 3 0 3 24 0 0 0 0 0 0 1 25 6 0 67 04:45 PM 7 0 5 0 3 10 0 0 1 2 0 0 0 20 _ 7 0 _ Total 17 3 16 01 9 63 0 0 2 4 0 0 8 79 25 0 2. 05:00 PM 3 2 5 0 3 16 0 0 0 0 1 0 3 26 5 0 64 05:15 PM 3 3 12 0 1 14 0 0 0 1 0 0 1 37 9 0 05:30 PM 5 3 4 0 3 16 0 0 0 1 0 0 1 27 2 0 05:45 PM 5 1 4 0 2 16 0 0 0 2 0 0 2 27 4 0 Total 16 9 25 0 j 9 62 0 0 0 4 1 0 7 117 20 0 270 Grand Total 81 12 52 01 38 355 1 01 4 17 18 0 17 272 63 0 ' 9 Apprch% 55.9 8.3 35.9 0.0 9.6 90.1 0.3 0.0 10.3 43.6 46.2 0.0 4.8 77.3 17.9 0.0 Total% 8.7 1.3 5.6 0.01 4.1 38.2 0.1 0.0 0.4 1.8 1.9 0.0 1.8 29.2 6.8 0.0 BOZEMAN KAGY BOZEMAN KAGY Southbound Westbound Northbound Eastbound Rig Thr Left Ped I App. Rig I Thr Ped App. Rig I Thr Ped App. Rig Thr Ped App. Int. Start Time ht I u s Total ht u Left s Total ht u I Left s Total ht u Left s Total Tot Peak Hour From 07:00 AM to 11:45 AM-Peak 1 of 1 Intersectio 07:15 AM n Volume 31 0 6 0 37 13 133 0 0 146 1 8 12 0 21 1 43 10 0 54 2f'- Percent 83.8 0.0 16.2 0.0 8.9 91.1 0.0 0.0 4.8 38.1 57.1 0.0 1.9 79.6 18.5 0.0 07:45 10 0 3 0 13 3 39 0 0 42 0 1 6 0 7 1 16 2 0 191 81 Volume Peak UM6 Factor High Int. 07:45 AM 07:45 AM 07:30 AM 07:45 AM Volume 10 0 3 0 13 3 39 0 0 421 1 3 3 0 7 1 16 2 0 191 Peak Factor 0.712 0.869 0.750 0.711 Robert Peccia & Associates 825 Custer Avenue ^-)zeman Deaconess Health Services Helena, MT 59601 File Name : bozeman07 ,rs & Trucks 406-447-5000 Site Code : 00000000 Start Date : 3/2/2006 Page No : 2 BOZEMAN out In Total 37 681 31 01 61 0 Right Thru Left Peds fJ! 1 `-► N o v� t ---D� 0UO North v vL—► 4—::r� } r 2 w /212006 7:15:00 AM a /212006 8:00:00 AM �r o rtO- Unshifted -i O{ oD Bank w CL a � o F+ Left Thru Right Peds 121 81 1 0 21 22 Out In Total Peak Hour From 12:00 PM to 05:45 PM-Peak 1 of 1 Intersectio n 1� <�C:.t a,r.C,=:! : r:._ •. ;'.::! 05:00 PM ��Y)6.��_,,�. Volume 16 9 25 0 50 9 62 0 0 71 0 4 1 0 5 7 117 20 0 144 270 Percent 32.0 18.0 50.0 0.0 12.7 87.3 0.0 0.0 0.0 80.0 20.0 0.0 4.9 81.3 13.9 0.0 05:15 3 3 12 0 18 1 14 0 0 15 0 1 0 0 1 1 37 9 0 47 81 Volume Peak 0.833 Factor High Int. 05:15 PM 05:00 PM 05:45 PM 05:15 PM Volume 3 3 12 0 18 3 16 0 0 19 0 2 0 0 2 1 37 9 0 47 Peak Factor I 0.694 0.9341 0.625 0.766 Robert Peccia &Associates 825 Custer Avenue ",)zeman Deaconess Health Services Helena, MT 59601 File Name : bozemar 17 ors & Trucks 406-447-5000 Site Code : 00000000 Start Date : 3/2/2006 Page No : 3 OZEMAN Out In Total 33 501 L 63 16 91 251 0 Right Thru Left Peds � 1 L► O O n p North N v c'Lj— r`L 1212006 5:00:00 PM c f g _ !2/2006 5:45:00 PM �— S 5 r` o N Unshifted 0 o Bank 1 d a T r Left Thru Ri ht Peds 1 4 0 0 16 5 21 Out In Total l Robert Peccia & Associates 825 Custer Avenue Rozeman Deaconess Heath Services Helena, MT 59601 File Name : bozeman8 irs & Trucks 406-447-5000 Site Code : 00000000 ( Start Date : 2/16/2006 Page No : 1 Groups Printed-Unshifted-Bank 1 NORTH CHURCH KAGY NORTH CHURCH KAGY Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total Factor 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 07:00 AM 2 1 4 0 2 45 3 0 11 7 8 1 1 22 1 0 108 07:15 AM 3 1 0 1 4 69 0 0 11 8 12 0 1 32 2 0 144 07:30 AM 2 2 0 0 2 89 3 0 8 4 15 0 4 44 4 0 177 07:45 AM _ 4 2 4 1 3 162 8 0 17 20 21 0 8 77 4 0 331 Total 11 6 8 2 11 365 14 0 47 39 56 1 14 175 11 0 760 08:00 AM 11 4 2 0 5 143 4 0 19 12 32 0 7 65 5 0 309 08:15 AM 5 9 2 0 6 118 4 0 13 22 25 0 7 71 4 0 286 08:30 AM 10 15 1 0 4 83 8 0 5 9 23 0 7 75 8 0 248 08:45 AM 8 3 0 0 2 93 8 0 9 11 16 0 8 72 5 0 235 Total 34 31 5 0 17 437 24 0 46 54 96 0 29 283 22 0 1078 **"BREAK*** 04:00 PM 12 13 7 1 1 2 73 11 0 5 8 12 0 14 79 4 0 241 04:15 PM 4 16 2 0 5 55 11 0 10 5 13 0 20 67 8 1 217 04:30 PM 11 14 8 2 1 4 74 11 0 4 9 16 0 7 80 5 1 246 04:45 PM 14 19 2 1 4 81 11 0 5 10 10 0 19 84 7 0 267 Total 41 62 19 41 15 283 44 0 24 32 51 0 60 310 24 2 971 05:00 PM 20 19 5 0 4 88 20 0 10 12 5 0 19 125 10 0 337 05:15 PM 21 19 10 0 8 91 8 1 2 5 16 1 20 92 1 0 295 05:30 PM 13 9 8 1 3 80 21 0 8 3 16 1 31 83 7 0 284 05:45 Phl 11 19 2 0 0 69 12 0 4 4 11 0 22 81 3 0 238 Total 65 66 25 1 15 328 61 1 24 24 48 2 92 381 21 0 1154 Grand Total 151 165 57 7 58 1413 143 1 I 141 149 251 3 195 1149 78 2 3963 Apprch% 39.7 43.4 15.0 1.8 3.6 87.5 8.9 0.1 25.9 27.4 46.1 0.6 13.7 80.7 5.5 0.1 Total% 3.8 4.2 1.4 0.2 1.5 35.7 3.6 0.0 3.6 3.8 6.3 0.1 4.9 29.0 2.0 0.1 NORTH CHURCH KAGY NORTH CHURCH KAGY Southbound Westbound Northbound Eastbound Rig I Thr Left Ped App. Rig Left Left Left Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. Start Time ht u s Total ht u s Total ht u s Total ht u s Total Total Peak Hour From 07:00 AM to 11:45 AM-Peak 1 of 1 Intersectio 07:45 AM n Volume 30 30 9 1 70 18 506 24 0 548 54 63 101 0 218 29 288 21 0 338 1174 Percent 42.9 42.9 12.9 1.4 3.3 92.3 4.4 0.0 24.8 28.9 46.3 0.0 8.6 85.2 6.2 0.0 07:45 4 2 4 1 11 3 162 8 0 173 17 20 21 0 58 8 77 4 0 89 331 Volume Peak 0.887 Factor High Int. 08:30 AM 07:45 AM 08:00 AM 08:30 AM Volume 10 15 1 0 26 3 162 8 0 173 19 12 32 0 63 7 75 8 0 90 Peak Factor 0.673 0.792 0.865 0.939 l Robert Peccia & Associates 825 Custer Avenue Bozeman Deaconess Heath Services Helena, MT 59601 File Name : bozem 18 Irs & Trucks 406-447-5000 Site Code : 000000uo Start Date : 2/16/20% Page No : 2 NORTH CHURCH Out In Total 102 70 172 301 301 91 1 Righl Tlluu Left Peds �O w North co F c 10 M 0, 1612006 7:45:00 AM ° g N L 16/2006 8:30:00 AM r m C) Orl Unshifted a Bank 1 v �µ O O T r Left Thru P.iaht Peds 1011 631 541 0 63 218 301 Out In Total t 1 I Peak Hour From 12:00 PM to 05:45 PM-Peak 1 of 1 N�r+h)L t I�C� ��r S F}�'�«r � Intersectio 04:45 PM Volume 68 66 25 2 161 19 340 60 1 420 25 30 47 2 104 89 384 25 0 498 118: Percent 42.2 41.0 15.5 1.2 4.5 81.0 14.3 0.2 24.0 28.8 45.2 1.9 17.9 77.1 5.0 0.0 05:00 20 19 5 0 44 4 88 20 0 112 10 12 5 0 27 19 125 10 0 154 337 Volume Peak Factor 0.8 High Int. 05:15 PM 05:00 PM 05:30 PM 05:00 PM Volume 21 19 10 0 50 4 88 20 0 112 8 3 16 1 28 19 125 10 0 154 Peak 0.805 0.938 0.929 0.808 Factor 1, _, Robert Peccia & Associates 825 Custer Avenue Rozeman Deaconess Heath Services Helena, MT 59601 File Name : bozemanE irs & Trucks 406-447-5000 Site Code : 00000000 Start Date : 2/16/2006 Page No : 3 NUnTH CHURCH Out In Total 74 F 161 235 68 601 25 1 2 Right Thlru Left Peds f-'r r0 lU) N J 0� J T North a CO r L—/ 1 w a— 16/2006 4:45:00 PM Y ago L 16/2006 5:30:00 PM rCD n C. o a Unshifted Bank 1 m EL �� A— l T r+ Left Thru Right Peds 471 301 251 2 215 104 319 Out In Total NORTH NURCH Robert Peccia & Associates V 825 Custer Avenue Rozeman Deaconess Health Services Helena, MT 59601 File Name : bozema 1 E i.rs & Trucks 406-447-5000 Site Code : 00000000 Start Date : 2/16/200 Page No : 1 Groups Printed-Unshifted-Bank 1 PAINTED HILLS RD KAGY BLVD PAINTED HILLS RD KAGY BLVD Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Total Factor 1.091 1.D91 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 07:00 AM 0 0 1 0 0 29 0 0 1 0 12 0 1 1 0 0 i 07:15 AM 0 0 0 0 0 31 0 0 0 0 10 0 3 9 0 0 3 07:30 AM 0 0 0 0 0 38 1 0 0 0 13 0 2 10 0 0 �4 07:45 AM 0 0 0 0 1 70 1 0 0 0 21 0 2 14 0 0 109 Total 0 0 1 0 1 168 2 0 1 0 56 0 8 34 0 0 2" 08:00 AM 0 0 0 0 0 50 0 0 3 0 17 0 3 13 0 0 08:15 AM 0 0 0 0 0 33 0 0 1 0 23 0 10 16 0 0 83 08:30 AM 0 0 0 0 0 24 1 0 2 0 10 0 10 16 0 0 F3 08:45 AM 0 0 0 0 0 31 0 0 2 0 8 0 3 13 0 0 _ Total 0 0 0 0 0 138 1 0 8 0 58 0 26 58 0 0 2 "BREAK- 04:00 PM 0 0 0 0 0 23 0 0 2 0 3 0 12 32 0 0 04:15 PM 0 0 0 0 0 10 0 0 0 0 4 0 11 21 0 0 46 04:30 PM 0 0 0 0 0 14 1 0 0 0 4 0 7 28 0 0 54 04:45 PM 0 0 0 0 0 22 _ 0 0 0 0 10 0 9 34 0 0 Total 0 0 0 0 0 69 i 0 j 2 0 21 0 39 115 0 0 2 05:00 PM 0 0 0 0 0 13 1 0 0 0 3 0 15 39 0 0 71 05:15 PM 0 0 0 0 0 26 1 0 0 0 5 0 15 35 0 0 05:30 PM 0 0 0 0 0 24 1 0 1 0 3 0 14 34 0 0 <� 05:45 PM 0 0 0 0 0 21 1 0 1 0 8 0 15 24 0 0 Total 0 0 0 0 0 84 4 D 2 0 19 0 59 132 0 0 300 Grand Total 0 0 1 0 1 459 8 0 I 13 0 154 0 132 339 0 0 ill Apprch% 0.0 0.0 100.0 0.0 0.2 98.1 1.7 0.0 7.8 0.0 92.2 0.0 I 28.0 72.0 0.0 0.0 Total% 0.0 0.0 0.1 0.0 0.1 41.5 0.7 0.0 1.2 0.0 13.9 0.0 11.9 30.6 0.0 0.0 PAINTED HILLS RD KAGY BLVD PAINTED HILLS RD KAGY BLVD Southbound Westbound Northbound Eastbound Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. Start Time ht u Left s Total ht u Left s Total ht u Left s Total ht u Left s I Total Tot Peak Hour From 07:00 AM to 11:45 AM-Peak 1 of 1 Intersectio 07:30 AM n Volume 0 0 0 0 0 1 191 2 0 194 4 0 74 0 78 17 53 0 0 70 34^ Percent 0.0 0.0 0.0 00 0.5 98.5 1.0 0.0 5.1 0.0 94.9 0.0 24.3 75.7 0.0 0.0 07:45 0 0 0 0 0 1 70 1 0 72 0 0 21 0 21 2 14 0 0 16 10a Volume Peak 0.784 Factor High Int. 6:45:00 AM 07:45 AM 08:15 AM 08:15 AM Volume 0 0 0 0 0 1 70 1 0 72 1 0 23 0 24 10 16 0 0 26 Peak 0.674 0.813 0.673 Factor Robert Peccia & Associates 825 Custer Avenue Rozeman Deaconess Health Services Helena, MT 59601 File Name : bozeman18 irs & Trucks 406-447-5000 Site Code : 00000000 Start Date : 2/16/2006 Page No : 2 PAINTED HILLS RD Out in Total a o 0 01 01 0 Right Thru Left Peds t°- ° o�� ? mA c0 -4� M North J ro F—► -2 c 1612006 7:30:00 AM 0 L 1612005 8:15:00 AM N o Unshifted O Bank 1 C i Q. No — *-1 T r Left Thru R_iy_ht Peds 741 01 41 0 19 78 97 Out In Total T S RD Peak Hour From 12:00 PM to 05:45 PM-Peak 1 of 1 Intersectio v SOc�.� I n d��,47 ou h_Gi (�G�1,.'11�;t, l,r_-i n 04:45 PM nG' W C �JpU.f Volume 0 0 0 0 0 0 85 3 0 88 1 0 21 0 22 53 142 0 0 195I 305 Percent 0.0 0.0 0.0 0.0 0.0 96.6 3.4 0.0 4.5 0.0 95.5 0.0 27.2 72.8 0.0 0.0 05:15 0 0 0 0 0 0 26 1 0 27 0 0 5 0 5 15 35 0 0 50 82 Volume Peak 0.930 Factor High Int. 05:15 PM 04:45 PM 05:00 PM Volume 0 0 0 0 0 0 26 1 0 27 0 0 10 0 10 15 39 0 0 54 Peak 0.815 0.550 0.903 Factor Robert Peccia & Associates 825 Custer Avenue Rozeman Deaconess Health Services Helena, MT 59601 File Name : bozem� 1 F irs & Trucks 406-447-5000 Site Code : 00000000 Start Date : 2/16/2006 Page No : 3 A NTED HILLS R Out in Total 1 01 01 01 01 fight Thru Leh Peds o � mm m T �0 o A.C. N North a � s 2Ln r 16/2006 4 45:00 PM 16/2006 5:30:00 PM M Iw �r o w o 511 o N Unshifted w Bank 1 m n N Q l T rr Left Thru Ri ht Peds 21 0 1 0 56 22 76 Out in Total Robert Peccia & Associates 825 Custer Avenue Bozeman Deaconess Health Services Helena, MT 59601 File Name : bozeman2z' trs & Trucks 406-447-5000 Site Code : 00000000 ( Start Date : 2/14/2006 Page No : 1 Groups Printed-Unshifted-Bank 1 HIGHLAND BLVD OLD HIGHLAND BLVD HIGHLAND BLVD OLD HIGHLAND BLVD Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right =ruLeft Peds Right Thru Left Peds Right Thru Left Peds Int. Total Factor 1.091 1 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 1.091 07:00 AM 3 9 1 0 0 0 0 0 0 40 10 0 1 0 1 4 69 07:15 AM 8 29 0 0 0 0 0 0 0 49 4 0 0 0 3 0 93 07:30 AM 9 46 0 0 0 0 0 0 0 54 14 0 1 0 0 0 124 07:45 AM 7 56 0 0 0 0 0 0 0 89 20 0 1 0 0 2 175 Total 27 140 1 0 0 0 0 0 0 232 48 0 3 0 4 6 461 08:00 AM 2 32 0 0' 0 0 0 0 0 82 23 01 1 0 3 0 143 08:15 AM 1 39 0 0 0 0 0 0 0 76 22 01 3 0 1 0 142 08:30 AM 1 39 0 0 0 0 0 0 0 49 4 0 1 0 4 0 98 08:45 AM 2 38 0 0 0 0 0 0 0 53 11 0 1 0 2 1 108 Total 6 148 0 0 0 0 0 0 0 2160 60 01 3 0 10 1 491 ***BREAK*** 04:00 PM 4 68 0 0 0 0 0 0 0 52 7 0 13 0 4 4 152 04:15 PM 4 68 0 0 0 0 0 0 0 38 9 0 8 0 7 1 135 04:30 PM 5 73 0 0 0 0 0 0 1 57 8 0 17 0 14 3 178 04:45 PM 3 82 0 0 0 0 0 0 0 53 2 0 12 0 6 3 161 Total 16 291 0 0 0 0 0 0 1 200 26 0 50 0 31 11 626 05:00 PM 3 102 0 0 0 0 0 0 0 45 3 0 15 0 5 4 177 05:15 PM 2 91 0 0 0 0 0 0 0 54 3 0 22 0 2 2 176 05:30 PM 1 74 0 0 0 0 0 0 0 55 0 0 27 0 4 3 164 05:45 PM 0 62 0 0 0 0 0 0 0 48 1 0 7 0 2 3 123 Total 6 329 0 0 0 0 0 0 0 202 7 0 71 0 13 12 640 Grand Total 55 908 1 0 I 0 0 0 0 ' 1 894 141 58 30 I 2218 Apprch% 5.7 94.2 0.1 0.0 0.0 0.0 0.0 0.0 0.1 86.3 13.6 0.0 59.6 0.0 26.6 13.8 Total% 2.5 40.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.3 6.4 0.0 5.9 0.0 2.6 1.4 HIGHLAND BLVD OLD HIGHLAND BLVD HIGHLAND BLVD OLD HIGHLAND BLVD Southbound Westbound Northbound Eastbound Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. Start Time ht u Left s Total ht u Left s Total ht u Left s Total ht u Left s Total Total Peak Hour From 07:00 AM to 11:45 AM-Peak 1 of 1 Intersectio 07:30 AM n Volume 19 173 0 0 192 0 0 0 0 0 0 301 79 0 380 6 0 4 2 12 584 Percent 9.9 90.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 79.2 20.8 0.0 50.0 0.0 33.3 16.7 07:45 7 56 0 0 63 0 0 0 0 0 0 89 20 0 109 1 0 0 2 3 175 Volume Peak 0.834 Factor High Int. 07:45 AM 6:45:00 AM 07:45 AM 08:00 AM Volume 7 56 0 0 63 0 0 0 0 01 0 89 20 0 109 1 0 3 0 4 Peak 0.762 0.872 0.750 Factor Robert Peccia & Associates 825 Custer Avenue Rozeman Deaconess Health Services Helena, MT 59601 File Name : bozeme Z irs & Trucks 406-447-5000 Site Code : 000000U0 Start Date : 2/14/2005 Page No : 2 HIGHLAND BLV Out In Total 305 192 497 19 173 01 0 Right Thru Left Peds y m >� T J o North o UOC r N L_� C J1412006 7:30:00 AM - o 1412006 8:15:00 AM o 2 !X w rCD "5 a Unshifted o r o a Bank 1 n �o N O N '1 T F► Left Thru Ri hl Peds 791 301 0 0 I 779 380 559 Out to Total c `j J4F',ta7'f Wes"�J.�n� Peak Hour From 12:00 PM to 05:45 PM-Peak 1 of 1 Intersectio 04:30 PM Volume 13 348 0 0 361 0 0 0 0 0 1 209 16 0 226 66 0 27 12 105 69 Percent 3.6 96.4 0.0 0.0 0.0 0.0 0.0 0.0 0.4 92.5 7.1 0.0 62.9 0.0 25.7 11.4 04:30 5 73 0 0 78 0 0 0 0 0 1 57 8 0 66 17 0 14 3 34 178 Volume Peak Factor 0.c High Int. 05:00 PM 04:30 PM 04:30 PM Volume 3 102 0 0 105 0 0 0 0 0 1 57 8 0 66 17 0 14 3 34 Peak 0.860 Factor 0.856 0.772 Robert Peccia & Associates 825 Custer Avenue Bozeman Deaconess Health Services Helena, MT 59601 File Name : bozeman22 :rs & Trucks 406-447-5000 Site Code : 00000000 Start Date : 2/14/2006 Page No : 3 HIGHLAND BLv Out In Total 236 E3EF 597 131 3481 0 10 Right Thru Left Peds 4J L4 Nn�2 N.�� A J a North o r- c 14/2006 4:30:00 PM oS. ,j rn 14/2006 5:15:00 PM ��o 0 Unshifted r v Bank 1 �U a 0 T r Left Thru Riaht Peds 161 2091 11 0 414 226 F 640 Out In Total f� T p Robert P cia &Associates Helena, Montana Prom.•_•. gp�eri�' ��-�'��d' 717 l Proiect Number: 0"S I C : Civil TtGF ice /it Transportation Date: `' Environmental gsSOct n s Scale: Nt7N� t,v, TV "tfi'��'- °�T W41 OWP4 ° 6 5M 44 ind Alf jePr • 3 - ,. d�p}t?-S Ai_1'i�1r•�f<vc Adtt, , � 1�• ,�,.r,. 5 , Fes: ;, �:►� 825 Custer Avenue• .O. 615653•He a, MT 59604•(406)447-5000•FAX(406)447-5036•www.rpa-hln.com T PE�r Rok Peccia & Associates Helena, Montana � 9 Project Number: C = civil By: n' 4 %L?q ,Q•e / Transportation Date: �gsS0C1p�E`' Environmental Scale: Engineers 1T VD1-UM ' L TVA 1? M V\t�` IL , 0+JT - yy +Lt- ► 3 Qe��, s cs S5'i,,' �M N�� 5► 1 .44 { 825 Custer Avenue•P.O.Box5653•He a, MT 59604•(406)447-5000•FAX(406)447-5036•www.rpa-hin.com APPENDIX B CAPACITY CALCULATIONS EXISTING HCM Analysis Summary Existing Main St/Highland Blvd Area Type:Non CBD DMR 01/01/2007 Analysis Duration: 15 mins. AM Peak Hour Case: HIGHLAND-MAIN-EX-AM-NB LEFT Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 2 L 12.0 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume Nph) 1 295 240 262 454 4 189 2 80 0 0 0 PHF 0.83 0.83 0.83 0.82 0.82 0.82 0.84 0.84 0.84 0.31 0.31 0.31 %Heavy Vehicles 3 3 3 3 3 3 1 1 1 1 1 1 Lane Groups L TR L TR L TR LTR Arrival Type 3 3 3 3 3 3 3 RTOR Vol v h) 72 0 8 0 Peds/Hour 5 1 5 5 0 %Grade 0 0 -3 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- --- -- --- ---Signal Settings:Actuated Operational Anal sis Cycle Length: 71.0 Sec Lost Time Per Cycle:13.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTR LTP NB LTP SB LTP Green 16.0 24.0 18.0 0 Yellow All Red 3.0 0.0 3.5 1.5 3.5 1.5 Ca a ity Analysis Results A roach: Lane Cap v/s g/C Lane v/c Delay Delay -AF u QS EB L 275 0.001 0.338 L 0.004 15.6 B 20.3 C * TR 1117 0.169 0.338 TR 0.499 20.3 C WB L er 229 0.000 0.408 7.9 A * L ro 395 0.183 0.225 L 0.513 9.8 A TR 2120 0.160 0.606 TR 0.264 6.9 A NB * L 460 0.124 0.254 L 0.489 22.9 C 22.4 TR 411 0.054 0.254 TR 0.214 21.0 C SB LTR 482 0.000 0.254 LTR 0.000 0.0 A 0.0FJA Intersection:Delay= 14.5 sec/veh Int.LOS=B Xc-0.58 *Critical Lane Group T(v/s)Crit=0.48 SIG/Cinema v3.08 Page 1 I HCM Summary Results Existing Main St/Highland Blvd DMR 01/01/2007 AM Peak Hour Case: HIGHLAND-MAIN-EX-AM-NB LEFT Lane Group Approach Delay Delay Lane X (sec/ (sec/ 0 App Grp v/s v/c veh) LOS veh) LOS I O O EB L * 0.00 0.00 15.6 B 20.3 C TR 0.17 0.50 20.3 C 4 45 4 262 ---------------------- .L WB qRO .00 7.9 A ' * .18 0.51 9.8 A ------------- -• .16 0.26 6.9 A --------------------- --- - 1 295 NB * L 0.12 0.49 22.9 C 22.4 C 240 —z TR 0.05 0.21 21.0 C 189 80 2 SB LTR 0.00 0.00 0.0 A 0.0 A 1 2 3 , I 16 3 0 23 4 2 17 III 4 2 Int. 0.48 0.58 14.5 1 B * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 HCM Analysis Summary Existing Main St/Highland Blvd Area Type:Non CBD DMR O1/01/2007 Analysis Duration: 15 rains. i PM Peak Hour Case: HIGHLAND-MAIN-EX-PM-NB LEFT Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 2 L 12.0 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L-F T R L T R Movement Volume v h 1 579 241 107 428 1 312 0 239 4 0 1 PHF 0.92 0.92 0.92 0.87 0.87 0.87 0.93 0.93 0.93 0.42 0.42 0.42 %Heavy Vehicles 3 3 3 3 3 3 1 -1 1 1 1 1 Lane Groups L TR L TR L TR LTR Arrival Type 3 3 3 3 3 3 3 RTOR Vol v h 72 0 2 0 Peds/Hour 5 5 5 0 %Grade 0 0 -3 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- - --- --- -- -- --- Signal Settings:Actuated Operational Analysis Cycle Length: 67.0 Sec Lost Time Per Cycle:13.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTR LTP NB LTP SB LTP Green 10.0 24.0 20.0 0 Yellow I All Red 3.0 0.0 3.5 1.5 3.5 1.5 Ca a ity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay Pp-----Gmup lvoh Ratio Ratio Group -Rat' 9S EB L 311 0.001 0.358 L 0.003 13.8 B 21.1 C * TR 1211 0.240 0.358 TR 0.671 21.1 C WB L er 148 0.000 0.433 1 8.5 A * L ro 261 0.070 0.149 L 0.301 9.8 A TR 1935 0.141 0.552 TR 0.255 8.1 A NB * L 427 0.234 0.299 L 0.785 30.0 C 25.8 C TR 482 0.158 0.299 TR 0.529 20.1 C SB LTR 436 0.008 0.299 LTR 0.028 16.6 B 16.6 B Intersection:Delay= 18.6 sec/veh Int.LOS=B Xc 0.68 * Critical Lane Group 7i�(v/s)Crit=0.54 SIG/Cinema v3.08 Page 1 HCM Summary Results Existing Main St/Highland Blvd DMR 01/01/2007 PM Peak Hour Case: HIGHLAND-MAIN-EX-PM-NB LEFT Lane Group Approach Delay Delay Lane X (sec/ (sec/ 0 App Grp v/s v/c veh) LOS veh) LOS 1 14 EB L 0.00 0.00 13.8 B 21.1 C * TR 0.24 0.67 21.1 C L 1 f -428 107 .L WB L er 0.00 8.5 A ' *L ro 0.07 0.30 9.8 A ---------- TR 0.14 0.25 8.1 A --------------------- ------------- -- ------- �� I 579 NB * L 0.23 0.78 30.0 C 25.8 C 241 —y TR 0.16 0.53 20.1 C I 312�239 O SB LTR 0.01 0.03 16.6 B 16.6 B 1 2 3 10 3 0 23 4 2 19 4 2 I Int. 0.54 0.68 18.6 B * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR Intersection rE hland&Ellis Agency/Co. En ineering, lnc, Jurisdiction eman Date Performed 211312007JAnalysis Year stin 2006 Analysis Time Period M Peak Hour Pro ect Description BOZ-06052.02- The Knolls East&Highland South T!S EastNVest Street: Ellis Street North/South Street: Highland Boulevard Intersection Orientation: North-South 1Studv Period Mrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 1 260 39 58 380 104 Peak-Hour Factor,PHF 0.85 0.85 0.85 0.86 0.86 0.86 Hourly Flow Rate,HFR(veh/h) 1 305 45 67 441 120 Percent Heavy Vehicles 0 0 Pviedian Type Undivided RT Channelized 0 0 I-anes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Allovement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 0 14 4 19 Peak-Hour Factor, PHF 0.60 0,60 0.60 0.58 0.58 0.58 +(Hourly Flow Rate, HFR(veh/h) 0 0 0 24 6 32 (Percent Heavy Vehicles 0 0 0 0 1 0 0 (Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 1 0 Configuration R LTR Deta ,Queue Length.and Level of Service Approach Northbound Southbound Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 !-ane Configuration L L LTR R v(veh/h) 1 67 62 0 (m)(veh/h) 1020 1220 349 574 do 0.00 0.05 0.18 0.00 95%queue length 0.00 0.17 0.64 0.00 Control Delay(s/veh) 8.5 8.1 17.5 11.3 IILOS A A C B Approach Delay(s/veh) 17.5 Approach LOS -- C yrig`t1 02005 University of Florida,All Rights Reserved HCS+a., Version 5.21 Generated: 3/7/2007 9:06 AM file:HC:\Documents and Settings\DReagor\Local Settings\Temp\u2k535.tmp 3/7/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR Intersection Hi bland&Ellis Agency/Co, En meerin , Inc. Jurisdiction IBozernan Date Performed IL1312007 Analysis Year Existin 2006 Analysis Time Period IPM Peak Hour Project Description BOZ-06052.02- The Knolls East&Hi hland South TIS EastANest Street: Ellis Street North/South Street: Highland Boulevard Intersection Orientation: North-South Study Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R _ L T R Volume(veh/h) 2 391 16 16 345 15 Peak-Hour Factor,PHF 0.74 0.74 0.74 0.88 0.88 0.88 Hourly Flow Rate,HFR(veh/h) 2 528 21 18 392 17 (Percent Heavy Vehicles 0 0 — (Median Type Undivided IRT Channelized 0 0 (Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 5 37 2 55 Peak-Hour Factor. PHF 0.88 0.88 0.88 0.78 0.78 0,78 Hourly Flow Rate,HFR(veh/h) 0 0 5 47 2 70 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 (Lanes 0 0 1 0 1 0 Configuration R LTR Delay,Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR R 7(veh/h) 2 18 119 5 (m)(veh/h) 1149 1031 344 644 r/c 0.00 0.02 0.35 0.01 95%queue length 0.01 0.05 1.51 0.02 Control Delay(s/veh) 8.1 8.6 20.9 10.6 LOS A A C B Approach Delay(s/veh) — — 20.9 10.6 Approach LOS — C B Copyright©2005 University of Florida,All Rights Reserved HCS+w Version 5 21 Generated: Y712007 9:08,, file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k55B.tmp 3/7/200. Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY 3eneral Information Site Information Analyst IDMR Intersection lHighland&Hillcrest Access Agency/Co. jEngineerin , Inc. Jurisdiction lBozeman Date Performed 2J1312007 Analysis Yea lExisting(2006) nal sis Time Period M Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS �__ast/West Street: Hillcrest Retirement Center North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments 'Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R [Volume(veh/h) 79 301 173 19 Peak-Hour Factor,PHF 0.87 0.87 1.00 1.00 0.76 0.76 -lourly Flow Rate, HFR(veh/h) 5 0 8 0 0 0 [Percent Heavy Vehicles 0 -- — 0 — Median Type Undivided RT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Jolume(veh/h) 4 6 Peak-Hour Factor,PHF 0.75 1.00 0.75 1.00 1.00 1.00 Hourly Flow Rate,HFR(vehlh) 0 227 25 90 345 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 `.=tared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 configuration LR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Pane Configuration LT LR v(veh/h) 90 13 C(m)(veh/h) 1321 533 v/c 0.07 0.02 95%queue length 0.22 0.07 Control Delay(s/veh) 7.9 11.9 LOS A B ,Approach Delay(s/veh) -- 11.9 pproach LOS — -- B :opyright©2005 University of Florida,All Rights Reserved HCS+- Version 5.2 Generated: 2/13/2007 4:11 PM hle://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5254.tmp 2/13/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information [Analyst JDMR Intersection Highland&Hillcrest Access JAgency/Co. lEngineerin , Inc. Jurisdiction lBozeman Date Performed 1211312007 Analysis Year lExisting(2005 [Analysis Time Period IPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastANest Street: Hillcrest Retirement Center North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R 'Volume(veh/h) 16 209 348 13 Peak-Hour Factor,PHF 0.86 0.86 1.00 1.00 0.86 0.86 Dourly Flow Rate,HFR(veh/h) 35 0 85 0 0 0 Percent Heavy Vehicles 0 -- 0 — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 (Minor Street Eastbound Westbound (Movement 7 8 9 10 11 12 L T R L T R 'Volume(veh/h) 27 66 Peak-Hour Factor, PHF 0.77 1.00 0.77 1.00 1.00 1.00 Hourly Flow Rate,HFR(veh/h) 0 404 15 18 243 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 0 0 0 0 0 onfiquration LR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 I-ane Configuration LT LR ✓(veh/h) 18 120 (m)(veh/h) 1147 548 ✓/c 0.02 0.22 95%queue length 0.05 0.83 Control Delay(s/veh) 8.2 13.4 I_OS A B Approach Delay(s/veh) -- — 13.4 Approach LOS — -- B Copyright O 2005 University of Florida,All Rights Reserved HCS+- Version 5 2 Generated: 2/13/2007 4:14 F file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5254.tmp 2/13/20G Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY (General Information 'Site Information nal st DMR Intersection Hi bland&Ka genc /Co. En ineerin , Inc. Jurisdiction Bozeman Date Performed 211312007 Analysis Year Existing 2006) nal sis Time Period AM Peak Hour Pro ect Description BOZ-06052.02- The Knolls East&Highland South TIS EastANest Street: Kagy Boulevard North/South Street: Highland Boulevard Intersection Orientation: East-West IStudy Period(hr3): 0.25 Vehicle Volumes and Adjustments !Major Street Eastbound Westbound Movement 1 2 3 4 5 6 111 L T R L T R Volume(veh/h) 254 75 0 0 288 14 Peak-Hour Factor,PHF 0.86 0.86 0.86 0.77 0.77 0.77 ;Hourly Flow Rate,HFR(veh/h) 295 87 0 0 374 18 Percent Heavy Vehicles 0 -- 0 — fOedian Type Undivided IIIRT Channelized 0 0 I-anes 1 1 0 0 1 0 Configuration L TR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 7 1 0 7 1 304 Peak-Hour Factor, PHF 0.67 0.67 0.67 0.89 0.89 0.89 (Hourly Flow Rate,HFR(veh/h) 10 1 0 7 1 341 Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR IDelay,Queue Length,and Level of Service ,Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 I-ane Configuration L LTR LTR LTR v(veh/h) 295 0 11 349 C(m)(veh/h) 1176 1522 65 623 /c 0.25 0.00 0.17 0.56 �35%queue length 1.00 0.00 0.56 3.47 Lontrol Delay(s/veh) 9.1 7.4 71.3 17.9 ILOS A A F C Approach Delay(s/veh) — 71.3 17.9 Approach LOS — F C .Opynght©2005 University of Florida,All Rights Reserved HCS+Tm Version 5 2 Generated: 2/13/2007 4:23 PM hle://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5266.tmp 2/13/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ite Information Analyst JDMR Intersection Hi bland&Kaq Agency/Co. Engineering, Inc. Jurisdiction lBozeman Date Performed 211312007 Analysis Year lExisting(2006) nal sis Time Period IPM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South T!S EastANest Street: Ka Boulevard North/South Street: Highland Boulevard Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound (Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 248 173 1 0 89 19 Peak-Hour Factor,PHF 0.85 0.85 0.85 0.84 0.84 0.64 Hourly Flow Rate,HFR(veh/h) 291 203 1 0 105 22 Percent Heavy Vehicles 0 -- 0 — -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L TR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 0 3 0 19 3 352 Peak-Hour Factor.PHF 0.75 0.75 0.75 0.92 0.92 Hourly Flow Rate,HFR(veh/h) 0 4 0 20 3 395 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 (Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration LTR LTR IDelay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 L Lane Configuration L LTR LTR LTR NJ(veh/h) 291 0 4 418 (m)(veh/h) 1464 1380 219 789 Vic 0.20 0.00 0.02 0.53 95%queue length 0.74 0.00 0.06 3.16 Control Delay(s/veh) 8.1 7.6 21.7 14.6 LOS A A C B Approach Delay(s/veh) — 21.7 14.6 Approach LOS -- C B Copyright©2005 University of Florida,All Rights Reserved HCS+w Version 5.2 Generated: 2/13/2007 4:29 F file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5266.tmp 2/13/20G Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Main&Haggerty encv/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 211312007 nal sis Year Existing 2006) nal sis Time Period AM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastA/Vest Street: E Main St North/South Street: Haggett Haggetly Ln Intersection Orientation: East-West IStudy Period(hrs 0.25 Vehicle Volumes and Adjustments 'Major Street Eastbound Westbound (Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 270 80 53 569 (Peak-Hour Factor,PHF 1.00 0.80 0.80 0.75 0.75 1.00 (Hourly Flow Rate,HFR(veh/h) 0 337 99 70 758 0 [Percent Heavy Vehicles 0 -- -- 0 -- -- (Median Type Undivided RT Channelized 0 0 'Lanes 0 2 0 1 2 0 Configuration T TR L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 60 24 IliPeak-Hour Factor, PHF 0.81 1.00 0.81 1.00 1.00 1.00 Hourly Flow Rate,HFR(veh/h) 74 0 29 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade(%) 0 0 (Flared Approach N N Storage 0 0 RT Channelized 0 0 (Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 l-ane Configuration L LR v(veh/h) 70 103 CC(m)(veh/h) 1134 324 1/c 0.06 0.32 �5%queue length 0.20 1.33 Control Delay(s/veh) 8.4 21.2 dLOS A C Approach Delay(s/veh) — 21.2 Approach LOS - C ;opynght 02005 University of Florida,All Rights Reserved HCS+- Version 5.2 Generated: 2/13/2007 4:57 PM kile://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5277.tmp 2/13/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Main&Haggerty Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 211312007 Analvsis Year Existing 2006 Analysis Time Period PM Peak Hour El (Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastANest Street: E Main St North/South Street: Haggerty Ln Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R _ _I Volume(veh/h) 591 88 28 386 Peak-Hour Factor,PHF 1.00 0.79 0.79 0.90 0.90 1.00 Hourly Flow Rate,HFR(veh/h) 0 748 111 31 428 0 Percent Heavy Vehicles 0 -- — 0 Median Type Undivido d RT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration T TR L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 76 59 Peak-Hour Factor.PHF 0.69 1.00 0.69 1.00 1.00 1.00 Hourly Flow Rate,HFR(veh/h) 110 0 85 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 (Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length,and Level of Service 4pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration L LR ✓(veh/h) 31 195 (m)(veh/h) 791 289 ✓lc 0.04 0.67 35%queue length 0.12 4.50 Control Delay(s/veh) 9.7 39.9 LOS A E 4pproach Delay(s/veh) — 39.9 4pproach LOS E Copyright®2005 University of Florida,All Rights Reserved HCS+- Version 5.2 Generated: 2/132007 4:591 file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5277.tmp 2/13/20C Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Haggerty Haggerly&Bozeman Trail Agency/Co. JEngineering, Inc. Jurisdiction JBozeman Date Performed 1211312007 Analysis Year lExisting(2006) Analysis Time Period JAM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South T1S East/West Street: Ha ert Lane North/South Street: Bozeman Trail Road Intersection Orientation: North-South IStudy Period (hrs'l: 0.25 Vehicle Volumes and Adjustments IVIa'or Street Northbound Southbound (Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 55 1 5 29 Peak-Hour Factor, PHF 1.00 0.93 0.93 0.77 0.77 1.00 Hourly Flow Rate,HFR(veh/h) 0 0 0 16 0 54 Percent Heavy Vehicles 0 -- 0 - (Median Type Undivided 14T Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration TR LT (Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/hl 12 39 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.71 1.00 0.71 Hourly Flow Rate,HFR(veh/h) 6 37 0 0 59 1 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 I-anes 0 0 0 0 0 0 Configuration LR Delay.Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR ✓(veh/h) 6 70 t (m)(veh/h) 1556 981 lc 0.00 0.07 95%queue length 0.01 0.23 Control Delay(s/veh) 7.3 9.0 LOS A A Approach Delay(s/veh) - 9.0 Approach LOS -- A ;opyright©2005 University of Florida,All Rights Reserved HCS+rM Version 5 2 Generated: 2/13r2007 5:18 PM file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5292.tmp 2/13/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Haggerty&Bozeman Trail Agency/Co. En ineerin , Inc. Jurisdiction Bozeman Date Performed 211312007 Analysis Year Existin 2006) Analysis Time Period PM Peak Hour Project Description SOZ-06052.02- The Knolls East&Highland South TIS East/West Street: Haggerty ert Lane North/South Street: Bozeman Trail Road Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T _ R Volume(veh/h) 28 7 41 55 Peak-Hour Factor,PHF 1.00 0.88 0.88 0.77 0.77 1.00 Hourly Flow Rate,HFR(veh/h) 0 0 0 3 0 48 Percent Heavy Vehicles 0 — 0 _ Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 1 0 0 IMinor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 2 26 Peak-Hour Factor,PHF 1.00 1.00 1.00 0.54 1.00 0.54 Hourly Flow Rate,HFR(veh/h) 53 71 0 0 31 7 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 (Lane Configuration LT LR ✓(veh/h) 53 51 C(m)(veh/h) 1585 1022 ✓/C 0.03 0.05 35%queue length 0.10 0.16 Control Delay(s/veh) 7.3 8.7 LOS A A Approach Delay(s/veh) — 8.7 Approach LOS — A Copyright m 2005 University of Florida,All Rights Reserved HCS+w Version 5.2 Generated: 2/13/2007 5:27 file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5292.tmp 2/13/20o" Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst JDMR Intersection agy&Bozeman Trail Agency/Co. JEngineering. Inc. Jurisdiction Bozeman Date Performed 2/13/2007 Analysis Year Existing 2006) Analysis Time Period JAM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastNVest Street: Kagy Boulevard North/South Street: Bozeman Trail Road Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments IMa'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R ✓olume(veh/h) 10 43 1 0 133 13 Peak-Hour Factor,PHF 0.71 0.71 0.71 0.87 0.87 0.87 Hourly Flow Rate,HFR(veh/h) 14 60 1 0 152 14 Percent Heavy Vehicles 0 -- — 0 — Median Type Undivided iRT Channelized 0 0 .anes 0 1 0 0 1 0 Configuration LTR LTR II'Llpstrearn Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h) 12 8 1 6 0 31 Peak-Hour Factor, PHF 0.75 0.75 0.75 0.71 0.71 0.71 Hourly Flow Rate,HFR(veh/h) 16 10 1 8 1 0 1 43 Percent Heavy Vehicles 0 0 0 0 0 0 I3ercent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR IDelay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 I'-ane Configuration LTR LTR LTR LTR v(veh/h) 14 0 27 51 10(m)(veh/h) 1424 1555 658 853 ✓lc 0.01 0.00 0.04 0.06 195%queue length 0.03 0.00 0.13 0.19 Control Delay(s/veh) T6 7.3 10.7 9.5 LOS A A B A approach Delay(s/veh) — -- 10.7 9.5 4pproach LOS -- B A :epyr,ght©2005 University of Florida,All Rights Reserved HCS+ne Version 5.2 Generated: 2/13/2007 5:34 PM file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k52AB.tmp 2/13/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY I General Information Site Information Analyst 1bMR Intersection lKagy&Bozeman Trail Agency/Co. lEngineering, Inc. Jurisdiction 18ozeman Date Performed 1312007 Analysis Year lExisting 2006 Analysis Time Period JPM Peak Hour .Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street: Kagy Boulevard North/South Street: Bozeman Trail Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 20 117 7 0 62 9 IDeak-Hour Factor,PHF 0.77 0.77 0.77 0.93 0.93 0.93 Hourly Flow Rate,HFR(veh/h) 25 151 9 0 66 9 Percent Heavy Vehicles 0 — — 0 Median Type Undivided IPT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 IMinor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 1 4 0 25 9 16 Peak-Hour Factor.PHF 0.63 0.63 0.63 0.69 0.69 0.69 Hourly Flow Rate,HFR(veh/h) 1 6 0 36 13 23 Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade(%) 0 0 IFlared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service 4pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR r(veh/h) 25 0 7 72 (m)(veh/h) 1537 1432 621 733 lIc 0.02 0.00 0.01 0.10 '95%queue length 0.05 0.00 0.03 0.33 Control Delay(s/veh) 7.4 7.5 10.9 10.4 LOS A A B B 4pproach Delay(s/veh) — 10.9 10.4 4pproach LOS — — B B Copyright©2005 University of Florida,All Rights Reserved HCS+Tm Version 5 2 Generated: 2/13/2007 5:39 F file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k52Al3.tmp 2/13/200, Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY :3eneral Information :Site Information Analyst DMR Intersection Kaqy&Bennett Dr encv/Co. Engineering, Inc. Jurisdiction Bozeman v Date Performed 211312007 Analysis Year Existing 2006) Analysis Time Period AM Peak Hour Project Description BOZ-06052.02- The Knolls East&Hi hland South T/S North/South Street: Bennett Drive astNVest Street Kaq Boulevard Intersection Orientation: East-West [Study Period hrs): 0.25 dehicle Volumes and Adjustments 'Major Street Eastbound Westbound Vlovement 1 2 3 4 5 6 L T R L T R ✓olume(veh/h) 54 3 0 185 'eak-Hour Factor,PHF 1.00 0.67 0.67 0.67 0.67 1.00 sourly Flow Rate,HFR(veh/h) 0 80 4 0 276 0 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 ::onfiguration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 8 0 Peak-Hoar Factor, PHF 0.81 1.00 0.81 1.00 1.00 1.00 ;sourly Flow Rate,HFR(veh/h) 9 0 1 0 0 1 0 1 0 Percent Heavy Vehicles 0 0 0 0 0 0 I3ercent Grade(%) 0 0 `=tared Approach N N Storage 0 0 RT Channelized 0 0 -anes 0 0 0 0 0 0 configuration LR Dela ,Queue Length.and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 I-ane Configuration LT LR v(veh/h) 0 9 (m)(veh/h) 1526 644 vlc 0.00 0.01 95%queue length 0.00 0.04 Control Delay(s/veh) 7.4 10.7 !OS A B Approach Delay(s/veh) - — 10.7 approach LOS B :opyngtl©2005 University of Florida,All Rights Reserved HCS+- Version 5.2 Generated: 2/14/2007 9:12 AM Iile://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5303.tmp 2/14/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY (General Information Site Information Analyst IbmR I Intersection - _1Kagy&Bennett Dr Agency/Co. lEngineering, Inc. Jurisdiction Bozeman Date Performed 2/1,3/2007 Analysis Year lExisting(2005) Analysis Time Period JPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street: Ka v Boulevard North/South Street: Bennett Drive Intersection Orientation: East-West IStUdy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 134 9 0 82 Peak-Hour Factor,PHF 1.00 0.90 0.90 0.82 0.82 1.00 Hourly Flow Rate,HFR(veh/h) 0 146 10 0 100 0 Percent Heavy Vehicles 0 -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 1 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 6 0 Peak-Hour Factor,PHF 0.55 1.00 0.55 1.00 1.00 1.00 Hourly Flow Rate,HFR(veh/h) 10 0 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade(%) 0 0 (Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration LT LR d(veh/h) 0 10 C(m)(veh/h) 1434 740 ✓lC 0.00 0.01 35%queue length 0.00 0.04 Control Delay(s/veh) 7.5 9.9 ILOS A A Approach Delay(s/veh) -- 9.9 Approach LOS — — A Copyright©2005 University of Florida,All Rights Reserved HCS+- Version 5.2 Generated: 2/14/2007 9:14 file:HC:\Docurnents and Settings\DReagor\Local Settings\Temp\u2k5315.tmp 2/14/200,' Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY `General Information Site Information WPerformed DMR Intersection Kaav&Painted Hills Dr Engineerin , tnc. Jurisdiction Bozeman j 211312007 nalvsis Year Existin 2006 eriod AM Peak Hour Project Description BOZ-06052.02-The Knolls East&Hi hland South TIS ,EastNVest Street: Ka Boulevard North/South Street: Painted Hills Drive Intersection Orientation: East-Wes( IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound .Movement 1 2 3 4 5 6 11 L T R L T R [Volume(veh/h) 53 17 2 191 Peak-Hour Factor,PHF 1.00 0.67 0.67 0.67 0.67 1.00 .Hourly Flow Rate,HFR(veh/h) 0 79 25 2 285 0 [Percent Heavy Vehicles 0 -- 0 Median Type Undivided IRT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 [Minor Street Northbound Southbound [Movement 7 8 9 10 11 12 L T R L T R Jolume(veh/h) 74 4 Peak-Hour Factor, PHF 0.81 1.00 0.81 1.00 1.00 1.00 Hourly Flow Rate,HFR(veh/h) 91 0 1 4 0 1 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 jFlared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela ,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound [Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR hr(veh/h) 2 95 C(m)(veh/h) 1500 634 v/c 0.00 0.15 95%queue length 0.00 0.52 :ontrol Delay(s/veh) 7.4 11.7 LOS A B approach Delay(s/veh) — -- 11.7 4pproach LOS -- B ;opyrighl m 2005 University of Florida,All Rights Reserved HCS+*M Version 5.2 Generated: 2/13/2007 5:46 PM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k52BA.tmp 2/13/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Ka &Painted Hills Dr Agency/Co. JEngineering, inc. Jurisdiction IBozeman Date Performed 2/13/2007 Analysis Year JExistinq(2006) Analysis Time Period IPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastiWest Street: Kagy Boulevard North/South Street: Painted Hills Drive Intersection Orientation: East-West IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound IMovement 1 2 3 4 5 6 L T R L T R 'Volume(veh/h) 142 53 3 85 (Peak-Hour Factor,PHF 1.00 0.90 0.90 1 0.82 0.82 1.00 (Hourly Flow Rate,HFR(veh/h) 0 157 58 3 103 0 (Percent Heavy Vehicles 0 -- 0 — IVledian Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 21 1 Peak-Hour Factor,PHF 0.55 1.00 0.55 1.00 1.00 1.00 (Hourly Flow Rate,HFR(veh/h) 38 0 1 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 (Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR ✓(veh/h) 3 39 C(m)(veh/h) 1367 701 ✓lc 0.00 0.06 95%queue length 0.01 0.18 Control Delay(s/veh) 7.6 10.4 LOS A B Approach Delay(s/veh) 10.4 Approach LOS -- B Copyright©2005 University of Florida,All Rights Reserved HCS+ne Version 5.2 Generated: 2/13/2007 5:48 F file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k52BA.tmp 2/13/20Q Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Kagy&Church7Sourdou h Agency/Co.,- Engineering, Inc. Jurisdiction Bozeman Date Performed 211312007 Analysis Year Existing 2006 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS I_ast=est Street: Ka_qy Boulevard North/South Street: S Church Ave/Sourdou h Rd Intersection Orientation: East-West [StUdy Period(hrs): 0.25 Vehicle Volumes and Adjustments IMa'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 21 288 29 24 506 18 .Peak-Hour Factor,PHF 0.94 0.94 0.94 1 0.19 0.79 0.79 Hourly Flow Rate, HFR(veh/h) 22 306 30 30 640 22 [Percent Heavy Vehicles 0 — 0 — — IMedian Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 7771 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 101 63 54 9 30 30 Peak-I-lour Factor, PHF 0.87 0.87 0.87 0.67 0.67 0.67 Hourly Flow Rate, HFR(veh/h) 116 1 72 1 62 13 1 44 1 44 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela ,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR V(veh/h) 22 30 250 101 (m)(veh/h) 934 1235 194 240 l/C 0.02 0.02 1.29 0.42 95%queue length 0.07 0.07 13.60 1.96 control Delay(s/veh) 8.9 8.0 210.9 30.5 LOS A A F D 4pproach Delay(s/veh) — — 210.9 30.5 4pproach LOS — — F D .opyright©2005 University of Florida,All Rights Reserved HCS+na Version 5 2 Generated: 213/2007 5:56 PM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k52C6.tmp 2/13/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst OMR Intersection IKaqy&Church/Sourdough Agency/Co. Engineering, Inc_ Jurisdiction ozeman Date Performed 211312007 Analysis Year 4Exisfina(2006 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastNVest Street: Kagy Boulevard IVorth/South Street, S Church Ave/Sourdough Rd Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 25 384 89 60 340 19 Peak-Hour Factor,PHF 0.81 0.81 0.81 0.94 0.94 0.94 Hourly Flow Rate,HFR(veh/h) 30 474 109 63 361 20 Percent Heavy Vehicles 0 -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 47 30 25 25 66 68 Peak-Hour Factor.PHF 0.93 0.93 0.93 0.81 0.81 0.61 Hourly Flow Rate,HFR(veh/h) 50 32 26 30 81 83 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 (Flared Approach N N Storage 0 0 RT Channelized 0 0 (Lanes 0 1 0 0 1 0 onfiguration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 ILane Configuration L L LTR LTR ✓(veh/h) 30 63 108 194 (m)(veh/h) 1185 998 144 252 ✓/c 0.03 0.06 0.75 0.77 95%queue length 0.08 0.20 4.50 5.64 Control Delay(s/veh) 8.1 8.9 81.5 54.9 ILOS A A F F Approach Delay(s/veh) 81.5 54.9 Approach LOS F F Copyright m 2005 University of Florida,All Rights Reserved HCS+- Version 5.2 Generated: 2/13/2007 6:001 file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k52C6.tmp 2/13/20C APPENDIX C CAPACITY CALCULATIONS - EXISTING + TIME KNOLLS AT NILLCREST WEST HCM Analysis Summary Existing+The Knolls at Hillerest Main St/Highland Blvd Area Type:Non CBD DMR 01/01/2007 Analysis Duration: 15 mins. AM Peak Hour Case: HIGHLAND-MAIN-EX+SITE-AM-NB LEFT Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 2 L 12.0 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume v h 1 295 244 262 454 4 218 2 80 0 0 0 PHF 0.83 0.83 0.83 0.82 0.82 0.82 0.84 0.84 0.84 0.31 0.31 0.31 HeavyVehicles 3 3 3 3 3 3 1 1 1 1 1 1 Lane Groups L TR L TR I L TR LTR Arrival Type 3 3 3 3 3 3 3 RTOR Vol v h 73 0 8 0 Peds/Hour 5 5 5 0 %Grade 0 0 -3 0 Buses/Hour 0 0 0 0 Parkers/Hour(Left Ri ht) --- --- --- --- --- --- --- '-- Signal Settings:Actuated Operational Analysis Cycle Length: 71.0 Sec Lost Time Per Cycle: 13.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTR LTP NB LTP SB LTP Green 16.0 24.0 18.0 0 Yellow All Red 3.0 0.0 1 3.5 1.5 3.5 1.5 Ca a ity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay p Group_ _-(Y Gmup Ratio- secLehl- QS EB L 275 0.001 , 0.338 L 0.004 15.6 B 20.3 C * TR 1117 0.170 0.338 TR 0.502 20.4 C WB L er 227 0.000 0.408 8.0 A * L ro 395 0.183 0.225 L 0.514 9.8 A TR 2120 0.160 0.606 TR 0.264 6.9 A NB * L 460 0.143 0.254 L 0.565 24.1 C 23.3 C TR 411 0.054 0.254 TR 0.214 21.0 C SB LTR 482 0.000 0.254 LTR 0.000 0.0 A 0.0 A Intersection:Delay= 14.8 sec/veh Int.LOS=B Xc 0.61 * Critical Lane Group 2:(v/s)Crit= 0.50 SIG/Cinema v3.08 Page 1 HCM Summary Results y Existing+The Knolls at Hillcrest Main St/Highland Blvd DMR 01/01/2007 AM Peak Hour Case: HIGHLAND-MAIN-EX+SITE-AM-NB LEF" Lane Group Approach Delay Delay Lane X (sec/ (sec/ p E Grp v/s v/c veh) LOS veh) LOS B 1° L 0.00 0.00 15.6 B 20.3 C * TR 0.17 0.50 20.4 C L 4 —454 ,V--262 - --- - ---------------- ----------------- - -- - WB Lper 0.00 8.0 A ' *L pro 0.18 0.51 9.8 A ' ' - --- TR 0.16 0.26 6.9 A --------------------- --------- - - - - - - - --- - - 295 1 NB * L 0.14 0.57 24.1 C 23.3 C 244 TR 0.05 0.21 21.0 C 2187 80 2 SB LTR 0.00 0.00 0.0 A 0.0 A 1 2 3 , 16 3 0 23 4 2 17 4 2 I Int. 1 0.501 0.61 1 14.8 B * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 HCM Analysis Summary Existing+The Knolls at Hillcrest Main St/Highland Blvd Area Type:Non CBD DMR 01/01/2007 Analysis Duration: 15 mins. PM Peak Hour Case: HIGHLAND-MAIN-EX+SITE-PM-NB LEFT Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach joutbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 2 L 12.0 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume v h 1 579 276 107 428 1 325 0 239 4 0 1 PHF 0.92 0.92 0.92 0.87 0.87 0.87 0.93 0.93 0.93 0.42 0.42 0.42 %Heavy Vehicles 3 3 3 3 3 3 1 1 1 1 1 1 Lane Groups L TR L TR L TR LTR Arrival Type 3 3 3 3 3 3 1 1 3 RTOR Vol(vph) 83 0 2 0 Peds/Hour 5 5 5 0 %Grade 0 0 -3 0 Buses/Hour 1 0 0 0 0 Parkers/Hour(LeftIRight) I --- --- --- --- --- -- "'Signal Settings:Actuated Operational Analysis Cycle Length: 70.0 Sec Lost Time Per Cycle:13.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTR LTP NB LTP SB LTP Green 10.0 26.0 21.0 0 Yellow All Red 3.0 0.0 3.5 1.5 3.5 1.5 Ca a ity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay Ap IQU �_ --(w&LcW- -EB L 322 0.001 0.371 L 0.003 13.9 B 21.3 C * TR 1251 0.249 0.371 TR 0.671 21.3 C WB L er 148 0.000 0.443 8.7 A * L ro 250 0.070 0.143 L 0.309 10.3 B TR 1952 0.141 0.557 TR 0.253 8.3 A NB * L 430 0.244 0.300 L 0.812 33.2 C 28.0 C TR 485 0.158 0.300 TR 0.526 20.9 C SB LTR 440 0.008 0.300 LTR 0.027 17.3 B 17.3 B Intersection:Delay= 19.5 sec/veh Int.LOS=B Xc 0.69 *Critical Lane Group :E(v/s)Crit=0.56 SIG/Cinema v3.08 Page 1 HCM Summary Results Existing+The Knolls at Hillerest Main St/Highland Blvd DMR 01/01/2007 PM Peak Hour Case: HIGHLAND-MAIN-EX+SITE-PM-NB LEF7 Lane Group Approach Delay Delay Lane X (sec/ (sec/ 0 Ap Grp v/s v/c veh) LOS veh) LOS 1 4 EB J + L 0.00 0.00 13.9 B 21.3 C + * TR 0.25 0.67 21.3 C 1 428 .,--107 .�-- WB L er 0.00 8.7 A ---------- L pro 0.07 0.314 10.3 B ------------- TR 0.14 0.25 8.3 A ---------------------- ---------------------- 579 1 � I -- NB * L 0.24 0.81 33.2 C 28.0 C 276 TR 0.16 0.53 20.9 C 3251239 IC O SB LTR 0.01 0.03 17.3 B 17.3 B 2 3 10 3 0 25 4 2 20 4 2 Int. 1 0.56 0.69 19.5 B * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DN1R Intersection Highland&Ellis Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 211312007 Analysis Year Ex +The Knolls at Hillcrest IlAnal sis Time Period AM Peak Hour Pro ect Description BOZ-06052.02- The Knolls East&Highland South TIS East/West Street: Ellis Street North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 1 289 39 58 384 104 Peak-Hour Factor,PHF 0.85 0.85 0.85 0.86 0.86 0.86 Hourly Flow Rate,HFR(veh/h) 1 339 45 67 446 120 Percent Heavy Vehicles 0 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Jpstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R plume veh/h) 0 14 4 19 Peak-Hour Factor,PHF 0.60 0.60 0.60 0.58 0.58 0.58 Hourly Flow Rate,HFR(veh/h) 0 0 0 24 1 6 1 32 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 1 0 Configuration R LTR Dela ,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 I-ane Configuration L L LTR R v(veh/h) 1 67 62 0 C(m)(veh/h) 1016 1186 330 570 v/c 0.00 0.06 0.19 0.00 95%queue length 0.00 0.18 0.68 0.00 Control Delay(s/veh) 6.5 8.2 18.4 11.3 LLOS A A C B ,Approach Delay(s/veh) 18.4 4pproach LOS C lgpyright©2005 University of Florida,All Rights Reserved HCS+- Version 5 21 Generated: 31712007 9:09 AM ile:HCADocuments and Settings\DReagor\Local Settings\Temp\u2k560.tmp 3/7/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection IHiqhland&Ellis Agency/Co- lEngineering, Inc. Jurisdiction Bozeman Date Performed 13/2007 Analysis Year Ex +The Knolls at Hillcrest Analysis Time Period IPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastANest Street: Ellis Street North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound (Movement 1 1 2 3 4 5 6 L T R L T R , Volume(veh/h) 2 404 16 16 380 15 (Peak-Hour Factor,PHF 0.74 0.74 0.74 0.88 0.88 0.88 (Hourly Flow Rate, HFR(veh/h) 2 545 21 18 431 17 Percent Heavy Vehicles 0 — 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 5 37 2 55 Peak-Hour Factor, PHF 0.88 0.88 0.88 0.78 0.78 0.78 Hourly Flow Rate,HFR(veh/h) 0 0 5 47 2 70 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 (Flared Approach N N Storage 0 0 IRT Channelized 0 0 ILanes 0 0 1 0 1 0 Configuration R LTR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR R i(veh/h) 2 18 119 5 (m)(veh/h) 1111 1016 322 613 i/c 0.00 0.02 0.37 0.01 .35%queue length 0.01 0.05 1.65 0.02 Control Delay(s/veh) 8.2 8.6 22.6 10.9 LOS A A C B approach Delay(s/veh) - 22.6 10.9 Approach LOS — C B Copyright©2005 University of Florida,All Rights Reserved HCS+rM Version 5 21 Generated: 3r7/2007 9:10 1 file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k564.tmp 3/7/200,. Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st DMR Intersection Highland&Hillcrest Access enc /Co. JEngineerioq, Inc. JUrisdiction Bozeman Date Performed 1211312007 Analysis Year Ex+The Knolls at Hillcrest nal sis Time Period PM Peak Hour Pro ect Description BOZ-06052.02-The Knolls East&Highland South T/S EastNVest Street: Hillcrest Retirement Center North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Jolume(veh/h) 88 315 175 21 Peak-Hour Factor,PHF 0.87 0.87 1.00 1.00 0.76 0.76 Hourly Flow Rate,HFR(veh/h) 101 362 0 0 230 27 Percent Heavy Vehicles 0 -- 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Jolume(veh/h 19 28 Peak-Hour Factor,PHF 0.75 1.00 0.75 1.00 1.00 1.00 Hourly Flow Rate,HFR(veh/h) 25 0 37 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 1 0 1 0 0 0 Configuration L R Dela ,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R v(veh/h) 101 25 37 C(m)(veh/h) 1315 324 797 v/c 0.08 0.08 0.05 95%queue length 0.25 0.25 0.15 Control Delay(s/veh) 8.0 17.0 9.7 LOS A C A approach Delay(s/veh) -- 12.7 4pproach LOS -- B ;o.nyriah:©2005 University of Florida,All Rights Reserved HCS+TM Version 5.21 Generated: 2/24/2007 12:40 PM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5EOD.tmp 2/24/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR Intersection Hi bland&Hillcrest Access enc /Co. [Engineering, Inc. Jurisdiction Bozeman Date Performed 1211312007 Analysis Year Ex+The Knolls at Hillcrest Analysis Time Period IPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastNVest Street: Hillcrest Retirement Center North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound (Movement 1 2 3 4 5 6 L T R L _ T R Yi 'Volume(veh/h) 38 215 366 30 (Peak-Hour Factor,PHF 0.86 0.86 1.00 1.00 0.86 0.86 (Hourly Flow Rate,HFR(veh/h) 44 249 0 0 425 34 Percent Heavy Vehicles I 0 -- - 0 (Median Type Undivided IRT Channelized 0 0 (Lanes 1 1 0 0 1 0 Configuration L T TR Upstream Signal 0 0 (Minor Street Eastbound Westbound (Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 34 81 Peak-Hour Factor, PHF 0.77 1.00 0.77 1.00 1.00 100 Hourly Flow Rate, HFR(veh/h) 44 0 105 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 1 0 0 IRT Channelized 0 0 Lanes 1 0 1 0 0 0 Configuration L R Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R r(veh/h) 44 44 105 (m)(veh/h) 1113 352 620 i/c 0.04 0.13 0.17 95%queue length 0.12 0.42 0.61 Control Delay(s/veh) 8.4 16.7 12.0 I-OS A C B Approach Delay(s/veh) — 134 Approach LOS -- B Copyright©2005 University of Florida,All Rights Reserved HCS+Tm Version 5.21 Generated: 2/242007 12:43 r file:HC:\Documents and Settings\DReagor\Local Settings\Temp\u2k5E1B.tmp 2/24/200. Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY 3eneral Information Site Information MPerformed DMR Intersection Highland&KnolIS Lr1 En ineerin , Inc. Jurisdiction Bozeman 2/13/2007 Analysis Year Ex+The Knolls at Hillcrest riod IAM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS lEastANest Street: Knolls Ln North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound VVlovement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 10 389 201 2 (Peak-Hour Factor,PHF 0.87 0.87 1.00 1.00 0.76 0.76 Hourly Flow Rate,HFR(veh/h) 11 447 0 0 264 2 Percent Heavy Vehicles 0 -- 0 -- Median Type Undivided RT Channelized 0 0 I-anes 1 1 0 0 1 0 Configuration L T TR Upstream Signal 0 0 (Minor Street Eastbound Westbound 14ovement 7 8 9 10 11 12 L T R L T R Volume(venin) 14 22 Peak-Hour Factor,PHF 0.75 1.00 0.75 1.00 1.00 1.00 ,Hourly Flow Rate,HFR(veh/h) 16 0 1 29 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 (Flared Approach N N Storage 0 0 RT Channelized 0 0 (Lanes 0 0 0 0 0 0 Configuration LR Dela ,Queue Length,and Level of Service ,Approach Northbound Southbound Westbound Eastbound foovement 1 4 7 8 9 10 11 12 Lane Configuration L LR v(veh/h) 11 47 (m)(veh/h) 1305 559 v/c 0.01 0.08 '35%queue length 0.03 0.27 control Delay(s/veh) 7.8 12.0 ILOS A B 4pproach Delay(s/veh) 12.0 4pproach LOS — B ,apyricpht©2005 University of Florida,All Rights Reserved HCS+rM Version 5.21 Generated: 2/24/2007 1:00 PM file:HC:\Documents and Settings\DReagor\Local Settings\Temp\u2k5E3 Ltmp 2/24/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ite Information Analyst DMR Intersection Hichland&Knolls Ln Agency/Co. Engineerin , Inc. Jurisdiction Bozeman 11 Date Performed 211312007 Analvsis Year Ex+The Knolls at Hillcrest Analysis Time Period PM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastNVest Street: Knolls Ln North/South Street: Highland Boulevard Intersection Orientation North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 22 247 429 18 (Peak-Hour Factor,PHF 0.86 0.66 1.00 1.00 0.86 0.86 Hourly Flow Rate, HFR(veh/h) 25 287 0 0 498 20 Percent Heavy Vehicles 0 -- — 0 Median Type Undivided IRT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR Upstream Signal 0 0 Minor Street Eastbound Westbound (Movement 7 8 9 10 11 12 L T R L T R 'Volume(veh/h) 6 16 Peak-Hour Factor,PHF 0.77 1.00 0.77 1.00 1.00 1.00 Hourly Flow Rate,HFR(veh/h) 7 0 20 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR lDelay,Queue Length,and Level of Service 4pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration L LR (veh/h) 25 27 C(m)(veh/h) 1058 478 v/c 0.02 0.06 135%queue length 0.07 0.18 Control Delay(s/veh) 8.5 13.0 LOS A B 4pproach Delay(s/veh) — — 13.0 4pproach LOS — B Copyright©2005 University of Florida,All Rights Reserved HCS+m+ Version 5 21 Generated: 2/24/2007 12:43 F file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5E21.tmp 2/24/200t. ,Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst JDMR Intersection lHighland&Ka cgenc /Co. JEnqjneerinq, Inc. Jurisdiction JBozernan Date Performed 1211312007 Analysis Yea JEx+The Knolls at Hillcrest Analysis Time Period 14M Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastANest Street: Ka Boulevard North/South Street: Highland Boulevard Intersection Orientation: East-West IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments IMajor Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R 'Volume(veh/h) 273 75 0 0 288 14 Peak-Hour Factor,PHF 0.86 0.86 0.86 0.77 0.77 0.77 Hourly Flow Rate,HFR(veh/h) 317 87 0 0 374 18 Percent Heavy Vehicles 0 -- 0 (Median Type Undivided IPT Channelized 0 0 (Lanes 1 1 0 0 1 0 Configuration L TR LTR (upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 7 1 0 7 1 348 Peak-Hour Factor,PHF 0.67 0.67 0.67 0.89 0.89 0.89 Hourly Flow Rate,HFR(veh/h) 10 1 0 7 1 1 1 391 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela ,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration L LTR LTR LTR (veh/h) 317 0 11 399 C(m)(veh/h) 1176 1522 49 624 +/c 0.27 0.00 0.22 0.64 95%queue length 1.10 0.00 0.75 4.58 Control Delay(s/veh) 9.2 7.4 98.6 20.4 LOS A A F C Approach Delay(s/veh) -- — 98.6 20.4 Approach LOS — F C :opyfight©2005 University of Florida,All Rights Reserved HCS+TM+ Version 5 2 Generated: 2/14/2007 2:03 PM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k53CA.ttnp 2/14/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information 'Site Information Analyst DMR Intersection Hi hland&Kagy Agency/Co. lEngineering, Inc. Jurisdiction Bozeman Date Performed 211312007 Analysis Year IjEx+The Knolls at Hillcrest Analysis Time Period JPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street: Kagy Boulevard North/South Street: Highland Boulevard Intersection Orientation: East-West IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 292 173 1 0 89 19 Peak-Hour Factor,PHF 0.85 0.65 0.85 0.84 0.84 0.84 (Hourly Flow Rate,HFR(veh/h) 343 203 1 0 105 22 (Percent Heavy Vehicles 0 -- p _ (Median Type Undivided RT Channelized 0 0 Lanes 1 i 0 0 1 0 Configuration L TR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 0 3 0 19 3 383 Peak-Hour Factor.PHF 0.75 0.75 0.75 0.92 0.92 1.00 Hourly Flow Rate,HFR(veh/h) 0 4 0 20 3 383 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LTR LTR LTR (veh/h) 343 0 4 406 C(m)(veh/h) 1464 1380 183 752 do 0.23 0.00 0.02 0.54 95%queue length 0.91 0.00 0.07 3.27 Control Delay(s/veh) 8.2 7.6 25.1 15.3 LOS A A D C Approach Delay(s/veh) - 25.1 15.3 Approach LOS -- - D C Copyright©2005 University of Florida,All Rights Reserved HCS+- Version 5 2 Generated: 2/1412007 2:06 F file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k53CF.tmp 2/14/200,: Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Kaq &Church/Sourdough Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 211312007 Analysis Year Ex +The Knolls at Hillcrest Analysis Time Period AM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastANest Street: Kagy Boulevard North/South Street: S Church Ave/Sourdough Rd Intersection Orientation: East-West IStudy Period(hrs': 0.25 Vehicle Volumes and Adjustments IMa'or Street Eastbound Westbound (Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 21 307 29 24 550 18 Peak-Hour Factor,PHF 0.94 0.94 0.94 0.79 0.79 0.79 Hourly Flow Rate,HFR(veh/h) 22 326 30 30 696 22 (Percent Heavy Vehicles 0 — -- 0 Median Type Undivided RT Channelized 0 0 (Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume vehih) 101 63 54 9 30 30 Peak-Hour Factor. PHF 0.87 0.87 0.87 0.67 0.67 0.67 Hourly Flow Rate,HFR(veh/h) 116 72 62 13 1 44 44 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 f=tared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 t',onfiguration LTR LTR Dela .Queue Length.and Level of Service Approach Eastbound Westbound Northbound Southbound 1. lNovement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh/h) 22 30 250 101 C(m)(veh/h) 891 1214 170 214 vlc 0.02 0.02 1.47 0.47 95%queue length 0.08 0.08 15.90 2.31 Control Delay(s/veh) 9.1 8.0 290.9 36.0 LOS A A F E Approach Delay(s/veh) -- 290.9 36.0 Approach LOS — F E ,opyright©2005 University of Florida,All Rights Reserved HCS+- Version 5.2 Generated: 2114/2007 12:31 PM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k538B.tmp 2/14/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ite Information Analyst DMR I finteisection IKayy&Church/Sourdough Agency/Co. Engineering, Inc. urisdiction lBozeman Date Performed 211312007 nal sis Yea I&+The Knolls at Hillcrest Analysis Time Period PM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastANest Street: Kar V Boulevard North/South Street: S Church Ave/Sourdough Rd Intersection Orientation: East-West [Study Period Mrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 25 428 89 60 371 19 Peak-Hour Factor,PHF 0.81 0.81 0.81 0.94 0.94 0.94 (Hourly Flow Rate,HFR(veh/h) 30 528 109 63 394 20 Percent Heavy Vehicles 0 _ 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 47 30 25 25 66 68 Peak-Hour Factor,PHF 0,93 0.93 0.93 0.81 0.81 0.81 (Hourly Flow Rate,HFR(veh/h) 50 32 26 30 1 81 1 83 (Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v(veh/h) 30 63 108 194 C(m)(veh/h) 1152 953 118 222 v/c 0.03 0.07 0.92 0.87 95%queue length 0.08 0.21 5.77 6.96 Control Delay(s/veh) 8.2 9.0 130.1 77.6 LOS A A F F 4pproach Delay(s/veh) -- — 130.1 77.6 Approach LOS -- — F F Copyright©2005 University of Florida,All Rights Reserved HCS+Tm Version 5.2 Generated: 2/14/2007 12:33 F file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5391.tmp 2/14/2001 APPENDIX D INTERNAL CAPTURE CALCULATIONS ti c E m " w kt E v a _ w E o E " e w e w 4 ►r,a �' v � m � Y U tz W CL 17— W 0 0 d O aCC a b b 1P 5 z- z '' � al' co c � � � c� cal o c _ w ui MIS A ` __. 0 tO4 co UCOO _ 0 :a ° co LU LU ~ W LU ~ Q o t-- > g Z � = m CUJ 0_An _ m , c: AGA Z v/ 4z il. _ ON ° ° ro r c O ` n v O � O a G - O ? LU w co LU M m b b LLJ LU CLe c m Z oza = -- = 3 o C. c� b � LU�J U)a. Q ro 4 " E F- LU Lu 0 0 o b Q � o C j u cmi � a V d. co �`� L� � 0 Q N c LU �o .2 M- z Q to El) � �� mMM � � _ _ LL' _ M ti ID G w Y y Q m O O v 0 co O U W Fo W � W = W x F— W W �° b u W �— Q •. _ e W � � e C I- m 5 �." c— E E d N W Uj UJ w � ico LO w p� W 110 EYE Trip ene6tiort Handbook, 2nd Edition Chapter 7 APPENDIX E CAPACITY CALCULATIONS - EXISTING + THE KNOLLS AT NILLCREST WEST + PHASE 1 HCM Analysis Summary Existing +The Knolls West+Ph 1 Main St/Highland Blvd Area Type:Non CBD DMR 01/01/2007 Analysis Duration: 15 mins. AM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-AM Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) A roach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 2 L 12.0 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume v h) 1 295 248 263 454 4 228 2 85 0 0 0 PHF 0.83 0.83 0.83 0.82 0.82 0.82 0.84 0.84 0.84 0.31 0.31 0.31 %Heavy Vehicles 3 3 3 3 3 3 1 1 1 1 1 1 Lane Groups L TR L TR L TR LTR Arrival Type 3 3 3 3 3 3 1 3 RTOR Vol v h 74 0 16 0 Peds/Hour 5 5 5 0 %Grade 0 0 -3 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- I --- --- I --- --- w --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 71.0 Sec Lost Time Per Cycle:13.0 See Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTR LTP NB LTP SB LTP Green 16.0 24.0 18.0 L Yellowl All Red 3.0 0.0 3.5 1.5 3.5 1.5 I i Ca a ity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay p ati (sg� OS- EB L 275 0.001 0.338 L 0.004 15.6 B 20.4 C * TR 1115 0.171 0.338 TR 0.507 20.4 C WB L er 225 0.000 0.408 8.0 A * L ro 395 0.183 0.225 L 0.518 9.9 A TR 2120 0.160 0.606 TR 0.264 6.9 A NB * L 460 0.149 0.254 L 0.589 24.6 C 23.7 C TR 411 0.052 0.254 TR 0.204 21.0 C SB LTR 482 0.000 0.254 LTR 0.000 0.0 A 0.0 A Intersection:Delay= 15.0sec/veh Int.LOS=B Xc 0.62 *Critical Lane Group :5:(v/s)Crit=0.50 SIG/Cinema v3.08 Page 1 HCM Summary Results Existing+The Knolls West+Ph 1 Main St/Highland Blvd DMR 01/01/2007 AM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-AM Lane Group Approach Delay Delay Lane X (sec/ (sec/ 0 App Grp v/s v/c veh) LOS veh) LOS O 0 EB L 0.00 0.00 15.6 B 20.4 C * TR 0.17 0.51 20.4 C 4 = 454 263 .L WB L er 0.00 8.0 A ' ----------- -- *L ro 0.18 0.52 9.9 A ---------�- TR 0.16 0.26 6.9 A --------------------- --------------------- 1 — 7 � �► I 295 1 NB * L 0.15 0.59 24.6 C 23.7 C 248 —� TR 0.05 0.20 21.0 C . 228 85 2 SB LTR 0.00 0.00 0.0 A 0.0 A 16 3 0 23 4 2 17 4 2 Int. 0.50 0.62 15.0 B * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 HCM Analysis Summary Existing+The Knolls West+Ph 1 Main St/Highland Blvd Area Type: Non CBD DMR 2/22/2007 Analysis Duration: 15 mins. PM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-PM Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) A roach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 2 L 12.0 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume v h 1 579 288 112 428 1 332 0 242 4 0 1 PHF 0.92 0.92 0.92 0.87 0.87 0.87 0.93 0.93 0.93 0.42 0.42 0.42 %Heavy Vehicles 3 3 3 3 3 3 1 1 1 1 1 1 Lane Groups L TR L TR L TR LTR Arrival Type 3 3 3 3 3 3 1 3 RTOR Vol v h 86 0 24 0 Peds/Hour 5 5 5 0 %Grade 0 0 -3 0 Buses/Hour 0 0 0 0 Parkers/Hour LeftjRight) --- --- --- -- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 70.0 Sec Lost Time Per Cycle:13.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTR LTP NB LTP SB LTP Green 10.0 26.0 21.0 0 Yellowl All Red 3.0 0.0 3.5 1.5 3.5 1.5 F+ Cap ity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay Group Ratl EB L 322 0.001 0.371 L 0.003 13.9 B 21.5 C * TR 1249 0.252 0.371 TR 0.680 21.5 C WB L er 144 0.000 0.443 8.8 A * L ro 250 0.074 0.143 L 0.327 10.6 B TR 1952 0.141 0.557 TR 0.253 8.3 A NB * L 430 0.249 0.300 L 0.830 35.0 C 29.2 C TR 485 0.145 0.300 TR 0.482 20.3 C SB LTR 443 0.008 0.300 LTR 0.027 17.3 B 17.3 B Intersection:Delay= 19.8 sec/veh Int.LOS=B XC=0.71 *Critical Lane Group >�(v/s)Crit= 0.58 SIG/Cinema v3.08 Page 1 HCM Summary Results Existing+The Knolls West+Ph I Main St/Highland Blvd DMR 2/22/2007 PM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-PM Lane Group Approach I Delay Delay Lane X (sec/ (sec/ 0 App Grp v/s v/c veh) LOS veh) LOS 1 4 EB J L 0.00 0.00 13.9 B 21.5 C * TR 0.25 0.68 21.5 C L 1 428 �112 •--------------------- --------------------- WB L er 0.00 8.8 A *L ro 0.07 0.33 10.6 B ---------- --- TR 0.14 0.25 8.3 A ------------ -- ---- --- ----------------- -- --- 1 579 NB * L 0.25 0.83 35.0 C 29.2 C 288 TR 0.14 0.48 20.3 C I 3321242 0 I SB LTR 0.01 1 0.03 17.3 B 17.3 B 1 2 3 , 10 3 0 25 4 2 20 4 2 I Int. 0.58 0.71 19.8 1 B * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalvst DMR Intersection Highland&Ellis Agency/Co Engineering, Inc. Airisdiction Buzeman Date Performed 2/22/2007 Analysis Year Ex +The Knolls West+Ph 1 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS .=astNVest Street: Ellis Street North/South Street: Highland Boulevard Intersection Orientation: North-South 13tudy Period(111 0.25 Vehicle Volumes and Adjustments (Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 1 304 39 58 389 104 3eak-Hour Factor, PHF 0.85 0.85 0.85 0,86 0.86 0.86 Hourly Flow Rate,HFR(veh/h) 1 357 45 67 452 120 Percent Heavy Vehicles 0 -- 0 -- Median Type Undivided 11IRT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 0 14 4 19 Peak-Hour Factor, PHF 0.60 0.60 0.60 0.58 0.58 0.58 Hourly Flow Rate,HFR(veh/h) 0 0 0 24 6 32 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 =lared Approach N N Storage 0 0 RT Channelized 0 0 -anes 0 0 1 0 1 0 :onfiguration R LTR Dela ,Queue Length.and Level of Service Approach Northbound Southbound Westbound Eastbound fovement 1 4 7 8 9 10 11 12 f_ane Configuration L L LTR R (veh/h) 1 67 62 0 C(m)(veh/h) 1011 1168 319 566 1lc 0.00 0.06 0.19 0.00 35%queue length 0.00 0.18 0.71 0.00 Control Delay(s/veh) 8.6 8.3 19.0 11.4 _OS A A C B approach Delay(s/veh) -- 19.0 Approach LOS C noyrcrhr©2005 University of Florida,All Rights Reserved HCS+- Version 5.21 Generated: 3/7/2007 9:13 AM tile://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k56A.tmp 3/7/2007 Two Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst JbmR Intersection Hi hland&Ellis Agency/Co. En ineeriny, Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year JEx+The Knolls West+Ph 1 Analysis Time Period JPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street: Ellis Street North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(vehih) 2 414 16 16 397 15 Peak-Hour Factor,PHF 0.74 0.74 0.74 0.88 0.88 0.88 Hourly Flow Rate,HFR(veh/h) 2 559 21 18 451 17 Percent Heavy Vehicles 0 0 -- (Median Type Undivided RT Channelized 0 0 (Lanes 1 1 0 1 1 0 Configuration L TR L TR (Upstream Signal 0 0 Minor Street Eastbound Westbound (Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 5 37 2 55 Peak-Hour Factor.PHF 0.68 0.88 0.88 0.78 0.78 0.78 Hourly Flow Rate,HFR(veh/h) 0 0 5 47 2 70 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 I-anes 0 0 1 0 1 0 onfiguration R LTR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR R /(veh/h) 2 18 119 5 (m)(veh/h) 1094 1004 309 597 Vic 0.00 0.02 0.39 0.01 95%queue length 0.01 0.05 1.75 0.03 Control Delay(s/veh) 8.3 8.7 23.8 11.1 LOS A A C B Approach Delay(s/veh) -- 23.8 11.1 Approach LOS C B Copyright©2005 University of Florida,All Rights Reserved HCS+*M Version 5,21 Generated: 3/7/2007 9:14 file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k570.tmp 3/7/20C Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY 13eneral Information Site Information Analyst DMR Intersection Ni hland Blvd&Painted Hills enc /Co. Engineering,Inc. Jurisdiction Bozeman Date Performed 211312007 Analysis Year Ex +The Knolls West+Ph 1 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastNVest Street: Hillcrest/Painted Hills Rd North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R volume(veh/h) 88 325 0 2 178 21 Peak-Hour Factor,PHF 0.87 0.87 0.87 0.76 0.76 0,76 Hourly Flow Rate,HFR(veh/h) 101 373 0 2 234 27 Percent Heavy Vehicles 0 0 -- IMedian Type Undivided RT Channelized 0 0 (Lanes 1 1 0 1 1 0 ,Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 19 0 28 0 0 5 Peak-Hour Factor,PHF 0.75 0.75 0.75 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 25 0 37 0 1 0 5 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 I-anes i 1 0 1 1 0 Configuration L TR L TR Dela ,Queue Length,and Level of Service 4pproach Northbound Southbound Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR it(veh/h) 101 2 0 5 25 37 C(m)(veh/h) 1311 1197 255 678 271 793 r/c 0.06 0.00 0.00 0.01 0.09 0.05 '95%queue length 0.25 0.01 0.00 0.02 0.30 0.15 Control Delay(s/veh) 8.0 8.0 19.1 10.3 19.6 9.8 [_OS A A C B C A 4pproach Delay(s/veh) -- 10.3 13.7 4pproach LOS B B :opyright©2005 University of Florida,All Rights Reserved HCS+Tm Version 5 21 Generated: 2/24/2007 1:04 PM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5E36.tmp 2/24/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Highland&Painted Hills Rd Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex +The Knolls West+Ph 1 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastiWest Street: Hillcrest/Painted Hills Rd North/South Street: Highland Boulevard Intersection Orientation: North-South IStUdy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olurne(veh/h) 38 222 0 5 378 30 Peak-1 iuur Factor, FI il- 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate,HFR(veh/h) 44 258 0 5 439 34 Percent Heavy Vehicles 0 0 -- -- Mcdian Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 1 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 1 t 12 L T R L T R Volume veh/h 34 0 81 0 0 3 Peak-Hour Factor, PI-1F 0.77 0.77 0.77 0.90 0.90 0.90 Hourly Flow Rate, HFR(veh/h) 44 0 105 0 0 3 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 onfiguration L TR L TR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR (veh/h) 44 5 0 3 44 105 (m)(veh/h) 1099 1318 222 786 288 609 lc 0.04 0.00 0.00 0.00 0.15 0.17 95%queue length 0.12 0.01 0.00 0.01 0.53 0.62 Control Delay(s/veh) 8.4 7.7 21.2 9.6 19.7 12.1 LOS A A C A C B pproach Delay(s/veh) - 9.6 14.4 pproach LOS -- - A B Copyright©2005 University of Florida,All Rights Reserved HCS+w Version 5 21 Generated: 2/24/2007 1:06. file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5E3B.tmp 2/24/20( Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY 13eneral Information Site Information MPerformed DMR Intersection Hi hland&Knolls Ln En ineerng, Inc. Jurisdiction Bozeman Analysis Year Ex+The Knolls West+Ph 1 eriod AM Peak Hour Project Description BOZ-05052.02-The Knolls East&Highland South TIS EastNVest Street Knolls Ln Worth/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound (Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 10 399 0 0 204 2 Peak-Hour Factor,PHF 0.87 0.87 0.87 0.76 0.76 0.76 Hourly Flow Rate,HFR(veh/h) 11 458 0 0 268 2 Percent Heavy Vehicles 0 -- -- 0 — Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 (Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h) 14 0 22 0 0 0 Peak-Hour Factor, PHF 0.75 0.75 0.75 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 18 0 29 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 lFlared Approach N N Storage 0 0 IRT Channelized 0 0 -anes 0 1 0 0 1 0 Configuration LTR LTR Dela ,Queue Length,and Level of Service 4pproach Northbound Southbound Westbound Eastbound 6Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v(veh/h) 11 0 0 47 C(m)(veh/h) 1301 1114 506 v/c 0.01 0.00 0.09 95%queue length 0.03 0.00 0.30 Control Delay(s/veh) 7.8 8.2 12.8 LOS A A B Approach Delay(s/veh) -- -- 12.8 Approach LOS -- B -�opyf,gh!©2005 University of Florida,All Rights Reserved HCS+w Version 5.21 Generated: 2/24/2007 1:07 PM file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5E3F.tmp 2/24/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Highland&Knolls Ln Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastNVest Street: Knolls Ln North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 22 254 0 0 441 18 Peak-Hour Factor,PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate,HFR(veh/h) 25 295 0 0 512 20 Percent Heavy Vehicles 0 — -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 -777 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 6 0 16 0 0 0 Peak-Hour Factor, PHF 0.77 0.77 0.77 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 7 0 20 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfiguration LTR LTR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh/h) 25 0 0 27 (m)(veh/h) 1046 1278 438 /c 0.02 0.00 0.06 5%queue length 0.07 0.00 0.20 Control Delay(s/veh) 8.5 7.8 13.8 LOS A A B pproach Delay(s/veh) -- — 13.8 pproach LOS — B Copyright©2005 University of Florida,All Rights Reserved HCS+TM Version 5 21 Generated: 2/24/2007 1:08 file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5E45.tmp 2/24/20C Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY lueneral Information Site Information Analyst IDMR Intersection Highland&Kaq Agency/Co. lEngineering, Inc. Jurisdiction Bozeman Date Performed 1211312007 Analysis Year Ex+The Knolls West+Ph 1 nal sis Time Period M Peak Hour Pro ect Description BOZ-06052.02- The Knolls East 8 Highland South TIS iEastNVest Street: Kagy Boulevard North/South Street: Highland Boulevard Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 273 85 0 0 320 24 Peak-Hour Factor,PHF 0.86 0,86 0.86 0.77 0.77 0.77 Hourly Flow Rate,HFR(veh/h) 317 98 0 0 415 31 Percent Heavy Vehicles 0 -- 0 -- - Median Type Undivided RT Channelized 0 0 I-anes 1 1 0 0 1 0 !configuration L TR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Allovement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 7 1 0 10 1 348 Peak-Hour Factor,PHF 0.67 0.67 0,67 0.89 0.89 0.89 Hourly Flow Rate,HFR(veh/h) 10 1 0 11 1 391 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 (Flared Approach N N Storage 0 0 RT Channelized 0 0 p-anes 0 1 0 0 1 0 Configuration LTR LTR IDelay,Queue Length,and Level of Service tApproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LTR LTR LTR F(veh/h) 317 0 11 403 C(m)(veh/h) 1123 1508 40 565 e/c 0.28 0.00 0.28 0.71 95%queue length 1.17 0.00 0.91 5.80 Control Delay(s/veh) 9.5 7.4 126.2 25.6 1ILOS A A F D Approach Delay(s/veh) — -- 126.2 25.6 Approach LOS F D ,opynght 0 2005 University of Florida,All Rights Reserved HCS+TM Version 5 2 Generated: 2/2212007 10:23 AM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k595D.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR I Intersection l-i hland&Kagy Agency/Co. lEngineering, Inc. Jurisdiction Bozeman Date Performed 1212212007 Analysis Year lEx+The Knolls West+Ph 1 Analysis Time Period IPM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS East/West Street: Kagy Boulevard North/South Street: Hi hland Boulevard Intersection Orientation: East-West IStUdy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/l,) 292 209 1 0 109 26 Peak-Hour Factor, PHF 0.85 0.85 0.85 1 0.84 0.84 0.84 Hourly Flow Rate,HFR(veh/h) 343 245 1 0 129 30 Percent Heavy Vehicles 0 - 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L TR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 1 12 L T R L T R Volume veh/h) 0 3 0 31 3 383 Peak-Hour Factor,PFIF 0.75 0.75 0.75 0.92 0,92 0.92 Hourly Flow Rate,HFR(veh/h) 0 4 0 33 3 416 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LTR LTR LTR (veh/h) 343 0 4 452 C(m)(veh/h) 1425 1332 164 654 /c 0.24 0.00 0.02 0.69 95%queue length 0.94 0.00 0.07 5.51 Control Delay(s/veh) 8.3 7.7 27.5 21.9 LOS A A D C Approach Delay(s/veh) 27.5 21.9 Approach LOS - — D C Copyright©2005 University of Florida,All Rights Reserved HCS+- Version 5 2 Generated: 2/22/2007 11:44, file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k59CD.tmp 2/22/200 Two-Way Stop Control Page 1 of I TWO-WAY STOP CONTROL SUMMARY general Information ite Information nal st IDMR I Intersection Main&Haggerty ,Agency/Co. JEngineering, Inc. Jurisdiction lBo2eman iDate Performed 212212007 Analysis Year JEx+The Knolls West+Ph 1 nal sis Time Period M Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS astMest Street: E Main St North/South Street: Haggerty Ln ntersection Orientation: East-West IStudy Period(hrs) 0.25 ehicle Volumes and Adjustments 'Aa'or Street Eastbound Westbound ,Aovement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 275 80 54 570 'eak-Hour Factor,PHF 1.00 0.80 0.80 0.75 0.75 1.00 ,sourly Flow Rate,HFR(veh/h) 0 343 99 72 760 0 Percent Heavy Vehicles 0 0 -- Aedian Type Undivided RT Channelized 0 0 I-anes 0 2 0 1 2 0 .onfiguration T TR L T Upstream Signal 0 0 Minor Street Northbound Southbound Aovement 7 8 9 10 11 12 L T R L T R olume(veh/h 60 26 ='eak-Hour .Factor.PHF 0.81 1.00 0.81 1.00 1.00 1.00 sourly Flow Rate, HFR(veh/h) 74 0 32 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 1 0 Percent Grade(%) 0 0 =fared Approach N N Storage 0 0 RT Channelized 0 0 ..anes 0 0 0 0 0 0 1�.onfiguration LR Oela ,Queue Length,and Level of Service 'approach Eastbound Westbound Northbound Southbound 61Aovement 1 4 7 8 9 10 11 12 bane Configuration L LR r(veh/h) 72 106 C(m)(veh/h) 1129 323 r/c 0.06 0.33 35%queue length 0.20 1.39 :ontrol Delay(s/veh) 8.4 21.5 .OS A C kpproach Delay(s/veh) -- 21.5 approach LOS C cpyrhnt©2005 University of Florida,All Rights Reserved HCS+lm Version 5.2 Generated: 2122=07 10:55 Al file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k597D.tmp 2/22/20011 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Main&Haggerty Agency/Co. Engineering. Inc. Jurisdiction Bozeman Date Performed 212212007 Analysis Year Ex +The Knolls West+Ph 1 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastNVest Street: E Main St North/South Street: Haggerty Haggerly Ln Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound fovement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 594 88 30 391 Peak-Hour Factor,PHF 1.00 0.79 0.79 0.90 0.90 1.00 Hourly Flow Rate,HFR(veh/h) 0 751 111 33 434 0 Percent Heavy Vehicles 0 — 0 Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration T TR L T Upstream Signal 0 0 Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 76 60 Peak-Hour Factor, PHF 0.69 1.00 0.69 1.00 1.00 1,00 Hourly Flow Rate,HFR(veh/h) 110 0 86 0 0 0 (Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade(%) 0 0 (Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 0 0 0 0 0 0 Configuration LR Delay.Queue Length.and Level of Service Approach Eastbound Westbound Northbound Southbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (veh/h) 33 196 C(m)(veh/h) 789 285 ✓lc 0.04 0.69 95%queue length 0.13 4.66 Control Delay(s/veh) 9.8 41.4 LOS A E Approach Delay(s/veh) 41.4 Approach LOS — E Copyright©2005 University of Florida,All Rights Reserved HCS+Tm Version 5.2 Generated: 2/22/2007 11:56/ file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k59E5.tmp 2/22/200, Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY veneral Information ite Information M DMR Intersection Haooert &Bozeman Trail En ineenn , Inc. urisdiction Bozeman med 212212007 nalysis Year Ex+The Knolls West+Ph 1 e Period M Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street: Haqgerly Lane North/South Street: Bozeman Trail Road intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments iMa'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R ✓olume(veh/h) 57 1 5 30 (Peak-Hour Factor, PHF 1.00 0.93 0.93 0.77 0.77 1.00 Hourly Flow Rate, HFR(veh/h) 0 0 0 16 0 54 [Percent Heavy Vehicles 0 -- — 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 (Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R ✓olume veh/h) 12 39 Peak-Hour .Factor,PHF 1.00 1.00 1.00 0.71 1.00 0.71 Hourly Flow Rate,HFR(veh/h) 6 38 0 0 61 1 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 (Lanes 0 0 0 0 0 0 Configuration LR !Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound [Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh/h) 6 70 (m)(veh/h) 1554 978 �dc 0.00 0.07 95%queue length 0.01 0.23 control Delay(s/veh) 7.3 9.0 LLOS A A 4pproach Delay(s/veh) -- 9.0 ,Approach LOS -- A :oaynyrn::2005 University of Florida,All Rights Reserved HCS+TM Version 5 2 Generated: 2/22/2007 10:57 AM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5982.tmp 2/22/2007 Two-Way Stop Conirol Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst 10MR Intersection Haggerty&Bozeman Trail Agency/Co. lEngineering, Inc. Jurisdiction Bozernan Date Performed 1212212007 Analysis Year Ex+The Knolls West+Ph 1 nal sis Time Period IPM Peak Hour Proiect Description SOZ-06052.02- The Knolls East&Highland South TIS EastAA/est Street: Haggerty Lane North/South Street: Bozeman Trail Road Intersection Orientation: North-South IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound (Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 29 7 41 57 Peak-Hour Factor,PHF 1.00 0.88 0.88 0.77 0.77 1.00 Hourly Flow Rate,HFR(veh/h) 0 0 0 3 0 48 Percent Heavy Vehicles 0 - 0 (Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT (Upstream Signal 0 0 (Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 2 26 Peak-Hour Factor,PHF 1.00 1.00 1.00 0.54 1.00 0.54 Hourly Flow Rate,HFR(veh/h) 53 1 74 0 0 32 7 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 (Lanes 0 0 0 0 0 0 {Configuration LR IDelay.Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 (Lane Configuration LT LR (veh/h) 53 51 C(m)(veh/h) 1584 1019 ✓/c 0.03 0.05 95%queue length 0.10 0.16 Control Delay(s/veh) 7.4 8.7 ILOS A A Approach Delay(s/veh) — 8.7 Approach LOS — A Copyright m 2005 University of Florida,All Rights Reserved HCS+- Version 5 2 Generated: 2/22/2007 11:58/ file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k59EB.tmp 2/22/200, Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst 10MR Intersection JKaov&Bozeman Trail Agency/Co. JEngineering, Inc. urisdiction Bozeman Date Performed 2/22/2007 nal sis Year I&+The Knolls West+Ph 1 Analysis Time Period 4M Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastNVest Street: Kagy Boulevard North/South Street: Bozeman Trail Road Intersection Orientation: East-West IStudy Period hrs): 0.25 ✓ehicle Volumes and Adjustments Major Street Eastbound Westbound (Movement 1 2 3 4 5 6 L T R L T R ✓olume(veh/h) 12 44 1 0 133 13 Peak-Hour Factor,PHF 0.71 0.71 0.71 0.87 0.87 0.87 Hourly Flow Rate,HFR(veh/h) 16 61 1 0 152 14 Percent Heavy Vehicles 0 -- 0 -- Median Type Undivided RT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 (Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R Vol-me(veh/h) 12 8 1 6 0 32 ak-Hour Factor, PHF 0.75 0.75 0.75 0.71 0.71 0.71 Hourly Flow Rate, HFR(veh/h) 16 10 1 8 1 0 45 Percent Heavy Vehicles 0 0 0 0 1 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 ,Lanes 0 1 0 0 1 0 onfiguration LTR LTR Dela ,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR 'v(veh/h) 16 0 27 53 f (m)(veh/h) 1424 1554 649 853 v/c 0.01 0.00 0.04 0.06 95%queue length 0.03 0.00 0.13 0.20 Control Delay(s/veh) 7.6 7.3 10.8 9.5 iLOS A A B A approach Delay(s/veh) 10.8 9.5 %pproach LOS -- -- B A '.opyn�ht©2005 University of Florida,All Rights Reserved HCS+n+ Version 5 2 Generated: 2/22/2007 11:03 AM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k598E.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR Intersection Kagy&Bozeman Trail I Agency/Co. lEngineeting, Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1 Analysis Time Period JPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street: Kagy Boulevard North/South Street: Bozeman Trail Road Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 21 118 7 0 63 9 Peak-Hour Factor,PHF 0.77 0.77 0.77 0.93 0.93 0.93 Hourly Flow Rate,HFR(veh/h) 27 153 9 0 67 9 Percent Heavy Vehicles 0 -- 0 - --=I Mcdian Type Undwidcd RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 1 4 0 25 9 18 Peak-Hour Factor,PHI= 0.63 0.63 0.63 0.69 0.69 0.69 Hourly Flow Rate,HFR(veh/h) 1 6 0 36 13 26 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (veh/h) 27 0 7 75 (m)(veh/h) 1536 1429 613 733 Ic 0.02 0.00 0.01 0.10 95%queue length 0.05 0.00 0.03 0.34 Control Delay(s/veh) 7.4 7.5 10.9 10.5 LOS A A B B Approach Delay(s/veh) - 10.9 10.5 Approach LOS - — B B Copyright©2005 University of Florida,All Rights Reserved HCS+- Version 5 2 Generated: 2/22/2007 12:05 f file:HC:\Documents and Settings\DReagor\Local Settings\Temp\u2k59FA.tmp 2/22/200, Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY p3eneral Information Site Information E DMR Intersection Ka &Bennett Dr o. En ineering, Inc. urisdiction Bozeman ormed 212212007 nal sis Year Ex +The Knolls West+Ph1 ime Period AM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South T1S East/West Street: Kagy Boulevard North/South Street: Bennett Drive Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments (Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 0 57 3 0 186 0 (Peak-Hour Factor,PHF 0.67 0.67 0.67 0.67 0.67 0.67 Hourly Flow Rate,HFR(veh/h) 0 85 4 0 277 0 [Percent Heavy Vehicles 0 — 0 — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 8 0 0 0 0 0 Peak-Hour Factor,PHF 0.81 0.81 0.81 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 9 0 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 configuration LTR LTR Dela ,Queue Length,and Level of Service �kpproach Eastbound Westbound Northbound Southbound M1Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(veh/h) 0 0 9 0 C(m)(veh/h) 1298 1519 596 Vic 0.00 0.00 0.02 95%queue length 0.00 0.00 0.05 Control Delay(s/veh) 7.8 7.4 11.1 ILOS A A B 4pproach Delay(s/veh) 11.1 approach LOS - B :o;yrn�ht©2005 University of Florida,All Rights Reserved HCS+rM Version 5 2 Generated: 2/22/2007 11:00 AM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5988.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ite Information nal st DMR Intersection IKa &Bennett Dr enc /Co. En inoerinq, Inc. Jurisdiction Bozeman Date Performed 1212212007 Analysis Year lEx+The Knolls West+Ph 1 nalvsis Time Period JPM Peak Hour Proiect Description BOZ-06052.02-The Knolls East&Highland South TIS EastNVest Street: Kagy Boulevard North/South Street: Bennett Drive Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R ✓olume(veh/h) 0 136 9 0 85 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.82 0.82 0.62 Hourly Flow Rate,HFR(veh/h) 0 151 10 0 103 0 Percent Heavy Vehicles 0 - 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 6 0 0 0 0 0 Peak-Hour Factor,PHF 0.55 0.55 0.55 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 10 0 0 0 9 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela ,Queue Length.and Level of Service Approach Eastbound Westbound Northbound Southbound Iovement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR /(veh/h) 0 0 10 0 (m)(veh/h) 1502 1430 698 llc 0.00 0.00 0.01 95%queue length 0.00 0.00 0.04 Control Delay(s/veh) 7.4 7.5 10.2 LOS A A B Approach Delay(s/veh) 10.2 Approach LOS B Copyright©2005 University of Florida,All Rights Reserved HCS+nn Version 5 2 Generated: 2/22/2007 12:021 file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k59F5.tmp 2/22/20G Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Kagy&Painted Hills Dr Agency/Co. lEngineering, Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1 nal sis Time Period M Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastWest Street: Kagy Boulevard North/South Street: Painted Hills Drive Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound (Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 5 54 17 2 191 1 Peak-Hour Factor, PHF 0.67 0.67 0.67 0.67 0.67 0.67 11 Hourly Flow Rate,HFR(veh/h) 7 80 25 2 265 1 Percent Heavy Vehicles 0 -- - 0 lMedian Type Undivided RT Channelized 0 0 lanes 1 1 0 1 1 0 !,Configuration L TR L TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 74 0 4 2 0 17 Peak-Hour Factor,PHF 0.81 0.81 0.81 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 91 0 4 2 0 18 Percent Heavy Vehicles D 0 0 0 0 0 Percent Grade(%) 0 0 1I=1ared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela ,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v(veh/h) 7 2 95 20 C(m)(veh/h) 1288 1499 555 732 v/c 0.01 0.00 0.17 0.03 95%queue length 0.02 0.00 0.61 0.08 Control Delay(s/veh) 7.8 7.4 12.8 10.1 LOS A A B B Approach Delay(s/veh) -- — 12.8 10.1 4pproach LOS — B B ,opyrighl©2005 University of Florida,All Rights Reserved HCS+- Version 5.27 Generated: 315/2007 2AB PM f1le://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k 1 94.tmp 3/5/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst JDMR Intersection IKagy&Painted Hills Dr Agency/Co. En ineerinc, Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1 Analysis Time Period IPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastAAlest Street: Kagy Boulevard North/South Street: Painted Hills Drive Intersection Orientation: East-West IStUdy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 19 143 53 3 86 2 Peak-Hour Factor,PHF 0.90 0.90 0.90 0.82 0.82 0.82 Dourly Flow Rate,HFR(veh/h) 21 158 58 3 104 2 Percent Heavy Vehicles 0 -- 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 a 9 10 11 12 L T R L T R Volume(veh/h) 21 0 1 1 0 11 Peak-Hour Factor,PFIF 0.55 0.55 a55 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 38 0 1 1 0 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 t RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR /(veh/h) 21 3 39 13 (m)(veh/h) 1498 1366 602 915 r/c 0.01 0.00 0.06 0.01 95%queue length 0.04 0.01 0.21 0.04 Control Delay(s/veh) 7.4 7.6 11.4 9.0 LOS A A B A 4pproach Delay(s/veh) -- — 11.4 9.0 4pproach LOS -- — B A Copyright©2005 University of Florida,All Rights Reserved HCS+TM Version 5.21 Generated: 3/5/2007 2:51 file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k199.tmp 3/5/20G Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection JKagy&Street G Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 2/2007 Analysis Year JEx+The Knolls West+Ph 1 Analysis Time Period AM Peak Hour Project Description BOZ-06052 02- The Knolls East&Highland South TIS East/West Street. Kagy Boulevard North/South Street: Street G 'Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 8 75 282 0 (Peak-Hour Factor, PHF 0.67 0.67 1.00 1.00 0.67 0.67 Hourly Flow Rate,HFR(veh/h) 11 111 0 0 420 0 Percent Heavy Vehicles 0 -- 0 -- -- Median Type Undivided IRT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR lJpstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume vehlh) 1 25 Peak-Hour Factor,PHF 1.00 1.00 1.00 0.90 1.00 0.90 Hourly Flow Rate,HFR(veh/h) 0 0 0 1 0 27 Percent Heavy Vehicles 0 0 0 0 0 0 I3ercent Grade(%) 0 0 iFlared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 ',onfiguration LR Dela ,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR M(veh/h) 11 28 (m)(veh/h) 1150 631 plc 0.01 0.04 35%queue length 0.03 0.14 Control Delay(s/veh) 8.2 11.0 ILOS A B Approach Delay(s/veh) — -- 11.0 Approach LOS — B ,opynght 0 2005 University of Florida,All Rights Reserved HCS+rM Version 5.21 Generated: 3/5/2007 2:53 PM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k19F.tmp 3/5/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection IKagy&Street G 4 enc /C Engineering, Inc. Jurisdiction IBozeman Date Performed 2/22/2007 Analysis Year IEx+The Knolls West+Ph 1 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastNVest Street: Kagy Boulevard North/South Street: Street G Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound IMovement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 29 214 117 1 (Peak-Hour Factor,PHF 0.90 0.90 1.00 1.00 0.82 0.82 (Hourly Flow Rate,HFR(veh/h) 32 237 0 0 142 1 (Percent Heavy Vehicles 0 -- -- 0 -- (Median Type Undivided IRT Channelized 0 0 (Lanes 1 1 0 0 1 0 Configuration L T TR (Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume vehih 1 16 IPeak-Hour Factor.PHF 1.00 1.00 1.00 0.90 1.00 0.90 (Hourly Flow Rate,HFR(veh/h) 0 0 0 1 0 17 (Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade(%) 0 0 (Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 0 0 0 0 0 0 Configuration LR IDela .Queue Length.and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration L LR ✓(veh/h) 32 18 C(m)(veh/h) 1452 881 ✓lc 0.02 0.02 95%queue length 0.07 0.06 Control Delay(s/veh) 7.5 9.2 LOS A A Approach Delay(s/veh) — - 9.2 Approach LOS A Copyright 0 2005 University of Florida,All Rights Reserved HCS+- Version 5.21 Generated: 3/5/2007 2:54 file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k1A3.tmp 3/5/20( Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st QMR Intersection Kagy&Church/Sourdough enc /Co JEngineerin , Inc. Jurisdiction Bozeman Date Performed 1212212007 Analysis Year Ex+The Knolls West+Ph 1 nal sis Time Period JAM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastANest Street: Kagy Boulevard North/South Street: S Church AvelSourdou h Rd Intersection Orientation: East-West IStudy Period Mrs): 0.25 777771 Vehicle Volumes and Adjustments Major Street Eastbound Westbound (Movement 1 2 3 4 5 6 L T R L T R olume(veh/h) 21 317 29 24 581 19 Peak-Hour Factor,PHF 0.94 0.94 0.94 0.79 0.79 0.79 Hourly Flow Rate,HFR(veh/h) 22 337 30 30 735 24 Percent Heavy Vehicles 0 -- -- 0 (Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 ,'onfiguration L TR L TR Upstream Signal 0 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 101 63 54 9 30 30 Peak-Hour Factor.PHF 0.87 0.87 0.87 0.67 0.67 0.67 Hourly Flow Rate,HFR(veh/h) 116 72 62 13 44 44 Percent Heavy Vehicles 0 0 0 0 0 0 I3ercent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 0 1 0 0 1 0 configuration LTR LTR Dela ,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 I-ane Configuration L L LTR LTR by(veh/h) 22 30 250 101 (�(m)(veh/h) 860 1203 156 198 d/c 0.03 0.02 1.60 0.51 35%queue length 0.08 0.08 17.20 2.58 Control Delay(s/veh) 9.3 8.1 350.8 40.7 LOS A A F E Approach Delay(s/veh) 350.8 40.7 Approach LOS — F E lonyrnghl©2005 University of Florida,All Rights Reserved HCS+TM Version 5.2 Generated: 2/22/2007 10:29 AM file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k596B.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst JDMR Intersection Kaq &Church/Sourdough Agency/Co. JEngineering, lnc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year JEx +The Knolls West+Ph 1 Analysis Time Period JPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/VVest Street: Kagy Boulevard North/South Street: S Church Ave/Sourdough Rd Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound IVlovement 1 2 3 4 5 6 L T R L T R 'Volume(veh/h) 25 463 89 60 390 20 (Peak-Hour Factor,PHF 0.81 0.81 0.81 0.94 0.94 0.94 IHourly Flow Rate,HFR(veh/h) 30 571 109 63 414 21 Percent Heavy Vehicles 0 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 47 30 25 26 66 68 Peak-Hour Factor,PHF 0.93 0.93 0,93 0.81 0.81 0,81 Hourly Flow Rate,HFR(veh/h) 50 32 26 32 81 83 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service 4pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR r(veh/h) 30 63 108 196 (m)(veh/h) 1132 918 102 202 do 0.03 0.07 1.06 0.97 35%queue length 0.08 0.22 6.75 8.21 Control Delay(s/veh) 8.3 9.2 183.9 104.6 LOS A A F F 4pproach Delay(s/veh) — 183.9 104.6 4pproach LOS F F Copyright©2005 University of Florida,All Rights Reserved HCS+rM Version 5 2 Generated: 2/222007 11:40 file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k59DD.tmp 2/22/20C APPENDIX F CAPACITY CALCULATIONS - EXISTING + 1'FIE KNOLLS AT NILLCREST WEST + PHASE 1 -Z HCM Analysis Summary _ Existing+The Knolls West+Ph 1-2 Main St/Highland Blvd Area Type:Non CBD DMR 2/22/2007 Analysis Duration: 15 mins. AM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-2-AM Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 2 L 12.0 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume v h 1 295 255 265 454 4 247 2 94 0 0 0 PHF 0.83 0.83 0.83 0.82 0.82 0.82 0.84 0.84 0.84 0.31 0.31 0.31 %Heavy Vehicles 3 3 3 3 3 3 1 1 1 1 1 1 Lane Groups _ L TR L TR L TR LTR Arrival Type 3 3 3 3 3 3 3 RTOR Vol v h 76 0 18 0 Peds/Hour 5 5 5 0 %Grade 0 0 -3 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) I --- --- --- --- --- --- -- --- Signal Settings:Actuated Operational Analysis Cycle Length: 71.0 Sec Lost Time Per Cycle:13.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTR LTP NB LTP SB LTP Green 1 16.0 24.0 18.0 1 1 0 Yellow All Red 1 3.0 0.0 3.5 I 1.5 3.5 1.5 Ca a ity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay --App- Group ph) Grou D3- EB L 275 0.001 0.338 L 0.004 15.6 B 20.5 C * TR 1114 0.173 0.338 TR 0.513 20.5 C WB L er 222 0.000 0.408 8.0 A * L ro 395 0.184 0.225 L 0.524 10.0 B TR 2120 0.160 0.606 TR 0.264 6.9 A NB * L 460 0.162 0.254 L 0.639 25.9 C 24.8 C TR 411 0.057 0.254 TR 0.224 21.1 C SB _ LTR 482 0.000 0.254 LTR 0.000 0.0 A 0.0 A Intersection:Delay= 15.4sec/veh Int.LOS=B Xc=0.64 * Critical Lane Group :�K(v/s)Crit=0.52 SIG/Cinema v3.08 Page 1 HCM Summary Results Existing+The Knolls West+Ph 1-2 Main St/Highland Blvd —� DMR 2/22/2007 AM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-2-AM Lane Group Approach Delay Delay Lane X (sec/ (sec/ 0 App Grp v/s v/c veh) LOS veh) LOS 0 0 EB L 0.00 0.00 15.6 B 20.5 C `► * TR 0.17 0.51 20.5 C 4 = 454 265 WB L er 0.00 8.0 A ------------ - *L ro 0.18 0.52 10.0 B ----------- -- TR 0.16 0.26 6.9 A --------------------- --------------------- 1 295 —► NB * L 0.16 0.64 25.9 C 24.8 C 255 —� TR 0.06 0.22 21.1 C 247 94 2 SB LTR 0.00 0.00 0.0 A 0.0 A 2 3 16 3 0 23 4 2 17 �� 4 2 Int. 0.52 0.64 1 15.4 B * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 HCM Analysis Summary Existing+The Knolls West+Ph 1-2 Main St/Highland Blvd Area Type:Non CBD DMR 2/22/2007 Analysis Duration: 15 mins. PM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-2-PM Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 2 L 12.0 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume v h 1 579 310 120 428 1 344 0 247 4 0 1 PHF 0.92 0.92 0.92 0.87 0.87 0.87 0.93 0.93 0.93 0.42 0.42 0.42 Heavy Vehicles 3 3 3 3 3 3 1 1 1 1 1 1 Lane Groups L TR L TR L TR LTR Arrival Type 3 3 3 3 3 3 3 RTOR Vol v h 93 0 25 0 Peds/Hour 5 5 5 0 %Grade 0 0 -3 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) - --- --- __ ___ .._ ___ _- Signal Settings:Actuated Operational Analysis Cycle Length: 72.0 Sec Lost Time Per Cycle:13.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTR LTP NB LTP SB LTP Green 10.0 26.0 23.0 0 Yellow All Red 3.0 0.0 3.5 1.5 1 3.5 1.5 Ca a ity Analysis Results Ap proach: Lane Cap v/s g/C Lane v/c Delay -Ap a EB _ L 313 0.001 0.361 L 0.003 14.7 B C * TR 1212 0.258 0.361 TR 0.714 23.4 C WB L er 130 0.000 0.431 9.8 A * L ro 243 0.079 0.139 L 0.370 12.2 B TR 1898 0.141 0.542 TR 0.260 9.1 A NB * L 457 0.258 0.319 L 0.810 32.3 C 27.4 C TR 516 0.148 0.319 TR 0.463 19.8 B SB LTR 475 0.008 0.319 LTR 0.025 16.8 B 16.8 B Intersection:Delay=20.5 sec/veh Int.LOS=C Xc 0.73 *Critical Lane Group :T(v/s)Crit=0.59 SIG/Cinema v3.08 Page 1 HCM Summary Results - M Existing+The Knolls West+Ph 1-2 Main St/Highland Blvd DMR 2/22/2007 PM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-2-PM Lane Group Approach Delay Delay Lane X (sec/ (sec/ 0 App Grp v/s We veh) LOS veh) LOS 1 4 EB + L 0.00 0.00 14.7 B 23.4 C * TR 0.26 0.71 23.4 C 1 - 428 V F —120 -------------- WB Liver 0.00 9.8 A ~------- - *L ro TR 0.08 0.37 12.2 B --- ---------- 0.14 0.26 9.1 A ---------------------- -------------------- 579 NB * L 0.26 0.81 32.3 C 27.4 C 310 TR 0.15 0.46 19.8 B 344j247 O SB LTR 0.01 0.03 16.8 B 16.8 B 1 2 3 10 3 0 25 4 2 22 4 2 LUM Int. 0.59 0.73 20.5 C * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY t3eneral Information Site Information Analyst JDMR Intersection Highland&Ellis Agency/Go. lEngineering, Inc Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex +The Knolls West+Ph 1-2 Analysis Time Period JAM Peak Hour Pro ect Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street: Ellis Street North/South Street: Highland Boulevard Intersection Orientation North-South IStudy Period(hrs) 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound 9Movement 1 2 3 4 5 6 L T R L T R olume(veh/h) 1 332 39 58 398 104 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.86 0.86 0.86 Hourly Flow Rate, HFR(veh/h) 1 390 45 67 462 120 Percent Heavy Vehicles 0 0 -- Median Type Undivided RT Channelized 0 0 I-anes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound (Movement 7 8 9 10 11 12 L T R L T R olume veh/h 0 14 4 19 Peak-Hour Factor, PFIF 0.60 0.60 0.60 0.58 0.58 0.58 (Hourly Flow Rate,HFR(veh/h) 0 0 0 24 6 32 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 ki=lared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 1 0 4Sonfiguration R LTR Qela ,Queue Length,and Level of Service (Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR R ^J(veh/h) 1 67 62 0 C(m)(veh/h) 1002 1135 301 559 dlc 0.00 0.06 0.21 0.00 95%queue length 0.00 0.19 0.76 0.00 Control Delay(s/veh) 8.6 8.4 20.0 11.4 LOS A A C B Approach Delay(s/veh) — -- 20.0 Approach LOS -- C -opyright©2005 University of Florida,All Rights Reserved HCS+*m Version 5 21 Generated: 3r7/2007 9:16 AM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k575.tmp 3/7/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMf? Intersection Hi bland&Ellis enc /Co. lEngineering, Inc. Jurisdiction Bozeman Dale Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1-2 Analysis Time Period JPM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastANest Street: Ellis Street North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound IVlovement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 2 431 16 16 427 15 Peak-Hour Factor, PHF 0.74 0.74 0.74 0.88 0.68 0.88 Hourly Flow Rate,HFR(veh/h) 2 582 21 18 485 17 Percent Heavy Vehicles 0 — 0 -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 5 37 2 55 Peak-Hour Factor, PHF 0.88 0.86 0.88 0.78 0.78 0.78 Hourly Flow Rate,HFR(veh/h) 0 0 5 47 2 70 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 (Flared Approach N N Storage 0 0 RT Channelized 0 0 ILanes 0 0 1 0 1 0 Configuration R LTR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR R (veh/h) 2 18 119 5 C(m)(veh/h) 1062 984 289 572 e 0.00 0.02 0.41 0.01 95%queue length 0.01 0.06 1.93 0.03 Control Delay(s/veh) 8.4 8.7 25.9 11.3 LOS A A D B Approach Delay(s/veh) — -- 25.9 11.3 Approach LOS D B Copyright©2005 University of Florida,All Rights Reserved HCS+*M Version 5 21 Generated: 3/7/2007 9:171 file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k57A.tmp 3/7/200. Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst JDMR I lintersection lHighland Blvd&Painted Hills Agency/Co. JEngineerin , Inc. I Purisdiction Bozeman Date Performed 2,22/2007 nal sis Year Ex+The Knolls West+Ph 1-2 Analysis Time Period JAM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastANest Street: Hillcrest/Painted Hills Rd North/SOuth Street: Highland Boulevard Intersection Orientation North-South IStudy Period firs): 0.25 Vehicle Volumes and Adjustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 88 340 0 7 182 21 Peak-Hour Factor,PHF 0.87 0.87 0.87 0.76 0.76 0.76 Hourly Flow Rate,HFR(veh/h) 101 390 0 9 239 27 Percent Heavy Vehicles 0 - - 0 (Median Type Undivided IPT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume vehlh) 19 0 28 0 0 18 (Peak-Hour Factor,PHF 0.75 0.75 0.75 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 25 0 37 0 0 20 (Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR (veh/h) 101 9 0 20 25 37 C(m)(veh/h) 1305 1180 240 663 246 789 I/c 0.08 0.01 0.00 0.03 0.10 0.05 95%queue length 0.25 0.02 0.00 0.09 0.34 0.15 Control Delay(s/veh) 8.0 8.1 20.0 10.6 21.3 9.8 LOS A A C B C A approach Delay(s/veh) -- 10.6 14.4 4pproach LOS - B B C.apyri:^.l O 2005 University of Florida,All Rights Reserved HCS+TM Version 5.21 Generated: 2/24/2007 1:15 PM - ile://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5E4B.tmp 2/24/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Isite Information nal st MR Intersection Hi bland&Painted Hills Rd en /Co. En ineerin , Inc. urisdiction Bozeman ate Performed 2/22/2007 nal sis Year +The Knolls West+Ph 1-2 nal sis Time Period M Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South T/S EastWest Street: Hillcrest/Painted Hills Rd North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period hrs: 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume(veh/h) 38 231 0 20 393 30 Peak-Hour Factor,PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR(veh/h) 44 1 268 0 23 456 34 Percent Heavy Vehicles 0 1 0 -- - Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound [Hourly vement 7 8 9 10 11 12 L T R L T R lume veh/h 34 0 81 0 0 11 ak-Hour Factor,PHF 0.77 0.77 0.77 0.90 0.90 0.90 Flow Rate,HFR(veh/h) 44 0 105 0 0 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 I/C ane Configuration L L L TR L TR (veh/h) 44 23 0 12 44 105 (m)(veh/h) 1084 1307 197 776 253 595 0.04 0.02 0.00 0.02 0.17 0.18 5%queue length 0.13 0.05 0.00 0.05 0.62 0.64 Control Delay(s/veh) 8.5 7.8 23.3 9.7 22.2 12.3 LLOS A A C A C B pproach Delay(s/veh) - 9.7 15.3 pproach LOS - -- A C Copyright©2005 University of Florida,All Rights Reserved HCS+na Version 5.21 Generated: 2/242007 1:16 _ file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5E4F.tmp 2/24/20C. Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR Intersection lHighland&Knolls Ln Agent/Co, JEngineering, Inc. Jurisdiction JBozernan Date Performed 2/22/07 Analysis Year lEx +The Knolls West+Ph 1-2 Analysis Time Period JAM Peak Hour Project Description BOZ-06052 02- The Knolls East&Highland South TIS East/West Street: Knolls Ln North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 10 414 0 0 208 2 Peak-Hour Factor, PHF 0.87 0.87 0.87 0.76 0.76 0.76 Hourly Flow Rate, HFR(veh/h) 11 475 0 0 273 2 Percent Heavy Vehicles 0 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound (Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 14 0 22 0 0 0 Peak-Hour Factor, PFIF 0.75 0.75 0.75 0.90 0.90 0.90 Hourly Flow Rate, HFR(veh/h) 18 0 29 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay.Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration L L LTR LTR r(veh/h) 11 0 0 47 C(m)(veh/h) 1296 1098 496 v/c 0.01 0.00 0.09 135%queue length 0.03 0.00 0.31 Control Delay(s/veh) 7.8 8.3 13.0 LOS A A B Approach Delay(s/veh) -- -- 13.0 Approach LOS -- B Copyright O 2005 University of Florida,All Rights Reserved HCS+TM Version 5.21 Generated: 2/242007 1:17 PM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5E53.tmp 2/24/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst JDMR Intersection Hi h1and&Knolls Ln Agency/Co. JEngineenng, Inc. Jurisdiction Bozeman Date Performed 121122/2007 Analysis Year Ex+The Knolls West+Ph 1-2 Analysis Time Period JPM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastAlVest Street: Knolls Ln North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period(firs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 22 263 0 0 456 18 (Peak-Hour Factor,PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate,HFR(veh/h) 25 305 0 0 530 20 Percent Heavy Vehicles 0 -- -- 0 (Median.Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound (Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 6 0 16 0 0 0 Peak-Hour Factor, PHF 0.77 0.77 0.77 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 7 0 20 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh/h) 25 0 0 27 C(m)(veh/h) 1030 1267 424 J/c 0.02 0.00 0.06 95%queue length 0.07 0.00 0.20 Control Delay(s/veh) 8.6 7.8 14.1 ILOS A A B Approach Delay(s/veh) 14.1 Approach LOS B Copyright 0 2005 University of Florida,All Rights Reserved HCS+na Version 5 21 Generated: 2/24/2007 1:18 t file:HC:\Documents and Settings\DReagor\Local Settings\Temp\u2k5E57.tmp 2/24/20C Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY i3eneral Information Site Information Analyst JDAIR Intersection Hichland&Kao Agency/Co. lEngineering, Inc. Jurisdiction Bozeman Date Performed 2/13/2007 Analvsis Year Ex +The Knolls West+Ph 1-2 Analysis Time Period M Peak Hour Project Description BOZ-06052.02- The Knolls East&Hi hland South TIS East/West Street: Kagy Boulevard North/South Street: Highland Boulevard Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments dMa'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 273 110 0 7 382 71 Peak-Hour Factor,PHF 0.86 0.86 0.86 0.77 0.77 0.77 lHourly Flow Rate,HFR(veh/h) 317 127 0 9 496 92 Percent Heavy Vehicles 0 - 0 Median Type Undivided RT Channelized 0 0 I-anes 1 1 0 0 1 0 ;Configuration L TR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 7 1 7 48 1 348 Peak-Hour Factor,PHF 0.67 0.67 0.67 0.89 0.89 0.89 pHourly Flow Rate,HFR(veh/h) 10 1 10 53 1 391 (Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela ,Queue Len th,and Level of Service 4pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 I-ane Configuration L LTR LTR LTR ✓(veh/h) 317 9 21 445 (m)(veh/h) 995 1472 42 351 ✓/c 0.32 0.01 0.50 1.27 35%queue length 1.38 0.02 1.79 20.07 Control Delay(s/veh) 10.3 7.5 156.9 172.9 LOS B A F F Approach Delay(s/veh) — 156.9 172.9 Approach LOS — F F �;opyngh!©2005 University of Florida.All Rights Reserved HCS+Tm Version 5 2 Generated: 2/22✓2007 1:17 PM 'file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5A33.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalvst DMR Intersection JHqhland&Kagy Agency/Co. Engineering, Inc. Jurisdiction JBozeman Date Performed 212212007 Analysis Year JEx +The Knolls West+Ph 1-2 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South T/S EastANest Street: Kagy Boulevard North/South Street: Highland Boulevard Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 292 282 1 9 152 81 Peak-Hour Factor,PHF 0.85 0.85 0.85 0.84 0.84 0.84 Hourly Flow Rate,HFR(veh/h) 343 331 1 10 180 96 Percent Heavy Vehicles 0 -- 0 IVlediar.Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuratlon L TR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(vehlh) 0 3 11 97 3 383 Peak-Hour Factor,PHF 0.75 0.75 0.75 0.92 0.92 0.92 Hourly Flow Rate,HFR(veh/h) 0 4 14 105 3 416 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LTR LTR LTR v(veh/h) 343 10 18 524 (m)(veh/h) 1292 1239 331 349 v/c 0.27 0.01 0.05 1.50 95%queue length 1.07 0.02 0.17 28.72 Control Delay(s/veh) 8.8 7.9 16.5 268.5 LOS A A C F Approach Delay(s/veh) -- -- 16.5 268.5 Approach LOS C F Copyright©2005 University of Florida,All Rights Reserved HCS+na Version 5.21 Generated: 2122/2007 2:47 file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5AA8.tmp 2/22/20C. Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Main&Haggerty Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 212212007 Analysis Year Ex +The Knolls West+Ph 1-2 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street: E Main St North/South Street: Haggerty Ln Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 284 80 55 572 Peak-Hour Factor,PHF 1.00 0.80 0.80 1 0.75 0.75 1.00 Hourly Flow Rate,HFR(veh/h) 0 354 99 73 762 0 Percent Heavy Vehicles 0 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration T TR L T Upstream Signal 0 0 Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 60 30 Peak-Hour Factor, PHF 0.81 1.00 0.81 1.00 1.00 1.00 Hourly Flow Rate,HFR(veh/h) 74 0 37 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 (Flared Approach N N Storage 0 0 RT Channelized 0 0 VLanes 0 0 0 0 0 0 Configuration LR Dela ,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound iovement 1 4 7 8 9 10 11 12 I-ane Configuration L LR 0i(veh/h) 73 111 (m)(veh/h) 1118 324 i/c 0.07 0.34 35%queue length 0.21 1.48 Control Delay(s/veh) 8.4 21.8 I-OS A C Approach Delay(s/veh) -- 21.8 Approach LOS - -- C :oryngh:©2005 University of Florida,All Rights Reserved HCS+TM Version 5.2 Generated: 2/22/2007 1:32 PM I ile:XADocuments and Settings\DReagor\Local Settings\Temp\u2k5A5B.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection IMain&HaggetlyI Agency/Co. lEngineering, Inc. Jurisdiction lBozeman Date Performed 212007 Analysis Year JEx +The Knolls West+Ph72 Analysis Time Period JPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street E Main St North/South Street: Haggerty Ln Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 599 88 34 399 Peak-Hour Factor, PHF 1.00 0.79 0.79 0.90 0.90 1.00 Hourly Flow Rate,HFR(veh/h) 0 758 111 37 443 0 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration T TR L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 76 63 Peak-Hour Factor,PHF 0.69 1.00 0.69 1.00 1.00 1.00 Hourly Flow Rate,HFR(veh/h) 110 0 91 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (veh/h) 37 201 (m)(veh/h) 784 281 /c 0.05 0.72 95%queue length 0.15 5.02 Control Delay(s/veh) 9.8 44.5 LOS A E Approach Delay(s/veh) — — 44.5 Approach LOS -- E Copyright©2005 University of Florida,All Rights Reserved HCS+rmi Version 5.21 Generated: 2/22/2007 3:04 I file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5AD5.tmp 2/22/200 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Ha pert &Bozeman Trail Agency/Co. jEngineering, Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1-2 nal sis Time Period 14M Peak Hour Pro ect Description BOZ-06052.02- The Knolls East&Highland South TIS EastAVest Street: Haggerty Lane North/South Street: Bozeman Trail Road Intersection Orientation: North-South IStudy Period (hrs): 0.25 ✓ehicle Volumes and Adjustments [Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R dolume(veh/h) 61 1 5 31 'Peak-Hour Factor, PHF 1.00 0.93 0.93 0.77 0.77 1.00 Hourly Flow Rate, HFR(veh/h) 0 0 0 16 0 54 Percent Heavy Vehicles 0 0 110edian Type Undivided RT Channelized 0 0 I-anes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Wlinor Street Eastbound Westbound !Movement 7 8 9 10 11 12 L T R L T R olume veh/h) 12 519 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.71 1.00 0.71 (Hourly Flow Rate, HFR(veh/h) 6 1 40 1 0 0 65 1 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 _anes 0 0 0 0 0 0 3onfiguration LR Delay,Queue Len th,and Level of Service 4pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh/h) 6 70 (m)(veh/h) 1549 972 v/c 0.00 0.07 135%queue length 0.01 0.23 Control Delay(s/veh) 7.3 9.0 LOS A A 4pproach Delay(s/veh) 9.0 Approach LOS -- -- A ,cpynghl©2005 University of Florida,All Rights Reserved HCS+- Version 5.2 Generated: 2/22/2007 1:13 PM file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5A23.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection lHaggerly&Bozeman Trail Agency/Co. Engineering, Irrc. Jurisdiction Bozeman Date Performed 2/22J2007 Analysis Year Ex+The Knolls West+Ph 1-2 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South T/S EastANest Street: Haggerty Lane North/South Street: Bozeman Trail Road Intersection Orientation: North-South IStUdy Period hrs': 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R ulume(vehih) 32 7 41 61 Peak-Hour Factor,PHF 1.00 0.88 0.88 0.77 0.77 1.00 Hourly Flow Rate,HFR(veh/h) 0 0 0 3 0 48 Percent Heavy Vehicles 0 0 — Median Type Undivided IRT Channelized 0 0 Lanes 0 1 0 0 i 0 Configuration TR LT Upstream Sional 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 2 26 Peak-Hour Factor.PHF 1.00 1.00 1.00 0.54 1.00 0.54 Hourly Flow Rate,HFR(veh/h) 53 79 0 0 36 7 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 ITT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay.Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh/h) 53 51 C(m)(veh/h) 1579 1013 v/C 0.03 0.05 '95%queue length 0.10 0.16 Control Delay(s/veh) 7.4 8.7 LOS A A Approach Delay(s/veh) 8.7 Approach LOS A Copyright©2005 University of Florida,All Rights Reserved HCS+T Version 5.2 Generated: 2/22/2007 2:11 file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5A80.tmp 2/22/20( Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR Intersection Kagy&Bozeman Trail enc /Co. IEngineerin , lnc. Jurisdiction Bozeman Date Performed 2/22/2007 final sis Year Ex+The Knolls West+Ph 1-2 Analysis Time Period M Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastWest Street: Kagy Boulevard North/South Street: Bozeman Trail Road Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments IMa'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 24 58 3 0 148 13 Peak-Hour Factor,PHF 0.71 0.71 0.71 0.87 0.87 0.87 Hourly Flow Rate,HFR(veh/h) 33 81 4 0 170 14 (Percent Heavy Vehicles 0 - 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 14 8 1 6 0 41 Peak-Hour Factor, PHF 0.75 0.75 0.75 0.71 0.71 0.71 Hourly Flow Rate,HFR(veh/h) 18 10 1 8 0 57 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 configuration LTR LTR Delay,Queue Length,and Level of Service '4pproach Eastbound Westbound Northbound Southbound 1Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (veh/h) 33 0 29 65 (m)(veh/h) 1403 1524 570 826 SIC 0.02 0.00 0.05 0.08 35%queue length 0.07 0.00 0.16 0.26 Control Delay(s/veh) 7.6 7.4 11.7 9.7 ILOS A A B A 4pproach Delay(s/veh) — 11.7 9.7 Approach LOS -- -- B A :3pyrigh'02005 University of Florida,All Rights Reserved HCS+na Version 5.2 Generated: 2/22/2007 1:26 PM file:HC:\Documents and Settings\DReagor\Local Settings\Temp\u2k5A47.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ite Information F DMR Intersection KaG &Bozeman Trail En ineerin , lnc. Jurisdiction Bozeman rmed 2/22/2007 nal sis Year Ex +The Knolls West+Ph 1-2 me Period JPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street Kagy Boulevard North/South Street: Bozeman Trail Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 35 138 10 0 87 9 Peak-Flour Factor, PHF 0.77 0.77 0.77 0.93 0.93 0.93 Hourly Flow Rate,HFR(veh/h) 45 179 12 0 93 9 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olurne vehlh) 5 4 0 25 9 34 Peak-Hour Factor,PHF 0.63 0.63 0.63 0.69 0.69 0.69 Hourly Flow Rate,HFR(veh/h) 7 6 0 36 13 49 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (veh/h) 45 0 13 98 (m)(veh/h) 1503 1395 523 706 !c 0.03 0.00 0.02 0.14 5%queue length 0.09 0.00 0.08 0.48 Control Delay(s/veh) 7.5 7.6 12.1 10.9 LOS A A B B Approach Delay(s/veh) -- 12.1 10.9 Approach LOS -- B B Copyright©2005 University of Florida,All Rights Reserved HCS+rM Version 5.21 Generated: 2t2212007 2:55 F file:M\Documents and Settings\DReagor\Local Settings\Temp\u2k5AB8.tmp 2/22/200, Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Kaqy&Mixed-Use Access 1 Agency/Co. lEngineering, Inc. Jurisdiction Dozeman Date Performed 12122.12007 Analysis Year Ex +The Knolls West+Ph 1-2 Analysis Time Period M Peak Flour Project Description BOZ-06052.02- The Knolls East&Highland South T1S East/West Street: Kagy Boulevard North/South Street: Single Mixed-Use Access Intersection Orientation: East-West IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments ]Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Jolume(veh/h) 86 55 164 48 Peak-Hour Factor,PHF 0.67 0.67 1.00 1.00 0.67 0.67 Hourly Flow Rate,HFR(veh/h) 128 82 0 0 244 71 Percent Heavy Vehicles 0 — 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR 4Jpstream Signal 0 0 Minor Street Northbound Southbound (Movement 7 a 9 10 11 12 L T R L T R olume veh/h) 30 110 Peak-Hour Factor,PHF 1.00 1.00 1.00 0.90 1.00 0.90 Hourly Flow Rate,HFR(veh/h) 0 0 0 33 0 122 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 IIS onfiguration LR IlDelay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR w(veh/h) 126 155 0(m)(veh/h) 1257 645 �dc 0.10 0.24 95%queue length 0.34 0.93 Control Delay(s/veh) 8.2 12.3 11-OS A B 4pproach Delay(s/veh) — 12.3 %pproach LOS -- -- B 'spynght©2005 University of Florida,All Rights Reserved HCS+w Version 5.21 Generated: 3/5/2007 1:46 PM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2kl6F.tmp 3/5/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ite Information Analyst DMR Intersection IKagy&Mixed-Use Access 1 enc /Co. En it eerie , Inc. Jurisdiction IBozeman Date Performed 2/22/2007 Analysis Year Ex +The Knolls West+Ph 1-2 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street: Kagy Boulevard Worth/South Street: Single Mixed-Use Access Intersection Orientation: East-West IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound (Movement 1 2 3 4 5 6 L T R L T R Volume(vvh1h) 153 114 74 55 Peak-Hour Factor,PHF 0.90 0.90 1.00 1.00 0.82 0.82 Hourly Flow Rate,HFR(veh/h) 170 126 0 0 90 67 percent Heavy Vehicles 0 0 Median Type Undivided FIT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 59 126 Peak-Hour Factor. PHF 1.00 1.00 1.00 0.90 1.00 0,90 Hourly Flow Rate,HFR(veh/h) 0 0 0 65 0 140 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR IDelay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound (Movement 1 4 7 8 9 10 11 12 (Lane Configuration L LR u(veh/h) 170 205 (m)(veh/h) 1435 671 r/c 0.12 0.31 35%queue length 0.40 1.29 Control Delay(s/veh) 7.8 12.7 LOS A B Approach Delay(s/veh) — — 12.7 Approach LOS — -- B Copyright©2005 University of Florida,All Rights Reserved HCS+- Version 5.21 Generated: 3/5/2007 1:58 i file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k174.tmp 3/5/200. Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR Intersection Kagy&Bennett Dr Agency/Co. IEn ineerin , Inc. Jurisdiction Bozeman Date Performed 1212212007 Analysis Year Ex +The Knolls West+Ph 1-2 Analysis Time Period JAM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastANest Street: Kagy Boulevard North/South Street: Bennett Drive Intersection Orientation: East-West [Study Period Mrs): 0.25 Vehicle Volumes and Adjustments (Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R 'Volume(veh/h) 6 133 3 2 268 4 (Peak-Hour Factor, PHF 0.67 0.67 0.67 0.67 0.67 0.67 (Hourly Flow Rate,HFR(veh/h) 8 198 4 2 399 5 (Percent Heavy Vehicles 0 -- 0 -- (Median Type Undivided RT Channelized 0 0 (Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 8 0 2 6 0 17 Peak-Hour Factor, PHF 0.81 0.81 0.81 0.90 0.90 0.90 Hourly Flow Rate, HFR(veh/h) 9 0 2 6 1 0 1 18 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration L L LTR LTR ✓(veh/h) 8 2 11 24 C(m)(veh/h) 1166 1382 426 563 ✓lc 0.01 0.00 0.03 0.04 95%queue length 0.02 0.00 0.08 0.13 Control Delay(s/veh) 8.1 7.6 13.7 11.7 LOS A A B B Approach Delay(s/veh) — 13.7 11.7 Approach LOS -- B B Copyright©2005 University of Florida,All Rights Reserved HCS+m Version 5.21 Generated: 315/2007 3:00 PM ifile://C:\Documents and Settings\DReagor\Local Settings\Temp\u2klA9.tmp 3/5/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Kagy&Bennett Dr Agency/Co. Engineering Inc. Airisdiction Bozeman Date Performed 212212007 Analysis Year Ex+The Knolls West+Ph 1-2 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02-The Knolls East&Hir hland South TIS EastANest Street: Kagy Boulevard IVorth/South Street: Bennett Drive Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 19 257 9 2 190 8 Peak-Hour Factor,PHF 0.90 0.90 0.90 0.82 0.82 0.82 Hourly Flow Rate,HFR(veh/h) 21 285 10 2 231 9 (Percent Heavy Vehicles 0 - 0 -- (Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 6 0 3 7 0 11 Peak-Hour Factor. PHF 0.55 0.55 0.55 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 10 1 0 5 7 0 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IPT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR iDelay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR ✓(veh/h) 21 2 15 19 (m)(veh/h) 1339 1278 491 606 ✓lc 0.02 0.00 0.03 0.03 95%queue length 0.05 0.00 0.09 0.10 Control Delay(s/veh) 7.7 7.8 12.6 11.1 ILOS A A B B 4pproach Delay(s/veh) — 12.6 11.1 4pproach LOS — B B Copyright©2005 University of Florida,All Rights Reserved HCS+nm Version 5 21 Generated: 3/5/2007 3:01 F file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k1AE.tmp 3/5/204. Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st DMR Intersection Kaqy&Painted Hills Dr Agency/Co. Engineering, lnC. Jurisdiction Bozeman Date Performed 2/2007 Analysis Year Ex +The Knolls West+Ph 1-2 Analysis Time Period AM Peak Hour Proiect Description BOZ-06052.02-The Knolls East&Highland South TIS East/ West Street: Ka Boulevard North/South Street: Painted Hills Drive Ilntersection Orientation: East-West [Study Period hrs): 0.25 &hicle Volumes and Adjustments IVIa'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R ✓olume(veh/h) 18 115 17 8 272 13 Peak-Hour Factor,PHF 0.67 0.67 0.67 0.67 0.67 0.67 Hourly Flow Rate,HFR(veh/h) 26 171 25 11 405 19 Percent Heavy Vehicles 0 -- 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 lMllnor Street Northbound Southbound lovement 7 8 9 10 11 12 L T R L T R ✓olume(veh/h) 74 0 11 16 0 56 Peak-Hour Factor,PHF 0.81 0.81 0.81 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 91 0 13 17 0 62 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR iDelay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 I'-ane Configuration L L LTR LTR v(veh/h) 26 11 104 79 C(m)(veh/h) 1146 1389 339 547 vlc 0.02 0.01 0.31 0.14 95%queue length 0.07 0.02 1.27 0.50 Control Delay(s/veh) 8.2 7.6 20.3 12.7 ILOS A A C B ,Approach Delay(s/veh) — 20.3 12.7 4pproach LOS — -- C B JopyriUW®2005 University of Florida,All Rights Reserved HCS+TM Version 5 21 Generated: 3/5/2007 3:02 PM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k1B3.tmp 3/5/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Kaqy&Painted Hills Dr Agency/Co. En ineerin , Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1-2 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS East/ West Street: Kagy Boulevard North/South Street: Painted Hills Drive Intersection Orientation: East-West IStudy Period(hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R 'Volume(veh/h) 64 254 53 13 172 22 Leak-Hour Factor,PHF 0.90 0.90 0.90 0.82 0.82 0.82 Hourly Flow Rate,HFR(veh/h) 71 282 58 15 209 26 Percent Heavy Vehicles 0 -- -- 0 -- IVledian Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 21 0 11 20 0 37 (Peak-Hour Factor.PHF 0.55 0.55 0.55 0.90 0.90 0.90 (Hourly Flow Rate,HFR(veh/h) 38 0 19 22 0 41 (Percent Heavy Vehicles 0 0 0 0 0 0 13ercent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR /(veh/h) 71 15 57 63 (m)(veh/h) 1344 1230 384 534 //c 0.05 0.01 0.15 0.12 95%queue length 0.17 0.04 0.52 0.40 Control Delay(s/veh) 7.8 8.0 16.0 12.6 ILOS A A C B Approach Delay(s/veh) — 16.0 12.6 Approach LOS C B Copyright©2005 University of Florida,All Rights Reserved HCS+w Version 5 21 Generated: 3/5/2007 3:03 file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k1B7.tmp 3/5/204 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Kagy&Street G Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 212212007 Analysis Year Ex+The Knolls West+Ph 1-2 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS East/West Street: Kagy Boulevard North/South Street: Street G Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 8 145 398 4 Peak-Hour Factor, PHF 0.67 0.67 1.00 1.00 0.67 0.67 Hourly Flow Rate,HFR(veh/h) 11 216 0 0 594 5 Percent Heavy Vehicles 0 -- 0 Median Type Undivided RT Channelized 0 0 I-anes 1 1 0 0 1 0 Configuration L T TR Upstream Signal 0 0 11111nor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R IV—olume(veh/h) 5 25 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.90 1.00 0.90 Hourly Flow Rate, HFR(veh/h) 0 0 0 5 1 D 1 27 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 configuration LR IDela .Queue Length.and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR v(veh/h) 11 32 C(m)(veh/h) 988 470 V/c 0.01 0.07 95%queue length 0.03 0.22 Kontrol Delay(s/veh) 8.7 13.2 LOS A B 4pproach Delay(s/veh) — 13.2 4pproach LOS -- — B :opynghl©2005 University of Florida,All Rights Reserved HCS+Tm Version 5.21 Generated: 3/5/2007 3:04 PM Ale://CADocuments and Settings\DReagor\Local Settings\Temp\u2k1BB.tmp 3/5/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection IKaqy&Street G Agency/Co. n ineerin , Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West Ph 1-2 Analysis Time Period JPM Peak Hour .Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street: Ka Boulevard North/South Street: Street G Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 29 364 224 6 Peak-Hour Factor,PHF 0.90 0.90 1.00 1.00 0.82 0.82 Hourly Flow Rate,HFR(veh/h) 32 404 0 0 273 7 Percent Heavy Vehicles 0 — — 0 Median Type Undivided IRT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR Upstream Signal 0 0 Illl!nor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 7 16 Peak-Hour Factor,PHF 1.00 1.00 1.00 0.90 1.00 0.90 Hourly Flow Rate,HFR(veh/h) 0 0 0 7 0 17 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length,and Level of Service 4pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration L LR (veh/h) 32 24 (m)(veh/h) 1294 588 sic 0.02 0.04 95%queue length 0.06 0.13 Control Delay(s/veh) 7.9 11.4 LOS A B 4pproach Delay(s/veh) -- -- 11.4 4pproach LOS -- -- B Copyright m 2005 University of Florida,All Rights Reserved HCS+va Version 5.21 Generated: 3/5/2007 3:04 1 file:HCADocuments and Settings\DReagor\Local Settings\Temp\u2k1BF.tmp 3/5/20Q Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst JDMR Intersection JKagy&Church/Sourdough Agency/Co. JEngineering. Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1-2 Analysis Time Period JAM Peak Hour Project Description BOZ-06052.02- The Knolls East&Hi hland South TIS EastM/est Street: Kagy Boulevard North/South Street: S Church Ave/Sourdough Rd Intersection Orientation: East-West IStudy Period hrs1: 0.25 Vehicle Volumes and Adjustments lVa'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R ✓olume(veh/h) 21 335 29 28 637 21 Peak-Flour Factor,PHF 0.94 0.94 0.94 0.79 0.79 0.79 Hourly Flow Rate,HFR(veh/h) 22 356 30 35 806 26 Percent Heavy Vehicles 0 -- 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 tlllinor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R ✓olume(veh/h) 101 63 58 12 30 30 Peak-Hour Factor, PHF 0.87 0.87 0.87 0.67 0.67 0.67 Hourly Flow Rate,HFR(veh/h) 116 72 66 17 44 44 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR IDelay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound IVlovement 1 4 7 8 9 10 11 12 (Lane Configuration L L LTR LTR u(veh/h) 22 35 254 105 C(m)(veh/h) 808 1184 130 158 vlc 0.03 0.03 1.95 0.66 35%queue length 0.08 0.09 20.21 3.78 Control Delay(s/veh) 9.6 8.1 512.7 64.2 LOS A A F F Approach Delay(s/veh) -- 512.7 64.2 Approach LOS -- F F :c,yrnq?rt m 2005 University of Florida,All Rights Reserved HCS+•M Version 5 2 Generated: 2/22/2007 1:28 PM isle://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5A4B.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection lKagy&Church/Sourdough enc /Co. Engineering, Inc. Jurisdiction lBozeman Date Performed 2/22/2007 Analysis Year lEx +The Knolls West+Ph 1-2 Analysis Time Period JPM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South T1S EastNVest Street: Ka Boulevard North/South Street: S Church Ave/Sourdough Rd Intersection Orientation: East-West IStudy Period firs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 25 526 89 66 424 23 Peak-Hour Factor, PHF 0.81 0.81 0.81 0.94 0.94 0.94 Hourly Flow Rate,HFR(veh/h) 30 649 109 70 451 24 Percent Heavy Vehicles 0 -- — 0 (Median Type Undivided RT Channelized 0 0 (Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 IMinor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume vehlh 47 30 31 30 66 66 Peak-Hour Factor,PHF 0.93 0.93 0.93 0.81 0.81 0.81 Hourly Flow Rate,HFR(veh/h) 50 32 33 37 81 83 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 1-anes 0 1 0 0 1 0 Configuration I I LTR LTR Delay,Queue Length,and Level of Service approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR r(veh/h) 30 70 115 201 C(m)(veh/h) 1094 860 75 160 o/c 0.03 0.08 1.53 1.26 '95%queue length 0.08 0.27 9.53 11.61 Control Delay(s/veh) 8.4 9.6 391.0 211.8 ILOS A A F F Approach Delay(s/veh) — 391.0 211.8 4pproach LOS — — F F Copyright®2005 University of Florida.All Rights Reserved HCS+rM Version 5.21 Generated: 2/22/2007 2:57 file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5ABD.tmp 2/22/200. APPENDIX G CAPACITY CALCULATIONS - EXISTING + THE KNOLLS AT FIILLCREST WEST + PHASE 1 -3 HCM Analysis Summary Existing+ The Knolls West+Ph 1-3 Main St/Highland Blvd Area Type:Non CBD DMR 2/22/2007 Analysis Duration: 15 mins. AM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-3-AM Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 2 L 12.0 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume v h 1 295 257 266 454 4 254 2 97 0 0 0 PHF 0.83 0.83 0.83 0.82 0.82 0.82 0.84 0.84 0.84 0.31 0.31 0.31 %Heavy Vehicles 3 3 3 3 3 3 1 1 1 1 1 1 Lane Groups L TR L TR L TR LTR Arrival Type 3 3 3 3 3 3 _ 1 3 RTOR Vol v h 77 0 19 0 Peds/Hour 5 5 5 0 %Grade 0 0 -3 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) - --- --- -» »- I -- Signal Settings:Actuated Operational Analysis Cycle Length: 71.0 Sec Lost Time Per Cycle:13.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTR LTP NB LTP SB LTP Green 16.0 24.0 18.0 0 Yellow All Red 3.01 0.01 3.5 1 1.5 1 3.5 1.5 Capacitv Anal sis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay EB L 275 0.001 0.338 L 0.004 15.6 B 20.5 C * TR 1114 0.174 0.338 TR 0.513 20.5 C WB L er 222 0.000 0.408 8.0 A * L ro 395 0.185 0.225 L 0.525 10.1 B TR 2120 0.160 0.606 TR 0.264 6.9 A NB * L 460 0.166 0.254 L 0.657 26.4 C 25.2 C TR 411 0.059 0.254 TR 0.231 21.1 C SB LTR 482 0.000 0.254 LTR 0.000 0.0 A 0.0 A Intersection:Delay= 15.6 sec/veh Int.LOS=B Xc 0.64 * Critical Lane Group 2(v/s)Crit=0.52 SIG/Cinema v3.08 Page 1 HCM- Summary Results Existing+The Knolls West+Ph 1-3 Main St/Highland Blvd DMR 2/22/2007 AM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-3-AM Lane Group Approach Delay Delay Lane X (sec/ (sec/ U App Grp v/s v/c veh) LOS veh) LOS U U EB L 0.00 0.00 15.6 B 20.5 C * TR 0.17 0.51 20.5 C 4 454 v-266 .L WB L er 0.00 8.0 A ' -- *L ro 0.18 0.53 10.1 B ------------- TR 0.16 0.26 6.9 A --- ------- - - - -------- - --- - - I —? 295 NB * L 0.17 0.66 26.4 C 25.2 C 257 TR 0.06 0.23 21.1 C 2541 97 2 I SB LTR 0.00 0.00 0.0 A 0.0 A 2 3 , 16 3 0 23 4 2 17 4 2 I Int. 0.52 0.64 15.6 B * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 HCM Analysis Summary Existing+The Knolls West+Ph 1-3 Main St/Highland Blvd Area Type:Non CBD DMR 2/22/2007 Analysis Duration: 15 mins. PM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-3-PM Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 2 L 12.0 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume v h 1 579 318 123 428 1 348 0 249 4 0 1 PHF 0.92 0.92 0.92 0.87 0.87 0.87 0.93 0.93 0.93 0.42 0.42 0.42 %Heavy Vehicles 3 3 3 3 3 3 1 1 1 1 1 1 Lane Groups L TR L TR L TR LTR Arrival Type 3 3 3 3 3 3 3 RTOR Vol v h 95 0 25 0 Peds/Hour 5 5 5 0 %Grade 0 0 -3 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftjRight) --- I --- --- I -- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 72.0 Sec Lost Time Per Cycle:13.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTR LTP NB LTP SB LTP Green 10.0 26.0 23.0 0 Yellow All Red 3.0 0.0 3.5 1.5 Ca a ity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay p --Group- EB L 313 0.001 0.361 L 0.003 14.7 B 23.6 C * TR 1210 0.260 0.361 TR 0.720 23.6 C WB L er 127 0.000 0.431 9.9 A * L ro 243 0.080 0.139 L 0.381 12.5 B TR 1898 0.141 0.542 TR 0.260 9.1 A I NB * L 457 0.261 0.319 L 0.818 33.0 C 27.9 C TR 516 0.149 0.319 TR 0.467 19.8 B SB LTR 474 0.008 0.319 LTR 0.025 16.8 B 16.8 B Intersection:Delay= 20.7 sec/veh Int.LOS=C Xc 0.73 *Critical Lane Group :K(v/s)Crit=0.60 SIG/Cinema v3.08 Page 1 HCM Summary Results _ Existing+The Knolls West+Ph 1-3 Main St/Highland Blvd DMR 2/22/2007 PM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-3-PM Lane Group Approach Delay Delay Lane X (sec/ (sec/ 0 App Grp v/s v/c veh) LOS veh) LOS 1 4 EB L 0.00 0.00 14.7 B 23.6 C * TR 0.26 0.72 23.6 C I -4-428 123 WB L er 0.00 9.9 A *L ro 0.08 0.384 12.5 B ------------- TR 0.14 0.26 9.1 A •------------------- -- .. 579 NB * L 0.26 0.82 33.0 C 27.9 C 318 TR 0.15 0.47 19.8 B `l r 3481249 0 SB LTR 0.01 0.03 16.8 B 16.8 B 1 2 3 10 3 0 25 4 2 22 4 2 Int. 0.60 0.73 F20.7 C * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st DIVIR Intersection Highland&Ellis Agency/Co. En ineerin , Inc. Jurisdiction JBozenian Date Performed 1212212007 Analysis Year JEx+The Knolls West+Ph 1-3 Analysis Time Period 14M Peak Hour Project Description BOZ-06052.02-The Knolls East&Hi bland South T1S EasLANest Street: Ellis Street North/South Street: Highland Boulevard Intersection Orientation: North-South JStudy Period(hrs): 0.25 777771 Vehicle Volumes and Adjustments Major Street Northbound Southbound (Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 1 342 39 58 401 104 Peak-Hour Factor,PHF 0.85 0.85 0.85 0.86 0.86 0.86 Hourly Flow Rate,HFR(veh/h) 1 402 45 67 466 120 Percent Heavy Vehicles 0 -- 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound (Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 0 14 4 19 Peak-Hour Factor, PHF 0.60 0.60 0.60 0.58 0.58 0.58 Hourly Flow Rate,HFR(veh/h) 0 0 0 24 6 32 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 1 0 Configuration R LTR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR R ✓(veh/h) 1 67 62 0 (m)(veh/h) 999 1124 294 556 ✓lc 0.00 0.06 0.21 0.00 95%queue length 0.00 0.19 0.78 0.00 Control Delay(s/veh) 8.6 6.4 20.5 11.5 LOS A A C B Approach Delay(s/veh) 20.5 Approach LOS -- C ,,�pyrlght 02005 University of Florida,All Rights Reserved HCS+rm Version 5 21 Generated: 3I7I2007 9:19 AM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k57E.tmp 3/7/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Sitc Information Analyst DMR Intersection lHighland&Ellis Agency/Go. Engineering, Inc. Jurisdiction lBozeman Date Performed 2/22/2007 Analysis Year Ex +The Knolls West+Ph 1-3 nalvsis Time Period PM Peak I lour Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street: Ellis Street North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 2 437 16 16 438 15 (Peak-Hour Factor.PHF 0.74 0.74 0.74 0.88 0.88 0.88 (Hourly Flow Rate,HFR(veh/h) 2 590 21 18 497 17 (Percent Heavy Vehicles 0 -- -- 0 -- -- (Median Type Undivided IRT Channelized 0 0 (Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound (Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 5 37 2 55 Peak-Hour Factor,PHF 0.88 0.8B 0.88 0,78 0.78 0.78 Hourly Flow Rate,HFR(veh/h) 0 0 5 47 2 70 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 0 1 0 1 0 Configuration R LTR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 I-ane Configuration L L LTR R i(veh/h) 2 18 119 5 C(m)(veh/h) 1051 978 282 563 !/c 0.00 0.02 0.42 0.01 95%queue length 0.01 0.06 1.99 0.03 Control Delay(s/veh) 8.4 8.7 26.8 11.5 I-OS A A D B Approach Delay(s/veh) — — 26.8 11.5 Approach LOS D B Copyright©2005 University of Florida,All Rights Reserved HCS+TM Version 5.21 Generated: 3/7/2007 9:19! file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k583.tmp 3/7/200 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY 3eneral Information Site Information Analyst JDMR Intersection Hi hland Blvd&Painted Hills Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 212212007 Analysis Year Ex+The Knolls West+Ph 1-3 naI sis Time Period 14M Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South T1S IEast/West Street: HillcrestlPainted Hills Rd North/South Street: Highland Boulevard (Intersection Orientation: North-South IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound (Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 88 343 0 9 183 21 Peak-Hour Factor,PHF 0.87 0.87 0.87 0.76 0.76 0.76 IHourly Flow Rate, HFR(veh/h) 101 394 0 11 240 27 Percent Heavy Vehicles 0 - 0 -- (Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 19 0 28 0 0 25 Peak-Flour Factor, PHF 0.75 0.75 0.75 0.90 0.90 0.90 IHourly Flow Rate,HFR(veh/h) 25 0 37 0 0 27 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Delay,Queue Length,and Level of Service 4pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR ✓(veh/h) 101 11 0 27 25 37 C(m)(veh/h) 1304 1176 237 659 236 787 ✓lc 0.08 0.01 0.00 0.04 0.11 0.05 95%queue length 0.25 0.03 0.00 0.13 0.35 0.15 Control Delay(s/veh) 8.0 8.1 20.2 10.7 21.9 9.8 LOS A A C B C A Approach Delay(s/veh) -- -- 10.7 14.7 4pproach LOS B 8 :opyr ght 02005 University of Florida,All Rights Reserved HCS+Tm Version 5.21 Generated: 2/24/2007 1:25 PM file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5E5D.tmp 2/24/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Hi hland&Painted Hills Rd Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 212212007 Analysis Year Ex +The Knolls West+Ph 1-3 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastMest Street: Hillcrest/Painted Hills Rd North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period(hrs)- 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R 'Volume(veh/h) 38 233 0 28 396 30 Peak-Hour Factor,PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate,HFR(veh/h) 44 270 0 32 460 34 Percent Heavy Vehicles 0 -- 0 -- -- Median Type Undivided RT Channelized 0 0 'Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume(vehlh) 34 0 81 0 0 15 Peak-Hour Factor.PHF 0.77 0.77 0.77 0.90 0.90 0.90 (Hourly Flow Rate, HFR(veh/h) 44 0 105 0 0 16 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 (Lanes 1 1 0 1 1 0 Configuration L TR L TR Dela ,Queue Length.and Level of Service Approach Northbound Southbound Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR v(veh/h) 44 32 0 16 44 105 C(m)(veh/h) 1080 1305 189 774 241 g592 vlc 0.04 0.02 0.00 0.02 0.18,95%queue length 0.13 0.08 0.00 0.06 0.65 Control Delay(s/veh) 8.5 7.8 24.0 9.7 23.2 LOS A A C A C B 4pproach Delay(s/veh) - 9.7 15.6 Approach LOS A C Copyright©2005 University of Florida,All Rights Reserved HCS+*M Version 5 21 Generated: 2/24/2007 1:26 1 file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5E63.tmp 2/24/20C Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information E DMR Intersection Hi bland&Knolls Ln o En ineering Inc. urisdiction Bozeman ormed 2/22/07 nal sis Year Ex+The Knolls West+Ph 1-3 ime Period AM Peak Hour Pro ect Description SOZ-06052.02- The Knolls East&Highland South TIS astNVest Street: Knolls Ln North/South Street: Highland Boulevard ;ntersection Orientation: North-South IStudy Period(hrs 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R ✓olume(veh/h) 10 417 0 0 209 2 ,beak-Hour Factor,PHF 0.87 0.87 0.87 0.76 0,76 0.76 Hourly Flow Rate,HFR(veh/h) 11 479 0 0 275 2 Percent Heavy Vehicles 0 — 0 -- Median Type Undivided RT Channelized 0 0 (Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 14 0 '12 0 0 0 eak-Hour Factor.PHF 0.75 0.75 0.75 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 18 0 29 0 0 1 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR belay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v(veh/h) 11 0 0 47 C(m)(veh/h) 1293 1094 493 v/c 0.01 0.00 0.10 95%queue length 0.03 0.00 0.31 control Delay(s/veh) 7.8 8.3 13.1 LOS A A B 4pproach Delay(s/veh) 13.1 approach LOS — B ^.pyrng0l©2005 University of Florida,All Rights Reserved HCS+T Version 5.21 Generated: 2/24/2007 1:26 PM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5E67.tmp 2/24/2007 "h\%o-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ite Information Analyst JDMR Intersection i hland&Knolls Ln Agency/Co._ JEngineering, Inc. JUriscliction Bozeman Date Performed 1212212007 Analysis Year lEx+The Knolls West+Ph 1-3 Analysis Time Period JPM Peak Hour Project Description B07--06052.02-The Knolls East&Highland South TIS IEastANest Street: Knolls Ln North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period(firs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound (Movement 1 2 3 4 5 6 L T R L T R 'Volume(veh/h) 22 265 0 0 459 18 (Peak-Hour Factor,PHF 0.86 0.86 0.86 1 0.66 0.86 0.86 (Hourly Flow Rate,HFR(veh/h) 25 308 0 0 533 20 Percent Heavy Vehicles 0 0 — Median Type Undivided IRT Channelized 0 0 (Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 1 0 0 Minor Street Eastbound Westbound IMovement 7 8 9 10 11 12 L T R L T R 'Volume(veh/h) 6 0 16 0 0 0 Peak-Hour Factor, PHF 0.77 0.77 0.77 0.90 0.90 0.90 (Hourly Flow Rate,HFR(veh/h) 7 0 20 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration LTR LTR IDelay.Queue Lenath,and Level of Service Approach Northbound Southbound Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 ILane Configuration L L LTR LTR d(veh/h) 25 0 0 27 C(m)(veh/h) 1027 1264 421 C 0.02 0.00 0.06 35%queue length 0.07 0.00 0.20 Control Delay(s/veh) 8.6 7.8 14.1 ILOS A A B Approach Delay(s/veh) — -- 14.1 Approach LOS — B Copyright m 2005 University of Florida,All Rights Reserved HCS+rm Version 5.21 Generated: 2/24/2007 1:27 file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5E6B.tmp 2/24/20C . Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR I Intersection Highland&Kagy enc /Co. jEngineering, Inc. Jurisdiction Bozeman Date Performed 211312007 Analysis Year Ex+The Knolls West+Ph 1-3 nal sis Time Period JAM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street: Ka v Boulevard North/South Street: Highland Boulevard Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound (Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 273 117 0 7 403 74 Peak-Hour Factor,PHF 0.86 0.86 0.86 0.77 0.77 0.77 Hourly Flow Rate,HFR(veh/h) 317 136 0 9 523 96 Percent Heavy Vehicles 0 -- 0 Median Type Undivided IRT Channelized 0 0 Lanes 1 1 0 0 1 0 ,Configuration L TR LTR Upstream Signal 0 0 Minor Street Northbound Southbound ;Movement 7 8 9 10 11 12 L T R L T R 'Volume(veh/h) 7 1 7 49 1 348 Peak-Hour Factor, PHF 0.67 0.67 0.67 0.89 0.89 0.89 Hourly Flow Rate,HFR(veh/h) 10 1 10 55 1 391 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IPT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration L LTR LTR LTR v(veh/h) 317 9 21 447 C(m)(vehlh) 969 1461 34 330 V/c 0.33 0.01 0.62 1.35 95%queue length 1.43 0.02 2.11 22.18 Control Delay(s/veh) 10.5 7.5 216.8 209.8 LOS B A F F Approach Delay(s/veh) 216.8 209.8 Approach LOS - F F Copynght©2005 University of Florida,All Rights Reserved HCS+- Version 5.21 Generated: 2/22/2007 4:14 PM file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5B23.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR Intersection lHighland&Kagy Agency/Co. En ineerinq, Inc. Jurisdiction IBozernan Date Performed 2/22/2007 Analysis Year IEx+The Knolls West+Ph 1.3 Analysis Time Period M Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastNVest Street: Kagy Boulevard North/South Street: Highland Boulevard Intersection Orientation: East-West IStudy Period hrs: 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 292 305 1 9 165 83 Peak-!-tour Factor, PHF 0.85 0.85 0.85 0.84 0.84 0.84 Hourly Flow Rate,HFR(veh/h) 343 358 1 10 196 98 Percent Heavy Vehicles 0 -- — 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L TR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 0 3 11 100 3 383 Peak-Hour Factor,PHF 0.75 0.75 0.75 0.92 0.92 0.92 Hourly Flow Rate,HFR(veh/h) 0 4 14 108 3 416 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Len th,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LTR LTR LTR (veh/h) 343 10 18 527 (m)(veh/h) 1273 1211 314 325 IC 0.27 0.01 0.06 1.62 95%queue length 1.10 0.02 0.18 31.52 Control Delay(s/veh) 8.9 8.0 17.2 322.2 LOS A A C F Approach Delay(s/veh) 17.2 322.2 Approach LOS - C F Copyright©2005 University of Florida,All Rights Reserved HCS+rM Version 5.21 Generated: 2/22/2007 5:161 file:HC:\Documents and Settings\DReagor\Local Settings\Temp\u2k5B55.tmp 2/22/20C Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Main&Haggeily Agency/Co, —Engineering, Inc, Jurisdiction Bozeman Date Performed 212212007 Analysis Year Ex+The Knolls West+Ph 1-3 Analysis Time Period AM Peak Hour Project Description 80Z-06052.02-The Knolls East&Highland South TIS EastNVest Street: E Main St North/South Street: Haggerty Ln Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 287 80 56 573 Peak-Hour Factor,PHF 1.00 0.80 0.80 0.75 0.75 1.00 Hourly Flow Rate,HFR(veh/h) 0 358 99 74 764 0 Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration T TR L T Upstream Signal 0 0 Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R Volume veh/h' 60 31 Peak-Hour Factor.PHF 0.81 1.00 0.81 1.00 1.00 1.00 Hourly Flow Rate,HFR(veh/h) 74 0 38 0 1 0 1 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound lovement 1 4 7 8 9 10 11 12 Lane Configuration L LR r(veh/h) 74 112 (m)(veh/h) 1114 324 do 0.07 0.35 95%queue length 0.21 1.50 Control Delay(s/veh) 8.5 21.9 L OS A C Approach Delay(s/veh) -- — 21.9 4pproach LOS -- C 'opotgnt 02005 University of Florida,All Rights Reserved HCS+m Version 5.21 Generated: 2/2212007 4:19 PM file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5B34.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR Intersection Main&Haggerty Agency/Co, IEngit7eering, Inc. Jurisdiction IBozeman Date Performed 1212212007 nal sis Year IEx +The Knolls West+Ph 1-3 Analysis Time Period IPM Peak Hour Project Description BOZ-06052.02- The Knolls East&HKfhland South TIS EastNVest Street: E Main St North/South Street: Hag2edy Ln Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 601 88 35 402 Peak-Hour Factor, PHF 1.00 0.79 0.79 0.90 0.90 1.00 Hourly Flow Rate,HFR(veh/h) 0 760 111 38 446 0 Percent Heavy Vehicles 0 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration T TR L T Upstream Signal 0 0 Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 76 64 (Peak-Hour Factor, PHF 0.69 1.00 0.69 1.00 1.00 100 (Hourly Flow Rate,HFR(veh/h) 110 0 92 0 0 0 (Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 I-anes 0 0 0 0 0 0 onfiguration LR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR r(veh/h) 38 202 (m)(veh/h) 783 279 flc 0.05 0.72 95%queue length 0.15 5.13 Control Delay(s/veh) 9.8 45.6 LOS A E Approach Delay(s/veh) — — 45.6 Approach LOS — — E Copyright®2005 University of Florida,All Rights Reserved HCS+TM Version 5.21 Generated: 2/22/2007 5:31 i file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5B86.tmp 2/22/20C Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst JDMR Intersection Haggerly&Bozeman Trail Agency/Co. n ineerinq, Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex +The Knolls West+Ph 1-3 Analysis Time Period M Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street: Hagqerly Lane North/South Street: Bozeman Trail Road Intersection Orientation: North-South IStudy Period hrs): 0.25 I/ehicle Volumes and Adjustments 1Wa'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Jolume(veh/h) 62 1 5 32 Leak-Hour Factor,PHF 1.00 0.93 0.93 0.77 0.77 1.00 Hourly Flow Rate, HFR(veh/h) 0 66 1 6 41 0 Percent Heavy Vehicles 0 -- 0 -- IVledian Type Undivided RT Channelized 0 0 I-anes 0 1 0 0 1 0 Configuration TR LT upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 12 39 Peak-Hour Factor, PFIF 1.00 1.00 1.00 0.71 1.00 0.71 Hourly Flow Rate,HFR(veh/h) 0 1 0 1 0 16 1 0 54 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 0 0 0 0 0 configuration LR Delay,Queue Length,and Level of Service 4pproach Northbound Southbound Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 (Lane Configuration LT LR v(veh/h) 6 70 C(m)(veh/h) 1547 972 v/c 0.00 0.07 95%queue length 0.01 0.23 Control Delay(s/veh) 7.3 9.0 LOS A A Approach Delay(s/veh) -- -- 9.0 Approach LOS A .cppght©2005 University of Florida,All Rights Reserved HCS+Tm Version 5 21 Generated: 212212007 3:57 PM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5AEC.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ite Information Analyst JD&IR I Intersection lHaggerty&Bozeman Trail Agency/Co. lEngineering, Inc. Jurisdiction Bozernan Date Performed 2/22/2007 Analysis Year lEx+The Knolls West+Ph 1-3 nal sis Time Period JPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Hi bland South TIS East/1Nest Street: Haggerty Lane North/South Street: Bozeman Trail Road Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 33 7 41 62 Peak-Hour Factor,PHF 1 00 0.88 0.68 0.77 0.77 1.00 Hourly Flow Rate,HFR(veh/h) 0 37 7 53 80 0 Percent Heavy Vehicles 0 - 0 Median Type undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 2 26 Peak-Hour Factor,PHF 1.00 1.00 1.00 0.54 1.00 0.54 Hourly Flow Rate, HFR(veh/h) 0 0 0 3 0 48 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Hared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh/h) 53 51 (m)(veh/h) 1577 1013 !c 0.03 0.05 95%queue length 0.10 0.16 Control Delay(s/veh) 7.4 8.7 LOS A A Approach Delay(s/veh) - 8.7 Approach LOS A Copyright©2005 University of Florida,All Rights Reserved HCS+TM Version 5 21 Generated: 2/22/2007 5:141 file://CADocuments and SettingsMeagor\Local Settings\Temp\u2k5B49.tmp 2/22/20C Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Kagy&Bozeman Trail Agency/Co. JEngineering, Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1-3 Analysis Time Period JAM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastNVest Street: Ka V Boulevard North/South Street: Bozeman Trail Road Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R ✓olume(veh/h) 25 59 3 0 148 13 Peak-Hour Factor,PHF 0.71 0.71 0.71 0.87 0.87 0.87 Hourly Flow Rate,HFR(veh/h) 35 83 4 0 170 14 Percent Heavy Vehicles 0 0 -- Median Type Undivided PT Channelized 0 0 Lanes 0 1 0 0 1 0 !configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 14 8 1 6 0 42 Peak-Hour Factor, PHF 0.75 0.75 0.75 0.71 0.71 0.71 ,Hourly Flow Rate,HFR(Veit/h) 18 10 1 8 0 59 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade N 0 0 ,Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela ,Queue Length,and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 I-ane Configuration LTR LTR LTR LTR w(veh/h) 35 0 29 67 (m)(veh/h) 1403 1522 563 826 vlc 0.02 0.00 0.05 0.08 95%queue length 0.08 0.00 0.16 0.26 control Delay(s/veh) 7.6 7.4 11.7 9.7 ILOS A A B A pproach Delay(s/veh) 11.7 9.7 pproach LOS -- B A :opyrighl©2005 University of Florida,All Rights Reserved HCS+ Version 5 21 Generated: 21222007 4:10 PM File://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5B0F.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR Intersection Kagy&Bozeman Trail Agency/Co. lbjgiiieering. Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex +The Knolls West+Ph 1-3 nal sis Time Period IPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South T/S EastNVest Street: Kagy Boulevard North/South Street: Bozeman Trail Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound (Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 36 138 10 0 88 9 (Peak-Hour Factor,PHF 0.77 0.77 0.77 0.93 0.93 0.93 (Hourly Flow Rate,HFR(veh/h) 46 179 12 0 94 9 Percent Heavy Vehicles 0 0 — !Median Type Undivided IRT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 (Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R 'Volume(veh/h) 5 4 0 25 9 35 Peak-Hour Factor,PHF 0.63 0.63 0.63 0.69 0.69 0.69 Hourly Flow Rate,HFR(veh/h) 7 6 0 36 13 50 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service 4pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR r(veh/h) 46 0 13 99 C(m)(veh/h) 1502 1395 520 707 dC 0.03 0.00 0.03 0.14 95%queue length 0.09 0.00 0.08 0.49 Control Delay(s/veh) 7.5 7.6 12.1 10.9 LOS A A B B approach Delay(s/veh) — 12.1 10.9 approach LOS -- -- B B Copyright©2005 University of Florida,All Rights Reserved HCS+- Version 5.21 Generated: 2/22/2007 5:24 I file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5B6A.tmp 2/22/20C Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY 3eneral Information Site Information nal st JDMR Intersection JKayy&Mixed-Use Access 1 enc /Co. lEngineering, Inc. Jurisdiction JBozeman Date Performed 212212007 Analysis Year lEx +The Knolls West+Ph 1-3 nal sis Time Period M Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS _astANest Street: Ka Boulevard North/South Street: Single Mixed-Use Access ntersection Orientation: East-West IStudy Period hrs): 0.25 ehicle Volumes and Adjust ents Major Street Eastbound Westbound vovement 1 2 3 4 5 6 L T R L T R olume(vehih) 86 57 165 48 'eak-Flour Factor, PHF 0.67 0.67 1.00 1.00 0.67 0.67 -burly Flow Rate,HFR(veh/h) 128 85 0 0 246 71 Percent Heavy Vehicles 0 — 0 vledian Type Undivided r2T Channelized 0 0 Lanes 1 1 0 0 1 0 configuration L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume(veh/h) 30 110 peak-Hour Factor, PHF 1.00 1.00 1.00 0.90 1.00 0.90 Hourly Flow Rate,HFR(veh/h) 0 0 0 33 0 122 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR belay.Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR v(veh/h) 128 155 (m)(veh/h) 1255 643 vlc 0.10 0.24 95%queue length 0.34 0.94 ontrol Delay(s/veh) 8.2 12.4 LOS A B pproach Delay(s/veh) - — 12.4 pproach LOS -- -- B opyright©2005 University of Florida,All Rights Reserved HCS+m+ Version 5 21 Generated: 3/1/2007 9:57 AM 'le://CADocuments and Settings\DReagor\Local Settings\Temp\u2k264.tmp 3/1/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR I Intersection jKagy&Mixed-Use Access 1 Agency/Co. jEngineering, Inc. Jurisdiction jBozeman Date Performed 1212212007 Analysis Year lEx +The Knolls West+Ph 1-3 Analysis Time Period JPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South T1S East/West Street: Kagy Boulevard North/South Street: Single Mixed-Use Access Intersection Orientation East-West IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 153 115 76 55 Peak-Hour Factor,PHF 0.90 0.90 1.00 1.00 0.82 0.82 Hourly Flow Rate,HFR(veh/h) 170 127 0 0 92 67 Percent Heavy Vehicles 0 - 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 59 126 Peak-Hour Factor,PHF 1.00 1.00 1,00 0.90 1.00 0.90 Hourly Flow Rate,HFR(veh/h) 0 0 0 65 0 140 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I I I I LR 777 Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR ✓(veh/h) 170 205 C(m)(veh/h) 1433 668 ✓lc 0.12 0.31 95%queue length 0.40 1.30 Control Delay(s/veh) 7.9 12.8 PAS A B Approach Delay(s/veh) 12.8 Approach LOS — B Copyright©2005 University of Florida,All Rights Reserved HCS+nn Version 5 21 Generated: 3/1/2007 10:00 1 file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k26B.tmp 3/1/20(, Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY (general Information ,site Information Analyst DMR Intersection I<agy&Bennett Dr Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1-3 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS East/West Street: Kapv Boulevard North/South Street: Bennett Drive Intersection Orientation: East-West [Study Period(hrs): 0.25 Vehicle Volumes and Adjustments INa'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R ✓olume(veh/h) 6 135 3 2 269 4 Weak-Hour Factor, PHF 0.67 0.67 0.67 0.67 0.67 0.67 Hourly Flow Rate,HFR(veh/h) 8 201 4 2 401 5 Percent Heavy Vehicles 0 — 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 8 0 2 6 0 17 Peak-Hour Factor, PHF 0.81 0.81 0.81 0.90 0.90 0.90 (Hourly Flow Rate,HFR(veh/h) 9 0 2 6 0 18 [Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 L-anes 0 1 0 0 1 0 Configuration LTR LTR Dela ,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 I-ane Configuration L L LTR LTR (veh/h) 8 2 11 24 (m)(veh/h) 1164 1378 423 560 rlc 0.01 0.00 0.03 0.04 95%queue length 0.02 0.00 0.08 0.13 control Delay(s/veh) 8.1 7.6 13.7 11.7 ILOS A A B B Approach Delay(s/veh) 13.7 11.7 Approach LOS — B B ;opyright©2005 University of Florida,All Rights Reserved HCS+Tm Version 5 21 Generated: 3/5/2007 3:14 PM nle://CADocuments and Settings\DReagor\Local Settings\Temp\u2k1C6.tmp 3/5/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MR Intersection Kagy&Bennett Dr Agency/Co. Engineering, Inc: Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1-3 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02-The Knolls East&Hir bland South TIS EastMest Street: Ka Boulevard North/South Street: Bennett Drive Intersection Orientation: East-West IStudy Period(hrs): 0 25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 19 258 9 2 192 8 Peak-Hour Factor,PHF 0.90 0.90 0.90 0.82 0.82 0.82 Hourly Flow Rate,HFR(veh/h) 21 286 10 2 234 9 Percent Heavy Vehicles 0 0 -- - Median Type Undivided IRT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 (Minor Street Northbound SOtlthbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 6 0 3 7 0 11 Peak-Hour Factor, PHF 0.55 0.55 0.55 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 10 0 5 7 0 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound (Movement 1 4 7 8 9 10 11 12 (Lane Configuration L L LTR LTR (veh/h) 21 2 15 19 (m)(veh/h) 1335 1277 489 604 v/c 0.02 0.00 0.03 0.03 135%queue length 0.05 0.00 0.09 0.10 Control Delay(s/veh) 7.7 7.8 12.6 11.2 LOS A A B B Approach Delay(s/veh) — 12.6 11.2 Approach LOS B B Copyright©2005 University of Florida,All Rights Reserved HCS+w Version 5.21 Generated: 3/5/2007 3:14 file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k1CB.tmp 3/5/20( Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Kagy&Painted Hills Dr Agency/Co, Engineering, Inc, Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1-3 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street. Kagy Boulevard North/South Street: Painted Hills Drive Intersection Orientation: East-West IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments IMa'or Street Eastbound Westbound l Avement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 26 115 17 8 272 14 Peak-Hour Factor, PHF 0.67 0.67 0.67 0.67 0.67 0.67 (Hourly Flow Rate,HFR(veh/h) 38 171 25 11 405 20 [Percent Heavy Vehicles 0 -- 0 -- IMedian Type Undivided iRT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 IWinor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R ✓olume(vehih) 74 0 11 18 0 80 Peak-Hour Factor.PHF 0.81 0.81 0.81 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 91 0 13 20 0 88 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Confguration L L LTR LTR b(veh/h) 38 11 104 108 C(m)(veh/h) 1145 1389 306 551 v/c 0.03 0.01 0.34 0.20 95%queue length 0.10 0.02 1.46 0.72 control Delay(s/veh) 8.3 7.6 22.7 13.1 LOS A A C B ,Approach Delay(s/veh) -- 22.7 13.1 4pproach LOS -- — C B :opyrighl©2005 University of Florida,All Rights Reserved HCS+- Version 5.21 Generated: 3/5/2007 3:15 PM nle://CADocuments and Settings\DReagor\Local Settings\Temp\u2k1D0.tmp 3/5/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Kagy&Painted Hills Dr Agency/Co. n ineetin . Inc. urisdiction Bozernan Date Performed 1212212007 Analysis Year Ex+The Knolls West+Ph 1-3 Analysis Time Period IPM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS East/West Street: Kagy Boulevard lNorthlSouth Street: Painted Hills Drive Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 90 254 53 13 172 24 Peak-Hour Factor,PHF 0.90 0.90 0.90 0.82 0.82 0.82 Hourly Flow Rate,HFR(veh/h) 100 282 58 15 209 29 ` Percent Heavy Vehicles 0 -- -- 0 (Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 B 9 10 11 12 L T R L T R Volume(veh/h) 21 0 11 21 0 52 Peak-Hour Factor,PHF 0.55 0.55 0.55 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 38 0 19 23 0 57 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service 4pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR /(veh/h) 100 15 57 80 (m)(veh/h) 1341 1230 341 537 /C 0.07 0.01 0.17 0.15 195%queue length 0.24 0.04 0.59 a52 Control Delay(s/veh) 7.9 8.0 17.7 12,9 LOS A A C g 4pproach Delay(s/veh) — — 17.7 12.9 Approach LOS — -- C B Copyright m 2005 University of Florida,All Rights Reserved HCS+ne Version 5.21 Generated: 3/5/2007 3:16 file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k1D6.tmp 3/5/200 Two-Way Stop Control Page 1 of 1 i TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR Intersection agy&Street G Agency/Co. lEngineering, Inc. Jurisdiction Bozeman Date Performed 1212212007 Analysis Year Ex+The Knolls West+Ph 1-3 Analysis Time Period JAM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastNVest Street: Kagy Boulevard North/South Street: Street G Intersection Orientation: East-West Stud Period hrs): 0.25 Vehicle Volumes and Adjustments INa'or Street Eastbound Westbound ,Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 8 153 422 4 Peak-Hour Factor,PHF 0.67 0.67 1.00 1.00 0.67 0.67 Hourly Flow Rate,HFR(veh/h) 11 228 0 0 629 5 Percent Heavy Vehicles 0 -- — 0 (Median Type Undivided IRT Channelized 0 0 I-anes 1 1 0 0 1 0 Configuration L T TR Upstream Signal 0 0 (Minor Street Northbound Southbound Allovement 7 8 9 10 11 12 L T R L T R Volume veh/h) 5 25 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.90 1.00 0.90 (Hourly Flow Rate,HFR(veh/h) 0 0 0 5 0 27 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR IDe(ay,Queue Length,and Level of Service .Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 I-ane Configuration L LR v(veh/h) 11 32 (m)(veh/h) 959 447 l/c 0.01 0.07 95%queue length 0.03 0.23 'ontrol Delay(s/veh) 8.8 13.7 LOS A B ,Approach Delay(s/veh) -- 13.7 Approach LOS B ;opyogN 02005 University of Florida,All Rights Reserved HCS+w Version 5 21 Generated: 3/5/2007 3:17 PM ile://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k1DC.tmp 3/5/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst 16mR Intersection JKagy&Street G pent /Co En ineerin , Inc. Jurisdiction JBozeinan Date Performed 2/22/2007 Analysis Year IEx+The Knolls West+Ph 1-3 Analysis Time Period IPM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastANest Street: Kagy Boulevard North/South Street: Street G Intersection Orientation: East-West IStudy Period 'hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 29 390 239 6 Peak-Hour Factor,PHF 0.90 0.90 1.00 1.00 0.82 0.82 Hourly Flow Rate, HFR(veh/h) 32 433 0 0 291 7 Percent Heavy Vehicles 0 - -- 0 — Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 7 16 Peak-Hour Factor,PHF 1.00 1.00 1.00 0.90 1.00 0.90 Hourly Flow Rate,HFR(veh/h) 0 0 0 7 0 17 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (veh/h) 32 24 (m)(veh/h) 1275 564 /c 0.03 0.04 5%queue length 0.08 0.13 Control Delay(s/veh) 7.9 11.7 LOS A B Approach Delay(s/veh) -- 11.7 Approach LOS — B Copyright 0 2005 University of Florida,All Rights Reserved HCS+vn Version 5.21 Generated: 3/5/2007 3:1 B F file:HC:\Documents and Settings\DReagor\Local Settings\Temp\u2k1E2.tmp 3/5/200. Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection agy&Church/Sourdough Agency/Co. Engineering, Inc Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex +The Knolls West+Ph 1-3 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS astNVest Street: Kagy Boulevard North/South Street: S Church Ave/Sourdough Rd ntersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R ✓olume(veh/h) 21 342 29 28 657 22 r3eak-Hour Factor, PHF 0.94 0.94 0.94 0.79 0.79 0.79 dourly Flow Rate,HFR(veh/h) 22 363 30 35 831 27 Percent Heavy Vehicles 0 — 0 Median Type Undivided RT Channelized 0 0 (Lanes 1 1 0 1 1 0 configuration L TR L TR lJpstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R plume veh/h 101 63 58 12 30 30 Peak-Hour Factor, PHF 0.87 0.87 0.87 0.67 067 0.67 Hourly Flow Rate,HFR(veh/h) 116 72 66 17 44 44 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 =tared Approach N N Storage 0 0 RT Channelized 0 0 -anes 0 1 0 0 1 0 3onfiguration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR >(veh/h) 22 35 254 105 (m)(veh/h) 790 1177 123 149 //c 0.03 0.03 2.07 0.70 35%queue length 0.09 0.09 20.93 4.10 Control Delay(s/veh) 9.7 8.2 564.8 72.6 SOS A A F F ,Approach Delay(s/veh) — 564.8 72.6 4pproach LOS F F opyriyht©2005 University of Florida,All Rights Reserved HCS+TM Version 5.21 Generated: 2/22/2007 4:11 PM le://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5B16.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ite Information Analyst DMR Intersection agy&Church/Sourdough pent 1Co. En ineerin , Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex +The Knolls West+Ph 1-3 Analysis Time Period PM Peak Hour Project Description B0Z-06052.02- The Knolls East&Highland South TIS EastANest Street: Ka Boulevard IVorth/South Street: S Church Ave/Sourdou h Rd Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 25 548 89 66 436 24 Peak-Hour Factor,PHF 0.81 0.81 0.81 0.94 0.94 0.94 Hourly Flow Rate,HFR(veh/h) 30 676 109 70 463 25 Percent Heavy Vehicles 0 0 -- Median Type Undivided IRT Channelized 0 0 (Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 47 30 31 31 66 68 Peak-Hour Factor,PHF 6.93 0.93 0.93 0.81 0.81 0.81 Hourly Flow Rate,HFR(veh/h) 50 32 33 38 81 83 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR r(veh/h) 30 70 115 202 C(m)(veh/h) 1082 840 65 149 v/c 0.03 0.08 1.77 1.36 195%queue length 0.09 0.27 10.40 12.62 Control Delay(s/veh) 8.4 9.7 505.6 254.6 LOS A A F F Approach Delay(s/veh) — 505.6 254.6 Approach LOS — — F F Copyright©2005 University of Florida,All Rights Reserved HCS+rM Version 5.21 Generated: 2122t2007 5:25 i, file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5B6F.tmp 2/22/200- APPENDIX H CAPACITY CALCULATIONS - EXISTING + THE KNOLLS AT FIILLCRE51' WEST + PHASE 1 -4 HCM Analysis Summary Existing+The Knolls West+Ph 1-4 Main St/Highland Blvd Area Type:Non CBD DMR 2/22/2007 Analysis Duration: 15 mins. AM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-4-AM Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) ApproachlOutbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 2 L 12.0 T 1 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB I 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume v h) 1 295 259 268 454 4 262 2 103 0 0 0 PHF 0.83 0.83 0.83 0.82 0.82 0.82 0.84 0.84 0.84 0.31 0.31 0.31 %Heavy Vehicles 3 3 3 3 3 3 1 1 1 1 1 1 Lane Groups L TR L TR L TR LTR Arrival Type 3 3 3 3 3 3 3 RTOR Vol v h 78 0 19 0 Peds/Hour 5 5 5 0 %Grade 0 0 -3 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) I --- --- --- --- --- --- -'- I '-' Signal Settings:Actuated Operational Analysis Cycle Length: 71.0 Sec Lost Time Per Cycle:13.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTR LTP NB LTP SB LTP Green 16.0 24.0 18.0 0 Yellow All Red I3.0 1 0.01 3.5 1 1.5 3.51 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay APP EB L 275 0.001 0.338 L 0.004 15.6 B 20.5 d * TR 1114 0.174 0.338 TR 0.514 20.5 C WB L er 221 0.000 0.408 8.1 A * L ro 395 0.187 0.225 L 0.531 10.2 B TR 2120 0.160 0.606 TR 0.264 6.9 A NB * L 460 0.172 0.254 L 0.678 27.2 C 25.7 C TR 410 0.063 0.254 TR 0.249 21.2 C SB LTR 482 0.000 0.254 LTR 0.000 0.0 A 0.0 A Intersection:Delay= 15.8 sec/veh Int.LOS=B Xc 0.65 *Critical Lane Group 2(v/s)Crit= 0.53 SIG/Cinema v3.08 Page 1 HCM Summary Results Existing+The Knolls West+Ph 1-4 Main St/Highland Blvd DMR 2/22/2007 AM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-4-AM Lane Group Approach Delay Delay Lane X (sec/ (sec/ 0 App Grp v/s We veh) LOS veh) LOS 0 10 EB L 0.00 0.00 15.6 B 20.5 C * 'TR 0.17 0.51 20.5 C 4 454 [71- 268 WB L er 0.00 8.1 A *L ro 0.19 0.53 10.2 B ------------- - - TR 0.16 0.26 6.9 A --------------------- ----------- 1 295 NB * L 0.17 0.68 27.2 C 25.7 C 259 TR 0.06 0.25 21.2 C r' 262j103 2 SB $Int. 0.53 0.00 0.0 A 0.0 A 1 2 3 16 3 0 23 4 2 17 1�1 4 2 0.65 15.8 B * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 HCM Analysis Summary Y Existing+The Knolls West+Ph 1-4 Main St/Highland Blvd Area Type:Non CBD DMR 2/22/2007 Analysis Duration: 15 mins. PM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-4-PM Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 2 L 12.0 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume v h 1 579 327 129 428 1 353 0 253 4 0 1 PHF 0.92 0.92 0.92 0.87 0.87 0.87 0.93 0.93 0.93 0.42 0.42 0.42 y %Heavy Vehicles 3 3 3 3 3 3 1 1 1 1 1 1 (` Lane Groups L TR L TR L TR LTR Arrival Type 3 3 3 3 3 3 3 RTOR Vol v h 98 0 25 0 Peds/Hour 5 5 5 0 %Grade 0 0 -3 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftjRight) --- I --- --- I -- --_ _� �_ Signal Settings:Actuated Operational Analysis Cycle Length: 73.0 Sec Lost Time Per Cycle:13.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTR LTP NB LTP SB LTP Green 10.0 26.0 1 24.0 0 Yellow I All Red 1 3.01 0.01 3.5 1 1.5 1 3.5 1.5 i Ca a ity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay App Grow -(secLx EB L 309 0.001 0.356 L 0.003 15.2 B 24.6 C * TR 1193 0.262 0.356 TR 0.736 24.6 C WB L er 121 0.000 0.425 10.5 B * L ro 240 0.084 0.137 L 0.410 13.5 B TR 1872 0.141 0.534 TR 0.263 9.6 A NB * L 471 0.265 0.329 L 0.807 31.7 C 26.9 C TR 531 0.152 0.329 TR 0.461 19.6 B SB LTR 490 0.008 0.329 LTR 0.024 16.6 B 16.6 B Intersection:Delay=21.0 sec/veh Int.LOS=C Xc 0.74 * Critical Lane Group :5:(v/s)Crit=0.61 SIG/Cinema v3.08 Page 1 HCM Summary Results Existing+ The Knolls West+Ph 1-4 Main St/Highland Blvd DMR 2/22/2007 PM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-4-PM Lane Group Approach Delay Delay Lane X (sec/ (sec/ 0 App Grp v/s v/c veh) LOS veh) LOS 1 14 EB L 10.00 0.00 15.2 B 24.6 C * TR 0.26 0.74 24.6 C t— 1 —428 ;--129 .L ---------------------- ---------------- WB Lper 0.00 10.5 B *L ro 1 0.08 0.414 13.5 B ----- -------- -- TR 0.14 0.26 9.6 A ------------ ------ 579 NB * L 0.27 0.81 31.7 C 26.9 C 327 TR 0.15 0.46 19.6 B �1 353�253 0 SB LTR 10.01 0.02 16.6 B 16.6 B 1 2 3 l, 10 3 0 25 4 2 23 �1 4 2 Int. Fo.61 0.74 21.0 C * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY :3eneral Information Site Information Analyst JDMR Intersection Highland 8;Ellis Agency/Co. jEngineerin , Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1-4 nal sis Time Period 1AM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS astNVest Street Ellis Street North/South Street: Highland Boulevard ntersection Orientation: North-South IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 1 356 39 58 405 104 -leak-Hour Factor, PHF 0.85 0.85 0.85 0.86 0.86 0.86 lourly Flow Rate, HFR(veh/h) 1 418 45 67 470 120 Percent Heavy Vehicles 0 -- 0 �Aedian Type Undivided OT Channelized 0 0 I-anes 1 1 0 1 1 0 configuration L TR L TR Upstream Signal 0 0 (Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 0 14 4 19 weak-Hour Factor, PHF 0.60 0.60 0.60 0.56 0.58 0.58 lourly Flow Rate,HFR(veh/h) 0 0 0 24 6 32 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 -'fared Approach N N Storage 0 0 RT Channelized 0 0 ..anes 0 0 1 0 1 0 3onfiguration R LTR Dela ,Queue Length,and Level of Service 4pproach Northbound Southbound Westbound Eastbound iMovement 1 4 7 8 9 10 11 12 I-ane Configuration L L LTR R V(veh/h) 1 67 62 0 C(m)(veh/h) 995 1109 286 553 W/C 0.00 0.06 0.22 0.00 95%queue length 0.00 0.19 0.81 0.00 Control Delay(s/veh) 8.6 8.5 21.0 11.5 LOS A A C B ll.%pproach Delay(s/veh) -- 21.0 4pproach LOS - C :opyright©2005 University of Florida,All Rights Reserved HCS+- Version 5.21 Generated: 3r712007 9:21 AM ile:HC:\Documents and Settings\DReagor\Local Settings\Temp\u2k588.tmp 3/7/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Hi hland&Ellis Agency/Co. Eng eerinr, Inc Jurisdiction lBozeman Date Performed 2/2212007 Analysis Year lEx +The Knolls West+Ph 1-4 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastNVest Street: Ellis Street North/South Street: Hic hand Boulevard Intersection Orientation: North-South IStudy Period Mrs): 0.25 Vehicle Volumes and Ad'ustfnents Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(v(-.hlii) 2 446 16 16 453 15 (Peak-Hour Factor,PHF 0.74 0.74 0.74 0.88 0.88 0.88 Hourly Flow Rate,HFR(veh/h) 2 602 21 18 514 17 Percent Heavy Vehicles 0 -- - 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 5 37 2 55 Peak-Hour Factor,PHF 0.68 0.86 0.88 0.78 0.78 0.78 (Hourly Flow Rate,HFR(veh/h) 0 0 5 47 2 70 (Percent Heavy Vehicles 0 0 0 0 0 1 0 (Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IPT Channelized 0 0 Lanes 0 0 1 0 1 0 Configuration R LTR Delay.Queue Length,and Level of Service 4pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR R IV(veh/h) 2 18 119 5 C(m)(veh/h) 1036 968 272 550 dlC 0.00 0.02 0.44 0.01 95%queue length 0.01 0.06 2.10 0.03 Control Delay(s/veh) 8.5 8.8 28.1 11.6 LOS A A D F B 4pproach Delay(s/veh) 28.1 11.6 4pproach LOS -- D B Copyright©2005 University of Florida,All Rights Reserved HCS+rM Version 5.21 Generated: 317/2007 9:25 A file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k59C.tmp 3/7/200'. Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Hi bland Blvd&Painted Hills Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex +The Knolls West+Ph 1-4 nal sis Time Period AM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastNVest Street: Hillcrest/Painted Hills Rd North/South Street: Hi bland Boulevard Intersection Orientation: North-South IStudv Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 88 349 3 11 185 21 Peak-Hour Factor,PHF 0.87 0.87 0.87 0.76 0.76 0.76 Hourly Flow Rate,HFR(veh/h) 101 401 3 14 243 27 Percent Heavy Vehicles 0 -- 0 Median Type Undivided RT Channelized 0 0 I-anes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R ✓olume(veh/h) 19 0 28 10 0 33 Peak-Hour Factor, PHF 0.75 0.75 0.75 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 25 1 0 1 37 11 1 0 36 Percent Heavy Vehicles 0 0 0 0 0 0 ?ercent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Dela ,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR %/(veh/h) 101 14 11 36 25 37 C(m)(veh/h) 1301 1166 230 653 227 785 vlc 0.08 0.01 0.05 0.06 0.11 0.05 95%queue length 0.25 0.04 0.15 0.17 0.37 0.15 :ontrol Delay(s/veh) 8.0 8.1 21.4 10.8 22.8 9.8 I-OS A A C B C A ,Approach Delay(s/veh) -- 13.3 15.1 gpproach LOS B C ,opynght©2005 University of Florida,All Rights Reserved HCS+rM Version 5 21 Generated: 2/24/2007 2:01 PM File://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5E7B.tmp 2/24/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY (General Information Site Information Analyst DMR fntersection 1-1lahland&Painted Hills Rd- enc /Co. Engineering,Inc. Jurisdiction Bozeman Date Performed ?./22/2007 Analysis Year IEx+The Knolls West+Ph 1-4 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS East/West Street: Hillcrest/Painted Hills Rd INorthlSouth Street: Highland Boulevard Intersection Orientation: North-South IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 38 237 11 37 402 30 Peak-Hour Factor,PHF 0.86 0.86 0.86 1 0.86 0.86 0.86 Hourly Flow Rate,HFR(veh/h) 44 275 12 43 467 34 Percent Heavy Vehicles 0 - - 0 - -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound (Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 34 0 81 6 0 20 Peak-Hour Factor,PHF 0.77 0.77 0.77 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 44 0 105 6 0 22 Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 1 1 0 1 1 0 Configuration L TR L TR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Allovement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR (veh/h) 44 43 6 22 44 105 (m)(veh/h) 1074 1287 176 763 222 587 v/c 0.04 0.03 0.03 0.03 0.20 0.18 95%queue length 0.13 0.10 0.11 0.09 0.72 0.65 Control Delay(s/veh) 8.5 7.9 26.2 9.9 25.2 12.5 LOS A A D A D 8 Approach Delay(s/veh) 13.4 16.2 Approach LOS - B C Copyright©2005 University of Florida,All Rights Reserved HCS+nn Version 5.21 Generated: 2/24/2007 2:03 F file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5E80.tmp 2/24/200 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Highland&Knolls Ln Agency/Co. Engineering. Inc. Jurisdiction Bozeman Date Performed 2/22/07 Analysis Year Ex +The Knolls West+Ph.1-4 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastANest Street: Knolls Ln Worth/South Street: Highland Boulevard Intersection Orientation: North-South [Study Period (hrs),: 0.25 777771 Vehicle Volumes and Adjustments 'Major Street Northbound Southbound (Movement 1 2 3 4 5 6 L T R L T R [Volume(veh/h) 10 420 5 2 219 2 Peak-Hour Factor,PHF 0.87 0.87 0.87 0.76 0.76 0.76 Hourly Flow Rate,HFR(veh/h) 11 482 5 2 288 2 Percent Heavy Vehicles 0 — 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 IMInor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R [Volume veh/h) 14 0 22 14 0 6 Peak-Hour Factor, PHF 0.75 0.75 0.75 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 18 0 29 15 0 6 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration L L LTR LTR v(veh/h) 11 2 21 47 C(m)(veh/h) 1279 1086 334 474 v/c 0.01 0.00 0.06 0.10 95%queue length 0.03 0.01 0.20 0.33 "ontrol Delay(s/veh) 7.8 8.3 16.5 13.4 LOS A A C B Approach Delay(s/veh) -- 16.5 13.4 approach LOS -- C B :npyrrg�ll©2005 University of Florida,All Rights Reserved HCS+- Version 5.21 Generated: 2124/2007 2:04 PM Aile://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5E85.tmp 2/24/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information 'Site Information Analyst OMR Intersection Hi hland&Knolls Ln Agency/Co. En ineenn , Inc. Jurisdiction Bozeman Date Performed 212212007 Analysis Year JEx+The Knolls West+Ph 1-4 Analysis Time Period JPM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South T/S EastNVest Street: Knolls Ln North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound SouthboUnd (Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 22 276 16 6 465 18 Peak-Hour Factor,PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate,HFR(veh/h) 25 320 18 6 540 20 Percent Heavy Vehicles 0 -- -- 0 (Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound (Movement 7 8 9 10 11 112 L T R L T R Volume(veh/h) 6 0 16 10 0 4 Peak-Hour Factor,PHF 0.77 0.77 0.77 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 7 0 1 20 11 0 4 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 1 0 0 1 0 onfiguration LTR LTR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 (Lane Configuration L L LTR LTR ✓(veh/h) 25 6 15 27 C(m)(veh/h) 1021 1232 279 406 ✓/c 0.02 0.00 0.05 0.07 95%queue length 0.08 0.01 0.17 0.21 Control Delay(s/veh) 8.6 7.9 18.6 14.5 LOS A A C B Approach Delay(s/veh) -- 18.6 14.5 Approach LOS -- C B Copyright©20D5 University of Florida,All Rights Reserved HCS+w Version 521 Generated: 2/24/2007 2:05 F file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5E89.tmp 2/24/200,. Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Highland&Kagy Agency/Co- Engineering, Inc. Jurisdiction Bozeman Date Performed 211312007 Analysis Year Ex +The Knolls West+Ph 1-4 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS East/West Street: Kagy Boulevard North/South Street: Hi hland Boulevard Intersection Orientation: East-West [Study Period Mrs): 0.25 71 ✓ehicle Volumes and Adjustments IMa'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 281 117 0 7 403 74 Peak-Hour Factor,PHF 0.86 0.86 0.86 0.77 0.77 0.77 sourly Flow Rate,HFR(veh/h) 326 136 0 9 523 96 Percent Heavy Vehicles 0 -- 0 'VIedian Type Undivided rZT Channelized 0 0 I-anes 1 1 0 0 1 0 configuration L TR LTR upstream Signal 0 0 (Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R [Volume veh/h) 7 1 7 49 1 372 Peak-Hour Factor,PHF 0.67 0.67 0.67 0.89 0.89 0.89 -burly Flow Rate,HFR(veh/h) 10 1 10 55 1 417 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 --tared Approach N N Storage 0 0 RT Channelized 0 0 -.anes 0 1 0 0 1 0 configuration LTR LTR Dela .Queue Length,and Level of Service 'lproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LTR LTR LTR p(veh/h) 326 9 21 473 IC(m)(veh/h) 969 1461 27 330 r/c 0.34 0.01 0.78 1.43 i5%queue length 1.49 0.02 2.46 24.98 Eontrol Delay(s/veh) 10.6 7.5 310.1 242.0 OS B A F F Approach Delay(s/veh) 310.1 242.0 Approach LOS F F lopyright©2005 University of Florida,All Rights Reserved HCS+Tm Version 5 21 Generated: 2/2212007 6:13 PM iile://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5BAD.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR I Intersection JHphland&Kagy Agency/Co. En ineerin . Inc. Jurisdiction JBozeman Dale Performed 2/22/2007 Analysis Year JEx+The Knolls West+Ph 1-4 naI sis Time Period JPM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS East/West Street: Kagy Boulevard North/South Street: Highland Boulevard Intersection Orientation: East-West IStUdy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R 'Volume(vehlh) 319 305 1 9 165 83 (Peak-Hour Factor,PHF 0.85 0.65 0.85 0.84 0.84 0.84 (Hourly Flow Rate,HFR(veh/h) 375 358 1 10 196 98 Percent Heavy Vehicles 0 -- 0 — -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L TR LTR Upstream Signal 0 0 Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R 'Volume(veh/h) 0 3 11 100 3 399 Peak-Hour Factor.PHF 0.75 0.75 0.75 0.92 0.92 0.92 Hourly Flow Rate,HFR(veh/h) 0 4 14 106 3 433 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length.and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration L LTR LTR LTR ✓(veh/h) 375 10 18 544 C(m)(veh/h) 1273 1211 289 302 ✓/c 0.29 0.01 0.06 1.80 95%queue length 1.24 0.02 0.20 35.93 Control Delay(s/veh) 9.0 8.0 18.3 402.6 LOS A A C F Approach Delay(s/veh) -- — 18.3 402.6 Approach LOS — — C F Copyright©2005 University of Florida,All Rights Reserved HCS+Tm Version 5.21 Generated: 2/23/2007 8:241 file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5C41.tmp 2/23/200 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalvst DMR Intersection Main&Hap ert Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex +The Knolls West+Ph 1-4 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS East/West Street: E Main St North/South Street: Haggerty Ln Intersection Orientation: East-West IStudy Period(hrs): 0.25 chicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume(veh/h) 293 80 56 575 Peak-Hour Factor, PHF 1.00 0.80 0.60 0.75 0.75 1.00 Hourly Flow Rate,HFR(veh/h) 0 366 99 74 766 0 Percent Heavy Vehicles 0 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration T TR L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume(veh/h) 60 31 Peak-Hour Factor, PHF 0.81 1.00 0.81 1.00 1.00 1.00 Hourly Flow Rate,HFR(veh/h) 74 0 38 0 1 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 configuration LR Dela ,Queue Len th,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR ✓(veh/h) 74 112 C(m)(veh/h) 1107 319 ✓lc 0.07 0.35 35%queue length 0.21 1.53 ontrol Delay(s/veh) 8.5 22.3 _OS A C ,Approach Delay(s/veh) — 22.3 pproach LOS — C opyright©2005 University of Florida,All Rights Reserved HCS+nn Version 5.21 Generated: 2/28/2007 9:00 AM le://C:\Documents and Settings\DReagor\Local Settings\Temp\u2kB6.tmp 2/28/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information I Analyst ID&IR Intersection Main&Haggerly Agency/Co. [Engineering, Inc. Jurisdiction 18ozer77an Date Performed 2/22/2007 Analysis Year lEx+The Knolls West+Ph 1-4 Analysis Time Period JPM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS EastNVest Street: E Main St North/South Street: Haggerty Ln Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 605 88 35 408 (Peak-Hour Factor,PHF 1.00 0.79 0.79 0.90 0.90 1.00 (Hourly Flow Rate,HFR(veh/h) 0 765 111 38 453 0 Percent Heavy Vehicles 0 -- 0 - -- (Median Type Undivided IRT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration T TR L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 76 64 Peak-Hour Factor.PHF 0.69 1.00 0.69 1.00 1.00 1.00 Hourly Flow Rate,HFR(veh/h) 110 0 92 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration L LR (veh/h) 38 202 (m)(veh/h) 779 276 plc 0.05 0.73 135%queue length 0.15 5.23 Control Delay(s/veh) 9.9 46.8 PAS A E Approach Delay(s/veh) — 46.8 Approach LOS — E Copyright©2005 University of Florida,All Rights Reserved HCS+TM Version 5.21 Generated: 2/28/2007 0:52. file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2kA0.tmp 2/28/20(_ Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY 3eneral Information Site Information Analyst DMR Intersection fKagy&Church/Sourclouch Agency/Co/Co Engineering, Inc. Jurisdiction jBozeman Date Performed 212212007 Analysis Year IEx+The Knolls West+Ph 1-4 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS astMlest Street: Kagv Boulevard North/South Street: S Church Ave/Sourdough Rd Intersection Orientation: East-West -Itudv Period(hrs): 0.25 Vehicle Volumes and Adjustments Ma or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 21 350 29 28 681 22 'eak-Hour Factor,PHF 0.94 0.94 0.94 0.79 0.79 0.79 -iourly Flow Rate,HFR(veh/h) 22 372 30 35 862 27 Percent Heavy Vehicles 0 0 -- -- 'Oedian Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 '3onfiguration L TR L TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R ✓olume veh/h) 101 63 58 12 30 30 Peak-Hour Factor, PHF 0.87 0.87 0.87 0.67 0.67 0.67 Hourly Flow Rate,HFR(veh/h) 116 72 66 17 44 44 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 configuration LTR LTR Dela ,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh/h) 22 35 254 105 (m)(veh/h) 769 1168 113 138 I/c 0.03 0.03 2.25 0.76 35%queue length 0.09 0.09 21.96 4.54 control Delay(s/veh) 9.8 8.2 650.8 86.0 LOS A A F F 4pproach Delay(s/veh) 650.8 86.0 4pproach LOS -- F F yr^.ht©2005 University of Florida,All Rights Reserved HCS+Tm Version 5 21 Generated: 2/22/2007 6:14 PM Jile://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5BB4.tmp 2/22/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ite Information Analyst 12MR JKagy&Church/Sourdough Agency/co. Jff2 7neerin Inc. urlsdictlon lBoveman Date Performed 2/22/2007 nal sis Year IEx+The Knolls West+Ph 1-4 Analysis Time Period ry Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS East/West Street: Kagy Boulevard North/South Street: S Church Ave/Sourdough Rd Intersection Orientation: East-West [Study Period hrs : 0.25 chicle Volumes and Adjustments Major Street Eastbound Westbound IMovement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 25 575 89 66 452 24 Peak-Hour Factor, PHF 0.81 0.81 0.81 0.94 0.94 0.94 Hourly Flow Rate,HFR(veh/h) 30 709 109 70 480 25 Percent Heavy Vehicles 0 - 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR upstream Signal 0 0 Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 47 30 31 31 66 68 Peak-Hour Factor,PHF 0.93 0.93 0.93 0.81 0.81 0.81 (Hourly Flow Rate,HFR(veh/h) 50 1 32 33 38 1 81 83 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 I-anes 0 1 0 0 1 0 ;onfiguration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh/h) 30 70 115 202 C(m)(veh/h) 1066 817 55 138 plc 0.03 0.09 2.09 1.46 95%queue length 0.09 0.28 11.31 13.58 Control Delay(s/veh) 8.5 9.8 665.0 303.0 ILOS A A F F Approach Delay(s/veh) - - 665.0 303.0 Approach LOS — F F Copyright©2005 University of Florida,All Rights Reserved HCS+na Version 5 21 Generated: 2/23/2007 6:26 P file:HC:\Documents and Settings\DReagor\Local Settings\Temp\u2k5C46.tmp 2/23/200, APPENDIX CAPACITY CALCULATIONS - EXISTING + THE KNOLLS AT FIILLCREST WEST + PHASE 1 -5 HCM Analysis Summary Existing +The Knolls West+Ph 1-5 Main St/Highland Blvd Area Type:Non CBD DMR 2/22/2007 Analysis Duration: 15 mins. AM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-5-AM Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 2 L 12.0 T 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume v h 1 295 261 269 454 4 267 2, 106 0 0 0 PHF 0.83 0.83 0.83 0.82 0.82 0.82 0.84 0.84 0.84 0.31 0.31 0.31 %Heavy Vehicles 3 3 3 3 3 3 1 1 1 1 1 1 Lane Groups L TR I L TR L TR LTR Arrival Type 3 3 3 3 3 3 3 RTOR Vol v h 78 0 21 0 Peds/Hour 5 5 5 0 %Grade 0 0 -3 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftiRight) --- --- --- -^ --- --- --- --- Signal Settings:Actuated Operational Analysis Cycic Lcngth: 71.0 Sec Lost Time Per Cycle:13.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTR LTP NB LTP SB LTP Green 16.0 24.0 18.0 0 Yellow) All Red 3.0 � 0.0 1 3.5 1 1.5 1 3.5 1.5 Ca a ity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay App CuQu (Yph)- Ratin RatiQ EB L 275 0.001 0.338 L 0.004 15.6 B 20.6 C * TR 1113 0.175 0.338 TR 0.517 20.6 C WB L er 221 0.000 0.408 8.1 A * L ro 395 0.187 0.225 L 0.532 10.2 B TR 2120 0.160 0.606 TR 0.264 6.9 A NB * L 460 0.175 0.254 aTR 0.691 27.7 C 26.1 C TR 410 0.064 0.2540.251 21.2 C SB LTR 482 0.000 0.254 LTR 0.000 0.0 A 0.0 A Intersection:Delay= 15.9 sec/veh Int.LOS=B XC 0.66 * Critical Lane Group 2(v/s)Crit=0.54 SIG/Cinema v3.08 Page 1 HCM Y Summar Results � Existing+The Knolls West+Ph 1-5 Main St/Highland Blvd DMR 2/22/2007 AM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-5-AM Lane Group Approach Delay Delay Lane X (sec/ (sec/ 0 App Grp v/s We veh) LOS veh) LOS o to EB L 0.00 0.00 15.6 B 20.6 C * TR 0.171 0.52 20.6 C 4 454 41 1 _--269 - --------------------- WB L er 0.00 8.1 A r ---------- *L ro 0.19 0.534 10.2 B - -- -- - -. TR 0.16 0.26 6.9 A ------------- - - - --- - -- ---------------------- 1 ?.- , 1, 295 NB * L 0.18 0.69 27.7 C 26.1 C 261 TR 0.06 0.25 1 21.2 C 2677106 2 SB LTR 0.00 0.00 0.0 A 0.0 A 1 2 3 1 17 16 3023 4217 111 42 Int. 0.54 0.66 15.9 B } * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 HCM Analysis Summary Existing+The Knolls West+Ph 1-5 Main St/Highland Blvd Area Type:Non CBD DMR 2/22/2007 Analysis Duration: 15 mins. PM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-5-PM Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 2 L 12.0 T 1 12.0 TR 12.0 WB 3 2 L 12.0 T 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume v h 1 579 332 132 428 1 356 0 255 4 0 1 PHF 0.92 0.92 0.92 0.87 0.87 0.87 0.93 0.93 0.93 0.42 0.42 0.42 %Heavy Vehicles 3 3 3 3 3 3 1 1 1 1 1 1 Lane Grows L TR L TR L TR LTR Arrival Type 3 3 3 3 3 3 3 RTOR Vol v h 100 - 0 25 0 Peds/Hour 5 5 5 0 %Grade 0 0 -3 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) I --- --- '-- """ "'- -"-Signal Settings:Actuated Operational Analysis Cycle Length: 73.0 Sec Lost Time Per Cycle:13.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTR LTP NB LTP SB LTP Green 10.0 26.0 24.0 0 Yellowl All Red 3.0 1 0.0 1 3.5 1 1.5 1 3.5 1.5 Ca a ity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay lzp P EB L 309 0.001 0.356 L 0.003 15.2 B 24.7 C * TR 1192 0.263 0.356 TR 0.739 24.7 C WB L er 120 0.000 0.425 10.5 B * L ro 240 0.087 0.137 L 0.422 13.7 B TR 1872 0.141 0.534 TR 0.263 9.6 A NB * L 471 0.267 0.329 L 0.813 32.2 C 27.3 C TR 531 0.153 0.329 TR 0.465 19.6 B SB LTR 489 0.008 0.329 LTR 0.025 16.6 B 16.6 B Intersection:Delay= 21.2 sec/veh Int.LOS=C Xd=0.75 *Critical Lane Group :E(v/s)Crit=0.62 SIG/Cinema v3.08 Page 1 HCM Summary Results Existing+The Knolls West+Ph 1-5 Main St/Highland Blvd DMR 2/22/2007 PM Peak Hour Case: HIGHLAND-MAIN-EX+TNW+1-5-PM Lane Grou!Tveh) Approach DelayDelay Lane X (sec/ (sec/ 0 Ap Grp v/s We veh) LOS I 1 4 EB � L 0.00 0.00 15.2 B 24.7 C 4 * TR 0.26 0.74 24.7 C I 428 f —132 ----- -------------- -- --------------------- WB L er 0.00 10.5 B '__------- . *L ro 0.09 0.424 13.7 B ------------- TR 0.14 0.26 9.6 A --------------------- --------------------- 579 NB * L 0.27 0.81 32.2 C 27.3 C 332 TR 0.15 0.47 1 19.6 B 356�255 , 0 I SB LTR 0.01 0.02 16.6 B 16.6 B 2 3 , 10 3 0 25 4 2 23 4 2 LInt. 0.62 0.75 1 21.2 C * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Hirhland&Ellis Agency/Co. En ineerin , Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Anaiysis Year Ex+The Knolls West+Ph 1-5 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS castNVest Street Ellis Street North/South Street: Highland Boulevard Intersection Orientation: Nash-South IStudy Period hrs . 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume(veh/h) 1 364 39 58 408 104 Peak-Hour Factor,PHF 0.85 0.85 0.85 0.86 0.86 0,86 Hourly Flow Rate,HFR(veh/h) 1 428 45 67 474 120 Percent Heavy Vehicles 0 - -- 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 0onfiguration L TR L TR Upstream Signal 0 0 I ninor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R IV—olurne veh/h 0 14 4 19 Peak-Hour Factor,PHF 0.60 0.60 0.60 0.58 0.58 0.58 Hourly Flow Rate,HFR(veh/h) 0 0 0 24 6 32 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 1 0 configuration R LTR Dela .Queue Length,and Level of Service �kpproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 II'Lane Configuration L L LTR R a(veh/h) 1 67 62 0 C(m)(veh/h) 992 1099 279 550 Y/c 0.00 0.06 0.22 0.00 35%queue length 0.00 0.19 0.63 0.00 Control Delay(s/veh) 8.6 8.5 21.6 11.5 LOS A A C B 4pproach Delay(s/veh) -- -- 21.6 4pproach_LOS_ C :opynght©2005 University of Florida,All Rights Reserved HCS+rM Version 5.21 Generated: Y712007 9:28 AM Ale://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5A3.tmp 3/7/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst JDMR Intersection lHighlarld&Ellis Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year 1Ex+The Knolls West+Ph 1-5 nal sis Time Period IPM Peak Hour r o'oct Descri tion BOZ-06052.02-The Knolls East&Highland South TIS s'Mest Street: Ellis Street North/South Street: Hi hland Boulevard ersection Orientation North-Snuth IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound (Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 2 451 16 16 461 15 (Peak-Hour Factor,PHF 0.74 0.74 0.74 0.88 0.88 0.88 (Hourly Flow Rate,HFR(veh/h) 2 609 21 18 523 17 Percent Heavy Vehicles 0 - 0 — (Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 1 12 L T R L T R Volume(veh/h) 5 37 2 55 Peak-Hour Factor, PHF 0.88 0.88 0.88 0.78 0.78 0.78 Hourly Flow Rate,HFR(veh/h) 0 0 5 47 12 70 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 1 0 Configuration R LTR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound VMovement 1 4 7 8 9 10 11 12 (Lane Configuration L L LTR R d(veh/h) 2 18 119 5 C(m)(veh/h) 1028 962 266 544 plc 0,00 0.02 0.45 0.01 95%queue length 0.01 0.06 2.17 0.03 Control Delay(s/veh) 8.5 8.8 29.0 11.7 LOS A A D B 4pproach Delay(s/veh) 29.0 11.7 4pproach LOS D B Copyright©2005 University of Florida,All Rights Reserved HCS+*m Version 5 21 Generated: 3/7/2007 9:29 file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5A9.tmp 3/7/20C Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information M DMR Intersection Hi htand Blvd&Painted Hills En ineerin , Inc. urisdiction Bozeman med 2/22/2007 nal sis Year Ex+The Knolls West+Ph 1-5 e Period OM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastNVest Street: Hillcrest/Painted Hills Rd North/South Street: Highland Boulevard Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments IMa or Street Northbound Southbound IMovement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 88 352 5 13 186 21 Peak-Hour Factor,PHF 0.87 0.87 0.87 0.76 0.76 0.76 Hourly Flow Rate,HFR(veh/h) 101 404 5 17 244 27 Percent Heavy Vehicles 0 -- 0 -- Median Type Undivided RT Channelized 0 0 I-anes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Jolume(veh/h) 19 0 r28 15 D 38 (Peak-Hour Factor.PHF 0.75 0.75 0.75 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 25 0 37 16 0 42 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound t✓lovement 1 4 7 8 9 10 11 12 I-ane Configuration L L L TR L TR v(veh/h) 101 17 16 42 25 37 C(m)(veh/h) 1300 1161 225 649 219 783 v/c 0.08 0.01 0.07 0.06 0.11 0.05 95%queue length 0.25 0.04 0.23 0.21 0.38 0.15 :ontrol Delay(s/veh) 8.0 8.1 22.2 10.9 23.5 9.8 LOS A A C B C A pproach Delay(s/veh) - - 14.0 15.4 4pproach LOS B C :opyrlght©2005 University of Florida,All Rights Reserved HCS+TM Version 5 21 Generated: 2/24/2007 2:17 PM file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5E9F.tmp 2/24/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Highland&Painted Hills Rd -11 Agency/Co. Enclineering,Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1-5 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastNVest Street: Hillcrest/Painted Hills Rd North/South Street: Highland Boulevard Intersection Orientation: North-South Studv Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R _ Volume(veh/h) 38 239 17 42 405 30 Peak-Hour Factor,PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate,HFR(veh/h) 44 277 19 48 470 34 Percent Heavy Vehicles 0 -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 34 0 81 9 0 23 Peak-Hour Factor,PHF 0.77 0.77 0.77 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 44 0 105 10 0 25 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 (Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR r(veh/h) 44 48 10 25 44 105 (m)(veh/h) 1071 1277 170 758 214 585 dC 0.04 0.04 0.06 0.03 0.21 0.18 95%queue length 0.13 0.12 0.19 0.10 0.75 0.65 Control Delay(s/veh) 8.5 7.9 27.5 9.9 26.1 12.5 LOS A A D A D B Approach Delay(s/veh) -- 14.9 16.5 Approach LOS - 8 C Copyright©2005 University of Florida,All Rights Reserved HCS+rM Version 5.21 Generated: 2/24/2007 2:18 r file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5EA3.tmp 2/24/200,. Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ite Information Analyst DMR Intersection Hi hland&Knolls Ln Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 2/22/07 Analysis Year Ex+The Knolls West+Ph 1-5 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS Fast/West Street: Knolls Ln North/South Street: Highland Boulevard Intersection Orientation: North-South [Study Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Jolume(veh/h) 10 422 8 3 224 2 Peak-Hour Factor,PHF 0.87 0.87 0.87 0.76 0.76 0.76 liourly Flow Rate,HFR(veh/h) 11 485 9 3 294 2 Percent Heavy Vehicles 0 - -- 0 Median Type Undivided RT Channelized 0 0 (Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 14 0 22 22 0 9 Peak-Hour Factor,PHF 0.75 0.75 0.75 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 18 0 29 24 0 10 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 !-anes 0 1 0 0 1 0 Configuration LTR LTR Dela ,Queue Length.and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR 4(veh/h) 11 3 34 47 C(m)(veh/h) 1273 1080 329 465 plc 0.01 0.00 0.10 0.10 95%queue length 0.03 0.01 0.34 0.34 Control Delay(s/veh) 7.9 8.3 17.2 13.6 LOS A A C B pproach Delay(s/veh) — 17.2 13.6 4pproach-LOS C B .�pvfg'r.©2005 University of Florida,All Rights Reserved HCS+- Version 5.21 Generated: 2/24/2007 2:19 PM file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5EA8.tmp 2/24/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR. Intersection F li hiand&Knolls Ln Agency/Co. JEngineen.n , Inc, JUrisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1-5 Analysis Time Period IPM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South T/S EastNVest Street: Knolls Ln North/South Street: Highland Boulevard Intersection Orientation. North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R 'Volume(veh/h) 22 282 25 9 468 18 Peak-Hour Factor,PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate,HFR(veh/h) 25 327 29 10 544 20 Percent Heavy Vehicles 0 — 0 Median Type Undivided RT Channelized 0 0 Lanes i 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 6 0 16 15 0 6 Peak-Hour Factor.PHF 0.77 0.77 0.77 0.90 0.90 0.90 Hourly Flow Rate,HFR(veh/h) 7 0 20 16 0 6 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfiguration LTR LTR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 (Lane Configuration L L LTR LTR (veh/h) 25 10 22 27 C(m)(veh/h) 1018 1214 269 396 v/c 0.02 0.01 0.08 0.07 95%queue length 0.08 0.02 0.26 0.22 Control Delay(s/veh) 8.6 8.0 19.6 14.8 I_OS A A C B 4pproach Delay(s/veh) 19.6 14.8 Approach LOS C B Copyright©2005 University of Florida,All Rights Reserved HCS+rm Version 5.21 Generated: 2/24/2007 2:19 F file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5EAC.tmp 2/24/200-, Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Hi hland&Kagy Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 211312007 Analysis Year Ex+The Knolls West+Ph 1-5 Analysis Time Period AM Peak Hour Pro ect Description BOZ-06052.02- The Knolls East&Highland South TIS astNdest Street: Ka Boulevard North/South Street: Highland Boulevard Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments 'Major Street Eastbound Westbound ?Movement 1 2 3 4 5 6 L T R L T R olume(veh/h) 286 117 0 7 403 74 i'eak-Hour Factor,PHF 0.86 0.86 0.86 0.77 0.77 0.77 Hourly Flow Rate,HFR(veh/h) 332 136 0 9 523 96 Percent Heavy Vehicles 0 -- 0 -- Median Type Undivided RT Channelized 0 0 [Lanes 1 1 0 0 1 0 :configuration L TR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 7 1 7 49 1 385 Peak-Hour Factor, PHF 0.67 0.67 0.67 0.89 0.89 0.89 dourly Flow Rate,HFR(veh/h) 10 1 10 55 1 432 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 =tared Approach N N Storage 0 0 IRT Channelized 0 0 ..anes 0 1 0 0 1 0 configuration LTR LTR lima .Queue Length.and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 [Lane Configuration L LTR LTR LTR J(veh/h) 332 9 21 488 C(m)(veh/h) 969 1461 23 331 dc; 0.34 0.01 0.91 1.47 35%queue length 1.53 0.02 2.68 26.52 Control Delay(s/veh) 10.6 7.5 396.3 259.0 LOS B A F F ,Approach Delay(s/veh) 396.3 259.0 6proach_LOS_ F F opyrighi 02005 University of Florida,All Rights Reserved HCS+TM Version 5 21 Generated: 2/23/2007 9:15 AM ile://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5C7D.tmp 2/23/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst JDMR Intersection Hi hland&Kac Agency/Co, Engineerin , Inc. Jurisdiction lBozeman Date Performed 2/22/2007 Analysis Year I Ex+The Knolls West+Ph 1-5 Analysis Time Period IPM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South T1S EastNVest Street: Kagy Boulevard North/South Street: Highland Boulevard Intersection Orientation: East-West IStUdy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 334 305 1 9 165 83 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.84 0.84 0.84 Hourly Flow Rate,HFR(veh/h) 392 358 1 10 196 98 Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided IRT Channelized 0 0 (Lanes 1 1 0 0 1 0 Configuration L TR LTR Upstream Signal 1 0 0 (Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 0 3 11 100 3 407 Peak-Flour Factor, PHF 0.75 0.75 0.75 0.92 0.92 0.92 Hourly Flow Rate, HFR(veh/h) 0 4 14 108 3 442 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LTR LTR LTR V(veh/h) 392 10 18 553 (m)(veh/h) 1273 1211 278 290 /lc 0.31 0.01 0.06 1.91 95%queue length 1.32 0.02 0.21 38.29 Control Delay(s/veh) 9.1 8.0 18.8 450.1 LOS A A C F Approach Delay(s/veh) -- -- 18.8 450.1 Approach LOS -- -- C F Copyright©2005 University of Florida,All Rights Reserved HCS+TM Version 5.21 Generated: 2/23/2007 9:34 file:HC:\Documents and Settings\DReagor\Local Settings\Temp\u2k5CAl.tmp 2/23/200� Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Main&Haggerty Agency/Co. En ineennq, Inc. Jurisdiction Bozeman Date Performed 2/22/2007 Analysis Year Ex+The Knolls West+Ph 1-5 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS castNVest Street: E Main St North/South Street: Haggerty Ln Intersection Orientation: East-West IStudy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume(veh/h) 296 80 56 576 Peak-Hour Factor,PHF 1.00 0.80 0.80 0.75 0.75 1.00 Hourly Flow Rate, HFR(veh/h) 0 369 99 74 768 0 Percent Heavy Vehicles 0 0 Median Type Undivided RT Channelized 0 0 I-anes 0 2 0 1 2 0 Configuration T TR L T lJpstream Signal 0 0 (Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R I—volume(veh/h) 60 31 Peak-Hour Factor, PHF 0.81 1.00 0.81 1.00 1.00 1.00 Hourly Flow Rate, HFR(veh/h) 74 0 38 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela ,Queue Len th,and Level of Service Approach Eastbound Westbound Northbound, Southbound Movement 1 4 7 8 9 10 11 12 P-ane Configuration L LR v(veh/h) 74 112 C(m)(veh/h) 1104 318 vlc 0.07 0.35 95%queue length 0.22 1.54 Control Delay(s/veh) 8.5 22.4 LOS A C approach Delay(s/veh) — 22.4 Npproach_LOS_ — C ;opyright©2005 University of Florida,All Rights Reserved HCS+- Version 5 21 Generated: 212B/2007 8:58 AM File://C:\Documents and Settings\DReagor\Local Settings\Temp\u2kA4.tmp 2/28/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst JDMR Intersection Main&Ha2aetly Agency/Co. Engineering, oc. Jurisdiction Bozeman Date Performed 212212007 Analysis Year Ex +The Knolls West+Ph 1-5 Analysis Time Period PM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS EastNVest Street: E Main St North/South Street: Haggerty Ln Intersection Orientation: East-West IStUdy Period(hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound (Movement 1 2 3 4 5 6 L T R L T R t Volume(veh/h) 607 88 35 411 Peak-Hour Factor,PHF 1.00 0.79 0.79 0.90 0.90 1.00 Hourly Flow Rate,HFR(veh/h) 0 768 111 38 456 0 Percent Heavy Vehicles 0 — 0 Median Type Undivided RT Channelized 0 0 (Lanes 0 2 0 1 2 0 Configuration T TR L T Upstream Signal 1 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 76 64 Peak-Hour Factor,PHF 0.69 1.00 0.69 1.00 1.00 1.00 Hourly Flow Rate,HFR(veh/h) 110 0 1 92 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) _ 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR IV(veh/h) 38 202 (m)(veh/h) 777 274 rlc 0.05 0.74 95%queue length 0.15 5.30 Control Delay(s/veh) 9.9 47.6 ILOS A E Approach Delay(s/veh) — 47.6 Approach LOS E Copyright©2005 University of Florida,All Rights Reserved HCS+Tm Version 5.21 Generated: 2/282007 8:59/ file://CADocuments and Settings\DReagor\Local Settings\Temp\u2kB0.tmp 2/28/200. Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DMR Intersection Kagy&Church/Sourdouc h Agency/Co. Engineering, Inc. Jurisdiction Bozeman Date Performed 212212007 Analysis Year Ex +The Knolls West+Ph 1-5 Analysis Time Period AM Peak Hour Project Description BOZ-06052.02-The Knolls East&Highland South TIS Fast/West Street: Ka Boulevard North/South Street: S Church Ave/Sourdough Rd Intersection Orientation: East-West IStUdy Period hrs): 0.25 Vehicle Volumes and Adjustments (Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 21 355 29 28 694 22 Peak-Hour Factor, PHF 0.94 0.94 0.94 0.79 0.79 0.79 Hourly Flow Rate,HFR(veh/h) 22 377 30 35 878 27 Percent Heavy Vehicles 0 -- -- 0 — 6Uledian Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Northbound Southbound lovement 7 8 9 10 11 12 L T R L T R W✓olume(veh/h) 101 63 58 12 30 30 Peak-Hour Factor,PHF 0.87 0.87 0.87 0.67 0.67 0.67 Hourly Flow Rate,HFR(veh/h) 116 72 66 17 44 44 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela ,Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 I-ane Configuration L L LTR LTR (veh/h) 22 35 254 105 v (m)(veh/h) 758 1163 109 133 lc 0.03 0.03 2.33 0.79 95%queue length 0.09 0.09 22.38 4.76 control Delay(s/veh) 9.9 8.2 669.8 93.6 ILOS A A F F Approach Delay(s/veh) -- -- 689.8 93.6 Approach_LOS_ F F ,opyright©2005 University of Florida,All Rights Reserved HCS+� Version 521 Generated: 2/2312007 9:16 AM file://C:\Documents and Settings\DReagor\Local Settings\Temp\u2k5C81.tmp 2/23/2007 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IDMR I Intersection IKac &Church/Sourdough Agency/Co. lEngineeting, Inc, Jurisdiction ozeman Date Performed 1212212007 Analysis Year IEx+The Knolls West+Ph 1-5 1 Analysis Time Period IPM Peak Hour Project Description BOZ-06052.02- The Knolls East&Highland South TIS East/West Street: Kagy Boulevard North/South Street: S Church Ave/Sourclou h Rd Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Ma or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 25 590 89 66 460 24 Peak-Hour Factor, PHF 0.81 0.81 0.81 0.94 0.94 0.94 Hourly Flow Rate, HFR(veh/h) 30 728 109 70 489 25 Percent Heavy Vehicles 0 0 -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 IlAinor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R Volume(veh/h) 47 30 31 31 66 68 Peak-Hour Factor, PHF 0.93 0.93 0.93 0.81 0.81 0,81 Hourly Flow Rate, HFR(veh/h) 50 32 33 38 81 83 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR IDelay,Queue Length.and Level of Service Approach Eastbound Westbound Northbound Southbound (Movement 1 4 7 8 9 10 11 12 (Lane Configuration L L LTR LTR v(veh/h) 30 70 115 202 C(m)(veh/h) 1058 803 48 132 ulc 0.03 0.09 2.40 1.53 135%queue length 0.09 0.29 11.98 14.12 Control Delay(s/veh) 8.5 9.9 817.7 333.3 ILOS A A F F Approach Delay(s/veh) -- 817.7 333.3 Approach LOS F F Copyright©2005 University of Florida,All Rights Reserved HCS+* Version 5.21 Generated: 2/23/2007 9:351 file://CADocuments and Settings\DReagor\Local Settings\Temp\u2k5CA6.tmp 2/23/200 APPENDIX J CAPACITY CALCULATIONS - RECOMMENDED IMPROVEMENTS HCM Analysis Summary Ex+The Knolls West+Ph 1-5 Kagy Blvd/Highland Blvd Area Type: Non CBD DMR 02/24/2007 Analysis Duration: 15 mins. AM Peak Hour Case: Highland-Kagy-AM Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach lOutbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 1 L 12.0 TR 12.0 WB 2 1 L 12.0 TR 12.0 NB 1 1 LTR 12.0 SB 2 1 LT 12.0 R 12.0 East West North South Data L T R L T R L T R L T R Movement Volume v h 286 117 0 7 403 74 7 1 7 49 1 385 PHF 0.86 0.86 0.86 0.77 0.77 0.77 0.67 0.67 0.67 0.89 0.89 0.89 %Heavy Vehicles 2 0 0 0 0 0 0 0 0 0 0 2 Lane Groups L TR L TR LTR LT R Arrival Type 3 3 3 3 3 3 3 RTOR Vol v h 0 7 1 150 Peds/Hour 0 1 0 1 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) - I --- I --- 1 --- --- --- --- I '-- Signal Settings:Actuated Operational Analysis Cycle Length: 70.0 Sec Lost Time Per Cycle:13.0 Sec Phase: 1 1 2 3 4 5 6 7 8 Ped Only EB LTP LTP WB LTP NB LTP SB R LTP Green 1 15.0 1 27.0 15.0 0 Yellow All Red 1 3.0 0.0 1 3.5 1.5 3.5 1.5 Cap ity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay -Ap u EB L er 115 0.000 0.457 16.2 B * Lpro 379 0.188 0.214 L 0.674 20.7 C TR 1221 0.072 0.643 TR 0.111 5.0 A WB L 491 0.007 0.386 L 0.018 13.4 B 31.7 C * TR 715 0.329 0.386 TR 0.853 32.0 C NB LTR 339 0.013 0.214 LTR 0.059 21.9 C 21.9 C SB * LT 299 0.040 0.214 LT 0.187 22.6 C 13.8 B R 736 0.169 0.471 R 0.359 11.9 B Intersection:Delay=22.5 sec/veh Int.LOS=C Xc 0.68 * Critical Lane Group :5:(v/s)Crit=0.56 SIG/Cinema v3.08 Page 1 HCM Summary Results � Y Ex+The Knolls West+Ph 1-5 Kagy Blvd/Highland Blvd DMR 02/24/2007 AM Peak Hour Case: Highland-Kagy-AM Lane Group Approach Delay Delay Lane X (sec/ (sec/ 1 I App Grp v/s v/c veh) LOS veh) LOS 385 49 EB L er 0.00 16.2 I B *L ro 0.19 0.674 20.7 C TR 0.07 0.11 5.0 A -- 74 �► 403 -- , 7 WB L 0.01 0.02 13.4 B 31.7 C * TR 0.33 0.85 32.0 C -------� t- 286 —? �j► 117 O —� NB LTR 0.01 0.06 21.9 C 21.9 C h - 7 ? 7 1 SB * LT 0.04 0.19 22.6 C 13.8 B 1 j 2 3 R 0.17 0 336 11.9 B 15 3 0 26 4 2 14 IF 4 2 I Int. 0.56 0.68 1 22.5 C * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 NETSIM Summary Results Ex+The Knolls West+Ph 1-5 Kagy Blvd/Highland Blvd DMR 02/24/2007 AM Peak Hour Case: Highland-Kagy-AM LAvg/Max eues Spillback in Lane Average Worst Lane Lane Speed (%of Peak 1 App Groupeh) (mph) Period) 385 i 4I9 EB L 4/ 6 8.5 0.0 L' TR 2/ 2 23.8 0.0 ; ` 74 -4 403 All 14.3 0.0 7 WB L 0/ 2 3.9 0.0 TR 8/ 10 10.9 0.0 286 �j�► 117 O � All 10.8 0.0 NB LTR 0/ 1 15.7 0.0 7 7 1 All 15.7 0.0 1 2 3 - SB LT 1 / 4 22.0 0.0 = 15 3 0 26 4 2 14 �1 4 2 R 4/ 6 9.4 0.0 All 15.3 0.0 Intersect. 12.9 SIG/Cinema v3.08 Page 3 HCM Analysis Summary Y Ex+The Knolls West+Ph 1-5 Kagy Blvd/Highland Blvd Area Type:Non CBD DMR 02/24/2007 Analysis Duration: 15 mins. PM Peak Hour Case: Highland-Kagy-PM Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 1 L 12.0 TR 12.0 WB 2 1 L 12.0 TR 12.0 NB 1 1 I LTR 12.0 SB 2 1 LT 12.0 R 12.0 East West North _ South ' Data L T R L T R L T R L T R Movement Volume v h 334 305 1 9 165 83 0 3 11 100 3 407 PHF 0.85 0.85 0.85 0.84 0.84 0.84 0.75 0.75 0.75 0.92 0.92 0.92 %Heavy Vehicles 2 0 0 0 0 0 0 0 0 0 0 2 Lane Groups L TR L TR LTR LT R Arrival Type 3 3 3 3 3 3 3 RTOR Vol v h) 0 8 1 150 Peds/Hour 0 1 0 1 %Grade 0 0 0 0 ' Buses/Hour 0 0 0 0 Parkers/Hour LeflRight) --- --- --- --- --- »- _------- Signal Settings: ctuated Operational Analysis Cycle Length: 70.0 Sec Lost Time Per Cycle:13.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP LTP WB LTP NB LTP ' SB R LTP Green 15.0 27.0 15.0 0 Yellow All Red 3.0 0.0 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay ' v -( EB L er 372 0.017 0.457 7.2 A * L ro 379 0.214 0.214 L 0.523 8.2 A TR 1221 0.190 0.643 TR 0.295 6.1 A WB L 400 0.011 0.386 L 0.027 13.5 B 17.3 B * TR 694 0.159 0.386 TR 0.411 17.5 B NB LTR 365 0.010 0.214 LTR 0.047 22.1 C 22.1 C SB * LT 293 0.082 0.214 LT 0.382 27.3 C 17.4 B 1 R 736 0.179 0.471 R 0.379 13.4 B Intersection:Delay= 12.2 sec/veh Int.LOS=B Xc 0.56 *Critical Lane Group 2(v/s)Crit=0.45 SIG/Cinema v3.08 Page 1 HCM Summary Results Ex+The Knolls West+Ph 1-5 Kagy Blvd/Highland Blvd DMR 02/24/2007 PM Peak Hour Case: Highland-Kagy-PM Lane Group Approach Delay Delay Lane X (sec/ (sec/ 3 App Grp v/s v/c veh) LOS veh) LOS 407 EB L er 0.02 7.2 A1100 L *L ro 0.21 0.52 8.2 A TR 0.19 0.29 6.1 A L 83 I —165 9 WB L 0.01 0.03 13.5 B 17.3 B - - - - - * TR 0.16 0.41 17.5 B ---------- _— j --- 334 � 410 -- - 305 1 � NB LTR 0.01 0.05 22.1 C 22.1 C 41 o � 11 3 SB * LT 0.08 0.38 27.3 C 17.4 B 1 2 3 R 0.18 0.38 13.4 B -- 15 3 0 26 4 2 14 4 2 Int. 0.45 0.56 12.2 B * Critical Lane Group #Left Movement Total SIG/Cinema v3.08 Page 2 L NETSIM Summa ry Results Ex+The Knolls West+Ph 1-5 Kagy Blvd/Highland Blvd DMR 02/24/2007 PM Peak Hour Case: Highland-Kagy-PM Queues Spillback in Per Lane Average Worst Lane Lane Avg/Max Speed (%of Peak 3 App Group (veh) (mph) Period) 407 100 , EB L 4/ 6 12.2 0.0 TER 2/ 4 23.8 0.0 ' t — 83 till► --165 I All 18.4 0.0 �J 1L 9 I WB L 0/ 1 4.6 0.0 TR 3 / 5 13.9 0.0 334 —� ��► 305 1 All 13.8 0.0 NB LTR 0/ 1 16.5 0.0 0 11 3 I . All 16.5 0.0 i 1 2 3 1 SB LT 2/ 6 19.3 0.0 = ' 15 3 0 26 4 2 14 �� 4 2 _ R 2/ 4 15.2 0.0 All 17.9 0.0 I Intersect. 17.1 SIG/Cinema v3.08 Page 3 ******************************************************************************** 26 :2 : 07 KAGY+HLD - am 145 * * E (m) 4 .3 4 . 3 4 . 3 4 .3 * TIME PERIOD min 90 L' (m) 25 . 00 25 . 00 25 . 0 25 . 0 * TIME SLICE min 15 V (m) 4 . 00 4 . 0 4 . 0 4 . 0 * RESULTS PERIOD min 15 75 RAD (m) 25 . 00 25 . 0 25 . 0 25 . 0 * TIME COST $/hr 15 . 00 * PHI (d) 20 . 00 20 . 00 20 . 00 20 . 00 * FLOW PERIOD min 15 75 DIA (m) 41 . 00 41 . 00 41 . 00 41 . 00 * FLOW TYPE pcu/veh VEH GRAD SEP 0 0 0 0 * FLOW PEAK am/op/pm PM * * * LEG NAME *PCU *VEH TURNS (1st exit, 2nd. .U) *FLOF*CL* FLOW RATIO *FLOW TIME* * * * * * * * * *NORTH *1 . 02* 385 1 49 0 *1 . 00*85*0 . 75 1 . 125 0-:75*15 45 75 WEST *1 . 02* 0 117 286 0 *1 . 00*85*0 . 75 1 . 125 0 . 75*15 45 75 SOUTH *1 . 02* 7 1 7 0 *1 . 00*85*0 . 75 1 . 125 0 . 75*15 45 75 * EAST *1 . 02* 74 403 7 0 *1 . 00*85*0 . 75 1 . 125 0 . 75*15 45 75 * * * * * * * * ******************************************************************************** FLOW veh �435 403 15 484 * AVEDEL s 14 . 9 * * CAPACITY veh 884 1094 864 956 * LOS SIG B * AVE DELAY mins 0 . 27 0 . 22 0 . 20 0 . 26 * LOS UNSIG B * MAX DELAY mins 0 . 32 0 . 25 0 . 22 0 . 31 * AVE QUEUE veh 1 1 0 1 * VEHIC HRS 5 . 5 MAX QUEUE veh 1 1 0 1 * COST $ 83 * * ******************************************************************************** * * 26 : 2 : 07 KAGY+HLD - PM 144 * * * * * E (m) 4 . 3 4 . 3 4 . 3 4 .3 * TIME PERIOD min 90 * L' (m) 25 . 00 25 . 00 25 . 0 25 . 0 * TIME SLICE min 15 * V (m) 4 . 00 4 . 0 4 . 0 4 . 0 * RESULTS PERIOD min 15 75 * RAD (m) 25 . 00 25 . 0 25 . 0 25 . 0 * TIME COST $/hr 15 . 00 * PHI (d) 20 . 00 20 . 00 20 . 00 20 . 00 * FLOW PERIOD min 15 75 * DIA (m) 41 . 00 41 . 00 41 . 00 41 . 00 * FLOW TYPE pcu/veh VEH * GRAD SEP 0 0 0 0 * FLOW PEAK am/op/pm PM ******************************************************************************** * LEG NAME *PCU *VEH TURNS (1st exit, 2nd. .U) *FLOF*CL* FLOW RATIO *FLOW TIME *NORTH *1 . 02* 407 3 100 0 *1 . 00*85*0 . 75 1 . 125 0 . 75*15 45 75 * WEST *1 . 02* 1 305 334 0 *1 . 00*85*0 . 75 1 . 125 0 . 75*15 45 75 *SOUTH *1 . 02* 11 3 0 0 *1 . 00*85*0 . 75 1 . 125 0 . 75*15 45 75 * EAST *1 . 02* 83 165 83 0 *1 . 00*85*0 . 75 1 . 125 0 . 75*15 45 75 * * * * * * * ******************************************************************************** * * FLOW veh 510 640 14 331 * AVEDEL s 16 . 0 * CAPACITY veh 983 1019 696 931 * LOS SIG B * * AVE DELAY mins 0 . 26 0 . 29 0 . 22 0 . 23 * LOS UNSIG C * MAX DELAY mins 0 . 31 0 . 37 0 . 25 0 . 27 * AVE QUEUE veh 1 2 0 1 * VEHIC HRS 6 . 7 * * MAX QUEUE veh 1 2 0 1 * COST $ 100 Not * HCM Analysis Summary Y Ex+The Knolls West+Ph 1-5 Kagy Blvd/Sourdough Rd Area Type:Non CBD y� DMR 02/24/2007 Analysis Duration: 15 mins. AM Peak Hour Case: Kagy-Church-AM Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 1 L 12.0 TR 12.0 WB 2 1 L 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 2 1 L 12.0 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume v h 21 355 29 28 694 22 101 63 58 12 30 30 PHF 0.94 0.94 0.94 0.79 0.79 0.79 0.87 0.87 0.87 0.67 0.67 0.67 %Heavy Vehicles 0 2 0 0 0 0 0 0 0 0 2 0 Lane Groups L TR L TR L TR L TR Arrival ape 3 3 3 3 3 3 3 3 RTOR Vol v h 3 2 6 3 Peds/Hour 1 1 0 1 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRi ht) I --- I --- --- --- -- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 62.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP Green 42.0 10.0 0 Yellow All Red 3.5 1.5 3.5 1.5 Ca a ity Analysis Results Approach: B Lane Cap v/s g/C Lane v/c Delay Delay O� R uP EB L 272 0.055 0.677 L 0.081 4.0 A 4.8 A TR 1247 0.221 0.677 TR 0.326 4.8 A WB L 660 0.036 0.677 L 0.053 3.5 A 9.2 A * TR 1281 0.478 0.677 TR 0.705 9.5 A NB * L 215 0.087 0.161 L 0.540 33.3 C 30.9 C TR 285 0.075 0.161 TR 0.463 28.9 C SB L 206 0.014 0.161 L 0.087 23.0 C 25.2 C TR 279 0.049 0.161 TR 0.305 25.7 C Intersection:Delay= 12.2 sec/veh Int.LOS=B X�0.67 * Critical Lane Group :5:(v/s)Crit=0.56 SIG/Cinema v3.08 Page I HCM. Summary Results Ex+The Knolls West+Ph 1-5 Kagy Blvd/Sourdough Rd DMR 02/24/2007 AM Peak Hour Case: Kagy-Church-AM Lane Group Approach Delay Delay I Lane X (sec/ (sec/ 30 App Grp v/s v/c veh) LOS veh) LOS EB 30 12 L 0.05 0.08 4.0 A 4.8 A ' TR 0.22 0.33 4.8 A -- 22 I -694 4 28 WB L 0.04 0.05 3.5 A 9.2 A * TR 0.48 0.70 9.5 A - -- -- --- -- 21 l � � 355 I 29 NB * L 0.09 0.54 33.3 C 30.9 C TR 0.07 0.46 28.9 C r� I 101 58 63 I SB L 0.01 0.09 23.0 C 25.2 C 1 2 TR 0.05 0.30 25.7 C 41 4 2 9 4 2 Int. LO.56 0.67 12.2 B * Critical Lane Group SIG/Cinema v3.08 Page 2 NETSIM Summary Results Ex+The Knolls West+Ph 1-5 Kagy Blvd/Sourdough Rd DMR 02/24/2007 AM Peak Hour Case: KAGY-CHURCH-AM Queues Spillback in Per Lane Average Worst Lane Lane Avg/Max Speed (%of Peak App Group (veh) (mph) Period) 30 30 112 EB L 0/ 1 16.8 0.0 TR 2/ 4 22.1 0.0 22 694 All 21.9 0.0 41 ; _ 28 WB L 0/ 1 11.6 0.0 ____ TR 6 / 9 18.3 0.0 -------""" —z' 21 �► 355 All 18.2 0.0 29 , NB L 1 / 4 3.2 0.0 TR 2/ 3 15.6 0.0 f 101 58 63 All 11.7 0.0 SB L 0/ 1 4.3 0.0 1 2 TR 1 / 2 14.3 0.0 41 4 2 9 ' 4 2 All 13.2 0.0 Intersect. 17.1 1 J J J SIG/Cinema v3.08 Page 1 HCM Analysis Summary �. y y Ex+The Knolls West+Ph 1 5 Kagy Blvd/Sourdough Rd Area Type:Non CBD DMR 02/24/2007 Analysis Duration: 15 mins. PM Peak Hour Case: Kagy-Church-PM Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) ApproachlOutbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 1 L 12.0 TR 12.0 WB 2 1 L 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 2 1 L _L_IZ.O_j TR 12.0 East West North South Data I L T R L T R L T R L T R Movement Volume v h 25 590 89 I 66 460 24 47 30 31 31 66 68 PHF 0.81 0.81 0.81 0.94 0.94 0.94 0.93 0.93 0.93 0.81 `0.81 0.81 %Heavy Vehicles 0 2 0 0 0 0 0 0 0 0 2 0 Lane Groups L TR I L TR L TR L TR Arrival Type 3 3 3 3 3 3 3 3 RTOR Vol v h _ 9 2 3 7 Peds/Hour 1 1 0 1 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRight) --- --- -- ___ __ --_ -- Signal Settings:Actuated Operational Analysis Cycle Length: 62.0 Sec Lost Time Per Cycle: 10.0 Sec Phase: 1 _ 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB I LTP Green 1 42.0 10.0 0 Yellow All Red 1 3.5 1.5 3.5 1.5 Ca a ity Analysis Results _ _ Approach: Lane Cap v/s g/C Lane v/c Delay Delay -Ap v� EB L 568 0.037 0.677 L 0.055 3.5 A 8.6 A * TR 1236 0.453 0.677 TR 0.669 8.8 A WB L 326 0.146 0.677 L 0.215 5.3 A 5.4 A TR 1277 0.272 0.677 TR 0.401 5.4 A NB L 201 0.041 0.161 L 0.254 25.8 C 25.0 C TR 284 0.035 0.161 TR 0.218 24.4 C SB L 220 0.028 0.161 L 0.173 24.1 C 30.4 C * TR 278 0.090 0.161 TR 0.561 31.9 C Intersection:Delay= 11.0 sec/veh Int.LOS=B Xc 0.65 * Critical Lane Group :5:(v/s)Crit=0.54 SIG/Cinema v3.08 Page 1 HCM Summary Results Ex+The Knolls West+Ph 1-5 Kagy Blvd/Sourdough Rd DMR 02/24/2007 PM Peak Hour Case: Kagy-Church-PM Lane Group Approach Delay Delay Lane X (sec/ (sec/ 66 App Grp v/s v/c veh) LOS veh) LOS 68 31 EB j L 0.04 0.05 3.5 A 8.6 A * TR 0.45 0.67 8.8 A L 24 l .4-460 66 WB L 0.15 0.21 5.3 A 5.4 A 1 TR 0.27 0.40 5.4 A ---------- 2 5 590 89 NB L 0.04 0.25 25.8 C 25.0 C TR 0.04 0.22 24.4 C . r' 47 31 30 SB L 0.03 0.17 24.1 C 30.4 C 1 2 * TR 0.09 0.56 31.9 C -' 41 4 2 9 � 4 2 Int. 0.54 0.65 11.0 B * Critical Lane Group SIG/Cinema v3.08 Page 2 NETSIM Summary Results Ex+The Knolls West+Ph 1-5 Kagy Blvd/Sourdough Rd A DMR 02/24/2007 PM Peak Hour Case: KAGY-CHURCH-PM Queues Spillback in Per Lane Average Worst Lane Lane Avg/Max Speed (% of Peak 66 I App Group (veh) (mph) Period) 68 131 EB L 0/ 1 14.2 0.0 TR 51 8 18.4 0.0 I L � 24 All 18.3 0.0 —460 I 66 WB L 1 / 3 4.0 0.0 ----- - I TR 3 / 6 21.1 0.0 � r 25 �. All 19.5 0.0 89 590 I N13 L 1 / 2 3.4 0.0 TR 1 / 2 14.1 0.0 I I 47 31 30 I All 11.4 0.0 SB L 0/ 2 4.0 0.0 1 2 - I TR 2/ 3 15.7 0.0 _' 41 4 2 9 �� 4 2 All 14.1 0.0 Intersect. 17.4 SIG/Cinema v3.08 Page 1 ******************************************************************************** * 26 : 2 : 07 KAGY+srd - am 149 * * * E (m) 4 . 3 4 . 3 4 . 3 4 . 3 * TIME PERIOD min 90 * L' (m) 25 . 00 25 . 00 25 . 0 25 . 0 * TIME SLICE min 15 E V (m) 4 . 00 4 . 0 4 . 0 4 . 0 * RESULTS PERIOD min 15 75 RAD (m) 25 . 00 25 . 0 25 . 0 25 . 0 * TIME COST $/hr 15 . 00 * PHI (d) 20 . 00 20 . 00 20 . 00 20 . 00 * FLOW PERIOD min 15 75 DIA (m) 41 . 00 41 . 00 41 . 00 41 . 00 * FLOW TYPE pcu/veh VEH GRAD SEP 0 0 0 0 * FLOW PEAK am/op/pm PM * * * LEG NAME *PCU *VEH TURNS (1st exit, 2nd. .U) *FLOF*CL* FLOW RATIO *FLOW TIME* * * * * * * * *NORTH *1 . 02* 30 30 12 0 *1 . 00*85*0 . 75 1 . 125 0 . 75*15 45 75 * WEST *1 . 02* 29 355 21 0 *1 . 00*85*0 . 75 1 . 125 0 . 75*15 45 75 * SOUTH *1 . 02* 58 63 101 0 *1 . 00*85*0 . 75 1 . 125 0 . 75*15 45 75 * * EAST *1 . 02* 22 694 28 0 *1 . 00*85*0 . 75 1 . 125 0 . 75*15 45 75 * * * * * * * * * * * * * * * * * * * * * * * FLOW veh 72 405 222 744 * AVEDEL s 17 . 6 * * CAPACITY veh 647 1087 901 1020 * LOS SIG B * AVE DELAY mins 0 . 24 0 . 22 0 . 22 0 . 36 * LOS UNSIG C * MAX DELAY mins 0 . 27 0 . 25 0 . 25 0 . 50 * AVE QUEUE veh 0 1 0 3 * VEHIC HRS 7 . 1 * MAX QUEUE veh 0 1 0 4 * COST $ 106 * * * ******************************************************************************** * * 26 : 2 : 07 KAGY+srd - PM 146 * * ******************************************************************************** * * * E (m) 4 . 3 4 . 3 4 . 3 4 . 3 * TIME PERIOD min 90 * L' (m) 25 . 00 25 . 00 25 . 0 25 . 0 * TIME SLICE min 15 * V (m) 4 . 00 4 . 0 4 . 0 4 . 0 * RESULTS PERIOD min 15 75 * RAD (m) 25 . 00 25 . 0 25 . 0 25 . 0 * TIME COST $/hr 15 . 00 * PHI (d) 20 . 00 20 . 00 20 . 00 20 . 00 * FLOW PERIOD min 15 75 * DIA (m) 41 . 00 41 . 00 41 . 00 41 . 00 * FLOW TYPE pcu/veh VEH * GRAD SEP 0 0 0 0 * FLOW PEAK am/op/pm PM ******************************************************************************** * LEG NAME *PCU *VEH TURNS (1st exit, 2nd. .U) *FLOF*CL* FLOW RATIO *FLOW TIME * * * * * * * *NORTH *1 . 02* 68 66 31 0 *1 . 00*85*0 . 75 1 . 125 0 . 75*15 45 75 * WEST *1 . 02* 89 590 25 0 *1 . 00*85*0 . 75 1 . 125 0 . 75*15 45 75 *SOUTH *1 . 02* 31 30 47 0 *1. 00*85*0 . 75 1 . 125 0 . 75*15 45 75 * EAST *1 . 02* 24 460 66 0 *1 . 00*85*0 . 75 1 . 125 0 . 75*15 45 75 * * * * * * * * * * * * * * ******************************************************************************** * 3 * FLOW veh 165 704 8 5 * AVEDEL s 16 . 6 * CAPACITY veh 793 1033 750 1068 * LOS SIG B * AVE DELAY mins 0 . 23 0 . 32 0 . 22 0 . 25 * LOS UNSIG C * MAX DELAY mins 0 . 26 0 .42 0 . 26 0 . 29 * AVE QUEUE veh 0 2 0 1 * VEHIC HRS 7 . 1 * MAX QUEUE veh 0 3 0 1 * COST $ 106 * ******************************************************************************* Vic -