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HomeMy WebLinkAbout06 - Traffic Impact Study - S 19th & Graf Traffic Signal Warrant Study For South 19th Avenue & Graf Street Prepared for Meadow Creek, LLC 924 Stoneridge Drive, Suite 1 Bozeman, MT 59718 July 2006 BOZ_05021.01 Table of Contents Page INTRODUCTION 1 INTERSECTION LOCATION AND DESCRIPTION 1 Figure 1: Intersection Location 2 Figure 2: Site Layout 3 EXISTING CONDITIONS 4 Roadway Characteristics &Volumes 4 Intersection Characteristics & Volumes 5 Figure 3: Existing Traffic Volumes 6 Speeds 5 DESIGN TRAFFIC VOLUMES 5 Trip Generation 5 Table 1. Summary of Trip Generation 7 Trip Distribution 8 Figure 4: Primary Trip Distribution 9 Traffic Assignment 10 Figure S: Site Traffic Assignment at Full Build-Out 11 Table 2. Summary of Phased Trip Generation 12 Table 3. Summary of Traffic Contributions to Area Intersections 13 Volumes 13 Figure 6: 2008 Design Hour Traffic Volumes 14 TRAFFIC OPERATIONS 15 TRAFFIC SIGNAL WARRANT ANALYSIS 15 Warrant#l: Eight-Hour Vehicular Volume 16 Warrant 42: Four-Hour Vehicular Volume 16 CONCLUSIONS & RECOMMENDATIONS 16 Appendix A— Traffic Volume Data Appendix B— Traffic Speed Data Appendix C—Capacity Calculations—2008 Full Build-Out Appendix D— Traffic Signal WarrantAnalyses Engineering, Inc. i Traffic Signal Warrant Study South 19th Avenue & Graf Street South 19th Avenue & Graf Street Signal Warrant Study INTRODUCTION The purpose of this report is to provide a detailed summary of the evaluation of traffic signal warrants for the proposed intersection of South 19th Avenue and Graf Street that would be constructed with the proposed 202-acre Meadow Creek Subdivision that would be located west of South 19th Avenue between Stucky Road and Blackwood Road in Bozeman, Montana based on the eight signal warrant criteria found in the Manual on Uniform Traffic Control Devices. The methodology and analysis procedures used in this study employ the latest technology and nationally accepted standards. Conclusions made in this report are based on professional judgment and these principals. INTERSECTION LOCATION AND DESCRIPTION The intersection of South 19th Avenue and Graf Street is located at the east quarter corner of Section 23, T. 2 S., R. 5 E., P.M.M. The intersection location is illustrated in Figure 1. South 19th Avenue is classified as a principal arterial. Graf Street is a proposed collector road as classified by the Greater Bozeman Area Transportation Plan Year 2001 Update (Robert Peccia& Associates, June 2001). The proposed Meadow Creek Subdivision would include 341 lots (approximately 675 dwelling units) at full-build out. Primary access to the subdivision would be provided from South 19th Avenue to the east at its intersections with Stucky Road, Graf Street, and Blackwood Road. The proposed site layout is illustrated in Figure 2. Engineering, Inc. 1 c4l P ! I HUFFINE LAN 1 U; i �74 ,tasim L mg M 221 z uj Mi con StfCEST K"AGY SOUL' STUCK-f,-ROAD 4-1 Lu GRAFySTREErj z (PROPOSED) ui i 0 U. LACKWOOD ROAD 9TH AVE 13 il F7= -&�RAF+�&� Lu i z 0 INTERSECTION N I 0 z GOLDENS�TEILA�E 0 FIGURE 1 : INTERSECTION LOCATION GRAF-FIGURE-Ol.DWG - 60Z05021.01 07/27/06 TEE --- --- ----------------� I i i I , i it ------- ---- - -- -----------------__- - I � I II I ' j I FIGURE 2: SITE LAYOUT GRAF_FIGURE_02.OWG BOZ 05021.01 07/27/06 TEE South 19th Avenue & Graf Street Signal Warrant Study EXISTING CONDITIONS Roadway Characteristics & Volumes Nineteenth Avenue is a state secondary highway (5-345) in Bozeman, Montana. It is classified as a principal arterial from Interstate 90 (I-90) south to Johnson Road. North of I-90 and south of Johnson Road, 19th Avenue is classified as a minor arterial roadway. From its intersection with Cottonwood Road, South 19th Avenue proceeds easterly for approximately two miles and then turns to the north. It continues to the north, changing to North 19th Avenue where it crosses West Main Street in Bozeman, eventually crossing over I-90 and terminating at Springhill Road. Near the proposed Graf Street intersection, South 19th Avenue currently has a paved surface width of approximately 30-feet with I- foot gravel shoulders and 5:1 inslopes. The pavement width provides for two 15-foot wide thru travel lanes. As reported in the Traffic Impact Study for.ICD Residential Development Meadow Creek Subdivision prepared by Robert Peccia & Associates in August 2005, automatic traffic counts gathered from 1994 to 2003 by the Montana Department of Transportation (MDT) found the traffic volume on South 19th Avenue to range from approximately 4,900 to 7,250 average annual daily traffic (AADT) north of Stucky Road during that period with an average annual growth rate of 4.40%. Automatic traffic counts gathered from January 24-26, 2006 found traffic volumes on South 19th Avenue of approximately 9,600 and 7,100 AADT north and south of Stucky Road, respectively. An MDT seasonal adjustment factor of 1.10 for the month of January was applied to the road tube counts. Graf Street does not currently exist west of South 19th Avenue. The GBATP indicates Graf Street as a proposed collector roadway providing a continuous route from Cottonwood Road east to South 3rd Avenue. The development of Meadow Creek Subdivision will construct approximately a one-half mile segment of the proposed collector roadway west of South 19th Avenue. When completed, that segment of roadway will have a paved surface width of 44-feet with standard curb and gutter on both sides. Engineering, Inc. 4 South 19th Avenue & Graf Street Signal Warrant Study Intersection Characteristics & Volumes The intersection of South 19th Avenue and Graf Street is a proposed T-intersection with the development of Meadow Creek Subdivision. As stated previously, two thru travel lanes are provided on South 19th Avenue, one northbound and one southbound. Traffic counts were conducted by Robert Peccia & Associates on September 8, 2004 at the intersection of South 19th Avenue and Stucky Road. A growth factor of 1.09 (4.50% per year for 2 years) was applied to the counts yielding total through volumes of 692 and 771 vehicles during the AM and PM peak hours, respectively, adjacent to the proposed Graf Street intersection. A summary of the traffic count data can be found in Appendix A. Figure 3 summarizes the adjusted existing AM and PM peak hour turning volumes and previously discussed ADTs for the street system. Speeds Speed data was collected by Marvin & Associates on South 19th Avenue in 2002 for an MDT speed zone investigation. Between Stucky Road and the future Blackwood Road the existing speed limit is 60 mph. The 85th% speeds in the area range from 52.75 to 64.32 mph. Copies of the speed data are included in Appendix B. DESIGN TRAFFIC VOLUMES Trip Generation An accurate estimate of site-generated traffic must be made in order to establish the parameters to be used in the analysis of signal warrants at the intersection of South 19th Avenue and Graf Street. This report utilized Trip Generation, 7th Edition, published by the Institute of Transportation Engineers (ITE), the most widely accepted source for determining trip generation rates. Engineering, Inc. 5 0 0 m 0 0 F. 0 Q KAGY BOULEVARD STUCKY ROAD w O w O r ¢ h � F � Q � O GRAF STREET H 196 (498) l GRAF* BLACKWOOD ROAD 487 (262) i C=ROBERT PECCIA &ASSOCIATES COUNTS-9/8/2004 + 1.08 GROWTH FACTOR X=AM PEAK (X) =PM PEAK FIGURE 3: EXISTING TRAFFIC VOLUMES GRAF_FlGURE_03.DWG BOZ 05021.01 07/27/06 TEE South 19th Avenue & Graf Street Signal Warrant Study One-way vehicular trips generated by the Meadow Creek Subdivision were estimated using ITE Land Use No. 210 (Single Family Detached Housing), Land Use No. 220 (Apartment), and Land Use No. 230 (Residential Condominium / Townhouse). The number of dwelling units was used as the independent variable. Table 1 summarizes the trip generation rates for the proposed development. Table 1 Summary of Trip Generation Average Weekday AEI Peak Hour F14 Peak Hour Land Use Units Enter Exit Total Enter . Exit Total Enter Exit Total Single-Family Detached Housing (1) 297 1415 1415 2830 54 163 217 180 106 286 Apartment (2) 288 940 941 1881 29 115 144 114 62 176 Condominium/ Townhouse (3) 90 294 293 587 8 39 47 36 19 55 Totals 675 2649 2649 5298 91 317 408 330 187 517 ITE 210*-Single Family Detached Housing,Units=Dwelling Units,T=Trips Average Weekday Trips Ln(T)=0.92 Ln(X)+2.71 R2=0.96 (50%Entering,50%Exiting) Weekday,Peak Hour of Adjacent Street Traffic,One T=0.70(X)+9.43 R2=0.89 (25%Entering,75%Exiting) Hour Between 7 and 9 a.m. Weekday,Peak Hour of Adjacent Street Traffic,One Ln(T)=0.90 Ln(X)+0.53 R'--=0.91 (63%Entering,37%Exiting) Hour Between 4 and 6 p.m. ITE 220*-Apartment,Units=Dwelling Units,T=Trips Average Weekday Trips T=6.01(X)+150.35 R2=0.88 (50%Entering,50%Exiting) Weekday,Peak Hour of Adjacent Street Traffic,One T=0.49(X)+3.73 R'--0.83 (20%Entering,80%Exiting) Hour Between 7 and 9 a.m. Weekday,Peak Hour of Adjacent Street Traffic,One T=0.55(X)+17.65 R2=0.77 (65%Entering,35%Exiting) Hour Between 4 and 6 p.m. ITE 230*-Residential Condominium/Townhouse,Units=Dwelling Units,T=Trips Average Weekday Trips Ln(T)=0.85 Ln(X)+2.55 R2=0.83 (50%Entering,50%Exiting) Weekday,Peak Hour of Adjacent Street Traffic,One Ln(T)=0.80 Ln(X)+0.26 R2=0.76 (17%Entering,83%Exiting) Hour Between 7 and 9 a.m. Weekday,Peak Hour of Adjacent Street Traffic,One Ln(T)=0.82 Ln(X)+0.32 R2=0.80 (67%Entering,33%Exiting) Hour Between 4 and 6 p.m. Trip Generation, 7th Edition, Institute of Transportation Engineers,2003 Engineering, Inc. 7 South 19th Avenue & Graf Street Signal Warrant Study Typically, it is important to estimate the volume of trips that would be made by alternate modes of travel. These trips, therefore, would not involve vehicles accessing the site. However, since the proposed subdivision is located on the outskirts of Bozeman, and to add a measure of conservatism to the analysis, it was assumed that all trips to and from the proposed Meadow Creek Subdivision would be vehicular trips. Vehicular trips should also be further broken down into four classifications: primary purpose, diverted link, internal, and pass-by trips. Primary purpose trips are those for which the development is a primary destination from any origin. Diverted link trips are those made to the development as a secondary destination and are diverted from a path between an origin and a primary destination. Internal trips are trips that begin and end within the site. They do not affect the abutting roadways. Pass-by trips are those made to a development as a secondary destination, but the primary trip path is on the adjacent street system. All trips to and from a residential subdivision can be considered primary purpose trips. There is the potential for trip interaction between the proposed Meadow Creek Subdivision and the commercial development within the Genesis Business Park Subdivision to the north. In order to add a level of conservatism to this study, trips between the Genesis Business Park Subdivision and Meadow Creek Subdivision have not been analyzed; therefore, all trips associated with this subdivision would be new trips on the surrounding street system. 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. An estimate of the site trip distribution was included in the Traffic Impact Study for JCD Residential Development Meadow Creek Subdivision; however, revisions have been made based on estimated travel patterns within the subdivision and characteristics of the surrounding transportation system. For this study, the trip distribution was based on the distribution of existing traffic volumes along with the locations of existing and anticipated destinations. The trip distribution for the proposed subdivision is shown in Figure 4. Engineering, Inc. 8 63% KAGY BOULEVARD (29% 4% STUCKY ROAD w z w F- C! T .T. .�i 0 GRAF STREET BLACKWOOD ROAD 4% 8 FIGURE 4: TRIP DISTRIBUTION GRAF_FlGURE_04.Dwc BOZ 05021.01 07/27/06 TEE South 19th Avenue & Graf Street Signal Warrant Study Traffic Assignment In order to evaluate traffic signal warrants at the proposed intersection of South 19th Avenue and Graf Street, it is important to evaluate the expected traffic demands. In the case of a new roadway or intersection, it is necessary to establish an accurate estimate of those demands. Assignment of site traffic to the street system and site access points is dependent upon a number of factors. In this case, directional distribution of primary purpose trips and the operating characteristics of the surrounding street system were considered to determine the site traffic assignment at the intersection of South 19th Avenue and Graf Street. Figure 5 shows the AM and PM peak hour traffic assignment for Meadow Creek Subdivision at full build-out. Graf Street is estimated to carry a significant portion of site related traffic. This assumption is based on the fact that Graf Street is more centrally located within the subdivision and a majority of site related trips are expected to be directed to the north. With the development of Meadow Creek Subdivision, it is assumed that full build-out of the subdivision will occur over the course of the next 2-3 years. There are a total of five phases planned for the development; however, the infrastructure improvements (streets, water, sanitary sewer, and storm water) are being constructed concurrently with an estimated completion date of November 2006 for all phases. Table 2 summarizes the estimated trip generation for each phase of the proposed development. In addition, Table 3 summarizes the traffic contributions from each phase to each of the three intersections. Engineering, Inc. 10 KAGY BOULEVARD STUCKY ROAD 3 80 (13) -.U► 4� (�) (20)(285) w ii) Tt ui 14 � (11} x STUCKY ~ 1 x (0) �� f 0 278 GRAF STREET 0 (1) (160) 45 36 (165)(120) a 168,0 (91) G RAF (4) BLACKWOOD ROAD 2 110 7) (70) 35 8 (120) (4) (69) BLACKWOOD 2 2 (5) (8) X=AM PEAK (X) = PM PEAK FIGURE 5: SITE TRAFFIC ASSIGNMENT AT FULL BUILD-OUT GW_FIGURE_05.DWG BOZ 05021.01 07/27/06 TEE South 19th Avenue & Graf Street Signal Warrant Study Table 2 Summary of Phased Trip Generation Average Weekday AM Peak Hour PM Peak Hour Land Use 7 TTitITEnter Exit Total Enter Exit Total Enter Exit Total Phase 1 Apartment 140 457 457 914 14 56 70 56 30 86 Phase 2 Single-Family Detached Housing 7 33 34 67 1 4 5 4 3 7 Apartment 92 301 300 601 9 37 46 36 20 56 Condominium/ Townhouse 33 107 108 215 3 14 17 13 7 20 Phase 3 Single-Family Detached Housing 35 167 167 334 6 20 26 21 13 34 Apartment 40 130 131 261 4 16 20 16 8 24 Condominium/ Townhouse 6 19 20 39 1 2 3 3 1 4 Phase 4 Single-Family Detached Housing 83 396 395 791 15 46 61 50 30 80 Condominium/ Townhouse 33 107 108 215 3 14 17 13 7 20 Phase 5 Single-Family Detached Housing 172 820 819 1639 31 95 126 104 61 165 Apartment 16 53 52 105 2 6 8 7 3 10 Condominium/ Townhouse 18 58 59 117 2 7 9 7 4 11 Totals 675 2649 2649 R98 91 , 317 408 330 187 517 Engineering, Inc. 12 South 19th Avenue & Graf Street Signal Warrant Study Table 3 Summary of Phased Traffic Contributions to Area Intersections Average weekday AM Peak Hour PI12 Peak Hour Street Enter Exit Total Enter Exit Total Enter Exit Total Phase 1 Stucky Road 114 114 228 3 14 17 13 8 21 Graf Street 343 343 686 11 42 53 42 23 65 Phase 2 Graf Street 441 442 883 13 55 68 55 28 83 Phase 3 Graf Street 150 149 299 5 18 23 18 12 30 Blackwood Road 167 168 335 6 20 26 21 11 32 Phase 4 Graf Street 125 125 250 5 16 21 16 8 24 Blackwood Road 378 378 756 13 44 57 48 28 76 Phase 5 Graf Street 473 473 946 17 56 73 59 35 94 Blackwood Road 458 457 915 18 52 70 58 34 92 Totals 2649 2649 5298 91 317 408 330 187 517 Volumes It is necessary to determine design hour turning movement volumes to perform capacity calculations on South 19th Avenue at its intersection Graf Street. Design hour turning movement projections were based on turning movement counts adjusted to reflect the 30th highest hourly volume of the year. In most cases, the 30th highest hourly volume can be reasonably represented by the PM peak hour. In addition, site traffic from Meadow Creek Subdivision has been combined with 2008 estimated traffic volumes, which were determined by applying a growth factor of 1.09 (4.50% per year for two years) to existing traffic volumes. Figure 6 shows traffic from Meadow Creek Subdivision combined with 2008 traffic volumes. Engineering, Inc. 13 KAGY BOULEVARD STUCKY ROAD w z w r 45 250 _ (165)(665) F p 170.,o GRAF STREET H (90) GRAF 10 (5) 5 645 10)(355) BLACKWOOD ROAD X =AM PEAK (X) = PM PEAK FIGURE 6: 2008 DESIGN HOUR TRAFFIC VOLUMES GRAF_FlGURE_06.OWG BQZ 05021.01 07/27/06 TEE South 19th Avenue & Graf Street Signal Warrant Study TRAFFIC OPERATIONS Unsignalized intersection capacity calculations were performed for the intersection of South 19th Avenue and Graf Street using Highway Capacity Software Plus (HCS+), Version 5.2, 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 conditions and F being the worst. At the intersection of South 19th Avenue and Graf Street, with stop control on Graf Street the northbound approach is estimated to operate at LOS A during both peak hours, with an average delay of 7.9 seconds per vehicle in the AM and 9.9 seconds per vehicle in the PM. The eastbound approach would operate at LOS E during both periods, having an average delay of 39.2 seconds per vehicle in the AM and 36.5 seconds per vehicle in the PM. Detailed capacity calculation results for existing conditions are included in Appendix C. TRAFFIC SIGNAL WARRANT ANALYSIS A traffic signal warrant analysis for the proposed intersection of South 19th Avenue and Graf Street was performed for 2008 traffic volumes. The Manual on Uniform Traffic Control Devices, 2003 Edition (MUTCD) defines eight warrants establishing the minimum criteria for the installation of a traffic control signal. It was determined that two of the eight warrants (Warrant #1: Eight-Hour Vehicular Volume and Warrant #2: Four-Hour Vehicular Volume) are estimated to be met at the intersection of South 19th Avenue and Graf Street. The analysis removed southbound and eastbound right turn movements from the signal warrant analysis and treated each approach as a single lane approach, noting that the northbound left turns and eastbound right turns are relatively minor movements and there are very minimal conflicts for southbound right turns. Engineering, Inc. 15 South 19th Avenue & Graf Street Signal TVarrant Study Warrant#le Eight-Hour Vehicular Volume At the intersection of South 19th Avenue and Graf Street, the eighth-highest vehicular volumes were determined to be 603 total vehicles per hour (vph) on the major street (South 19th Avenue) and 85 vph on the minor street approach (Graf Street). These volumes satisfied the warrant minimum criteria for Condition B and the combination of Conditions A and B. The 70% warrant minimum volumes were used for the evaluation of Conditions A and B, accounting for the posted speed limit of 60 mph on South 19th Avenue as well as the 85% speeds of approximately 64 mph. The 56% warrant minimum volumes were used for evaluation of the combination of Conditions A and B. Warrant 92: Four-Hour Vehicular Volume The fourth-highest vehicular volumes were determined to be 774 vph on the major street and 70 vph on the minor street approach. These volumes satisfied the warrant minimum criteria for Warrant#2. Again, 70% warrant minimum volumes were used in the analysis. Detailed signal warrant analysis calculations are included in Appendix D. CONCLUSIONS & RECOMMENDATIONS Analysis of traffic signal warrants show that the intersection of South 19th Avenue and Street would meet the minimum criteria found in the MUTCD with estimated development traffic and projected growth on South 19th Avenue by the year 2008. Therefore, consideration should be given to installing a traffic signal at this location for the improvement of intersection operations. Engineering, .Inc. 16 Appendix A Traffic Volume Data z -'z .... V7 14H ZFNt`l�1-1 lid pp cn u Ji TZI HM I F os 66 cl 14 km N kt Yi O ti 6i 52 A s:9 &6 fT Appendix B Traffic Speed Data L T C N Is41 I,: go Cl W tc e N °o N V) O W2� 0 , _! , ' � h O q� Q O N n N N N b b N NCL 0 9 E w Lo r CDJ ;6W.--.' h N �' q Gbi Pam. 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In g Q Q Q Q In Q N N I U O e- co N N h h Q Q )______ ; 0 "' �• N e� I I I r R;zl4 L Z ' _ ____ �s , I - , Z H OG L 2 Oj O M 10 W 0 T h V b b L V L U b 4 - V U (L r N Q b m tD C U) C .w m � N � E E 0 O W Q e� m In W r- I , uj h• ttL m M r-. t•. m Q F O O O I ; °i IR(ij t` N N O Q W I -------------- W N 17 I'I Q Q In 1n rm co h h It !11 ° o 0� ur W U1 r W n F= a n F Q" to - In O ItI O vS b In O 4a O In U_ ❑ z 9310IH3A i0 3`JVIN30F13d N m 1'7 Q Q In In Im Im h h W W ❑ S U W F' O LLI Y 0 0 0 0 ,w0 0 0 0 0 2 > y W (L O liJ W Q z C W U) N ❑ O N N t7 N Q Q I() h b h. U W Itp Q E n ZA b ON h O ?F'r! N �"1 O Q O h 1� a1 Q O Cl N Q h a1 O o1 m1 6 O - r , I ' � 1 I , I m ^ pp I I I I U N t m m a O ey v0. h In w ems,, er .c ui r: .•: m - r I E x F 1n I I y N V , z + o v . n r. to a -' <L ; _ _ J____S.._ it. co r CO O 0 Q O N O to O In O In it __ _____ ____O W ,J- N m 1-1Q Q h O V h h it « W LLJ (L J It r it S313IH3A dO 3OV1N37tl3d N O In O In O 1n O Io O try U Q U) Z 'x :_ N m17 Q It In W 10 1,, h = W W W O W W K W F- :. O O O Or 2 0 0 0 6 0 0 > N W N 0 LIA W ill ...,�(a z O- W EL F- Q =M-'h4 Io co Io '_ m m t" 4. F U (n N ❑ ❑ fY NNE 7 vQUaUl r: O lt�l w a Appendix C Capacity Calculations — 2008 Fall Build-Out TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T Eastwood Intersection S 19th Ave/Graf St Agency/Co. Engineering, Inc. Jurisdiction Cit of Bozeman I MDT Date Performed 7/28/2006 Analysis Year 2008 Full Build-Out Analysis Time Period AM Peak Project Description BOZ 0502 1.01 Meadow Creek Subdivision-South 19th Avenue East/West Street: Graf Street North/South Street: South 19th Avenue 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) 5 645 250 45 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0,90 Hourly Flow Rate, HFR 188 0 11 0 0 0 veh/h) Percent Heavy Vehicles 0 — -- 0 — -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 1 Configuration L T T R ,Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 170 10 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 277 50 5 716 0 (veh/h) 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 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 v(veh/h) 5 188 11 C (m) (veh/h) 1244 270 767 v/c 0.00 0.70 0.01 95%queue length 0.01 4.71 0.04 Control Delay (s/veh) 7.9 44.1 9.8 LOS A E A Approach Delay (s/veh) -- -- 42,2 Approach LOS -- -- E Copyright 0 2005 University of Florida,All Rights Reserved HCS+TM Version 5.2 Generated: 7/28/2006 10:27 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T Eastwood Intersection S 19th Ave/Graf St Agency/Co. Engineering, Inc. Jurisdiction City of Bozeman/MDT Date Performed 712812006 Analysis Year 2008 Full Build-Out Analysis Time Period PM Peak Project Description BOZ 05021.01 Meadow Creek Subdivision-South 19th Avenue East/West Street: Graf Street North/South Street: South 19th Avenue 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 10 355 665 165 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 100 0 5 0 0 0 (veh/h Percent Heavy Vehicles 0 — — 0 — -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 . 1 Configuration L T T R Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h) 90 5 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly.Flow Rate, HFR 0 738 183 11 394 0 veh/h) 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 0 1 0 0 0 Configuration L R Delay, Queue Len th, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R (veh/h) 11 100 5 C (m) (veh/h) 750 217 421 v/c 0.01 0.46 0.01 95%queue length 0.04 2.23 0.04 Control Delay(s/veh) 9.9 35.0 13.7 LOS A E B Approach Delay(s/veh) — -- 34.0 Approach LOS -- -- D Copyright 0 2005 University of Florida,All Rights Reserved HCS+TM Version 5.2 Generated: 7/28/2006 10:28 AM Appendix D Traffic Signal Warrant Analysis TRAFFIC SIGNAL WARRANT EVALUATION SUMMARY -analyst: Tom Eastwood Intersection: South 19th Avenue& Agency/Company: Engineering,Inc. Graf Street Date Performed: 7/28/2006jurisdiction: City,of Bozeman/Montana Analysis Case: 2008 Full Build-Out Department of Transportation Project Number: BOZ_05021.01 Major Street: South 19th Avenue Direction(_V-S or E-%V): N-S Project Description: Meadow Creek Subdivision- Minor Street 1: Graf Street South 19th Avenue Direction(N-S or E-V): E-W Total#of Approaches: 3 Major Street S eed Limit: 60 m h Max Major Street 85th%Speed: 64 mph Description Warrant Met? 't `arrant I Et ht-Hour ehzcular Volurarie des.r . : Warrant 2: Four-Hour Vehicular Volume Yes 't�arrant�� Weak Hour � _ �1oN� Warrant 4: Pedestrian Volume No Y arrant . School.Carossn 7 o s Warrant 6: Coordinated Signal System No axaxt'�Y :Crash E erence No W Warrant 8: Roadway Network No Total Number of'Warrazzts Mct ., , , N .- . q z Y ENGHMEERIN A . ff con-sulling Enginvvrs and Land Surveyors CZ BILLINGS • BOZEMAN TRAFFIC SIGNAL WARRANT EVALUATION Analyst: Tom Eastwood Intersection: South 19th Avenue& -agency/Company: Engineering,Inc.; Graf Street- Date Performed: 7/28/2006Jurisdiction: City of Bozeman/iViontana Analysis Case: .2008 Full Build-Out De artment of Trans 6rtation Project Number: BOz_05021.01 -Major Street: South 19th Avenue Direction(N-S or E-W): N-S Project Description: Meadow Creek Subdivision- tilinor Street 1: Graf Street South 19th Avenue Direction(N-S or E-W): E-W Total#of Approaches: 3 Major Street S eed Limit: '60 m h itilax Major Street 85th%Speed: 64 mph Hour Beginning 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 South 19th Avenue NB 10 4 3 3 20 65. 211' 605 South 19th Avenue SB " 15 10 10:i' 6 12 43 182 9 2 1 4 2 10 22 58 158 C to EStr"eet WB'F Peds X—ing Major Hour Beginning 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 South 19th Avenue NB 561 r 3,09. 265' :`;427 '317„ '221` 239 South 19th Avenue SB 325 1,64, . -168. '226 286 266 , ';_ . 269: . 419. CiraEStreetEB ; . .; 143 90 90=_ 100 85 87 83 91 Peds X-in Major N o-_ Y .._ Hour Beginning 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 South 19th Avenue NB 279': `286 285 153 � 1b? 80 ...`.' `.58. : South 19th Avenue SB 456 61T 489 3Q1 257- 195 " $5. 39 ' Graf'Stzeet ER. . �r: 87 89 70 46 26 31 '15 11 Peds X-ing Major x, z Approach Lanes Community Less Than 10,000 Population or Y Minor 1 Seeds Above 40 mph on Major Street?(Y or N) „� . .,....Yz1v _ n t.rr .,.w;.��CaidtxozA Mintrnume_fixutar Yol�ce Eighth.Hrghest Waxrant'.M�rxv»vrn Volumes Irt Number of Cuahfymg Ala oz Feet 6t)3 �A 3Q Warxant1=;CariditionA:ISIiriiiriuin'.CnteA Met, x 2 0. Condition B - Interruption of Continuous Traffic Eighth-Highest Warrant Afinimum Volumes( h) Vehicular Volume(VPH) 100% 70% Number of Qualifying Major Street 603 N/A 525 Hours: 8 tilax Minor Approach 85 N/A 53 Warrant 1-Condition B Minimum Criteria Met? Yes =,ano- ysis_ ouc - m-.t vcnue_ rar-arreec_ age I o Caiatbinaion of Gtriditons A`&-'-"'A 4 Cond tioi A , immumrVe ieular Volume ; A w,Eighth Hsghesr Waitarit.l4ifiirzium.Volum Veliicrr?arYticrrne,(VPH) ttcxtber o1 Qualiffyuig; 1G1 ar StreEE 6Ek3 >. Hours': 40, .1�kas4lvxoz Wairant.l. C6n'dit dh 1VTFnisrium.Gritena,Met?" e t Condnon Fv' Interruption.of Continuous Traffic n. .w Ehth Hrghesr WWarcaia �4irliiurn°X�alumes?(VP lr). L�eluciziar..Yolixnze(YP1 ) Numbenof Qualifying Hours: 13 2Ta�ci4Iuso poach ,85, N� '': a42 ..., R,Warxant.Z,`vtCoridtron,BllFiniinunn.Critera,MEt r. ..,; ': ` Yee ; h y,., 4,L�arrantyl , Coi�ibtnatiori of Cr�ndinons ABB Minin�ium�Critena Mete Yes Warrant 1 - Minimum Criteria Met? Yes Approach Lanes Major 1 Community Less Than 10,000 PopulatioT.r Minor 1 Seeds Above 40 mph on Major Street? Y Fourth-Highest Warrant Afinirnum Volumes( h) Vehicular Volume(VPH) 100% 70% Number of Qualifying Major Street =774 - - Hours: 7 Max Minor Ap2roach 1 70 N/A 61 Warrant 2 Minimum Criteria Met? Yes Approach Lanes Major 1 Community Less Than 10,000 Population or YMinor i Seeds Above 40 m h on Major Street?(Y or N) Condition A.1 StoppedTime Llelay on Min©r Street Approach oral Pear Hawwt Sta ed DeTa P Warranr din= m' � t 2.3e%,Hxs. Velx`f3r 4arant 3=Gondxteau,A�1:lVluutnnii.Gnteiia l4TEt?`_ j�:3 Ion Condition A.2 Vehtc�xlaroTie nor.Stret, Iixch " y VehtcrrTar' `alvme WJEtt1I31X22CTt ; an Mrziar-St�eee�fp VehrcrztarValtrrne �' h arT's121.t.3. .Coil ion.A:2M2titltltlrll._ ?Ttterca clitiott A.3,, Totaftiterixig Volume Total Number eAppraaches T©tal Peak Haur Enterui Warraxst ttMutrrqurxr; �2 ' at,;lrttersecuan _.a< v'I Xnzetsecttirza CS t C. Warrnnt.3'- on tion A 3 3t inimuin'Crtt ria Metz Kk Yc ,,,- ar ailt-3 one itto xAMx`nxmui�Criteria l4% et Condition B -Vehicular Volumes on Both Approaches Maximum Simultaneous Warrant Minimum Volumes(ph) Volumes(VPH) 100% 700 o Number of Qualifying Major Street 1 903 - - Hours: 8 Max Minor Approach 1 89 N/A 94 Warrant 3- Condition B Minimum Criteria Met? No Warrant.Analysis_South-l9th-Avenue_Graf-Strect_2008 Page 2 of 4 Divided street having median of sufficient width for Distance to nearest traffic signal along feet pedestrian to wait when crossing?(Y or N) major street: . . '� ,.... .�Condition aA l�Irnunum,Pedestnaxx,Volume on 1�%Ialor Sfreet ., umber o£Qizalt£umg 1VSaYirr�um Pedesttian1Bicyclrst Waxxain't'Mutzriiims :.Crossxrt 'olumc m 4=hour -. umber of Qualifying €}' PEI3HIt l00 19() Hauts'>1U Peds p,. . Warxait 4 CoriditiQn A l �inxmtim CrCetiNet� �Na r . ... Number of adequate gaps in traffic stream for pedestrians to cross Warrant Minimum as during peak pedestrian volume period: g p 60 a s Warrant 4- Condition B Minimum Criteria Met? No Warrant 4 - Minimum Criteria Met? No _NOW RON; Now xk m Average size of groups of school children at an Length of crossing period minutes established school crossing across the major street: Total number of students during the highest crossing Distance to nearest traffic signal along 0 feet hour: major street: WWarrartt:Mitritr�ums tunb of adequate gaps doting the period w11 hen Gaps Students X zrzg school chsdrei are usuig fhe`crossirigdps ? , Warrant 5 .ISMxnuriurn Criteria1et� N �A Is the major street traffic flow: (Enter 1 or 2) ; Are the adjacent traffic control signals so far apart (1)one-way or primarily in one-direction that they do not provide the necessary degree of (2) two-way vehicular platooning?(Y or N) Warrant 6- Condition A Minimum Criteria Met? c .. tConnBTW pv Tiv3eratn roosed,and ad}acenl'tra£fic sig�xials willoIIecixvely �, Iteultuigacuig of traffic control 2 640 fact prn icte for arpro ressrxp opatton�.(XFY err si also ,~x ��.° ' � � �arrart 6 ..CQtidi�iont B.14�I�nxdi>�m.Critena�:l 'et� Condition A-Adequate Trial of Alternatives Has an adequate trial of alternatives with satisfactory observance and enforcement failed to reduce the crash frequency?(Y or N) Warrant 7 - Condition A Minimum Criteria Met? No Cdnditaton Number.df ,e .ULte C asbe oral cumber afieported crashes,oftvpes susceptible tv corxecsom hat s tralc comrol signal,ocaursngWaxxant+. thin:a I mt?nti perxad each crash iztvtilving personal in}cry cir lsrop�rty damage apparently eceediPig �t ?' the aphcalale segtucement Or x reportable crash Warrant.?, CondstlQn B IFfiimun Cr�tez� ,1Vt ? Condition C-Traffic and Pedestrian Volumes Condition A-Table 4C-1 Eighth-Highest Warrant Minimum Volumes( h) Vehicular Volume(VPH) 80% M% Number of Qualifying Major Street 603 N/A 280 Hours: 10 Max Minor Approach 85 N/A 84 Condition B-Table 4C-1 Eighth-Highest Warrant Minimum Volumes(vph) Vehicular Volume(VPH) 80% 50% Number of Qualifying Major Street 603 N/A 420 Hours: 13 Max Minor Approach 85 N/A 42 Warrant-Analysis_South-19th-Avenue_Gmf-Stceet_2008 Page 3 of 4 Pedestrian Volume Number of Qualifying Maximum Pedestrian/Bicyclist Warrant Minimums Hrs.More Than 80 Peds: 0 CrossingVolume 4-Hour 1-Hour Number of Qualifying 0 PED/HR 80 152 Hrs.More Than 152 Peds: 0 Warrant 7 - Condition C Minimum Criteria Met? Yes _.' . �a�rant'� Mtumum Cnterta Meth No Definition of a Major Route N 1?o two or more intersecting routes have at least one or more of the following characteristics? No A. Part of the street or highway system that serves as the principal roadway network for through N traffic flow;(Y or N) B. It includes rural or suburban highways outside,entering,or traversing a City;(Y or N) N C. It appears as a major route on an official plan,such as a major street plan in an urban area traffic and transportation study.(Y or N) N Croixrt>on A ,A uerage,Weekday Ex�atirig,and Frolected 5 Year,Total Entering„t7olumes T aral Peak HoxirEntern, Watxant 2, Does dzautexsetxonhave 5 gea probed traffic ol'umes that rrtt 32 Va1u`me at Intersectron Volume as Int�sectYarx one at r�s�ze Q��arxanfs;�,`2,or,3 Yes 3 3 Warrafit 8 Condition A Mrnrrnufin Criteria 1VIet� .,.r; Condition B -Nonnormal Business Day (Saturday or Sunday) Existing, or Immediately Projected,Five-Hour Total Entering Volumes Does the intersection have a total existing,or immediately projected,entering volume of at least 1,000 vehicles per hour for each of any 5 hours of a nonnormal business day?(Y or N) Warrant 8 - Condition B Minimum Criteria Met? rlen Warrant 8 . VIlt2llum Ca,Met� Noaj} NO, 9N-Co BILLINGS ■ BOZEMAN Warrant-Analysis_South-l9th-Avenue_Graf-Street_2008 Page 4 of 4 i f